NC0086819_ATC Application_20190626

NORTHEAST BRUNSWICK REGIONAL WRF
2.5 MGD FACILITY EXPANSION
FOR
BRUNSWICK COUNTY
North Carolina
PERMIT APPLICATION FOR
AUTHORIZATION TO CONSTRUCT
JUNE 2019
Prepared By:
McKim & Creed, Inc.
243 N. Front Street
Wilmington, NC 28401
910-343-1048
M&C Project Number 00069-0047
McKim & Creed NC License No. F-1222

4-6
4e . MCIQM&CREED
June 26, 2019
Mr. Bing Bai
NPDES Complex Permitting Unit
Water Quality Permitting Section
Department of Environmental Quality
512 N Salisbury St.
1617 Mail Service Center
Raleigh, NC 27699-1617
E N G I N E E R S
SURVEYORS
P L A N N E R S
M&C 00069-0047
RE: Permit No. NCO086819 Northeast Brunswick Regional WWTP
Brunswick County
Application for Authorization to Construct (ATC) Permit
Dear Mr. Bai:
Enclosed are one (1) original and two (2) copies of the application for an
Authorization to Construct Permit to referenced Permit No. NCO086819
authorizing the operation and discharge from the Northeast Brunswick Regional
Wastewater Treatment Plant. The scope of construction included within this
facility expansion will increase treatment capacity by 2.5 MGD to a design
capacity of 4.975 MGD. The expansion under the scope of this application will
include provisions for future expansion to reach a capacity of 6.23 MGD.
Expansion will in general consist of construction of: a new headworks structure;
new EQ pump station; headworks/PS odor control system; new EQ tank to be
tied into the existing EQ tank; a new anaerobic selector feeding two oxidation
ditches with provisions for a third future ditch made; two secondary clarifiers
with provisions made for a third future clarifier; two new tertiary disc filters
with provision made for a third disc filter to be installed later; a new open
1730 Varsity Drive channel UV system consisting of two channels each containing two banks of
lamps with provisions made for a third channel to be added in the future; a new
Site 500 cascade aeration structure; a new effluent pump station and force main to tie into
Raleigh, NC 27606 the existing diffuser in the Cape Fear River; new non -potable water feed pumps
at the effluent PS to feed a new NPW distribution system for plant water; new
919.233.8091 mechanical building equipped with blowers, RAS/WAS pumps, chemical feed
Fax [phone] pumps; new rotary drum thickening facility with two rotary drum thickeners
www,mckimcreed.com
S.'1006910047140-PermitlAtithorization to Construct12019.06.26 - Authorization to Construct Cover Letter.doc

Mr. Bing Bai
June 26, 2019
Page 2 of 3
and polymer feed system and thickened WAS storage facility; two new ATAD
reactors with transfer pumps and provisions made for a future third ATAD
reactor; two post ATAD storage tanks for digested solids storage; odor control
system for the ATAD reactors and storage tanks; new truck loading pad with
transfer pumps to feed digested solids from the post ATAD tanks to the truck
loading discharge; new electrical building with new electrical distribution system
and controls and backup generator system.
It is anticipated that the current scope of work will take approximately 24
months to substantial completion and 26 months for final completion.
The attached application for an ATC Permit is submitted for your review and
approval.
The following items are included with this submittal:
Cover Letter (This Letter)
2. Application for Authorization to Construct Permit (Form ATC-12-14)
3. NPDES Permit NC0086819 — Part I (Existing Permit Currently Under
Review)
4. Letter granting FONSI for Project
5. Northeast Brunswick Regional Water Reclamation Facility 2.5 MGD
Facility Expansion Drawings (issued under separate cover)
6. Northeast Brunswick Regional Water Reclamation Facility 2.5 MGD
Facility Expansion Specifications (issued under separate cover)
7. Sequence of Construction Documentation
8. Peaking Factor Calculations
9. Influent Pollutant Loading Calculations
10. Design Effluent Concentration Calculations
11. Hydraulic Loading Calculations
12. Equipment Sizing Calculations
13. Pump Calculations
14. Buoyancy Calculations
4 MCKIM&CREED

Mr. Bing Bai
June 26, 2019
Page 3 of 3
15. Auxiliary Power Calculations
16. Residuals Management Plan
If you have any questions about this submittal or require additional information,
please contact me at 919-233-8091 or [e-mail].
Sincerely,
McKim & Creed, Inc.
Joshua Powell, PE
Staff Engineer
cc: File
MCKIM&CREED

Water Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
Division of Water Resources
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=21.5.1, and Division of Water Resources Minimum Design Criteria for NPDES
Wastewater Treatment Facilities.
C. The plans and specifications submitted must represent a completed final design that is ready to advertise for bid.
D. Any content changes made to this Form ATC-12-14 shall result in the application package being returned.
E. The Applicant shall submit ONE ORIGINAL and ONE DIGITAL COPY (CD) of the application, all supporting documentation and
attachments. All information must be submitted bound or in a 3-ring binder, with a Section tab for each Section, except the
Engineering Plans.
F. Check the boxes below to indicate that the information is provided and the requirements are met.
G. If attachments are necessary for clarity or due to space limitations, such attachments are considered part of the application
package and must be numbered to correspond to the item referenced.
H. For any project that requires review under the State Environmental Policy Act (SEPA), an Authorization to Construct cannot be
issued prior to the completion of a State Clearinghouse advertisement period for a FONSI, EIS, etc. unless the project qualifies for
a Determination of Minor Construction Activity.
I. For more information, visit the Division of Water Resources web site at: htts: deg.ac.goJabout/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 County of Brunswick
Signature authority's name per 15A NCAC 02T.0106(b) John Nichols
Signature authority's title Director of Public Utilities
Complete mailing address P.O. Box 249, Bolivia, NC 28422-0249
Telephone number [phone]
Email address [e-mail]
B. PROFESSIONAL ENGINEER
Professional Engineer's name Joshua A. Powell
Professional Engineer's title Staff Engineer
North Carolina Professional Engineer's License No. 046998
Firm name McKim & Creed, Inc
Firm License number F-1222
Complete mailing address 1730 Varsity Drive, Suite 500, Raleigh, NC 27606
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 1

I Water Resources
ENVIRONMENTAL QUALITY
Telephone number
Email address
C. NPDES PERMIT
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
[phone]
[e-mail]
NPDES Permit number NCO086819
Current Permitted flow (MGD) — include permit 4.975 MGD
flow phases if applicable
D. PROJECT DESCRIPTION
Provide a brief description of the project: The project will expand the existing NE Brunswick Regional WWTP from its current
capacity of 2,475 MGD to a capacity of 4.975 MGD after construction with provisions made at this time to allow Future
expansion to_6.225_MGD. Expansion will in_eeneral_consist of construction of: a new headworks-structure, new_EQ pump
station; headworks/P5 odor control system; new ELQ.tank to be tied into the existing EQ tank; a new anaerobic selector feeding
two oxidation ditches with provisions for a third future ditch made; two secondary clarifiers with provisions made for a third
future clarifier; two new tertiary, disc filters with provision made for a third disc filter to be installed later; a new open channel
UV system consisting of two channels each containing two banks of lamps with provisions made for a third future channel to be
added in the future; a new cascade aeration structure; a new effluent Dump station and force main to tie into the existing
diffuser in the Cape Fear River; new non -potable water feed pumps at the effluent PS to feed a new NPW distributions stem for
plant water: new mechanical building equipped with blowers. RASIWAS oumps. NaOH feed pumps; new rotary drum thickening
facility with two rotary drum thickeners and polymer feeds stem and thickened WAS storage facilit • two new ATAD reactors
with transfer pumps and provisions made for a future third ATAD reactor; two post ATAD storage tanks for digested solids
storage; ado_r control system for the ATAD reactors and storage tanks, new truck loading pad with transfer pumps to feed
digested solids from the dust ATAD tanks to the truck loading discharge; new electrical building with new electrical distribution
system and controls and backup generator system.
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. — Not Included. Permit to
be issued as draft.
C. Special Order by Consent
❑ If the facility is subject to any Special Orders by Consent (SOC), submit the applicable SOC.
® Not Applicable.
Application for Authorization to Construct Permit (FORM ATC-12-14)
Page 2

Water Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
D. Finding of No Significant Impact or Record of Decision
® Submit a copy of the Finding of No Significant Impact or Record of Decision for this project.
❑ Provide a brief description of any of the mitigating factors or activities included in the approved Environmental Document
that impact any aspect of design of this project, if not specified in the Finding of No Significant Impact or Record of Decision.
❑ Not Applicable.
E. Engineering Plans
® Per 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 En ineer.
® 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.
® 15A NCAC 02H .0124 requires multiple (dual at a minimum) components such as pumps, chemical feed systems, aeration
equipment and disinfection equipment. Is this requirement met by the design? ® Yes or ❑ No. If no, provide an
explanation.
Plans shall include:
® Plans for all applicable disciplines needed for bidding and construction of the proposed project (check as appropriate):
® Civil ❑ Not Applicable
®
Process Mechanical
❑ Not Applicable
®
Structural
❑ Not Applicable
®
Electrical
❑ Not Applicable
®
Instrumentation/Controls
❑ Not Applicable
❑
Architectural
® Not Applicable
®
Building Mechanical
❑ Not Applicable
❑
Building Plumbing
® Not Applicable
® Plan and profile views and associated details of all modified treatment units including piping, valves, and equipment (pumps,
blowers, mixers, diffusers, etc.)
® Are any modifications proposed that impact the hydraulic profile of the treatment facility? ® Yes or ❑ No. If yes, provide
a hydraulic profile drawing on one sheet that includes all impacted upstream and downstream units. The profile shall include
the top of wall elevations of each impacted treatment unit and the water surface elevations within each impacted treatment
unit for two flow conditions: (1) the NPDES permitted flow with all trains in service and (2) the peak hourly flow with one
treatment train removed from service.
® Are any modifications proposed that impact the process flow diagram or process flow schematic of the treatment facility?
® Yes or ❑ No. If yes, provide the process flow diagram or process flow schematic showing all modified flow paths including
aeration, recycle/return, wasting, and chemical feed, with the location of all monitoring and control instruments noted.
F. ® Engineering Specifications
® Per 15A NCAC 02T .0504(c)(2), submit one set of specifications that have been signed, sealed and dated by a North Carolina
Licensed Professional En ig neer.
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)
® 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
❑ 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 14 00 —
Summa ry Subsection 1.5 — Work Secl uence.
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 4.13.2 of this form were
determined.
® Pollutant loading for each treatment unit demonstrating how the design effluent concentrations in Section 4.13.2 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.
Application for Authorization to Construct Permit (FORM ATC-12-14)
Page 4

K,
Water Resources
ENVIRONMENTAL QUALITY
I. Permits
J.
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
® Provide the following information for each permit and/or certification required for this project:
Permit/Certification
Not
Applicable
Date
Submitted
Date
Approved
Permit/
Certification
Number
If Not Issued Provide
Status and Expected
Issuance Date
Dam Safety
X
Soil Erosion and Sediment Control
TBD
11/02/18
USCOE / Section 404 Permit/NWP
X
05/13/19
SAW 2009-
01238
39
Water Quality Certification (4011
11/02/18
TBD
4/17/19
DWR 2019-
0318
USCOE / Section 10
X
Stormwater Management Plan
X
CAMA
NCDOT Driveway Permit
NCDOT Public Water Supply Permit
TBD
TBD
Railroad Encroachment Agreement
X
Other: USACE Nationwide Permit
39
X
05/13/19
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
j Water Resources
ENVIRONMEN FAE 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
Current NPDES Permit Limit
Current Annual Average
(past 12 months)
Maximum Month
Maximum Day
] Peak Hour
For Past 12 Months:
Start Date: April 2018
End Date: March 2019
2.72 MGD
4.27 MGD
4.94 MGD
2.475 MGD
4.975 MGD
2.27 MGD
For Past 24 Months:
Start Date: April 2017
End Date: March 2019
2.72 MGD
4.27 MGD
4.94 MGD
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 6

F --7"-
lT�
Water Resources
ENVIRONMENTAL QUALIFY
State of North Carolina
Department of Environmental Quality
Division of Water Resources
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
Design Effluent
Average
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
1.0 mg/L Summer
mg/L Summer
(NH3-N)
39 mg/L
30 mg/L
626 lb/day
2.0 mg/L Winter
mg/L Winter
Biochemical
5.0 mg/L Summer
mg/L Summer
Oxygen Demand
293 mg/L
325 mg/L
6,776 lb/day
(BOD5)
10.0 mg/L Winter
mg/L Winter
35 per 100 mL
per 100 mL
Fecal Coliform
Nitrate + Nitrite
Nitrogen (NO3-N +
mg/L
mg/L
NO2-N)
938 Ibs/day
Total Kjeldahl
38 mg/L 45 mg/L
Nitrogen
6 mg/L
mg/L
Total Nitrogen
125lb/year
lb/year
2 mg/L
mg/L
Total Phosphorus
5.2 mg/L 7.0 mg/L
146 lb/day
259 mg/L 350 mg/L
7,298 lb/day
42lb/year
lb/year
mg/L
Total Suspended
10 mg/L
Solids (TSS)
I
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

Water Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
Division of Water Resources
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:
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(ol, 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 .05051q), the public shall be prohibited from access to the wastewater treatment facilities. Explain how
the design complies with this requirement: The site shall be surrounded by chainlink fencing to limit access to all facilities.
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:
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
1. (Yes or No)
Manual Bar Screen
MGD at peak hourly flow
Mechanical Bar
M05.0 —
3
Drum Screens 7.785 MGD at peak hourly flow
46 21 33
Screen
Shaftless Spiral
M05.1
Screening
M05.01—
1
250 CFH
46 2172
Conveyor
Conveyor
Headcell 15.57 MGD at peak hourly flow
M05.1
46 23 00
Grit Removal
1
M05.0 —
_
GritCleanse
M05.1
Grit Washing /
M05.0 —
1
300 gpm
46 23 00
Dew atering
M05.1
M15.0 —
33 1630
Flow Equalization 1
Prestressed 956,000 gallons
Concrete Tank
M15.1
Primary Clarifier
_
Circular ft diameter; ft side
water depth
square feet; ft side
Primary Clarifier
Rectangular
water depth
Other
Application for Authorization to Construct Permit (FORM ATC-12-14)
Page 8

,i
Water Resources
State of North Carolina
Department of Environmental Quality
Division of 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 Units Type Size per Unit Reference Reference Provided?
(Yes or No)
Aerobic Zones/
Tanks
gallons
Anoxic Zones/
Tanks
gallons
Anaerobic
Anaerobic
Zones/Tanks
3
Selector
78 000 gallons
Sequencing Batch
Reactor (SBR)
gallons
Membrane
Bioreactor (MBR)
gallons
Circular
Secondary Clarifier 2
65 ft diameter; 15 ft side
water depth
Rectangular
Secondary Clarifier
square feet; ft
side water depth
Oxidation
Other 2
Ditch (time =
1.0 MG
85% aerobic/
15% anoxic)
3. TERTIARY TREATMENT
M20.0 — 46 53 61
M20.2
M30.0 - 1 46 43 21
M30.1
M20.0 — ! 46 53 61
M20.2
No. of
Plan Sheet
Specification
Calculations
Treatment Unit
Type
Size per Unit
Provided?
Units
Reference
Reference
(Yes or No)
I Tertiary Clarifier
Circular
ft diameter; ft
side water depth
Rectangular
Tertiary Clarifier
square feet; ft
side water depth
Automatic
Tertiary Filter
2
Backwash Disc
744 square feet
M35.0
46 61 46
Filters
square feet
Tertiary Membrane
Filtration
Post -Treatment
Flow Equalization
gallons
1
Cascade
M45.0
Post -Aeration
N/A gallons
03 30 00
Aeration
_I
_
Other
4. DISINFECTION
No. of Plan Sheet Specification Calculations
Treatment Unit Units Type Size per Unit Reference Reference Provided?
(Yes or No)
Application for Authorization to Construct Permit (FORM ATC-12-14)
Page 9

i Water- Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
Ultraviolet Light 4
Chlorination
Dechlorination
S. RESIDUALS TREATMENT
Treatment Unit No. of
Units
Gravity Thickening
Tank
Mechanical
Thickening/ 2
Dewatering
Aerobic Digestion 2
Anaerobic
Digestion
Composting
Drying
2w
2,500,000 gal/day per bank at I
with twos
peak hourly flow; 2 number of
banks in series
M40.0
banks; 48 number of
(1 redundant
lamps/bank
channel)
gallons of contact
(Gas;
tablet; liquid)
tank/unit
(Gas;
gallons of contact
tablet; liquid)
tank/unit
Type
Rotary Drum
Thickeners
Autothermal
Thermophilic
(ATAD)
46 66 00
Plan Sheet Specification i Calculations
Size per Unit Provided?
Reference , Reference
(Yes or No)
square feet; ft side
1,654 dry lb/hour M60.0 — 467133
M60.2
78,000 gallons M70.0 — 46 73 24
M70.2
gallons
dry lb/hour
dry lb/hour
Other 2 Sludge Feed 560 gpm M60.0 — 467133
Flocculator I I M60.2
6. PUMP SYSTEMS (include influent, intermediate, effluent, major recycles, waste sludge, thickened waste sludge and plant
drain pumps)
Capacity of
Location I No. of purpose Type each pump Plan Sheet Specification
Pumps TDH Reference Reference
GPM
Remove Grit from
Headworks
1
Headcell and send
Grit Pump
300
22
to GritCleanse Unit
Pump Influent Flow
EQ Pump Station
3
from Headworks to
Submersible Solids
5,400
66.5
Handling Pump
EQ Basins
Dry -Pit Motive Liquid
Jet Mixing of new
New EQ Basin
2
3,200
22
EQ Basin
Pump
Oxidation Ditch
4
Jet Mixing of
Dry -Pit Motive Liquid
3,995
19
Oxidation Ditches
Pump
Pump Scum from
Vertical Wet Well
Scum Pump Station 2 Secondary Clarifiers 105 13
back to Headworks Chopper Pump
M05.0 — 46 23 00
M05.1
i
M 10.0 43 26 10.01
M 15.0 — 46 51 17.01
M 15.1
M20.0 — 46 53 61
M20.2
M30.0 — 43 26 14
M30.1
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 10

Kro
i Water Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
Effluent Pump
Pumping treated
Submersible Solids
M50.0 -
3 effluent to the
2,610
28
43 26 10.02
Station
Handling Pump
M50.1
discharge diffuser
Feed treated
Effluent Pump
effluent to the plant
Vertical Turbine
M50.0 -
Station
2
NPW distribution
Pumps
200
185
M50.1
432641
syste m
Feed RAS to the
RAS/WAS Pump
Anaerobic Selector
Horizontal Solids
M55.0-
Building
3
and WAS to the
Handling Pumps
1,240
28
M55.1
4323 13
rotary drum
thickeners
M65.0-
ATAD Pump Station
ATAD Reactor Feed
Facility
2
Pumps
Post ATAD Transfer
Rotary Lobe PD
750
40
M65.1
43 23 58
ATAD Pump Station
M65.0 -
Facility
2
Pump
Rotary Lobe PD
750
31
M65.1
43 23 58
ATAD Transfer
M70.0 -
ATAD Reactors
2
Rotary Lobe PD
750
20
43 23 58
Pump
ATAD Truck Loading
M70.1
Solids Handling
M75.0-
ATAD Holding Basins
2
750
26
432313
Pump
Centrifugal
M75.1
Jet Motive Pump /
ATAD Holding Basins
2
Mixing of Holding
Centrifugal
3,550
10
M75.0 -
46 73 25
Basin
M75.1
Jet Motive Pump /
Existing EQ Basin
1
Mixing of Holding
Centrifugal
2,196
21
M80.0
46 51 17.02
Basin
7. MIXERS
Location No. of
Mixers
Purpose Type
Anaerobic Selector 3
Mixing of Anaerobic Submersible
Tanks
Mixing ATAD
Reactors
_
Rooftop Mounted
Submersible Mixer
ATAD Reactors 2
8. BLOWERS
Location No. of Purpose Type
Blowers)
New EQ Tank
2
Jet Aeration Blower
Rotary Lobe PD
Blower Building
3
Jet Aeration Blower
Screw Blower
Power of
plan Sheet
Specification
each Mixer
Reference
Reference
(HP)
M20.0 -
2.7
46 53 61
M20.2
M70.0 -
5
46 73 24
M70.2
Capacity of
Plan Sheet
Specification
each Blower
Reference
Reference
_ (CBlo
M 15.0 -
660
46 51 17.01
M15.1
M55.0-
2,000
46 53 61
M55.1
Application for Authorization to Construct Permit (FORM ATC-12-14)

f Water Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
Division of Water Resources
APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14)
Mixing / aeration /
Centrox Aerators
ATAD Reactors
8
foam control in
(Aeration Propeller
N/A
M70.0 —
46 73 24
ATAD Reactors
and Cone Assembly)
M70.2
Jet Aeration Blower
Rotary Lobe PD
450
M75.0 —
ATAD Holding Basins
2
46 73 25
600
M75.1
M80.0
46 51 17.02
Existing EQ Basin
1
Jet Aeration Blower
Rotary Lobe PD
9. ODOR CONTROL
Location
No. of
Units
Purpose
Type
Plan Sheet i Specification
Reference Reference
Odor Control of
Headworks and EQ
1
Headworks and EQ
Converting Dry Air Scrubber
M07.0 44 30 00.01
PS
_
PS
ATAD Reactor and
_
Dual Stage Biological Tricking Filter
ATAD Holding Basins
1
ATAD Holding Tank
M75.0 44 30 00.02
and Biofilter
Odor Control
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:
Setback Parameter
Minimum Distance Is Minimum Distance
Required from Nearest Requirement met by the
Treatment/Storage
Design? If "No", identify
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 ISA_NCAC 02T .0506(d1? ❑ 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 -
Application for Authorization to Construct Permit (FORM ATC-12-14) Page 12

Water Resources
ENVIRONMENTAL QUALITY
State of North Carolina
Department of Environmental Quality
Division of Water Resources
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, Joshua A Powell. PE, attest that this application package for an Authorization to Construct
(Typed Name of Professional Engineer)
for the Northeast Brunswick Regional Water Reclamation Facility 2.5 MGD Facility Expansion
(Facility and Project Name)
was prepared under my direct supervisory control and to the best of my knowledge is accurate, complete and consistent
with the information supplied in the engineering plans, specifications, calculations, and all other supporting
documentation for this project. I further attest that to the best of my knowledge the proposed design has been
prepared in accordance with all applicable regulations and statutes, 15 NCAC 02H. 01001 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 4.13.1 of this Application. I understand that the Division of Water Resources'
issuance of the Authorization to Construct Permit may be based solely upon this Certification and that the Division may
waive the technical review of the plans, specifications, calculations and other supporting documentation provided in this
application package. I further understand that the application package may be subject to a future audit by the Division.
Ahough 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 143-215.613, 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:
Application for Authorization to Construct Permit (FORM ATC-12-14)
Page 13

State of North Carolina
Kil',
` 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, John Nichols, Director of Public Utilitiesattest that this application package for an Authorization to Construct
(Typed Name of Signature Authority and Title)
for the Northeast Brunswick_ Regional Water Reclamation Facility 2.5 MGD Facility Expansion
(Facility and Project Name)
has been reviewed by me and is accurate and complete to the best of my knowledge. I also understand that if all
required parts of this application package are not completed and that if all required supporting information and
attachments are not included, this application package will be returned to me as incomplete. I further certify that in
accordance with 15A NCAC 02T .0120(b), the Applicant or any affiliate has not been convicted of environmental crimes,
has not abandoned a wastewater facility without proper closure, does not have an outstanding civil penalty where all
appeals have been abandoned or exhausted, are compliant with any active compliance schedule, and does not have any
overdue annual fees.
I understand that the Division of Water Resources' issuance of the Authorization to Construct Permit may be based
solely upon acceptance of the Licensed Professional Engineer's Certification contained in Section 5, and that the Division
may waive the technical review of the plans, specifications, calculations and other supporting documentation provided
in this application package. I further understand that the application package may be subject to a future audit.
I understand that in accordance with General Statutes 143-215.6A and 143-215.6B 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 t xc d 1 ,000, as well as civil penalties up to $25,000 per violation.
Signature: Date:
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 14

The NE Brunswick Regional WWTP is currently operated under NPDES Permit NC0086819. The NPDES
permit renewal application was submitted to the NPDES Complex Permitting, Wastewater Branch on
January 24, 2019. It is understood that a draft permit will be issued by that division. A copy of the
previous NPDES permit effective on December 1, 2011 has been included to this submittal package for
reference.

Permit NCO086819
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
NPDES PERMIT
TO DISCHARGE WASTEWATER UNDER THE
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
In compliance with the provisions of North Carolina General Statute 143-2IS. 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,
Brunswick County
is hereby authorized to discharge wastewater from a facility located at
Northeast Brunswick Regional WWTP
10480 Royster Road NE (NCSR 1431)
Leland
Brunswick 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 conditions set forth
in Parts I, II, III and IV hereof.
This permit shall become effective December 1, 2011.
This permit and authorization to discharge shall expire at midnight on November 30, 2016.
Signed this day November 7, 2011.
Coleen H. Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
1

Permit NCO086819
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.
Brunswick County is hereby authorized to:
1. Continue to operate an existing 1.65 MGD wastewater treatment plant consisting
of the following:
♦ Mechanical and manual bar screen
♦ Mechanical grit removal
♦ Influent flow meter
♦ Dual anaerobic selector tanks
♦ Dual oxidation ditch with mechanical rotors
♦ Rotary drum thickener with polymer injection system
♦ Dual secondary clarifiers
♦ Dual tertiary membrane drum filters
♦ Dual UV disinfection system (in series)
♦ Parshall flume effluent flow meter
♦ Cascade post -aeration
♦ Aerated sludge holding tank (375,000 gal)
♦ Autothermal thermophilic aerobic digestion (ATAD) unit
♦ Backup generator facility
2. After receiving an Authorization to Construct, construct and operate a 2.475 MGD
(Phase 1) wastewater treatment plant;
3. After receiving an Authorization to Construct, construct and operate a 3.8 MGD
(Phase 2) wastewater treatment plant;
4. Discharge from said treatment works (via Outfall 001) at the location specified on
the attached map into the Cape Fear River, classified SC PNA HQW waters in the
Cape Fear River Basin.
2

Permit NCO086819
A. t 1 ] EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS (1.65 MGDI
During the permit period on the effective date of this permit and lasting until expiration or
expansion, the Permittee shall be authorized to discharge treated effluent from Outfall 001
subject to the following effluent limitations and monitorin requirements:
EFFLUENT
CHARACTERISTICS
EFFLUENT LIMITS
MONITORING REQUIREMENTS
Monthly
Average
Weekly
Average
Daily
Max
Measurement
Frequency
For Grade 3
Sample
Type
Sample
Location'
Flow
1.65 MGD
Continuous
Recordin
I or E
BOD, 5-day, 20°C2
(Summer)3
5.0 mg/L
7.5 mg/L
3/Week
Composite
I & E
BOD, 5-day, 20°C2
(Winter)3
10.0 mg/L
15.0 mg/L
3/Week
Composite
I & E
Total Suspended Solids2
10.0 mg/L
15.0 maL
3/Week
Composite
I & E
NH3 as N Summer)3
1.0 m L
3.0 m /L
3 Week
Composite
E
NH3 as N (Winter)3
2.0 m L
6.0 m L
3/Week
Composite
E
Enterococci
(geometric mean)
35/ 100 ml
276/ 100ml
r
3/Week
Grab
E
Temperature, °C
Monitor and Report
Daily
Grab
E
H
6.0 — 9.0 standard units
3/Week
Grab
E
Dissolved Oxygen 4
Monitor and Report
3/Week
Grab
E
Conductivity
Monitor and Report
3/Week
Grab
E
Total Nitrogen m L 5
Monitor and Report
Monthlv
Com osite
E
Total Phosphorus m L
Monitor and Report
Monthly
Composite
E
Total Mercu n 1 6
Monitor and Report
Quarterly
Grab
E
Total Copper
Monitor and Report
Quarterly
Composite
E
Total Zinc
Monitor and Report
Quarterly
Composite
I E
Acute Toxicit 7
Monitor and Report
Quarterly
Composite
E
Effluent Pollutant Scans
Monitor and Report
Annually
Composite
E
Dissolved Oxygen9
Monitor and Report
Variable$
Grab
U & D
Temperature, 'C9
Monitor and Report
Variable$
Grab
U & D
Conductivit 9
Monitor and Report
Variables
Grab
U & D
Footnotes:
1. Sample Location: I - Influent, E - Effluent, U- Upstream, D - Downstream.
2. The monthly average effluent BOD5 and Total Suspended Solids concentrations shall not exceed
15% of the respective influent value (85% removal).
3. Summer = April 1-October 31, Winter = November 1-March 31.
4. The daily average dissolved oxygen effluent concentration shall not be less than 6.0 mg/L.
5. TN = TKN + NO3-N + NO2-N, TKN is Total Kjeldahl Nitrogen, and NO3-N and NO2-N are Nitrate
and Nitrite Nitrogen, respectively.
6. Mercury shall be analyzed by EPA Method 1631E.
7. Acute Toxicity (Fathead Minnow 24-hour) No Significant Mortality @ 90%; January, April, July,
and October, See Special Condition A. (4.)
8. Effluent Pollutant Scan- see Special Condition A (5).
9. Instream monitoring requirements are waived as long as facility retains membership in the
CFRBA. If membership is cancelled, facility will immediately restart instream monitoring at
3/Week (June -Sept.) and 1/Week (Oct. -May).
There shall be no discharge of floating solids or visible foam in other than trace amounts

Permit NCO086819
A. 2 EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS 2.475 MGD
Beginning upon expansion to 2.475 MGD and lasting until expiration or expansion, the
Permittee shall be authorized to discharge treated effluent from Outfall 001 subject to the
following effluent limitations and monitoring requirements:
EFFLUENT
CHARACTERISTICS
EFFLUENT LIMITS
MONITORING REQUIREMENTS
Monthly
Average
Weekly
Average
Daily
Max
Measurement
Frequency
For Grade 3
Sample
Type
Sample
Location'
Flow
2.475
MGD
Continuous
Recording
I or E
BOD, 5-day, 20°C2
(Summer)3
5.0 mg/L
7.5 mg/L
3/Week
Composite
I & E
BOD, 5-day, 20°C2
(Winter)3
10.0 mg/L
15.0 mg/L
3/Week
Composite
I & E
Total Suspended Solids 2
10.0 m L
15.0 m L
3/Week
Composite
I & E
NH3 as N (Summer )3
1.0 m L
1 3.0 m L
I
3/Week
Composite
E
NH3 as N (Winter)3
2.0 m L
6.0 m /L
3/Week
Composite
E
Enterococci
Geometric Mean
35/ 100 ml
276/ 100ml
3/Week
Grab
E
Temperature, °C
Monitor and Report
Daily
Grab
E
H
6.0 - 9.0 standard units
3/Week
Grab
E
Dissolved Oxygen 4
Monitor and Report
3/Week
Grab
E
Conductivitv
Monitor and Report
3/Week
Grab
E
Total Nitro en m L 5
Monitor and Report
Month'
Com osite
E
Total Phosphorus (mgJLJ
Monitor and Report
Monthly
Composite
E
Total Mercury n /1)6
Monitor and Report
Quarterly
Grab
E
Total Copper u 1
Monitor and Report
Quarterly
Composite
E
Total Zinc u 1
Monitor and Report
Quarterly
Composite
E
Acute Toxicit 7
Monitor and Report
Quarterly
Composite
E
Effluent Pollutant Scan8
Monitor and Report
Annually
Composite
E
Dissolved Oxygen9
Monitor and Report
Variable8
Grab
U & D
Temperature, 'C9
Monitor and Report
Variable$
Grab
U & D
Conductivitv9
Monitor and Report
Variable8
Grab
U & D
Fnntn ntec-
1. Sample Location: I - Influent, E - Effluent, U- Upstream, D - Downstream.
2. The monthly average effluent BOD5 and Total Suspended Solids concentrations shall not exceed
15% of the respective influent value (85% removal).
3. Summer = April 1-October 31, Winter = November 1-March 31.
4. The daily average dissolved oxygen effluent concentration shall not be less than 6.0 mg/L.
5. TN = TKN + NO3-N + NO2-N, TKN is Total Kjeldahl Nitrogen, and NO3-N and NO2-N are Nitrate
and Nitrite Nitrogen, respectively.
6. Mercury shall be analyzed by EPA Method 1631E
7. Acute Toxicity (Fathead Minnow 24-hour) No Significant Mortality Oa 90%; January, April, July,
and October, See Special Condition A.(4)
8. Effluent Pollutant Scan- see Special Condition A (5)
9. Instream monitoring requirements are waived as long as facility retains membership in the
CFRBA. If membership is cancelled, facility will immediately restart instream monitoring at
3/Week (June -Sept.) and 1/Week (Oct. -May).
There shall be no discharge of floating solids or visible foam in other than trace amounts
!!

Permit NCO086819
A. (3) EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS (3.8 MGD)
Beginning upon expansion to 3.8 MGD and lasting until expiration, the Permittee shall be
authorized to discharge treated effluent from Outfall 001 subject to the following effluent
limitations and monitoring requirements:
EFFLUENT
CHARACTERISTICS
EFFLUENT LIMITS
MONITORING REQUIREMENTS
Monthly
Average
Weekly
Average
Daily
Max
Measurement
Frequency
For Grade 4
Sample
Type
Sample
Location'
Flow
3.8 MGD
Continuous
Recording
I or E
BOD, 5-day, 201C2
(Summer)3
5.0 mg/L
7.5 mg/L
Daily
Composite
I & E
BOD, 5-day, 20°C2
(Winter)3
10.0 mg/L
15.0 mg/L
Daily
Composite
I & E
Total Suspended Solids2
10.0 m L
15.0 m /L
Daily
Composite
I & E
NH3 as N (Summer)3
1.0 m L
3.0 m /L
Daily
Composite
E
NH3 as N (Winter)3
2.0 mgZL
6.0 m L
Daily
Composite
E
Enterococci
Geometric Mean
35/ 100 ml
276/ 100ml
Daily
Grab
E
Temperature, 'C
Monitor and Report
Daily
Grab
E
H
6.0 — 9.0 standard units
Daily
Grab
E
Dissolved Oxygen 4
Monitor and Report
Daily
Grab
E
Conductivity
Monitor and Report
Daily
Grab
E
Total Nitrogen m L 5
Monitor and Report
Monthly
Composite
E
Total Phosphorus m L
Monitor and Report
Monthly
Composite
E
Total Mercury (n 1)6
Monitor and Report
Quarterly
Grab
E
Total Co er (u 1)
Monitor and Report
Quarterly
Composite
E
Total Zinc u 1
Monitor and Report
Quarter'
Composite
E
Acute Toxicity'
Monitor and Re ort
Quarter!
Composite
E
Effluent Pollutant Scan8
Monitor and Report
Annually
E
Dissolved O en9
Monitor and Report
Variable6U
& D
Temperature, oC9
Monitor and Report
Variable$
Grab
U & D
Conductivity9
Monitor and Report
Variable8
Grab
U & D
Footnotes:
1. Sample Location: I - Influent, E - Effluent, U- Upstream, D - Downstream.
2. The monthly average effluent BOD5 and Total Suspended Solids concentrations shall not exceed
15% of the respective influent value (85% removal).
3. Summer = April 1-October 31, Winter = November 1-March 31.
4. The daily average dissolved oxygen effluent concentration shall not be less than 6.0 mg/L.
5. TN = TKN + NO3-N + NO2-N, TKN is Total Kjeldahl Nitrogen, and NO3-N and NO2-N are Nitrate
and Nitrite Nitrogen, respectively.
6. Mercury shall be analyzed by EPA Method 1631E
7. Acute Toxicity (Fathead Minnow 24-hour) No Significant Mortality @ 90%; January, April, July,
and October, See Special Condition A.(4)
8. Effluent Pollutant Scan- see Special Condition A (5).
9. Instream monitoring requirements are waived as long as facility retains membership in the
CFRBA. If membership is cancelled, facility will immediately restart instream monitoring at
3/Week (June -Sept.) and 1/Week (Oct. -May).
There shall be no discharge of floating solids or visible foam in other than trace amounts

Permit NCO086819
A. 14.1 ACUTE TOXICITY PASS / FAIL PERMIT LIMIT IORTRLY
The permittee shall conduct acute toxicity tests on a quarterly basis using protocols defined in
the North Carolina Procedure Document entitled "Pass/Fail Methodology For Determining
Acute Toxicity In A Single Effluent Concentration" (Revised -July, 1992 or subsequent versions).
The monitoring shall be performed as a Fathead Minnow (Pimephales promelas) 24-hour static
test. The effluent concentration at which there may be at no time significant acute mortality is
90% (defined as treatment two in the procedure document). Effluent samples for self -
monitoring purposes must be obtained during representative effluent discharge below all waste
treatment. The tests will be performed during the months of January, April, July and
October.
All toxicity testing results required as part of this permit condition will be entered on the
Effluent Discharge Monitoring Form (MR-1) for the month in which it was performed, using the
parameter code TGE6C. Additionally, DWQ Form AT-2 (original) is to be sent to the following
address:
Attention: North Carolina Division of Water Quality
Environmental Sciences Section
1621 Mail Service Center
Raleigh, North Carolina 27699-1621
Completed Aquatic Toxicity Test Forms shall be filed with the Environmental 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 and accurate and include all supporting chemical/physical
measurements performed in association with the toxicity tests, as well as all dose/response
data. 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 Environmental Sciences Section at the address
cited above.
Should any single quarterly monitoring indicate a failure to meet specified limits, then monthly
monitoring will begin immediately until such time that a single test is passed. Upon passing,
this monthly test requirement will revert to quarterly in the months specified above.
Should the permittee fail to monitor during a month in which toxicity monitoring is required,
then monthly monitoring will begin immediately until such time that a single test is passed.
Upon passing, this monthly test requirement will revert to quarterly in the months specified
above.
Should any test data from either these monitoring requirements or tests performed by the
North Carolina Division of Water Quality 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 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.

Permit NCO086819
A.( 5.1 EFFLUENT POLLUTANT SCAN
The Permittee shall perform a total of three (3) Effluent Pollutant Scans for all parameters listed
below. The 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. Sampling dates shall represent seasonal variation. Unless
otherwise indicated, metals shall be analyzed as "total recoverable."
Ammonia (as N)
Chlorine (total residual, TRC)
Dissolved oxygen
Nitrate/Nitrite
Kjeldahl nitrogen
Oil and grease
Phosphorus
Total dissolved solids
Hardness
Antimony
Arsenic
Beryllium
Cadmium
Chromium
Copper
Lead
Mercury (EPA Method 1631E)
Nickel
Selenium
Silver
Thallium
Zinc
Cyanide
Total phenolic compounds
Volatile organic compounds:
Acrolein
Acrylonitrile
Benzene
Bromoform
Carbon tetrachloride
Chlorobenzene
Chlorodibromomethane
Chloroethane
2-chloroethylvinyl ether
Chloroform
D ichlorobrom omethane
1, 1 -dichloroethane
1,2-dichloroethane
Trans-1,2-dichloroethylene
1,1-dichloroethylene
1,2-dichloropropane
1,3-dichloropropylene
Ethylbenzene
Methyl bromide
Methyl chloride
Methylene chloride
1,1,2,2-tetrachloroethane
Tetrachloroethylene
Toluene
1, 1, 1 -trichloroethane
1,1, 2-trichloroethane
Trichloroethylene
Vinyl chloride
Acid -extractable comyouncts:
P-chloro-m-cresol
2-chlorophenol
2,4-dichlorophenol
2,4-dimethylphenol
4,6-dinitro-o-cresol
2,4-dinitrophenol
2-nitrophenol
4-nitrophenol
Pentachlorophenol
Phenol
2,4,6-trichlorophenol
Base -neutral compounds:
Acenaphthene
Acenaphthylene
Anthracene
Benzidine
Benzo(a)anthracene
Benzo(a)pyrene
3,4 benzofluoranthene
Benzo(ghi)perylene
Benzo(k)fluoranthene
Bis (2-chloroethoxy) methane
Bis (2-chloroethyl) ether
Bis (2-chloroisopropyl) ether
Bis (2-ethylhexyl) phthalate
4-bromophenyl phenyl ether
Butyl benzyl phthalate
2-chloronaphthalene
4-chlorophenyl phenyl ether
Chrysene
Di-n-butyl phthalate
Di-n-octyl phthalate
Dibenzo(a,h)anthracene
1,2-dichlorobenzene
1,3-dichlorobenzene
1,4-dichlorobenzene
3,3-dichlorobenzidine
Diethyl phthalate
Dimethyl phthalate
2,4-dinitrotoluene
2,6-dinitrotoluene
1, 2-diphenylhydrazine
Fluoranthene
Fluorene
Hexachlorobenzene
Hexachlorobutadiene
Hexachlorocyclo-p entadien e
Hexachloroethane
Indeno(1,2,3-cd)pyrene
Isophorone
Naphthalene
Nitrobenzene
N-nitrosodi-n-propylam ine
N-nitrosodimethylamine
N-nitrosodiph enylamine
Phenanthrene
Pyrene
1, 2,4-trichlorobenzene
Reporting. The effluent pollutant scan shall be performed once/year during 2013, 2014, and
2015, and test results shall be reported to the Division on DWQ Form -A MR-PPA1 or in a form
approved by the Director by December 3181 of each designated sampling year. The report shall
be submitted to the following address: NC DENR / DWQ / Central Files, 1617 Mail Service
Center, Raleigh, North Carolina 27699-1617.
7

ROYCoOPLIZ
4 i:ir
,010 IAEL S. REGAN
LINDA CULPEPPER
J
NORTH CAROLINA
Environmental Quality
FINDING OF NO SIGNIFICANT IMPACT (FONSI�
Northeast Brunswick Wastewater Treatment Plant and Transmission Main
Expansion Project
Brunswick, North Carolina
The North Carolina Environmental Policy Act (G.S. §113A) (NCEPA) requires the Division of Water
Resources (NCDWR) to determine whether a proposed major agency action will significantly affect
the environment. Based on the NCEPA criteria, it has been concluded that the proposed Northeast
Brunswick Wastewater Treatment Plan and Transmission Main Expansion Project meets the
requirements of the NCEPA as a major action and as a result an Environmental Assessment (EA)
has been submitted to the NCDWR. The EA has been reviewed by North Carolina Division of
Environmental Quality (NCDEQ) programs to determine potential effects from the proposed project
and to ensure that the project meets all applicable rules and regulations.
In an effort to accommodate projected wastewater flows from population increases within the
service area, the Brunswick County Public Utilities is proposing to expand the current treatment
capacity at its Northeast Brunswick Wastewater Treatment Plant from an existing 2.475 million
gallons per day (MGD) to 4.975 MGD. Additionally, the proposed project includes the installation of
an additional 18,000 linear feet (LF) of 16-inch force main and 11,000 LF of 18-inch force main. The
purpose of the project is to provide safe and dependable wastewater treatment and discharge
within the service area. The project is needed because anticipated growth will cause the demand for
wastewater treatment to exceed the treatment capacity within the service area by the year 2021. As
shown in the EA, Figure 4, the proposed action will take in the northeast portion of Brunswick
County.
In order to determine whether the proposed Northeast Brunswick Wastewater Treatment Plant
and Transmission Main Expansion Project will cause significant environmental impacts, an
environmental assessment has been prepared, The environmental assessment is attached. It
contains detailed information on the key issues, including a detailed description of the proposed
project, and probable environmental impacts with proposed mitigations.
The EA considered seven alternatives:
• No Action,
■ Connection to Existing WWTP,
• Treatment at the Northeast Brunswick WWTP and Disposal through Spray
Irrigation,
• Treatment at the Northeast Brunswick WWTP and Disposal through High Rate
Infiltration,
• Treatment at the Northeast Brunswick WWTP and Reclaimed Water Disposal at
Large Developments,
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t
,I? North SAIk11w Sht?ei 1 lot M<nl'ie�vnr Centel Releigh. North C.ctr0,in,i
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Treatment at the Northeast Brunswick WWTP with Combination of Disposal by High
Rate Infiltration and Spray Irrigation, and
Treatment at the Northeast Brunswick WWTP and Disposal by Surface Discharge
(Preferred Alternative).
Impacts to topography will be minimal and any disturbed areas will be regraded to natural
elevations and reseeded. Any impacts to land use will comply with all applicable land use
requirements. Wetland impacts will be minimal. Potential impacts to prime or unique agricultural
lands will be mitigated through jurisdictional regulations. Disturbed forested areas will be
reseeded. Impacts to shellfish and fish habitats will be minimized through perpendicular crossings
of force mains and proper use of sediment and erosion control measures. Impacts to air quality,
noise, and water resources will be temporary in nature and associated with construction activities
that will be mitigated through proper maintenance of equipment and by following all applicable
ordinances. No toxic substances are expected to be generated as a result of associated activities but
will be properly disposed of should this occur. There will be no anticipated impacts to soils, public
lands and scenic and recreational areas, or areas of archeological or historical value.
Due to mitigation activities none of the above impacts are found to be significant. Thus, it has been
concluded that the proposed Northeast Brunswick Wastewater Treatment Plant and Transmission
Main Expansion Project will not have a significant adverse effect on the quality of the environment.
No environmental impact statement (EIS) will be prepared and this FONSI completes the
environmental review record. The FONSI and EA shall be available for inspection and comment for
30 days at the State Clearinghouse.
Summary of FONSI for publication in the Environmental Bulletin: After completion of an
environmental assessment under G.S. 113A, a FONSI has been made in the case of the proposed
Northeast Brunswick Wastewater Treatment Plant and Transmission Main Expansion Project.
Information supporting the need for the proposed project was reviewed, along with relative
impacts, other alternative approaches, and mitigating measures.
Linda Culpepper (Date)
Director, Division of Water Resources

One (1) full size set of signed and sealed final plans have been submitted for review under separate
cover. A digital copy of the plans are included on a supplementary CD included with this Submittal.

One (1) complete set of signed and sealed final Specifications have been submitted for review under
separate cover. The Specifications submittal consists of two (2) volumes. A digital copy of the
Specifications is included on a supplementary CD included with this Submittal.

SEQUENCE OF CONSTRUCTION IS LOCATED IN PARAGRAPH 1.5 OF THIS SECTION
SECTION 01 10 00 —SUMMARY
PART 1 -GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and
Supplementary Conditions and other Division 01 Specification Sections, apply to
this Section.
1.2 SUMMARY
A. Section includes:
1. Project information
2. Work covered by Contract Documents
3. Access to site
4. Coordination with occupants
5. Work restrictions
6. Specification and Drawing conventions
B. Division 01 Section "Temporary Facilities and Controls" for limitations and
procedures governing temporary use of Owner's facilities.
1.3 PROJECT INFORMATION
A. Project Identification: Northeast Brunswick Regional Water Reclamation Facility
2.5 MGD Facility Expansion
1. Project Location: Brunswick County, NC
B. Owner: Brunswick County
C. Consultant: The Owner has retained the following design professionals who have
prepared designated portions of the Contract Documents:
1. McKim & Creed, Inc. 243 N. Front Street, Wilmington, NC 28401
1.4 WORK COVERED BY CONTRACT DOCUMENTS
A. The Work of the Project is defined by the Contract Documents and consists of the
following:
1. The project consists of the construction of a 2.5 MGD expansion of the
existing Northeast Brunswick Water Reclamation Facility.
2. Constructed facilities include the following:
NORTHEAST BRUNSWICK REGIONAL WRF 2.5 MGD FACILITY EXPANSION 01 10 00 -1
00069-0047 JUNE 2019

SEQUENCE OF CONSTRUCTION IS LOCATED IN PARAGRAPH 1.5 OF THIS SECTION
BASE BID
a. Site grading and access improvements.
b. Site process piping and electrical improvements.
C. One (1) headworks structure to include three (3) rotary drum
screens, one (1) headcell grit removal system, one (1) grit washing
system, one (1) grit pump and one (1) odor control system.
d. One (1) EQ pump station equipped with three (3) submersible solids
handling pumps and force main
e. One (1) headworks/EQ Pump Station odor control system and
ducting.
f. One (1) EQ storage tank equipped with a jet aeration/mixing system
(two (2) blowers, two (2) jet motive pumps, jet header) and all
associated controls.
g. Installation and commissioning of one (1) additional blower
package and one (1) additional jet motive pump at the existing EQ
storage tank.
h. Decommissioning of existing headworks and EQ pump station
structure
i. Two (2) oxidation ditches equipped with an anaerobic selector,
influent and effluent control weirs, submersible mixers, jet aeration
system (jet heaters, blowers, and jet motive pumps),
instrumentation and controls.
j. One (1) MLSS splitter box structure
k. Two (2) 65' diameter secondary clarifiers equipped with solids
scrapping mechanism, scum box, suction header, and drive
assembly and flow distribution box.
Three (3) RASNVAS pumps with associated controls for flow control
and splitting.
M. One (1) NaOH duplex chemical feed pump skid and controls.
n. One (1) scum pump station.
o. Two (2) tertiary disk filters.
P. UV disinfection system consisting of UV structure and four (4)
banks of UV lamps, level control weirs, instrumentation and
controls.
q. One (1) cascade aeration system.
NORTHEAST BRUNSWICK REGIONAL WRF 2.5 MGD FACILITY EXPANSION 01 10 00 - 2
00069-0047 JUNE 2019

SEQUENCE OF CONSTRUCTION IS LOCATED 11VPARAGRAPII 1.5 Of- T111.S SF_CTION
One (1) effluent pump station equipped with three (3) submersible
solids handling pumps and controls and two (2) vertical turbine
NPW booster pumps, two (2) hydropneumatics tanks and controls.
Pre — ATAD sludge thickening facility including Two (2) rotary drum
thickener, two (2) flocculator tanks, polymer feed system and
thickened WAS storage facility.
One (1) Pre-ATAD pump station including two (2) ATAD Feed
pumps and two (2) ATAD Discharge Pumps.
u ATAD system including two (2) ATAD Reactors with two (2) ATAD
Transfer Pumps and eight (8) submersible mixers.
v. Post — ATAD holding facility including jet aeration header, one (1)
blower and one (1) transfer solids handling pump.
W. One (1) ATAD odor control system and ducting.
X. One (1) truck loading station.
Y. One (1) blower/mechanical building.
Z. One (1) electrical and controls building.
aa. PLC based instrumentations and controls package for monitoring
and operating treatment facilities.
bb. One (1) system transformer and generator.
ADD ALTERNATE NO. 1
cc. Demolish existing headworks structure and decommission existing
EQ pump station
B. Type of Contract
Project will be constructed under a single prime contract.
1.5 WORK SEQUENCE
A. General: All Work shall be conducted in an orderly manner by the Contractor. The
Contractor shall employ sufficient number of construction crews such that each
area of construction as outlined above and within the Contract Documents shall be
completed within the allocated Construction Timeline.
B. In general, the majority of Work under this Contract includes construction, testing
and startup of a new parallel treatment works at the NE Brunswick Regional
WWTP. The Contractor shall be responsible for coordinating construction of the
NORTHEAST BRUNSWICK REGIONAL WRF 2.5 MGD FACILITY EXPANSION 01 10 00 - 3
00069-0047 JUNE 2019

SEQUENCE OF CONMUCTION IS LOCATED 11y EI RAGRAPlt 1.5 OF MISSECTION
parallel treatment works consisting of the following components with all pre -startup
testing and performance checks performed prior to final acceptance.
1.
Headworks
2.
EQ Pump Station
3.
EQ Tank
4.
Anaerobic tank
5.
Oxidation ditches
6.
RASNVAS Pump Station
7.
MLSS splitter box
8.
Secondary clarifiers
9.
Scum Pump Station
10.
Tertiary filters
11.
LIV system
12.
Cascade aeration
13.
Effluent pump station
14.
ATAD Transfer Pumps
15.
ATAD Reactors
16.
Post ATAD Transfer Pumps
17.
Post ATAD Storage Tank
18.
Truck Loading Pumps
19.
Chemical Feed Pumps
C The Contractor shall prepare and submit for review and approval a Startup Plan
which incorporates the requirements outlined below for the sequence of
construction and startup requirements outlined within the Contract Documents and
as required by the equipment manufacturers. The Startup Plan at a minimum shall
include a detailed startup schedule, descriptions of preliminary requirements to be
completed prior to startup of each system, functional testing descriptions,
operational testing descriptions, performance testing descriptions, coordination
with adjacent treatment units and operator training.
D. Headworks, EQ Pump Station, EQ Basin Tie -In and Startup
1. Critical path for construction shall consist of construction and startup of the
new electrical building and MCCs in addition to running all the necessary
duct banks/conduits/conductors to provide power to the additional
equipment to be installed as part of the new headworks, EQ PS and EQ
tank improvements.
2. Construction of the new headworks, EQ PS and EQ tank should proceed
in parallel to construction of the electrical building to coordinate tie-in of the
influent force main to the new treatment system to keep the existing
NORTHEAST BRUNSWICK REGIONAL WRF 2.5 MGD FACILITY EXPANSION 01 10 00 - 4
00069-0047 J U N E 2019

SEQUENCE OF CONSTRUCTION IS LOCATED IN PARAGRAPH 1.5 OF THIS SECTION
treatment plant in full operation through construction and final acceptance
of the new treatment train.
3. Contractor shall commission and test all Headworks, EQ PS and EQ Tank
equipment with NPW prior to introducing wastewater flow through the
system. Testing shall include confirming water tightness of all piping,
isolation valves and gates; satisfactory operation of all equipment and
pumps; and satisfactory operation of all control systems.
4. Currently all flow enters the existing treatment facility through a 16" FM
tying into the existing headworks structure. This existing 16" FM shall be
tied into the new FM going to the new headworks structure utilizing a
tapping sleeve as indicated on the Contract Drawings. Once tie-in has
been completed and the headworks equipment and EQ pump station have
passed functional tests using NPW to the satisfaction of the Engineer, the
Contractor shall coordinate with the Owner to begin diverting flow from the
influent FM to the new headworks structure and downstream EQ pump
station.
5. It should be noted that the existing drain line coming off the existing EQ
tank was hydraulically designed to only pass peak flows which are shaved
at the existing headworks and drain by gravity back to the anaerobic
selector through the existing 16" drain line. Once the new Headworks is
placed into service, all flow introduced to the new headworks will be
conveyed to the existing EQ tank and will drain through the existing 16"
drain line to the anaerobic selector at the existing plant. This line is not
sized to sufficiently pass the full flow of the facility and therefore will require
that the Contractor coordinate with operating staff to split flow between the
existing headworks and new headworks during periods of high flow and
when EQ storage is not adequate to control the release of flow.
6. Acceptance testing of the new headworks and EQ pump station shall be
performed and monitored for a minimum of 14 days to allow for system
burn in and confirm equipment reliability/stable performance under an
operating load prior to any Work to proceed at the existing headworks
structure or existing EQ tank drain line to allow placing the existing
Headworks back into service if needed. In the event issues arise during
acceptance testing with any of the installed equipment or systems, the
Contractor shall make all necessary improvements to the system to correct
issues. Once issues are corrected and accepted by the Engineer, the
Acceptance test shall be restarted and shall run for 14 days. Once system
has successfully operated for a complete 14-day test period, the Engineer
will issue acceptance of the testing results and Work may proceed on the
existing EQ tank drain line tie-in. Work on the existing headworks structure
shall only proceed after commissioning of the new Headworks, EQ PS and
tie-in of the new EQ Tank drain line has occurred to ensure adequate
hydraulic capacity between the existing EQ tank and existing anaerobic
selector.
7. All flow shall be diverted to the existing EQ tank after commissioning of the
new headworks structure. As part of the overall improvements, the new
discharge line coming out of the EQ tank farm to the existing anaerobic
selector shall be constructed and tested prior to final tie-in at the locations
NORTHEAST BRUNSWICK REGIONAL WRF 2.5 MGD FACILITY EXPANSION 01 10 00 - 5
00069-0047 JUNE 2019

SEQUENCE OF CONSTR[ C"ON IS LOCATED IN PARAGRAPH 1.5 OF THIS SECTION
indicated on the Contract Drawings. After the new line has passed testing
requirements and final tie-in is required, the Contractor shall coordinate
with the Owner to bring down level within the existing EQ tank as far as
possible to maximize available storage within the tank. During low flow, it
is estimated that the available storage will provide approximately 6 hours
of storage. In the event Work cannot be adequately performed during this
window, the Contractor shall be responsible for providing additional storage
by commissioning the new EQ tank prior to proceeding with tie-in of the
new drain line. The Contractor shall provide a standby bypass pumping
system to pump flow from the EQ pump station wetwell to the anaerobic
selector at the existing oxidation ditch system, as a backup system, in the
event the existing FM cannot be placed back into service and temporary
utilities are required. Once an acceptable Work plan has been approved
by the Engineer, and during a low flow period and after confirmation rainfall
is not forecasted within the next 48 hours, flow out of the existing EQ tank
shall be stopped utilizing the existing 16" valve shown on the Contract
Drawings. The valve shall be sufficiently exercised and checked for
functionality prior to beginning with Work. The Contractor shall then
coordinate final tie-in of the new drain line with the existing 16" underdrain
coming out of the EQ tank and tie-in of the new drain line at the existing
anaerobic selector. Once tie-in is completed and tested, flow may be
released from the EQ tank by opening the 16" yard valve isolating the tank
drain line. Tie-ins shall only be performed under the supervision of the
Owner's representative.
E. Oxidation Ditch System Startup
Startup of the Oxidation Ditch System shall include the following
operations:
a. Functional Testing: Once dry testing of the various equipment of
the Oxidation Ditch (OD) System has ended up in a satisfactory
manner, Functional Testing of the OD System, to confirm
equipment operation and basic performance as detailed within each
specific equipment specification, shall be performed. Functional
testing shall be performed utilizing NPW over a period of a minimum
of one (1) week to start up all equipment and to check all control
systems, prior to introducing any wastewater flows and seeding with
RASMAS. The Equipment Manufacturer's representative shall
perform testing and issue a written report detailing testing
performed and equipment functionality.
b. Operational Testing: Upon successful completion of the Functional
Testing, the Contractor shall remove all NPW from the OD System
and coordinate with the Owner to seed the Oxidation ditch system
with RAS or WAS from the existing treatment facility and low flow
influent wastewater from the EQ tank farm to start acclimating the
biological system. Operational testing shall be performed so long
as it will take the biological system to treat the incoming wastewater
flow to meet the plant effluent permit requirements. Adjustment
shall be made to controls systems and equipment to meet design
NORTHEAST BRUNSWICK REGIONAL WRF 2.5 MGD FACILITY EXPANSION 01 10 00 - 6
00069-0047 JUNE 2019

SEQUENCE OF CONSTRUCTION IS LOCATED IN PARAGRAPH 1.5 OF THIS SECTION
requirements as outlined within the Contract Documents and the
equipment manufacturers' recommendations.
C. Performance Testing: Upon successful completion of Operational
Testing, Performance testing shall occur for a minimum of 30 days
to allow the biological treatment process to reach steady state
operation. In the event system upset or equipment malfunctions
occur requiring interruption of the treatment process, all
adjustment/repairs shall be made by the Contractor and the
performance test shall be restarted. The performance testing shall
only be accepted once the secondary treatment process has
operated for a minimum of 30 days without interruption due to
equipment and/or control malfunction, and acceptable effluent
quality has been achieved.
d. Performance testing of the Secondary Treatment process shall be
performed as a whole, with the anaerobic selector, oxidation
ditches, secondary clarifiers, RAS/WAS pumps and scum pump
station. However, it is recommended that the Contractor coordinate
startup of the tertiary disc filters and UV system to coincide with the
testing of the secondary treatment process to expedite startup time
of the facility. However, in the event the tertiary treatment
equipment is not ready for functional testing, the Contractor may
direct secondary clarifier effluent to the bypass at the tertiary disk
filters to drain back via the plant gravity sewer system and into the
EQ pump station for disposal. The Contractor shall provide
inflatable plugs for the inlet of the disc filter header to minimize
solids accumulation in the disc assemblies during bypass
operation. Effluent shall not leave the secondary treatment process
to the post clarifier's unit processes until a few days prior to the
beginning of the Performance Testing.
e. The Contractor shall be responsible for collecting required samples
and providing lab services to document system loading and
treatment performance as outlined within the final startup plan. If
the samples analysis data collected during the Performance
Testing meet the plant's designed operation data and effluent
permit requirements, final acceptance by the Engineer shall occur.
F. Tertiary Filter System, UV Disinfection and Effluent Pump Station Equipment
The Contractor shall be responsible for coordinating with equipment
suppliers to perform initial functional testing as outlined within the
respective equipment Specification sections of this manual and as required
by the equipment manufacturers. All mechanical and electrical equipment
and controls systems shall be tested in dry conditions to confirm systems
function as intended for reliable operation and as outlined within the
Contract Documents. In the event equipment does not function as
intended, the Contractor shall make all necessary effort to bring equipment
into compliance.
2. Functional testing of equipment shall be performed utilizing NPW to verify
equipment and controls operations under hydraulic loading to verify control
NORTHEAST BRUNSWICK REGIONAL WRF 2.5 MGD FACILITY EXPANSION 01 10 00 - 7
00069-0047 JUNE 2019

SE-OVE•NCE OF CONSTRUCTION IS LOCATED IN PARAGRAPH 1.5 OF THIS SECTION
systems performed as intended by design and as anticipated during normal
operation under effluent flow conditions. In the event the system does not
function as required, the Contractor shall make all necessary
improvements to ensure the equipment performed adequately prior to
introducing secondary effluent.
3 Prior to introducing clarified secondary effluent to the tertiary filter system,
the secondary clarified effluent shall have achieved acceptable
performance (TSS < 20 mg/L) for the secondary treatment process as
outlined above and meet the design loading conditions required for the
tertiary filtration system. In addition to TSS, UV transmittance of the
clarified effluent shall be measured to ensure the system effluent meets UV
transmittance requirements prior to introducing to the UV system. The
Contractor shall provide bypass pumping from the effluent pump station
utilizing a bypass pumping system to the EQ Pump Station until acceptance
of all plant performance testing. Bypass pumping shall be performed for a
minimum of 14 days to allow for evaluation of the performance of tertiary
filters and UV disinfection equipment.
4 Once all preliminary operational testing has been completed and approved
by the Engineer, clarified effluent may be introduced to the tertiary filters,
UV system and effluent pump station to evaluate performance of the
equipment. During initial operational startup of the tertiary treatment
equipment, performance of equipment shall be regularly monitored with
sampling collected and analyzed by the Contractor as outlined within the
approved startup plan. All tertiary effluent shall be bypass pumped back to
the EQ pump station until stable performance meeting discharge
requirements of the tertiary filters and UV disinfection system have been
achieved over a continuous 14-day period. Once acceptable performance
has been achieved, the Contractor shall coordinate with the Owner to begin
discharge of treated effluent via the effluent pump station.
G. ATAD System
The Contractor shall be responsible for coordinating with equipment
suppliers to perform initial functional testing as outlined within the
respective equipment Specification sections of this manual and as required
by the equipment manufacturers. All mechanical and electrical equipment
and controls systems shall be tested in dry conditions to confirm systems
function as intended for reliable operation and as outlined within the
Contract Documents. In the event equipment does not function as
intended, the Contractor shall make all necessary effort to bring equipment
into compliance.
2. Functional testing of equipment shall be performed utilizing NPW to verify
equipment and controls operations under hydraulic loading to verify control
systems performed as intended by design and as anticipated during normal
operation under normal flow conditions. In the event the system does not
function as required, the Contractor shall make all necessary
improvements to ensure the equipment performs adequately prior to in
NORTHEAST BRUNSWICK REGIONAL WRF 2.5 MGD FACILITY EXPANSION 01 10 00 - 8
00069-0047 JUNE 2019

SEQUENCE- OF CONSTRUCTION IS LOCATED IN PARAGRAPH 1.5 OF THIS SECTION
1.6 WORK BY OWNER
A. General: Cooperate fully with Owner so Work may be carried out smoothly,
without interfering with or delaying Work under this Contract or any work by Owner.
Coordinate the Work of this Contract with any work performed by Owner.
1.7 ACCESS TO SITE
A General: Contractor shall have full use of Project site for construction operations
during construction period. Contractor's use of Project site is limited only by
Owner's right to perform work or to retain other contractors on portions of the
Project.
B. Use of Site: Limit use of Project site to construction limits indicated. Do not disturb
portions of Project site beyond areas in which the Work is indicated.
1 Limits: Confine construction operations to within construction limits unless
approved by the Engineer.
2. Driveways, Walkways and Entrances: Keep driveways and entrances
serving premises clear and available to Owner, Owner's employees, and
emergency vehicles at all times. Do not use these areas for parking or
storage of materials.
a. Schedule deliveries to minimize use of driveways and entrances by
construction operations.
b Schedule deliveries to minimize space and time requirements for
storage of materials and equipment on -site.
C. Any damage by the Contractor to the paved WWTP access road must be repaired
and/or replaced by Contractor to original grade and condition.
1.8 COORDINATION WITH OCCUPANTS
A. Full Owner Occupancy: Owner will occupy adjacent sites during entire
construction period. Cooperate with Owner during construction operations to
minimize conflicts and facilitate Owner usage. Perform the Work so as not to
interfere with Owner's day-to-day operations.
I Maintain access to existing facilities. Do not close or obstruct occupied or
used facilities without written permission from Owner and approval of
authorities having jurisdiction.
2. Notify the Owner not less than 48 hours in advance of activities that will
affect Owner's operations.
B. Owner Limited Occupancy of Completed Areas of Construction: Owner reserves
the right to occupy and to place and install equipment in completed portions of the
Work, prior to Substantial Completion of the Work, provided such occupancy does
NORTHEAST BRUNSWICK REGIONAL WRF 2.5 MGD FACILITY EXPANSION 01 10 00 - 9
00069-0047 JUNE 2019

SEQUENCE OF CONSTRUCTION IS LOCATED IN PARAGRAPH 1.5 OF THIS SECTION
not interfere with completion of the Work. Such placement of equipment and
limited occupancy shall not constitute acceptance of the total Work.
1. Engineer will prepare a Certificate of Substantial Completion for each
specific portion of the Work to be occupied prior to Owner acceptance of
the completed Work.
2. Obtain a Certificate of Occupancy from authorities having jurisdiction
before limited Owner occupancy.
3. Before limited Owner occupancy, mechanical and electrical systems shall
be fully operational, and required tests and inspections shall be
successfully completed. On occupancy, Owner will operate and maintain
mechanical and electrical systems serving occupied portions of Work.
4. On occupancy, Owner will assume responsibility for maintenance and
custodial service for occupied portions of Work.
1.9 WORK RESTRICTIONS
A. Work Restrictions, General: Comply with restrictions on construction operations.
1. Comply with limitations on use of public streets and other requirements of
authorities having jurisdiction.
2. Comply with conditions and restrictions of NCDOT encroachment
agreements, traffic control, and other permits obtained by the Owner
including but not limited to erosion and sediment control, stormwater
control, wetlands protection, and CAMA permits.
B. On -Site Work Hours: Limit work to normal business working hours Monday
through Friday or as approved by the Owner. Contractor shall be responsible for
construction observation fees if outside normal approved 40-hour work week.
C. Existing Utility Interruptions: Do not interrupt utilities serving facilities occupied by
Owner or others unless permitted under the following conditions and then only after
providing temporary utility services according to requirements indicated:
1. Notify Owner not less than two (2) days in advance of proposed utility
interruptions.
2. Obtain Owner's written permission before proceeding with utility
interruptions.
D. Existing Treatment Facilities: Do not interrupt or perform activities in a manner
which will result in the detrimental impact on the performance of the existing
treatment facility.
1. Notify Owner not less than one (1) week in advance of proposed activities
which may impact the existing treatment facility's operational performance.
NORTHEAST BRUNSWICK REGIONAL WRF 2.5 MGD FACILITY EXPANSION 01 10 00 - 10
00069-0047 JUNE 2019

.X [ICN QF CON.S'TRUCTION IS LOCATED IN PAX4GRAPH 1.5 OF 7.11IS SECTION
2 All activities which may impact the existing treatment facility's performance
shall be coordinated with the Owner in writing prior to proceeding.
E. Noise, Vibration, and Odors: Coordinate operations that may result in high levels
of noise and vibration, odors, or other disruption to Owner occupancy with Owner.
1. Notify Owner not less than two (2) days in advance of proposed disruptive
operations.
2. Obtain Owner's written permission before proceeding with disruptive
operations.
F Controlled Substances: Smoking is prohibited indoors in existing or temporary
structures on site or other habitable structures on site
1.10 SPECIFICATION AND DRAWING CONVENTIONS
A. Specification Content: The Specifications use certain conventions for the style of
language and the intended meaning of certain terms, words, and phrases when
used in particular situations. These conventions are as follows:
1 Imperative mood and streamlined language are generally used in the
Specifications. The words "shall," "shall be," or "shall comply with,"
depending on the context, are implied where used within a sentence or
phrase.
a. The words "shall be" are included by inference where a colon (:) is
used within sentences or phrases.
2 Specification requirements are to be performed by Contractor unless
specifically stated otherwise.
B. Division 01 General Requirements: Requirements of Sections in Division 01 apply
to the Work of all Sections in the Specifications.
Drawing Coordination: Requirements for materials and products identified
on the Drawings and not further specified in the specifications are intended
to describe a performance standard for function or materials of
construction.
PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION
3.1 PRECEDENCE
A. In resolving inconsistencies precedence shall be given in the following order;
Agreement, Supplementary Conditions, General Conditions, Specifications —
Division 01, Specifications — Divisions 02 — 46, and the construction drawings.
END OF SECTION 01 10 00
NORTHEAST BRUNSWICK REGIONAL WRF 2.5 MGD FACILITY EXPANSION 01 10 00 - 11
00069-0047 JUNE 2019

Peaking Factor Calculations

2018 Flow Data
Week
Weekly Average Flow (MGDJ
Weekly Peok Flow MGD) Peaking Factor
1-Jan
1.90
3.04
1.60
7-Jan
2.06
3.70
1.80
14-Jan
2.03
3.23
1.60
28-Jan
1.93
3.05
1.58
4-Feb
2.21
3.80
1.72
11-Feb
2.13
3.45
1.62
18-Feb
2.08
3.13
1.50
25-Feb
2.06
3.03
1.47
1-Mar
1.91
3.30
1.73
7-Mar
1.89
3.08
1.62
11-Mar
1.94
3.05
1.57
18-Mar
1.80
2.97
1,65
25-Mar
1.90
3.18
1.67
1-Apr
1.84
2.96
1.61
8-Apr
1.74
2.93
1.68
15-Apr
1.88
3.09
1.65
22-Apr
1.84
3.08
1.67
29-Apr
1.98
3.63
1.83
6-May
1.87
3.12
1.67
13-May
1.74
2.95
1.70
20-May
1.70
2.82
1.65
27-May
2.28
4.46
1.06
3-Jun
2.11
3.21
1.52
10-Jun
2.13
4.02
1.89
17-Jun
2.11
3.58
1.70
24-Jun
7.34
4.54
1.94
1-Jul
2.11
3.21
1.52
8-Jul
1.88
3.41
1.81
15-J u I
2.01
3.39
1.69
22-Jul
2.35
3.33
1.42
29-Jul
2.97
4.38
1.47
5-Aug
2.54
3.92
1.55
12-Aug
2.17
3.26
1.50
19-Aug
1.98
2.99
1.51
26-Aug
1.85
2.95
1.59
2-Sep
1.75
3.07
1.75
9-Sep
i. nl
4.2a
2.47
16-Sep
3.14
4.71
1.50
23-Sep
2.42
3.62
1.50
30-Sep
2.18
3.23
1.48
7-Oct
2.05
3.37
1.64
14-Oct
1.94
3.27
1.68
21-Oct
1.92
3.30
1.72
28-Oct
1.93
3.21
1.66
4-Nov,
1.90
3.08
1.62
11-Nov
2.12
3.84
1.81
18-Nov
2.24
3.71
1.65
25-Nov
2.19
3.29
1.50
2-Dec
2.09
3.11
1.49
9-Dec
2.45
4.53
1.85
16-Dec
2.55
4.00
1.57
23-Dee
2.35
3.60
1.53
30-Dec
2.35
3.51
1.49
Avg
2.09
3.43
1.65
Max
3.14
4.71
2.47
Min
1.70
2.82
1.42
Estimated Design PF 2.26
Selected Design PF 2. SO Upstream of EQ Storage
Selected Design PF 2.aD Downstream of EQ Storage

Influent Pollutant Loading
Calculations

Design Influent
Concentration
ADF
Conversion
Design Influent
Parameter
(mg/L)
(MGD)
Factor
Load (lb/day)
Ammonia Nitrogen
(NH3 - N)
30
2.5
8.34
626
Biochemical Oxygen
Demand (BODS)
325
2.5
8.34
6,776
TKN
45
2.5
8.34
938
Total Phosphorus
7
2.5
8.34
146
Total Suspended Solids
(TSS)
350
2.5
8.34
7,298
.•`�11N CAROB''•,
5E
• 046998 -
A. ,
�r„l,,,,,,,,

Design Effluent Calculations

KRUGER
BIO-DENIPHO Process Calculation
(NE Brunswick, NC)
The following calculations are considered confidential and are
intended for review only. This document is not to be turned over
to any third party without prior approval by I. Kruger, Inc.
The purpose of the following calculations are to demonstrate that the proposed design for the 2.5
MGD treatment system is capable of meeting the effluent requirements given the influent
characteristic shown below.
Wastewater Character
Average daily flow, MGD
Peak flow, MGD
BOD5, mg/L
CBOD5, mg/L (winter/summer)
TSS, mg/L
TKN, mg/L
NH3-N, mg/L (winter/summer)
TP, mg/L
Wastewater temperature (min./max.), °C
Elevation, ft (AMSL)
Influent
2.50
6.25
325
350
45
7
14/22
100^
Effluent
30
10/5
10
2.0/1.0
The BIO-DENIPHO Process performs biological nitrogen removal without internal recycle of
nitrates to separate anoxic tanks. The sizing of the oxidation ditches is based on providing an
adequate oxic sludge age (Solids Retention Time, SRT) to ensure complete nitrification at the
minimum temperature. Additional volume is then incorporated into the ditch to account for
denitrification at the minimum temperature. Depending upon the Engineer's preference, State
Regulations, or final effluent quality, the final treatment volume may be increased to provide excess
capacity.
SRT
Nitrification is typically the limiting step in the nitrogen removal process due to the slow growth
rate of nitrifiers. Therefore, a sufficient SRT must be established in order to retain an adequate
population of these organisms. The theoretical minimum SRT required for nitrification to be
maintained is equal to the inverse of the net effective growth rate (Un).
SRT = 1/an
Where Un = u — b
06/21 /2019
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KRUGER
u�, = net specific growth rate of nitrifiers, d-'
b = endogenous decay coefficient for nitrifiers, d-'
These nitrifier parameters can be found in a variety of published literature (WEF MOP No. 8, Vol.
II, 1991; EPA Nitrogen Control Manual, EPA/625/R-93/010, 1993). For nitrifiers, the decay term
is regarded as negligible.
The 1993 EPA Nitrogen Control Manual offers the following equation (Eq. 3-14) as an acceptable
equation for design.
un= 0.47e009s(T-15)
Where T is the MLSS temperature in °C
Therefore at 14 °C, u,, = 0.43 day' or SRT = 2.3 days
Applying a safety factor of —3.5 to the SRT, gives 8.0 days.
Nitrification Volume
The volume required for nitrification can then be calculated based on the following equation.
Where:
VN _ (Y)(SRT)(BODin — BODe f,)Qin
(MLSS)
VN =
Volume required for nitrification.
Y =
0.90
SRT =
8 days
BOD;,,f =
325 mg/I
BODefr =
5 mg/1
Q;,,r =
2.5 MGD
MLSS =
3,500 mg/1
Using these data, the minimum estimated volume for nitrification
VN = 1.65MG.
Denitrification Volume
The quantity of nitrate-N to be denitrified will depend on the quantity of nitrogen removed from
the system in the WAS due to biological synthesis and the amount lost in the effluent. In order to
determine the volume required for denitrification, a nitrogen balance is performed on the system.
06/21 /20 l 9 2
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KRUGER
The nitrogen balance will include the following assumptions; influent organic nitrogen will be
hydrolyzed to ammonia nitrogen, 6.0 % of the solids in the Waste Activated Sludge (WAS) will
consist of nitrogen removed as ammonia for cell maintenance and synthesis of additional organisms
(cell growth), and a target oxidation ditch effluent TN of 6 mg/L. The target of 6 mg/L TN is what
is estimated to be realistic to remove by the BOD in the incoming influent. The NE Brunswick
WWTP has incorporated automatic dissolved oxygen control to maintain a residual D.O. level
about 2.0 mg/1 during the oxic phase, which will allow simultaneous denitrification occurring
within the oxidation ditches. Based on our experience on the BIO-DENIPHO process with D.O.
control, we have assumed 7% nitrate removal due to simultaneous denitrification.
Thus, the amount of NO3-N that must be denitrified in anoxic phase is:
Ndenit = Nit, — N W As- Neff,ditch —Nsdn
The total quantity of nitrogen (TKN) entering the system is:
Nit, = (45 mg/1)(2.5 MGD)(8.34) = 938 lbs/d
The target effluent nitrogen (TN) leaving the oxidation ditches is:
Neff = (6 mg/1)(2.5 MGD)(8.34) = 125 lbs/d
The WAS has been estimated using a Yield Coefficient of 0.9 or approximately 6,100 lbs /d, so:
Nwns = (6%)(6,100 lbs/day) = 366 lbs/d
Nitrate (total) to be denitrified:
Ndenit, total = Nit, — NwAs- Neff = 447 lbs/d
Nitrogen removal due to simultaneous denitrification:
N4, =7 % Ndenit = 31 lbs/d
The amount of NO3-N that must be denitrified in anoxic phase is:
NAN= 938 lbs/d — 366 lbs/d — 125 lbs/d — 31 lbs/d = 416
Through years of experience designing and operating oxidation ditch plants, Kruger has amassed
an abundance of data pertaining to wastewater treatment, along with the Technical University of
Denmark. This data is referenced in Figure 15.10 the 1992 WEF MOP-8. Based on this data for a
minimum temperature of 14°C, the denitrification rate is 2.29 lbs NO3/1000 lbs MLVSS•hr, which
is typical for where the carbon source is raw wastewater. Based on a total quantity of 416 Ibs/d of
nitrate to be reduced, a 75% volatile solids content, and a denitrification rate of 2.29 lbs NO3/1000
06/21 /2019
3 VEOL{A
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—unons n rernnomgies

KRUGER
lbs MLVSS•hr, the amount of MLSS required for denitrification is 11,600 lbs MLSS with an
applied safety factor of 1.1.
NO3 MLVSS 2.29lbsNO3 24hr
MLSS dN = 1.1(416 lbs d )/((0.75 MLSS )(10001bMLVSS' hr)( d )
lbs MLSS = 11,100
Assuming an MLSS concentration of 3,500 mg/l, the additional volume required is
VdN = (11,100 Ibs MLSS)/(3500m9 * 8.34m IbG)
9
VdN = 0.38 MG
Anaerobic Selector and Biological Phosphorous Removal
The proliferation of Phosphorus Accumulating Organisms (PAOs) is enhanced by establishing
anaerobic conditions in the selector followed by aerobic conditions in the aeration tanks. Overall
performance is also governed by the amount of readily biodegradable COD (rbCOD) in the influent,
in particular the amount of Volatile Fatty Acids (VFAs).
The Block and Hong selector design creates the necessary to aid in fermentation of rbCOD to VFA.
The Block and Hong selector is designed in three stages. The I" stage receives Return Sludge only
allowing for removal of residual nitrate by endogenous den itrification. The 2" d stage blends the
influent with the RAS from the 1st stage to create anaerobic conditions allowing the PAOs to begin
absorption of VFA and release of stored polyphosphate. The 3`d stage provides additional time for
fermentation of rbCOD to VFA for utilization by the PAOs.
The selector is sized for the future Phase II influent flow of 3.75 MGD when a 3`d equal size ditch
is added. The overall volume of the selector, Van , provides a nominal HRT of 2 hrs at 2.5 MGD
and 1.3 hrs at 3.75 MGD.
van = 0.21 MG
For design purposes, it is assumed that the P content in the WAS will be 2% by weight.
Accordingly, the TP in the effluent would be:
TPeff = TPinf - TPwAs
TPeff = 7 mg/L — [(0.02 IbsP/1bWAS )(6,100 lbsWAS/day)] / [(8.34)(2.5 MGD)]
TPeff � 1.1 mg/L (without Chemical Addition)
06/21 /2019
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sowtions & iecnnoiogies

KRUGER
Total Volume and SRT
The total system volume is
VT= Van + VN + VdN
VT= 0.21 MG+0.38 MG+ 1.65 MG
VT= 2.19 MG
The total SRT within the BIO-DENIPHO system would be calculated as the total MLSS mass
divided by the sum of the WAS and the secondary effluent TSS ((209 lb/day based on 10 mg/L)
Total MLSS Mass = 2.19 MG x 3500 mg/L MLSS x 8.34 = 63,900 lbs
SRT = 63,900 lbs MLSS / (6,100 lbs WAS /day + 209 lbs eff TSS /day)
Total SRT= 10.1 days
BIO-DENIPHO Oxygen Re airement Determination
The following values will be applied in the determination of the oxygen demand:
1.1 lbs oxygen per lb of BOD removed (L I lbs 02/lb BOD influent)
• 4.6 lbs of oxygen per lb of ammonia subject to nitrification (4.6 lbs 02/lb NH3-N)
M 2.85 lbs of oxygen recovered per lb of nitrate to be reduced within the BIO-DENIPHO
reactors
Documentation supporting these values can be found in Chapter 10 of Wastewater Engineering,
Treatment, Disposal, and Reuse by Metcalf and Eddy, Inc., 1991, and the 1993 EPA Nitrogen
Control Manual, Chapters 3 and 4, respectively.
AOR Calculation
:•�
(325 mg/1)(8.34 lb/g)(2.5 MGD)(1.I lb 02/lb BOD) = 7,454 lbs 02/d
TKN:
(Ni, -NWAs)(4.6 lb 02/1bNH3-N) = 2,633 lbs 02/d
NO3-N: (To calculate the denitriflcation credit)
(Ni. -NWAs - Naf)(2.85 lb 02/lb NO3-N) = 447.25 lb/d x 2.85 lb 02/lb NO3-N =1,275 lbs 02/d
06/21/2019 5 GVEOLIA
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KRUGER
AOR:
AOR = (BODox)+(TKN.,,)-(NO3-Nox)
AOR = 7,454 lbs 02/d + 2,632 lb 02/d — 1,275 lb 02/d = 8,812 lbs 02/d = 367 lbs 02/h
SOR Calculation
Where:
AOR (hour) A0T * [(—)/241
DS
SOR/AORA = CSW20• oc
[a" (#* Csaarfr- nc—DO)- (0..[T-2v])[
Csld20
9.08
Saturation at Standard Conditions
(a)
0.8
Alpha
(0)
1.024
Theta=Oxygen transfer coefficient
T
20°C
Wastewater temperature
D,
1.19
Depth Correction Factor
Csurer
9.06
Local Saturation Value for DO
(R)
0.95
Beta
The wastewater load is typically received according to a diurnal flow pattern resulting in organic
and nitrogen loads that exceed the average load during limited periods of the day. Kruger
recommends a peaking factor be in place in determining the design SOR that accounts for the
diurnal characteristics of the influent wastewater. The peaking factor applied for NE Brunswick
would be 1.5 at a DO of 1.0 mg/L.
Units
Average
Peak
Peaking factor
1.0
1.5
Total AOR
Lbs 02/day
8,832
13,248
Total AOR
Lbs 02/hr
368
552
DO
mg/L
2.0
1.0
SOR/AOR
1.64
1.46
OT
%
81
81
SOR
Lbs 02/hr
745
996
SOR per ditch
Lbs 02/hr
373
498
The airflow to be provided within the BIO-DENIPHO system will depend on the oxygen transfer
efficiency of the selected jet aeration system (SOTE) and the depth of submergence of the jet
aerators (D,,,b). The SOTE of the system is estimated, based on information provided by the jet
06/21/2019 6 VEOLIA
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KRUGER
aeration manufacturer, at 1.80%/ft. for average air flow and 1.50% for peak airflow. The depth for
the jet aerators are 16'
Where:
Total SCFM Required = — SOR SOTS
[(p* MaSS02* DiffD* ioo *60)*2]
p 0.075 Density at Standard Air Temperature
Mass02 0.232 Mass Fraction of 02 in air at Standard Conditions
Units
Average
Peak
Peaking factor
1.0
1.5
SOR per ditch
lbs 02/hr
373
498
Diffuser depth
Feet
16
16
SOTE
%
1.80
1.50
Total Airflow
SCFM
2,480
3,975
Airflow per Ditch
SCFM
1,240
1,990
Blower Discharee Pressure
For ditch projects of this size, it is standard to provide two duty blowers and one standby blower.
At peak flow conditions two blowers need to provide about 2,000 SCFM each at a discharge
pressure of 8.0 psi. The selected blower will provide 2,100 SCFM at differential pressure of 8.1
PSIG. The blower data sheet is attached.
BIO-DENIPHa Mixing Pumping Requirement
There will be two motive pumps per basin. Each pump will have a capacity of 3,995 gpm at a
total pump head of 19 feet. The motive pump data sheet is attached
06/21 /2019
7 VEOLIA
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Solutions & Technologies

KRUGER
Attachment
Motive Pump Data Sheet
4
►y l E N TA i R
Customer Clearstream Pump Performance Datasheet
Project name NC Jet
Aeration
Encompass 2 a - to 2 7 0
Item number
1
Size 1Y 57X1
Service
Stages t
Quantity
.4
Based an carve number 12-570-1200-02AfN Rev 102716
Quote number
ChwS roam NC
Date hest saved 10,Jul 2018 4:52 PM
Operating C ond'itions
liquid
Flow. rated
: 3,995.0 USgpm
Liquo type
Water
D,f!erenrial head : pressure ratea (requested)
21.OD ft
Add•hdn3l Squld desorption
-
D,ferenbal head : pressure- rateo ?actual l
2128 ft
$Wds diameter. max
0.00 in
3uetwn pressure. rated : max
O.DD f 0 00 psi-g
Safds concerti croon, by volume
LOD %
NPSH av3ilake, rated
Ample
Temperature- max
: 68-00 deg F
Fraclumey
60 Hz
Fluid density. rated) may
1.ODD f 1.ODO SG
Perfwmance
Visoosty, rated
1.00 cP
Speed. rated
890 rpm
Vaoor pressure, rated
0 34 psi -a
Impe4r diameter, rated
13-08 in
Material
Impeg-r d ameter, maximum
13.87 in
Material selected
Cast Iron
Impe4r diameter, m;nimvn
12-00 in
Pressure 03ta
1=ffidency
80-32 %
M t mum mark ng pressure
16-94 psi g
NPSH required , marpirt requ red
18,15)D DO ft
Mar mum allowable worl;tng pressure
50-OD psi.g
nq (imp. eye ffcw i r S limp. eye flow)
80 1135 Metric units
Mae mum allawahle suenon pressure
WA
Mr forum Cononuous Stable Flow
563.3 USgpm
Hy✓ostatrc test pressure
75.00 psi g
Head, maximum, rated d,,arrver
39.14 ft
Driver R Power Data (GMax density)
Head nse to shulo f
86.39 %
D n ter sizingspealicaton
Maximum power
Ftow. best eff poet
: 3,606.0 USgpm
Margin over speet5cat+on
0.00 Si
Row ratio. rated (BE P
r rarai (d beddie : max:
Head
: 11D.79 %
94-30 °�
Service to for
Power. hydr3ulic
1.OD
: 21 18 hp
ra
Head ratio {rs3ed d e + max da)
72-58 %
CgCh CWCn [ANStni] 6 6.7.20101
1-00 ! 1 OD 1 100 1.00
Pourer, rated
power, maximum, rated diameter
: 26.3? hp
26-52 hp
Selection status
Acceptable
Minimum retdmmenden rndrar ratrg
: 30-DO hp., 22-37 kW
32
L 24
W
- MN*rttan CaraUnuous Stable Fltrw
54 � Mtu eeowetli, Bow
Ptefarced apee:r;rty =up.m
1387k
4a
42 ilfflin 60 71)
31 75 79
30 82 �
_ 24
t= ^' 79
la
12
8
0
30
NPSli
U) 15
0-
z a
0 Sao 1,000 1,500 2,OOO 2,500 3.000 3,500 4.000 4,500 5.000 5,500 6,000
Flow • USgpm
06/21 /2019
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Solutions & Technologies

KRUGER
Attachment
Blower Data Sheet
Md
, .
Customer: NE Brunswick, NC
Design data:
Operating mode: Gauge pressure
Inlet pressure: 14.6 psia
Inlet temperature: 100 OF
Air Humidity: 50%
ROTARY SCREW BLOWER
Date: 03-19-2019
PACKAGE RECOMMENDATIONS Page: 'I
Prepared by: K. Ballew
Flow medium: Air
Pressure differential: 8.1 psig
Discharge pressure: 22.7 psia
Technical data:
Package type:
Screw SFC
Maximum pressure differential:
92 psig
Package:
FIBS 660 L
Blower speed (60hz):
6200 rpm
Blower:
Sigma 13168
% of blower's maximum speed:
989'0
Drive motor:
100.0 hp
Inlet flexible connector:
None- Ambient intake
Drive motor power:
460V 13 ( 60Hz
Discharge flexible connector:
Flanged- 8" ANSI
Performance data:
Min Frequency
Design Point
Max Frequency
Frequency
'18.0 Hz
60 Hz
60.0 Hz
Speed
1860 rpm
6200 rpm
6200 rpm
Inlet Flow Q'I ":
577 cfm
2334 cfm
2334 cfm
Air flow Q I (standard)
527 scfm
2,134 scfm
2134 scfm
standard conditions:14.7 psia, 68T, 36% RH
Discharge temperature:
208 'F
196 OF
196'F
Blower shaft power:
24.7 hp
89.4 hp
89.4 hp
Package input power:
21 A kW
75.6 kW
75.6 kW
Specific performance:
3.71 kW/'100-cfm
324 kW 100-cfm
3.24 kW/ 100-cfm
Sound pressure level'":
74 dB(A)
Sound power level':
92 dB(A)
Estimated weight:
5470 Ib
Dimensions (W x L x H)
76.0 x 88.0
x 75.0 inches
06/21/2019 9 Q VEOLIA
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Solutions & Technologies

Secondary Clarifier Calculations
Clarifier Diameter = 65 ft
Surface Area = 3,318 ft2
Weir Length = 204 ft
Q = 1.25 MGD average flow through each clarifier
Average Clarifier SLR = 377 gpd/ftz (400 — 700 gpd/ft2 recommended average loading rate per Metcalf and Eddy)
Weir Loading Rate = 6,127 gpd/ft (<20,000 gpd/ft per Metcalf and Eddy)
Q = 3.75 MGD * 2.0 = 7.50 MGD Peak Flow through Oxidation Ditch System
Assume 2 of 3 future clarifiers online (Future peak flow condition)
Q peak to each clarifier = 3.75 MGD
Maximum Clarifier SLR = 1,130 gpd/ftz (1,000 —1,600 gpd/ft2 recommended approximate peak loading rate per
Metcalf and Eddy)
Maximum Weir Loading Rate = 18,382 gpd/ft (<20,000 gpd/ft per Metcalf and Eddy)
Tertiary Solids Removal
The tertiary filter system is design for a peak loading rate of 5.83 gpm/ftz and equipped with filter media with an
effective filter rating of 10 µm. The filtration system has been designed to effectively remove effluent solids to
measurable limits significantly lower than the design effluent loading condition of TSS < 10 mg/L.
UV Disinfection System Performance
The provided UV system has been design by Trojan Technologies Inc to achieve effluent standards of 25/100 mL
fecal coliform based on a 30 day average with loading conditions consisting of:
Peak Design Flow = 6.25 MGD with 1 Channel out of service (Design Flow is rated at 5 MGD for this Phase)
UVT = 65% (minimum)
TSS = 10 mg/L (maximum, grab sample)
End of Lamp Life = 0.98
Fouling Factor = 0.95

Hydraulic Loading Calculations

Tank
New EQ Tank
Anaerobic Selector
Aerobic Phase Oxidation
Ditches (Series
Operation)
Anoxic Phase Oxidation
Dithces (Series
Operation)
Oxidation Ditch System
Total (Series Operation
Hydraulic Loading Calculations
Volume (Rai) Flow (MGD) HRT hr Typical HRT (hr)
763,000 3.75 4.9 Variable
210,000 3.75 1.3 0.5 - 1.5
1,725,500 3.75 11.0 Variable
304,500 3.75 1.9 Variable
2,240,000 3.75 14.3 6 - 30
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Equipment Sizing Calculations
�•.•''�C VA CARS
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SEAL
04699,8
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Drum Screens are sized to handle flows coming into the plant to feed to the existing plant and the new
plant including future expansion. This consists of the existing three (3) oxidation ditches rated for 0.825
MGD ADF and three (3) new oxidation ditches (two in this expansion and one in the future) rated for
1.25 MGD ADF. A peaking factor of 2.5 was used in designing screening equipment as calculated for
equipment upstream of the EQ tank farm.
ADF = 3*(0.825 MGD) + 3*(1.25 MGD) = 6.225 MGD
Peak Flow = 2.5 * 6.225 MGD = 15.57 MGD
Influent TSS = 200 — 400 mg/L (350 mg/L continuous)
Minimum Screenings Capture Ratio (SCR) 66%
The screening system consists a total of three screens (2 duty + 1 redundant).

The shaftless screw conveyor will collect solids from the influent drum screens to be transported and
deposited in a collection dumpster for disposal. Sizing of the conveyor was coordinated with the
requirements of the screen manufacturer to meet anticipated loading rates based on screening removal
rates. The conveyor shall have an inlet solids capacity of 250 ft3/hr. Solids are collected from dedicated
inlets at each screen and discharged from a common discharge outlet.

The Headcell unit will remove grit and particulate material from the influent wastewater prior to
discharging from the headworks structure. Equipment has been sized and selected by the manufacturer
to meet the anticipated range of flow conditions through the headworks structure. Peak flow will be
rated for 15.57 MGD as calculated previously for anticipated peak flow through the headworks
structure.
ADF = 3*0.825 MGD + 3*1.25 MGD = 6.225 MGD
PDF = 2.5 * 6.225 MGD = 15.57 MGD
Grit removal has been sized based on the following gradation:
% Passing Cumulative
75 1 106 150 1 212 1 300 1 425 1 600 1 1000
Southeast
Regional 1.9 7.1 21.2 42.6 62.7 71.9 81.2 93.2 Physical Average
Southeast 1.7 7.9 31.9 56.6 83.4 90.3 94.1 97.9 SES Average
Regional
Equipment has been sized based on the following requirements:
Number of Units
Size
1
9' diameter
Number of Trays per Unit
12
763 ft2
14.2 m/ft2
95% removal of all grit (specific gravity 2.65)
>_75 microns at minimum flow
95% removal of all grit (specific gravity 2.65)
>_75 microns at average flow
Surface Area/Unit
Peak Loading Rate
Performance
Performance
Performance
95% removal of all grit (specific gravity 2.65)
>_125 microns at peak flow
Minimum Flow
Average Flow
Peak Flow
1.5 MGD
6.225 MGD
15.57 MGD
Headcell shall be provided with a bypass line around equipment in the event maintenance requiring
taking the equipment out of service is necessary. It is anticipated that redundancy for grit removal
equipment during the short term period needed for maintenance is not recommended as grit removal is
not a process critical system affecting effluent quality.

The washing/dewatering unit will receive grit slurry flow from the underflow of the Headcell unit via a
grit pump. The grit pump is designed to deliver grit slurry flows at a rate of 300 gpm. The grit
washing/dewatering unit is designed by the equipment manufacturer to meet the following design
requirements:
Number of Units
1
Design Flow/Unit
300 gpm
Headloss
3"
Performance
95% removal of all particles greater than 106
microns with a specific gravity >_2.65. Grit in
the dumpster shall contain less than 5%
volatile solids and greater than 85% total
solids
:50.5%
Influent Solids Concentrations
Influent Connection
_
6" flan ed pipe
Effluent Connection
8" flanged pipe
Or anics Discharge Connection
4" NPT pipe
NPW Connection
1" NPT 2 No.
Material of Construction
304SS
Operation
Continuous
Up to 1.5 c /hr
12"
84"
38.5 ft2
Solids Capacity
Au er Diameter
Clarifier Diameter
Min. Free Water Surface Area
Grit washing/dewatering is not a process critical function which will impact effluent quality and
performance. Therefore, a redundant unit has not been provided. In the event the grit
wash ing/dewatering unit requires maintenance which will take the unit offline, maintenance will be
coordinated to minimize downtime to return to service without significant interruption or flows to the
Headcell unit will be bypassed via the available unit bypass line to the EQ Pump Station.

The jet aeration system has been selected and sized to meet minimum mixing requirements and
maintaining aerobic conditions within the EQ tank by the jet aeration system manufacturer based on the
new EQ tank dimensions. It was estimated that the Jet Aeration system would consist of two (2) jet
motive pumps and two (2) positive displacement aeration blowers.
Each pump is rated at for the following:
A. Jet Motive Liquid Pump Characteristics:
1. Quantity: Two (2) pumps
2. Flow: 3,200 GPM each
3. TDH: 22 ft.
4. Motor HP: 22 BHP Maximum
Each blower is rated for the following:
B. CONDITIONS OF SERVICE
1.
APPLICATION: Influent equalization
2.
NUMBER OF BLOWERS: two (2) blowers
3.
SITE ELEVATION, FASL: 50
4.
MAXIMUM INLET TEMPERATURE, IF: 100
5.
MAXIMUM RELATIVE HUMIDITY, %: 68
6.
SCFM ± 4 %: 660
7.
DIFFERENTIAL PRESSURE, PSIG: 9.5
8.
MOTOR SIZE:50 HP
9.
SOUND LIMIT REQ. @ 1 METER IN FREE FIELD: 75 dBA

The new Headworks and EQ Pump Station will be provided with an odor control system. The selected
system utilizes a converting/polishing media. The media consists of a layer of diatomaceous earth
treated with an amine solution followed by a layer of activated carbon for polishing. The system
effectively removes HzS from the air flow into the unit. The system has been sized for a required
ventilation rate in each structure. The odor control system has been sized with adequate ventilation
and volume for additional media to treat the future headworks and EQ PS for planned future plant
expansions. Calculations for the ventilation rates for each structure are included on the following pages
The odor control unit is sized to provide sufficient residence time for effective removal of HzS and other
odorous compounds common of raw sewage and headworks structures.

Headworks Structure
Influent Box
Headspace Depth
5 ft
Channel Length
5.25 ft
Channel Width
26 ft
Volume
682.5 ft3
5creenine Channels
# of channels
3
Headspace Depth
5 ft
Channel Length
32 ft
Channel Width
4 ft
Volume Each
640 ft3
Volume Total
1920 ft3
Effuent Box
Headspace Depth
8.33 ft
Channel Length
26 ft
Channel Width
5.25 ft
Volume
1137.045 ft3
Headcell Chamber
Headspace Depth
6 ft
Chamber Length
17 ft
Chamber Width
14 ft
Volume
1428 ft3
Total Volume
5167.545 ft3
Air Turnover Rate
6 air changes/hr
Ventilation Rate
31005 ft3/hr 517 cfm
Ventilation Rate
517 cfm each headworks structure
# headworks structures
2
Headworks Ventilation Rate
1034 cfm
Peak Flow Rate
Ventilation Rate
# EQ PS
1 Headworks + 1 E
2 Headworks + 2 EQ
EQ Pump Station
15.56 MGD 10805.56 gpm
1444 cfm
2
1961 cfm
3922 cfm
1444.4 cfm

The submersible mixers within the anaerobic selectors are to be provided as part of the approved sole
source package of the oxidation ditch system by Kruger. Selection and sizing of the submersible mixers
were provided by Kruger as part of their equipment package. A total of 3 mixers will be provided with
one (1) in each of the anaerobic selector tanks. The mixers were sized to provide 2.7 HP of energy to
each tank. As a check on the manufacturer's sizing, general mixing requirements for unaerated tanks is
included in WEF MOP 8 to be 30 — 40 HP/MG of tank volume.
Tank Volume = 0.07 MG
2.7 HP/0.07 MG = 38.6 HP/MG
The mixing power provided is within the typical recommended range for mixing.

The Oxidation Ditch system is supplied by Kruger with process design provided by Kruger. The ditch to
be provided is the Biodenipho system which included providing an initial anaerobic selector for
biological phosphorus removal and oxidation ditches operating in series with influent and effluent
automated weir gates to control flow through the ditches. The ditches include automated controls
systems to fluctuate between aerobic and anoxic conditions for efficient removal of nitrogen.
Calculations for sizing of the oxidation ditch system have been prepared and provided by Kruger. These
calculations are included in this Calculations tab under the "Design Effluent Calculations" section.

The secondary clarifiers are being provided as part of a pre -approved equipment package to be provided
by Kruger. Calculations estimating hydraulic loading rate to the clarifiers was provided in this
Calculations tab under the "Design Effluent Calculations" section. It was noted in that section that
hydraulic surface loading and weir loading rates were within the recommended limits presented in
Metcalf and Eddy. Additional calculations for sizing the weirs, baffles, launder and suction headers are
provided on the following pages.

PROJECT NAME: 0 PROJECT 4: 18-149
�Nye
❑ LOCATION: 0 DATE: 6/10/2019
tiYIENTAL CLIENT: Veolia SHEET: 2OF3
9547 south 500 west, Sandy, UT CALC BY: LDB CHECKED BY: 0
PH 18011676-1090 FAX [phone]
WEIR AND BAFFLE SIZING
Tank Diameter (ft)
65
Inboard/Outboard Launder
Inboafd
Launder Width (ft)
1.6875
Weir Diameter (ft)
61.fi25
Notch Spacing (in)
6
# of notches
387
Average Max Peak
Flow Rate (MGD)
LIS 2.5 3.125
Flow Rate (ftA3/s)
1.93375 3.8675 4.834375
Water Depth (in)
1.01 1.33 1.46
Reccomended Notch Size
2.02
Use:
e.5' Approx twice water depth
1.01
CENTER OF V-NOTCH TO
BOTTOM OF V-NOTCH
TOP OF V-NOTCH
evel
QF-002-03

P
ENVIRONMENTAL
9547 South 500 West, Sandy, UT
PH [phone] FAX i8011 676-1893
LAUNDER SIZING
Tank Diameter 65.00 ft
AVERAGE FLOW
Q (flow rate) = 1,250 MGD
Q (flow rate) = 868 gpm
b (width) = 1.50 ft
do (ft) = 0.23 depth
d1 (ft) = 0.41 actual depth
Total depth 0.66 "+ 3" freeboard
USE LAUNDER DEPTH 18.00 in
MAX FLOW
Q (flow rate) _
(Q^2/4*b^2*g)"1/3 Q (flow rate) _
18 b (width) =
do (ft) =
4.92 " d1 (ft) =
7.92 "

PROJECT NAME:
NE Brunswick, NC
PROJECT #: 18-149
LOCATION:
0
DATE: 6/10/2019
CLIENT:
Veolia
SHEET: 3 OF 3
CALC BY:
LDB
CHECKED 0
BY:
3.13 M G D
2,170 gpm
1.50 ft
0.43 depth
0.76 actual depth (in) 9.07
Open channel head Ic
"Design of Municipal
hl=(V*n/(1.49*RA(2/3
MAX FLOW Q (ft^3/s)
Total Depth
2.42

)SS,
Wastewater Treatment Plants", Pg. 5-14, eqn. 5.6
9)))^2 X L for english units
Length' Manning
102.10 0.013
1.04 ft
Width' Depth '
1.50
12.48 inches
Velocity
0.43 3.730952886
Head loss
0.27 0.61

LecrRr � i'' rim
PH [phone] FAX [phone]
Suction Header Flow
1. Fili in Orange
2. See important values in red
3. See final results in arev
1. Flow Rate
min ras Rate per header (MGD; ft"3/s; gpm)
0.75
Ave Ras Rate per header (MGD; ft"3/s; gpm)
0.75
Max Ras Rate per header (MGD; ft"3/s; gpm)
2.00
Peak Ras Rate per header (MGD; ft"3/s; gpm)
1.50
3. Manifold size
2.154
araa 011171 93 7r1Rd37F
column area (ft"2
3.142
Combined area ft"2)
26.350
Manifold radius(ft)
2.896
Estimated Minimum Manifold Diameter, flow (ft)
5.792
Manifold Height ft
2.654
sludge pit outer radius (ft)
3.000
Min Manifold radius physical (ft)
3.500
Min manifold diameter, physical (ft)
7.000
Actual manifold diameter (ft)
6.000
4. Header Length
Tank Diameter (ft)
65
floor radius (ft)
32.5
manifold radius (ft), with connection
3.375
wall distance (ft)
0.5
header length (ft)
28.625
5. Floor Area
Floor Area (ft"2) 3318.307
6. Estimate # of holes
max hole spacing (in;ft)
30
Min Number of holes
11 A5
ave We area ft"2
0.D491
ave hole flowspeed (fVs)
2
ave hole flow rate (ft1131s;gpm)
0.098
# holes required
11.820
Actual # hotesi
14
# 5 Header end size
Estimated Min Flow at end (ft"3/s)
Area (ft"2)
End hole face height (ft;in)
Width (ft;in)
0.09817477
0.375
0.524
PROJECT
NE Brunswi PROJECT#I: 18-149
NAME:
LOCATION: 0 DATE: 6/10/2019
CLIENT: Veolia I SHEET: 4 OF 4
CALC BY: LDB I CHECKED 0
BV.
MGD
GPM
1.160
520.8333
1 160
520.83
3.094
1388.89
2 321
1041.67
25.853
2.5
44.061

The tertiary disk filters are provided as pre -approved equipment to be consistent with the existing
equipment at the NE Brunswick Regional WWTP. The equipment is provided by Kruger as part of a sole
source package. The equipment has been designed by the manufacturer to meet the required effluent
limits of the treatment facility (TSS < 10 mg/L). The disc filters have been sized for the current phase
peak flow with one unit out of service. A third unit will be added in the future to meet build out flow
conditions. Each filter has been designed to meet the following conditions:
Performance Criteria, System*
Value
6.25 (4,340)
Peak Flowrate, MGD (gpm)
Design Flowrate, MGD (gpm)
2.5 (1,736)
Filter Design Data
Filter Pore Size, pm
10
Filter Cloth Material
Polyester
Number of Units
2 (1 duty + 1 standby)
Number of Filter Discs per unit
19
Filter Disc Diameter, m
2.2
Effective Filter Surface Area per unit, ft2
744
Filter Drive Unit
Drive Motor (1 per unit)
1.5 HP, 460v, 3 phase
Drive Motor Service Factor
1.3
Drive Assembly
Drive Chain and Sprocket
Backwash Cleaning System
Number of Backwash Nozzles (per Disc)
10
Backwash Pump (1 per unit)
15 HP, 460v, 3 phase
Backwash Pressure, psi
110
Design Backwash Flowrate, gpm
130
The system has been designed to treat domestic wastewater after secondary clarification without
exceeding a hydraulic loading rate of 5.83 gpm/sf at peak flow.

The UV disinfection system is being sole sourced from Trojan Technologies, Inc to match existing UV
disinfection equipment at the NE Brunswick Regional WWTP. The system being provided is an open
channel UV 3000+ UV disinfection system. The System will be provided with four (4) banks of UV lamps
with two (2) banks installed in two (2) parallel channels. One channel shall serve as a redundant
channel. The UV disinfection equipment has been sized by Trojan Technologies to meet effluent limits
of 25 MPN/100 mL of Fecal Coliform at influent loading conditions of:
a. Peak Flow: 6.25 MGD
b. Total Suspended Solids: 10 mg/I (Maximum,
Grab sample)
C. Effluent Temperature Range: 33 to 85 OF (1 to 30 °C)
d. Ultraviolet Transmittance @ 253.7 nm. 65 %, minimum
e. Maximum Mean Particle Size: 30 microns
f. Effluent standards to be achieved: 25 /100 ml fecal
coliform based on a 30 day Average of daily samples for the effluent
standard as specified in a) through e). Effluent standards will be
guaranteed regardless of influent count to UV system.

The Cascade Step Post- Aeration system has been designed based on the procedure outline within
Metcalf and Eddy to determine the necessary drop across the structure. It was determined that the
Cascade Aerator needs to provide a minimum of 9.7 ft of drop. The structure has been designed with 10
ft of drop across the structure. A copy of the supporting calculations can be found on the following
pages.

<��McKIM&CREED
❑ MEMO
❑ TELEPHONE
❑ FIELD REPORT
DATE: TIME?
❑ CONFERENCE
AUTHOR:
PROJECT CLIENT:
SUBJECT: PROD. NO.
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ACTION L7-
COPY-
www.mckimcreed.com

MCKIM&CREED
❑ MEMO
❑ TELEPHONE
❑ FIELD REPORT
❑ CONFERENCE DATE: TIME: -
AUTHOR:
PROJECT:
SUBJECT:
CLIENT:
PROJ. NO. _
3 , < I G /< k- c-,� S C «%-c- r e-, /c e- ii -1 z\ �- e % , S"C
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The Rotary Drum Thickeners will provide for conditioning and thickening of WAS wasted for the
Secondary Treatment process prior to sending to the ATAD reactors. This reduces water content and
the ultimate size of the ATAD reactors. WAS is conditioned with polymer and flocculated in the
flocculator tanks. Water is separated from the WAS in the rotary drum thickener to drain back to the EQ
pump station and thickened WAS is discharged and stored in a vault to feed to ATAD reactors via a pair
of ATAD reactor feed pumps. The feed pumps are also equipped to function as recycle pumps to keep
the contents of the storage vault mixed. Selection and sizing of the Rotary Drum Thickener equipment
was prepared by the equipment manufacturer based on anticipated WAS feed rates via the RAS/WAS
pumps. See attached for sizing calculations to verify equipment selection criteria. In general, the Rotary
Drum thickener equipment has been sized to meet the following requirements:
Motor Size
Input Sludge %DS
Hydraulic Capacity
Capacity Solids (Ibs/hr)
Speed
Drum Size -Diameter
Output- %DS
\—)
teach @1/2HP
0.5%
16,800 gal/hr
1653.5 Ibs/hr
3 rpm
2 each @ 38.4"
4-6%

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The ATAD reactors have been pre -approved to be provided by Kruger through Fuchs as part of Kruger's
equipment package. Equipment preapproval was authorized by the County to standardize treatment
equipment and vendors at the NE Brunswick Regional WWTP. Sizing of the ATAD reactors has been
prepared and provided by Kruger and Fuchs to meet anticipated loading requirements for the secondary
treatment process based on Kruger's sludge generation rate estimates. Calculations summarizing the
design of the ATAD reactors is found on the following pages.

Q VEOl1A
ATAD Design Summary/Calculations
The proposed Autothermophillic Aerobic Digestion System is designed to compliance with 40 CFR Part
503 for Class A sludge
VS Destruction: > 38% VSS destruction, OR
< 1.5 mg 02/hr/gram TSS at 20°C in the treated sludge, OR
< 15% reduction of volatile solids over an additional 30-day period at 20'C.
Pathogen Destruction: Compliance with Time/Temperature Requirements per 40 CFR Part 503.32,
Alternative 1, equation 3.
D = 50,070,000 / 100.1400t
Where: D = Time in days at temperature , t
t = Sludge temperature, °C
The existing ATAD system has been in operation since 2012 and has consistently complied with Class 503
Requirements for VS reduction and pathogen destruction (Time/Temperature). The table below is a
comparison of the proposed ATAD system design with the existing ATAD design.
Proposed
Existing
Sludge Loading
Ibs/day
6,100
4,200
TS
5
5
Volume (gal/day)
14,630
10,070
Reactors
QTY
2
2
Diameter
381011
291811
S W D
9' 2"
101011
Volume per reactor
76,000 gal (288 m3)
51,800 gal (196 m3)
Mechanical Equipment
(per Reactor)
Aerator / Mixer
4 Centrox Aerators @ 11 kW ea
3 Spiral Aerators @ 7.5 kW ea
1 Center mixer @ 3 kW ea
1 center Aerator @ 4 kW ea
Mixing/Aeration Power
(per Reactor)
47 kW
26.5 kW
Airflow per Reactor
750 CFM"
435 CFM
Foam Cutters
Not Required'
8 foam cutters @ 1.3 kW ea
Sludge Retention Time (days)
10.6
10.3
Power Density (W/m3)
163
135
Aeration (ft3 fresh air/lb TS )°
22.5
18.7
A. Fresh airflow is induced into reactor at each aerator location via an external fan that creates a slight vacuum on the
head space (1- 3 inches WC).
B. The foam intake design of the Centrox Aerator reconstitutes surface foam into the sludge volume eliminating the
need for foam cutters. The foam cutters in the classical design strike the foam surface causing it to collapse and do
not promote mixing or reconstitution of foam into the sludge volume.
C. Based on Total Reactor volume and Sludge volume
D. Total Airflow applied divided by sludge loading per day
NOTE: Addition of 3'd equal sized reactor (Phase ll) will increased the capacity to 9,200 Ibs DS/day
6/18/2019 Water Technologies

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The Post ATAD holding tanks are sized to provide 60 days of storage at build out conditions based on
estimated WAS generation rates estimated by Kruger for the secondary treatment process. Each tank
will be equipped with a jet aeration system for mixing/aeration of the tanks. The jet aeration system
has been sized by Kruger to meet mixing and aeration requirement to minimize odors and keep the
contents of the holding tank aerobic. A summary of the design calculations for the hold tanks are on the
following pages.

Project: A/E R r urvs(,ui r-+ -
Date: /2 - 6 7- 2 o fY
Name: L � W
Sheet: I— Ofq
4001 Weston Parkway
Cary, NC 27513 USA
919-677-8310
www.krugerusa.com
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opl
�tVIROMME"YAL
(gag- 5 _c)k, C
9547 South 500 West
Sandy, UT 84070
Phone [phone]
Fax [phone]
www.clearstreameng.cc
ClearFlo Sludge Holding Basin with Jet Aeration System
Design Calculations For
NE Brunswick, NC WWTP
Jan. 3, 2019
A. Site Conditions
1. Site elevation = 30 ft MSL (Assumed)
2. Average barometric pressure = 14.67 psia
Temperature
a. Wastewater = 45' C
b. Air = 100° F
B. Sludge Holding Basin Design
1. Number of basins = 2
2. Diameter = 60 ft. 0 in,
4. SWD = 24 ft. 6 in.
5. Volume — 1.04 MG
C. Sludge Holding Basin Oxygen Requirement
1. Actual Oxygen Demand I
a. Actual Oxygen Required = 3,000 lbs./day
2. Actual to Standard Oxygen Conversion Formula:
a SOR AOR
=
(X6(T-20) PCSMID -CL
Cs r1 + 0.5
L 34 J
b. Where:
a = 0.75 (3 = 0.95
T = ,. 45 ° C 0 = 1.024
Cs = 9.09 CL = 1,0 mg/L
CSMID = Oxygen saturation concentration at 50 % submergence at site
elevation and temperature.
CSMID = 7.06 mg/I
3. Standard Oxygen Required = 4,197 lb/day
a. Peaking factor = 1.50
4, Design SOR = 6,296 lb/day
D. Sludge Holding Basin Equipment Design Average SOR Peak SOR
1. Submergence = 13.00 ft. 13.00 ft.
2. Aeration time (variable) = 18.00 hr/day 22.00 hr/day
Sludge Holding Page 1 Version: 2.01: 01/17

I C L �'jS r 4�j gl"W� Cilles
{'die 6 0f'
;Y� Efi1VIROTIMENTAL
3. SOR for aeration design
4. Design gassing rate
5. Absorption efficiency
6. Design air flow
7. Jets required
8. Aerators per basin
9. Jets per aerator
E. Sludge Holding Basin Blower Calculations
Operating blowers
2. A32. �w per blower
3. Inlet loss
4. Net inlet pressu
5, Discharge piping losses
6. Aeratorlosses
7. Total discharge pressure
8. Design ambient temperature
9. Site air flow required'
10. Equivalent sea lev pressure
11. Assumedfb1oGQr efficiency
12. TZwer
Cower BHp
I motor Hp
F. Sludge Holding Basin Pump Calculations
1. Pumps per basin
2. Flow per pump
3. Total pump head
4. Specific gravity
5. Assumed pump efficiency
6. BHp per pump
7. Total pump BHp
8. Pump motor Hp
G. Sludge Holding Basin Summary
1. Standard Oxygen Required
2. Total BHp (Avg for 24 hr.)
3. Sludge Holding Basin power usage
233 lb/hr
= 117lb/hr/basin
19 SCFM/jet
= 29.5%
= 764 SCFM
= 40
= 1
20
= 1
76SSCFM
= 0.50 psig
14,17 ps
0. psig
= 5.73 psig
- 6.23 psig
100° F
- 0" R
845 1C
7.45 psig
= 60%
33.3
= 60
= 1
4,442 GPM
= 21 ft.
= 1.05
80%
= 30.9
61.8
30
r 4,197lb/day
- 48.17
= 647 kWh/day
9547 South 500 West
Sandy, UT 84070
Phone [phone]
Fax [phone]
www. clearstreameng . oc
286lb/hr
143 Ib/hr/basin
26 SCFM/jet
27.2 %
1,018 SUM
40
1
20
1,020 SUM
0.50 psig
14.17 psia
0.50 psig
5,73 psig
6.23 psig
100' F
560' R
1,125 ICFM
7.45 psig
65%
01
60
1
4,442 GPM
21 ft.
1.05
80%
30.9
61.8
30
6,296 lb/day
65.91
1,081 kWh/day
Sludge Holding Page 2 Version; 2,01: 01/17-

Pa r- 7- 0 4-, "t
iJ `pwC r- 5,ePcCOli/
■ POSITIVE DISPLACEMENT BLOWER
PA CKA GE RECOMMENDATIONS
Customer: NE Brunswick Prepared by:
Design data:
Operating mode: Gauge pressure
Inlet pressure: 14.6 psia
Inlet temperature: 100 OF
Air Humidity: 60%
Technical data:
Package type:
Package:
Blower:
Drive motor:
Drive motor power:
cow PO k
--ti4egretedf31PC
EB 421 C
Omega 53P
75.0 hp 4-
460V / 3 / 60Hz
Performance data:
Frequency
Speed
Inlet flow Q1 *:
Air flow Q1(standard)
standard conditions:14.7 psia, 68T, 36% RH
Discharge temperature:
Blower shaft power:
Package input power:
Specific performance:
Sound pressure level**:
Sound power level**:
Estimated weight:
Dimensions (W x L x H)
Date: 04-30-2019
Page: 1
K. Ballew
Flow medium: Air
Pressure differential: 10.5 psig
Discharge pressure: 25.1 psia
Maximum pressure differential: 10.6 psig
Blower speed (60hz): 3720 rpm
% of blower's maximum speed: 89%
Inlet flexible connector: None- Ambient intake
Discharge flexible connector: Flanged- 6" ANSI
Min Frequency
18.0 Hz
1116 rpm
244 cfm
222 scfm
313 OF
20.7 hp
18.2 kW
7.43 kW/100-cfm
Design Point
38.9 Hz
2413 rpm
716 cfm
650 scfm
259 OF
45.5 hp
39.2 kW
5.47 kW/100-cfm
74 dB(A)
92 dB(A)
3450 lb
76.0 x 63.0 x 67.0 inches
* Performance data to DIN ISO 1217- Annex E
**Measured to DIN EN ISO 2151, figures ± 3 dB(A), with isolated pipework
c 2019 Kaeser Compressors, Inc. All Rights Reserved
Max Frequency
60.0 Hz
3720 rpm
1193 cfm
1083 scfm <-
253 OF
72.7 hp
62.4 kW
5.23 kW/100-cfm
gluWzr-
C'apaci
Blower-V3.5

Pump Calculations
,,`�p,� H CARP''•,
XAL
��98 _

Grit Pump

Headcell Water Level 20.14 ft
Suction Elevation 13 ft
Discharge Elevation 25 ft
Static Head 4.9 ft
Qpump = 300 gpm
Start Point: Headcell
Stop Point: Grit Cleans Unit
Flow Rate 300 gpm
0.67 CFS
Fittines
C
Din
Entrance
4
45 degree bend
4
Pipe
110
4
45 degree bend
4
Pipe
110
4
90 degree bend
4
Pipe
110
4
45 degree bend
4
Pipe
110
4
45 degree bend
4
Pipe
110
4
Tee Straight Through
4
Pipe
110
4
Plug Valve
4
Pipe
110
4
90 degree bend
4
Plug Valve
4
Check Valve
4
Pipe
110
4
90 degree bend
4
Pipe
110
4
Reducer(4"x6")
4
90 degree bend
6
Pipe
110
6
45 degree bend
6
Exit
6
Static Head =
4.9 ft
Slurry Safety Factor
1.5
TDH =
20.1 ft
0.43 MGD 0.67 cfs
tLft) k
hf(ft)
Area ft62
V fts
Pumps In line/FlttlnE
Q(tmm)
N/A 0.50
0.5
0.09
7.7
1
300
N/A 0.27
0.2
0.09
7.7
1
300
3 N/A
0.2
0.09
7.7
1
300
N/A 0.27
0.2
0.09
7.7
1
300
3 N/A
0.2
0.09
7.7
1
300
N/A 0.52
0.5
0.09
7.7
1
300
3 N/A
0.2
0.09
7.7
1
300
N/A 0.27
0.2
0.09
7.7
1
300
5 N/A
0.4
0.09
7.7
1
300
N/A 0.27
0.2
0.09
7.7
1
300
4 N/A
0.3
0.09
7.7
1
300
N/A 0.34
0.3
0.09
7.7
1
300
1 N/A
0.1
0.09
7.7
1
300
N/A 1.35
1.2
0.09
7.7
1
300
1 N/A
0.1
0:09
7.7
1
300
N/A 0.51
0.5
0.09
7.7
1
300
N/A 1.35
1.2
0.09
7.7
1
300
N/A 1.70
1S
0.09
7.7
1
300
4 N/A
0.3
0.09
7.7
1
300
N/A 0.51
0.5
0.09
7.7
1
300
7 N/A
015
0.09
7.7
1
300
N/A 0.25
0.2
0.09
7.7
1
300
N/A 0.45
0.1
0.20
3.4
1
300
1 N/A
0.0
0.20
3.4
1
300
N/A 0.24
0.0
0.20
3.4
1
300
N/A 1.00
0.2
0.20
3.4
1
300
Total Headloss=
10.13
ft

O
Ln
PA
0
F-
O O O O O O
O Ln O Ln O LM
M N N r-I ri
(11) Hdl
O
C
0
0
Ln
O
O
O
O
N
O
E
QL
w

EQ Pumps

Low Water Level Alarm
7.32 ft
Design Peak Flow
15.5625 MGD
Pump Station Pump Off Level
7,82 ft
# of Pumps
2
Pump Station Lead Pump On Level
11.82 ft
Pump Capacity
5400
gpm
Lag Pump On Level
15,12 ft
} High Water Level Alarm
15.72 ft
EQTank Low Level
28 ft
EQTank High Level
50 ft
High Static Head
42.2 ft
Low Static Head
12.3 ft
Qpump =
5400 gpm
7.78
MGD
12 03
cfs
Qpeak=
10800 gpm
15,55
MGD
2406
cfs
Start Point:
EQ Pump Station
Stop Point:
EQTank
Peak Flow Rate
10,800 gpm
24.06 CFS
Fittings
C Din
L ift)
k
hf (ft)
Area (ft^21
V (ft/51
Aumos In uneLits_ing
Q (gpm)
Reducer
12
N/A
0.30
1.1
0.79
15.3
1
5400
Pipe
110 18
7
N/A
0.1
1.77
6.8
1
5400
90 degree bend
18
N/A
0.36
0.3
1.77
6.8
1
5400
Pipe
110 18
15
N/A
0.2
1.77
6.8
1
5400
Check Valve
18
N/A
1.20
0,9
1.77
6.8
1
5400
Plug Valve
18
N/A
1.08
0.8
1.77
6.8
1
5400
Plpe
110 18
10
N/A
0.1
1.77
6.8
1
5400
90 degree bend
18
N/A
0.36
0.3
1.77
6.8
1
5400
Pipe
110 18
1
N/A
0.0
1.77
6.8
1
5400
Tee Branch Flow
18
N/A
0.72
0.5
1.77
6.8
1
5400
Pipe
110 20
1
N/A
0.0
2.18
5.5
1
5400
Tee Branch Flow (18"x24")
20
N/A
0.24
0.1
2.18
5.5
3
5400
Pipe
110 20
1
N/A
0.0
2.18
5.5
1
5400
Tee (branch)
20
N/A
0.36
0.2
2,1B
5.5
1
5400
Pipe
110 20
8
N/A
0.1
2.18
5.5
1
5400
90 degree bend
20
N/A
0.36
0.2
2.18
5.5
1
5400
Pipe
110 20
8
N/A
0.1
2.18
5.5
1
5400
Plug Valve
20
N/A
1.08
0.5
2.18
5.5
1
5400
Pipe
110 20
20
N/A
0.1
2.18
5.5
1
5400
90 degree bend
20
N/A
0.36
0.2
2.18
5.5
1
5400
Pipe
110 20
8
N/A
0.1
2.18
5.5
1
5400
Tee (branch)
20
N/A
0.36
0.2
2.18
5.5
1
5400
Pipe
110 24
40
N/A
011
3.14
IS
1
5400
22 degree bend
24
N/A
0.10
0.0
3.14
3.8
1
5400
Pipe
110 24
65
N/A
0.2
3.14
3.8
1
5400
22 degree bend
24
N/A
0.10
0.0
3.14
3.9
1
5400
Pipe
110 24
70
N/A
0.2
3.14
3.8
1
5400
Pipe
110 24
95
N/A
0.3
3.14
3.8
1
5400
45 degree bend
24
N/A
0.19
0.0
3.14
3.8
1
5400
Pipe
110 24
85
N/A
0.2
3.14
3.8
1
5400
22 degree bend
24
N/A
0.10
0.0
3.14
3.8
1
5400
Pipe
110 24
65
N/A
0.2
3.14
3,8
1
5400
11 degree bend
24
N/A
0.05
0.0
3.14
3.8
1
5400
Pipe
110 24
60
N/A
0,2
3,14
3,8
1
5400
45 degree bend
24
N/A
0.19
0.0
3.14
3.8
1
5400
Pipe
110 24
62
N/A
0.2
3.14
3.8
1
5400
45 degree bend
24
N/A
0.19
0.0
3.14
3.8
1
5400
Pipe
110 24
160
N/A
0.4
3.14
3.8
1
5400
Tee (branch)
24
N/A
0.36
0.1
3.14
3.8
1
5400
Pipe
110 24
10
N/A
0.0
3.14
3.8
1
5400
Plug Valve
24
N/A
1.08
0.2
3A4
3.8
1
5400
Pipe
110 24
10
N/A
0.0
3.14
3.8
1
5400
90 degree bend
24
N/A
0.36
0.1
3.14
3.8
1
5400
Pipe
110 24
2
N/A
0.0
3.14
3.8
1
5400
Exit Loss
24
N/A
0150
0.1
3.14
3.8
1
5400
Total Headloss=
B.40
ft
Static Head Low =
12.3 ft
Static Head High =
42.2 ft
TDH Low =
20.7 ft
TDH High =
50.6 ft
Average TDH =
35.6 ft

Low Water Level Alarm
7.32 ft
Design Peak Flow
15.5625 MGD
Pump Station Pump Off Level
7.82 ft
# of Pumps
2
Pump Station Lead Pump On Level
11.82 ft
Pump Capacity
5400
gpm
Lag Pump On Level
15.12 ft
High Water Level Alarm
15.72 ft
EQTank Low Level
28 ft
EQTank High Level
50 ft
High Static Head
42.2 ft
Low Static Head
12.3 ft
Qpump=
5400 gpm
7.78
MGD
12.03
cfs
Qpeak =
10800 gpm
15
55 MGD
24.06
cfs
Start Point:
EQ Pump Station
Stop Point:
EQTank
Peak Flow Rate
10,800 gpm
24.06 CFS
Fittings
C Din
L ft
k
hum
Area (fM2)
V ft s
PPmpi In LIne I tift
Q Igpm1
Reducer
12
N/A
0.30
Li
0.79
153
1
5400
Pipe
110 18
7
N/A
0.1
1.77
6.8
1
5400
90 degree bend
18
N/A
0,36
0,3
1.77
6.8
1
5400
Pipe
110 18
15
N/A
0.2
1.77
6.8
1
5400
Check Valve
18
N/A
1.20
0.9
1.77
6.8
1
5400
Plug Valve
18
N/A
L08
018
1.77
6.8
1
5400
Pipe
110 18
10
N/A
0.1
1.77
6.8
1
5400
90 degree bend
18
N/A
0.36
0.3
1.77
6.8
1
5400
Pipe
110 18
1
N/A
0.0
1.77
6.8
1
5400
Tee Branch Flow
18
N/A
0.72
0.5
1.77
6.8
1
5400
Pipe
110 20
1
N/A
0.0
2.18
5.5
1
5400
Tee Branch Flow (18"x24")
20
N/A
0.24
0.5
2.18
11.0
2
10800
Pipe
110 20
1
N/A
0.0
2.18
11.0
2.
10800
Tee (branch)
20
N/A
0.36
0.7
2.18
11,0
2
10800
Pipe
110 20
8
N/A
0.2
2.18
11.0
2
10800
90 degree bend
20
N/A
0.36
0.7
2.18
11.0
2
10800
Pipe
110 20
8
N/A
0.2
2.18
1L0
2
10800
Plug Valve
20
N/A
1.08
2.0
2.18
11.0
2
10800
Pipe
110 20
20
N/A
0.5
2.18
110
2
10800
90 degree bend
20
N/A
0.36
0.7
2.18
11.0
2
10800
Pipe
110 20
8
N/A
0.2
2.18
11.0
2
10800
Tee (branch)
20
N/A
0.36
0.7
2.18
11.0
2
10800
Pipe
110 24
40
N/A
0.4
3.14
7.7
2
10800
22 degree bend
24
N/A
0.10
0 1
3.14
7.7
2
10800
Pipe
110 24
65
N/A
0.6
3.14
7.7
2
10800
22 degree bend
24
N/A
0.10
0.1
3 14
7.7
2
10800
Pipe
110 24
70
N/A
0,7
314
7,7
2
10800
Pipe
110 24
95
N/A
0.9
3.14
7.7
2
10800
45 degree bend
24
N/A
0,19
0.2
3.14
7.7
2
10800
Pipe
110 24
85
N/A
0.8
314
7.7
2
10800
22 degree bend
24
N/A
0.10
0.1
3.14
7.7
2
10800
Pipe
110 24
65
N/A
0.6
3.14
7.7
2
10800
11 degree bend
24
N/A
0.05
0.0
3.14
7.7
2
10800
Pipe
110 24
60
N/A
0.6
3.14
7.7
2
10800
45 degree bend
24
N/A
0.19
0.2
3.14
7,7
2
10800
Pipe
110 24
62
N/A
0.6
3.14
7.7
2
10800
45 degree bend
24
N/A
0.19
0.2
3,14
7,7
2
10800
Pipe
110 24
160
N/A
1.5
3.14
7.7
2
10800
Tee (branch)
24
N/A
0.36
0,3
114
7.7
2
10800
Pipe
110 24
10
N/A
0.1
114
7,7
2
10800
Plug Valve
24
N/A
1.08
1.0
3.14
7.7
2
10800
Pipe
110 24
10
N/A
0.1
3.14
77
2
10800
90 degree bend
24
N/A
0.36
0.3
3.14
7.7
2
10800
Pipe
110 24
2
N/A
0.0
3.14
77
2
10800
Exit Loss
24
N/A
0.50
0.5
3.14
77
2
10800
Total
Headloss=
20.33
ft
Static Head Low =
12.3 ft
Static Head High =
42.2 ft
TDH Low =
32.6 ft
TDH High =
62.5 ft
Average TDH =
47.6 ft

IA
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tD IA a rn N
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0
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a

EQ Jet Motive Pumps

Jet Motive pumps for the new EQ tank have been sized and selected by the equipment manufacturer
based on current piping arrangements. Sizing has been performed based on current piping layout and
to account for losses through the discharge nozzles of the jet header system.

Oxidation Ditch Jet Motive
Pumps

Jet Motive pumps for the new oxidation ditch system have been sized and selected by the equipment
manufacturer based on current piping arrangements. Sizing has been performed based on current
piping layout and to account for losses through the discharge nozzles of the jet header system.

RAS/WAS Pumps

The RAS/WAS pumps are designed to provide service to send RAS continuously back to the head of the
anaerobic selector at a rate of 1,040 gpm for each pump. Sending WAS to the rotary drum thickeners
via the RAS/WAS pumps will be accomplished by a system of control valves. A control valve will be
signaled to open on the WAS FM coming of the pump discharge. A modulating valve on the RAS FM
coming off the RAS/WAS pump discharge header will then throttle down on the RAS line to divert flow
to the rotary drum thickeners. The controlling head condition is through the WAS line and therefore
additional losses through the RAS line will be achieved by the modulating valve to control flow splitting.
The pumps will be sized for 1,240 gpm each at a head of 24.4 ft to achieve wasting demands.

Clarifier Level
23,28 ft
hf
Anaerobic Tank Level
30.02 ft
} Static Head
6.7 ft
Qpump=
1040 gpm
1.50
MGD
2.32 cfs
Start Point:
Clarifier 6
Stop Point:
Anaerobic Tank Discharge
Pumps Online
1
Flow
1,040 gpm
2.32 CFS
Fittings
C Din
L (ft)
k
hf (ft)
Area ftA2
V (ft/sl
Pumpl In Line/FFUEnR
Q (Rpm)
Inlet
12
N/A
0.25
0.0
0.79
30
1
1040
Pipe
110 12
3
N/A
0.0
0.79
3,0
1
1040
90 degree bend
12
N/A
0.36
0.0
0.79
310
1
1040
Pipe
110 12
50
N/A
0.2
0.79
3.0
1
1040
90 degree bend
12
N/A
0.36
0.0
0,79
3,0
1
1040
Pipe
110 12
21
N/A
0.1
0.79
3,0
1
1040
90 degree bend
12
N/A
0.36
0.0
0.79
3.0
1
1040
Pipe
110 12
110
N/A
0.4
0.79
3.0
1
1040
90 degree bend
12
N/A
0.36
0.0
0.79
3,0
1
1040
Pipe
110 12
59
N/A
0.2
0.79
3,0
1
1040
90 degree bend
12
N/A
0.36
0.0
0.79
3.0
1
1040
Pipe
110 12
5
N/A
0.0
0.79
3.0
1
1040
90 degree bend
12
N/A
0.36
010
0.79
3.0
1
1040
Pipe
110 12
3
N/A
0.0
0.79
3.0
1
1040
90 degree bend
12
N/A
0.36
010
0.79
3.0
1
1040
Pipe
110 12
3
N/A
0.0
0.79
3.0
1
1040
Tee (branch)
12
N/A
0.36
0.0
0.79
3.0
1
1040
Plug Valve
16
N/A
1.08
0.0
1.40
1.7
1
1040
Tee (branch)
8
N/A
0.36
0.2
0.35
6.6
1
1040
Pipe
110 8
2
N/A
0.1
0.35
6.6
1
1040
Plug Valve
8
N/A
1_08
0.7
0.35
6.6
1
1040
Reducer
6
N/A
0.30
0,0
0,20
0.0
1
1040
• 90 degree bend
8
N/A
0.36
0.2
0.35
6.6
1
1040
Pipe
110 8
2
N/A
0.1
0.35
6.6
1
1040
90 degree bend
8
N/A
0.36
0.2
0.35
6.6
1
1040
Check Valve
8
N/A
1.20
0.8
0.35
6.6
1
1040
Plug Valve
8
N/A
1.08
0.7
0.35
6,6
1
1040
Pipe
110 8
3
N/A
0.1
0.35
6.6
1
1040
90 degree bend
8
N/A
0.36
0.2
0.35
616
1
1040
Pipe
110 8
6
N/A
0.2
0.35
6.6
1
1040
90 degree bend
14
N/A
0.36
0.0
1.07
2,2
1
1040
Pipe
110 14
5
N/A
0.0
1.07
2,2
1
1040
Tee (straight through)
14
N/A
0.78
0.1
1.07
2.2
1
1040
Pipe
110 14
5
N/A
QO
1,07
2.2
1
1040
Tee (straigh through)
14
N/A
0.78
0.1
1.07
2,2
1
1040
Pipe
110 14
5
N/A
0.0
1.07
2.2
1
1040
Tee (straigh through)
14
N/A
0.78
0.1
1.07
2.2
1
1040
Reducer
10
N/A
0.30
0.1
0.55
4.2
1
1040
Pipe
110 10
5
N/A
0.0
0.55
4.2
1
1040
Flow Meter
10
N/A
0.10
0.0
0.55
4.2
1
1040
Pipe
110 10
5
N/A
0.0
0.55
4.2
1
1040
Tee (branch)
10
N/A
0.36
0.1
0.55
4.2
1
1040
Pipe
110 14
17
N/A
0.0
1.07
2.2
1
1040
90 degree bend
14
N/A
0.36
0.0
1.07
2.2
1
1040
Pipe
110 14
18
N/A
0.0
1.07
2.2
1
1040
90 degree bend
14
N/A
0.36
0.0
1.07
2.2
1
1040
Pipe
110 14
7
N/A
0.0
1.07
2.2
1
1040
90 degree bend
14
N/A
0.36
0.0
1.07
2.2
1
1040
Pipe
110 14
180
N/A
0.3
1.07
2.2
1
1040
90 degree bend
14
N/A
0,36
0.0
1.07
2,2
1
1040
Pipe
110 14
200
N/A
0.4
1.07
2.2
1
1040
90 degree bend
14
N/A
0.36
0.0
L07
2,2
1
1040
Pipe
110 14
66
N/A
0,1
1.07
2.2
1
1040
Exit Loss
24
N/A
0.50
0.0
3.14
0,7
1
1040
Total
Headloss=
6,57
ft
Static Head Low = 6.7 ft
TDH = 23.3 ft

Clarifier Level
23.28 ft
Anaerobic Tank Level
30.02 ft
I Static Head
6.7 ft
Qpump =
1040 gpm
1.50
MGD
2.32 cfs
Start Point:
Clarifier 6
Stop Point:
Anaerobic Tank Discharge
Pumps Online
1
Flow
1,040 gpm
2.32 CFS
Fittings
C o in
It
hf Iftl
Area (ftA2)
v Ift/sl
Pumas In UnplFlttina.
Q Ieom1
Inlet
12
N/A
0.25
0.0
0.79
3.0
1
1040
Pipe
110 12
3
N/A
0.0
0.79
3.0
1
1040
90 degree bend
12
N/A
0.36
0.0
0.79
3.0
1
1040
Pipe
110 12
So
N/A
0.2
0.79
3.0
1
1040
90 degree bend
12
N/A
0.36
0.0
0.79
3.0
1
1040
Pipe
110 12
21
N/A
0.1
0.79
3.0
1
1040
90 degree bend
12
N/A
0.36
0.0
0.79
3.0
1
1040
Pipe
110 12
110
N/A
0.4
0.79
3.0
1
1040
90 degree bend
12
N/A
0.36
0.0
0.79
10
1
1040
Pipe
110 12
59
N/A
0.2
0.79
3.0
1
1040
90 degree bend
12
N/A
0.36
0.0
0,79
310
1
1040
Pipe
110 12
5
N/A
0.0
0.79
10
1
1040
90 degree bend
12
N/A
0.36
0.0
0.79
310
1
1040
Pipe
110 12
3
N/A
0.0
0.79
3.0
1
1040
90 degree bend
12
N/A
0.36
0.0
0.79
10
1
1040
Pipe
110 12
3
N/A
0.0
0.79
310
1
1040
Tee (branch)
12
N/A
0.36
0.0
0.79
3.0
1
1040
Plug Valve
16
N/A
1.08
0.0
1.40
1.7
1
1040
Tee (branch)
8
N/A
0.36
0.2
0.35
6.6
1
1040
Pipe
110 8
2
N/A
0.1
0.35
6,6
1
1040
Plug Valve
8
N/A
108
0.7
0.35
6.6
1
1040
Reducer
6
N/A
0.30
0.0
0.20
0.0
1
1040
•I 90 degree bend
9
N/A
0.36
0.2
0.35
6.6
1
1040
Pipe
110 8
2
N/A
0.1
0.35
&6
1
1040
90 degree bend
8
N/A
0.36
0.2
0,35
6.6
1
1040
Check Valve
8
N/A
1.20
0.8
0.35
6.6
1
1040
Plug Valve
8
N/A
1.08
0.7
0.35
6.6
1
1040
Pipe
110 8
3
N/A
0.1
0.35
6.6
1
1040
90 degree bend
8
N/A
0.36
0.2
0.35
6.6
I
1040
Pipe
110 8
6
N/A
0.2
0.35
6.6
1
1040
90 degree bend
14
N/A
0.36
0.0
1.07
2,2
1
1040
Pipe
110 14
5
N/A
0.0
1.07
2.2
1
1040
Tee (straight through)
14
N/A
0.78
0.1
1.07
Z2
1
2080
Pipe
110 14
5
N/A
0.0
1.07
2.2
1
2080
Tee (straigh through)
14
N/A
0.78
0.1
1.07
2.2
1
2080
Pipe
110 14
5
N/A
0.0
1.07
2.2
1
2080
Tee (straigh through)
14
N/A
0.78
0.1
1.07
2.2
1
2080
Reducer
10
N/A
0.30
0.1
0.55
4.2
1
2080
Pipe
110 10
5
N/A
0.2
0.55
4,2
1
2080
Flow Meter
10
N/A
0.10
0.0
0.55
4.2
1
2080
Pipe
110 10
5
N/A
0.2
0.55
4.2
1
2080
Tee (branch)
10
N/A
0.36
0.1
0.55
4,2
1
2080
Pipe
110 14
17
N/A
0.1
1.07
2-2
1
2080
90 degree bend
14
N/A
0.36
0.0
1.07
Z2
1
2080
Pipe
110 14
18
N/A
0.1
1.07
2.2
1
2080
90 degree bend
14
N/A
0.36
0.0
1.07
2.2
1
2080
Pipe
110 14
7
N/A
0.0
1.07
2.2
1
2080
90 degree bend
14
N/A
0.36
0.0
1,07
2.2
1
2080
Pipe
110 14
180
N/A
1.1
1_07
2.2
1
2080
90 degree bend
14
N/A
0,36
0.0
1.07
2.2
1
2080
Pipe
110 14
200
N/A
1.3
1.07
2,2
1
2080
90 degree bend
14
N/A
0.36
0.0
1.07
2.2
1
2080
Pipe
110 14
66
N/A
0.4
1.07
2.2
1
2080
Exit Loss
24
N/A
0.50
0.0
3,14
0.7
1
2080
Total
Headloss=
9_08
ft
Static Head Low = 6.7 ft
TDH = 15.8 ft

Clarifier Level
23.28 ft
Anaerobic Tank Level
30.02 ft
1 Static Head
6.7 ft
Qpump =
1040 gpm
1.50
MGD
2.32 cfs
Start Point:
Clarifier 6
Stop Point:
Anaerobic Tank Discharge
Pumps Online
1
Flow
1,040 gpm
2.32 US
Fittings
C D in
L ft
k
hf (ft)
Area ft-2
V ft s
Pumps In Uste/Fltting
Inlet
12
N/A
0.25
0.0
0.79
3.0
1
Pipe
110 12
3
N/A
0.0
0,79
10
1
90 degree bend
12
N/A
0.36
0.0
0.79
3.0
1
Pipe
110 12
50
N/A
0.2
0.79
3.0
1
90 degree bend
12
N/A
0.36
0.0
0.79
10
1
Pipe
110 12
21
N/A
0.1
0.79
3.0
1
90 degree bend
12
N/A
0.36
0.0
0.79
3.0
1
Pipe
110 12
110
N/A
0.4
0.79
3.0
1
90 degree bend
12
N/A
0.36
0.0
0.79
3.0
1
Pipe
110 12
59
N/A
0.2
0.79
3.0
1
90 degree bend
12
N/A
0.36
M0
0.79
3.0
1
Pipe
110 12
5
N/A
0.0
0.79
3.0
1
90 degree bend
12
N/A
0.36
0.0
0.79
3.0
1
Pipe
110 12
3
N/A
0.0
0.79
10
1
90 degree bend
12
N/A
0.36
0.0
0.79
3,0
1
Pipe
110 12
3
N/A
0.0
0.79
3_0
1
Tee (branch)
12
N/A
0.36
0.0
0.79
3.0
1
Plug Valve
16
N/A
1.08
0.0
1.40
1.7
1
Tee (branch)
8
N/A
0.36
0.2
0.35
6.6
1
Pipe
110 a
2
N/A
0.1
0.35
6.6
1
Plug Valve
8
N/A
1.08
0.7
0.35
6.6
1
Reducer
6
N/A
0.30
0.0
0.20
0.0
1
90 degree bend
8
N/A
0.36
0.2
0.35
6.6
1
Pipe
110 8
2
N/A
0.1
0.35
6.6
1
90 degree bend
8
N/A
0.36
0.2
0.35
6.6
1
Check Valve
8
N/A
1.20
0.8
0.35
6.6
1
Plug Valve
8
N/A
1.08
0.7
0.35
6.6
1
Pipe
110 8
3
N/A
0.1
0.35
6.6
1
90 degree bend
8
N/A
0.36
0.2
0.35
6.6
1
Pipe
110 8
6
N/A
0.2
0,35
6.6
1
90 degree bend
14
N/A
0.36
0.0
1.07
2.2
1
Pipe
110 14
5
N/A
0.0
1.07
2.2
1
Tee (straight through)
14
N/A
0.78
0.1
1.07
2.2
1
Pipe
110 14
5
N/A
0.0
1.07
2.2
1
Tee (straigh through)
14
N/A
0.78
0.1
1.07
2.2
1
Pipe
110 14
S
N/A
0.1
1.07
12
1
Tee(straigh through)
14
N/A
0.78
0.1
1.07
2.2
1
Reducer
10
N/A
0.30
0.1
0.55
4.2
1
Pipe
110 10
5
N/A
0.3
0.55
4.2
1
Flow Meter
10
N/A
0.10
0.0
0.55
4.2
1
Pipe
110 10
5
N/A
0.3
0.55
4.2
1
Tee (branch)
10
N/A
0.36
0.1
0.55
4.2
1
Pipe
110 14
17
N/A
0.2
1.07
12
1
90 degree bend
14
N/A
0.36
0.0
1.07
2.2
1
Pipe
110 14
18
N/A
0.2
L07
2.2
1
90 degree bend
14
N/A
0.36
0.0
1.07
12
i
Pipe
110 14
7
N/A
0.1
L07
2.2
1
90 degree bend
14
N/A
0.36
0.0
L07
12
1
Pipe
110 14
180
N/A
2.4
1-07
2.2
1
90 degree bend
14
N/A
0.36
0.0
1.07
2.2
1
Pipe
110 14
200
N/A
2.7
L07
2.2
1
90 degree bend
14
N/A
0.36
0.0
1.07
12
1
Pipe
110 14
66
N/A
0.9
1.07
2.2
1
Exit Loss
24
N/A
0.50
0.0
3.14
0.7
1
Total
Headloss =
12.93
ft
Static Head Low = 6.7 ft
TDH = 19.7 ft
hf =
Q (Rom)
1040
1040
1040
1040
1040
1040
1040
1040
1040
1040
1040
1040
1040
1040
1040
1040
1040
1040
1040
1040
1040
1040
1040
1040
1040
1040
1040
1040
1040
1040
1040
1040
2080
2080
3120
3120
3120
3120
3120
3120
3120
3120
3120
3120
3120
3120
3120
3120
3120
3120
3120
3120
3120
3120

Clarifier Level
23,28 ft
Flocculator Discharge Elevation
3L4 Ft
Static Head
8,1 Ft
Qpump=
1240 gpm
1.79
VIGO
2.76 cfs
Start Point:
Clarifier 6
Stop Point:
Anaerobic Tank Discharge
Pumps Online
1
RAS Flow
1,040 gPm
WAS Flow
200 gPm
2.32 CFS
Fittings
y 1�
L1n1
k
hf lkl
Area (ft-2)
V ft s
Inlet
12
N/A
0.75
0.0
0.79
3.5 1
Pipe
110 12
3
N/A
QO
0.79
3-5 1
90 degree bend
12
N/A
0.36
Q1
0-79
3.5 j
Pipe
110 12
50
N/A
Q3
0-79
3.5 I
90 degree bend
12
N/A
0.36
Q1
0.79
3.5 ],
Pipe
110 12
21
N/A
0.1
0.79
3.5 I
90 degree bend
12
N/A
0.36
01
0.79
3.5 i
Pipe
110 12
110
N/A
a
0.79
3.5 1
90 degree bend
12
N/A
0.36
Q1
0.79
3.5 }
Pipe
110 12
59
N/A
Q3
0.79
3.5 I
90 degree bend
12
N/A
0.36
Q1
0.79
3.5 1
Pipe
110 12
5
N/A
QO
0.79
3.5 j
90 degree bend
12
N/A
0.36
QI
0,79
35 1
Pipe
110 12
3
N/A
00
0,79
3.5 $
90 degree bend
12
N/A
0.36
a
0.79
15 1
Pipe
110 12
3
N/A
QO
0.79
3.5 j
Tee (branch)
17
N/A
0.36
0.1
0.79
3.5 1
Plug Valve
16
N/A
1.08
01
L40
2.0 j
Tee (branch)
8
N/A
0.36
Q4
0.35
7.9 1
Pipe
110 8
2
N/A
0.1
0.35
7.9 1
Plug Valve
8
N/A
1.06
1.1
0.35
7.9 1
Reducer
6
N/A
0.30
00
0.20
0.0 1
90 degree bend
a
N/A
0.36
0 4
0.35
7.9 j
Pipe
110 8
2
N/A
01
035
7.9 1
90 degree bend
a
N/A
0.36
04
035
7.9 1
Check Valve
a
N/A
1.20
12
0 35
7.9 .1
Plug Valve
a
N/A
1.08
11
035
7.9 1
Pipe
110 a
3
N/A
01
035
7.9 I
90 degree bend
a
N/A
0.36
04
035
7.9]
Pipe
110 a
6
N/A
02
0.35
7.9 }
90 degree bend
14
N/A
0.36
0.0
L07
2.6 1
\I Pipe
110 14
5
N/A
QO
L07
2.6 1
Tee (straight through(
14
N/A
0.70
0.1
1.07
2.6 1
Pipe
110 14
5
N/A
00
1.07
2.6 j
Tee (straigh through)
14
N/A
0.78
0.1
1.07
2.6 1
Pipe
110 14
5
N/A
00
1,07
2.6 1
Tee (straigh through)
14
N/A
0.7a
01
1.07
2.6 1
Reducer
10
N/A
0.30
01
0,55
5.1 1
Pipe
110 10
5
N/A
01
0,55
5.1 1
Flow Meter
10
N/A
0.10
00
0.55
5.1 ]
Pipe
110 10
5
N/A
01
0.55
5.1 1
Tee (branch)
30
N/A
0.36
0.1
0.55
5.1 1
Reducer (14" x 8")
8
N/A
0.30
03
0.35
7.9 1
90 degree bend
a
N/A
0.36
04
0.35
7.9 }
Pipe
110 8
13
N/A
QO
M35
7.9 Q
90 degree bend
a
N/A
0.36
64
0.35
7.9 1
Pipe
110 a
SO
N/A
0'0
0.35
7.9 S
90 degree bend
8
N/A
0.36
Q4
035
7.9 ]
Pipe
110 8
20
N/A
QO
035
7.9 }
Reducer(8"x6')
6
N/A
0.30
0.9
020
14.1 1
Pipe
110 6
3
N/A
Q0
0.20
14.1 I
Flow Meter
6
N/A
0.10
Q3
0,20
14.1 ]
Pipe
110 6
3
N/A
QO
0-20
14.1 1
Reducer(e"x6")
6
N/A
0.30
019
0.20
14.1 1
Pipe
110 8
4
N/A
QO
0,35
7.9 1
90 degree bend
8
N/A
0.36
0.4
0.35
7.9 j
Pipe
110 8
4
N/A
0.0
035
7.9 1
90 degree bend
a
N/A
0.36
0.4
0 35
7.9 1
Pipe
110 8
16
N/A
0.0
035
7-9 1
90 degree bend
8
N/A
0.36
0.4
035
7.9 j
Pipe
110 8
79
N/A
0.1
035
7.9 1
90 degree bend
8
N/A
0.36
0.4
0.35
7.9
Pipe
110 e
9
N/A
0.0
035
7.9 1
90 degree bend
8
N/A
0.36
0.4
035
7,9 I
Pipe
110 8
12
N/A
0.0
Q35
7.9 I
90 degree bend
8
N/A
0.36
0.4
035
7.9 I
Pipe
110 8
30
N/A
0.0
035
7.9 1
Tee(straigh through)
8
N/A
0.78
0.8
035
79 1
Pipe
110 8
15
N/A
0.0
035
7.9 I
90 degree bend
8
N/A
0.36
0.4
035
7-9 1
Pipe
110 8
6
N/A
0.0
035
7.9 ]
90 degree bend
8
N/A
0.36
0.4
035
7.9 ]
Plug Valve
8
N/A
1.00
1.1
035
7.9 1
Exit Loss
24
N/A
0.50
0.0
3.14
09 1
Total
Headlass=
16.26
it
Static Head Low =
9.1 ft
TDH =
24.4 ft
T.
QI'P'
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
1240
200
200
200
200
200
200
200
200
200
200
200
200
200
200
200
200
200
200
200
200
200
200
200
200
200
200
200
200
200
200
200
200
200

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PERFORMANCE CURVE
IModels:
V3FRII
2-131ade Impeller
3" Discharge
Tangential Casing
CURVE
POWER
SPEED
IMPELLER
❑IAME ER
A
5
1170
I. -6.5" ' 5 m m
B
5
41-7
`06" 152 m ELI
1--C
5
1170
5.5" 140 m m
DO NOT OPERATE PUMP IN DOTTED PORTION OF CURVES. PUMPS MAY
EXCEED HP SHOWN IF OPERATED IN DOTTED PORTION OF CURVE. CURVES
ARE SUBJECT TO CHANGE WITHOUT NOTICE. EFFICIENCIES SHOWN ARE
NOMINAL BOWL. GUARANTEED MINIMUM EFFICIENCIES PER H.I. LEVEL A.
CAPACITY (CUBIC METERS PER HOUR)
18 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75
A. ,
5
16
20% !
.I .25°I°
30°I° �.. .. j
14 } I - -35%g. r .
�.. - 4
12
w Ld
Lu
w 10
_ `C `a -f- 3 °a
4 - - - } lr w
I
~ I 2 Q
1--
r35°1°
6 �---- —�..._ - - - O
30%-
0 0
0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320 340
CAPACITY (U S. GALLONS PER MINUTE) Form V242-XE3F'-1170 07118

Effluent Pumps

Low Water Level Alarm
-9.8 ft Design Peak Flow 7.5 MGD
Pump Station Pump Off Level
-9.3 ft # of Pumps 2
Pump Station Lead Pump On Level
-5.8 ft Pump Capacity 2604 gpm
Lag Pump On Level
-2 3 ft
High Water Level Alarm
-1.8 ft
Discharge Elevation 11 ft
High Static Head
20.8 ft
Low Static Head
12.8 ft
Qpump =
2610 gpm
3.76 MGD
5.81 cfs
Qpeak =
5210 gpm
7.50 MGD
1161 cfs
Start Point:
Effluent Pump Station
Stop Point:
Effluent FM Tie In
Peak Flow Rate
5,210 gpm
11.61 CFS
Fittings
C Din
LJ_ft_) k
hf (ft)
Area ftA2
V (ft/s)
Pumas In LinelFittinA
Q (RPM)
90 degree bend
12
N/A 0.36
0.3
0.79
7.4
1
2610
Pipe
110 12
28 N/A
0.6
0.79
7.4
1
2610
90 degree bend
12
N/A 0.36
0.3
0.79
7.4
1
2610
Pipe
110 12
13 N/A
0.3
0.79
7.4
1
2610
Check Valve
12
N/A 1.20
1.0
0.79
7.4
1
2610
Plug Valve
12
N/A 1.08
0.9
0.79
7.4
1
2610
Pipe
110 12
8 N/A
0.2
0.79
7.4
1
2610
90 degree bend
12
N/A 0.36
0.3
0.79
7.4
1
2610
Pipe
110 18
2.5 N/A
0.0
1.77
3.3
1
2610
Tee Branch Flow
12
N/A 0.72
0.6
0.79
7.4
1
2610
Pipe
110 20
1 N/A
0.0
2.18
2.7
1
2610
Tee Straight Through
20
N/A 0.26
0.0
2.18
2.7
1
2610
Pipe
110 20
1 N/A
0.0
2.18
2:7
1
2610
Tee Straight Through
20
N/A 0,26
0.0
2.18
2.7
1
2610
Pipe
110 20
6 N/A
0.0
2.18
2.7
1
2610
Gate Valve
20
N/A 0.10
0.0
2.18
2.7
1
2610
Pipe
110 20
12 N/A
0.0
2.18
2.7
1
2610
Flow Meter
20
N/A 0.10
0.0
2.18
2.7
1
2610
Pipe
110 20
12 N/A
0.0
2.18
2.7
1
2610
Gate Valve
20
N/A 0.10
0.0
2.18
2.7
1
2610
Pipe
110 20
11 N/A
0.0
2.18
2.7
1
2610
90 degree bend
20
N/A 0.36
0.0
2.18
2.7
1
2610
Pipe
110 20
3 N/A
0.0
2.18
2.7
1
2610
Tee Straight Through
24
N/A 0.26
0.0
3.14
1.9
1
2610
Pipe
110 24
2 N/A
0.0
3.14
1.9
1
2610
Reducer(20"x24")
24
N/A 0.25
0.0
3.14
119
1
2610
Gravity Flow through Effluent Force Main
Total Headloss =
4.72
it
Static Head Low =
12.8 ft
Static Head High =
20.8 ft
TDH Low =
17.5 ft
TDH High =
25.5 ft
Average TDH =
21.5 ft

Low Water Level Alarm
-9.8 ft Design Peak Flow 7.5 MGD
Pump Station Pump Off Level
-9.3 ft # of Pumps 2
Pump Station Lead Pump On Level
-5.8 ft Pump Capacity 2604 gpm
Lag Pump On Level
-2.3 ft
High Water Level Alarm
-1.8 ft
Discharge Elevation 11 ft
High Static Head
20.8 ft
Low Static Head
12.8 ft
Qpump =
2610 gpm
3.76 MGD
5.81 cfs
Qpeak=
5210 gpm
7.50 MGD
11.61 cfs
Start Point:
Effluent PS
Stop Point:
Effluent FM Tie In
Peak Flow Rate
5,210 gpm
11.61 US
Fittings
C D in
L Ift) k
hf (ft)
Area (ft-2)
V ft s
Pumas In Line/FiLtlna
Q (gpm)
90 degree bend
12
N/A 0.36
0.3
0.79
7.4
1
2610
Pipe
110 12
28 N/A
016
0.79
7.4
1
2610
90 degree bend
12
N/A 0.36
0.3
0.79
7.4
1
2610
Pipe
110 12
13 N/A
0.3
0.79
7.4
1
2610
Check Valve
12
N/A 1.20
1.0
0.79
7.4
1
2610
Plug Valve
12
N/A 1.08
0.9
0.79
7.4
1
2610
Pipe
110 12
8 N/A
0.2
0.79
7.4
1
2610
90 degree bend
12
N/A 0.36
0.3
0.79
7.4
1
2610
Pipe
110 18
2.5 N/A
0.0
1.77
3.3
1
2610
Tee Branch Flow
12
N/A 0.72
2.5
0.79
14.8
2
5220
Pipe
110 20
1 N/A
0.0
2.18
5.3
2
5220
Tee Straight Through
20
N/A 0.26
0.1
2.18
5.3
2
5220-
Pipe
110 20
1 N/A
0.0
2:18
5.3
2
5220
Tee Straight Through
20
N/A 0.26
0.1
2.18
5.3
2
5220
Pipe
110 20
6 N/A
0.0
2.18
5.3
2
5220
Gate Valve
20
N/A 0.10
0.0
2.18
5.3
2
5220
Pipe
110 20
12 N/A
0.1
2.18
5.3
2
5220
Flow Meter
20
N/A 0.10
0.0
2.18
5.3
2
5220
Pipe
110 20
12 N/A
0.1
2.18
5.3
2
5220
Gate Valve
20
N/A 0.10
0.0
2.18
5.3
2
52.20
Pipe
110 20
11 N/A
0.1
2.18
5.3
2
5220;
90 degree bend
20
N/A 0.36
0.2
2.18
5.3
2
5220
Pipe
110 20
3 N/A
0.0
2.18
5.3
2
5220
Tee StralghtThrough
24
N/A 0.26
0.I
3.14
3.7
2
5220
Pipe
110 24
2 N/A
0.0
3,14
3.7
2
5220
Reducer(20"x24")
24
N/A 0.25
0.1
3.14
3.7
2
5220
Gravity Flow through Effluent Force Main
Total Headloss =
7.23
ft
Static Head Low =
12.8 ft
Static Head High =
20.8 ft
TDH Low =
20.0 ft
TDH High =
28.0 ft
Average TDH =
24.0 ft

a�
L
E
H
N
C
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a=+
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N
C.
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7
a
C
01
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RCW Pumps

v MCKIM&CREED
❑ MEMO
❑ TELEPHONE
❑ FIELD REPORT
DATE
❑ CONFERENCE
AUTHOR:
PROJECT:
SUBJECT:
CLIENT:
TIME:
PROD. NO.
Dr eyy" 11 �r,y C/Sf�1 _ S �j x
J
Q = z 95 jp oer,
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1I'ON
COPY:
www.mckimcreed.com

ATAD Reactor Feed Pumps
ATAD Reactor Transfer Pumps
ATAD Discharge Pumps

The solids handling pumps are included as part of the ATAD reactor package to meet performance
warranty requirements. Pumping equipment has been sized and selected by Kruger as part of this
package. All solids handling pumps are positive displacement type solids handling pumps. Therefore,
the pump curves provide a consistent flow rate regardless of system head. System curves therefore
have not been prepared for this type of pump as system head does not significantly impact operating
flow rate.

Q VEOLIA
Sludge Pump Sizing Calculations
Flow Rate Calculations
At the future (Phase II) plant design capacity of 3.75 MGD, the estimated WAS production would be
about 9,200 Ibs DS/day at the current design load. The sludge must be thickened to a dry solids
concentration of 5% prior to feeding the ATAD. Thus, the daily sludge batch volume to the ATAD system
is about 22,000 gal/day.
Under the future Phase II design, a third reactor will be added. The normal flow path is two stage
operation where Reactor 1 followed by Reactors 2 and 3 operating in parallel. With that configuration,
total then three batch volumes per day are sequentially transferred in the following order
Batch 1: ATAD Discharge - Reactor 2 and 3 to Post Holding tank at % batch volume each
Batch 2: ATAD Transfer - Reactor 1 to Reactor 2 and 3 at %: batch volume each
Batch 3: ATAD Feed- Thickened Sludge Holding to Reactor 1 in 1 batch volume
The batching operation should be completed in 90 minutes in order to ensure sufficient aeration time to
meet time/temperature requirements for pathogen destruction. Three batches at 22,000 gal/batch
over 90 minutes requires a flow rate of about 730 GPM. The pumps have been sized for 750 gpm.
Headloss Calculations
Friction loss along the pipe length is computed using the Darcy-Weisbach formula (Eq 1) which takes
into account the viscosity of the fluid.
AH - V2
D x 2g
Friction losses through fittings are estimated using the velocity head equation
AHff= K v2/2g
Eq 1
Eq 2
The friction factor (f) in Equation 1 is dependent on the Reynold's number (Re) which is a function of
the kinematic viscosity (v ), velocity (V) and pipe diameter (D). The Reynolds number is calculated
according to the following equation
£, = 7745.8 v ls) D(in)
V (Ca)
Eq 3
Water Technologies
6/19/2019 1 of 8

Q VEOIIA
The Kinematic Viscosity is calculated from the specific gravity of the fluid (SG ) and the absolute viscosity
( µ )
P� S
The friction factor (f ) is calculated according to either of the two following equations
For Re <_ 2000, the flow is laminar and the friction factor is calculated according to
64
Re
Eq 4
Eq 5
For Re >_ 4000, the flow is turbulent and the friction factor is calculated according to the Swamee-Jain
equation
0.25
S 5.74
10910 - (�.7 � + Re0.9
Eq 6
For 2000 > Re < 4000, the flow is in the transition zone and the friction factor selected will be the
greater of Equations 5 and 6.
6/19/2019
water Technologies
2of8

Q VEOIIA
Due to the thixotropic property of sewage sludges, the viscosity is related to the shear rate. The figure
below graphically7 summarizes apparent viscosity for thickened sewage sludge at increasing shear rate.
Sludge in the range of 4% to 7% DS exhibits a viscosity in the range of 200 to 400 mP•sec (0) at shear
rates of 20 to 60 s-1. A viscosity of 1000 mP•sec (0) is used in the calculations for the thickened sludge
pumps pumping freshly thickened WAS, providing a safety factor of about 2. Digested sludge at
thermophilic temps of 50 to 60 °C will exhibit a significantly lower viscosity. A viscosity of 300 mP•sec
(0) is used for the transfer and ATAD discharge pumps.
I00000 • upward
0 0 downward
0
10000
.. 0 15%
�a 7 /° O 0 13%
10%
1000
6%
.y
100 4%
2%
10 r..._
1 10 100
shear rate (s-1 )
Relationship between shear rates and viscosities of the sludge with TS 2 — 15% (only
results for' sludge 7 ' are shown)
The simple shear rate is a function of pipe diameter and fluid velocity and is calculated according to the
following equation
'Y=8V/d
The calculations are summarized in the attached table.
Eq 7
The thickened sludge and ATAD discharge pumps will be rated for TDH up to 42 feet (18 PSIG). For this
TDH, the pump manufacturers estimates a brake horsepower requirement of 19.6 hp and the nameplate
motor rating is 25 hp providing a 20% reserve. The transfer pump is rated for TDH up to 10 feet (4.3
PSIG). For this TDH, the pump manufacturers estimates a brake horsepower requirement of 9.7 hp and
the nameplate motor rating is 15 hp providing a 50% reserve. Pump data sheets attached.
Water Technologies
6/19/2019 3 of 8

Q VEOIIA
Summary of Pump Sizing Calculations
Parameter
Thickened Sludge Pump
ATAD Transfer Pump
ATAD Discharge Pump
Suction Discharge
Suction Discharge
Suction Discharge
Flow (GPM)
750
750
750
750
750
750
pipe ID (in)
10.03
7.98
7.98
7.98
7.98
7.98
absolute viscosity (0)
1000
1000
300
300
300
300
specific gravity
1.03
1.03
1.03
1.03
1.03
1.03
pipe length (ft)
100
ISO
75
75
150
230
Relative roughness, E (ft)
0.00085
0.00085
0.00085
0.00085
0.00085
0.00085
Gravitational Constant (lb-ft/sz)
32.17
32.17
32.17
32.17
32.17
32.17
K Value
QTY
QTY
QTY
QTY
QTY
QTY
inlet 0.5
1
1
1
outlet 1
1
1
1
elbows 0.3
6
9
4
4
7
9
Plug valves 0.3
2
2
2
2
2
2
Swing Check 2.5
1
1
1
Tee Branch 0.6
1
1
1
1
1
1
other
Overall K
3.5
7.4
2.9
5.9
3.8
7.4
velocity (ft/s)
3.05
4.81
4.81
4.81
4.81
4.81
Simple shear rate,"Y (s-1), Eq 7
29
58
58
58
58
58
kinematic viscosity (c5t), Eq 4
971
971
291
291
291
291
Reynolds Number, Eq 3
244
306
1022
1022
1022
1022
Flow Regime
Laminar
Laminar
Laminar
Laminar
Laminar
Laminar
Friction Factor, Eq 5
0.262
0.209
0.063
0.063
0.063
0.063
Friction Factor, Eq 6
0.130
0.115
0.067
0.067
0.067
0.067
Selected friction factor. f
0.262
0.209
0.063
0.063
0.063
0.063
AH fP Friction Losses Straight Pipe (ft), Eq 1
4.5
17.0
2.5
2.5
S.1
7.8
AH ff Friction Losses Fittings (ft), Eq 2
0.5
2.7
1.0
2.1
1.4
2.7
Suction inlet WLelevation (ft)
13.2
25.5
25.5
Discharge outlet WL Elevation (ft)
29.5
26.5
43.5
Static Head (ft)
16.3
1.0
28.0
Total Dynamic Head (ft)
41
9
3S
NSPR Calcs
Site elevation (ft)
19.0
19.0
19.0
Suction inlet WLelevation (ft)
13.2
25.5
25.5
Pump inlet elevation (ft)
11.7
19.6
11.7
Sludge Temp (°C)
25
70
70
Vapor Pressure (mm Hg)
23.7
233.2
233.2
Suction side Friction Losses (ft)
5.0
3.6
6.5
NPSR Available (ft)
29.3
25.8
30.9
NPSR Required (ft)
7.6
7.0
7.6
water Technologies
6/19/2019 4 of 8

Q VEOIIA
Cu5bnler Number
cur,bffw Nana
ft!'n
Q W Number
rjyr-Pxi.w Nurtber
NurnWrafPumps
P,r*ng TeffwTxe
�ty
Density
Lipid PH
cllmide Conlav
% 504d 5
solid
NP51-4-Aualable
NP.,WEgat44
k E&M
Pr p Part Number
Pile Made)
uS' -ya,ofCCASI con
t,ow TsK
Housing5egtrren3+t Eral
Housing -%mere; 30'azng
Housing SEgrrerr. =dnn
DreWM Of r-OW
Rosary LACE fAalerilr
Rotary Lobe CwWg
Rosary Lobe Form
Rolery,A* rtirlf'Aings
0-rSY'i, IJ�rlrr'ia
Lip Seal weria
ftx dale %IIera1
Oit
Drain wre
Bier OunCer Fluid
"Speed
FVM Rate 5nem(l
Flow Jim ;Lw
Mtn T0;r e
Runnilg Tmgje
RunniVPurw_
"Gewf jvoL nes
Efidency jsar3l
C -am Pw mre iugauaiarr
NPSF-r
Thickened Sludge and ATAD Discharge Pump Data Sheet (1/2)
101498
vcoa wafer Tears pies me
VR'1 ruw 5n twAii, NC
105`IM5
4
149 'P
not PwFOM
riot Rovoad
not Praroed
rd Provoed
4
2i.?S fL
7b7 R
Stine. 'h75* ACIw*a
PRCCE55 0}VDffICINS
Abrasion
Abras%W*K (1-10(j
5u:6 l cor4hkxb
Requestea Capacrf
L'15CU7 Pressxe
C'1 MTA Heat
InWI Pmwure
Nf wwtai Pw--si-
AmlalCa;ac f
bblor HP fk" 5eme %
Rased POW
Pu- Spee7
>�ad VolurrRY:'ic Efic€ency It
static Tdgr
Rralnig Tdrpe
T4 htinve I
IIOGELSA140
Aledium
3 • fie'AaREPz[ ,3led sll,Op Gref'AMer
0.0 R kojw
T50 gpm
182 Psi
42 It
0.00
182 p9,
re] Q gpm
1 or%
19ia BHP
353 RPM
a1w%
jags flJt?5.
35Q1 illtas.
Nat Speofty
P-i"`rr'E DLcPL0.CFrJENT PUIV INFJR1AKnON
V%195 N26 HP+CC
I� de zn:al 57I Tf;*
=�Wrp
4x1t9o-F60Qp
6ldzrkal5c,1r
eMectanralSal
G" Cri Ira+
Sea Carver r%ilenal
ILtO del
Imleri3 5CC K M 9 1
313E SL3Mes5 5tW 'I" I'i
O «L5 [r ef' fast "an;
IM16 Q SOCK Ring:
NY*
MA6- 3 AieC =kZ115ea11
wint
SaaigtR
Ilaleria WTanimISea 12
Nape
5i-LweEiorra
7r.rl amrw mm_- al
A1ra 5wel
I z5ce Ii,Rd 51 '.
5r3JI Soft I1SM3.
Gar an¢ed
WICed
PwV 5naff Tap
nrotcr Sinn LOON Ow
F!
P"5naH5t"
kuxf Stan 5ItR
a
Pury Lerglh
352 ira.
Pa-WItArr
13faiTZ
rNER
P-rPvAgrt
3151ts
r1 Kgr twar >:.e?R-Mnl =pECa] S*el
Pump 5"R C1.7I VIv
85 n rn
GOMM
Pttnp Smart -31arrlew (Range] 60 frtr
Hgn Temwalule Oil 50toe
Pu v Srlatl Leng7)
53 i=
W
f.T,t nv n 5araR ©efenm
O.CCt� ixxl
Tian Geur ILf W C-ex 01
PEHHFgRtiW CE DATA
Pump 'S HZ
to t-M
a7a Fz
us 1C$
2ir
359
PAf F
750 1I .2
516
710
9pm
r 1? 9 13E.2
476.1
F1:.9
9Pm
3*1 M1
3"1
3B51
Kilos.
$172
332c
3$01
i1.1d5
191 fay
13a
14.E
BHP
a1.4 51.E
fSA
151.5
.;k
41.7 24.1
e05
Al.7
%
1 AS 63
0.8
1.51
psi
1A6 6-55
5-56
F.b1
4
6/19/2019
water Technologies
5of8

VEOLRA
Thickened Sludge and ATAD Discharge Pump Data Sheet (2/2)
i V'OGEL5ANG
wToR oecmmnoN
mmy 1u*r
:ii16r FJKwc OxTarry
Amperes
62" i
W.-Oct Pad WIDE
CU/41 U3T
FU09 (AM . plJty'
40L Al,
Gar*rl Ps pose TEFC
Yes
Norm-01 amdewy'%
9M
Cgse l Div 161p a
7W
pfk5e
3
C1w51 oiv Il apo
w
POW F3CW
81
IEEESar Cwnpfiut
w
Fts4-h Cr
60Hz
hbjyy ng
C-Face gwx -a
hEMA Ns§rn
0
Ey 11MR?
TEFC
5Cvice Facer
1.15
Frr-ne SLLE
.84TC
5n;dl Oiamew
1M5kh
CandLit elafnurng
f1
5i►xllLenglh
tjK5kh
Poe
d
OMM Lcngln
2776 inch
lnsuiTcr, CLF55
F
VIMI-07COIl
1S_11 inch
FW
25 FP
vO-M rl
4w HIS
RKI
1775 M1
MUIR - Add 5ba:e her
Vot3ge
�'' 46QV
1123A-AddTrer+.X}S.7ft5
r.MWCof INFORMA-RON
f tarrauchrer
4WD GEX gyp.
5na+ Oemew
225
VMWPan Mrrber
%52- &nww-461
3":E!!5N
d
C?ar RM
"I
O.eral Lenglh
2d35
Fr3,rc- 5ke
Z!CTC
OYJPJNIG nwlrM1ATION
coupling kummza:rer
TB'Ab
axrping FLYSe n6ve
9K 16
Gauping -led a
5HS
coupling =Lase P-M
VRCOAM
FLAVGE ODWGL%ATIM,
FIro ?5iW
dainnch
F4y, F;ange Ty]e
&W Retl ,aEaa--V rXx:rAne k
Ln'-R Fm;e Pal Nu-m
:;PAL 157
Fia'r, = arge Wwal
Fkl Dpped w anFed REV
La1l FLN6 r1pe
lY U51EIe ra wraa-Q. Gomewk
Mara mn FWSE Pal NlrV&
VA
LPII = L- Mwer7
*o 09PPEC C-Quanzed RM
V3own vwSe Ai3*"A
M
Riot Farnge Pa17 4.vtw
GPA 157
Canflylaadal
RYA
water Technologies
6/19/2019 6 of 8

Q VEOl1A
ATAD Transfer Pump Data Sheet (1/2)
C• ' J 118GELSANG
PROCESS CONCITIONS
Customer Number
101498
Abx,,,on
Medium
Customer Name
Vedia Water Tedmofogies Inc.
Ala asneress 11401
3 - like llrte Acte,aled Stidge, Cvey Nlater
Pvect
NorihEaM Bewm%sck, NC
Svraian CCndlon
0.0 ft. flooded
Quote Numbe•
1052M
Regaexed C�oaady
750 gpm
Quote Position Neuter
1
Cischarge Press we
4.5 psi
Number of Pumps
2
Aschaep Head
loft
Ping Temperahre
150'F
Irie; P-vssure
0.0 psi
V=sity
not Provided
D*renfia ?ressur:
4.5 psi
Density
not Provided
Actual Capacity
758.9 gpm
Specft Gradty
not Provided
Vow- 4P Rssen-e %
10%
Lqud PH
7
Rated ?cover
9.7 BHP
CNoride Content
not Provided
Purr o Speed
319 RPM
% Sokids
5
?dated Vdwiiehic Efficiemy 4b
89.20%
Solid Size
5tar4titg Torque
3714 it.lbs.
NPSH4wailab(e
25.05 fi.
R@urnng -o,que
1912 in.lbs.
Near-Requo
6.97 ft.
Tag Slumkw'
Nat Specified
Medium
Sludge ilaste APzrv4d
POSITVE
CiSP',ACEVENT PUMP INFMvATO!i
Pump Par[ Numwr
Vf4186-26DL4Q
Medranical Seal Type
Cwirdge
Pwnp Model
VX185-25'Q
Veolwir,.]t Seal Skye-Doub'e
Shge Meehanica Seal
Material of Conssnw, ion
Grey Cast Iron
Seal Carrier Material
Mild Steel
Cover ype
Mate %a 91udk Fang 1
304 Stairiess Steel 414301)
Housing SeVert h431arial
116025 (Grey Cast Iron}
Mate l Bic& Fang 2
None
Housing Segmert Coatirg
Name
Vats -^ix Vectarca{ Sea(1
Dwarf
Housing Segnert Form
Shaghl
Mats Vect,ar:oal Seal 2
None
D►eckn of Row
Bi-DmeeiDnal
Thnrst VOSPef Material
Mild Steel
Rotary Labe Material
10503 (Mid Steer)
Strain Ball Malerid
Gilvarr¢ed
Rotary Labe Coa nq
Wrdeci
Pump Shall Top
Maim Shaft Long 060
Rotary Labe Form
FkRoo
Pump Shad) Bottom
Maim shaft sh rt
Rotary Labe # ofWt ings
4
Pump Lenglh
31.5 ix h
(1-Rng Material
NBR
Pump VULS
13.0 inch
Lip Seal'Vateial
HNBR
Pump Vk#d
280 lbs
Vkar PLife Material
Huh Wee- Resistmt Special Skw
Pump ShA Diameter
85 mm
Vkar PLM Cov.*%
Gaharfz?d
Pump Shalt Diameter {Flanged
60 mm
Oil Battle
1-* Or 80'ile
Pump Shal Length
5.5 nch
Drain Hose
No
Va&r um Shot Deflector•
0.0016 inch
Buffer Chamber Fluid
TAam Gear MP90 Gear Od
PERFORMANCE DATA
Pump 20 Hz 40 Hz
58'Hz
Pump Speed
116 110 220
319
RPM
Flow Rate (new]
7 50 207.9 497.9
758.9
Wn
Flow Rale (used)
7318 187.9 478.9
740.7
w n
Starting Torque
3T14 3714 3714
3714
n.lbs.
RurrzgTorque
19M 1639 1750
1312
111.1111s.
Runr,ng Power
9.5 2-9 6.1
9.7
BHP
Efticiency(Vorume)
89.1 70.9 84.9
89.2
%
Efficiency (Tatal)
20.6 19.1 21.4
243.6
%
Dyrum'r. Fre• wre R?dx+ on
1.21 015 059
123
psi
NPSH'-r
6.91 6.56 6-56
6.F7
ft
Water Technologies
6/19/2019 7 of 8

Qp VEOUA
ATAD Transfer Pump Data Sheet (2/2)
Mandachwer
Eakio, EIeaicConpany
SleuW PM Nwnber
CEM23337
Geneal Purpose TEFC
Yes
Class I Diu Grp D
No
Class I Diu Grp D
No
IEEED41 Corplort
No
Mcurzog
C-Fate F=ed
Enclosure
TEFL
Frame Size
25. 4TC
CMIMt Box Mountm
F1
Poi--.
4
Insuixicn Class
F
HP
15 HP
RPM
1755 RPV
vNtage
ZKA60 v
Manubaxer
NORD42eo�Corp.
Ver ice Part timer
SK42.25rC-5.35
Gear Ratio
535
Frame Size
25M
C,*rg Man6fa7ure- TB Wbuds
CcupogSlit 9HS
Flange Sine
&0 imb
Left Flange Par( Nwnber
GPAL157
Left Flarge —ype
M4 .axe Ga v3r2ed, r5omerezk
Left Flarye Matenai
Hot Dpped Gavarced 5"
R41 tFlange Part Nimber
GPA157
j VOGELSANG
MOTOR rVORMATI0N
ArT—q!
36.2118-1 A
Rating (Amb. + pe;y1
40C AM3_00NT
Nomns Elrraiency%
9124
tease
3
Pt%*r Famr
83
F,"w-ncy
60 Hz
NEMADmr
B
Ser+ice Facbar
1.15
%I ft Diameter
1.525 inch
Shaft .erglh
3.75 irwh
Ove a �engti+
2178 inch
1 twh (- Conduit]
10.04 inch
Vf-s
269 Ibs
L421A -Add Space Heate-
V23A -Add Thermossas
GEARBOX INFO.RAIATICA
ShA Obmeter
1.875
SKA Lerglh
3-5
Ove a Leng*
21M
COLPL43 INFORMATION
Cowping Flange Drive
95178
Coupling Flange Pump
9SMIM
FIAh'SE COSTIGURAT ON
Right Far3e'ype
NMI Sk--1 63Namized. 3eosem*
Right FvW Materal
Hol00*4 Wlvaniud Swel
4arathm Flange Part Nwrlw
NA
Manthm Flange Max6al
MA
Vanthm Flange Configur3ov
NA
Water Technologies
6/19/2019 8 of 8

Truck Loading Solids Pumps

Truck loading solids handling pumps are positive displacement type solids handling pumps. Therefore,
the pump curves provide a consistent flow rate regardless of system head. System curves therefore
have not been prepared for this type of pump as system head does not significantly impact operating
flow rate.

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Buoyancy Calculations

DESIGN CALCULATIONS
FOR
BELOW GRADE STRUCTURE BUOYANCY CHECKS
Prepared for
BRUNSWICK COUNTY, NORTH CAROLINA
PUBLIC UTILITIES DEPARTMENT
P.O. BOX 249
BOLIVIA, NORTH CAROLINA 28422-0249
Z
Prepared By
McKIM & CREED, INC.
1730 VARSITY DRIVE, VENTURE IV BLDG., SUITE 500
RALEIGH, NORTH CAROLINA 27606
Phone: [phone]
(McKim & Creed Job # 0069-0047)

�WKIM&CREED
Basis of DeyIgn
Basic Unit Weights
Water= 0.062 kip/ft3
Concrete= OAS kip/ft3
Soil = 0.11 kip/ft3
Weight Calculation Procedure
Rectangular Wall Weight
Total Wall Length, L= 2X+2Y
Volume= LxD%Thk
Weight = Volume x Unit Weight
Rectangular Slab Weight
Volume= LxDxThk.
Weight = Volume x Unit Weight
Rectangular Area Soil Weight
Total Wall Length, L= 2X+2Y
Volume = L x D x Thk.
Weight= Volume x Unit Weight
Wedge Area Soil Weight
Thk. = D/3
Total Wall Length, L= 2X+2Y
Volume = L x D x Thk. / 2
Weight = Volume x Unit Weight
s
Project Name NE Brunswick Regional WRF 2.5 MGD Facility Expansion
Project No. 0069-0047 Sheet 1 of 19
By DAR Checked By WFB Date 06/14/19

&MWIM&CREED
Circular Wall Weight
Total Wall Length, L= 2nR
Volume = L x D x Thk.
Weight=Volume x Unit Weight
Circular Slab Weight
Area = (n/4)(Do2-Di2)
Volume = Area x D
Weight = Volume x Unit Weight
Circular Area Soil Weight
Total Wall Length, L = 2nR
Volume = L x D x Thk.
Weight = Volume x Unit Weight
Wedge Area Soil Weight
Thk. = D/3
Total Wall Length, L= 2nR
Volume = L x D x Thk. / 2
Weight = Volume x Unit Weight
Buoyancy Force
EI
Project Name NE Brunswick Regional WRF 2 5 MGD Facility Expansion
Project No. 0069-0047 Sheet 2 of 19
By DAR Checked By WFB Date 06/14/19
Thk.
V = Displaced Volume by Section of structure below grade
Fb = Water Unit Weight x Volume
Note: Calculations are conservative by considering water level at grade elevation
Safety Factor
Factor of Safety = i Structure+ E Soil Weight >_ 1.5
Buoyancy Force

tee1Y1' IU VL&CRGGQ
Buoyancy Calculation
SOS.O Grit Pump Vault
Structure & Soil Weight
Component
Wt. (k/ft3)
L(ft.)
D (ft.)
Thk. (ft.)
Weight (K)
Bottom Slab
0.15
10.00
8.00
067
8.00
Top Slab
0.15
9.00
7.00
0.50
4.73
Walls
OAS
30.00
6.50
0.50
14.63
Equip. Pad
0.15
1.92
2.83
0.50
0.41
Rect. Soil Weight
0.11
34.00
6.50
0.50
12.16
Wedge Soil
Weight
0.11
4467
6.50
2.17
69.20
Project Name NE Brunswick Regional WRF 2.5 MGD Facility Expansion
Project No. 0069-0047 Sheet 3 of 19
By DAR Checked By WFB Date 06/14/19
( Total I 109.111
10'-0" _
9'-0" _
` 1'-11"
00
I I
C\'
Displaced Volume
Isection I L(ft.) I W(ft.) I H (ft.) I V (ft.,)
Sub. Section 1 9.00 1 7.00 _ 6.50 1 409.50
Total 409.50
Buoyancy force = 25 6 k
Factor of Safety = 4.27 OK
Note:
- Sump weight not included

* {( 77� Project Name NE Bfunswick Regional WRF IS MGO Facility Expansion
M / \ +1% IGM[, CREED Project No. 0069-0047 Sheet 4 of 19
' By DAR Checked By WFB Date 06/14/19
SO5.0 Headcell:
Structure & Soil WciKht
Component
Wt (k/ft')
L(ft )
D (ft.)
Thk (ft.)
Weight (K)
Bottom Slab
OAS
16.67
16.67
1.33
55.56
Top Slab
0.15
6.00
16,00
1.00
14.40
To" 16" wall.
015
5333
7.67
1.33
8178
"Lo" 12" wall_
0.15
12.00
10.27
1.00
18.49
"Lo" 12" wall.
0.15
40.00
16.19
1.00
97.13
"Hi" 12" wall.
0.15
2200
8.00
100
26407
Btm. Slab Top
Soil
0.11
33.33
23.85
1.00
87.47
Btm. Slab Top
Soil
0.11
14.67
1485
100
23.96
Btm. Slab Top
SO
0.11
1467
7,67
100
1237
Top. Slab Top Soil
0.11
2600
1.00
200
5.72
Btm. Slab Wedge
Soil Weight
0.11
57.24
17.55
5.95
665.99
Top. Slab Wedge
Soil Weight
Oil
2667
2 00
0 67
391
Total I1,096.17
Plan View
Displaced Volume
:Section
L(ft.)
W(ft.)
H (ft)
V (ft.,)
14" wall tank
13.33
13.33
7.67
1,362.96
12" wall tank
14.00
14.00
1
10.19
1
1.996.75
1
12" wall tank
14.00
5.00
2.00
14O 00
Buoyancy force = 218.4 k
Factor of Safety = 5.02 OK
Note:
Grout weight no included
Section
Total 3,499.71

WKIM&CREED
SOS.O Screens:
Stnidure R. Snil Weight
Component
Wt. (k/ft')
Lift.)
D (ft.)
Thk. (ft.)
Weight (K)
"Lo" Slab
0.15
48.1
30.0
1.0
216.59
"Hi" Slab ls
Channels
015
31 6
26.0
1 0
12332
"Hi" Slab @ Infl.
Channel
0.15
26.0
5.3
1.0
2048
"Lo" Fill
Channels
011
31.6
10.0
2.9
301.56
"Lo" Fill @ Infl
Channel
Oil
5.3
260
29
43.84
Extr. 12" Wall 9'
ht.
015
196.3
8.9
10
262.58
Intr 8" Wall 4' ht.
0.15
1898
40
0.7
76.25
"Hi" Fill @
Channel Wall
Oil
31.6
10.0
40
139 13
Tap Slab rs
Corners
015
21.0
13.7
10
4309
Top Slab ls
Channels
0.15
58.5
240
1.0
210.60
Top Slab Between
Channels
0.15
31.6
100
1 0
4743
Rect Soil Weighl
0.11
1523
2.4
1 0
4047
Wedge Soil
Weigh l
0.11
159.5
2.4
08
1707
Project Name NE Brunswick Regional WRF 2.5 MGD Facility Expansion
Project No. 0069-0047 Sheet 5 of 19
By DAR Checked By WFB Date 06/14/19
( lotal( 1,34245
I-r �. 31'-7 i/:' (raP sUMxrvP. q
W-io t/T' (Lm sLm)
Oicnlxrad Volume
Section
I L(ft.)
W(ft.)
H (ft.)
I V (ft')
Tank Section
Below Grade
46 1
28.0
2.4
3,121 13
Total
3,12113
Buoyancy force = 194.8 k
Factor of Safety - 6.89 OK
r-�
1

Project Name NE Brunswick Regional WRF 2.5 MGD Facility Expansion
Project No. 0069-0047 Sheet 6 of 19
By DAR Checked By WFB Date 06/14/19
510.0 Equalization Basin Pump Station
Structure & Snil VJMvhr
Component
Wt. (k/fO)
L(ft.)
D (ft.)
Thk. (ft.)
Weight (K)
Bottom Slab
0.15
36.7
23.7
1.8
238.69
Low 22" Wall
0.15
105.3
9.0
1.8
260.22
High 14" Wall
0.15
102.7
9.0
1.2
162.17
Top Slab
0.15
313
20.3
1.0
10164
Top Slab Hatch
-0.15
12.0
6.0
1.0
(10 801
IBtm. Slab Top Soil
0.11
11667
9.00
1.00
115.50
IBtm. Slab Top Soil
0.11
114.00
9.00
1,67
18810
Wedge Sol!
Weighl
0.11
145,3
18.5
6.2
911.99
Grout Weight
0.11
5.8
18.0
6.0
3465
Grout Weight
0.11
8.2
18.0
6.0
48.51
Grout Padl
0.11 1
13.2
4.3
1 0.6
1 3.79
I otall 2,D54.46
Disnlacod Vnlumn
Section
L(ft)
W(ft.)
H (ft.)
V (ft.)
22" Tank
Below Grade
34.7
21.7
9.0
6,760.00
14" Tank
Below Grade
33.3
20.3
9.5
6,438.89
Buoyancy force = 823.6 k
Factor of Safety = 2.49 OK
Total( 13,198.89 (

MgGM&CREED
S10.0 Precast Valve Vault
Structure R Snil Wnivhe
Project Name NE Brunswick Regional WRF 2 5 MGD Facility Expansion
Project No. 0069-0047 Sheet 7 of 19
By DAR Checked By WFB Date 06/14/19
Component
Wt (k/ft)
L(ft.)
D (ft.)
Thk. (ft.)
Weight (k)
Bottom Slab
0.15
19.0
120
0.5
17.10
Top Slab
0.15
17.0
10.0
0.5
12.75
Top Slab
Openings
0.15
16.0
7.0
0.5
(8 40)
Walls
0.15
52.0
7.5
0.5
29.25
Rect. Soil Weight
0.11
58.00
7.50
1.00
47.85
Wedge Soil
Weight
0.11
72.00
7.50
2.50
148.50
( lotalI 247.05
Displaced Volume
Section L(ft.) W(ft) H (ft.) V (ft.')
Sub. TankJ 17.0 1 10.0 1 7.5 1.275.00
Total 1.275.00
Buoyancy force = 79.6 k
Factor of Safety = 3.11 ON
19,-0"
17'-0"
16'-0"
4'-0' 4'-0" 4'-0"

`�* W KIM &CRD
510.0 Precast Meter Vault
Structure & Soil Weight
Component
Wt. (k/ft3)
L(ft.)
D (ft.)
Thk. (ft)
Weight (K)
Bottom Slab
0.15
11.0
10.0
0.5
8.25
Top Slab
0.15
9.0
8.0
0.5
540
Top Slab
Openings
-0 15
5.0
5.0
0.5
(1.88)
Walls
0.15
32.0
7.5
05
18.00
Rect. Soil Weight
0.11
1 38.00
7.50
1.00
31.35
Wedge Soil
Weight
0.11
52.00
7.50
2.50
107.25
Total 168.38
Project Name NE Brunswick Regional WRF 2.5 MGD Facility Expansion
Project No. 0069-0047 Sheet 8 of 19
By DAR Checked By WFB Date 06/14/19
Displaced Volume
Section L(ft.) I W(ft.) I H (ft.) I V (ft.')
Sub. Tank 9.0 8.0 7.5 540.00
Total 540 00
Buoyancy force = 33 7 k
Factor of Safety = 5.00 OK
Note:
- Grout weight not included

Project Name NE Brunswick Regional WRF 2.5 MGD Facility Expansion
Project No. 0069-0047 Sheet 9 of 19
By DAR Checked By WFB Date 06/14/19
525.0 Bionedipho Ditches
Structure & Soil We(uht
Component
Wt. (k/ft)
Area (62)
Thk. (ft,)
Weight (K)
Bottom Slab
0.15
20228.8
2.2
6,574.35
Rect. Soil Weight
0,11
1505,3
7.8
1,283,26
Wedge Soil
Weight
0.11
1727.5
7.8
736,36
Component
(Unit weight
Qft.)
D (ft.)
thk. (ft.)
Weight (K)
14"Wans
0.15
871.8
20.5
1.2
3,127.63
12" Walls
0.15
208.1
20.5
1.0
639.98
12" Walls
0.15
BU
8.3
1.0
106.43
12" Weir Wans
0.15
48A
3.5
1.0
25.27
12" Weir Walls
0.15
49.0
6.3
1.0
45.94
10" Walls
0.15
360.2
20.5
0.8
922.93
Top Slab
0.15
1 02.9
4.0
1.0
121.71
Weir Bottom Slab
0.15
48.1
4.8
1
1.0
34.89
Weir Bottom Slab
0,15
38.3
3.8
1,0
22.04
4
Disolaced Volume
Section
AM)
H (ft,)
V (ft.')
Submerged
Structure
18723.5
7.8
145,107
Total
145,107
Totall 13,640.79 j
- a.i a 1•p `� �. •_• _ �i -_ }•u •.' +•t�
� t
Buoyancy force = 9054.7 k
Factor of Safety = 1.51 OK

MW M&CREED
530.0 Secondary Clarifiers
Structure H. Soil Weight {each]
Component
Wt. (k/ft)
L(ft.)
D (ft.)
Thk. (ft.)
Weight (K)
Walls
0.15
210.5
14.7
1.0
463.56
Edge Channel
Wall
0.15
226.2
3.3
1.0
112.57
Edge Channel
0.15
226.2
2.5
1.0
84.82
Btm.
Rect. Soil Weighl
0.11
228.3
10.7
2.8
758.93
Wedge. Sail
Weigh]
0.11
250.6
10.7
3.6
52279
Rect. Soil Weighl
0.11
44.0
8.2
2.0
79.02
Wedge. Soil
0.11
61.1
8.2
2.7
74.69
Weight
Component
Wt. (k/ft')
Do(ft.)
Di(ft.)
D(ft.)
Weight (K)
Grout Weight
0.10
65.0
0.0
0.2
55.31
Btm. Slab
Thickened
Section
0.15
71.0
47.0
2.0
667.27
Btm. Slab
0.15
47.0
10.0
1.5
372.69
Center Pier,
0.15
10.0
0.0
9.0
106.03
Center Pier Fig.
0.15
14.0
0.0
1.0
23 09
ITotal ( 3,320.79 J
Project Name NE Brunswick
Project No. 0069-0047
By DAR
Regional WRF 2.5 MGD Facility Expansion
Sheet 10 of 19
Checked By WFB Date 06/14/19
Olso}aced Volume feach]
Do (ft.)
Di (ft.)
h. (ft,)
V (ft.3)
rSeion
bmergedk
Section
65.0
0.0
10.7
35,395.28
'Total
35,395.28
Buoyancy force = 2208.7 k
Factor of Safety = 1.50 OK

Z M�'KiM CREEL?
530.0 Scum Pump Station
Structure & Soil WelRht (eachl
Component
Wt. (k/ft')
Do(ft.)
Di (ft.)
H. (ft.)
Weight (K)
Walls
0.15
9.0
8.0
11.0
22.03
Top Slab
0.15
9.0
0.0
0.5
4.77
Bottom Slab
0.15
10.0
0.0
0.5
599
Rect. Soil Weight
0.11
10.0
9.0
11.0
18.06
Wedge. Soil
Weighl
0.11 1
13.7
10.0
11.0
4123
ITotal ) 91.98 f
a._0.,
Project Name NE Brunswick Regional WRF 2.5 MGD Facility Expansion
Project No. 0069-0047
By DAR Checked By WFB
DISplaced Volume (eachl
Sheet 11 of 19
Date 06/14/19
Section
Do (ft.)
Di (ft.)
h. (ft.)
V (ft.')
Submerged
Tank Section
9.0
0.0
11 0
699.79
Totall
700
Buoyancy force = 43.7 k
Factor of Safety = 2.11 ON
91-01,

w MCKMA&CREED
535.0 Tertiary Filters
Str—turn R coil wntvht
Project Name NE Brunswick FRegionel WRF 2 5 MGD Facility Expansion
Project No. 0069-0047 Sheet 12 of 19
By DAR Checked By WFB Date 06/14/19
Component
Wt. Wit)
L(ft.)
D (ft.)
Thk. (ft.)
Weight (K)
Bottom Slab
0.15
39.5
39.5
1.2
273.04
Walls
0.15
142.0
5.3
1.0
111.93
Equip Pad
0.15
22.3
30.0
1,0
100.50
RecL Soll Welghl
0.15
152.0
4.8
2.0
216,60
Wedge Sail
Weight
015
1523
48
1 1.6
1 17185
Total 1 87382
W-e
a-o•
M -r
Disolaced Volume
ion
L(ft.)
W(ft.)
H (ft.)
V (ft.')
ubmerged
LS
Tank
365
36.5
4.8
6,329,19
Total
6,32&19
Buoyancy Force = 394 9 k
Factor of Safety = 2.21 OK
;o 0
r n

46
*4izol 1 1V1V1C7 L1\L]GD
540.O Ultraviolet (UV)
Structure 8, Soil VVeivht
t
Component
Wt. (k/ft3)
L(ft.)
D (ft.)
Thk. (ft.)
Weight (K)
Bottom Slab
015
33.8
22.5
1.2
132.89
Top Slab
0.15
9.0
22.5
1.0
30.38
Top Slab
0.15
8.8
22.5
1.0
29.81
9 5'H Walls
0.15
59.2
9.5
1.0
84.31
4.7'H Walls
OAS
163.0
4.7
1.0
114.13
Column Piet
0.15
10.0
1 4.7
2.5
17.50
Column Pier
0.15
6.0
4.7
5.0
21.00
Top Slab Between
Channels
0.15
48.0
3.0
1.0
2160
Sand Fill Between
Channels
0.11
48.0
3.0
3.7
58.08
Rect. Soil Weighl
0.11
53.5
9.0
1.0
52.97
Rect, Soil Weighl
0.11
11.7
9.0
1.8
20.21
Rect. Soil Weighl
0.11
53.7
42
1,8
43.05
Rect. Soil Weighl
0,11
13,8
4.2
1.0
6.34
Wedge Soil
Weight 9'H
0.11
92.7
9.0
3.0
137,61
Wedge Soil
Weight 4.2'H
Oil
59.5
42
1.4
18.94
(Total ( 789.811
Project Name NE Brunswick Regional WRF 2.5 MGD Facility Expansion
Project No. 0069-0047 Sheet 13 of 19
By DAR Checked By WFB Date 06/14/19
Dicolaced Volume
:Section
L(ft.)
W(ft)
H (ft.)
V (ft')
Sub. TankI
20.5
6.0
9.0
1,10700
Sub. Tank
33 8
19 0
4.2
2,671 88
Total 3,77888
Buoyancy force = 235.8 k
Factor of Safety = 3.35 OK
I
bt
r,�
t
I
t
Cl
❑
I
y 24'-a'
y i K
W-r
4r-r

�NVKM&QED
545.0 Cascade Aerator
Structure & Soil Welaht
Project Name NE Brunswick Regional WRF 2.5 MGD Facility Expansion
Project No. 0069-0047 Sheet 14 of 19
By DAR Checked By WFB Date 06/14/19
Component
Wt (k/ft3)
L(ft.)
D (ft.)
Thk. (ft.)
Weight (K)
Bottom Slab
O.1S
25.5
13.5
1.5
77.46
Top Slab
0.15
7.5
10.5
1 3
15.75
24" Walls
015
51.5
10.5
20
16223
24" Walls
US
9.2
10.5
2.0
28.98
12" Walls
0,15
67.0
10,3
1.0
103_95
Baf0e Wall
0.15
2.0
3.1
0.5
0.46
Steps
0.15
8.4
6.5
05
2,05
#57 Stone Fill
0.11
12,0
8.3
6.5
35.75
Rect. Soil Weigh[
0.11
61.5
10.5
1.5
106.55
Rect, Soil Weigh[
0.11
10.5
9.2
1.5
15M
Rect Soil Weigh[
0_11
73_0
9.3
1.0
7495
Wedge Soil
Weighil
011 1
78.0
19.8
66
562.51
[Total 1 1.18630 1
Displaced Volume
Section
Lift.)
W(ft.)
H (ft.)
V (ft 3)
Top Slab
7.5
10.5
1.3
105.00
Sub
Section ion
270
85
9.3
2,142.00
Sub
Section
Section
22.5
105
10.5
2,48063
Total 4,727.63
Buoyancy force = 295.0 k
Factor of Safety = 4.02 OK
0
I 1
I !
i
I
I I
I I
�
m
i
o
to
t
M
0
I
N
ze--Ir

� NMCI M&CREED
550.0 Effluent Pump Station
Structure & Soil Wp4ht
Component
Wt. (k/ft')
Lift.)
D (ft)
Thk. (ft.)
I Weight (K)
Bottom Slab
0.15
22.3
20.3
2,0
136.23
Wall
0.15
70.7
33.8
1.7
596.25
Top Slab
0.15
20.3
18.3
1.0
55.92
Rect, Soil Weight
0.11
81.3
34.3
1.0
306.42
Wedge Soil
Weight
0.11
131.0
34,3
11.4
2,817.31
Total 1 3,912.13
Plan View
Project Name NE Brunswick Regional WRF 2 5 MGD Facility Expansion
Project No. 0069-0047 Sheet 15 of 19
By DAR Checked By WFB Date 06/14/19
Displaced Volume
Section I L(ft.) I W(ft.) I H (ft.) V (ft.)
Sub. lanki 18.3 1 20.3 1 34.3 12,767.64
Total 12,767,64
Buoyancy force = 796 7 k
Factor of Safety = 4.91 OK
Section View

t`*%jiVl`l<_1_LVlC7 L.R GLJ
550.0 Precast Valve Vault
Structure & Soil Weight
Project Name NE Brunswick Regional WRF 2 5 MGD Facility Expansion
Project No. 0069-0047 Sheet 16 of 19
By DAR Checked By WFB Date O6/14/19
Component
Wt. (k/ft,)
L(ft.)
D (ft.)
Thk. (ft)
Weight1K)
Bottom Slab
0.15
16.0
9.0
0.5
1080
Top Slab
0.15
15.0
8.0
0.5
9.00
Top Slab
Openin s
-0 15
12.0
5.0
0.5
(4 50)
Walls
0-15
44.0
75
0.5
2475
Rect. Soil Wei ht
0.11
1 48.00
7.50
0.50
1980
Wedge Soil
Weight
0.11
6000
7.50
2 50
123.75
! Totall 183.601
u ,_e.
IV-Ir
I-e-Or
----____--------------- i
I I
___ ---- U r--Ell
atsplaced Volume
:Section I L(ft) W(ft.) H (ft,) V (ft 3)
Sub_ Tankl 150 8.0 7.5 900.00
Total 900.00
Buoyancy force = 56.2 k
Factor of Safety = 3.27 OK
Note:
- Grout weight not included

Project Name NE Brunswick Regional WRF 2.5 MGD Facility Expansion
V NMM&CREED Project No. 0069-0047 Sheet 17 of 19
By DAR Checked By WFB Date 06/14/19
550.0 Precast Meter Vault
Structure & Soil Weight
Component
Wt (k/ft')
L(ft )
D (ft.)
Thk. (ft)
Weight (K)
Bottom Slab
0.15
10.0
10.0
0.5
7.50
Tao Slab
0.15
90
9.0
0.5
6.08
Top Slab
Ooeninas
015
5.0
50
0.5
(1 88)
Walls
0.15
34.0
7,0
0.5
17.85
Rect Soil Weight
0.11
38.00
7.50
050
15.68
Wedge Soil
Weight
0.11
5000
7.50
250
103.13
Total 148.35
L--------._---J
Displaced Volume
:Section I L(ft.) J W(ft) H (ft.) I V (ft, I
Sub. Tank 10.0 10.0 7.5 750.00
Total 750.00
Buoyancy force = 46.8 k
Factor of Safety = 3.17 OK
Note;
- Grout weight not included

4 Project Name NE Brunswick Regional WRF 2.5 MGD Facility Expansion
MciUM FCkE+D Project No. 0069-0047 Sheet 18 of 19
V By DAR Checked By WFB Date 06/14/19
560.0 Pre-ATAD Thickening Facility
Structure & Soil Weight
Component
Wt. (k/ft)
L(ft.)
D (ft.)
Thk. (ft-)
Weight (K)
Bottom Slab
0.15
33.4
31.5
1.5
236.84
Walls
0.15
117.8
13.5
1.3
31815
Top Slab
0.15
31 4
29.5
1.0
139.02
Rect. Sol Weighl
0.11
125.8
7.5
a
103.81
Wedge Soil
Weight
0.11
139.8
75
2.5
144.20
Displaced Volume
Section J L(ft.) W(ft.) I H (ft.) V (ft.')
Sub. TanRJ 31.4 1 29.5 1 7.5 6,95094
Total 6,950.94
Buoyancy force =
Total [ 942.03 j Factor of Safety =
433 7 k
2.17 OK

4�NVKHW&CREED
565.0 Pre-ATAD Pump Station
Structure & Soil Weight
Project Name NE Brunswick
Project No. 0069-0047
Component
Wt. (k/ft')
L(ft,)
D (ft.)
Thk. (ft.)
Weight (K)
Bottom Slab
0.15
35,7
33.7
1.3
240.16
Walls
0.15
122.7
10.0
110
184.00
Columns
0.15
40.0
1.0
1.3
800
Columns
0.15
20.0
2.0
1.3
800
Equip Pad
OAS
20.0
2.8
1.0
8 25
Recl Sail Weight
0 11
132.7
9.5r��
207.96
Wedge SoilWeighl
0.11
151.3
9.5
250,39
Total 906.75
35'-8"
By DAR
WRF 2.5 MGD Facility Expansion
Checked By WFB
Sheet 19 of 19
Date 06/14/19
Displaced Volume
Section I L(ft.) W(ft.) H (ft) V (ft.3)
Sub.Tankl 30.7 32.7 9.5 9,516.89
Total 9,516.89
Buoyancy Force = 593.9 k
Factor of Safety = 1.53 OK

Auxiliary Power Calculations

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1.1 Residuals Management Plan
A. Screenings - Headworks Drum Screens — The facility expansion will include construction
of a new headworks to replace the existing headworks with new drum screens for
removal of larger solids/screenings. The drum screens will provide for an improved
solids capture ratio compared to the existing mechanical bar screen at the existing
headworks structure. This will improve capturing of larger materials which can cause
performance issues with downstream equipment. Drum screens will be equipped with a
wash ing/compaction/dewatering zone to wash and remove liquid from the
screenings. Washed and dewatered screenings will be dropped into a conveyor and
transported to a dumpster for capture. All screenings will be transported by truck on a
regular basis to the landfill for final disposal.
B. Grit Removal - Headworks Headcell Unit and Gritcleanse Unit — The new headworks
will include the addition of a Headcell unit for improved grit capture rates compared to
the existing aerated grit chamber. With the higher capture rate of particulate materials
occurring by the Headcell unit, a GritCleanse unit is also being provided to provide a
high level of organics recovery. Grit is pumped from the bottom of the Headcell unit via
a grit slurry pump and into the GritCleanse unit. Organics are washed from the grit and
returned to the system via a gravity drain system. Grit is conveyed and dewatered from
the GritCleanse unit and dropped into a dumpster for collection. Grit will be
transported by truck to the landfill on a regular basis for final disposal.
C. Biosolids — Rotary Drum Thickening, ATAD Digestion, Storage and Disposal — The 2.5
MGD facility expansion shall include dedicated biosolids treatment, volume reduction
and storage for the anticipated volume of biosolids to be produced at the facility's
design load conditions. WAS will be wasted from the oxidation ditch system via the
common RAS/WAS pumps which pull settled solids from the bottom of the secondary
clarifiers. When WAS is to be wasted, control valves will open to divert flow from the
RAS force main at the pump discharge to the new Rotary Drum Thickeners. WAS flow
will be conditioned with polymer to improve dewatering characteristics and be
thickened using Rotary Drum Thickeners. Thickened WAS will be stored in a thickened
WAS storage vault below the thickening building. Thickened WAS will be conveyed with
a system of two Thickened WAS transfer pumps to either of two Autothermal
Thermophilic Aerobic Digestion (ATAD) reactors. The ATAD process will treat the
thickened WAS to meet Class A standards for final land application. Digested biosolids
are pumped out of the ATAD reactors and into two covered digested biosolids storage
tanks via two transfer pumps. The storage tanks provide 60 days of available storage
(see attached calculations) for the biosolids to be produced at design operating
conditions. Biosolids are kept mixed and aerated to minimize the formation of odors.
The tanks are also covered to prevent water from entering and utilizing storage
capacity. The storage tanks are equipped with odor control to further minimize any odor
breakthrough from the facility. Biosolids are pulled from the storage tanks via two
transfer pumps to send digested solids to a new truck loading station. Truck loading and
disposal will occur regularly by Bio-Green Services (Advance, NC) who the County
currently contracts with to haul digested biosolids and land apply for final disposal.

Post ATAD Storage Summary
No. of Tanks Tank Diameter( ft) Max Depth (ft)
2 60 24.3
Flow from
ATAD Reactors Days of
(gal/day) Volume Total (gal) Storage
17,146 1,027,989 60.0
Volume Each Volume Total
(gal) (gal)
513,994 1,027,989
PT H CA,q
Q �ESSjO��f,
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A. P

Item Coversheet
Pagel of 2
APPROVED
Brunswick County Board of Commissioners
ACTION AGENDA ITEM
2015
Action Item q IX, - 4.
From: Utilities - Request for Approval of Award of Conlracl Sludge Operations for Brunswick
Jerry Pierce, P.E. County Wastewater Treatment Plants Bio-Green Services, Inc. (Jerry Pierce, Director of
Public Utilities)
Issue/Action Requested:
Request that the Board of Commissioners approve award of the contract sludge operations for the Brunswick
County Wastewater Treatment Plants to Bio-Green Services, Inc. based upon the proposal submitted April 30,
2015, at a price of $0.045 per gallon for Class "A" Sludge and $0.049 per gallon for Class "B" Sludge with
15% of the bid attributable to fuel.
Background/Purpose of Request:
Brunswick County submitted a Request for Proposals to companies that have the capability to provide
wastewater sludge hauling and disposal. The county generates approximately 5,385 million gallons of
wastewater sludge per year. The county has secured permits from the North Carolina Department of
Environment and Natural Resources (NC DENR) for land application of wastewater sludge on local farmlands.
The farmers use the wastewater sludge as a supplemental source of nitrogen for their crops.
The county received proposals from three firms. Bio-Green Services submitted the lowest bid and
demonstrated the ability to meet the scheduling requirements required by the county for the contract
wastewater sludge operations. The price for the two different types of wastewater sludge generated at the
county's five wastewater treatment plants is as follows:
$0.045 per gallon for Class "A" Sludge
$0.049 per gallon for Class "B" Sludge
They indicated that 15% of the bid was attributable to the price of fuel.
County staff recommends that the Board of Commissioners award the contract wastewater sludge operations at
the county's wastewater treatment plants to Bio-Green Services, Inc.
Fiscal Impact:
Pre -Audit Certification Required, Reviewed By Director of Fiscal Operations
Funds available in the current operating budget
Approved By County Attorney:
Advisory Board Recommendation:
Not Applicable
County Manager's Recommendation:
Recommend that the Board of Commissioners approve award of the contract sludge operations for the
Brunswick County Wastewater Treatment Plants to Bio-Green Services, Inc. based upon the proposal
submitted April 30, 2015, at a price of $0.045 per gallon for Class "A" Sludge and $0.049 per gallon for Class
"B" Sludge with 15% of the bid attributable to fuel.
ATTACHMENTS:
Description
t1 0 LiNnt •s - Cnatraci SIuJ w Orietauons f1rc 111c k9iils • Auwirh I
http://brunswick.novusagenda.com/AgendaWeb/CoverSheet.asp... 5/20/2015

CONTRACT SLUDGE ❑PERATIONS FOR WASTEWATER TREATMENT PLANTS
PROPOSALS RECEIVED 4-30-2015
PROPOSAL
REMOVAL AND
DISPOSAL OF
CLASS "A"
SLUDGE
REMOVAL AND
DISPOSAL OF
CLASS "B"
SLUDGE
% BID PRICE
ATTIBUTABLE
TO FUEL
BIO-GREEN SERVICES INC
$ 0.045
$ 0.049
15.0%
SYNAGRO
$ 0.0479
$ 0.056
8.0%
LEWIS FARMS & LIQUID WASTE, INC
$ 0.083
$ 0.088
18.0%
FUEL ADJUSTMENT PRICE CHANGES
FUEL PRICE AT BID $ 2.926
10% INCREASE $ 3.219
ADJUSTED PRICES
Class A Ciass B
BIO-GREEN $ 0.0524 $ 0.0571
SYNAGRO $ 0.0521 $ 0.0609
LEWIS FARMS $ 00988 $ 01048
10% FUEL DECREASE
FUEL PRICE AT BID $ 2.926
10% INCREASE $ 2.633
ADJUSTED PRICES
Class A Class B
BIO-GREEN $ 0.0389 $ 0.0424
SYNAGRO $ 0.0445 $ 00520
LEWIS FARMS $ 0.0691 $ 0.0733

BIO-GREEN SERVICES INC
SYNAGRO
CLASS A CLASS B Total
$ 193,500.00 $ 67,865 00 $ 261,365.00
LEWIS FARMS & LIQUID WASTE, INC $
10% FUEL INCREASE
205,970.00 $ 77,546.15 $ 283,516.15
354,750.00 $ 121,187.50 $ 475,937.50
BIO-GREEN $ 225,427.50 $ 79,062.73 $ 304,490.23
SYNAGRO $ 224,095.36 $ 84,370.21 $ 308,465.57
LEWIS FARMS $ 424,990.50 $ 145,182.63 $ 570,173.13
10% FUEL DECREASE
BIO-GREEN $ 167,377.50 $ 58,703.23 $ 226,080.73
SYNAGRO $ 191,14016 $ 71,962.83 $ 263,102.99
LEWIS FARMS $ 297,280.50 $ 101,555.13 $ 398,835.63

Contract for Land Application Between
Brunswick County
And
Bio-Green Service, Inc.
This agreement is made as of 21 May, 2015 to the contract sludge operations for
the County of Brunswick, North Carolina.
WITNESSETH:
In consideration of the mutual covenants contained herein the parties hereto
intending to be legally bound hereby agree as follows:
1. TERM: Brunswick and Bio-Green mutually agrees to the following term:
July1, 2015 through June 30, 2016. This contract may be renewed upon
mutual agreement by both parties for a period not to exceed three
yea rs.
2. Price: Brunswick and Bio-Green mutually agrees to the following for
services performed:
A. Removal and disposal of Class "A" Sludge $ 0.045 per gallon
B. Removal and disposal of Class "B" Sludge $ 0.5014 per gallon
C. % of Fuel price attributable to fuel is 15%
The base fuel price will be established by the Energy Information Administration Diesel Fuel Price for the
East coast of the United States for the week of April 20-26, 2015. This information will be available at
the following Web page address: httpHwww.eia,doe.gov/

Bio-Green Services Inc.
X�
Denise Harrison
President
Brunswick Counly
Name 41, 8 • Aq(A
Title a,ur►.Mona
"This ins[rurnent has been preaudited in the manner
r fired by the Local tsovemmenI Budge{ and Fiscal
�� a trol c_t "
u[ie A. Miller, Cirec{ar of Fiscal Operat+nns
Brunswick County, NO Carolina

May 21 2015 125PM Johnson Insurance Ser 336-753-1013 page 1
AC 17110GRA OP ID: PT
CERTIFICATE OF LIABILITY INSURANCE DATEIMM*DJYYYYI
05121l201 S
TH13 CERTIFICATE Is 133UED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER THIS
CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES
BELOW, THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED
REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER.
IMPDRTANT; If the certificate holder Is an ADDITIONAL INSURED, the Poitcy(los) must be endorsed. If SUBROGATION'IS WAIVED, subject to
the terms and conditions of the policy, certain pollcias may require an endorsement. A statement on thle certifloate does not confer rights to the
Cartiffasts holder In 11nu 4f Such an doriamentls .
PRODUCER rar+rAc
Johnson Insurance Sorvlces,lnc !"'V -_ Penn �W Turner
PHONE E.I:33ts-7$1-5281
127 Marketplace Drive T rAX N 338 y5i�141
Macksvllle, NC 27fl2[i °' �l-Lel _ .. ' - ...
Johnson incursnco Serviaes,loc wlmass, PtUMe 127TArke CB lB.COm
_ __ _ INSUR6R(5l AFrarL7>r1cc011iLtAOE -
IhsuneaA,Cincinnati Insurance Com any 10677
INSURED Bla-Green Siervices, Inc.
Denise Harrison INMIRER a;
383 Potts Rd WSUMERC _
Advance, NC 27006 w&URCRo:
WSURER E
IN5l1fIEkF: -
CQVLERAGE<S CERTIFICATE NUMBER: RENSEONNUMBER:
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INDICATED, NOTWITHSTANDING ISSNpINi3 ANY REQUIREMENT TERM OR CONDITION OF AMY CONTRACT OR OTHER ❑CCUMENT WITH RE9PEGT To VJI{ICFI THIS
CERTIFICATE MAY 6E iSSUC0 OR MAY PERTAIN. THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL TIIE TERMS,
EXCLUSIONS AND CONDITIONS OF SUCH POLICIES LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS
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DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES (ACORD 101, AddllkMal RemaiM Schedule. may be adadwd if, ore Space la nqulndR
Brunsvilck County
Attn: Jtalcquie Morden
PO Box 249
Bolivia, NC 26422
ACORD 26 (2014101)
BRUNSWI
CANC.
SHOULD ANY of THE ABOVE DESCRIBED PCQCIES BE CANCEu_En BEFORE
THE EXPIRATION DATE THEREOF, NOTICE MALL BE DELIVERED IN
ACCORDANCE WITH THE POLICY PH0VI54oNS,
AUT`HOE
ORRWw REPRESENTATN
Q91988-2014 ACORD CORPORATION, All rights reserved.
The ACORD name and logo are regletered marks of ACORD

1.2 Oil/Grease Handling
A. Oil and Grease constitute only a small fraction of influent loading to the existing
treatment works. Screening and grit removal systems are designed in a manner to
adequately remove the majority of larger debris and particulate material. Solids
processing equipment is equipped with sufficient washing/draining systems to recover
the majority of organic materials including oil and grease. Recovered oil and grease
shall be drained back into the treatment process to proceed to secondary treatment.
Any residual oil and grease stuck to solids which are removed at the headworks after
cleaning will be disposed of as part of normal disposal operations of the solids removed
at the headworks facility.