NC0043176_Application (ATC)_20230110

CITY OF
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BLACK RIVER WWTP DESIGN-BUILD IMPROVEMENTS
DMP PROJECT 210076
DWI Project No. CS370417-07
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DAVIS • MARTIN • POWELL dffp
ENGINEERS & SURVEYORS TAfi LOVING
336-886-4821 • dmp-inc.com • License: F-0245 400 Patetown Rd,Goldsboro, NC 27530
6415 Old Plank Road, High Point, NC 27265 [phone] I TALOVING.com I License: F-0325

DAVIS • MARTIN • POWELL dffp ENGINEERS & SURVEYORS
Table of Contents
TAB 1 Request for ATC— City of Dunn
Design Summary
TAB 2 Application for Authorization to Construct
TAB 3 Current NPDES Permit
TAB 4 Hydraulic Calculations
TAB 5 Process Schematic
Clarifier Calculations
Chlorine Contact Calculations
Clarifier Drain Pump Station
Chemical Feed Calculations
RECEIVED
10 2023
NCDEQ/o NP p
ES
DMP 210076 page 2 of 5

CITY OF
PUBLIC UTILITIES
101 E Cleveland St • PO Box 1065 • Dunn,North Carolina 28335
[phone] • CityofDunn.org
December 20,2022
Re: City of Dunn,North Carolina
Black River WWTP Design-Build Improvements
NPDES Permit No.NC0043176
DWI Project CS370417-07
DMP Project210076
NCDEQ Division of Water Resources NPDES Permitting
512 N. Salisbury Street, 9th Floor
Raleigh,NC 27604
To whom it may concern:
The City of Dunn, North Carolina is requesting an Authorization to Construct for modifications to the
Black River WWTP.
The purpose of this project is to increase peak flow capacity from the aeration basins to the existing
effluent pump station. This will enhance the ability to treat wet weather flows and minimize SSO's that
occur in the collection system. This project is one of several projects included in the City's SOC and is
being funded in part by the Division of Water Infrastructure.
The City's Engineer, Davis • Martin• Powell &Associates, will be submitting all supporting materials,
including the ATC application, Design Calculations, Construction Documents, etc. Please direct any
technical questions regarding this project to our Engineer.
We trust this information is complete and will allow you to issue approval at an early date. We appreciate
your assistance in this matter and look forward to hearing from you.
Sincerely,
Heather Adams
Public Utilities Director
%there cammuni y Igins!

DAVIS • MARTIN • POWELL dmp
ENGINEERS & SURVEYORS
Design Summary
Introduction
The City of Dunn. North Carolina owns and operates the 3.75 MGD Black River WWTP. The majority of
the WWTP was constructed around 1980, with upgrades to specific processes occurring in the early
1990's, in 2011,and in 2020.
This project is limited to replacement/upgrade of existing treatment units and will not result in an
increase in average daily permitted capacity.
This project is being constructed using the Design-Build contracting method.
The WWTP currently has three (3) 60-foot diameter clarifiers. Clarifiers FC-1 and FC-2 are relatively
shallow(10 deep)based on current design criteria,while Clarifier FC-3 has a 12 foot depth. Overflow rates
are high for the current average flows, and especially peak flows. Clarifiers FC-1 and FC-2 have been
renovated within the past 10 years and are in satisfactory condition.
Surface Weir Loading Peak Solids Detention Time
Overflow Rate Rate Loading Rate (hours)
(gpd/ft2) (gpd/linear ft) (Ib/day/ft2)
3.75 MGD Average Flow 442 6631 33 4.1
(All in Service)
Ten States Standards 1,000 30,000 35
(Peak Flow based)
7.5 MGD Peak Flow 884 13,263 50
(All in Service)
11.25 MGD Peak Flow 1,326 19,894 66
(All in Service)
The mechanism in Clarifier#3 is 27 years old and in need of replacement. This replacement will include
enhancements to the existing clarifier such as an energy dissipating inlet well, rapid sludge withdrawal
system,and density current baffles to minimize short circuiting and solids carryover. Repairs will be made
to the existing concrete structure as needed to extend its longevity.
The City proposes to install a fourth 80 foot diameter clarifier. This addition will greatly reduce clarifier
loading rates, eliminate backups into the aeration basins, and allow for improved treatment of higher
peak flows. A new RAS control structure is proposed for Clarifiers 3 and 4,as well as a drain pump station
to assist in dewatering these two basins.
A new dual train chlorine contact tank is also proposed, sized for over minutes detention at 11.25 MGD.
the existing contact tank will be demolished. No changes to the existing hypochlorite feed system are
proposed at this time.
DMP 210076 page 3 of 5

DAVIS • MARTIN • POWELL dmp
ENGINEERS & SURVEYORS
A new chemical feed facility for caustic soda is also proposed to increase pH levels following the aeration
basins. It has been designed to use 25% solution to minimize issues with handling caustic in lower
temperatures.
In addition to the above,a new clarifier flow splitter will be constructed between the aeration basins and
the clarifiers. This will help eliminate a hydraulic bottleneck at this location and eliminate backups and
overflows of wastewater. In conjunction with process piping upgrades,the City will be able to convey and
treat peak flows of 11.25 MGD which will help to minimize SSO's in the collection system.
The existing effluent conveyance system,consisting of a triplex pump station and 3 miles of effluent force
main will become the limiting factor in overall treatment capacity. The current pump station is limited to
about 7.5 MGD due to head conditions. The City has secured ARPA funding for a separate project to install
a new force main and increase the capacity of the effluent conveyance system to at least 11.25 MGD.
That project is currently under design.
The City also has obtained speculative limits for an expansion to 4.9 MGD, and is currently evaluating
options for a future expansion the WWTP of up to 6.0 MGD. Conceptually this future expansion could
include replacement of clarifiers 1 and 2 with larger 80 foot diameter units. The design of the clarifier
flow splitter can accommodate a peak hour flow of up to 18 MGD with future clarifier units.
Design Philosophy
Detailed design calculations are attached for the hydraulic loading of the clarifiers at current flow
conditions. Final Design is considering the future expansions in placement and sizing of structures,
process piping, and major equipment selection.
Current Future
Average Daily Flow 3.75 MGD 4.9 to 6.0 MGD
Peak Flow 11.25 MGD 14.7 to 18.0 MGD
• Peak Day flow factor of 2.0(7.5 MGD)
• Peak Hour flow factor of 3.0 (11.25 MGD). This peaking factor was developed in 2009 Design
and Aeration System Replacement Projects
• Typical Influent BOD5 and TSS loading of 200 mg/L and Influent Ammonia loading of 20 mg/L has
been used in the Aeration Project.
During the issuance of the 2010 ATC (also funded by the DWI program), managing peak flows was
discussed at length with DWI Staff, including the operation of the 3.0 MGD flow equalization basin, and
the need for peak flow hydraulic improvements included in this project.
The existing Influent & PTF facilities were designed to convey at least a 11.25 MGD peak hour flow.
Influent flow exceeding 7.0 MGD is currently routed to the 3.0 MG Equalization Tank. If the Equalization
Tank is filled, Operators adjust the influent pumps to maintain an approximate 7.0 MGD rate to prevent
washout of the biological process and internal overflows. The existing collection system surcharges and
overflows occur at a low lying manhole (BR8) located just upstream of the WWTP.
DMP 210076 page 4 of 5

DAVIS • MARTIN • POWELL dmp ENGINEERS & SURVEYORS
Once this project is complete,the allowable process flow can be increased to the effluent pump station's
capacity, and when the future effluent conveyance project is complete, the full 11.25 MGD will be
available.
Flood Considerations
The WWTP site is partially located within the 500 and 100 year flood zones. These are shown on the site
plan and the tops of the new clarifier and chlorine contact tank are located above the 500 year flood
elevation.
Standby Power
The WWTP has two electrical services with a single 1000 kW generator. The last upgrade project
resulted in a total plant load of approximately 793 kW.
This project adds approximately 6 kW of motor load, instrumentation &controls, site lighting, and
heating for the chemical feed system and emergency shower. The existing generator has adequate
capacity for this small increase.
DMP 210076 page 5 of 5

State of North Carolina
,.; Department of Environmental Quality
Division of Water Resources
BWater Resources
ENVIRONMENTAL 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.
1 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.
For more information,visit the Division of Water Resources web site at:https://deq.nc.gov/about/divisions/water-resources/water-
resources-permits/wastewater-branch/npdes-wastewater/authorization-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 City of Dunn, NC
Signature authority's name per 15A NCAC 02T.0106(b) Heather Adams
Signature authority's title Public Utilities Director
Complete mailing address P.O. Box 1065, Dunn, NC 28335
Telephone number [phone]
Email address [e-mail]
B. PROFESSIONAL ENGINEER
Professional Engineer's name Michael L.Slusher
Professional Engineer's title Project Manager
North Carolina Professional Engineer's License No. 20590
Firm name Davis-Martin-Powell&Associates, Inc.
Firm License number F-0245
Complete mailing address 6415 Old Plank Road, High Point, NC 27265
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 1

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)
Telephone number 336-886-4821
Email address [e-mail]
C. NPDES PERMIT
NPDES Permit number NC0043176
Current Permitted flow(MGD)—include permit 3.75 MGD
flow phases if applicable
D. PROJECT DESCRIPTION
Provide a brief description of the project:This project includes the construction of a new clarifier flow splitter, new final clarifier,
rehabilitiation of one existing final clarifier,a chlorine contact tank,a caustic feed system for pH adjustment,a clarifier drain
pump station,process piping,electrical,controls,demolition of process piping,demolition of existing chlorine contact tank,and
associated site construction.
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.
❑ 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.
C Engineering Plans
® Per 15A NCAC 02T.0504(c)(1),submit one set of detailed plans that have been signed,sealed and dated by a North Carolina
Licensed Professional Engineer.
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)
® 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.
® Plans must be labeled as follows: FINAL DRAWING—FOR REVIEW PURPOSES ONLY—NOT RELEASED FOR CONSTRUCTION.
® 1SA 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
O Process Mechanical ❑ Not Applicable
O Structural ❑ Not Applicable
® Electrical ❑ Not Applicable
0 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 15A 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 ❑ Not Applicable
® Process Mechanical ❑ Not Applicable
® Structural ❑ Not Applicable
® Electrical ❑ Not Applicable
® Instrumentation/Controls ❑ 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 QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14)
❑ Architectural ® Not Applicable
❑ 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: Section 01 52
00
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 treatment process modifications that are included in Section 4.C,the calculations shall
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
USCOE /Section 404 Permit X
Water Quality Certification (401) X
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 4

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)
USCOE/Section 10 X
Stormwater Management Plan X
CAMA X
NCDOT Encroachment Agreement X
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.
❑ 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.
® Not Applicable.
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 5

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)
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 3.75 MGD
Current NPDES Permit Limit 3.75 MGD
Current Annual Average
(past 12 months) 1.94 MGD
For Past 12 Months: For Past 24 Months:
Start Date: 12/1/2021 Start Date: 12/1/2021
End Date: 11/30/2022 End Date: 11/30/2022
Maximum Month 2.92 MGD 5.82 MGD
Maximum Day 6.14 MGD 8.55 MGD
Peak Hour 11.25 MGD 11.25 MGD
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 6

State of North Carolina
AID 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 Design Effluent
g (past Engineering Engineering Concentration and/or NPDES Permit Limits
12 months)if Calculations Calculations Load (monthly average)
Parameter Available [Section 3.H]) [Section 3.H])
ammonia Nitrogen mg/L Summer 2.0 mg/L Summer
NH3 N) N/A mg/L mg/L lb/day
mg/L Winter 4.0 mg/L Winter
Biochemical mg/L Summer 12 mg/L Summer
Oxygen Demand N/A mg/L mg/L lb/day
(BODs) mg/L Winter 18 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 N/A mg/L
Nitrogen
mg/L Report only mg/L
Total Nitrogen
lb/year lb/year
N/A mg/L Report Only
Total Phosphorus N/A mg/L mg/L lb/day mg/L
lb/year lb/year
Total Suspended N/A mg/L mg/L lb/day 30 mg/L 30 mg/L
Solids(TSS)
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
, ; Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL 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 15A 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:The only pump included is a drain pump used to dewater Clarifier
#3 and#4 for preventative maintenance. Provisions to use a portable pump as a backup are included.
6. Per 15A NCAC 02T.0505(I), 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: The site is enclosed with a security fence. Temporary fencing will be maintained
during construction.
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: Proposed structure walls are above the 100 year flood elevation
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 MGD at peak hourly flow
Mechanical Bar
Screen MGD at peak hourly flow
Grit Removal MGD at peak hourly flow
Flow Equalization -- gallons
Primary Clarifier Circular ft diameter; ft side
water depth
Primary Clarifier Rectangular square feet; ft side
water depth
Other
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 8

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)
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/ gallons
Tanks
Anoxic Zones/ gallons
Tanks
Anaerobic
Zones/Tanks gallons
Sequencing Batch
Reactor(SBR) gallons
Membrane
Bioreactor(MBR) -- gallons
60&80 ft diameter; 12-16 ft M200-
Secondary Clarifier 4 Circular 46 43 80 Yes
side water depth M301
Secondary Clarifier Rectangular square feet; ft
side water depth
Other
3. TERTIARY TREATMENT
No.of Plan Sheet Specification Calculations
Treatment Unit Type Size per Unit Provided?
Units Reference Reference (Yes or No)
Tertiary Clarifier Circular ft diameter; ft
side water depth
Tertiary Clarifier Rectangular square feet; ft
side water depth
Tertiary Filter square feet
Tertiary Membrane
Filtration square feet
Post-Treatment
Flow Equalization -- gallons
Post-Aeration gallons
Other
4. DISINFECTION
No.of Plan Sheet Specification Calculations
Treatment Unit Type Size per Unit Provided?
Units Reference Reference
(Yes or No)
gal/day per bank at
Ultraviolet Light (Parallel;in peak hourly flow;
number of banks;
series) number of lamps/bank
Chlorination 2 liquid(Gas; 123,420 gallons of contact M400 46 33 33.41 Yes
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 QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14)
Dechlorination (Gas; gallons of contact
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 gallons
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
Clarifier Drain 1 Dewatering Clarifier Submersible 360 32 M600 43 2139.08
FC-3& FC-4
7. MIXERS
No.of Power of Plan Sheet Specification
Location Mixers Purpose Type each( MFixer Reference Reference
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 10

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)
8. BLOWERS
Capacity of
Location No.of Purpose Type each Blower Plan Sheet Specification
Blowers (CFM) Reference Reference
9. ODOR CONTROL
Location No.of Purpose Type Plan Sheet Specification
Units 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:
Is Minimum Distance
Minimum Distance Requirement met by the
Setback Parameter Required from Nearest 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(d)? ❑ 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 property line setback waiver and permanent easement has been drafted and is being
processed. Copies will be provided when available.
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 11

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)
SECTION 5: APPLICATION CERTIFICATION BY PROFESSIONAL ENGINEER
Professional Engineer's Certification per 15A NCAC 02T.0105:
I, Michael L.Slusher , attest that this application package for an Authorization to Construct
(Typed Name of Professional Engineer)
for the Black River WWTP Design-Build Improvements
(Facility and Project Name)
was prepared under my direct supervisory control and to the best of my knowledge is accurate, complete and consistent I
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 myknowledge the proposed design has been
g p p g
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
iplication package. I further understand that the application package may be subject to a future audit by the Division.
though 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:
`sus,i,;o!••1,•,,z
�%.‘.4 eV C Y•
205S0 I E.
c
IfitfilfilL:0..11/4Syli,01at
Application for Authorization to Construct Permit(FORM ATC-12-14) Page 12

r State of North Carolina a
Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY 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, Heather Adams, Public Utilites Director, attest that this application package for an Authorization to Construct
(Typed Name of Signature Authority and Title)
for the Black River WWTP Design-Build Improvements
(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
ay waive the technical review of the plans, specifications, calculations and other supporting documentation provided
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 a fine not to ceed$10,000, as well as civil penalties up to $25,000 per violation.
Signatur Date: API/N41 ---
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

Permit NC0043176
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF WATER RESOURCES
PERMIT
TO DISCHARGE WASTEWATER UNDER THE
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
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, the
City of Dunn
is hereby authorized to discharge wastewater from a facility located at the
Black River Wastewater Treatment Plant
580 J.W. Edwards Lane
Harnett County
to receiving waters designated as the Cape Fear River in the Cape Fear River Basin in
accordance with effluent limitations,monitoring requirements, and other applicable conditions
set forth in Parts I, II, III and IV hereof.
This permit shall become effective April 1, 2019.
This permit and authorization to discharge shall expire at midnight on September 30, 2023.
Signed this day February 22, 2019.
cfrt,-
�ulPeppeT, ec r
c Di ' ion olf Water Resources
By the Authority of the Environmental Management Commission

Permit NC0043176
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.
The City of Dunn is hereby authorized to:
1. Continue to operate and maintain an existing 3.75 MGD wastewater treatment facility consisting of
the following components:
• Influent pumps
• Equalization tanks(3,000,000 gallons)
• Automatic bar screens
• Aerated grit removal
• Influent flow measurement
• Aeration basin-4 cells
• Three final clarifiers
• Chlorination(12%sodium hypochlorite liquid)
• Dechlorination(sodium bisulfite liquid)
• Dual chlorine contact tanks
• Effluent flow meter
• Cascade discharge
• Sludge handling including Rotary Drum thickener, aerobic sludge digester, aerated sludge
holding tank, and sludge drying beds (optional use)
This facility is located at the Black River Wastewater Treatment Plant, 580 J.W. Edwards Lane, in
Harnett County.
2. Discharge from said treatment works at the location specified on the attached map via Outfall 001
into the Cape Fear River,classified WS-V waters in the Cape Fear River Basin.
2 of 11

Permit NC0043176
PART I
A. (1.) EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS [3.75 MGD]
[15A NCAC 02B .0400 et seq., 15A NCACO2B .0500 et seq.] Grade IV
Biological Water Pollution Control System [15A NCAC 08G.0302]
During the period beginning on the effective date of the permit and lasting until expiration,the permittee
is authorized to discharge treated municipal wastewater from Outfall 001. Such discharges shall be
limited and monitored' by the permittee as specified below:
PARAMETER CHARACTERISTICS EFFLUENT LIMITS MONITORING REQUIREMENTS
Monthly Weekly Daily Measurement Sample Sample
PARAMETER CODE Average Average Maximum Frequency Type 2
Location
Flow 50050 3.75 MGD Continuous Recording I or E
BOD,5 day,20°C3 C0310
(April 1-October 31) 12.0 mg/L 18.0 mg/L 2/week8 Composite I and E
BOD,5 day,20°C3 C0310
(November 1-March 31) 24.0 mg/L 36.0 mg/L 2/weeks Composite I and E
Total Suspended Solids3 C0530 30.0 mg/L 45.0 mg/L Daily Composite I and E
NH3 as N C0610
(Apr 1-Oct 31) 2.0 mg/L 6.0 mg/L Daily Composite E
NH3 as N C0610
(Nov 1-Mar 31) 4.0 mg/L 12.0 mg/L Daily Composite E
Dissolved Oxygen 00300 Daily Average?5.0 mg/L Daily Grab E
pH 00400 Between 6.0 and 9.0 Standard Units Daily Grab E
Temperature°C 00010 Monitor and Report Daily Grab E
Fecal Coliform 31616 200/100 mL 400/100 mL
(geometric mean) Daily Grab E
Total Residual Chlorine' 50060 28 µg/L Daily Grab E
TKN 9 (mg/L) 00625 Monitor and Report Monthly9 Composite E
NO3-N+NO2-N 9 (mg/L) 00630 Monitor and Report Monthly9 Composite E
Total Nitrogen8.9(mg/L) C0600 Monitor and Report Monthly9 Calculated E
Total Phosphorus 9(mg/L) C0665 Monitor and Report Monthly9 Composite E
Bis(2-Ethylhexyl)pthalate(µg/L) 39100 Monitor and Report Quarterly Composite E
Chronic Toxicity6 TGP3B Monitor and Report Quarterly Composite E
Pollutant Scan7 NC01 Monitor and Report Footnote 7 Footnote 7 E
Dissolved Oxygen (mg/L) 00300 Monitor and Report Variable' Grab U and D
Temperature°C 00010 Monitor and Report Variable' Grab U and D
Footnotes:
1. The permittee shall submit Discharge Monitoring Reports electronically using NC DWR's eDMR
application system. See Special Condition A.(7.).
2. Sample locations I-Influent, E-Effluent, U-Upstream = at NC Highway 217, D-Downstream = approximately
1400 feet below discharge. Upstream and downstream samples shall be grab samples collected 3/week during
June,July,August,and September and 1/week during the remainder of the year.Instream sampling requirements
are provisionally waived in light of the permittee's participation in the Middle Cape Fear River Basin Association.
Should participation in the association cease,all instream sampling requirements are immediately reinstated.
3. The monthly average effluent BOD5 and Total Suspended Solids concentrations shall not exceed 15% of the
respective influent value(85%removal).
4. The Division shall consider all effluent total residual chlorine values reported below 50 µg/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 µg/l.
Footnotes are continued on the next page.
3 of 11

Permit NC0043176
Footnotes continued from A.(1.).
5. For a given wastewater sample,TN=TKN+NO3-N+NO2-N,where TN is Total Nitrogen,TKN is Total
Kjeldahl Nitrogen,and NO3-N and NO2-N are Nitrate and Nitrite Nitrogen,respectively.
6. Chronic Toxicity(Ceriodaphnia dubia)P/F at 1%with testing in March,June,September,and December. See
Special Condition A. (2.).
7. The permittee shall perform three effluent pollution scans during the term of this permit. See Special Condition
A. (3.).
8. Twice per week sampling for BOD must occur on any two non-consecutive days during the calendar week.
9. Per the administrative letter dated January 10,2019,the facility shall sample these parameters at a frequency of
weekly from April 1,2019 to December 31,2020.Monitoring for these parameters shall revert to the frequency
in this table beginning January 1,2021.
There shall be no discharge of floating solids or visible foam in other than trace amounts.
4 of 11

Permit NC0043176
A. (2.) CHRONIC TOXICITY PERMIT LIMIT (QUARTERLY) [15A NCAC 02B.0200]
The effluent discharge shall at no time exhibit observable inhibition of reproduction or significant
mortality to Ceriodaphnia dubia at an effluent concentration of 1%.
The permit holder shall perform at a minimum,quarterly monitoring using test procedures outlined in the
"North Carolina Ceriodaphnia Chronic Effluent Bioassay Procedure,"Revised December 2010, or
subsequent versions or"North Carolina Phase II Chronic Whole Effluent Toxicity Test Procedure"
(Revised-December 2010)or subsequent versions. The tests will be performed during the months of
March,June, September, and December. These months signify the first month of each three-month
toxicity testing quarter assigned to the facility. Effluent sampling for this testing must be obtained during
representative effluent discharge and shall be performed at the NPDES permitted final effluent discharge
below all treatment processes.
If the test procedure performed as the first test of any single quarter results in a failure or ChV
below the permit limit,then multiple-concentration testing shall be performed at a minimum,in
each of the two following months as described in"North Carolina Phase H Chronic Whole Effluent
Toxicity Test Procedure"(Revised-December 2010)or subsequent versions.
All toxicity testing results required as part of this permit condition will be entered on the Effluent
Discharge Monitoring Form(MR-1)for the months in which tests were performed,using the parameter
code TGP3B for the pass/fail results and THP3B for the Chronic Value. Additionally,DWR Form AT-3
(original)is to be sent to the following address:
Attention: North Carolina Division of Water Resources
Water Sciences Section/Aquatic Toxicology Branch
1621 Mail Service Center
Raleigh,NC 27699-1621
Completed Aquatic Toxicity Test Forms shall be filed with the Water Sciences Section no later than 30
days after the end of the reporting period for which the report is made.
Test data shall be complete,accurate,include all supporting chemical/physical measurements and all
concentration/response data,and be certified by laboratory supervisor and ORC or approved designate
signature. Total residual chlorine of the effluent toxicity sample must be measured and reported if
chlorine is employed for disinfection of the waste stream.
Should there be no discharge of flow from the facility during a month in which toxicity monitoring is
required,the permittee will complete the information located at the top of the aquatic toxicity(AT)test
form indicating the facility name, permit number,pipe number,county, and the month/year of the report
with the notation of"No Flow"in the comment area of the form. The report shall be submitted to the
Water Sciences Section at the address cited above
Should the permittee fail to monitor during a month in which toxicity monitoring is required,monitoring
will be required during the following month. Assessment of toxicity compliance is based on the toxicity
testing quarter, which is the three month time interval that begins on the first day of the month in which
toxicity testing is required by this permit and continues until the final day of the third month.
5 of 11

Permit NC0043176
Should any test data from this monitoring requirement or tests performed by the North Carolina Division
of Water Resources indicate potential impacts to the receiving stream,this permit may be re-opened and
modified to include alternate monitoring requirements or limits.
NOTE: Failure to achieve test conditions as specified in the cited document, such as minimum control
organism survival,minimum control organism reproduction, and appropriate environmental controls,
shall constitute an invalid test and will require immediate follow-up testing to be completed no later than
the last day of the month following the month of the initial monitoring.
6of11

Permit NC0043176
A. (3.) EFFLUENT POLLUTANT SCAN (Municipal POTWs) [G.S. 143-215.1(b)]
The permittee shall perform a total of three(3)Effluent Pollutant Scans for all parameters listed below.One
scan must be performed in each of the following years: 2020, 2021, and 2022. Analytical methods shall
be in accordance with 40 CFR Part 136 and shall be sufficiently sensitive to determine whether parameters
are present in concentrations greater than applicable standards and criteria. Samples should be collected
with one quarterly toxicity test each year,and must represent seasonal variation[i.e., do not sample in the
same quarter every year]. Unless otherwise indicated,metals shall be analyzed as"total recoverable."
Ammonia(as N) C0610 1,2-dichloroethane 32103 Bis(2-chloroethoxy)methane 34278
Chlorine(total residual,TRC 50060 Trans-1,2-dichloroethylene 34546 Bis(2-chloroethyl)ether 34273
Dissolved oxygen 00300 1,1-dichloroethylene 34501 Bis(2-chloroisopropyl)ether 34283
Nitrate 00620 1,2-dichloropropane 34541 Bis(2-ethyihexyl)phthalate 39100
Nitrite 00615 1,3-dichloropropylene 77163 4-bromophenyl phenyl ether 34636
Kjeldahl nitrogen 00625 Ethylbenzene 34371 Butyl benzyl phthalate 34292
Oil and grease 00556 Methyl bromide 34413 2-chloronaphthalene 34581
Phosphorus C0665 Methyl chloride 34418 4-chlorophenyl phenyl ether 34641
Total dissolved solids 70295 Methylene chloride 34423 Chrysene 34320
Hardness 00900 1,1,2,2-tetrachloroethane 81549 1)i-n-butyl phthalate 39110
Antimony 01097 Tetrachloroethylene 34475 Di-n-octyl phthalate 34596
Arsenic 01002 Toluene 34010 Dibenzo(a,h)anthracene 34556
Beryllium 01012 1,1,1-trichloroethane 34506 1,2-dichlorobenzene 34536
Cadmium 01027 1,1,2-trichloroethane 34511 1,3-dichlorobenzene 34566
Chromium 01034 Trichloroethylene 39180 1,4-dichlorobenzene 34571
Copper . 01042 Vinyl chloride 39175 3,3-dichlorobenzidine 34631
Lead 01051 Acid-extractable compounds: Diethyl phthalate 34336
Mercury(Method 1631E) COMER P-chloro-m-cresol 34452 Dimethyl phthalate 34341
Nickel 01067 2-chlorophenol 34586 2,4-dinitrotoluene 34611
Selenium 01147 2,4-dichlorophenol 34601 2,6-dinitrotoluene C0626
Silver 01077 2,4-dimethylphenol 34606 1,2-diphenylhydrazine 34346
Thallium 01059 4,6-dinitro-o-cresol 34657 Fluoranthene C0376
Zinc 01092 2,4-dinitrophenol 34616 Fluorene 34381
Cyanide 00720 2-nitrophenol 34591 Hexachlorobenzene C0700
Total phenolic compounds 32730 4-nitrophenol 34646 Hexachlorobutadiene 39702
Volatile organic compounds: Pentachlorophenol 39032 Hexachlorocyclo-pentadiene 34386
Acrolein 34210 Phenol 34694 Hexacltloroethane 34396
Acrylonitrile 34215 2,4,6-trichlorophenol 34621 lndeno(1,2,3-cd)pyrene 34403
Benzene 34030 Base-neutral compounds: Isophorone 34408
Bromoform 32104 Acenaphthene 34205 Naphthalene 34696
Carbon tetrachloride 32102 Acenaphthylene 34200 Nitrobenzene 34447
Chlorobenzene 34301 Anthracene CO220 N-nitrosodi-n-propylamine 34428
Chlorodibromomethane 34306 Benzidine 39120 N-nitrosodimethylamine 34438
• Chloroethane 85811 Benzo(a)anthracene 34526 N-nitrosodiphenylamine 34433
2-chloroethyl vinyl ether 34576 Benzo(a)pyrene 34247 Phenanthrene 34461
Chloroform 32106 3,4 benzofluoranthene 34230 Pyrene 34469
Dichlorobromomethane 32101 ' Benzo(ghi)perylene 34521 1,2,4-trichlorobenzene 34551
1,1-dichloroethane 34496 Benzo(k)fluoranthene 34242
7 of 11
L_

Permit NC0043176
Reporting. Test results shall be reported electronically via eDMR or on DWR Form—DMR-PPA-1 (or
on a form approved by the Director)by December 31 1 of each designated sampling year. The report shall
be submitted to the following address:
NC DEQ/DWR/Central Files,1617 Mail Service Center,Raleigh,North Carolina 27699-1617.
Additional Toxicity Testing Requirements for Municipal Permit Renewal. Please note that Municipal
facilities that are subject to the Effluent Pollutant Scan requirements listed above are also subject to
additional toxicity testing requirements specified in Federal Regulation 40 CFR 122.21(jx5). The US EPA
requires four(4)toxicity tests for a test organism other than the test species currently required in this permit.
The multiple species tests should be conducted either quarterly for a 12-month period prior to submittal of
the permit renewal application,or four tests performed at least annually in the four and one half year period
prior to the application. These tests shall be performed for acute or chronic toxicity,whichever is specified
in this permit. The multiple species toxicity test results shall be filed with the Aquatic Toxicology Branch
at the following address:
North Carolina Division of Water Resources
Water Sciences Section/Aquatic Toxicology Branch
1621 Mail Service Center
Raleigh,North Carolina 27699-1621
Contact the Division's Aquatic Toxicology Branch at 919-743-8401 for guidance on conducting the
additional toxicity tests and reporting requirements. Results should also be summarized in Part E(Toxicity
Testing Data)of EPA Municipal Application Form 2A,when submitting the permit renewal application to
the NPDES Permitting Unit.
A. (4.). MERCURY MINIMIZATION PLAN (MMP) [G.S. 143-215.1 (b)]
The permittee shall develop and implement a mercury minimization plan during this permit term. The
MMP shall be developed within 180 days of the NPDES Permit Effective Date,and shall be available for
inspection on-site. A sample MMP was developed through a stakeholder review process and has been
placed on the Division website for guidance(https://deo.nc.gov/document/nc-model-mercurv-
minimization-plan-dwr-nodes-swp-20130801). The MMP should place emphasis on identification of
mercury contributors and goals for reduction. Results shall be summarized and submitted with the next
permit renewal. Performance of the Mercury Minimisation Plan will meet the requirements of the TMDL
(Total Maximum Daily Load)for mercury approved by USEPA on October 12,2012,unless and until a
Waste Load Allocation specific to this facility is developed and this NPDES permit is amended to require
further actions to address the Waste Load Allocation.
A.(5.) CAPE FEAR RIVER BASINNUTRIENT MONITORING REOPENER
[G.S. 143-215.1(b)]
Pursuant to N.C. General Statutes Section 143-215.1 and the implementing rules found in the North
Carolina Administrative Code at 15A NCAC 2H.0112 (b) (1) and 2H.0114 (a)and Part II sections B-12
and B-13 of this permit, the Director of DWR may reopen this permit to require supplemental nutrient
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Permit NC0043176
monitoring of the discharge. The purpose of the additional monitoring will be to support water quality
modeling efforts within the Cape Fear River Basin and shall be consistent with a monitoring plan developed
jointly by the Division and affected stakeholders. In addition, the results of water quality modeling may
require that additional limits for total nitrogen and total phosphorus be imposed in this permit upon renewal.
A. (6.) BIS (2-ETHYLHEXYL)PTHALATE MONITORING AND LIMITS REOPENER
[G.S. 143-215.1(b)]
Pursuant to N.C. General Statutes Section 143-215.1 and the implementing rules found in the North
Carolina Administrative Code at 15A NCAC 2H.0112 (b)(1)and 2H.0114 (a)and Part II sections B-12
and B-13 of this permit,the Director of DWR may reopen this permit to modify monitoring or add
effluent limitations for the discharge based on the sample results required by Section A. (1.).
A. (7.) 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)1
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
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Permit NC0043176
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.
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: https://www.federalregister_gov/documents/2015/10/22/2015-24954/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.
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Permit NC0043176
Information on eDMR and the application for a temporary electronic reporting waiver are found on the
following web page:
http://deq.nc.gov/about/divisions/water-resources/edmr
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:
http://deq.nc.gov/about/divisions/water-resources/edmr
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:
"1 cert , 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 of
fines and imprisonment for knowing violations."
5. Records Retention [Supplements Section D.(6.)1
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].
11 of 11

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City of Dunn—Black River WWTPII
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Facility Location '
ate Grid/Quad: F24SW/Erwin Latitude: 35'17'31" •N '- not to scale -, <~
Longitude: 78°41'09"W
Receiving Stream:Cape Fear River Drainage Basin: Cape Fear River
Stream pass: WS-V sub•Basin; 030615 NPDES Permit No.NC0043176
HUC: 03030004 North Harnett County

Davis-Martin-Powell / 1 OF fi LL o Nc./Nc
Dunn WWTP
DMP 004223.00 updated for 170207 updated for 210076 Printed: 12/23/22 11:39 AM
Hydraulic Analysis from PTF to Effluent Pump Station
Changes: Replaced the piping between the Aeration Basin and Final Clarifiers to eliminate bottleneck and improve flow.
Influent Design Rate 3.75 MGD Current 2,604 GPM
Influent Peak Rate MGD 3.00 Peak Factor 7,813 GPM
RAS Design/Qa= 100% - MGD 2,604 GPM
Scenario 1 ADF: Influent flow=3.75 mgd,all basins in service 1
Peak Day: Influent flow=9.375 mgd,all units in service.
Scenario 2 Design for no weirs submerged.
Peak Hour:Influent Flow=11.25,Largest unit out of service.
Design for no walls overtopped and final clarifier weirs not
Scenario 3 submerged
Scenario INFL flow= 1 3.75 IMOD GPM 5.78 ft3/s
Scenario rAIl Online Manning N Values
Concrete Channel 0.0110
Clarifer Flow Distribution Matrix Concrete Pipe 0.0130
Percent of Process Flow DI Pipe 0.0130
FC1 FC2 FC3 FC4 Concrete Channel 0.0130
All Online 20% 20% 20% 40%
One 60 Ft Offline 25% 25% 0% 50% DI Pipe-all C Factors 100
Largest Unit Offline 33% 33% 33% 0%
Description C Dia inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft W/S Elev,ft
START IN Ex Effluent Pump Station
Assume max EFFL PS level per plans=156.6 1
3.75 156.09 WS-0
Flow Rate:
WS-0,Ex Effl PS Wetwell2,604
Ex Effl PS to Flume Outlet
Percent OF TOTAL Q= 100% 2,604 3.75
Pipe Full Flow Assumed C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 30.00 0.00 04 3.75• 0.50 1.18 0.01
Pipe&Fittings(1) 100.00 30.00 46.00 2,604 0.00 1.18 0.01
Pipe&Fittings(2) 100.00 30.00 0.00 2,604 Cl: 0.00 1.18
Pipe Outlet 100.00 30.00 0.00 2,604 3.75 1.00 1.15
WS-1,EFFL Flume Outlet
Pipe Invert shout. 156.70 156.14 wS-1
12"Parshall Flume x^`i • 156.78 2,604 3.75 head in flume J
HEAD IS EXCESSIVE AT PEAK FLOW-DEMO FLUME AND REPLACE WITH 30"PIPE
WS-2,EFFL Flume Inlet 156.14 WS-2
Flume to CCT Outlet
Percent OF TOTAL Q= 100% 2,604 3.75
Pipe Full Flow Assumed C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 42.00 0.00 2,604 3.75 0.50 0.60 0.00
Pipe&Fittings(1) 100.00 42.00 14.00 2,604 3.75 0.22 0.60 0.00
210076 Dunn WWTP Hydraulic_Profile.xlsx 210076 Page 1

Davis-Martin-Powell
Description C Dia inch Length,Ft Flow,Rpm Flow,MGD K Vel,ft/s HL,ft W/S Elev,ft
Pipe&Fittings(2) 100.00 30.00 90.00 2,604 3.75 1.04 1.18 0.05
Pipe Outlet 100.00 30.00 0.00 2,604 3.75 1.00 1.18 0.02
0.07
WS-3,CCT Outlet 156.21 WS-3
Chlorine Contact Basin
Two trains available,level controlled by weir in each basin
Total Process Flow 2,604 3.75
CCT in Service 2.00 Flow Each 1,302 1.88
Straight weir w/o end contractions Not Submerged
crest elevation 157.75 Length 15.00
MGD GPM H,feet H,inches WS Elev
1.88 1,302 0.15 1.8 157.90
WS-4,CCT Basin 157.90 WS-4
Combine the two FCE pipes in a Box. Control Flow into each CCT by Submerged Gates
Flow Each 1,302 1.88
Width,Ft Height,Ft Area,FT2 HL,ft HL,inches
Gate Size 3.00 3.00 9.00 0.004 0.1
WS-5,CCT Basin Inlet 157.90 WS-5
Final Clarifier 1 and 2 Path
Flow from CCT Inlet to WS-6.1
Percent OF TOTAL Q= 40% 1,042 1.50
Pipe Full Flow Assumed C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 _ 24.00 0.00 1,042 1.50 0.50 0.74 0.00
Pipe&Fittings(1) 100.00 24.00 60.00 1,042 1.50 0.00 0.74 0.01
Pipe&Fittings(2) 100.00 36.00 125.00 1,042 1.50 2.34 0.33 0.01
Pipe Outlet 100.00 36.00 0.00 1,042 1.50 1.00 0.33 0.00
0.02
WS-6.1,Junction of FC-1,FC-2 Piping 157.93 WS-6.1
210076 Dunn WWTP Hydraulic_Profile.xlsx 210076 Page 2

Davis-Martin-Powell
Description C Dia inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft W/S Elev,ft
Final Clarifier 1 Path
Percent OF TOTAL Q= 20%J 521 0.75
Pipe Full Flow Assumed C Dian)inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 24.00 0.00 521 0.7:� 0.50 0.37
Pipe&Fittings(1) 100.00 24.00 34.00 '1 r` 0.40
Pipe&Fittings(2) 100.00 24.00 88.00 0.24
Pipe Outlet 100.00 24.00 0.00 1.00
WS-7.1,FC-1 Effluent Launder Trough Elev 157.62 Depth= 0.31 157.94 WS-7.1
FINAL Clarifier FC-1
Percent OF TOTAL Q= 20% Process Flow 521 0.7
159.83 bottom v-notch Weir Spacing 4.00 inch,typ
Weir Diameter 60.00 feet No.of notches
Weir Length 188.50 feet V-notch angle 90 deg Not Submerged
Flow,MGD gpm/notch CFS/Notch H,feet H,inches W/S elev
Use Process Flow 0.75 0.92 0.0021 0.06 0.7 159.89
WS-8.1,FC-1 Water Surface 159.89 WS-8.1
Flow from Aeration Splitter to Clarifier Process Flow 521 0.75
RAS 521 0.75
MLSS Flow 1,042 1.50
Pipe Full Flow Assumed C Dian,inch Length,Ft Flow,gpm Flow,MOD K Vel,ft/s HL,ft
Pipe inlet 100.00 30.00 0.00 521 0.75 0.50 0.24 0.00
Pipe&Fittings(1) 100.00 30.00 10.00 521 0.75 0.24 0.00
Pipe&Fittings(2) 100.00 24.00 125.00 521 0.75 0.73 0.37 0.01
Pipe Outlet 100.00 24.00 0.00 521 0.75 1.00 0.37 0.00
0.01
Losses through the Inlet Pipe and Well 0.25 feet 0.25
WS-9.1,Splitter Box Outlet 160.15 WS-9.1
210076 Dunn WWTP Hydraulic_Profile.xlsx 210076 Page 3

Davis-Martin-Powell
Description C Dia inch Length,Ft Flow,gpm Flow.MGD K Vel,ft/s HL,ft W/S Elev,ft
Final Clarifier 2 Path
Flow from WS-6.1 to FC2
Percent OF TOTAL Q= 20% 521 0.75
Pipe Full Flow Assumed C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 24.00 0.00 521 0.75 0.50 0.37 0.00
Pipe&Fittings(1) 100.00 24.00 34.00 521 0.75 0.20 0.37 0.00
Pipe&Fittings(2) 100.00 24.00 0.00 521 0.75 0.00 0.37 0.00
Pipe Outlet 100.00 24.00 0.00 ,_, 0.75 1.00 0.37 0.00
0.01
WS-7.2,FC-2 Effluent Launder Trough Elev 157.67 Depth= 0.26 157.93 WS-7.2
FINAL Clarifier FC-2
Percent OF TOTAL Q= 20% Process Flow 521 0.75
159.88 bottom v-notch Weir Spacing 4.00 inch,typ
Weir Diameter 60.00 feet No.of notches 565.00
Weir Length 188.50 feet V-notch angle 90 deg Not Submerged
WS-8.2,FC-2 Water Surface Flow,MGD gpm/notch CFS/Notch H,feet H,inches W/S elev
Use Process Flow 0.75 0.92 0.0021 0.06 0.7 159.94 159.94 WS-8.2
Flow from Aeration Splitter to Clarifier Process Flow 521 c 7'
RAS 521 U.75
MLSS Flow 1,042 1.50
Pipe Full Flow Assumed C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet I 100.00 30.00 0.00 521 0.75 0.50 0.24 0.00
Pipe&Fittings(1) 100.00 30.00 80.00 521 0.75 0.20 0.24 0.00
Pipe&Fittings(2) 100.00 24.00 85.00 521 0.75 0.53 0.37 0.00
Pipe Outlet 100.00 24.00 0.00 521 0.75 1.00 0.37 0.00
0.01
Losses through the Inlet Pipe and Well 0.25 feet 0.25
WS-9.2,Splitter Box Outlet 160.20 W5-9.2
Final Clarifier 3 and 4 Path
Flow from CCT Inlet WS-5 to WS-6.3
Percent OF TOTAL Q= 60% 1,563 2.25
Pipe Full Flow Assumed C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 36.00 0.00 1,563 2.25 0.00 0.49 0.00
Pipe&Fittings(1) 100.00 36.00 125.00 1,563 2.25 0.33 0.49 0.01
Pipe&Fittings(2) 100.00 36.00 0.00 1,563 2.25 0.00 0.49 0.00
Pipe Outlet 100.00 36.00 0.00 1,563 2.25 1.00 0.49 0.00
0.01
WS-6.3,Junction of FC-3,FC-4 Effluent Piping 157.91 WS-6.3
210076 Dunn WWTP Hydraulic_Profile.xlsx 210076 Page 4

Davis-Martin-Powell
Description C Dia inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft W/S Elev,ft
Final Clarifier 3 Path
Percent OF TOTAL Q= 20% 521 0.75
Pipe Full Flow Assumed C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 24.00 0.00 521 0.75 0.50 0.37 0.00
Pipe&Fittings(1) 100.00 24.00 70.00 coil 0.7E 0.40 0.37 0.00
Pipe&Fittings(2) 100.00 24.00 210.00 21 0.75 0.20 0.37 0.01
Pipe Outlet 100.00 36.00 5.00 521 0.75 1.68 0.16 i 0.00
0.02
WS-7.3,FC-3 Effluent Launder Trough Elev 157.59 Depth= 157.93 WS-7.3
FINAL Clarifier FC-3
Percent OF TOTAL Q= 20% Process Flow 521 0.75
159.80 bottom v-notch Weir Spacing 6.00 inch,typ
Weir Diameter 60.00 feet No.of notches
Weir Length 1805o feet V-notch angle 90 deg Not Submerged
WS-8.3,FC-3 Water Surface Flow,MGD gpm/notch CFS/Notch H,feet H,inches W/S elev
Use Process Flow 0.75 0.92 0.0021 0.06 0.7 159.86 159.86 WS-8.3
Flow from Aeration Splitter to Clarifier Process Flow S21 0.75
RAS 521 0.75
MLSS Flow 1,042 1.50
Pipe Full Flow Assumed C Diani inch Length.Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 30.00 10.00 521 0.75 0.50 0.24
Pipe&Fittings(1) 100.00 24.00 73.00 521 0.75 0.53 0.37 u.uu
Pipe&Fittings(2) 100.00 24.00 44.00 521 0.75 0.20 i 0.37 0.00
Pipe Outlet 100.00 24.00 0.00 521 0.7. 1.00 0.37
0.01
Losses through the Inlet Pipe and Well 0.25 I feet 0.25
WS-9.3,Splitter Box Outlet • 160.12 WS-9.3
210076 Dunn WWTP Hydraulic_Profile.xlsx 210076 Page 5

Davis-Martin-Powell
Description C Dia inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft W/S Elev,ft
Final Clarifier 4 Path
Flow from W5-6.3 to FC-4
Percent OF TOTAL Q=I 40% 1,042 1.50
Pipe Full Flow Assumed C [plain inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 30.00 0.00 ci42 1.50 0.50 0.47 0.00
Pipe&Fittings(1) 100.00 30.00 35.00 1,042 1.50 0.00 0.47 0.00
Pipe&Fittings(2) 100.00 30.00 0.00 1,042 1.50 0.66 0.47 0.00
Pipe Outlet 100.00 30.00 0.00 1,042 1.50 0.00 0.47 0.00
0.01
WS-7.4,FC-4 Effluent Launder Trough Elev 1 157.59 Depth= 157.92 WS-7.4
FINAL Clarifier FC-4
Percent OF TOTAL Q= 40% Process Flow 1.50
159.80 bottom v-notch Weir Spacing 6.00 inch,typ
Weir Diameter 74.67 feet No.of notches
Weir Length 2 i4.5 feet V-notch angle 90 deg Not Submerged
WS-8.4,FC-4 Water Surface Flow,MGD gpm/notch CFS/Notch H,feet H,inches W/S elev
Use Process Flow 1.50 1.84 0.0041 0.08 0.9 159.88 159.88 WS-8.4
Flow from Aeration Splitter to Clarifier Process Flow 1,042 1.50
RAS 1,042 1.50
MLSS Flow 2,084 3.00
Pipe Full Flow Assumed C Dram inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 30.00 0.00 1,042 1.5C 0.50 )47 0.00
Pipe&Fittings(1) 100.00 30.00 195.00 1,042 1.50 0.38 0.01
Pipe&Fittings(2) 100.00 30.00 0.00 1,042 1.50 0.00 ., C r'0
Pipe Outlet 100.00 30.00 0.00 1,0-: 1.50 1.00 ,47
Losses through the Clarfier Center Column and Center Well 0.25 feet 0.2
WS-9.4,Splitter Box Outlet 160.14 WS-9.4
210076 Dunn WWTP Hydraulic_Profile.xlsx 210076 Page 6

Davis-Martin-Powell
Description c Dia inch Length,Ft Flow,Rpm Flow,MGD K Vel,ft/s HL,ft W/S Elev,ft
Clarifier Distribution Box
Set all weirs at same level,sharp edge with end contractions
FC-1 Weir
Percent OF TOTAL Q= 20% MLSS Flow 1,042 1.50 WS-10 WS-9
thru_Weir Openings 1.00 1,042
Weir Length 4.00 Upstream Downstream
crest elevation 161.00 Weir Head,ft 0.31 161.31 160.15
FC-2 Weir
Percent OF TOTAL Q= 20% MLSS Flow 1,042 1.50
thru_Weir Openings 1.00 1,042
Weir Length 4.00
crest elevation 161.00 Weir Head,ft 0.31 161.31 160.20
FC-3 Weir
Percent OF TOTAL Q= 20% MLSS Flow 1,042 1.50
thru_Weir Openings 1.00 1,042
Weir Length 4.00
crest elevation 161.00 Weir Head,ft 0.31 161.31 160.12
FC-4 Weir
Percent OF TOTAL Q= 40% MLSS Flow 2,084 3
thru_Weir Openings 1.00 2,084
Weir Length 8.00
crest elevation 161.00 Weir Head,ft 0.31 161.31 160.14
WS-10,Clarifier Splitter Inlet Total MLSS Flow 5,209 8 161.31 WS-10
Aeration Basin Effluent Channel
Rectangular Channel Losses
Width,ft 2.00
160.56 Flow Each AB 1,302 1.88
Flow Depth,ft 0.75
Wetted area,SF 1.50
wetted perimeter,ft 3.50
velocity,ft/s 1.93
headloss,ft/LF 0.0010 times typical Length 28.00 HL,ft 0.028
WS-11,Aeration Effluent Channel 161.34 WS-11
Aeration Basins
Add RAS flow to give MLSS FLOW,Ignore Thickener return,no EQ return at high flows
WS is controlled by effluent weirs in each of 4 aeration trains
Process Flow 2,604 3.75
RAS Flow 2,604 3.75
MLSS Flow 5,209 7.50
AB in Service 4.00 Flow Each AB 1,302 1.88
AB Effluent Weir sharp crested weir,no end contractions AB Effluent Weir is Not Surcharged
Length 27.75
162.26 Flow 1,302 1.88 HL= 0.10
164.56 Freeboard(24"+desired)= 26.41
AB Freeboard OK
WS-12,Aeration Basin 162.36 WS-12
210076 Dunn WWTP Hydraulic_Profile.xlsx 210076 Page 7

Davis-Martin-Powell
Description C Dia inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL ft W/S Elev,ft
Aeration Splitter Box
RAS Returns at this Point
AB in Service 4.00 MLSS Flow 5,209 7.50
Flow Each AB 1,302 1.88
C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
JB-1 to AB-3,4 100.00 24.00 0.00 2,604 3.75 0.50 1.85 0.03
to TEE at AB-3,4) 100.00 24.00 140.00 004 3.75 0.80 1.85 0.16
to AB-4 100.00 24.00 20.00 1,302 1.88 1.45 0.92 0.02
sum 0.21
WS-13,Aeration Splitter Box(JB-1) 162.57 WS-13
Preliminary Treatment
PTF EFFL Pipe to Aeration Splitter Box(JB-1)
C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 36.00 0.00 2,604 3.75 0.50 0.82 0.01
Yard Piping 100.00 36.00 94.00 2,604 3.75 0.00 0.82 0.01
Pipe Outlet 100.00 36.00 0.00 2,604 3.75 1.00 0.82 0.01
sum 0.03
WS-14,PTF Effluent 162.60 WS-14
Influent parshall flume
24"Throat Parshall 164.14 2,60.. 3.75 flume head,ft u K,
ch 163.14
50%of flume Head
164.54 Max Downstream WS for free flowing Flume Flume Flow is free flowing
WS-15,Flume Inlet 164.95 WS-15
Rectangular Channel Losses
Width,ft 6.00 2,604 3.75
Invert,ft 163.14
Flow Depth,ft 1.81
Wetted area,SF 10.85
wetted perimeter,ft 9.62
velocity,ft/s 0.53
headloss,ft/LF 0.0002 Length 12.00 0.002
WS-16,Flume Channel 164.95 WS-16
Rectangular Channel Losses
Width,ft 2.50 2,604 3.75
Invert,ft 153 1
Flow Depth,ft 1.81
Wetted area,SF 4.53
wetted perimeter,ft 6.12
velocity,ft/s 1.28
headloss,ft/LF 0.0010 Length 5.00 0.005
WS-16,Grit Effluent Channel 164.96 WS-17
Grit Collector
Grit Effluent Weir sharp crested weir,no end contractions
Length,ft 16.00
168.50 2,604 3.75 Weir Head 0.23 ft
210076 Dunn WWTP Hydraulic_Profile.xlsx 210076 Page 8

Davis-Martin-Powell
Description C Dia inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft W/S Elev,ft
Weir not submerged
WS-18,Grit Collector 168.73 WS-18
Grit inlet&tray headloss per Euteck proposal 2,604 3.75 0.03
WS-19,Inlet to Grit Collector 168.73 WS-19
Mechanical Cleaned Step Screens
Note:Always consider 2 screens in service,use manual bypass if one is out
Screens in Service 2.00 Flow Each 1,302 1.88
Rectangular Channel Losses: Screen to Grit Inlet
Width,ft 2.50 1,302 1.88
166.57
Flow Depth,ft 2.16
Wetted area,SF 5.39
wetted perimeter,ft 6.82
velocity,ft/s 0.54
headloss,ft/LF 0.0002 Length 10.00 0.00
WS-20,Screen discharge 168.73 WS-20
Screen Headloss,30%blinded,7.5 MGD each,min 24"downstream(WesTech) 0.03 feet
downstream depth,inches= 25.9
Downstream Depth is OK
WS-21,Inlet to Mechanical Screen 168.76 WS-21
Box to Mechanical Screen Channel
Rectangular Channel Losses
Width,ft 2.50 1,302 1.88
Invert,ft 166.57
Flow Depth,ft 2.19
Wetted area,SF 5.48
wetted perimeter,ft 6.88
velocity,ft/s 0.53
headloss,ft/LF 0.0001 Length 11.00 HL= 0.001
WS-22,PTF influent 168.76 WS-22
210076 Dunn WWTP Hydraulic_Profile.xlsx 210076 Page 9

Davis-Martin-Powell
Description C Dia inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft W/S Elev,ft
Dunn WWII New Elevations NAD83?Datum
Summary Current W/S Bottom TOP Scenario:
WS-0 WS-u,Ex em PS wetwell 156.09 149.69 162.69 3.75 MGD,Influent Flow
WS-1 WS-1,EFFL Flume Outlet 156.14 156.70 162.06 All Online
WS-2 WS-2,EFFL Flume Inlet 156.14 156.70 162.06
WS-3 WS-3,CCT Outlet 156" 147.75 164.00
WS-4 WS-4,CCT Basin 157 147.75 164.00
WS-5 WS-5,CCT Basin Inlet 157,• 147.75 164.00
WS-6.1 WS-6.1,Junction of FC-1,FC-2 Piping 157, 153.25 166.00
WS-7.1 WS-7.1,FC-1 Effluent Launder 157.- 158.37 162.66
WS-8.1 WS-8.1,FC-1 Water Surface 159> 147.83 162.66
WS-9.1 WS-9.1,Splitter Box Outlet 160': 148.06 164.56
WS-10 WS-10,Clarifier Splitter Inlet 161 148.06 164.56
WS-11 WS-11,Aeration Effluent Channel 161 . 148.06 164.56
WS-12 WS-12,Aeration Basin 162 r 148.06 164.56
WS-13 WS-13,Aeration Splitter Box(1B-1) 162- 158.56 167.56
WS-14 WS-14,PTF Effluent 162,i 161.57 171.57
WS-15 WS-15,Flume Inlet 164 r 161.57 171.57
WS-16 WS-16,Flume Channel 164 161.57 171.57
WS-17 WS-16,Grit Effluent Channel 164- 161.57 171.57
WS-18 WS-18,Grit Collector 168 166.57 172.57
WS-19 WS-19,Inlet to Grit Collector 168 " 166.57 172.57
WS-20 WS-20,Screen discharge 168• 166.57 172.57
WS-21 WS-21,Inlet to Mechanical Screen 168- 166.57 172.57
WS-22 WS-22,PTF influent 168_ 166.57 172.57
210076 Dunn WWTP Hydraulic_Profile.xlsx 210076 Page 10

f-- .Ate 14 ake All cnk
Davis-Martin-Powell
Dunn WWTP
DMP 004223.00 updated for 170207 updated for 210076 Printed: 12/23/22 11:40 AM
Hydraulic Analysis from PTF to Effluent Pump Station
Changes: Replaced the piping between the Aeration Basin and Final Clarifiers to eliminate bottleneck and improve flow.
Influent Design Rate 3.75 MGD Current 2,604 GPM
Influent Peak Rate 11.25 MGD 3.00 Peak Factor 7,813 GPM
RAS Design/Qa= 100% 3.75 MGD 2,604 GPM
Scenario 1 ADF: Influent flow=3.75 mgd,all basins in service
Peak Day: Influent flow=9.375 mgd,all units in service.
Scenario 2 Design for no weirs submerged.
Peak Hour:Influent Flow=11.25,Largest unit out of service.
Design for no walls overtopped and final clarifier weirs not
Scenario 3 submerged
Scenario INFL flow= I 11.25 IMGD 7,813 GPM I I I ft3/s
Scenario All Online Manning N Values
Concrete Channel 0.0110
Clarifer Flow Distribution Matrix Concrete Pipe 0.0130
Percent of Process Flow DI Pipe 0.0130
FC1 FC2 FC3 FC4 Concrete Channel 0.0130
All Online 20% 20% 20% 40%
One 60 Ft Offline 25% 25% 0% 50% DI Pipe-all C Factors 100
Largest Unit Offline 33% 33% 33% 0%
Description C Dia inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL ft W/S Elev,ft
START IN Ex Effluent Pump Station
.Assume max EFFL PS level per plans=156.6
WS-0,Ex Effl PS Wetwell Flow Rate: 7,813 11.25 156.09 WS-0
Ex Effl PS to Flume Outlet
Percent OF TOTAL Q= 100% 7,813 11.25
Pipe Full Flow Assumed C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 _ 30.00 0.00 7,813 11.25 0.50 3.55 0.10
Pipe&Fittings(1) 100.00 30.00 46.00 7,813 11.25 0.00 3.55 0.10
Pipe&Fittings(2) 100.00 30.00 0.00 7,813 11.25 0.00 3.55 0.00
Pipe Outlet 100.00 30.00 0.00 7,813 11.25 1.00 3.55 0.20
0.39
WS-1,EFFL Flume Outlet
Pipe Invert shoul. 156.70 156.48 WS-1
12"Parshall Flume 156.78 7,813 11.25 head in flume 2.62
HEAD IS EXCESSIVE AT PEAK FLOW-DEMO FLUME AND REPLACE WITH 30"PIPE
WS-2,EFFL Flume Inlet 156.48 WS-2
Flume to CCT Outlet
Percent OF TOTAL Q= 100% 7,813 11.25
Pipe Full Flow Assumed C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 42.00 0.00 7,813 11.25 0.50 1.81 0.03
Pipe&Fittings(1) 100.00 42.00 14.00 7,813 11.25 0.22 1.81 0.02
210076 Dunn WWTP Hydraulic_Profile.xlsx 210076 Page 1

Davis-Martin-Powell
Description C Dia inch Length,Ft Flow,Rpm Flow,MGD K Vel,ft/s HL ft W/S Elev,ft
Pipe&Fittings(2) 100.00 30.00 90.00 7,813 11.25 1.04 3.55 0.39
Pipe Outlet 100.00 30.00 0.00 7,813 11.25 1.00 3.55 0.20
0.6's
WS-3,CCT Outlet 157.11 WS-3
Chlorine Contact Basin
Two trains available,level controlled by weir in each basin
Total Process Flow 7,813 11.25
CCT in Service 2.00 Flow Each 3,907 5.63
Straight weir w/o end contractions Not Submerged
crest elevation 157.75 Length 15.00
MGD GPM H,feet H,inches WS Elev
5.63 3,907 0.31 3.7 158.06
WS-4,CCT Basin 158.06 WS-4
Combine the two FCE pipes in a Box. Control Flow into each CCT by Submerged Gates
Flow Each 3,907 5.63
Width,Ft Height,Ft Area,FT2 HL,ft HL,inches
Gate Size 3.00 3.00 9.00 0.039 0.5
WS-5,CCT Basin Inlet 158.10 WS-5
Final Clarifier 1 and 2 Path
Flow from CCT Inlet to WS-6.1
Percent OF TOTAL Q= 40% 3,125 4.50
Pipe Full Flow Assumed C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 24.00 0.00 3,125 4.50 0.50 2.22 0.04
Pipe&Fittings(1) 100.00 24.00 60.00 3,125 4.50 0.00 2.22 0.07
Pipe&Fittings(2) 100.00 36.00 125.00 3,125 4.50 2.34 0.99 0.06
Pipe Outlet 100.00 36.00 0.00 3,125 4.50 1.00 0.99 0.02
0.18
WS-6.1,Junction of FC-1,FC-2 Piping 158.28 W5-6.1
210076 Dunn WWTP Hydraulic_Profile.xlsx 210076 Page 2

Davis-Martin-Powell
Description C Dia inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft W/S Elev,ft
Final Clarifier 1 Path
Percent OF TOTAL Q= 20% 1,563 2.25
Pipe Full Flow Assumed C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 24.00 0.00 1,563 0.50 1.11 0.01
Pipe&Fittings(1) 100.00 24.00 34.00 1,563 0.40 0.02
Pipe&Fittings(2) 100.00 24.00 88.00 t 563 0.24 0.03
Pipe Outlet 100.00 24.00 0.00 53 1.00 n.02
WS-7.1,FC-1 Effluent Launder Trough Elev 157.62 Depth=1 158.36 ,WS-7.1
FINAL Clarifier FC-1
Percent OF TOTAL Q= 20% Process Flow 1,56
159.83 bottom v-notch Weir Spacing 4.00 inch,typ
Weir Diameter 60.00 feet No.of notches 565.0,
Weir Length 188.50 feet V-notch angle 90 deg Not Submerged
Flow,MGD gpm/notch CFS/Notch H,feet H,inches W/S elev
Use Process Flow 2.25 2.77 0.0062 0.09 1.1 159.92
WS-8.1,FC-1 Water Surface 159.92 W5-8.1
Flow from Aeration Splitter to Clarifier Process Flow 1,563 2.25
RAS 521 0.75
MLSS Flow 2,084 3.00
Pipe Full Flow Assumed C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 30.00 0.00 2.25 0.50 0.71 0.00
Pipe&Fittings(1) 100.00 30.00 10.00 2.25 0.71 0.00
Pipe&Fittings(2) 100.00 24.00 125.00 1,563 2.25 0.73 1.11 0.05
Pipe Outlet 100.00 24.00 0.00 1563 2.25 1.00 1.11 0.02
0.08
Losses through the Inlet Pipe and Well 0.25 feet 0.25
WS-9.1,Splitter Box Outlet 160.25 WS-9.1
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Davis-Martin-Powell
Description C Dia inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft W/S Elev,ft
Final Clarifier 2 Path
Flow from WS-6.1 to FC2
Percent OF TOTAL Q= 20% 1,563 2.25
Pipe Full Flow Assumed C Diem inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 24.00 0.00 1,563 2.25 0.50 1.11 0.01
Pipe&Fittings(1) 100.00 24.00 34.00 1,563 2.25 0.20 1.11 0.01
Pipe&Fittings(2) 100.00 24.00 0.00 1,563 2.25 0.00 1.11 0.00
Pipe Outlet 100.00 24.00 0.00 1,563 2.25 1.00 1.11 0.02
0.04
WS-7.2,FC-2 Effluent Launder Trough Elev 157.67 Depth= 0.65 158.32 W5-7.2
FINAL Clarifier FC-2
Percent OF TOTAL Q= 20% Process Flow 1,563 2.25
159.88 bottom v-notch Weir Spacing 4.00 inch,typ
Weir Diameter 60.00 feet No.of notches 565.00
Weir Length 188.50 feet V-notch angle 90 deg Not Submerged
WS-8.2,FC-2 Water Surface Flow,MGD gpm/notch CFS/Notch H,feet H,inches W/S elev
Use Process Flow 2.25 2.77 0.0062 0.09 1.1 159.97 159.97 WS-8.2
Flow from Aeration Splitter to Clarifier Process Flow 1,563 2.25
RAS 521 0.75
MLSS Flow 2,084 3.00
Pipe Full Flow Assumed C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 30.00 0.00 1,563 2.25 0.50 0.71 0.00
Pipe&Fittings(1) 100.00 30.00 80.00 1,563 2.25 0.20 0.71 0.01
Pipe&Fittings(2) 100.00 24.00 85.00 1,563 2.25 0.53 1.11 0.04
' Pipe Outlet 100.00 24.00 0.00 1,563 2.25 1.00 1.11 0.02
0.07
Losses through the Inlet Pipe and Well 0.25 feet 0.25
WS-9.2,Splitter Box Outlet 160.29 WS-9.2
Final Clarifier 3 and 4 Path
Flow from CCT Inlet WS-5 to WS-6.3
Percent OF TOTAL Q= 60% 4,688
Pipe Full Flow Assumed C Diam inch Length,Ft Flow,gpm Flow,MOD K Vel,ft/s HL,ft
Pipe inlet 100.00 36.00 0.00 4,688 6.75 0.00 1.48 0.00
Pipe&Fittings(1) 100.00 36.00 125.00 4,688 6.75 0.33 1.48 0.05
Pipe&Fittings(2) 100.00 36.00 0.00 4,688 6.75 0.00 1.48 0.00
Pipe Outlet 100.00 36.00 0.00 4,688 6.75 1.00 1.48 0.03
0.09
WS-6.3,Junction of FC-3,FC-4 Effluent Piping 158.19 WS-6.3
210076 Dunn WWTP Hydraulic_Profile.xlsx 210076 Page 4

Davis-Martin-Powell
Description C Dia inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL ft W/S Elev,ft
Final Clarifier 3 Path
Percent OF TOTAL Q= 20% ,63 2.25
Pipe Full Flow Assumed C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 24.00 0.00 > 0.50 1.11 0.01
Pipe&Fittings(1) 100.00 24.00 70.00 1,563 0.40 1.11 0.03
Pipe&Fittings(2) 100.00 24.00 210.00 1,563 0.20 1.11 0.07
Pipe Outlet 100.00 36.00 5.00 1,56', 1.68 0.49 0.01
0.12
WS-7.3,FC-3 Effluent Launder Trough Elev 157.59 Depth= 158.31 WS-7.3
FINAL Clarifier FC-3
Percent OF TOTAL Q= 20% Process Flow 1,563
159.80 bottom v-notch Weir Spacing 6.00 inch,typ
Weir Diameter 60.00 feet No.of notches
Weir Length 188.50 feet V-notch angle 90 deg Not Submerged
WS-8.3,FC-3 Water Surface Flow,MOD gpm/notch CFS/Notch H,feet H,inches W/S elev
Use Process Flow 2.25 2.77 0.0062 0.09 1.1 159.89 159.89 WS-8.3
Flow from Aeration Splitter to Clarifier Process Flow 1,563 2.25
RAS 521 0.75
MLSS Flow 2,084 3.00
Pipe Full Flow Assumed C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 30.00 10.00 0.50 0.01
Pipe&Fittings(1) 100.00 24.00 73.00 1,56< 0.53 1.11 0.03
Pipe&Fittings(2) 100.00 24.00 44.00 1,563 0.20 1.11 0.02
Pipe Outlet 100.00 24.00 0.00 1,563 1.00 1.11 0.02
0.08
Losses through the Inlet Pipe and Well 0.25 feet 0.25
WS-9.3,Splitter Box Outlet 160.22 WS-9.3
210076 Dunn WWTP Hydraulic_Profile.xlsx 210076 Page 5

Davis-Martin-Powell
Description C Dia inch Length,Ft Flow,Rpm Flow,MGD K Vel,ft/s HI.ft W/S Elev,ft
Final Clarifier 4 Path
Flow from WS-6.3 to FC-4
Percent OF TOTAL Q= 40% 3,125 4.50
Pipe Full Flow Assumed C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 30.00 0.00 3,125 4.50 0.50 1.42 0.02
Pipe&Fittings(1) 100.00 30.00 35.00 3,125 4.50 0.00 1.42 0.01
Pipe&Fittings(2) 100.00 30.00 0.00 3,125 4.50 0.66 1.42 0.02
Pipe Outlet 100.00 30.00 0.00 3,125 4.50 0.00 1.42 0.00
0.05
WS-7.4,FC-4 Effluent Launder Trough Elev 157.59 Depth= 0.65 158.24 WS-7.4
FINAL Clarifier FC-4
Percent OF TOTAL Q= 40% Process Flow 3,125 4.50
159.80 bottom v-notch Weir Spacing 6.00 inch,typ
Weir Diameter 74.67 feet No.of notches 469.00
Weir Length 234.57 feet V-notch angle 90 deg Not Submerged
WS-8.4,FC-4 Water Surface Flow,MGD gpm/notch CFS/Notch H,feet H,inches W/S elev
Use Process Flow 4.50 5.53 0.0123 0.12 1.4 159.92 159.92 WS-8.4
Flow from Aeration Splitter to Clarifier Process Flow 3,125 4.50
RAS 1,042 1.50
MLSS Flow 4,167 6.00
Pipe Full Flow Assumed C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 30.00 0.00 3,125 4.50 0.50 1.42 0.02
Pipe&Fittings(1) 100.00 30.00 195.00 3,125 4.50 0.38 1.42 0.09
Pipe&Fittings(2) 100.00 30.00 0.00 3,125 4.50 0.00 1.42 0.00
Pipe Outlet 100.00 30.00 0.00 3,125 4.50 1.00 1.42 0.03
0.14
Losses through the Clarfier Center Column and Center Well 0.25 feet 0.25
WS-9.4,Splitter Box Outlet 160.31 WS-9.4
210076 Dunn WWTP Hydraulic_Profile.xlsx 210076 Page 6

Davis-Martin-Powell
Description C Dia inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft W/S Elev,ft
Clarifier Distribution Box
Set all weirs at same level,sharp edge with end contractions
FC-1 Weir
Percent OF TOTAL Q= 20% MLSS Flow 2,084 3.00 WS-10 WS-9
thru_Weir Openings 1.00 2,084
Weir Length 4.00 Upstream Downstream
crest elevation 161.00 Weir Head,ft 0.50 161.50 160.25
FC-2 Weir
Percent OF TOTAL Q= 20% MLSS Flow 2,084 3.00
thru_Weir Openings 1.00 2,084
Weir Length 4.00
crest elevation 161.00 Weir Head,ft 0.50 161.50 160.29
FC-3 Weir
Percent OF TOTAL Q= 20% MLSS Flow 2,084
thru_Weir Openings 1.00 2,084
Weir Length 4.00
crest elevation 161.00 Weir Head,ft 0.50 161.50 160.22
FC-4 Weir
Percent OF TOTAL Q= 40% MLSS Flow 4,167
thru_Weir Openings 1.00 4,167
Weir Length 8.00
crest elevation 161.00 Weir Head,ft 0.49 161.49 160.31
WS-10,Clarifier Splitter Inlet Total MLSS Flow 10,418 15 161.50 WS-10
Aeration Basin Effluent Channel
Rectangular Channel Losses
Width,ft 2.00
160.56 Flow Each AB 2,604 3.75
Flow Depth,ft 0.94
Wetted area,SF 1.88
wetted perimeter,ft 3.88
velocity,ft/s 3.09
headloss,ft/LF 0.0010 times typical Length 28.00 HL,ft 0.028
WS-11,Aeration Effluent Channel 161.53 WS-11
Aeration Basins
Add RAS flow to give MLSS FLOW,Ignore Thickener return,no EQ return at high flows
WS is controlled by effluent weirs in each of 4 aeration trains
Process Flow 7,813 11.25
RAS Flow 2,604 3.75
MLSS Flow 10,418 15.00
AB in Service 4.00 Flow Each AB 2,604 3.75
AB Effluent Weir sharp crested weir,no end contractions AB Effluent Weir is Not Surcharged
Length 27.75
162.26 Flow 2,604 3.75 HL= 0.16
164.56 Freeboard(24"+desired)= 25.71
AB Freeboard OK
WS-12,Aeration Basin 162.42 WS-12
210076 Dunn WWTP Hydraulic_Profile.xlsx 210076 Page 7

Davis-Martin-Powell
Description C Dia inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft W/S Elev,ft
Aeration Splitter Box
RAS Returns at this Point
AB in Service 4.00 MLSS Flow 10,418 15.00
Flow Each AB 2,604 3.75
C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
JB-1 to AB-3,4 100.00 24.00 0.00 5,209 7.50 0.50 3.69 0.11
to TEE at AB-3,4) 100.00 24.00 140.00 5,209 7.50 0.80 3.69 0.58
to AB-4 100.00 24.00 20.00 2,604 3.75 1.45 1.85 0.09
sum 0.78
WS-13,Aeration Splitter Box(1B-1) 163.20 WS-13
Preliminary Treatment
PTF EFFL Pipe to Aeration Splitter Box(JB-1)
C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 36.00 0.00 7,813 11.25 0.50 2.46 0.05
Yard Piping 100.00 36.00 94.00 7,813 11.25 0.00 2.46 0.08
Pipe Outlet 100.00 36.00 0.00 7,813 11.25 1.00 2.46 0.09
sum 0.22
WS-14,PTF Effluent 163.42 WS-14
Influent parshall flume
24"Throat Parshall 164.14 7,813 11.25 flume head,ft 1.65
ch 163.14
50%of flume Head
164.96 Max Downstream WS for free flowing Flume Flume Flow is free flowing
WS-15,Flume Inlet 165.79 WS-15
Rectangular Channel Losses
Width,ft 6.00 7,813 11.25
Invert,ft 163.14
Flow Depth,ft 2.65
Wetted area,SF 15.89
wetted perimeter,ft 11.30
velocity,ft/s 1.10
headloss,ft/LF 0.0002 Length 12.00 0.002
WS-16,Flume Channel 165.79 WS-16
Rectangular Channel Losses
Width,ft 2.50 7,813 11.25
Invert,ft 163.14
Flow Depth,ft 2.65
Wetted area,SF 6.62
wetted perimeter,ft 7.80
velocity,ft/s 2.63
headloss,ft/LF 0.0010 Length 5.00 0.005
WS-16,Grit Effluent Channel 165.80 WS-17
Grit Collector
Grit Effluent Weir sharp crested weir,no end contractions
Length,ft 16.00
168.50 7,813 11.25 Weir Head 0.47 ft
210076 Dunn WWTP Hydraulic_Profile.xlsx 210076 Page 8

Davis-Martin-Powell
Description C Dia inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft W/S Elev,ft
Weir not submerges
WS-18,Grit Collector 168.97 WS-18
Grit inlet&tray headloss per Euteck proposal 7,813 11.25
WS-19,Inlet to Grit Collector 168.97 wS-19
Mechanical Cleaned Step Screens
Note:Always consider 2 screens in service,use manual bypass if one is out
Screens in Service 2.00 Flow Each 3,907 5.63
Rectangular Channel Losses: Screen to Grit Inlet
Width,ft 2.50 3,907 5.63
166.57
Flow Depth,ft 2.40
Wetted area,SF 6.01
wetted perimeter,ft 7.31
velocity,ft/s 1.45
headloss,ft/LF 0.0002 Length 10.00
WS-20,Screen discharge 168.98 WS-20
Screen Headloss,30%blinded,7.5 MGD each,min 24"downstream(WesTech) 0.49 feet
downstream depth,inches= 28.9
Downstream Depth is OK
WS-21,Inlet to Mechanical Screen 169.46 WS-21
Box to Mechanical Screen Channel
Rectangular Channel Losses
Width,ft 2.50 3,907 5.63
Invert,ft 166.57
Flow Depth,ft 2.89
Wetted area,SF 7.23
wetted perimeter,ft 8.29
velocity,ft/s 1.20
headloss,ft/LF 0.0001 Length 11.00 HL=
WS-22,PTF influent 169.46 WS-22
210076 Dunn WWTP Hydraulic_Profile.xlsx 210076 Page 9

Davis-Martin-Powell
Description C Dia inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft W/S Elev,ft
Dunn WWII New Elevations NAD83?Datum
Summary Current W/S Bottom TOP Scenario:
WS-0 WS-0,Ex Effl PS Wetwell 156.09 149.69 162.69 11.25 MGD,Influent Flow
WS-1 WS-1,EFFL Flume Outlet 156.48 156.70 162.06 All Online
WS-2 WS-2,EFFL Flume Inlet 156.48 156.70 162.06
WS-3 WS-3,CCT Outlet 157.11 147.75 164.00
WS-4 WS-4,CCT Basin 158.0f• 147.75 164.00
WS-5 WS-5,CCT Basin Inlet 158.1( 147.75 164.00
WS-6.1 WS-6.1,Junction of FC-1,FC-2 Piping 158.2i 153.25 166.00
WS-7.1 WS-7.1,FC-1 Effluent Launder 158.3 158.37 162.66
WS-8.1 WS-8.1,FC-1 Water Surface 159.9, 147.83 162.66
WS-9.1 WS-9.1,Splitter Box Outlet 160.2 148.06 164.56
WS-10 WS-10,Clarifier Splitter Inlet 161.5( 148.06 164.56
WS-11 WS-11,Aeration Effluent Channel 161.5 148.06 164.56
WS-12 WS-12,Aeration Basin 162.a., 148.06 164.56
WS-13 WS-13,Aeration Splitter Box(18-1) 1632 158.56 167.56
WS-14 WS-14,PTF Effluent 163.4. 161.57 171.57
WS-15 WS-15,Flume Inlet 165 7 161.57 171.57
WS-16 WS-16,Flume Channel 165. 161.57 171.57
WS-17 WS-16,Grit Effluent Channel 165.8E 161.57 171.57
WS-18 WS-18,Grit Collector 168.9 166.57 172.57
WS-19 WS-19,Inlet to Grit Collector 168.9; 166.57 172.57
WS-20 WS-20,Screen discharge 168.98 166.57 172.57
WS-21 WS-21,Inlet to Mechanical Screen 169.4i 166.57 172.57
WS-22 WS-22,PTF influent 169.48 166.57 172.57
210076 Dunn WWTP Hydraulic_Profile.xlsx 210076 Page 10

Davis-Martin-Powell 16*/4- . I)N 1T 0.P.
Dunn WWTP
DMP 004223.00 updated for 170207 updated for 210076 Printed: 12/23/22 11:40 AM
Hydraulic Analysis from PTF to Effluent Pump Station
Changes: Replaced the piping between the Aeration Basin and Final Clarifiers to eliminate bottleneck and improve flow.
Influent Design Rate 3.75 MGD Current 2,604 GPM
Influent Peak Rate 11.2_ MGD 3.00 Peak Factor 7,813 GPM
RAS Design/Qa= 100% 3.75 MGD 2,604 GPM
Scenario 1 ADF: Influent flow=3.75 mgd,all basins in service
Peak Day: Influent flow=9.375 mgd,all units in service.
Scenario 2 Design for no weirs submerged.
Peak Hour.:Influent Flow=11.25,Largest unit out of service.
Design for no walls overtopped and final clarifier weirs not
Scenario 3 submerged
Scenario INFL flow= I 11.25 I MGD GPM ft3/s
Scenario Largest Unit Offline Manning N Values
Concrete Channel 0.0110
Clarifer Flow Distribution Matrix Concrete Pipe 0.0130
Percent of Process Flow DI Pipe 0.0130
FC1 FC2 FC3 FC4 Concrete Channel 0.0130
All Online 20% 20% 20% 40%
One 60 Ft Offline 25% 25% 0% 50% DI Pipe-all C Factors 100
Largest Unit Offline 33% 33% 33% 0%
Description C Dia inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft W/S Flev,ft
START IN Ex Effluent Pump Station
Assume max EFFL PS level per plans=156.6 i
WS-0,Ex Effl PS Wetwell Flow Rate: 7,813 11.25 156.09 WS-0
Ex Effl PS to Flume Outlet
Percent OF TOTAL Q= 100% 7,813 11.25
Pipe Full Flow Assumed C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 30.00 0.00 7,813 11.25 0.50 0.10
Pipe&Fittings(1) 100.00 30.00 46.00 7,813 11.25 0.00 0.10
Pipe&Fittings(2) 100.00 30.00 0.00 7,813 11.25 0.00 0.00
Pipe Outlet 100.00 30.00 0.00 7,813 11.25 1.00 3.55 0.20
0.39
WS-1,EFFL Flume Outlet
Pipe Invert shout. 156.70 156.48 WS-1
12"Parshall Flume 156.78 7,813 11.25 head in flume
HEAD IS EXCESSIVE AT PEAK FLOW-DEMO FLUME AND REPLACE WITH 30"PIPE
WS-2,EFFL Flume Inlet 156.48 WS-2
Flume to CCT Outlet
Percent OF TOTAL Q= 100% 7,813 11.25
Pipe Full Flow Assumed C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 42.00 0.00 .!3 11.25 0.50 1.81 0.03
Pipe&Fittings(1) 100.00 42.00 14.00 7,813 11.25 0.22 1.81 0.02
210076 Dunn WWTP Hydraulic_Profile.xlsx 210076 Page 1

Davis-Martin-Powell
Description C Dia inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft W/5 Elev,ft
Pipe&Fittings(2) 100.00 30.00 90.00 7,813 11.25 1.04 3.55 0.39
Pipe Outlet 100.00 30.00 0.00 7.R13 11.25 1.00 3.55 0.20
0 63
WS-3,CCT Outlet 157.11 WS-3
Chlorine Contact Basin
Two trains available,level controlled by weir in each basin
Total Process Flow
CCT in Service 1.00 Flow Each z5
Straight weir w/o end contractions Not Submerged
crest elevation 157.75 Length 15.00
MGD GPM H,feet H,inches WS Elev
11.25 7,813 0.50 5.9 158.25
WS-4,CCT Basin 158.25 wS-4
Combine the two FCE pipes in a Box. Control Flow into each CCT by Submerged Gates
Flow Each 7,813 11.25
Width,Ft Height,Ft Area,FT2 HL,ft HL,inches
Gate Size 3.00 3.00 9.00 0.156 1.9
W5-5,CCT Basin Inlet 158.40 w5-5
Final Clarifier 1 and 2 Path
Flow from CCT Inlet to WS-6.1
Percent OF TOTAL Q= 67% 5,209 7.50
Pipe Full Flow Assumed C Diam mch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 24.00 0.00 5,209 7.50 0.50 3 r=" P 1
Pipe&Fittings(1) 100.00 24.00 60.00 5,209 7.50 0.00
Pipe&Fittings(2) 100.00 36.00 125.00 5,209 7.50 2.34
Pipe Outlet 100.00 36.00 0.00 79 7.5 1.00
WS-6.1,Junction of FC-1,FC-2 Piping 158.88 WS-6.1
210076 Dunn WWTP Hydraulic_Profile.xlsx 210076 Page 2

Davis-Martin-Powell
Description C Dia inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft W/S Elev,ft
Final Clarifier 1 Path
Percent OF TOTAL Q= 33% 2,604
Pipe Full Flow Assumed C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 24.00 0.00 2,604 3.75 0.50 1.85 0.03
Pipe&Fittings(1) 100.00 24.00 34.00 2,604 7; 0.40 1.85 (,
Pipe&Fittings(2) 100.00 24.00 88.00 ?rill 0.24 1.85
Pipe Outlet 100.00 24.00 0.00 3.75 1.00 1.85
WS-7.1,FC-1 Effluent Launder Trough Elev 157.62 Depth= 1.471 159.09 W5-7.1
FINAL Clarifier FC-1
Percent OF TOTAL Q= 33% Process Flow 2,604
159.83 bottom v-notch Weir Spacing 4.00 inch,typ
Weir Diameter 60.00 feet No.of notches
Weir Length 188.50 feet V-notch angle 90 deg Not Submerged
Flow,MGD gpm/notch CFS/Notch H,feet H,inches W/S elev
Use Process Flow 3.75 4.61 0.0103 0.11 1.3 159.94
WS-8.1,FC-1 Water Surface 159.94 WS-8.1
Flow from Aeration Splitter to Clarifier Process Flow 2,604 3.75
RAS 868 1.25
MLSS Flow 3,473 5.00
Pipe Full Flow Assumed C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 30.00 0.00 2,604 3.75 0.50 1.18 0.01
Pipe&Fittings(1) 100.00 30.00 10.00 2,604 3.75 1.18 0.00
Pipe&Fittings(2) 100.00 24.00 125.00 3.75 0.73 1.85 0.14
Pipe Outlet 100.00 24.00 0.00 3.75 1.00 1.85 0.05
0.21
Losses through the Inlet Pipe and Well 0.25 feet 0.25
WS-9.1,Splitter Box Outlet 160.40 WS-9.1
210076 Dunn WWTP Hydraulic_Profile.xlsx 210076 Page 3

Davis-Martin-Powell
Description C Dia inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft W/S Elev,ft
Final Clarifier 2 Path
Flow from WS-6.1 to FC2
Percent OF TOTAL Q= 33% 2,604 3.75
Pipe Full Flow Assumed C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 24.00 0.00 2,604 3.75 0.50 1.85
Pipe&Fittings(1) 100.00 24.00 34.00 2,604 3.75 0.20 -
Pipe&Fittings(2) 100.00 24.00 0.00 2,604 3.75 0.00 c.c.
Pipe Outlet 100.00 24.00 0.00 2,604 3.75 1.00 1.85 i_
0.12
WS-7.2,FC-2 Effluent Launder Trough Elev 157.67 Depth= 1.32 158.99 W5-7.2
FINAL Clarifier FC-2
Percent OF TOTAL Q= 33% Process Flow 2,604 3.75
159.88 bottom v-notch Weir Spacing 4.00 inch,typ
Weir Diameter 60.00 feet No.of notches
Weir Length 188.50 feet V-notch angle 90 deg Not Submerged
WS-8.2,FC-2 Water Surface Flow,MGD gpm/notch CFS/Notch H,feet H,inches W/S elev
Use Process Flow 3.75 4.61 0.0103 0.11 1.3 159.99 159.99 WS-8.2
Flow from Aeration Splitter to Clarifier Process Flow 2,604 3.75
RAS 868 1.25
MLSS Flow 3,473 5.00
Pipe Full Flow Assumed C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 30.00 0.00 2,604 3.75 0.50 t.18 0.01
Pipe&Fittings(1) 100.00 30.00 80.00 2,604 3.75 0.20 I l.18 0.03
Pipe&Fittings(2) 100.00 24.00 85.00 2,604 3.75 0.53 1.85 0.10
Pipe Outlet 100.00 24.00 0.00 2,604 3.75 1.00 1.85 0.05
0.19
Losses through the Inlet Pipe and Well 0.25 feet 0.25
WS-9.2,Splitter Box Outlet 160.43 WS-9.2
Final Clarifier 3 and 4 Path
Flow from CCT Inlet WS-5 to WS-6.3
Percent OF TOTAL Q= 33% 2,604 3.75
Pipe Full Flow Assumed C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 36.00 0.00 3.75 0.00 0.82 0.00
Pipe&Fittings(1) 100.00 36.00 125.00 2,sc i 3.75 0.33 0.82 0.02
Pipe&Fittings(2) 100.00 36.00 0.00 2,604 3.75 0.00 0.82 0.00
Pipe Outlet 100.00 36.00 0.00 2,604 3.75 1.00 0.82 0.01
0.03
WS-6.3,Junction of FC-3,FC-4 Effluent Piping 158.43 WS-6.3
210076 Dunn WWTP Hydraulic_Profile.xlsx 210076 Page 4

Davis-Martin-Powell
Description C Dia inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft W/S Elev,ft
Final Clarifier 3 Path
Percent OF TOTAL Q= 33% 3.75
Pipe Full Flow Assumed C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 24.00 0.00 3.75 0.50 1.85 0.03
Pipe&Fittings(1) 100.00 24.00 70.00 2,604 3.75 0.40 1.85 0.08
Pipe&Fittings(2) 100.00 24.00 210.00 2,604 3.75 0.20 1.85 0.19
Pipe Outlet 100.00 36.00 5.00 2,604 3.75 1.68 0.82 0.02
0.31
WS-7.3,FC-3 Effluent Launder Trough Elev 157.59 Depth= 158.74 WS-7.3
FINAL Clarifier FC-3
Percent OF TOTAL Q= 33% Process Flow 2,604 3 75
159.80 bottom v-notch Weir Spacing 6.00 inch,typ
Weir Diameter 60.00 feet No.of notches
Weir Length 188.50 feet V-notch angle 90 deg Not Submerged
WS-8.3,FC-3 Water Surface Flow,MGD gpm/notch CFS/Notch H,feet H,inches W/S elev
Use Process Flow 3.75 4.61 0.0103 0.11 1.3 159.91 159.91 WS-8.3
Flow from Aeration Splitter to Clarifier Process Flow 2,604 3.75
RAS 868 1.25
MLSS Flow 3,473 5.00
Pipe Full Flow Assumed C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 30.00 10.00 2,60 3.75 0.50 0.01
Pipe&Fittings(1) 100.00 24.00 73.00 2,60 3.7t 0.53 i_85 0.09
Pipe&Fittings(2) 100.00 24.00 44.00 2,60 0.20 1.3,
Pipe Outlet 100.00 24.00 0.00 '" 1.00 i.8
Losses through the Inlet Pipe and Well 0.25 feet
WS-9.3,Splitter Box Outlet 160.36 WS-9.3
210076 Dunn WWTP Hydraulic_Profile.xlsx 210076 Page 5

Davis-Martin-Powell
Description C Dia inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL ft W/S Elev,ft
Final Clarifier 4 Path
Flow from WS-6.3 to FC-4
Percent OF TOTAL Q= 0% 0 0.00
Pipe Full Flow Assumed C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 30.00 0.00 0 0.00 0.50 0.00 0.00
Pipe&Fittings(1) 100.00 30.00 35.00 0 0.00 0.00 0.00 0.00
Pipe&Fittings(2) 100.00 30.00 0.00 0 0.00 0.66 0.00 0.00
Pipe Outlet 100.00 30.00 0.00 0 0.00 0.00 0.00 0.00
0.00
WS-7.4,FC-4 Effluent Launder Trough Elev 157.59 Depth= 0.84 158.43 WS-7.4
FINAL Clarifier FC-4
Percent OF TOTAL Q= 0% Process Flow 0 0.00
159.80 bottom v-notch Weir Spacing 6.00 inch,typ
Weir Diameter 74.67 feet No.of notches 469.00
Weir Length 234.57 feet V-notch angle 90 deg Not Submerged
WS-8.4,FC-4 Water Surface Flow,MGD gpm/notch CFS/Notch H,feet H,inches W/S elev
Use Process Flow - - - - 159.80 159.80 WS-8.4
Flow from Aeration Splitter to Clarifier Process Flow 0 0.00
RAS 0 0.00
MLSS Flow 0 0.00
Pipe Full Flow Assumed C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 30.00 0.00 0 0.00 0.50 0.00 0.00
Pipe&Fittings(1) 100.00 30.00 195.00 0 0.00 0.38 0.00 0.00
Pipe&Fittings(2) 100.00 30.00 0.00 0 0.00 0.00 0.00 0.00
Pipe Outlet 100.00 30.00 0.00 0 0.00 1.00 0.00 0.00
0.00
Losses through the Clarfier Center Column and Center Well 0.25 feet .i.2
WS-9.4,Splitter Box Outlet 160.05 WS-9.4
210076 Dunn WWTP Hydraulic_Profile.xlsx 210076 Page 6

Davis-Martin-Powell
Description C Dia inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft W/S Elev,ft
Clarifier Distribution Box
Set all weirs at same level,sharp edge with end contractions
FC-1 Weir
Percent OF TOTAL Q= 33% MLSS Flow 3,473 5.00 WS-10 WS-9
thru_Weir Openings 1.00 3,473
Weir Length 4.00 Upstream Downstream
crest elevation 161.00 Weir Head,ft 0.71 161.71 160.40
FC-2 Weir
Percent OF TOTAL Q= 33% MLSS Flow 3,473 5.00
thru_Weir Openings 1.00 3,473
Weir Length 4.00
crest elevation 161.00 Weir Head,ft 0.71 161.71 160.43
FC-3 Weir
Percent OF TOTAL Q= 33% MLSS Flow 3,473 5.00
thru_Weir Openings 1.00 3,473
Weir Length 4.00
crest elevation 161.00 I Weir Head,ft 0.71 161.71 160.36
FC-4 Weir
Percent OF TOTAL Q= 0% MISS Flow 0 0.00
thru_Weir Openings 1.00 0
Weir Length 8.00
crest elevation 161.00 I Weir Head,ft 0.00 161.00 160.05
WS-10,Clarifier Splitter Inlet Total MLSS Flow 10,418 15 161.71 WS-10
Aeration Basin Effluent Channel
Rectangular Channel Losses
Width,ft 2.00
160.56 Flow Each AB 3,473 5.00
Flow Depth,ft 1.15
Wetted area,SF 2.30
wetted perimeter,ft 4.30
velocity,ft/s 3.36
headloss,ft/LF 0.0010 times typical Length 28.00 HL,ft 0.028
W5-11,Aeration Effluent Channel 161.74 WS-11
Aeration Basins
Add RAS flow to give MLSS FLOW,Ignore Thickener return,no EQ return at high flows
WS is controlled by effluent weirs in each of 4 aeration trains
Process Flow 7,813 11.25
RAS Flow 2,604 3.75
MLSS Flow 10,418 15.00
AB in Service 3.00 Flow Each AB 3,473 5.00
AB Effluent Weir sharp crested weir,no end contractions AB Effluent Weir is Not Surcharged
Length 27.75
162.26 Flow 3,473 5.00 HL= 0.19
164.56 Freeboard(24'+desired)= 25.31
AB Freeboard OK
WS-12,Aeration Basin 162.45 WS-12
210076 Dunn WWTP Hydraulic_Profile.xlsx 210076 Page 7

Davis-Martin-Powell
Description C Dia inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft W/S Elev,ft
Aeration Splitter Box
RAS Returns at this Point
AB in Service 3.00 MLSS Flow 10,418 15.00
Flow Each AB 3,473 5.00
C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
113-1 to AB-3,4 100.00 24.00 0.00 6,945 10.00 0.50 4.93 0.19
to TEE at AB-3,4) 100.00 24.00 140.00 6,945 10.00 0.80 4.93 1.00
to AB-4 100.00 24.00 20.00 3,473 5.00 1.45 2.46 0.16
sum 1.35
WS-13,Aeration Splitter Box(JB-1) 163.81 WS-13
Preliminary Treatment
PTF EFFL Pipe to Aeration Splitter Box(1B-1)
C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 36.00 0.00 7,813 11.25 0.50 0.05
Yard Piping 100.00 36.00 94.00 7,813 11.25 0.00 0.08
Pipe Outlet 100.00 36.00 0.00 7,813 11.25 1.00 2.46 0.09
sum 0.22
WS-14,PTF Effluent 164.03 WS-14
Influent parshall flume
24"Throat Parshall 164.14 7,813 11.25 flume head,ft 1.65
ch 163.14
50%of flume Head
164.96 Max Downstream WS for free flowing Flume Flume Flow is free flowing
WS-15,Flume Inlet 165.79 WS-15
Rectangular Channel Losses
Width,ft 6.00 7,813 11.25
Invert,ft 163.14
Flow Depth,ft 2.65
Wetted area,SF 15.89
wetted perimeter,ft 11.30
velocity,ft/s 1.10
headloss,ft/LF 0.0002 Length 12.00 0.002
WS-16,Flume Channel 165.79 WS-16
Rectangular Channel Losses
Width,ft 2.50 7,813 11.25
Invert,ft 163.14
Flow Depth,ft 2.65
Wetted area,SF 6.62
wetted perimeter,ft 7.80
velocity,ft/s 2.63
headloss,ft/LF 0.0010 Length 5.00 0.005
WS-16,Grit Effluent Channel 165.80 WS-17
Grit Collector
Grit Effluent Weir sharp crested weir,no end contractions
Length,ft 16.00
168.50 7,813 11.25 Weir Head 0.47 ft
210076 Dunn WWTP Hydraulic_Profile.xlsx 210076 Page 8

Davis-Martin-Powell
Description C Dia inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft W/S Elev,ft
Weir not submerged
WS-18,Grit Collector 168.97 WS-18
Grit inlet&tray headloss per Euteck proposal 7,813 11.25 0.49
WS-19,Inlet to Grit Collector 168.97 WS-19
Mechanical Cleaned Step Screens
Note:Always consider 2 screens in service,use manual bypass if one is out
Screens in Service 2.00 Flow Each 3,907 5.63
Rectangular Channel Losses: Screen to Grit Inlet
Width,ft 2.50 3,907 5.63
166.57
Flow Depth,ft 2.40
Wetted area,SF 6.01
wetted perimeter,ft 7.31
velocity,ft/s 1.45
headloss,ft/LF 0.0002 Length 10.00 0.00
WS-20,Screen discharge 168.98 WS-20
Screen Headloss,30%blinded,7.5 MGD each,min 24"downstream(WesTech) 0.49 feet
downstream depth,inches= 28.9
Downstream Depth is OK
WS-21,Inlet to Mechanical Screen 169.46 W5-21
Box to Mechanical Screen Channel
Rectangular Channel Losses
Width,ft 2.50 3,907 5.63
Invert,ft 166.57
Flow Depth,ft 2.89
Wetted area,SF 7.23
wetted perimeter,ft 8.29
velocity,ft/s 1.20
headloss,ft/LF 0.0001 Length 11.00 HL= 0.001
WS-22,PTF influent 169.46 W5-22
210076 Dunn WWTP Hydraulic_Profile.xlsx 210076 Page 9

Davis-Martin-Powell
Description C Dia inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft W/S Elev,ft
Dunn WWTf New Elevations NAD83?Datum
Summary Current W/S Bottom TOP Scenario:
WS-0 WS-0,Ex Effl PS Wetwell 156.09 149.69_ 162.69 11.25 MGD,Influent Flow
WS-1 WS-1,EFFL Flume Outlet 156.48 156.70_ 162.06 Largest Unit Offline
WS-2 WS-2,EFFL Flume Inlet 156.48 156.70 162.06
WS-3 WS-3,CCT Outlet 157.11 147.75 164.00
WS-4 WS-4,CCT Basin 158.25 147.75 164.00
WS-5 WS-5,CCT Basin Inlet 158.40 147.75 164.00
WS-6.1 WS-6.1,Junction of FC-1,FC-2 Piping 158.88 153.25 166.00
WS-7.1 WS-7.1,FC-1 Effluent Launder 159.09 158.37 162.66
WS-8.1 WS-8.1,FC-1 Water Surface 159.94 147.83 162.66
WS-9.1 WS-9.1,Splitter Box Outlet 160.40 148.06 164.56
WS-10 WS-10,Clarifier Splitter Inlet 161.71 148.06 164.56
WS-11 WS-11,Aeration Effluent Channel 161.74 148.06 164.56
WS-12 WS-12,Aeration Basin 162.45 148.06 164.56
WS-13 WS-13,Aeration Splitter Box(1B-1) 163.81 158.56 167.56
WS-14 WS-14,PTF Effluent 164.03 _ 161.57 171.57
WS-15 WS-15,Flume Inlet 165.79 161.57 171.57
WS-16 WS-16,Flume Channel 165.79 161.57 171.57
WS-17 WS-16,Grit Effluent Channel 165.80 161.57_ 171.57
WS-18 WS-18,Grit Collector 168.97 166.57 172.57
WS-19 WS-19,Inlet to Grit Collector 168.97 166.57 172.57
WS-20 WS-20,Screen discharge 168.98 166.57 172.57
WS-21 WS-21,Inlet to Mechanical Screen 169.46 166.57 172.57
WS-22 WS-22,PTF inflGent 169.46 166.57 172.57
210076 Dunn WWTP Hydraulic_Profile.xlsx 210076 Page 10

IINFLUENT IPS-1,2,3,4
PP
STATUMION T T if
12" EQ DRAIN PLANT DRAINS
,+, PTF v 24' IPS FM
JI; r -
i"I BS-1 MANUAL
SCREEN ( BS-2 I DUMPSTER
( I SCn
o �SWP-2 �- I
nv""ISWP-11-- --r---�-- r -- >� I
a
(---il
'FLOWlv
MG EQ TANK EEC TWELL v i q04110� _J GRIT WASHER
GRIT I GRIT
MOV --(H COLLECTOR F-t-- CL SNAILR
12" EQFM ( ( 11 �� I
GC-1 GS-1
L O M J GP-1
36" PTE
�M MOV ( 8" FROM RDT
AJ --E---------------------•
12" EQ RETURN 10 E RAS I
24'
4 4 4 4 in
AB #1 AB #2 AB #3 AB 14 ix
oAB-1 000000 000000 000000 00000•
CAUSTICAB-2 M
A
AB-3
MP-5 MOV
MP-6 —g B H l
I 6"_WAS
o M MOV M j
24"ML a
r N
30"ML 24'Ml
`� * SCUM, TYP
w FC-3 — FC-4 " FC-2 — FC-1 —
SI
v, Y Y v Y Y}- ri7 t}-04 I
�S
0 I I--��----�-�- — I
i —J
24"FCE )� 24' FCE LEGEND
lLV V
RAS AB AERATION BLOWER
HYPOCHLORITE I') PUMPS DSB DIGESTER BLOWER
N MP-3 >> I B B I RAS-1,2,3 FC FINAL CLARIFIER
o_ MP-4 M FLOW METER
3 [ CT1 CCT-2 RPZ BACKFLOW PREVENTER
MP METERING PUMP
0 BISULFITE MOV MOTORIZED VALVE
o << MP-1 N VALVE/GATE
N MP-2
EFFLUENT MP PROCESS FLOW
TA 1J Q Q
a STATION t t
EPS-1,2,3 SLUDGE FLOW
Li
s
Z MO — DRAIN/RETURN FLOW
20" EFFUENT FM
Q) PUMP
ENGINEERING FIGURE 2-1
drni—p LAND PLANNING DUNN WWTP
SURVEYING PROCESS SCHEMATIC

Dunn NC
Black River WWTP
DMP 210076
Clarifier Loading Summary
Current Operating Conditions.
3 each 60 ft diameter Average Flow Peak Flow
3.75 MGD 7.50 MGD
Surface Overflow (gpd/SF) 442 884
Weir Loading (gpd/SF) 13,263
After this project:
3 each 60 ft diameter, 180 ft diameter
Average Flow Peak Flow
3.75 MGD 11.25 MGD
Surface Overflow(gpd/SF) 278 833
Weir Loading (gpd/SF) 13,773
After this project:
Multiple 80 ft diameter
Average Flow Peak Flow
5-6 MGD 15-18 MGD
Surface Overflow (gpd/SF) 335 1,005
Weir Loading(gpd/SF) 20,000

Davis•Martin•Powell
Dunn Black River WWTP
Clarifier&CCT Project Printed: 12/23/2022
210076 Enter data in the these cells only
MLS
Jul 11,2022
GENERAL
AVERAGE DESIGN FLOW 3.75 3,750,000 GPD
2,604 GPM
PEAK FACTOR 3.0
PEAK DESIGN FLOW 11,250,000 GPD
7,813 GPM
FINAL CLARIFIERS
Clarifer Flow Distribution Matrix
Percent of Process Flow
FC1 FC2 FC3 FC4
All Online 20% 20% 20% 40%
One 60 Ft Offline 0% 25% 25% 50%
One 80 Ft Offline 33% 33% 33% 0%
Scenario All Online
Number of Units 4.00 ea
MLSS 3,500 mg/L
10 States Criteria Conventional/Nitrification
Overflow Rates
Design Q 400.0 GPD/sq ft
Peak Hour Q 1,000.0 GPD/sq ft
Weir Loading
Peak Hour Q 30,000.0 gpd/LF
Solids Loading
Peak Hour Q 35.0 lb/sf/day
FC-1
Wall dia 60.00 ft
Area 2,827.4 sf Check OVERFLOW RATE Check weir loading
Weir Diameter 60.0 ft AVERAGE 265 AVERAGE 3,979
Weir length 188.5 ft PEAK 796 PEAK 11,937
SWD 10.0 ft
Eff Volume 211,492 gallons Solids loading rate
Pounds/day Rate
Percent of Flow 20% AVERAGE 21,893 7.74 lb/sf/day
Qa 750,000 GPD PEAK 65,678 23.23 lb/sf/day
Qp 2,250,000 GPD
Detention at Qa
Detention time 406 minutes,or 6.8 hours
FC-2
Wall dia 60.00 ft
Area 2,827.4 sf Check OVERFLOW RATE Check weir loading
Weir Diameter 60.0 ft AVERAGE 265 AVERAGE 3,979
Weir length 188.5 ft PEAK 796 PEAK 11,937
SWD 10.0 ft
Eff Volume 211,492 gallons Solids loading rate
Pounds/day Rate
Percent of Flow 20% AVERAGE 21,893 7.74 lb/sf/day
Qa 750,000 GPD PEAK 65,678 23.23 lb/sf/day
Qp 2,250,000 GPD
Detention at Qa
Detention time 406 minutes,or 6.8 hours
P:\2021\210076\Calculations\210076 WWTP Design Notes R1.xisx
Clarifiers Page 1 of 4

Davis•Martin•Powell
FC-3 REFURBISHED
Wall dia 60.00 ft
Area 2,827.4 sf Check OVERFLOW RATE Check weir loading
Weir Diameter 60.0 ft AVERAGE 265 AVERAGE 3,979
Weir length 188.5 ft PEAK 796 PEAK 11,937
SWD 12.0 ft
Eff Volume 253,790 gallons Solids loading rate
Pounds/day Rate
Percent of Flow 20% AVERAGE 21,893 7.74 lb/sf/day
Qa 750,000 GPD PEAK 65,678 23.23 lb/sf/day
Qp 2,250,000 GPD
Detention at Qa
Detention time 487 minutes,or 8.1 hours
Hydraulics
Weir Elevation 159.80 bottom v-notch
Weir Diameter 60.0 feet
Weir Length 188.5 feet
Weir Spacing 6.0 inches,typ
Number notches 376 each
V-notch angle 90.0 deg
Flow(mgd) gpm/notch H,feet H,inches W/S elev
Qmin,all in service 0.30 0.44 0.04 0.52 159.84
Qa,all in service 0.75 1.11 0.06 0.75 159.86
Qp,all in service 2.25 3.32 0.10 1.17 159.90
Qp,80 ft out of servic 3.75 5.53 0.12 1.43 159.92
Influent/Riser Velocity
Envirex Recommends ft/s
Min 0.50
Max 3.00
Peak 4.00
Evaluate at 100%RAS 3.75 MGD
Qmin,all in service Qa,all in service Op,all in service Qp,80 ft out of service
Process Flow,MGD 0.30 0.75 2.25 3.75
RAS,MGD 0.30 0.75 0.75
Units online 1.00 1.00 1.00 1.00 r{
Dia Min Flow Velocity Average Flow Velocity Max Flow Velocity Max Flow Velocity
24 0.60 0.30 1.50 0.74 3.00 1.48 4.99 2.46
30 0.60 0.19 1.50 0.47 3.00 0.95 4.99 1.57
36 0.60 0.13 1.50 0.33 3.00 0.66 4.99 1.09
Use 24"clarifier influent lines from splitter to center column(match existing)
Sludge Drawoff Velocity
RAS(%of Qa) 50% 75% 100% 150%
RAS,MGD 1.88 2.81 3.75 5.63
Percent this Unit 20% 20% 20% 20%
Dia Min Flow Velocity Average Flow Velocity Max Flow Velocity Peak Flow Velocity
8 0.38 1.66 0.56 2.50 0.75 3.33 1.13 4.99
10 0.38 1.06 0.56 1.60 0.75 2.13 1.13 3.19
12 0.38 0.74 0.56 1.11 0.75 1.48 1.13 2.22
Use Ex 10"RAS Line
P:\2021\210076\Calculations\210076 WWTP Design Notes R1.xlsx
Clarifiers Page 2 of 4

Davis•Martin•Powell
FC-4 NEW
Wall dia 80.00 ft
Area 5,026.5 sf Check OVERFLOW RATE Check weir loading
Weir Diameter 75.0 ft AVERAGE 298 AVERAGE 6,366
Weir length 235.6 ft PEAK 895 PEAK 19,099
SWD 16.0 ft
Eff Volume 601,577 gallons Solids loading rate
Pounds/day Rate
Percent of Flow 40% AVERAGE 43,785 8.71 lb/sf/day
Qa 1,500,000 GPD PEAK 131,355 26.13 lb/sf/day
Qp 4,500,000 GPD
Detention at Qa
Detention time 578 minutes,or 9.6 hours
Total Flows 3,750,000 GPD
11,250,000 GPD
Hydraulics
Weir Elevation 159.80 bottom v-notch 1.0 i
Weir Diameter 75.0 feet
Weir Length 235.6 feet
Weir Spacing 6.0 inches,typ
Number notches 471 each
V-notch angle 90.0 deg
Flow(mgd) gpm/notch H,feet H,inches W/S elev
Qmin,all in service 0.60 0.88 0.06 0.69 159.86
Qa, all in service 1.50 2.21 0.08 0.99 159.88
Qp, all in service 4.50 6.64 0.13 1.54 159.93
Qp,one 60 ft offline 5.63 8.29 0.14 1.69 159.94
Influent/Riser Velocity
Envirex Recommends ft/s
Min 0.50
Max 3.00
Peak 4.00
Evaluate at 100%RAS 3.75 MGD
Qmin,all in service Qa, all in service Qp, all in service Op,one 60 ft offline
Process Flow,MGD 0.60 1.50 4.50 5.63
RAS,MGD 0.60 1.50 1.88 1.88
Units online 1.00 1.00 1.00 1.00
Dia Min Flow Velocity Min Flow Velocity Average Flow Velocity Max Flow Velocity
24 1.20 0.59 3.00 1.48 6.38 3.14 7.50 3.70
30 1.20 0.38 3.00 0.95 6.38 2.01 7.50 2.37
36 1.20 0.26 3.00 0.66 6.38 1.40 7.50 1.64
Use 30"clarifier influent lines from splitter to center column,for Future Conditions
Sludge Drawoff Velocity
50% 75% 100% 150% I
RAS,MGD 1.88 2.81 3.75 5.63
Percent this Unit 40% 40% 40% 40%
Dia Min Flow Velocity Average Flow Velocity Max Flow Velocity Peak Flow Velocity
12 0.75 1.48 1.13 2.22 1.50 2.96 2.25 4.44
16 0.75 0.83 1.13 1.25 1.50 1.66 2.25 2.50
18 0.75 0.66 1.13 0.99 1.50 1.31 2.25 1.97
Use 16"RAS Line to Telescoping Valve Pit
P:\2021\210076\Calculations\210076 WWTP Design Notes R1.xlsx
Clarifiers Page 3 of 4

Davis•Martin•Powell
RAS CONTROL BOX
Use telescoping valves for FC-3 and FC-4 RAS control
Provide Weir Plate for Flow Measurement with Ultrasonic Meter
Max RAS Flow 3.60 1 MGD <Future Capacity,1 80 Ft offline,150%RAS Rate>
C Diam inch Length,Ft Flow,gpm Flow,MGD K Vel,ft/s HL,ft
Pipe inlet 100.00 16.00 1.00 2,500 3.60 0.50 3.99 0.13
Horizontal 100.00 16.00 60.00 2,500 3.60 0.30 3.99 0.40
Vertical 100.00 16.00 21.00 2,500 3.60 0.00 3.99 0.11
Pipe Outlet 100.00 16.00 1.00 2,500 3.60 1.00 I 3.99 0.25
sum 0.90
Clarifier Weir Elev 159.80
Suction Header Losses 1.00 ft,Max,per Vendor
Piping Losses 0.90
Safety Factor 0.50 ft
Telescoping valve drop 2.40 ft,below Clarifier weir
Min TV Level 157.40
v-notch weir plate for measurement calculation
Weir Notch Elev I 156.00 f
Flow,MGD gpm CFS H,feet H,inches W/S elev
3.60 2,500 5.5692 1 1.38 16.5 ,1.38
P:\2021\210076\Calculations\210076 WWTP Design Notes R1.xlsx
Clarifiers Page 4 of 4

Davis•Martin•Powell
Dunn Black River WWTP
Clarifier&CCT Project Printed: 12/23/2022
210076 Enter data in the these cells only
MLS
Jul 11,2022
GENERAL
AVERAGE DESIGN FLOW 3.75 3,750,000 GPD
2,604 GPM
PEAK FACTOR 3.0
PEAK DESIGN FLOW 11,250,000 GPD
7,813 GPM
FINAL CLARIFIERS
Clarifer Flow Distribution Matrix
Percent of Process Flow
FC1 FC2 FC3 FC4
All Online 20% 20% 20% 40%
One 60 Ft Offline 0% 25% 25% 50%
One 80 Ft Offline 33% 33% 33% 0%
Scenario One 80 Ft Offline
Number of Units 4.00 ea
MLSS 3,500 mg/L
10 States Criteria Conventional/Nitrification
Overflow Rates
Design Q 400.0 GPD/sq ft
Peak Hour Q 1,000.0 GPD/sq ft
Weir Loading
Peak Hour Q 30,000.0 gpd/LF
Solids Loading
Peak Hour Q 35.0 lb/sf/day
FC-1
Wall dia 60.00 ft
Area 2,827.4 sf Check OVERFLOW RATE Check weir loading
Weir Diameter 60.0 ft AVERAGE 442 AVERAGE 6,631
Weir length 188.5 ft PEAK 1,326 PEAK 19,894
SWD 10.0 ft
Eff Volume 211,492 gallons Solids loading rate
Pounds/day Rate
Percent of Flow 33% AVERAGE 36,488 12.90 lb/sf/day
Qa 1,250,000 GPD PEAK 109,463 38.71 lb/sf/day
Qp 3,750,000 GPD
Detention at Qa
Detention time 244 minutes,or 4.1 hours
FC-2
Wall dia 60.00 ft
Area 2,827.4 sf Check OVERFLOW RATE Check weir loading
Weir Diameter 60.0 ft AVERAGE 442 AVERAGE 6,631
Weir length 188.5 ft PEAK 1,326 PEAK 19,894
SWD 10.0 ft
Eff Volume 211,492 gallons Solids loading rate
Pounds/day Rate
Percent of Flow 33% AVERAGE 36,488 12.90 lb/sf/day
Qa 1,250,000 GPD PEAK 109,463 38.71 lb/sf/day
Op 3,750,000 GPD
Detention at Qa
Detention time 244 minutes,or 4.1 hours
P:\2021\210076\Calculations\210076 WWTP Design Notes R1.xlsx
Clarifiers Page 1 of 4

Davis•Martin•Powell
FC-3 REFURBISHED
Wall dia 60.00 ft
Area 2,827.4 sf Check OVERFLOW RATE Check weir loading
Weir Diameter 60.0 ft AVERAGE 442 AVERAGE 6,631
Weir length 188.5 ft PEAK 1,326 PEAK 19,894
SWD 12.0 ft
Eff Volume 253,790 gallons Solids loading rate
Pounds/day Rate
Percent of Flow 33% AVERAGE 36,488 12.90 lb/sf/day
Qa 1,250,000 GPD PEAK 109,463 38.71 lb/sf/day
Qp 3,750,000 GPD
Detention at Qa
Detention time 292 minutes,or 4.9 hours
Hydraulics
Weir Elevation 159.80 bottom v-notch
Weir Diameter 60.0 feet
Weir Length 188.5 feet
' Weir Spacing 6.0 inches,typ
Number notches 376 each
V-notch angle 90.0 deg
Flow(mgd) gpm/notch H,feet H,inches W/S elev
Qmin,all in service 0.30 0.44 0.04 0.52 159.84
Qa,all in service 0.75 1.11 0.06 0.75 159.86
Qp,all in service 2.25 3.32 0.10 1.17 159.90
Qp,80 ft out of servic 3.75 5.53 0.12 1.43 159.92
Influent/Riser Velocity
Envirex Recommends ft/s
Min 0.50
Max 3.00
Peak 4.00
Evaluate at 100%RAS 3.75 MGD
Qmin,all in service , Qa,all in service Qp,all in service Qp,80 ft out of service
Process Flow,MGD 0.30 0.75 2.25 3.75
RAS,MGD 0.30 0.75 0.75 1.24
Units online 1.00 1.00 1.00 1.00 I
Dia Min Flow Velocity Average Flow Velocity Max Flow Velocity Max Flow Velocity
24 0.60 0.30 1.50 0.74 3.00 1.48 4.99 2.46 1
30 0.60 0.19 1.50 0.47 3.00 0.95 4.99 1.57
36 0.60 0.13 1.50 0.33 3.00 0.66 4.99 1.09
Use 24"clarifier influent lines from splitter to center column(match existing)
Sludge Drawoff Velocity
RAS(%of Qa) 50% 75% 100% 150%
RAS,MGD 1.88 2.81 3.75 5.63
Percent this Unit 33% 33% 33% 33%
Dia Min Flow Velocity Average Flow Velocity Max Flow Velocity Peak Flow Velocity
8 0.63 2.77 0.94 4.16 1.25 5.55 1.88 8.32
10 0.63 1.77 0.94 2.66 1.25 3.55 1.88 5.32
12 0.63 1.23 I 0.94 1.85 1.25 2.46 1.88 3.70
Use Ex 10"RAS Line
P:\2021\210076\Calculations\210076 WWTP Design Notes R1.xlsx
Clarifiers Page 2 of 4

Davis•Martin•Powell
FC-4 NEW
Wall dia 80.00 ft
Area 5,026.5 sf Check OVERFLOW RATE Check weir loading
Weir Diameter 75.0 ft AVERAGE - AVERAGE -
Weir length 235.6 ft PEAK - PEAK
SWD 16.0 ft
Eff Volume 601,577 gallons Solids loading rate
Pounds/day Rate
Percent of Flow 0% AVERAGE - - lb/sf/day
Qa - GPD PEAK - - lb/sf/day
Qp - GPD
Detention at Qa
Detention time #DIV/0! minutes,or #DIV/0! hours
Total Flows 3,750,000 GPD
11,250,000 GPD
Hydraulics
Weir Elevation 159.80 bottom v-notch 1.0
Weir Diameter 75.0 feet
Weir Length 235.6 feet
Weir Spacing 6.0 inches,typ
Number notches 471 each
V-notch angle 90.0 deg
Flow(mgd) gpm/notch H,feet H,inches W/S elev
Qmin,all in service 0.60 0.88 0.06 0.69 159.86
Qa, all in service 1.50 2.21 0.08 0.99 159.88
Qp, all in service 4.50 6.64 0.13 1.54 159.93
Qp,one 60 ft offline 5.63 8.29 0.14 1.69 159.94
Influent/Riser Velocity
Envirex Recommends ft/s
Min 0.50
Max 3.00
Peak 4.00
Evaluate at 100%RAS 3.75 MGD
Qmin,all in service Qa, all in service Op, all in service Qp,one 60 ft offline
Process Flow,MGD 0.60 1.50 4.50 5.63
RAS,MGD 0.60 1.50 1.88 1.88
Units online 1.00 1.00 1.00 1.00
Dia Min Flow Velocity Min Flow Velocity Average Flow Velocity Max Flow Velocity
24 1.20 0.59 3.00 1.48 6.38 3.14 7.50 3.70
30 1.20 0.38 3.00 0.95 6.38 2.01 7.50 2.37
36 1.20 0.26 3.00 0.66 6.38 1.40 7.50 1.64
Use 30"clarifier influent lines from splitter to center column,for Future Conditions
Sludge Drawoff Velocity
50% 75°/ 100% 150%
RAS,MGD 1.88 2.81 3.75 5.63
Percent this Unit 0% 0% 0% 0%
Dia Min Flow Velocity Average Flow Velocity Max Flow Velocity Peak Flow Velocity
12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Use 16"RAS Line to Telescoping Valve Pit
P:\2021\210076\Calculations\210076 WWTP Design Notes R1.xlsx
Clarifiers Page 3 of 4

Davis•Martin•Powell
Dunn Black River WWTP
Clarifier&CCT Project
210076 Enter data in the these cells only
MLS
Jul 11,2022
GENERAL
AVERAGE DESIGN FLOW 3.75 3,750,000 GPD Rev March 2021
2,604.17 GPM
PEAK FACTOR 3.0
PEAK DESIGN FLOW 11,250,000 GPD
7,813 GPM
Standards Review
10 States:15 minutes at Peak Flow
Peak Volume 117,188 gal
Additional Volume Needed: 67,869 gal
Length/Width Ratio: Provide baffling or complete mixing
M&E recommends 10:1 to 40:1
EX CCT EVALUATION
Length 40.00 ft 47
Width 9.58 ft L/W 4.9 :1.0
water depth,min 8.60 ft
Volume,each side 3,297 CF Peak Flow MGD_ Detention Time
Volume,each side 24,659 gal 11.250 _ 3.15
Volume,combined 49,318 gal 11.250 6.31
REPLACEMENT CCT
2 Trains Provided
Peak Flow, Length, Width, Min Depth, Volume, Total Volume, Detention,
MGD Ft Ft Ft CF gal minutes
3.75 50 16.5 10.0 8,250 123,420 47.36
11.25 50 16.5 10.0 8,250 123,420 15.79
15.00 50 16.5 10.0 8,250 123,420 11.84
18.00 50 16.5 10.0 8,250 123,420 9.87
Dechlorination
Bisulfite added in the Effluent FM onsite
Detention Time: 30 seconds at peak flow,complete mix in pipe
Follow with aeration for DO boost
Reaction time with free or combined chlorine usually takes 15-20 seconds
Needs high turbulance to completely mix
P:\2021\210076\Calculations\210076 WWTP Design Notes R1.xlsx
CCT Page 1 of 1

Davis• Martin • Powell
Dunn Black River WWTP
Clarifier&CCT Project
210076 Enter data in the these cells only
MLS
Aug 22,2022
DRAIN PUMP STATION FOR FC-3 and FC-4
Currently dewater all 3 clarifiers via the RAS pump station. FC-3 cannot be fully emptied due to depth
FC-4 is even deeper, so recommend construction a new simplex drain pump station(MH)for it and FC-3
Staff can use one of the portable sewage pumps if the simplex pump fails.
Return flow into the Claifier Splitter Structure, so be mindful about pumping rate.
Approx 5 feet can be drained down more rapidly via RAS telescoping valve, as influent flow conditions allow
If entire volume is pumped: Time to Empty, hrs
FC-3 Volume 253,790 gallons 11.7
FC-4 Volume 601,577 gallons 27.8
Q pump 361.00 gpm = 0.52 MGD
Pump Off Elev 136.00 ft 135.5
Splitter Discharge Elev 164.50 ft
Static 28.50 ft
HL, est 13.00 ft Calc HL plus 20%safety factor
TDH 41.50
Pump Efficiency 69% WILO
Approximate HP 5.48 7.5 HP 3 Phase
P:\2021\210076\Calculations\210076 WWTP Design Notes R1.xlsx
Drain PumpSta Page 1 of 1

Station Description: Black River WWTP-Drain Pump Station(DMP 210076) December 11,2022
Wetwell Operating Elevation: 155.00 Enter Wetwell Data Below INPUT DATA IN BLUE ONLY
Pump Reference Datum: 135.00
Available Atmospheric Head: 33.70 at 160 Ft NOTE: FOR DEWATERING FC-3 AND FC-4. OPERATE ONLY WITH FC DRAIN VALVE OPEN.
Vapor Pressure: 1.00
Available NPSH Safety Factor: 3.00 Current Design Flow= 100,000 GPD
Flow Units Used: GPM Future Design Flow= 780,000 GPD
Conversion Factor to GPM: 1.00 FM Velocity Peaking Factor= 1.00
Flow: 361 GPM 4.10 If flow> 2,000 GPM
0.52 MGD pumps on 2
Curve Data:
manually enter data
Head,Feet
Flow MGD One Pump at One Pump at WILO FA10.51E
gpm Pump Off Level Start Level
0 0.00 28.5 9.5 48.0
90 0.13 30.0 11.0 44.0
181 0.26 32.0 13.0 39.0
271 0.39 36.0 _ 17.0 35.0
361 0.52 42.0 23.0 32.0
451 0.65 49.0 30.0 29.0
542 0.78 57.0 39.0 25.0
Calculated Heads:
Feet Psi System Curve Points(manual entry)
Suction Static Head: 20.00 8.66 gpm TDH,ft.
Discharge Static Head: 29.50 12.77 gpm TDH,ft.
Total Dynamic Suction Head: 19.34 8.37 gpm TDH,ft.
Total Dynamic Discharge Head: 42.17 18.26 gpm TDH,ft.
NPSH Available: 49.04 21.23 gpm TDH,ft.
gpm TDH,ft.
Total Dynamic Head: 22.83 9.88 gpm TDH,ft.
gpm TDH,ft.
Piping System Data: gpm TDH,ft.
Suction:
Descrip.: C Dia Length Flow K Vel HeadLoss Notes:
pump intake 120.00 4.00 0.00 361 0.50 9.22 0.66 submersible pump inlet
n/a 120.00 4.00 0.00 361 0.00 9.22 0.00
n/a 120.00 4.00 0.00 361 0.00 9.22 0.00
n/a 120.00 4.00 0.00 361 0.00 9.22 0.00
n/a 120.00 4.00 0.00 361 0.00 9.22 0.00
Total Suction Head Loss: 0.66
Discharge:
Descrip.: C Dia Length Flow K Vel HeadLoss
90(pump base) 120.00 4.00 2.00 361 0.30 9.22 0.57 4"pump to 6"discharge flange
Vertical pipe 120.00 4.00 25.00 361 0.30 9.22 2.62 and 90
Check Valve 120.00 4.00 8.00 361 2.00 9.22 3.35 and horiz pipe thru vault
Plug Valve 120.00 4.00 1.00 361 0.30 9.22 0.49
Expansion 120.00 6.00 1.00 361 1.09 4.10 0.30 4 to 6 expansion
Bypass Run Tee 120.00 6.00 3.00 361 0.30 4.10 0.12 Tee to bypass connection
120.00 6.00 3.00 361 0.30 4.10 0.12
120.00 6.00 7.00 361 0.30 4.10 0.17
120.00 6.00 3.00 361 0.30 4.10 0.12
120.00 6.00 6.00 361 0.20 4.10 0.13
Total Discharge Head Loss: 7.97
Pump Discharge Hydraulic Grade 177.17
P.1202112100761Calculations1210076 Drain PS Heads2.xlsx
Current Page 1

Force Main: Force Main to Aeration Basin Splitter Box
Description Bypass Tee
Station 0+00 Splitter Box
C 120.00 110.00 110.00 110.00 110.00 110.00 110.00 110.00 110.00 110.00 110.00 110.00 110.00
6.00 6.00 6.00 6.00 6.00 6.00 6.00 6.00 6.00 6.00 6.00 6.00 6.00
gth 282
Summed L - 282 282 282 282 282 282 282 282 282 282 282 282 282
Flow 361 361 361 361 361 361 361 361 361 361 361 361 361
K 1.90 0.30 2.14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Dn Elev 160.00 164.50 164.50 164.50 164.50 164.50 164.50 164.50 164.50 164.50 164.50 164.50 164.50 164.50
Velocity 4.10 4.10 4.10 4.10 4.10 4.10 4.10 4.10 4.10 4.10 4.10 4.10 4.10
Headloss 4.06 0.08 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Dn HGL 169.20 165.14 165.06 164.50 164.50 164.50 164.50 164.50 164.50 164.50 164.50 164.50 164.50 164.50
FM Hd(Ft) 9.20 0.64 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
FM P(psi) 3.98 0.28 0.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Notes:
Cycle time calculation: Motor Sizing:
Des_: ow Ra -. N A gp.,• • • gp Eff,pump 70%
Eff,motor 90%
in .,.. • 1 gpm • = #1 . u
out • • - gpm min HP= 3.30 (per Pumping Unit)
.. ••one e•. '•.: - • Pum. Selection:
p. •.off ee•. '•.: - •• 1,• , able
we •• foo . : ga , WILO
FA10.51E
e be --.on&o - . • ga • Impeller Size:
Conditions
mi . • 360 GPM 1042 GPM
pu mi 53 ftTDH 62 ftTDH
tal cy ' e: I mi 1755 RPM
cles ur: I (p d be 2 an Motor HP=7.5
Dist,ft Elev Vol,gal Time,min
Top Slab= 164.00 Notes: Wetwell will equalize with clarifer when drain valve opens,so
27.82 4,084 #DIV/0! filling cycle time is caluculted in Design Notes R1.xlsx DRAIN PUMP tab
Invert in= 136.18
Enable 136.18
0.18 26 0.1 pumping
Pump Off= 136.00
1 1.00 146.8
Submerg= 135.00
0.50
Slab TOC= 134.50 29.50
P:120 2 112 1 00 761Calculationsl210076 Drain PS Heads2.xlsx
Current Page 2

SYSTEM CURVE
Black River WWTP
Clarifier Drain Pump
60.0
fOne Pump at
Pump Off Level
One Pump at
Start Level
50.0 WILD FA10.51E
40.0
~ 30.0
•
20.0 -
10.0
0.0
0
0 0 0 0 0 0
N M to Cp
GPM
P:\202""---076\Calculations\210076 Drain PS Heads2.xlsx

Davis•Martin•Powell
Dunn Black River WWTP
Clarifier&CCT Project
210076 Enter data in the these cells only
M LS
Aug 22,2022
GENERAL
AVERAGE DESIGN FLOW 3.75 3,750,000 GPD Rev March 2021
2,604.17 GPM
PEAK FACTOR 3.0
PEAK DESIGN FLOW 11,250,000 GPD
7,813 GPM
REQUIREMENTS
NPDES Requires pH of 6 to 9 units at discharge
Metcalf&Eddy Nitrification destroys alkalinity at ratio of 1 mg/L ammonia=7.14 mg/L alkalinity CaCO3
to prevent nitrification from being inhibited,maintain at least 50 mg/L alkalinity
recommended pH range for nitrification is 7.2 to 9.0
CRITERIA
City's Current Vendor was contacted for information
WaterGuard Currently supplies Dunn with Water/Wastewater chemicals
Caustic can be shipped at 50%and 25%strength
50%Caustic begins to solidify(freeze)at approx 54 deg F. Can make delivery difficult too.
25%Caustic begins to solidify(freeze)at approx 32 deg F.
Truckload capacity(full)is 45,000 lbs of chemical,or 3800 to 4400 gallons
Sept 2022 pricing$6.00 for 50%and$3.00 for 25%solution Less than truckload)
50%Delivery: Full Tanker$3.27/gal Small Bulk$6.10/gal
25%Delivery: Full Tanker$1.50/gal Small Bulk$2.67/gal
City made decision to switch to Caustic Soda(NaOH)liquid feed to reduce manpower needed to feed bagged soda ash
DOSAGE CALCS
Operators currently use a max or 800 lb of dry soda ash per day with peak flow of 7.5 MGD
Establish current usage as baseline in pounds Na20
Soda Ash 58% Na20(weight)
Sodium Oxide 464 lb Na20 per day
Pounds Soda Ash per MGD 107 LB Soda Ash/MGD
Caustic solution delivered at 50% 25% by weight
density 12.8 10.7 lb/gallon
Sodium Oxide 38% 19% Na20(weight)
Alkalinity 4.86 2.03 lb Na20 per gallon
gpd Caustic Required 95 228 gallons per day
gpd Caustic per MGD 13 30 gpd/MGD
Truckload volume 3,800 3,800 gallons(minimum in full tanker)
Evaluate at Flow of 3.75 6.00 11.25 15.00 18.00
LB Soda Ash(dry) 400 640 1,200 1,600 1,920
50%Caustic,gpd 48 76 143 191 229
30 day Supply,gallons 1,431 2,289
25%Caustic,gpd 114 183 342 456 548
30 day Supply,gallons 3,424 5,478
P:\2021\210076\Calculations\210076 WWTP Design Notes R1.xlsx
CHEMICAL_pH Page 1 of 2

Davis•Martin•Powell
Advantages of 25%Solution Lower freeze point,generally not a problem for delivery or storage in Dunn's climate
Onsite dilution requires more equipment and caution,it generates heat up to 140d F
Onsite dilution requires Steel Tank to handle heat generated. Tank must be over 12,000 gallons
(or multiple tanks provided)due to water volume required for dilution to 25%solution.
Materials compatibility is an bigger issue with 50%solution
II�
Provide Bulk Storage for 25%Caustic Only
4,500 gallons,Max delivery
2,000 gallons,reserve before refill
6,500 gallon,minimum tank size
Use Poly Processing,Snyder,or equal
Metering Pumps
Use skid mounted duplex pumps
Blue White Peristaltic Pumps preferred
Minimum ADF PEAK DAY
Flow,gpd 30 114 342
Dose Factor 0.80 1.00 1.20
Desired Flow,gpd 24 114 411
Desired Flow,gph 1.01 4.75 17.12
Use Blue-White M3 or equal peristaltic metering pump
Chemical Compatibility
Use: Carbon Steel,304L SS,316L SS,Monel,Hastelloy
polyethylene,polypropylene,PVC,CPVC
Schedule 40 Black iron or mild steel pipe
Use quarter turn ball valves,Stainless Steel,Alloy20
Teflon,EPDM
Avoid: PVC glue with silica filler
Aluminum,copper,zinc,lead,brass,bronze
Viton,Nitrile(Buna N)
Chemical Containment
Provide a concrete structure to house the bulk tank and feed um skid
pump
Inside Dimensions 16.0 ft long
22.0 ft wide
2,633.0 gal/VFt
Size for max tank size: 7,000.0 gallons
Depth of spill volume: 2.7 Ft,or 31.9 inches
Allow for 6"rain event
Method ignores the sloped floor volume below tank bottom
P:\2021\210076\Calculations\210076 WWTP Design Notes R1.xlsx
CHEMICAL_pH Page 2 of 2

Blue-White Engineering and Technical Data
aiiiissisiiiimm
M3
FLEXFLO® Peristaltic Metering Pump
M3
doh
. Features
> 5"touchscreen color LCD display
480411.r.:••.'t" > User-friendly configurations
> Self priming peristaltic metering pump delivers smooth chemical feed
ki
I' >Tube Failure Detection (TFD)system senses tube failure
li• • > Inputs include: 4-20mA, Pulse Inputs, Industrial Protocols, Remote
AV 5 4' Start/Stop
Video link: O► ® c0. C E NEMA 4X
Highlights
Flow range Pressures Turndown ratio
.0002 - 33.3 GPH 125 PSI 10,000 : 1
.0007 - 126 LPH (8.6 bar)
Exclusive Motor Warranty
Tube Failure Detection Brushless DC 5 Years
(TFD) Motor
Control Methods
;ontrol Manual 4-20mA Remote Pulse Frequency Ethernet/ Modbus Alarm ID rt:'�
El
Profibus lirTr t _+
__lethods Control Input Start/Stop Input Input IP TCP/IP Outputs ,:: i•�i.-1. Jr"
M3 • • • . • . . • • 1 r',* F
•For more help and information regarding M3,please visit www.blue-white.com or scan this QR code.

Engineering Specifications M3
9 9 P
125 psig (8.6 bar)
Maximum Working Pressure(excluding pump tubes)
NOTE: See individual pump tube assembly maximum pressure ratings.
185°F(85°C)
Maximum Fluid Temperature(excluding pump tubes)
NOTE: See individual pump tube assembly max.temperature ratings.
Maximum Viscosity 12,000 Centipoise
Maximum Suction Lift 30 ft. Water,0 psig (9.14 m, 0 bar)
Ambient Operating Temperature 14°F to 115°F(-10°C to 46 °C)
Ambient Storage Temperature -40°F to 158°F(-40°C to 70°C)
115VAC/60Hz, 1ph(2.0Amp Maximum)
230VAC/60Hz, 1ph (1.0 Amp Maximum)
Operating Voltage 220VAC/50Hz, 1ph (1.0 Amp Maximum)
240VAC/50Hz, 1ph (1.0 Amp Maximum)
230VAC/50Hz, 1ph (1.0 Amp Maximum)
115V60Hz= NEMA 5/15(USA)
230V60Hz= NEMA 6/15(USA)
Power Cord Options 220V50Hz=CEE 7NI1 (EU)
240V50Hz=AS 3112(Australia/New Zealand)
230V50Hz=BS 1363/A(UK)
Motor Brushless DC, 1/4 hp
Motor Speed Adjustment Range 10,000:1 (0.01%- 100% motor speed)Max RPM = 125
0.1%increments> 1%motor speed and < 100%
Motor Speed Adjustment Resolution
0.01%increments< 1%motor speed
Display 5"touchscreen color LCD, UV resistant.
Display Languages English, Spanish, French,German, and Portuguese selectable
Maximum Overall Dimensions 8-1/4"W x 11-3/4"H x 13-1/4"D(20.9W x 29.8H x 34.5D cm)
Product Weight 25.41b. (11.5 Kg)
Security Programmable 6-digit password
Approximate Shipping Weight 30 lb. (13.6 Kg)
Enclosure NEMA 4X(IP66), Polyester powder coated aluminum &Noryl
RoHS Compliant Yes
Standards cETLus, CE, NSF61
g
C
Dimensions
1
Dim Inch z
Dim Z
cm I1 /ri
A
A 11-3/4" D 26.5 E 0 r
B 8-1/4" 20.9 E 4-1/4" 10.8 -
C 13-1/2" 34.5
2 - D

Model Number Matrix
FLEXFLO® Model Number
FLEXFLO®Peristaltic metering pump
Power Cord (operating voltage user selectable 115V/240 Vac 50/60Hz)
115V/60Hz, power cord NEMA 5/15 plug(US) 240V/50HZ, power cord AS 3112 plug(AU/New Zealand)
230V/60Hz,power cord NEMA 6/15 plug(US) 230V/50HZ,power cord BS 1363/A plug(UK)
220V/50HZ,power cord CEE 7NI1 plug(EU) No Power Cord
Inlet/Outlet Connection Size, Connection Type, Connection Material
S 3/8"OD x 1/4"ID Tube Compression Fitting, Natural PVDF(Kynar)
M 1/2"Male NPT Fitting, Natural PVDF(Kynar)
B 1/2"Hose Barb, Natural PVDF(Kynar),available for ND, NEE, NGG,NKL and G2G only
C 1/2"-3/4"Tri-clamp connections, Natural PVDF(Kynar),available for ND,NEE,NGG,NKL and G2G only
Q Quick Disconnect, Natural PVDF(Kynar),available for ND, NEE, NGG, NKL and G2G only.
(valves sold seperately)
MB 1/2"Male BSPT Fitting, Natural PVDF(Kynar)
Pump Tube Material, Pump Tube Size, Output Range
ND Flex-A-Prene®.075 ID 1 .0002-2.10 GPH 1 125 PSI
NEE Flex-A-Prene®.093 ID 1 .0004-4.76 GPH 1 110 PSI
NGG Flex-A-Prene®.187 ID 1 .0019-19.02 GPH 1 110 PSI
NHL Flex-A-Prene®.250 ID I .0017-17.4 GPH 165 PSI
NK Flex-A-Prene®.375 ID 1.0033-33.3 GPH 1 125 PSI
• NKL Flex-A-Prene®.375 ID 1 .0033-33.3 GPH 130 PSI
GE Flex-A-Thane®.125 ID I .0004-4.60 GPH 165 PSI
GG Flex-A-Thane®.187 ID I .0010-10.1 GPH 165 PSI
G2G Flex-A-Thane®.187 ID 1 .002-18.23 GPH 165 PSI
GH Flex-A-Thane®.312 ID 1 .0024-24.9 GPH 1 65 PSI
GK Flex-A-Thane®.375 ID 1 .0028-28.5 GPH 165 PSI
TH Flex-A-Chem®.250 ID 1 .0015-15.06 GPH 150 PSI
TK Flex-A-Chem®.375 ID 1 .0028-28.5 GPH 1 50 PSI
Options (leave this blank for standard model with left facing pump head inlet/outlet)
IIIIRight facing pump head,input/output(Left facing fluid input/output is standard)
Down facing pump head, input/output(Left facing fluid input/output is standard)
M3 S I 2 4 - S ND R Sample Model Number
Accessories
1/4"x 3/8""S" Fitting *`'
1/2"Hose Barb"B" Fitting .
1/2"MNPT"M"Fitting _...'�
• KIT-PSM Quick Disconnects KIT-M12
Wall Mount Bracket,HPDPE TWO M12 CABLES-9.8 ft.
'KIT-QSV FKM 0-RINGS "KIT-QBV FKM 0-RINGS `KIT-QMV FKM 0-RINGS
`KIT-QSE EP 0-RINGS "KIT-QBE EP 0-RINGS "KIT-QME EP 0-RINGS "KIT-M12-3 THREE M12 CABLES
P.N.85000-157 M3 REV 4 20221003 M3 is sold and serviced exclusively by highly skilled,factory authorized technicians.
4 9 ISO 9001:2015 Qualrt
5300 Business Drive, Huntington Beach,CA 92649 MADE IN THE
TEL [phone] FAX [phone] I www.blue-white.com 1 [e-mail] CERTIFIED ,,,,y USA

Materials of Construction M3
Non-wetted Components: Wetted Components:
Enclosure:413 Aluminum(Polyester powder coated)& Noryl Pump Tube Assembly:
Pump Head:Valox®(PBT)thermoplastic Tubing: Flex-A-Prene®,Flex-A-Chem®or Flex-A-Thane®
Pump Head Cover: Polycarbonate Adapter Fittings: PVDF
Permanently lubricated sealed motor shaft support ball bearing. Ancillary Items Not Included (sold separately):
Injection Fitting, Foot Valve/Strainer, Suction Tubing/Pipe,
Cover Screws: Stainless steel, polypropylene cap Discharge Tubing/Pipe, Quick Disconnect Valves, or
Roller Assembly: Communications Wire/Cable.
Rotor:Valox®(PBT)
Rollers: Nylon
Roller Bearings: SS Ball bearings
Motor Shaft: Chrome plated steel
TFD System Sensor: Hastelloy C-276
Power Cord: 3 conductor, SJTW-A water-resistant
Tube Installation Tool: GF nylon
Mounting Brackets and Hardware: 316 Stainless steel
Output Specifications
Feed Rate Max Max Max
Speed Pressure Temperature Tube
Material/Size
GPH LPH ML/Min RPM PSI(bar) °F(°C)
Flex-A-Prene®M3 Tube Pumps
.0002-2.10 .0007-7.92 .0132-132 125 125(8.6) 185(85) ND
.0017-17.4 .0066-65.6 .11 -1097 125 65(4.5) 185(85) NHL
.0033-33.3 .0126- 126 .21 -2100 125 125(8.6) 185(85) NK
.0033-33.3 .0126- 126 .21 -2100 125 30(2.1) 185(85) NKL
.0004-4.76 .0018- 18.0 .03-300 125 110(7.6) 185(85) NEE
.0019-19.02 .0072-72.0 .12- 1200 125 110(7.6) 185(85) NGG
Flex-A-Chem®M3 Tube Pumps
.0015-15.06 .0057-57.0 .0950-950 125 50(3.4) 130(54) TH
.0028-28.5 .0108-108 .18- 1800 125 50(3.4) 130(54) TK
Flex-A-Thane®M3 Tube Pumps
.0004-4.60 .0017-17.4 .0290-290 125 65(4.5) 130(54) GE
.0010- 10.1 .0038-38.4 .0637-637 125 65(4.5) 130(54) GG
.0024-24.9 .0094-94.2 .1570-1570 125 65(4.5) 130(54) GH
.0028-28.5 .0108-108 .1800-1800 125 65(4.5) 130(54) GK
.002-18.23 .007-69.0 .115-1150 125 65(4.5) 130(54) G2G
3

WATER GUARD, INC
1903 HERRING AVENUE [phone]
POST OFFICE BOX 2226 [phone]
ImILSON, NC 27894 FAX:[phone]
TECHNICAL BULLETIN - SODIUM HYDROXIDE
SODIUM HYDROXIDE is a colorless liquid which is relatively viscous or "syrup-like" in high concentra-
tions. Also known as Caustic Soda, this thick solution is most commonly available in concentrations of
50% and 25%. The most significant difference between these concentrations is 25% freezes at 32°F
°
while 50% begins freezing at 52°F.
Caustic Soda is corrosive and can burn and damage eyes, skin, mucous membranes and any other ex-
posed tissue. If inhaled, irritation of the respiratory system may occur with coughing and breathing diffi-
culty. Though unlikely to occur during occupational use, ingestion of large quantities may be fatal.
Sodium Hydroxide is the principal strong base used in the chemical industry. Sodium Hydroxide is also
available as a white solid, available in pellets, flakes, or granules. In bulk it is most often handled as an
aqueous solution, as solutions are less expensive and easier to handle. It is used to drive for chemical
reactions and also for the neutralization of acidic materials.
REGISTRATIONS
National Sanitation Foundation:
Water Guard's Sodium Hydroxide is NSF/ANSI 60 certified for use in drinking water systems for pH ad-
justment purposes. Its maximum use level should not exceed 100mg/L.
ANALYSIS SPECIFICATION
Concentration 50% 25%
Sodium Hydroxide (NaOH) 49.0-51.0% 24.5-25.5%
Sodium Oxide (Na20) 38.0-39.5% 19.0-19.75%
Sodium Carbonate (Na2CO3) 0.4% max. 0.22% max.
Sodium Chloride (NaCI) 100 ppm max. 50 ppm max.
Sodium Chlorate (NaCI03) 65 ppm max. 32.5 ppm max
Sodium Sulfate (Na2SO4) 40 ppm max. 20 ppm max.
Iron (Fe) 5 ppm max. 2.5 ppm max.
PHYSICAL AND CHEMICAL PROPERTIES
Concentration 50% 25%
Freezing Point 12°C (54°F) 0° C (32° F)
Specific Gravity 1.53 1.28
Density(Ib./gal. at 15.6°C) 12.76 10.69
Solubility in H2O Complete Complete

SODA SOLVAY®LIGHT
I Light Soda Ash
LIOrigin Europe
Chemical name:
Sodium carbonate/Soda ash
0 CAS—N° 497-19-8 a)
EINECS—N° 207-838-8
Q EC—N° 011-005-00-2 tC5
a--,
CLP Classification:H319 Causes serious eye COirritation 0
JChemical formula Na2CO3
OMolecular weight 106 0
Physical properties 0
s_
Q Appearance: CI—
White powder
QDensity in kg/dm3 2,533
Melting point°C 851
O
Solubility in water at 20°C 214
C/
) in g/1000g
pH(1%in water) 11,26
7
�t W a a ='
IE�t<,1 i as y.a a Y� I.. �'‘ F
dt wig 1 r/ir ;
7;- - /E*7 . - - -
➢ Applications
Glass Industry—Raw Material for melting
Chemical Industry—Production of sodium derivatives
Detergents—Alkaline support
Metallurgical processes—Desulfurization of pig iron—Raw material for melting, ...
Flue gas treatment—Removal of acidic components
➢ Transport/Packaging
Bulk:wagon, truck, ship
Packaging:plastic bags, bulk bags
Some applications of this product may be regulated or restricted by national or international standards(e.g.food additives,feeding stuff,water treatment,
the cosmetic or pharmaceutical industry,etc).The buyer and eventual user,in his sole and entire liability,shall respect those standards,orders of any
relevant authority,and all existing patents and intellectual properties rights;and shall comply with the laws and the regulations applicable to our products
and/or to his activity.The buyer and the eventual user must independently determine the suitability of this product for any particular purpose and its
manner of use.
SOLVAY CHEMICALS INTERNATIONAL Specification SPE-C 05.19.10
Rue du Prince Albert,44
B-1050 Brussels
Date 01/2011 I Ed./Issue I 01

Typical analytical values Europe
1 Chemical analysis
0 Na2CO3 (Na2O) * 99,5% (58,2%)
J NaCI 0,15%
4--•
Na2SO4 0,01 -0,02% CD
CO CaO 32-60ppm a)
MgO 40-78ppm (/)
QFe2O3 3- 10 ppm CO
Loss on drying * 0,1 -0,6% CIO
0
J Free flowing density 0,53-0,57 kg/dm3 U
OGranulometry -o
(l) >2 mm 0,2- 1,2% 0
Q > 1 mm 0,5--2,3
>0,5 mm 12-40%
13 <0,125 mm 1,6-3,0%
3
m
0 CO <0,063 mm 0,2 1,0 o/o Specification
Chemical analysis
Na2CO3 (Na2O) * >_98%(57,3%)
NaCI 5 0,5%
Na2SO4 5 0,04%
CaO <_ 150ppm
1 MgO <_ 150 ppm
Fe2O3 <_30 ppm
Loss on drying* <_ 1,5
Free flowing density >_0,48 kg/dm3
50,67 kg/dm3
'(*)Ex works or after drying(2 hrs at 250°C)
Granulometry
> 1 mm 5 5%
>0,25 mm 5 25%
<0,125 mm <_90%
<0,063 mm 5 60%
List of analytical methods see:ANA-C 40 00 00 JULY 2000
The information contained in this document is given in good faith and by way of information at the time of printing.As the potential uses of our products
are many and outside our control,each user is responsible for asking us for information on planned applications,as we cannot be held liable on the
basis of general information.The buyer is required to monitor and respect,in his sole liability,the conditions under which our products are stored and
used in his territory,to provide all required information to the user,and to respect all existing patents and all regulations applicable to our products and
to his activity.
SOLVAY CHEMICALS INTERNATIONAL Specification SPE-C 05.19.10
Rue du Prince Albert,44
B-1050 Brussels
Date 01/2011 I Ed./Issue 101