NC0070408_Application_20211122

Planning & Project Management ? Civil Engineering
Surveying r Environmental Engineering & Services
BROOKS17 Arlington Street / Asheville NC 28801
ENGINEERING ASSOCIATES WWW.OrOOksea.com / 828-232-4700
November 15, 2021
NC Department of Environmental Quality
Division of Water Resources RECEIVED
NPDES Unit
1617 Mail Service Center N v 2 2 2021
Raleigh,NC 27699-1617
Regarding: ATC Application NCDEQIDWwNNDtS
Clevon Woods
NPDES Permit#NC0070408
Dear Sir/Madam:
This letter is to officially request the Authorization to Construction the wastewater treatment
system as described in the accompanying plans and application. This is a new system
installation. The proposed project is a residential development on the Clevon Woods property
located to the North of Hwy 105. The community is yet to be fully planned so no development
plans are provided,but the community will include no more that 290 bedrooms. The treatment
system is an activated sludge package plant with a tertiary filter and UV disinfection. The
system will be installed within a year of the ATC issuance. This application includes the
following:
- Engineering Drawings
- Specifications (including Residuals Management plan)
- Calculations
- Application Form ATC-12-14
- Part I of NPDES Permit
Sincerely,
Brooks Engineering Associates,P.A.
Mark Brooks, P.E.
President
Attachments: Application
Copy of NPDES Permit
Enclosures: Engineering Plans
Calculations
Specifications

,
i rz,
wqlF
ROY COOPER NORTH CAROLINA
Governor Environmental Quality
MICHAEL S.REGAN
Secretary
LINDA CULPEPPER
Interim Director
November 9, 2018
Mr. Charles E. Clement,Manager
Clevon Woods Associates,LLC
756 West King Street
Boone,NC 28607
Subject: Issuance of NPDES Permit NC0070408
Clevon Woods—Art Plaza WWTP
Grade II Biological WPCS
Watauga County
Dear Mr.Clement:
The Division of Water Resources(the Division)hereby issues the attached NPDES permit for the subject facility.
This permit is issued pursuant to the requirements of North Carolina General Statute 143-215.1 and the .
Memorandum of Agreement between North Carolina and the U.S.Environmental Protection Agency dated
October 15,2007,or as subsequently amended.
The Division understands that you have made no significant changes to your facility since the last permit renewal.
We have made the following changes for the final permit:
1. The facility classification Grade II Biological WPCS was added to the effluent page.
2. The facility map has been updated
3. Regulatory citations have been added.
4. Parameter codes have been updated in Section A. (1.).
5. Electronic reporting of discharge monitoring reports (eDMR)has been added in Section A. (2.).
During the mandatory 30-day public comment period,the Division received ten(10)public comments.Following
the public comment period,the Division reviewed all pertinent comments on your draft permit.A comment
received from the Southern Environmental Law Center noted that no Authorization to Construct(ATC)permit
has been applied for since the previous permit was issued in accordance with 15A NCAC 02H.0138 (a). In
response to this comment,additional information was requested on December 21,2017 and June 20,2018 for a
current Engineering Alternatives Analysis(EAA).An EAA is required in order to process a new discharge
application in accordance with 15A NCAC 02H.0103 (16).
In response to the additional information request,a current EAA was prepared and submitted by Warren
Consulting&Design,PLLC on February 16,2018 and August 6,2018.A review of the EAA on September 21,
,m.119/2.E Cr)
North Carolina Department of Environmental Quality Division of Water Resources
512 North Salisbury Street 1 1617 Mail Service Center I Raleigh,North Carolina 27699-1617
919.707.9000

Mr. Clement
November 9,2018
Page 2 of 2
2018 found that the following engineering alternatives are cost prohibitive and/or technically infeasible:
connection to the Town of Boone,wastewater reuse,onsite subsurface systems, drip irrigation,and spray
irrigation.Therefore,the Division concurs with the consultant that the discharge option is the most viable based
on cost.
Please note that this permit is not transferable except after notice to the Division.The Division may require
modification or revocation and reissuance of the permit.This permit does not affect the legal requirements to
obtain other permits which may be required by the Division of Water Resources or any other Federal, State,or
Local governmental permits that may be required.
If you have questions,or if we can be of further service,please contact Derek Denard at
[[e-mail]] or call(919) 707-3618.
R dully,
2-X— ",e1,-2te- -
/I
Linda Culpepper,Interim- tor
Division of Water Resou es,NCDEQ
Enclosure:NPDES Permit NC0088358(Issuance Final)
hc: Central Files
NPDES Program Files
ec: Charles E.Clement,Manager,Clevon Woods Associates,LLC[[e-mail]]
James L.Conner II,Calhoun Bhella Sechres[[e-mail]]
WSRO/Sherri Knight[[e-mail]]
Laserfiche

NPDES Permit NC0070408
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF WATER RESOURCES
PERMIT
TO DISCHARGE WASTEWATER UNDER THE
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
NPDES
In compliance with the provisions of North Carolina General Statute 143-215.1, other lawful standards
and regulations promulgated and adopted by the North Carolina Environmental Management
Commission, and the Federal Water Pollution Control Act, as amended,
Clevon Woods Associates, LLC
is hereby authorized to discharge wastewater from a proposed facility, the
Clevon Woods — Art Plaza WWTP
NC Highway 105, Seven Devils 28604
Watauga County
to receiving waters designated as the Watauga River in the Watauga River Ba
sin in accordance with
effluent limitations, monitoring requirements, and other conditions set forth in Parts I, II, III and IV
hereof
This peuiiit shall become effective December 1, 2018.
This permit and authorization to discharge shall expire at midnight on November 30, 2023.
Signed this day November 9,.2918.
Lit a Culpepper,Director
Division of Water Resources
By Authority of the Environmental Management Commission
Page 1 of 6

NPDES Permit NC0070408
SUPPLEMENT TO PERMIT COVER SHEET
All previous NPDES Permits issued to this facility, whether for operation or discharge are hereby
revoked. As of this permit issuance, any previously issued permit bearing this number is no longer
effective. Therefore, the exclusive authority to operate and discharge from this facility arises under the
permit conditions,requirements,terms, and provisions included herein.
Clevon Woods Associates, LLC
is hereby authorized to:
1. after receiving an Authorization to Construct(ATC)permit from the Division, construct and operate
a 0.035 MGD wastewater treatment facility;
located at the Art Plaza WWTP,off NC Highway 105, Seven Devils in Watauga County; and
2. discharge from said treatment works via Outfall 001, at the location specified on the attached map,
into the Watauga River[stream index 8-(1)], currently classified B; Trout, HQW waters within
Subbasin 04-02-01 [HUC: 060101030301] of the Watauga River Basin.
Page 2 of 6

•
NPDES Permit NC0070408
PART I
A. (1.) EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS
[15A NCAC 02B .0400 et seq., 02B .0500 et seq.]
Grade II Biological Water Pollution Control System [15A NCAC 08G .0302]
During the period beginning upon completion of the construction of WWTP and lasting until expiration,
the Permittee is authorized to discharge from Outfall 001. Such discharges shall be limited,monitored
and reported' by the Permittee as specified below:
EFFLUENT LIMITS MONITORING REQUIREMENTS1
CFIARACTERISTIC Monthly Daily Measurement Sample Sample
[PARAMETER CODES] Average Maximum Frequency Type Location2
Flow(MGD) 50050 0.035 MGD Continuous Recorder I or E
BOD,5-day(20°C)(mg/L) C0310 5.0 mg/L 7.5 mg/L Weekly Composite E
Total Suspended Solids(TSS)(mg/L) C0530 10.0 mg/L 15.0 mg/L Weekly Composite E
NH3 as N(mg/L) C0610 2.0 mg/L 10.0 mg/L Weekly Composite E
Dissolved Oxygen(DO)(mg/1) 00300 Daily average>6.0 mg/L Weekly Grab E
Dissolved Oxygen(DO)(mg/1) 00300 Monitor&Report Weekly Grab U&D
Fecal Coliform(#/100m1)3 31616 200/100 ml 400/100 ml Weekly Grab E
(geometric mean)
Total Residual Chlorine4 50060 28 µg/L 2/Week Grab E
(TRC)
Temperature(°C) 00010 Monitor&Report Daily Grab E
Temperature(C) 00010 Monitor&Report Weekly Grab U&D
pH(su) 00400 Not<6.0 nor>9.0 Weekly Grab E
Standard Units
Footnotes:
1. The Permittee shall begin submitting Discharge Monitoring Reports electronically using NC DWR's eDMR
application system. See Condition A.(2.).
2. I = Influent; E = Effluent; U = Upstream: at least 100 feet upstream from the outfall. D = Downstream: at
least 100 feet downstream from the outfall.
3. Fecal Coliform shall be calculated using the geometric mean, according to the procedure detailed in Part II.
Section A.
4. Total Residual Chlorine limit and monitoring is required only if chlorine is utilized in the treatment process.
The Division shall consider all effluent TRC values reported below 50 ug/L to be in compliance with the
permit. However, the Permittee shall continue to record and submit all values reported by a North Carolina
certified laboratory(including field certified),even if these values fall below 50 ug/L.
Conditions:
• There shall be no discharge of floating solids or visible foam in other than trace amounts.
Page 3 of 6

NPDES Permit NC0070408
A. (2.) ELECTRONIC REPORTING OF MONITORING REPORTS
[G.S. 143-215.1(b)]
Federal regulations require electronic submittal of all discharge monitoring reports(DMRs)and program reports.
The final NPDES Electronic Reporting Rule was adopted and became effective on December 21,2015.
NOTE: This special condition supplements or supersedes the following sections within Part II of this permit
(Standard Conditions for NPDES Permits):
• Section B. (11.) Signatory Requirements
• Section D. (2.) Reporting
• Section D.(6.) Records Retention
• Section E.(5.) Monitoring Reports
1. Reporting Requirements [Supersedes Section D.(2.)and Section E.(5.)(a)(
The permittee shall report discharge monitoring data electronically using the NC DWR's Electronic
Discharge Monitoring Report(eDMR)internet application.
Monitoring results obtained during the previous month(s)shall be summarized for each month and submitted
electronically using eDMR. The eDMR system allows permitted facilities to enter monitoring data and
submit DMRs electronically using the internet. Until such time that the state's eDMR application is
compliant with EPA's Cross-Media Electronic Reporting Regulation(CROMERR),permittees will be
required to submit all discharge monitoring data to the state electronically using eDMR and will be required
to complete the eDMR submission by printing, signing,and submitting one signed original and a copy of the
computer printed eDMR to the following address:
NC DEQ/Division of Water Resources/Water Quality Permitting Section
ATTENTION: Central Files
1617 Mail Service Center
Raleigh,North Carolina 27699-1617
If a permittee is unable to use the eDMR system due to a demonstrated hardship or due to the facility being
physically located in an area where less than 10 percent of the households have broadband access,then a
temporary waiver from the NPDES electronic reporting requirements may be granted and discharge
monitoring data may be submitted on paper DMR forms(MR 1, 1.1,2,3)or alternative forms approved by
the Director. Duplicate signed copies shall be submitted to the mailing address above. See"How to Request
a Waiver from Electronic Reporting"section below.
Regardless of the submission method,the first DMR is due on the last day of the month following the
issuance of the permit or in the case of a new facility,on the last day of the month following the
commencement of discharge.
Starting on December 21,2020,the permittee must electronically report the following compliance
monitoring data and reports,when applicable:
• Sewer Overflow/Bypass Event Reports;
• Pretreatment Program Annual Reports; and
• Clean Water Act(CWA) Section 316(b)Annual Reports.
Page 4 of 6

NPDES Permit NC0070408
The permittee may seek an electronic reporting waiver from the Division(see"How to Request a Waiver
from Electronic Reporting"section below).
2. Electronic Submissions
In accordance with 40 CFR 122.41(1)(9),the permittee must identify the initial recipient at the time of each
electronic submission. The permittee should use the EPA's website resources to identify the initial recipient
for the electronic submission.
Initial recipient of electronic NPDES information from NPDES-regulated facilities means the entity(EPA or
the state authorized by EPA to implement the NPDES program)that is the designated entity for receiving
electronic NPDES data [see 40 CFR 127.2(b)].
EPA plans to establish a website that will also link to the appropriate electronic reporting tool for each type of
electronic submission and for each state. Instructions on how to access and use the appropriate electronic
reporting tool will be available as well. Information on EPA's NPDES Electronic Reporting Rule is found at:
http://wlvw2.epa.govicomplianceifinal-national-pollutant-discharge-elimination-system-npdes-electronic-
reporting-rule.
Electronic submissions must start by the dates listed in the"Reporting Requirements"section above.
3. How to Request a Waiver from Electronic Reporting
The permittee may seek a temporary electronic reporting waiver from the Division. To obtain an electronic
reporting waiver, a permittee must first submit an electronic reporting waiver request to the Division.
Requests for temporary electronic reporting waivers must be submitted in writing to the Division for written
approval at least sixty(60)days prior to the date the facility would be required under this permit to begin
submitting monitoring data and reports. The duration of a temporary waiver shall not exceed 5 years and
shall thereupon expire. At such time,monitoring data and reports shall be submitted electronically to the
Division unless the permittee re-applies for and is granted a new temporary electronic reporting waiver by the
Division. Approved electronic reporting waivers are not transferrable. Only permittees with an approved
reporting waiver request may submit monitoring data and reports on paper to the Division for the period that
the approved reporting waiver request is effective.
Information on eDMR and the application for a temporary electronic reporting waiver are found on the
following web page:
http://deq.ne.gov/about/divisions/water-resources/ed mr
4. Signatory Requirements (Supplements Section B. (11.) (b) and Supersedes Section B. (11.)(d)1
All eDMRs submitted to the permit issuing authority shall be signed by a person described in Part II, Section
B. (11.)(a)or by a duly authorized representative of that person as described in Part II, Section B.(11.)(b). A
person, and not a position,must be delegated signatory authority for eDMR reporting purposes.
For eDMR submissions,the person signing and submitting the DMR must obtain an eDMR user account and
login credentials to access the eDMR system. For more information on North Carolina's eDMR system,
registering for eDMR and obtaining an eDMR user account,please visit the following web page:
htt p://de n.c.gov/about/divisions'water-resources/ednar
Page 5 of 6

NPDES Permit NC0070408
Certification. Any person submitting an electronic DMR using the state's eDMR system shall make the
following certification [40 CFR 122.22]. NO OTHER STATEMENTS OF CERTIFICATION WILL BE
ACCEPTED:
"I certify, under penalty of law, that this document and all attachments were prepared under my direction or
supervision in accordance with a system designed to assure that qualified personnel properly gather and
evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or
those persons directly responsible for gathering the information, the information submitted is, to the best of
my knowledge and belief true, accurate, and complete.I am aware that there are significant penalties for
submitting false information, including the possibility offines and imprisonment for knowing violations."
5. Records Retention [Supplements Section D.(6.)[
The permittee shall retain records of all Discharge Monitoring Reports, including eDMR submissions. These
records or copies shall be maintained for a period of at least 3 years from the date of the report. This period
may be extended by request of the Director at any time [40 CFR 122.41].
Page 6 of 6

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Clevon Woods Association,LLC �A
Clevon Woods -Art Plaza WWTP � �
NPDES Permit NC0070408A ' ``
NC Highway 105, Seven Devils 28604 � `
Receiving Stream: WATAUGA RIVER Stream Class:B;Tr,HQW
Stream Segment: 8 (1) Sub-Basin#:04-02-01 36.1464°N, 81.79]7°W
River Basin:Watauga HUC:060101030301 SCALE NC Grid:C11NE
County: Watauga 1:24,000 USGS Quad:Valle Crucis,NC

State of North Carolina
IC Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENI AL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14)
SECTION 1: INSTRUCTIONS AND INFORMATION
A. The Division of Water Resources will accept this application package for review only if all of the items are provided and the
application is complete.Failure to submit all of the required items will result in the application package being returned as incomplete
per 15A NCAC 02T.0105(b).
B. Plans and specifications must be prepared in accordance with 15 NCAC 02H.0100, 15A NCAC 02T, North Carolina General Statute
133-3, North Carolina General Statute 143-215.1, and Division of Water Resources Minimum Design Criteria for NPDES
Wastewater Treatment Facilities.
C. The plans and specifications submitted must represent a completed final design that is ready to advertise for bid.
D. Any content changes made to this Form ATC-12-14 shall result in the application package being returned.
E. The Applicant shall submit ONE ORIGINAL and ONE DIGITAL COPY (CD) of the application, all supporting documentation and
attachments. All information must be submitted bound or in a 3-ring binder, with a Section tab for each Section, except the
Engineering Plans.
F. Check the boxes below to indicate that the information is provided and the requirements are met.
G. If attachments are necessary for clarity or due to space limitations, such attachments are considered part of the application
package and must be numbered to correspond to the item referenced.
H. For any project that requires review under the State Environmental Policy Act (SEPA), an Authorization to Construct cannot be
issued prior to the completion of a State Clearinghouse advertisement period for a FONSI, EIS,etc.unless the project qualifies for
a Determination of Minor Construction Activity.
I. For more information,visit the Division of Water Resources web site at:https://deq.nc.gov/about/divisions/water-resources/water-
resources-permits/wastewater-bra nch/npdes-wastewater/a uthorization-to-construct.
J. In addition to this Authorization to Construct,the Applicant should be aware that other permits may be required from other Sections
of the Division of Water Resources(for example: reclaimed water facilities permits;Class A or B biosolids residuals permit).
SECTION 2: APPLICANT INFORMATION AND PROJECT DESCRIPTION
A. APPLICANT
Applicant's name Clevon Woods Associates, LLC
Signature authority's name per 15A NCAC 02T.0106(b) Ron Sayles
Signature authority's title Member Manager
Complete mailing address P.O. Box 1686 Clemmons, NC 27012
Telephone number 954-520-8000
Email address [e-mail]
B. PROFESSIONAL ENGINEER
Professional Engineer's name Mark Brooks
Professional Engineer's title President
North Carolina Professional Engineer's License No. NCO26539
Firm name Brooks Engineering Associates, P.A.
Firm License number C-3125
Complete mailing address 17 Arlington Street Asheville, NC 28801
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 1

f
State of North Carolina
Department of Environmental Quality
Division of Water Resources
Water Resources
CNVIRONMCN FAL OUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14)
Telephone number 828-232-4700
Email address [e-mail]
C. NPDES PERMIT
NPDES Permit number NC0070408
Current Permitted flow(MGD)—include permit 035 MGD
flow phases if applicable
D. PROJECT DESCRIPTION
Provide a brief description of the project:The WWTP is to serve a residential development with no more than 290 bedrooms.
SECTION 3:APPLICATION ITEMS REQUIRED FOR SUBMITTAL FOR ALL PROJECTS
A. Cover Letter
• The letter must include a request for the Authorization to Construct; the facility NPDES Number; a brief project description
that indicates whether the project is a new facility,facility modification,treatment process modification,or facility expansion;
the construction timeline;and a list of all items and attachments included in the application package.
❑ If any of the requirements of 15 NCAC 02H. 0100, 15A NCAC 02T, North Carolina General Statute 133-3, North Carolina
General Statute 143-215.1, and Division of Water Resources Minimum Design Criteria for NPDES Wastewater Treatment
Facilities are not met by the proposed design,the letter must include an itemized list of the requirements that are not met.
B. NPDES Permit
® Submit Part I of the Final NPDES permit for this facility that includes Part A(Effluent Limitations and Monitoring Requirements)
for the monthly average flow limit that corresponds to the work that is requested for this project.
C. Special Order by Consent
❑ If the facility is subject to any Special Orders by Consent(SOC),submit the applicable SOC.
Z Not Applicable.
D. Finding of No Significant Impact or Record of Decision
❑ Submit a copy of the Finding of No Significant Impact or Record of Decision for this project.
❑ Provide a brief description of any of the mitigating factors or activities included in the approved Environmental Document
that impact any aspect of design of this project, if not specified in the Finding of No Significant Impact or Record of Decision.
® Not Applicable.
E. Engineering Plans
Per 1SA NCAC 02T.0504(c)(1),submit one set of detailedplans that have been signed,sealed and dated bya North Carolina
® g
Licensed Professional Engineer.
0 Per 21 NCAC 56.1103(a)(6),the name,address and License number of the Licensee's firm shall be included on each sheet of
the engineering drawings.
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 2

State of North Carolina
Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14)
• Plans must be labeled as follows: FINAL DRAWING—FOR REVIEW PURPOSES ONLY—NOT RELEASED FOR CONSTRUCTION.
® 15A NCAC 02H .0124 requires multiple (dual at a minimum) components such as pumps, chemical feed systems, aeration
equipment and disinfection equipment. Is this requirement met by the design? ® Yes or ❑ No. If no, provide an
explanation:
Plans shall include:
® Plans for all applicable disciplines needed for bidding and construction of the proposed project(check as appropriate):
® Civil ❑ Not Applicable
® Process Mechanical ❑Not Applicable
❑ Structural ® Not Applicable
❑ Electrical ® Not Applicable
❑ Instrumentation/Controls ®Not Applicable
❑ Architectural ® Not Applicable
❑ Building Mechanical ® Not Applicable
❑ Building Plumbing ® Not Applicable
® Plan and profile views and associated details of all modified treatment units including piping,valves,and equipment(pumps,
blowers, mixers,diffusers,etc.)
® Are any modifications proposed that impact the hydraulic profile of the treatment facility?®Yes or❑ No. If yes, provide
a hydraulic profile drawing on one sheet that includes all impacted upstream and downstream units. The profile shall include
the top of wall elevations of each impacted treatment unit and the water surface elevations within each impacted treatment
unit for two flow conditions: (1)the NPDES permitted flow with all trains in service and (2)the peak hourly flow with one
treatment train removed from service.
® Are any modifications proposed that impact the process flow diagram or process flow schematic of the treatment facility?
®Yes or❑No. If yes,provide the process flow diagram or process flow schematic showing all modified flow paths including
aeration, recycle/return,wasting,and chemical feed,with the location of all monitoring and control instruments noted.
F. ® Engineering Specifications
® Per 1SA NCAC 02T.0504(c)(2),submit one set of specifications that have been signed,sealed and dated by a North Carolina
Licensed Professional Engineer.
® Specifications must be labeled as follows: FINAL SPECIFICATIONS — FOR REVIEW PURPOSES ONLY — NOT RELEASED FOR
CONSTRUCTION.
Specifications shall include:
® Specifications for all applicable disciplines needed for bidding and construction of the proposed project (check as
appropriate):
® Civil El Not Applicable
® Process Mechanical ❑ Not Applicable
❑ Structural ® Not Applicable
❑ Electrical ® Not Applicable
❑ Instrumentation/Controls ® Not Applicable
❑ Architectural ® Not Applicable
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 3

State of North Carolina
Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL DUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14)
❑ Building Mechanical ® Not Applicable
❑ Building Plumbing ® Not Applicable
® Detailed specifications for all treatment units and processes including piping, valves, equipment (pumps, blowers, mixers,
diffusers,etc.),and instrumentation.
® Means of ensuring quality and integrity of the finished product including leakage testing requirements for structures and
pipelines,and performance testing requirements for equipment.
® Bid Form for publicly bid projects.
G. Construction Sequence Plan
® Construction Sequence Plan such that construction activities will not result in overflows or bypasses to waters of the State.
The Plan must not imply that the Contractor is responsible for operation of treatment facilities. List the location of the
Construction Sequence Plan as in the Engineering Plans or in the Engineering Specifications or in both: Sheet N-4 of
Engineering Plans.
H. Engineering Calculations
® Per 15A NCAC 02T.0504(c)(3),submit one set of engineering calculations that have been signed,sealed and dated by a North
Carolina Licensed Professional Engineer;the seal,signature and date shall be placed on the cover sheet of the calculations.
For new or expanding facilities and for treatmentprocess modifications that are included in Section 4.C,the calculations shall
P B
include at a minimum:
® Demonstration of how peak hour design flow was determined with a justification of the selected peaking factor.
® Influent pollutant loading demonstrating how the design influent characteristics in Section 4.B.2 of this form were
determined.
® Pollutant loading for each treatment unit demonstrating how the design effluent concentrations in Section 4.B.2 of this form
were determined.
® Hydraulic loading for each treatment unit.
® Sizing criteria for each treatment unit and associated equipment(blowers, mixers, pumps,etc.)
® Total dynamic head(TDH)calculations and system curve analysis for each pump specified that is included in Section 4.C.6.
® Buoyancy calculations for all below grade structures.
® Supporting documentation that the specified auxiliary power source is capable of powering all essential treatment units.
I. Permits
® Provide the following information for each permit and/or certification required for this project:
Permit/ If Not Issued Provide
Not Date Date Certification Status and Expected
Permit/Certification Applicable Submitted Approved Number Issuance Date
Dam Safety X
Soil Erosion and Sediment Control X
USCOE /Section 404 Permit /l//j/Z/
Water Quality Certification(401) �/i/f�l
USCOE/Section 10 X j
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 4

State of North Carolina
ArIZ Department of Environmental Quality
Division of Water Resources
Water Resources
Li+ :ONMENIALOUAU1Y APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14)
Stormwater Management Plan X
CAMA X
NCDOT Encroachment Agreement
Railroad Encroachment Agreement X
Other:
J. Residuals Management Plan
® For all new facilities, expanding facilities, or modifications that result in a change to sludge production and/or sludge
processes, provide a Residuals Management Plan meeting the requirements of 15A NCAC 02T .0504(i) and 15A NCAC 02T
0508;the Plan must include:
® A detailed explanation as to how the generated residuals(including trash,sediment and grit)will be collected, handled,
processed,stored,treated,and disposed.
O An evaluation of the treatment facility's residuals storage requirements based upon the maximum anticipated residuals
production rate and ability to remove residuals.
® A permit for residuals utilization or a written commitment to the Applicant from a Permittee of a Department approved
residuals disposal/utilization program that has adequate permitted capacity to accept the residuals or has submitted a
residuals/utilization program application.
❑ If oil,grease,grit or screenings removal and collection is a designated unit process,a detailed explanation as to how the
oil/grease will be collected, handled, processed,stored and disposed.
D Not Applicable.
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 5

State of North Carolina
IhriZ Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL OVAL f I APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14)
SECTION 4: PROJECT INFORMATION
A. WASTEWATER TREATMENT PLANT FLOW INFORMATION—COMPLETE FOR NEW OR EXPANDING FACILITIES
1. Provide the following flow information:
Plant Flows
Existing Plant Design 0.0 MGD
Current NPDES Permit Limit .035 MGD
Current Annual Average
(past 12 months) 0.0 MGD
For Past 12 Months: For Past 24 Months:
Start Date: Start Date:
End Date: End Date:
Maximum Month 0.0 MGD 0.0 MGD
Maximum Day 0.0 MGD 0.0 MGD
Peak Hour MGD MGD
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 6

State of North Carolina
Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14)
B. WASTEWATER TREATMENT FACILITY DESIGN INFORMATION—COMPLETE FOR NEW OR EXPANDING FACILITIES AND
FOR TREATMENT PROCESS MODIFICATIONS
1. Have all of the requirements of 15 NCAC 02H.0100, 15A NCAC 02T, North Carolina General Statute 133-3, North Carolina
General Statute 143-215.1,and Division of Water Resources Minimum Design Criteria for NPDES Wastewater Treatment
Facilities been met by the proposed design and specifications?®Yes or❑No. If no, provide justification as to why the
requirements are not met,consistent with 15A NCAC 02T.0105(n):
2. Provide the design influent and effluent characteristics that are used as the basis for the project design,and the NPDES
permit limits for the following parameters:
Project Basis of Design
Design Influent Design Influent
Influent Concentration Load
Concentration- (Must be (Must be
Current Annual supported by supported by
Average(past Engineering Engineering Design Effluent
12 months)if Calculations Calculations Concentration and/or NPDES Permit Limits
Parameter Available [Section 3.H]) [Section 3.H]) Load (monthly average)
2.0 mg/L Summer 2.0 mg/L Summer
Ammonia Nitrogen mg/L 50 mg/L 14.6 lb/day
(NH3-N)
2.0 mg/L Winter 2.0 mg/L Winter
Biochemical 5.0 mg/L Summer 5.0 mg/L Summer
Oxygen Demand mg/L 350 mg/L 102.2 lb/day
(BODs) 5.0 mg/L Winter 5.0 mg/L Winter
Fecal Coliform 200 per 100 mL 200 per 100 mL
Nitrate+Nitrite
Nitrogen(NO3-N+ mg/L mg/L
NO2-N)
Total Kjeldahl
Nitrogen mg/L
mg/L mg/L
Total Nitrogen
lb/year lb/year
mg/L mg/L
Total Phosphorus mg/L mg/L lb/day
lb/year lb/year
Total Suspended
Solids(TSS) mg/L 250 mg/L 73.0 lb/day 10.0 mg/L 10.0 mg/L
3. Based on the"Project Basis of Design"parameters listed above,will the proposed design allow the treatment facility to
meet the NPDES Permit Limits listed above?®Yes or No. If no,describe how and why the Permit Limits will not be
met:
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 7

State of North Carolina
IC Department of Environmental Quality
Division of Water Resources
Water Resources
CHVIRONMENT AL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14)
4. Per 15A NCAC 02T.0505(i),by-pass and overflow lines are prohibited. Is this condition met by the design?®Yes or❑ No
If no,describe the treatment units bypassed,why this is necessary,and where the bypass discharges:
5. Per 1SA NCAC 02T.0505(k), multiple pumps shall be provided wherever pumps are used. Is this condition met by the
design?®Yes or❑No. If no,provide an explanation:
6. Per 15A NCAC 02T.0505(1),power reliability shall be provided consisting of automatically activated standby power supply
onsite capable of powering all essential treatment units under design conditions,or dual power supply shall be provided
per 15A NCAC 02H.0124(2)(a). Is this condition met by the design? ®Yes or❑ No. If no,provide(as an attachment
to this Application)written approval from the Director that the facility:
• Has a private water supply that automatically shuts off during power failures and does not contain elevated water
storage tanks,and
• Has sufficient storage capacity that no potential for overflow exists,and
• Can tolerate septic wastewater due to prolonged detention.
7. Per 15A NCAC 02T.0505(o),a minimum of 30 days of residual storage shall be provided. Is this condition met by the
design? ®Yes or❑No. If no,explain the alternative design criteria proposed for this project in accordance 15A NCAC
02T.105(n):
8. Per 15A NCAC 02T.0505(q),the public shall be prohibited from access to the wastewater treatment facilities. Explain how
the design complies with this requirement: Fencing and building around WWTP.
9. Is the treatment facility located within the 100-year flood plain? ®Yes or❑ No. If yes,describe how the facility is
protected from the 100-year flood:The site is raised to 2'above the BFE and the WWTP is set at ground level.
C. WASTEWATER TREATMENT UNIT AND MECHANICAL EQUIPMENT INFORMATION—COMPLETE FOR NEW OR
EXPANDING FACILITIES AND FOR MODIFIED TREATMENT UNITS
1. PRELIMINARY AND PRIMARY TREATMENT(i.e.,physical removal operations and flow equalization):
No.of Plan Sheet Specification Calculations
Treatment Unit Type Size per Unit Provided?
Units Reference Reference
(Yes or No)
Manual Bar Screen 1 bar >.05 MGD at peak hourly flow N-5.5 p. 16 No
Mechanical Bar
Screen MGD at peak hourly flow
Grit Removal MGD at peak hourly flow
Flow Equalization 1 8079 gallons N-5.1 p.16 Yes
Primary Clarifier Circular ft diameter; ft side
water depth
100 square feet; 12.9 ft side
Primary Clarifier 2 Rectangular N-5.1 19
water depth
Other
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 8

State of North Carolina
!WIZ Department of Environmental Quality
Division of Water Resources
Water Resources
LNVIRONMLNr AL OUALIT Y APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14)
2. SECONDARY TREATMENT(BIOLOGICAL REACTORS AND CLARIFIERS)(i.e.,biological and chemical processes to remove
organics and nutrients)
No.of Plan Sheet Specification Calculations
Treatment Unit Type Size per Unit Provided?
Units Reference Reference (Yes or No)
Aerobic Zones/ 2 Basin 26,651 gallons N-5.1 p.10 Yes
Tanks
Anoxic Zones/ gallons
Tanks
Anaerobic
gallons
Zones/Tanks
Sequencing Batch
Reactor(SBR) gallons
Membrane gallons
Bioreactor(MBR)
Secondary Clarifier Circular ft diameter; ft
side water depth
Secondary Clarifier 1 Rectangular 100 square feet; 10 ft side N-5.3 19 Yes
water depth
Other
3. TERTIARY TREATMENT
No.of Plan Sheet Specification ns
Treatment Unit Type Size per Unit CalculatioProvided?
Units Reference Reference
(Yes or No)
ft diameter; ft side
Tertiary Clarifier Circular water depth
60 square feet;9 ft side water
Tertiary Clarifier Rectangular depth N-5.1 p.10 Yes
Tertiary Filter 2 Rectangular 11.9 square feet N-5.2 p.19 Yes
Tertiary Membrane
Filtration square feet
Post-Treatment 884 gallons
Flow Equalization
Post-Aeration 1 884 gallons 5.3 p. 20 Yes
Other
4. DISINFECTION
No.of Plan Sheet Specification Calculations
Treatment Unit Type Size per Unit Provided?
Units Reference Reference
(Yes or No)
Series 87,500 gal/day per bank at
Ultraviolet Light 2 (Parallel;in peak hourly flow;2 number of N-5.3 19 Yes
series)
banks;6 number of
lamps/bank
Chlorination tablet(Gas; 625 gallons of contact
tablet;liquid) tank/unit
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 9

State of North Carolina
Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL OUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14)
tablet(Gas; 625 gallons of contact
Dechlorination tablet;liquid) tank/unit
5. RESIDUALS TREATMENT
No.of Plan Sheet Specification Calculations
Treatment Unit Type Size per Unit Provided?
Units Reference Reference
(Yes or No)
Gravity Thickening square feet; ft side
Tank water depth
Mechanical
Thickening/ dry lb/hour
Dewatering
Aerobic Digestion 1 tank 5686 gallons N-5.1 p.17 Yes
Anaerobic
Digestion gallons
Composting dry lb/hour
Drying dry lb/hour
Other
6. PUMP SYSTEMS(include influent, intermediate, effluent, major recycles,waste sludge,thickened waste sludge and plant
drain pumps)
No.of Capacity of Plan Sheet Specification
Location Pumps Purpose Type each pump , Reference Reference
GPM TDH
EQ Basin 2 Lift&EQ Grundfos 105 26 N-5.1 p.16
Lift Station 2 Lift Grundfos 105 26 N-5.5 p. 13
Filter Backwash 2 Backwash Sulzer 262 30 N-5.3 P 19
Mudwell 2 Lift Sulzer 50 20 N-5.3 p. 19
7. MIXERS
No.of Power of Plan Sheet Specification
Location Mixers Purpose Type each(HP)
Mixer Reference Reference
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 10

State of North Carolina
NZ. Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENT AL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14)
8. BLOWERS
No.of Capacity of Plan Sheet Specification
Location Blowers Purpose Type eaclh CBlower Reference Reference
Main 2 EQ mix and aeration Sutorbilt 259 N-5.1 p.18
Tertiary Filter 1 Scour Sutorbilt 50 N-5.1 p.19
9. ODOR CONTROL
No.of Plan Sheet Specification
Location Units Purpose Type Reference Reference
D. SETBACKS—COMPLETE FOR NEW WASTEWATER TREATMENT STRUCTURES
1. The minimum distance for each setback parameter to the wastewater treatment/storage units per 15A NCAC 02T.0506(b)
are as follows:
Minimum Distance Is Minimum Distance
Required from Nearest Requirement met by the
Setback Parameter Design?If"No",identify
Treatment/Storage
Unit Setback Waivers in Item D.2
Below
Any habitable residence or place of assembly under separate 100 ft ®Yes ❑No
ownership or not to be maintained as part of the project site
Any private or public water supply source 100 ft ®Yes ❑No
Surface waters(streams—intermittent and perennial, perennial 50 ft ❑Yes ® No
waterbodies,and wetlands)
Any well with exception of monitoring wells 100 ft ®Yes ❑ No
Any property line 50 ft ®Yes ❑No
2. Have any setback waivers been obtained per 15A NCAC 02T .0506(di? ❑ Yes or ® No. If yes, have these waivers been
written, notarized and signed by all parties involved and recorded with the County Register of Deeds? ❑Yes or® No. If
no, provide an explanation:A permit from the Army Corp of Engineers is being sought for an impact of all the wetland area
located to the NE of the WWTP. Once the permit is obtained these wetlands can be filled.
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 11

State of North Carolina
IC
Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMEN I AL OUALUTY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14)
SECTION 5:APPLICATION CERTIFICATION BY PROFESSIONAL ENGINEER
Professional Engineer's Certification per 15A NCAC 02T.0105:
I, Mark C. Brooks, attest that this application package for an Authorization to Construct
(Typed Name of Professional Engineer)
for the Clevon Woods—Art Plaza WWTP
(Facility and Project Name)
was prepared under my direct supervisory control and to the best of my knowledge is accurate,complete and consistent
with the information supplied in the engineering plans, specifications,calculations, and all other supporting
documentation for this project. I further attest that to the best of my knowledge the proposed design has been
prepared in accordance with all applicable regulations and statutes, 15 NCAC 02H. 0100, 15A NCAC 02T, North Carolina
General Statute 133-3, North Carolina General Statute 143-215.1, and Division of Water Resources Minimum Design
Criteria for NPDES Wastewater Treatment Facilities,and this Authorization to Construct Permit Application,except as
provided for and explained in Section 4.B.1 of this Application. I understand that the Division of Water Resources'
issuance of the Authorization to Construct Permit may be based solely upon this Certification and that the Division may
waive the technical review of the plans, specifications,calculations and other supporting documentation provided in this
application package. I further understand that the application package may be subject to a future audit by the Division.
Although certain portions of this submittal package may have been prepared, signed and sealed by other professionals
licensed in North Carolina, inclusion of these materials under my signature and seal signifies that I have reviewed the
materials and have determined that the materials are consistent with the project design.
I understand that in accordance with General Statutes 143-215.6A and 143-215.6B,any person who knowingly makes
any false statement, representation,or certification in any application package shall be guilty of a Class 2 misdemeanor,
which may include a fine not to exceed$10,000, as well as civil penalties up to$25,000 per violation.
North Carolina Professional Engineer's seal with written signature placed over or adjacent to the seal and dated:
00au,iuu,,,,,
,o�-\H CAR0
0%
••E S �7i OS %p
' E A L ('
65
,,//0 1�',,,//// ,Ba,o ON
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 12

State of North Carolina
Department of Environmental Quality
Division of Water Resources
Water Resources
LNVIRONMEN I AL QJALi'.r APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14)
SECTION 6:APPLICATION CERTIFICATION BY APPLICANT
Applicant's Certification per 15A NCAC 02T.0106(b):
I, Ron Sayles, attest that this application package for an Authorization to Construct
(Typed Name of Signature Authority and Title)
for the Clevon Woods—Art Plaza WWTP
(Facility and Project Name)
has been reviewed by me and is accurate and complete to the best of my knowledge. I also understand that if all
required parts of this application package are not completed and that if all required supporting information and
attachments are not included,this application package will be returned to me as incomplete. I further certify that in
accordance with 15A NCAC 02T.0120(b),the Applicant or any affiliate has not been convicted of environmental crimes,
has not abandoned a wastewater facility without proper closure,does not have an outstanding civil penalty where all
appeals have been abandoned or exhausted, are compliant with any active compliance schedule, and does not have any
overdue annual fees.
I understand that the Division of Water Resources' issuance of the Authorization to Construct Permit may be based
solely upon acceptance of the Licensed Professional Engineer's Certification contained in Section 5, and that the Division
may waive the technical review of the plans,specifications, calculations and other supporting documentation provided
in this application package. I further understand that the application package may be subject to a future audit.
I understand that in accordance with General Statutes 143-215.6A and 143-215.6E any person who knowingly makes
any false statement, representation, or certification in any application package shall be guilty of a Class 2 misdemeanor,
which may include- ' n,exceed$10,000, as well as civil penalties up to$25,000 per violation.
Signatufe: Date: /i/Syt-e'Z/
THE COMPLETED APPLICATION AND SUPPORTING INFORMATION SHALL BE SUBMITTED TO:
NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER RESOURCES/NPDES
BY U.S. Postal Service BY Courier/Special Delivery:
1617 MAIL SERVICE CENTER 512 N. SALISBURY STREET, 9TH FLOOR
RALEIGH, NORTH CAROLINA 27699-1617 RALEIGH, NORTH CAROLINA 27604
TELEPHONE NUMBER: [phone]
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 13

'< Planning & Project Management ! Civil Engineering
'"�" Surveying / Environmental Engineering & Services
IEi1LIIXIiiIS 17 Arlington Street / Asheville NC 28801
ENGINEERING ASSOCIATES www.brooksea,com / 828-232-4700
RECEIVED
NO V 2 2 2021
CLEVON WOODS - ART PLAZA
WATAUGA COUNTY NORTH CAROLINA NCDEQ/DWR/NNDES
WASTEWATER TREATMENT PLANT
CALCULATIONS
PREPARED FOR:
CLEVON WOODS ASSOCIATES, LLC
P.O. Box 32
BooNE, NC 28607
FINAL CALCULATIONS- FOR REVIEW PURPOSES ONLY- NOT RELEASED
FOR CONSTRUCTION
.�`‘',
,,
0 �c o.. ,ram
SEAL
53
10)
ioy�)
ORIGINAL: OCTOBER 15,2021
BROOKS ENGINEERING ASSOCIATES PROJECT NO.: 544921

TABLE OF CONTENTS
1.0 Calculations
1.1 TDH Calculations
- List Station to EQ
- EQ to Aeration Basin
- Mudwell Pumps
- Filter Backwash Pumps
1.2 WWTF Process Calculations
- Tanks Sizing for WWTP Based on Effluent Requirements
1.3 Backup Generator Requirements
1.4 Buoyancy
- Lift Station Wet Well

1.0 CALCULATIONS
1.1 TDH Calculations
- List Station to EQ
- EQ to Aeration Basin
- Mudwell Pumps
- Filter Backwash Pumps

PUMP TANK TO D BOX
TDH CALCULATIONS
TDH = DH + hn,
where:
DH =elevation head
h,,, = major pipe losses, utilize Hazen Williams equation with equivalent lengths for fittings
h,,, =(4.727 L/d4.87) (Q/C)185 where: Q in cfs, L in feet, d in ft.
no user input
user input req'd
Piping: sch.40 PVC
Diameter= 3 inches (nominal) equals 3.042 inches (ID)
0.2535 ft.
NODE: PT to EQ
INPUTS Elevation Head Loss Major Losses Equiv. Length Sum
No. inputs Fittings Details Initial Elev. Final Elev. L "C" (FT) Eq. Length
1 Pipe 3136.0 3148.0 20 130 23.3
4 90 DEG ELL 10 40.00
0 45 DEG ELL 6 0.00
0 90 DEG TEE 15 0.00
1 COUPLING 3 3.00
1 GATE VALVE 2 2.00
0 GLOBE VALVE 80 0.00
0 ANGLE VALVE 40 0.00
1 CHECK VALVE 27 27.00
95.32
Q(gpm) DH hm (feet) TDH PSI Velocity
10 12.00 0.04 12.04 5.2 0.45
20 12.00 0.14 12.14 5.3 0.91
30 12.00 0.29 12.29 5.3 1.36
40 12.00 0.50 12.50 5.4 1.82
50 12.00 0.75 12.75 5.5 2.27
60 12.00 1.05 13.05 5.7 2.72
70 12.00 1.40 13.40 5.8 3.18
80 12.00 1.80 13.80 6.0 3.63
90 12.00 2.23 14.23 6.2 4.09
100 12.00 2.71 14.71 6.4 4.54
110 12.00 3.24 15.24 6.6 5.00

PUMP TANK TO D BOX
TDH CALCULATIONS
TDH = DH + hm
where:
DH = elevation head
hr„= major pipe losses, utilize Hazen Williams equation with equivalent lengths for fittings
hn,= (4.727 L/d4 87) (Q/C)1.85 where: O in cfs, L in feet, d in ft.
no user input
user input req'd
Piping: sch.40 PVC
Diameter= 3 inches (nominal) equals 3.042 inches(ID)
0.2535 ft.
NODE: EQ to AB
INPUTS Elevation Head Loss Major Losses Equiv. Length Sum
No. inputs Fittings Details Initial Elev. Final Elev. L "C" (FT) Eq. Length
1 Pipe 3136.0 3148.0 20 130 23.3
4 90 DEG ELL 10 40.00
0 45 DEG ELL 6 0.00
0 90 DEG TEE 15 0.00
1 COUPLING 3 3.00
1 GATE VALVE 2 2.00
0 GLOBE VALVE 80 0.00
0 ANGLE VALVE 40 0.00
1 CHECK VALVE 27 27.00
95.32
Q(gpm) DH hm (feet) TDH PSI Velocity
10 12.00 0.04 12.04 5.2 0.45
20 12.00 0.14 12.14 5.3 0.91
30 12.00 0.29 12.29 5.3 1.36
40 12.00 0.50 12.50 5.4 1.82
50 12.00 0.75 12.75 5.5 2.27
60 12.00 1.05 13.05 5.7 2.72
70 12.00 1.40 13.40 5.8 3.18
80 12.00 1.80 13.80 6.0 3.63
90 12.00 2.23 14.23 6.2 4.09
100 12.00 2.71 14.71 6.4 4.54
110 12.00 3.24 15.24 6.6 5.00

PUMP TANK TO D BOX
TDH CALCULATIONS
TDH = DH + hi,
where:
DH = elevation head
hm= major pipe losses, utilize Hazen Williams equation with equivalent lengths for fittings
h,,, =(4.727 L/d487) (Q/C)1 85 where: Q in cfs, L in feet, d in ft.
no user input
user input req'd
Piping: sch.40 PVC
Diameter= 3 inches (nominal) equals 3.042 inches (ID)
0.2535 ft.
NODE: Backwash
INPUTS Elevation Head Loss Major Losses Equiv. Length Sum
No. inputs Fittings Details Initial Elev. Final Elev. L "C" (FT) Eq. Length
1 Pipe 3136.0 3146.0 20 130 22.4
4 90 DEG ELL 10 40.00
0 45 DEG ELL 6 0.00
0 90 DEG TEE 15 0.00
1 COUPLING 3 3.00
1 GATE VALVE 2 2.00
10 FILTER (3 PSI) 80 800.00
0 ANGLE VALVE 40 0.00
1 CHECK VALVE 27 27.00
894.36
Q(gpm) DH hm (feet) TDH PSI Velocity
10 10.00 0.36 10.36 4.5 0.45
20 10.00 1.29 11.29 4.9 0.91
30 10.00 2.74 12.74 5.5 1.36
40 10.00 4.67 14.67 6.3 1.82
50 _ 10.00 7.06 17.06 7.4 2.27
60 10.00 9.89 19.89 8.6 2.72
70 10.00 13.16 23.16 10.0 3.18
80 10.00 16.85 26.85 11.6 3.63
90 10.00 20.96 30.96 13.4 4.09
100 10.00 25.47 35.47 15.4 4.54
1 110 10.00 30.39 40.39 17.5 5.00

PUMP TANK TO D BOX
TDH CALCULATIONS
TDH = DH + h,,,
where:
DH = elevation head
h,,, = major pipe losses, utilize Hazen Williams equation with equivalent lengths for fittings
hn, = (4.727 L/d4•87) (Q/C)1 85 where: Q in cfs, L in feet, d in ft.
no user input
user input req'd
Piping: sch.40 PVC
Diameter= 2 inches(nominal) equals 2.047 inches (ID)
0.1705833 ft.
NODE: Mudwell to EQ
INPUTS Elevation Head Loss Major Losses Equiv. Length Sum
Initial Elev. Final Elev. L "C" (FT) E . Length
No. inputs Fittings Details q g
p 9
1 Pipe 3136.0 3148.0 60 130 61.2
4 90 DEG ELL 7 28.00
0 45 DEG ELL 4 0.00
0 90 DEG TEE 10 0.00
3 COUPLING 2 6.00
1 GATE VALVE 1.3 1.30
0 GLOBE VALVE 55 0.00
0 ANGLE VALVE 28 0.00
1 CHECK VALVE 19 19.00
115.49
Q(gpm) DH hm (feet) TDH PSI Velocity
10 12.00 0.32 12.32 5.3 1.02
20 12.00 1.15 13.15 5.7 2.04
30 12.00 2.44 14.44 6.2 3.07
40 12.00 4.15 16.15 7.0 4.09
50 12.00 6.27 18.27 7.9 5.11
60 12.00 8.79 20.79 9.0 6.13
70 12.00 11.70 23.70 10.3 7.15
80 12.00 14.98 26.98 11.7 8.17
90 12.00 18.63 30.63 13.3 9.20
100 12.00 22.64 34.64 15.0 10.22
110 12.00 27.01 39.01 16.9 11.24
111 12.00 27.47 39.47 17.1 11.34

1.2 WWTF Process Calculations

WASTEWATER TREATMENT PLANT DESIGN
Sources:
1) Metcalf& Eddy: Wastewater Engineering, 1979
2) Grady& Lim: Biological Wastewater Treatment, 1980
3) NCDENR Guidance
4) Purestream Data&Calculations
Daily Design Flow
35000 gpd Avg. Daily Flow 24.31 gpm
Population/1000 0.29 Peaking Factor 4.08
total 35000 gpd Peak Flow 99.28 gpm
Influent(mg/I) Effluent(mg/I)
BOD 350 BOD 5
Ammonia 50 Ammonia 2.0
TSS 250 TSS 10
BOD Loading 102.165 lb/day
Ammonia Loading 14.595 lb/day
Solids Loading 72.975 lb/day
BOD Removal 100.7 lb/day
Ammonia Removal 14.0 lb/day
Solids Removal 70.1 lb/day
Flow Equalization Requirements
Volume=25%of DDF= 8750 gal.
Req'd Air=Volume x 2 cfm/1000 gal. = 17.5 cfm
Aeration Basin Requirements
For Extended Air Plants:
Volume=24 hrs DDF 35000 gal
Volume Utilized (see Specifications) 35904 gal
Actual Detention Time 24.6 hrs
BOD Oxygen requirement= 1.51bs/Ib BOD = 153.25 lb/day
NH3 Oxygen Requirement=4.51b/lb NH3 = 65.68 lb/day
Total Oxygen Requirment= 218.93 lb/day
Aeration Required with 10%efficiency, 18 hrs Operation = 135.14 cfm
Mixing Rqmt=25 cfm/1,000cf vol x aeration vol = 120.00 cfm
Clarifier Requirements
Actual Size Utilized per tank 3,400 gal.
Actual Surface Area per tank 60 sf
Detention Time per tank(1 to 3 hours) 2.33 hrs
Surface Loading Rate (300-1200 gpd/sf surface area) 583.33 gpd/sf
Weir Overflow Rate per tank(10k-20k per ft of weir) 4375 gpd/ft
Secondary Clarifier Weir Overflow Rate(5k to 15k per ft of weir)
Brooks Engineering Associates, PA p.1 10/13/2021

Sludge Holding Basin Requirements
Daily Sludge Production = .651b/lb BOD Removed 65.46 lb/day solids
Volume of Thickened Sludge at 4.5% 174.4 gal/day
30 days Storage Rqmt. 5232.5 gal
Actual SHT Volume Utilize (see Specifications) 5686 gal
Aeration Rqmt=20 cfm/1,000 cf 15.20 cfm
Tertiary Filter Requirements
Surface area 12.0 sf
Loading Rate(<10 gpm/sf) 8.3 gpd/sf
Post-Air Requirements
PAR= 30 minutes detention timexQ 729 gal
PA Tankage 884 gal
Chlorine Contact Requirements
Chlorine contact basin volume NA gal
Contact chamber vol/peak flow(>15 min) NA min
UV Chamber Requirements
Peak Flow rate per single Units 99.28 gal
Daily Capacity with Largest Unit Out 142965 gpd
Capacity Provided 224000 gpd
Total Plant Air Requirements
1. For EQ Basin =2 cfm/1000 gal. 17.5 cfm •
2. For SHT=20 cfm/1000 ft3(mixing minimum) 15.2 cfm
3. For Post-Aeration Basin =20 cfm/1000 ft3 2.4 cfm
4. For Aeration Basin =2100 cfm/lb.BOD/min 135.1 cfm
5.OR For Aeration Mixing =25 cfm/1000 ft3 120 cfm
6. For air lift= 10 cfm/return 20.0 cfm
TOTAL 190 cfm
Brooks Engineering Associates, PA p.2 10/13/2021

1.3 Backup Generator Calculations

Backup Generator Calculations
Unit HP kW
Main Blower# 1 7.5 5.6
Main Blower#2 7.5 5.6
Sand Filter Blower 7.5 5.6 23.3125
Mudwell Pump 3 2.2
Backwash Pump 3 2.2
EQ Pump# 1 2 1.5
EQ Pump#2 2 1.5
Lift Station Pump 1 2 1.5
Lift Station Pump 2 2 1.5
Building lighting & controls 10 outlets, 120V 2.40
Totals 36.5 29.6 37.03625
Design with Safety Factor 40.0 kW
746 Watts = 1 HP
Watts = amps x Voltage
Brooks Engineering Associates 10/13/2021

1.4 Buoyancy Calculations

BOUYANCY CALCULATIONS
Top 3139.00
0.50Top Thickness (ft)
0.67 Wall Thickness (ft)
6.00Interior Diameter(ft)
15.00%o?Void Space in Soil
...............................................
1.50 Lip(ft)
Floor 3128.00 1 00 Base Thickness (ft)
Base 3127.92
Volume of Wet Well: 366.37 Cubic Feet
Volume of Wet Well Concrete: 69.64 Cubic Feet
Volume of Top: 17.45 Cubic Feet
Volume of Base: 52.36 Cubic Feet
Volume of Concrete in Well: 139.45 Cubic Feet
Up Force from Displaced Water: 26,086.8 Lbs
Volume of Soil above Lip: 192.14 Cubic Feet
Down Force From Tank and Soil: 32,675.E Lbs
Factor of Safety: 1.252572 -Factory of Safety OK

rf_i,; Planning & Project Management i Civil Engineering
Surveying Environmental Engineering & Services
BROOKS17 Arlington Street / Asheville/ NC 28801
/
ENGINEERING ASSOCIATES www.brooksea.com 828-232-4700
CLEVON WOODS WASTEWATER TREATMENT PLANT
NPDES PERMIT No. NC0070408
WATAUGA COUNTY NORTH CAROLINA
SPECIFICATIONS
PREPARED FOR:
CLEVON WOODS ASSOCIATES, LLC
P.O. Box 32
BoONE, NC 28607
FINAL SPECIFICATIONS—FOR REVIEW PURPOSES ONLY- NOT RELEASED
FOR CONSTRUCTION
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ORIGINAL: OCTOBER 15,2021
BROOKS ENGINEERING ASSOCIATES PROJECT No.:544921

TABLE OF CONTENTS
1.0 System Summary & Project Information 1
1.1 Summary & Design Parameters 1
1.2 Contacts 4
1.3 Scope & Qualifiers 4
2.0 Piping & Collection System 6
2.1 Location of Sanitary Sewage Systems 6
2.2 Sizing & Material 6
2.3 Burial 7
2.4 Steep Slope Installation 7
2.5 Trenching & Installation 8
2.6 Testing 9
2.7 Lift Station 11
3.0 Treatment System 13
3.1 Treatment System Overview 13
3.2 Equalization System 14
3.3 Aerobic Treatment System 15
3.4 Backup Generator 20
3.5 5-day Upset Storage 20
3.6 Final Dosing Tank 21
3.7 Final Storage Tank 21
3.8 Security 21
4.0 Site Preparation 22
4.1 Clearing & Grubbing 23
4.2 Seeding & Mulching 23
4.3 Erosion Control 22
5.0 Inspection And Monitoring Proceedings 24
5.1 Pre-Construction Meeting 24
5.2 Intermediate Inspection of the System 24
5.3 Final Inspection & Start-Up 24
5.4 Operation & Maintenance 25
5.5 Residuals Management Plan 25
5.6 Education Program 25
6.0 Product Information Sheet
6.1 Lift Station Pumps
6.2 EQ Pumps
6.3 Main Blowers
6.4 UV Disinfection
ii

1.0 SYSTEM SUMMARY & PROJECT INFORMATION
1.1 Summary& Design Parameters
These specifications and accompanying engineering plans are for a wastewater treatment plant
(WWTP) to serve the Clevon Woods proposed development located in the Town of Seven
Devils in Watauga County North Carolina. The system is to serve a residential subdivision
located on a separate parcel (County PIN 1878447318000) under the same ownership. The
residential development is currently unplanned but potentially will have 290 bedrooms as part of
a planned community.
The treated wastewater is to be discharged in to the Watauga River per NPDES Permit No.
NC0070408. The proposed design flow for the WWTP is 35,000 gpd.
Flow and Effluent Quality
The design of the WWTP is based on the flow and effluent parameters set forth in NPDES
Permit No. NC 0070408. The monthly average discharge shall not exceed 35,000 gallons per
day. Peak Hourly Flow is 60.76 gpm is based on a Peaking Factor of 2.5. The effluent limits
are:
Daily
EFFLUENT Average Max.
BOD5 (mg/I) 5 7.5
TSS (mg/I) 10 15.0
NH3 as N (mg/I) 2.0 10.0
Fecal Coliform (col/100 mL) 200 400
Dissolved Oxygen >6.0
The WWTP consists of an activated sludge treatment plant with tertiary treatment, post aeration
and UV disinfection. The treatment system design provides for duplicity of all major
components to allow for operation during maintenance of major components.
1.2 Contacts
Engineer— Mark Brooks, PE, Brooks Engineering Associates [phone]
Owner Contact— Ron Sayles, Clevon Woods Associates 954-520-8000
iii

1.3 Scope & Qualifiers
This specifications manual is intended only for the use of permitting and construction of the
intended wastewater treatment facility. Any changes to these plans and specifications shall be
approved by the Project Engineer. Any changes in layout of equipment not approved shall
release the Engineer of any potential liability associated with the system.
The maintenance and operation of the system are to be in accordance with the Operation &
Maintenance Plan provided as a separate document. Monitoring requirements and discharge
limitations are detailed in the NCDEQ Non-discharge Permit. Operational Agreement shall be in
accordance with 15A NCAC 02T .0115.
Notify Engineer in sufficient time to permit inspection of underground work before backfilling is
initiated. A final inspection shall be required with the Owner, Engineer, NCDEQ representative,
and Contractor. Only the set of engineering plans with revision labeled "RELEASED FOR
CONSTRUCTION" shall be utilized for construction.
All specifications are subject to North Carolina Laws and Rules for Waste Not Discharged to
Surface Waters 15A NCAC O2U — Reclaimed Water regulations and North Carolina State
Plumbing Code and North Carolina State Electrical Code, where applicable.
Specific component manufacturers are specified on the engineering plans and herein. The
specific component manufacturers are identified only to set a standard for performance and
quality. "Or Equal" substitutions are allowed but only as approved as such by the project
engineer. In the event that the Owner or Contractor or another supplier proposes an alternate
component to the specified manufacturer or component type, certain procedures must be
followed. If proposing an alternate, the Contractor (supplier) must submit, no less than 15
business days in advance of the bid date (if during the bid review period)or 15 days prior to the
need for installation. If needed, the contractor must provided a system hydraulic analysis based
on the proposed component (including pipe sizes, flows, velocities, retention times, etc.), a list
of exceptions to the governing specifications herein and/or demonstration of compliance to of
these specifications. This information must be submitted to the Engineer for pre-approval of the
alternate equipment being proposed and determination of compliance with these Contract
Documents. If the equipment differs materially or differs from the dimensions given on the
Drawings, the Contractor(supplier) shall submit complete drawings showing elevations,
dimensions, or any necessary changes to the Contract Documents for the proposed equipment
4

and its installation. Pre-approval, if granted, will be provided in writing by the Engineer to the
Contractor(supplier) at least five business days in advance of the bid or installation date. If the
Engineer's approval is obtained for Alternate Equipment, the Contractor(supplier) must make
any needed changes in the structures, system design, piping or electrical systems necessary to
accommodate the proposed equipment at the expense of the Contractor(supplier).
5

2.0 PIPING & COLLECTION
The collections system consists of the gravity line from the Clevon Woods property located on
the north side Hwy 108 to the lift station that will to convey the raw wastewater to the WWTP.
2.1 Location Of Sanitary Sewage Systems
The setbacks for wastewater treatment and storage facility are per 15A NCAC 02U .0700 and
summarized below:
TREATMENT & STORAGE SETBACKS (feet)
Any private or public water supply source 100
Surface Waters 50
Wells, with the exception of monitoring wells 100
Property Line 0
These setbacks are depicted on the Engineering Plans and shall be maintained in construction.
p 9 9
2.2 Sizing & Material
Gravity flow pipe and fittings shall be SDR 35 Schedule 40 PVC with solvent-cemented or
gasketed joints (ASTM D3034) for all gravity lines. Gravity lines shall maintain a minimum slope
of 1/8-inch fall per lineal foot. No public gravity sewer main conveying wastewater shall be less
than 8 inches in diameter. No private gravity sewer main conveying wastewater shall be less
than 6 inches in diameter. Individual residential gravity sewer main lines shall not be less than 4
inches in diameter. Building sewers shall be in accordance with the state plumbing code and
approved by the local building inspector.
Pressure sewer lines shall be Schedule 40 SDR 21 PVC with gasketed joints (ASTM D-2241) of
a size as specified on the Engineering Plans. Line sizes will vary depending upon flow and shall
be sized to insure a fluid velocity of greater than 2 feet per second but no greater than 8 feet per
second unless provisions are made for securing pipes (anchors and thrust blocks). Line
materials shall be based upon calculated line pressures not exceeding the specified working
pressure for a specified pipe material.
Piping from the final dose tank to the Return irrigation water tank (reclaimed water distribution
piping and valves) shall be colored purple (Pantone 522 or equivalent) and embossed, or
integrally stamped "CAUTION: RECLAIMED WATER— DO NOT DRINK". The warning shall be
6

on offsite sides of the pipe and repeated every three feet or less. Identification shall be at least
three inches wide with white or black lettering.
2.3 Burial
Bedding and installation shall be consistent with ASTM Standard F 667. These specifications do
not cover interior or initial building connections. The following are general location and
separation guidelines:
• Typically a 3-foot minimum cover shall be maintained on all sewer lines.
• Sewer transfer lines from top-feed manifolds down to drip lateral lines may be buried
less than 3 feet as all lines shall be installed to drain to the drip irrigation laterals and
will de-pressurize between doses.
• Sewer lines may cross a water line if 18 inches clear separation is maintained, with
the sewer line passing under the water line. The sewer line shall be constructed of
ductile iron pipe and the water line shall be constructed of ferrous material equivalent
to water main standards for at least 10 feet on either side of each crossing.
• Sewer lines may cross a storm drain if at least 12 inches of clear separation is
maintained or the sewer pipe is of ductile iron or encased in ductile iron pipe for at
least 5 feet on either side of the crossing.
• Sewer lines may cross a stream if at least three feet of stable cover can be
maintained with a horizontal boring or the sewer line is of ductile iron pipe or
encased in ductile iron pipe for at least 10 feet on either side of the crossing and
protect against the normal range of high and low water. Please refer stream impact
permitting regulations and requirements before initiating any stream crossing.
• A minimum separation of 100 ft from any well is required unless the sewer line is
constructed of pipe materials meeting water main standards. The minimum
separation shall not be less than 25 ft from a private well or 50 ft from a public well.
2.4 Steep Slope Installation
Sewers on 20 percent slopes or greater shall be anchored securely with concrete, or equal, with
the anchors spaced as follows:
a. Not greater than 50 feet center to center on grades 21% to 35%;
b. Not greater than 35 feet center to center on grades 35% to 50 %; and
c. Not greater than 25 feet center to center on grades 50% and over.
7

Mechanical joint restraints (MegalugTA4 or equivalent) may be substituted for slope anchors.
Mechanical joint restraints must be used on all pipe joints in steep slope conditions if
substituted.
2.5 Trenching
Trench excavation shall conform to the line, depth and dimensions shown on the engineer plan
details. The trench shall be properly braced and shored so that workmen may work safely and
efficiently. If unstable conditions are encountered, the Engineer shall be notified in order that
proper bedding materials may be selected. Trench excavation or excavation for pipelines shall
consist of excavation necessary for the construction of sewers, conduits and other pipelines and
all appurtenant facilities thereof, pipe embedment materials, and pipe protection, insulating and
sleeving in ductile iron pipe, as called for on the plans. It shall include site preparation,
backfilling and tamping of pipe trenches and around tanks and the disposal of waste materials,
all of which shall conform to the applicable provisions of these specifications. When muck,
quicksand, soft clay, swampy or other material unsuitable for foundations or subgrade are
encountered which extend beyond the limits of the excavation, such material shall be removed
and replaced with pipe foundation material as specified in the engineering drawings. Surface
drainage shall not be allowed to enter excavated areas.
Rock encountered in trench excavation shall be removed for the overall width of trench which
shall be as shown on the plans. It shall be removed to a minimum depth of three (3) inches
below the bottom of the pipe. Clean compacted backfill shall replace the excavated rock.
The pipe material listed above shall be installed in accordance with the manufacturer's
recommendations and the requirements of these specifications. All sewer lines shall be laid to
the line and grade shown on the plans. No deviations from line and grade shall be made, unless
they have been approved by the Engineer. The pipe interior shall be kept clean before and after
laying by means approved by the Engineer. Pipe ends shall be plugged at the end of each work
day or when work is temporarily stopped. The plugs shall be watertight so that water and debris
will not enter the pipe.
All backfilling shall be done in such manner as will not disturb or injure the pipe or structure over
or against which it is being placed. Any pipe or structure injured, damaged or moved from its
proper line or grade during backfilling operations shall be opened up and repaired and then re-
backfilled as herein specified. Typically backfilling shall be conducted in lifts of no greater than
8

3 inches and compacted to a minimum 95% Standard Proctor. The Contractor shall be
responsible for insuring adequate testing is performed and demonstrate compliance with these
specifications. Typically testing shall be performed approximately every 500 feet of piping. Any
sections of piping demonstrating excessive trench settlement shall be excavated and re-
compacted and backfilled. Excessive settlement is indicated by the grade above the piping
trench being lower than the undisturbed adjacent natural grade.
The Contractor shall replace all surface materials and shall restore paving, curbing, sidewalks,
gutters, shrubbery, fences, sod, and other surfaces disturbed, to a condition equal to that before
the work began, furnishing all labor and materials incidental thereto as provided elsewhere in
these specifications.
2.6 Testing
All gravity sewer lines shall be tested by Low Pressure Air Exfiltration Testing with the following
steps.
1. All branch fittings and ends of lateral stubs shall be securely plugged at each
manhole. All stoppers shall be adequately braced when required.
2. Air shall be slowly supplied into the plugged pipe line until the internal air pressure
reaches 4.0 pounds per square inch or 4.0 pounds per square inch greater than the
average back pressure of any ground water that may submerge the pipe. At least
two minutes shall be allowed for temperature stabilization before proceeding further.
3. Calculate the pressure drop as the number of minutes for the air pressure within the
pipeline to drop from a stabilized pressure of 3.5 to 2.5 psig.
4. The time allowed for mixed pipe sizes of varying lengths should be calculated as
described in ASTM C828-76T.
5. The following times are for one pipe size only:
Pipe Size (inches) Time, T Allowable Air Loss, Q
(sec/100 ft) (ft3/min)
6 42 2.0
8 72 2.0
10 90 2.5
12 108 3.0
15 126 4.0
18 144 5.0
21 180 5.5
24 216 6.0
27 252 6.5
30 288 7.0
9

6. The pipe line shall be considered acceptable if the time interval for the 1.0 psi
pressure drop is not less than the holding time listed in the following table.
7. If the test fails, the Contractor will be required to locate the cause of the failure, make
necessary repairs, and repeat all testing of the line until the test is passed.
For pressure sewer lines the following Hydrostatic Testing Procedure shall be utilized.
1. As a minimum, all sewer force mains shall be tested in accordance with the
Hydrostatic Testing Requirements of AWWA C600.
2. After pipe has been laid and backfilled, all newly laid pipe or any valve section
thereof shall be subject to a hydrostatic pressure of not less than 150 psi or 1-1/2
times the working pressure, whichever is greater. The duration of the pressure test
shall be two hours. Each valve section of the pipe shall be slowly filled with water.
All air shall be expelled from the pipe while the pipe is being filled and before the
application of the specified test pressure. Taps may be required at points of highest
elevation. These taps are to be tightly plugged after completion of the test.
3. The test pressure shall be applied by means of a pump connected to the pipe in a
manner satisfactory to the Project Engineer. The pump, pump connections, gauges,
and all necessary apparatus and labor shall be furnished by the Contractor. The
Contractor shall calibrate the gauges in the presence of the Design Engineer.
4. A test shall be made only after a part or all of the backfilling has been completed and
at least 36 hours after the last concrete thrust block has been cast with high-early
strength cement or at least seven (7) days after the last thrust block has been cast
using standard cement.
5. Any cracked or defective pipes, fittings, or valves discovered during hydrostatic
pressure tests shall be removed and replaced with sound material and the test
repeated until satisfactory to the Design Engineer. No payment shall be made for
the removal and replacement of defective pipes and appurtenances.
6. Leakage shall be defined as the quantity of water that must be supplied into the
newly laid pipe, or any valved section thereof, to maintain pressure within 5 psi of the
specified test pressure. Leakage shall not be measured by a drop in pressure in a
test section over a period of time.
7. Allowable leakage shall not exceed the following U.S. gallons per hour reported in
Table 1:
10

Table 1. Allowable leakage per 1000 ft of pipeline (gph)
Avg.Test Pressure (psi) NOMINAL PIPE DIAMETER(INCHES)
3 4 6 8 10 12
250 0.36 0.47 0.71 0.95 1.19 1.42
225 0.34 0.45 0.68 0.90 1.13 1.35
200 0.32 0.43 0.64 0.85 1.06 1.28
175 0.30 0.40 0.59 0.80 0.99 1.19
150 0.28 0.37 0.55 0.74 0.92 1.10
125 0.25 0.34 0.50 0.67 0.84 1.01
100 0.23 0.30 0.45 0.60 0.75 0.90
If the pipeline under test contains sections of various diameters, the allowable leakage will be
the sum of the computed leakage for each size.
Alternatively, no pipe installation will be accepted if the leakage is greater than that determined
by the following formula:
In inch-pound units,
L = SDI�
133,200
Where:
L = allowable leakage, in gallons per hour
S = length of pipe tested, in feet
D = nominal diameter of the pipe, in inches
P = average test pressure during the leakage test, in pounds per square inch
(gauge)
The Contractor shall notify the Project Engineer when the work is ready for testing, and all
testing shall be done in the presence of a representative of Brooks Engineering. All labor,
equipment, water, and materials, including meters and gauges, shall be furnished by the
Contractor at his own expense.
Low pressure pneumatic testing of pressure sewer lines in incremental stages of construction is
recommended to insure leaks are not occurring. Final testing shall be in accordance with the
hydrostatic testing described above.
2.7 Lift Station
The specifications presented herein specific to materials and testing are subject to and shall be
superseded by NCDENR's Minimum Design Criteria for the Permitting of Pump Stations and
Force Mains dated June 1, 2000.
11

Wet Well
The wet well shall be set such that the riser is 2' above the BFE. Wet well shall be comprised of
precast base and riser sections. All precast sections shall conform to ASTM C478 and joints
shall conform to ASTM C443. Wet wells should be installed on a 6-inch minimum layer of No.
57 washed stone aggregate to protect against any differential settlement. If wet or unstable
soils are encountered bedding shall be consistent with geotechnical testing recommendation.
Place bell ends of pre-cast sections or the groove end of the concrete facing down. In
preparation for making joints, all surfaces of the portion of the section to be jointed and the
factory-made jointing materials shall be clean and dry. Each joint, seam, and pipe penetration
inside and outside of joints shall receive liberal applications of non-shrink grout as well as liberal
amounts of bitumastic waterproof sealant. Lifting holes and other penetrations of the pre-cast
structure wall shall be sealed with non-shrinking grout. Grout connections as necessary to
make smooth and uniform surfaces on the inside of the structure. Before placing any wet well
into operation, remove any dropped grout, sand or other imperfections and obstructions from
the interior of the structure. Specifically, the inside walls shall be smooth and uniform. Smooth-
finish inverts so that wastewater flow is confined and directed through the inlet and outlet pipes
with easy transition. Fillets shall be constructed at the bottom of the wet well so there are no
sharp bottom corners to direct sludge towards the middle of the wet well.
Tanks shall be backfilled in accordance with the applicable specifications herein before
described. All pipe penetrations shall be through Press-Seal Cast-A-Seal 402 or approved
equal. All joints (mid-seam, top-seam) shall be sealed using Concrete Sealants butyl sealant
#CS-102 meeting ASTM C-990. Contractor and supplier shall note the bottom connection
locations and cast-in-place rubber boot requirement on all bottom tank interconnections.
A 24-hour static water test, in accordance with ASTM standards, shall be performed on all
precast tanks in order to insure they are water tight.
a. The testing shall be performed in the presence of the project engineer.
b. Each tank shall be filled with water and the initial water level shall be measured.
c. At the end of the 24-hour period, the level of the water shall be measured again.
d. The engineer shall pass the tank if the water level did not drop more than 0.5 inches or if
the total volume of the displaced water is less than 1 percent of the total effective liquid
capacity of the tank.
e. Tanks may also be leak-tested by applying a vacuum of 5-inches of Hg with riser
assemblies in place. The wet well shall be vacuum tested in accordance with C1244 or
12

other methods outlined in NCDENR's Minimum Design Criteria for the Permitting of
Pump Stations and Force Mains.
f. Each failed tank shall be tested again. In the event that the tank does not pass the
second test, the Contractor shall remove and replace the tank at no additional cost to the
owner.
Pumps
A duplex submersible centrifugal pump system is specified. The pumps are to be duplex 2.0 HP
Grundfos pumps with 5.98 " impellers capable of providing 105 gpm at 26' of head. The pumps
are sized to meet the peak flow and total dynamic head conditions and provide flushing flow to
the meet the 2.0 ft/sec flushing velocity. All pumps and controls shall be factory tested. Pumps
require 460V three phase power.
Piping
Piping relative to the pump station shall be ductile iron pipe conforming to ANSI/AWWA
C151/A21.51 and fittings shall conform to ANSI/AWWA C110/A21.10.
Controls
A complete packaged discharge assembly with the prewired control panel for the specified
pump shall be provided by the pump vendor. Control panel shall be a NEMA 4X panel with
audible/visible alarm and equipped with an auto-dialer to notify the operator in high water
conditions.
Backup Power
The pump station is required to be connected to the backup power generator that is also
providing service to the WWTP. The pumps loads are incorporated in to the backup generator
sizing calculations.
Pump Station Equipment
The following appurtenances are required at the pump station.
• Overhead Lighting sufficient to be able to operate and maintenance the system during
night time conditions.
• Mechanical Pump Lift. This should come mounted on the Control & Discharge
Assembly. Must be capable of lifting the slide rail mounted pumps.
13

• Vent. The wet well must be vented and the vent shall protect against rain and vector
intrusion.
• Fencing & Security. The pump station shall have a minimum of 6' high fencing and shall
be locked.
• Water supply. The pump station shall have a water supply (potable or non-potable)for
washdown. If potable water supply is utilized, an above ground backflow prevention
assembly with heated enclosure shall be provided.
14

3.0 TREATMENT SYSTEM
The wastewater treatment system consists of an activated sludge treatment plant, clarification,
tertiary treatment filter, post aeration and UV disinfection.
3.1 Treatment System Overview
The wastewater treatment plant consists of a steel fabricated activated sludge biological
package treatment plant for design flow of 35,000 gpd. The tankage consists of three primary
welded steel tanks. The principle components consist of a surge tank (equalization basin),
aeration basin, clarifier, sludge holding tank, tertiary treatment filter, UV disinfection, post-
aeration basin, and V-notch weir flow monitoring device.
3.2 General Tankage
The 35,000 treatment plant shall consist of a surge tank and sludge holding tank in one
rectangular structure and two aeration zones in one structure and two clarifiers in one
rectangular structure, with all necessary baffles and partitions factory installed. All side walls,
end walls, bottom and partitions shall be of structural grade ASTM-A36 steel plate with a
minimum thickness of one-quarter inch (1/4"). All structural shapes used for reinforcing and
bracing shall also have a minimum thickness of one-quarter inch.
Cathodic protection shall be required for any buried tankage. Cathodic protection shall consist
of four(4) magnesium anodes shall be supplied to provide rust protection for steel tankage.
The anodes shall be buried on the sides of the tank and connected to the plant by heavy copper
wire to connect to lugs on the steel vessel.
The treatment plant shall be cleaned and painted with a coal tar to provide long lasting
protection to the facility under normal conditions. All rust, dust, mill scale, and other
contaminants shall be removed prior to painting by means of sand blasting, wire brushing, etc..
All steel surfaces shall be painted with two (2) coats of coal tar paint. All interior and exterior
surfaces shall be painted with Carboline Bitumastic 50 coal tar, 8-10 mils thickness.
All tanks are to be set on a 12-inch reinforced concrete foundation with six inches of# 57 stone
beneath. The pad is to be 5,000 psi concrete and #4 rebar set on a one-foot grid. The
foundation is to extend one foot beyond the footprint of the tankage. Backfill around the tanks
15

with a clean backfill material. Tanks are to be secure for anti-flotation by a '/2" hook turnbuckle
and eyebolt anchoring facility set in the concrete slab.
3.3 Flow Equalization
A common surge tank shall be provided as specified and shown on the engineering plans. The
flow equalization basin shall consist of an 8,078 gallon steel fabricated tank, dual flow
equalization pumps, time dosing duplex flow equalization pump control panel.
Inlet Bar Screen
A bar screen inlet shall be provided, at the influent port of the surge tank, to remove any
unusually large solids from the incoming raw sewage. The bar screen shall be sized to pass the
peak hourly flow rate. The bar screen shall be fabricated from inch diameter bars spaced
one inch apart with an approach velocity of no less than 1.25 feet per second. The bars shall be
sloped 30-45 degrees for manual cleaning. A drying deck shall be furnished for drying this
debris.
Flow Control
A duplex submersible centrifugal pump system is specified. The pumps are to be duplex 2.0 HP
Grundfos pumps with 5.98 " impellers capable with an operating point of 105 gpm at 26' of
head. The pumps are sized to meet the peak flow and total dynamic head conditions and
provide flushing flow to the meet the 2.0 ft/sec flushing velocity. All pumps and controls shall be
factory tested. Pump curves are provided in Section 5. Pumps shall be controlled by sealed
mercury float switches with a time dosing control panel. The anticipated flow rate from the pump
curve is 105 gpm, so the recommended run/rest times are 13.9 min/46.10 min for once an hour
dosing of the WWTP.
Aeration
Diffused air shall be supplied by the common duplex blowers. An air distribution manifold shall
be installed longitudinally on one side of the equalization chamber with removable diffuser
assemblies properly spaced to ensure adequate mixing and maximum oxygenation efficiency.
Each diffuser drop assembly shall include a steel drop pipe, air regulating valve allowing air
adjustment or complete shut-off, quick disconnect union for easy removal for cleaning and
regular maintenance, and horizontal diffuser bars with non-clog Snap-Cap TM mounted thereon
at approximately 12" centers. The air diffuser system shall be designed to distribute air evenly
over the entire length of the flow equalization basin to provide sufficient mixing.
16

3.4 Sludge Storage & Return
Tankage
The sludge holding chamber shall be sized to hold a minimum capacity of 5233 gallons with
sludge thickened to 4.5% solids. The specified tank is 5,686 gallons. The chamber shall be
located on the effluent side of the equalization basin as an integral compartment with the
influent wastewater piped through the sludge holding chamber to the aeration chamber.
Aeration
Diffused air shall be supplied by the common duplex blowers. A drop diffuser assembly shall be
piped to the sludge holding basin and aerated by the aeration basin blowers supplying a
minimum of 20 cfm of air per 1000 cu.ft. of volume. Air supply shall be regulated by an air
regulating ball valve. A decanting swivel airlift assembly shall be supplied for supernatant return
to the aeration chamber.
Sludge Return System
The airlift sludge return systems to return the settled sludge back to the aeration chambers
consist of two (2) 3" diameter airlift sludge return piping per clarifier, with air regulating valve to
adjust the rate of sludge return to the aeration basin in each clarifier hopper bottom, a 1.5" air
line supplying air to the return, threaded disconnect union for maintenance purposes, clean out
plug to allow for easy cleaning and maintenance, and double gate valves on the primary sludge
return to enable routine sludge wasting to the digester chamber.
Skimmer Return System
The skimmer return system shall consist of two (2) 2" return pipe per clarifier, air regulating
valve for return rate adjustment, and adjusting skimmer constructed from sch. 40 steel pipe.
The adjusting skimmer shall be positioned slightly below water level by means of an adjustable
dresser coupling.
3.5 Aeration Basins
Tankage
The two aeration chambers shall have a sufficient capacity to provide a minimum of 24-hour
detention time based on design flow rate to the plant of 35,000 gpd. Two 26,651gallon tanks
(53,302 total) are provided. The tankage shall be constructed in accordance with specification
presented in Section 3.2.
17

Aeration
Diffused air shall be supplied by the common duplex blowers. Each blower shall have the
capacity to provide the necessary air requirements with one unit out of operation. An air
distribution manifold shall exist longitudinally along the entire length of the aeration chamber,
with removable diffuser assemblies properly spaced to ensure adequate mixing and maximum
oxygenation efficiency. Each diffuser shall be a non-clog Snap-Cap diffuser with nozzles a
maximum of 12-inches on center.
Blowers
A duplex blower system shall provide all of the air to the entire plant except the tertiary filter.
The blowers have been sized based upon the following calculations.
Total Plant Air Requirements
1. For EQ Basin = 2 cfm/1000 gal. 17.5 cfm
2. For SHT=20 cfm/1000 ft3(mixing minimum) 15.2 cfm
3. For Post-Aeration Basin =20 cfm/1000 ft3 2.4 cfm
4. For Aeration Basin = 2100 cfm/lb.BOD/min 135.1 cfm
5.OR For Aeration Mixing = 25 cfm/1000 ft3 120 cfm
6. For air lift= 10 cfm/return 20.0 cfm
TOTAL 190 cfm
Each blower shall be capable of delivering 259 cubic feet of air per minute (cfm) at 4.0 psi when
operating at a speed of 1563 rpm. Each motor shall be at 7.5 Hp, 1750 rpm, three phase, 60
cycle, 230 volt totally enclosed fan cooled motor. The motors shall be mounted on adjustable
motor bases for operator ease in servicing and adjusting V-belts. Blowers shall be SutorbiltTM
Legend Model 5M. Refer to Cut-sheets in Section 6.
A complete pre-wired triplex motor electrical control panel shall be mounted in a Nema 3R
weatherproof metal enclosure. The duplex electrical system will consist of circuit breakers,
motor starters, heaters, time clock, alternator hand-off-automatic selector switches, and
associated wiring. The panel shall be wired for 480 volts, three phase power supply.
All wiring and conduit required between the treatment plant electrical control enclosure and the
electrical power service shall be furnished and installed by electrical contractor. Conduit and
wiring between plant control panel and motors and accessory equipment shall be furnished by
the manufacturer and installed by the contractor. A 110 V convenience outlet receptacle shall
be furnished at the control panel.
18

Check valves, gate valves, intake & discharge filter silencers with wire mesh filter elements,
double belt pulleys, bushings, V-belts, flexible rubber couplings, pressure relief valve, and
associated piping are standard with each assembly.
3.6 Clarifiers
There are two clarifiers and each shall be sized to pass the peak hourly flow with one unit out of
service. The clarifier chambers have sufficient capacity to provide a minimum of 4 hour
detention time based on the (24) hour design flow with a maximum surface loading (overflow)
rate of 450 gpd per square foot and a weir overflow rate of less than 10,000 gpd/ft. The bottom
of the clarifier chambers are formed into inverted pyramidal hoppers with a flat bottom area.
The tankage shall be constructed in accordance with specifications presented in Section 3.2.
3.7 Tertiary Filter
The primary clarifier effluent passes through a secondary clarifier(mudwell) prior to spilling over
to a flow trough to two tertiary media filters are provided in separate tankage. The filters shall
be sized to pass the peak hourly flow with one unit being serviced. The media consists of 12" of
sand with 8" of anthracite. Each filter provides for 8 gpm/sf of surface loading rate. The sand
filters are equipped with air scour blowers and backwash pumps. Duplex air scour blowers shall
be capable of providing 3-5 cfm/sf of filter area preceding backwash (min. 36 cfm). Duplex
backwash pumps are provided and shall provide a minimum of 15 gpm/sf of filter bed, or 178.5
gpm. The backwash is flushed through the backwash trough to the mudwell tank where
backwash is transferred to the equalization basin via duplex pumps with a minimum of 100 gpm
at 20' TDH capability in a lag condition. The mudwell utilized settling plates for rapid settling of
particulates that come from the tertiary filters.
3.8 Disinfection
Dual disinfection units shall be provided each with the capability of providing disinfection at peak
hourly flow rates. The disinfection shall be facilitated by dual Trojan Technologies UV3200 PTP
— ultra-violet disinfection units in series. Each unit shall be capable of treating peak hourly flow
rates (143,000 gpd) with a max daily effluent of 400 cfu/100 ml. Each unit has 8 lamps. See
Section 6 for product specification sheets.
19

3.9 Flow Measurement Chamber& Post-Aeration
An effluent flow measuring chamber with a 90 degree V-notch shall be supplied. A continuous
flow measurement device and recorder is to be installed in a stilling basin. The weir overflow
goes to a post aeration chamber.
The post aeration chamber shall provide 30 minutes detention at 35,000 gpd average flow. The
air diffusion header shall be provided and supplied from the extended aeration unit with a 1-1/2"
supply air line. A control valve shall be installed to enable the air supply to be regulated. The
post aeration tank shall be constructed to the same specifications as the other plant facilities.
All air piping, diffusers, etc., shall be as previously specified.
3.10 Emergency Power
Backup emergency electricity is to be provided at the facility to maintain basic daily wastewater
treatment options. A permanent backup generator will be located outside of the treatment plant
building equipped with a propane fuel tank to provide a minimum of 24 hours of operation. The
generator shall be sized to sufficiently provide power to each blower, each pump and electrical
controls in the building. The generator shall be able to provide 40 kW 480V 3-phase power for
the WWTP but that does NOT include the builder power requirements which are by others. The
building lighting will also need to be on the generator. The power transfer is to be facilitated by
an automatic power transfer switch. The calculations for the total kW necessary for the plant are
provided in Section 6.
3.11 Service Grating & Handrails
The service walkway grating shall be provided to service the equipment to enable the service
personnel to service the system. The panels shall be positioned to provide the operator safe
access to service all phases of operation. Painted steel handrailing of 1-1/2 inch OD sch. 40
shall surround all grating walkways to provide safe access to all service areas.
The grating panels shall be 9" maximum width, 2-1/2" maximum height and constructed of 18
gauge galvanized metal. Each panel shall have a safe, uniform load-carrying capacity of 50
pounds per square foot.
3.12 Electrical Controls
For each blower-motor unit mixer and pump, three mal-magnetic circuit breakers shall be
provided to serve as both disconnect switches and over-current protection against short circuits,
or grounding of the motor branch circuit conductors, control equipment and motors. Magnetic
20

across-the-line starters with adjustable thermal overload protection shall be supplied to operate
and protect the motors. For 3-phase motors, overload protection shall be provided in each
phase to give positive protection against single phasing.
3.13 Security
The entire treatment system area, shall be enclosed in a metal building (designed and permitted
by others). The lift station to the plant shall be enclosed in a 6' security fence. The building and
fencing shall maintain exterior signage shall indicate "Entry by Authorized Personnel Only" with
the emergency contact and operator's emergency phone number.
21

4.0 SITE PREPARATION
4.1 Clearing & Grubbing
As the site is placed entirely on fill, no grubbing or clearing is necessary.
4.2 Final Cover
The unit will be entirely enclosed in the metal building. The surrounding grounds will have a
gravel entrance drive and parking area with 6" of CABC.
4.3 Erosion Control
These specification and accompanying engineering plans shall not be construed as engineering
plans for erosion control or for erosion control permitting. However, during the construction of
the project, the Contractor shall be required to take the necessary steps to minimize soil erosion
and siltation of rivers, streams, lakes and property. The Contractor shall comply with the
applicable regulations of the appropriate governmental agencies in regard to soil erosion control
and sedimentation prevention.
Temporary and permanent erosion control measures shall be accomplished at the earliest
p rY
practicable time. Temporary erosion control measures shall be coordinated with permanent
measures to insure economical effective and continuous erosion control during the life of the
project. erosion control measures shall include, but are not be limited to the use of
Temporary p ry
temporary berms, dams, dikes, drainage ditches, silt ditches, silt fences, vegetation, mulches,
mats, netting or any other methods or devices that are necessary. Erosion control measures
installed by the Contractor shall be suitably maintained by the Contractor, until the site is fully
stabilized.
Where excavation is adjacent to streams, lakes or other surface waters, the Contractor shall not
place excavated materials between the excavation and the surface waters. Where live streams
are crossed by the project, the Contractor shall exercise particular care to minimize siltation of
the stream. Temporary erosion control measures shall be constructed. These may include but
not be limited to use of coffer dam in the stream, dikes, diversion ditches and/or temporary
sediment traps at the top of the banks, and silt fences on all creek banks. All temporary erosion
control measures shall be acceptably maintained until permanent erosion control measures are
established.
22

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

5.0 INSPECTION AND MONITORING PROCEDINGS
5.1 Pre-Construction Meeting
A pre-construction meeting shall be scheduled which shall include the contractor, the NCDEQ
DWQ representative, the engineer or his representative, the system(s) manufacturer
representative and the certified operator. Scheduling this meeting shall be the responsibility of
the installation contractor and all parties shall receive a minimum of one week's notice prior to
the meeting date scheduled. Any changes to the plans requested by the contractor or DWQ
representative will be discussed at this meeting and responded to within 3 working days by the
engineer.
5.2 Intermediate Inspection of the System During Construction
The contractor shall notify the engineer in time to inspect the site and insure proper installation
of the system components prior to backfilling.
Periodic inspections by project soil scientist and engineer during installation to assure
compliance with agreed-upon installation procedures for drainfield installation shall be required.
A specific schedule can be established at the preconstruction meeting.
The following are the minimum construction milestones that the Engineer shall be given
sufficient notification to inspect.
- Setting of tanks.
- 24 Hour leak testing of tanks.
- Pressure testing of gravity lines.
- Pressure testing for pressure lines.
- Drip line installation.
- Pre-final testing of dosing system.
If the engineer can not schedule an inspection, the contractor shall be asked to provide
photographic documentation of these proceedings, along with testing data identified below
5.3 Final Inspection & System Start-Up
The following shall be provided by the contractor to the engineering at least three days prior to
,
the final inspection.
1. Photos of the installation.
I 24

2. As-builts of the sewer collection line, pump station, WWTP tanks, WWTP Building, 1
discharge line and outfall.
3. 24 hour leak test data to include: date, measurement times, measurement depths.
4. Pressure testing data to include: starting air or water pressure, final air or water
pressure, time period of test.
All start-up testing shall be conducted with clean water. A sufficient clean water source and
pump system shall be provided to generate a minimum of 25 gpm in to the plant for one hour.
At a minimum the following start-up procedures shall be conducted at the final for the lift
station.
1. Verify the float switch levels.
2. Perform a drawdown test to verify the pump rate.
3. Run the duplex pumps in Auto with floats manually controlled to check each float/pump
operation (Off/On/Lag/Alarm).
4. Verify the auto-dialer is working with the alarms activated.
5. Verify the ATS is operational, kicking on the backup generator with the main break
switched off.
6. Verify flow in to the WWTP.
At a minimum the following start-up procedures shall be conducted at the final for the WWTP.
1. The WWTP tankage shall be filled to operational levels with clean water. Check for
leaks and any signs of deficient structural integrity.
2. Check water levels and freeboard in each tank.
3. Perform a drawdown test on the all pumps to verify the flow rate and check all floats are
activating/deactivating pumps accordingly.
4. Check the all blower for pressure and flow.
5. Operate all air lift systems and check flow rates.
6. Check the air scour, backwash pumping and mudwell pumps for operation.
7. Check the flow recorder for operation.
8. Check the UV units for operation.
9. Check the plant discharge line and outfall.
5.4 Operation & Maintenance
Operational monitoring and inspection requirements shall be provided in a separate O&M
document. Regulatory monitoring and inspection shall be outlined in the Permit to Operation.
25

5.5 Residuals Management
As part of routine O&M procedures, MLSS are to be checked as part of regular inspections and
sludge wasted to the SHT as needed. Sludge is to be removed from the SHT by a vacuum truck
and hauled to a permitted POTW facility. The owner has contracted with Triple T Pumping of
Boone who is a permitted Septage Firm (NCS #305) who is authorized to discharge to the
Town of Boone WWTP. Refer to the authorization provided in the subsequent page. This
facility is an approved residual disposal/utilization site that provides sludge stabilization in
accordance with EPA requirements 40 CRF 503 and 40 CFR Part 257 Appendix II.
5.6 Education Program
The facility ownership shall provide the necessary education to protect workers from direct
contact with the reclaimed water. The education program shall include at a minimum:
• Definition of reclaimed water and locations on site where reclaimed water is found.
• Information on the property use of reclaimed water and examples of improper use of
reclaimed water.
• Clarification that reclaimed water is not for drinking.
• Clarification that reclaimed water can not be discharge to surface waters and should not
be allowed to runoff from the utilization area.
• All education shall be provided in mandatory safety meeting and in printed material.
Classes and material shall be provided in English and Spanish.
26

Inset wwtp authorization here.
27
I

6.0 PRODUCT INFORMATION SHEETS
6.1 Submittal Sheets for Lift Station Pumps
6.2 Submittal Sheets for EQ Pumps
6.3 Submittal Sheets for Main Blowers
6.4 Submittal Sheets for UV Disinfection
I
1

6.1 Submittal Sheets for Lift Station Pumps
t

GRUNDFOS N SUBMITTAL
Grundfos Series SL/SLV Sewage Pump with S-tube®/SuperVortex Impeller
PROJECT NUMBER/ID 1499955 UNIT TAG Duplex Sewage Pump QUANTITY 2
Station
REPRESENTATIVE SERVICE Municipal DATE
ENGINEER SUBMITTED BY DATE
CONTRACTOR APPROVED BY DATE
ORDER#
SL1.30.A30.20.EX.4.61 R.0
1750 RPM
Conditions of Service Pump Data Motor Data
Flow 98.00 USgpm Impeller Diameter 5.98 in Motor HP 2 HP
Head 22.00 ft Cooling Jacket NO BHP 1.33
Liquid Cold Water Max Solid Size 3.15 Enclosure Explosion Proof
Temperature 68.00 deg F Efficiency 49.49% Voltage 460 V
NPSHr 2.31 ft Suction 4 in. Phase 3 Phase
Viscosity 1.00 cP Discharge 3 in. Cycle 60
Specific Gravity 1.000 SG Full Load Amps 3.75
Locked Rotor Amps 30
Nema Code Ltr J
40
36
5.98 in
32
42 System Curve#1
28
24 60
63
-0 20 4) 64
a)
16
64 63
60
12
53
8 42
4
0
10
NPSHr
= 5
0 0 50 100 150 200 250 300 350 400 450 500 550 600
Flow - USgpm
GRUNDFOSA%

G RU N D FOS N Grundfos Quotation System 21.3.1
Pump Performance Datasheet
Customer :Brooks Engineering Associates Project Number/ID : 1499955
Customer ref./PO : Model :SL1.30.A30.20
Tag Number : Duplex Sewage Pump Station Stages : 1
Service : Municipal Based on curve number :RC10594
Quantity :2 Date last saved :09/30/2021 4:07 PM
Operating Conditions Liquid
Flow,rated :98.00 USgpm Liquid type :Cold Water
Differential head/pressure,rated(requested) :22.00 ft Additional liquid description .
Differential head/pressure,rated(actual) :26.63 ft Solids diameter,max :0.00 in
Suction pressure,rated/max :0.00/0.00 psi.g Temperature,max :68.00 deg F
NPSH available,rated :Ample Fluid density,rated/max : 1.000/1.000 SG
Site Supply Frequency :60 Hz Pressure Data
Performance Maximum working pressure :14.59 psi.g
Speed,rated : 1746 rpm Driver&Power Data(@Max density)
Efficiency :49.49% Motor sizing specification :Max power(non-overloading)
NPSH required/margin required :2.31 /0.00 ft Service factor : 1.15(used)
nq(imp.eye flow)/S(imp.eye flow) :72/149 Metric units Power,hydraulic :0.66 hp
MCSF :- Rated power(based on duty point) : 1.33 hp
Head,maximum,rated diameter :33.71 ft Max power(non-overloading) : 1.93 hp
Head rise to shutoff :26.57% Motor rating :2.00 hp/1.49 kW(Fixed)
Flow, best eff.point :290.4 USgpm Efficiency at 100% :85.4
Flow ratio,rated/BEP :33.75% Efficiency at 75% :85.7
Diameter ratio(rated/max) : 100.00% Efficiency at 50% :84.2
Head ratio(rated dia/max dia) : 100.00% Power Factor at 100% :0.76
Solids diameter limit :3.15 in Power Factor at 75% :0.69
Cq/Ch/Ce/Cn [ANSI/HI 9.6.7-2010] : 1.00/1.00/1.00/1.00 Power Factor at 50% :0.56
Selection status :Acceptable Full Load Amps :3.75
Curve Tolerance :ANSI/H111.6:2017 3B2 Locked Rotor Amps :30
Consult Factory for a different Tolerance Nema Code Ltr :J
40
36
32
5.9: 42 System Curve#1
28 3
24 60
I 63
7 20 64
a)
2 16
64 63
60
12
53
8 42
4
0
10
NPSHr
L
2 5 I
d
Z o
0 50 100 150 200 250 300 350 400 450 500 550 600
Flow- USgpm
Carolina Pumpworks,LLC• 1703 Richmond Avenue• Port Royal,SC 29935
phone:[phone]• fax:[phone]

G R U N D FOS % Grundfos Quotation System 21.3.1
Pump Performance -Additional Data
Project name :Clevon Woods Tag Number :Duplex Sewage Pump Station
Consulting engineer :Brooks Engineering Service :Municipal
Customer : Model :SL1.30.A30.20
Customer ref./PO Quantity :2
Project Number/ID :1499955 Quoted By(Sales Office) :CAROLINA PUMPWORKS,LLC
Date last saved :09/30/2021 4:07 PM Quoted By(Sales Engineer) :Scott Hale
Stages :1 Speed,rated :1746 rpm
Performance Data Stage,Speed and Solids Limits
-- Head,maximum diameter,rated flow :26.63 ft Stages,maximum : 1
Head,maximum,rated diameter :33.71 ft Pump speed limit,maximum : 1751 rpm
Efficiency adjustment factor,total : 1.00 Pump speed limit,minimum : 1200 rpm
Mechanical Limits Curve speed limit,maximum : 1751 rpm
Torque,rated power,rated speed :0.08 hp/100 rpm Curve speed limit,minimum : 1200 rpm
Solids diameter limit :3.15 in
Typical Driver Data
- Driver speed,full load :1740 rpm
Driver speed,rated load : 1760 rpm
Driver efficiency,100%load :84.00%
Driver efficiency,75%load :83.60%
Driver efficiency,50%load :80.70%
Various Performance Data Flow(USgpm) Head(ft) Efficiency(%) NPSHr(ft) Power(hp)
Shutoff,rated diameter 0.00 33.71 - - 1.04
MCSF - - - - -
Rated flow,maximum diameter 98.00 26.63 49.49 - 1.33
BEP flow,rated diameter 290.4 16.12 64.77 6.09 1.82
120%rated flow,rated diameter 117.6 25.29 54.01 2.57 1.39
End of curve,rated diameter 506.3 4.93 36.87 9.67 1.71
Maximum value,rated diameter - 33.71 64.77 - 1.93
System differential pressure @ Density,rated @ Density,max
Differential pressure,rated flow,rated diameter(psi) 11.53 11.53
Differential pressure,shutoff,rated diameter(psi) 14.59 14.59
Discharge pressure @ Suction @ Suction @ Suction @ Suction
pressure,rated pressure,max pressure,rated pressure,max
Discharge pressure,rated flow,rated diameter(psi.g) 11.53 11.53 11.53 11.53
Discharge pressure,shutoff,rated diameter(psi.g) 14.59 14.59 14.59 14.59
Ratios
Maximum flow/rated flow,rated diameter :516.66% Head rated diameter/head minimum diameter,rated flow :100.00%
Construction
Motor :Explosion Proof-STD Sensor :Without Water In Oil Sensor
Option,Best Lead time Installation :4'/3"Auto Coupling
Phase&Voltage :61 R-Three Phase,230/460
V,460 V Connected,Direct
online start
Carolina Pumpworks,LLC• 1703 Richmond Avenue- Port Royal,SC 29935
phone:[phone]• fax:[phone]

N
G RU N D FOS et Grundfos Quotation System 21.3.1
Construction Datasheet
Project name Clevon Woods Tag Number Duplex Sewage Pump Station
Consulting engineer Brooks Engineering Service Municipal
Customer Model SL1.30.A30.20
Customer ref./PO Quantity 2
Quote Number/ID 1499955 Quoted By(Sales Office) CAROLINA PUMPWORKS, LLC
Date last saved 09/30/2021 4:07 PM Quoted By(Sales Engineer) Scott Hale
Construction Code : SL1.30.A30.20.EX.4.61R.0
Construction Motor Information
Product Family SL Horsepower 2.00 hp
Product Type SL1 Enclosure Class IP68
Pump Housing Type Cast iron Explosion proof YES
Pump Housing Material ASTM A48 35B Explosion Proof Class Class I,Division 1,Groups C and D,
T4,T3C
Impeller Type S-TUBE Frame Range B I
Impeller Material ASTM A48 35B Rated Voltage 230/460 V
Primary Shaft Seal Material SIC/SIC Rated Speed 1740 rpm
Secondary Shaft Seal Material CARBON/CERAMICS Phase 3
Max Flow 506.3 USgpm Frequency 60 Hz
Max Head 35.43 ft Number of Poles 4
Suction 4"/DN100 Insulation Class H
Discharge 4"/DN80 Motor Thermal Protection THERMAL SWITCH
Connection ANSI Rated Current 6.55/3.75 A
Solids Diameter Limit 3.15 inch FLA 6.55/3.75A
Cooling Jacket NO LRA 40/30A
Pressure Stage Class 125 Efficiency at 100% 85.4
Moisture Sensor YES Efficiency at 75% 85.7
Water in Oil Sensor NO Efficiency at 50% 84.2
Nameplate Approval CSA,FM Power Factor at 100% 0.76
Installation SUBMERGED Power Factor at 75% 0.69
Orientation Vertical Power Factor at 50% 0.56
Max Installation Depth 65.62 ft Start Method Direct-on-line
Max Starts per hour 20
Cable Length 49.21 ft
Weights Approx.
Net Weight(lb) 227.1 lb
Carolina Pumpworks,LLC• 1703 Richmond Avenue• Port Royal,SC 29935
phone:[phone]• fax:[phone]

6.2 Submittal Sheets for EQ Pumps

GRUNDFOS N SUBMITTAL
Grundfos Series SL/SLV Sewage Pump with S-tube®/SuperVortex Impeller
PROJECT NUMBER/ID 1499955 UNIT TAG Duplex Sewage Pump QUANTITY 2
Station
REPRESENTATIVE SERVICE Municipal DATE
ENGINEER SUBMITTED BY DATE
CONTRACTOR APPROVED BY DATE
ORDER#
SL1.30.A30.20.EX.4.61 R.0
1750 RPM
Conditions of Service Pump Data Motor Data
Flow 98.00 USgpm Impeller Diameter 5.98 in Motor HP 2 HP
Head 22.00 ft Cooling Jacket NO BHP 1.33
Liquid Cold Water Max Solid Size 3.15 Enclosure Explosion Proof
Temperature 68.00 deg F Efficiency 49.49% Voltage 460 V
NPSHr 2.31 ft Suction 4 in. Phase 3 Phase
Viscosity 1.00 cP Discharge 3 in. Cycle 60
Specific Gravity 1.000 SG Full Load Amps 3.75
Locked Rotor Amps 30
Nema Code Ltr J
40
36
5.98 in
32
42 System Curve#1
28
24 60
63
20 64
as
a)
16
64 63
60
12
53
8 42
a
= 10
NPSHr
5
d
o
0 50 100 150 200 250 300 350 400 450 500 550 600
Flow- USgpm
GRUNOFOS i•

G RU N D FOS N Grundfos Quotation System 21.3.1
Pump Performance Datasheet
Customer : Brooks Engineering Associates Project Number/ID : 1499955
Customer ref./PO Model :SL1.30.A30.20
Tag Number :Duplex Sewage Pump Station Stages : 1
Service :Municipal Based on curve number :RC10594
Quantity :2 Date last saved :09/30/2021 4:07 PM
Operating Conditions Liquid
Flow,rated :98.00 USgpm Liquid type :Cold Water
Differential head/pressure,rated(requested) :22.00 ft Additional liquid description .
Differential head/pressure,rated(actual) :26.63 ft Solids diameter,max :0.00 in
Suction pressure,rated/max :0.00/0.00 psi.g Temperature,max :68.00 deg F
NPSH available,rated :Ample Fluid density,rated/max : 1.000/1.000 SG
Site Supply Frequency :60 Hz Pressure Data
Performance Maximum working pressure : 14.59 psi.g
Speed,rated : 1746 rpm Driver&Power Data(@Max density)
Efficiency :49.49% Motor sizing specification :Max power(non-overloading)
NPSH required/margin required :2.31/0.00 ft Service factor : 1.15(used)
nq(imp.eye flow)/S(imp.eye flow) :72/149 Metric units Power,hydraulic :0.66 hp
MCSF :- Rated power(based on duty point) : 1.33 hp
Head,maximum,rated diameter :33.71 ft Max power(non-overloading) : 1.93 hp
Head rise to shutoff :26.57% Motor rating :2.00 hp/1.49 kW(Fixed)
Flow,best eff.point :290.4 USgpm Efficiency at 100% :85.4
Flow ratio,rated/BEP :33.75% Efficiency at 75% :85.7
Diameter ratio(rated/max) : 100.00% Efficiency at 50% :84.2
Head ratio(rated dia/max dia) : 100.00% Power Factor at 100% :0.76
Solids diameter limit :3.15 in Power Factor at 75% :0.69
Cq/Ch/Ce/Cn [ANSI/HI 9.6.7-2010] : 1.00/1.00/1.00/1.00 Power Factor at 50% :0.56
Selection status :Acceptable Full Load Amps :3.75
Curve Tolerance :ANSI/H111.6:2017 3B2 Locked Rotor Amps :30
Consult Factory for a different Tolerance Nema Code Ltr :J
40
36
32 5.9: 42 System Curve#1
28 .3
24 60
41 63
� zo 64
= 16
64 63
12 60
53
8 42
4
0
4= 10
NPSHr
L
= 5
rn
d
Z 0
0 50 100 150 200 250 300 350 400 450 500 550 600
Flow- USgpm
Carolina Pumpworks,LLC• 1703 Richmond Avenue• Port Royal,SC 29935
Iphone:843-522-9200- fax:[phone]

G btu N D FOS 1 % Grundfos Quotation System 21.3.1
Pump Performance -Additional Data
Project name :Clevon Woods Tag Number :Duplex Sewage Pump Station
Consulting engineer :Brooks Engineering Service :Municipal
Customer Model :SL1.30.A30.20
Customer ref./PO Quantity :2
Project Number/ID :1499955 Quoted By(Sales Office) :CAROLINA PUMPWORKS,LLC
Date last saved :09/30/2021 4:07 PM Quoted By(Sales Engineer) :Scott Hale
Stages :1 Speed,rated :1746 rpm
Performance Data Stage,Speed and Solids Limits
Head,maximum diameter,rated flow :26.63 ft Stages,maximum : 1
Head,maximum,rated diameter :33.71 ft Pump speed limit,maximum : 1751 rpm
Efficiency adjustment factor,total :1.00 Pump speed limit,minimum : 1200 rpm
Mechanical Limits Curve speed limit,maximum : 1751 rpm
Torque,rated power,rated speed :0.08 hp/100 rpm Curve speed limit,minimum : 1200 rpm
Solids diameter limit :3.15 in
Typical Driver Data
Driver speed,full load :1740 rpm
Driver speed,rated load : 1760 rpm
Driver efficiency,100%load :84.00%
Driver efficiency,75%load :83.60%
Driver efficiency,50%load :80.70%
Various Performance Data Flow(USgpm) Head(ft) Efficiency(%) NPSHr(ft) Power(hp)
Shutoff,rated diameter 0.00 33.71 - - 1.04
MCSF - - - - -
Rated flow,maximum diameter 98.00 26.63 49.49 - 1.33
BEP flow,rated diameter 290.4 16.12 64.77 6.09 1.82
120%rated flow,rated diameter 117.6 25.29 54.01 2.57 1.39
End of curve,rated diameter 506.3 4.93 36.87 9.67 1.71
Maximum value,rated diameter - 33.71 64.77 - 1.93
System differential pressure @ Density,rated @ Density,max
Differential pressure,rated flow,rated diameter(psi) 11.53 11.53
Differential pressure,shutoff,rated diameter(psi) 14.59 14.59
Discharge pressure @ Suction @ Suction @ Suction @ Suction
pressure,rated pressure,max pressure,rated pressure,max
Discharge pressure,rated flow,rated diameter(psi.g) 11.53 11.53 11.53 11.53
Discharge pressure,shutoff,rated diameter(psi.g) 14.59 14.59 14.59 14.59
Ratios
Maximum flow/rated flow,rated diameter :516.66% Head rated diameter/head minimum diameter,rated flow :100.00%
Construction
Motor :Explosion Proof-STD Sensor :Without Water In Oil Sensor
Option,Best Lead time Installation :4'/3"Auto Coupling
Phase&Voltage :61R-Three Phase,230/460
V,460 V Connected,Direct
online start
Carolina Pumpworks,LLC• 1703 Richmond Avenue• Port Royal,SC 29935
phone:[phone]• fax:[phone]

G R U N D FOS % Grundfos Quotation System 21.3.1
Construction Datasheet
Project name Clevon Woods Tag Number Duplex Sewage Pump Station
Consulting engineer Brooks Engineering Service Municipal
Customer Model SL1.30.A30.20
Customer ref./PO Quantity 2
Quote Number/ID 1499955 Quoted By(Sales Office) CAROLINA PUMPWORKS,LLC
Date last saved 09/30/2021 4:07 PM Quoted By(Sales Engineer) Scott Hale
Construction Code : SL1.30.A30.20.EX.4.61R.0
Construction Motor Information
Product Family SL Horsepower 2.00 hp
Product Type SL1 Enclosure Class IP68
Pump Housing Type Cast iron Explosion proof YES
Pump Housing Material ASTM A48 35B Explosion Proof Class Class I,Division 1,Groups C and D,
T4,T3C
Impeller Type S-TUBE Frame Range B
Impeller Material ASTM A48 35B Rated Voltage 230/460 V
Primary Shaft Seal Material SIC/SIC Rated Speed 1740 rpm
Secondary Shaft Seal Material CARBON/CERAMICS Phase 3
Max Flow 506.3 USgpm Frequency 60 Hz
Max Head 35.43 ft Number of Poles 4
Suction 4"/DN100 Insulation Class H
Discharge 4"/DN80 Motor Thermal Protection THERMAL SWITCH
Connection ANSI Rated Current 6.55/3.75 A
Solids Diameter Limit 3.15 inch FLA 6.55/3.75A
Cooling Jacket NO LRA 40/30A
Pressure Stage Class 125 Efficiency at 100% 85.4
Moisture Sensor YES Efficiency at 75% 85.7
Water in Oil Sensor NO Efficiency at 50% 84.2
Nameplate Approval CSA,FM Power Factor at 100% 0.76
Installation SUBMERGED Power Factor at 75% 0.69
Orientation Vertical Power Factor at 50% 0.56
Max Installation Depth 65.62 ft Start Method Direct-on-line
Max Starts per hour 20
Cable Length 49.21 ft
Weights Approx.
Net Weight(lb) 227.1 lb
Carolina Pumpworks,LLC• 1703 Richmond Avenue• Port Royal,SC 29935
phone:[phone]• fax:[phone]

6.3 Submittal Sheets for Main Blowers

Q UI.0 khil IM%.I
K e
Sutorbilt Legend - 5M
_ .
Product Information .._ .
I..CORRECTED VALUES ORIGINAL UNITS ENGLISH UNITS 11=:12
Ambient Pressure 3150 ALTI-FT 13.078 PSIA 0.902 bar a
,
Elevation 3150 ALTI-FT ', 3150 ALTI-FT ' 560 alti-m
Inlet Pressure 13.078 PSIA -0 000 PSIG 0 bar g PHYSICAL . .. ... ,
, Weight ,
Inlet Pressure Loss 0.3 PSIG '.. 0.300 PSIG 0.021 bar g 215 lbs.
.... . .. „ „.._. ..
Inlet Temp i 85 F 85"F 29''C Gear Diameter I 5 in.
Center Distance
Inlet Flow ' 2601CFM : 260 ICFN1 442 ma-1
Connection Size 4U4d in.
Discharge Pressure 4 PSIG -i 4 000 PSIG 0.276 bar g
I .1
„ Case Length 6 in.
Discharge Pressure Loss ' 0 2 PSIG 0 200 PSIG 0 0/4 bar g
WR2 I 1.7 lb-ft2
MEASURED VALUES ORIGINAL UNITS ==111 —i---
Orientation
horizontal
Speed 1563 RPM i 1583 RPtvl 15i,5? :-'F'',1
PERFORMANCE
RPM%Of Max 55 1 55 55
Max Delta F '3 PSI
Power 7 0 HP 7 0 HP 5 22 kW
Max Temp I 280"F
Discharge Temp 154'F 154 'F 68"C Max Speed Speed i 2850
Temp%of Max 55 55 55 RPM
Noise 81 dBa 81 dBa 81 dBa Mn Speed 764 RPM
Pressure%of Max 35 35 35 :',il , Case PreEii„ire 25 PSIS
Adiabatic Efficiency 65 13% 65 13% 65 13% Max,Delta T ISO"F
RELIEF VALVES PRESSURE
Pressure 4.5 PSIG
Pressure%of Max , 38
. , Discharge Temp 162 F
Temp%of Max 58
1
I
Created: 10-06-2021

QuickPik
.....
AMBIENT GAS PARAMETERS ENGLISIH UNITS METRIC UNITS GAS VOL
Molecular Weight 28 580l i @ r'Iblt€il 28.580 kgikgmvl sir 104°
R Value 54.059 ft.Ibflbm.R 0_291 kllkg.K
Density f}064!brill 3 1.024 kg/n3
Performance Curves
200
Temperature Rise
DEFINED CONDITION S
69 F
RELIEF VALVE
77F
RPM
1563
Published Data G
— Defined
Conditions
— Relief Valve
Sod
Flow
DEFINED CONDITION S
259 ICFM
RECIET VALVE
256 ICFM
1563
Published Data
— Defined
Conditions
- Relief Valve
Created: 10-06-2021

QuickPik,.
Performance Curves
Power
DEFINED CONDITIONS -
7.0 HP
20
7.8 HP
10
RPM
1563
Published Data -I I 000 1508 2000 2500
— Defined
Conditions
— Relief Valve
Torque
DEFINED CONDITIONS
23.5 ft-lb
RELIEF VALVE
26.2 ft-lb
20
RPM
1563
Published Data • _-_
-
- Defined
Conditions
- Relief Valve
Created' 10-06-2021

6.4 Submittal Sheets for UV Disinfection

TROJANUV3000TMPTP - STANDARD SPECIFICATION
ULTRAVIOLET DISINFECTION EQUIPMENT
1.0 GENERAL
1.1 DESCRIPTION
A. Scope:
Furnish all labor, materials, equipment and appurtenances required to provide an open channel gravity
flow ultraviolet(UV) disinfection system. To be complete and operational with all control equipment and
accessories as shown and specified.
B. Related Work (Specified Elsewhere):
1. Section Cast-in-Place Concrete.
2. Section Anchor Bolts, Expansion Anchors and Concrete Inserts.
3. Section Electrical.
1.2 QUALITY ASSURANCE
A. Pre-qualification Requirements: Any alternate UV manufacturer that is not named or listed as approved
equal must submit the following 15 days prior to bid to be considered for approval:
1. To be considered,the manufacturer will be regularly engaged in the manufacture of UV systems
with a proven track record of at least one thousand (1,000) municipal installations in North
America.
2. The manufacturer will provide documentation of previous experience with municipal UV
disinfection systems in wastewater applications with electronic ballasts.
3. Pre-qualification submittals from manufacturers will include a complete and detailed proposal of
equipment offered, including the number of lamps proposed and a detailed description of any
exceptions taken to the specification.
4. To be considered,the manufacturer will submit a bioassay evaluation for the proposed reactor.
This bioassay will have been validated by an independent third party and have followed
protocols described in the US EPA Design Manual — Municipal Wastewater Disinfection
(EPA/625/1-86/021),without exception.The manufacturer's bioassay report must demonstrate
that the proposed UV system design and number of lamps will deliver the specified dose.
5. Documentation of UV manufacturer's service capabilities including location and experience.
6. Sample disinfection performance guarantee including scope and duration of guarantee-
minimum of 5 years required.
7. All UV manufacturers will be required to pre-qualify, unless the manufacturer is the base bid
manufacturer.
TrojanUV3000T"APTP Specification
Page 1 of 6

B. Design Criteria
1. Provide equipment which will disinfect an effluent with the following characteristics:
a. Peak Flow: 143,000 GPD
b. Total Suspended Solids: 30 mg/L monthly average
c. Ultraviolet Transmittance @ 253.7 nm: 65 %
d. Annual Effluent Temperature Range: 33 to 85 °F or 0 to 29 °C
e. Effluent standard to be guaranteed: 200 / 100 ml FC based
30 day Geometric Mean of
consecutive daily grab samples
400/ 100 ml FC based on daily max
grab sample
2. The UV equipment will be installed in a stainless steel channel furnished as part of this system,
and having dimensions as shown on the drawings.
3. The system supplied will be in two banks arranged in the following manner.
a. Number of Lamps in each UV Lamp Module: 2
b. Number of UV Lamp Modules: 4 per bank (8 total)
c. Number of UV Banks: 2
d. Total number of Lamps: 8 per bank (16 total)
4. The lamp array configuration will be evenly spaced in both horizontal and vertical rows with all
lamps parallel to each other and to the effluent flow.
C. Performance Requirements:
1. The UV system will be designed to deliver a minimum UV dose of 60,000 pWs/cm2 or 60
mJ/cm2, in effluent with a UV Transmission of 65% after reductions for quartz sleeve
absorption,sleeve fouling, and lamp aging. The basis for evaluating the UV dose delivered by
the UV system will be the manufacturer's bioassay as carried out by an independent third party.
Bioassay validation methodology to follow protocols described in US EPA Design Manual -
Municipal Wastewater Disinfection (EPA/625/1-86/021), without exception.
2. The UV system will produce a permitted effluent stated in Paragraph 1.2.B.1.e above. Grab
samples will be taken in accordance with the Microbiology Sampling Techniques found in
Standard Methods for the Examination of Water and Wastewater, 19th Ed.
1.3 SUBMITTALS
A. Shop Drawings:
Submit for review shop drawings showing the following:
1. Complete description in sufficient detail to permit an item comparison with the specification.
2. Dimensions and installation requirements.
3. Descriptive information including catalog cuts and manufacturers specifications for components.
4. Electrical schematics and layouts.
TrojanUV3000TMPTP Specification
Page 2 of 6

5. Independent bioassay report demonstrating dose delivered under design conditions.
6. Experience documentation.
14 GUARANTEE
A. Equipment:
The equipment furnished under this section will be free of defects in material and workmanship,
including damages that may be incurred during shipping for a period of 12 months from date
of substantial completion or 18 months after shipment, which ever comes first.
B. UV Lamps:
The UV lamps to be warranted for a minimum of 12,000 hours (non-prorated) or thirty-six (36)calendar
months from shipment, whichever comes first. Pro-rated lamp warranties will not be accepted. On/off
cycles are limited to an average of four (4) per day without exception.
2_0 PRODUCTS
2_1 MANUFACTURER
A. Trojan Technologies, of London, Ontario, Canada. If other equipment is proposed, the Contractor must
demonstrate to the Engineer and the Owner that all requirements of materials, validation, experience,
performance, and workmanship have been met or exceeded by the equipment proposed. Contractors
proposing alternate manufacturers will be responsible for all costs associated with system evaluation
and redesign including all electrical, mechanical and civil aspects of the installation.
2.2 GENERAL REQUIREMENTS
A. Provide a UV disinfection system complete with UV lamp modules, effluent channel (if stainless steel),
level control, and UV monitoring system as shown on the Contract Drawings and as herein specified.
B. UV system will be designed for complete outdoor installation, without shelter or supplemental cooling
or heating required.
2.3 DESIGN, CONSTRUCTION AND MATERIALS
A. General:
1. All material in contact with effluent will be stainless steel or quartz.
2. All material exposed to UV light will be stainless steel, anodized aluminum, quartz 214, or
Teflon TM
B. UV Module (UVM):
1. Each UV lamp module will consist of 2 lamps and their corresponding electronic ballast. Each
lamp will be enclosed in its individual quartz sleeve, one end of which will be closed and the
other end sealed by a lamp end seal and holder.
2. The electrical wires connecting the lamps to the electronic ballasts will be enclosed in the
stainless steel frame. Systems where lamp wiring is submerged in the effluent and exposed to
UV light will not be allowed.
3. Each UV module will be provided with a standard 120 Volt plug and weatherproof cable for
connection to a receptacle. The cable will be 10 feet(3.0 m) long. A total of 6 UV modules will
be supplied. Lamp status will be displayed on top of each UV module using watertight LED
indicator lights.
4. Modules will be approximately 68.2 inches long, 14.16 inches high and 2.8 inches)wide,weighing
approximately 30 lbs. Materials of construction will be stainless steel type 316,anodized aluminum,
TrojanUV3000TMPTP Specification
Page 3 of 6

quartz 214, and Teflon TM, with UL rating of Type 6P
C. UV Lamps:
1. UV system will use low pressure mercury slimline lamps of the hot cathode,instant start design.
2. 90% of UV output will be within the wavelengths of 233.7 to 273.7 nm.
3. The operating life of the lamp will be guaranteed for 12,000 hours, non pro-rated.
4. Independent validation of lamps aging factor is required.
D. Lamp End Seal and Lamp Holder:
1. The open end of the lamp sleeve will be sealed by means of a sleeve nut which threads onto a
sleeve cup and compresses the sleeve '0' ring.
2. The sleeve nut will have a knurled surface to allow a positive handgrip for tightening. The
sleeve nut will not require any tools for removal.
E. UV Lamp Sleeves:
1. Quartz sleeves to be Type 214 clear fused quartz circular tubing as manufactured by General
Electric or equal.
2. Quartz to be rated for UV transmission of 89% and not subject to solarization.
3. The nominal wall thickness will be 1.0 to 2.0 mm to maximize UV transmission.
F. Effluent Channel:
1. Each UV unit will be provided with one(1) stainless steel effluent channel complete with drain
provided by UV manufacturer,UV module support rack and downstream level control weir.The
effluent channel will have the following dimensions as per the drawings.
G. Level Control Weir:
1. Weir will be located downstream of the UV modules to maintain an average water depth of 6
inches and ensure lamp submergence at all times.
2. Maximum effluent level variance from zero to peak flow will not exceed 1.5 inches (3.8 cm).
3. Weir will be welded water tight and include a drain.
H. Electrical:
1. The UV disinfection system will be divided into 8 UV modules.
2. Interconnecting Cables to be standard 120 Volt,weatherproof, 10 feet(3.0 m) long and will be
suitable for outdoor installation.
3. Power Distribution Receptacles:
a. 120 Volt receptacles rated for continuous outdoor use will be provided. Receptacles
will be of the duplex type complete with ground fault interrupter circuitry.
b. Receptacles to be provided by the UV Manufacturer.
4. Power Consumption:
a. Maximum power draw to UV System will be 1400 watts.
b. All electrical supplies will be 120 Volt, 60 Hz.
c. A separate 120 volt, 5 amp supply to be provided for the Monitoring System.
I. Cleaning Procedure:
The UV lamp modules will be cleaned by removing from the effluent channel and hand wiping the
sleeves with an acid solution, using a non-abrasive cloth.
TrojanUV3000TMPTP Specification
Page 4 of 6

J. Monitoring System:
1. 1 submersible UV sensor(s)will continuously monitor the UV intensity produced in the bank of
UV lamp modules. The sensor will measure the germicidal portion of the light emitted by the UV
lamps.
2. UV intensity will be indicated on a 3 character display in mW/cm2.
3. Elapsed time in hours (lamp age)will be indicated on a 5 character display.
4. Both displays will utilize LEDs and will be visible through the panel door.
5. A dry contact will be provided for remote indication of Low UV intensity alarm.
6. Monitoring System will be enclosed in a fiberglass Type 4X wall mounted panel and is to be
located less than twelve (12) feet(3.66 m) from the LED end of the UV Module.
K. Power Distribution Receptacle (PDR):
1. Duplex ground fault interrupter receptacle(s)will be provided by the UV Manufacturer.
2. Receptacles will be mounted in an individual, impact resistant thermoplastic junction box
complete with a Type 3R rain shield for outdoor installation.
Contractor to supply appropriate 120 Volt, single phase, 60 Hz circuit to power the PDRs which have a
total current draw of approximately 4.9 amps. Contractor to be responsible for distributing the power from
the main 120 Volt feed to the individual PDRs. Responsibility to be all encompassing and in accordance
with the local electrical codes.
L. Transition Connections
1. One (1) inlet and One (1) outlet transition box(es)will be supplied.
2. The material of construction for the transition boxes will be stainless steel type 304, 14 gauge.
3. Openings on the transition boxes(for flange connections)conform to ANSI standards and have
dimensions as shown on the Contract Drawings.
4. One (1) Turnbox constructed of stainless steel type 304, 14 gauge will be supplied as per
contract drawings
M. Maintenance Rack:
One (1) Type 304 stainless steel maintenance rack(s)will be supplied. The rack is designed to hold UV
modules during service or maintenance.
N. Spare Parts:
The following additional parts will be furnished:
• Four UV lamps (per bank)
• Four Quartz sleeves (per bank)
• Four Lamp holder seals (per bank)
• One Operators Kit(including face shield, gloves) (per bank)
TrojanUV3000TMPTP Specification
Page 5 of 6