NCG551805_Application_20230519

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ROY COOPER
Governor
ELIZABETH S.B[SER re, ¢d
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Secretary
RICHARD E.ROGERS,JR. NORTH CAROLINA
Director Environmental Quality
May 23, 2023
Purvis Property
Attn: Alan Purvis, Owner
197 Stonecrest Way
Durham, NC 27705
Subject: Permit Renewal
Application No. NCG551805
Purvis Property-197 Stonecrest Way
Chatham County
Dear Applicant:
The Water Quality Permitting Section acknowledges receipt of your application for a new NPDES WW permit, including
supporting documentation and your check number 6293 in the amount of $60.00 as payment of the application fee. These
items were received in our offices on May 19, 2023. Your application will be assigned to a permit writer within the
Section's NPDES WW permitting branch. The permit writer will contact you if additional information is required to
complete evaluation of your application. Your timely and direct response to any such request will help to expedite the
review process. Please note that acceptance of the application does not guarantee a NPDES permit will be issued for the
proposed activity. A permit will only be issued following a complete review of the application, concluding the proposed
discharge is allowable per applicable statutes and rules.
Information regarding the status of your renewal application can be found online using the Department of Environmental
Quality's Environmental Application Tracker at:
https://deq.nc.gov/permits-regulations/permit-guidance/environmental-application-tracker
If you have any additional questions about the permit, please contact the primary reviewer of the application using the
links available within the Application Tracker.
Sincerel ,
Wren The ford
Administrative Assistant
Water Quality Permitting Section
cc: Kevin Davidson, PE-AWT
ec: WQPS Laserfiche File w/application
D E Q$ North Carolina Department of Environmental Quality I Division of Water Resources
!!l�� Raleigh Regional Office 3600 Barrett Drive I Raleigh.North Carolina 27609
919.791.4200

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Engineers and Soil Scientists �� .•ocESS!.H
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Agri-Waste Technology, Inc. = SEAL
501 N. Salem Street, Suite 203 = 024582 =L
Apex, North Carolina 27502
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Mr.John Hennessy
NPDES Permitting Program .5/i + zC7z3
Division of Water Quality
1617 Mail Service Center
Raleigh,North Carolina 27699-1617
RE: Application for Discharge System—Purvis Property
197 Stonecrest Way, Pittsboro,NC 27312
Dear Mr. Hennessy,
Enclosed please find information supporting an application for a discharge system for a 4-
Bedroom Single-Family Residence (SFR) located in Chatham County, North Carolina. The
proposed system will replace the failed system currently serving the residence, for which
multiple repair attempts have been made. The site's original repair design will not be utilized due
to unsuitable soil wetness conditions as determined by an independent soil evaluation by Eric G.
Lappala, PE, PH of Eagle Resources, which is included with this package. Due to the unsuitable
soil wetness and area available, no traditional system is feasible as demonstrated in Attachment I.
The proposed system is to be sized for 4 bedrooms (480 gallons per day) and has been designed
to convey all wastewater from the SFR, including greywater, to the septic tank. The site's
existing septic and pump tank are to be reused unless they fail to pass a leak test. This
application is being submitted with the intent to have coverage under the NCG55 General
Permit.
The following information is included with this letter:
- Notice of Intent(NCG550000). Attachment A
$60 check payable to North Carolina DEQ.
- Documentation from Chatham County Health Department. Attachment B
- Letter requesting coverage under the General Permit. Attachment C
Letter requesting Authorization to Construct. Attachment D
Soils Evaluation report by Mr. Walter Geise,L.S.S. Attachment E
- Correspondence from USGS. Attachment F
Flow Path to"Blue Line" Water Feature. Attachment G
Information on connection to Regional Sewer System. Attachment H
Engineering Alternatives Analysis(EAA). Attachment I
Local Government Review Forms. Attachment J
Plans and Specifications for the proposed system. Attachment K
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The proposed discharge point is located in the back yard of the property in an intermittent
stream leadingto Wilkinson Creek,. The discharge system will utilize the following
g Y
components:
Existing Septic Tank with Effluent Filter
Existing Pump Tank as Recirculation Tank with Pump Vault
AdvanTex AX-20 RT Pod
- UV Disinfection
- Discharge Point with Rip-Rap
Flow Path to"Blue Line"Water Feature
The discharge point is an intermittent stream that is on the applicant's property, which
flows Wilkinson Creek. A map showing the path from the discharge point to the first
"blue-line" stream, as shown on the NC DEQ Stream Classification Map, can be seen in
Attachment G. The lat/long information presented below is the approximate location of
the confluence of the intermittent stream with Wilkinson Creek.
Receiving Stream Wilkinson Creek
Stream Index BIMS Index 16-35
Stream Class WS-IV ;NSW
Latitude/Longitude 35.837932, -79.144187
Notice of Intent
As part of the Notice of Intent, the feasibility of alternatives to discharging must be
addressed. The following alternatives are to be evaluated:
Connection to a regional or municipal sewer collection system.
Letter from the local or county health department describing the suitability
or non-suitability of the site for all types of wastewater ground adsorption
and innovative non-discharge systems, as well as documenting the repair
potential of the failed system.
Investigate land application such as spray irrigation or drip irrigation.
Connection to a Regional or Municipal Sewer Collection System
Connection to a sewer collection system is not available to the property per Chatham
County Utilities, correspondence with a Chatham County representative conveying this
information is included with this package. Per our own investigation, we believe that the
nearest sewer to the property is located more than 4,500 feet as a bird's eye distance. At
an estimated cost of $100/ft, the cost to extend the sewer line would be well over
$450,000(plus engineering and tap fees).
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Letter from the local or county health department describing the suitability or non-
suitabilityof the site for alltypes of wastewaterground adsorption and innovative
P
non-discharge systems. Document the repair potential of the failed system.
The Chatham County Health Department indicated that the site is unsuitable for
installation of a ground absorption septic system per the results of Eric G. Lappala, PE,
PH of Eagle Resources (Attachment B). Chatham County representatives have
determined that no improvement permit can be issued due to unsuitable soil wetness
conditions and unforeseeable lateral flow concerns.
Investigate Land Application such as spray irrigation or drip irrigation.
Per the soil evaluation by Walter Giese, LSS, the site does not have suitable soil to
accommodate a non-discharge surface spray or drip wastewater system (Attachment E).
The report indicated the recommended repair option is a discharge system.
7Q10 Flow Estimate
The United States Geological Survey (USGS) was contacted to determine the 7Q10 and
30Q2 flow estimates for the proposed wastewater discharge point. The proposed
discharge point is in an intermittent stream leading to Wilkinson Creek. The analysis
from USGS indicates the 7Q10 and 30Q2 discharge for the point in question is zero flow
or less than a minimal flow of 0.05 cfs(Attachment F).
Engineering Alternatives Analysis
An Engineering Alternatives Analysis (EAA) has been completed for this site and is
included as Attachment H. The completed EAA demonstrates that a wastewater
treatment system permitted under the NCG550000 General Discharge Permit is the only
feasible option for this site. We have exhausted all other options for this site as follows:
a.) connection to a municipal or regional sewer collection system
- Not feasible due to costs(at the present time).
b.) subsurface disposal
- Inadequate soil for a subsurface absorption system.
c.) single-family residence wastewater irrigation (drip and spray)
- Inadequate soil and not sufficient area for a non-discharge
ground absorption system.
d.) reclaimed-water systems
- Inadequate soil and no area for a reclaimed water system.
No reasonable ability to operate as a bulk distributor of
reclaimed water.
e.) Any viable combination of the above
- There are no viable combinations of the above due to soil
and cost limitations.
Local Government Review Forms
As part of the EAA, Local Government Review Forms were sent to Chatham County. A
copy of the form submittals is included as Attachment I. To date, the completed forms
have not been received.
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Plans and Specifications
Plans and Specifications for the proposed system are included as Attachment J.
I appreciate your time and efforts in reviewing this application. If you have any
questions or comments, please feel free to contact me at 919-859-0669.
Best Regards,
Kevin Davidson, P.E.
V.P. of Engineering
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Attachment List
Attachment A Notice of Intent(NCG550000)
Copy of$60 Check Payable to NC DEQ
Attachment B Documentation from Chatham County Health Department
Attachment C Letter Requesting Coverage Under the General Permit
Attachment D Letter requesting Authorization to Construct
Attachment E Walter Giese Soil Evaluation Report
Attachment F 1. Correspondence from USGS
2. Stream Classification
Attachment G Flow Path to "Blue Line" Water Feature
Attachment H Information on Connection to a Regional Sewer System
Attachment I Engineering Alternatives Analysis
Attachment J Local Government Review Forms
Attachment K Plans and Specifications
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Attachment A
Notice of Intent(NCG550000)
Copy of$60 Check Payable to NC DEQ
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National Pollutant Discharge Elimination System FOR AGENCY USE ONLY
(NPDES)
Date Received
Division of Water Resources
Application for SURFACE DISCHARGE Year Month Day
Environmental Certificate of Coverage (COC)Under dN:o D S
Quality
General Permit NCG550000 Certificate of Coverage(COC)
For Single-Family Residences and Similar Discharges NC G 55 I '-3 0 S
100%-domestic wastewater-<1,000 gallons per day Check# Amount
Assigned to:
The Division of Water Resources will not accept an application package unless all instructions are followed.
Failure to submit all required items may result in the application being returned. For more information, visit
the Water Quality Permitting Section's NPDES Permitting Unit website. (Press TAB to navigate form)
1. Regional Office Contact: Please contact your DWR Regional Office before submitting this
application. If you have not met with your appropriate DWR Regional Office Representative,the
application will be returned.
Please list the DWR Regional Office representative(s)with whom you have discussed this project:
Name(s): Jane Bernard Date: 9/29/2022
2. Owner's Contact Information:
Applicant Type: ®Individual ❑Corporation ❑ Partnership
Owner Name and Title: Purvis Property
Street Address: 197 Stonecrest Way
City: Pittsboro State: NC Zip:27312-
Telephone#(H): 520-548-7607 Telephone#(W):
Cell/Mobile#: [phone] Email: [e-mail]
3. Location of Facility Producing the Discharge: Please list the address of the facility. If facility is not yet
constructed,give street address or lot number.
Street Address: 197 Stonecrest Way
City: Pittsboro State: NC Zip: 27705-
County: Chatham
Telephone#: [phone] Cell/Mobile#: [phone]
Website: -
4. Site-Location Narrative:
Please describe how to get to the facility from the nearest town,major highway or identifiable roadway
intersection(use street names,state road numbers,and/or distances and directions).
Take the Horton Pond Rd exit off Hwy 64 W,continue on Farrington Rd to Lvstra Rd,turn right onto US-
15 N/US-501 N,follow Manns Chapel Rd to Stonecrest Way
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Application for Certificate of Coverage (COC) and/or Authorization to Construct(ATC)
under General-Permit NCG550000
5. Describe the nature of the project. ["New"means has not yet been physically constructed,"existing"
means system already physically exists. Please see 15A NCAC 02H .0103(11) for further clarification].
❑ Installation of a New Wastewater Treatment System(Ifyes, skip to Number 9.)
❑ Expansion of an Existing Wastewater Treatment System(for example,adding bedrooms)(If yes,
skip to Number 9.)
• Replacement of an Existing Wastewater Treatment System(If yes,go to Number 6.)
6. Describe the Existing Wastewater Treatment System:
• Conventional Septic Tank/Leach-field—Discharge to Sub-Surface Soils. If previously permitted,
please attach a copy of the permit or enter the permit number:PREH202004097.
If you are not aware of an existing permit,check here. ❑
❑ Sandfilter—Discharge to Surface Waters[or other,as defined 15A NCAC 02H.0103(11)]. If
previously permitted,please attach a copy of the permit or enter the permit number. If you are not
aware of an existing permit,check here. ❑
❑ Filter Media System(Pod System)—Discharge to Surface Waters[or other,as defined 15A NCAC
02H.0103(11)1 If previously permitted,please attach a copy of the permit or the permit number.
If you are not aware of an existing permit,check here. ❑
El Other
❑ Check here if submitting proposal for a new system or if no treatment system exists.
7. Check all EXISTING wastewater treatment components:
❑ Septic tank ®Dosing tank ❑ UV disinfection
❑ Primary sand filter ❑ Secondary sand filter ❑ Recirculating sand filter(s)
❑Chlorination ❑Dechlorination ® Other components: Interceptor drain around
drainfield
❑ Self-Contained POD system [describe]
®Leach Field
❑ Post Aeration(specify type)
8. Provide Details of Single-Family Residence(SFR)or Similar Facility:
a) Type of facility:
®Residential ❑Commercial
❑Other:
b) Amount of wastewater discharged:
- Residential:Number of bedrooms 4 x 120 gallons per bedroom =480 gallons per
day(flow)
- Commercial: How many employees?(25 gpd/person)
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Application for Certificate of Coverage(COC) and/or Authorization to Construct(ATC)
under General-Permit NCG550000
c) Is your existing treatment system failing? Yes ® No ❑
d) Has the Health Department formally condemned your existing system
"unsuitable for repair?" Yes ® No ❑
x If yes,please name the Health Department[local,county,or state],and provide the site-
inspection date [attach Health Department's judgement letter,if available]: Documentation from
Chatham County included in application package Date: March 22,2023
If previously permitted[local, county,or state],provide permit number and date issued[attach
copy, if available]: Permitted with Chatham County,Permit#: PREH202004097,
Date Issued: 07/22/2020
9. Check all PROPOSED new system components
® Septic tank ® Dosing tank ® UV disinfection:
❑Primary sand filter ❑ Secondary sand filter ❑ Recirculating sand filter(s)
❑Chlorination ❑ Dechlorination ❑ Other components: Click here to enter text.
® Self-Contained POD system [describe]AdvanTex Pod
® Post Aeration(specify type) riprap at discharge
Z Proposed Modifications to Existing Treatment System-Explain in detail the nature of the
modification.Attach all site maps,plans and specifications,signed by an NC Certified Engineer.
If prepared by others,plans must conform to 15A NCAC 02H.0139.
Utilize existing septic and pump tanks. Replace failed system with AdvanTex AX20 pod
with treated effluent to flow through UV system and then to discharge point with riprap.
❑ Proposed New Treatment System for Surface Discharge(not constructed)-Attach all site maps,
plans and specifications,to be signed by an NC Certified Engineer. If prepared by others,plans
must conform to 15A NCAC 02H .0139.
Click here to enter text.
Expanding Flow?-Do you propose to increase permitted or existing flow? ❑Yes ® No
Provide details of the Proposed NEW Discharge [Flow and Source Water]:
® Check if same as 6.
Existing:Amount of wastewater currently discharged: Number of bedrooms x 120
gallons per bedroom= gallons per day to be permitted(design flow)
Expanding: Amount of wastewater proposed to be discharged:Number of bedrooms x
120 gallons per bedroom= gallons per day to be permitted(design flow
10. Evaluate Alternatives to Discharge to Waters of the State.Please address the feasibility of
discharge alternatives as instructed in the NCDEQ Engineering Alternatives Analysis(EAA)
Guidance Document found here. (Note:Evaluation for endangered species is not required.)
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9 of 250

Application for Certificate of Coverage(COC) and/or Authorization to Construct(ATC)
under General-Permit NCG550000
a) Connection to an Existing Wastewater Treatment System-Provide the
distance to the nearest connection,such as a regional or municipal sewer
system,and the estimated cost per foot to connect including fees. Distance
exceeding 0.85 miles(bird's eve).More than$450,000 to connect.
b) Land Application—Assess the land application disposal alternatives such as
spray irrigation,drip irrigation, individual/community onsite subsurface
systems,and/or innovative ground-absorption. Questions to consider:
(1) Are on-site soils suitable for land application? Yes ❑ No
(2) Is there sufficient area on-site? Yes ® No ❑
c) Wastewater Reuse—Evaluate reusing all or a portion of the wastewater
generated,such as for golf course irrigation,crop irrigation(e.g.,hardwood
or pine plantation,grasses),athletic field irrigation,landscape uses,and/or
commercial/industrial uses.Not feasible
d) On-Site Soil Evaluation—Submit an evaluation of the soils on-site,
documented by a certified report from a NC Professional Soil Scientist,or
by your local or county health department report(if available).Not
sufficient suitable soil,evaluation by LSS
e) Cost of Alternatives—Provide an estimation of the cost of each discharge
alternative or combination of alternatives.Cost estimate included in EAA
11. Provide Regional Information: Please provide the following information.If you need assistance in
obtaining this information,please contact your local DEC,regional office.
a) Stream Classification-Verify the stream classification for the nearest downgradient named
waterbody. The NC Surface Water Classification map can be found by clicking here.
Wilkinson Creek -WS-1V NSW
b) Is it a High-Quality Water?If so,check if it is by definition or by designation?In order to check
this,ask the Planning Unit. No
c) Map-Provide a map locating the nearest downstream waters-of-the-State(i.e.where the effluent
reaches an unnamed tributary,creek,stream,river,or lake via any surface-water conveyance).
See app.Package,Discharge point on Applicant's Property to onsite stream.
d) Site Evaluation-Contact DEQ's local Regional Office for a site evaluation to confirm the
proposed discharge flow path to the nearest waters-of-the-State.The wastewater/stream
confluence and stream class must be verified in the field by DEQ's Regional Staff. Please list the
Regional Office staff member you contacted for the inspection. Ms.Jane Bernard
e) Flow Path-Display graphically the flow path of the discharge to the nearest surface Waters of
the State. Document any potential hydrologic trespass or right-of-way infringement on any
neighboring property(i.e.note all properties encountered prior to reaching waters-of-the-State).
See app. Package,Discharge point on Applicant's Property to an onsite stream.
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DocuSign Envelope ID:Al F5ABDB-35BA-4BA7-910C-OFA9DD96DEE9
Application for Certificate of Coverage (COC)and/or Authorization to Construct(ATC)
under General-Permit NCG550000
f) 7Q10/30Q2 Estimate-Contact USGS J.Curtis Weaver(919-571-4043)to provide the estimated
7Q10 and 30Q2 stream-flow estimates for the first downstream point-of-contact with waters-of-
the-State. 7Q10: Zero Flow 30Q2: Zero Flow
12. Certificates of Coverage/Notices of Intent to Discharge/Authorizations to Construct-Check ALL of
the following information has been provided. Incomplete Applications will be returned.
® An original letter[two(2)copies] requesting coverage under NCG550000.
® This application[two(2)copies]. Your signature on this application,certifies that you are legally
responsible for the proposed treatment system(see page 6 of 6)for the COC/NOU ATC.
® A check or money order for$60.00 permit fee made payable to NCDEQ.
13. Additional Application Requirements
a) Narrative Description of the treatment system. This narrative should present treatment components
in order of flow—influent to outfall,including anti-erosion structures and sample-port location(s).
b) Final Plans and Specifications for a wastewater treatment system shall be signed by a North
Carolina-registered Professional Engineer,or if prepared by others,must conform to 15A NCAC
02H .0139. All_documents are to be stamped"Final Design-Not Released for Construction."
Submittal shall include a site map showing the proposed outfall and the effluent proposed path to
surface waters-of-the-State.(see Item 1 for location verification by DWR Regional Office staff)
c) Submittals by a Consulting Engineer or Engineering Firm shall include:
1. A copy of your written authorization to represent,signed by the legal
permit Applicant;and
2. Upon completion of proposed work,a signed copy of DWRs Engineer's
Certification form attesting that the project was completed in accord
with the DWR approved COC/ATC,as issued.
*******************************************************************************
CERTIFICATION
I certify that I am familiar with the information contained in this application and that to the best of my
knowledge and belief such information is true,complete,and accurate.
Printed Name of Person Signing: Alan Purvis
Title: Owner
(Please review 15A NCAC 02H .0106(e)for definition of authorized signing officials)
Ceuallenrel
�t��vrue.
5/7/2023
(Signature of Applicant) (Date Signed)
Page 5 of 6 Revised:A. Orlando NPDES 21 Sept2017
11 of 250

Application for Certificate of Coverage(COC)and/or Authorization to Construct (ATC)
g ( )
under General-Permit NCG550000
NOTE: Treatment System Maintenance is Required-Upon receiving a Certificate of
Coverage/Authorization to Construct(COC/ATC),the Division recommends that the Permittee solicit
manufacturer-certified training,or solicit a qualified contractor or service to regularly inspect and
maintain this treatment system.The Permittee is responsible under this COC/ATC to maintain all
components of the approved treatment system,designed to meet Surface Water Quality Standards [see
attached Operation and Maintenance Agreement].
Compliance duties include:
• paying your annual fee[due on the anniversary of COC/ATC effective date],
• following the manufacturer's guidelines,
• conducting and documenting inspections,in compliance with General Permit NCG550000,
• establishing sources for OEM spare parts and supplies,
• taking discharge samples for analysis,and logging the results,
• making necessary repairs,documenting said maintenance in logs,and
• keeping logs onsite for the life of the permit,available for DWR inspection.
North Carolina General Statute& 143-215.6B provides that:
Any person who knowingly makes any false statement representation,or certification in any application,record,
report,plan,or other document filed or required to be maintained under this Article or a rule implementing this
Article; or who knowingly makes a false statement of a material fact in a rulemaking proceeding or contested
case under this Article; or who falsifies, tampers with, or knowingly renders inaccurate any recording or
monitoring device or method required to be operated or maintained under this Article or rules of the
Commission implementing this Article,shall be guilty of a Class 2 misdemeanor which may include a fine not
to exceed ten thousand dollars ($10,000). 18 U.S.C. Section 1001 provides a punishment by a fine or
imprisonment not more than 5 years,or both,for a similar offense.
Application must be accompanied by a check or money order for$60.00
made payable to:
NCDEQ
Mail this application and one copy of the entire package (with check) to:
NCDEQ/DWR/NPDES
Attention: John Hennessy, Supervisor
Compliance and Expedited Permitting Unit
1617 Mail Service Center
Raleigh,North Carolina 27699-1617
Attn: John Hennessy
Note: Submission of this document insures DWR's consideration, but does not
guarantee issuance of a Certificate of Coverage/Authorization to Construct.
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12 of 250

Attachment B
Documentation From Chatham County Environmental Health Department
13 of 250

PUBLIC HEALTH DEPARTMENT
CHATHA COUNTY
NORTH M CARNA
Environmental Health Division
PUBLIC HEALTH
March 22,2023
Mr.Alan Purvis
197 Stonecrest Way
Pittsboro,NC 27312
Re: Application for Septic System Repair Construction Authorization for Stonecrest at Norwood
Lot 48, 197 Stonecrest Way,Pittsboro,NC
Dear Mr. Purvis:
The Chatham County Public Health Department,Environmental Health Division,received application for
a septic system repair permit for Stonecrest at Norwood Lot 48 (Parcel 92857). According to your
application the site is to serve a 4-bedroom residence with a design wastewater flow of 480 gallons per
day. The soils on the property meet requirements set out in 15A NCAC 18A .1900 for subsurface
wastewater treatment and disposal.However,based upon a newly submitted hydraulic assessment the site
may not be able to effectively treat and dispose of sewage due to subsurface lateral water flow.
Eagle Resources, P.A. conducted a hydraulic assessment of the property on March 18, 2021. The
assessment was included with a licensed soil scientist report submitted to the Health Department on
January 27, 2023. The assessment included direct piezometer groundwater monitoring and groundwater
flow modeling. Review of the hydraulic assessment indicated that lateral subsurface water flow is directly
impacting the existing septic system at the property resulting in surface discharge of wastewater over the
system area.
Based on the criteria set out in 15A NCAC 18A .1940 through .1948, the Eagle Resources
hydraulic assessment indicated that the site is UNSUITABLE for a sanitary system of sewage treatment
and disposal. Therefore, we must deny your request for a septic system repair permit. The site is
unsuitable based on the following:
❑ Unsuitable soil topography and/or landscape position(Rule.1940)
U Unsuitable soil characteristics(structure or clay mineralogy)(Rule .1941)
® Unsuitable soil wetness condition(Rule .1942—lateral water movement)
Unsuitable soil depth(Rule.1943)
n Presence of restrictive horizon(Rule.1944)
❑ Insufficient space for septic system and repair area(Rule .1945)
❑ Unsuitable for meeting required setbacks(Rule.1950)
❑ Other(Rule.1946)
These severe site limitations could cause premature system failure, leading to the discharge of
untreated sewage on the ground surface, into surface waters, directly to ground water, or inside your
structure.
The site evaluation included consideration of possible site modifications, as well as use of
modified, innovative,or alternative systems. However, the Health Department has determined that none
of the above options will overcome the severe conditions on this site. A possible option might be a
system designed to dispose of sewage to another area of suitable soil or off-site to additional property.
Leading the Charge to a Healthier Chatham
80 East Street,PO Box 130,Pittsboro,NC 27312•Phone:[phone]•Fax:[phone]
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Page 2 of 2
For the reasons set out above,the property is currently classified UNSUITABLE,and no permit
shall be issued for this site.Note that a site classified as UNSUITABLE may be classified as
PROVISIONALLY SUITABLE if written documentation is provided that meets the requirements of
Rule.1948(d). A copy of this rule is enclosed. You may hire a consultant to assist you if you wish to try
to develop a plan under which your site could be reclassified as PROVISIONALLY SUITABLE.
You have a right to an informal review of this decision. You may request an informal review by
the soil scientist or environmental health supervisor at the local health department. You may also request
an informal review by the North Carolina Department of Health and Human Services regional soil
scientist. A request for informal review must be made in writing to the local health department.
You also have a right to a formal appeal of this decision. To pursue a formal appeal, you must
file a petition for a contested case hearing with the Office of Administrative Hearings, 1711 New Hope
Church Rd, Raleigh, NC 27609. To get a copy of a petition form, you may write the Office of
Administrative Hearings or call the office at 984-236-1850 or download it from the OAH web site at
http://www.oah.nc.gov. The petition for a contested case hearing must be filed in accordance with the
provision of North Carolina General Statutes 130A-24 and 150B-23 and all other applicable provisions of
Chapter 150B. North Carolina General Statute 130A-335 (g) provides that your hearing would be held in
the county where your property is located.
Please note: If you wish to pursue a formal appeal,you must file the petition form with the Office
of Administrative Hearings WITHIN 30 DAYS OF THE DATE OF THIS LETTER. The date of this
letter is March 22,2023. Meeting the 30-day deadline is critical to your right to a formal appeal.
If you file a petition for a contested case hearing with the Office of Administrative Hearings,you
are required by law (N.C. General Statute 150B-23) to send a copy of your petition to the Office of
General Counsel, N.C. Department of Health and Human Services, 2001 Mail Service Center, Raleigh,
NC 27699-2001.
Do NOT serve the petition on your local health department. Sending a copy of your petition to
the local health department will NOT satisfy the legal requirement in N.C. General Statute 150B-23 that
you send a copyto the Office of General Counsel,N.C.Department of Health and Human Services.
You may call or write the Chatham County Public Health Department at(919)542-8208 if you need
any additional information or assistance.
Sincerely,
ii1v 11`� 'l�ft►5
James Tiger,REHS
Environmental Health Specialist
Enclosures:
Hydraulic Assessment—Eagle Resources,P.A.
Rule .1948
£
80 East Street,PO Box 130,Pittsboro,NC 27312 Phone:[phone] Fax:[phone]
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Please Note:
The Septic System on this property
is part of the
Chatham County On-Site Waste Water
Monitoring Program.
The system is monitored & inspected by the
Chatham County Public Health Department,
• Division of Environmental Health.
There is a annual fee associated with the
program. Please contact the Chatham
County Environmental Health Office
for more information.
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Leading the Charge to
a Healthier Chatham
16 of 250

CHATHAM COUNTY PUBLIC HEALTH DEPARTMENT
DIVISION of ENVIRONMENTAL HEALTH
SEWAGE DISPOSAL OPERATIONS PERMIT REPAIR
197 Stonecrest Way, Pittsboro,NC 27312 Stonecrest at Norwood Lot 48
911 ADDRESS NAME/SUBDIVISION&LOT#
Date: July 30.2020 Parcel Number: 92857
Residential: ® Non-Residential:n
Max.Number of Bedrooms: 4 Other: 8 occupants max Max.GPD: 480
Specific System Installed: 198' Infiltrator High Capacity chambers installed in saprolite with pressure manifold
Owner: Alan Purvis
Conditions: Requires on-site wastewater system monitoring under monitoring program for type Mb system
This permit authorizes the owner to operate the sewage disposal system in accordance with the state and local rules.
The department does recommend that septic tanks be pumped out every 3 to 5 years,and filters be cleaned every 2
to 3 years. In the event of a malfunction contact this office.
This certifies that the system has been installed in compliance with applicable NC General Statues and Rules for
Sewage Treatment and Disposal and all conditions of the Improvements Permit and Construction Authorization.
SYSTEMS CLASSIFIED AS TYPE IV,V OR VI REQUIRE SYSTEM MANAGEMENT BY A STATE-
CERTIFIED OPERATOR. OPERATION PERMIT HOLDERS ARE RESPONSIBLE FOR
NOTIFYING SUBSEQUENT OWNERS.
Type System: I❑ H ❑ III ❑ Il[I-B ® IV❑ V❑VI ❑ ( Ivo R T _Lett5
Environmental a th Specialist
Installer: Edward Faison Certification# 4530 �1
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• srwo ROY COOPER • Governor
a tio ,,
s NC DEPARTMENT OF
HEALTH AND MANDY COHEN, MD,MPH • Secretary
rys` HUMAN SERVICES MARK T. BENTON • Assistant Secretary for Public Health
°` Division of Public Health
James Tiger,EH Supervisor
Chatham County Environmental Health
80 East Street
Pittsboro,NC 28376
July 30, 2020
Mr. Tiger,
On July 20,2020,you,Thomas Boyce and I performed a repair soil and site evaluation on 197
Stone Crest Way to determine its suitability for the repair of an existing sub-surface wastewater
treatment and disposal system for a four-bedroom dwelling unit. The owner Mr. Purvis was
onsite during our evaluation. It is my understanding that the system had been failing over the
bottom two trenches. The system was not failing at the time of my evaluation,but the owner had
been regularly pumping the septic tank.
The landscape position of this lot is a linear slope, sloping from front to back. The lot has public
water. Two pits,which were previously excavated and evaluated by the local health department
and a private soil scientist,were evaluated. The soils were found to have a sandy loam surface
layer extending down to depths ranging from 15-24 inches and a sandy clay loam texture at
depths extending down to 22-34 inches. The clay horizon had depths of 32-44 inches. A sandy
loam saprolite was encountered at 36-44 inches and extended to the bottom of the pit(64-71
inches). Redoximorphic features were found in saprolite horizon.
Because the sloping site has a course textured soil (sandy loam)over a finer textured soil (sandy
clay loam and clay) lateral water movement was a concern.
The local health department with the assistance of the private soil scientist, using their"best
professional judgement",had proposed installing an interceptor drain in the area of the existing
first trench and installing deeper nitrification trenches using the saprolite toward the bottom of
the system area. Dual manifolds would be used for distribution. Based upon my evaluation I
agreed with this proposal.
Please feel free to contact me at 336-689-5380 or [e-mail] if you have any
further questions.
R. Scott Greene, LSS,REHS
Onsite Water Protection Branch
Environmental Health Section
NC DEPARTMENT OF HEALTH AND HUMAN SERVICES • DIVISION OF PUBLIC HEALTH
LOCATION:5605 Six Forks Road,Building 3,Raleigh,NC 27609
MAILING ADDRESS:1632 Mail Service Center,Raleigh,NC 27699-1931
www.ncdhhs.gov • TEL:[phone] • FAX [phone]
AN EQUAL OPPORTUNITY/AFFIRMATIVE ACTION EMPLOYER
19 of 250

James Tiger
From: James Tiger
Sent: Tuesday,July 28,2020 3:54 PM
To: Alan Purvis
Cc: Keith Brown;Jay;Alan
Subject: RE: [Extj Re: Stonecrest at Norwood Lot 48
Mr. Purvis,
I'm not sure that I understand the first part of your question, however both redoximorphic and mineral coloring was
observed in the saprolite trenches today. I did not compare the colors to a Munsell Color Chart today so I cannot
comment on what chroma was specifically present.The trench depth was not based on professional judgment but
rather permitted by rule: Other saprolite systems may be approved on a site-specific basis in accordance with Rule.1948(d)or
.1970 of this Section.
Thanks,
James
From:Alan Purvis [mailto:[e-mail]]
Sent:Tuesday,July 28, 2020 2:59 PM
To:James Tiger<[e-mail]>
Cc: Keith Brown<[e-mail]>;Jay<[e-mail]>;Alan<[e-mail]>
Subject: [Ext] Re: Stonecrest at Norwood Lot 48
CAUTION:This email originated from outside of the Chatham County network.Do not reply,click links,or open attachments unless
you recognize the sender and know the content is safe.When in doubt,please call the sender(do not use the number listed on the
email in question).
Dear Mr.Tiger,
Thank you for the information.
Are the soils that you saw today at 12 inches above the bottom of the trenches lit up with chroma beyond chroma 2 and
does best professional judgement allow the trenches to be located almost twice as deep as the state administrative
guidelines allow?
We ask in part because we've been asked to sign a waiver from the lateral manufacturer for these conditions,which we
obviously cannot do. We also ask the questions in allowing us to be able to be honest and transparent with those
purchasing our home in regards to what was done and to what level of professional judgement was used in lieu of state
guidelines. Our main priority is that of honesty.
Thank you,
Alan and Dara Purvis
Sent from my iPhone
On Jul 28, 2020,at 1:48 PM,James Tiger<[e-mail]>wrote:
20 of 250

Mr. Purvis,
Stonecrest at Norwood Lot 48 was originally permitted for septic system installation based on the
presence of provisionally suitable soils in both the initial and repair areas according to Chapter 18 of the
North Carolina Administrative Code Section .1900—Sewage Treatment and Disposal Systems(attached).
As discussed at your property on July 28, 2020, suitable soils with respect to soil depth require greater
than 48 inches of soil to saprolite, rock,or parent material. Your property did not meet this criteria
based on the presence of saprolite less than 48 inches and was reclassified as provisionally suitable
according to the criteria in .1956(1) Shallow Systems using Infiltrator Quick-4 chambers,a product
approved for use in North Carolina under the conditions present at your property.Your system was
reported as failing to the department in June 2020.
At the time of my initial repair site evaluation and based on site observations along with discussions
with Thomas Boyce (LSS) and Chris Murray(LSS) it was suspected the system may be short circuiting to
the bottom lines. The initially proposed repair would have continued to make use of the provisionally
suitable soils by equally distributing flow throughout the existing field using a pressure manifold.As the
repair was being installed,the decision was made that the proposed repair wasn't satisfactory. A second
was made to use new shallow placed trenches installed pressure manifoldi proposal sta ed on a pres u e o the
provisionally suitable soils; I was not present during this discussion.A couple days after this proposal
was agreed to, the decision was made that the second repair proposal wasn't satisfactory leading to the
site visit attended by Chris Murray (LSS), Edwin Stott(LSS),Thomas Boyce (LSS),and myself to review
backhoe pits.A third repair proposal was made as a hybrid of option one to keep existing lines 2, 3,and
4 and install a pressure manifold while concurrently installing three new saprolite lines on a separate
pressure manifold.The third repair proposal was also reviewed by Scott Greene (LSS) representing the
state. During the backhoe pit evaluation redoximorphic features were observed in the saprolite making
the soil unsuitable by rule for new systems based on the presence of soil colors chroma 2 or less.
The repair was issued based on my best professional judgment and agreement of other parties involved
that the repair will reasonably enable the system to function as allowed by rule.On July 28,2020, I
received a call from Greg with Quality Septic that you had stopped installation until further review of the
soils could be completed by a licensed soil scientist. I made a visit to the property and observed
redoximorphic features in the saprolite of the second trench. I informed you that the system was
permitted based on best professional judgment,that soils are not homogenous, I wasn't surprised about
the inclusion of an area in the trench with higher clay concentration, and the permit was still valid as
issued. On your behalf I contacted both Chris Murray and Scott Greene, both of whom could not make it
to the site. Thomas Boyce was able to visit the site and confirmed my assessment. At the time that
Thomas Boyce and myself left the site on July 28, 2020, Quality Septic was going to continue to install
the system under the existing repair permit based on your acceptance of Thomas Boyce's opinion of the
permit and trench placement.
Let me know if you need anything else,
James P.Tiger, REHS
On-Site Water Protection Program Supervisor
Chatham County Public Health Department
Division of Environmental Health
919.545.8316 office
919.542.8288 fax
[e-mail]
www.chathamnc.org/environmentalhealth
2
21 of 250

<image001.png>
<image002.png>
Go to www.chathamnc.org/coronavirus or www.cdc.gov/coronavirus for more
information about the Coronavirus (COVID-19).
In keeping with the NC Public Records Law,e-mails,including attachments,may be released to others upon request for
inspection and copying.
This email message may contain information that is privileged,confidential,and exempt from disclosure.It is intended for use
only by the person to whom it is addressed.If you receive this message in error,please do not forward or use this information in
any way.Delete it immediately and contact the sender as soon as possible by the reply option or by the telephone number listed.
in the event you cannot fulfill your obligation or there has been any improper release of this information,please contact the
Chatham County Public Health Deportment QA/QI/Compliance Officer at(919)545-8324.
<1900-Rules-08-2017.pdf '
3
22 of 250

Construction Authorization for Wastewater Systems
CHATHAM COUNTY PUBLIC HEALTH DEPARTMENT
DIVISION OF ENVIRONMENTAL HEALTH
CHATHAM COUNTY 80 EAST ST.,P.O. BOX 130-PITTSBORO,NC 273 1 2-0 1 30
NORTH CAROLINA
PHONE [phone]/FAX [phone]
www.chathamnc.orq/environmentalhealth
Expiration Date: July 22, 2025 Permit Number: PREH202004097
Repair
Owner: PURVIS, ALAN
911 Address: 197 STONECREST WAY, PITTSBORO, NC 27312
Parcel Number: 92857
Subdivision Name: STONECREST AT NORWOOD
Subdivision Lot: 48
• This permit authorizes its permit holder to install the sewage disposal system for a period equal to the period
of validity of the Improvement Permit. If the IP or CA is greater than 5 years old a preconstruction conference
is required.
• The installer must be registered with NCOWCICB.
• This authorization is required prior to the issuance of a building permit.
• Before an Operations Permit is issued, all required inspections and conditions of the permit must be
completed and verified by this department and payment of applicable fees must be received.
Instructions and Conditions:
Design capacity: 480 GPD
Number of Bedrooms: 4
Size Tank(s)with Risers and Effluent Filter: 1,000 Gal PT: 1,000 Gal
Nitrification Line: Split Field— Existing Accepted Length: 204 ft.;Width: 3 ft.; Depth: 18 in.
Saprolite Length: 192 ft.; Width: 3 ft.; Depth: 36—50 in.
• Approximate contour in the system area is shown on site plan. The installer must flag the
system prior to installation to ensure proper grade.
• Approximate system component locations shown on site plan; contractor must verify
component locations prior to installation to assure proper fall from house to septic tank and
from septic tank to approved system area.
Approved site plan attached.
System Type Illb
System types lllb, IV, V, and VI require the payment of annual onsite wastewater monitoring fees to the
Chatham County Public Health Department. Payment of the first annual fee is required prior to the
issuance of the Operation Permit.
Special Conditions: See attached.
This Construction Authorization is subject to revocation if the site plan, plat or the intended use changes.This
Construction Authorization is subject to compliance with the provisions of the Laws and Rules for Sewage Treatment and
Disposal conditions on this permit.
(2 AAA IN
Permit issued by James Tiger Date: July 22, 2020
Registered Environmental Health Specialist
NC Registration#: 2492
1 of 2
23 of 250

Construction Authorization for Wastewater Systems
CHATHAM COUNTY PUBLIC HEALTH DEPARTMENT
DIVISION OF ENVIRONMENTAL HEALTH
CHATHAM COUNTY 80 EAST ST., P.O. BOX 130-PITTSBORO,NC 27312-0130
NORTH CAROL 1 N A PHONE [phone]/FAX [phone]
-m www.chathamnc.org/environmentalhealth
Expiration Date: July 22, 2025 Permit Number: PREH202004097
Special Conditions:
1. Eliminate existing upper accepted line and install interceptor drain maintaining 10 ft. separation to existing
second line. Installation depth to approximately 30 in. into group IV clay soils. Line downslope sidewall and
bottom of drain with plastic sheeting and discharge along southeastern property line below system.
2. Install Swale/surface water diversion along southeastern property line.
3. Install first pressure manifold for existing lines 2, 3,and 4 according to attached tap chart.
4. Install three new saprolite trenches,64 ft.each, using high capacity chambers between existing lines 5, 6, and 7.
Health department to verify installation depth during install.
5. Install second pressure manifold for saprolite trenches according to attached tap chart.
6. Install check valves before each pressure manifold.
7. Install observation ports on all lines at distal end.
8. Replace electrical box with control panel to include impulse counter/elapsed time meter.
2 of 2
24 of 250

Tap Chart
STONECREST AT NORWOOD LOT 48 - DUAL PRESSURE MANIFOLD DESIGN
' Bench Mark is=100.00 set at
Pump tank elev. 100.00 Pump elev. 95.00 Manifold elev. 101.00
line color rod read Elevation length hole size flow/tap gal/day trench area LINE LIAR
2 -- 100.00 56 1/21n SCH 80 5.48 66.76 168 0.397
Existing 3 - 100.00 72 1/2in SCH 40 7.11 86.62 216 0.401
Lines 4 - 100.00 76 1/2in SCH 40 7.11 86.62 228 0.380
total feet = 204 gal/min= 19.7 LIAR= 0.30
of Dose Vol. 65.00 Des.Flow 240 (Itar WI INOV) 0.40
Dose Volume 86.19 Pump Run= 12.18 (Itar+5%) 0.42
Dose Pump Time 4.38 Tank Gal/IN 21.6
Drawdown in Inches 3.99 Elevation Head 6.00
TAP CHART
Bench Mark is=100.00 set at
Pump tank elev. 100.00 Pump elev. 95.00 Manifold elev. 101.00
line color rod read Elevation length hole size flow/tap gal/day trench area LINE LIAR
1 - 100.00 64 1/2in SCH 40 7.11 80.00 192 0.417
Saprolite 2 -- 100.00 64 1/2in SCH 40 7.11 80.00 192 0.417
Lines 3 -- 100.00 64 1/2in SCH 40 7.11 80.00 192 0.417
total feet = 192 gal/min= 21.33 LIAR= 0.40
° of Dose Vol. 65.00 Des.Flow 240 (Itar WI INOV) 0.53
Dose Volume 81.12 Pump Run= 11.25 (star+5%) 0.56
Dose Pump Time 3.80 Tank Gal/IN 21.6
Drawdown in Inches 3.76 Elevation Head 6.00
Total gal/min : 41.03 Total dose pump time: 8.18 Total drawdown: 7.75
4 is
lfotiou
Page 1
25 of 250

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Construction Authorization for Wastewater Systems
CHATHAM COUNTY PUBLIC HEALTH DEPARTMENT
DIVISION OF ENVIRONMENTAL HEALTH
CHATHAM COUNTY 80 EAST ST., P.O. BOX 130 -PITTSBORO, NC 27312-0130
NORTH CAROLINA
PHONE [phone]/ FAX [phone]
www.chathamnc.orq/environmentalhealth
Expiration Date: June 24, 2025 Permit Number: PREH202004097
Repair l„
Owner: PURVIS, ALAN
911 Address: 197 STONECREST WAY, PITTSBORO, NC 27312 (" ('
�
Parcel Number: 92857
Subdivision Name: STONECREST AT NORWOOD
Subdivision Lot: 48
• This permit authorizes its permit holder to install the sewage disposal system for a period equal to the period
of validity of the Improvement Permit. If the IP or CA is greater than 5 years old a preconstruction conference
is required.
• The installer must be registered with NCOWCICB.
• This authorization is required prior to the issuance of a building permit.
• Before an Operations Permit is issued, all required inspections and conditions of the permit must be
completed and verified by this department and payment of applicable fees must be received.
Instructions and Conditions:
Design capacity' 480 GPD
Number of Bedrooms: 4
Size Tank(s) with Risers and Effluent Filter: 1,000 Gal PT: 1,000 Gal Existing
Nitrification Line: Length: 400 ft.; Width: 3 ft.; Depth: 18 in.; Existing pump to accepted
• Approximate contour in the system area is shown on site plan. The installer must flag the
system prior to installation to ensure proper grade.
• Approximate system component locations shown on site plan; contractor must verify
component locations prior to installation to assure proper fall from house to septic tank and
from septic tank to approved system area.
Approved site plan attached.
System Type Illb
System types Illb, IV, V, and VI require the payment of annual onsite wastewater monitoring fees to the
Chatham County Public Health Department. Payment of the first annual fee is required prior to the
issuance of the Operation Permit.
Special Conditions: Remove 4 ft. from driveway end of lines 2, 3, and 4 and add 12 ft. to line 7. Install pressure manifold
per attached manifold design and eliminate step-downs between lines 2, 3, 4, 5, and 6 replacing line ends with new end
caps; step-down between lines 1 and 2 will remain. Install new step-down at distal end of line 6 to line 7. Install berm and
swale around uphill sides of system. Add cover soil to low areas and areas with surface discharge. Pump septic and pump
tank to allow soils to dry.
This Construction Authorization is subject to revocation if the site plan, plat or the intended use changes. This
Construction Authorization is subject to compliance with the provisions of the Laws and Rules for Sewage Treatment and
Disposal conditions on this permit.
i r
Permit issued by James Tiger Date: June 24, 2020
Registered Environmental Health Specialist
NC Registration#: 2492
27 of 250

Chatham County Tax Map
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Tap Chart
STONECREST AT NORWOOD LOT 48-REPAIR PRESSURE MANIFOLD DESIGN
Bench Mark is=100.00 set at
Pump tank elev. 100.00 Pump elev. 95.00 Manifold elev. 101.00
line color rod read Elevation length hole size flow/tap gal/day trench area LINE LIAR
1/2 100.00 96 3/41n SCH 80 10.1 121.50 288 0.422
3 100.00 72 1/21n SCH 40 7.11 85.53 216 0.396
4 100.00 72 1/2in SCH 40 7.11 85.53 216 0.396
5 100.00 64 1/2in SCH 80 5.48 65.92 192 0.343
6/7 100.00 96 3/41n SCH 80 10.1 121.50 288 0.422
total feet = 400 gal/min= 39.9 LIAR= 0.30
%of Dose Vol. 65.00 Des.Flow 480 (itar W/INOV) 0.40
Dose Volume 169.00 Pump Run= 12.03 (Itar+5%) 0.42
Dose Pump Time 4.24 Tank Gal/IN 21.6
Drawdown in Inches 7.82 Elevation Head 6.00
nT ,t, '
6ibiki to
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•
Page 1
29 of 250

James Tiger
From: Water Shop
Sent: Monday,June 22, 2020 3:21 PM
To: James Tiger
Subject: RE:Water Use Records - 197 Stonecrest Way
Mr.Tiger,
I have included below the water use record for 197 Stonecrest Way.Service was initiated on 4/4/2019 & meter was on
4/8/19. Let us know if you have any further questions or concerns. Thanks!
Current Use
Read Date Reading Usage Billed Usage Bill Amt Days Meter#
05/12/2020 172 4 4000 43.00 29 190089922
04/13/2020 168 4 4000 43.00 33 190089922
03/11/2020 164 4 4000 43.00 28 190089922
02/12/2020 160 3 3000 36.00 30 190089922
01/13/2020 157 6 6000 58.50 33 190089922
12/11/2019 151 3 3000 36.00 29 190089922
11/12/2019 148 1 1000 22.00 13 190089922
10/29/2019 147 143 143000 1,410.50 48 190089922
9/11/2019 4 3 3000 36.00 30 190089922
8/12/2019 1 0 0 15.00 32 190089922
7/11/2019 1 0 0 15.00 29 190089922
6/12/2019 1 1 1000 22.00 29 190089922
5/14/2019 0 0 0 15.00 33 190089922
4/11/2019 0 0 0 15.00 3 190008922
From:James Tiger
Sent: Monday,June 22, 2020 2:57 PM
To:Water Shop<[e-mail]>
Subject: Water Use Records- 197 Stonecrest Way
Good afternoon,
Can you send me water records for Stonecrest at Norwood Lot 48, 197 Stonecrest Way(parcel 92857)? I'd like to see
back to October 2019 or the earliest available.
Thanks,
James P.Tiger, REHS
On-Site Water Protection Program Supervisor
Chatham County Public Health Department
Division of Environmental Health
919.545.8316 office
919.542.8288 fax
[e-mail]
www.chathamnc.org/environmentalhealth
30 of 250

CHATHAM COUNTY PUBLIC HEALTH DEPARTMENT
DIVISION of ENVIRONMENTAL HEALTH
SEWAGE DISPOSAL OPERATIONS PERMIT
Owner: HORIZON CUSTOM BUILDERS Date: 1641/17411
911 Address: 197 Stonecrest Way, Pittsboro,NC Subdivision&Lot#:Stonecrest at Norwood Lot 48
27312
Residential:® Non-Residential: ❑ Parcel Number 92857
Maximum Number of Bedrooms:4 Max GPD: 480 Other:8 occupants max.
Specific System Installed:Pump to 400' Infiltrator Quick-4 accepted trench
This permit authorizes the owner to operate the sewage disposal system in accordance with the state and local rules.The contents
shall be pumped whenever the solids level is found to be 1/3 of the liquid depth in any compartment;approximately every 3 to 5
years.In the event of a malfunction contact this office.This certifies that the system has been installed in compliance with
applicable NC General Statues and Rules for Sewage Treatment and Disposal and all conditions of the Improvements Permit and
Construction Authorization.
TYPE III-B,IV,V,VI SYSTEMS REQUIRE ROUTINE VISITS by the Chatham County Public Health Department and
owners are required to pay an annual COUNTY MONITORING FEE. Type IV,V,&VI systems are required to have
certified subsurface system operators monitor&maintain these systems at a frequency specified in RULE.1961,TABLE
V(a). OPERATION PERMIT HOLDERS ARE RESPONSIBLE FOR NOTIFYING SUBSEQUENT OWNERS OF
OPERATION PERMIT REQUIREMENTS.
Type System: I❑ H n III n III-B ® IVfl V n VI n REHS n `< � ` et to
Installer EDWARD FAISON Certification#4530 0
This map is not a certified survey&has not been reviewed by a local government agency for compliance with any applicable land development regulations.
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31 of 250

NAME: S E02.c,or PARCEL# q MC?-
CHECKLIST INT/DATE
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LDP8 LDP10 LPP Other
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Monitoring Fee 1,4711 zeti
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•
32 of 250

o0%3 Pubifcy Construction Authorization for Wastewater Systems
°a% CHATHAM COUNTY PUBLIC HEALTH DEPARTMENT
lc?
DIVISION OF ENVIRONMENTAL HEALTH
80 EAST ST.,P.U. BOX 130-PITTSBORO,NC 27312-0130
3 PHONE [phone]/FAX [phone]
T*,.r,Y t w i lf www.chathamnc.org/onvironmentalhealth
Leading tho Charge to
a Healtlaar Chatham
Expiration Date:JUNE 22, 2023 Permit Number: PREH201901725
New
Owner: HORIZON CUSTOM BUILDERS LLC
911 Address: 197 STONECREST WAY, PITTSBORO, NC 27312
Parcel Number: 92857 Subdivision Name: STONECREST AT NORWOOD Subdivision Lot: 48
• This permit authorizes its permit holder to install the sewage disposal system for a period equal to the period of validity
of the Improvement Permit. If the IP or CA is greater than 5 years old a preconstruction conference is required.
• The installer must be registered with NCOWCICB.
• This authorization is required prior to the issuance of a building permit.
• Before an Operations Permit is issued, all required inspections and conditions of the permit must be completed and
verified by this department and payment of applicable fees must be received.
Instructions and Conditions:
X Design capacity: Number of Bedrooms: 4 or 480 GPD.
X System Type: IIIb, pump to accepted (25% reduction)trench
X Nitrification Line: Length: 400 ft.;Width: 3 ft.; Depth: 18 in. on downslope sidewall
X Approximate contour in the system area is shown on site plan.The installer must flag the system prior to
installation to ensure proper grade.
X Approximate system component locations shown on site plan; contractor must verify component locations
prior to installation to assure proper fall from house to septic tank and from septic tank to approved system
area.
X Approved site plan attached.
Site plan per Improvement Permit approved.
X System Type IIIb.
System types Illb, IV, V, and VI require the payment of annual onsite wastewater monitoring fees to the
Chatham County Public Health Department.
Payment of the first annual fee is required prior to the issuance of the Operation Permit.
Special Conditions:Approved 1,000 gallon septic tank including outlet riser and effluent filter and approved 1,000 gallon
pump tank required.
This Construction Authorization is subject to revocation if the site plan, plat or the intended use changes.This Construction
Authorization is subject to compliance with the provisions of the Laws and Rules for Sewage Treatment and Disposal
conditions on this permit.
Perms issued by Jam Tiger Date: Feb 28, 2019
Registered Environmental Health Specialist
33 of 250

Parcel: 92857 Owner: Horizon Custom Builders (Stonecrest Lot 48) Construction Authorization Site Plan
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PIN: 9755-89-2782 160 ,
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11H.ve.
Publ,� Improvement Permit for Wastewater Systems
{F Article II - Chapter 130A of the NC General Statues
CIIATHAM COUNTY PUBLIC HEALTH DEPARTMENT
DIVISION OF ENVIRONMENTAL HEALTH
80 EAST ST.,P.O.BOX 130-PITTSBORO,NC 27312-0130
rT t r'r T r PHONE [phone]/FAX [phone]
Lawiatg tha Charpo to
a"ca'"""t` "'a"" www.chathamnc.org/environmentalhealth
New
Owner: STONECREST AT NORWOOD LLC
911 Address: 197 STONECREST WAY, PITTSBORO, NC 27312
Parcel Number: 92857 Name/Subdivision Name: STONECREST LOT 48
An Improvement Permit is issued to STONECREST AT NORWOOD LLC for a site on a 1.98 acre parcel located
at 197 STONECREST WAY, PITTSBORO, NC 27312 in Chatham County. It is specifically issued for the following
facility:
Facility: Single family dwelling
Number of Bedrooms: 4 Max Number of Occupants: 8
Type of Wastewater: Domestic
Initial System Type: III-B/G Description: Pump to shallow accepted(25% reduction)trench
Type of System: Pump to Accepted
Design Flow: 480 EGPD Application Rate: 0.30 GPD/ft
Size Tank(s)with Risers and Effluent Filter: ST 1,000 Gal PT 1,000 Gal
Nitrification Line: Length:400 ft. Width: 3 ft. Max Depth: 18 in.on
downslope sidewall
(on Contour in approved septic area; sch.40 PVC required over step-downs)
Repair System Type: Pre treatment drip per Innovative Wastewater System Approval IWWS-2007-1-R2
Special Conditions:
A site plan showing specific location of the facility,the site of the proposed wastewater system,existing
buildings, property lines,water supplies,surface waters,the conditions for any site modifications;and
any other information required by the department must be attached to be valid.
Septic tank riser 6"above grade required over outlet access port as a visible marker for the septic tank.
Solid PVC with elbows must be used to construct conveyance over dams and stepdowns.
This permit is valid for five years but is subject to revocation if the site is altered,soil disturbed,set-backs
violated, or the plans of intended use are changed.
The Improvement Permit shall not be affected by change in ownership.
A Construction Authorization must be obtained from this office before installation and prior to applying
for building permits.
THIS IS NOT AN AUTHORIZATION TO INSTALL.
Issued by: L /A 0 g I OP NC Registration#: V-11 Z Date: C.(7ZI f 8
Registered Environmental Health Specialist
35 of 250

Parcel: 92857 Owner: Stonecrest at Norwood Lot 48 Improvement Permit Site Plan
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PIN: 9755-89-2782 160- 1,e,
AKPAR: 1771
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39"!tl*25C'

Mr. Kirk Brown
Sun forest Systems Inc.
129 Timberhill Place
Chapel Hill,NC 27514
April 10,2021
Subject:Drainage Design Update, Purvis Residence
Dear Kirk:
This letter transmits our update of the design of the installation of a replacement curtain drain to remedy
discharge to the land surface within and adjacent to the leaching field on the Purvis property at 197
Stonecrest Drive in Chatham County,NC. This report updates our initial design report of March 18,
2019 and incorporates information from our site visit,boring and water levels from Dave Meyer on
March 30, and April 9 and information on the existing drain and current flow rates from Alan Purvis.
To aid in our evaluation and design we have updated our three-dimensional groundwater flow model
that includes leaching field and surrounding areas using this information. The construction and use of
the model are described in the attached report as well as the basis for the design of the drain system.
Our proposed design has attempted to minimize construction and maintenance costs, but we have not
included an estimate for either.
Sincerely yours,
e/&
Eric G. Lappala, P.E., P.H.
Cc: Chris Murray, Piedmont Environmental
Dave Meyer, Protocol Sampling Services
Attachments:
Report documenting the design basis and drain system design
Eagle Resources, P.A.
215 West Moore Street Southport, NC 28461
919-345-1013 www.eagleresources.corn
37 of 250

% r'
DRAINAGE SYSTEM DESIGN
Purvis Residence Leaching Field
197 Stonecrest Drive
Chatham County, NC
Prepared for
Sun Forest Systems, Inc.
March 18, 2021
Updated April 10, 2021
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Eric G. Lappala, P.E., P.H.
Eagle Resources, P.A.
215 West Moore Street
Southport,NC 28461
919-345-1013
www.eaglereso urces.corn
38 of 250

sae Pesarces
Table of Contents
Introduction 1
Modeling of Field Performance 5
Modeled Average Climatic Conditions 7
Model Calibration 8
Alternative Analyses 11
Baseline Condition (Alternative 1) 13
Restore Original Lines(Alternative 2) 13
480 GPD Loading(Alternative 3) 13
Alternative 4—New Drains and Abandon Curtain Drain 13
Alternative 5—New Drains and Maintain East Curtain Drain 13
Alternative 6—New Drains and Replace East Curtain Drain Section 14
Alternative 7—Shallower Drains 15
Alternative 8—Reduced Loading 15
Recommended Drain System 15
Performance Monitoring 15
Attachment 1.—Chatham County Repair Design 16
Figures
Figure 1.-- Site map 2
Figure 2.-- Surface of present leaching field (Alan Purvis). 3
Figure 3.-- Observed surface leakage 2020 (Alan Purvis) 3
Figure 4.-- Repair line installation (Alan Purvis) 3
Figure 5..-- Existing curtain drain at top(north) end of field (Alan Purvis) 3
Figure 6.-- Comparison of recent daily precipitation PRISM and KNCPITS64 station 6
Figure 7.-- Monthly recharge from the SWAT Model using PRISM precipitation and temperature. 7
Figure 8.-- Cross section through field showing watertable elevation under average 2000-2021 recharge
plus 180 gpd. 7
Figure 9.-- Modeled depth to watertable under 2000-2021 average climatic conditions with 180 gpd
loading. 8
Figure 10.-- Modeled water level elevations in MW-1 and measured values 9
Figure 11.-- Modeled water level elevations in MW-2 and measured values 10
Figure 12.-- Modeled water level elevations in MW-3 and measured values 10
Figure 13.-- Simulated surface leakage, drain discharge and evapotranspiration within the field
boundaries the recommended drain system. 14
39 of 250

Pesai-ces
Tables
Table 1. Leach field unit loading rate computation for existing flow rates and Ksat data from Briar
Chapel. 4
Table 2.--Results of slug tests in monitoring wells. 4
Table 3.--Parameters used for the three-dimensional groundwater flow model. 5
Table 4.--Measured water levels in the three piezometers 9
Table 5.--Summary of alternative analyses. 11
ii
40 of 250

�aq'e Pesarces
Introduction
This report documents the assessment of the probable causes of leakage to the surface of the leaching
field for the septic system for Purvis Residence located at 197 Stonecrest Way, Chatham County, NC
and a recommended drainage system to minimize this leakage. This scope of services was requested and
authorized by Mr. Keith Brown of Sun Forest Systems, Inc. via email on March 2, 2021. This report
updates our initial design report dated March 18, 2021.
We have based our assessment and design upon information and data provided by Chris Murray of
Piedmont Environmental Associates PA and by Dave Meyer of Protocol Sampling Services Inc. That
data included the following:
• Description and general hydraulic properties of the native soils at the site by Mr. Murray;
• Maps of the locations of the distribution lines (both original and repair) for the field the existing
shallow drain located at the top (north end) of the field and the footprint of the Purvis residence
from Mr. Murray;
• The average loading rate to the field of 180 gallons per day (gpd);
• The location, construction details and water level measurements in three temporary piezometers
installed by Mr. Meyer to document the elevations of the water table above (north) and below
(south)of the leaching field shown on Figure 1;
• Observations and information from a site visit on March 29;
• An additional soil boring at the west end of original line 4 installed by Dave Meyer on March 30
shown on Figure 1;
• Hydraulic conductivity tests in MW-1,MW-2, and MW-3 by Dave Meyer on March 30; and
• Water levels measured in the three monitoring wells and the system ports on March 30.
Based upon our site visit and photos provided by Mr. Purvis the leach field ground cover is 80% pine
straw and 20%un-irrigated bluegrass turf as shown in Figure 2. As the result of observations of surface
leakage at the east end of the lower original drains as shown in Figure 3 that the lower 2 original drains
were replaced by three repair lines (A, B and C) installed to approximately 5 feet as shown in Figure 4.
It is our understanding that the location and depth of these lines was the result of recommendations of
Chatham County Public Health Department staff as documented in Attachment 1. This design also
included replacing original line 1 with a curtain drain shown in Figure 1 installed to a depth of
approximately 3 feet as shown in Figure 5 with its discharge was to the land surface at the southern end
of the drain as shown in Figure 5. This drain was to capture groundwater during high watertable
conditions from moving under the leaching field.
41 of 250

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EXPLANATION '�,
Existing Shallow Curtain Drain
Surface Elevation from3-ft.LIDAR Griid �;"= /
--- Original Lines ,,,.. %
9 N
--- Repair Lines • /
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Leaching Field „, /
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Design data and recommendations drduded herein are provided as a
A Sun Project No. matter of information and should not be used for final design.Rely only on FIGURE
30003.1 hero copy hearing consultants original seal and signature
st 040_ d5 Forest Approved:EGL Site Location Map and Site Detail,Purvis Leaching Field
Eagle Resources,P.A.
215 West Moore Street Systems Evaluation. 1
Southport,NC 28461
919-345-1013 Inc. 3/22/21
e lappala @ eagleresources.corn
2
42 of 250

t 3 Peso aces
al
� � Y t,,t,t //• .
/�
Y_ Field . - ;,
'.'Gte' t,- ,-.
libiaisamiiiiiiiii itifik-a;,,.=,;.,,„t„ -_ ‘,..- ,- 1
Figure 2.--Surface of present leaching field(Alan Purvis).
Figure 3.--Observed curface leakage 2020(Alan Purvis)
i,
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Figure 4.--Repair line installation(Alan Purvis).
Figure 5..--Existing curtain drain at top(north)end offield(Alan Purvis)
3
43 of 250

Pale Pesarces
It is also our understanding that the leaching field was designed to accommodate a loading rate of 480
gpd (120 gpd/bedroom x 4 bedrooms in the Purvis residence). It is further our understanding that no
site-specific measurements of infiltration capacity were made as part of the design and permitting of the
field, because state and local on-site regulations do not require them for loading rates of less than 3,000
gpd, but rather rely on knowledge of the textural classifications of the soils in the leaching field.
To assess the likely capacity of the site soils in the absence of site-specific data we used measured
infiltration capacity (Ksat) data provided by Mr. Murray from tests of Wedowee soils on the Briar
Chapel development located east of the site Those tests showed that the limiting horizons are the BC
and C as shown in Table 1 and the Ksat value is 0.15 inches/hour. The area shown in Table 1 was
determined as the envelope of the ends of all of the drain lines.
Variable Value Units Ksat Loading
Area 3452.00 sq ft with 10%
480.00 gpd Min Max Geomean DC
64.17 _ft^3/day
Series and Horizon in/hour in/hour in/hour gpd/sq ft gpd/sq ft
Loading 0.0186 ft/day • Wedowee Bt 0.178 0.695 0.275 4.12 0.412
Rate 0.1390 gpd/sq ft
0.009 in/hour Wedowee BC 0.060 0.272 0.148 2.22 0.222
6.79 in/yr Wedowee C 0.080 0.250 0.151 2.26 0.226
Table I. Leach field unit loading rate computation for existing flow rates and Ksat data from Briar Chapel.
However, these results are dependent upon the discharge from the field lines being sufficiently above the
watertable so that vertical flow from the Ksat values is not impeded by the presence of saturated
materials throughout and beneath the field.
On March 30, Dave Meyer conducted slug tests to estimate the hydraulic conductivity of the materials
that the three monitoring wells were screened in as shown in Table 2. The screened intervals thus tested
were all in the soil zone and not in the underlying saprolite. Note that the geometric mean value from the
tests is only approximately 0.01 gpd/sq. ft which is less than the loading rate for the present discharge to
the field of approximately 132 gpd (4000 gallons/month from Alan Purvis) shown in Table 1.
Depth Hydraulic Conductivity
Below Screened
Ground Interval Bouwer-Rice Hvorslev
Well ft ft gpd/sq ft gpd/sq ft
MW-1 5.00 1 to 4 0.006 0.001
MW-2 4.25 2.5 to 4.25 0.011 0.018 _
MW-3 3.00 1 to 2.5 0.013 0.023
Geometric Mean 0.010 0.007
Table 2.--Results of slug tests in monitoring wells
4
44 of 250

�aePesarces
Modeling of Field Performance
To aid in our further evaluation and design we have updated the three-dimensional groundwater flow
model described in our previous report that includes leaching field and surrounding areas. The model
extends from the land surface to a depth of approximately 200 feet and includes the layers shown in
Table 3 to represent the subsurface material. The value of hydraulic conductivity Layer 1 is the
average of the A and Bt. The vertical hydraulic conductivity value for the BC and C horizons was set at
the average value from the slug tests in the monitoring wells. Hydraulic conductivity of thee saprolite
and bedrock are those from a calibrated groundwater model of the same materials for the Briar Chapel
development. The vertical hydraulic conductivity of the saprolite was adjusted as the result of
calibration as discussed in a subsequent
Depth Hydraulic Conductiivity
Model Top Bottom Thickness Horizontal Vertical Porosity
Layer Material ft ft ft ft/day ft/day dim.
1 Wedowee Soil A & Bt horizons 0.0 2.0 2.0 0.440 0.440 0.49
2 Wedowee Soil BC horizon 2.0 3.4 1.4 0.200 0.020 0.49
3 Wedowee Soil C Horizon 3.4 5.0 1.6 0.200 0.020 0.49
4 & 5 Saprolite 5.0 25.0 20.0 1.000 0.100 0.49
6&7 Bedrock 25.0 350.0 325.0 0.001 0.001 0.10
Table 3.--Parameters used for the three-dimensional groundwater flow model.
The model covers an area of 11 acres centered on the leaching field. The horizontal regular grid spacing
was 2 ft x 2 ft over the field and for the area outside the field to a distance of 25 feet from the field
boundary. The grid spacing was expanded to 20 x 20 feet at the model boundaries where the detailed
resolution of modeled conditions and results were not necessary.
The model was used to assess the probable depth to the watertable and seepage to the land surface
within the field under average and wet conditions. Natural recharge from infiltration of precipitation
and discharge by evapotranspiration was applied to the modeled area that was computed with the USDA
SWAT water balance model. Recharge was computed with this model on a daily basis using
precipitation and temperature data for 1/1/2000 through 3/28/2021. Temperature and precipitation data
for the model was used from the national gridded PRISM dataset for the 1 km/lkm grid that includes the
site.
A check on the applicability of the PRISM data was made using data from the Weather Underground
personal weather station KNCPITS54, which is located approximately 4,400 feet southwest of the site.
Figure 2 shows the daily precipitation from this site and from PRISM for the period from 2/1/2021 to
3/9/2021. While there are some differences in the timing of high precipitation events, they are
generally not offset by more than a few days. Because the local data is not available for more than a few
years, the PRISM dataset was used as input to the SWAT model to compute the monthly recharge
shown in Figure 3 to use in the groundwater model for the 2000-2021 period use to assess field
performance.
5
45 of 250

P 5arc 5
Discharge of water into the leaching field was modeled by assuming an equal portion of the total loading
was applied each of the modeled system lines. Each line was modeled as a line discharge to the
appropriate layer of the model based upon the reported installed depths: layer 2 for the original lines and
layer 3 for the repair lines.
1.20
•KNCPITTS54
1.00 •PRISM
0.80
a)
s
c
0.60 -
-
.a
al
0 0.40 - I
0.20 •
l -
0.00
i . I I I II . I. I .
2/1 2/3 2/5 2/7 2/9 2/11 2/13 2/15 2/17 2/19 2/21 2/23 2/25 2/27 3/1 3/3 3/5 3/7 3/9
Figure 6.--Comparison of recent daily precipitation PRISM and KNCPITS64 station.
The three-dimensional groundwater flow model used was the USGS ModFlow-NWT run within the
GMSTM modeling shell. Recharge to the model and groundwater discharge by surface leakage and
evapotranspiration were simulated using the Unsaturated Flow Zone(UZF)package.
6
46 of 250

0.12
0.1
v
L
C
I :::
_
O.0
1/2/00 1/2/02 1/2/04 1/2/06 1/2/08 1/2/10 1/2/12 1/2/14 1/2/16 1/2/18 1/2/2C:
Figure 7.--Monthly recharge from the SWAT Model using PRISM precipitation and temperature.
Modeled Average Climatic Conditions
To evaluate the depth to the watertable under average conditions, the model was run as steady-state
(non-time-varying) using average recharge for 2000-2021 over the model area and loading the leaching
field at 180 gpd. Figures 4 and 5 show that the watertable depth averages approximately one foot
below grade under these conditions with only a few areas of less than 1 square foot showing seepage to
the surface.
North
South leaching Field
Bt Watertable
SaptoSb
Feet iu5 sur en
a 5 10 t5 to as sb
Ver2cal Exaggeration.15X
Fractured Bedrock
Figure 8.--Cross section through field showing watertable elevation under average 2000-2021 recharge plus 180 gpd.
7
47 of 250

We Pesar-ces
,t
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,,,
-----. \,,
AC
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1! ;
Figure 9.--Modeled depth to watertable under 2000-2021 average climatic conditions with 180 gpd loading.
Model Calibration
Water levels in the three temporary piezometers were provided to us from Dave Meyer of Protocol
Sampling Services and are shown in Table 3. Additionally, on March 30 Mr. Meyer installed a boring
at the west end of the middle discharge line in the field to a depth of 5 feet and it did not encounter any
saturated materials.
8
48 of 250

to Pesaxces
MW1 MW2 MW3
Depth Top Water Depth Top Water Top Water
to Casing Level to Casing Level Depth to Casing Level
Water Elev Elevation Water Elev Elevation Water Elev Elevation
Date ft ft ft _ ft ft ft ft ft ft
2/23/21_ 1.92 510.41 508.49 2.79 508.47 505.68 1.29 499.15 497.86
2/24/21 2.83 510.41 507.58 2.92 508.47 505.55 3.08 499.15 496.07
2/26/21 nm 510.41 2.00 508.47 506.47 2.98 499.15 496.17
2/27/21 2.42 510.41 507.99 2.83 508.47 505.64 1.92 499.15 497.23
2/28/21 2.67 510.41 507.74 2.83 508.47 505.64 2.42 499.15 496.73
3/1/21 2.88 510.41 507.54 2.92 508.47 505.55 2.63 499.15 496.53
3/30/21 3.10 510.41 507.31 3.22 508.47 505.25 2.70 499.15 496.45
Average 2.78 I 507.63 I 2.79 I 505.68 2.62 496.53 1
Table 4.--Measured water levels in the three piezometers.
To assess the ability of the model to reproduce measured water levels, the updated model was run using
daily time steps from 1/1/2017 to 3/9/2021 with recharge from the SWAT model and loading the field at
a constant rate of 132 gpd (4,000 gal/month). Figures 6, 7, & 8 show the modeled water level elevations
in the three temporary piezometers. To achieve this fit to the measurements the horizontal to vertical
hydraulic conductivity of the saprolite was adjusted to 1 ft/day and the vertical hydraulic conductivity to
0.1 ft/day.
MW-1
510 2
Observed M 1.8
-Modeled
505 - Recharge,In/Day .---- - ----- 1.6
1.4 '
500 .. ---- -- - --- 1.2 0
o
s
� 1
-.., \i„,
ti
m I
------ -- -. \
1-- - __-- ---._ _ -._ _. ----_.- --._-_.------...--I_. __. ..-- -------- :4
1 1n J
f J 1 0.2
485 r - 0
42735 43100.25 43465.5 43830.75 44196 44561.25
Figure 10.--Modeled water level elevations in MW-1 and measured values.
9
49 of 250

tWeRextrce5
MW-2
f _... 2
—Modeled �
—Observed - 1.8
—Recharge
505 1.6
I ( - :42:r1tN11\_1'
I1
d- 495 --Ty---- -- — -- 0.8 w
3 cc
- 0.6
I Ili\
490
ti\iN\1 i
1 1\)\)
0.4
485 t 0
12/31/16 12/31/17 12/31/18 12/31/19 12/31/20 12/31/21
Figure I1.--Modeled water level elevations in MW-2 and measured values.
•
MW-3
500 2
498 ----—Modeled -- ----1---- — 1.8
—Observed }
496 --—Recharge — 1 rf----- --- q -- 1.6
494 -------------------. _- -- — ------- -- -- - 1.4
1 \_
• 492 1--- — — — - 1.2 r,
o
L
j
r, ( u
LT, 490 \ j
to
v 488 — — -- — 0.8 a,
i li
c.
486 --� -- -- — -- - - - 0.6
\i 1
IV\
484 ---- -- — -- A
0.4
kv\
482 —+ - 0.2
480 r 0
12/31/16 12/31/17 12/31/18 12/31/19 12/31/20 12/31/21
Figure 12.--Modeled water level elevations in MW-3 and measured values.
Because the model reproduced the measured values reasonably well it is considered adequate to evaluate
alternatives to alleviate surface leakage in and around the leaching field.
10
50 of 250

Pe5arce5
Alternative Analyses
Eight alternatives were run with the model for the 1/1/2016 through the 3/9/2021 period using a daily
timestep. The efficacy of the alternatives was measured by the number of days that any modeled
groundwater discharge to the surface occurred within the boundaries of the field.
Table 4 summarizes the results of the analyses and these are discussed further in the following sections
and Figure 13 shows the elements of the alternatives.
Drain Loading %of Days
Depth Rate with
Alternative Drain Options Ft Leach Field Lines GPD Leakage
1 Existing curtain drain only 3 3 Original&3 Repair Lines 132 18.60%
2 Existing curtain drain only 3 5 Original Lines Restored 132 18.30%
3 Existing curtain drain only 3 3 Original&3 Repair Lines 480 43.35%
Drains North,South,and adjacent property. Abandon existing
4 east side curtain drain 11 3 Original&3 Repair Lines 480 16.02%
Drains North,South, None on adjacent property. Maintain
5 existing east side curtain drain 11 3 Original&3 Repair Lines 480 16.02%
Drains North,South,and adjacent property. Maintain existing east
6 side curtain drain 11 3 Original&3 Repair Lines 480 15.96%
Drains North,South,and adjacent property. Maintain existing east
7 side curtain drain 8 3 Original&3 Repair Lines 480 17.12%
Drains North,South,and adjacent property. Maintain existing east
8 side curtain drain 11 3 Original&3 Repair Lines 180 12.79%
Drains North and adjacent property. Maintain existing east side
9 curtain drain 11 3 Original&3 Repair Lines 480 17.44%
Drains South and adjacent property. Maintain existing east side
10 curtain drain 11 3 Original&3 Repair Lines 480 16.34%
Table 5.--Summary of alternative analyses.
11
51 of 250

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Recommended Drain System
/ Perforated 4"HDPE --
/ Non-Perforated HDPE —
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�' %%% Cleanouts and Discharge Apron
Apron
/ Cleanout Q
/ Leaching Field
j Original Lines ---
% Lines ---
Property Line I_
Observations_Purvis
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Design data and recommendatiens mauded herein are provided as a
Project No. maner of information and should not be used for final design.Rely only on FIGURE
15 G �7��,Z Sun 30003.1 hard copy bearing consultants original seal and sgnah,ro
`aae r`eo Ce,5 Forest Approved:EGL Recommended Drainage System,Purvis Residence
Eagle Resources.P.A.
215 West Moore Street Systems 13
Southport.NC 28461
919-345-1013 Inc. 4/10/21
elappal a®eagl eresou rces.corn
12
52 of 250

�a/e Pesarces
Baseline Condition (Alternative 1)
The baseline condition was run with no drains and the existing curtain drain and the average discharge
to the field of 4,000 gallons/month (132 gpd)based on average monthly water bill data provided by Alan
Purvis. Under the modeled climatic for the simulated period of 1/1/2017 through 3/28/3021 (1548
days)surface leakage occurred 18.6%of the time.
Restore Original Lines (Alternative 2)
This alternative assumed that the three repair lines were abandoned in place and that the two original
drains that are out of service were restored to service. The loading rate for this alternative was the
assumed present condition of 132 gpd. As shown in Table 5, this option does not significantly change
the frequency of leakage to the surface within the field boundaries.
480 GPD Loading (Alternative 3)
This alternative assumed that the existing lines and curtain drain were left unchanged but that a constant
daily loading of 480 gpd was applied to the field. Although based upon actual flow as measured by
water consumption reported by Alan Purvis is only 132 gpd, this alternative assesses the capacity in
conformance with NC DEQ and Chatham County Public Health to use 120 gpd/bedroom. As shown in
Table 5, this alterative would result in discharge to the land surface within the field 43% of the time
under the modeled climatic conditions from 2017 through 3/28/2021.
Alternative 4 - New Drains and Abandon Curtain Drain
This alternative simulated the installation of new drains with inverts 11 feet below grade on the north
and south sides of the field and a separate drain to the same depth extending 15 feet from the east
property line onto the adjacent property as shown on Figure 1. The extension to the adjacent property
was suggested and agreed to by the adjacent property owner on our site visit on March 29. If
constructed this drain should discharge by using non-perforated pipe along the western adjacent property
line to a point at least 30 feet south of the southern boundary of the field on the Purvis property.
The north drain would be constructed by removing that portion of the existing curtain drain, including
all drain materials and the plastic sheeting on the downslope side of the trench that is shown in Figure 5.
The portion of the existing drain along the east side of the property would be abandoned and replaced
with non-perforated drainpipe connecting the east ends of the north and south drain. Non-perforated
pipe would be installed from the east end of the south drain south approximately 60 feet to daylight at a
ground elevation of 487 feet. All new drains were modeled using permeable backfill material the full
width and depth of the trench with an in-place hydraulic conductivity of at least 100 ft./day (750 gpd/sq.
ft)
This alternative resulted in a frequency of leakage to the surface of 16%.
Alternative 5 - New Drains and Maintain East Curtain Drain
This alternative is the same as Alternative 4 but without the drain on the adjacent property. This
alternative showed that no significant reduction in surface leakage was added by this drain: the 16%rate
was the same as Alternative 4 which included it. However, surface drainage control on the adjacent
property should be implemented by constructing a drainage swale along the western side of that property
for the entire length of the leach field on the Purvis property.
I3
53 of 250

ea*Re5arces
Alternative 6 - New Drains and Replace East Curtain Drain Section
This alternative was the same as Alternative 4 but with replacement of the east portion of the existing
curtain drain replaced with non-perforated drainpipe connecting the east ends of the new north and south
drains. Because there is no added reduction in surface leakage from the east portion of the existing
drain, and because maintaining it would complicate connecting the north and south drains, all the
following alternatives assume that it is removed and replaced with non-perforated pipe at the appropriate
grades to connect the north and south drains.
1,000 10,000
900 —Surface Leakage 9,000
Evaportanspiration(ET)
800 —Drain System Discharge 8,000
700 7,000 >.
co
0
>
m c
o 0
• 600 I 6 000
1A
o Om
10 ~
W
w 500 i 5,000 c
v I co
C O0
m m
t
tow 400 4,000
a
fn c
uu 300 I ( 3,000 0
7
N
200 , I I 1 1 , 1 I. F
2,000
100 II 1 I. , il i i 1 I I I ,.i II 1,000
0 0
8/18/16 3/6/17 9/22/17 4/10/18 10/27/18 5/15/19 12/1/19 6/18/20 1/4/21 7/23/21
Figure 14.--Simulated surface leakage,drain discharge and evapotranspiration within the field boundaries the recommended drain
system.
While the measure used to compare the effectiveness of alternatives is the frequency that leakage to the
surface occurred anywhere in Purvis leach field, the quantities are small. As shown in Figure 13, the
maximum total leakage is 700 gallons per day or less than 0.5 gallons per minute. Average modeled ET
rate is 0.28 inches/day which is consistent with the daily demand for well-watered Bermuda turf. It is
not likely that all incidents of such low rates of surface discharge can be eliminated during extreme
climatic events such as occurred in the fall of 2018 as the result of Hurricane Florence. However,
maintaining a healthy turf on the field should result in the leakage being discharged by
evapotranspiration without runoff.
14
54 of 250

Pale,'esarces
Because this alternative resulted in the lowest frequency of surface leakage and because it simplifies the
construction of the piping connecting the north and south drains it is the recommended alternative.
Alternative 7 - Shallower Drains
This alternative is the same as Alternative 6 but with the inverts of the north, south and adjacent set at 8
feet below grade. While this depth results in a small increase (-2%) in the frequency of surface leakage,
it reduces construction costs and safety considerations for the drainage trenches and as a result is the
second most recommended alternative.
Alternative 8 - Reduced Loading
This alternative is the same as Alternative 6 but with a reduced loading of 180 gpd. Because this is
closer to the actual discharge to the field as measured by water consumption information, it provides a
more realistic measure of system performance.
Recommended Drain System
Alternatives 6 and 7 comprise our recommended solution to minimizing the surface leakage. While the
future climatic conditions at the site are unknown, it appears from the PRISM dataset that wetter
conditions may becoming more frequent and therefore if leakage is to be minimized both drains should
be installed.
Based upon the maximum rate of approximately 1 gpm from both drains for the preferred alternative, 4-
inch perforated pipe and solid HDPE pipe components should be adequate. The washed gravel backfill
for both trenches should have a saturated hydraulic conductivity of 100 ft/day or more. The backfill
should be appropriately sized for the perforations in the perforated drain sections. Each end of both the
north and south drains should be fitted with typical sewer cleanouts to allow removal of debris and roots
that may penetrate the system. The discharge of the drain to the land surface at elevation of 487 feet or
lower should include energy dissipation stone shown as an apron on Figure 1 to minimize erosion.
Performance Monitoring
To monitor the performance of the recommended alternative, it is recommended that water levels be
measured and recorded in the three monitoring wells, the observation ports of the system, and in a new
monitoring well (MW-4) shown on Figure 1 on a weekly basis and on a daily basis following rainfall
events of more than 3 inches/day. The additional monitoring well should be installed to a depth of 20
feet with well screen and sand pack from the bottom to 3 feet below grade. Bentonite pellets should be
installed to one foot above the sand pack and a neat cement seal should be installed to the ground
surface. A cement pad and protective casing should be also installed for this well.
These measurements should confirm that even though the watertable may rise rapidly in response to
precipitation as the result of the low permeability of the soils and saprolite the drain system should result
in rapid declines.
15
55 of 250

�aqe Pesarces
Attachment 1.—Chatham County Repair Design
16
56 of 250

CHATHAM COUNTY PUBLIC HEALTH DEPARTMENT
DIVISION of ENVIRONMENTAL HEALTH
SEWAGE DISPOSAL OPERATIONS PERMIT REPAIR
197 Stonecrest Way, Pittsboro, NC 27312 Stonecrest at Norwood Lot 48
911 ADDRESS NAME/SUBDIVISION&LOT#
Date: July 30,2020 Parcel Number: 92857
Residential: CO Non-Residential:n
Max.Number of Bedrooms: 4 Other: 8 occupants max Max.GPD: 480
Specific System Installed: 198' Infiltrator High Capacity chambers installed in saprolite with pressure manifold
Owner: Alan Purvis
Conditions: Requires on-site wastewater system monitoring under monitoring program for type Inb system
This permit authorizes the owner to operate the sewage disposal system in accordance with the state and local rules.
The department does recommend that septic tanks be pumped out every 3 to 5 years,and filters be cleaned every 2
to 3 years. In the event of a malfunction contact this office.
This certifies that the system has been installed in compliance with applicable NC General Statues and Rules for
Sewage Treatment and Disposal and all conditions of the Improvements Permit and Construction Authorization.
SYSTEMS CLASSIFIED AS TYPE IV,V OR VI REQUIRE SYSTEM MANAGEMENT BY A STATE-
CERTIFIED OPERATOR. OPERATION PERMIT HOLDERS ARE RESPONSIBLE FOR
NOTIFYING SUBSEQUENT OWNERS.
Type System: I❑ HO III ❑ III-B ® IV❑ v❑ vI❑ t ( Leo
Environmental Iryth Specialist
Installer: Edward Faison Certification# 4530
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57 of 250

NAME: onK O1461 Ler — <t- PARCEL# 92851'
CHECKLIST INT/DATE
ST C-xrSrW(,
PT
One Piece Two Piece
Filter E?<-(mal,
Riser
Drainfield I R5 L iPLo
Gravel TCHP IQ4W EZ1203H f 0It"
toi rr �,,1 rr,ro oR
LDP8 LDP10 LPP Other trco crop./
Coq#c
Pump Ekmtrwt, tofLW is)(5 _ itfitoty
Pump Demo
Distribution device Z '-14,;15
Alarm/Floats ✓
Circuits
Cover
Monitoring Fee •✓ —
Water Supply roouc
f ("s"�.�[�t� - 14y .� ct.. fl - 4e 7lwc� lam•, 4'i rb an.•�fu r Z 13 ��.r.
4(Lo1 Uto - oevo • Mat L4Nc 8 Sitruurt., Dstr' er 9i", 4f'ILuvf.
O?c. - O441- t'f°"' GRE-G Cf 3r4UHC)1 offe..• 97afrer frftUL Der► ;le Sbq Cck,ccreAS ra sy .
coo* oft- 4i phvh Skf Go:rt- a r otsco vc- 9041X k (1114-44t, eew 6 ei 3 Sy., 60'44 Wcti'd(S -L.r *Ep
�w usr3 ¶a 414.eiJ 'i.arat( u [/5 • I Ex�ura .101Z ;c 3y(U filabki C ANoy Leers
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iii5c4«. 54r LNc 8 - 59 6.110M rZ'�J` , c4+4010 4-1 r VA?'(61,)
1353 - I..re f 54p C - I,Z" 1ru+ 4 11/416r, , 13'lo", r6 (34.e. l I- 1 cif/ GO
t WMEL r*) Sotrool OF $a► (,0.16 8 e C — busoLtie s:•++fd svi.1 fid4e:34 GA( 4+4
Thif.4-11 t. wifFn Pa.0..1c ilio34{1%4' 16 rflcti• FJ &'J Of (.4qm. DQ!✓timb (.4.t J frffrt
#41101.0 - Ct#or Ftchf-f Sf�r Z rPL$wcF- I-1fgv or ITV- MgNefoLAN (in•sn'+Uft' M 1T4m n'C•c. fFti OGSr W)
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FYEne'r Cow-n( . (Fc e) =0000 ii �NIF�CEproR �Z+.Joat/ N 3L" Aar 58 of 250

Construction Authorization for Wastewater Systems
CHATHAM COUNTY PUBLIC HEALTH DEPARTMENT
/ \ DIVISION OF ENVIRONMENTAL HEALTH
CHATHAM COUNTY 80 EAST ST., P.O. BOX 130 -PITTSBORO,NC 27312-0130
NORTH CAROL[N A PHONE [phone]/FAX [phone]
www.chathamnc.org/environmentaiheaith
Expiration Date: July 22, 2025 Permit Number: PREH202004097
Repair
Owner: PURVIS, ALAN
911 Address: 197 STONECREST WAY, PITTSBORO, NC 27312
Parcel Number: 92857
Subdivision Name: STONECREST AT NORWOOD
Subdivision Lot: 48
• This permit authorizes its permit holder to install the sewage disposal system for a period equal to the period
of validity of the Improvement Permit. If the IP or CA is greater than 5 years old a preconstruction conference
is required.
• The installer must be registered with NCOWCICB.
• This authorization is required prior to the issuance of a building permit.
• Before an Operations Permit is issued, all required inspections and conditions of the permit must be
completed and verified by this department and payment of applicable fees must be received.
Instructions and Conditions:
Design capacity:480 GPD
Number of Bedrooms: 4
Size Tank(s)with Risers and Effluent Filter: 1,000 Gal PT: 1,000 Gal
Nitrification Line: Split Field— Existing Accepted Length: 204 ft.;Width: 3 ft.; Depth: 18 in.
Saprolite Length: 192 ft.; Width: 3 ft.; Depth: 36—50 in.
• Approximate contour in the system area is shown on site plan. The installer must flag the
system prior to installation to ensure proper grade.
• Approximate system component locations shown on site plan; contractor must verify
component locations prior to installation to assure proper fall from house to septic tank and
from septic tank to approved system area.
Approved site plan attached.
System Type IIIb
System types Illb, IV, V, and VI require the payment of annual onsite wastewater monitoring fees to the
Chatham County Public Health Department. Payment of the first annual fee is required prior to the
issuance of the Operation Permit.
Special Conditions: See attached.
This Construction Authorization is subject to revocation if the site plan, plat or the intended use changes.This
Construction Authorization is subject to compliance with the provisions of the Laws and Rules for Sewage Treatment and
Disposal conditions on this permit.
Permit issued by James Tiger Date: July 22, 2020
Registered Environmental Health Specialist
NC Registration#: 2492
1 of 2
59 of 250

Construction Authorization for Wastewater Systems
CHATHAM COUNTY PUBLIC HEALTH DEPARTMENT
/ \ DIVISION OF ENVIRONMENTAL HEALTH
CHATHAM COUNTY 80 EAST ST.,P.O. BOX 130-PITTSBORO,NC 27312-0130
NORTH CAROL 1 N A PHONE [phone]/FAX [phone]
�•��� www.chathamnc.org/envlronmentalhealth
Expiration Date: July 22,2025 Permit Number: PREH202004097
Special Conditions:
1. Eliminate existing upper accepted line and install interceptor drain maintaining 10 ft.separation to existing
second line. Installation depth to approximately 30 in.into group IV clay soils. Line downslope sidewall and
bottom of drain with plastic sheeting and discharge along southeastern property line below system.
2. Install swale/surface water diversion along southeastern property line.
3. Install first pressure manifold for existing lines 2,3,and 4 according to attached tap chart.
4. Install three new saprolite trenches,64 ft.each,using high capacity chambers between existing lines 5,6,and 7.
Health department to verify installation depth during install.
5. Install second pressure manifold for saprolite trenches according to attached tap chart.
6. Install check valves before each pressure manifold.
7. Install observation ports on all lines at distal end.
8. Replace electrical box with control panel to include impulse counter/elapsed time meter.
2 of 2
60 of 250

Tap Chart
STONECREST AT NORWOOD LOT 48 - DUAL PRESSURE MANIFOLD DESIGN
Bench Mark is=100.00 set at
Pump tank elev. 100.00 Pump elev. 95.00 Manifold elev. 101.00
line color rod read Elevation length hole size flow/tap gal/day trench area LINE LIAR
2 -- 100.00 56 1/2in SCH 80 5.48 66.76 168 0.397 '
Existing 3 -- 100.00 72 1/21n SCH 40 7.11 86.62 216 0.401
Lines 4 - 100.00 76 1/2in SCH 40 7.11 86.62 228 0.380
total feet = 204 gallmin= 19.7 LIAR= 0.30
of Dose Vol. 65.00 Des.Flow 240 (Itar WI INOV) 0.40
Dose Volume 86.19 Pump Run= 12.18 (Itar+5%) 0.42
Dose Pump Time 4.38 Tank Gal/IN 21.6
Drawdown In Inches 3.99 Elevation Head 6.00
TAP CHART
Bench Mark is=100.00 set at
Pump tank elev. 100.00 Pump elev. 95.00 Manifold elev. 101.00
line color rod read Elevation length hole size flow/tap gallday trench area LINE LTAR
1 - 100.00 64 1/2in SCH 40 7.11 80.00 192 0.417
Saprolite 2 -- 1 D0.00 64 1/2in SCH 40 7.11 80.00 192 0.417
Lines 3 -- 100.00 64 1/2in SCH 40 7.11 80.00 192 0.417
total feet = 192 gallmin= 21.33 LTAR= 0.40
of Dose Vol. 65.00 Des.Flow 240 (Itar W/!NOV) 0.53
Dose Volume 81.12 Pump Run= 11.25 (Itar+5%) 0.56
Dose Pump Time 3.80 Tank Gal/IN 21.6
Drawdown in Inches 3.76 Elevation Head 6.00
Total gal/min : 41.03 Total dose pump time: 8.18 Total drawdown: 7.75
Jai Q s
4(01104
Page 1
61 of 250

Chatham County Tax Map
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G Date: 7! 2

r Construction Authorization for Wastewater Systems
�y� CHATHAM COUNTY PUBLIC HEALTH DEPARTMENT
/ \ DIVISION OF ENVIRONMENTAL HEALTH
CHATHAM COUNTY 80 EAST ST.,P.O. BOX 130-PITTSBORO,NC 27312-0130
NORTH CAROLINA
PHONE [phone]/FAX [phone]
www.chathamnc.org/environmentalhealth
Expiration Date: June 24, 2025 Permit Number: PREH202004097
Repair
Owner: PURVIS, ALAN
911 Address: 197 STONECREST WAY, PITTSBORO, NC 27312
Parcel Number: 92857
Subdivision Name: STONECREST AT NORWOOD
Subdivision Lot: 48
• This permit authorizes its permit holder to install the sewage disposal system for a period equal to the period
of validity of the Improvement Permit. If the IP or CA is greater than 5 years old a preconstruction conference
is required.
• The installer must be registered with NCOWCICB.
• This authorization is required prior to the issuance of a building permit.
• Before an Operations Permit is issued, all required inspections and conditions of the permit must be
completed and verified by this department and payment of applicable fees must be received.
Instructions and Conditions:
Design capacity: 480 GPD
Number of Bedrooms: 4
Size Tank(s)with Risers and Effluent Filter: 1,000 Gal PT: 1,000 Gal Existing
Nitrification Line: Length: 400 ft.;Width: 3 ft.; Depth: 18 in.; Existing pump to accepted
• Approximate contour in the system area is shown on site plan. The installer must flag the
system prior to installation to ensure proper grade.
• Approximate system component locations shown on site plan; contractor must verify
component locations prior to installation to assure proper fall from house to septic tank and
from septic tank to approved system area.
Approved site plan attached.
System Type Illb
System types Illb, IV, V, and VI require the payment of annual onsite wastewater monitoring fees to the
Chatham County Public Health Department. Payment of the first annual fee is required prior to the
issuance of the Operation Permit.
Special Conditions: Remove 4 ft.from driveway end of lines 2, 3, and 4 and add 12 ft. to line 7. Install pressure manifold
per attached manifold design and eliminate step-downs between lines 2, 3, 4, 5, and 6 replacing line ends with new end
caps; step-down between lines 1 and 2 will remain. Install new step-down at distal end of line 6 to line 7. Install berm and
swale around uphill sides of system.Add cover soil to low areas and areas with surface discharge. Pump septic and pump
tank to allow soils to dry.
This Construction Authorization is subject to revocation if the site plan, plat or the intended use changes. This
Construction Authorization is subject to compliance with the provisions of the Laws and Rules for Sewage Treatment and
Disposal conditions on this permit.
Permit issued by James Tiger Date: June 24, 2020
Registered Environmental Health Specialist
NC Registration#: 2492
63 of 250

F
Tap Chart
STONECREST AT NORWOOD LOT 48- REPAIR PRESSURE MANIFOLD DESIGN
Bench Mark is=100.00 set at
Pump tank elev. 100.00 Pump elev. 95.00 Manifold elev. 101.00
line color rod read Elevation length hole size flow/tap gal/day trench area LINE LTAR
1/2 100.00 96 3/4in SCH 80 10.1 121.50 288 0.422
3 100.00 72 1/21n SCH 40 7.11 85.53 216 0.396
4 100.00 72 1/21n SCH 40 7.11 85.53 216 0.396
5 100.00 64 1/21n SCH 80 5.48 65.92 192 0.343
6/7 100.00 96 3/4in SCH 80 10.1 121.50 288 0.422
total feet = 400 gal/min= 39.9 LIAR= 0.30
%of Dose Vol. 65.00 Des.Flow 480 (Itar WI INOV) 0.40
Dose Volume 169.00 Pump Run= 12.03 (Itar+5%) 0.42
Dose Pump Time 4.24 Tank Gal/IN 21.6
Drawdown in Inches 7.82 Elevation Head 6.00
(t1tAl10t0
Page 1
64 of 250

Chatham County Tax Map
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f20250

Attachment C
Letter Requesting Coverage Under the General Permit
66 of 250

`\�����u 1uu/rig/o
Engineers and Soil Scientists o •• ESS! 4 '--
Agri-Waste Technology, Inc. ?Q�DE oy4 •
�9 -�Ft 6""
501 N. Salem Street, Suite 203 - SEAL
Apex, North Carolina 27502 = 024582
•
919-859-0669 •
www.agriwaste.com �`�Gi•' F,y�INEE�. Q� May 16,2023
Mr. John Hennessy -
NPDES Permitting Program 671 (c I z‘22.3
Division of Water Quality
1617 Mail Service Center
Raleigh,North Carolina 27699-1617
RE: Letter Requesting Certificate of Coverage-Purvis Property
197 Stonecrest Way,Pittsboro,NC 27312
Dear Mr.Hennessy;
Please consider this letter as a request for coverage under the General Permit for a Multi-
Phase Filter System. The proposed discharge system is for a 4-Bedroom Single Family
Residence (SFR) located in Chatham County, North Carolina. The proposed discharge
system will replace an existing sub-surface system that serves the 4-bedroom residence.
The site has been deemed unsuitable for ground absorption sewage treatment systems by
the Chatham County Environmental Health Department due to unsuitable soil wetness
conditions as determined by Eric G. Lappala, PE, PH of Eagle Resources. The proposed
system is to be sized for 4 bedrooms at 480 gallons/day. The residence is located at 197
Stonecrest Way,Pittsboro,NC 27312.
Thank you for your assistance in this matter.
Sincerely;
Kevin D.Davidson, P.E.
V.P. of Engineering
67of251

Attachment D
Letter requesting Authorization to Construct
68 of 250

Engineers and Soil Scientists `� �-. pEESS/eN�'1q
Agri-Waste Technology, Inc. •
_ • SEAL =ck �oy-
501 N. Salem Street, Suite 203 = 024582 =
Apex, North Carolina 27502 •
= ��.
919-859-0669 '
FNCI May16, 2023
www.agriwaste.com -' .. `Pa
Mr.John Hennessy 5-71 `` ' z
NPDES Permitting Program
Division of Water Quality
1617 Mail Service Center
Raleigh,North Carolina 27699-1617
RE: Letter Requesting Authorization to Construct—Purvis Property
197 Stonecrest Way, Pittsboro,NC 27312
Dear Mr. Hennessy;
Please consider this letter as a request for Authorization to Construct(AtC)a Multi-Phase
Filter System. The proposed discharge system is for a 4-Bedroom Single Family
Residence (SFR) located in Chatham County, North Carolina. The proposed discharge
system will replace an existing sub-surface system that serves the 4-bedroom residence.
The site has been deemed unsuitable for ground absorption sewage treatment systems by
the Chatham County Environmental Health Department due to due to unsuitable soil
wetness conditions as determined by Eric G. Lappala, PE, PH of Eagle Resources. The
proposed system is to be sized for 4 bedrooms at 480 gallons/day. The residence is
located at 197 Stonecrest Way, Pittsboro,NC 27312.
Thank you for your assistance in this matter.
Sincerely;
Kevin D. Davidson,P.E.
V.P.of Engineering
69 of 251

Attachment E
Walter Giese,LSS -Soil Evaluation Report
70 of 250

10 May 2023 AgN \
Alan Purvis
197 Stonecrest Way Geothermal,Environmental,
Pittsboro, NC 27312 &well Drilling
Re: Hydraulic Assessment
197 Stonecrest Way
Mr. Purvis
Please find below a report referencing a soil and site evaluation for the above referenced
site, located at the above noted property near Pittsboro, North Carolina.
1.0 Introduction/Purpose
(Refer to Appendix A)
The purpose of the soil and site evaluation was to evaluate the soil and site
conditions with regards to the malfunctioning wastewater system at the above noted
location. The site was issued a Construction Authorization Permit on February 28,
2019. The system was installed and approved on October 22, 2019. The
wastewater system was issued a Construction Authorization Permit for a repair on
July 22, 2020, and the system was installed and approved on July 30, 2020. It is
understood the system malfunctioned shortly after the repair was installed and
approved. The site was noted to be evaluated by Thomas Boyce, NCLSS and Chris
Murray, NCLSS, James Tiger, REHS with Chatham County Environmental Health
Department and Scott Greene, NCLSS with the North Carolina On-site Water
Protection Section to determine another repair option. Applied Resource
Management, PC was contacted in November of 2021 to perform an evaluation of
the wastewater system with regard to a potential malfunction. Below are the results
of the investigation of the site, soil and system details. A copy of the permit history
along with reports by Eric Lappala, PE with Eagle Resources and Kris Bass with
Kris Bass Engineering regarding drainage device studies can be found in Appendix
A.
2.0 Methods
(Refer to Figure 1, Appendix B - C)
The site was evaluated using hand auger borings. Auger borings were made at
various locations within the existing wastewater system area and proposed repair
area to a depth of at least 48 inches and profile descriptions recorded. The soil
wetness condition was estimated by Applied Resource Management by the
presence of redoximorphic features and/or the presence of Chroma 2 or less soil
color in accordance with 15A NCAC 18A .1942. A review of water usage records
Applied Resource Management, P.C.
P.O. Sox 882,257 Transfer Station Road, Hampstead, NC 25445 910.270.2919 Fax [phone] 71 of 250

16 May 2022
between April 2018 and May 2019 was performed to determine an average daily
water usage. A copy of the water usage records can be found in Appendix B. As
part of the evaluation process of the site and soil conditions, saturated hydraulic
conductivity tests were performed within the existing wastewater system area and
the proposed repair area. Tests were conducted with the Compact Constant Head
Permeameter from Ksat, Inc in the unsaturated portion of the soils. The tests were
conducted and calculated in accordance with the user manual from Ksat, Inc. Data
sheets for each CCHP test location can be found in Appendix C.
In the saturated portion of the soil, saturated hydraulic conductivity was measured
via slug test methodology. Tests were conducted and the results were analyzed
with Aquifer Test Pro Version 3.5 from Waterloo Hydrogeologic. Results were
analyzed according to Bouwer and Rice methodology. A copy of the monitoring well
specifications and test results can be found in Appendix C.
Additionally, a monitoring well was installed upslope of a curtain drain that was
installed as part of the first repair option. The monitoring well was installed to a
depth of 100 inches from the soil surface. The monitoring well was noted to be
installed below the depth of the interceptor drain.
3.0 Results/Findings
(Refer to Figure 1, Appendix A- C)
3.1 Soil Characteristics
The wastewater system area was noted to consist of sandy loam soils to
approximately 12-29"from the soil surface. These sandy loam soils are underlain
by sandy clay loam subsoils down to a depth of approximately 34" from the soil
surface. These subsoils are further underlain by saprolite soil horizons extending to
at least 95" from the existing soil surface. These saprolite soils layers appear to
range from coarse grained sandy loam textures to finer grained sandy clay loam
textures.The soil wetness condition within the existing wastewater system area was
estimated by Applied Resource Management, PC to range from 18 inches to 28
inches from the ground surface as determined by the presence of redoximorphic
features in the form of iron concentrations with consideration of landscape position.
It should be noted that varying amounts of fill material/disturbed material was
encountered in the vicinity of the existing wastewater system. A detailed profile
description of each boring location can be found Appendix C.
3.2 Wastewater System Specifics
The permitted wastewater system specified in the Improvements Permit is noted as
a pump to 25% reduction system with 400 linear feet of nitrification trenches. The
depth of the trenches was to be installed at approximately 18 inches from the soil
72 of 250

1
10 May 2023
surface.
The first permitted repair option specified installing an interceptor drain upslope of
the initial system and installing three chamber nitrification trenches at a depth of 36
to 50 inches to access the saprolite soil horizons. These trenches were to be
installed between the existing wastewater nitrification trenches. The trench bottom
depths of the chamber nitrification trenches were noted to range from 53" — 74".
Additionally, observation ports were installed at the distal end of the replacement
trenches. The observation ports appear to indicate the trenches are fully ponded
with effluent. Auger borings were place immediately adjacent to the nitrification
trenches and were noted to be dry to a depth of at least 12" below the trench
bottom.
3.3 Water Usage Records
A review of the water usage records between April 2018 and May2019 show that
e
9 P
the usage ranged between 76 gallons per day and 181 gallons per day with a
geometric mean of 116 gallons per day. The existing wastewater system is rated to
serve 480 gallons per day. The average usage during the review period was
approximately 24% of the existing wastewater system capacity. It should be noted
that this time period covers the initial installation of the meter during construction
and average water usage began in November of 2019. A copy of the water usage
records can be found in Appendix B.
3.4 Hydraulic Testing
Three test locations were used within the existing wastewater system area and
repair areas. Saturated hydraulic conductivity tests were conducted at various
depths at each location. In the unsaturated soils, tests were conducted in
accordance with User's Manual from Ksat, Inc. In the saturated portion of the soils,
a test well was installed in the vicinity of Test Location 3. The well was installed at a
depth of approximately 79 inches from the soil surface and were constructed with 24
inches of 2" PVC well screen and 79 inches of 2" solid PVC pipe that terminated
approximately 24 inches above the natural soil surface. The boring annulus was
filled with well gravel to the top of the screen and grouted above the screen to
isolate the soil horizon tested.
The saturated hydraulic conductivity of the shallow soils (18"-21") ranged from
0.0017 inches per hour to 1.6 inches per hour with a geometric mean of 0.04 inches
per hour. This would translate to a daily loading rate of 0.59 gallons per day per
square foot. According to typical soil science practice a Long-Term Acceptance
Rate(LTAR)can be set between 10-20%of the daily loading rate with pre-treatment
3
73 of 250

10 May 2023
of wastewater. This would calculate to a LTAR of 0.08 gallons per day per square
foot at 15% of the daily loading rate.
The saturated hydraulic conductivity of the deeper soils (74"-90") ranged from
0.008-0.21 inches per hour with a geometric mean of 0.06 inches per hour. This
would calculate to a daily loading rate of 0.93 gallons per day per square foot. The
LTAR can be calculated to 0.13 gallons per day per square foot at 15% of the daily
loading rate. The results of the tests are summarized in Table 1 below and can be
found in Appendix C:
Table 1. Saturated Hydraulic Conductivity (in./hr)
Test Location Shallow Deep
Test Location 1 0.0017 0.06
Test Location 2 0.04 0.008
I Test Location 3 1.6 0.21
0.15
Geometric Mean 0.04 0.06
3.5 Monitoring Well
The monitoringwell installed u slo a from the interceptor drain has been monitored
p p P
by Mr. Purvis on a regular basis since installation. Per Mr. Purvis, the monitoring
well has not registered any water level readings. This suggests that lateral water
movement in the soils may not be a factor in the malfunction of this wastewater
system.
3.6 Areas Within Buffer Setbacks
On March 29, 2023, additional field work for potential onsite wastewater repair
options was completed within the 100-foot stream buffer setback area. Two areas
were evaluated — Area A and Area B, which are shown on Figure 2. Area A
appeared to be Unsuitable based on the following:
• 15A NCAC 18A .1942(c) — Soil Wetness Condition less than 36 inches: (c)
Site Suitability as to Soil Wetness: Initial suitability of the site as to soil wetness
shall be determined based upon the findings of the Basic Field Evaluation
Procedures made pursuant to Paragraph (b) of this Rule. Sites where soil wetness
conditions are greater than 48 inches below the naturally occurring soil surface shall
be considered SUITABLE with respect to soil wetness. Sites where soil wetness
conditions are between 36 and 48 inches below the naturally occurring soil surface
shall be considered PROVISIONALLY SUITABLE with respect to soil wetness.
4
74 of 250

10 May 2023
Sites where soil wetness conditions are less than 36 inches below the naturally
occurring soil surface shall be considered UNSUITABLE with respect to soil
wetness. Sites where a soil wetness condition is determined based upon the
observation or indication of lateral water movement within 48 inches of the naturally
occurring soil surface shall be considered UNSUITABLE,except when such water
can be intercepted in accordance with 15A NCAC 18A .1956(4).
• 15A NCAC 18A .1945(a)(b) — Available Space: (a) Sites shall have sufficient
available space to permit the installation and proper functioning of ground
absorption sewage treatment and disposal systems,based upon the square footage of
nitrification field required for the long-term acceptance rate determined in
accordance with these Rules. (b) Sites shall have sufficient available space for a
repair area separate from the area determined in Paragraph (a) of this Rule. The
repair area shall be based upon the area of the nitrification field required to
accommodate the installation of a replacement system.
Area B appeared to be Unsuitable based the following:
• 15A NCAC 18A.1940(d)—Topography and Landscape Position: (d)Complex
slope patterns and slopes dissected by gullies and ravines shall be considered
UNSUITABLE with respect to topography.
• 15A NCAC 18A .1942(c) — Soil Wetness Condition less than 36 inches: (c)
Site Suitability as to Soil Wetness: Initial suitability of the site as to soil wetness
shall be determined based upon the findings of the Basic Field Evaluation Procedures
made pursuant to Paragraph(b)of this Rule. Sites where soil wetness conditions are
greater than 48 inches below the naturally occurring soil surface shall be considered
SUITABLE with respect to soil wetness. Sites where soil wetness conditions are
between 36 and 48 inches below the naturally occurring soil surface shall be
considered PROVISIONALLY SUITABLE with respect to soil wetness.Sites where
soil wetness conditions are less than 36 inches below the naturally occurring soil
surface shall be considered UNSUITABLE with respect to soil wetness. Sites where
a soil wetness condition is determined based upon the observation or indication of
lateral water movement within 48 inches of the naturally occurring soil surface shall
be considered UNSUITABLE, except when such water can be intercepted in
accordance with 15A NCAC I 8A .1956(4).
• 15A NCAC 18A .1945(a)(b) — Available Space: (a) Sites shall have sufficient
available space to permit the installation and proper functioning of ground absorption
sewage treatment and disposal systems,based upon the square footage of nitrification
field required for the long-term acceptance rate determined in accordance with these
Rules. (b) Sites shall have sufficient available space for a repair area separate from
the area determined in Paragraph(a)of this Rule.The repair area shall be based upon
the area of the nitrification field required to accommodate the installation of a
5
75 of 250

10 May 2023
replacement system.
The 100-foot stream buffer setback was established under a Chatham County
ordinance.
4.0 Conclusions/Recommendations
(Refer to Figure 1)
4.1 Existing Wastewater System
Based on the available information and collected data, it does not appear that the
wastewater system has been hydraulically overloaded due to water usage. The lack
of water table in the upslope monitoring well appears to suggest that lateral water
movement through the existing system is not a factor in failure of the wastewater
system. The LTAR assigned by the Chatham County Environmental Health
department was noted to be 0.3 gallons per day per square foot. This LTAR is
noted to be within the range specified in the wastewater regulations, however;
based on in-situ testing within the wastewater system area, it appears that the LTAR
assigned is greater than what the site should require. The trench bottom depth of
the Innovative High-Capacity Chamber trenches appears to be greater than the
maximum trench bottom depth specified in IWWS-1993-2-R17 III (E). Based on
these results, it appears that the existing wastewater system is ponded and full of
effluent. The wastewater cannot exit the trenches and thus prevents the nitrification
from functioning properly. Nitrification fields frequently exposed to inundation can
result in anaerobic conditions which trench bottoms and sidewalls could seal and
prevent or reduce infiltration of effluent into the surrounding soils leading to a pre-
mature malfunction of the septic system. The observation ports installed over the
existing nitrification trenches appear to validate this conclusion. The trenches
appear to be fully ponded based on effluent levels within the observation ports while
the surrounding soil was noted to be dry to a depth of at least 12 inches below the
existing trench bottom.
4.2 Recommendation
A few options exist to address this malfunctioning wastewater system. They are as
follows:
1. Connection to a community/public sewer system if available.
2. Utilize an off-site system area in accordance with 15A NCAC 18A .1938(j), if
available and the site is classified as Provisionally Suitable or Suitable.
3. Utilize a NPDES Wastewater/Disposal Permit through NC Division of Water
Resources
6
76 of 250

10 May 2023
5.0 Limitations
The areas analyzed as part of this investigation only provide isolated data sets and
points and do not represent subsurface conditions at every location in the project
area. Analyses and conclusions of this report, interpretation between data points,
and subjective subsurface interpretation, may not be completely representative of all
subsurface conditions. This report shall not be taken as a warranty or guarantee of
system performance.
This investigation furthermore does not provide conclusive data on limits of impact
or other interpolations where indicated by question marks or where otherwise
qualified.
Conclusions and recommendations of this investigation and report are based on the
best available data in an effort to assist in the understanding, control and/or site
planning and preparation. No guarantee is expressed or implied that new or
additional data and/or scientific measures will not be required for ultimate solution of
the existing project.
The Chatham County Health Department and/or the State of North Carolina are to
be the final permitting authority with regard to this matter.
Should you have any questions and/or concerns please do not hesitate to contact me at
:::291
9zoo SOk
� •\V -D. G. A
Walter D. Giese, LSS t 1.
Project Manager P. 454
� /274
10 A4y.202.3
7
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Map adapted from Chatham County Repair CA Site plan by James Tiger,REHS
`TITLE:-. 11r11 317 Stonecrest Way FIGURE:
Applied Resource Chatham County, NC
Management, P. C. JOB: 'SCALE: DATE: DRAWN BY:
Hampet:aad,NC 28443 210297 1 1"= 60' 4/26/22 GY
+ 1
78 of 250

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TITLE: 3�7 Ston@CfeSt Wey FIGURE:
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Management, P. C. JOB: 1SCALE: DATE: DRAWN BY:
v lismpetaed,NC 28M,3 210297 ' 1"= 60' 5/10/23 DM
c t

Appendix
A
• Permit History
• Drainage Design-Eagle Resources
• Stormwater Calculation-Kris Bass
80 of 250

Construction Authorization for Wastewater Systems
CHATHAM COUNTY PUBLIC HEALTH DEPARTMENT
DIVISION OF ENVIRONMENTAL HEALTH
CHA�THAM COlt1Yf-Y 30 EAST ST..P.O. BOX 130-PITTSBORO,NC 27312-0130
PHONE [phone] t FAX [phone]
www.c hathamnc.erglenvi rop mental health
Expiration Date:July 22,2025 Permit Number: PREH292004097
Repair
Owner: PURVIS,ALAN
911 Address: 197 STONECREST WAY, PITTSBORO,NC 27312
Parcel Number: 92857
Subdivision Name: STONECREST AT NORWOOD
Subdivision Lot: 48
• This permit authorizes its permit holder to install the sewage disposal system far a period equal to the period
of validity of the Improvement Permit. If the IP or CA is greater than 5 years old a preconstruction conference
is required.
• The installer must be registered with NCOWCICB
• This authorization is required pnor to the issuance of a building permit.
• Before an Operations Permit is issued,all required inspections and conditions of the permit must be
completed and verified by this department and payment of applicable fees must be received.
Instructions and Conditions:
Design capacity:480 GPD
Number of Bedrgoms:4
Size Tank(s)with Risers and Effluent Filter 1,000 Gal PT: 1.000 Gal
Nitrification Line:Split Field— Existing Accepted Length:204 ft.;Width:3 ft.;Depth. 18 in.
Saprolite Length: 192 ft.;Width:3 ft.;Depth:36—50 in.
• Approximate contour in the system area is shown on site plan.The installer must flag the
system prior to Installation to ensure proper grade.
• Aporoximale system component locations shown on site plan;contractor must verify
component locations prior to installation to assure proper fall from house to septic tank and
from septic tank to approved system area.
Approved site plan attached
System Type Illb
System types IIIb, IV,V.and VI require the payment of annual onsite wastewater monitoring fees to the
Chatham County Public Health Department Payment of the first annual fee is required prior to the
issuance of the Operation Permit.
Special Conditions: See attached.
This Construction Authorization is subject to revocation if the site plan,plat or the intended use changes This
Construction Authorization Is subject to compliance with the provisions of the Laws and Rules for Sewage Treatment and
Disposal conditions on this permit
(2 Iy. .
Permit issued by James Tiger Date: July 22, 2020
Registered Environmental Health Specialist
NC Registration#.2492
1of2
81 of 250

Go.a*uerk Improvement Permit for Wastewater Systems
Article II-Chapter 130A of the NC General Statues
CHATHAM COUNTY PUBLIC HEALTH DEPARTMENT
o 7 DIVISION OF ENVIRONMENTAL ffEel LTII
�+ 80 EAST ST..P.O.BOX 130-PITTSBORO.NC 27312-0130
x.c*n.,7 PRONE 919-542-8208 I FAX [phone]
W. .
CN 'S. www,chat hamnc.orglenvironmentelhealth
New
Owner.STONECREST AT NORWOOD LLC
911 Address:197 STONECREST WAY,PITTSBORO,NC 27312
Parcel Number. 92857 Name/Subdivision Name: STONECREST LOT 48
An Improvement Permit is issued to STONECREST AT NORWOOD LLC for a site on a 1.98 acre parcel located
at 197 STONECREST WAY,PITTSBORO,NC 27312 in Chatham County, It is specifically issued for the following
faculty:
Facility:Single family dwelling
Number of Bedrooms 4 [Max Number of Occupants 8
Type of Wastewater: Domestic
[initial System Type: Ill-BIG IDescnplion Pump to shalow accepted(25'i4 reduction)trench
Type of System:Pump to Accepted
[Design Flow: 480 EGPD [Application Rate 0 30 GPDIft
Sae Tank(s with Risers and Effluent Filter ST 1,000 Gal PT 1,000 Gal
Nitrification Line: Length 400 ft. Width.3 ft. Max Depth.18 in on
downslope sidewall
(on Contour in approved septic area.sch 40 PVC required over step-downs) 1
Repair System Type Pre treatment drip per innovative Wastewater System Approval IWWS-2007-1-R2
Special Conditions.
A site plan showing specific location of the facility,the site of the proposed wastewater system,existing
buildings,property lines,water supplies,surface waters,the conditions for any site modifications;and
any other information required by the department must be attached to be valid.
Septic tank riser 6"above grade required over outlet access port as a visible marker for the septic tank.
Solid PVC with elbows must be used to construct conveyance over dams and stepdowns.
This permit is valid for five years but is subject to revocation If the site is altered,soil disturbed,set-backs
violated,or the plans of intended use are changed.
The Improvement Permit shall not be affected by change In ownership.
A Construction Authorization must be obtained from this office before installation and prior to applying
for building permits.
THIS IS NOT AN AUTHORIZATION TO INSTALL.
Issued by. t140 R T,yi..410 NC Registration# 2 411 Dale ( 124/19
Registered Environmental Health Specialist
82 of 250

Parcel: 92857 Owner: Stonecrest at Norwood Lot 48 improvement Permit Site Plan
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BERNARI3 WAYNE MAYSE �2'31",r•. '�
PIN.9755-89-2782 1 Bo AKPAR: 1771 '2'
EB 12E PG 11 $l
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s Date' 6(7.2•(2.4
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83 of 250

•ovi Pubik, Construction Authorization for Wastewater Systems
14 CHATHAM COUNTY PUBLIC HEALTH DEPARTMENT
•
0 DIVISION OF ENVIRONMENTAL HE.4L TH
•
o 80 EAST ST..P.O.BOX 130-PITTSBORO,NC 27312-0130
PHONE [phone]/FAX [phone]
i i,• , , ,s r R i www.chatharnnc,onr/onvironmontalhoalth
Luang Oft 0010*
.IM..pr C%ahen
Expiration Date:JUNE 22,2023 Permit Number.PREH201901725
New
Owner.HORIZON CUSTOM BUILDERS LLC
911 Address:197 STONECREST WAY.PITTSBORO,NC 27312
Parcel Number.92857 Subdivision Name:STONECREST AT NORWOOD Subdivision Lot:48
• This permit authorizes its permit holder to install the sewage disposal system for a period equal to the period of validity
of the improvement Permit. If the IP or CA Is greater than 5 years old a preconstruction conference is required.
• The installer must be registered with NCOWCICB.
• This authorization is required prior to the Issuance of a building permit
• Before an Operations Permit is Issued,all required Inspections and conditions of the permit must be completed and
verified by this department and payment of applicable fees must be received.
Instructions and Conditions:
X Design capacity;Number of Bedrooms.4 or 480 GPD.
X System Type: Illb,pump to accepted(25%reduction)trench
X Nitrification Line: Length:400 ft.;Width 3 ft.' Depth 18 in.on downslope sidewall
X Approxirmyte contour in the system area is shown on site plan.The Installer must flag the system prior to
Installation to ensure proper grade,
X Aporoximate system component locations shown on site plan;contractor must verify component locations
prior to installation to assure proper fall from house to septic tank and from septic tank to approved system
area.
X Approved site plan attached.
Site plan per Improvement Permit approved
X System Type lllb.
System types IIIb.IV,V,and VI require the payment of annual onsite wastewater monitoring fees to the
Chatham County Public Health Department.
Payment of the first annual fee Is required prior to the issuance of the Operation Permit.
Special Conditions:Approved 1,000 gallon septic tank including outlet riser and effluent filter and approved 1,000 gallon
pump tank required.
This Construction Authorization is subject to revocation if the site plan,ptat or the intended use changes This Construction
Authorization is subject to compliance with the provisions of the Laws and Rules for Sewage Treatment and Disposal
conditions on this permit.
PermiTissued by Jarrn€Tiger Date Feb 28 2019
Registered Environmental Health Specialist
84 of 250

Parcel: 92857 Owner: Horizon Custom Builders(Stonecrest Lot 48) Construction Authorization Site Plan
vet M17� '•:
'ARIAN 01-5 ' tL , ' S31'48'48`E
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PIN:9755-89.2782 0 ri.1 1 B0,rZ,
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mails Roads Fee! ctW/'.AFIP1Cn
ApprovedSyslemArea 0 15 30 60 90 120
butt III Attn
85 of 250

CHATHAM COUNTY PUBLIC HEALTH DEPARTMENT
DIVISION of ENVIRONMENTAL HEALTH
SEWAGE DISPOSAL OPERATIONS PERMIT
Owner: HORIZON CUSTOM BUILDERS Date: l41211I4r9
911 Address: 197 Stonecrest Way,Pittsboro.NC Subdivision&Lod:Stonecrest at Norwood Lot 48
27312
Residential: ® Non-Residential:❑ Parcel Number 92857
Maximum Number of Bedrooms:4 i4la:GPD:480 Other:8 occupants max.
Specific System Installed:Pump to 400'Infiltrator Quick-4 accepted trench
This permit authorizes the owner to operate the sewage disposal system in accordance with the state and local rules The contents
shall be pumped whenever the solids level is found to be 1/3 of the liquid depth in any compartment,approximately every 3 to 5
years.In the event of a malfunction contact this office.This certifies that the system has been installed in compliance with
applicable NC General Statues and Rules for Sewage Treatment and Disposal and all conditions of the Improvements Permit and
Construction Authorization.
TYPE HI-B,IV.V.VI SYSTEM$REQUIRE ROUTINE VISITS by the Cbutbom County Public Health Department an('
owners are required to pay au equal COUNTY MONITORING FEE, Type IV.V.&VI systems are reouired to have
certified subsurface aYstem oneratnrs_monitnr&maintain these systems at a frequency snecified la RULE.1961.TABLE
Via). OPERATION PERMIT HOLDERS ARE RESPONSIBLE FOR NOTIFYING SUBSEQUENT OWNERS OF
OPERATION PERMIT REQUIREMENTS.
Type System:I❑ II❑ III❑III-B® 1V❑ V❑VI❑ REHS t Q 43
Installer EDWARD FAISON Certification#4530 C)
This map It aid a certified surrey&has nat been reviewed by a tecal`ovarameat aracy fur compliance with nay applicable land des-alopecia regulations.
+t,+ Lr.rtuti- itcionce)
p, t v.' 2'9'h-
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Ifs? 't1'
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it
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86 of 250

NAME: 1 t cPoJr PARCEL#
CHECKLIST INT/DATE
ST liffirreto. 5Th-Rai CGfO 9/S 4eze L-
PT itrp,.rrpo fr.-Sot CCf4p 115 S
One Piece ✓ Two Piece
Filter faUK AAA _
Riser (✓
Drainfield Jka'
Gravel TCHP EZ1203II
LDP8 LDPIO LPP Other
Pump Takafe. iISL •
Pump Demo ✓ ylt
Distribution device olM
Atami/Flonts
Circuits J
Cover /
Monitoring Fee kilt"bW3
Water Supply Pormtd
87 of 250

Construction Authorization for Wastewater Systems
CIIATIIAM COUNTY PUBLIC 17EALTN DEPARTMENT
DIVISION OF ENVIRONMENTAL HEALTH
CFiATHAM COUNTY 80 EAST ST.,P.O. BOX 130-PITTSBORO,NC 27312-0130
NORTH CA 11 o L I K A PHONE [phone] f FAX [phone]
www.chathamnc.oroienvironmentalheaith
Expiration Date:July 22,2025 Permit Number. PREH202004097
Special Conditions:
1. Eliminate existing upper accepted line and install interceptor drain maintaining 10 ft,separation to existing
secondline.
I ne.Installation depth to approximately 30 in.in
to pP y group IV clay so Is.line downslope sidewall and
bottom of drain with plastic sheeting and discharge along southeastern property line below system.
2. Install swale/surface water diversion along southeastern property line.
3. Install first pressure manifold for existing lines 2,3,and 4 according to attached tap chart.
4. Install three new saprolite trenches,64 ft.each,using high capacity chambers between existing lines 5,6,and 7.
Health department to verify Installation depth during install.
5. Install second pressure manifold for saprolite trenches according to attached tap chart.
6. Install check valves before each pressure manifold.
7. install observation ports on all lines at distal end.
8. Replace electrkal box with control panel to Include impulse counter/elapsed time meter
2 of 2
88 of 250

Tap Chart
STONECREST AT NORWOOD LOT 48-DUAL PRESSURE MANIFOLD DESIGN
Bench Mark is-100 00 cat as
Pump tank elev. 100 00 Pump elev. 95.00 Manifold elev. 101.00
One color rod mad Elevation length hole size flow/lap gallday !ranch area LINE LIAR
2 - 100 00 56 112in SC/1 80 5 48 68.76 188 0.397
Existing 3 - 103.00 72 1I24n SCH 40 711 86 62 216 0.401
1 Lines 4 - 100 00 76 1/7n SCH 40 7=11 6862 22a 0.380
total Feel = 204 galhnin• 183 LTMR• 0.30
X of Dose Vol. 65.00 DesaThat 240 (kar WI INO
V) 0 40
Dose Volume 86 19 Pump Rum 1218 (War+5%) 0 42
Doss Pump Time 4 38 Tank GaMIN 216
Drum/down In Inches 3 99 Elevation Head 6.00
TAP CHART
Bench Mark is x 100 00 set at
Pump tank elev. 100 00 Pump elev. 95 00 Manifold elev. 101.00
line color rod read Elevation length hole siza llowftap gaidey trench area LINE LIAR
1 100.00 84 1121n SCH 40 711 80.00 192 0 417
Saprollte 2 .. 100 00 84 lain SCH 40 7 11 80.00 192 0.417
Lines 3 - 100 00 64 112ln S CH 40 7 11 80 00 192 0 417
(Mal feel IS 102 gagmin w 21.73 LTAR■ 0.40
X d Dose Vol. 65.00 91! 240 (Nor WI lNOV) 0 53
Dose Volume 81 12 Pump Rune 11.253 ptar+5%) 0 58
Dose Pump Time 3.80 Tank Gal18d 21 6
Drawdown In Inches 3 78 Elevation Head 6.00
Total gallmin: 41.03 Total dose pump time: 8.10 Total drawdown: 7.75
60,
/llyluk
Page 1
89 of 250

Construction Authorization for Wastewater Systems
CIIATIIAA1 COUNTY PUBLIC Il[EALTH DEPARTMENT
DIVISION OF ENVIRONMENTAL HEALTH
CHATHAM COUNTY 80 EAST ST.,P.O.BOX 130-PITTSBORO,NC 27312-0130
N b R r 11 C A Kilt I N A PHONE [phone]/FAX [phone]
www.chathamnc.orgienvironment lhealth
Expiration Date:June 24,2025 Permit Number.PREH202004097 .
Repair 4.\4 r,
Owner: PURVIS,ALAN ,t
911 Address: 197 STONECREST WAY,PITTSBORO,NC 27312
Parcel Number: 92857
Subdivision Name: STONECREST AT NORWOOD
Subdivision Lot: 48
• This permit authorizes its permit holder to install the sewage disposal system for a period equal to the period
of validity of the Improvement Permit. If the IP or CA is greater than 5 years old a precanstructlon conference
is required.
• The installer must be registered with NCOWCICB.
• This authorization is required pier to the issuance of a building permit.
• Before an Operations Permit is issued,all required inspections and conditions of the permit must be
completed and verified by this department and payment of applicable fees must be received.
Instructions and Conditions:
Design capacIty:480 GPD
Number of Bedrooms:4
Size Tankfsl with Risers and Effluent Filter 1,000 Gal PT-1,000 Gal Existing
Nitrification Line;Length 400 it;Width.3 ft; Depth' 18 in; Existing pump to accepted
• Approximate contour in the system area is shown on site plan.The installer must flag the
system prior to installation to ensure proper grade.
• Approximate system component locations shown on site plan;contractor must verify
component locations prior to installation to assure proper fall from house to septic tank and
from septic tank to approved system area
Approved site plan attached
System Type Ilib
System types illb,IV,V, and VI require the payment of annual onsite wastewater monitoring fees to the
Chatham County Public Health Department. Payment of the first annual fee is required prior to the
issuance of the Operation Permit
Special Conditions: Remove 4 ft. From driveway end of lines 2, 3,and 4 and add 12 ft.to line 7. Install pressure manifold
per attached manifold design and eliminate step-downs between lines 2, 3, 4, 5,and 6 replacing line ends with new end
caps;step-down between lines 1 and 2 will remain, Install new step-down at distal end of line 6 to line 7 Install berm and
swale around uphill sides of system.Add cover soil to low areas and areas with surface discharge. Pump septic and pump
tank to allow soNs to dry.
This Construction Authorization is subject to revocation if the site plan,plat or the intended use changes.This
Construction Authorization is subject to compliance with the provisions of the Laws and Rules for Sewage Treatment and
Disposal conditions on this permit.
3 f!'TJ, iiR
Permit issued by James Tiger Date: June 24, 2020
Registered Environmental Health Specialist
NC Reg':stration#: 2492
90 of 250

Chatham County Tax Map
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91 of 250

Tap Chart
STONECREST AT NORWOOD LOT 48•REPAIR PRESSURE MANIFOLD DESIGN
Bench Mark is t 100 00 set at
Pump tank otev. 100.00 Pump elev. 95.00 Manifold elev. 101.00
line color rod read Elevation length hot,size flow/tap gat/day trench area UNE LIAR
1/2 100 00 98 3/4ln SCH 80 10,1 121.50 288 0.422
3 100 00 72 1/2in SCH 40 711 85 53 218 0.398
4 100 00 72 1/2in SCH 40 711 85 53 218 0.398
5 100 00 84 1/21n SCH 80 5.48 65 92 192 0 343
BIT 100 00 96 3/4ln SCH 80 101 121.50 288 0 422
total feet c 400 gal/min is 39.9 LIAR_. 0.30
%of Dose Vol. 65.00 Dori.Flow 480 (liar W/iNOV) 0,40
Dose Volume 169,00 Pump Run= 12 03 (Itar 5% 0.42
Dose Pump Time 4.24 Tank Ga18N 21.8
Drewdown in Inches 7.82 Elevation Head 6 00
6:irt/1 it t at*S
1 u
r A
Fe\ftt°'
1i r"t
ail.
i.
Page 1
92 of 250

� y d� ���� ROY COOPER • Governor
NC DEPARTMENT OF
:411 _W. HEALTH AND MANDY COHEN,MD,MPH • Secretary
itIrp�
t•ti f� HUMAN SERVICES MARK T. BENTON • Assistant Secretary for Public Health
•'+a,»„�s` Division of Public Health
James Tiger, EH Supervisor
Chatham County Environmental Health
80 East Street
Pittsboro,NC 28376
July 30, 2020
Mr.Tiger,
On July 20, 2020,you, Thomas Boyce and I performed a repair soil and site evaluation on 197
Stone Crest Way to determine its suitability for the repair of an existing sub-surface wastewater
treatment and disposal system for a four-bedroom dwelling unit. The owner Mr. Purvis was
onsite during our evaluation. It is my understanding that the system had been failing over the
bottom two trenches. The system was not failing at the time of my evaluation, but the owner had
been regularly pumping the septic tank.
The landscape position of this lot is a linear slope, sloping from front to back. The lot has public
water. Two pits,which were previously excavated and evaluated by the local health department
and a private soil scientist, were evaluated. The soils were found to have a sandy loam surface
layer extending down to depths ranging from 15-24 inches and a sandy clay loam texture at
depths extending down to 22-34 inches. The clay horizon had depths of 32-44 inches. A sandy
loam saprolite was encountered at 36-44 inches and extended to the bottom of the pit(64-71
inches). Redoximorphic features were found in saprolite horizon.
Because the sloping site has a course textured soil (sandy loam)over a finer textured soil (sandy
clay loam and clay) lateral water movement was a concern.
The local health department with the assistance of the private soil scientist,using their"best
professional judgement", had proposed installing an interceptor drain in the area of the existing
first trench and installing deeper nitrification trenches using the saprolite toward the bottom of
the system area. Dual manifolds would be used for distribution. Based upon my evaluation I
agreed with this proposal.
Please feel free to contact me at 336-689-5380 or [e-mail] if you have any
further questions.
R. Scott Greene, LSS, REHS
Onsite Water Protection Branch
Environmental Health Section
NC DEPARTMENT OF HEALTH AND HUMAN SERVICES • DIVISION OF PUBLIC HEALTH
LOCATION 5605 Six Forks Road Building 3,Raleigh,NC 27609
MAILING ADDRESS 1632 Mail Service Center,Raleigh,NC 27699-1931
www.ncdhhs.gov • TEL [phone] • FAX [phone]
AN EQUAL OPPORTUNITY 1 AFFIRMATIVE ACTION EMPLOYER
93 of 250

CIHATHAM COUNTY PUBLIC IIEAL'i'ii DEPARTMENT'
DIVISION of ENVIRONMENTAL HEALTH
SEWAGE DISPOSAL OPERATIONS PERMIT REPAIR
197 Stonecrest Way, Pittsboro,NC 27312 Stonecrest at Norwood Lot 48
911 ADDRESS NAME!SUBDIVISION&LOT
Date: July 30,2020 Parcel Number: 92R57
Residential:® Non-Residential:El
Max.Number of Bedrooms: 4 Other: 8 occupants IItox Max.GPD: 480
Specific System installed: 198' Infiltrator High Capacity chambers installed in saprolite with Qressure manifold
Owner. Alan Purvis
Conditions: Requires on-site wastewatersysstcm monitoring under monitoring nrogrtlm for type fib system
This permit authorizes the owner to operate the sewage disposal system in accordance with the slate and local rules.
The department does recommend that septic tanks be pumped out every 3 to S years,and fillers be cleaned every 2
to 3 years. In the event of a malfunction contact this office.
This certifies that the system has been installed in compliance with applicable NC General Statues and Rules for
Sewage Treatment and Disposal and all conditions of the Improvements Permit and Construction Authorization.
SYSTEMS CLASSIFIED AS TYPE IV.V OR VI REOUIRE SYSTEM MANAGEMENT 13Y A STATE-
CERTIFIED OPERATOR. OPERATION PERMIT HOLDERS ARE RESPONSIBLE FOR
NOTIFYING SUBSEOUENTQWNERS.
Type System: I❑ II❑ HI❑ III-B ® IV❑ V❑ VI❑ { Q Leo
Environmental) StrerioIlsl
Installer: Edward Faison - Certification# 4530 lJ/
I1.i6 Ltot,r1- Tc4TW ak0.44
w>�t A feu 'te•
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C 61 W. 13.»�
Plitt Jwt '' ! 43 ?,3,'/ 4e0 C"PWf.
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\
94 of 250

NAME: 5m70x t'f L i 4 — rt: PARCEL# 42951'
CHECKLIST INT/DATE
ST C l4rmN4
PT r :..
One Piece Two Piece
Filter Cl<+mat.
Riser !
Drainfield Intl+
Gravel TCHP 1Q4W EZ120311 4it lt."4
LDPB LDP10 LPP Other /Nuu r
lti
Pump Ekaf'tgw tortlit rJ'SL. fitrit4t„
Pump Demo
Distribution device Z ),{41, 5 f
Alarm/Floats
•
Circuits J 6 ci n, —
Cover
Monitoring Fee 1
Water Supply r,oui
**(r.zo - 54rot.irc. L..* A - -tomb q'q► it, a+si.p a ►• Z (t,t.15? ')
4(t onto - ono • clot taNc S.r...uit. Dora rr ye, �Pli.
OYot. - ow. GaGa (r.4sr4uHt)/ •ur•rtC. 9rwvrr t�►UL Due S„� Ciwor.�,ss ifs 5i relove.11 B
at?. - Sri J6rt 41/rr.vt 50( L. ar elsurcr!Pilsorc .r M'.IWL CeL.Otu6 r.J S4f./ 421044 76.cti4fi 4
040133
WifiouIa huwr M 4iii rya Lff ruucz. / fr tna 3•r1. ,s writ stiabtp Z S4wy Lori
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,c tom rJ spy op sir (.4i4J 8.c — harsige Fr•+fa Cl'.t t=Hsrwl 1-+41 rio.1 410.4w1, 44.41
1 44,.3 D d wm. I�icaL httyrw.t .a :i(cr,. N, kV,00:,u. or watt+. DiIAi.+r. tel /i.,, lifitt
41"f lak - COM( FUN', r SF .' 4C uL1- or, rt3�.TO
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EvFNt Cow-rifest (Per) 1*boo oz.
�NtAtCtpn�t , .1 Deft 3i' MFp
95 of 250

1 4
1d r +A. ROY COOPER • Governor
ti _ NC DEPARTMENT Ol=
HEALTH AND MANDY COHEN,MD,MPH • Secretary'��` HUMAN SERVICES MARK T.BENTON • Assistant Secretary for Public Health
Division of Pubic Health
James Tiger, EH Supervisor
Chatham County Environmental Health
80 East Street
Pittsboro,NC 28376
July 30, 2020
Mr.Tiger,
On July 20,2020,you,Thomas Boyce and I performed a repair soil and site evaluation on 197
Stone Crest Way to determine its suitability for the repair of an existing sub-surface wastewater
treatment and disposal system for a four-bedroom dwelling unit.The owner Mr. Purvis was
onsitc during our evaluation. It is my understanding that the system had been failing over the
bottom two trenches.The system was not failing at the time of my evaluation,but the owner had
been regularly pumping the septic tank. 1
The landscape position of this lot is a linear slope,sloping from front to back.The lot has public
water.Two pits,which were previously excavated and evaluated by the local health department
and a private soil scientist,were evaluated.The soils were found to have a sandy loam surface
layer extending down to depths ranging from 15-24 inches and a sandy clay loam texture at
depths extending down to 22-34 inches.The clay horizon had depths of 32-44 inches.A sandy
loam saprolite was encountered at 36-44 inches and extended to the bottom of the pit(64-71
inches). Redoxitnorphic features were found in saprolitc horizon.
Because the sloping site has a course textured soil(sandy loam)over a finer textured soil (sandy
clay loam and clay)lateral water movement was a concern.
The local health department with the assistance of the private soil scientist,using their"best
professional judgement",had proposed installing an interceptor drain in the area of the existing
first trench and installing deeper nitrification trenches using the saprolite toward the bottom of
the system area. Dual manifolds would be used for distribution. Based upon my evaluation 1
agreed with this proposal.
Please feel free to contact me at 336-689-5380 or [e-mail] if you have any
further questions.
R.Scott Greene, LSS,REELS
Onsite Water Protection Branch
Environmental Health Section
NC DEPARTMENT OF HEALTH AND HUMAN SERVICES • DIVISION OF PUBLIC HEALTH
LOCATION 5605 Six Forks Road,Building 3,Raleigh,NC 27609
~AILING ADDRESS 1632 Mail Service Center.Raleigh.NC 27699.1931
wwwnconhs.gov • TEL [phone] • FAX [phone]
AN EQUAL OPPORTUNITY/AFFIRMATIVE ACTION EMPLOYER
96 of 250

James Tiger
From: James Tiger
Sent Tuesday,July 28,2020 3:54 PM
To: Alan Purvis
Cc Keith Brown;Jay;Alan
Subject: RE:(Ext] Re:Stonecrest at Norwood Lot 48
Mr.Purvis,
I'm not sure that I understand the first part of your question,however both redoxinrorphic and mineral coloring was
observed in the saprolite trenches today.I did not compare the colors to a Munsell Color Chart today so I cannot
comment on what chroma was specifically present.The trench depth was not based on professional judgment but
rather permitted by rule.Other sapralite systems may be approved on a site-specific basis in accordance with Rule 1948(d)or
.1970 of this Section
Thanks,
James
From:Alan Purvis[mailto:[e-mail]
Sent:Tuesday,July 28,2020 2:59 PM
To:James Tiger<[e-mail]>
Cc:Keith Brown<[e-mail]>;Jay<[e-mail]>;Alan<dp [e-mail]>
Subject(Extj Re:Stonecrest at Norwood Lot 48
CAUTION:This email originated from outside of the Chatham County network.Do not reply,click links,or open attachments unless
you recognize the sender and know the content is safe.When in doubt,please call the sender(do not use the number listed on the
email in question).
Dear Mr.Tiger,
Thank you for the information.
Are the soils that you saw today at 12 inches above the bottom of the trenches lit up with chrome beyond chrome 2 and
does best professional judgement allow the trenches to be located almost twice as deep as the state administrative
guidelines allow?
We ask in part because we've been asked to sign a waiver from the lateral manufacturer for these conditions,which we
obviously cannot do. We also ask the questions in allowing us to be able to be honest and transparent with those
purchasing our home in regards to what was done and to what level of professional Judgement was used In lieu of state
guidelines. Our main priority is that of honesty.
Thank you,
Alan and Dara Purvis
Sent from my iPhone
On Jul 28,2020,at 1:48 PM,James Tiger<james.tieeracha than-r.org>wrote:
97 of 250

CHATHAM COUNTY PUBLIC HEALTH DEPARTMENT
DIVISION of ENVIRONMENTAL HEALTH
SEWAGE DISPOSAL OPERATIONS PERMIT REPAIR
197 Stonecrest Way,Pittsboro,NC 27312 Stonecrest at Norwood Lot 48
911 ADDRESS NAME/SUBDIVISION&LOTH
Date: July 30.2020 Parcel Number: 92857
Residential: Non-Residential:❑
Max.Number of Bedrooms: 4 Other: 8 occupants max Max.GPD: 480
Specific System Installed: 198' Infiltrator High Capacity chambers installed in saorolite witkpressure manifold
Owner: Alan Purvis
Conditions: Retauires on-site wastewater system monitoring under monitoring program for type rub system
This permit authorizes the owner to operate the sewage disposal system in accordance with the state and local rules,
The department does recommend thnt septic tanks be pumped out every 3 to 5 years,and filters be cleaned every 2
to 3 years. In the event of a malfunction contact this office.
This certifies that the system has been installed hi compliance with applicable NC General Statues and Rules for
Sewage Treatment and Disposal and all conditions of the Improvements Permit and Construction Authorization.
SYSTEMS CLASSIFIED AS TYPE IV.V OR VI REOIW SYSTEM MANAGEMENT BY A STATE-
CERTIFIED OPERATOR. OPERATION PERMIT HOLDERS ARE RESPQNSIBLE FOR
NOTIFYING SUBSEOUENT OWNERS.
Type System:I❑ II❑ III ❑ III-B ® IV❑ V 0 VI❑ t IMO Q Lie
Environmental Specialist
Installer: Edward Faison Certification# 4530 VVV/
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Construction Authorization for Wastewater Systems
tyyt CHATHAM COUNTY PUBLIC HEALTH DEPARTMENT
DIVISION OF ENVIRONMENTAL HEALTH
CHATHAM COUNTY 80 EAST ST.,P.O.BOX 130-PITTSBORO,NC 27312-0130
x O R T H C A 11 0 L I N A PHONE [phone]/FAX [phone]
www.chathemnc.orolenvironmsntalhealth
Expiration Date: July 22,2025 Permit Number: PREF1202004097
Repair
Owner. PURVIS,ALAN
911 Address: 197 STONECREST WAY,PITfSBORO, NC 27312
Parcel Number. 92857
Subdivision Name: STONECREST AT NORWOOD
Subdivision Lot: 48
• This permit authorizes its permit holder to install the sewage disposal system for a period equal to the period
of validity of the Improvement Permit. If the IP or CA is greater than 5 years old a preconstruction conference
is required.
• The installer must be registered with NCOWCICB.
• This authorization is required prior to the issuance of a building permit.
• Before an Operations Permit is issued,all required inspections and conditions of the permit must be
completed and verified by this department and payment of applicable fees must be received.
Instructions and Conditions:
Design capacity:480 GPD
Number of Bedrooms:4
Size Tanks)with Risers and Effluent Filter 1,000 Gal T:1,000 Gal
Nitrification Line:Split Field— Existing Accepted Length:204 ft.;Width:3 ft.; Depth: 18 in.
Saprolite Length: 192 ft.;Width:3 ft.;Depth:36—50 in.
• Approximate contour in the system area is shown on site plan.The installer must flag the
system prior to installation to ensure proper grade.
• Approximate system component locations shown on site plan;contractor must verify
component locations prior to installation to assure proper fall from house to septic tank and
from septic tank to approved system area.
Approved site plan attached.
System Tvue tub
System types Itlb, IV, V,and VI require the payment of annual onsite wastewater monitoring fees to the
Chatham County Public Health Department.Payment of the first annual fee Is required prior to the
issuance of the Operation Permit.
Special Conditions: See attached.
This Construction Authorization is subject to revocation if the site plan,plat or the Intended use changes.This
Construction Authorization Is subject to compliance with the provisions of the Laws and Rules for Sewage Treatment and
Disposal conditions on this permit
Permit Issued by James Tiger Date: July 22,2020
Registered Environmental Health Specialist
NC Registration#:2492
I of 2
100 of 250

Construction Authorization for Wastewater Systems
CHATHAM COUNTY PUBLIC HEALTH DEPARTMENT
/ \ DIVISION OF ENVIRONMENTAL HEALTH
CHATHAM COUNTY 80 EAST ST.,P.O.BOX 130-PITTSBORO,NC 27312-0130
N O T N CAR 0[t N A PHONE [phone]/FAX [phone]B8
w‘VW.chethamnc-oratenvironmentalhealth
Expiration Date:July 22,2025 Permit Number: PREH202004097
Special Conditions:
1. Eliminate existing upper accepted line and install interceptor drain maintaining 10 ft.separation to existing
second line.Installation depth to approximately 30 in.into group IV clay soils.Line downslope sidewall and
bottom of drain with plastic sheeting and discharge along southeastern property line below system.
2. Install Swale/surface water diversion along southeastern property line.
3. install first pressure manifold for existing lines 2,3,and 4 according to attached tap chart.
4. Install three new saprolite trenches,64 ft.each,using high capacity chambers between existing lines 5,6,and 7.
Health department to verify installation depth during install.
5. Install second pressure manifold for saproiite trenches according to attached tap chart.
6. Install check valves before each pressure manifold.
7. Install observation ports on all lines at distal end.
B. Replace electrical box with control panel to include impulse counter/elapsed time meter.
2 of 2
101 of 250

Tap Chart
1 STONEC REST AT NORWOOD LOT 48-DUAL PRESSURE MANIFOLD DESIGN
Bench Mark is-100.00 set at
Pump tank elev. 100.00 Pumpelev. 95.00 Manifold
Maid elev. 101.
00
One color rod read Elevation length hole else flowhap gaVday trench area UNE LTAR
2 - 100.00 56 112In SCH 80 5.48 66.76 168 0 387
Existing 3 - 100.00 72 112in SCH 40 7.11 86.82 218 0.401
Lines 4 - 100.00 78 1f21n SCH 40 7.11 86.82 228 0.380
tow feet s 204 ga lmtn a 19.7 LTAI1- 0.38
%of Dose Vol. 85.00 altars 240 par WI INOV) 0.40
Dose Volume 86.19 Pump Runs 12.15 Men+5%) 0.42
Dose Pump Time 4.38 Tank OMAN 21.8
Drswdown In Inches 3.99 Elevation Head 8.00
TAP CHART
Bench Mark is-100.00 eel el
Pump tank elev. 100 00 Pump elev. 95.00 Manifold elev. 101.00
Ins color rod read Elevation length hole site 8wvilap gal/day trench area LINE LTAR
1 - 100.00 64 1RIn SCH 40 7.11 80.00 192 0.417
Saprolile 2 - 100.00 84 1l2InSCH40 7.11 80.00 192 0.417
Lines 3 - 100.00 64 1i2In SCH 40 7.11 80.00 192 0.417
total feet s 192 gal/min■ 21.33 Milli 0.40
%of Dose Vol. 65.00 all.allikal 240 pier WI INOV) 0.53
Dose Volume 81.12 Pump Rune 11.25 (Oar+5%) 0 56
Dose Pump Time 3.80 Tank SWUM 21.8
Drawdown In Inches 3.76 Elevation Head 6,00
Total gallmin: 41.03 Total dose pump time: 8.18 Total drawdown: 7.75
t43g("W ilfif$
f(1y41r14
Page 1
102 of 250

Chatham County Tax Map
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ACI MI li�,u1 COUNTY
CO e RA
-..1, Date:7/22/2020
103 of 250

Mr. Kirk Brown
Sun forest Systems Inc.
129 Timberhill Place
Chapel Hill,NC 27514
April 10, 2021
Subject: Drainage Design Update, Purvis Residence
Dear Kirk:
This letter transmits our update of the design of the installation of a replacement curtain drain to remedy
discharge to the land surface within and adjacent to the leaching field on the Purvis property at 197
Stonecrest Drive in Chatham County,NC. This report updates our initial design report of March 18,
2019 and incorporates information from our site visit, boring and water levels from Dave Meyer on
March 30, and April 9 and information on the existing drain and current flow rates from Alan Purvis.
To aid in our evaluation and design we have updated our three-dimensional groundwater flow model
that includes leaching field and surrounding areas using this information. The construction and use of
the model are described in the attached report as well as the basis for the design of the drain system.
Our proposed design has attempted to minimize construction and maintenance costs, but we have not
included an estimate for either.
Sincerely yours,
671d
Eric G. Lappala, P.E., P.H.
Cc: Chris Murray, Piedmont Environmental
Dave Meyer, Protocol Sampling Services
Attachments:
Report documenting the design basis and drain system design
Eagle Resources,P.A.
215 West Moore Street Southport,NC 28461
919-345-1013 www.eagleresources.com
104 of 250

ir
DRAINAGE SYSTEM DESIGN
Purvis Residence Leaching Field
197 Stonecrest Drive
Chatham County, NC
Prepared for
Sun Forest Systems, Inc.
March 18, 2021
Updated April 10, 2021
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Eric G. Lappala, P.E., P.H.
Eagle Resources,P.A.
215 West Moore Street
Southport,NC 28461
919-345-1013
www.eaglereso urces.com
105 of 250

iIC
e
Table of Contents
Introduction 1
Modeling of Field Performance 5
Modeled Average Climatic Conditions 7
Model Calibration 8
Alternative Analyses 11
Baseline Condition(Alternative 1) 13
Restore Original Lines(Alternative 2) 13
480 GPD Loading(Alternative 3) 13
Alternative 4—New Drains and Abandon Curtain Drain 13
Alternative 5—New Drains and Maintain East Curtain Drain 13
Alternative 6—New Drains and Replace East Curtain Drain Section 14
Alternative 7—Shallower Drains 15
Alternative 8—Reduced Loading 15
Recommended Drain System 15
Performance Monitoring 15
Attachment 1.—Chatham County Repair Design 16
Figures
Figure I.-- Site map 2
Figure 2.-- Surface of present leaching field(Alan Purvis). 3
Figure 3.-- Observed surface leakage 2020 (Alan Purvis) 3
Figure 4.-- Repair line installation(Alan Purvis) 3
Figure 5..--Existing curtain drain at top (north)end of field (Alan Purvis) 3
Figure 6.--Comparison of recent daily precipitation PRISM and KNCPITS64 station 6
Figure 7.-- Monthly recharge from the SWAT Model using PRISM precipitation and temperature. 7
Figure 8.--Cross section through field showing watertable elevation under average 2000-2021 recharge
plus 180 gpd. 7
Figure 9.-- Modeled depth to watertable under 2000-2021 average climatic conditions with 180 gpd
loading 8
Figure 10.--Modeled water level elevations in MW-I and measured values 9
Figure 11.-- Modeled water level elevations in MW-2 and measured values 10
Figure 12.-- Modeled water level elevations in MW-3 and measured values 10
Figure 13.-- Simulated surface leakage,drain discharge and evapotranspiration within the field
boundaries the recommended drain system. 14
106 of 250

eaie ce5
Tables
Table 1. Leach field unit loading rate computation for existing flow rates and Ksat data from Briar
Chapel. 4
Table 2.--Results of slug tests in monitoring wells. 4
Table 3.-- Parameters used for the three-dimensional groundwater flow model. 5
Table 4.-- Measured water levels in the three piezometers. 9
Table 5.--Summary of alternative analyses 11
ii
107 of 250

Introduction
This report documents the assessment of the probable causes of leakage to the surface of the leaching
field for the septic system for Purvis Residence located at 197 Stonecrest Way, Chatham County, NC
and a recommended drainage system to minimize this leakage. This scope of services was requested and
authorized by Mr. Keith Brown of Sun Forest Systems, Inc. via email on March 2, 2021. This report
updates our initial design report dated March 18,2021.
We have based our assessment and design upon information and data provided by Chris Murray of
Piedmont Environmental Associates PA and by Dave Meyer of Protocol Sampling Services Inc. That
data included the following:
• Description and general hydraulic properties of the native soils at the site by Mr. Murray;
• Maps of the locations of the distribution lines (both original and repair) for the field the existing
shallow drain located at the top(north end) of the field and the footprint of the Purvis residence
from Mr. Murray;
• The average loading rate to the field of 180 gallons per day (gpd);
• The location, construction details and water level measurements in three temporary piezometers
installed by Mr. Meyer to document the elevations of the water table above (north) and below
(south)of the leaching field shown on Figure 1;
• Observations and information from a site visit on March 29;
• An additional soil boring at the west end of original line 4 installed by Dave Meyer on March 30
shown on Figure 1;
• Hydraulic conductivity tests in MW-1, MW-2,and MW-3 by Dave Meyer on March 30; and
• Water levels measured in the three monitoring wells and the system ports on March 30.
Based upon our site visit and photos provided by Mr. Purvis the leach field ground cover is 80% pine
straw and 20% un-irrigated bluegrass turf as shown in Figure 2. As the result of observations of surface
leakage at the east end of the lower original drains as shown in Figure 3 that the lower 2 original drains
were replaced by three repair lines(A, B and C) installed to approximately 5 feet as shown in Figure 4.
It is our understanding that the location and depth of these lines was the result of recommendations of
Chatham County Public Health Department staff as documented in Attachment 1. This design also
included replacing original line 1 with a curtain drain shown in Figure 1 installed to a depth of
approximately 3 feet as shown in Figure 5 with its discharge was to the land surface at the southern end
of the drain as shown in Figure 5. This drain was to capture groundwater during high watertable
conditions from moving under the leaching field.
108 of 250

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Forest Approved.EGL Site Location Map and Site Detail Purvis Leaching Reid
sib wow Won sest wn Systems Evaluation. 1
6o.a na'ii NC Mal Inc. 3122/21
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109 of 250
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Figure 2.--Surface ofpresent leaching field(Alan Purvis)
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Figure 3.—Observed surface leakage 2020(Alan Purvis)
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Figure 4.—Repair line installation(Alan Purvis).
Figure 5,.—Existing curtain drain at top(north)end offield(Alan Purvis)
•
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110 of 250

eaie Pesaros
It is also our understanding that the leaching field was designed to accommodate a loading rate of 480
gpd (120 gpd/bedroom x 4 bedrooms in the Purvis residence). It is further our understanding that no
site-specific measurements of infiltration capacity were made as part of the design and permitting of the
field, because state and local on-site regulations do not require them for loading rates of less than 3,000
gpd,but rather rely on knowledge of the textural classifications of the soils in the leaching field.
To assess the likely capacity of the site soils in the absence of site-specific data we used measured
infiltration capacity (Ksat) data provided by Mr. Murray from tests of Wedowee soils on the Briar
Chapel development located east of the site Those tests showed that the limiting horizons are the BC
and C as shown in Table 1 and the Ksat value is 0.15 inches/hour. The area shown in Table 1 was
determined as the envelope of the ends of all of the drain lines.
Variable Value Units Ksat Loading
Area 3452.00 sq ft with 10%
480.00 gpd Min Max Geomean DC
64.17 ft^3/day Series and Horizon in/hour in/hour in/hour gpd/sq ft gpd/sq ft
Loading 0.0186 ft/day Wedowee Bt 0.178 0.695 0.275 4.12 0.412
Rate 0.1390 gpd/sq ft -
0.009 in/hour Wedowee BC 0.060 0.272 0.148 2.22 0.222
6.79 in/yr Wedowee C 0.080 0.250 0.151 2.26 0.226
Table I Leach field unit loading rate computation for existing flow rates and Ksat data from Briar Chapel.
However,these results are dependent upon the discharge from the field lines being sufficiently above the
watertable so that vertical flow from the Ksat values is not impeded by the presence of saturated
materials throughout and beneath the field.
On March 30, Dave Meyer conducted slug tests to estimate the hydraulic conductivity of the materials
that the three monitoring wells were screened in as shown in Table 2. The screened intervals thus tested
were all in the soil zone and not in the underlying saprolite.Note that the geometric mean value from the
tests is only approximately 0.01 gpd,'sq. ft which is less than the loading rate for the present discharge to
the field of approximately 132 gpd (4000 gallons.month from Alan Purvis)shown in Table 1.
Depth Hydraulic Conductivity
Below Screened
Ground Interval Bouwer-Rice Hvorslev
Well ft ft gpd/sq ft gpd/sq ft
MW-1 5.00 1 to 4 0.006 0.001
MW-2 4.25 2.5 to 4.25 0.011 _ 0.018
MW-3 3.00 1 to 2.5 0.013 0.023
Geometric Mean 0.010 J 0.00 7
Table 2.—Results ofslug tests in monitoring wells.
4
111 of 250

Modeling of Field Performance
To aid in our further evaluation and design we have updated the three-dimensional groundwater flow
model described in our previous report that includes leaching field and surrounding areas. The model
extends from the land surface to a depth of approximately 200 feet and includes the layers shown in
Table 3 to represent the subsurface material. The value of hydraulic conductivity Layer I is the
average of the A and Bt. The vertical hydraulic conductivity value for the BC and C horizons was set at
the average value from the slug tests in the monitoring wells. Hydraulic conductivity of thee saprolite
and bedrock are those from a calibrated groundwater model of the same materials for the Briar Chapel
development. The vertical hydraulic conductivity of the saprolite was adjusted as the result of
calibration as discussed in a subsequent
Depth Hydraulic Conductiivity
Model Top Bottom Thickness Horizontal Vertical Porosity
Layer Material ft ft ft ft/day ft/day dim.
1 Wedowee Soil A&Bt horizons 0.0 2.0 2.0 0.440 0.440 0.49
2 Wedowee Soll BC horizon 2.0 3.4 1.4 0.200 0.020 0.49
3 Wedowee Soil C Horizon 3.4 5.0 1.6 0.200 0.020 0.49
4&5 Saprolite 5.0 25.0 20.0 1.000 0.100 0.49
6&7 Bedrock 25.0 350.0 325.0 0.001 0.001 0.10
Table 3—Parameters used for the three-dimensional groundwater flow model.
The model covers an area of 11 acres centered on the leaching field. The horizontal regular grid spacing
was 2 ft x 2 ft over the field and for the area outside the field to a distance of 25 feet from the field
boundary. The grid spacing was expanded to 20 x 20 feet at the model boundaries where the detailed
resolution of modeled conditions and results were not necessary.
The model was used to assess the probable depth to the watertable and seepage to the land surface
within the field under average and wet conditions. Natural recharge from infiltration of precipitation
and discharge by evapotranspiration was applied to the modeled area that was computed with the USDA
SWAT water balance model. Recharge was computed with this model on a daily basis using
precipitation and temperature data for 1/1•2000 through 3/28.2021. Temperature and precipitation data
for the model was used from the national gridded PRISM dataset for the I km.1km grid that includes the
site.
A check on the applicability of the PRISM data was made using data from the Weather Underground
personal weather station KNCP1TS54, which is located approximately 4,400 feet southwest of the site.
Figure 2 shows the daily precipitation from this site and from PRISM for the period from 2,1r2021 to
3'9i2021. While there are some differences in the timing of high precipitation events, they are
generally not offset by more than a few days. Because the local data is not available for more than a few
years, the PRISM dataset was used as input to the SWAT model to compute the monthly recharge
shown in Figure 3 to use in the groundwater model for the 2000-2021 period use to assess field
performance.
112 of 250

taie re,arGCS
Discharge of water into the leaching field was modeled by assuming an equal portion of the total loading
was applied each of the modeled system lines. Each line was modeled as a line discharge to the
appropriate layer of the model based upon the reported installed depths: layer 2 for the original lines and
layer 3 for the repair lines.
1.20
■KNCPITTSS4
1,00 -- __• PRISM
N
L
u
c
c
0.60 . • • • • i
15 I
C.
u
a.
0.40 .- • •
0.20
•
2/1 2/3 2/5 2/7 2/9 2/11 2/13 2/15 2/17 2/19 2/21 2/23 2/25 2/27 3/1 3/3 3/5 3/7 3/9
Figure 6.--Comparison of recent daily precipitation PRISM and KNCPITS64 station.
The three-dimensional groundwater flow model used was the USGS ModFlow-NWT run within the
GMSTM modeling shell. Recharge to the model and groundwater discharge by surface leakage and
evapotranspiration were simulated using the Unsaturated Flow Zone(UZF) package.
6
113 of 250

tale ieCCS
0.16
014
012
, 0.1 -
u
d
OD8
t
u
c�
t
O
0D4
0.02
I 1 I 11 " I I " . r 1 . 1
1/2/00 1/2/02 1/2/04 1/7/06 1/2/08 1/2/ID 1/2/12 1/2/14 1/2/16 1/2/18 1/2/20
Figure 7.—Monthly recharge from the SWAT Mode!using PRISM precipitation and temperature.
Modeled Average Climatic Conditions
To evaluate the depth to the watertable under average conditions, the model was run as steady-state
(non-time-varying) using average recharge for 2000-2021 over the model area and loading the leaching
field at 180 gpd. Figures 4 and 5 show that the watertable depth averages approximately one foot
below grade under these conditions with only a few areas of less than 1 square foot showing seepage to
the surface.
!South Loachlnp Field North
Wwnahlo
fNwopb
ter- fi LW;c"> V
Nhcsi Expo/mom,.DX
eurtucediedrnox
Figure 8.—Cross section through field showing watertable elevation under average 2000-2021 recharge plus 180 gpd.
7
114 of 250

tale Perarre.5
v '.
t
hh v
hJ
i
1♦' i
;
i
l i i sa
---NP___.\\ .....\\ .\\ \\\\\\ ',\
\\
' ''.1 ' 0:l 1
\----%.\ .,. . 0 ,
4
Figure 9.—Modeled depth to walertable under 2000-2021 average climatic conditions with 180 gpd loading
Model Calibration
Water levels in the three temporary piezometers were provided to us from Dave Meyer of Protocol
Sampling Services and are shown in Table 3. Additionally, on March 30 Mr. Meyer installed a boring
at the west end of the middle discharge line in the field to a depth of 5 feet and it did not encounter any
saturated materials.
8
115 of 250

ea*&cures
MW1 MW2 MW3
Depth Top Water Depth Top Water Top Water
to Casing Level to Casing Level Depth to Casing Level
Water Elev Elevation Water Elev Elevation Water Elev Elevation
Date ft ft ft ft ft ft ft ft ft
2/23/21 1.92 510.41 508.49 2.79 508.47 505.68 1.29 499.15 497.86
2/24/21 2.83 510.41 507.58 2.92 508.47 505.55 3.08 499.15 496.07
2/26/21 nm 510.41 2.00 508.47 506.47 2.98 499.15 496.17
2/27/21 2.42 510.41 507.99 2.83 508.47 505.64 1.92 499.15 497.23
2/28/21 2.67 510.41 507.74 2.83 508.47 505.64 2.42 499.15 496.73
3/1/21 2.88 510.41 507.54 2.92 508.47 505.55 2.63 499.15 496.53
3/30/21 3.10 510.41 507.31 3.22 508.47 505.25 2.70 499.15 496.45
Average I 2.78 I 507.63 2.79 1505.68 2.62 I 496.53 I
Table 4.-Measured water levels in the three piezometers.
To assess the ability of the model to reproduce measured water levels, the updated model was run using
daily time steps from 1/1/2017 to 3/9/202I with recharge from the SWAT model and loading the field at
a constant rate of 132 gpd (4,000 gal/month). Figures 6, 7, & 8 show the modeled water level elevations
in the three temporary piezometers. To achieve this fit to the measurements the horizontal to vertical
hydraulic conductivity of the saprolite was adjusted to 1 ft/day and the vertical hydraulic conductivity to
0.1 ft/day.
MW-1
510 . 2
aEE .
-� _„
1.4
Sao - I 1.2 E
II 1 E
111;
495 ! - /.- O.8 ,,
1 , oc
4S9 \
l a2
485 .1 - . r
0
42735 43100.25 43465.s 4383075 44196 44561.25
Figure 10.-Modeled water level elevations in MW-t and measured values.
9
116 of 250

MW-2
310 1 - 2
—Modeled
—Observed
i 1.8
1 Rec Fume .1--"isSOSiiill" __ n 1.6
1.4
r.... SOO .--.. i i
—.... 1 ._.1,,.t) .
---. 0.8 it'Ns
i V\.......\\si-- --. 7 -'- i---- 1\')/ik
\ l ' i ill I„ I
490
lc
\ 1 1 :24
/1\ \ k tr I
At" 495
48S - - _ O
12/31/16 12/31/17 12/31/C71 32/13/19 12/31/20 12/31/21
Figure 11.—Modeled water level elevations in MW-2 and measured values.
MW 3
50C 2
498 —Modeled 1 8
—Observed
496 —Rex ha Re —___4-___ _ k - - — — 1 6
494 — _-_ ---- -- -4-..-- __-.._ _ _- - -- - - 1.4
‘11`a± 492 ' - - -- 1.2 c
8 , ilk
FL88 1 — . n a 2
486 --._ -------- r+ ---- ----�' — ---. _. _� 0.6
482 ki\ts \
480 T � - 0
12/31/16 12/31/17 12/31/18 12/31/19 12/31/20 12/31/21
Figure 12.—Modeled water level elevations in MW-3 and measured values.
Because the model reproduced the measured values reasonably well it is considered adequate to evaluate
alternatives to alleviate surface leakage in and around the leaching field.
10
117 of 250

ea*Pe5arce$
Alternative Analyses
Eight alternatives were run with the model for the 1/1/2016 through the 3/9/2021 period using a daily
timestep. The efficacy of the alternatives was measured by the number of days that any modeled
groundwater discharge to the surface occurred within the boundaries of the field.
Table 4 summarizes the results of the analyses and these are discussed further in the following sections
and Figure 13 shows the elements of the alternatives.
Drain Loading %of Days
Depth Rate
e
with
Altemative Drain Options Ft Leach Field Lines GPO Leakage
1 Existing curtain drain only 3 3 Original&3 Repair Lines 132 18.60%
2 Existing curtain drain only 3 5 Original Lines Restored 132 18.30%
3 Existing curtain drain only 3 3 Original&3 Repair Lines 480 43.35%
Drains North,South,and adjacent property. Abandon existing
4 east side curtain drain 11 3 Original&3 Repair Lines 480 16.02%
Drains North,South, None on adjacent property. Maintain
5 existing east side curtain drain 11 3 Original&3 Repair Lines 480 16.02%
Drains North,South,and adjacent property. Maintain existing east
6 side curtain drain ^ 11 3 Original&3 Repair Lines 480 15.96%
Drains North,South,and adjacent property. Maintain existing east
7 side curtain drain 8 3 Original&3 Repair Lines 480 17.12%
Drains North,South,and adjacent property. Maintain existing east
8 side curtain drain 11 3 Original&3 Repair Lines 180 12.79%
Drains North and adjacent property. Maintain existing east side
9 curtain drain 11 3 Original&3 Repair Lines 480 17.44%
Drains South and adjacent property. Maintain existing east side
10 curtain drain 11 3 Original&3 Repair Lines 480 16.34%
Table 5.—Summary of alternative analyses.
11
118 of 250

KRIS BASS 219 E Chatham St, Ste 200
ENGINEERING Cary,NC27511
Office:919.960.1552
Purvis Residence Stormwater Calculations
197 Stonecrest Way
Pittsboro,NC
Kris Bass Engineering was contracted to assist with a drainage improvement design for this
private, single family home. The concept for this design includes routing runoff around the
home in two new drainage swales. As a part of this concept, calculations of stormwater runoff
volumes have been prepared for various size storms. The calculations can provide insight into
the potential volume of runoff that will be produced from the home, yard, driveway, and that will
flow through the swales and towards the backyard area of the home.
The calculation results are provided with this package. In general, it should be expected that even
small rains of less than one inch will produce several thousand gallons of runoff, with the 1 inch
storm generating over 4,700 gallons towards the backyard area.
0111111///
r29434 -
//i �PHER 0
iiiii 4.6.2022
Kris Bass Engineering,PLLC
119of250

197 5tonecrest Way
Runoff Calculations
3.13.2022
D•oinop• A,•e•
Sheet fie. Coot _—i
Driw. a or 5. • C I
Potential Swore -� ' none s.e• C. �
' Boci yard Arm
r'
Bocl.yartl Area — -77
\s\t5 /
T-3
Runoff Volume p1)
Drainage Area square feet , CN 1 Inch storm 1 year storm 2 year storm 5 year storm 10 year storm
Sheet Flow East 11,864 79 1,529.1 10,775.3 14,333.0 19,885.7 24,448.0
Driveway Swale 7,162 84 1,367.2 7,681.7 10,019.8 4 13,606.2 16,513.8
Front Swale 14,894 82 2,384.8 14,948.7 4 19,655.5 26,925.0 32,849.7
Rear 7,041 80 995.6 6,611.9 8i761.6 12,104.9 14,844.4
Backyard Area 29,097 4,748 29,242 _ 38,437 52,636 64,208
Site Total 40,961 6,276.6 40,017.6 52,769.9 72,521.8 88,656.0
120 of 250

Appendix
121 of 250

James Tier
From: Water Shop
Sent: Monday,June 22, 2020 321 PM
To: James Tiger
Subject: RE.Water Use Records - 197 Stonecrest Way
Mr.Tiger,
I have included below the water use record for 197 Stonecrest Way.Service was initiated on 4/4/2019&meter was on
4/8/19. Let us know if you have any further questions or concerns.Thanks!
Current Use
Read Date Reading Usage Billed Usage Bill Amt Days Meter#
05/12/2020 172 4 4000 43.00 29 190089922— !3R'
04/13/2020 168 4 4000 43.00 33 190089922 —tali
03/11/2020 164 4 4000 43.00 28 190089922'T'
02/12/2020 160 3 3000 36.00 30 190089922 ~ °
01/13/2020 157 6 6000 58.50 33 190089922--
/gf
12/11/2019 151 3 3000 36.00 29 190089922"/O
11/12/2019 148 1 1000 22.00 13 190089922 ® 76'
10/29/2019 147 143 143000 1,410.50 48 190089922— 29
9/11/2019 4 3 3000 36.00 30 190089922 '/0O
8/12/2019 1 0 0 15.00 32 190089922® 0
7/11/2019 1 0 0 15.00 29 190089922 — 0
6/12/2019 1 1 1000 22.00 29 190089922
5/14/2019 0 0 0 15.00 33 190089922 - v
4/11/2019 0 0 0 15.00 3 190008922 _v
From:James Tiger
Sent:Monday,June 22,2020 2:57 PM
To:Water Shop<[e-mail]>
Subject:Water Use Records- 197 Stonecrest Way
Good afternoon,
Can you send me water records for Stonecrest at Norwood _ot 48, 197 Stonecrest Way(parcel 92857)?I'd like to see
back to October 2019 or the earliest available.
Thanks,
James P.Tiger, REHS
On-Site Water Protection Program Supervisor
Chatham County Public Health Department
Division of Environmental Health
919.545.8316 office
919.542.8288 fax
[e-mail]
www.chathamnc.org/environmentalhealth
t
122 of 250

Appendix
• Soil Profile Descriptions
• CCHP Data Sheets
• Slug Test Data Sheets
123 of 250

197 Stonecrest Way
Chatham County, North Carolina
16 June 2021
Logged By: Walter D. Giese, NCLSS
Soil Boring 1
Soil Description
0—4 inches Mixed fill material.
4 - 29 inches Brown (10YR 5/3) sandy loam, granular, friable, slightly
expansive.
29— 36 inches Yellowish brown (10YR 5/6) sandy clay loam, sub-angular
blocky, firm, slightly expansive.
36 —48 inches Yellowish brown (10YR 5/6) sandy loam/sandy clay loam
saprolite, sub-angular blocky, firm, slightly expansive with
strong brown (7.5YR 4/6) and light brownish gray (10YR 6/2)
mottles.
Soil wetness condition: 36" (relic?)
No Static Water
124 of 250

197 Stonecrest Way
Chatham County, North Carolina
16 June 2021
Logged By: Walter D. Giese, NCLSS
Soil Boring 2
Soil Description
0 - 6 inches Dark brown (10YR 3/3) sandy loam, granular, friable, slightly
expansive.
6 — 15 inches Light yellowish brown (10YR 6/4) sandy loam, granular, friable,
slightly expansive.
15 —24 inches Yellowish brown (10YR 5/6) sandy clay loam, sub-angular
blocky, firm, slightly expansive with strong brown (7.5YR 4/6)
and light brownish gray (10YR 6/2) mottles.
Soil wetness condition: 15" (relic?)
No Static Water
125 of 250

197 Stonecrest Way
Chatham County, North Carolina
2 February 2022
Logged By: Gene Young, REHS
Soil Boring 3
Soil Description
0 -4 inches Dark gray (2.5Y 4/1) sandy loam, granular, friable, non-
expansive.
4 - 12 inches Light yellowish brown (2.5Y 6/4) sandy loam, granular, friable,
slightly expansive.
12 — 34 inches Yellowish brown (10YR 5/4) sandy clay loam, sub-angular
blocky, firm, slightly expansive with brownish yellow (10YR
6/8) mottles at 20" and light brownish gray (10YR 6/2) mottles
at 22".
34— 80 inches Light olive brown (2.5Y 5/4) sandy clay loam saprolite, sub-
angular blocky, firm, slightly expansive with reddish yellow
(7.5YR 6/8) and light gray (10YR 7/1) mottles.
80 — 95 inches Reddish yellow (7.5YR 6/8) sandy loam saprolite, sub-angular
blocky, friable, slightly expansive with light gray (10YR 7/1)
mottles
Soil wetness condition: 20-22" (relic?)
No Static Water
126 of 250

317 Stonecrest Way
Infiltration Study
Test Site: Soil Boring 1 CCHP 1A
Soil notes:
Location (cm) I DTW(cm) Time
Hole Depth 75 water H 15 Valve A Conver. Test Start. 0 00
Reference 10 d 70 On (cm''-2) Factor Initial 70
D 85 HI 70 I 0.001056 20 Final 70 Test Stop 3 10
Time dt Res dR DTW H Convey.
Q K K K Loading
(min) (min) (cm) (cm) (cm) (cm) Factor (cm°3/hr), (ctttJhr) (in/br) (ttt/wk) (gpolfll)
0.00:00 0 49.4 0 70 15 20
0 30.00 30 46.3 3 I 70 15 20 124 0 1309 0.052 8.661
1:00:00 30 46.2 0.1 70 15 20 4 0.0042 0.002 0.279
1.30:00 _ 30 46.1 0.1 70 15 20 4 0 0042 0.002 0.279
2:00:00 30 46 0.1 70 15 20 4 0.0042 0.002 0.279
2.30:00 30 45.9 0.1 70 IS 20 4 00042 0.002 0.279 1
3:00:00 30 45.8 0.1 70 15 20 4 0.0042 _ 0,002 0.279
K. 0 0042 0.002 0 279 0 025
127 of 250

0
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Es o CO
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d, g.
Y 3 °° giiS$ 8Mnv00i'7'7!ovmecggnng
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u
CI
— rl el 00 00 M1'�QQ Cl.,, es— 1 el CO CO 00 00 00
ae Y A o880$ O O 'ac 080000000
O O O O O C C O G O O O 0 0 0 0 0 0 0 0
Q VD V1 V1 VD — — Q CO —ri r1 el rl r r r r 1,
3 '2 13 00 — O_ O_ - - - QOO ro0 a 0O mrrrr
C Y Ni 1"1 rl rl 00 r1 V'1 r •1 r Q Q Q Q Q
C li r 0 0 0 0 0 0 O —ri
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0 0 0 0 0 0 0 0 0 ri 0 0 0 0 0 0 0 0 0 0
it §Q !i 8 g rl el rl ri re et rl ri as.N ea r/ri el r1 el runl rl ri
0 U u*
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M > e — E r r r r r r r r r r r r r r es r es es es esx
E CO CO 00 CO CO CO 00 00 00 00 00 0o oo co o0 00 00 00 00 00
r m E O m -- M rl rl 00.D O.MI VI r Vl Vt Q Q Q Q
._. . r 0 0 0 0 0 O O
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a x E h Q ri ri ri ri Q — Qgl r.;AA i —ri 001i viA
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.-J O u O O O C O 0 ri ri ri ri Cl Cl M rh
H in

317 Stonecrest Way
infiltration Study
Test Site Soil Boring 2 CCHP 2A
Soil notes
Location (em) I DTW(cm) Time
Hole Depth 47 water H 15 Valve A Conner Test Start: 000
Reference 10 d 42 On (cm'-2) - Factor Initial. 42
D 57 HI 42 I 0 001056 20 Final. 42 Test Stop 0 45
Time dt Res dR DTW H Conver Q K K K Loading
(min) (min) (cm) (cm) (cm) (cm) Factor (cm"3/hr) (crnlhr) (in/hr) (in/wk) (gpolfl=)
0.00:00 0 SI 0 42 15 20
0 05.00 5 47 5 3 5 42 15 20 840 0 8870 0 349 58.670
0.10:00 5 47.1 0.4 42 15 20 96 01014 0.040 6.705
0.15.00 5 46 6 0 5 42 15 20 120 0.1267 0.050 8.381
0,20:00 5 46.3 0.3 42 15 20 72 0 0760 0.030 5.029 .`. . ..
0.25.00 5 45 8 0.5 42 IS 20 120 0 1267 0.050 8.381
0.30:00 5 45.3 0.5 42 15 20 120 01267 0.050 8.381
0.35.00 5 44.9 0.4 42 IS 20 96 01014 0.040 6.705
0.4000 5 445 04 42 IS 20 96 01014 0.040 6.705
0:45.00 5 44 0.5 42 15 20 120 01267 0.050 8.381
0.50 00 S 43 5 0 5 42 15 20 120 0.1267 0.050 8.381
0.55:00 5 43.1 0.4 42 IS 20 96 0.1014 0.040 6.705
I:00 00 5 42 8 0.3 42 15 20 72 0.0760 0.030 5.029
1:05:00 5 _ 423 0.5 42 IS 20 120 01267 0.050 8.381
1:10:00 5 419 0.4 42 15 20 96 01014 0.040 6.705
1:15:00 5 414 0.5 42 IS 20 120 0 1267 0.050 8.381
1.2000 5 41 0 4 42 15 20 96 0 1014 0.040 6.705
1.25:00 5 406 0.4 42 IS 20 96 01014 0.040 6.705
13000 5 40 2 0.4 42 IS 20 96 0 1014 0.040 6.705
135:00 5 39 8 0.4 42 15 20 96 0 1014 0.040 6,705
1:40:00 5 394 0.4 42 15 20 96 01014 0.040 6.705
Iv 0 1014 0.040 6 705 0 597
129 of 250

317 Stonecrest Way
Infiltration Study
Test Site Soil Boring 2 CCHP 2B
Soil notes:
Location (cm) I DTW(cm) Time
Hole Depth 230 water H 18 Valve A Conver Test Start. 0:00
Reference 10 d 222 On (cm"-2) Factor Initial. 222
D 240 HI 222 I 0000808 20 Final 222 Test Stop 310
Time dt Res dR DTW H Conver. Q K K K Loading
(min) (min) (cm) (cm) (cm) (cm) Factor (cm^3/hr) (cm/hr) (in/hr) (irdwk) (gpclJ&)
0:00.00 0 50.2 0 222 18 20
0 10 00 10 47.2 3 222 18 20 360 0 2909 0 115 19 239
0.20:00 10 46.9 0.3 222 18 20 36 0.0291 0.011 1.924
0.30:00 10 46.7 0.2 222 18 20 24 0.0194 0.008 1.283
0:40:00 10 46.6 0.1 222 18 20 12 0.0097 0.004 0.641
0.50:00 10 46.5 0.1 2222 18 20 12 0.0097 0.004 0.641
1:00:00 10 46.4 0.1 222 18 20 12 0.0097 0.004 0.641
1:10:00 10 46.3 0.1 222 18 20 12 0.0097 0.004 0.641
1.20:00 10 46.1 0.2 222 18 20 24 0.0194 0.008 1.283
1:30:00 10 45.8 0.3 222 18 20 36 0.0291 0.011 1.924
1:40:00 10 45.6 0.2 222 18 20 24 0.0194 0.008 1.283
1.50:00 10 45.4 0.2 222 18 20 24 0.0194 0.008 1.283
2:00:00 10 45.2 0.2 222 18 20 24 0.0194 0.008 V 1.283
K,,, 0.0194 0.008 1283 0114
130 of 250

317 Stonecrest Way
Infiltration Study
Test Site: Soil Boring 3 CCHP 3A
Soil notes:
Location (cnt) I DTW(an) Time
Hole Depth 55 water H 15 Valve A Conner Test Stan. 0:00
Reference 10 d 50 On (co^-2) Factor Initial 50
D 65 HI 50 2 0.001056 105 Final. 50 Test Stop. 1.55
Time dt Res dR DTW H Conver Q K K K Loading
(min) (min) (cm) (cm) (ern) (cm) Factor (cm^3/1tr) (cm/hr) (inlbr) (in/wk) (gpd/ft`I
0 00:00 0 51 0 50 15 105
0 05.00 5 43.5 7.5 50 15 105 9450 9.9792 3.929 660.042
0,10:00 5 39 3 4,2 50 IS 105 5292 5.5884 2.200 369,623
0 15:00 S 35 4 3 50 lS 105 5418 5.7214 2.253 378424 .. ..
0.20:00 5 31 4 50 IS 105 5040 5.3222 2.095 352.022
0.25:00 5 27 4 50 15 105 5040 5.3222 2.095 352.022
0.30:00 5 23 2 3.8 50 15 105 4788 5.0561 1.991 334.421
0.35:00 5 194 3.8 50 15 105 478E 5.0561 1.991 334.421
0.40:00 5 42 4 REFILL
0,45:00 5 35 7 6 7 , 50 15 105 8442 8.9148 3.510 589.637
0.50:00 5 32.3 3,4 50 15 105 4284 4.5239 1.781 299.219
0.55:00 $ 29 1 3.2 50 15 I05 4032 _ 4.2578 1.676 281.618
1:00:00 5 25.9 3.2 50 15 105 4032 4.2578 1.676 281 618
1:05:00 5 22.7 3.2 50 15 105 4032 4.257E 1.676 281.618
110.00 5 19.5 3.2 50 IS 105 4032 4.2578 1.676 281.618
1.15:00 5 42.4 REFILL
1:20:00 5 39.1 3.3 50 IS 105 4158 4.3908 1.729 290.418
1:25:00 5 36 3.1 50 15 105 3906 4.1247 1.624 272.817
1.30:00 5 33.1 29 50 15 (05 3654 3.8566 1.519 235.216
1:35:00 5 30.3 2.8 50 15 105 3528 3.7256 1.467 246416
1:40:00 5 274 29 50 15 105 3654 3.8586 1.519 255.216
1:45:00 5 24.3 3.1 50 15 105 3906 4.1247 1.624 272.817
1:50.00 5 212 3.1 50 IS 105 3906 4.1247 1.624 272,817
1:55:00 5 18.1 3.1 50 15 105 3906 4.1247 1 624 272.817
1:,,i 4.1247 1.624 272.817 24 294
131 of 250

Waterloo Hydrogeologic, Inc. Slug Test Data Report
460 Philip Street-Suite 101 Project: Purvis
Waterloo,Ontario, Canada Number:210297
Phone: [phone] Client: Page 1
Test Well: MW 1 Slug Test: MW 1 Run 2
___
Test Well. MW 1
Depth to Static WL: 6.18[ftj Casing radius: 0.083 jftj
Location: Boring radius: 0.166 Ift]
Recorded by: Screen length: 2[ftj Date: 2/3/2022 Aquifer Thickness: 2.4(ft)
Time[ram] f Depth to WL[ft] Drawdown[ft]
1 0 0.00 -618
2
- OM -5.53
3 2 1.10
-5.08
4 3 _ 1.52 _ -4.88
5 4 1.92
. I -4.28
6 5 2.25 -- - - -
-3.93
7 8 2.59 .3 59
8 7 -_ ,
2.88 i -3 30
9 e 3.15 -3.03 10 1 9 _ - 3.39 - i -2 79
11 10 . - 3.80 -2.58 - -- --
12 11 3.8 - -
g (( -2.29
- 13 12 4.00 -2.18
- 14 i I 13 4.18 -2.00
15 14 4.34
-1.84
16 15 4.49 jL -1.89
17 20 5.07 I -1.11
18 ( 25 5.41 -0.77
19 30 5.67 -- �._ -0.51
20 35 5.86 ; -0.32
21 40
5 -0.18
22 45 8.07 i •0.11
132 of 250

INWaterloo Hydrogeologic, Inc. Slug Test Analysis Report
460 Philip Street-Suite 101 Project Purvis
Waterloo, Ontario,Canada
umber 210297
Phone: [phone] Client:
MN 1 Run 2[Bouw er F.Rice]
Time[rrin]
0 9 18 27 36 as 111 W 1
lit
-
0,0
1E-1
1•
a
Slug Test: MW 1 Run 2
Analysis Method: Bouwer&Rice
Analysis Results: Conductivity: 4.21E-1 [ft/d]
Test parameters: Test Well: MW 1 Aquifer Thickness- 2.4[ft]
Casing radius: 0.083[ft] Gravel Pack Porosity(%) 25
Screen length: 2 [ft]
Boring radius: 0.166[ft]
r(eff): 0.110[ft]
Comments:
Evaluated by
Evaluation Date 2 7 2022
133 of 250

Waterloo Hydrogeo[vgic, Inc. Slug Test Data Report
460 Philip Street-Suite 101 -Project: Purvis
Waterloo,Ontario,Canada Numbe
r:210297
' Phone: [phone] Client: Page 1
Test Well: MW 1 Slug Test: MW 1,Run 1
Test Well- MW 1
Depth to Static WL: 8.53[ft] Casing radius: 0.083[ft]
Location: Boring radius: 0.188[ft]
Recorded by: Screen length! _2[ft]
_
_ - -
Date: 2/3/2022 Aquifer Thickness: 2[ft] -
Time[min]- I-- Depth to WL[ft] Drawdown[ft]
1 0 L 0.00 i -
_ -6.53
2 1 - 0.83 i -5.90 ._-.
3 2 1.10
-5.43
4 3 Y - 1.53 .5 00
5 4 1.91 .
-4.62
8 5 i 2.28 , -4 27
7 6 2.50 -3 93
8 7 _ 2.89 -3 64
9 8 3.18
-3.37
10 9 342 -3.11
11 10 - f _ 3.65 -� -2 88
12 11 I 3,86 I -2.67
_ 13.__�_ _ __ 12 4.06
-2.47
-!14 13 4.24 - -2.29
15 1 14 4.38 -2.15
16 15 4.55 -1.98
17 16 4.87 -1.86
18 17 4.80 -1.73
19 ' 18 4.91 -1.62
20 1 19 5.01 t -1.52
21 20 5.11 _1.42
22 `. 21
f 5.20 i -1.33
23 ° 22 5.27 -1.26
24 r -_ 23 L 5.35 -1.18
5.41 -1.12
5.47 -1.05
--_
27 .._. �.._ 5.73 - -0.80
28 35 5.90 - r- -0.63
29 1 40 .. .. 6.02 -- -
-0.51
30 45 6.12 -T -0 41
134 of 250

Waterloo Hydrogeologic, Inc. Slug Test Analysis Report
460 Philip Street-Suite 101 Project: Purvis
Waterloo,Ontario, Canada Number: 210297
Phone:[phone] Client:
MN 1,Run 1 [Bouwer 8 F3ce]
Time(rrin]
0 9 18 27 36 45 MW 1
l�
■ II
■
■ 1.1211
■'
■
0
'1 ■■
U.
■
1 E-1
■
Slug Test: MW 1, Run 1
Analysis Method: Bouwer&Rice
Analysis Results: Conductivity 2.91E-1 [ft/d]
Test parameters: Test Well: MW 1 Aquifer Thickness 2(ft]
Casing radius: 0.083[ft] Gravel Pack Porosity(°b) 25
Screen length. 2[ft]
Boring radius: 0.166[ft]
r(eff): 0.110 [ft]
Comments:
Evaluated by
Evaluation Date 24,2122
135 of 250

Attachment F
1. Correspondence from USGS
2. Stream Classification
136 of 250

8/30/22,2:57 PM StreamStats
7Q1 0 and 30Q2 Flow Request - Alan Purvis
Region ID: NC
Workspace ID: NC20220830185429702000
Clicked Point (Latitude, Longitude): 35.83791, -79.13978
Time: 2022-08-30 14:54:51 -0400
z e\�`J
rah
g !tti
"."'
4'
9
,..
^S�
..,
T ,
-,..,
arhe�
-_,c
.... /
, •
/ vnrisay 8UIk,p/
Unnamed tributary that leads to Wilkinson Creek.
D Collapse All
https://streamstats.usgs.gov/ss/ 1//4
137 of O

8/30/22,2:57 PM StreamStats
Basin Characteristics
Parameter Code Parameter Description Value Unit
DRNAREA Area that drains to a point on a stream 0.0367 square miles
LCO6IMP Percentage of impervious area determined from NLCD 2006 impervious dataset 0.34 percent
PCTREG1 Percentage of drainage area located in Region 1 - Piedmont / Ridge and Valley 100 percent
PCTREG2 Percentage of drainage area located in Region 2 - Blue Ridge 0 percent
PCTREG3 Percentage of drainage area located in Region 3 - Sandhills 0 percent
PCTREG4 Percentage of drainage area located in Region 4 - Coastal Plains 0 percent
PCTREG5 Percentage of drainage area located in Region 5 - Lower Tifton Uplands 0 percent
Peak-Flow Statistics
Peak-Flow Statistics Parameters [Region 1 Piedmont rural under 1 sqmi 2014 5030]
Parameter Code Parameter Name Value Units Min Limit Max Limit
DRNAREA Drainage Area 0.0367 square miles 0.1 1
LCO6IMP Percent Impervious NLCD2006 0.34 percent 0 47.9
Peak-Flow Statistics Disclaimers [Region 1 Piedmont rural under 1 sqmi 2014 5030]
One or more of the parameters is outside the suggested range. Estimates were extrapolated with unknown errors.
Peak-Flow Statistics Flow Report [Region 1 Piedmont rural under 1 sqmi 2014 5030]
Statistic Value Unit
https://streamstats.usgs.gov/ss/ 2/4
138 of 250

8/30/22,2:57 PM StreamStats
Statistic Value Unit
50-percent AEP flood 15.8 ftA3/s
20-percent AEP flood 25.2 ftA3/s
10-percent AEP flood 31.8 ftA3/s
4-percent AEP flood 40.1 ftA3/s
2-percent AEP flood 46.5 ftA3/s
1-percent AEP flood 53 ftA3/s
0.5-percent AEP flood 59.2 ftA3/s
0.2-percent AEP flood 70.5 ftA3/s
Peak-Flow Statistics Citations
Feaster, T.D., Gotvald, A.J., and Weaver, J.C.,2014, Methods for estimating the magnitude and frequency of floods for
urban and small, rural streams in Georgia, South Carolina, and North Carolina, 2011 (ver. 1.1, March 2014): U.S.
Geological Survey Scientific Investigations Report 2014-5030, 104 p. (http://pubs.usgs.gov/sir/2014/5030/)
USGS Data Disclaimer:Unless otherwise stated,all data,metadata and related materials are considered to satisfy the quality standards relative to the purpose for
which the data were collected.Although these data and associated metadata have been reviewed for accuracy and completeness and approved for release by the U.S.
Geological Survey(USGS),no warranty expressed or implied is made regarding the display or utility of the data for other purposes,nor on all computer systems,nor
shall the act of distribution constitute any such warranty.
USGS Software Disclaimer:This software has been approved for release by the U.S.Geological Survey(USGS).Although the software has been subjected to rigorous
review,the USGS reserves the right to update the software as needed pursuant to further analysis and review.No warranty,expressed or implied,is made by the USGS
or the U.S.Government as to the functionality of the software and related material nor shall the fact of release constitute any such warranty.Furthermore,the software
is released on condition that neither the USGS nor the U.S.Government shall be held liable for any damages resulting from its authorized or unauthorized use.
USGS Product Names Disclaimer:Any use of trade,firm,or product names is for descriptive purposes only and does not imply endorsement by the U.S.Government.
https://streamstats.usgs.gov/ss/ 3/4
139 of 250

8/30/22,2:57 PM StreamStats
Application Version:4.10.1
StreamStats Services Version: 1.2.22
NSS Services Version: 2.2.1
https://streamstats.usgs.gov/ss/ 4/4
140 of g0

8/30/22,3:22 PM Mail-Julie Davidson-Outlook
Low-flow request eied
Albertin, Klaus P <[e-mail]>
Tue 8/30/2022 3:09 PM
To:Julie Davidson <[e-mail]>
Cc:Albertin, Klaus P <[e-mail]>;Kebede, Adugna <[e-mail]>;Weaver,
John C <[e-mail]>;Montebello, Michael J <[e-mail]>;Dowden, Doug
<[e-mail]>;Litzenberger, Kristin S <[e-mail]>;Denard, Derek
<[e-mail]>
Your request has been denied for the following reason: USGS streamflow records for extremely small
basins are very limited to almost non-existent, and all low-flow characteristics for these small
drainages (7Q10, 30Q2, W7Q10, and 7Q2) are presumed to be zero flow or less than minimal flow
(0.05 cfs).
Request ID: 227
Requestor: Alan Purvis
Requestor e-mail:anonymous
Requestor Phone: [phone]
Local Government:
Public Water Supply:
Consultant: Agriwaste Technology
Contact:Julie Davidson
Reason: Permit
River/Stream: Unnamed tributary to Wilkinson Creek
Drainage Area (sq. mi.):0.0367
Latitude: 35.83791
Longitude: -79.13978
Other Information: Unnamed tributary that leads to Wilkinson Creek for the property of 197 Stonecrest
Way Pittsboro NC
Statististics: ["7Q10","30Q2"]
Denied by: Albertin, Klaus P
https://outlook.office.com/mail/inbox/id/AAQkAGE5ODAwZGVjLTgwZjMtNGQ4Yy1iYjY0LTZiNTc2MTBiNGQONAAQAC00JeL0PbZNopAkBgodUPQ°, of g0

Surface Water Classifications 12,298,et,d<
4 197 Ston avast Way,Pirtsboro,NC.2731 1 x Q
0 Authoritative
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NC Dept.of Environmental Quality i 'Y
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Surface Wate•Class;fications as of 05/25/2016
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View Full Details
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-e 37,e_ayer l SurfaceWaterClassifications El .<
1O March 17,2017 OBJECTID 3849 +
Info Updated ", 51515 INDES 16,35
•Irregular ;'�^ SIMSName Wilknwn Creek
Data Updated:May 25.2016 ttf`S'y
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IJ Pub shed Date E
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View data table I GsssUAl M[p:/ldeq.nc.govtaboWd:v:sio
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142 of 250

Attachment G
Flow Path to"Blue Line" Water Feature
143 of 250

Chatham County Tax Map
77527 • 93972 ••
• • •3� • 1°neS�D n' d 04
• - (J 4eCh .° Bra •
• • • 93973 • ?:�• • 169♦3it 4
�rk�s� �F m k
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leading directly to . ° i
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intermittent stream • �,� '
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1611• 1771 Parcel Pop-Up Parcels
92841 Rivers/Streams
Discharge Point: — Streams/
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to intermittent Intermittent
' 69408 stream on the Purvis Streams
,, property II Lakes/Ponds
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Attachment H
Information on Connection to a Regional Sewer System
145 of 250

IMRE: Chatham County - Sewer Availability 1
Dan Lamontagne <dan.lamontagne@chathamcountync,gov>II
Q <--) Reply «, Reply All -> Forward •••
Tc 0 Jessi Banks Tue 6/30/'2022 1:13 PH
Start your reply all with: Ok thank you. 1 ( 0k,thanks. 1 Thank you forthe clarification. Q Feedback
There is no public wastewater in that area of the county.
Dan J. LaMontagne,PE
County Manager
Chatham County Government
[e-mail]
919-545-8531
chathamcountync.gov
12 East Street f P.O.Box 1809
Pittsboro,NC 27312
In keeping with the NC Public Records Law,e-mails,including attachments,may be released to others upon request for inspection and copying.
From:Jessi Banks<[e-mail]>
Sent:Tuesday,August 30,2022 12:19 PM
To:Dan Lamontagne<dan.lamontagne(6chathamcountync.gov>
Subject:Chatham County-Sewer Availability
WARNING:This message originated from outside the Chatham County email system.Do not click links or open attachments unless you recognize the sender and know the content is safe.
Mr.Lamontagne,
I hope your day is going well so far.
I have a sewer availability request for a property located at 197 Stonecrest Way,Pittsboro,NC 27312.
Could you please provide where the nearest sewer location is in relation to the site?
Thank you,
Jessi Banks, El
Assistant Project Engineer
Agri-Waste Technology,Inc. (AWT)
Office: [phone] 1 Direct: [phone]
501 N Salem Street,Suite 203 Apex, NC 27502
(banks')agriwaste.corn
146 of 250

Attachment I
Engineering Alternatives Analysis
147 of 250

Engineers and Soil Scientists
Agri-Waste Technology, Inc.
501 N. Salem Street, Suite 203
Apex, North Carolina 27502
919-859-0669
www.agriwaste.com
Engineering Alternatives Analysis
Purvis WWTS
197 Stonecrest Way
Pittsboro, NC 27312
Chatham County
.\\'.c' C A R 0
a tS Sla' 4q��''�
qSEAL
024582 1
. j. •FNGINO`
,ql to ZO2
Date: May 16, 2023
Design Engineer: Kevin D. Davidson, P.E.
Agri-Waste Technology, Inc.
501 N. Salem Street, Suite 203
Apex,NC 27502
Office: 919-859-0669
Direct: 919-747-2306
148 of 251

Engineering Alternatives Analysis (EAA) Guidance Document
North Carolina Division of Water Resources
NOTE: The N.C. Division of Water Resources (DWR) will not accept an NPDES application for a new or
expanding wastewater treatment plant discharge unless all the required application requirements are
submitted. A complete NPDES application will include the following items:
NPDES Application Form (in triplicate)
Application Fee
Engineering Alternatives Analysis (in triplicate)
Local Government Review Form (non-municipals only)
Failure to submit all of the required information will result in return of the incomplete package. If you have
any questions about these requirements, contact the NPDES Unit staff. Contact names, application forms,
applicable fees,and guidance documents are available on the NPDES website at:
hops://deq.nc.gov/ab out/divisions/water-resources/water-resources-permits/wastewater-branch/npdes-
wastewater-permits. Completed applications should be mailed to: NCDENR/DWR/NPDES Complex
Permitting Unit,1617 Mail Service Center,Raleigh,NC 27699-1617.
Background
The NPDES permit program was enacted in 1972 as part of the Clean Water Act. The original goal of the
program was to eliminate all point source discharges to surface waters by 1985. Although this goal was not
achieved, the NPDES program continues to strive toward it. In that light, an Engineering Alternatives
Analysis (EAA) is required with any NPDES application for a new or expanding wastewater treatment plant
discharge, in accordance with 15A NCAC 2H.0105(c)(2). In order for an NPDES application to be
approved, the EAA must provide complete justification for a direct discharge to surface water alternative,
and demonstrate that direct discharge is the most environmentally sound alternative selected from all
reasonably cost-effective options [per 15A NCAC 2H.0105(c)(2)].
The purpose of this EAA Guidance Document is to provide guidance to the regulated community for the
evaluation of wastewater disposal alternatives. The impetus behind this comprehensive guidance was based
on the following: 1) a majority of new NPDES applications were being returned as incomplete due to
inadequate EAA submissions; and 2) a few recent court cases resulted in unfavorable rulings for the NPDES
discharger due in part to inadequate EAAs. DWR most frequently returns EAAs as incomplete due to
inadequate flow justification, inadequate alternatives evaluations, and/or lack of documentation/references
used to design and cost alternatives.
Please note that this guidance document is designed primarily for domestic wastewater discharges. For other
proposed discharges such as water treatment plant discharges from ion exchange and reverse osmosis units,
some alternative disposal options may not be technologically feasible. Within this guidance document, we
have attempted to point out where such technological limitations may exist. You are urged to review NPDES
permitting guidance documents on the NPDES website, which discuss some of the limited disposal options
for some discharges.
Please note that if a proposed municipal expansion is subject to SEPA Environmental Assessment
(EA)/Environmental Impact Statement (EIS) requirements, the EAA requirements should be incorporated
into the SEPA document. In addition, the NPDES Unit cannot accept an application for a new/expanding
NPDES discharge until departmental review of the SEPA document is complete and a Finding of No
Significant Impact(FONSI)has been submitted to the State Clearinghouse for circulation.
EAA Guidance Document Revision:October 2019
Page 1 of 14
149 of 250

The following step-by-step outline should be used for the preparation of all EAA submissions. If an EAA
submission lacks any of these basic elements,the NPDES application will be returned as incomplete.
STEP 1. Determine if the proposed discharge will be allowed
Before beginning any engineering evaluation of alternatives, you must first determine if the proposed
wastewater discharge will be allowed. Otherwise, time and money may be spent needlessly for an EAA
preparation that will ultimately be rejected on the basis of existing water quality restrictions. There are
several potential restrictions to a wastewater discharge to surface waters,including:
• Zero flow stream restrictions [15A NCAC 2B.0206(d)(2)] apply to oxygen-consuming waste in
zero-flow streams. In order to determine streamflow at the proposed discharge location, contact
the U.S. Geological Survey at 919-571-4000.
• Receiving stream classification restrictions [e.g., ORW, WS, SA, NSW, and HQ class waters
have various discharge restrictions or require stricter treatment standards]. Stream
classifications are available on the the DWR Classification and Standards/Rule Review Branch
website: (http://portal.ncdenr.org/web/wq/ps/csu), while wastewater discharge restrictions
for various stream classifications are presented in state regulations [15A NCAC 2B.0200].
• Basinwide Water Quality Plans. These basin-specific plans list NPDES permitting strategies
that may limit wastewater discharges to particular streams within the basin due to lack of stream
assimilative capacity,etc. Basin plans are available on the DWR website,or you may contact the
DWR Basinwide Planning Branch (http://portal.ncdenr.org/web/wq/ps/bpu)..
• Impaired waters and TMDLs. Certain waterbodies listed as impaired on the 303(d) list and/or
subject to impending TMDLs may have wastewater discharge restrictions. The list of 303(d)
impaired waters is located on the DWR website, or you may contact the DWR Modeling and
Assessment Branch (http://portal.ncdenr.org/web/wq/ps/mtu).
• Presence of Endangered Species. If endangered species are present in the proposed discharge
location, there may be wastewater discharge restrictions. Endangered species information may
be included in the Basinwide Water Quality Plan, or you may contact the U.S. Fish and Wildlife
Service (919-856-4520), N.C. Wildlife Resources Commission (919-733-3633), or the N.C. Natural
Heritage Program (919-733-7701).
Municipal applicants.
As a public service, the NPDES Unit will evaluate whether a proposed municipal discharge is considered
allowable. The municipality needs to initiate this review by submitting a letter request for Speculative
Effluent Limits to the NPDES Unit. You must obtain streamflow estimates for the proposed discharge
location to ensure that the receiving stream is not subject to zero flow restrictions. Low flow data
(specifically, drainage area, summer and winter 7Q10, average flow and 30Q2 flow statistics) can be obtained
for a nominal fee from the U.S. Geological Survey in Raleigh at 919-571-4000. The low flow data must be
submitted with the speculative limits request letter. If the proposed discharge appears to be allowable, the
NPDES Unit will prepare speculative effluent limits for a maximum of 2 flows and 2 discharge locations using
water quality models. The municipality can then use the speculative limits to prepare preliminary
engineering design and cost estimates for the direct discharge alternative within the EAA. In limited
instances where complex water quality models are necessary to develop speculative limits and determine
potential water quality impacts, some municipalities have undertaken the modeling effort (with DWR review)
in order to expedite this portion of the NPDES permit review process.
Response: N/A Non-municipal applicant
EAA Guidance Document Revision:October 2019
Page 2 of 14
150 of 250

Non-municipal applicants.
Due to staff constraints, the NPDES Unit cannot prepare speculative limits for non-municipal applicants.
Thus,it is your responsibility to make your own determination as to whether the proposed discharge might be
allowed by the Division, by evaluating the water quality factors listed above. It is highly recommended that
you discuss the proposed discharge with the applicable DWR Regional Office and/or NPDES Unit staff,who
may be able to provide input on the likelihood of a new/expanding discharge. As a first step, you must
obtain streamflow estimates for the proposed discharge location to ensure that the receiving stream is not
subject to zero flow restrictions. Low flow data (specifically, drainage area, the summer and winter 7Q10,
average flow and 30Q2 flow statistics) can be obtained for a nominal fee from the U.S. Geological Survey in
Raleigh at 919-571-4000. The low flow data must be submitted with the EAA, and will be used by the permit
writer to develop permit limits. You must also verify that the proposed action (i.e., construction of a
wastewater treatment plant and its appurtenances) is consistent with local zoning and/or subdivision
ordinances. You will need to request the local government(s) to complete a Local Government Review Form
q g ( ) P
(Attachment A),and include the signed and notarized form with your NPDES application package.
Response: The United States Geological Survey (USGS) was contacted to determine the 7Q10 flow estimate for the
downstream tributary of the proposed wastewater discharge point. The proposed discharge location is into an
existing unnamed tributary located on subject property. The unnamed tributary leads to Wilkinson Creek. The
analysis from USGS indicates the 7Q10 discharge for the point in question is likely zero (Attachment F of
application package). Because this is an existing treatment system with zero flow, the discharge will be
considered on a case-by-case basis.
All applicants.
If you conclude that the proposed discharge will pass the "allowable discharge" criteria, then begin the EAA
preparation by summarizing the following general information about the proposed project:
• Provide a description of the proposed project. If the project will be constructed in phases,
provide a schedule for constructing each additional phase, and provide the projected flow per
phase (see STEP 2).
Response: A wastewater discharge system is to be constructed for a 4-Bedroom Single Family Residence(SFR) located in
Chatham County, North Carolina. The proposed system will replace a failed sub-surface system that currently
serves the residence. The proposed discharge location is into an existing unnamed tributary located on subject
property. The unnamed tributary leads to Wilkinson Creek. The proposed treatment system will utilize the
following components:
Existing Septic Tank with Effluent Filter
Existing Pump Tank converted to a Recirculation Tank
AdvanTex AX-20 Pod
UV Disinfection
Discharge Point with Rip-Rap
Construction of the proposed system will occur in a single phase with an anticipated completion time of
approximately 2 weeks after the start of construction activity.
• Applicant name,mailing address,phone number,contact person
Response: Applicant Information:
Name: Mr.Alan Purvis
Mailing Address: 197 Stonecrest Way
Pittsboro,NC 27312
Phone Number: 520-548-7607
Contact Person: Alan Purvis
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• Facility name,address,county,phone number,contact person
Response: Facility Information:
Name: Purvis WWTS
Address: 197 Stonecrest Way
Pittsboro,NC 27312
County: Chatham
Phone Number: 520-548-7607
• EAA preparer's name,mailing address,phone number,contact person
Response: EAA Preparer's Information:
Name: Kevin Davidson,P.E.
Mailing Address: Agri-Waste Technology,Inc.
501 N.Salem Street
Apex,NC 27502
Phone Number: 919-859-0669
Contact Person: Kevin Davidson,P.E.
STEP 2. Provide reasonable projections for population and flow
Residential Population Projections.
Facilities requesting an NPDES discharge permit for new or expanding domestic wastewater discharges
must document the population to be served within the service area over a 20-year planning period. The NC
State Demographics unit provides population data for each county and municipality and can be accessed on
the Internet at http://www.demog.state.nc.us. If 20-year population projections for specific areas are not
available, a linear extrapolation of population trends from the past decade should be used. Any deviation
from a linear projection method must be clearly justified. If population projections include future
annexations, include a proposed annexation schedule as well as any annexation requirements that must be
met.
Response: Because the wastewater treatment system is designed for a single-family residence, the population to be served
will be limited by the number of bedrooms at the individual residence. The existing house contains 4 bedrooms.
For the 20-year planning period, the system will be designed for a 4-bedroom residence with a flow of 480
gallons per day. At 2 people per bedroom,the system will be designed to serve 8 residents.
Municipal Flow Projections.
Justification of flow as well as a demonstration of need shall be provided. Mere speculation is not sufficient.
Flow projections should represent average anticipated flows, since permit flow limits are based on monthly
averages. Peaking factors used to design various components of the wastewater collection system (e.g.,
collector sewers,interceptor sewers,pumping stations) should not be used in the justification of the average
anticipated flow. For municipal wastewater dischargers, flow must be justified using the Clean Water Loan
Program (CWLP) Guidance for Preparing Engineering Reports available on the Internet at
http://portal.ncdenr.org/web/wi/cleanwater/er. Exceptions to these flow criteria may be approved on a
case-by-case basis provided adequate justification is supplied.
• Current Flow- Provide current flows including residential, commercial, industrial, and
infiltration/inflow (I/I) based on actual flow data or water billing records. Current residential
flow and current commercial flow may be based on water billing records minus a 10%
consumptive loss. Current industrial flow may be based on dual metering to determine
consumptive losses.
• Future Residential Flow-Provide 20-year residential flows based on projected residential growth.
Multiply the projected growth in residential population by 70 gallons per day per capita.
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• Future Commercial Flow- Provide 20-year commercial flows based on projected residential
growth. Multiply the projected growth in residential population by 15 gallons per day per capita.
• Future Industrial Flow- Provide flow for future documented industrial flow. A nominal
allowance for future unplanned industrial expansions may be considered by the Division,
provided the basis is clearly justified and current land-use plans and local zoning allow for such
industrial growth.
Response: N/A Non-municipal applicant
Non-Municipal Flow Projections.
Flow may be justified in accordance with 15A NCAC 2H .0219(1) for various activities (e.g., new
subdivisions, new schools, various commercial activities). For other proposed discharges (e.g.,
groundwater remediation, water treatment plant filter backwash, industrial facilities), the flow projections
will be based on engineering design considerations and/or production projections rather than population
Projections.
Response: Because the wastewater treatment system is designed for a single-family residence, the population to be served
will be limited by the number of bedrooms at the individual residence. The existing house contains 4 bedrooms.
For the 20-year planning period, the system will be designed for a 4-bedroom residence with a flow of 480
gallons per day. At 2 people per bedroom,the system will be designed to serve 8 residents.
STEP 3. Evaluate technologically feasible alternatives
Since a goal of the Clean Water Act is to minimize or eliminate point source discharges to surface waters,
any proposal for a new or expanding wastewater discharge must include evaluation of wastewater disposal
alternatives in addition to direct discharge. Particularly for dischargers of domestic wastewater, this
evaluation should investigate the feasibility of the following wastewater disposal alternatives:
• Connection to an existing wastewater treatment plant (public or private)
• Land application alternatives, such as individual/community onsite subsurface systems, drip
irrigation,spray irrigation
• Wastewater reuse
• Surface water discharge through the NPDES program
• Combinations of the above
In order for the applicant to eliminate a wastewater disposal alternative, you must either show that the
alternative is technologically infeasible, or that it would be cost prohibitive to implement relative to a direct
discharge alternative. Please note that for some alternatives,it might be easier to prove an alternative is not
viable based on high cost rather than technological feasibility. For example, for a large municipal expansion
that would require several hundred acres for a land application alternative, it might be easier to simply
assume that the required acreage could be purchased and calculate the present value costs (including current
market land costs) for this option, rather than evaluating whether land application is technologically
infeasible due to lack of available land and/or poor soil conditions. For those alternatives identified as
technologically feasible,you must develop and compare costs, based on a preliminary level design effort (see
STEP 4).
The Division recognizes that wastewater disposal alternatives may be limited for some non-domestic
wastewater scenarios, and a full alternatives evaluation may not be warranted. If there is some question as to
whether an alternative may be eliminated, contact the NPDES Unit staff. Some scenarios that might not
require a full alternatives evaluation include:
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• Water Treatment Plant Discharges. Discharges from water treatment plants (WTPs) that utilize
a membrane technology (e.g., reverse osmosis, nanofiltration) or ion exchange system tend to
generate highly concentrated wastestreams. These wastestreams are not amenable to land
application and do not have to be evaluated for this alternative. However, since these
wastestreams can also have a toxic impact on a receiving freshwater system, proposed new
discharges from these WTPs to freshwaters will not be considered for an NPDES permit unless
you can demonstrate that the environmental impacts would be minimal based on dilution
modeling. You should investigate whether the wastewater can be piped to a stream with
sufficient dilution, or whether a local WWTP might accommodate this discharge. Please note
that discharges from WTPs that utilize greensand filtration or conventional technology produce
a wastestream that is not saline,therefore no disposal alternatives can be automatically ruled out
as infeasible for these other WTPs. Refer to the NPDES website for permitting strategies for
reverse osmosis,ion exchange,greensand filtration,and conventional WTPs.
• Groundwater Remediation System Discharges. You will need to evaluate whether WWTP
connection, land application, infiltration galleries, in-situ groundwater remediation wells, or
closed-loop groundwater remediation wells are viable disposal alternatives. While land
application might be a feasible alternative in rural areas, it would not be a feasible alternative in
downtown Charlotte, where there is no land available for wastewater application. In this
instance, you may simply state that land application is infeasible based on land constraints
within the city. You will also need to evaluate connection to an existing WWTP (in accordance
with Alternative A), since there are some municipalities that have accepted this wastestream in
the past. If the municipality will not accept the wastestream, the connection alternative is also
considered technologically infeasible. Please note that in-situ and closed-loop groundwater
remediation wells are permittable well types and further guidance is available through the
Aquifer Protection Section.
Aside from these exceptions,you should proceed with the alternatives evaluation in accordance with the
following requirements. If you have any questions about these requirements,contact the NPDES Unit staff.
Alternative A. Connection to an Existing Wastewater Treatment System.
You must evaluate the feasibility of connecting to an existing wastewater treatment system served by a
municipality or other entity holding a valid NPDES or Non-Discharge Permit. All connection options
should include an evaluation of a gravity line and/or force main with pump station(s).
1. Existing Sewerage System:
(a) Identify whether there are existing sewer lines within a five-mile radius,or consider a greater
radius if cost effective for the project size.
Response: Connection to a sewer collection system is not feasible for this facility. Dan J. LaMontagne, PE,with the County
Manager of the Chatham County Government, indicated that the property is not within the city's coverage area.
The closest current city-maintained sewer is over 4500' (bird's eye view)from the property. If an installation cost
of$100/ft of installed sewer line was assumed in a perfect line from the property to the closest sewer point,the
cost to connect this property to the sewer line would be well over$450,000.Additional costs including the cost of
the pump station, potential "tap" or sewer capital fees, road repair costs, frontage fees and fees for right of way
permits would also be incurred by the homeowner. Therefore, it is not accessible for the property in question.
There are no immediate plans for a sewer extension to the area at this time.
(b) Provide a preliminary indication of flow acceptance from existing municipal or private
WWTPs under consideration for connection. If a municipal or private WWTP cannot accept
the wastewater, include a letter documenting such and consider this alternative
technologically infeasible.
Response: N/A No sewerage available
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(c) If an existing sewerage system will accept the wastewater, evaluate the
piping/pumps/resources necessary to connect to the existing wastewater treatment plant.
Attach a topographic map or a site drawing showing the physical route of this alternative.
Conduct a Present Value Cost Analysis per STEP 4.
Response: N/A No sewerage available
2. Planned Sewerage System: Determine if a regional sewerage system within a five mile radius is
projected to be available within the next five years to receive waste from the project site. If
applicable, determine availability date and flow acceptance projection from appropriate
authority.
Response: As stated above, the Chatham County sewerage system currently exists within five miles of the property, but a
connection to this system is infeasible due to the cost,and there are no plans of expansion.
Alternative B. Land Application.
Land application disposal alternatives include individual/community onsite subsurface systems, drip
irrigation,and spray irrigation.
1. Provide an estimate of the best case hydraulic loading rate based on County Soil Surveys or from
a soil evaluation performed by a soil scientist. Include calculations showing the hydraulic
loading rate and the total area of land needed for the land disposal system,including buffers.
Response: The Chatham County Environmental Health Department has defaulted that the site is unsuitable for installation
of the planned repair area (Attachment B of application package). This is due to due to unsuitable soil wetness
conditions as determined by Eric G.Lappala,PE,PH of Eagle Resources(Attachment B).
Per the soil evaluation by Walter Giese, LSS. the site does not have adequate space or suitable soil to
accommodate a ground absorption or surface drip or surface spray wastewater system (Attachment E of
application package).
Regardless of the fact that a subsurface ground absorption cannot be designed or permitted for this site, the
potential size of a subsurface system has been estimated. According to the county soil survey, the site is
classified as a White Store series soil. For a subsurface system in this soil, a drip system with pretreatment
would be required. This White Store soil is a sandy loam soil that would have a long-term acceptance rate
(LTAR) ranging from 0.05-0.2 gpd/sq.ft., with a typical rate of 0.1 gpd/sq.ft. Subsurface systems also require
the drainline to be installed with the contour so that each drainline is at a constant elevation. This results in a
"fanning"of the drainline and requires additional space in order to install the required amount of drainline. The
sizing calculation is summarized in the table below:
Subsurface Dripfield Design Alternative
# Bedrooms 4
Daily Flow 480 gpd =120 gpd*#bedrooms
LTAR 0.08 gpd/sqft *per Giese soil report
Minimum Area Required (Nominal) 6,000 sqft =Daily Flow/LTAR
Estimation for Topographical Variation 3,000 sqft
Estimated Area Required (Actual) 9,000 sqft
Approximate Area Available 15,852 sqft
*area available has been deemed unsuitable by Walter Giese, LSS
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•
The current property's land available for the sub-surface system is 15,852 sq. ft.,due to setbacks and existing
site conditions. Because the residence is served by public water, the available area was based on closing the
existing well currently located on the property. A schematic of this area is shown in Appendix A of the EAA.
The land needed for a subsurface dripfield design is a MINIMUM of 4,800 sq. ft., so there may be sufficient
space for this type of system at the residence, but as the failure of the original system and repair attempts
exemplify,the unsuitable soil wetness conditions make the site unreliable to support a subsurface option.
The potential size of a non-discharge surface application system has also been estimated. According to the
county soil survey, the site is classified as a White Store soil. For a surface system in this soil, the SFR
loading rate group is likely restricted to a maximum annual loading of 19.5 in/year. The sizing calculation for
a non-discharge surface system is summarized in the table below:
Non-Discharge Surface Design Alternative
# Bedrooms 4
Daily Flow 480 gpd =120gpd'#bedrooms
Surface Loading Rate 21.2 in/year
Minimum Area Required (Nominal) 13,289 sqft
Approximate Area Available 7,151 sqft
The current property's land available for a surface drip or spray system is 7,151 sq. ft., due to setbacks and
existing site conditions. A schematic of this area is shown in Appendix A. The land needed for a non-discharge
application system is estimated at 10,810 sq. ft., so there is insufficient space at this residence. The potential
waiving of property setbacks was taken into account when considering the available application area for surface
systems.
2. Assess the availability of land. If insufficient land is available onsite, assume that the necessary
land can be purchased and estimate the land purchase cost based on local real estate prices.
Alternatively,provide documentation to demonstrate that insufficient land is available for sale in
the project area (include letters from adjacent property owners indicating no interest in selling
property).
Response: Because insufficient land is available onsite, offsite land was reviewed. The table below lists neighboring
properties and the value of the land as listed by the Durham County GIS website. The surrounding lots
contain single-family residences. The values listed in the table do not reflect the value of the single-family
residences. The soil types listed for these properties is White Store. These sites will be very restrictive for
wastewater systems.
Adjoining Property Values
Neighboring Property Area (ac) Vacant Price of Land ($)
PIN 9755-00-89-9844 (East) 2.021 N 202,950
PIN 9756-00-80-5048 (West) 1.920 N 206,683
PIN 9755-00-89-2782 (South) 17.963 N 262,025
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3. Provide a description of the wastewater treatment system and the non-discharge application
system. Include a site plan showing the proposed layout, the application area, any existing
structures,proposed structures, and other uses within the site.
Response: A typical subsurface drip system or a non-discharge surface spray or surface drip system with pretreatment
considers the following components:
-Septic Tank with Effluent Filter
-Recirculation Tank(Integrated in AX20-RT unit)
-AdvanTex Treatment Pod(AX20-RT unit)
-Pump Tank(potentially integrated in AX20-RT unit)
-UV Disinfection(Integrated in AX20-RT unit)
-Headworks Box
-Control Panel
-Disposal Field(drip or spray)
Note: The proposed discharge system does not consider the pump tank,headworks box or disposal field.
Site drawings of these alternative systems showing the available application area are included as Appendix A
of the EAA. Due to the size requirements of a drip or spray system and the limited available space,there is no
ability to consider any of these systems on this property. Additionally,this property is not suitable for a non-
discharge surface drip or spray system due to limitations caused by the soil characteristics and conditions.
4. Explain the proposed reuse plan if reclaimed water will be used by a third party.
Response: There is no reuse plan being considered either on-site or by a third party. The existing residential plumbing
infrastructure does not allow for reuse in the existing residence. It is not feasible to consider using reclaimed
water on the site or becoming a bulk distributor of reclaimed water. The table below summarizes the
amount of reclaimed water that could be beneficially used on site. As shown in Appendix A, there is not
sufficient area to utilize the daily flow of reclaimed water. Although there may be sufficient space if the
facility were to utilize a 480 to 57 flow reduction, due to limitations caused by the soil characteristics and
conditions,this property is not suitable for on-site utilization of reclaimed water. Regardless of the fact that
the soil at this site is not suitable for this system, installing this system would not be feasible due to costs.
On-site Utilization of Reclaimed Water
Daily flow through system 480 gpd
Available Area to Irrigate 10,268 sqft *Veg.cover on property
Application Rate 0.5 in/week *Fescue Grass
Acceptable Volume to Irrigate 428 ft3/week
= 457 gpd
5. Conduct a Present Value Cost Analysis per STEP 4. For the reclaimed water system include the
potential revenue generated by selling the water.
Response: A Present Value Cost Analysis is included as Appendix B of the EAA. An analysis was performed for a
sub-surface drip system, a non-discharge surface application system, and a reclaimed water system. A
summary of the analysis is included in STEP 4.
6. Provide all calculations, documentation and maps as necessary to support assumptions and
conclusions.
Res
ponse: Calculations performed to evaluate land application alternatives are shown above in Alternative B, Points 1
and 4.
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7. Note:The design of land application systems must meet the treatment and design requirements
specified in 15A NCAC 2T .05 or 15A NCAC 18A.1900.
Response: The treatment systems specified above in Step B would meet the treatment standards required by these rules
as they pertain to single family residences. However, because of the lack of available space and other
restrictions listed above,no land-based systems can be considered.
8. Note: Proposed discharges from groundwater remediation systems must evaluate the potential
for an infiltration gallery treatment alternative.
Response: N/A
Alternative C. Wastewater Reuse.
You must evaluate reusing all or a portion of the wastewater generated. Some municipalities are currently
reusing wastewater within the confines of their WWTP property for irrigation, toilet flushing,backwashing,
etc.,while other municipalities have established progressive reuse programs for residential irrigation. Reuse
applications might include golf course irrigation, crop irrigation (e.g., hardwood or pine plantation,
grasses), athletic field irrigation, landscape uses, and commercial/industrial uses. Some of these reuse
applications will be evaluated under Alternative B, Land Application. The design of reclaimed water
systems must meet the treatment and design requirements specified in 15A NCAC 2U.
Response: All reuse applications for this project scale were evaluated under Alternative B, Point 4. Wastewater reuse
was determined to be infeasible for this project.
Alternative D. Direct Discharge to Surface Waters.
1. No new or expanding (additional) discharge of oxygen-consuming waste will be allowed to
surface waters of North Carolina if both the summer 7Q10 and 30Q2 streamflows are estimated
to be zero,in accordance with 15A NCAC 2B.0206(d). Private applicants must contact the USGS
in Raleigh at 919-571-4000 and obtain (generally for a nominal fee),the receiving streamflow data
(s7Q10, 30Q2, annual average streamflow) at the proposed discharge location. This information
must be included in the EAA,and will be used to develop permit limits.
Response: Because this is an existing treatment facility with estimated zero flow at the discharge point and no
expansion in discharge proposed,the discharge will be considered on a case-by-case basis.
2. All direct discharge systems of oxygen-consuming wastes should be evaluated both with tertiary
filtration [BOD5= 5 mg/I, NH3-N= 1 mg/1] and without, and assuming a weekly sampling
regime.
Response: Tertiary filtration is not required under the general permit, as the general permit requirements (monthly
average) are BOD5 = 30 mg/I and Total Suspended Solids = 30 mg/I. However, based on actual sample
results from similar treatment systems(other facilities using the same technology) in many cases,a BOD5 of
5 mg/I and NH3-N of 1 mg/I can be met. While weekly sampling of the treated effluent would confirm the
treatment results on a regular basis, the additional cost associated with the collection and testing of the
effluent would not be feasible for the homeowner.
3. Provide a description of the proposed wastewater treatment facilities, including a schematic
diagram of the major components and a site plan of the treatment facility with outfall line(s).
Response: Plans and schematic drawings can be found in Attachment K(of application package).
4. Provide documentation of the availability of required land and/or easement agreements.
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Response: The proposed discharge system will be located on land owned by the applicant. See Attachment K (of
application package)for the proposed discharge system location.
5. Conduct a Present Value Cost Analysis per STEP 4.
Response: A Present Value Cost Analysis for the discharge system is included in Appendix B. A summary of the
analysis is included in STEP 4.
6. Note: All direct discharge treatment systems must comply with Reliability Requirements
specified in 15A NCAC 2H.0124.
Response: The system serves a private facility that is served by a county-based water systems and does not have
elevated water storage tanks. In the event of a power outage,water will likely be available to the residence.
There is storage available in the system to hold some waste from the house until power is restored to the
system. If the power is out for an extended time period,ceasing water usage in the house or pumping of the
septic tank may be required
Alternative E. Combination of Alternatives.
You should evaluate the possibility of a combination of wastewater alternatives that would minimize or
eliminate a direct discharge alternative. For example, consider whether the facility can operate a land
application system during the dry season when streamflows are at their lowest and provide less dilution,and
operate an NPDES discharge system during the wet season when soils may not be as amenable to land
application and the receiving stream provides its greatest dilution.
Response: A non-discharge alternative is not feasible due to the space and soil constraints listed in Alternative B. The
presence or absence of a seasonal high-water table will not relieve the other constraints.
STEP 4. Evaluate economic feasibility of alternatives
To provide valid cost comparisons among all technologically feasible wastewater alternatives identified in
STEP 3, a 20-year Present Value of Costs Analysis (PVCA) must be performed. A preliminary design level
effort is considered appropriate for comparing feasible options and their associated costs. For the PVCA cost
comparison, all future expenditures are converted to a present value cost at the beginning of the 20-year
planning period. A discount rate is used in the analysis and represents the time value of money(the ability of
money to earn interest). Present value is also referred to as "present discounted value" or"present worth".
The PVCA should include all monetary costs associated with construction,startup and annual operation and
maintenance of a facility. All unit cost information must be provided, and costs must be referenced. Costs
can be referenced in paragraph format by summarizing the sources utilized (e.g.,vendor quotes,realtor land
quotes, past bids, Means Construction Index, etc). Vender quotes received for treatment units or other
components, as well as realtor land quotes, shall be included as well. For each treatment alternative
identified as technologically feasible,costs should include,but not be limited to,the following:
Capital Costs
• Land acquisition costs
• Equipment costs
• Labor costs
• Installation costs
• Design costs
Recurring Costs
• Operation and maintenance costs (with replacement costs)
• Laboratory costs assuming a weekly monitoring regime for discharge systems and a monthly
regime for non-discharge systems
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• Operator and support staff costs
• Residual disposal costs
• Connection fees and subsequent user fees
• Permit and compliance fees
• Utility costs (power,water,etc.)
Lost Opportunity Costs
PVCA Calculation Method.
The following standard formula for computing the present value must be used in all cost estimates made
under this evaluation:
n
PV= C° +1
,_i (1 +r)`
Where:
PV = Present value of costs.
Co = Costs incurred in the present year.
Ct = Costs incurred in time t.
t = Time period after the present year(The present year is t= 0)
n = Ending year of the life of the facility.
r = Current EPA discount rate. EPA adjusts this rate annually on October 1, and it can be
accessed from the Internet at http:/www.nccgl.net/fap/cwsrf/201gui.html.
If recurring costs are the same in years 1 through 20,then Ct=C and the formula reduces to:
n _
PV= C„ +C (r(1+r)n1J
As an example, assuming capital costs (Co) of $2 million,annual recurring costs (C) of$40,000,and a
discount rate (r)of 5.625%,the 20-year(n=20)present value of costs would equal:
PV= capital costs+ recurring costs X [(1+0.05625)20—1] / [0.05625(1+0.05625)20]
PV= $2,000,000 + $40,000 X [1.98/0.168]
PV= $2,000,000 + $471,428
PV= $2,471,428
PVCA Summary Table.
The EAA must include a Summary Cost Table, which summarizes present worth costs developed for all
technologically feasible wastewater alternatives. The summary should include a breakdown of capital costs
and recurring costs. In some situations, the Division may require the applicant to refine cost estimates for
some alternatives, or possibly collect actual soil data to better characterize the land application alternative.
Ultimately, the final determination on cost effectiveness is made by the Division with consideration of
monetary costs as well as potential environmental impacts.
Response: The following table presents the cost analysis for several types of wastewater systems. Given the
information presented above,the only technologically feasible alternative is the Discharge System. The
"Install Cost"includes the estimated cost to design and install the specific type of system. The"Present
Value of Costs"is based on a discount factor of 1.2%.
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SEE ATTACHMENT J
Attachment A. Local Government Review Form
General Statute Overview: North Carolina General Statute 143-215.1 (c)(6)allows input from local governments in the issuance
of NPDES Permits for non-municipal domestic wastewater treatment facilities. Specifically, the Environmental Management
Commission (EMC) may not act on an application for a new non-municipal domestic wastewater discharge facility until it has
received a written statement from each city and county government having jurisdiction over any part of the lands on which the
proposed facility and its appurtenances are to be located. The written statement shall document whether the city or county has a
zoning or subdivision ordinance in effect and (if such an ordinance is in effect)whether the proposed facility is consistent with
the ordinance. The EMC shall not approve a permit application for any facility which a city or county has determined to be
inconsistent with zoning or subdivision ordinances unless the approval of such application is determined to have statewide
significance and is in the best interest of the State.
Instructions to the Applicant: Prior to submitting an application for a NPDES Permit for a proposed facility, the applicant
shall request that both the nearby city and county government complete this form. The applicant must:
• Submit a copy of the permit application(with a written request for this form to be completed)to the clerk of the city and
the county by certified mail,return receipt requested.
• If either(or both)local government(s) fail(s) to mail the completed form,as evidenced by the postmark on the certified
mail card(s),within 15 days after receiving and signing for the certified mail,the applicant may submit the application to
the NPDES Unit.
• As evidence to the Commission that the local govemment(s) failed to respond within 15 days,the applicant shall submit a
copy of the certified mail card along with a notarized letter stating that the local govemment(s) failed to respond within
the 15-day period.
Instructions to the Local Government: The nearby city and/or county government which may have or has jurisdiction over
any part of the land on which the proposed facility or its appurtenances are to be located is required to complete and return this
form to the applicant within 15 days of receipt. The form must be signed and notarized.
Name of local government
(City/County)
Does the city/county have jurisdiction over any part of the land on which the proposed facility and its appurtenances are to be
located? Yes [ ] No[ ] If no,please sign this form,have it notarized,and return it to the applicant.
Does the city/county have in effect a zoning or subdivision ordinance? Yes[ ] No[ ]
If there is a zoning or subdivision ordinance in effect,is the plan for the proposed facility consistent with the ordinance? Yes [ ]
No[ ]
Date Signature
(City Manager/County Manager)
State of ,County of
On this day of ,personally appeared before me,the said
name to me known and known to me to be the person described in
and who executed the foregoing document and he(or she)acknowledged that he(or she)executed the same and being duly sworn
by me,made oath that the statements in the foregoing document are true.
My Commission expires . (Signature of Notary Public)
Notary Public(Official Seal)
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Appendix A. Site Maps
For
System Alternatives Analysis
- Subsurface System Option
- Non-Discharge System Option
- Reclaimed Water Option
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W
Engineers and Soil Scientists
Agri-Waste Technology,Inc.
I.
�� AVAILABLE I I A D L E 501 N.Salem Street,Suite 203
CONTROL Apex,North Carolina 21502
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8 E ,_ . J. BANKS 08.29.2022
78=-hR REVISED BY: REVISED ON:
RELEASED BY: RELEASED ON:
Subsurface System Option
SHEET NAME:
SE-1
164 of 251

AWF
Engineers and Soil Scientists
Agri-Waste Technology,Inc.
AVAILABLE 501 N.Salem Street,Suite 203
Apex,North Carolina 27502
919-659-0669
APPLICATION AREA
CONTROL www.agnwaste.com
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Non-Discharge System Option SE-2
165 of 251

AWF
Engineers and Soil Scientists
Agri-Waste Technology,Inc.
AVAILABLE 501 N Salem Street,Suite 203
Apex,North Carolina 27502
APPLICATION AREA 91a
w.vw. griwa0669
griwaste.com
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/• Alternative Design:
7 8 Reclaimed+ Water
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166 of 251

Appendix B. Present Value Cost Analysis
For
System Alternatives Analysis
- Subsurface System Option
- Non-Discharge System Option
- Reclaimed Water Option
- Surface Discharge Option
167 of 250

Engineering Alternatives Analysis
Sheet Inputs $yr Operations Fees -- -
UV Replacement 150 Discharge 400
Discharge/ND Fee 60 Non Discharge 500
Est County Fee 20 Reclaimed 1500
Reclaimed 810 Subsurface 500
EPA Discount Rate 0.0225
Estinated System installation Cost(S) Estimated System Design Cost(S)
e Bedrooms SS Drip Non-Discharge Reclaimed Discharge a Bedrooms SS Drip Non-Discharge Reclaimed Discharge i
4 S 43.700.00 S 54,700.00 S 69.400.00 $ 22,500.00 4 S 7,000 S 10,000 S 17,500 S 5,000
Estimated System Capital Cost(S)
I Bedrooms SS Drip Non-Discharge Reclaimed Discharge
4 S 50,700.00 S 64,700.00 S 86,900.00 5_ 27,500.00
Subsurface Drip
a Bedrooms ST RT PT Treatment Distribution UV/Controls Misc Total
4 480 1500 1500 AX-20 RT 2400 1
Cost(8) 6000 6000 12000 7200 2500 10000 43700
Surface Drip
I Bedrooms ST RT PT Treatment Distribution UV/Controls Misc Total
4 480 1500 3000 635-20 RT 9600 1
Cost(S) 6000 12000 12000 19200 2500 3000 54700
Reclaimed
*Bedroom ST RT PT 5 dry tank Treatment Distribution UV/Controls Misc Total
4 480 1500 3000 3000 635-20 RT 19200 1
Cost(6) 6000 12000 12000 12000 14400 5000 8000 69400
Discharge
*Bedrooms ST RT Treatment DWribution UV/Controls Misc Total
4 480 1500 AX-20 RT 1 1
Cost(8) 6000 10000 1000 2500 3000 22500
168 of 250

Subsurface Dripfield Design Alternative
# Bedrooms 4
Daily Flow 480 gpd =120 gpd`#bedrooms
LTAR 0.08 gpd/sqft *per Giese soil report
Minimum Area Required (Nominal) 6,000 sqft =Daily Flow/LTAR
Estimation for Topographical Variation 3,000 sqft
Estimated Area Required (Actual) 9,000 sqft
Approximate Area Available 15,852 sqft
*area available has been deemed unsuitable by Walter Giese, LSS
Non-Discharge Surface Design Alternative
# Bedrooms 4
Daily Flow 480 gpd =120 gpd*#bedrooms
Surface Loading Rate 21.2 in/year
Minimum Area Required (Nominal) 13,289 sqft
Approximate Area Available 7,151 sqft
Adjoining Property Values
Neighboring Property Area (ac) Vacant Price of Land ($)
PIN 9755-00-89-9844 (East) 2.021 N 202,950
PIN 9756-00-80-5048 (West) 1.920 N 206,683
PIN 9755-00-89-2782 (South) 17.963 N 262,025
On-site Utilization of Reclaimed Water
Daily flow through system 480 gpd
Available Area to Irrigate 10,268 sqft *Veg. cover on property
Application Rate 0.5 in/week *Fescue Grass
Acceptable Volume to Irrigate 428 ft3/week
457 gpd
169 of 250

Engineering Alternatives Analysis
PVCA Calculation
Cost Analysis for Four(4)Bedroom SFR
Present
Install 20 yr Total Cost Value
Cost Annual Cost 20 years of Costs
System Type ($) ($) ($) ($)
Sub-Surface System $50,700 $24,122 $74,822 $71,812
Non-Discharge System $64,700 $21,832 $86,532 $83,818
Reclaimed System $86,900 $73,085 $159,985 $151,078
Discharge System $27,500 $18,959 $46,459 $44,096
Sub-Surface System
Co $50,700 Estimated Cost to Design and Install System
r 2.250%
PV = C a + C '
i (I + r)'
PV I$71,812 'Present Value of Costs
Cost Summary Table
Year Annual Fee Operations Fee Sample Cost Pumping Cost UV Replacement Cost C, Total Ct PV
Increase 5%every 3 Increase 3%yearly Increase$50 every 5 Increase 3%yearly Annual Incurred Annual Total Discounted Present Value
years years Costs($) Discounted Cost Costs($) of Costs($)
($)
1 20 500 240 0 150 910 899 899 51,599
2 20 500 247 0 155 922 900 1,799 52,499
3 20 500 255 0 159 934 901 2,700 53,400
4 20 525 262 0 164 971 926 3,626 54,326
5 20 525 270 350 169 1,334 1,257 4,883 55,583
6 20 525 278 0 174 997 928 5,811 56,511
7 20 551 287 0 179 1,037 954 6,765 57,465
8 20 551 295 0 184 1,051 955 7,720 58,420
9 20 551 304 0 190 1,065 957 8,677 59,377
10 20 579 313 400 196 1,508 1,338 10,015 60,715
11 20 579 323 0 202 1,123 985 11,000 61,700
12 20 579 332 0 208 1,139 987 11,987 62,687
13 20 608 342 0 214 1,184 1,014 13,000 63,700
14 20 608 352 0 220 1,200 1,016 14,016 64,716
15 20 608 363 450 227 1,668 1,394 15,411 66,111
16 20 638 374 0 234 1,266 1,046 16,457 67,157
17 20 638 385 0 241 1,284 1,048 17,505 68,205
18 20 638 397 0 248 1,303 1,051 18,556 69,256
19 20 670 409 0 255 1,354 1,079 19,635 70,335
20 20 670 421 500 263 1,874 1,476 21,112 71,812
24,122
170 of 250

Non-Discharge System
Co $64,700 Estimated Cost to Design and Install System
r 2.250%
PV = Co + E C `
r=l (1 + r)`
PV 1$83,818 (Present Value of Costs
Cost Summary Table
Year Annual Fee Operations Fee Sample Cost Pumping Cost UV Replacement Cost Ct Total Ct PV
Increase 5%every 3 Increase 3%yearly Increase$50 every 5 Increase 3%yearly Annual Incurred Annual Total Discounted Present Value
years years Costs($) Discounted Cost Costs($) of Costs(5)
Is)
1 60 500 125 0 150 835 825 825 65,525
2 60 500 129 0 155 843 823 1,648 66,348
3 60 500 133 0 159 852 822 2,470 67,170
4 60 525 137 0 164 885 844 3,315 68,015
5 60 525 141 350 169 1,245 1,172 4,487 69,187
6 60 525 145 0 174 904 841 5,328 70,028
7 60 551 149 0 179 940 864 6,193 70,893
8 60 551 154 0 184 949 863 7,056 71,756
9 60 551 158 0 190 960 862 7,918 72,618
10 60 579 163 400 196 1,398 1,240 9,158 73,858
11 60 579 168 0 202 1,008 884 10,043 74,743
12 60 579 173 0 208 1,019 884 10,926 75,626
13 60 608 178 0 214 1,060 908 11,834 76,534
14 60 608 184 0 220 1,072 907 12,740 77,440
15 60 608 189 450 227 1,534 1,282 14,023 78,723
16 60 638 195 0 234 1,127 931 14,954 79,654
17 60 638 201 0 241 1,139 930 15,884 80,584
18 60 638 207 0 248 1,153 930 16,814 81,514
19 60 670 213 0 255 1,198 955 17,769 82,469
20 60 670 219 500 263 1,712 1,349 19,118 83,818
21,832
171 of 250

Reclaimed System
Co $86,900 Estimated Cost to Design and Install System
r 2.250%
PG' = Ca + L C ,
,,, (1 + r )`
PV 1$151,078 'Present Value of Costs
Cost Summary Table
Year Annual Fee Operations Fee Sample Cost Pumping Cost UV Replacement Cost Cr Total Ct PV
Increase 5%every 3 Increase 3%yearly Increase$50 every 5 Increase 3%yearly Annual Incurred Annual Total Discounted Present Value
years years Costs($) Discounted Cost Costs($) of Costs($)
($)
1 810 1,500 615 0 150 3,075 3,039 3,039 89,939
2 810 1,500 633 0 155 3,098 3,025 6,063 92,963
3 810 1,500 652 0 159 3,122 3,012 9,075 95,975
4 810 1,575 672 0 164 3,221 3,071 12,146 99,046
5 810 1,575 692 350 169 3,596 3,388 15,534 102,434
6 810 1,575 713 0 174 3,272 3,046 18,580 105,480
7 810 1,654 734 0 179 3,377 3,107 21,686 108,586
8 810 1,654 756 0 184 3,405 3,095 24,781 111,681
9 810 1,654 779 0 190 3,433 3,083 27,865 114,765
10 810 1,736 802 400 196 3,945 3,501 31,366 118,266
11 810 1,736 827 0 202 3,575 3,135 34,501 121,401
12 810 1,736 851 0 208 3,605 3,125 37,625 124,525
13 810 1,823 877 0 214 3,724 3,189 40,814 127,714
14 810 1,823 903 0 220 3,757 3,179 43,993 130,893
15 810 1,823 930 450 227 4,240 3,546 47,539 134,439
16 810 1,914 958 0 234 3,916 3,236 50,775 137,675
17 810 1,914 987 0 241 3,952 3,227 54,001 140,901
18 810 1,914 1,017 0 248 3,989 3,218 57,219 144,119
19 810 2,010 1,047 0 255 4,123 3,286 60,506 147,406
20 810 2,010 1,078 500 263 4,662 3,672 64,178 151,078
73,085
172 of 250

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Attachment J
Local Government Review Forms
174 of 250

Engineers and Soil Scientists
Agri-Waste Technology, Inc.
501 N. Salem Street, Suite 203
Apex, North Carolina 27502
919 859 0669 October 5, 2022
www.agriwaste.com
Mr.Chris Kennedy
Town Manager
Town of Pittsboro
635 East Street, PO Box 759
Pittsboro,NC 27312
RE: Local Government Review Form
Application for Discharge System—Purvis Property
197 Stonecrest Way,Pittsboro,NC 27312(Parcel ID 92857)
Dear Mr.Kennedy,
Enclosed please find a Local Government Review Form required for a Certificate of
Coverage application supporting a proposed wastewater treatment system (system). The
proposed system will be permitted under the NCG550000 General Discharge Permit for
Single Family Residences (SFRs). The proposed system will serve an existing SFR
located in Chatham County, North Carolina. The proposed system will replace a failed
sub-surface system that currently serves the SFR.
The site has been deemed unsuitable for ground absorption sewage treatment systems by
the Chatham County Health Department due to unsuitable soil conditions and insufficient
space. It is my opinion that a wastewater treatment system covered by the General
Discharge Permit is the only technologically and economically feasible option for this
residence.
Please complete the enclosed form for inclusion in the application for the proposed
system. This residence is located in Chatham County. We acknowledge that this property
may not be located in the Town of Pittsboro limits. Please note that this form is only
meant to determine zoning/jurisdiction information for the county and does not indicate
your approval of the proposed system.
I appreciate your time and efforts in completing this form. If you have any questions or
comments,please feel free to contact me at 919-367-6310.
Best Regards,
Kevin Davidson,P.E.
V.P.of Engineering
175 of 250

Purvis Property
197 Stonecrest Way
Pittsboro, NC 27312
Attachment A. Local Government Review Form
General Statute Overview: North Carolina General Statute 143-215.1 (c)(6) allows input from local governments in the
issuance of NPDES Permits for non-municipal domestic wastewater treatment facilities. Specifically, the Environmental
Management Commission(EMC)may not act on an application for a new non-municipal domestic wastewater discharge facility
until it has received a written statement from each city and county government having jurisdiction over any part of the lands on
which the proposed facility and its appurtenances are to be located. The written statement shall document whether the city or
county has a zoning or subdivision ordinance in effect and (if such an ordinance is in effect)whether the proposed facility is
consistent with the ordinance. The EMC shall not approve a permit application for any facility which a city or county has
determined to be inconsistent with zoning or subdivision ordinances unless the approval of such application is determined to
have statewide significance and is in the best interest of the State.
Instructions to the Applicant: Prior to submitting an application for a NPDES Permit for a proposed facility,the applicant
shall request that both the nearby city and county government complete this form. The applicant must:
• Submit a copy of the permit application(with a written request for this form to be completed)to the clerk of the city and
the county by certified mail,return receipt requested.
• If either (or both) local govemment(s) fail(s)to mail the completed form,as evidenced by the postmark on the certified
mail card(s),within 15 days after receiving and signing for the certified mail,the applicant may submit the application to
the NPDES Unit.
• As evidence to the Commission that the local governments) failed to respond within 15 days,the applicant shall submit
a copy of the certified mail card along with a notarized letter stating that the local government(s)failed to respond within
the 15-day period.
Instructions to the Local Government: The nearby city and/or county government which may have or has jurisdiction over
any part of the land on which the proposed facility or its appurtenances are to be located is required to complete and return this
form to the applicant within 15 days of receipt. The form must be signed and notarized.
Name of local government Town of Pittsboro
(City/County)
Does the city/county have jurisdiction over any part of the land on which the proposed facility and its appurtenances are to be
located? Yes[ ] No[ ] If no,please sign this form,have it notarized,and return it to the applicant.
Does the city/county have in effect a zoning or subdivision ordinance? Yes [ ] No[ ]
If there is a zoning or subdivision ordinance in effect,is the plan for the proposed facility consistent with the ordinance? Yes[ ]
No[ ]
Date Signature
(City Manager/County Manager)
State of ,County of
On this day of , -,personally appeared before me,the said
name to me known and known to me to be the person described in
and who executed the foregoing document and he(or she)acknowledged that he(or she)executed the same and being duly sworn
by me,made oath that the statements in the foregoing document are true.
My Commission expires .(Signature of Notary Public)
Notary Public(Official Seal)
EAA Guidance Document Revision:April 2014
Page 9 of 8
176 of 250

_ 1
stamps) NO POSTAGE
NECESSARY IF
IMME0 INTHE
UNITED STATES
USPS FIRST—CLASS PKG RETURNTM'
Chns Kennedy 0006
Town Manager. 635 East Street
Po Box 759
Prttsboro NC 27312-0759
C002
SHIP Agri-Waste Technology, Inc.
TO. 501 N Salem St Suite 203
Apex NC 27502-2315
USPS TRACKING #
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177 of 250

SENDER: COMPLETE THIS SECTION '
COMPLETE THIS SECTION ON DELIVERY
• Complete Items 1.2.and 3.
• Print your name and address on the reverse A. Slynatu e ,
so that we can return the card to you. X lam( Agent
• Attach this card to the back of the mailpiece, I�lay etin
B. ecel d ❑Addressee
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1 Insured Mall Restricted Delivery
PS Form 3811,July 2020 PSN 7530-02-000-9053 ova.SSW)
Domestic Return Receipt
178 of 250

Engineers and Soil Scientists
Agri-Waste Technology, Inc.
501 N. Salem Street, Suite 203
Apex. North Carolina 27502
919 859 0669 October 5, 2022
www.agriwaste.com
Mr. Dan LaMontagne
County Manager
Chatham County
12 East Street, PO Box 1809
Pittsboro,NC 27312
RE: Local Government Review Form
Application for Discharge System—Purvis Property
197 Stonecrest Way,Pittsboro,NC 27312(Parcel ID 92857)
Dear Mr.LaMontagne,
Enclosed please find a Local Government Review Form required for a Certificate of
Coverage application supporting a proposed wastewater treatment system (system). The
proposed system will be permitted under the NCG550000 General Discharge Permit for
Single Family Residences (SFRs). The proposed system will serve an existing SFR
located in Chatham County, North Carolina. The proposed system will replace a failed
sub-surface system that currently serves the SFR.
The site has been deemed unsuitable for ground absorption sewage treatment systems by
the Chatham County Health Department due to unsuitable soil conditions and insufficient
space. It is my opinion that a wastewater treatment system covered by the General
Discharge Permit is the only technologically and economically feasible option for this
residence.
Please complete the enclosed form for inclusion in the application for the proposed
system. This residence is located in Chtham County. Please note that this form is only
meant to determine zoning/jurisdiction information for the county and does not indicate
your approval of the proposed system.
I appreciate your time and efforts in completing this form. If you have any questions or
comments,please feel free to contact me at 919-367-6310.
Best Regards,
Kevin Davidson, P.E.
V.P. of Engineering
179 of 250

Purvis Property
197 Stonecrest Way
Pittsboro,NC 27312
Attachment A. Local Government Review Form
General Statute Overview: North Carolina General Statute 143-215.1 (c)(6) allows input from local governments in the
issuance of NPDES Permits for non-municipal domestic wastewater treatment facilities. Specifically, the Environmental
Management Commission(EMC)may not act on an application for a new non-municipal domestic wastewater discharge facility
until it has received a written statement from each city and county government having jurisdiction over any part of the lands on
which the proposed facility and its appurtenances are to be located. The written statement shall document whether the city or
county has a zoning or subdivision ordinance in effect and (if such an ordinance is in effect) whether the proposed facility is
consistent with the ordinance. The EMC shall not approve a permit application for any facility which a city or county has
determined to be inconsistent with zoning or subdivision ordinances unless the approval of such application is determined to
have statewide significance and is in the best interest of the State.
Instructions to the Applicant: Prior to submitting an application for a NPDES Permit for a proposed facility,the applicant
shall request that both the nearby city and county government complete this form. The applicant must
• Submit a copy of the permit application(with a written request for this form to be completed)to the clerk of the city and
the county by certified mail,return receipt requested.
• If either (or both) local government(s) fail(s) to mail the completed form,as evidenced by the postmark on the certified
mail card(s),within 15 days after receiving and signing for the certified mail,the applicant may submit the application to
the NPDES Unit.
• As evidence to the Commission that the local government(s) failed to respond within 15 days,the applicant shall submit
a copy of the certified mail card along with a notarized letter stating that the local government(s)failed to respond within
the 15-day period.
Instructions to the Local Government: The nearby city and/or county government which may have or has jurisdiction over
any part of the land on which the proposed facility or its appurtenances are to be located is required to complete and return this
form to the applicant within 15 days of receipt. The form must be signed and notarized.
Co
unty
Name of local government Chatham
(City/County)
Does the city/county have jurisdiction over any part of the land on which the proposed facility and its appurtenances are to be
located? Yes[ ] No[ ] If no,please sign this form,have it notarized,and return it to the applicant.
Does the city/county have in effect a zoning or subdivision ordinance? Yes[ ] No[ ]
If there is a zoning or subdivision ordinance in effect,is the plan for the proposed facility consistent with the ordinance? Yes[ ]
No[ ]
Date Signature
(City Manager/County Manager)
State of ,County of
On this day of , ,personally appeared before me,the said
name to me known and known to me to be the person described in
and who executed the foregoing document and he(or she)acknowledged that he(or she)executed the same and being duly sworn
by me,made oath that the statements in the foregoing document are true.
My Commission expires .(Signature of Notary Public)
Notary Public(Official Seal)
EAA Guidance Document Revision:April 2014
Page 9 of 8
180 of 250

stamps; • sa+r
en icia
. • "°"WED STA.!
USPS FIRST-CLASS PKG RETURN"'
Mr Dan LaMontagre 0006
Chatham County Manager
PC Box 1809
Prttsboro NC 27312-1797 C002
SNIP Agri-Waste Technology, Inc
TO
Suite 203
501 N Salem St
Apex NC 27502-2315
USPS TRACKING X
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181 of 250

SENDER: COMPLETE THIS SECTION COMPLETE THIS SECTION ON DELIVERY
■ Complete items 1,2,and 3. A. Signature
0 Agent
• Print your name and address on the reverse X k 6, ( 20cle...,‘,..y
,� 0 Addressee
so that we can return the card to you. tieceivedb y o„;eel .KKK/���}10.Date of D+e�lw�
• Attach this card to the back of the m r _ (l%_ ) . Name)m J
or on the front If space permits.
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❑Certified Mails 0Deri Sg very Confirmation".9590 9402 6704 1060 1870 20 ❑Certified Mall Restricted DeliveryO Signature Conrvrnaaon
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2. qt.,....-.ei.....`.or Traneror from carveret lahall sured Mall
7021 0350 0001 5959 2559 'sired Meer Restricted Delivery
ever$5001
Domestic Return Receipt
PS Form 3811,July 2020 PSN 7530-02-000-9053
182 of 250

Attachment K
Plans and Specifications for the Proposed Discharge System
183 of 250

Engineers and Soil Scientists FINAL DESIGN
Agri-Waste Technology, Inc. NOT RELEASED FOR
501 N. Salem Street, Suite 203 CONSTRUCTION
Apex, North Carolina 27502
919-859-0669
www.agriwaste.com
197 Stonecrest Way
Pittsboro, NC 27712
Chatham County
Plans and Specifications for Discharge System
�ZN CARo
1/77,
S024582 -L
l zoL3
Date: May 16, 2023
Design Engineer: Kevin D. Davidson, P.E.
Agri-Waste Technology, Inc.
501 N. Salem Street, Suite 203
Apex,NC 27502
Office: 919-859-0669
Direct: 919-367-6310
Cell: 919-623-3538
Email: [e-mail]
184 of 251

Engineers and Soil Scientists
FINAL DESIGN
Agri-Waste Technology, Inc.
501 N. Salem Street, Suite 203 NOT RELEASED FOR
Apex, North Carolina 27502 CONSTRUCTION
919-859-0669
www.agriwaste.com
197 Stonecrest Way
Pittsboro, NC 27712
Chatham County
Plans and Specifications for Discharge System
•Narrative Description of Discharge System
• Design Spreadsheets
• Drawings of Proposed System
• Tank Specification Sheets
•Access Riser Adapters, Risers, Lids
• Splice Box Specification
• Safety Nets Specification
• Effluent Filter Specification
• Specification for AdvanTex AX-20 Pod
• Pump Vault Specification
• Specification for Re-circulation Tank Pump
• Specification for Discharge Pump
• Specification for UV System
• Specification for Control Panel and Float Controls
185 of 250

Engineers and Soil Scientists
Agri-Waste Technology, Inc. Narrative Description
501 N. Salem Street, Suite 203 of
Apex, North Carolina 27502 Discharge Treatment System
919-859-0669
www.agriwaste.com
The Discharge System that has been designed is based on a daily design flow of 480
gallons per day and considers the following components:
Existing Septic Tank
P
Existing Re-circulation Tank with re-circulation pump
AdvanTex Treatment Pod
Re-circulating Splitter Valve
UV Disinfection
Discharge Pump
Rip Rap at Discharge Outlet
Control Panel
Due to the alternative technology used in this system, a maintenance contract (with a
qualified service provider) is recommended.
Septic Tank
The existing 1,000-gallon septic tank will be utilized for this system. An Orenco 8"
Biotube effluent filter will be installed in the outlet end of the septic tank. Access risers
will be installed on both the inlet and outlet end of the septic tank. To facilitate the
installation of the access risers, the tank will have riser adapters attached to the top of the
tank during tank installation. Waste that exits the septic tank will flow via gravity into
the re-circulation tank.
Re-circulation Tank
The existing1,000-gallon pump tank will be used as a re-circulation tank for this system.
Waste that overflows from the septic tank will enter the inlet end of the re-circulation
tank. An inlet tee will be installed in the re-circulation tank. A re-circulation pump will
be located on the outlet end of the re-circulation tank in order to deliver effluent to the
Orenco AdvanTex treatment pod. As liquid exits the treatment component (AdvanTex
Pod), it will flow to the re-circulating splitter valve located in the inlet riser of the re-
circulation tank. For the flow that returns to the recirculation tank, depending on the
liquid level in the tank, the liquid will either return to the re-circulation tank or continue
through the system. Access risers will be installed on both the inlet and outlet side of the
tank. To facilitate the installation of the access risers, the tank will have riser adapters
attached to the top of the tank during installation of the system.
186 of 250

AdvanTex Treatment Pod
The treatment component of the system is a re-circulating media filter system. Liquid
from the re-circulation tank will be periodically (approximately every 15 min)pumped to
the treatment pod and sprayed over the media for treatment. The treated water will be
collected via a bottom drainline and then directed back to the re-circulation tank. The
pod will be installed on a bed of gravel.
The supply line to the AdvanTex pod will also direct flow back to the septic tank. To
control flow, a ball valve will be installed on the line.
Re-circulating Splitter Valve
The re-circulating splitter valve is located on the inlet access riser of the re-circulation
tank. Depending on the liquid level in the re-circulation tank, the valve will either allow
water back into the re-circulation tank for further treatment or direct water to the
disinfection component.
UV Disinfection
Disinfection for the system will be accomplished using a single bulb UV system with a
pump override. The UV light should operate in excess of one year prior to needing to be
replaced. If the UV light dims to a lower threshold (monitored by the control panel) an
alarm light will illuminate on the control panel to notify the operator. The control system
for the UV unit is integrated into the main control panel for the system. If the UV light
fails to operate, the control panel will suspend operation of the system pump thereby
preventing liquid from discharging from the system. The UV light is a gravity set-up ad
will be located in a vault adjacent to the recirculation tank. This vault will be separate
from the other system components.
Discharge Outlet
After flowing through the UV system, water will fall into the discharge pump chamber.
The discharge pump located inside the pump chamber will periodically pump treated
effluent to the discharge point. The discharge line will be buried a minimum of 18" until
it reaches the discharge outlet. Vegetation and debris should be kept clear of the
discharge location. The outlet pipe will be fitted with a grate to prevent animals or
rodents from entering the pipe. Riprap will be placed at the discharge location to provide
aeration of the water as it is discharged and will also serve as erosion protection.
Control Panel
One control panel will be installed with this wastewater system. Operation of the re-
circulation pump, UV system and discharge pump will be controlled by this panel. If
desired, this panel can be connected to a land-based phone line that will notify the
operator of system operation.
187 of 250

Discharge Wastewater Treatment System
Design Calculations
PROJECT: Purvis Residence WWTS
Location: 197 Stonecrest Way
Pittsboro,NC 27312
County: Chatham
SEPTIC TANK SIZING
Daily Flow Estimate
Flow/Unit
#of Units 'Units I(gpd/unit) (Flow/Day(gpd)
4 BR 120 480
•
TOTAL DAILY FLOW(Q)= 480 gpd
Septic Tank Volume/Size(based on maximum daily flow estimate)
For Single Family Residences with 5 bedrooms or less,
#Bedrooms 1Min.Volume(gal)
3 or less 900
4 1000
5 1250
#Bedrooms = 4 BR
Required Minimum Tank Size= 1,000 gal.
(per NCAC T15A:18A.1952(b)(1))
Septic Tank Size Provided= 1,000 gal. (per existing permit)
RECIRCULATION TANK&POD SIZING
For Single Family Residences with 6 bedrooms or less,
#Bedrooms I Daily Design Flow Min.Volume(gal) AX Units
4 or less _ <480 gpd 1000 1-AX-20
5 600 gpd 1500 2-AX-20
6 720 gpd 2000 2-AX-20
Daily flow = 480 gpd
Required Minimum Tank Size= 1,000 gal.
TANK SIZE PROVIDED= 1,000 gal. (per existing permit)
AX Unit Required= 1-AX-20
RECIRCULATION TANK PUMP SETTINGS
Timer Settings
Required Doses/Day 96 cycles/day
Recirculation Ratio 4 :1
Design Flow 480 gpd
Total Flow to Pump 1,920 gpd
Dose Volume to pods 20.0 gallons
Return Flow Ratio 1.0 :1
Retun Flow 480 gpd
Total Flow to Pump 2400 gpd
#of Pumps 1
Pump Flowrate 31.25 gpm
#of Cycles/day 96 cycles/day
Cycle Volume 25.0 gallons
Cycle Run time 0.80 min
Cycle Off Time 14.20 min
188 of 250

Discharge Wastewater Treatment System
Recirulation Pump Calculation
PROJECT: Purvis Residence WWTS
Location: 197 Stonecrest Way
Pittsboro,NC 27312
County: Chatham
Friction Losses
Suction Head= 0 ft. (submersible=0)
Elev.Difference(highest point from pump)= 5.50 ft.
Design Pressure At Outlet= 3 ft.
Line Length= 35 ft. 2"Schedule 40 PVC
Line Loss/100 ft= 3.50 ft/100 ft.
Friction Loss-Line= 1.23 ft.
Friction Loss-Taps/Special Fittings= 0.00 ft.
SUB-TOTAL= 9.73 ft.
Friction Loss-Fittings(5%)= 0.49 ft.
TOTAL= 10.21 ft.
Pump Efficiency= 0.7 (assumed,typical)
Motor Efficiency= 0.9 (assumed for electric pumps)
Flow= 31.25 gpm 25 gpm(to pod)
6.25 gpm(return flow to ST)
TDH= 10.21 ft.
Pump Selection
Manufacturer: Orenco
Model: PF3005 1 1-10
Horsepower: 1/2
Float Settings(all distances from bottom of tank interior)-assumed based on typical tank dimensions
Timer Enable/Low Water 30 in (3"above min liquid level of pump)
Timer Peak Enable 36 in (6"below inlet invert)
High Water 42 in (inlet invert)
900 1 1 1 I I ]
jPF3050I PF30 Series,60 Hz,0.5-5.0 hp -,
800 r.... -
d
c 700
600
PF3030
10 500
a�
Operating Point
c3 400 PF3020
C300 PF3015
-ez— -{PF3010
200- 1'
-IPF3007 CC
100"FF3006 '1
0
0 5 10 15 20 25 30 35 40 45
Flow in gallons per minute (gpm)
189 of 250

Discharge Wastewater Treatment System
Elevation Calculations
PROJECT: Purvis Residence WWTS
Location: 197 Stonecrest Way
Pittsboro,NC 27312
County: Chatham
Elevation Determination Sheet-assumed inverts for existing tanks
Septic Tank(Existing) Advantex Pod
Ground Surface at Septic Tank 494.50 ft Ground Surface at Advantex Pod 496.50 ft Recirculating Splitter Valve(RSV)
Cover over Septic Tank 12.00 in(min) Height of Advantex Pod 30.00 in Pipe Slope to RSV 13.33%
1.00 ft 2.50 ft Pipe Length 7.50 ft
Elevation at top of Septic Tank 493.50 ft Elevation at top of Advantex Pod 497.00 ft Elevation at RSV Inlet Invert 493.50 ft
Distance to Inlet invert from top 0.88 ft Height of Pod Above Ground 6.00 in Drop Across RSV 2.00 in
Elevation at Inlet invert 492.63 ft (prior to backfII) 0.50 ft Elevation at RSV Outlet Invert 493.33 ft
Distance to Outlet invert from Top 1.04 ft Distance to Outlet invert from Top 2.50 ft
Elevation at Outlet Invert 492.46 ft Elevation at Outlet Invert 494.50 ft UV Chamber Detail
Pipe Slope to UV 1.00%
Recirculation Tank(Existing Pump Tank) Float Settings Height from Pipe Length 3.50 ft
Pipe Length from ST outlet 3.50 ft Elev.(ft) Tank Floor(in) Elevation at UV Inlet Invert 493.30 ft
Pipe Slope 3.6% Pump Enable/Low Water 491.33 30 Cover over UV Inlet 1.70 ft
Distance to Inlet invert from top 0.92 ft Pump Override(6"below inlet invert) 491.83 36 20.42 in
Elevation at Inlet invert 492.33 ft High Water Alarm(inlet invert) 492.33 42 Ground Surface at Pump Chamber 495.00 ft
Ground Surface at Recirc.Tank 495.25 ft Depth Below Inlet for UV 3.00 ft
Cover over Tank 24.00 in Top of RSV cage(9"above PE/LW) 492.08 39 Elevation at Chamber Floor 490.30 ft
2.00 ft Height of Riser above Ground Surface 6.00 in
Elevation at top of Tank 493.25 ft Tank Bottom Thickness 4 in
Distance from RSV invert to top 0.25 ft Riser Height Required 5.20 ft
Elevation of RSV Invert 493.50 ft «Field Cut Risers
Height of Tank 57.00 in Riser Heights(extend risers 6"above grade)
4.75 ft Septic Tank 1.50 ft Discharge Point
Elevation at Tank Bottom 488.50 ft 18.0 in
Dose Tank 2.50 ft Pipe Length 190.00 ft
30.0 in Elevation at Outlet Invert 477.00 ft
UV Chamber Riser 5.20 ft
62.42 in
190 of 250

AWF
Engineers and Soil Scientists
Technology,Inc.
I
501 N.Salem Street,Suite 203
CONTROL s�." AVAILABLE Apex,North Carolina 27502
APPLICATION AREA 919-859-0669
CORNER {(� Agri-Waste riwaste.com
1" IRON ] �� �� �v� LLLLLLLLLLLLLLLLL
PIPE/ /OG -`� �.0.* 0 .LLLLLLLLLLLLLLLLL
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Engineers and Soil Scientists
Agri-Waste Technology,Inc.
AVAILABLE 501 xS r Street,Suite 203
Apex,Noorthh Carolina 27502
APPLICATION AREA 919-1
9-0669
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166 of 251

ANT
Purvis r o 3 c r t Engineers and Soil Scientists
J Agn-Waste Technology,Inc.
501 N.Salem Street,Suite 203
Apex,North Carolina 27502
919-859-0669
www.agnwaste.com
Project Location: 197 Stonecrest Way <f)�
Pittsboro, NC 27312 -7 O Purvis
0 Chatham County Property
Cj �� �,Wanaotaa
Parcel ID#: 92857 n �� I9eS Rorie
Parcel
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p. n 1320)318-7607
J y WauT slu6000.com
RtC971SianeRat day
Project Owner: Alan Purvis G0,oitsan Coolly
312
Pena bh 92857
197 Stonecrest Way
T pl PROFESSIONAL ENGINEER SEAL
S
Pittsboro, NC 27312 I E
520— 548— 7607
AI tat
[e-mail] O�J��
. .
P
i SEAL 1 -,cdtt
024582
Project Consultant: Kevin D. Davidson, PE ,i.,
[e-mail] VICINITY MAP s..-il,1,3
Agri—Waste Technology, Inc.
Jessi Banks, El Sheet Index
[e-mail] NOT RELEASED FOR CONSTRUCTION
501 N. Salem Street, Suite 203 WW- 1 Cover Sheet
SLY. ISSUED ptrE gEscxiviaN
Apex, NC 27502 WW- 2 Property Layout
WW- 3 Component Layout
(919) 859- 0669 WW- 4 Detail Sheet 1
(919) 233- 1970 Fax WW- 5 Detail Sheet 2
WW- 6 Excavation Safety
System Overview: Single Family Residence SHEET TITLE
4—bedroom, 480 GPD Cover Sheet
Discharge System DRA►MN BY: CREATED ON:
J. BANKS 08.29.2022
REVISED BY: REVISED ON:
RELEASED BY: RELEASED ON:
SHEET NAME;
WW-1
191 of 251

AWF
Base Survey Completed by:
Engineers and Soil Scientists
Agri-Waste Technology,Inc.
501 N.Salem Street,Suite 203
David Ray,, P L S Apex,North Carolina 27502
919-859-0669
Box 752 wwwagrwastecom
Hillsborough, NC 27278 co
david©raylandsurveying.com ���o�'�ol Purvis
919 886-2970 o�oF�p Property
\ lar Purvis
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S46°30'15"W Patsooro Ncn3rz
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f97 Stonecrst
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Feet REVISED BY: REVISED -
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RELEASED BY: RELEASED ON:
SHEET WE:WW-
2
192 of 251

AWF
Engineers and Soil Scientists
Agri-Waste Technology,Inc.
f 501 N.Salem Street,Suite 203
}i +f�� Apex,North Carolina 27502
919-859-0669
1 ��o'o fe www.agriwaste.com
1
1 VOoc4°
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Property
t
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197 omglbSlanscresl a
�oy
Rigors,RC 27312
Ch Fjf / / Chatham Cow*
1 ® DISCHARGE POINT d El 9z�7
SOURCE.AWL Inc.
X /
1
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ffff\ O � \ t
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S / -4"SCH 40 PVC 1
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� / ff. t.t., ISIL � °j, 'O Clean,Tamped Backfill Undisturbed Earth y 02e582
it
4?(•00 /6 �'� �s "/� 0O Not to scale =%'f� •. �;050=
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0 0/ PJ oy4 f• O s ® SOURcE:AWL Inn
o
o• /rJ Line Legend
'o Line Nome Size Type
AFSL AFSL AdvonTex Filter Supply Line 2.0" SCH 40 PVC N0T RELEASED FOR CONSTRUCTION
o AFDL AdvonTex Filter Drain Line 2.0" SCH 40 PVCXi ISSUEDM>E
d off' DL Drain Line 4.0" SCH 40 PVC
7e„. of
EDL Effluent Discharge Line 1.25" SCH 40 PVC
STRL Septic Tank Return Line 1.25" SCH 40 PVC
UVL UV Supply Line 3.0" SCH 40 PVC
NOTES:
(-Y -If existing tanks unable to be used,adjust new tanks to meet site constraints.
-New tanks to have burial depth no greater than 36"-new tanks(if utilized)and
r Advantex pod to maintain 10'building setback
-9 A v N -AdvanTex Pod to have 3"-6"exposure.
-Position Pod and Recirculation Tank to allow minimum 1%slope in drain lines.
-Grade surface in tank area as needed to maintain required slope on pipes.
-Effluent discharge line(EDL)to maintain minimum 1%slope and 18"burial depth.
-Absolutely no excavation equipment is to be used in buffer area;discharge line is SHEET TITLE
to be hand dug or a ditch-witch used to minimize disturbance.
w 1 E COMPONENT LEGEND Component
S A AdvonTex Pod P Pump Layout
0 12 24 BV Boll Valve RT Recirculation Tank DRAWN BY: CREATED ON:
CO Cleonout RSV Recirculating Splitter Valve J. BANKS 08.29.2022 1
Feet CP Control Panel EF Effluent Filter SB Splice Box
ST Septic Tonk REVISED BY: REVISED ON:
UV UV Disinfection RELEASED BY: RELEASED ON:
® COMPONENT LAYOUT SHEET NAME: 2)
SOURCE.Agri-Waste Technology,Inc. ,{11(Tn�1] V
11r�V \`\v11119/3 of 251

AWF
-- - - - - - - - - - - - - - - _- - -- --- - - - - - - - - - - - - - - - - Engineers and Soil Scientists
NOTES Agri-Waste Technology,Inc.
USE IF EXISTING TANK DOES NOT PASS LEAK TEST USE IF EXISTING TANK DOES NOT PASS LEAK TEST 1. Boundaryinformation based on CIS and 501 N.Salem Street,Suite 203
Apex,North Carolina 27502
plot survey completed by Roy Lond 919-859-0669
Surveying. www.agriwaste.com
9oU r"u's`=ea he MODEL:TS 1000 PT
«oa -son-us(2r Atm fits'us.nh a 2. Septic Tank to hove approved Orenco
• . ,� CAST-M-rc.a ccxltcra0 tilt 2>m NON TRAFFIC
wla 9.ou rwcasr sent Nc MODEL:TS 1250 STB acNco•sLx Effluent Filter model FTPS-0854-36 NC.
°'�> 0,,r 4130*sr us ufn M 4W°aa °ice t°•)>•>-0w>• 1000 Gallon Pump Tank
AOAPADTUTPIGrpl.Nc 2nss NON TRAFFIC r t�6 >Us 3. Treotment system to be 100' from any
Al
ROPE tsar mr-xn 1250 Gallon Septic Tank - .•vtl y _i�Mal,A�.c.�>W Well, 50' from property lines, and 50' from
iert ,d.
re.tas)>e>-2e2eP P YPurvis
bht.s,.arrrcasr.coy o.•:.2r•a. °'-"S10'""fT° stream. Verification of these setbacks to
`" Od uauo U.ebrr-,o°e us uuaks..nuoNc tr u,�kr• be performed by controclor-i „a.r_,,,o g°,�ruuProperty
s,r •mow•• s,e-!e0oat.°GALLO C rn 4o,-2aie tAWox.Ge)
.2s2 c�uas/a'��¢ sorroll or ru„ro ahrz.a htr-u• 4- OMner Inlanalorr.caw cr,.brr-. Ico
[ j\
.•tt o,r-er•,r Contractor ! nF 'ts° 55
• areas suchr.acrr krr Boor aorrdl a ukk ro COMP a anti-ie•wrur eprs eorrp�a rAy,ro CLNr[e a far r-e2 . 197 Scantiest^%
aorrdl v rr,p�TO COMP a wncr-eo•
..roP.tc�r 1t�swcyeyn AK LENGTH TO 1Mor„aura-2 TO r no r ru a+aer.wncr-r w r PPE
Pi1150or0.(1C 27311
odk r.vc a kW.wncr-cnnaa a cwk NUTS.srY c-v2n (520)5/8-7607
ro Aas NsaNs SZE or y.[,•wncr-4" 5. Invert elevations of all components to be
°,vc caortrt.s-.lVp TA.r♦co,r-y.000 cei obri0ltKsludao4com
"PT a PACT•wncr-ewna a o cwk Nara WV C-925) •+arc 1t Nis CO ro°PC* STA.so.o"G rc9 s,. cmc verified in field by contractor to ensure
CONCRETE°9-4 slit Non-Irma um �10 ems' proper operation.
noNoaccltMr.ca STATE coot SC41-N.,.s P P P PrOce't 7 Sloneon:
197 Scantiest Iioy
Fwo..v."......, scAa-N.rs 6. All system piping to be SCH40 PVC except PNsbao,NC 27312
Where noted khan Cooly
STATE CAP it,floc.a.., O. Airm.-,
Parcel(DP 92867
IA QV. APPROVAL , , , 7. All gravity elboWs to be long radius or
fait .,r TUT STB-so I' yypp long sweeping type elboWs.
d.4... t•a.w 5--�-• _ '/ NUT :.�� • . rr���111 8 ocement of
heotment tual (system to ollotion dbe l overseen by PROFESSIONAL ENGINEER SEAL
on
cp, Lii
ELi
C9Utors:-..., ss
.x 10. Discharge line must be covered to o „miirn.
minimum depth of 18.. Discharge pipe `.` N0AR01jN,''
outlet to hove grote. ,,,�.o,eoiES510h�+,
1 i. Flow from the receiving stream bock into = i SEAL ( ? _t cs-pt
Not to scale Not to scale the system shall be prevented. 024582
12. Engineer Inspection required du ng system ''' `•�AGt'.
SEPTIC TANK(OR EQUIVALENT) instollotion and of final completion.
(-7-,
Etti RECIRCULATION TANK(OR EQUIVALENT) P Y-
13. Contractor to seed and/or mulch Sit =.2-3
disturbed oreas to coincide With existing
landscape. Areo sholl not be left With
uncovered soil.
AdvanTex Treatment System Top View P systemcompletion, Contractor to
AX20 of UV System in 14. Upon
FLOW 500./000 GPD Riser Section supply Engineer With documentation of
DESIGNIiFLinstallation and o signed letter indicating
DER
CONFIGURATION711CAROLINA system Was installed per approved design
or noting ony deviation from approved NOT RELEASED FOR CONSTRUCTION
1 design.
Mots!Morn u.. Td.Ped I'fer Dreher
lr. ••••• - P Top View alk REy. ISSUED 6VE DESCRIPTION
- 'ems•`` - = of Reciralatin "'r"°* � ••• ^"°""" "°"° Y ga 15. Contractor to install interne( line to VCOM 0..'T/..I \ I .._.••_•_`-' Splitter Valve in
JA. �..,..a..... it .
control ponel-
I;____._.- Recirculation Tank
• I AM MAN.kr.Yew dem
.o....t. 11 Inlet Riser
»r-...-,.w 16. AdvonTex Unit to be placed on grovel bed
I r— — Ile'
..re.mot ke 1r•r-'�'..a r t ylly��, and bockfilled with grovel_
�'_�'� a."movc.,:.w.. MM►f xd.(TAM r/ul
�� . ,bac rA•......,........,..�.,.a,..o^ , �r.wurr•r 17. Mount Control Panel o minimum of 24-
above grade. Power to panel to be
~ wM"..,,......rm... "`u.raqudad a".•'•/ installed by licensed electrician per code.
""'�"`�"'"'""°"""'""'^°"'�^` 18. Leak test required on septic tank and pod.
7 Tap Vow Svi.V.0.4) �,.r w.,i>rd.:, q P
1 �`m u...n rw.,
le IN uno 19. Woter spigot to be located on exterior of
rot+.n< m.'.. ..,,,.,. :°.ray ,See, residence Within 50' of conks.
Iatoo V.
CM I
! wr,rw,ywa.L�: •., --- r� 20. All WosteWoter from the SFR, including
�. , �, ���Q greywoter, is to be conveyed to the
"I I—_t�_. !�_I- ni ■ ,.. septic conk.Ar� ttttt� ��'� po.rr 'M tie.. 21. Se orate circuits for each um and•-n< P P P
ill�� ��Ir_-.,I1 a ^-•��. . a rI .s"""" alarm/control pone) ore required (2 120V. SHEET TITLE
a�ul' r-..r.w,.
• IAII
t.mvwl .Vo� P: P) P'+ e5ore'nter(netSide View+ COVer Sheet
Iof RSV in Recirc_I ro..e.ll Tank lnletRiser r 22. RecrculatonTmerSettngs:I °°° " t,•n.,,.,t r,n. TIME ON/OFF: 0.80/14.20 minutes DRAWN BY: CREATED ON:
„12'" r..„Z.....0+-....) View
\ r. Side View 25 gpm to Pod / 6.25 gpm to Septic J. BANKS 08.29.2022
End View Tank.
of UV Und in REVISED BY: REVISED ON:
Riser Section
RELEASED BY: RELEASED ON:
Not to scale Not to scale Not to scale
I
SHEET NAI,IE;
0Ax20 ADVANTEX TREATMENT SYSTEM-FOR ILLUSTRATION ONLY Q•RECIRCULATING SPLITTER VALVE DETAIL Q UV CHAMBER DETAIL WW-4
194 of 251

AWF 1
Engineers and Soil Scientists
Agri-Waste Technology,Inc.
501 N.Salem Street,Suite 203
Apex,North Carolina 27502
919-859-0669
vnvw.agriwaste.com
Mstal Sorety Met in :s:I Access r�a ftean;Anatt
- R'ryar llwl , not ctnldn on
Inner lid �Ll eirp•r aw»aa•ay rIs r
Purvis
" °'"` U.S srw 4r e••e n».. a Is• w n aev.»a�aasnar.v T. a e T MOUNT PANEL DIRECTLY
Top
O'�`.above
rod)°'"'""0Ce .� rcn»""'»a .y TO POSTS OR TO Property
s.•co .ea�„ (2rnm1 `- --
sep an.0 cn es2 s'von Pm 41a�r�'fog
Ieces '1 ALUMINUM PLATE
s,.ela (.)(ao) ¢.a'.wn(qp) ...gin. x",,:m w taa►, R+ ewr.»i 4 a ■an
e ten.(')(�') "t ^" ""• /r•'I� °aI CONTROL (Grind off otrudin
�grwM� 16"ogee veil IB Wort gamd�. a A Ip ....
] Ay.IMn a c.w"•e PANEL B screws)
curt ..tom .udaa - �tl�l'^I��'1�I: �. 1B ° oceroun0� - . % ].I, fryhaawar.wmyw
aYb»Me as"="4l M 0000 Difrk'r M rlPuR448.
r����y._ e»>-r nnr r SINGLE O �g p ,l
y���'lt/�' `� r �'���� J �- N,*, _ -r.wr tr. erw a Iwrr r sr CONDUIT 197 StdlcrKl Roy
-11 _r s C. _� ///-1 S y noePlceB) ' 1
Cam Tamped Gann.r.n»d (4\ ---- SA. •. art.r••e.nAen MN. III
I i1C 1 311
Undisturbed - 4 Bevy maxrn I' ✓ Rsn./ta..d N•vnt C.m.a r+...•• Pgls0or0. 7 77
Eadh _ g../aam u"eta • - �� w v. n.r,"�r.....e.•.e.». CONDUIT (520)548-60
or T.Anr to w Unit• - ly;l aI�.� s: •s //. o. Ywg tr..B,r..I)-._.� ..r..e.r r».r r 2'min. olorlClhesllxioo4can
Fran ei�gi 9.�- ro SUPPORT
r _� ■ ' , SDptlr - V-1._--Y peAa� -� 1 - tam-My:Iaer1.
a Sops(mR) ,vino .r r a(rarr�wa r� PropCl Yllorncliort
H y _ ' z-W 5•»D r» -6' •r Covina �a } e 2%4 TREATED-SECURE
_ m - St Ia RISER OR
pwr WITH4-3"DECK SCREWS C97 St rest�'g7
Coolly "• aura Red iota
ii yra re-.a�ao�la CORRUGATED PIPE PRtsbot
- II I1- linty r Lmricn ITCluR Swinton iot sine 4aW 1rr'r°1°.rY�-arm jK III IIIII PER POST CTgthMl Cully
3t2
11 11 i�Slinger Dips • Grovel Chamber Imbedmoo , .d�r�a raMre i iS Y J E ° ':
4111 02 • _ ..o WY@ e III
III ' Parcel lD 92857
v )1I-11-.11,- • Depth: s' / 'v'r^-.r.'..•rw r COVER CONDUIT���� '•RAVEL
i'A'
unelrt�reea EDnn .r.rt.»r r Iwl.Nor (raYw)0A sp uR Col" .`1P:dig tr Inn A ur.w.r �.I via r b ve• MINIMUM 19 I r,
ran Support Pipe w-~•a•ra TO RT UNIT '�\ TO POWER SOURCE
(^^gam or orerr. .�iI`� N
eprried s•plt Canoe enr�nr _ • o".Ism w Bm"+ o..r tun rvr INSTALL TO BE
E�DUIT
IV VESPInis PROFESSIONAL ENGINEER SEAL
,..I.. msraei ..I1� pio n wars erWr. MULTIPLE (min)
6"(min)Grovel sod e-(min)cr �aed •
ra CONDUITS AS
��ryy��,tyy]1�� 3'BURIAL DEPTH
ru7T7Wl LUm11LTTLLLITy��yLlWW1a ril-} "T L-1 _ - Is NEEDED
11�1 11 IEIIUWTI l l_I' ll m,m - . 0 MINIMUM
u�a st"rollal Ecrtn II N lex:undIvuroea Earth nose 4"»g o.'oa
r tr t.er)rnr I.tins
an`N C A Rpe1.,
,:4%5-ii551pi..1
I SEAL
024582 E.
Not to scale Not to scale Not to scale „2.•Fp5,!:;e.'
OSYSTEM DETAIL- FOR ILLUSTRATION ONLY SAFETY NET DETAIL ® CONTROL PANEL SUPPORT r 0,�i zc23
NeVS NT r G. SOURCE Agn-Waste Technology.Inc. fkm and Systems.UPS ON.T.N SOURCE Agri-Waste TecMoloBv.Inc N.TS SOURCE:AgiWmte Technology,Inc.
Elevatic,Determination Sheet-assured inverts for existing teaks
Septic Tank(Existing) Advantex Pod
Ground Surface at Septic Tank 494.50 ft Ground Surface at Advan:ex Pod 496"50 ft Recirculating Spitter Valve(RSV)
Cover over Septic Tank 12.00 in(min) Height of Advantex Pod 30.00 in Pipe Slope to RSV 13.33o,.• NOT RELEASED FOR CONSTRUCTION
1.00 ft 2.50 ft Pipe Length 7.50 ft IssUEg art
DESCRIFTOR
Elevation at top of Septic Tank 483.50 ft Elevation at top of Advantex Pod 497.00 ft Elevation at RSV Inle:Inver. 403.50 ft
Distance to Inlet invert from top 0.88 ft Height of Pod Above Ground 6.00 in Drop Across RSV 2.00 it
Elevation at Inlet invert 482.63 ft (prior to backfill) 0.50 ft Elevation at RSV Outlet Inver. 403.33 ft
Distance:c Outlet invert from Top 1.04 ft Distance to Outlet invert from Top 2.50 ft
Elevation at Outlet Invert 492.40 ft Elevation at Outlet Invert 494.50 ft UV Chamber Detail
Pipe Slope to UV 1.00%.
Recirculation Tank(Existing Pump Tank) Float Settings Height from Pipe Length 3.50 ft
Pipe Length from ST outlet 3.50 ft Elev. (ft) Tank Floor(in) Elevation at UV Inlet Invert 493.30 ft
Pipe Slope 3.8% Pun-p Enable,Low Water 491.33 30 Cover over UV Inlet 1.70 ft
Distance:c Inlet invert from top 0.92 ft Pump Override Id"below inlet Invert) 491.83 36 20.42 in
Elevation a:Inlet invert 492.33 ft High Water Alarm (inlet inverti 482.3.3 42 Ground Surface at Pump Chamber 495.00 ft
Ground Surface at Recirc.Tank 495.25 ft Depth Below Inlet for UV 3.00 ft
Cover over Tank 24.00 in Top of RSV cage(9e above PEfLI71 482.08 39 Elevation at Chamber Floor 490.30 ft
2.00 ft Height of Riser above Ground Surface 6.00 in
Elevation a:top of Tank 493.25 ft Tank Bm.:om Thickness 4 in SHEET TITLE
Oistenoe from RSV invert:o top 0.25 ft Riser Height Required 5.20 ft
Elevation of RSV Invert 493.50 ft "Field Cut Risers Height of Tank 57.00 in Riser Heights(extend risers 6"above grade) Cover Sheet
4.75 ft Septic Tank 1.50 f. Discharge Point
Elevation a:Tank Bottom 488.50 ft 18.0 in DRAWN Br: CREATED ON:
Dose Tank 2.50 f: Pipe Length 190.00 ft J. BANKS 08.29.2022
30.0 in Elevation at Outlet Invert 477.00 ft REVISED BY: REVISED ON:
UV Chamber Riser 5.20 ft ---- ----
62.42 in
RELEASED BY: RELEASED ON:
OELEVATION DETERMINATIONS SHEET NAME;
S T sSOURCE Agri-Waste Technology,Inc W W-5
195 of 251

USE IF EXISTING TANK DOES NOT PASS LEAK TEST
NOT 120'/2' = SHOAF PRECAST SEPTIC INC. MODEL: TS 1250 STB
ORENCO RSER 119 I/r'- 4130 WEST US HWY 64
ADAPTER NON TRAFFIC
LEXINGTON. NC 27295
r PHONE [phone] Gallon Septic Tank
`r. _r FAX [phone]
r-- 5'—;!—
WWW.SHOAFPRECAST.COM
/ _
SHOAF-1.250 SEPTIC TANK
09 /2' /an.s s.• aua.»• STB-389
TR i r 9..4/ few r u 13,
LIQUID CAPACITY-1.252 GALLONS/10' AIRSPACE
\ TANK HEIGHT-61 }"3'— 4" INLET &
OUTLET BOOTS BOTTOM OF TANK TO CENTER OF INLET-5r
Tap"Ell BOTTOM OF TANK TO CENTER OF OUTLET-50"
**TOP VIEW MEASUREMENTS ARE LENGTH TO WIDTH RATIO-2 TO 1
TO WIDEST DIMENSIONS SIZE OF INLET & OUTLET-4" PIPE
TYPE OF INLET & OUTLET-POLYLOCK OR EQUAL (MEETS ASTM C-923)
CONCRETE PSI-4000: TANK WEIGHT- 11.000 LBS.
REINFORCEMENT PER STATE CODE
SCALE - N.T.S.
Cost in Plocs Orono Riser Adopters
.. �L .J�I .•.. • ... J.�TL•I 4�
l 91401E 1'Burn RUBBER STATE
tx tn• MA Si�TSEALANT cCNnNuous APPROVAL /
.tn• SHOAF-1250
SIDE
INLET 19'n' 0 TLET tom.
STB-389
TO 3/4• 3/4.
,ee9 ��.L
10' ACE *ATER LEVEL ''
VENT r�Ti•.
ao
01 /2' 54 /Y r
TO sorroy FLOW " /Y 'TO BOTrd/ ` :'
or.•*LET THROUGH or+'ouTLET \--or FLOW
THROUGH
•
SIDE HE1Y • R, END HE,
m• • ..
•
u9•
UT
Not to scale
198 of 251

USE IF EXISTING TANK DOES NOT PASS LEAK TEST
SHOAF PRECAST SEPTIC INC. MODEL: TS 1000 PT
-NOTE-USE 24- 4130 WEST US HWY 64
CAST-IN-PLACE LEXINGTON, NC 27295 NON TRAFFIC
ORENCO RISER 96" PHONE [phone]
ADAPTER 1000 Gallon Pump Tank
90• FAX [phone]
WWW.SHOAFPRECAST.COM
SHOAF-I000 NON TRAFFIC RATED
Orenco 24'WowOrmco 24'Rlser
PT-363 NON TRAFFIC
Bose Lid Box Lid LIQUID CAPACITY-1008 US GALLONS INCLUDING 9" AIRSPACE
GALLONS PER INCH-20.16 (AVGERAGE)
6 56" j. Outlet Inlet TANK HEIGHT-57'
BOTTOM OF TANK TO CENTER OF INLET-48"
24- 24 4' INLET BOOT BOTTOM OF TANK TO CENTER OF OUTLET-48-
3, �' LENGTH TO WIDTH RATIO-2 TO I
TOP VIEW , SIZE OF INLET& OUTLET-3- OR 4' PIPE
^._., TYPE OF INLET & OUTLET-POLYLOCK OR EQUAL (MEETS ASTM C-923)
CONCRETE PSI-4000; TANK WEIGHT-9.000 LBS.
"NOTE: ALL MEASUREMENTS ON TOP VIEW REINFORCING PER STATE CODE
ARE TO VADEST DIMENSIONS
SCALE - N.T.S.
Cost in Place Orenco Riser Adopters
3 -I L J L 4'
STATE
APPROVAL/
SHOAF-1000 I•BUTYL RUBBER
96 - PT-363 "2• 4A5TIC SEALANT
CC T1NVOUS IN
90 •INLET T
.► - �__
J 9"AI+SPACE WATER LEVEL ---- r
.. 2-VENT
SLOT
.11
f 6
4 44"TO BOTTOM
•
OF 4-INLET
SIDE VIEW re f' END VIEW
IllienliMMEMiiiii
86" 2"
•
92" .
Not to scale
199 of 251
I

Orenco} . a .� .
S Y S T E M S
PRTA ABS Tank Adapters
Applications General
PRTA tank adapters are used to provide a structural,watertight method Orenco's PRTA tank adapters are molded plastic products and there-
of installing a 24-or 30-inch(600-or 750-mm)access riser over a tank fore have excellent part-quality and consistency.PRTA tank adapters
opening. can be cast into a tank or fastened to the top of the tank with a bolt-
down kit.The bolt-down kit consists of either six or twelve (depending
on model)stainless steel concrete anchors and a roll of butyl tape.
4 A ►
The 0.D.of the vertical flange matches the I.D.of Orenco's ribbed
risers,which provides a suitable joint to seal with MA320,ADH100,
SS115,or SS140 adhesive.
Cast in Place Tank Adapters
On for each end of each tank.
Standard Models 4 x PRTA24
• PRTA24,PRTA30
PRTA24BDKIT(6 anchors),PRTA30BDKIT(12 anchors)
Top view
• Product Code Diagram
PRTA ��
I Riser diameter
24 = 24"riser(Perma-Loc,Ultra-Rib,KOR FLO)
30 = 30"riser(Perma-Loc,Ultra-Rib)
ABS riser tank adapter
4 B ►
Materials of Construction
Tank adapter ABS
D Side view
1 Concrete anchors Sealant Stainless steel anchor bolts
Butyl tape
Specifications
Dimensions* PRTA24 PRTA30
A-Outside dia.,in.(mm) 23.38(594) 29.25(743)
B-Flange dia.,in.(mm) 26.75(679) 34.25(870)
C-Horizontal flange width,in.(mm) 2.00(51) 2.50(64)
D-Vertical flange height,in.(mm) 3.50(89) 3.25(83)
*The tank adapter has a nominal 0.25 inch(6 mm)thickness.
Orenco Systems®Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA•800-348-9843•541-459-4449•www.orenco.com NTD-RLA-PRTA-1
Rev.2.0,©03/17
Page 1 of 1
200 of 251

Orenccr
S Y S T E M 5
Access Risers - Ultra-Rib1M
Applications General
Orenco's Access Risers provide access to septic tank openings and Orenco Ultra-Rib'"'Access Risers are constructed of ribbed PVC pipe
can be cast into the tops of concrete tanks,bonded in place,or bolted and are available in 12-, 18-,21-,and 24-in.diameters.They can be
down using a riser tank adaptor.They can also be used as valve ordered in 3-in.(76.2-mm)increments in lengths up to 13 ft(3.96 m)
enclosures. for 12-and 18-in.diameter risers,and up to 14 ft
(4.27 m)for 21-and 24-in.diameter risers.Orenco Ultra-Rib riser
pipe is also available in truckload quantities.A complete line of Orenco
pipe-cutting tools makes it easy to fabricate risers in your shop or in
-.----.f., the field
Standard Models
RR12XX,RU18XX,RR21XX,RR24XX
Product Code Diagram
R + +
Discharge grommet option,in.(mm):
�•�, -"� Blank = no discharge grommet
.. ,., . 10 = 1(25)
12 = 1'/4(32)
15 = 114(38)
-• 20 = 2(50)
Splice box grommet or splice box options(choose one):
Blank = no grommet or splice box
Risers: 5 x RR24)0( S = grommet installed,1-in.(25-mm),fits SB1-SB4
-Adjust riser height to allow for minimum 6"above ground. L = grommeedforned,v-In.(32-mm), b 65-ses
9 SX = hole drilled for Orencos external splice box'
-All risers to be sealed to tank adapter with specified or
S1 = grommet and SB1 internal splice box installed
adhesive. S2 = grommet and SB2 internal splice box installed
-All risers to be singlepiece and cut at site usingcircular S4 = grommet and SB3 internal splice box installed
9 S4 = grommet and SB4 internal splice box installed
saw with guide or similar device. L5 = grommet and SB5 intemal splice box installed
L6 = grommet and SB6 internal splice box installed
Of
XS = grommet and simplex explosion-proof splice box installed,
XD = grommet and duplex explosion-proof splice box installed'
XT = grommet and triplex explosion-proof splice box installed'
Riser height in inches(3-in.increments standard)
Riser diameter:
12= 12-in.(300-mm)*
18= 18-in.(450-mm)*
21 = 21-in.(525-mm)
24= 24-in.(600-mm)
Riser type code:
R = 12-in.(300-mm),21-in.(525-mm),and 24-in.(600-mm)diameters
Materials of Construction u = 18-in.(450-mm)diameter
PU= bulk Ultra-Rib,.pipe,all diameters
Ultra-RibTM PVC Pipe: PVC Riser,Ultra-Rib"
Not intended for use over pump vaults
'Requires minimum 18-in.(457-mm)riser height
Specifications r For Class I Division I environments
Model RR12XX RU18XX RR21XX RR24XX
I.D.,in.(mm) 11.74(298) 17.65(448) 20.50(521) 23.50(597)
Wall Thickness-excluding ribs,in.(mm) 0.10(3) 0.19(5) 0.25(6) 0.25(6)
0.D.-including ribs,in.(mm) 13.13(334) 19.44(494) 22.63(575) 25.63(651)
Weight,lbs per ft(kg per m) 5(7.4) 11 (16.4) 15(22.3) 19(28.3)
Orenco Systems®Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA•800-348-9843.541-459-4449•www.orenco.com NTD-RLA-RR-2
Rev.3.0,0 03/17
Page 1of1
201 of 251

Orenco®IMF
structio' mir
S Y
PVC Riser Installation
Installing PVC Access Risers onto Cast-In 0renco® Riser-Tank Adapters
Access risers provide access to septic tank openings,simplifying inspection and maintenance procedures.Access riser-to-tank connections
must be watertight for the proper functioning of an onsite septic system or effluent sewer system.Orenco strongly recommends watertightness
testing of all access riser-to-tank connections after installation.
Following are instruction sets for prepping and installing access risers, installing grommets,and selecting adhesives for riser installations.
Refer to the chart below to determine which instruction set to use.
Instruction Set Page
1.Riser Preparation 1
2.Grommet Installation 2
3.Riser Installation—PRTA24-2 Adapters 3
4.Riser Installation—RRFTA24,RRFTA30, PRTA24, PRTA30, FRTA24-RVF,and FRTA30-FRP Adapters 4
5.Riser Installation—Orenco FRP Tanks with 24-inch-Diameter(600-mm) Risers 5
6.Riser Watertightness Testing 6
7.Adhesive Selection and Quantities 7
Instruction Set 1: Riser Preparation
Step 1:Determine Riser Height 0
Determine riser height
Determine how high the riser needs to be.
• The top of the riser should be about 3 inches(75 mm)above finished grade 3 inches(75 mm)
after installation and backfilling—This allows 2 inches(50 mm)for tank
settling and 1 inch (25 mm)for ensuring drainage away from the riser. ,
Step 2: Cut Riser to Size(if Necessary) o •'z
•
If the riser needs to be cut to size,cut it with a circular saw or table saw. o0• ��•fi'
• Always cut excess length from the bottom of the riser. �.• 'o d
• For square,even cuts,a good fit,and a watertight joint between the riser 'o• o:• -
•
and the adapter, use an Orenco riser-cutting saw guide. , '�,O
• To install risers less than 30 inches(760 mm)wide onto 500-gallon
(2000-L) Orenco FRP tanks, cut the riser so it fits into the tank and the
lowest rib rests on the tank's top, as shown.
Step 3:Dry Fit Riser to Adapter ; •
Step 3a: Dry fit the riser to the adapter.
• Make sure riser penetrations are the right sizes and in the correct locations.
Step 3b: If the riser is higher than 3 inches(75 mm)above the estimated final
grade,cut it to size per the instructions in Step 2.
Step 3c: If the riser is too short, use an Orenco grade ring to extend it. Riser prep for 500-gal.(2000-L)Orenco FRP tanks
Orenco Systems®,Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA • 800-348-9843•541-459-4449•www.orenco.com NIN-RLA-RR-1
Rev.7.0,®03/17
Page 1 of 7
202 of 251

Orenco®
SYS I t MS
Instruction Set 2: Grommet Installation i — Grommet for
t
splice box
Step 1:Mark Access Riser • ) (at 12 o'clock)
Step 1 a: Use the site plans or drawings to find out if riser penetrations are needed.
Step lb: Use the plans or drawing to mark the locations of the penetrations. ` • : - i
of
• If plans or drawings aren't available, use Drawing 1 b as a general guide
for locating riser penetrations. Grommet for
discharge assembly
Step 2:Drill Holes and Clean Access Riser (at 3 or 9 o'clock)
Step 2a: Drill holes for riser penetrations.
• If you have questions about where to locate various riser penetrations, 0
contact your Distributor for more information. 41116411Using Orenco® RKHS Hole Saws ... 1111
_„
Cut the hole and grind the ribs down to make a flat, smooth surface for
installing the grommet. RKHS hole saws
• Make sure your hole saw is the correct size and your drill is at least 18 volts.
• Don't grind too deeply—about 1/16 inch (1.6 mm) is deep enough. . I
Using Standard Hole Saws ... ,4
1: Use the correctly sized hole saw to cut a hole,centered on the mark. - ME
2:Trim the riser ribs back 1 inch(25 mm)from around the hole. 0- • AM
• Use a grinder or cutting tool to notch the ribs through to the riser wall. 0
• Use a hammer and chisel to break off the notched rib sections.
• Use a grinder to make a flat, smooth surface around the hole.
Step 2b: Clean and deburr the hole and flat surface with a wire brush and
deburring knife or tool.
• Be careful not to enlarge the penetration. ® '
Step 3:Install Grommet
Step 3a:Apply a bead of adhesive to the groove in the grommet's outer diameter. ;;jimii ..
• For adhesive recommendations,see Instruction Set 7.
Step 3b: Firmly press the grommet into the penetration. vb. -- ...di
Grommet Hole Sizing Guide -
Grommet size,inches(nominal IPS pipe size) Hole saw size 0 - ,t
1/2 1 ' ,111\ill
3/4 1-1/4 j
1 1-9/16
1-1/4 1-3/4
li
1-1/2 2-1/8
2 2-3/4
3 3-7/8
4 5
For more information on grommet dimensions and actual pipe O.D.,see the Orenco Technical Data
Sheet for grommets,NTD-RLA-PG-1
NIN-RLA-RR-1 Orenco Systems°,Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA • 800-348-9843•541-459-4449•www.orenco.com
Rev.7.0,0 03/17
Page 2of7
203 of 251

z . Orenco
S Y S T E M S
Instruction Set 3:
Riser Installation — PRTA24-2 Adapters
Step 1:Prep Adapter Channel and Riser
. ,._,.:, Step la: Roughen the adapter channel and the bottom surfaces of the riser
with sandpaper.
Cutaway view of Orenco®PRTA24-2,cast into Step lb: Use a clean cloth and acetone or alcohol to clean the channel and the
concrete tank with 24-inch(600-mm)access
riser attached bottom surfaces of the riser.
• The channel must be clean and dry for a good fit and watertight joint.
• Let the acetone or alcohol dry completely.
® Riser adapter
Step 2:Apply Adhesive
channel
Fill the channel with methacrylate adhesive.
011.1— • For adhesive recommendations, see Instruction Set 7.
Note:If you're using a methacrylate adhesive that's non-self-leveling, use
enough to fully fill the channel, with no voids in the adhesive.
O
Step 3:Install Riser
Step 3a: If the riser has penetrations, align the riser correctly.
Step 3b: Firmly press the bottom of the riser into the channel.
't • Twist the riser back and forth slightly to fully seat it and to create a good bond.
• If the inside seam is not completely filled,add adhesive to form a complete
s / fillet.
Step 3c: Use a tongue depressor,putty knife,or clean cloth to make a good
fillet over the inside seam.
it
a� ?: Note:If cold weather conditions or frost heave are a concern at the site,contact
_ 41 • a qualified engineer or Orenco for additional recommendations on installing ribbed
:'r' PVC risers.
ij . „4110.1. IMPORTANT Orenco strongly recommends that all tank risers 12-in. (300-mm)
and larger in diameter be equipped with riser safety grates to help prevent
/�; accidental or unauthorized entry.
Step 4: Test Riser Watertightness
Follow Instruction Set 6 of this document for testing the riser's watertightness.
Note: Watertight connections are critical for the wastewater system to function
effectively and efficiently.
Orenco Systems•,Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA • 800-348-9843•541-459-4449•www.orenco.com NIN-RLA-RR-1
Rev.7.0,®03/17
Page 3 of 7
204 of 251

Orenco®
SYSTEMS
Instruction Set 4: .�•;
Riser Installation — RRFTA24, RRFTA30, PRTA24, -w
PRTA30, FRTA24-RVF, and FRTA30-FRP Adapters
Step 1:Prep Adapter and Riser
eilliill11711111111111S
Step la: Roughen the bonding surfaces of the adapter and riser with
sandpaper.
Step lb: Use a clean cloth and acetone or alcohol to clean the bonding
surfaces of the adapter and the riser.
• The bonding surfaces must be clean and dry for a good fit and watertight joint.
• Let the acetone or alcohol dry completely.
Step 2:Apply Methacrylate Adhesive
Apply a bead of methacrylate adhesive to the outside of the adapter.
• For adhesive recommendations, see Instruction Set 7.
Step 3:Install Riser
Step 3a: If the riser has penetrations, align the riser correctly.
Step 3b: Firmly press the riser onto the adapter until the bottom of the riser is
resting on the concrete(cast-in adapters)or the adapter flange(bolted-down
adapters).
• Twist the riser back and forth slightly to fully seat it and to create a good bond.
Step 3c:Apply a bead of methacrylate adhesive to the inside of the access �-
riser-adapter joint.
Step 3d: Use a putty knife,tongue depressor,or clean shop rag to make a •
continuous fillet on the inside of the access riser-adapter joint.
Note:If cold weather conditions or frost heave are a concern at the site,contact
a qualified engineer or Orenco for additional recommendations on installing ribbed
PVC risers.
IMPORTANT Orenco strongly recommends that all tank risers 12-in. (300-mm) T'
and larger in diameter be equipped with riser safety grates to help prevent 'Wt •
`
accidental or unauthorized entry.
Step 4: Test Riser Watertightness
CD
Follow Instruction Set 6 of this document for testing the riser's watertightness.
Note: Watertight connections are critical for the wastewater system to function
effectively and efficiently.
•
NIN-RLA-RR-1 Orenco Systems•,Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA • 800-348-9843•541-459-4449•www.orenco.com
Rev.7.0,0 03/17
Page 4of7
205 of 251

Orenco®
SYSTEMS
Instruction Set 5:
Riser Installation — Orenco FRP Tanks with 24-inch-
Diameter (600-mm) Risers
Cross-section detail of adhesive fillet Step 1:Prep Tank and Riser
on inside seam of 1000-gal.(3785-L)
tank with 24-inch(600-mm)riser Step la: Roughen the bonding surfaces of the tank and the riser with
� sandpaper.
Step 1b: Use a clean cloth and acetone or alcohol to clean the roughened tank
surface and the bottom surfaces of the riser.
• The surfaces must be clean and dry for a good fit and watertight joint.
0 • Let the acetone or alcohol dry completely.
Step 2:Apply Methacrylate Adhesive
Cross-section detail of adhesive Apply methacrylate adhesive to the bonding surfaces of the tank and the riser.
fillet on outside seam of 500-gal.
(1890-L)tank with 24-inch • For adhesive recommendations, see Instruction Set 7.
(600-mm)riser
Step 3:Install Riser
Step 3a: If the riser has penetrations, align the riser correctly.
Step 3b: Press the riser into position
• For 1000-gal.through 2000-gal.tanks(3785-L through 7570-L),firmly press
the riser onto the tank opening
• For 500-gal. (1890-L)tanks,firmly press the riser into the tank opening.
• Twist the user back and forth slightly to fully seat it and create a good bond.
• If the seams aren't completely filled,add adhesive to form a complete fillet.
Step 3c: Use a tongue depressor,putty knife,or clean cloth to make a good
fillet over the seams.
Note:If cold weather conditions or frost heave are a concern at the site,contact
a qualified engineer or Orenco for additional recommendations on installing ribbed
PVC risers.
IMPORTANT:Orenco strongly recommends that all tank risers 12-in.(300-mm)
and larger in diameter be equipped with riser safety grates to help prevent
accidental or unauthorized entry.
Step 4: Test Riser Watertightness
Follow Instruction Set 6 of this document for testing the riser's watertightness.
Note: Watertight connections are critical for the wastewater system to function
effectively and efficiently.
Orenco Systemse,Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA • 800-348-9843•541-459-4449•www.orenco.com NIN-RLA-RR-1
Rev.7.0,©03/17
Page 5of7
206 of 251

OrencoPVC Riser Installation
Instruction Set 6: Riser Watertightness Testing
EDWatertightness test
IMPORTANT A watertight tank and watertight riser-to-tank connections are
critical for the wastewater system to function effectively and efficiently.
Step is Prep for Test Access riser
Step 1 a: Make sure the adhesive seams have set and the tank has been backfilled J
J
according to the manufacturer's instructions—typically to the tank's midpoint. ; Fill the tank to a
level 2 in.(51 mm) _
Step 1 b: Plug the inlet(and outlet, if present) of the tank with watertight plugs. ; into the riser
Step 1c: Fill the tank with water to a level 2 inches (51 mm)into the riser. ' : + 2 in.
(51 mm)
Tank brim
Step 2: Test Watertightness
Step 2a:Wait for the required time before inspecting the riser-to-tank
connections for leakage.
• Follow the tank manufacturer's recommendations(or applicable local regula-
tions)for wait times before inspecting the tank for leaks.
• Orenco recommends at least 30 minutes for its fiberglass tanks.
Step 2b: Check for any drop in the liquid level inside of the riser and any visible
leakage from the riser-to-tank connections.
• At the end of the test,there should be no drop in liquid level and no visible
leakage from seams,pinholes, or other imperfections.
• If leaks are found during the test,seal the leaks and repeat the test.
Step 2c: Once the riser-to-tank connections are proven watertight, remove the
plug(s)and drop the water level in the tank to just below the invert of the inlet or
outlet,whichever is lower.
NIN-RLA-RR-1 Orenco Systems.,Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA • 800-348-9843.541-459-4449•www.orenco.com
Rev.7.0,®03/17
Page 6 of 7
207 of 251

: : , . renco®
..r t
ry 3
SS
Instruction Set 7:Adhesive Selection and Quantities
Use the table below to select the correct adhesive and quantity for your grommet or riser installation(s). Be sure to check the expiration
date on the adhesive package. If the adhesive is expired, do not use it to install Orenco components.
Note:Before installing a riser on an Orenco riser-tank adapter with an adhesive not recommended in the table below, contact your
Distributor or Orenco.
Component Adhesive Type and Approximate Usage
MA8120 SA510 MA320 IPS 810 ADH100
300/300-mL cartridge 300/300-mL cartridge 7-oz(200-mL) 1-pint(473-mL) 10.2-oz(300-mL)tube
(600-mL total) (600-mL total) packet 1-quart(946-mL)
Grommets n/a n/a n/a n/a various quantities
Riser Tank FRTA36 1 cartridge` 1 cartridge* n/a n/a n/a
Adapters PRTA24 Yz cartridge' 16cartridge* 1 packet n/a 1 tube
PRTA24-2 >_Y2 cartridge` _.Y2 cartridge* n/a <1 pint n/a
PRTA30 <1 cartridge* <1 cartridge* 2 packets n/a 2 tubes
RRFTA24 Y2 cartridge* Y2 cartrdge` 1 packet n/a 1 tube
RRFTA30 1 cartridge* 1 cartridge* 2 packets n/a n/a
Indicates preferred adhesive for this application
Orenco Systems®,Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA • 800-348-9843•541-459-4449•www.orenco.com NIN-RLA-RR-1
Rev.7.0,®03/17
Page 7 of 7
208 of 251

Orenco
SYSTEMS
DuraFiberTM Access Lids
Applications
Orenco®DuraFiber Access Lids provide a secure,damage-resistant
covering for ribbed PVC and HDPE risers,pump basins,and access
ports.They are not recommended for vehicular traffic.24-inch(600-mm)
DuraFiber lids require an RLA24 adapter to mate to 24-inch(600-mm)
Perma-Loc" pipe.30-inch(750-mm)DuraFiber lids are not compatible
with 30-inch(750-mm)RLA Riser-Lid-Adapters or 30-inch(750-mm)
Perma-Loc pipe.For these products,use Orenco's FLF-Series lids.
General A
DuraFiber Access Lids are constructed of resin-infused fiberglass fabrics
for extreme durability and damage resistance,with breaking strengths in
excess of 20,000 pounds(9,000 kg).
They feature flat-style flanges for easier access,allowing clean,flush-to-
grade installations.They have cored centering rings for aligning lids with
risers.They also have urethane gaskets to help provide watertight seals.
DuraFiber Lids feature a non-skid surface for better grip and aesthet-
ics,a molded-in caution statement,and room for a customer logo.They
come with four 5/16-inch stainless steel flathead socket cap screws and
a hex key wrench.
Durafiber Lids are available with optional insulation,installed at the fac- B F7>i
tory or in kits that can be installed in the field. T I- C .1
Standard Models Materials of Construction:
FLD24G,FLD24GATX,FLD24GW,FLD30G,FLD3OGA1X,FLD3OGW
Lid Fiberglass reinforced polyester
Product Code Diagram Gasket Urethane
_ Centering ring core Structural foam
FLD Riser Lids Mounting hardware Stainless steel
FLD 24G(4)
Insulation(optional) Closed-cell foam
I Color and logo options:
Blank= green color lid Insulation mounting hardware Stainless steel
B = brown color lid
C =custom logo
ATX = Ad✓anTex®logo
W =warning label
Insulation Specifications
Blank= no insulation
12 = 2-inch(50-mm)insulation installed Model FLD24XX FLD30XX
14 = 4-inch(100-mm)insulation installed
A in.(mm) 26(660) 33(838)
Vent and filter options:
Blank= no vent or filer options B,in.(mm) 13. (38) 11/2(38)
V =vent
CF = carbon filter C,in.(mm) 231A(590) 29'1A(743)
Gasket options: Gasket width,in.(mm) 3A(19) 3A(19)
G = gasket(standard)
Blank= no gasket Bott hole diameter,in.(mm) 5/6(8) 5/6(8)
Lid diameter,in.(mm): Weight,lbs(kg) 11 5 20 9
24= 24(600) g O ( )
so= 30(750) Boft holes,per lid 4 4
DuraFiber-fiberglass lid
*Insulation has an R-value of 10 per 2-inch(50-mm)increment.
Orenco Systems®Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA•800-348-9843.541-459-4449•www.orenco.com NTD-RLA-FL-4
Rev.3.0,010/17
Page 1 of 1
209 of 251

Orenco Technical Data
SYSTEMS
External Splice Box
Applications General
The Orenco®External Splice Box attaches outside the access riser of an To specify the Orenco External Splice Box for your installation,require the
underground tank.It is engineered specifically for water and wastewater following:
treatment systems and is especially suited for use in locations prone to • Watertight for prolonged submergence per UL listing(Type 6P)
high groundwater and other wet conditions.Its separate conduit hubs,
large volume,and optional dividers make it useful for maintaining isolation • Attachment external to access riser to allow inspection with no need
of high and low voltage wires where needed.It has four cord grips which to open the riser lid
accommodate power cords for floats and pumps of 0.170-0.470 inches • Volume of 100 in.3(1639 cm3)for easy wiring access and to
(4.3-11.9 mm)in diameter.Unused cord grips can be plugged watertight accommodate multiple wiring configurations
with the supplied cord grip plugs.Each External Splice Box is provided with • Bottom entry,so conduit or direct-bury cable always remains below
a hole-cutting template to simplify installation on the riser and a 4-inch minimum burial depth
(100-mm)diameter grommet for the riser penetration.
• Molded of UL(f1) rated plastic,resistant to cold and UV exposure,
suitable for external applications
SBEX1-4, Use as Needed. • Optional divider plates available for isolating high and low voltage
wires from separate conduits or direct-bury cable
Standard Models
SBEX1-4,SBEX1-4-P
Product Code Diagram
SBEX1-4 -
y —
Blank=no divider plates
P =divider plates
External splice box
oil
..,.! a t
(11) The External Splice Box is molded
of a UL(f1)rated PVC alloy.It has
1111141, �r,�,.�,��� ,, a UL Type 6P listing for prolonged
""- submergence.
Orenco Systems®Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA•800-348-9843.541-459-4449•www.orenco.com NTD-SBEX-1
Rev.3.0,®10/17
Page 1 of 2
210 of 251

Orenco Technical Data Sheet ws # }° „ ° .,
'-
SYSTEMS
Physical Specifications Materials of Construction
Volume 100 in.3(1639 cm3) Splice box PVC alloy
Cord grips 4 per SBEX Cord grips Nylon
Cord grip plugs 3 per SBEX Cord grip plugs EPDM rubber
Cord diameters 0.170-0.470 in.(4.3-11.9 mm) 0-rings Buna rubber
accommodated Conduit hub plug PVC per ASTM D-1784
Conduit hubs 2 4-in.(100-mm)grommet* EPDM rubber
Conduit hub plug 1 'Grommet not shown in illustration below
Conduit sizes s/in.,1 in.(with coupling),Si in.(with fitting or bell end)
accommodated
Dia.of hole into riser 5 in.(127 mm),hole-cutting template included
H5.24 in.(133 mm) rr
Threaded
cap 8.25 in.(133 mm)
4.5 in.
(114 mm)
no i I, „ -, - -
al ,,
Cord grip Cord grips Cord grip Optional Conduit Optional
plugs(3) (4) plate divider hubs(2) divider
Conduit
hub plug(1)
NTD-SBEX-1 Orenco Systems®Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA•800-348-9843•541-459-4449•www.orenco.com
Rev.3.0,O 10/17
Page 2 of 2
211 of 251

5TF-N1S, 24 & 3D
FEATURES
Use as a security measure to keep
persons, especially children, from
accidental entry while systems are
being serviced or any other instance
where a cover is removed
Available to fit 18", 24", and 30"
diameter risers
o.
Open areas in web are large enough
1.f , _. to allow tanks to be pumped without
having to remove the security net
Installs easily in our segmented riser
� ,, and others
Aft
' Install safety net in all risers nor
l containing an inner lid.
-'_ Order part No.STF-N18
STF-N24
STF-N30
x
__,-
CAD detail drawing available in DXF format
'° """' RELATED PRODUCTS
( 5TF-CI24 page 5
we.,.. !
STE-NE34B SEGMENTED RISER STF-APC24G page 6
STF-APC24B page 6
STF-R8246 page 9
STF-AR24 page 9
STF-APC24GI-075 page 14
STF-APC2413I-075 page 14
STF-APC24GI-100 page 14
STF-APC24BI-100 page 14
STF-APL24G page 14
U.S.Patent Pending STF-APL24B page 14
PAGE
Toll Free 888-999-3290 Office 231-582-1020 Fax [phone] Email [e-mail] Web www.gag-simtech corn D
212 of 251

�renco� _ , , �
i
S Y S E rv1 S at tt ,Po, r .xi v _ 11,-,7rc1f ' : � �2 w a eo i....
�n r
8-in, to 15-in. Dia. Biotube Effluent Filters
Applications Standard Models
Orenco®8-inch to 15-inch Biotube®Effluent Filters are designed to FT0854-36,FT1254-36,FT1554-36,FT0822-14B,FT1254-36AR
remove solids from effluent leaving commercial septic tanks.They can be
used in new and existing tanks. Product Code Diagrams
FT 0 - 36 FTP 0854-36 NC
General TFl—
at switch bracket and slide rail options
Orenco®8-inch to 15-inch Biotube®Effluent Filters*are used to improve Blank= no options selected
the quality of effluent exiting a commercial septic tank.The Biotube A = float switch bracket
detins""°eel
cartridge fits snugly in the vault and is removable for maintenance,the cartridge height,in.(mm):
handle assembly snaps into the notches in the top of the vault,and the 36=36(914),standard
tee handle can be extended for easy removal of the cartridge.A"base 4usk 48'g2'9)n.(mm):
inlet"model(see p.2)is available for low-profile tanks.An optional slide o=so;52a
rail system,available on larger models,simplifies installation and provides 66=66(1676-mm)
tank access for servicing. Filter
rel08(z n.(mm):
00)
12=12(300)
15=15(375)
Filter mesh option:
Handle assembly - - Blank= %-in.(3-mm)filler mesh
�,I P = %s-in.(1.6rmm)filter mesh
Biotube*effluent filter
'I',' 'Minimum livid level no information:
Alarm float assembly 48-in.(1219-mm)housing for of 37-46 in.(940-1168 mm)
�' °' (ordered separately) 64-in.(1524-mm)housing for of 47-84 in.(1626-2134 mm)
tiff-in.(1524-mm)housing for MLL of 6484In.p 626-2134 mm)
�l. •
66-in.(1676-mm)housing for MLL of 85-112 in.(2159-2645 mm)
I t For 12-and 15-in.(300-and 375-mm)only;use slide rat option
when only one access is salable for the filter chamber
FT 22- 14BI 1
RBlanootk switch= no bracketop8ons and oselectverflowed plate options1.1
Pipe coupling
�' oho �r ____ A = float switch elbow installed
FS0 = overflow plate installed
Base inlet model
Biotubes 'j Cartridge height,in.(mm):
14=14(356),standard
1 !;,
1 Filter housing height,in.(mm):
Vault - 22=22(558),standard
Filter diameter,in.(mm):
Iltpr .- 08=8(200)
12=12(300)
Inlet holes ® � After mesh Wien:
Blank= Ve-in.(3-mm)filter mesh
P = '''fm-in.(1.6-mm)finer mesh
1 Biotube effluent fitter
Support coupling I lip
I . Materials of Construction j
„ r
11
1
Vault PVC
Pipe coupling PVC
Support bracket I
Cutaway view Side view Handle components PVC
Support coupling and bracket PVC
Biotube®cartridge Polypropylene and polyethylene
'Orenco'Biotube Effluent Filters are covered under multiple U.S.and international patents.
Note:Support coupling and support bracket are available on 12-inch and 15-inch filters only
Orenco Systems®Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA•800-348-9843.541-459-4449•www.orenco.com NTD-FT-FT-2
Rev.2.0,®03/17
Page 1 of 2
213 of 251

Orencoe Technical Data Sheet
SYSTEMS '
Air vents and discharge orifices
0 0
Air vent
® • Discharge orifice(s) 00 O
8-in.base 8-in. 12-in.to 15-in,
inlet models models models
• IEI
oho °°°°°°o
o°°°° °°°°°°°°A°° °e°
°°°�°0°°o°e e°A.°°°°
o °°�°°°°°°°°°o°°o o i
o°°$.°a oa o
A °vs oaoo 5°a a A �� 1
°° °?: ali, r. rmf;
off°°2°°°Pi Ai A' °° ,4 0 ilit :r c
°°°°°°°°°o°o°o°°o°° o A O
'0 °°,°�o X. °°a°°o' 0: . C D E f f
°°g°° °°� ° $5 in. ♦ ♦ ♦ . - ii- Ii. 1 r 11.5-in.
,I
14 B ►I • B •I
Standard model Base inlet model
Specifications
Model FT0854-36 FT0822-14B FT1254-36 FT1254-36AR FT1554-36
A-Cartridge height,in. 36 14 36 36 36
B-Nominal diameter,in. 8 8 12 12 15
C-Inlet hole height',in. 22 n/at 22 22 22
D-Vault base to invert height,in. 38 13 38 38 38
E-Vault height 54 22 54 54 54
Number of inlet holes 8 n/a 8 8 8
Inlet hole diameter,in. 1.375 n/a 1.375 1.375 1.375
Number of discharge orifices 2 1 1 1 1
Discharge orifice diameter,in. 1.125 1.750 2 2 2
Pipe coupling diameter,in. 4 4 4 4 4
Number of air vents 1 1 1 1 1
Air vent diameter,in. 0.75 1.750 0.75 0.75 0.75
Filter surface area',ft2 14.6 6.0 30.0 30.0 50.5
Flow area**,ft2 4.4 1.8 9.0 9.0 15.2
•Inlet hole height can vary depending on the configuration of the tank.Optimum hole height is 65-75%of the minimum liquid level.
t No inlet holes required,because influent enters between the vault base and the bottom of the filter cartridge.
.t Filter area is defined as the total surface area of all individual Biotubes°within the filter cartridge.
"Flow area is defined as the total open area(area of the mesh openings)of all the individual Biolubes within the filter cartridge.
NTD-FT-FT-2 Orenco Systems®Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA•800-348-9843•541-459-4449•www.orenco.com
Rev.2.0,®03/17
Page 2 of 2
214 of 251

asi
Biotube® Effluent Filters Orenco Systems
1-800-348-9843
Installation, Operation and Maintenance Instructions
FT08 Models and All Base Inlet Models
U.S. Patent Nos. 5294635/4439323
Installation Instructions:
The Biotube Effluent Filter is suspended in the septic tank by the 4"outlet pipe.The filter is composed of a
vault body that will be fixed to the discharge pipe and a removable cartridge that consists of the Biotube
filter cartridge and the extendible handle.
1. Test-fit the effluent filter on the 4"out-
let pipe without gluing. Make sure that
it fits plumb.
Any existing outlet tee will have to be _ -
removed.
2. Ensure sufficient clearance for trouble-
free servicing of filter cartridge. Install
assembly near the tank wall to reduce
any stresses that may be caused by
maintenance.
Sufficient room between the access
port and filter should be provided for
easy removal of solids from the tank.
The cartridge will need to be removed
and cleaned while the tank's solids
content is being pumped-out.
NIN-FT-FfM-1
Rev.1.3,012/02
Pagel of 4
215 of 251

Installation In tin ntin d stivc o s (continued)
1
3. Once the filter has been fitted properly,
apply primer and PVC cement to the �\
outside of the outlet pipe and the filter's yam/
4"outlet. Use a multipurpose cement if i
the outlet pipe is ABS. Do not use
primer on ABS. I !/
Optional:Stainless steel set screws
may be used instead of glue.
4. Slide the effluent filter onto the 4" pipe
and plumb vertically.
5. Hold the filter in position until the adhe-
sive has time to set(approximately 20 ,, /",
seconds). (,
\ \. f —�
6. Extend the handle of the cartridge to an I V
elevation above the top of the tank for
easy access. Use 3/4" schedule 40 PVC I ,
for extension.
Either use the stainless steel set
screws or glue the extensions in place.
i
NIN-FT-FTM-1
Rev.13,®12/02
Page 2 of 4
216 of 251

Installation Instructions (continued)
Optional
In existing tanks or in tanks with poorly
located access ports, it may be
necessary to extend the tank outlet
fitting by using a coupling. t1-11 / ) 0--
i LI
A coupling may also be needed to ,
bush from 3034 PVC to the schedule 040 outlet of the filter. Ii i
Maintenance Instructions:
1. Remove the filter cartridge by lifting it I ,, 61
out of the vault. I
. tr i
2. Spray the cartridge tubes with a hose
to remove material sticking to them. I
Make sure the rinse water runs back
into the tank. y`
-1
r
l
3. Inspect the vent hole and modulating
orifices. Spray them clear of any
debris.
Replace the cartridge.Be sure to snap
the cartridge back into the saddle holes (.1111%11-1111r111414-' '�. ,.
at the top of the cartridge vault. (1 r(D
o c
% coc�1c��J)
7 .
NIN-FT-FTM-1
Rev.1.3,©12/02
Page 3 of 4
217 of 251

Maintenance Instructions (continued)
4. An alarm is optional and will give notice that
the filter needs attention before the building -�
sewer backs up. 1
If you have an alarm,check to make sure it
is working by lifting the float switch and •
sounding the alarm.
5. Record that you have cleaned the filter and,
if applicable,checked the alarm.Also com-
ment any other observations about the tank
or system.
Make sure to clean up thoroughly when E
finished.
Inspection/ Maintenance
Date installed: Model Tank: Size:
Model: Single/Double Compartment:
Date Cleaned?
inspected yes no notes:
NIN-FT-FIM-1
Rev.1.3,012/02
Page 4 of 4
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Orenco Technical Data Sheet
SYSTEMS
AdvanTex® AX20 Textile Filter
Applications Features/Specifications
Orenco's AdvanTex®AX20 Treatment System*is an innovative technol- To specify this product,require the following:
ogy for onsite treatment of residential wastewater.The heart of the • Wastewater treatment to better than secondary treatment standards
System is the AdvanTex Filter,a sturdy,watertight fiberglass basin
filled with an engineered textile material.This lightweight,highly • Consistent treatment,even during peak flows
absorbent textile material treats a tremendous amount of wastewater • Timer operation for flow monitoring,flow modulation,and surge
in a small space.AX20 Treatment Systems are ideal for: control
• Small sites • Fixed film textile media(a polyester plastic),operated in an unsatu-
• System upgrades and repairs rated condition
• New construction • Consistent media quality
• Poor soils • Low maintenance beyond annual servicing
• Nitrogen reduction • Low energy consumption (under$1.45-4.86/month power cost at
national average electric rate of$0.10/kWh)
• Price-sensitive markets
• Complete pre-manufactured package, ready-to-install
• Pretreatment
• Watertight construction,corrosion-proof materials,tamper-proof lid
For sizing,see"AdvanTex®Design Criteria,"NDA-ATX-2. bolts
• Anti-flotation flanges
• Foam-core lid provides insulation value of R-6(RSI-1.1)
- • Quiet operation •
Standard Models
t AX20,AX2ON
Product Code Diagram
AX 20[ Series - - - -T
— — I Discharge pump voltage options:
Blank=120V
230V=230 V
Float switch options:
Blank=mercury float switches
MVF -non-mercury float switches
PVlJ height options:
Blank=57-in.(1448-mm)height
The heart of the AdvanTex®AX20 Treatment System is this sturdy,watertight fiber- 68 =68-in.(1727-mm)height
glass basin filled with an engineered textile material. Splice box options:
Blank=interval splice box
SX =external splice box
Physical Specifications** Treatment mode:
MODE1 A=mode 1,gravity discharge MODE3A=mode 3,gravity discharge
MODE1B=mode 1,pump discharge MODE3B=mode 3,pump discharge
Filter basin length.in.(mm) 91 2311 NSF approvaloptim:
g ( ) Blank=standard AdvanTex*system
N =NSF-certified AdvanTex.system
Width,in.(mm) 40(1016)
20 ft'(1.8 rill nominal treatment area
Height,in.(mm) 31 (787) AdvanTex.Treatment System
Area(footprint),ft2(m2) 20(1.85)
Filter dry weight,lb(kg) 383(174)
Covered by U.S.patent numbers 5,980,748;5,531,894;5,480,561;5,360,556;5,492,635;
and 4,439,323.Additional patents pending. AdvanTe0 Treatment System AXN Models meet the requirements of
Nominal values provided.See AdvanTex°Treatment System drawings for exact dimensions. 5r NSF-ANSI Standard 40 for Class I Systems.
`•sralnno�
Orenco Systems°•800-348-9843•[phone]•www.orenco.com NTD-ATX-AX-2
Rev.3°12/20
Page 1 of 1
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Installation
Manual
Adva nTex
AX2O Treatment Systems
Residential Applications
Orenco
Orenco Systems.Incorporate I
1-800-348-9843
[phone]
www.orenco.com
251

Orerico r
How To Use This Manual Page 2
Before You Begin Page 3
Septic Tanks Used in AX20 Treatment Systems Page 3
Standard System Components Page 4
Installation Overview Page 5
Installation Steps Page 5
Step 1: Review or Sketch Site Plan Page 6
Step 2: Make Excavation(s) Page 7
Step 3: Prep and Set Septic Tank and Pump Basin Page 8
Step 4: Install Tank Adapters and Risers(If Needed) Page 9
Step 5: Test Tank and Adapter Seams for Watertightness Page 9
Step 6: Prep and Set AX20 Unit Page 10
Step 7: Install Pump Package in Septic Tank Page 11
Step 8: Install Pump Package in Pump Basin Page 11
Step 9: Install Recirculating Splitter Valve(RSV) Page 12
Step 10: Connect Filtrate Return Line Page 12
Step 11: Connect Recirc Transport Line Page 12
Step 12: Connect Filtrate Discharge Line Page 13
Step 13: Install Passive Air Vent Page 13
Step 14: Mount and Wire Control Panel Page 13
Step 15: Perform Operational Test Page 14
Step 16: Backfill Installation Page 15
How To Use This Manual
This manual contains an Installation Overview and a set of Installation Steps.
• Installation Overview—This is a simple overview of the installation steps.It is a reference only; complete instructions are found in
the installation steps that follow.
• Installation Steps—This provides general instructions for each installation step,along with references to installation documents for
specific components.There are also steps in this manual covering operations performed before and after the AX20 unit is installed that
are necessary to successfully complete the installation.Many Orenco products come with installation instructions.All of these instructions
are also provided in hardcopy form in our Orenco Installer Binder.Contact your Distributor or Orenco for a copy of the binder,or find indi-
vidual instructions online in the Orenco Document Library at www.orenco.com.
You will find IMPORTANT information,Key Points,and Notes in this manual, marked with easy-to-see visuals:
© IMPORTANT—These point out potential hazards to equipment or people during and after the installation.
AKey Points—These are critical for a quality installation and must be completed in order for your installation to be successful.
liNotes—These cover useful information and tips that can help make your installation simpler or easier.They may also
provide information on variations in components or methods.
NIM-ATX-AX-1 Orenco Systems•,Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA • 800-348-9843•541-459-4449•www.orenco.com
Rev.5.0,0 03/17
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Orenco®
Y S T E M S
Before You Begin
Before you begin the installation,read this manual and any documents referenced in it.Also,be sure that the instructions for these products
are the most current ones available.Please note that you must perform the installation according to the current manual or the
AdvanTex® Treatment Systems Limited Warranty will be void.You can make sure your instructions are current by checking our online
Document Library at www.orenco.com.You'll save time and money on installation day,and you'll get fewer call-backs.
This manual provides basic information for installing AdvanTer AX20 treatment systems.It does not replace training or engineering plans.If
there are differences between your engineering plans and the instructions in this manual,contact your Designer or your local Dealer of Orenco
Residential Wastewater Treatment Systems.
If you are not an Authorized AdvanTex Installer,contact your local Dealer for training and authorization before installing this system.The
Dealer can provide technical support,training,and replacement components.To find the nearest Dealer,check the Distributor Locator page at
www.orenco.com.If there is no local Dealer,call Orenco Systems,Inc.at(800)348-9843 or+1 [phone].
© IMPORTANT
• The backwash discharge from a salt-type water softener MUST NOT be plumbed into an AX20 unit or the preceding septic tank.
•Failing to follow these instructions will void the system's warranty.
• Contact your Dealer if you have questions about any household plumbing arrangements that may interfere with the functioning of the
system.
Al Key Points:
• Inspect your order for completeness and inspect each component for shipping damage. If any of the order is incomplete or dam-
aged,contact your Dealer or Orenco.
• Check to be sure instructions and items supplied comply with your state and local regulations.
• Carefully read and follow all instructions.
• If you are not an authorized AdvanTex Installer, contact your local Dealer for training and authorization before installing this system.
Note:All pipe diameters provided are U.S. nominal IPS pipe sizes. If you are using metric pipe,you may need adapters to
connect to the U.S. fittings supplied with AdvanTex Treatment Systems.
Septic Tanks Used in AX20 Treatment Systems
Be sure that any septic tank used in an AX20 Treatment System meets the following conditions:
• The tank must be watertight and free of leaks.
• The tank must conform to the specifications of an authorized tank design for AdvanTex Systems. Call your local Dealer for specifics.
• The tank must meet all applicable regulatory requirements.
Orenco Systems°,Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA • 800-348-9843•541-459-4449•www.orenco.com NIM-ATx-Ax-�
Rev.5.0 0 03/17
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•FeflCO Installation Manual: AX20 Treatment Systems
SYSTEMS
Standard System Components
0 0 Septic tank inlet tee
I I 0 Septic tank(two-compartment tank shown)
0 Septic tank baffle wall
- �_®�®�1�®1O .Irig®_10_®_0_®_i 0 Flow-through port®-®-®-®-®-®-®-®-®-®-®-®-® 0 Biotube®pump package(pump vault,effluent
filter,float switch assembly,pump)
wit-It-®- - -10_r,0_,-®-10-®-®-®-® 1 0 O Recirc-transport line
0 Distribution manifold
_=110-®-®-0-0-0-0-4*-0-®-0-®-® 0 Filtrate return line
a --®-®-®-*-®-®-®-ft-®_®-®-®-®-® I t O Recirculating splitter valve(RSV)
m Filtrate discharge line
0 I____. I m Pump basin
0 Filtrate discharge pump package(flow inducer,
- - - - - - - - float switch assembly,pump)
0 Passive air vent
' ' ' ' m Splice box(es)(Orenco®SBEX shown)
0 Antibuoyancy flange(s)
I
I
0 ,01 0 m Access risers and/or lids
From y -:/ 0 # 410 1.4) jo.p�
residence " i�-�.
j y' m--, m y To
dispersal
Top view,Mode 1 AX20 system with unit,concrete tank,and discharge pump basin
Wpm
n
0_-4-
- 4 Glf t u 1,.,q)
1
141
.. .._ .,
®-1 a.'W—o .0 IF L:l. m m
■
- F 0 - se
I :. I
0 - I 00 ..0 I
-• `lfi.;
Side view Mode 1 AX20 system with unit,concrete tank,and discharge pump basin
NIM-ATX-AX-1 0renco Systems® Inc. 814 Airwa Ave. Sutherlin OR 97479 USA • 800-348-9843•541-459-444 •www r y y 9 .o enco.com
Rev.5.0,m 03/17
Page 4
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Installation Manual: AX: erenCO®
S Y S T EMS
Installation Overview
Step 1: Review the site plan.If there is no site plan,draw up a plan including locations,elevations,and distances.
Step 2: Make the excavations for the septic tank,pump basin,and AX20 unit.
lacNote: You can make all of the excavations at the same time, or you can excavate separately for the unit, the
basin, or both before installing them.
Step 3: Prep and set the septic tank and pump basin (if used)according to the manufacturer's instructions.
Note:If you are installing the pump basin in a separate installation,you can choose to prep and set it after testing
the tank and adapters for watertightness.
Step 4: Install the tank adapters (if necessary)according to the manufacturer's instructions and install the access risers.
Step 5: Test the tank and the adapter seams for watertightness.
AiKey Point:The tank and tank-to-riser connections must pass this test before you connect the AX20.
Step 6: Prep and set the AX20 unit.
Step 7: Install the Biotube®Pump Package in the septic tank's second compartment(or the second tank, in two-tank systems).
Step 8: Install the discharge pumping equipment into the pump basin (if used).
Step 9: Install the recirculating splitter valve(RSV) in the septic tank and install the split flow tee between the septic tank,the AX20
unit, and the pump basin or final discharge.
Step 10: Connect the filtrate return line from the unit to the RSV.
Step 11: Connect the recirc transport line from the Biotube pump package to the distribution manifold in the AX20.
Step 12: Connect the filtrate discharge line.
Step 13: Install the passive air vent on the AX20 unit.
Step 14: Mount,wire,and test the control panel.
Step 15: Perform an operational test of the AdvanTex System.
Step 16: Backfill the installation and secure the AX20 lid and all access riser lids.
Orenco Systems°,Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA • 800-348-9843•541-459-4449•www.orenco.com NIM-ATx-AX-1
Rev.5.0 0 03/17
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Orenco- Installation Manual: AX20 Treatment Systems
S v S T E M S
Installation Steps
Mode 1 Configuration Discharge to Step 1:Review or Sketch Site Plan
drainfield
T Check the site plan for the specifics of your installation.
Wire
Concrete - - - - - -ru-n- A
tank I Key Points:
Pump •
vault1 II • If you're installing the AX20 unit more than 20 ft(6 m)from the septic
grA olim a basin I • Confirm the treatment mode (Mode 1 or Mode 3) of the AdvanTex sys-
Air vent te I
1411
I tem you are installing before beginning the installation.The treatmentY nitrogen4
AdvanTex mode is based on the system's reduction requirements. For
unit
( I more information, contact your Dealer.
`. Inlet _a
I I Step la: Detailed Site Plan Provided
Filtrate 1
return Wire' Make sure that the site plan matches the site. If it doesn't,contact the
1
runs' designer or engineer before you schedule the installation.
f
Step 1 b: Plan Of Limited Detail Or No Site Plan Provided
Cleanout , If you only have a plan of limited detail or no site plan,contact your Dealer
(� O ,
IN Control panel Will-; h for assistance.
Post 121 Cr !
�, Ai Key Points:
f -- /mil /e'
House • A minimum fall of inch per foot(20 mm per m or 2%)is required ...
Sample sketch of a Mode 1 configuration system layout — From the invert of the AX20 filtrate outlet to the invert of the RSV's inlet.
— From the invert of the RSV's outlet to the invert of the pump basin's inlet
Mode 3 Configuration Discharge to (on systems with pump basins).
drainfield • If you are using a concrete tank or you are using an Orenco fiberglass
t tank without a tank saddle,calculate how high the unit needs to sit
Concrete - - _ _ wire above the inlet on the RSV split flow tee.Variables include:
tank ^run ''t - Length of the filtrate return line 1
I r `"� Type of tank being used
• vau t z: } -Tank adapter style
,,,,,
Elevation of the RSV penetration in the access riser
Filtrate / Air vent 0 - Final grade of the site
return` AdvanTex • The bottom of the AX20 lid must sit at least 2 inches(50 mm)above
y unit
Inlet =9 final grade.
Pump • An AX20 unit can be placed in several different positions in relation to
basin ) the septic tank. If you have questions about unit placement, contact
RSV
your Dealer before continuing.
:i
I tWire • The filtrate outlet and the recirc inlet are typically installed on opposite
1 runs ' •
sides of the AX20 unit.
I • Sketch the exact positions of the system components,pipes,electrical
Cleanout I I I conduits,etc.Account for current and likely future landscape features
�� Control panel--.' in the sketch. (For control panel installation,see EIN-CP-GEN-1, Panel
Post— ( * Installation.)
f1' --,,- vs: Note:If you have any questions about the key points of planning
House this installation,please contact your Dealer.
Sample sketch of a Mode 3 configuration system layout
NIM-ATX-AX-1 Orenco Systems°,Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA • 800-348-9843•541-459-4449•www.orenco.com
Rev.5.0,0 03/17
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i

Installation Manual:AX20 Treatment Systems erenCO°
S V S T EMS
Installation Steps
Step 2:Make Excavation(s) " `
,1,-,''.,1 -'..A
Consider the necessary elevations,offsets,and grade requirements for the ;;.;P'.-ri. r
septic tank,AX20 unit,and discharge pump basin.
}Step 2a:Excavate the septic tank hole.Follow the manufacturer's instructions. ' , .
• For Orenco fiberglass tanks,see NIN-TNK-1, Fiberglass Tank Burial. i Jam, ;
Step 2b: Excavate the pump basin hole or discharge tank hole,if necessary. yr'`a4c }... -
Follow the manufacturer's instructions. — -
,i 1 - •ir+ s •_
• The pump basin can be placed in the same excavation as the septic ;+
tank,if there is enough room. .
• If needed,you can make the pump basin excavation after you have �_. "1.•••
prepped and set the tank. .•
• For Orenco PVC pump basins, see NIN-PB-1, PVC Basin Installation.
A Key Point A minimum fall of IA inch per foot(20 mm per m or 2%) %' ".y _ _ °QA
is required from the invert of the AX20 filtrate outlet to the invert of
O.0.6
the RSV's inlet and from the invert of the RSV's outlet to the invert �0''�`
6 in.(150 mm)
of the pump basin's inlet or discharge tank's inlet. .—..--i'clearance all sides'i . �;
.'d'• \of the pump basin; d
Step 2c:Excavate the AX20 hole,if it's being installed in a separate excavation. l .1 0.-,
• If needed,you can make the AX20 excavation after you prep and set the • >o.' j .'.
tank and (if your system includes one)the pump basin. ' o• a o•' JT o' o•— � 0
• Excavate a hole 8.5 ft x 4.5 ft(without antiflotation flanges)or 6 ft(with Example discharge basin hole(separate excavation)
antiflotation flanges) x up to 28 in.deep[2.6 m x 1.4(or 1.8 m) x 0.7 m], o • b, .-.„2,,, •
O Oo.•o• • .,0 <
depending on the fall necessary to meet requirements. o . Vc,.
• For information on installation configurations or methods not included ® b,� Length: ��.0
in this manual,contact your Dealer. 8.5 ft(2.6 m) ,
Al Key Points: .. `
•'
• A minimum fall of IA inch per foot(20 mm per m or 2%)is required from ° •,,,
the invert of the AX20 filtrate outlet to the invert of the RSV's inlet. I r l''
,. Width: ;:
• Allow at least 44 inches(1.1 m)between units in systems with multiple units. 0 4.5 ft(1.4 m)
• Antiflotation flanges are... without antiflotation
—Recommended if the AX20 unit isn't attached directly to the tank. p• 6rft(1.8 m)
Required if groundwater could be present in the AX20 excavation at any with antiflotation °.
time,or if surface runoff could fill the excavation at any time,resulting in `•.' t:•'`
a"bathtub"effect. �'
•!J c�.i '� „�J •<�O '" „�J `.cam
• If you have questions about the need for antiflotation flanges,contact your Excavation length and width for AdvanTex units
Designer or a qualified engineer. (separate excavation)
; o
°° Depth:
up to 28 in.(0.7 m), oC
depending on required fall •
Excavation depth for AdvanTex units(separate excavation)
Orenco Systems°,Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA • 800-348-9843•541-459-4449•www.orenco.com NIM-ATX-AX-1
Rev.5.0 0 03/17
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Orenco '-� ! Treatment Systems
S v STEMS
Installation Steps
<. . '
Step 2:Make Excavation(s), cont.
Apt w Step 2d: Make sure the bottom of each excavation is stable,smooth,level,
-— — * AIP - , 'g and free of debris, rocks,and sharp objects.
- - Step 2e:Bed the tank and pump basin. Follow the manufacturers' instructions.
• For Orenco fiberglass tanks,see NIN-TNK-1, Fiberglass Tank Burial.
��,rOlik',:,. • For 0renco PVC pump basins,see NIN-PB-1, PVC Basin Installation.
tIotIt `
;;- - '�'- A KeyPoints:
.:- °��
r
_ • If the bottom is uneven or rocky,over-excavate the hole and lay a
l`:- 4-inch (100-mm) bed of sand or pea gravel and compact it to make an
- .! h3:..s S 4 0.r-
`0, . ,'' even,smooth surface.
ix :wri
,r. - .r -• .....:.is. • For unstable soil (peat,quicksand, muck,soft or highly expansive clay,
`* ' etc.),over-excavate the hole by 6 in.(150-mm)and set a firm,6-in.
.0`?'4' 1 - - .: (150-mm)compacted base of s%2-to s 3/4-in.(13-to 19-mm)aggregate
or pea gravel.
• . , • If you have doubts about the soil's stability,contact a qualified engineer
or professional.For extremely unstable soil, contact a qualified engineer
for recommendations on stabilizing the excavation before you continue.
� Step 1Prep and Set Septic Tank and Pump Basin
' \ Lightly moisten fill material
o 7(if necessary) Step 3a:Prep and set the septic tank.Follow the manufacturer's instructions.
�'o ' • For Orenco fiberglass tanks,see NIN-TNK-1, Fiberglass Tank Burial.
Mechanical
o .'d • compactor IMPORTANT Take care to keep everyone clear of the excavation
4 0 \\ when placing the tank and pump basin!
o . ...y_ —
'.� '6\.. A Key Point:Set the tank at the correct depth to connect to the
2 o ; i\\\ MIsewage inlet.
L.0 "(
' ! \, .. \% \ = Step 3b: Prep and set the pump basin.Follow the manufacturer's instructions.
o • d ' ` — •• If necessa
4 'Q i' t � ry,you can set and prep the pump basin at any time before
"off< i prepping and setting the AX20 unit.
o.� i / - • For Orenco PVC pump basins, see NIN-PB-1, PVC Basin Installation.
I
o : .' � —Tank midseam- © IMPORTANT It is critical for system operation that you set the basin
Po ‘\ with the RSV penetration correctly aligned and at the correct height!
� Backfill in �
' Step 3c: Partially backfill the septic tank(and pump basin, if it is in the
(400-mm) same excavation). Follow the manufacturers' instructions.
lifts • For Orenco fiberglass tanks,see NIN-TNK-1, Fiberglass Tank Burial.
• For Orenco PVC pump basins,see NIN-PB-1, PVC Basin Installation.
Haunch `�
zone __ A Key Point:If the tank and basin are in the same excavation,only
backfill around the pump basin to just below the bottom of the
basin inlet hole until you've plumbed the basin.
Partially backfill septic tank(Orenco fiberglass tank shown);
from NIN-TNK-1,Fiberglass Tank Burial.
NiM-ATx-Ax-1 Orenco Systems.,Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA • 800-348-9843•541-459-4449•www.orenco.com
Rev.5.0,0 03/17
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Installation Manual:AX20 Treatment Systems Orenco
SYSTEMS
Installation Steps
Step 4:Install Tank Adapters and Risers (If Needed)
Step 4a:Install the tank adapters if they haven't been installed.Follow the
manufacturer's instructions.
• For Orenco PRTA24 or PRTA30 Tank Adapters,see NIN-TA-PRTA-2,
PRTA24 and PRTA30 Tank Adapter.
• For Orenco RRFTA or RRFTA30 Tank Adapters,see NIN-TA-RRFTA-1,
RRFTA and RRFTA30 Tank Adapter.
• For Orenco FRTA30-FRP Tank Adapters,see NIN-TA-FRTA-1,
FRTA30-FRP Tank Adapter.
Install the access risers. a
Step 4b: Install the access risers, if they haven't been installed,as well as
any necessary grommets and splice boxes.
• For installing grommets in access risers and installing risers onto Orenco
tank adapters,see NIN-RLA-RR-1, PVC Riser Installation.
• For Orenco external splice boxes,see NIN-SB-SBEX-1, External Splice Box.
• For Orenco internal splice boxes,see NIN-SB-SB-1, Internal Splice Box.
AKey Points:
• Watertight seams and penetrations are critical for proper performance.
• Before installing the risers,make sure that...
All risers are the correct height—the recommended riser height is
2 inches(50 mm)above final grade.
All riser penetrations are at the correct height for the connections.
-The RS3 flanged coupling is installed in the correct riser and the riser
with the RS3 flanged coupling is being installed over the correct tank
access hole.(See NIN-RSV-3, Recirculating Splitter Valve.)
-All riser penetrations are aligned correctly.
• After installing the risers,make sure that...
All adhesive seams are free of voids,with smooth,continuous fillets.
The adhesive is set before continuing. o
Step 5: Test Tank and Adapter Seams for Watertightness
Step 5a:Test the tank's watertightness. Follow the manufacturer's instructions. _ Access riser
• Some manufacturers require you to partially or fully backfill around the
tank before testing for watertightness. Fill the tank to a ;—
level 2 in.(50 mm) ;—
Step 5b:Test the tank-to-riser adapter seams for watertightness. into the riser. ;-
• Use NIN-RLA-RR-1,PVC Riser Installation instructions to test the seams _ E f_ 2 in.
between the access riser,tank adapter,and tank for watertightness. i (50 mm)
ATank brim
Key Points:
• The seams between the access riser,tank adapter,and tank must all pass
the watertightness test before you continue.
• Follow all applicable regulations for watertightness testing. Test seams for watertightness(Orenco fiberglass tank shown),
from NIN-RLA-RR-1,PVC Riser Installation.
Orenco Systems•,Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA • 800-348-9843•541-459-4449•www.orenco.com NIM-ATX-AX-1
Rev.5.0 6 03/17
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Orenco Installs ' 0 Treatment Systems
S Y S T _ %1 S
Installation Steps
Step 6:Prep and Set AX20 Unit
To prep and set the AX20 unit,find the correct sub-step below. If you don't
see your application listed,stop and contact your Dealer before continuing.
IIII • Attaching antiflotation flanges to the unit ...see Step 6a.
Use the bracket • Setting the unit in its own excavation ...see Step 6b.
i holes as pilots to drill
through the flange. • Setting the unit over the tank, unattached ...see Step 6c.
ii • Attaching the unit to the top of an Orenco fiberglass tank...see Step 6d.
�� `
Key Points:
1 :- --. 1111k
• For all AX20 installations,a minimum fall of in.per ft(20 mm per m or
2%)is required from the invert of the AX20's filtrate outlet to the invert of
t , the RSV's inlet.
ush bolts in from under flange. • The AX20 lid's bottom must be at least 2 in.(50 mm)above finished grade.
• An AX20 weighs about 350 lb(160 kg) dry.
1 © IMPORTANT:0/1:,
- —4'
•Always make sure the lid is bolted down before lifting the AX20 unit.
•Orenco strongly recommends using an excavator and lifting straps to lift
A ; and move the AX20 unit.
s.� •, l •Never wrap lifting straps around the antiflotation flanges.See Photo 6b,
a , • _ , -'- "Lift the AX20 unit"for the correct way to lift the unit.
r •Keep everyone clear of the excavation when placing the unit.
r ,,:.,, . . Step 6a: Attaching Antiflotation Flanges To The Unit
r h 1.Set the unit on a raised surface with access to the unit's underside.
2.Align the flanges with the pre-drilled brackets on the bottom of the unit.
a ift the Ax20 unit 3.Use the bracket holes aspilots to drill 17/64-in. -mm holes in the flanges.
n ) 9
4.Attach the flanges to the brackets with the included hardware.
0
Step 6b: Setting The Unit In Its Own Excavation
Riser Riser 1: Make sure the AX20 unit's lid is bolted down.
JJT�� + 2: Lift and lower the unit into position.
AX-20 3: Make sure the unit is aligned correctly and that it is level.
unit Step 6c: Setting The Unit Over The Tank,Unattached
1:Follow the tank manufacturer's instructions for backfilling the tank.
x Concrete • For Orenco fiberglass tanks, see NIN-TNK-1, Fiberglass Tank Burial.
11-
tank
Compacted bed N" . 2: Place and compact a bed of crushed rock,soil,or sand on top of the tank.
• The bed has to be thick enough to provide the correct fall from the
Place the AX20 unit on the bed of crushed rock,soil,or invert of the AX20 filtrate outlet to the invert of the RSV's inlet.
sand on top of the concrete tank.
3: Make sure the AX20 unit's lid is bolted down.
4. Lift and lower the AX20 unit into position.
5: Make sure the unit is aligned correctly and that it is level.
NIM-ATX-AX-1 Orenco Systems•,Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA • 800-348-9843•541-459-4449•www.orenco.com
Rev.5.0,0 03/17
Page 10
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Orencc
S V S T EMS
Installation Steps
Step 6:Prep and Set AX20 Unit, cont.
Step 6d:Attaching The Unit To An Orenco Fiberglass Tank -
1: Install the tank saddles if they aren't already installed on the tank.
• For Orenco tank saddles,see NIN-SAD-2, Two-Piece Fiberglass Tank
Saddle Installation.
2:Set the unit on a raised surface with access to the unit's bottom.
' Apply adhesive o the saddles'bonding surfaces
3:Sand the unit's bottom surface where it will rest on the saddles.
4:Wipe the unit's and saddles'bonding surfaces with acetone and a clean cloth.
5:Apply a bead of methacrylate adhesive to the saddles' bonding surfaces. •
6:Lift and lower the AX20 unit into position.
7: Make sure the unit is level and fully seated on the saddles.
Step 7:Install Pump Package in Septic Tank
Install the Biotube®pump package components in the septic tank. [-A
Step 7a: Install the pump vault. Make sure the AX20 is level and fully seated on the saddles.
• For PVU and PV series pump vaults,see NIN-PVU-1, Biotube Pump Vault 4-inch pumpand discharge
9
Installation. 0 :j plumbing assembly
Step 7b:Install the pump and discharge plumbing assembly. 1[ Y�,t� iI r=
1
• For HV-style discharge plumbing,see NIN-HV-1, Pump and Discharge 9 r
Plumbing. `--Pump vault
("earless"PVU model shown)
Step 7c: Install the float switch assembly.
• For installing float switch assemblies,see NIN-MF-1, Float Switch
Assembly.
j Discharge plumbing assembly
Step 8:Install Pump Package in Pump Basin
If your system includes a pump basin,install the pump package now. Biotube®filter cartridge
Key Point A minimum fall of/a inch per foot(20 mm per m or 2%) handle
is required from the invert of the RSV's outlet to the invert of the
Float switch assembly
pump basin's inlet.
Step 8a: Install the pump and discharge plumbing assembly.
• For HV-style discharge plumbing,see NIN-HV-1,Pump and Discharge Pump vault
Plumbing. fearless"PVU model shown)
Step 8b:Install the float switch assembly.
• For float switch assemblies,see NIN-MF-1, Float Switch Assembly,
Biotube®filter cartridge
Step 8c:After you've installed the pump package components,test the
pump basin for watertightness.
• For Orenco PVC pump basins,see NIN-PB-1, PVC Basin Installation. _
Sample pump package installation(top and side view)
Orenco Systems°,Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA • 800-348-9843•541-459-4449•www.orenco.com NIM-ATX-AX-1
Rev.5.0 0 03/17
Page 11
230 of 251

•renco®
SYSTEMS
Installation Steps
' Step 9:Install Recirculating Splitter Valve (RSV)
o e Install the RSV in the first septic tank's second compartment or in the second
C
F. septic tank's inlet riser(Mode 1),or in the first septic tank's inlet riser(Mode 3).
• If you are unfamiliar with the terms"Mode 1"and "Mode 3,"or if the
Mode 1 RSV30 installed design doesn't state the mode for the system,stop and contact the
�--�� Designer or the Dealer.
d
• For RSVs in residential AX20 applications,see NIN-RSV-3,
Recirculating Splitter Valve Installation.
• To determine the correct stinger length,see NIN-ATX-DA-1,
Float Switch and RSV Settings.
• For RSVs in commercial AX20 applications,contact your Dealer.
U
© IMPORTANT
• It is critical for system operation that...
0• 1` — The split flow tee is correctly aligned and at the correct height'
~ " — The eccentric couplings are installed with their offset openings at the
invert of the split flow tee.
The stinger length is correct.
.. •Use an all-purpose ABS/PVC transition cement to join ABS and PVC parts.
: •• 2 Step 10: Connect Filtrate Return Line
onnect the filtrate return line. r�-� ` Step 10a: Dry fit the filtrate return plumbing between the filtrate return on
the AX20 unit and the split-flow tee on the RSV.
• Use 2-inch nominal (50-mm DN) PVC pipe and fittings as needed.
AlKey Point:Maintain a minimum fall of IA inch per foot(20 mm
per m or 2%)from the invert of the AX20 filtrate outlet to the
invert of the RSV's inlet.
♦•Inlet cross
(possible inlet location) Step 10b: Mark the correct lengths and fall angles on the pipe and fittings.
Step10c: Disassemble the plumbingand as needed for good fit and fall.
adjust
Filtrate return Step 10d: Glue and refit the filtrate return line's pipe sections and fittings.
411W- IMPORTANT Use an all-purpose ABS/PVC transition cement to join
ABS and PVC parts.
Step 11: Connect Recirc Transport Line
Vent
- Step 11 a: Dry fit the recirc transport line plumbing between the septic
0 tank's outlet and the inlet of the AX20's distribution manifold.
Top view of pod • Use 2-inch nominal (50-mm DN) PVC pipe and fittings as needed.
Step 11 b: Mark the correct lengths on the pipe and fittings.
Filtrate return Recirc transport line Step 11 c: Disassemble the plumbing and adjust as needed for good fit.
Step 11d: Glue and refit the recirc transport line's pipe sections and fittings.
Recommended position of recirc transport line
NIM-ATX-AX-1 Orenco Systems°,Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA • 800-348-9843•541-459-4449•www.orenco.com
Rev.5.0,0 03/17
Page 12
231 of 251

Installation Manual: AX20 Treatment Sy °renCo.
TEMS
Installation Steps
Step 12: Connect Filtrate Discharge Line
Step 12a: Dry fit the filtrate discharge plumbing between the RSV's split-flow
tee and the transport line to dispersal or the pump basin's inlet(if equipped). fA
Key Point:Maintain a minimum fall of 1/4 inch per foot(20 mm
per m or 2%)from the invert of the RSV's outlet to final dispersal ....��rs = y
or the invert of the pump basin's inlet(if equipped). :
Step 12b: Mark the correct lengths and fall angles on the pipe and fittings.
-�`- ,
Step 12c: Disassemble the plumbing and adjust as needed for good fit and fall. --�- -
Step 12d: Glue and refit the filtrate discharge line's pipe sections and fittings. --
© IMPORTANT Use an all-purpose ABS/PVC transition cement to join
ABS and PVC parts.
Step 13:Install Passive Air Vent ® II
Use 2-inch (50 mm) PVC pipe to connect the unit's passive air vent to the
2-inch (50 mm)vent fitting that protrudes from the side of the AX20 unit. Passive air vent
• The air vent can be installed up to 20 ft(6 m)away from the AX20 unit,
preferably near a wall or other location that will protect it from damage.
• The air vent can be hidden by shrubbery or landscaping,and it can be
painted to better blend in with landscaping.
AKey Point Make sure that... AX20 unit
The vent line slopes back toward the unit a minimum of 1/4 inch per
foot(20 mm per m)for proper drainage.
-There are no"bellies"in the line that can collect water.
The vent's top is a minimum of 3 inches(75 mm)above final grade.
Step 14:Mount and Wire Control Panel
0: Note:Installation instructions,schematics,and wiring diagrams for
the specific treatment system are included with each panel.If any of
these are missing,contact your Dealer for a replacement.
Step 14a: Mount the panel using the instructions that came with it.
© IMPORTANT
•DO NOT mount the control panel on an exterior wall other than a garage
or shop wall!The motor contactor makes a sound while engaging and
disengaging that can be disruptive to residents.
• This step should be performed by a licensed and qualified electrician.
AKey Points:
• Follow all applicable regulations for placement of the control panel.
• Mount the panel in a service-friendly location within sight of the tank.
Orenco Systems°,Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA • 800-348-9843•541-459-4449•www.orenco.com NIM-ATX-AX-1
Rev.5.0 0 03/17
Page 13
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CrenCO- Installation Manual: AX20 Treatment Systems
Installation Steps
Step 14:Mount and Wire Control Panel, cont.
Step 14b: Route and install any necessary electrical conduit.
Step 14c: Route wires and connect the panel,pump,float switches,and other
equipment shown in the instructions and schematics into the control panel.
© IMPORTANT Follow all applicable regulations and electrical codes.
AKey Points:
• Use watertight wire connectors to avoid electrical shorts and other issues.
• Be sure to seal the conduit at the control panel and at the splice box
with UL-listed sealing foam, putty,or silicone sealant.
Step 15:Perform Operational Test
ith, . *"'
ir, IMPORTANT
•Before using a generator to operate one or more pumps,contact your
Dealer to make sure it can supply sufficient starting amperage to the
- pump(s).
•Always make sure there is enough water in the septic tank to safely run
- - the pump—at least 4 inches(100 mm)above the bottom float switch.
- •For Mode 1B and Mode 3B systems, fill the pump basin with water until
• - the water level is just under the lowest float.
Step 15a: Disconnect the manifold union.
Step 15b:Toggle the recirc pump"AUTO/OFF/MAN"switch to"MAN"for
5-10 seconds to flush any debris out of the transport line.
Step 15c: Reconnect the manifold union and hand-tighten it.
7`1 `"'' Step 15d: Open all of the ball valves on the distribution manifold laterals.
,-f ,
- Step 15e:Toggle the recirc pump"AUTO/OFF/MAN"switch to"MAN"for
5-10 seconds to flush any debris out of the manifolds.
Step 15f: Close the ball valves.
Step 15g: Remove orifice shields from several nozzles and use a
9tape
measure to find out the squirt height from each.
• The squirt height should measure approximately 3-5 ft(0.9-1.5 m).
• If the squirt height isn't at least 3 feet(0.9 m),
- Check for debris,breaks,or closed valves.
- Check the required voltage on the pump to be sure the pump has
enough power.
• If the system doesn't pressurize correctly,contact your Dealer.
Step 15h: Return the recirc pump"AUTO/OFF/MAN"switch to"AUTO."
Step 15i: If necessary, refill the tank past the inlet holes on the pump vault.
NIM-ATX-AX-1 Orenco Systems®,Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA • 800-348-9843•541-459-4449•www.orenco.com
Rev.5.0.O 03/17
Page 14
233 of 251

Orenco®
S Y STEMS
Installation Steps
Step 16:Backfill Installation
1s
Key Points:
• Do not alter the slope of pipes during backfilling.Brace them or place them
on compacted beds and then carefully fill around them.
• Before backfilling, make sure all lids are bolted down.
Step 16a: Finish backfilling the tank excavation if it isn't done yet.Follow the
manufacturer's instructions.
• For Orenco fiberglass tanks,see NIN-TNK-1, Fiberglass Tank Burial v •
© IMPORTANT Attaching the AX20 unit to an Orenco fiberglass tank Do not alter the slope of pipes during
adds to the tank's buoyancy.In noncohesive soils,*this means a hackfilling and compacting.
concrete antiflotation collar has to be installed around the tank's mid-
seam. Contact your Dealer or a qualified engineer if you are unsure
whether a concrete collar is needed.
Step 16b: Backfill the pump basin if it hasn't been done yet.
• For Orenco PVC pump basins, see NIN-PB-1, PVC Basin Installation.
Step 16c: Backfill and compact around the AX20 unit in 12-in.(300-mm) lifts.
Key Points:
• Do not use native material to backfill if it is primarily sand; very soft or
highly expansive clay; or if it contains debris, large (>3A-in.or 19-mm)
rocks,sharp rocks, peat, or muck. In these cases, use s 3/4-in. (s
19-mm) rounded gravel,crushed stone,or pea gravel as fill material.
This material should be washed,free-flowing, and free of debris.
• In noncohesive soils*with high seasonal water tables, use 3A-inch
crushed rock as the backfill material.
• Do not backfill with sand.
Step 16d: Compact the fill thoroughly with a mechanical compactor.
Ai Key Points:
• The bottom of the AX20 lid should sit 2 inches (50 mm)above final
grade.
Step 16e: Close and secure the AX20 unit's lid.
Step 16f:Secure the access lids on the tank and pump basin (if used).
Step 16g: Before the system goes into use,contact the system's Service
Provider and complete the system start-up together per AIM-OM-ATX-1,
AdvanTex O&M Manual:Start-Up and Routine Maintenance.
*As described in OSHA Standards(29 CFR,Part 1926,Subpart P,Appendix A),noncohesive soils
or granular soils include gravel,sand,or silt with little or no clay content.Granular soil cannot be
molded when moist and crumbles easily when dry.Cohesive soils include clayey silt,sandy clay,
silty clay,clay,and organic clay.Cohesive soil does not crumble,can be excavated with vertical
sideslopes,is hard to break up when dry,and when moist,can be rolled into threads without
crumbling.For example,if at least a 2-inch(51-mm)length of 1/8-inch(3-mm)thread can be
held on one end without tearing,the soil is cohesive.
Orenco Systems•,Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA • 800-348-9843•541-459-4449•www.orenco.com NIM-A7x-Ax-1
Rev.5.0 0 03/17
Page 15
234 of 251

Installation
Manual
AdvanTex®
AX2O Treatment Systems
Residential Applications
04,
AdvanTex Treatment System AXN
Models meet the requirements of NSF/ANSI
Standard 40 for Class I Systems.
C 0 US
LISTED
Australian
Standard
Orenco
Orenco Systems.Incorporated
1-800-348-9843
[phone] NIM-ATX-AX-1
Rev.5.0,O 03/17
www.orenco.com Orenco Systems®,Inc.
235 of 251

Orencoy
s y s T E r.t 5 ' ' ..... . ., _
Orenco® UV Disinfection Unit
Applications General
The Orenco®UV Disinfection Unit is designed for use in residential Treated effluent flows by gravity through the contact chamber and
applications after advanced secondary treatment(10 mg/L cBOD5 around the UV lamp where it is disinfected in a 360-degree contact
and TSS)when disinfection is required before dispersal. zone.The unit uses no chemicals and has no moving parts.ft requires
i It requires installation inside a pump or gravity discharge basin or in a annual cleaning and lamp replacement.
separate tank following an advanced secondary treatment system. In side-by-side NSF®testing,the Orenco UV Disinfection Unit reduced
bacteria by 99.999%(5 logs),meeting or exceeding the performance
;, a of other residential UV disinfection units.
i The Orenco UV Disinfection Unit comes with a power ballast and a
-1-' 1:-' ' '1 MI+..,_ Orenco®UVIB lamp current sensor,housed in an Orenco control panel to protect the
4,n , ,q z114 control panel UV units electronic components.The control panel is installed exter-
�-» (shown open) nally,outside of the wet well,
• Features/Specifications
• UL-recognized for US and Canada
• Bacteria reduced by 99.999%(5 logs)
Power cord
Cord grip • Flow path designed for maximum contact time between effluent and
lamp
Vented lamp
handle • Components designed to work together—no piecemeal disinfec-
r outlet tion assemblies and wiring
3-in.(80-mm) _I • Teflon sleeve to protect lamp and minimize buildup and service
quick-disconnect cou- x intervals
piing(2 pieces) _ �- ,
` • Quick-disconnect fitting for easy inspection and unit cleaning
• Power ballast and lamp current sensor housed in a control panel
Inlet (not in a wet well)to minimize corrosion and failure due to environ-
' mental exposure
Contact s
Standard Models
chamber UV-125/31-UVIB,UV-125/31-UVIBSUB
k Product Code Diagram
Teflon®sleeve •
I .
UV - 125/31 - -
Power cord length:
Blank= 25 ft(7.62 m)
UV lamp 50 = 50 ft(15.2 m)
Control panel options:
Il IMB =panel with audible and visible alarms
IMBSUB=sub-panel for use with separate control panel
Flow-through IILamp length:
spacer i 31 =31 in.(787 mm)
i Lamp output at 1 meter:
125=125 µW/cm2
Orenco®UV Disinfection Unit,Cutaway View Orenco W disinfection unit
C%US UL-recognized
Orenco Systems Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA•800-348-9843•541-459-4449•www.orenco.com NTD-UV-0SI-1
Rev.2.0,m 03/17
Page 1 of 2
236 of 251

„,_. .
Orenco® Technical Data Sheet sm
SYSTEMS I
0 • Materials of Construction
Panel endosure W-resistant fiberglass,UL Type 4X rated
Hinges and latches Stainless steel
[II
Cord grip Nylon
Contact chamber 3-in.(80-mm)diameter Sch 40 black ABS
Inlet tee 3-in.(80-mm)Sch 40 blackABS
. Other fittings Black ABS
o
,•MNIONIMMIIIMM=� l•, Quick-disconnect Black ABS
coupling
Orenco UVIB Control Panel 1Y2-in.IPS outlet Black ABS
(Shown Opened)
Lamp assembly seal EPDM rubber
Lamp sleeve Teflon®
S
Specifications
IPanel Dimensions,in.(mm)
T fil
Height11.5(290)
1 �� \ r Width 9.5(240)
A0 ;u/ 1 ' C i' Depth 5.4(135)
T i I'—i UV Unit Dimensions,in.(mm)
B , A 5.63(143)
Orenco UV Disinfection Unit B 10.06(256)
(Top View)
C 1.50 IPS(40 DN)
D 42.25(1073)
D E 38.56(979)
E F 34.50(876)
F Inlet-to-outlet fall 0.50(13)
UV Unit Performance
Typical contact chamber 276,000 µWs/cn2 at 1 gpm(0.06 Usec)
UV dose(65%trans- 55,000 µWs/cm2 at 5 gpm(0.32 Usec)
mittance,20%lamp 28,000 µWs/cn2 at 10 gpm(0.63 Usec)
degradation)
Minimum target dose 30,000-38,000 µWs/cm2
Lamp 31 inches(787 mm),92 VAC,50 or 60 Hz,
425 mA,38 W;254 nm UVC intensity at 1 m
is 125 µW/cm2
Power cord 600V,18/2 UL Type TC
Cord plug UL listed four-pin connector,lampholder,
electric discharge,1000 V or less
V.IB120V,AC,50 or 60 Hz,located in UL listed
Orenco®control panel
Audible alarm* 95 dB at 24 in.(610 mm),warble tone sound
Visual alarm* a-in.(22-mm)diameter red lens,"Push-to-
silence.”UL Type 4X rated,1 W LED light,120 V
Orenco IN Disinfection Unit
(Side Cutaway View) Circuit breaker 10 A OFF/ON switch.Single-pole 120 V*.
DIN rail mounting with thermal magnetic
tripping characteristics
•LM8 control panels only
NTo-Uv-Osi-1 Orenco Systems•Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA•800-348-9843.541-459-4449•www.orenco.com
Rev.2.0,0 03/17
Page 2o12
237 of 251

Orenco Technical Data Sheet
S v S r Eros
PF Series 60-Hz, 4-inch (100-mm
Submersible Effluent Pum s
p
Applications Features/Specifications
Our 4-inch(100-mm)Submersible Effluent Pumps are designed to To specify this pump for your installation,require the following:
transport screened effluent(with low TSS counts)from septic tanks or • Minimum 24-hour run-dry capability with no deterioration in pump life
separate dosing tanks.All our pumps are constructed of lightweight, or performance'
corrosion-resistant stainless steel and engineered plastics;all are field- • Patented 1/8-inch(3-mm)bypass orifice to ensure flow recirculation
serviceable and repairable with common tools;60-Hz PF Series models for motor cooling and to prevent air bind
are CSA certified to the U.S.and Canadian safety standards for effluent • Liquid end repair kits available for better long-term cost of ownership
pumps,meeting UL requirements. • TRI-SEALTM floating impeller design on 10,15,20,and 30 gpm
Orenco's Effluent Pumps are used in a variety of applications,includ- (0.6,1.0,1.3,and 1,9 Usec) models;floating stack design on 50 and
ing pressurized drainfields,packed bed filters,mounds,aerobic units, 75 gpm(3.2 and 4.7 Usec)models
effluent irrigation,effluent sewers,wetlands,lagoons,and more.These • Franklin Electric Super Stainless motor, rated for continuous use and
pumps are designed to be used with a Biotube®pump vault or after a frequent cycling
secondary treatment system.
• Type SOOW 600-V motor cable
— Discharge Connection •Abt applicable for 5-hp(3.73 kW)models
Standard Models
See specifications chart,pages 2-3,for a list of standard pumps.For
a complete list of available pumps,call Orenco.
_ — Bypass OrificeProduct Code Diagram
PF Recirculation Pump
Franklin = PF3005 1 1
Liquid End lord length,ft(m):=
Blank = 10(3) 20 =20(6)
I
30 =30(9) 50 =50(15)
Check valve:
Blank = no internal check valve
— Suction Connection CV = internal check valve'
Voltage,nameplate:
1 = 115* 200= 200
2=230 4 = 460
Frequency:
1 =single-phase 60 Hz
av 3=three-phase 60 Hz
Franklin Horsepower(IN:
03='h hp(0.25) 05=Vs hp(0.37)
Super Stainless 07 =3 hp(0.56) 10= 1 hp(0.75)
Motor 15 =114 hp(1.11) 20=2 hp(1.50)
30 =3 hp(2.24) 50=5 hp(3.73)
Nominal flow,gpm(Usec):
10=10(0.6) 15= 15(1.0)
20=20(1.3) 30=30(1.9)
50=50(3.2) 75=75(4.7)
Pump,PF Series
Powered by *14-hp(0.37kW)only
•Available for 10 gpm(0.6 Usec),1/2 hp(0.37 kW)only
S�® Franklin Electric :Note:20-ft cords am available only for single-phase pumps through 114 hp
C US
LRB0980
LR2053896
Orenco Systems Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA•800-348-9843•541-459-4449•www.orenco.com NTD-PU-PF-1
Rev.5.0,O 03/17
Page 1 of 5
238 of 251

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Orenco
SYSTEMS
Specifications, cont.
CS) aat� gnu iv c E g s E . E
77) y o R-6ayi E n H c E .m
ra
- x � a z > a c m 2 E . �� cc
Pump Model
PF50073200 50(3.2) 0.75(0.56) 3 200 208 4.9 4.9 3 2 in.SS 23.1 (587) 26(660) 32(15) 300
PF500734 50(3.2) 0.75(0.56) 3 460 480 1.8 1.8 3 2 in.SS 34.8(884) 25(635) 31 (14) 300
PF501012 50(3.2) 1.00(0.75) 1 230 240 10.1 10.1 4 2 in.SS 27.0(686) 26(660) 35(16) 100
PF50103200 50(3.2) 1.00(0.75) 3 200 208 5.7 5.7 4 2 in.SS 26.4(671) 26(660) 39(18) 300
PF501034 50(3.2) 1.00(0.75) 3 460 480 2.2 2.2 4 2 in.SS 26.4(671) 26(660) 39(18) 300
PF5015124 50(3.2) 1.50(1.11) 1 230 240 12.5 12.6 5 2 in.SS 32.5(826) 30(762) 41 (19) 100
PF501532004 50(3.2) 1.50(1.11) 3 200 208 7.0 7.0 5 2 in.SS 29.3(744) 26(660) 35(16) 300
PF503012 4'5.7'8 50(3.2) 3.00(2.23) 1 230 240 17.7 17.7 8 2 in.SS 43.0(1092) 37(940) 55(25) 100
PF50303200 4,5.8 50(3.2) 3.00(2.23) 3 200 208 13.1 13.1 8 2 in.SS 43.4(1102) 30(762) 55(25) 300
PF503034 4'8'8 50(3.2) 3.00(2.23) 3 460 480 5.3 5.3 8 2 in.SS 40.0(1016) 31 (787) 55(25) 300
PF505012 8'8'7,8 50(3.2) 5.00(3.73) 1 230 240 26.2 26.4 13 2 in.SS 65.4(1661) 55(1397) 64(29) 300
PF505032 5.8•7'8 50(3.2) 5.00(3.73) 3 230 240 16.5 16.5 13 2 in.SS 59.3(1506) 49(1245) 64(29) 300
PF751012 75(4.7) 1.00(0.75) 1 230 240 9.9 10.0 3 2 in.SS 27.0(686) 27(686) 34(15) 100
PF751512 75(4.7) 1.50(1.11) 1 230 240 12.1 12.3 4 2 in.SS 33.4(848) 30(762) 44(20) 100
1 CFP=glass-filled polypropylene;SS=stainless steel.The 1 Y.in.NPT GFP discharge is 2 7B in.octagonal across flats;the 1 14-In.NPT SS discharge a 2 0 in.octagonal across flats;and the 2-in.
NPT SS discharge is 2 743 in.hexagonal across flats.Discharge is female NPT threaded,U.S.nominal size,to accommodate Orencoe discharge hose and valve assemblies.Consult your Orenco Distributor
about fittings to connect hose and valve assembles to metric-sized piping.
2 Minimum liquid level is for single pumps when installed in an Orenco Biotubee Pump Vault or Universal Row Inducer.In other applications,minimum liquid level should be top of pump.Consult Orenco for
more information.
3 Weight includes carton and 10-It(3-m)cord.
4 High-pressure discharge assemby required
5 Do not use cam-lodr option(0)on discharge assembly
6 Custom discharge assembly required for these pumps.Contact Orenco.
7 Capacitor pack(sold separately or installed in a custom control panel)required for this pump.Contact Orenco.
8 Torque locks are available for all pumps,and are supplied with 3-hp and 5-hp pumps.
Materials of Construction
Discharge Glass-filled polypropylene or stainless steel
Discharge bearing Engineered thermoplastic(PEEK)
Diffusers Glass-filled PPO(Noryl GFN3)
Impellers Celcon®acetal copolymer on 10-,20,and 30-gpm models;50-gpm impellers are Noryl GFN3
Intake screen Polypropylene
Suction connection Stainless steel
Drive shaft 7/16 inch hexagonal stainless steel,300 series
Coupling Sintered stainless steel,300 series
Shell Stainless steel,300 series
Motor Franklin motor exterior constructed of stainless steel.Motor filled with deionized water and propylene glycol for constant lubrication.Hermetically
sealed motor housing ensures moisture-free windings.All thrust absorbed by Kingsbury-type thrust bearing.Rated for continuous duty.Single-
phase motors and 200 and 230 V 3-phase motors equipped with surge arrestors for added security.Single-phase motors through 1.5 hp
(1.11 kV)have built-in thermal overload protection,which trips at 203-221°F(95-105°C).
Orenco Systems®Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA•800-348-9843•541-459-4449•www.orenco.com NTD-PU-PF-1
Rev.5.0,©03/17
Page 3 of 5
240 of 251

erenco®it,chnical Da Sheet IF
SYSTEMS
Using a Pump Curve
A pump curve helps you determine the best pump for your system.Pump curves show the relationship between flow and pressure(total dynamic
head,orTDl-,providing a graphical representation of a pump's optimal performance range.Pumps perform best at their nominal flow rate.These
graphs show optimal pump operation ranges with a solid line and show flow rates outside of these ranges with a dashed line.For the most accurate
pump specification,use Orenco's PumpSelect'"software.
Pump Curves
800 i 1 I 160 i i I i I
PF10 Series,60 Hz,0.5-2.0 hp PF15 Series,60 Hz,0.3 hp —
700 PF1020 I - 140 .ti
`•r •r
G1 41
,� 600 ,e 120 {PF15031 •
CI 500
i400L101O
1 1 '::
300{PF1007� 1. 60 —
I
200 �PF1005 _ a 40 .
w
ti PF1005-FC is
100 w/1/4"flow 20 .
--1- -i -- controller • -
1 I 0L
0 2 4 6 8 10 12 14 16 0 3 6 9 12 15 18 21 24
Flow in gallons per minute(gpm) Flow in gallons per minute(gpm)
400 900
PF20 Series,60 Hz,0.5-1.5 hp — 4PF3050 I PF30 Series,60 Hz,0.5-5.0 hp
350 1PF2015I M 800
ai a5
e 300 ,
-- PF20101 -. 600 ' -
gzO 250 �......., 0
IPF30301
a a 500- ,
c3 .-- — 400 {PF3020
. PF005 _ ....
ca 150 > 300 JPF30151 •.
a 100 'a {PF3010 •",
{PF3007
50 100 PF3005
0 0 1
0 5 10 15 20 25 30 35 40 0 5 10 15 20 25 30 35 40 45
Flow in gallons per minute(gpm) Flow in gallons per minute(gpm)
NTD-PU-PF-1 Orenco Systems°Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA•800-348-9843•541-459-4449•www.orenco.com
Rev.5.0,m 03/17
Page 4 of 5
241 of 251
l

Technical Data Shill Orenco®
SYS T EMS
Pump Curves, cont
450 I I i 1 1 - 100 1 1
1PF50501 PF50 Series,60 Hz,0.5-5.0 hp - (PF7515I�••. PF75 Series,60 Hz,1.0-1.5 hp —
400 90 I
co
350-- - - w 80
.c .e
300 = 70 1PF75101,
pi
IPF5030 I 60
a 250 - a
m co
tu 50
200
40
PF5015� co
c 150
c
a IPF5010I 30
100 '.. .. ... .... . w 20
I.. IPF5007 •••_
50 PF .......
.. 10
00 10 20 30 40 50 60 70 80 90 00 10 20 30 40 50 60 70 80 90 100
Flow in gallons per minute(gpm) Flow in gallons per minute(gpm)
Orenco Systems®Inc.,814 Airway Ave.,Sutherlin,OR 97479 USA•800-348-9843•541-459-4449•www.orenco.com NTD-PIFPF-1
Rev.5.0,0 03/17
Page 5 of 5
242 of 251

lier�' on1 Q VeriComm AXA1 SA UV IB
■ (IP Upgrade Kit is required if Internet line is used)
AXA Conirol Panels Technical
Data Sheet
For AdvanTex Treatment Systems Communication and Alam►Management
• Remote telemetry capabilities coupled with a Web-based
Applications monitoring application(see VeriComm Monitoring System,
ATD-WEB-VCOM-1)for communication and alarm manage-
VeriComm®AXA1 and AXA2 remote telemetry control panels are ment.Updating of point values(including timer settings)and
used with simplex pumping operations—timed recirculation, receipt of queued changes during each communication ses-
with gravity discharge—for AdvanTex®Treatment Systems. sion with host.Communication sessions that occur monthly,at
Coupled with the VeriComm Web-based Monitoring System, a minimum,and more frequently during alarm conditions.
these affordable control panels give water/wastewater system • Multiple methods of communication,as follows:
operators and maintenance organizations the ability to monitor
and control each individual system's operation remotely,with Call-In to VeriComm®Host
real-time efficiency,while remaining invisible to the homeowner. — Automatic notification to host of"Alarms,"which signal
VeriComm AXA panels allow remote operators to change system fault conditions that need to be addressed immediately
parameters,including timer settings,from the Web interface. (e.g.,pump failure).
— Automatic notification to host of"Alerts,"which signal
• less critical fault conditions and which trigger the panel's
troubleshooting logic and alternative operating mode
....
1; ���� ,_� �• (e.g.,stuck float switch).
MI — Automatic notification to host of"Updates,"which include
alarm updates or all-clear notifications following Alarms/
t,
i Alerts,as well as normally scheduled monthly panel reports.
.1' \ ;I: '� — Manual,forced communication from panel to host to effect
___1„,. to .- an updating of point values and receipt of queued changes.
I Real-lime Direct Connection to Panel
'"_.. IIM<ILAMICSM — Manual,direct connection at the site via RS-232 serial port,
Typical AXA_ VeriComm®Control Panel to allow a local operator real-time access to detailed logged
Standard Models: data and the ability to change point values from a laptop.
VCOM AXA 1, VCOMAXA2 — Manual,forced communication by local operator/hom-
To Specify... eowner at the site to initiate an auto-answer mode,allowing
a remote operator real-time access to detailed logged data
To specify this panel for your installation,require the following: and the ability to change point values.
Basic Control Logic: Two Operating Modes During real-time,manual connections,software with open
architecture(and password security)is used;no proprietary
• A"Normal Mode"that manages day-to-day functions. software is required.VT100 protocol allows access and control
• A"Test Mode"that suspends data collection and alarm report- from any computer modem(Mac or PC)with a simple com-
ing during installation and service. munication program(e.g.,Windows®HyperTerminal);multilevel
password protection in panel ensures that only qualified per-
Data Collection and Utilization sonnel can access the panel's data.
• Data logs of system conditions and events,such as pump run Additional Features
times,pump cycles,and alarm conditions. Status light indicators on �i
• g the board, �.,,o
Troubleshooting and Diagnostic Logic including... ��i
• Troubleshooting capabilities that can report suspected failed — Flashing green LED for normal Cal
components,which then trigger Alarms. operation
g - Yellow LEDs for status of digital inputs Orenco Systems'
Advanced Control Logic g p Incorporated
• Advanced control logic that activates during float malfunctions — Red LEDs for status of digital outputs Changing the Way the
to diagnose the situation and keep the system operating nor- and modem activity World Dm Waunoale
mally until servicing. • UL-recognized and FCC-approved e00-348-9843
9 PP www.oronco.com
For more information,try our online demo at ATD-CP-VCDM-6
www.vericomm.net(no password required). Rev.2.4©6106
Page 1 of 2
243 of 251

Technical
Ventomm® AXA Control Panels Data Sheet
/ \
1. Motor-Start Contactor 'Fa/ itrr o
2. VeriComm®Remote Telemetry Board OHO o nn��, 2
3. Toggle Switch gggg FO.❑oo °=„
4. Control Circuit Breaker ..... .°
5. Pump Circuit Breaker
6. Fuse -I4
i
7. TransformerO —
8. Audio Alarm
9. Visual Alarm "' €
10. Panel Enclosure 5
10 9 8 7 6
Standard Components
Feature Specifications
1. Motor-Start Contactor 120 VAC:16 FLA,1 hp,60 Hz;2.5 million cycles at FLA(10 million at 50%of FLA).
240 VAC:16 FLA,3 hp,60 Hz;2.5 million cycles at FLA(10 million at 50%of FLA).
2. VeriComm®Remote Telemetry Unit* ATRTU-100:36/18 VAC(center tap transformer),8 digital inputs,4 analog inputs,4 digital
outputs,0 analog outputs,on-board modem(2400 baud),LED input and output indicators,
1-year battery backup of data and program settings.
3. Toggle Switch Single-pole switch,automatic On,with spring-loaded,momentary,manual On.20 A,1 hp.
4. Control Circuit Breaker 10 A,OFF/ON switch.Single-pole 120 VAC,double-pole 240 VAC.DIN rail mounting with
thermal magnetic tripping characteristics.
5. Pump Circuit Breaker 20 A,OFF/ON switch.Single-pole 120 VAC,double-pole 240 VAC.DIN rail mounting with
thermal magnetic tripping characteristics.
6. Fuse 120 VAC Primary,36 VCT©0.85 A Secondary.
7. Transformer 250 VAC,1 A.
8. Audio Alarm 95 dB at 24 in.(610 mm),warble-tone sound.
9. Visual Alarm 7/8 in.(22 mm)diameter red lens,"Push-to-silence."NEMA 4,1 W bulb,120 VAC.
10. Panel Enclosure Measures 13.51 in.high x 11.29 in.wide x 5.58 in.deep(343 mm x 287 mm x 142 mm).
NEMA 4X rated.Constructed of UV-resistant fiberglass;hinges and latch are stainless steel.
Conduit couplings provided.
VCOM-AXA1 120 VAC,3/4 hp,14 A,single-phase,60 Hz.
VCOM-AXA2 240 VAC,2 hp, 14 A,single-phase,60 Hz.
Optional Components
Feature Specifications Product Code Adder
Pump Run Light 7/8 in.(22 mm)diameter green lens.NEMA 4,1 W bulb,120 VAC. PRL
Anticondensation Heater Self-adjusting;radiates additional wattage as temperature drops. HT
UV Disinfection Compatibility UV grounded power circuit and alarm contacts.Pump disable upon UV failure. UV
*See VeriComne Remote Telemetry Unit(ATD-CP-VCOM-1)and VeriComm®Monitoring System(ATD-WEB-VCOM-1)for details.
ATD-CP-VCOM-6
Rev.2.4©6/06
Page 2 of 2
244 of 251

Float Switch Assemblies °O
Onneo SyN.ms'
Incorporated
1.800-3411-9843
Installation, Operation and Maintenance Instructions
Model MF
Installation Instructions
The float switch assembly is typically mounted in the screened pump vault or effluent screen inside of a septic or dosing tank.
The assembly is detachable without removal of the screened pump vault or effluent screen.A typical float switch assembly is
shown below.
Step 1:
Each float cable is provided with a color marker.This marker indicates the 0
,76".)
function of the float. Make sure that your float cable color markers corre-
spond with the wiring diagram provided. If the wiring diagram does not —- Float function
match your float cable marker colors,contact Orenco Systems®Inc.or \ color marker
your local dealer for assistance.
I Float stem
1 1 Adjustable float
collar
--,:' _ Stainless steel
1 set screw
il
'1/44
"`__1, Float
ill ,
Step 2
To check for proper float switch operation,move each switch up and down
and check for interference.Remove the assembly from its holding bracket '
by snapping it out of the holding bracket.
G.
t,
INer • -----_,...4 441110 ,
©2003 Orenco Systems`Inc. NIN-MF-MF-1
Rev.20,011/04
Page 1 of 4
245 of 251

Installation Instructions (continued)
iiiii Step 3:
© If any float interferes with another,the float may be adjusted by loosening
PM the stainless steel set screw provided in the float collar.Using a phillips
screwdriver,slowly back the screw out of the collar to a point at which the
collar may be adjusted.Be careful not to back the screw completely out of
` � n the collar.Carefully rotate the collar on the stem until the float switches can
$ move freely past one another.Tighten the stainless steel set screw and
�„ recheck.
��I `�� Warning: Be careful not to alter the the tether lengths of any of the floats.
/ `U 1,���•,4) Alteration of the tether length may affect proper operation of the float
} r 1 switch assembly.
ar A'4
msi
Eig, ire
6
Step 4:
0 (410
Check the float settings with the project plans and specifications. If the set-
tings need to be adjusted,loosen the set screw as described in step 3.
Adjust the float switches to the desired level and tighten the set screw.
` o Make sure float level settings do not violate any state or local regulations.
Note: The float stem provided is the maximum length possible without
interfering with the pump minimum liquid level or screened pump vault
1 `J intake ports. Never lengthen the float stem without prior approval from
` a' Fig
Orenco.Lengthening of the float stem will void the warranty.
M
Step
© ' Replace the float switch assembly in the holding bracket.Make sure the
�► assembly snaps fully into the bracket.
Step&
,i tip
.. To allow for easy removal of a float switch assembly,a 1" diameter handle
may be added to the top of the float switch assembly.Measure the distance
• I from the top of the float switch assembly up to about one foot from grade
level.Cut a 1" diameter PVC pipe to the measured length and glue it into the
handle.
al
NIN-MF-MFl ©2003 Orenco Systems Inc.
Rev.2.0,©11/04
Page 2 of 4
246 of 251

Installation Instructions (continued)
Step 7:
When used with an Orenco electrical splice box: O)
Push the level control wires through the watertight cord grips into the
electrical splice box.Leave an adequate length of electrical cable coiled •I
inside the riser to allow for easy removal of the pump and float switch
assembly.Do not remove the colored markers or the paper tags from the
float cables,and do not try to thread the markers and tag through the 0 ® o
cord grip.Tighten the cord grips by hand,not by tool,then test the tight-
ness of the cord grips by tugging on each cable.A cable is secure when
the cord grip is tight enough to prevent slippage.Adequate lengths of
cable should be left within the splice box to allow easy removal for future
disconnecting and resplicing.
Note: See the splice box instructions(EIN-SB-SB-1)and
corresponding splice box diagram for connection instructions.
©2003 Orenco Systems Inc. NIN-MF-MF-1
Rev.2.0,©11/04
Page 3 of 4
247 of 251

!1�s
Maintenance Instructions
Orenora Systems'
Incorporated
1.800-348-9843
During the annual inspection,follow the testing procedures provided to ensure that the system is operating properly. If a float is
found to be faulty, either during the annual inspection or during troubleshooting after an alarm condition,see the section below
titled Removing and Replacing Inoperative Floats.
Removing and Replacing Inoperative Floats
Important Before doing any work either on the wiring to the level control floats and pump in the vault or in the pump control
panel,switch the circuit breakers in the panel to their"OFF"positions;then switch off the power to the system at the service
entrance panel.
1. Remove the float assembly from the vault.
2. Using a Phillips screwdriver,remove the stainless steel screws from the splice box lid,being careful not to drop the screws
into the tank. If the splice box was submerged,or if there is a crack in the conduit,there may be water in the splice box. If
this is the case,remove water from the splice box with a syringe,sponge,or other appropriate method.Loosen the cord grip
at the splice box and verify the appropriate splice for the float.Unscrew the wire nuts and remove the float.
3. Remove the inoperative float and replace it with a new one. Push the float cable through the watertight cord grip into the
electrical splice box. Leave an adequate length of electrical cord coiled inside the riser to allow for easy removal of the float
assembly. Do not remove the colored markers or the paper tags from the float cords,and do not try to thread the markers and
tag through the cord grip.Tighten the cord grip by hand,not by tool,then test the tightness of the cord grip by tugging on the
cord.A cord is secure when the cord grip is tight enough to prevent slippage.An adequate length of cord should be left
within the splice box to allow for easy removal for future disconnecting and resplicing.
4. Refer to document EIN-SB-SB-1 for instructions to splice the float wire to the wire from the control panel.Attach the float
wires using the waterproof wire nuts. It is necessary to replace this wire nut with a new watertight wire nut.Always use
watertight wire nuts or heat shrink splice kits for all connections!
5. Replace the float and collar and return the assembly to the pump vault.
6. Reconnect power and test the unit.
NIN-MF-MF-1 ©2003 Orenco S ysteme Inc.
Rev.2.0,©11/04
Page 4 of 4
248 of 251

Discharge with Pretreatment
Engineers and Soil Scientists
Initial Inspection Form
Agri-Waste Technology, Inc.
501 N. Salem Street, Suite 203 Purvis WWTS
Apex, North Carolina 27502 197 Stonecrest Way
919-859-0669
www.agriwaste.com
Please consider the following information when installing this Discharge with Pretreatment System and preparing the
information required for the final Engineer Certification. An Intermediate and Final Inspection (by the certifying
Professional Engineer)will be required during the system installation. The Intermediate inspection will be during the
system installation and the Final inspection will be following the system installation. Please note that representatives
from the North Carolina Department of Environmental Quality,Division of Water Quality,Point Source Branch may
also attend or inspect the system installation. The installation inspections shall be coordinated with Agri-Waste
Technology,Inc.(AWT)at 919-859-0669. The system installer should provide(AWT)at least 48 hours notice when
scheduling an inspection.
Initial Inspection
The initial inspection shall be scheduled during system installation. The approximate state of
construction for this inspection is as follows:
• Tank shall be installed and partially backfilled.
• Tank risers shall be installed and sealed to tank.
• Treatment pod shall be in place
• All piping between tank and pod shall be installed.
• Control Panel location shall be marked.
The following items shall be verified and approved by the inspector at the initial inspection:
Tank Sizing _Pipe Routing _Pipe Size/Type
_UV Installation _Control Panel Location Treatment Pod Size
_Discharge Outlet _Septic Tank Risers
• Installer to provide documentation of tank testing and document results.
• Photographs of the construction progress shall be taken by the inspector.
Comments:
Inspector Name and Signature Date of Inspection
249 of 251

Z; \, Discharge with Pretreatment
Final Inspection
Engineers and Soil Scientists
Purvis WWTS
Agri-Waste Technology, Inc.
501 N. Salem Street, Suite 203 197 Stonecrest Way
Apex, North Carolina 27502
919-859-0669
www.agriwaste.com
Final Inspection
The Final inspection shall be scheduled at the completion of the system installation. The following
activities shall be accomplished prior to final inspection;
• Complete system installation.
• Final grading and stabilization.
• Electrical connections made.
• Water in tank to operate system.
• UV System Operational.
The following items shall be verified and approved by the inspector at the final inspection:
Final Site Grading _Tank Lids Installed Effluent Filter
Disinfection Oper. _System Operational Control Panel Oper.
Float Switch Elevations _Pump Operational _Rip-Rap at Discharge
• Installer to provide pictures taken during construction.
• Photographs of the construction progress shall be taken by the inspector.
Comments:
Inspector Name and Signature Date of Inspection
250 of 251

Discharge with Pretreatment
Engineers and Soil Scientists
Installer Certification Form
Agri-Waste Technology, Inc.
501 N. Salem Street, Suite 203 Purvis WWTS
Apex, North Carolina 27502 197 Stonecrest Way
919-859-0669
www.agriwaste.com
Installer Certification:
I (Installer Company and Name)
certify that the installation of the Purvis WWTS — 197 Stonecrest Way
Discharge System was under my direct supervision. Further, to the best
of my abilities, due care and diligence was used in the construction such
that the system was built within substantial compliance and intent of the
approved plans and specifications. Any deviation (to the extent there were
deviations) from the approved plans is noted below.
Comments:
Installer Name and Signature
Date of Certification
251 of 251