NC0024911_ATC Permit Application_20180501

CDM_
Smith
4600 Park Road, Suite 240
Charlotte, NC 28209
[phone]
Transmittal
Bing Bai
To: North Carolina Department of From: Jonathan S. Lapsley, P.E.
Environment and Natural Resources
Division of Water Resources/ NPDES
Organization/ Address: 512 North Salisbury Street, 9`" Floor Date: May 1, 2018
Raleigh, North Carolina 27604
Metropolitan Sewerage District of Buncombe County — French Broad River Water Reclamation
Re: Facility—High Rate Primary Treatment Improvements Project
Job #: 115429.Permit
Via: ❑ Mail: ❑M Overnight: ❑ Courier.
Enclosed please find:
❑ For your information ❑ Approved
❑X For your review ❑ Approved as noted
❑ For your signature ❑ Returned to you for correction
Message:
Mr. Bai:
Enclosed please find one original and one digital copy (CD) of the Authorization to Construct (ATC) application, all supporting
documentation and attachments. Should you have any questions or require any additional information, please do not
hesitate to contact me.
Sincerely,
Ynathan S. Lapsley, P.E.
Project Manager

Metropolitan Sewerage District (MSD) of
Buncombe County, North Carolina
French Broad River Water Reclamation Facility
High Rate Primary Treatment
Improvements Project
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ATC PERMIT
APPLICATION
April 2018
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CDM
Smith
4600 Park Road, Suite 240
Charlotte, North Carolina 28209
tel: [phone]
May 1, 2018
Mr. Bing Bai
North Carolina Department of Environmental Quality
Division of Water Resources/NPDES Unit
512 N. Salisbury Street, 9th Floor
Raleigh, North Carolina 27604
Subject: Metropolitan Sewerage District (MSD) of Buncombe County, NC
French Broad River Water Reclamation Facility -
High Rate Primary Treatment Improvements Project
Authorization to Construct (ATC) Application
Dear Mr. Bai:
The Metropolitan Sewerage District of Buncombe County (MSD) proposes to provide
primary treatment in the form of primary clarification for removal of total suspended
solids (TSS) and Carbonaceous Biochemical Oxygen Demand (CBOD5) to optimize
downstream biological processes. The major components of the recommended
improvements include the high rate treatment (HRT) system; primary sludge collection
and conveyance to the gravity thickeners; yard piping improvements to convey filter
backwash, intermediate clarifier sludge, and ash lagoon overflow sidestreams to
appropriate areas of the treatment system; supervisory control and data acquisition
(SCADA) system improvements; electrical system improvements including a new
electrical room for the south end of the plant site; and structural, architectural, and
building mechanical systems to support the HRT system.
On behalf of the MSD, we request an Authorization to Construct for the work described
in the enclosed application for Authorization to Construct approval.
The construction timeline for the implementation of the project is summarized below:
■ July 2018 - anticipated bid advertisement
■ September 2018 - anticipated recommendation of award
■ November 2018 - anticipated contractor mobilization
■ May 2020 - anticipated substantial completion date
■ July 2020- anticipated final completion date
iIO
WATER + ENVIRONMENT + TRANSPORTATION + ENERGY + FACILITIES

Smith
Mr. Bing Bai
May 1, 2018
Page 2
The following attachments are included as part of this application:
■ Application for Authorization to Construct Permit (Section 1)
■ NPDES Permit (Section 2)
■ Engineering Plans (Section 3) (provided digitally)
■ Engineering Specifications (Section 4) (provided digitally)
■ Construction Sequence Plan (Section 5)
■ Engineering Calculations (Section 6)
■ Residuals Management Plan (Section 7)
Please review the application and let me know if you have any questions. Thank you for
your assistance.
Sincerely,
onathan S. Lapsle P. .
Senior Project Manager
CDM Smith Inc.
Enclosures: ATC Form and attachments including calculations and CD with digital files
One hard copy set of plans and specifications
cc: W. Hunter Carson, MSD
0
MSD FBRW RF ATC Application Package — Cover Letter

Metropolitan Sewerage District (MSD) of Buncombe County, NC
French Broad River Water Reclamation Facility - High Rate Primary
Treatment Improvements Project
Application for Authorization to Construct Permit
Contents
Cover Letter
Section is Application for ATC Permit (Form ATC -12-14)
Section a: NPDES Permit (Section 3, Item B of application)
Section --): Engineering Plans* (Section 3, Item E of application)
Section 4: Engineering Specifications* (Section 3, Item F of
application)
Section 5: Construction Sequence Plan (Section 3, Item G of
application)
Section 6: Engineering Calculations (Section 3, Item H of
application)
Section 7: Residuals Management Plan (Section 3, Item J of
application)
'These files are provided digitally.

State of North Carolina
Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC -12-14)
SECTION 1: INSTRUCTIONS AND INFORMATION
A. The Division of Water Resources will accept this application package for review only if all of the items are provided and the
application is complete. Failure to submit all of the required items will result in the application package being returned as incomplete
per 15A NCAC 02T .0105(b).
B. Plans and specifications must be prepared in accordance with 15 NCAC 02H. 0100, 15A NCAC 02T, North Carolina General Statute
133-3, North Carolina General Statute 143-215.1, and Division of Water Resources Minimum Design Criteria for NPDES
Wastewater Treatment Facilities.
C. The plans and specifications submitted must represent a completed final design that is ready to advertise for bid.
D. Any content changes made to this Form ATC -12-14 shall result in the application package being returned.
E. The Applicant shall submit ONE ORIGINAL and ONE DIGITAL COPY (CD) of the application, all supporting documentation and
attachments. All information must be submitted bound or in a 3 -ring binder, with a Section tab for each Section, except the
Engineering Plans.
F. Check the boxes below to indicate that the information is provided and the requirements are met.
G. If attachments are necessary for clarity or due to space limitations, such attachments are considered part of the application
package and must be numbered to correspond to the item referenced.
H. For any project that requires review under the State Environmental Policy Act (SEPA), an Authorization to Construct cannot be
issued prior to the completion of a State Clearinghouse advertisement period for a FONSI, EIS, etc. unless the project qualifies for
a Determination of Minor Construction Activity.
I. For more information, visit the Division of Water Resources web site at: https://deg.nc.sov/about/divisions/water-resources/water-
resources-permits/wastewater-branch/npdes-wastewater/authorization-to-construct.
J. In addition to this Authorization to Construct, the Applicant should be aware that other permits may be required from other Sections
of the Division of Water Resources (for example: reclaimed water facilities permits; Class A or B biosolids residuals permit).
SECTION 2: APPLICANT INFORMATION AND PROJECT DESCRIPTION
A. APPLICANT
Applicant's name
Metropolitan Sewerage District (MSD) of Buncombe County
Signature authority's name per 15A NCAC 02T .0106(b)
Thomas E. Hartye, P.E.
Signature authority's title
General Manager
Complete mailing address
2028 Riverside Drive Asheville, North Carolina 28804
Telephone number
828-254-9646
Email address
Address to [e-mail] and [e-mail]
B. PROFESSIONAL ENGINEER
Professional Engineer's name
Jonathan S. Lapsley, P.E.
Professional Engineer's title
Associate
North Carolina Professional Engineer's License No.
032668
Firm name
CDM Smith
Firm License number
F-1255
Complete mailing address
4600 Park Road, Suite 240 Charlotte, NC 28209
Application for Authorization to Construct Permit (FORM ATC -12-14) Page 1

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)
Telephone number
Phone: [phone] Direct: [phone]
Email address
[e-mail]
C. NPDES PERMIT
NPDES Permit number
NCO024911
Current Permitted flow (MGD) — include permit
40.0 mgd (average day maximum month)
flow phases if applicable
D. PROJECT DESCRIPTION
Provide a brief description of the project:
The Metropolitan Sewerage District of Buncombe County (MSD) proposes to provide primary treatment in the form of primary
clarification for removal of total suspended solids (TSS) and Carbonaceous Biochemical Oxygen Demand (CBOD5) to optimize
downstream biological processes. The major components of the recommended improvements include the high rate treatment (HRT)
system; primary sludge collection and conveyance to the gravity thickeners; yard piping improvements to convey filter backwash,
intermediate clarifier sludge, and ash lagoon overflow to the HRT system; supervisory control and data acquisition (SCADA) system
improvements; these improvements are being made in the Headworks project; and structural, architectural, and building
mechanical systems to support the HRT 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.
A copy of the NPDES Permit No. 0024911 is provided in Section 2 of this ATC application package.
C. Special Order by Consent
❑ If the facility is subject to any Special Orders by Consent (SOC), submit the applicable SOC.
® Not Applicable.
D. Finding of No Significant Impact or Record of Decision
❑ Submit a copy of the Finding of No Significant Impact or Record of Decision for this project.
❑ Provide a brief description of any of the mitigating factors or activities included in the approved Environmental Document
that impact any aspect of design of this project, if not specified in the Finding of No Significant Impact or Record of Decision.
Application for Authorization to Construct Permit (FORM ATC -12-14) Page 2

State of North Carolina
Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC -12-14)
® Not Applicable.
E. Engineering Plans Included in Section 3 of this ATC application package.
® Per 15A NCAC 02T .0504(c)(1), submit one set of detailed plans that have been signed, sealed and dated by a North Carolina
Licensed Professional Engineer.
® 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. The hydraulic profile is included as Sheet G-3 of the plans.
® 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.
The process flow diagram (PFD) is provided on Sheet G-4 of the plans.
F. ® Engineering Specifications Included in Section 4 of this ATC application package.
® Per 15A NCAC 02T .0504(c)(2), submit one set of specifications that have been signed, sealed and dated by a North Carolina
Licensed Professional Engineer.
® Specifications must be labeled as follows: FINAL SPECIFICATIONS — FOR REVIEW PURPOSES ONLY — NOT RELEASED FOR
CONSTRUCTION.
Specifications shall include:
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 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: Included in Section 5
of this ATC application package as Section 01014 and included in the Engineering Specifications.
H. Engineering Calculations Included in Section 6 of this ATC application package.
® 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 4.6.2 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

J.
Water Resources
ENVIRONMENTAL QUALITY
Permits
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
X
USCOE / Section 404 Permit
X
Water Quality Certification (401)
X
USCOE / Section 10
X
Stormwater Management Plan
X
CAMA
X
NCDOT Encroachment Agreement
X
Railroad Encroachment Agreement
X
Other: Buncombe County Building
Permit
In process, expected
Spring 2018
Residuals Management Plan Included in Section 7 of this ATC application package.
® 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(1) and 15A NCAC 02T
.0508; the Plan must include:
❑ A detailed explanation as to how the generated residuals (including trash, sediment and grit) will be collected, handled,
processed, stored, treated, and disposed.
❑ An evaluation of the treatment facility's residuals storage requirements based upon the maximum anticipated residuals
production rate and ability to remove residuals.
❑ A permit for residuals utilization or a written commitment to the Applicant from a Permittee of a Department approved
residuals disposal/utilization program that has adequate permitted capacity to accept the residuals or has submitted a
residuals/utilization program application.
❑ If oil, grease, grit or screenings removal and collection is a designated unit process, a detailed explanation as to how the
oil/grease will be collected, handled, processed, stored and disposed.
❑ Not Applicable.
Application for Authorization to Construct Permit (FORM ATC -12-14) Page 5

State of North Carolina
Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC -12-14)
SECTION 4: PROJECT INFORMATION
A. WASTEWATER TREATMENT PLANT FLOW INFORMATION —COMPLETE FOR NEW OR EXPANDING FACILITIES
Not applicable — the proposed project is not a new treatment facility and will not expand the capacity of the existing
facility.
1. Provide the following flow information:
Application for Authorization to Construct Permit (FORM ATC -12-14) Page 6
Plant Flows
Existing Plant Design
MGD
Current NPDES Permit Limit
MGD
Current Annual Average
(past 12 months)
MGD
For Past 12 Months:
Start Date: month/yr
End Date: month/yr
For Past 24 Months:
Start Date: month/yr
End Date: month/yr
Maximum Month
MGD
MGD
Maximum Day
MGD
MGD
Peak Hour
MGD
MGD
Application for Authorization to Construct Permit (FORM ATC -12-14) Page 6

State of North Carolina
Department of Environmental Quality
Division of Water Resources
Water Resources
ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC -12-14)
B. WASTEWATER TREATMENT FACILITY DESIGN INFORMATION —COMPLETE FOR NEW OR EXPANDING FACILITIES AND
FOR TREATMENT PROCESS MODIFICATIONS
1. Have all of the requirements of 15 NCAC 02H. 0100, 15A NCAC 02T, North Carolina General Statute 133-3. North Carolina
General Statute 143-215.1, and Division of Water Resources Minimum Design Criteria for NPDES Wastewater Treatment
Facilities been met by the proposed design and specifications? ® Yes or ❑ No. If no, provide justification as to why the
requirements are not met, consistent with 15A NCAC 02T .0105(n):
2. Provide the design influent and effluent characteristics that are used as the basis for the project design, and the NPDES
permit limits for the following parameters: *Influent Characteristics remain unchanged from 2016 Facilities Plan Report,
ATC application is for treatment systems downstream of influent parameter measurements. NPDES Permit is attached for
reference for limits*
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
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 (past
Engineering
Engineering
Concentration and/or
NPDES Permit Limits
12 months) if
Calculations
Calculations
Load
(monthly average)
Parameter
Available
[Section 3.H])
[Section 3.H])
Ammonia Nitrogen
mg/L Summer
mg/L Summer
(NH3-N)
mg/L
mg/L
Ib/day
mg/L Winter
mg/L Winter
Biochemical
mg/L Summer
mg/L Summer
Oxygen Demand
mg/L
mg/L
Ib/day
(BODS)
mg/L Winter
mg/L Winter
Fecal Coliform
per 100 mL
200 per 100 mL
Nitrate + Nitrite
Nitrogen (NO3-N +
mg/L
mg/L
NO2-N)
Total Kjeldahl
mg/L
Nitrogen
mg/L
mg/L
Total Nitrogen
Ib/year
Ib/year
mg/L
mg/L
Total Phosphorus
mg/L
mg/L
Ib/day
Ib/year
Ib/year
Total Suspended
mg/L
mg/L
Ib/day
mg/L
mg/L
Solids (TSS)
3. Based on the "Project Basis of Design" parameters listed above, will the proposed design allow the treatment facility to
meet the NPDES Permit Limits listed above? ® Yes or ❑ No. If no, describe how and why the Permit Limits will not be
met:
Application for Authorization to Construct Permit (FORM ATC -12-14) Page 7

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(1), 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(1), power reliability shall be provided consisting of automatically activated standby power supply
onsite capable of powering all essential treatment units under design conditions, or dual power supply shall be provided
per 15A NCAC 02H. 0124(2)(a). Is this condition met by the design? ® Yes or ❑ No. If no, provide (as an attachment
to this Application) written approval from the Director that the facility:
➢ Has a private water supply that automatically shuts off during power failures and does not contain elevated water
storage tanks, and
➢ Has sufficient storage capacity that no potential for overflow exists, and
➢ Can tolerate septic wastewater due to prolonged detention.
7. Per 15A NCAC 02T .0505(o), a minimum of 30 days of residual storage shall be provided. Is this condition met by the
design? ❑ Yes or ® No. If no, explain the alternative design criteria proposed for this project in accordance 15A NCAC
02T .105(n): The French Broad WRF utilizes a fluidized bed incinerator for residuals disposal; if this system is unavailable,
the plant will utilize the gravity thickeners for temoorary storage and hauline of dewatered cake the regional landfill for
disposal if required.
8. Per 15A NCAC 02T .0505(g), the public shall be prohibited from access to the wastewater treatment facilities. Explain how
the design complies with this requirement: The existing French Broad River WRF is enclosed with security fence and access
gates to control entry to the facility.
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):
Application for Authorization to Construct Permit (FORM ATC -12-14) Page 8
Calculations
No. of
Plan Sheet
Specification
Treatment Unit
Units
Type
Size per Unit
Reference
Reference
Provided?
(Yes or No)
Manual Bar Screen
MGD at peak hourly flow
Mechanical Bar
MGD at peak hourly flow
Screen
Grit Removal
MGD at peak hourly flow
Flow Equalization
-
gallons
ft diameter; ft side
Primary Clarifier
Circular
water depth
Yes (Pilot
Primary Clarifier
(High Rate Primary
2
Rectangular
600 square feet; 20
M-5
11357
Report for
Clarification)
ft side water depth
High Rate
Treatment)
Other
Application for Authorization to Construct Permit (FORM ATC -12-14) Page 8

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)
2. SECONDARY TREATMENT (BIOLOGICAL REACTORS AND CLARIFIERS) (i.e., biological and chemical processes to remove
organics and nutrients) Not Applicable for this project
3. TERTIARY TREATMENT Not Applicable for this project
No. of
Plan Sheet
Specification
Calculations
Treatment Unit
Units
Type
Size per Unit
Reference
Reference
Provided?
(Yes or No)
Aerobic Zones/
Circular
ft diameter; ft
Tanks
(Parallel; in
gallons
Anoxic Zones/
Rectangular
square feet; ft
Tanks
gallons
Anaerobic
(Gas;
gallons
Zones/Tanks
tablet; liquid)
square feet
Sequencing Batch
--
gallons
Reactor (SBR)
--
gallons
Membrane
-
gallons
Bioreactor (MBR)
gallons
Secondary Clarifier
Circular
ft diameter; ft
side water depth
Secondary Clarifier
Rectangular
square feet; ft
side water depth
Other
3. TERTIARY TREATMENT Not Applicable for this project
4. DISINFECTION Not Applicable for this project
No. of
Plan Sheet
Specification
Calculations
Treatment Unit
Units
Type
Size per Unit
Reference
Reference
Provided?
(Yes or No)
Tertiary Clarifier
Circular
ft diameter; ft
Ultraviolet Light
(Parallel; in
side water depth
Tertiary Clarifier
Rectangular
square feet; ft
side water depth
Tertiary Filter
(Gas;
square feet
Tertiary Membrane
tablet; liquid)
square feet
Filtration
Post -Treatment
--
gallons
Flow Equalization
Post -Aeration
gallons
Other
4. DISINFECTION Not Applicable for this project
Application for Authorization to Construct Permit (FORM ATC -12-14) Page 9
No. of
Plan Sheet
Specification
Calculations
Treatment Unit
Units
Type
Size per Unit
Reference
Reference
Provided?
(Yes or No)
gal/day per bank at
Ultraviolet Light
(Parallel; in
peak hourly flow;
series)
number of banks;
number of lamps/bank
Chlorination
(Gas;
gallons of contact
tablet; liquid)
tank/unit
Application for Authorization to Construct Permit (FORM ATC -12-14) Page 9

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)
Dechlorination
No. of
(Gas;
gallons of contact
Plan Sheet
Specification
Calculations
Treatment Unit
Units
tablet; liquid)
tank/unit
Reference
Reference
Provided?
5. RESIDUALS TREATMENT Not Applicable for this project
6. PUMP SYSTEMS (include influent, intermediate, effluent, major recycles, waste sludge, thickened waste sludge and plant
drain pumps)
Location
No. of
Purpose
Type
Plan Sheet
Specification
Calculations
Treatment Unit
Units
Type
Size per Unit
Reference
Reference
Provided?
Location
Purpose
HRT Building
6
hydrocyclone (sand
recirculation
(Yes or No)
Gravity Thickening
80
M-7
square feet; ft side
Reference
pumps)
Tank
water depth
HRT Building
3
Mechanical
Recessed Impeller
Centrifugal
2500
38
M-7
11310
11357
Thickening/
2
Flocculation
dry Ib/hour
20
M-5
11357
Dewatering
Aerobic Digestion
gallons
Anaerobic
gallons
Digestion
Composting
dry Ib/hour
Drying
dry Ib/hour
Other
6. PUMP SYSTEMS (include influent, intermediate, effluent, major recycles, waste sludge, thickened waste sludge and plant
drain pumps)
Location
No. of
Pumps
Purpose
Type
Capacity of
each pump
plan Sheet
Reference
Specification
Reference
GPM
I TDH
Sand pumps to
plan Sheet
Specification
Location
Purpose
HRT Building
6
hydrocyclone (sand
recirculation
Centrifugal
750
80
M-7
11357
Reference
pumps)
HRT Building
3
Waste sludge
pumps to gravity
thickeners
Recessed Impeller
Centrifugal
2500
38
M-7
11310
11357
Maturation Zone
2
Flocculation
Vertical Shaft
20
M-5
11357
7. MIXERS
Application for Authorization to Construct Permit (FORM ATC -12-14) Page 10
Power of
No. of
plan Sheet
Specification
Location
Purpose
Type
each MP ixer
Mixers
Reference
Reference
Coagulation Zone
4
Mix coagulant
Vertical Shaft
10
M-5
11357
Maturation Zone
2
Flocculation
Vertical Shaft
20
M-5
11357
Application for Authorization to Construct Permit (FORM ATC -12-14) Page 10

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)
Pump Room /Sludge
Blending Tank
1
Sludge blending
mixer
Close coupled,
submersible
7.5
M-6
11229
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
8. BLOWERS Not Applicable for this project
Capacity of
Location
9. ODOR CONTROL Not Applicable for this prosect.
Location
No. of
Blowers
Purpose
Type
each Blower
(CFM)
Plan Sheet
Reference
Specification
Reference
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
9. ODOR CONTROL Not Applicable for this prosect.
Location
No. ofT
Units
Purpose
Type
Plan Sheet
Reference
Specification
Reference
Setback Parameter
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
D. SETBACKS —COMPLETE FOR NEW WASTEWATER TREATMENT STRUCTURES
The minimum distance for each setback parameter to the wastewater treatment/storage units per 15A NCAC 02T .0506(b
are as follows:
Have any setback waivers been obtained per 15A NCAC 02T .0506(d)? ❑ Yes or ® No. If yes, have these waivers been
written, notarized and signed by all parties involved and recorded with the County Register of Deeds? ❑ Yes or ❑ No. If
no, provide an explanation:
Application for Authorization to Construct Permit (FORM ATC -12-14) Page 11
Minimum Distance
Is Minimum Distance
Required from Nearest
Requirement met by the
Setback Parameter
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
Have any setback waivers been obtained per 15A NCAC 02T .0506(d)? ❑ Yes or ® No. If yes, have these waivers been
written, notarized and signed by all parties involved and recorded with the County Register of Deeds? ❑ Yes or ❑ No. If
no, provide an explanation:
Application for Authorization to Construct Permit (FORM ATC -12-14) Page 11

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)
Application for Authorization to Construct Permit (FORM ATC -12-14) Page 12

State of North Carolina
Department of Environmental Quality
Division of Water Resources
esources
ENIVIROtNMEer �NTALL OUALTY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC -1244)
SECTION 5: APPLICATION CERTIFICATION BY PROFESSIONAL ENGINEER
Professional Engineer's Certification per 15A NCAC 02T .0105:
1, Jonathan S. Lapslev, P.E., attest that this application package for an Authorization to Construct
(Typed Name of Professional Engineer)
for the Metropolitan Sewerage District (MSD) of Buncombe Countv, North Carolina - French Broad River Water Reclamation Facilit
-High Rate Primary Treatment Improvements Project
(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.B.1 of this Application. I understand that the Division of Water Resources'
issuance of the Authorization to Construct Permit may be based solely upon this Certification and that the Division may
waive the technical review of the plans, specifications, calculations and other supporting documentation provided in this
application package. I further understand that the application package may be subject to a future audit by the Division.
Although certain portions of this submittal package may have been prepared, signed and sealed by other professionals
licensed in North Carolina, inclusion of these materials under my signature and seal signifies that I have reviewed the
materials and have determined that the materials are consistent with the project design.
I understand that in
accordance with
General Statutes 143-215.6A and 143-215.6B
any
person who knowingly makes
anY false statement,
representation,
or certification in any
application package
shall be
guilty of a Class 2 misdemeanor,
which may include a
fine not to exceed $10,000, as well as
civil penalties up to
$25,000
per violation.
North Carolina Professional Engineer's seal with written signature placed over or adjacent to the seal and dated:
Application for Authorization to Construct Permit (FORM ATC -12-14) Page 13

State of North Carolina
Department of Environmental Quality
sion 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 a
I, Thomas E. Hartye, P.E., attest that this application package for an Authorization to Construct
(Typed Name of Signature Authority and Title)
for the Metropolitan Sewerage District (MSD) of Buncombe County, North Carolina -French Broad River Water Reclamation Facility
-
High Rate Primary Treatment Improvements Prosect
(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 143-215.66 any person who knowingly makes
any false statement, repre eyLUtion, or certification in any application package shall be guilty of a Class 2 misdemeanor,
which may include a fin n to exceed $10,000„a;s vyell as civil penalties up to $25,000 per violation.
Signature:
Date: z!s lz118
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 276994617 RALEIGH, NORTH CAROLINA 27604
TELEPHONE NUMBER: [phone]
Application for Authorization to Construct Permit (FORM ATC -12-14) Page 14

Metropolitan Sewerage District (MSD) of Buncombe County, NC
French Broad River Water Reclamation Facility - High Rate Primary
Treatment Improvements Project
Application for Authorization to Construct Permit
(Section 3, Item B of application)
Section z
NPDES Permit

North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue
Governor
Mr. Tom Hartye, PE
MSD of Buncombe County
2028 Riverside Drive
Asheville, North Carolina 28804
Dear Mr. Hartye:
Coleen H. Sullins
Director
February 25, 2011
Subject: Issuance of NPDES Permit
NCO024911
French Broad River WRF
Buncombe County
Dee Freeman
Secretary
Division personnel have reviewed and approved your application for renewal of the
subject permit. Accordingly, we are forwarding the attached NPDES discharge permit. This
permit is issued pursuant to the requirements of North Carolina General Statute 143-215.1
and the Memorandum of Agreement between North Carolina and the U.S. Environmental
Protection Agency dated October 15, 2007 (or as subsequently amended).
This final permit includes following major changes from the Draft Permit:
• The Special Condition entitled "Ammonia Reduction Evaluation" was added to the
permit, please see Special Condition A. (7.).
1617 Mail Service Center, Raleigh, North Carolina 27699-1617
Location: 512 N. Salisbury St. Raleigh, North Carolina 27604
Phone: [phone] \FAX; 919-807-64921 Customer Service: 1-877-623-6748
Internet: www.ncwaterquality.org
An Equal Opportunity V Affirmative Action Employer

This final permit maintains the following changes contained in the Draft Permito
• A cyanide limit has been removed and monitoring frequency was reduced to quarterly
based on the results of the Reasonable Potential Analysis. .
® Monitoring frequencies for copper, zinc, and silver were reduced to quarterly based
on the review of the effluent data.
If any parts, measurement frequencies or sampling requirements contained in this
permit are unacceptable to you, you have the right to an adjudicatory hearing upon written
request within thirty (30) days following receipt of this letter. This request must be in the
form of a written petition, conforming to Chapter 150B of the North Carolina General
Statutes, and filed with the Office of Administrative Hearings (6714 Mail Service Center,
Raleigh, North Carolina 27699-6714). Unless such demand is made, this decision shall be
final and binding.
Please note that this permit is not transferable except after notice to the Division.
ification or revocation and reissuance of the permit. This
The Division may require mod
permit does not affect the legal requirements to obtain other permits which may be
required by the Division of Water Quality or permits required by the
Division of Land Resources, the Coastal Area Management Act or any other Federal or
Local governmental permit that may be required. If you have any questions concerning
this permit, please contact Sergei Chernikov at telephone number [phone].
cc: NPDES Files
Central Files
Asheville Regional Office / Surface Water
Protecti
Aquatic Toxicology Unit (e -copy)
EPA Region IV (e -copy)
Debra Watts (e -copy)
1617 Mail Service Center, Raleigh, North Carolina 27699-1617
Location; 512 N. Salisbury 5t. Raleigh, North Carolina 27604
Phone: [phone] FAX: [phone] \Customer Service: 1-877-623-6748
Internet: wwnwaterquality.org
An Equal Opportunity \ Affirmative Action Employer
n7H. Sullins

Permit NC0024911
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
PERMIT
TO DISCHARGE WASTEWATER UNDER THE
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
In compliance with the provision of North Carolina General Statute 143-215.1, other lawful
standards and regulations promulgated and adopted by the North Carolina Environmental
Management Commission, and the Federal Water Pollution Control Act, as amended, the
Metropolitan Sewerage District of Buncombe County
is hereby authorized to discharge wastewater from a facility located at the
French Broad River WRF
NC Highway 251
North of Asheville
Buncombe County
to receiving waters designated as French Broad River in the French Broad 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 April 1, 2011.
This permit an
d authorization to discharge shall expire at midnight on December 31, 2015.
Signed this day February 25, 2011.
Division of Water Quality
By Authority of the Environmental Management Commission

Permit NC0024911
SUPPLEMENT TO PERMIT COVER SHEET
All previous NPDES Permits issued to this facility, whether for operation or discharge are hereby revoked. As of
this permit issuance, any previously issued permit bearing this number is no longer effective. Therefore, the
exclusive authority to operate and discharge from this facility arises under the permit conditions, requirements,
terms, and provisions included herein.
The Metropolitan Sewerage District of Buncombe County
is hereby authorized to.
1. Continue to operate an existing 40 MGD wastewater treatment system consisting
of a Rotating Biological Contactor (RBC) system with the following components.
♦ Two mechanical bar screens
♦ Three. aerated grit chambers with grease removal
♦ Three influent pumps with capacity of 35 MGD each.
♦ Instrumental flow measurement
♦ Seven 250 -micron primary microscreens (currently not in service)
♦ Eighteen 27 -micron secondary microscreens (currently not in service)
o lst, 2nd, and 3rd stage RBCs (152 total)
♦ Three intermediate pumps
♦ Four intermediate clarifier cells (total volume 2 MG)
♦ Effluent chlorination (liquid sodium hypochlorite)
♦ Effluent de -chlorination (liquid sodium bi-sulfate))
♦ Two gravity sludge thickeners -100 ft diameter each
♦ Four gravity belt thickeners (currently not in service)
♦ Two anaerobic digesters (currently not in service)
♦ Two 2.5 -meter belt filter presses
♦ Fluidized bed incinerator (40 DT/ day rated)
♦ Alkaline stabilization facility (40 DT/ day rated)
♦ 2 MW back-up generator (diesel)
♦ Two 450 KW gas generators
♦ Three 850 KW hydro turbines (French Braod River. source)
♦ 17 -acre ash storage lagoon
♦ SCADA -PC/PLC Control System - full automated control of WRF
The facility is located north of Asheville at the MSD Buncombe County WRF on
NC Highway 251 in Buncombe County;
2. Discharge from said treatment works at the location specified on the attached
map into the French Broad River, classified B waters in the French Broad Basin.

NC00024911 -MSD Buncombe County
Latitude:
Longitude:
82°35'54"
uad #:
Stream Class:
Receiving Stream:
Permitted Flow:
35°39'02"
E8NE/Weaverville
B
French Broad River
40.0 MGD
Sub -Basin: 04-03-02
w ,® r Metropolitan Sewerage District of Buncombe County
I\V/ ,hI NC0024911
MSD -Buncombe W W TP

Permit NCO024911
A. (2) CHRONIC TOXICITY PERMIT LIMIT (QUARTERLY)
The effluent discharge shall at no time exhibit observable inhibition of reproduction or significant
mortality to Ceriodaphnia dubia at an effluent concentration of 12%.
The permit holder shall perform at a minimum, _guarierl monitoring usingtest procedures outlined
in the "North Carolina Ceriodaphnia Chronic Effluent Bioassay Procedure," Revised February 1998,
or subsequent versions or "North Carolina Phase II Chronic Whole Effluent Toxicity Test Procedure"
(Revised -February 1998) or subsequent versions. The tests will be performed during the months of
February, May, August and November. Effluent sampling for this testing shall be performed at the
NPDES permitted final effluent discharge below all treatment processes.
If the test procedure performed as the first test of any single quarter results in a failure or ChV below
the permit limit, then multiple -concentration testing shall be performed at a minimum, in each of the
two following months as described in "North Carolina Phase II Chronic Whole Effluent Toxicity Test
Procedure" (Revised -February 1998) or subsequent versions.
The chronic value for multiple concentration tests will be determined using the geometric mean of the
highest concentration having no detectable impairment of reproduction or survival and the lowest
concentration that does have a detectable impairment of reproduction or survival. The definition of
"detectable impairment," collection methods, exposure regimes, and further statistical methods are
specified in the "North Carolina Phase II Chronic Whole Effluent Toxicity Test Procedure" (Revised -
February 1998) or subsequent versions.
All toxicity testing results required as part of this permit condition will be entered on the Effluent
Discharge Monitoring Form (MR -1) for the months in which tests were performed, using the
parameter code TGP3B for the pass/fail results and THP3B for the Chronic Value. Additionally,
DWQ Form AT -3 (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, accurate, include all supporting chemical
/physical measurements and
all concentration/response data, and be certified by laboratory supervisor and ORC or approved
designate signature. Total residual chlorine of the effluent toxicity sample must be measured and
reported if chlorine is employed for disinfection of the waste stream.
Should there be no discharge of flow from the facility during a month in which toxicity monitoring is
required, the permittee will complete the information located at the top of the aquatic toxicity (AT)
test form indicating the facility name, permit number, pipe number, county, and the month/year of
the report with the notation of "No Flow" in the comment area of the form. The report shall be
submitted to the Environmental Sciences Section at the address cited above.
Should the permittee fail to monitor during a month in which toxicity monitoring is required,
monitoring will be required during the following month.
Should any test data from this monitoring requirement 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, minimum control organism reproduction, and appropriate environmental controls, shall constitute an
invalid test and will require immediate follow-up testing to be completed no later than the last day of the month
following the month of the initial monitoring.

Permit NCO024911
EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS
During the period beginning on the effective date of the permit and lasting until expiration,
L
he Permittee is authorized to discharge from outfall 001. Such discharges shall be limited
and monitored by the Permittee as specified below.
PARAMETER
LIMITS
MONITORING REQUIREMENTS
Monthly
Average
Weekly
Average
Daily
Maximum
Measurement
Frequency
Sample
Type
Sample
Location'
Flow
40 MGD
Continuous
Recording
Influent or
Effluent
CBOD, 5 -day (201C)2
25.0 mg/L
40.0 mg/L
Daily
Composite
Influent &
Effluent
Total Suspended Solids2
30.0 mg/L
45.0 mg/L
Daily
Composite
Influent &
Effluent
NH3 as N
Daily
Composite
Effluent
Dissolved Oxygen
Daily average > 5.0 mg/L
Daily
Grab
Effluent
Dissolved Oxygen
Variable'
Grab
U & D
Fecal Coliform
geometric mean
200/100
mL
400/100
mL
Daily
Grab
Effluent
Fecal Coliform
geometric mean
Variable'
Grab
U & D
Total Residual Chlorine3
28 µg/L
Daily
Grab
Effluent
Temperature (°C)
Daily
Grab
Effluent,
U&D
Total Nitrogen
NO2+NO3+TKN
Quarterly
Composite
Effluent
Total Phosphorus
Quarterly
Composite
Effluent
Conductivity
Daily
Grab
Effluent,
U&D
Cyanide4
Quarterly
Grab
Effluent
Total Copper
Quarterly
Composite
Effluent
Total Zinc
Quarterly
Composite
Effluent
Total Silver
Quarterly
Composite
Effluent
pH
Between 6.0 and 9.0 standard units
Daily
Grab
Effluent
Chronic Toxicitys
Quarterly
Composite
Effluent
Annual Pollutant Scan6
Annual
Grab
Effluent
Footnotes:
1. U= Upstream at dam discharge to fish ladder adjacent to intake flume to the hydroelectric plant (Location is
approximately 2700 feet upstream of the hydroelectric plant). D = Downstream at Ledges Park. Upstream
and downstream samples shall be grab samples collected three times per week during June, July, August
and September then once per week in the remaining months of the year.
2. The monthly average effluent CBOD5 and Total Suspended Solids concentrations shall not exceed 15% of
the respective influent value (85% removal).
3. Limit and monitoring requirements apply only if chlorine is used for disinfection. The facility shall report all
effluent TRC values reported by a NC certified laboratory including field certified. However, effluent values
below 50 pg/L will be treated as zero for compliance purposes.
4. The Division shall consider all cyanide values reported below 10 µg/L to be "zero" for compliance purposes.
However, Discharge Monitoring Reports (DMRs) shall record all values reported by a North Carolina -
certified laboratory (even if these values fall below 10 µg/L).
5. Whole effluent toxicity will be monitored using the Pass/Fail Chronic Toxicity test with Ceriodaphnia at 12%.
Samples shall be taken in February, May, August & November; see A. (2.).
6. See special condition A. (6).
There shall be no discharge of floating solids or visible foam in other than trace amounts

Permit NCO024911
A. (3) PRETREATMENT MONITORING CLARIFICATION
Ground Water remediation sites discharging to MSD Buncombe WRF with locally issued permits
shall be considered as Non -Significant Industrial Users and shall have no specific requirements for
parameter limits or monitoring frequency if they do not discharge more than 25,000 gallons of
industrial process wastewater per day, they do not discharge more than 5 % of the Maximum
Allowable Headworks Loading (MAHL) of any pollutant to the MSD Buncombe WRF, they are not a 40
CFR regulated Categorical Industry, or they do not in the opinion of the Director of MSD Buncombe
have the potential to upset or interfere with the. operation of the WRF. The Director of MSD WRF
shall enforce the Sewer Use Ordinance, permit, limit, monitor, and inspect all dischargers to his WRF
as needed to assure proper operation and compliance with all NPDES effluent limits including Whole
Effluent Toxicity.
A. (4) GROUNDWATER REQUIREMENTS
1. Samuling Requirements:
a. Existing groundwater monitoring wells MW -1, MW -2, MW -3, and MW -4 shall be
sampled every January, June, and October. For each sampling event, samples from
each well shall be analyzed for the parameters listed below:
Arsenic
Lead
Silver
Barium
Mercury
Total Dissolved Solids
Chloride
Total Ammonia
Total Organic Carbon
Nitrogen
Chromium
Nitrate -Nitrogen
Water Level
Volatile Organic
Fecal Coliform
pH
Compounds
in October only)
Water levels in the groundwater monitoring wells shall be measured prior to sampling
the groundwater for the remaining parameters. The depth to water in each well shall
be measured from the surveyed point on the top of the casing, which shall be surveyed
relative to a common datum.
b. Volatile organic compounds (VOCs) shall be analyzed using one of the following
methods:
i. Standard Method 6200C (PQL at 0.5 µg/Lor less),
ii. Standard Method 6200B (PQL at 0.5 µg/Lor less),
iii. EPA Method 8021 (Low Concentration, PQL at 0.5 jig/
L or less),
iv. EPA Method 8260 (Low Concentration, PQL at 0.5 µg/Lor less), or
v. Another method with prior approval by the Aquifer Protection Section Chief.
Any of the referenced methods used for VOCs shall, at a minimum, include all of the
constituents listed in Table 6200:I of Standard Method 6200. Any method used shall
provide a PQL at 0.5 µg/l, or less, which shall be supported by laboratory proficiency
studies required by the Division's Laboratory Certification Unit. Any constituents
detected above the MDL, but below the PQL at 0.5 µg/L, shall be qualified (i.e.,
estimated) and reported.
c. Any laboratory selected to analyze parameters shall be Division -certified for those
parameters required.

Permit NC0024911
2. Reporting/Documentation Requirements:
a. The results of the sampling and analysis shall be received on the most -recent version
of "Groundwater Quality Monitoring: Compliance Report Form" (i.e., GW -59 Form) with
copies of the laboratory analyses by the Division on or before the last working day of
the month following the sampling month.
b. All reports, maps, and other documents required in the "Groundwater Requirements"
section of this permit shall be mailed to the following address:
NCDENR-DWQ
Information Processing Unit
1617 Mail Service Center
Raleigh, NC 27699-1617
Updated blank forms may be downloaded from the web site
http: / Iportal.ncdenr,org/web/wq/aps or requested from the address listed above.
3. Applicable Boundary Requirements:
a. The Compliance Boundary is specified by regulations in 15A NCAC 2L (i.e.,
"Groundwater Classifications and Standards"). The Compliance Boundary for the
disposal system individually permitted prior to December 30,' 1983 is established at
either 500 feet from the waste disposal area, or at the property boundary, whichever is
closest to the waste disposal area. An exceedance of Groundwater Quality Standards
at or beyond the Compliance Boundary is subject to remediation action according to
15A NCAC 2L.0106 (c).
4. Additional Re uirements:
a. Any additional groundwater quality monitoring, as deemed necessary by the Division,
shall be provided.
A. (5) ASH STORAGE LAGOON
MSD Buncombe is permitted to operate a 17 -acre lagoon for the purpose of storing incinerator ash.
Effluent from this lagoon is sent to the head of the plant for treatment. No other materials may be
stored in the lagoon without prior Division notification.

Permit NCO024911
A. (6.) EFFLUENT POLLUTANT SCAN
The permittee shall perform anannual effluent pollutant scan for all parameters listed in the table
below (in accordance with 40 CFR Part 136). The annual effluent pollutant scan samples shall
represent seasonal (summer, winter, fall, spring) variations over the 5 -year permit cycle. Unless
otherwise indicated, metals shall be analyzed as "total recoverable." Additionally, the method
detection level and the minimum level shall be the most sensitive as provided by the appropriate
analytical procedure.
Ammonia (as N)
Chlorine (total residual, TRC)
Dissolved oxygen
Nitrate/Nitrite
Total Kjeldahl nitrogen
Oil and grease
Total Phosphorus
Total dissolved solids
Hardness
Antimony
Arsenic
Beryllium
Cadmium
Chromium
Copper
Lead
Mercury
Nickel
Selenium
Silver
Thallium
,inc
y
Canide
Total phenolic compounds
Volatile organic compounds:
Acrolein
Acry
lonitrile
Benzene
Bromoform
Carbon tetrachloride
Chlorobenzene
Chlorodibromomethane
Chloroethane
2-chloroethylvinyl ether
Chloroform
Dichlorobromomethane
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 compounds:
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
fjoSOWel
I
2, 4, 6 -trichlorophenol
Base -neutral compounds:
Acenaphthene
Acenaphthylene
Anthracene
Benzidine
Bis (2-chloroethyl) ether
Bis (2-chloroisopropyl) ether
Bis (2-ethylhexyl) phthalate
4-bromophenyl phenyl ether
Butyl benzyl phthalate
2-c hloronaphthalene
lorophyl henyl eth
4-chenper
Chrysene
Di -n -butyl phthalate
Di-n-octyl phthalate
Dib enzo(a,h)anthracene
1,2 -dichlorobenzene
1,3 -dichlorobenzene
dichlorobenzene
3, 3- dichlorobenzidine
Diethyl phthalate
Dimethyl phthalate
dinitrotoluene
dinitrotoluene
1, 2 -diph enylhydrazine
Fluoranthene
Fluorene
Hexachlorobenzene
Hex achlorobutadiene
Hex achlorocyclo-pentadiene
Hexachloroethane
Indeno(1,2,3-cd)pyrene
Isophorone
Naphthalene
Nitrobenzene
N-nitrosodi-n-propylamine
troso dimethylamine
Benzo(a)anthracene N-nitrosodiphenylamine
Benzo(a)pyrene Phenanthrene
3,4 benzofluoranthene Pyrene
Be nzo(ghi)perylene 1,2,4-trichlorobenzene
Be nzo(k)fluoranthene
Bis (2-chloroethoxy) methane
Test results shall be reported to the Division in DWQ Form- DMR-PPAl or in a form approved by the
Director, within 90 days of sampling. A copy of the report shall be submitted to Central Files to the
following address: Division of Water Quality, Water Quality Section, 1617 Mail Service Center,
Raleigh, North Carolina 27699-1617.

Permit NCO024911
A. (7.) AMMONIA REDUCTION EVALUATION
The permittee shall evaluate the feasibility and cost for the following ammonia reduction scenarios:
(1) optimizing ammonia removal at the current plant via operational improvements; and (2) upgrading
the plant to meet summer ammonia limits of 6.9 mg/L (Monthly Average) and 20.7 mg/L (Weekly
Average),and winter limits of 17 mg/L (Monthly Average) and 35 mg/L (Weekly Average). Summer is
defined as April 1 through October 31. This evaluation must be submitted within 4.5 years of the
permit effective date. The study shall include 36 downstream monthly sampling events for ammonia
at the location specified on the attached map, approximately 3,000 ft. from the discharge.

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PART II
STANDARD CONDITIONS FOR NPDES PERMITS
Section A. Definitions
2/Month
Samples are collected twice per month with at least ten calendar days between sampling events. These samples
shall be representative of the wastewater discharged during the sample period,
3/Week
Samples are collected three times per week on three separate calendar days. These samples shall be representative
of the wastewater discharged during the sample period.
Act or "the Act"
The Federal Water Pollution Control Act, also known as the Clean Water Act (CWA), as amended, 33 USC 1251, et.
seq.
Annual Average
The arithmetic mean of all "daily discharges" of a pollutant measured during the calendar year. In the case of fecal
coliform, the geometric mean of such discharges.
Arithmetic Mean
The summation of the individual values divided by the number of individual values.
Bypass
The known diversion of waste streams from any portion of a treatment facility including the collection system,
which is not a designed or established or operating mode for the facility.
Calendar Day
The period from midnight of one day until midnight of the next day. However, for purposes of this permit, any
consecutive 24-hour period that reasonably represents the calendar day may be used for sampling.
Calendar Week
The period from Sunday through the following Saturday.
Calendar Quarter
One of the following distinct periods: January through March, April through June, July through September, and
October through December.
Composite Sample
A sample collected over a 24-hour period by continuous sampling or combining grab samples of at least 100 ml in
such a manner as to result in a total sample representative of the wastewater discharge during the sample period.
The Director may designate the most appropriate method (specific number and size of aliquots necessary, the time
interval between grab samples, etc.) on a case-by-case basis. Samples may be collected manually or automatically.
Composite samples may be obtained by the following methods:
(1) Continuous: a single, continuous sample collected over a 24-hour period proportional to the rate of flow.
(2) Constant time/variable volume: a series of grab samples collected at equal time intervals over a 24 hour
period of discharge and combined proportional to the rate of flow measured at the time of individual
sample collection, or
(3) Variable time/constant volume: a series of grab samples of equal volume collected over a 24 hour period
with the time intervals between samples determined by a preset number of gallons passing the sampling
point. Flow measurement between sample intervals shall be determined by use of a flow recorder and
totalizer, and the preset gallon interval between sample collection fixed at no greater than 1/24 of the
expected total daily flow at the treatment system, or
(4) Constant time/constant volume: a series of grab samples of equal volume collected over a 24-hour period
at a constant time interval. Use of this method requires prior approval by the Director. This method may
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only be used in situations where effluent flow rates vary less than 15 percent. The following restrictions
aIso apply:
➢ Influent and effluent grab samples shall be of equal size and of no less than 100 milliliters
9 Influent samples shall not be collected more than once per hour.
➢ Permittees with wastewater treatment systems whose detention time < 24 hours shall collect effluent
grab samples at intervals of no greater than 20 minutes apart during any 24-hour period.
9 Permittees with wastewater treatment systems whose detention time exceeds 24 hours shall collect
effluent grab samples at least every six hours; there must be a minimum of four samples during a 24-
hour sampling period.
Continuous flow measurement
Flow monitoring that occurs without interruption throughout the operating hours of the facility. Flow shall be
monitored continually except for the infrequent times when there may be no flow or for infrequent maintenance
activities on the flow device.
Daily Discharge
The discharge of a pollutant measured during a calendar day or any 24-hour period that reasonably represents the
calendar day for purposes of sampling. For pollutants measured in units of mass, the "daily discharge" is
calculated as the total mass of the pollutant discharged over the day. The "daily discharge" concentration
comprises the mean concentration for a 24-hour sampling period as either a composite sample concentration or the
arithmetic mean of all grab samples collected during that period. (40 CFR 122.2)
Daily Maximum
The highest "daily discharge" during the calendar month.
Daily Sampling
Parameters requiring daily sampling shall be sampled 5 out of every 7 days per week tmless otherwise specified in
the permit. Sampling shall be conducted on weekdays except where holidays or other disruptions of normal
operations prevent weekday sampling. If sampling is required for all seven days of the week for any permit
parameter(s), that requirement will be so noted on the Effluent Limitations and Monitoring Page(s).
DWQ or "the Division"
The Division of Water Quality, Department of Environment and Natural Resources.
EMC
The North Carolina Environmental Management Commission
EPA
The United States Environmental Protection Agency
Facility Closure
Cessation of all activities that require coverage under this NPDES permit. Completion of facility closure will allow
this permit to be rescinded.
Geometric Mean
The Nth root of the product of the individual values where N = the number of individual values. For purposes of
calculating the geometric mean, values of "0" (or "< [detection level]") shall be considered =1.
Grab Sample
Individual samples of at least 100 ml collected over a period of time not exceeding 15 minutes. Grab samples can be
collected manually. Grab samples must be representative of the discharge (or the receiving stream, for instream
samples).
Hazardous Substance
Any substance designated tinder 40 CFR Part 116 pursuant to Section 311 of the CWA.
Instantaneous flow measurement
A measure of flow taken at the time of sampling, when both the sample and flow will be representative of the total
discharge.
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Monthly Average (concentration limit)
The arithmetic mean of all "daily discharges" of a pollutant measured during the calendar month. In the case of
fecal coliform, the geometric mean of such discharges.
Permit Issuing Authority_
The Director of the Division of Water Quality,
Quarterly Average (concentration limit)
The average of all samples taken over a calendar quarter..
Severe property damage
Substantial physical damage to property, damage to the treatment facilities which causes them to become
inoperable, or substantial and permanent loss of natural resources which can reasonably be expected to occur in
the absence of a bypass. Severe property damage excludes economic loss caused by delays in production.
Toxic Pollutant;
Any pollutant listed as toxic under Section 307(a)(1) of the CWA.
Upset
An incident beyond the reasonable control of the Permittee causing unintentional and temporary noncompliance
with permit effluent limitations and/or monitoring requirements. An upset does not include noncompliance
caused by operational error, improperly designed treatment facilities, inadequate treatment facilities, lack of
preventive maintenance, or careless or improper operation.
Weekly Average (concentration limit)
The arithmetic mean of all "daily discharges" of a pollutant measured during the calendar week. In the case of
fecal coliform, the geometric mean of such discharges.
Section B. General Conditions
1. Duty to Comply
The Permittee must comply with all conditions of this permit. Any permit noncompliance constitutes a
violation of the CWA and is grounds for enforcement action; for permit termination, revocation and
reissuance, or modification; or denial of a permit renewal application [40 CFR 122.41].
a. The Permittee shall comply with effluent standards or prohibitions established under section 307(a) of the
CWA for toxic pollutants and with standards for sewage sludge use or disposal established under section
405(d) of the CWA within the time provided in the regulations that establish these standards or
prohibitions or standards for sewage sludge use or disposal, even if the permit has not yet been modified
to incorporate the requirement.
b. The CWA provides that any person who violates section[s]
301, 302, 306, 307, 308, 318 or 405 of the Act, or
any permit condition or limitation implementing any such sections iit a permit issued under section 402,
or any requirement imposed in a pretreatment program approved under sections 402 (a) (3) or 402 (b) (8)
of the Act, is subject to a civil penalty not to exceed $37,500 per day for each violation. [33 USC 1319 (d)
and 40 CFR 122.41 (a) (2)]
c. The CWA provides that any person who negligently violates sections 301, 302, 306, 307, 308, 318, or 405 of
the Act, or any condition or limitation implementing any of such sections in a permit issued under section
402 of the Act, or any requirement imposed in a pretreatment program approved under section 402(a)(3)
or 402(b)(8) of the Act, is subject to criminal penalties of $2,500 to $25,000 per day of violation, or
imprisonment of not more than 1 year, or both. In the case of a second or subsequent conviction for a
negligent violation, a person shall be subject to criminal penalties of not more than $50,000 per day of
violation, or by imprisonment of not more than 2 years, or both. [33 USC 1319 (c) (1) and 40 CFR 122.41 (a)
(2)]
d. Any person who knowingly violates such sections, or such conditions or limitations is subject to criminal
penalties of $5,000 to $50,000 per day of violation, or imprisonment for not more than 3 years, or both. In
the case of a second or subsequent conviction for a knowing violation, a person shall be subject to criminal
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penalties of not more than $100,000 per day of violation, or unprisonment of not more than 6 years, or
both. [33 USC 1319 (c) (2) and 40 CFR 122.41 (a) (2)]
e. Any person who knowingly violates section 301, 302, 303, 306, 307, 308, 318 or 405 of the Act, or any permit
condition or limitation implementing any of such sections in a permit issued under section 402 of the Act,
and who knows at that time that he thereby places another person in imminent danger of death or serious
bodily injury, shall, upon conviction, be subject to a fine of not more than $250,000 or imprisonment of not
more than 15 years, or both. In the case of a second or subsequent conviction for a knowing endangerment
violation, a person shall be subject to a fine of not more than $500,000 or by imprisonment of not more
than 30 years, or both. An organization, as defined in section 309(c)(3)(B)(iii) of the CWA, shall, upon
conviction of violating the imminent danger provision, be subject to a fine of not more than $1,000,000 and
can be fined up to $2,000,000 for second or subsequent convictions. [40 CFR 122.41 (a) (2)]
f. Under state law, a civil penalty of not more than $25,009 per violation may be assessed against any person
who violates or fails to act in accordance with the terns, conditions, or requirements of a permit. [North
Carolina General Statutes § MM15.6A]
g. Any person may be assessed an administrative penalty by the Administrator for violating section 301, 302,
306, 307, 308, 318 or 405 of this Act, or any permit condition or limitation implementing any of such
sections in a permit issued under section 402 of this Act. Administrative penalties for Class I violations are
not to exceed $16,000 per violation, with the maximum amount of any Class I penalty assessed not to
exceed $37,500. Penalties for Class II violations are not to exceed $16,000 per day for each day during
which the violation continues, with the maximum amount of any Class II penalty not to exceed $177,500.
[33 USC 1319 (g) (2) and 40 CFR 122.41 (a) (3)]
2. Duty to Mitigate
The Permittee shall take all reasonable steps to minimize or prevent any discharge or sludge use or disposal in
violation of this permit with a reasonable likelihood of adversely affecting human health or the environment
[40 CFR 122.41 (d)].
3. Civil and Criminal Liability
Except as provided in permit conditions on "Bypassing" (Part II. C. 4), "Upsets" (Part II. C. 5) and "Power
Failures" (Part II. C. 7), nothing in this permit shall be construed to relieve the Permittee from any
responsibilities, liabilities, or penalties for noncompliance pursuant to NCGS 143-215.3,143-215.6 or Section 309
of the Federal Act, 33 USC 1319. Furthermore, the Permittee is responsible for consequential damages, such as
fish kills, even though the responsibility for effective compliance may be temporarily suspended.
4. Oil and Hazardous Substance Liability
Nothing in this permit shall be construed to preclude the institution of any legal action or relieve the Permittee
from any responsibilities, liabilities, or penalties to which the Permittee is or may be subject to under NCGS
143-215.75 et seq. or Section 311 of the Federal Act, 33 USG 1321. Furthermore, the Permittee is responsible for
consequential damages, such as fish kills, even though the responsibility for effective compliance may be
temporarily suspended.
5.
Property
g_hts
The issuance of this permit does not convey any property rights in either real or personal property, or any
exclusive privileges, nor does it authorize any injury to private property or any invasion of personal rights, nor
any infringement of Federal, State or local laws or regulations [40 CFR 122.41 (g)].
6. Onshore or Offshore Construction
This permit does not authorize or approve the construction of any onshore or offshore physical structures or
facilities or the undertaking of any work in any navigable waters.
7. Severability `
The provisions of this permit are severable. If any provision of this permit, or the application of any provision
of this permit to any circumstances, is held invalid, the application of such provision to other circumstances,
and the remainder of this permit, shall not be affected thereby [NCGS 15013-23].
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8. Duty to Provide Information
The Permittee shall furnish to the Permit Issuing Authority, within a reasonable time, any information which
the Permit Issuing Authority may request to determine whether cause exists for modifying, revoking and
reissuing, or terminating this permit or to determine compliance with this permit. The Permittee shall also
furnish to the Permit Issuing Authority upon request, copies of records required by this permit [40 CFR 122.41
(h)l4
9. Duty to Reapply
If the Permittee wishes to continue an activity regulated by this permit after the expiration date of this permit,
the Permittee must apply for and obtain a new permit [40 CFR 122.41 (b)].
10. Expiration of Permit
The Permittee is not authorized to discharge after the expiration date. In order to receive automatic
authorization to discharge beyond the expiration date, the Permittee shall submit such information, forms, and
fees as are required by the agency authorized to issue permits no later than 180 days prior to the expiration
date. Any Permittee that has not requested renewal at least 180 days prior to expiration, or any Permittee that
does not have a permit after the expiration and has not requested renewal at least 180 days prior to expiration,
will subject the Permittee to enforcement procedures as provided in NCGS 143-215.6 and 33 USC 1251 et. seq.
11. Signatory Requirements
All applications, reports, or information submitted to the Permit Issuing Authority shall be signed and
certified [40 CFR 122.41 (k)].
a: All permit applications shall be signed as follows:
(1) For a corporation: by a responsible corporate officer. For the purpose of this Section, a responsible
corporate officer means: (a) a president, secretary, treasurer or vice president of the corporation in
charge of a principal business ftmction, or any other person who performs similar policy or decision
making functions for the corporation, or (b) the manager of one or more manufacturing, production,
or operating facilities, provided, the manager is authorized to make management decisions which
govern the operation of the regulated facility including having the explicit or implicit duty of making
major capital investment recommendations, and initiating and directing other comprehensive
measures to assure long term environmental compliance with environmental laws and regulations;
the manager can ensure that the necessary systems are established or actions taken to gather complete
and accurate information for permit application requirements; and where authority to sign documents
has been assigned or delegated to the manager in accordance with corporate procedures.
(2) For a partnership or sole proprietorship: by a general partner or the proprietor, respectively; or
(3) For a municipality, State, Federal, or other public agency: by either a principal executive officer or
ranking elected official [40 CFR 122.22].
b. All reports required by the permit and other information requested by the Permit Issuing Authority shall
be signed by a person described in paragraph a. above or by a duly authorized representative of that
person. A person is a duly authorized representative only if:
(1) The authorization is made in writing by a person described above;
(2) The authorization specified either an individual or a position having responsibility for the overall
operation of the regulated facility or activity, such as the position of plant manager, operator of a well
or well field, superintendent, a position of equivalent responsibility, or an individual or position
having overall responsibility for environmental matters for the company. (A duly authorized
representative may thus be either a named individual or any individual occupying a named position.);
and
(3) The written authorization is submitted to the Permit Issuing Authority [40 CFR 122.22]
c. Changes to authorization: If an authorization under paragraph (b) of this section is no longer accurate
because a different individual or position has responsibility for the overall operation of the facility, a new
authorization satisfying the requirements of paragraph (b) of this section must be submitted to the
Director prior to or together with any reports, information, or applications to be signed by an authorized
representative [40 CFR 122.22]
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d. Certification. Any person signing a document under paragraphs a. or b. of this section shall make the
following certification [40 CFR 122.22]. NO OTHER STATEMENTS OF CERTIFICATION WILL BE
ACCEPTED:
"I certify, under penalty of law, that this document and all attachments were prepared under niy direction or
supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the
information submitted. Based on my inquiry of the person or persons who manage the system, or those persons
directly responsible for gathering the information, the information submitted is, to the best of nay knowledge and
belief, true, accurate, and complete. I ain aware that there are significant penalties for submitting false information,
including the possibility of fines and imprisonment for knowing violations. "
12. Permit Actions
This permit may be modified, revoked and reissued, or terminated for cause. The filing of a request by the
Permittee for a permit modification, revocation and reissuance, or termination, or a notification of planned
changes or anticipated noncompliance does not stay any permit condition [40 CFR 122.41 (f)].
13. Permit Modification Revocation and Reissuance or Termination
The issuance of this permit does not prohibit the permit issuing authority from reopening and modifying the
permit, revoking and reissuing the permit, or terminating the permit as allowed by the laws, rules, and
regulations contained in Title 40, Code of Federal Regulations, Parts 122 and 123; Title 15A of the North
Carolina Administrative Code, Subchapter 2H.0100; and North Carolina General Statute 143-215.1 et. al.
14. Annual Administering and Compliance Monitoring Fee Requirements
The Permittee must pay the annual administering and compliance monitoring fee within thirty days after
being billed by the Division. Failure to pay the fee in a timely manner in accordance with 15A NCAC 2H.0105
(b) (2) may cause this Division to initiate action to revoke the permit.
Section C. Operation and Maintenance of Pollution Controls
1. Certified Operator
Upon classification of Lite permitted facility by the Certification Commission, the Permittee shall employ a
certified water pollution control treatment system operator in responsible charge (ORC) of the water pollution
control treatment system. Such operator must hold a certification of the grade equivalent to or greater than the
classification assigned to the water pollution control treatment system by the Certification Commission. The
Permittee must also employ one or more certified Back-up ORCs who possess a currently valid certificate of
the type of the system. Back-up ORCs must possess a grade equal to (or no more than one grade less than) the
grade of the system [15A NCAC 8G.0201].
The ORC of each Class I facility must:
➢ Visit the facility as often as is necessary to insure proper operation of the treatment system; the
treatment facility must be visited at least weekly
➢ Comply with all other conditions of 15A NCAC 8G.0204.
The ORC of each Class II, III and IV facility must:
➢ Visit the facility as often as is necessary to insure proper operation of the treatment system; the
treatment facility must be visited at least five days per week, excluding holidays
➢ Properly manage and document daily operation and maintenance of the facility
➢ Comply with all other conditions of 15A NCAC 8G.0204.
Once the facility is classified, the Permittee shall submit a letter to the Certification Commission designating
the operator in responsible charge:
a. Within 60 calendar days prior to wastewater being introduced into a new system
b. Within 120 calendar days of:
➢ Receiving notification of a change in the classification of the system requiring the designation of a new
ORC and back-up ORC
➢ A vacancy in the position of ORC or back-up ORC.
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2. Proper Operation and Maintenance
The Permittee shall at all times provide the operation and maintenance resources necessary to operate the
existing facilities at optimum efficiency. The Permittee shall at all times properly operate and maintain all
facilities and systems of treatment and control (and related appurtenances) which are installed or used by the
Permittee to achieve compliance with the conditions of this permit. Proper operation and maintenance also
includes adequate laboratory controls and appropriate quality assurance procedures. This provision requires
the Permittee to install and operate backup or auxiliary facilities only when necessary to achieve compliance
with the conditions of the permit [40 CFR 122.41 (e)].
NOTE: Properly and officially designated operators are fully responsible for all proper operation and
maintenance of the facility, and all documentation required thereof, whether acting as a contract operator
[subcontractor] or a member of the Permittee's staff.
3. Need to Halt or Reduce not a Defense
It shall not be a defense for a Permittee in an enforcement action that it would have been necessary to halt or
reduce the permitted activity in order to maintain compliance with the condition of this permit [40 CFR 122.41
(c)]
4. B, pY assing of Treatment Facilities
a. Bypass not exceeding limitations [40 CFR 122.41 (m) (2)]
The Permittee may allow any bypass to occur which does not cause effluent limitations to be exceeded,
but only if it also is for essential maintenance to assure efficient operation. These bypasses are not subject
to the provisions of Paragraphs b. and c. of this section.
b. Notice [40 CFR 122.41 (m) (3)]
(1) Anticipated bypass. If the Permittee knows in advance of the need for a bypass, it shall submit prior
notice, if possible at least ten days before the date of the bypass; including an evaluation of the
anticipated quality and effect of the bypass.
(2) Unanticipated bypass. The Permittee shall submit notice of an unanticipated bypass as required in
Part II. E. 6. (24-hour notice).
c. Prohibition of Bypass
(1) Bypass from the treatment facility is prohibited and the Permit Issuing Authority may take
enforcement action against a Permittee for bypass, unless:
(A) Bypass was unavoidable to prevent loss of life, personal injury or severe property damage;
(B) There were no feasible alternatives to the bypass, such as the use of auxiliary treatment facilities,
retention of untreated wastes or maintenance during normal periods of equipment downtime.
This condition is not satisfied if adequate backup equipment should have been installed in the
exercise of reasonable engineering judgment to prevent a bypass which occurred during normal
periods of equipment downtime or preventive maintenance; and
(C) The Permittee submitted notices as required under Paragraph b. of this section.
(2) Bypass from the collection system is prohibited and the Permit Issuing Authority may take
enforcement action against a Permittee for a bypass as provided in any current or future system -wide
collection system permit associated with the treatment facility.
(3) The Permit Issuing Authority may approve an anticipated bypass, after considering its adverse effects,
if the Permit Issuing Authority determines that it will meet the three conditions listed above in
Paragraph c. (1) of this section.
5. Upsets
a. Effect of an upset [40 CFR 122.41 (n) (2)]:An upset constitutes an affirmative defense to an action brought
for noncompliance with such technology based permit effluent limitations if the requirements of
paragraph b. of this condition are met. No determination made during administrative review of claims
that noncompliance was caused by upset, and before an action for noncompliance, is final administrative
action subject to judicial review.
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b. Conditions necessary for a demonstration of upset: Any Permittee who wishes to establish the
affirmative defense of upset shall demonstrate, through properly signed, contemporaneous operating logs,
or other relevant evidence that:
(1) An upset occurred and that the Permittee can identify the cause(s) of the upset;
(2) The Permittee facility was at the time being properly operated; and
(3) The Permittee submitted notice of the upset as required in Part II. E. 6. (b) of this permit.
(4) The Permittee complied with any remedial measures required under Part II. B. 2. of this permit.
c. Burden of proof [40 CFR 122.41 (n) (4)]: The Permittee seeking to establish the occurrence of an upset has
the burden of proof in any enforcement proceeding.
6. Removed Substances
Solids, sludges, filter backwash, or other pollutants removed in the course of treatment or control of
wastewaters shall be utilized/ disposed of in accordance with NCGS 143-215.1 and in a manner such as to
prevent any pollutant from such materials from entering waters of the State or navigable waters of the United
States. The Permittee shall comply with all existing Federal regulations governing the disposal of sewage
sludge. Upon promulgation of 40 CFR Part 503, any permit issued by the Permit Issuing Authority for the
utilization/ disposal of sludge may be reopened and modified, or revoked and reissued, to incorporate
applicable requirements at 40 CFR 503. The Permittee shall comply with applicable 40 CFR 503 Standards for
the Use and Disposal of Sewage Sludge (when promulgated) within the time provided in the regulation, even
if the permit is not modified to incorporate the requirement. The Permittee shall notify the Permit Issuing
Authority of any significant change in its sludge use or disposal practices.
7. Power Failures
The Permittee is responsible for maintaining adequate safeguards (as required by 15A NCAC 2H.0124) to
prevent the discharge of untreated or inadequately treated wastes during electrical power failures either by
means of alternate power sources, standby generators or retention of inadequately treated effluent.
Section D. Monitoring and Records
1. Representative Sampling
Samples collected and measurements taken, as required herein, shall be characteristic of the volume and
nature of the permitted discharge. Samples collected at a frequency less than daily shall be taken on a day and
time that is characteristic of the discharge over the entire period the sample represents. All samples shall be
taken at the monitoring points specified in this permit and, unless otherwise specified, before the effluent joins
or is diluted by any other wastestream, body of water, or substance. Monitoring points shall not be changed
without notification to and the approval of the Permit Issuing Authority [40 CFR 122.41 (j)].
2. Reporting
Monitoring results obtained during the previous months) shall be summarized for each month and reported
on a monthly Discharge Monitoring Report (DMR) Form (MR 1, 1.1, 2, 3) or alternative forms approved by the
Director, postmarked no later than the last calendar day of the month following the completed reporting
period.
The first DMR is due on the last day of the month following the issuance of the permit or in the case of a new
facility, on the last day of the month following the commencement of discharge. Duplicate signed copies of
these, and all other reports required herein, shall be submitted to the following address:
NC DENR /Division of Water Quality
Surface Water Protection Section
ATTENTION: Central Files
1617 Mail Service Center
Raleigh, North Carolina 276994617
/
3. Flow Measurements
Appropriate flow measurement devices and methods consistent with accepted
selected and used to ensure the accuracy and reliability of measurements o:
discharges. The devices shall be installed, calibrated and maintained to ensu
0on
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measurements is consistent with the accepted capability of that type of device. Devices selected shall be
capable of measuring flows with a maximum deviation of less than 10% from the true discharge rates
throughout the range of expected discharge volumes. Flow measurement devices shall be accurately calibrated
at a minimum of once per year and maintained to ensure that the accuracy of the measurements is consistent
with the accepted capability of that type of device. The Director shall approve the flow measurement device
and monitoring location prior to installation.
Once -through condenser cooling water flow monitored by pump logs, or pump our meters as specified in
Part I of this permit and based on the manufacturer's pump curves shall not be subject to this requirement.
4. Test Procedures
Laboratories used for sample analysis must be certified by the Division. Permittees should contact the
Division's Laboratory Certification Section (919 733-3908 or http://portal.ncdenr.org/web/wq/lab/cert) for
information regarding laboratory certifications.
Facilities whose personnel are conducting testing of field -certified parameters only must hold the appropriate
field parameter laboratory certifications.
Test procedures for the analysis of pollutants shall conform to the EMC regulations (published pursuant to
NCGS 143-215.63 et. seq.), the Water and Air Quality Reporting Acts, and to regulations published pursuant to
Section 304(8), 33 USC 1314, of the CWA (as amended), and 40 CFR 136; or in the case of sludge use or
disposal, approved under 40 CFR 136, unless otherwise specified in 40 CFR 503, unless other test procedures
have been specified in this permit [40 CFR 122.41].
To meet the intent of the monitoring required by this permit, all test procedures must produce minimum
detection and reporting levels that are below the permit discharge requirements and all data generated must
be reported down to the minimum detection or lower reporting level of the procedure. If no approved
methods are determined capable of achieving minimum detection and reporting levels below permit discharge
requirements, then the most sensitive (method with the lowest possible detection and reporting level)
approved method must be used.
5. Penalties for Tampering
The CWA provides that any person who falsifies, tampers with, or knowingly renders inaccurate, any
monitoring device or method required to be maintained under this permit shall, upon conviction, be punished
by a fine of not more than $10,000 per violation, or by imprisonment for not more than two years per violation,
or by both. If a conviction of a person is for a violation committed after a first conviction of such person under
this paragraph, punishment is a fine of not more than $20,000 per day of violation, or by imprisonment of not
more than 4 years, or both [40 CFR 122.41].
6. Records Retention
Except for records of monitoring information required by this permit related to the Permittee's sewage sludge
use and disposal activities, which shall be retained for a period of at least five years (or longer as required by
40 CFR 503), the Permittee shall retain records of all monitoring information, including:
➢ all calibration and maintenance records
➢ all original strip chart recordings for continuous monitoring instrumentation
➢ copies of all reports required by this permit
➢ copies of all data used to complete the application for this permit
These records or copies shall be maintained for a period of at least 3 years from the date of the sample,
measurement, report or application. This period may be extended by request of the Director at any time [40
CFR 122.41].
7. Recording Results
For each measurement or sample taken pursuant to the requirements of this permit, the Permittee shall record
the following information [40 CFR 122.41]:
a. The date, exact place, and time of sampling or measurements;
b. The individual(s
) who performed the sampling or measurements;
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C. The date(s) analyses were performed;
d. The individual(s) who performed the analyses;
e. The analytical techniques or methods used; and
f. The results of such analyses.
8. Inspection and Entry
The Permittee shall allow the Director, or an authorized representative (including an authorized contractor
acting as a representative of the Director), upon the presentation of credentials and other documents as may be
required by law, to;
a. Enter upon the Permittee's premises where a regulated facility or activity is located or conducted, or
where records must be kept under the conditions of this permit;
b. Have access to and copy, at reasonable times, any records that must be kept under the conditions of this
permit;
c. Inspect at reasonable times any facilities, equipment (including monitoring and control equipment),
practices, or operations regulated or required under this permit; and
L Sample or monitor at reasonable times, for the purposes of assuring permit compliance or as otherwise
authorized by the CWA, any substances or parameters at any location [40 CFR 122.41 (i)].
Section E Reporting Requirements
1. Change in Discharge
All discharges authorized herein shall be consistent with the terms and conditions of this permit. The
discharge of any pollutant identified in this permit more frequently than or at a level in excess of that
authorized shall constitute a violation of the permit.
Z. Planned Changes
The Permittee shall give notice to the Director as soon as possible of any planned physical alterations or
additions to the permitted facility [40 CFR 122.41 (1)]. Notice is required only when:
a. The alteration or addition to a permitted facility may meet one of the criteria for new sources at 40 CFR
122.29 (b); or
b. The alteration or addition could significantly change the nature or increase the quantity of pollutants
discharged. This notification applies to pollutants subject neither to effluent limitations in the permit, nor
to notification requirements under 40 CFR 122.42 (a) (1).
c. The alteration or addition results in a significant change in the Permittee's sludge use or disposal
practices, and such alteration, addition or change may justify the application of permit conditions that are
different from or absent in the existing permit, including notification of additional use or disposal sites not
reported during the permit application process or not reported pursuant to an approved land application
plan.
3. Anticipated Noncompliance
The Permittee shall give advance notice to the Director of any planned changes to the permitted facility or
other activities that might result in noncompliance with the permit [40 CFR 122.41 (1) (2)].
4. Transfers
This permit is not transferable to any person without approval from the Director. The Director may require
modification or revocation and reissuance of the permit to document the change of ownership. Any such
action may incorporate other requirements as may be necessary under the CWA [40 CFR 122.41 (1) (3)].
5. Monitoring Reports
Monitoring results shall be reported at the intervals specified elsewhere in this permit 1
40 CFR 122.41 (1) (4)].
a. Monitoring results must be reported on a Discharge Monitoring Report (DMR) (See Part II. D. 2) or forms
provided by the Director for reporting results of monitoring of sludge use or disposal practices.
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b. If the Permittee monitors any pollutant more frequently than required by this permit, the results of such
monitoring shall be included in the calculation and reporting of the data submitted on the DMR.
6. Twenty-four Hour Reporting
a. The Permittee shall report to the Director or the appropriate Regional Office any noncompliance that
potentially threatens public health or the environment. Any information shall be provided orally within 24
hours from the time the Permittee became aware of the circumstances. A written submission shall also be
provided within 5 days of the time the Permittee becomes aware of the circumstances. The written
submission shall contain a description of the noncompliance, and its cause; the period of noncompliance,
including exact dates and times, and if the noncompliance has not been corrected, the anticipated time it is
expected to continue; and steps taken or planned to reduce, eliminate, and prevent reoccurrence of the
noncompliance [40 CFR 122.41 (1) (6)].
b. The Director may waive the written report on a case-by-case basis for reports under this section if the oral
report has been received within 24 hours.
c. Occurrences outside normal business hours may also be reported to the Division's Emergency Response
personnel at [phone], [phone] or [phone].
7. Other Noncompliance
The Permittee shall report all instances of noncompliance not reported under Part II. E. 5 and 6. of this permit
at the time monitoring reports are submitted. The reports shall contain the information listed in Part II. E. 6. of
this permit [40 CFR 122.41 (1) (7)].
8. Other Information
Where the Permittee becomes aware that it failed to submit any relevant facts in a permit application, or
submitted incorrect information in a permit application or in any report to the Director, it shall promptly
submit such facts or information [40 CFR 122.41 (1) (8)].
9. Noncompliance Notification
The Permittee shall report by telephone to either the central office or the appropriate regional office of the
Division as soon as possible, but in no case more than 24 hours or on the next working day following the
occurrence or first knowledge of the occurrence of any of the following:
a. Any occurrence at the water pollution control facility which results in the discharge of significant amounts
of wastes which are abnormal in quantity or characteristic, such as the dumping of the contents of a
sludge digester; the known passage of a slug of hazardous substance through the facility; or any other
unusual circumstances.
b. Any process unit failure, due to known or unknown
reasons, that render the facility incapable of adequate
wastewater treatment such as mechanical or electrical failures of pumps, aerators, compressors, etc.
c. Any failure of a pumping station, sewer line, or treatment facility resulting in a by-pass without treatment
of all or any portion of the influent to such station or facility.
Persons reporting such occurrences by telephone shall also file a written report within 5 days following first
knowledge of the occurrence.
10. Availability of Reports
Except for data determined to be confidential under NCGS 143-215.3 (a)(2) or Section 308 of the Federal Act, 33
USC 1318, all reports prepared in accordance with the terms shall be available for public inspection at the
offices of the Division. As required by the Act, effluent data shall not be considered confidential. Knowingly
making any false statement on any such report may result in the imposition of criminal penalties as provided
for in NCGS 143-215.1(b)(2) or in Section 309 of the Federal Act.
11. Penalties for Falsification of Reports
The CWA provides that any person who knowingly makes any false statement, representation, or certification
in any record or other document submitted or required to be maintained under this permit, including
monitoring reports or reports of compliance or noncompliance shall, upon conviction, be punished by a fine of
not more than $25,000 per violation, or by imprisonment for not more than two years per violation, or by both
[40 CFR 122.41].
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12. Annual Performance Reports
Permittees who own or operate facilities that collect or treat municipal or domestic waste shall provide an
annual report to the Permit Issuing Authority and to the users/customers served by the Permittee (NCGS 143-
215.1C). The report shall summarize the performance of the collection or treatment system, as well as the
extent to which the facility was compliant with applicable Federal or State laws, regulations and rules
pertaining to water quality. The report shall be provided no later than sixty days after the end of the calendar
or fiscal year, depending upon which annual period is used for evaluation.
The report shall be sent to:
NC DENR /Division of Water Quality
ATTENTION: Central Files
1617 Mail Service Center
Raleigh, North Carolina 276994617
/ Surface Water Protection Section
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The Permittee shall not commence construction of wastewater treatment facilities, nor add to the plant's treatment
capacity, nor change the treatment process(es) utilized at the treatment plant unless the Division has issued an
Authorization to Construct (AtC) permit. Issuance of an AtC will not occur until Final Plans and Specifications for
the proposed construction have been submitted by the Permittee and approved by the Division.
Section B. Groundwater Monitoring
The Permittee shall, upon written notice from the Director, conduct groundwater monitoring as maybe required
to determine the compliance of this NPDES permitted facility with the current groundwater standards.
Section C. Changes in Discharges of Toxic Substances
The Permittee shall notify the Permit Issuing Authority as soon as it knows or has reason to believe (40 CFR
122.42):
a. That any activity has occurred or will occur which would result in the discharge, on a routine or frequent
basis, of any toxic pollutant which is not limited in the permit, if that discharge will exceed the highest of the
following "notification levels";
(1) One hundred micrograms per liter (100 /T
2)
(2) Two hundred micrograms per liter (200 pg/L) for acrolein and acrylonitrile; five hundred micrograms per
liter (500 pg/L) for 2.4-duutrophenol and for 2-methyl-4.6-dinitrophenol; and one milligram per liter (1
mg/L) for antimony;
(3) Five times the maximum concentration value reported for that pollutant in the permit application.
b. That any activity has occurred or will occur which would result in any discharge, on a non -routine or
infrequent basis, of a toxic pollutant which is not limited in the permit, if that discharge will exceed the highest
of the following "notification levels";
(1) Five hundred micrograms per liter (500 dug/L);
(2) One milligram per liter (1 mg/L) for antimony;
(3) Ten times the maximum concentration value reported for that pollutant in the permit application.
Section D. Evaluation of Wastewater Discharge Alternatives
The Permittee shall evaluate all wastewater disposal alternatives and pursue the most environmentally sound
alternative of the reasonably cost effective alternatives. If the facility is in substantial non-compliance with the
terms and conditions of the NPDES permit or governing rules, regulations or laws, the Permittee shall submit a
report in such form and detail as required by the Division evaluating these alternatives and a plan of action within
60 days of notification by the Division.
Section E. Facility Closure Requirements
The Permittee must notify the Division at least 90 days prior to the closure of any wastewater treatment system
covered by this permit. The Division may require specific measures during deactivation of the system to prevent
adverse impacts to waters of the State. This permit cannot be rescinded while any activities requiring this permit
continue at the permitted facility.
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PART IV
SPECIAL CONDITIONS FOR MUNICIPAL FACILITIES
Section A. Definitions
In addition to the definitions in Part II of this permit, the following definons apply to municipal facilities:
Indirect Discharge or Industrial User
Any non-domestic source that discharges wastewater containing pollutants into a POTW regulated under section
307(b), (c) or (d) of the CWA. [40 CFR 403.3 (i) and (j)]
Interference
Inhibition or disruption of the POTW treatment processes; operations; or its sludge process, use, or disposal which
causes or contributes to a violation of any requirement of the POTW's NPDES Permit or prevents sewage sludge
use or disposal in compliance with specified applicable State and Federal statutes, regulations, or permits. [15A
NCAC 2H.0903 (b) (13)]
Pass Throuzh
A discharge which exits the POTW into waters of the State in quantities or concentrations which, alone or with
discharges from other sources, causes a violation, including an increase in the magnitude or duration of a
violation, of the POTW's NPDES permit, or of an instream water quality standard. [15A NCAC 2H.0903 (b) (23)]
Publicly Owned Treatment Works (POTW)
A treatment works as defined by Section 212 of the CWA, owned by a State or local government entity. This
definition includes any devices and systems used in the storage, treatment, recycling and reclamation of municipal
sewage or industrial wastes of a liquid nature. It also includes sewers, pipes, and other conveyances only if they
convey wastewater to a POTW. The term also means the local government entity, or municipality, as defined in
section 502(4) of the CWA, which has jurisdiction over indirect discharges to and the discharges from such a
treatment works. [15A NCAC 2H.0903 (b) (27)]
"Significant Industrial User" or "SIU"
An industrial user that discharges wastewater into a publicly owned treatment works and that [15A NCAC
2H.0903 (b) (34)]:
(a) discharges an average of 25,000 gallons or more per day of process wastewater to the POTW (excluding
sanitary, noncontact cooling and boiler blowdown wastewaters) or;
(b) contributes more than 5 percent of the design flow of the POTW treatment plant or more than 5 percent of the
maximum allowable headworks loading of the POTW treatment plant for any pollutant of concern, or;
(c) is required to meet a national categorical pretreatment standard, or;
(d) is, regardless of Parts (a), (b), and (c) of this definition, otherwise determined by the POTW, the Division, or
the EPA to have a reasonable potential for adversely affecting the POTW's operation or for violating any
pretreatment standard or requirement or POTW's receiving stream standard, or to limit the POTW's sludge
disposal options.
Section B. Publicly Owned
Treatment Works (POTWs)
All POTWs are required to prevent the introduction of pollutants into the POTW which will interfere with the
operation of the POTW, including interference with its use or disposal of municipal sludge, or pass through the
treatment works or otherwise be incompatible with such treatment works. [40 CFR 403.2]
All POTWs must provide adequate notice to the Director of the following [40 CFR 122.42 (b)]:
1. Any new introduction of pollutants into the POTW from an indirect discharger, regardless of the means of
transport, which would be subject to section 301 or 306 of CWA if it were directly discharging those
pollutants; and
2. Any substantial change in the volume or character of pollutants being introduced by an indirect discharger as
influent to that POTW at the time of issuance of the permit.
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3. For purposes of this paragraph, adequate notice shall include information on (1) the quality and quantity of
effluent introduced into the POTW, and (2) any anticipated impact that may result from the change of the
quantity or quality of effluent to be discharged from the POTW.
Section C. Municipal Control of Pollutants from Industrial Users
1. Effluent limitations are listed in Part I of this permit. Other pollutants attributable to inputs from industries
using the municipal system may be present in the Permittee's discharge. At such time as sufficient information
becomes available to establish limitations for such pollutants, this permit may be revised to specify effluent
limitations for any or all of such other pollutants in accordance with best practicable technology or water
quality standards.
Z. Prohibited Discharges
a. Under no circumstances shall the Permittee allow introduction of pollutants or discharges into the waste
treatment system or waste collection system which cause or contribute to Pass Through or Interference as
defined in 15A NCAC 2H.0900 and 40 CFR 403. [40 CFR 403.5 (a) (1)]
b. Under no circumstances shall the Permittee allow introduction of the following wastes in the waste
treatment or waste collection system [40 CFR 403.5 (b)]:
(1) Pollutants which create a fire or explosion hazard in the POTW, including, but not ted to,
wastestreams with a closed cup flashpoint of less than 140 degrees Fahrenheit or 60 degrees
Centigrade using the test methods specified in 40 CFR 261.21;
(2) Pollutants which cause corrosive structural damage to the POTW, but in no case discharges with pH
lower than 5.0, unless the works is specifically designed to accommodate such discharges,
(3) Solid or viscous pollutants in amounts which cause obstruction to the flow in the POTW resulting in
Interference;
(4) Any pollutant, including oxygen demanding pollutants (BOD, etc.) released in a Discharge at a flow
rate and/ pollutant concentration which will cause Interference with the POTW;
(5) Heat in amounts which will inhibit biological activity in the POTW resulting in Interference, but in no
case heat in such quantities that the temperature at the POTW Treatment Plant exceeds 40°C (104°F)
unless the Division, upon request of the POTW, approves alternate temperature limits;
(6) Petroleum oil, non -biodegradable cutting oil, or products of mineral oil origin in amounts that will
cause Interference or Pass Through;
(7) Pollutants which result in the presence of toxic gases, vapors, or fumes within the POTW in a quantity
that may cause acute worker health and safety problems;
(8) Any trucked or hauled pollutants, except at discharge points designated by the POTW.
c. The Permittee shall investigate the source of all discharges into the POTW, including slug loads and other
unusual discharges, which have the potential to adversely impact the permittee's Pretreatment Program
and/or the operation of the POTW.
The Permittee shall report such discharges into the POTW to the Director or the appropriate Regional
Office. Any information shall be provided orally within 24 hours from the time the Permittee became
aware of the circumstances. A written submission shall also be provided within 5 days of the time the
Permittee becomes aware of the circumstances. The written submission shall contain a description of the
discharge, the investigation into possible sources; the period of the discharge, including exact dates and
times; and if the discharge has not ceased, the anticipated time it is expected to continue; and steps taken
or planned to reduce, eliminate, and prevent reoccurrence of the noncompliance,
3. With regard to the effluent requirements listed in Part I of this permit, it may be necessary for the Permittee to
supplement the requirements of the Federal Pretreatment Standards (40 CFR, Part 403) to ensure compliance
by the Permittee with all applicable effluent limitations. Such actions by the Permittee may be necessary
regarding some or all of the industries discharging to the municipal system.
4. The Permittee shall require any Industrial User discharging to the POTW to meet Federal Pretreatment
Standards developed under Section 307(b) of the Act as amended (which includes categorical standards and
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specific local limits, best management practices and narrative requirements). Prior to accepting wastewater
from any Significant Industrial User, the Permittee shall either develop and submit to the Division a new
Pretreatment Program or a modification of an existing Pretreatment Program, for approval as required under
section D below as well as 15A NCAC 2H.0907 (a) and (b). [40 CFR 122.44 (j) (2)]
5. This permit shall be modified, or alternatively, revoked and reissued, to incorporate or modify an approved
POTW Pretreatment Program or to include a compliance schedule for the development of a POTW
Pretreatment Program as required under Section 402 (b) (8) of the CWA and implementing regulations or by
the requirements of the approved State pretreatment program, as appropriate.
Section D. Pretreatment Programs
Under authority of sections 307 (b) and (c) and 402 (b) (8) of the CWA and implementing regulations 40 CFR 403,
North Carolina General Statute 143-215.3 (14) and implementing regulations 15A NCAC 2H.0900, and in
accordance with the approved pretreatment program, all provisions and regulations contained and referenced in
the Pretreatment Program Submittal are an enforceable part of tis permit. [40 CFR 122.44 (j) (2)]
The Permittee shall operate its approved pretreatment program in accordance with Section 402 (b) (8) of the CW
A,
40 CFR 403,15A NCAC 21-1.0900, and the legal authorities, policies, procedures, and financial provisions contained
in its pretreatment program submission and Division approved modifications thereof. Such operation shall
include but is not limited to the implementation of the following conditions and requirements. Terms not defined
u Part II or Part IV of this permit are as defined in 15A NCAC 2H.0903 and 40 CFR 403.3.
1. Sewer co Ordinance (SM
The Permittee shall maintain adequate legal authority to implement its approved pretreatment program. [15A
NCAC 21-1.0905 and .0906; 40 CFR 403.8 (f) (1) and 403.9 (b) (1), (2)]
Z. Industrial Waste Survey (IWS)
The permittee shall implement an IWS consisting of the survey of users of the POTW, as required by 40 CFR
403.8 (f) (2) (i -iii) and 15A NCAC 21-1.0905 [also 40 CFR 122.44 (j) (1)], including identification of all industrial
users that may have an impact on the POTW and the character and amount of pollutants contributed to the
POTW by these industrial users and identification of those industrial users meeting the definition of SIU. The
Permittee shall submit a summary of its IWS activities to the Division at least once every five years, and as
required by the Division. The IWS submission shall include a summary of any investigations conducted under
paragraph C.2.c. of this Part.
3.
Monitoring Plan
The Permittee shall implement aDivision-approved Monitoring Plan for the collection of facility specific data
to be used in a wastewater treatment plant Headworks Analysis (HWA) for the development of specific
pretreatment local limits. Effluent data from the Plan shall be reported on the DMRs (as required by Part II,
Section D, and Section E.S.). [15A NCAC 21-1.0906 (b) (2) and .0905]
4. Headworks Analysis (HWA) and Local Limits
The Permittee shall obtain Division approval of a HWA at least once every five years, and as required by the
Division. Within 180 days of the effective date of this permit (or any subsequent permit modification) the
Permittee shall submit to the Division a written technical evaluation of the need to revise local limits (i.e., an
updated HWA or documentation of why one is not needed) [40 CFR 122.44]. The Permittee shall develop, in
accordance with 40 CFR 403.5 (c) and 15A NCAC 2H.0909, specific Local Limits to implement the prohibitions
listed in 40 CFR 403.5 (a) and (b) and 15A NCAC 2H.0909. Pursuant to 40 CFR 403.5, local limits are
enforceable Pretreatment Standards as defined by 40 CFR 403.3(1).
5. Industrial User Pretreatment Permits (IUP) &Allocation Tables
In accordance with NCGS 143-215.1, the Permittee shall issue to all significant industrial users, permits for
operation of pretreatment equipment and discharge to the Permittee's treatment works. These permits shall
contain limitations, sampling protocols, reporting requirements, appropriate standard and special conditions,
and compliance schedules as necessary for the installation of treatment and control technologies to assure that
their wastewater discharge will meet all applicable pretreatment standards and requirements. The Permittee
shall maintain a current Allocation Table (AT) which summarizes the results of the HWA and the limits from
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all IVPs. Permitted IUP loadings for each parameter cannot exceed the treatment capacity of the POTW as
determined by the HWA. [15A NCAC 2I-1.0909, .0916, and .0917; 40 CFR 403.5, 403.8 (f) (1) (iii); NCGS 143-
215.67 (a)]
6. Authorization to Construct (AtC)
The Permittee shall ensure that an Authorization to Construct permit (AtC) is issued to all applicable
industrial users for the construction or modification of any pretreatment facility. Prior to the issuance of an
AtC, the proposed pretreatment facility and treatment process must be evaluated for its capacity to comply
with all Industrial User Pretreatment Permit (IUP) limitations. [15A NCAC 2H.0906 (b) (6) and .0905; NCGS
143=215.1 (a) (8)]
7. POTW Inspection & Monitoring of their IUs
The Permittee shall conduct inspection, surveillance, and monitoring activities as described in its Division
approvedpretreatment program in order to determine, independent of information supplied by industrial
users, compliance with applicable pretreatment standards. [15A NCAC 2H .0908(d); 40 CFR 403.8(f)(2)(v)]
The Permittee must:
a. Inspect all Significant Industrial Users (SIUs) at least once per calendar year; and
b. Sample all Significant Industrial Users (SIUs) at least twice per calendar year for all permit -limited
pollutants, once during the period from January 1 through June 30 and once during the period from July 1
through December 31, except for organic compounds which shall be sampled at least once per calendar
year; For the purposes of this paragraph, "organic compounds" means the types of compounds listed in
40 CFR 136.3(a), Tables IC, ID, and IF, as amended.
8. IU Self Monitoring and Reporting
The Permittee shall require all industrial users to comply with the applicable monitoring and reporting
requirements outlined in the Division -approved pretreatment program, the industry's pretreatment permit, or
in 15A NCAC 2H .0908. [15A NCAC 2H .0906(b)(4) and .0905; 40 CFR 403.8(f)(1)(v) and (2)(iii); 40 CFR
122.44(j)(2) and 40 CFR 403.12]
9. Enforcement Response Plan (ERP)
The Permittee shall enforce and obtain appropriate remedies for violations of all pretreatment standards
promulgated pursuant to section 307(b) and (c) of the Clean Water Act (40 CFR 405 et. seq.), prohibitive
discharge standards as set forth in 40 CFR 403.5 and 15A NCAC 2H .0909, and specific local limitations. All
remedies, enforcement actions and other, shall be consistent with the Enforcement Response Plan (ERP)
approved by the Division. [15A NCAC 2H .0906(b)(7) and .0905; 40 CFR 403.8(f)(5)]
10. Pretreatment Annual Reports (PAR)
The Permittee shall report to the Division in accordance with 15A NCAC 2H .0908. In lieu of submitting
annual reports, Modified Pretreatment Programs developed under 15A NCAC 2H.0904 (b) may be required to
submit a partial annual report or to meet with Division personnel periodically to discuss enforcement of
pretreatment requirements and other pretreatment implementation issues.
For all other active pretreatment programs, the Permittee shall submit two copies of a Pretreatment Annual
Report (PAR) describing its pretreatment activities over the previous twelve months to the Division at the
following address:
NC DENR / Division of Water Quality / Surface Water Protection Section
Pretreatment, Emergency Response, and Collection Systems (PERCS) Unit
1617 Mail Service Center
Raleigh, North Carolina 276994617
These reports shall be submitted according to a schedule established by the Director and shall contain the
following:
a.) Narrative
A brief discussion of reasons for, status of, and actions taken for all Significant Industrial Users (SIUs) in
Significant Non -Compliance (SNC);
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b.) Pretreatment Program Summary jPPS)
A pretreatment program summary (PPS) on specific forms approved by the Division;
c.) Significant Non -Compliance Report (SNCR)
The nature of the violations and the actions taken or proposed to correct the violations on specific forms
approved by the Division;
d.) Industrial Data Summary Forms (IDSF)
Monitoring data from samples collected by both the POTW and the Significant Industrial User (SIU) in
SNC. These analytical results must be reported on Industrial Data Summary Forms (IDSF) or other specific
format approved, by the Division;
e.) Other Information
Copies of the POTW's allocation table, new or modified enforcement compliance schedules, public notice
of SIUs in SNC, and any other information, upon request, which in the opinion of the Director is needed to
determine compliance with the pretreatment implementation requirements of this permit;
11. Public Notice
The Permittee shall publish annually a list of Significant Industrial Users (SIUs) that were in Significant Non -
Compliance (SNC) as defined in the Permittee's Division -approved Sewer Use Ordinance with applicable
pretreatment requirements and standards during the previous twelve month period. This list shall be
published within four months of the applicable twelve-month period. [15A NCAC 2H .0903(b)(35), .0908(b)(5)
and .0905 and 40 CFR 403.8(f)(2)(viii)]
12. Record Keeping
The Permittee shall retain for a minimum of three years records of monitoring activities and results, along
with support information including general records, water quality records, and records of industrial impact on
the POTW. [15A NCAC 2H .0908(f); 40 CFR 403.12(o)]
13. Funding and Financial Report
The Permittee shall maintain adequate funding and staffing levels to accomplish the objectives of its approved
pretreatment program. [15A NCAC 2H .0906(a) and .0905; 40 CFR 403.8(f)(3), 403.9(b)(3)]
14. Modification to Pretreatment Programs
Modifications to the approved pretreatment program inchidu1g but not limited to local limits modifications,
POTW monitoring of their Significant Industrial Users (SIUs), and Monitoring Plan modifications, shall be
considered a permit modification and shall be governed by 40 CFR 403.18,15 NCAC 2H.0114 and 15A NCAC
2H .0907.
Version 10/29/2010

Metropolitan Sewerage District (MSD) of Buncombe County, NC
French Broad River Water Reclamation Facility - High Rate Primary
Treatment Improvements Project
Application for Authorization to Construct Permit
(Section 3, Item E of application)
Section 3
Engineering Plans*
'These files are provided in digital format.

Metropolitan Sewerage District (MSD) of Buncombe County, NC
French Broad River Water Reclamation Facility - High Rate Primary
Treatment Improvements Project
Application for Authorization to Construct Permit
(Section 3, Item F of application)
Section 4
Engineering Specifications*
'These files are provided in digital format.

Metropolitan Sewerage District (MSD) of Buncombe County, NC
French Broad River Water Reclamation Facility - High Rate Primary
Treatment Improvements Project
Application for Authorization to Construct Permit
(Section 3, Item G of application)
Section 5
Construction Sequence Plan

C 2018 CDM Smith 20176-115429
All Rights Reserved FINAL SPECIFICATIONS -FOR REVIEW PURPOSES ONLY
NOT RELEASED FOR CONSTRUCTION -APRIL 2018
SECTION 01014
CONSTRUCTION SEQUENCE
PART1 GENERAL
1.01 SITE CONDITIONS
A. Several areas of construction under this contract must be coordinated with the Plant Operating
Personnel and accomplished in a logical order to maintain the process flow through the plant
and to allow construction to be completed within the time allowed by Contract Documents.
Coordinate the activities with the other contractors, if any, to allow orderly and timely
completion of all the Work.
B. When access through construction areas must be disrupted, provide alternate acceptable access
for the plant operators or other contractors.
C. Coordinate the activities in the interface or common areas with other contractors and the plant
operators. Submit to the Engineer a description and schedule as to how the common areas will
be utilized, recognizing the required coordination with other contractors and the plant operators.
D. Various interconnections within the plant will depend on the closure of various valves and
gates. Many of these valves and gates are old and may not seal properly. Coordinate with the
Plant Operating Personnel prior to attempting any such closure and provide any corrective
measure of temporary facilities necessary to attain the shut-off needed to perform the Work at
no additional cost to the Owner and without interrupting the plant operation.
E. Various interconnections within the plant may require temporary partial power shutdown. Make
every effort necessary to minimize the shutdown time and coordinate with the Plant Operating
Personnel and/or utility authorities prior to attempting any such power shutdown. Furthermore,
provide any corrective measure or temporary facilities necessary to perform the work at no
additional cost to the Owner and without interrupting the plant operation. See below for specific
requirements.
F. When the Work requires an existing facility to be taken out of operation, temporarily or
permanently, notify the Engineer and plant operators 3 weeks in advance.
G. Where potable water is required in large quantity for preoperational testing or other use,
purchase it from the Owner. A meter will be installed at a mutually agreeable location at the
plant site (at the Contractor's request). Pay all fees and water usage charges. Plant water
(reclaimed/reuse water), if requested promptly by Contractor, may be available for limited use
at the Plant Operators' discretion.
H. During Testing and Start -Up, make available the manpower, equipment and manufacturer's
representatives required to make any necessary adjustments and training.
1.02 CONSTRUCTION CONSTRAINTS
A. The following is a list of constraints to consider in developing the overall plan of construction.
This list is not intended to release the Contractor from the responsibility to coordinate the Work
in any manner which will ensure project completion within the time allowed. The following
High Rate Primary Treatment Improvements Project Construction Sequence
Metropolitan Sewerage District of Buncombe County 01014-1

C 2018 CDM Smith 20176-115429
All Rights Reserved FINAL SPECIFICATIONS -FOR REVIEW PURPOSES ONLY
NOT RELEASED FOR CONSTRUCTION -APRIL 2018
areas are not necessarily listed in their required sequence of construction. A suggested sequence
within each area, where necessary, is included.
B. High Rate Primary Treatment Improvements (High Rate Treatment Structure and Chemical
Building)
The existing primary microscreen building requires demolition prior to the start of
construction of the proposed improvements. As part of the preceding Headworks
Improvements Project, a dividing wall with isolation gates has been placed between the
primary microscreen building and the RBC influent channel. The Contractor may proceed
with demolition of the microscreen building in accordance with the specification
requirements at any time.
2. The existing 54" recirculation pipe and valve structures between the primary microscreen
building and the RBC influent channel shall be isolated by the existing valve at the north
end of the microscreen building to allow for piping removal during building demolition.
Coordinate with plant staff to close the existing valve and verify the pipe is isolated. Note
that the existing 480V ductbank at the edge of the RBC basin shall remain in service at all
times.
Existing buried utilities around the perimeter of the primary microscreen building shall be
located, identified and relocated as required to allow for primary microscreen building
demolition. Relocation of the existing filter backwash piping to connect to the flow
Diversion Structure (constructed as part of the headworks project) shall be completed prior
to the demolition of the primary microscreen building.
4. Following demolition of the existing primary microscreen building, removal of existing
subsurface rock is anticipated for construction of the High Rate Primary Treatment
facilities. The Contractor shall assume rock will be encountered and schedule the work
accordingly. See Division 2 specification requirements for rock removal requirements
including blasting plans, pre -blast surveys, and blast monitoring.
The improvements associated with the High Rate Primary Treatment facility may be
constructed at any time following demolition of the existing primary microscreen building
and shall include all specified testing, checkouts, commissioning, training, etc. prior to
activation. See Section 11357 for requirements regarding startup and testing of the High
Rate Primary Treatment Facility.
6. The Owner will coordinate for purchase and delivery of coagulant, polymer, and
Microsand for system startup and performance testing. Contractor shall notify Owner a
minimum of 30 days in advance of need for chemicals and microsand to allow sufficient
time to order and deliver materials.
C. Yard Piping and Flow Diversion Structure Improvements
Relocation of the discharge point for the existing intermediate clarifier sludge piping shall
be completed as follows:
a. Installation of the intermediate clarifier sludge piping from the existing piping to the
High Rate Primary Treatment system (where it connects to the common pipe with
High Rate Primary Treatment Improvements Project Construction Sequence
Metropolitan Sewerage District of Buncombe County 01014-2

C 2018 CDM Smith 20176-115429
All Rights Reserved FINAL SPECIFICATIONS -FOR REVIEW PURPOSES ONLY
NOT RELEASED FOR CONSTRUCTION -APRIL 2018
filter backwash and sludge blending well) may be done at any time provided that the
connection to the gravity thickener system remains in service. The connection and re-
routing of the intermediate clarifier sludge flow to the High Rate Treatment System
shall not be made until the High Rate Treatment System sludge blend tank and pump
station has achieved substantial completion. In addition, at least one discharge pipe
from the High Rate waste sludge pump station must be connected to a minimum of
one gravity thickener.
b. Connection of the proposed 16" sludge discharge piping from the High Rate Primary
Treatment system to the two existing gravity thickeners shall be made one at a time,
with one gravity thickener in service and available at all times. The first gravity
thickener shall be connected no earlier than 15 calendar days from the time of startup
of the High Rate Treatment System. Following acceptance of the High Rate Treatment
system and associated waste pumping system to the connected gravity thickener, the
second gravity thickener may be connected.
c. Following completion of connections of the 16" sludge discharge piping to each
gravity thickener the remaining buried yard piping and valves between the two gravity
thickeners may be demolished and removed as shown on the Drawings.
d. Drain piping systems shall be installed, connected and tested prior to backfill or
encasement in concrete beneath slabs/structures.
D. Solids Handling Building Improvements
Improvements in the solids handling building includes the replacement of the two -existing
dewatered cake hydraulic piston pumps and associated appurtenances. The replacement of
these pumps shall be done one at a time such that one pump is always in service and
available. The first pump shall be fully installed, started -up, testing and placed into service
before the second pump replacement can begin including a minimum of 7 calendar days of
operation.
2. The replacement pumps may be installed at any time once the replacement equipment has
been delivered to the site. Provide a minimum of two -week's notice to the Owner of the
proposed schedule for beginning the pump replacement work.
The work associated with the pump replacement includes piping and valve replacement as
well as re-establishing the second point of sludge discharge to the existing incinerator.
Some of this work will necessitate the incinerator being taken out of service for a period.
The Owner will provide for hauling and landfilling of sludge during these outages. The
outages must be scheduled 30 calendar days in advance with the Owner. The Owner will
provide hauling and disposal of dewatered cake on two separate occasions for a maximum
of 10 calendar days per outage to facilitate the complete replacement, startup and testing of
each pump system. New dewatered cake piping shall be installed to the extent possible
prior to shutdowns to minimize plant disruptions.
E. Electrical and instrumentation work to support the improvements may be installed at any time
but must be coordinated with other plant operations to ensure minimal disruption. Connection of
High Rate Primary Treatment electrical room to the main electrical system in Building No. 28
High Rate Primary Treatment Improvements Project Construction Sequence
Metropolitan Sewerage District of Buncombe County 01014-3

C 2018 CDM Smith 20176-115429
All Rights Reserved FINAL SPECIFICATIONS -FOR REVIEW PURPOSES ONLY
NOT RELEASED FOR CONSTRUCTION -APRIL 2018
shall be coordinated with the Owner. Connection to the existing buried electrical ductbank
system may require work within manholes that have active 480 V power.
F. Civil improvements shall be completed in sequence to support the proposed work. Yard piping
relocations, as noted above, are required in advance of construction of the High Rate Primary
Treatment facilities. The roadway parallel to the High Rate Treatment system shall be restored
to drivable condition as soon as possible once the yard piping work is complete. Once yard
piping work is completed, the required aggregate base course and asphalt base course shall be
installed to provide an accessible driving surface. Final asphalt paving, curb and gutter, and
restoration shall be placed at the end of construction.
G. Once final commissioning is complete for the High Rate Primary Treatment improvements, the
specified performance testing shall be conducted as required in Section 11357.
PART 2 EXECUTION (NOT USED)
END OF SECTION
High Rate Primary Treatment Improvements Project Construction Sequence
Metropolitan Sewerage District of Buncombe County 01014-4

Metropolitan Sewerage District (MSD) of Buncombe County, NC
French Broad River Water Reclamation Facility - High Rate Primary
Treatment Improvements Project
Application for Authorization to Construct Permit
(Section 3, Item H of application)
Section 6
Engineering Calculations
1. Process Mechanical
a. Plant Hydraulic Profile
b. Chemical Storage Tank and Pump Capacities
C. Pump Hydraulics —Waste Sludge Pumps
d. Pump Hydraulics —Sand Pumps
e. ActiFlo Pilot Study Report
2. Structural Calculations - Buoyancy
3. Electrical Load Calculations

Buncombe County High Rate Treatment
HRC System Hydraulic Calculations
Calculations by: Cayce Grissom
Date:4 13 2018
Checked by: Carl Frizzell
Date:4 17 2018
CDM Smith
Buncombe Countv MSD — Hieh Rate Treatment Hvdraulic Calculations
PDF Page Number
VisualHydraulics Profile Image................................................................................................................................2
Summary Spreadsheet of Critical Elevations..........................................................................................................3
Visual Hydraulics Model Summary Report — Future Peak Flow (100 MGD)......................................................4
Visual Hydraulics Model Summary Report — Peak Hour Flow (84 MGD).........................................................15
Visual Hydraulics Model Summary Report — Design Max Month Flow (40 MGD)..........................................26
Visual Hydraulics Model Summary Report—Average Daily Flow (19 MGD).....................................................34
Drawings Used to Establish Hydraulic Models.....................................................................................................42
HRC Manufacturer Calculations and Crosschecks (at 84 MGD)..........................................................................50
Loss Assumptions for Kruger Settling Tubes.........................................................................................................52
Correspondence on Future Downstream WSE....................................................................................................58
HydraulicProfile.......................................................................................................................................................61
Notes:
Review performed by Carl Frizzell on 4/17/18; Comments addressed by Cayce Grissom on 4/17/18.
Flow Rates and Starting WSEs:
Future Peak Flow = 100 MGD (Downstream WSE = 1949.25) — both HRC trains in service
Peak Hour Flow = 84 MGD (Downstream WSE = 1946.19) — both HRC trains in service
Design Max Month Flow = 40 MGD (Downstream WSE = 1945.58) — one HRC train in service
Average Daily Flow = 19 MGD (Downstream WSE = 1945.22) — one HRC train in service

Downstream starting WSE of 1949.25 used for Future Peak Flow calculations represents a maximum
worst case condition in the RBC channels in the future. This WSE is not specifically tied to any defined
flow scenario. Email documentation is provided confirming this.
Design Notes:
CDM Smith designed the HRC system with upstream and downstream hydraulic constraints by HDR.
Hydraulic profile and summary spreadsheet are attached showing constraints.
HRC system includes settling tubes designed by Kruger. Kruger estimated head loss through these to be
approximately 0.05 ft. This is included in the model. Additional K -value of 3 is included in the settling
tank to be conservative, though this effect is negligible.
Model comparison to HRC manufacturer calculations use flow rate of 84 MGD rather than 100 MGD.
Each HRC train contains 6 launders. This is modeled as a single launder with 1/6 of the total flow
through the train (1/12 the total flow).
Elevation of HRC weir calculated by adding the Launder Height provided by the manufacturer (2.13 ft) to
the invert elevation of the Launder (1951.08) to get a weir invert of 1953.21.

1950.2
1949.25 1949.25
RBC Isolation Gates
Starting WSE- RBC RBC Distri bution
Basin Channel
w",
RBCInfluant Channel
1954.38
1952,97
1953.54 1953.55 1953.52 195 3.62 195 3.63 1953,63 195 3.77
Z)N /Ift ALI',
Weir TrainIInvEl SettlingTankTrainI M atu ration to Settl i ng Stilling Well Trains 5tilIingBaffleTrainI Maturation Tank Trains Coag toMaturation
1953.17 Weir Inv El 19947.5 WeirTrain I Inv El
19 51. D%,,1953.77
1953,5
�f CDag Ta n k Tra i n 1
Common Effluent L11 Launder Train Inv El
Channel -Train 1 1951.03 Settlin$Tube Loss
1952.97
1953.77
41 IF 0-
L12 LaunderTrain 2 Inv EI
1551.0&
Coag TankTrain 2
1954, 35
1953.54 195 3.55 1953.62 1953.62 1953.53 1953.53 1953.77
Common Effluent
Channel -Train 2 WeirTrain2lnvEl SettlingTankTrain2 M atu ration to Settl i ng Stilling Well Train Stilling BafHe Train 2 M atu ration Ta n k Tra i n 2 Coag to Maturation
1553.17 Weir 2 Inv EI 1547.5 WeirTrain 2 Inv EI
11951.00
195,37 1953,fi
-4- ""lot
Common Effluent SettlingTube Loss 2
Channel
1953.93
Coa,-Tank Baffle Train 1
1953.93
Coag Tank Baffle Train t
1953.93 1954.95
PrecoagTankTrain 1 InfluentPipel
1953,93 1954.95
PrecoagTankTrain 2
I nfl u ent Pi pe 2
1954.95
FIv,•, =Flit tv Treatrrert
1954.95
Diversion Structu re

CLIENT Buncombe MSD JOB NO. 115429 DATE 4/17/2018
Smith PROJECT High Rate Primary Treatment DATE CHECKED 4/17/2018 COMPUTED BY CMG
DETAIL CHECKED BY CSF
Model Results and Critical Elevations
Model Calculated WSE
WSE in Influent
Starting WSE
WSE in Effluent
Freeboard to
Launder
Freeboard
Operational Condition
(ft)
Channel (ft)
Launder Invert (k)
Launder Invert (ft)
WSE in Launder (k)
(ft)
Weir Elevation
(k) at Influent Distribution
Distribution Box set
Box (ft)
by HDR (ft)
100 MGD (2 Trains)
1949.25
1950.38
0.70
1951.08
1952.97
0.24
1953.21
1955.01
1955.48
84 MGD (2 Trains)
1946.19
1947.10
3.98
1951.08
1952.76
0.45
1953.21
1954.58
1955.00
4C MGD (1 Train)
1945.58
1945.81
5.27
1951.08
1952.71
0.50
1953.21
1954.47
1954.92
19 MGD (1 Train)
1945.22
1945.28
5.80
1951.08
1952.07
1.14
1953.21
1953.69
1954.05

Visual Hydraulics Summary Report - Hydraulic Analysis
Project: Buncombe MSD - Kruger HRC Hydraulics 100pct_With Isolation Gates_]
Company
Date:
Current flow conditions
Forward Flow = 100 mbd
Return I Flow = -----
Return II Flow = -----
Return III Flow =11 -----
Section Description Water Surface Elevation
Starting WSE - RBC Basin 1949.25
RBC Distribution Channel 1949.25
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 158 ft
Channel width/diameter = 14 ft
Flow = 100 mgd
Downstream channel invert = 1932.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 234.51 ft/12
Hydraulic radius = 4.937
Normal depth = infinite
Critical depth = 1.56 ft
Depth downstream = 16.75 ft
Bend loss = 0 ft
Depth upstream = 16.75 ft
Velocity = 0.66 ft/s
Flow profile = Horizontal
RBC Isolation Gates 1950.2
Opening type = rectangular orifice
Opening diameter/width = 48 in
Opening height = 48 in
Invert = 1933.5
Number of openings = 2
Flow through opening(s) = 100 mgd

Section Description Water Surface Elevation
Total area of opening(s) = 32 ft^2
Velocity through opening(s) = 4.83 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.94 ft
Downstream water level = 1949.25
Upstream water level = 1950.2
RBC Influent Channel 1950.2
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 21 ft
Channel width/diameter = 18 ft
Flow= 100 mgd
Downstream channel invert = 1932.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 318.54 ft^2
Hydraulic radius = 5.966
Normal depth = infinite
Critical depth = 1.32 ft
Depth downstream = 17.7 ft
Bend loss = 0.01 ft
Depth upstream = 17.7 ft
Velocity = 0.49 ft/s
Flow profile = Horizontal
Common Effluent Channel 1950.37
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 90 ft
Channel width/diameter = 5 ft
Flow= 100 mgd
Downstream channel invert = 1938
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 61.06 ft/12
Hydraulic radius = 2.075
Normal depth = infinite
Critical depth = 3.09 ft
Depth downstream = 12.2 ft
Bend loss = 0.15 ft
Depth upstream = 12.37 ft
Velocity = 2.54 ft/s
Flow profile = Horizontal
Common Effluent Channel - Train 2 1950.38
Channel shape = Rectangular
Manning's 'n' = 0.013
2

Section Description Water Surface Elevation
Channel length = 25 ft
Channel width/diameter = 5 ft
Flow= 100 mgd
Downstream channel invert = 1938
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 61.87 ft/,2
Hydraulic radius = 2.08
Normal depth = infinite
Critical depth = 3.09 ft
Depth downstream = 12.37 ft
Bend loss = 0 ft
Depth upstream = 12.38 ft
Velocity = 2.5 ft/s
Flow profile = Horizontal
L12
Common Effluent Channel - Train 1 1950.38
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 25 ft
Channel width/diameter = 5 ft
Flow = 50 mgd
Downstream channel invert = 1938
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 61.89 ft^2
Hydraulic radius = 2.08
Normal depth = infinite
Critical depth = 1.95 ft
Depth downstream = 12.38 ft
Bend loss = 0 ft
Depth upstream = 12.38 ft
Velocity = 1.25 ft/s
Flow profile = Horizontal
Launder Train Inv El 1951.08 1952.97
Launder invert = 1951.08
Launder length= 18.1 ft
Launder width = 2 ft
Launder slope = 0 ft/ft
Flow through launder = 8.333 mgd
Critical depth = 1.09 ft
Downstream depth = 1.09 ft
Upstream depth = 1.89 ft
3

Section Description
Weir Train 1 Inv El 1953.21
Invert of notch = 1953.21
Width of notch = 6 in
Number of notches = 34
Total flow over weir = 8.333 mgd
Weir submergence = unsubmerged
Head over weir = 0.37 ft
Settling Tank Train 1
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 24.5 ft
Channel width/diameter = 24.5 ft
Flow = 50 mgd
Downstream channel invert = 1939.16
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 353.39 ft/12
Hydraulic radius = 6.624
Normal depth = infinite
Critical depth = 0.68 ft
Depth downstream = 14.42 ft
Bend loss =oft
Depth upstream = 14.43 ft
Velocity = 0.22 ft/s
Flow profile = Horizontal
Settling Tube Loss 1
Change in elevation = 0.05 ft
Maturation to Settling Weir 1 Inv El 1947.5
Weir invert (top of weir) = 1947.5
Weir length = 24.5 ft
Weir'C' coefficient = 3
Flow over weir = 50 mgd
Weir submergence = fully submerged
Head over weir = 6.16 ft
Stilling Well Train 1
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 3 ft
Channel width/diameter = 24.5 ft
Flow = 50 mgd
Downstream channel invert = 1935.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 444.88 ft/12
Water Surface Elevation
1953.58
1953.59
1953.64
1953.66
1953.66
4

Section Description
Hydraulic radius = 7.315
Normal depth = infinite
Critical depth = 0.68 ft
Depth downstream = 18.16 ft
Bend loss = 0 ft
Depth upstream = 18.16 ft
Velocity = 0.17 ft/s
Flow profile = Horizontal
Stilling Baffle Train 1
Opening type = rectangular orifice
Opening diameter/width = 294 in
Opening height = 72 in
Invert = 1935.5
Number of openings = 1
Flow through opening(s) = 50 mgd
Total area of opening(s) = 147 ft^2
Velocity through opening(s) = 0.53 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.01 ft
Downstream water level = 1953.66
Upstream water level = 1953.67
Maturation Tank Train 1
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 25.75 ft
Channel width/diameter = 24.5 ft
Flow = 50 mgd
Downstream channel invert = 1935.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 445.2 ft/2
Hydraulic radius = 7.317
Normal depth = infinite
Critical depth = 0.68 ft
Depth downstream = 18.17 ft
Bend loss = 0 ft
Depth upstream = 18.17 ft
Velocity = 0.17 ft/s
Flow profile = Horizontal
Water Surface Elevation
1953.67
1953.67
Coag to Maturation Weir Train 1 Inv El 1951.00 1953.8
Weir invert (top of weir) = 1951
Weir length = 16 ft
Weir'C' coefficient = 3
Flow over weir = 50 mgd
Weir submergence = fully submerged
5

Section Description
Head over weir = 2.8 ft
Coag Tank Train 1
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 16 ft
Channel width/diameter = 16 ft
Flow = 50 mgd
Downstream channel invert = 1938.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 244.86 ft^2
Hydraulic radius = 5.254
Normal depth = infinite
Critical depth = 0.9 ft
Depth downstream = 15.3 ft
Bend loss = 0 ft
Depth upstream = 15.3 ft
Velocity = 0.32 ft/s
Flow profile = Horizontal
Coag Tank Baffle Train 1
Opening type = rectangular orifice
Opening diameter/width = 192 in
Opening height = 30 in
Invert = 1938.5
Number of openings = 1
Flow through opening(s) = 50 mgd
Total area of opening(s) = 40 ft^2
Velocity through opening(s) = 1.93 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.15 ft
Downstream water level = 1953.8
Upstream water level = 1953.96
Precoag Tank Train 1
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 16 ft
Channel width/diameter = 16 ft
Flow = 50 mgd
Downstream channel invert = 1938.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 247.3 ft/12
Hydraulic radius = 5.272
Normal depth = infinite
Critical depth = 0.9 ft
Water Surface Elevation
1953.8
1953.96
1953.96
6

Section Description
Depth downstream = 15.46 ft
Bend loss = 0 ft
Depth upstream = 15.46 ft
Velocity = 0.31 ft/s
Flow profile = Horizontal
Influent Pipe 1
Pipe shape = Circular
Diameter = 48 in
Length = 40 ft
Flow = 50 mgd
Friction method = Hazen Williams
Friction factor= 100
Total fitting K value = 1.5
Pipe area = 12.57 ft2
Pipe hydraulic radius = 1
Age factor = 1
Solids factor = 1
Velocity = 6.16 ft/s
Friction loss = 0.14 ft
Fitting loss = 0.88 ft
Total loss = 1.02 ft
Launder Train 2 Inv El 1951.08
Launder invert = 1951.08
Launder length= 18.1 ft
Launder width = 2 ft
Launder slope = 0 ft/ft
Flow through launder = 8.333 mgd
Critical depth = 1.09 ft
Downstream depth = 1.09 ft
Upstream depth = 1.89 ft
Weir Train 2 Inv El 1953.21
Invert of notch = 1953.21
Width of notch = 6 in
Number of notches = 34
Total flow over weir = 8.333 mgd
Weir submergence = unsubmerged
Head over weir = 0.37 ft
Settling Tank Train 2
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 24.5 ft
Channel width/diameter = 24.5 ft
Flow = 50 mgd
Water Surface Elevation
1954.98
1952.97
1953.58
1953.59
7

Section Description
Downstream channel invert = 1939.16
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 353.39 ft/2
Hydraulic radius = 6.624
Normal depth = infinite
Critical depth = 0.68 ft
Depth downstream = 14.42 ft
Bend loss = 0 ft
Depth upstream = 14.43 ft
Velocity = 0.22 ft/s
Flow profile = Horizontal
Settling Tube Loss 2
Change in elevation = 0.05 ft
Water Surface Elevation
1953.64
Maturation to Settling Weir 2 Inv El 1947.5 1953.66
Weir invert (top of weir) = 1947.5
Weir length = 24.5 ft
Weir'C' coefficient = 3
Flow over weir = 50 mgd
Weir submergence = fully submerged
Head over weir = 6.16 ft
Stilling Well Train 2
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 3 ft
Channel width/diameter = 24.5 ft
Flow = 50 mgd
Downstream channel invert = 1935.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 444.88 ft^2
Hydraulic radius = 7.315
Normal depth = infinite
Critical depth = 0.68 ft
Depth downstream = 18.16 ft
Bend loss = 0 ft
Depth upstream = 18.16 ft
Velocity = 0.17 ft/s
Flow profile = Horizontal
Stilling Baffle Train 2
Opening type = rectangular orifice
Opening diameter/width = 294 in
Opening height = 72 in
Invert = 1935.5
1953.66
1953.67
8

Section Description
Number of openings = 1
Flow through opening(s) = 50 mgd
Total area of opening(s) = 147 ft^2
Velocity through opening(s) = 0.53 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.01 ft
Downstream water level = 1953.66
Upstream water level = 1953.67
Maturation Tank Train 2
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 25.75 ft
Channel width/diameter = 24.5 ft
Flow = 50 mgd
Downstream channel invert = 1935.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 445.2 ft/12
Hydraulic radius = 7.317
Normal depth = infinite
Critical depth = 0.68 ft
Depth downstream = 18.17 ft
Bend loss = 0 ft
Depth upstream = 18.17 ft
Velocity = 0.17 ft/s
Flow profile = Horizontal
Water Surface Elevation
1953.67
Coag to Maturation Weir Train 2 Inv El 1951.00 1953.8
Weir invert (top of weir) = 1951
Weir length = 16 ft
Weir'C' coefficient = 3
Flow over weir = 50 mgd
Weir submergence = fully submerged
Head over weir = 2.8 ft
Coag Tank Train 2 1953.8
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 16 ft
Channel width/diameter = 16 ft
Flow = 50 mgd
Downstream channel invert = 1938.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 244.86 ft/12
Hydraulic radius = 5.254
Normal depth = infinite
9

Section Description Water Surface Elevation
Critical depth = 0.9 ft
Depth downstream = 15.3 ft
Bend loss = 0 ft
Depth upstream = 15.3 ft
Velocity = 0.32 ft/s
Flow profile = Horizontal
Coag Tank Baffle Train 2 1953.96
Opening type = rectangular orifice
Opening diameter/width = 192 in
Opening height = 30 in
Invert = 1938.5
Number of openings = 1
Flow through opening(s) = 50 mgd
Total area of opening(s) = 40 ft^2
Velocity through opening(s) = 1.93 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.15 ft
Downstream water level = 1953.8
Upstream water level = 1953.96
Precoag Tank Train 2 1953.96
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 16 ft
Channel width/diameter = 16 ft
Flow = 50 mgd
Downstream channel invert = 1938.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 247.3 ft^2
Hydraulic radius = 5.272
Normal depth = infinite
Critical depth = 0.9 ft
Depth downstream = 15.46 ft
Bend loss = 0 ft
Depth upstream = 15.46 ft
Velocity = 0.31 ft/s
Flow profile = Horizontal
Influent Pipe 2 1954.98
Pipe shape = Circular
Diameter = 48 in
Length = 40 ft
Flow = 50 mgd
Friction method = Hazen Williams
Friction factor= 100
10

Section Description
Total fitting K value = 1.5
Pipe area = 12.57 ft2
Pipe hydraulic radius = 1
Age factor = 1
Solids factor = 1
Velocity = 6.16 ft/s
Friction loss = 0.14 ft
Fitting loss = 0.88 ft
Total loss = 1.02 ft
Water Surface Elevation
Flow Split to Treatment 1954.98
User defined loss for flow split = 0 ft
Total flow through flow split = 100 mgd
Diversion Structure
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 34 ft
Channel width/diameter = 10 ft
Flow= 100 mgd
Downstream channel invert = 1940.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 144.79 ft/12
Hydraulic radius = 3.717
Normal depth = infinite
Critical depth = 1.95 ft
Depth downstream = 14.48 ft
Bend loss = 0.03 ft
Depth upstream = 14.51 ft
Velocity = 1.07 ft/s
Flow profile = Horizontal
1955.01

Visual Hydraulics Summary Report - Hydraulic Analysis
Project: Buncombe MSD - Kruger HRC Hydraulics 100pct_With Isolation Gates_]
Company
Date:
Current flow conditions
Forward Flow = 84 mgd
Return I Flow = -----
Return II Flow = -----
Return III Flow = -----
Section Description Water Surface Elevation
Starting WSE - RBC Basin 1946.19
RBC Distribution Channel 1946.19
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 158 ft
Channel width/diameter = 14 ft
Flow = 84 mgd
Downstream channel invert = 1932.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 191.67 ft/12
Hydraulic radius = 4.632
Normal depth = infinite
Critical depth = 1.39 ft
Depth downstream = 13.69 ft
Bend loss = 0 ft
Depth upstream = 13.69 ft
Velocity = 0.68 ft/s
Flow profile = Horizontal
RBC Isolation Gates 1946.86
Opening type = rectangular orifice
Opening diameter/width = 48 in
Opening height = 48 in
Invert = 1933.5
Number of openings = 2
Flow through opening(s) = 84 mgd

Section Description Water Surface Elevation
Total area of opening(s) = 32 ft^2
Velocity through opening(s) = 4.06 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.67 ft
Downstream water level = 1946.19
Upstream water level = 1946.86
RBC Influent Channel 1946.87
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 21 ft
Channel width/diameter = 18 ft
Flow = 84 mgd
Downstream channel invert = 1932.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 258.45 ft^2
Hydraulic radius = 5.532
Normal depth = infinite
Critical depth = 1.17 ft
Depth downstream = 14.36 ft
Bend loss = 0.01 ft
Depth upstream = 14.37 ft
Velocity = 0.5 ft/s
Flow profile = Horizontal
Common Effluent Channel 1947.09
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 90 ft
Channel width/diameter = 5 ft
Flow = 84 mgd
Downstream channel invert = 1938
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 44.39 ft^2
Hydraulic radius = 1.951
Normal depth = infinite
Critical depth = 2.76 ft
Depth downstream = 8.87 ft
Bend loss = 0.2 ft
Depth upstream = 9.09 ft
Velocity = 2.93 ft/s
Flow profile = Horizontal
Common Effluent Channel - Train 2 1947.1
Channel shape = Rectangular
Manning's 'n' = 0.013
2

Section Description
Channel length = 25 ft
Channel width/diameter = 5 ft
Flow = 84 mgd
Downstream channel invert = 1938
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 45.48 ft/12
Hydraulic radius = 1.961
Normal depth = infinite
Critical depth = 2.76 ft
Depth downstream = 9.09 ft
Bend loss = 0 ft
Depth upstream = 9.1 ft
Velocity = 2.86 ft/s
Flow profile = Horizontal
L12
Common Effluent Channel - Train 1
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 25 ft
Channel width/diameter = 5 ft
Flow = 42 mgd
Downstream channel invert = 1938
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 45.51 ft/12
Hydraulic radius = 1.961
Normal depth = infinite
Critical depth = 1.74 ft
Depth downstream = 9.1 ft
Bend loss = 0 ft
Depth upstream = 9.1 ft
Velocity = 1.43 ft/s
Flow profile = Horizontal
Launder Train Inv El 1951.08
Launder invert = 1951.08
Launder length= 18.1 ft
Launder width = 2 ft
Launder slope = 0 ft/ft
Flow through launder = 7 mgd
Critical depth = 0.97 ft
Downstream depth = 0.97 ft
Upstream depth = 1.68 ft
Water Surface Elevation
1947.1
1952.76
3

Section Description Water Surface Elevation
Weir Train 1 Inv El 1953.21 1953.54
Invert of notch = 1953.21
Width of notch = 6 in
Number of notches = 34
Total flow over weir = 7 mgd
Weir submergence = unsubmerged
Head over weir = 0.33 ft
Settling Tank Train 1 1953.55
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 24.5 ft
Channel width/diameter = 24.5 ft
Flow = 42 mgd
Downstream channel invert = 1939.16
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 352.39 ft/12
Hydraulic radius = 6.616
Normal depth = infinite
Critical depth = 0.6 ft
Depth downstream = 14.38 ft
Bend loss =oft
Depth upstream = 14.39 ft
Velocity = 0.18 ft/s
Flow profile = Horizontal
Settling Tube Loss 1 1953.6
Change in elevation = 0.05 ft
Maturation to Settling Weir 1 Inv El 1947.5 1953.62
Weir invert (top of weir) = 1947.5
Weir length = 24.5 ft
Weir'C' coefficient = 3
Flow over weir = 42 mgd
Weir submergence = fully submerged
Head over weir = 6.12 ft
Stilling Well Train 1 1953.62
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 3 ft
Channel width/diameter = 24.5 ft
Flow = 42 mgd
Downstream channel invert = 1935.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 443.86 ft^2
4

Section Description
Hydraulic radius = 7.308
Normal depth = infinite
Critical depth = 0.6 ft
Depth downstream = 18.12 ft
Bend loss = 0 ft
Depth upstream = 18.12 ft
Velocity = 0.15 ft/s
Flow profile = Horizontal
Stilling Baffle Train 1
Opening type = rectangular orifice
Opening diameter/width = 294 in
Opening height = 72 in
Invert = 1935.5
Number of openings = 1
Flow through opening(s) = 42 mgd
Total area of opening(s) = 147 ft^2
Velocity through opening(s) = 0.44 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.01 ft
Downstream water level = 1953.62
Upstream water level = 1953.63
Maturation Tank Train 1
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 25.75 ft
Channel width/diameter = 24.5 ft
Flow = 42 mgd
Downstream channel invert = 1935.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 444.1 ft/2
Hydraulic radius = 7.31
Normal depth = infinite
Critical depth = 0.6 ft
Depth downstream = 18.13 ft
Bend loss = 0 ft
Depth upstream = 18.13 ft
Velocity = 0.15 ft/s
Flow profile = Horizontal
Water Surface Elevation
1953.63
1953.63
Coag to Maturation Weir Train 1 Inv El 1951.00 1953.73
Weir invert (top of weir) = 1951
Weir length = 16 ft
Weir'C' coefficient = 3
Flow over weir = 42 mgd
Weir submergence = fully submerged
5

Section Description
Head over weir = 2.73 ft
Coag Tank Train 1
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 16 ft
Channel width/diameter = 16 ft
Flow = 42 mgd
Downstream channel invert = 1938.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 243.66 ft^2
Hydraulic radius = 5.245
Normal depth = infinite
Critical depth = 0.8 ft
Depth downstream = 15.23 ft
Bend loss = 0 ft
Depth upstream = 15.23 ft
Velocity = 0.27 ft/s
Flow profile = Horizontal
Coag Tank Baffle Train 1
Opening type = rectangular orifice
Opening diameter/width = 192 in
Opening height = 30 in
Invert = 1938.5
Number of openings = 1
Flow through opening(s) = 42 mgd
Total area of opening(s) = 40 ft/12
Velocity through opening(s) = 1.62 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.11 ft
Downstream water level = 1953.73
Upstream water level = 1953.84
Precoag Tank Train 1
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 16 ft
Channel width/diameter = 16 ft
Flow = 42 mgd
Downstream channel invert = 1938.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 245.39 ft/12
Hydraulic radius = 5.258
Normal depth = infinite
Critical depth = 0.8 ft
Water Surface Elevation
1953.73
1953.84
1953.84
6

Section Description
Depth downstream = 15.34 ft
Bend loss = 0 ft
Depth upstream = 15.34 ft
Velocity = 0.26 ft/s
Flow profile = Horizontal
Influent Pipe 1
Pipe shape = Circular
Diameter = 48 in
Length = 40 ft
Flow = 42 mgd
Friction method = Hazen Williams
Friction factor= 100
Total fitting K value = 1.5
Pipe area = 12.57 ft2
Pipe hydraulic radius = 1
Age factor = 1
Solids factor = 1
Velocity = 5.17 ft/s
Friction loss= 0.1 ft
Fitting loss = 0.62 ft
Total loss = 0.72 ft
Launder Train 2 Inv El 1951.08
Launder invert = 1951.08
Launder length= 18.1 ft
Launder width = 2 ft
Launder slope = 0 ft/ft
Flow through launder = 7 mgd
Critical depth = 0.97 ft
Downstream depth = 0.97 ft
Upstream depth = 1.68 ft
Weir Train 2 Inv El 1953.21
Invert of notch = 1953.21
Width of notch = 6 in
Number of notches = 34
Total flow over weir = 7 mgd.
Weir submergence = unsubmerged
Head over weir = 0.33 ft
Settling Tank Train 2
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 24.5 ft
Channel width/diameter = 24.5 ft
Flow = 42 mgd
Water Surface Elevation
1954.56
1952.76
1953.54
1953.55
7

Section Description
Downstream channel invert = 1939.16
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 352.39 ft/2
Hydraulic radius = 6.616
Normal depth = infinite
Critical depth = 0.6 ft
Depth downstream = 14.38 ft
Bend loss = 0 ft
Depth upstream = 14.39 ft
Velocity = 0.18 ft/s
Flow profile = Horizontal
Settling Tube Loss 2
Change in elevation = 0.05 ft
Water Surface Elevation
1953.6
Maturation to Settling Weir 2 Inv El 1947.5 1953.62
Weir invert (top of weir) = 1947.5
Weir length = 24.5 ft
Weir'C' coefficient = 3
Flow over weir = 42 mgd
Weir submergence = fully submerged
Head over weir = 6.12 ft
Stilling Well Train 2
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 3 ft
Channel width/diameter = 24.5 ft
Flow = 42 mgd
Downstream channel invert = 1935.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 443.86 ft^2
Hydraulic radius = 7.308
Normal depth = infinite
Critical depth = 0.6 ft
Depth downstream = 18.12 ft
Bend loss = 0 ft
Depth upstream = 18.12 ft
Velocity = 0.15 ft/s
Flow profile = Horizontal
Stilling Baffle Train 2
Opening type = rectangular orifice
Opening diameter/width = 294 in
Opening height = 72 in
Invert = 1935.5
1953.62
1953.63
8

Section Description
Number of openings = 1
Flow through opening(s) = 42 mgd
Total area of opening(s) = 147 ft^2
Velocity through opening(s) = 0.44 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.01 ft
Downstream water level = 1953.62
Upstream water level = 1953.63
Maturation Tank Train 2
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 25.75 ft
Channel width/diameter = 24.5 ft
Flow = 42 mgd
Downstream channel invert = 1935.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 444.1 ft/12
Hydraulic radius = 7.31
Normal depth = infinite
Critical depth = 0.6 ft
Depth downstream = 18.13 ft
Bend loss = 0 ft
Depth upstream = 18.13 ft
Velocity = 0.15 ft/s
Flow profile = Horizontal
Water Surface Elevation
1953.63
Coag to Maturation Weir Train 2 Inv El 1951.00 1953.73
Weir invert (top of weir) = 1951
Weir length = 16 ft
Weir'C' coefficient = 3
Flow over weir = 42 mgd
Weir submergence = fully submerged
Head over weir = 2.73 ft
Coag Tank Train 2 1953.73
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 16 ft
Channel width/diameter = 16 ft
Flow = 42 mgd
Downstream channel invert = 1938.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 243.66 ft/12
Hydraulic radius = 5.245
Normal depth = infinite
7

Section Description Water Surface Elevation
Critical depth = 0.8 ft
Depth downstream = 15.23 ft
Bend loss = 0 ft
Depth upstream = 15.23 ft
Velocity = 0.27 ft/s
Flow profile = Horizontal
Coag Tank Baffle Train 2 1953.84
Opening type = rectangular orifice
Opening diameter/width = 192 in
Opening height = 30 in
Invert = 1938.5
Number of openings = 1
Flow through opening(s) = 42 mgd
Total area of opening(s) = 40 ft^2
Velocity through opening(s) = 1.62 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.11 ft
Downstream water level = 1953.73
Upstream water level = 1953.84
Precoag Tank Train 2 1953.84
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 16 ft
Channel width/diameter = 16 ft
Flow = 42 mgd
Downstream channel invert = 1938.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 245.39 ft^2
Hydraulic radius = 5.258
Normal depth = infinite
Critical depth = 0.8 ft
Depth downstream = 15.34 ft
Bend loss = 0 ft
Depth upstream = 15.34 ft
Velocity = 0.26 ft/s
Flow profile = Horizontal
Influent Pipe 2 1954.56
Pipe shape = Circular
Diameter = 48 in
Length = 40 ft
Flow = 42 mgd
Friction method = Hazen Williams
Friction factor= 100
10

Section Description
Total fitting K value = 1.5
Pipe area = 12.57 ft2
Pipe hydraulic radius = 1
Age factor = 1
Solids factor = 1
Velocity = 5.17 ft/s
Friction loss= 0.1 ft
Fitting loss = 0.62 ft
Total loss = 0.72 ft
Flow Split to Treatment
User defined loss for flow split = 0 ft
Total flow through flow split = 84 mgd
Diversion Structure
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 34 ft
Channel width/diameter = 10 ft
Flow = 84 mgd
Downstream channel invert = 1940.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 140.62 ft/12
Hydraulic radius = 3.688
Normal depth = infinite
Critical depth = 1.74 ft
Depth downstream = 14.06 ft
Bend loss = 0.02 ft
Depth upstream = 14.08 ft
Velocity = 0.92 ft/s
Flow profile = Horizontal
Water Surface Elevation
1954.56
1954.58

Visual Hydraulics Summary Report - Hydraulic Analysis
Project: Buncombe MSD - Kruger HRC Hydraulics 100pct_With Isolation Gates_]
Company
Date:
Current flow conditions
Forward Flow = 40 mgd
Return I Flow = -----
Return II Flow = -----
Return III Flow = -----
Section Description Water Surface Elevation
Starting WSE - RBC Basin 1945.58
RBC Distribution Channel 1945.58
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 158 ft
Channel width/diameter = 14 ft
Flow = 40 mgd
Downstream channel invert = 1932.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 183.13 ft^2
Hydraulic radius = 4.56
Normal depth = infinite
Critical depth = 0.85 ft
Depth downstream = 13.08 ft
Bend loss = 0 ft
Depth upstream = 13.08 ft
Velocity = 0.34 ft/s
Flow profile = Horizontal
RBC Isolation Gates 1945.73
Opening type = rectangular orifice
Opening diameter/width = 48 in
Opening height = 48 in
Invert = 1933.5
Number of openings = 2
Flow through opening(s) = 40 mgd

Section Description Water Surface Elevation
Total area of opening(s) = 32 ft^2
Velocity through opening(s) = 1.93 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.15 ft
Downstream water level = 1945.58
Upstream water level = 1945.73
RBC Influent Channel 1945.74
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 21 ft
Channel width/diameter = 18 ft
Flow = 40 mgd
Downstream channel invert = 1932.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 238.2 ft^2
Hydraulic radius = 5.357
Normal depth = infinite
Critical depth = 0.72 ft
Depth downstream = 13.23 ft
Bend loss = 0 ft
Depth upstream = 13.24 ft
Velocity = 0.26 ft/s
Flow profile = Horizontal
Common Effluent Channel 1945.81
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 90 ft
Channel width/diameter = 5 ft
Flow = 40 mgd
Downstream channel invert = 1938
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 38.7 ft^2
Hydraulic radius = 1.89
Normal depth = infinite
Critical depth = 1.68 ft
Depth downstream = 7.74 ft
Bend loss = 0.06 ft
Depth upstream = 7.81 ft
Velocity = 1.6 ft/s
Flow profile = Horizontal
Common Effluent Channel - Train 2 1945.81
Channel shape = Rectangular
Manning's 'n' = 0.013
2

Section Description Water Surface Elevation
Channel length = 25 ft
Channel width/diameter = 5 ft
Flow = 40 mgd
Downstream channel invert = 1938
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 39.03 ft/12
Hydraulic radius = 1.894
Normal depth = infinite
Critical depth = 1.68 ft
Depth downstream = 7.81 ft
Bend loss = 0 ft
Depth upstream = 7.81 ft
Velocity = 1.59 ft/s
Flow profile = Horizontal
L12
Common Effluent Channel - Train 1 1945.81
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 25 ft
Channel width/diameter = 5 ft
Flow = 40 mgd
Downstream channel invert = 1938
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 39.05 ft/12
Hydraulic radius = 1.894
Normal depth = infinite
Critical depth = 1.68 ft
Depth downstream = 7.81 ft
Bend loss = 0 ft
Depth upstream = 7.81 ft
Velocity= 1.58 ft/s
Flow profile = Horizontal
Launder Train Inv El 1951.08 1952.71
Launder invert = 1951.08
Launder length= 18.1 ft
Launder width = 2 ft
Launder slope = 0 ft/ft
Flow through launder = 6.667 mgd
Critical depth = 0.94 ft
Downstream depth = 0.94 ft
Upstream depth = 1.63 ft
3

Section Description
Weir Train 1 Inv El 1953.21
Invert of notch = 1953.21
Width of notch = 6 in
Number of notches = 34
Total flow over weir = 6.666 mgd
Weir submergence = unsubmerged
Head over weir = 0.32 ft
Settling Tank Train 1
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 24.5 ft
Channel width/diameter = 24.5 ft
Flow = 40 mgd
Downstream channel invert = 1939.16
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 352.12 ft/12
Hydraulic radius = 6.613
Normal depth = infinite
Critical depth = 0.58 ft
Depth downstream = 14.37 ft
Bend loss =oft
Depth upstream = 14.38 ft
Velocity = 0.18 ft/s
Flow profile = Horizontal
Settling Tube Loss 1
Change in elevation = 0.05 ft
Maturation to Settling Weir 1 Inv El 1947.5
Weir invert (top of weir) = 1947.5
Weir length = 24.5 ft
Weir'C' coefficient = 3
Flow over weir = 40 mgd
Weir submergence = fully submerged
Head over weir = 6.11 ft
Stilling Well Train 1
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 3 ft
Channel width/diameter = 24.5 ft
Flow = 40 mgd
Downstream channel invert = 1935.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 443.6 ft^2
Water Surface Elevation
1953.53
1953.54
1953.59
1953.61
1953.61
4

Section Description
Hydraulic radius = 7.307
Normal depth = infinite
Critical depth = 0.58 ft
Depth downstream= 18.11 ft
Bend loss = 0 ft
Depth upstream = 18.11 ft
Velocity = 0.14 ft/s
Flow profile = Horizontal
Stilling Baffle Train 1
Opening type = rectangular orifice
Opening diameter/width = 294 in
Opening height = 72 in
Invert = 1935.5
Number of openings = 1
Flow through opening(s) = 40 mgd
Total area of opening(s) = 147 ft^2
Velocity through opening(s) = 0.42 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.01 ft
Downstream water level = 1953.61
Upstream water level = 1953.61
Maturation Tank Train 1
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 25.75 ft
Channel width/diameter = 24.5 ft
Flow = 40 mgd
Downstream channel invert = 1935.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 443.82 ft/2
Hydraulic radius = 7.308
Normal depth = infinite
Critical depth = 0.58 ft
Depth downstream = 18.11 ft
Bend loss = 0 ft
Depth upstream = 18.12 ft
Velocity = 0.14 ft/s
Flow profile = Horizontal
Water Surface Elevation
1953.61
1953.62
Coag to Maturation Weir Train 1 Inv El 1951.00 1953.71
Weir invert (top of weir) = 1951
Weir length = 16 ft
Weir'C' coefficient = 3
Flow over weir = 40 mgd
Weir submergence = fully submerged
5

Section Description
Head over weir = 2.71 ft
Coag Tank Train 1
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 16 ft
Channel width/diameter = 16 ft
Flow = 40 mgd
Downstream channel invert = 1938.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 243.31 ft^2
Hydraulic radius = 5.242
Normal depth = infinite
Critical depth = 0.77 ft
Depth downstream = 15.21 ft
Bend loss = 0 ft
Depth upstream = 15.21 ft
Velocity = 0.25 ft/s
Flow profile = Horizontal
Coag Tank Baffle Train 1
Opening type = rectangular orifice
Opening diameter/width = 192 in
Opening height = 30 in
Invert = 1938.5
Number of openings = 1
Flow through opening(s) = 40 mgd
Total area of opening(s) = 40 ft/12
Velocity through opening(s) = 1.55 ft/s
Flow behavior = orifice, downstream control
Orifice loss= 0.1 ft
Downstream water level = 1953.71
Upstream water level = 1953.81
Precoag Tank Train 1
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 16 ft
Channel width/diameter = 16 ft
Flow = 40 mgd
Downstream channel invert = 1938.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 244.89 ft^2
Hydraulic radius = 5.254
Normal depth = infinite
Critical depth = 0.77 ft
Water Surface Elevation
1953.71
1953.81
1953.81
6

Section Description
Water Surface Elevation
Depth downstream = 15.31 ft
Off-line
Bend loss = 0 ft
Off-line
Depth upstream = 15.31 ft
Off-line
Velocity = 0.25 ft/s
Off-line
Flow profile = Horizontal
Off-line
Influent Pipe 1
1954.46
Pipe shape = Circular
Off-line
Diameter = 48 in
1954.46
Length = 40 ft
Flow = 40 mgd
Friction method = Hazen Williams
Friction factor= 100
Total fitting K value = 1.5
Pipe area = 12.57 ft2
Pipe hydraulic radius = 1
Age factor = 1
Solids factor = 1
Velocity = 4.92 ft/s
Friction loss = 0.09 ft
Fitting loss = 0.56 ft
Total loss = 0.66 ft
Launder Train 2 Inv El 1951.08
Off-line
Weir Train 2 Inv El 1953.21
Off-line
Settling Tank Train 2
Off-line
Settling Tube Loss 2
Off-line
Maturation to Settling Weir 2 Inv El 1947.5
Off-line
Stilling Well Train 2
Off-line
Stilling Baffle Train 2
Off-line
Maturation Tank Train 2
Off-line
Coag to Maturation Weir Train 2 Inv El 1951.00
Off-line
Coag Tank Train 2
Off-line
Coag Tank Baffle Train 2
Off-line
Precoag Tank Train 2
Off-line
Influent Pipe 2
Off-line
Flow Split to Treatment
1954.46
7

Section Description
User defined loss for flow split = 0 ft
Total flow through flow split = 40 mgd
Diversion Structure
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 34 ft
Channel width/diameter = 10 ft
Flow = 40 mgd
Downstream channel invert = 1940.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 139.64 ft/2
Hydraulic radius = 3.682
Normal depth = infinite
Critical depth = 1.06 ft
Depth downstream = 13.96 ft
Bend loss = 0 ft
Depth upstream = 13.97 ft
Velocity = 0.44 ft/s
Flow profile = Horizontal
Water Surface Elevation
1954.47

Visual Hydraulics Summary Report - Hydraulic Analysis
Project: Buncombe MSD - Kruger HRC Hydraulics 100pct_With Isolation Gates_]
Company
Date:
Current flow conditions
Forward Flow = 19 mgd
Return I Flow = -----
Return II Flow = -----
Return III Flow =11 -----
Section Description Water Surface Elevation
Starting WSE - RBC Basin 1945.22
RBC Distribution Channel 1945.22
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 158 ft
Channel width/diameter = 14 ft
Flow = 19 mgd
Downstream channel invert = 1932.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 178.09 ft/12
Hydraulic radius = 4.515
Normal depth = infinite
Critical depth = 0.52 ft
Depth downstream = 12.72 ft
Bend loss = 0 ft
Depth upstream = 12.72 ft
Velocity = 0.17 ft/s
Flow profile = Horizontal
RBC Isolation Gates 1945.26
Opening type = rectangular orifice
Opening diameter/width = 48 in
Opening height = 48 in
Invert = 1933.5
Number of openings = 2
Flow through opening(s) = 19 mgd
1

Section Description Water Surface Elevation
Total area of opening(s) = 32 ft^2
Velocity through opening(s) = 0.92 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.03 ft
Downstream water level = 1945.22
Upstream water level = 1945.26
RBC Influent Channel 1945.26
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 21 ft
Channel width/diameter = 18 ft
Flow = 19 mgd
Downstream channel invert = 1932.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 229.62 ft^2
Hydraulic radius = 5.277
Normal depth = infinite
Critical depth = 0.44 ft
Depth downstream = 12.76 ft
Bend loss = 0 ft
Depth upstream = 12.76 ft
Velocity = 0.13 ft/s
Flow profile = Horizontal
Common Effluent Channel 1945.28
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 90 ft
Channel width/diameter = 5 ft
Flow = 19 mgd
Downstream channel invert = 1938
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 36.3 ft^2
Hydraulic radius = 1.86
Normal depth = infinite
Critical depth = 1.02 ft
Depth downstream = 7.26 ft
Bend loss = 0.02 ft
Depth upstream = 7.28 ft
Velocity = 0.81 ft/s
Flow profile = Horizontal
Common Effluent Channel - Train 2 1945.28
Channel shape = Rectangular
Manning's 'n' = 0.013
2

Section Description Water Surface Elevation
Channel length = 25 ft
Channel width/diameter = 5 ft
Flow = 19 mgd
Downstream channel invert = 1938
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 36.39 ft/12
Hydraulic radius = 1.861
Normal depth = infinite
Critical depth = 1.02 ft
Depth downstream = 7.28 ft
Bend loss = 0 ft
Depth upstream = 7.28 ft
Velocity = 0.81 ft/s
Flow profile = Horizontal
L12
Common Effluent Channel - Train 1 1945.28
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 25 ft
Channel width/diameter = 5 ft
Flow = 19 mgd
Downstream channel invert = 1938
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 36.4 ft^2
Hydraulic radius = 1.861
Normal depth = infinite
Critical depth = 1.02 ft
Depth downstream = 7.28 ft
Bend loss = 0 ft
Depth upstream = 7.28 ft
Velocity = 0.81 ft/s
Flow profile = Horizontal
Launder Train Inv El 1951.08 1952.07
Launder invert = 1951.08
Launder length= 18.1 ft
Launder width = 2 ft
Launder slope = 0 ft/ft
Flow through launder = 3.167 mgd
Critical depth = 0.57 ft
Downstream depth = 0.57 ft
Upstream depth = 0.99 ft
3

Section Description
Weir Train 1 Inv El 1953.21
Invert of notch = 1953.21
Width of notch = 6 in
Number of notches = 34
Total flow over weir = 3.167 mgd
Weir submergence = unsubmerged
Head over weir = 0.2 ft
Settling Tank Train 1
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 24.5 ft
Channel width/diameter = 24.5 ft
Flow = 19 mgd
Downstream channel invert = 1939.16
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 349.04 ft^2
Hydraulic radius = 6.587
Normal depth = infinite
Critical depth = 0.36 ft
Depth downstream = 14.25 ft
Bend loss =oft
Depth upstream = 14.25 ft
Velocity = 0.08 ft/s
Flow profile = Horizontal
Settling Tube Loss 1
Change in elevation = 0.05 ft
Maturation to Settling Weir 1 Inv El 1947.5
Weir invert (top of weir) = 1947.5
Weir length = 24.5 ft
Weir'C' coefficient = 3
Flow over weir = 19 mgd
Weir submergence = fully submerged
Head over weir = 5.98 ft
Stilling Well Train 1
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 3 ft
Channel width/diameter = 24.5 ft
Flow = 19 mgd
Downstream channel invert = 1935.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 440.48 ft/12
Water Surface Elevation
1953.41
1953.41
1953.46
1953.48
1953.48
4

Section Description
Hydraulic radius = 7.286
Normal depth = infinite
Critical depth = 0.36 ft
Depth downstream = 17.98 ft
Bend loss = 0 ft
Depth upstream = 17.98 ft
Velocity = 0.07 ft/s
Flow profile = Horizontal
Stilling Baffle Train 1
Opening type = rectangular orifice
Opening diameter/width = 294 in
Opening height = 72 in
Invert = 1935.5
Number of openings = 1
Flow through opening(s) = 19 mgd
Total area of opening(s) = 147 ft^2
Velocity through opening(s) = 0.2 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0 ft
Downstream water level = 1953.48
Upstream water level = 1953.48
Maturation Tank Train 1
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 25.75 ft
Channel width/diameter = 24.5 ft
Flow = 19 mgd
Downstream channel invert = 1935.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 440.57 ft/2
Hydraulic radius = 7.286
Normal depth = infinite
Critical depth = 0.36 ft
Depth downstream = 17.98 ft
Bend loss = 0 ft
Depth upstream = 17.98 ft
Velocity = 0.07 ft/s
Flow profile = Horizontal
Water Surface Elevation
1953.48
1953.48
Coag to Maturation Weir Train 1 Inv El 1951.00 1953.51
Weir invert (top of weir) = 1951
Weir length = 16 ft
Weir'C' coefficient = 3
Flow over weir = 19 mgd
Weir submergence = fully submerged
5

Section Description
Head over weir = 2.51 ft
Coag Tank Train 1
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 16 ft
Channel width/diameter = 16 ft
Flow = 19 mgd
Downstream channel invert = 1938.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 240.23 ft^2
Hydraulic radius = 5.219
Normal depth = infinite
Critical depth = 0.47 ft
Depth downstream = 15.01 ft
Bend loss = 0 ft
Depth upstream = 15.02 ft
Velocity = 0.12 ft/s
Flow profile = Horizontal
Coag Tank Baffle Train 1
Opening type = rectangular orifice
Opening diameter/width = 192 in
Opening height = 30 in
Invert = 1938.5
Number of openings = 1
Flow through opening(s) = 19 mgd
Total area of opening(s) = 40 ft/12
Velocity through opening(s) = 0.73 ft/s
Flow behavior = orifice, downstream control
Orifice loss = 0.02 ft
Downstream water level = 1953.52
Upstream water level = 1953.54
Precoag Tank Train 1
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 16 ft
Channel width/diameter = 16 ft
Flow = 19 mgd
Downstream channel invert = 1938.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 240.61 ft^2
Hydraulic radius = 5.222
Normal depth = infinite
Critical depth = 0.47 ft
Water Surface Elevation
1953.52
1953.54
1953.54
6

Section Description
Water Surface Elevation
Depth downstream = 15.04 ft
Off-line
Bend loss = 0 ft
Off-line
Depth upstream = 15.04 ft
Off-line
Velocity = 0.12 ft/s
Off-line
Flow profile = Horizontal
Off-line
Influent Pipe 1
1953.69
Pipe shape = Circular
Off-line
Diameter = 48 in
1953.69
Length = 40 ft
Flow = 19 mgd
Friction method = Hazen Williams
Friction factor= 100
Total fitting K value = 1.5
Pipe area = 12.57 ft2
Pipe hydraulic radius = 1
Age factor = 1
Solids factor = 1
Velocity = 2.34 ft/s
Friction loss = 0.02 ft
Fitting loss = 0.13 ft
Total loss = 0.15 ft
Launder Train 2 Inv El 1951.08
Off-line
Weir Train 2 Inv El 1953.21
Off-line
Settling Tank Train 2
Off-line
Settling Tube Loss 2
Off-line
Maturation to Settling Weir 2 Inv El 1947.5
Off-line
Stilling Well Train 2
Off-line
Stilling Baffle Train 2
Off-line
Maturation Tank Train 2
Off-line
Coag to Maturation Weir Train 2 Inv El 1951.00
Off-line
Coag Tank Train 2
Off-line
Coag Tank Baffle Train 2
Off-line
Precoag Tank Train 2
Off-line
Influent Pipe 2
Off-line
Flow Split to Treatment
1953.69
7

Section Description
User defined loss for flow split = 0 ft
Total flow through flow split = 19 mgd
Diversion Structure
Channel shape = Rectangular
Manning's 'n' = 0.013
Channel length = 34 ft
Channel width/diameter = 10 ft
Flow = 19 mgd
Downstream channel invert = 1940.5
Channel slope = 0 ft/ft
Channel side slope = not applicable
Area of flow = 131.91 ft/2
Hydraulic radius = 3.626
Normal depth = infinite
Critical depth = 0.65 ft
Depth downstream = 13.19 ft
Bend loss = 0 ft
Depth upstream = 13.19 ft
Velocity = 0.22 ft/s
Flow profile = Horizontal
Water Surface Elevation
1953.69

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GENERAL NOTES
DESIGN CRITERIA:
STRUCTURAL ALUMINUM:
S. DINESH
J. BOGGS
CODES:
DESIGN, FABRICATION, ERECTION MATERIALS AND WORKMANSHIP
UNLESS OTHERWISE NOTED.
0
SHALL BE IN ACCORDANCE WITH THE LATEST "ALUMINUM DESIGN
GRTG
— NORTH CAROLINA STATE BUILDING CODE, 2012 EDITION
MANUAL" (ADM) SPECIFICATIONS AND DESIGN DRAWINGS.
TOP
BARS
— ENVIRONMENTAL STRUCTURES: ACI 350 "CODE REQUIREMENTS FOR
ALL STRUCTURAL ALUMINUM:
HORIZONTAL
ENVIRONMENTAL ENGINEERING CONCRETE STRUCTURES"
&
AND
INV
ALUMINUM EXTRUDED PIPE — ASTM B429, ALLOY 6063—T6—OR
CONSTRUCTION JOINTS THAT ARE NOT SHOWN ON THE DRAWING.
— OTHER STRUCTURES: ACI 318 "BUILDING CODE REQUIREMENTS FOR
ALLOY 6061 —T6
MAX
REINFORCED CONCRETE"
ALUMINUM EXTRUDED SHAPE — ASTM B221, ALLOY 6061—T6
ADDL
ADDITIONAL
ALUMINUM SHEET AND PLATE — ASTM B209, ALLOY 6061—T6
MANUFACTURER
REINFORCING STEEL:
ALUMINUM ALLOY ROLLED THREAD PLATE — ASTM B209, ALLOY 6061—T6
ALUMINUM
DESIGN LOADS:
ALUMINUM CASTING — ASTM B26/B36M, ALLOY
443.0—F
LIVE LOADS:
SHOP AND ERECTION DRAWINGS SHALL BE SUBMITTED TO THE
OC
ON CENTER
ENGINEER FOR REVIEW.
CL
— ACCESS PLATFORM (GRATING) 100 PSF
OPNG
OPENING
ALL ACCESSORIES SHALL BE IN CONFORMANCE WITH ACI 315 REQUIREMENTS.
WELDED CONNECTIONS SHALL BE IN ACCORDANCE WITH THE LATEST
CONTROL JOINT
EARTHQUAKE:
AWS D1.2/D1.2M "STRUCTURAL WELDING CODE — ALUMINUM".
REINFORCING STEEL SHALL HAVE THE FOLLOWING CLEAR COVER UNLESS
— SEISMIC DESIGN CATEGORY B
WHERE ALUMINUM CONTACTS A DISSIMILAR METAL, APPLY TO THE
REQ'D
— SEISMIC IMPORTANCE FACTOR, I 1.25
DISSIMILAR METAL A HEAVY BRUSH COAT OF ZINC—CHROMATE
CONC
— SITE CLASS C
PRIMER FOLLOWED BY TWO COATS OF ALUMINUM METAL PAINT.
STAINLESS STEEL
— MAPPED SPECTRAL RESPONSE ACC, SS 0.399
CONC
CONTINUOUS
— MAPPED SPECTRAL RESPONSE ACC, St 0.107
WHERE ALUMINUM CONTACTS CONCRETE, APPLY A HEAVY COAT OF
— FORMED SURFACES IN CONTACT WITH SOIL,
— SPECTRAL RESPONSE COEFFICIENT, SDS 0.319
BITUMASTIC OR EPDXY PAINT.
THK
— SPECTRAL RESPONSE COEFFICIENT, SD1 0.120
SEWAGE, WATER OR EXPOSED TO WEATHER 2"
DWL(S)
DOWEL(S)
MODIFICATION AND REPAIR TO EXISTING CONCRETE NOTES:
TOP AND BOTTOM
CONCRETE 28—DAY STRENGTH:
EF
EACH FACE
TOC
AT LIMITS OF CONCRETE REMOVAL WHERE SURFACE WILL REMAIN EXPOSED
— STRUCTURAL CONCRETE 4500 PSI
MAKE SURFACE SMOOTH BY SAW CUTTING OR GRINDING. COAT ENTIRE
ELEVATION
TOG
SURFACE WITH COATING TO PROTECT EXPOSED REBAR.
SHOWN ON THE DRAWINGS, THE CONTRACTOR SHALL OBTAIN ENGINEER'S
GENERAL CONDITIONS:
IF CONCRETE IS REMOVED BEYOND LIMITS, REBUILD TO DESIRED LIMITS
TOW
TOP OF WALL
WITH REPAIR MORTAR AND FINISH SMOOTH. COAT SURFACE WITH
EW
THE CONTRACTOR SHALL REVIEW AND VERIFY DIMENSIONS SHOWN IN ALL
PROTECTIVE COATING WHERE THERE IS LESS THAN 2" OF COVER OVER
UNLESS NOTED OTHERWISE
PLANS AND REVIEW ALL FIELD CONDITIONS THAT MAY AFFECT THE INSTALLATION
REBAR.
EXISTING
OF THE FACILITY, SHOULD DISCREPANCIES APPEAR, THE CONTRACTOR SHALL
VERTICAL
THE CONTRACTOR SHALL PREPARE PLACING DRAWINGS AND SCHEDULES IN
NOTIFY THE ENGINEER IN WRITING TO OBTAIN ENGINEER'S CLARIFICATION
CONNECTION METHODS ARE DEFINED BELOW.
W/
BEFORE COMMENCING WITH THE WORK.
METHOD A — CEMENT SLURRY BOND
f'c
FOR ALL ITEMS EMBEDDED IN OR PASSED THROUGH CONCRETE, THE
METHOD B — ADHESIVE BOND
WATERSTOP
CONTRACTOR SHALL INITIALLY REFER TO MECHANICAL, HEATING AND
METHOD C — EMBEDDED DOWELS
STRESS
VENTILATION DRAWINGS FOR TYPE, SIZE, LOCATION AND SPECIAL INSTALLATION
(EMBED REBAR 10 DIAMETERS
REQUIREMENTS FOR THESE ITEMS.
& SMOOTH BAR 15 DIAMETERS)
METHOD D — COMBINATION OF METHODS B & C
THE CONTRACTOR SHALL TAKE ANY AND ALL NECESSARY MEASURES TO
PROTECT EXISTING STRUCTURES FROM DAMAGE WHEN WORKING IN AND
AROUND EXISTING STRUCTURES PERFORMING WORK SUCH AS DEMOLITION, CONCRETE CRACK REPAIR:
FOUNDATION EXCAVATION AND OTHERS.
CRACKS ON HORIZONTAL SURFACES SHALL BE REPAIRED BY GRAVITY
SIZE AND LOCATION OF ANCHOR BOLTS SHALL BE PER EQUIPMENT FEEDING CRACK SEALANT INTO CRACKS PER MANUFACTURER'S
MANUFACTURER'S REQUIREMENTS. RECOMMENDATIONS. IF CRACKS ARE LESS THAN"' IN THICKNESS THEY
SHALL BE PRESSURE INJECTED.
ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE
TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION CRACKS ON VERTICAL SURFACES SHALL BE REPAIRED BY PRESSURE
ELSE—WHERE ON THE PROJECT, EXCEPT WHERE A DIFFERENT DETAIL IS INJECTING CRACK SEALANT THROUGH VALVES SEALED TO SURFACE WITH
SHOWN. CRACK REPAIR EPDXY ADHESIVE PER MANUFACTURER'S RECOMMENDATIONS.
CONCRETE:
LEGEND & SYMBOLS
ALL MATERIALS AND METHODS OF CONSTRUCTION SHALL BE IN ACCORDANCE WITH
ACI 318 REQUIREMENTS. GRATING SPAN DIRECTION GRATING
ALL CONCRETE SHALL BE AIR—ENTRAINED WITH 4500 PSI COMPRESSIVE STRENGTH
d d d
AT 28 DAYS UNLESS OTHERWISE NOTED. CONCRETE DEMOLITION
d d d
WATER REDUCING AGENT SHALL BE IN ACCORDANCE WITH ASTM C494. L�L
ALL CONCRETE SURFACES EXPOSED TO AIR, SHALL BE TREATED WITH AN ALUMINUM
APPROPRIATE CURING COMPOUND AS SOON AS CEMENT FINISHING IS COMPLETED
OR FORMS ARE REMOVED.
ALL EXPOSED CORNERS OF CONCRETE SHALL HAVE A MINIMUM CHAMFER OF 3/4" ABBREVIATIONS
CDM
S. DINESH
J. BOGGS
SMI th
J. LAPSLEY
UNLESS OTHERWISE NOTED.
0
DIAMETER
GRTG
GRATING
A
TOP
BARS
NUMBER
HORIZ
HORIZONTAL
THE CONTRACTOR SHALL OBTAIN ENGINEER'S APPROVAL FOR THE LOCATION OF
&
AND
INV
INVERT
CONSTRUCTION JOINTS THAT ARE NOT SHOWN ON THE DRAWING.
p
AT
MAX
MAXIMUM
5
ADDL
ADDITIONAL
MFR
MANUFACTURER
REINFORCING STEEL:
AL
ALUMINUM
MIN
MINIMUM
REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE 60 REQUIREMENTS.
BOT
BOTTOM
OC
ON CENTER
40
CL
CENTERLINE
OPNG
OPENING
ALL ACCESSORIES SHALL BE IN CONFORMANCE WITH ACI 315 REQUIREMENTS.
CLJ
CONTROL JOINT
REINF
REINFORCE (D, ING)
REINFORCING STEEL SHALL HAVE THE FOLLOWING CLEAR COVER UNLESS
CLR
CLEAR
REQ'D
REQUIRED
OTHER— WISE NOTED:
CONC
CONCRETE
SS
STAINLESS STEEL
39
CONC
CONTINUOUS
T/
TOP OF
— FORMED SURFACES IN CONTACT WITH SOIL,
DWG(S)
DRAWING(S)
THK
THICK
SEWAGE, WATER OR EXPOSED TO WEATHER 2"
DWL(S)
DOWEL(S)
T&B
TOP AND BOTTOM
EF
EACH FACE
TOC
TOP OF CONCRETE
LAP SPLICES SHALL BE AS SHOWN ON THE DRAWINGS. FOR LAP SPLICES NOT
EL
ELEVATION
TOG
TOP OF GRATING
SHOWN ON THE DRAWINGS, THE CONTRACTOR SHALL OBTAIN ENGINEER'S
ES
EACH SIDE
TOW
TOP OF WALL
APPROVAL.
EW
EACH WAY
UNO
UNLESS NOTED OTHERWISE
EXIST
EXISTING
VERT
VERTICAL
THE CONTRACTOR SHALL PREPARE PLACING DRAWINGS AND SCHEDULES IN
EXP
EXPANSION
W/
WITH
CONFORMANCE WITH ACI 315 REQUIREMENTS.
f'c
CONCRETE COMPRESSION
WS
WATERSTOP
STRESS
EV I DATE I DRWN I CHKD
REMARKS
DESIGNED BY:_
DRAWN BY:
SHEET CHWD BY:.
CROSS CHK'D BY:
APPROVED BY:—
DATE:
S. SURESH
CDM
S. DINESH
J. BOGGS
SMI th
J. LAPSLEY
SIZE
J. BOGGS
APRIL 2018
4600 Park Road, Suite 240
Charlotte, NC 28209 I Tel: [phone]
NC F-1255
1-1/2" ID SCHEDULE 40 ANODIZED ALUMINUM
MECHANICAL GUARDRAIL SYSTEM PER
MANUFACTURER'S REQUIREMENTS
GUARDRAIL SHALL
COMPLY WITH OSHA
AND NORTH CAROLINA
STATE BUILDING CODE
KICKPLATE KICKPLATE
5'-0" MAX POST
SPACING
* ALL CONNECTIONS MUST BE DESIGNED
FOR SPECIFIED LOADS.
GUARDRAIL
DETAIL A
NTS —
3»
4 CHAMFER ALL
EXPOSED CORNERS
CHAMFER
DETAIL B
NTS —
INTERRUPTED BARS
2#4x4'-0" AT
4" EF (TYP)—
TYPICAL
AREA EQUAL TO 50%
OF INTERRUPTED
BARS EACH SIDE
NOTE: WHERE OPENING IS
WITHIN 4'-0" OF BASE
SLAB PROVIDE MATCHING
DOWELS FOR ADDL BARS
TENSION LAP
REINFORCEMENT AT
RECTANGULAR OPENINGS GREATER THAN 12"
DETAIL E
NTS -
SEWER40F
�Gy 2e
c0�eF 4PQo
UNTY. NOPS
ALUMINUM GUARDRAIL AND HANDRAIL NOTES:
GUARDRAILS SHALL BE TWO RAIL, 1.5" DIA SYSTEM AS DESCRIBED
BELOW —
THE CENTERLINE OF THE INTERMEDIATE PARALLEL RAIL SHALL BE
AT THE THE POST MID—POINT BETWEEN TOP RAIL AND TOEBOARD
(AT HORIZ SURFACES) AND BETWEEN TOP RAIL AND STRINGER (AT
STAIRS/STEPS). HOWEVER, MAXIMUM CLEAR DISTANCE BETWEEN
RAILS MEASURED AT RIGHT ANGLES TO RAILS SHALL BE 21".
GUARDRAILS AT HORIZONTAL SURFACES (LANDINGS, MEZZANINES,
ETC) SHALL BE 42" HIGH AND SHALL BE PROVIDED WITH A 4"
KICKPLATE.
GUARDRAIL NOTES:
I
1. ALUMINUM SHAPES IN CONTACT WITH CONCRETE
MUST BE SEPARATED BY A 1/32" NEOPRENE
GASKET OR ANY CASE WHERE TWO DIFFERENT
METALS ARE TO BE IN CONTACT. A NEOPRENE
GASKET MUST BE PROVIDED.
2. HANDRAILS, GUARDRAILS, POSTS, BRACKETS AND
MOUNTINGS SHALL MEET THE NORTH CAROLINA STATE
BUILDING CODE AND OCCUPATIONAL SAFETY AND
HEALTH ADMINISTRATION (OSHA) LOADING
REQUIREMENTS.
4, 1/?"
POSTCUT OUT FOR
I I- CLARITY ONLY
•' `, ilk^�
'i
SS BOLTS '
N
SIDE MOUNTED GUARDRAIL
DETAILK"c
NTS —
STANDARD HOOKS AND SPLICE LENGTHS
(INCHES)
2" COVER F'c=4,500 PSI
6" OR GREATER SPACING FY=60,000 PSI
BAR
TENSION (INCHES)
COMPRESSION
SIZE
90° HOOK
STRAIGHT
ALL
(INCHES)
Idh
A
TOP
BARS
OTHER
BARS
3
7
6
14
12
12
4
9
8
19
14
15
5
12
10
23
18
19
6
14
12
28
21
23
7
16
14
40
31
27
8
18
16
46
35
30
9
21
19
57
44
34
10
23
22
70
54
39
11
1 26
1 24
1 84
1 65
1 43
6" UON
AL TOP MOUNT -
FLANGE BY
GUARDRAIL MFR
FASTEN TO POST
EXIST CONC —
Y2" O SS EXP
ANCHOR W/ 3Y4"
MIN EMBED
(4 REQ'D)
0 EXISTING
STRUCTURES
TOP MOUNTED GUARDRAIL
DETAIL
NTS
Db
Q
CRITICAL
SECTION
Idh
1. TOP BARS ARE HORIZ BARS PLACED SUCH THAT
MORE THAN 12" OF CONC IS CAST BELOW THE
BAR. HORIZONTAL WALL BARS ARE TOP BARS.
2. 90° HOOKS SHALL BE LOCATED WITHIN THE
CONFINED CORE OF A COLUMN OR BOUNDARY
ELEMENT.
3. TABLE IS VALID FOR DESIGNS BASED ON ACI
318-08 AND 350-06.
4. TABLE IS BASED ON f'c = 4500 psi.
LAP SPLICE AND DEVELOPMENT LENGTHS
SHALL BE ADJUSTED FOR OTHER CONCRETE
COMPRESSIVE STRENGTHS AS FOLLOWS:
f'c MULTIPLIER
3000 PSI 1.23
3500 PSI 1.14
4000 PSI 1.06
5. FOR COVER AND SPACING GEOMETRY NOT SHOWN
ALL HOOKS, SPLICES AND DEVELOPMENT LENGTHS
SHALL BE APPROVED IN WRITING BY THE ENGINEER
OF RECORD.
6. LAPPED SPLICES SHALL NOT BE MADE AT POINTS OF
MAXIMUM STRESS UNLESS NOTED OTHERWISE. INDICATED
ON THE DRAWING OR DETERMINED BY ENGINEER.
7. UNO INDICATED ON DRAWINGS, THE BARS AT A LAP
SPLICE SHALL BE IN CONTACT WITH EACH OTHER.
STANDARD HOOKS, LAP SPLICE AND DEVELOPMENT LENGTHS
(FOR UNCOATED BARS)
METROPOLITAN SEWERAGE DISTRICT OF BUNCOMBE COUNTY
FRENCH BROAD RIVER WATER RECLAMATION FACILITY
HIGH RATE PRIMARY TREATMENT
IMPROVEMENTS PROJECT
PROJECT NO. 20176-115429
FILE NAME: SOO1 STNT. DWG
GENERAL STRUCTURAL NOTES, LEGEND, SHEET NO.
ABBREVIATIONS AND STANDARDS DETAILS S-1
FINAL DRAWING - FOR REVIEW PURPOSES ONLY - NOT RELEASED FOR CONSTRUCTION

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SEE PLAN FOR EXTENT
DEMOLITION
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4'-0» 1,-0» 4,-0„
6"
TOW EL
1946.30
INFLUENT CHANNEL
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CONNECT EXIST GUARDRAIL AL SIDE MOUNTED 1Y4" THK AL GRTG
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TOW EL (SEE NOTE 3)
1
1947.50 AL CS 12x 1 1.8 (TYP)
AL CS12x11.8 S-3 LIMIT OF GRATING
-- -- -- - -- -- -- -- -- --
REMARKS
DEMOLITION
SECTION 1
3/8" = 1'-0" -
DESIGNED BY:_
DRAWN BY:
SHEET CHWD BY:.
CROSS CHK'D BY:
APPROVED BY:—
DATE:
TOC EL 1947.50
TOC EL 1932.50
S. SURESH
CDM
S. DINESH
J. BOGGS
Smith
J. LAPSLEY
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REMARKS
DEMOLITION
SECTION 1
3/8" = 1'-0" -
DESIGNED BY:_
DRAWN BY:
SHEET CHWD BY:.
CROSS CHK'D BY:
APPROVED BY:—
DATE:
TOC EL 1947.50
TOC EL 1932.50
S. SURESH
CDM
S. DINESH
J. BOGGS
Smith
J. LAPSLEY
J. BOGGS
APRIL 2018
4600 Park Road, Suite 240
Charlotte, NC 28209 1 Tel: [phone]
NC F-1255
TOW EL
1946.30
1Y4" THK AL GRTG
TOG EL 1947.50
TOG EL 1947.50
TOP MOUNDED
AL GUARDRAIL
TOW EL
1946.30
4
S-3
2'-4" 4'-0" 2'-4"
15'-0"
CONT PVC RETROFIT WS L '
(SEE NOTE 2) (TYP)
#6@12" DWLS SET INTO
EXIST CONC BY METHOD 'C'
W/ 6" MIN EMBED (TYP)
4'-0" I 1'-9
TENSION
DEVELOPMENT
LENGTH (TYP)
NOTE: SEE DEMOLITION PLAN FOR EXISTING DIMENSIONS.
MODIFICATION
PLAN
3/8" = 1'-0"
I I
I I
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NOTE: SEE DEMOLITION SECTION FOR EXISTING DIMENSIONS.
MODIFICATION
SECTION 2
3/8" = l'-0" -
QQo�\�PNSEWEg40F%� METROPOLITAN SEWERAGE DISTRICT OF BUNCOMBE COUNTY
W 9 FRENCH BROAD RIVER WATER RECLAMATION FACILITY
• HIGH RATE PRIMARY TREATMENT
�G 2
IMPROVEMENTS PROJECT
0
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COUNTY, NODS
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NOTE:
1. SAW CUT, CHIP AND REMOVE EXISTING CONCRETE WALL,
PROTECTING THE EXISTING REINFORCEMENT FROM DAMAGE AND
DEMOLITION ACTIVITIES.
2. WATERSTOP SHALL BE CONTINUOUS AND SPLICE RETROFIT
WATERSTOP WITH WATERSTOP AT BASE OF WALL.
3. AT LIMITS OF DEMOLITION OF EXISTING GUARDRAIL PROVIDE
NEW POST TO MATCH EXIST. WELD EXIST RAILS TO POST,
GRIND WELDS AND FREE OF BURRS, SHARP EDGES AND
PROTRUSIONS. THE NEW POST SURFACE SHALL BE CLEANED,
PREPARED AND COATED TO MATCH THE EXISTING ADJACENT
FINISH IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE
COATING MFR.
4. AFTER DEMOLITION OF WALL, REMOVE EXPOSED SURFACE BY
1" DEEP. PREPARE EXPOSED SURFACE BY METHOD 'A' AND
FINISH FLUSH W/ REPAIR MORTAR.
ROUGHEN AND
PREPARE SURFACE
BY METHOD 'B' (TYP)
TOW
EL 1947.50
TOC EL 1947.50
INV EL 1934.50
TOC EL 1932.50
RBC BASIN - 1 INFLUENT CHANNEL
DEMOLITIONS AND MODIFICATIONS
PLANS AND SECTIONS I
PROJECT NO. 20176-115429
FILE NAME: S002BWPL.DWG
SHEET NO.
S-2
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H/O/A FAULT RUN H/O/A FAULT RUN SCP -42N00-1 H/O/A FAULT RUN TURB H/O/A FAULT RUN TORQUE pH
HS XA RL HS XA RL OIT PLC SYSTEM CONTROL PANEL N0. 1 HS XA RL SI SC AIT HS XA RL SI SC WLH I
42N10 42N10 42N10 42N20 42N20 42N20 (ONE PER TRAIN) 42N30 42N30 42N30 42N30 42N30 42N30 42N40 42N40 42N40 42N40 42N40 42N40 (iiT
40
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(NOTE 1) (DIVISION 1 6)
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pH
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BY OTHERS UNDER'
SEPARATE CONTRACT
54"—HRT BYPASS—DI-1-01W34
REMARKS
120VAC
v AIT
42N00 FIT
B 1 1 4200
„,,, /A
>
>
48"—HRTI—DI—L2123
HRT BYPASS
TO RBCs
8"—PD—DI—L01 W36
DESIGNED BY: T. WILEY
DRAWN BY: N. MELLIN CDM_
SHEET CHK'D BY: T. WILEY Smith
CROSS CHK'D BY J. LAPSLEY
APPROVED BY: -G. CZERNIEJEWSKI
DATE: FEBRUARY 2018
4600 Park Road, Suite 240
Charlotte, NC 28209 1 Tel: [phone]
NC F-1255
SEWEg40F
z C-1,
�G 2�
yco PO
06F G
COUNTY, N�P�
HRT TRAIN NO. 2
8"—PD—DI—L01 W37
12"—PD—DI—L01 W18
8"—PD—DI—L01 W38
METROPOLITAN SEWERAGE DISTRICT OF BUNCOMBE COUNTY
FRENCH BROAD RIVER WATER RECLAMATION FACILITY
HIGH RATE PRIMARY TREATMENT
IMPROVEMENTS PROJECT
L
I
20VAC 4 2N40
AIT
1A D11
<
<
CL -42N40-1
HRT TRAIN 1
CLARIFIER SETTLING TANK
12"—PD—DI—L01 W18
<
<
6B42N40
11
10"—HRTS—SS—L01 W26
10"—HRTS—SS—L01 W27
TO PLANT SEWER
HRT TRAIN 1 PLC
NOTES:
1. BOTH TRAINS SHALL BE WIRED TO
MCC -42N, THEN TO THE RESPECTIVE
TRAIN MAIN CONTROL PANEL.
—120VAC
PROCESS AND INSTRUMENTATION DIAGRAM
HRT INFLUENT CHANNEL AND CLARIFIERS
COLLECTION
CHANNEL TO RBCs
SAND RECIRCULATION PUMPS
NO. 1 — 3
I-6
SAND RECIRCULATION PUMPS
NO. 4 — 6
PROJECT NO. 20176-115429
FILE NAME: 1005PIDI.DWG
SHEET NO.
1-5
90% SUBMITTAL -FEBRUARY 2018
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DESIGNED BY: T. WILEY
DRAWN BY: N. MELLIN CDM_
SHEET CHK'D BY: T. WILEY Smith
CROSS CHK'D BY J. LAPSLEY
APPROVED BY: -G. CZERNIEJEWSKI
DATE: FEBRUARY 2018
4600 Park Road, Suite 240
Charlotte, NC 28209 1 Tel: [phone]
NC F-1255
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METROPOLITAN SEWERAGE DISTRICT OF BUNCOMBE COUNTY
FRENCH BROAD RIVER WATER RECLAMATION FACILITY
HIGH RATE PRIMARY TREATMENT
IMPROVEMENTS PROJECT
L
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20VAC 4 2N40
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NOTES:
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MCC -42N, THEN TO THE RESPECTIVE
TRAIN MAIN CONTROL PANEL.
—120VAC
PROCESS AND INSTRUMENTATION DIAGRAM
HRT INFLUENT CHANNEL AND CLARIFIERS
COLLECTION
CHANNEL TO RBCs
SAND RECIRCULATION PUMPS
NO. 1 — 3
I-6
SAND RECIRCULATION PUMPS
NO. 4 — 6
PROJECT NO. 20176-115429
FILE NAME: 1005PIDI.DWG
SHEET NO.
1-5
90% SUBMITTAL -FEBRUARY 2018

Asheville HL Calcs
Headloss over Weir Calculation
n 0.385
H2
Q( H)
Q)=3.33LH2"
Maturation to Settling Tank
Q
42.00 MGD
Q1
64.9740 ft3/s
1202.29 ft3/s
6 f
n
1.5
H1
t H2
H2
6.01082084 ft
K
2.25
Weir Length (L)
24.5 ft
Headloss (H1- H2)
0.0273 ft
Top of Wall Elevation
i2 -l- 14 ft
Q/Q1
(H2/H 1)^n
H1
Headloss (111-112)
0.0540
0.9995
6.0129 ft
0.0020 n Model
Headloss: 0.02 ft
Coagulation to Maturation
Q
Q1
n
H2
L
Top of Wall Elevation
Q/Q1
H2/H 1 ^n
H1
Headloss (111-112)
42.00 MGD
64.974 ft3/s
215.7043 ft3/s
1.5
2.540171656 ft
16 ft
15.5 ft
0.3012
0.9557
2.6181 ft
0.0779 ft
Headloss at Stilling Baffle Calculation
H1 H2
D
W
Maturation Tank
LI Settling Tank
Q
42.00 MGD
64.974 ft3/s
D
6 f
MTW
24.5 ft
W
3.00 ft
V
0.884 ft/s
K
2.25
H
0.0273
Headloss (H1- H2)
0.0273 ft
Model Headloss: 0.01 ft
Q 42.00 MGD L=C 2g
64.974 ft3/s y
C 0.63
B 2.5 ft Views Submerged Orifice
L 16 ft
77
a 40 ft2 H
H 0.1032
Headloss 0.1032 ft 8� Flow
Datum = 1935. 0 Model Results
Water Level in Pre -Coag Tank 18.22 ft 1953.72 1953.84 Model Headloss: 0.11 ft
Water Level in Coagulation Tank
18.12 ft
1953.62
1953.73
Water Level in Maturation Tank
18.04 ft
1953.54
1953.63
Water Level in Settling Tank
18.01 ft
1953.51
1953.55
Water Level at Launder Discharge
16.52 ft
1952.02
1952.05 (Starting Depth at Outlet)

Flow per Train
Number of Troughs _
Clarified Flow Rate
Length of Troughs (L_ec)
Notch Height
Space between Notches
Notch Width
Number of Notches
Flow per Trough
64.99
ft3/sec
ft3/sec
in
in
in
in
ft'/sec
6
64.99
217.20
6
6
6
34
10.831
Trough Width
He
Hmax
Trough Height
Freeboard in trough
2.00
ft
ft
ft
ft
fl
0.97
1.68
2.13
0.45
Calc for non -fully contracted weir:
0.33 ft in Model
Q = Ce(2/3)[(2g)1/2l(L + kb)(H + 0.003)312

Grissom, Cayce M.
From: Lapsley, Jonathan
Sent: Thursday, November 09, 2017 1:24 PM
To: Fincher, Bryan
Cc: Jim Daugherty; Grissom, Cayce M.
Subject: RE: Kruger Comments - 60% BCMSD Plans
Follow Up Flag: Follow up
Flag Status: Flagged
Categories: Teal
Hi Bryan — thanks again for this information. We are trying to integrate this information into our hydraulic model but not
quite getting the same results that had been noted in previously emails. We had a few more questions, pasted below:
- Is the loss coefficient of 3 a K-coefficient/factor? Can you explain how this was derived?
- In Kruger's loss calculations, what are you applying this loss coefficient (K -factor) to? A closed pipe the diameter
of each tube? An open channel meant to represent the clarifier?
- Our initial calcs based on what you shared is not getting the same result of %" of loss. Is %" the absolute
maximum you would expect at peak flow?
- If %" is not the maximum expected do you have an estimate of what that would be?
Thanks for your patience and information on this, if there is someone with in Kruger that knows these hydraulics inside
and out I can put our hydraulics engineer in touch with them directly to help answer the questions.
Thanks -Jon
From: Fincher, Bryan[mailto:[e-mail])
Sent: Thursday, November 09, 2017 8:42 AM
To: Lapsley, Jonathan <[e-mail]>
Cc: Jim Daugherty <[e-mail]>; Grissom, Cayce M. <[e-mail]>
Subject: Re: Kruger Comments - 60% BCMSD Plans
Hi Jon,
Hopefully this will help, but we have roughly 14 tubes per sq. ft. of surface area. Our settling surface area is 443 sq. ft.
(24.5'x 18.083'), this equates to 6202 tubes. The modules have a vertical height of 3' 4" and are angled at 60
degrees. Below is a picture of the measurements for the opening of the tube. I have also attached a reference sheet
from a previous project in our submittal regarding the lamella tubes and how the packs get placed in the basins. I don't
think it will be necessary to modify the model depicting tubes versus plates.

Bryan Fincher
Process Group Manager, Kruger
VEOLIA WATER TECHNOLOGIES
office : [phone] / cell : [phone] / fax : [phone]
Kruger / 4001 Weston Pkwy / Cary, NC 27513 / USA
[e-mail]
www.veoliawatertech.com
On Tue, Nov 7, 2017 at 4:46 PM, Lapsley, Jonathan <[e-mail]> wrote:
Hi Bryan — sorry for all the emails. With the coefficient provided as "3" we would need the number and diameter of
settling tubes in each tank. Is this something that can be provided? I was starting to wonder about this a bit as the
drawings seem to indicate angled plates rather than tubes. Do we need to have a different depiction of this work in the
model to show tubes vs. plates?
If you could provide thoughts on that as well the number, diameter, and length of the tubes that would be
helpful... Thanks -Jon
From: Fincher, Bryan [mailto:[e-mail]]
Sent: Tuesday, November 07, 2017 10:41 AM
To: Lapsley, Jonathan <[e-mail]>
Cc: Jim Daugherty <[e-mail]>; Grissom, Cayce M. <[e-mail]>
Subject: Re: Kruger Comments - 60% BCMSD Plans
Hi Jon,

Based on what we have used in our CFD modeling, we use a loss coefficient of 3 for the tubes. Based on the low
velocity through these, the headloss is probably going to be around a half inch. For the scraper mechanism it would be
assumed similar to the mixers.
I have also received the weights of the scraper:
Scraper Drive and mechanism: 7,800 lbs
Scraper Bridge: 3,100 lbs
Bryan Fincher
Process Group Manager, Kruger
VEOLIA WATER TECHNOLOGIES
office : [phone] / cell : [phone] / fax : [phone]
Kruger / 4001 Weston Pkwy / Cary, NC 27513 / USA
[e-mail]
www.veoliawatertech.com
On Sun, Nov 5, 2017 at 1:52 PM, Lapsley, Jonathan <[e-mail]> wrote:
Hi Bryan — thanks again for sending over the information on the Kruger hydraulic calculations. We looked at this a bit
more end of last week and agree that the mixers and draft tube are negligible. We would like to take into account the
losses in the settling tank below the launder troughs — specifically the settling tubes and the clarifier mechanism.
Would it be possible for Kruger to share a loss coefficient for these components from the model you mentioned below
in the immediate future so we can finalize these hydraulics?
Thanks -Jon
From: Fincher, Bryan [mailto:[e-mail]]
Sent: Tuesday, October 31, 2017 11:28 AM
To: Lapsley, Jonathan <[e-mail]>
Cc: Jim Daugherty <[e-mail]>
Subject: Re: Kruger Comments - 60% BCMSD Plans

Hi Jon,
Please see attached document with the calcs that we utilize for headloss. The numbers shown are based on 42 MGD
through one train. One thing we do not typically look at is the mixers and scraper mechanism as they are
negligible. We have recently modeled the tubes through CFD to come up with a coefficient for loss and I'm looking
into this. In the document should be the launder information. If something is missing, please let me know.
Bryan Fincher
Process Group Manager, Kruger
VEOLIA WATER TECHNOLOGIES
office : [phone] / cell : [phone] / fax : [phone]
Kruger / 4001 Weston Pkwy / Cary, NC 27513 / USA
[e-mail]
www.veoliawatertech.com
On Mon, Oct 30, 2017 at 3:25 PM, Lapsley, Jonathan <[e-mail]> wrote:
Hi Bryan — had a few minutes here today to go back through the list of items you were working on for me for MSD.
One of the key ones that I would need to obtain as soon as feasible would be the information on the Kruger Hydraulic
calculations.
We have all of the physical dimensions of the chambers/compartments from the previous submittals so things we
would need would be:
Loss parameters for the equipment such as the clarifier mechanisms, mixers, draft tube mixer, etc.
Information on the settling tubes and associated loss calculations including any supports that hold up the
tube area
Launder information — (length, width, slope, invert, notch width and invert and number of notches per
launder)
If you could provide this information in addition to possibly what else you may have as far as your detailed hydraulic
calculations that would be great so that we can double check all of the numbers.
Thanks -Jon

From: Lapsley, Jonathan
Sent: Tuesday, October 24, 2017 5:14 PM
To: 'Daugherty, Jim' <[e-mail]>
Cc: Bryan Fincher <[e-mail]>; Williams, Daniel C. <[e-mail]>
Subject: RE: Kruger Comments - 60% BCMSD Plans
Jim/Bryan — thanks for your time last week to meet and discuss Kruger input on key items for the BC MSD project.
Attached are my notes with action items noted in bold. I will follow-up on specific items with Bryan as we work our
way through these for specific things that I owe to Kruger. Appreciate your help and look forward to receive
additional information as the design progresses.
Thanks — Jon
From: Daugherty, Jim [mailto:[e-mail]]
Sent: Thursday, October 19, 2017 9:18 AM
To: Lapsley, Jonathan <[e-mail]>
Cc: Bryan Fincher <[e-mail]>
Subject: Kruger Comments - 60% BCMSD Plans
Kruger Comments - 60% BCMSD Plans
Jim Daugherty
Regional Sales Manager - ACTIFLO Systems Et Filtration Technologies
VEOLIA WATER TECHNOLOGIES
cell : [phone]
Kruger / 4001 Weston Pkwy / Cary, NC 27513 / USA
jim.dau,[e-mail]
www.krueerusa.com / www.veoliawaterstna.com
This e-mail message and any attachments to it are intended only for the
named recipients and may contain confidential information. If you are not
one of the intended recipients, please do not duplicate or forward this

e-mail message and immediately delete it from your computer. If you
received this email in error, please notify postmaster(aD_veoliawater com

Grissom, Cayce M.
From: Thorsvold, Brian R. <[e-mail]>
Sent: Tuesday, August 15, 2017 5:36 AM
To: Lapsley, Jonathan
Cc: [e-mail]
Subject: RE: Clarification on Hydraulic Profile
Yes, that is correct. 1949.25 is not an elevation that really means anything at this point. We want to do all we can to not
lose head unnecessarily now that will be needed in the future when the future biological process upgrades are decided
on.
Thanks,
Brian
Brian R. Thorsvold, PE
D 704.338.6733 M 704.560.4051
ONEMED
1917-7017
hdri nc.com/follow-us
From: Lapsley, Jonathan [mailto:[e-mail]]
Sent: Tuesday, August 15, 2017 6:23 AM
To: Thorsvold, Brian R. <[e-mail]>
Cc: [e-mail]
Subject: RE: Clarification on Hydraulic Profile
Sorry for the confusion Brian. I went back and found the email I was referencing in my email (attached) and thought
about this again.
Reading this again I am interpreting the older email that 1949.25 is not really a true future water surface elevation based
on a defined Alternative and hydraulic profile but is an optimized maximum reasonable water level without having to
have done significant upgrades to the influent pump station, etc.. We can achieve this number as a worst case condition
for the future but it is not connected to an actual flow rate at this point.
Do I have this correct?
Sorry for the confusion, want to make sure we have this spelled out correctly in our profile as well...
Thanks -Jon
From: Thorsvold, Brian R. [mailto:[e-mail]
Sent: Monday, August 14, 2017 10:01 PM
To: Lapsley, Jonathan <[e-mail]>
Cc: [e-mail]
Subject: RE: Clarification on Hydraulic Profile
Jon,

I'm a little bit confused about what you are asking, where are you seeing this 1949.25 elevation? Was it cited in the
Facility Plan Update before the Headworks design? 100 MGD was definitely not looked at during the Facility Plan Update.
I looked through a couple of the profiles in the Facility Plan Update report and didn't see a 1949.25 elevation in there
either, although I could have missed it.
The other levels are indeed associated with the cited flowrates below.
Thanks,
Brian
Brian R. Thorsvold, PE
D 70`4.338.67333 M 704.560.4051
O1 EMGD
1917-2417
hdrinc.com/follow-us
From: Lapsley, Jonathan [mailto:[e-mail]]
Sent: Monday, August 14, 2017 4:55 PM
To: Thorsvold, Brian R. <[e-mail]>
Cc: [e-mail]
Subject: Clarification on Hydraulic Profile
Hi Brian — had a quick question on your hydraulic profile for the system downstream of the HRT system to ensure we are
looking at this correctly. Could you confirm the flow associated with the 3 water surface elevations shown for the RBC
influent channel/Pre-Anoxic Zone shown below? Also wanted to confirm what the flow the future water surface
elevation of 1949.25 corresponds to. I think it would be as follows:
1949.25 — 100 mgd?
1946.19 — 65 mgd
1945.58 - 40 mgd
1945.22 —19 mgd
Thanks for your help — want to make sure we have our numbers aligned properly with the facilities plan.
Jon

1952_15 1946.19
1952.13 1945.58
1951.89 1945.22
TOO 1956,40
TOO 1947.50
1945,E
1945,1
1944,ti
WN MIN *►
Jonathan S. Lapsley, P.E.
CDM Smith
4600 Park Road, Suite 240 Charlotte, NC 28209
Phone: [phone] Direct: [phone] 1 Cell: [phone] [e-mail] cdmsmith.com
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90% SUBMITTAL - FEBRUARY 2018

Calculation Form (Excel) Job # 20176-115429 Calc By: Jorge Arevalo
Client: Buncombe County Checked By: CMH Date: 12/1/2017
Project: Buncombe County MSD Date: 3/29/18 Calc.No.
Detail: Chemical Storage and Pumping Revision#
Date:
Calculation Brief Title: Chemical Storage and Pumping
1.0 Purpose/Objective
Design new aluminum sulfate and polymer storage and feed system for Buncombe County
MSD High Rate Clarifier
2.0 Procedure
Calculate storage volumes and pumping capacities required based on dosages
calculated for the HRC
3.0 References/Data Sources
From PDR: Average Day Flow = 20.1 mgd; Maximum Month Day Flow = 40.0 mgd;
Peak Hour Flow = 84.0 mgd.
Actiflo system designed with 2 basins. Alum dosed to coagulation chamber (1 injection
point per basin) and polymer dosed to maturation tank (2 injection points per basin:
overflow weir or at mixer)
4.0 Assumptions and Limitations
S.G. gal/MG lb/MG
48% Aluminum Sulfate 1.33 47 (30mg/L guaranteed coagulant
dosage rate from Kruger)
Polymer 10.43 (From pilot testing and
guaranteed polymer consumption
from Kruger)

Alum Storage & Pumps
Alum System Design Criteria
Parameter
Units
Value
Chemical
N/A
Aluminum Sulfate
Formula
N/A
AI2(SO4)3*14H20
AI2(SO4)3*14H20 MW
g/mol
594
Form
N/A
Liquid
Purity
Percent
48
Specific Gravity
1.33
Density
lbs/gal
11.09
Delivery Form
N/A
Tanker Truck
Delivery Volume
gallons
4,400
Application Point - Coagulation Chamber
Peak Hour Flow
mgd
84
Design Maximum Month Flow
mgd
40
Average Day Flow
mgd
20.1
Minimum Flow
mgd
10
Dosage
Peak Dosage
mg/L as 100% Alum
30
Maximum Dosage
mg/L as 100% Alum
30
Average Dosage
mg/L as 100% Alum
30
Minimum Dosage
mg/L as 100% Alum
30
Usage - Total
Peak Usage
gal/day as 48% Alum
3,947
Maximum Usage
gal/day as 48% Alum
1,880
Average Usage
gal/day as 48% Alum
945
Minimum Usage
gal/day as 48% Alum
470
Bulk Storage Tanks
Number of Tanks
number
2
Volume of Each Tank
gallons
13,200
Storage Time at Average Design Usage Rate
days
14.0
Metering Pumps - Dedicated Pumps for HRT No. 1 and HRT No. 2 Injection Points
Type
N/A
Peristaltic Pumps
Number of Pumps
number
3 (Two Active/One Standby)
Maximum Capacity (includes 10% margin)'
gph
90
Average Capacityz
gph
39.4
Minimum Capacityz
gph
19.6
Notes:
' 1/2 of maximum required (PHF). 2 pumps will be used for peak flows and 2 HRT basins will be in
z 100% of required flow. 1 pump to be used since at minimum, average and maximum flows, only 1 HRT
basin will be used.
Tank Diameter
12 ft
Tank Height
16 ft
Tank freeboard
0.35 ft
Tank Volume
13,239 gallons
Chemical Storage Tanks and Pump Capacities_100% Calculations.xlsx

Alum Tanks Containment
Tank Diameter
12 ft
Tank Height
16 ft
Tank freeboard
0.35 ft
Tank Volume
13,239 gallons
Containment required:
110%
Containment required:
14520.0
Containment Structure Length:
44
Containment Structure Width:
20
Containment Structure Area:
880
Tank Base Diameter
14
Tank Base Height
2.5
Containment Required Depth
3.20
Containment Depth provided:
4.167
Yr T—
4)STS
19750.3
stairs volume (assuming concrete stairs)
1279.08
Containment Volume Provided
18471.2
9
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Chemical Storage Tanks and Pump Capacities_100% Calculations.xlsx
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Chemical Storage Tanks and Pump Capacities_100% Calculations.xlsx

Polymer System
Alum System Design Criteria
Parameter
Units
Value
Chemical
N/A
Polymer
Formula
N/A
N/A
Form
N/A
Dry Polymer
Delivery Form
N/A
Super Bags
Delivery Volume
Lbs
2,000
Application Point - Maturation Chamber
Peak Hour Flow
mgd
84
Design Maximum Month Flow
mgd
40
Average Day Flow
mgd
20.1
Minimum Flow
mgd
10
Dosage
Dosage
Ib/MG
10.4
Usage - Total
Peak Usage
Ib/day as 100% product
874
Maximum Usage
Ib/day as 100% product
416
Average Usage
Ib/day as 100% product
209
Minimum Usage
Ib/day as 100% product
104
Usage - Total
Peak Usage
gal/hr as 0.5% Solution
873
Maximum Usage
gal/hr as 0.5% Solution
416
Average Usage
gal/hr as 0.5% Solution
209
Minimum Usage
gal/hr as 0.5% Solution
104
Mixing/Aging Tanks
Number of Tanks
number
2
Volume of Each Tank
gallons
750
Storage Time at Peak Hour Flow
minutes
52
Storage Time at Maximum Month Flow
minutes
108
Storage Time at Average Flow
minutes
215
Metering Pumps -
Type
N/A
Progressive Cavity Pumps
Number of Pumps
number
3 (Two Active/One Standby)
Maximum Capacity (includes 10% margin)'
gpm
8
Additional Dilution Water Flow to 0.1% Solution
gpm
29
Minimum Capacity'
gpm
3
Additional Dilution Water Flow to 0.1% Solution
gpm
14
Notes:
' 1/2 of maximum required (PHF). 2 pumps will be used for peak flows and 2 HRT basins will be in operation
2 100% of required flow. 1 pump to be used since at minimum, average and maximum flows, only 1 HRT basin
will be used.
Chemical Storage Tanks and Pump Capacities_100% Calculations.xlsx

Tank heating panels
Tank Diameter 12 ft
Tank Height 16 ft
Tank Total Surface Area 829.4 sf
Design Factors (from Hotfoil-EHS Brochure)
Delta T 50 °F
Insulation Thickness 2 inches
Basic Heat Losses 1.7 W/sf
Thermal Insulation Correction Factor 0.7 polyurethane
Windage Factor 1.12 21-30 mph
Factor for concrete base/pad 1.1
Safety Factor 1.1
Basic Heat Loss (Calculated)
1337.5 Watts
ELP 6 pads, each (48"x18", 550 W, 240 V)
550 Watts
ELP load factor
0.97
ELP Wattage
533.5 Watts
Voltage factor (due to 220 V)
0.84
Design Wattage per heating pad:
448.14 Watts
Number of pads required 2.98463
Number of pads required 3
Chemical Storage Tanks and Pump Capacities -100% Calculations.xlsx

PITFORmENS
Industrial Heating Systems and Controls
ELP
TANK HEATING PANEL
The ELP (Epoxy Laminated Panel) is the most
versatile tank heater available. Possessing
unique flexibility, ELP heating panels can
be used in a variety of heating applications
ranging from freeze protection to process
heating up to 212°F (1000C).
FM
APPROVED
ELP Heating Panels can be used on either
vertical or horizontal tanks of metallic or
non-metallic construction. They can be
used in dry, wet, or corrosive environments
in ordinary or approved hazardous locations.
Flexible in Both Directions
11P Heating Panel — the Superior Heater for Tank Heating Applications up to 111° f (100° 0

The ELP panel is the heater for the 21St century.
Its unique epoxy -fiberglass construction utilizes foil resistance elements that are synonymous with our proven range of
products. The low watt density of this heating panel, together with its low mass, provide unequaled thermodynamic
performance. The ELP heater is heat and pressure cured to give its robust qualities such as strength, durability, heat,
water, and corrosion resistance. All panels have 10'-0" long waterproof cold leads.
3 -core cold lead, 1 Oft. typical
^oxy molded termination
ELP Specifications
nduit hub, optional for ordinary areas
andatory for classified areas
iminum ground shield
ilti-layer epoxy resin
d fiberglass construction
I heating elements
Model:
ELP-1 ELP-2 ELP-3 ELP-4 ELP-5
ELP-6 ELP-7 ELP-8 ELP-9
Size (inches)
24 x 18
48 x 18
48 x 24
48 x 36
48 x 40
48 x 18
48 x 24
48 x 36
48 x 40
Power (watts)
275
550
400
1100
480
550
400
1100
480
Voltage (volts)
120
120
120
120
120
240
240
240
240
D.C. Resistance* (ohms)
52
26
36
13
30
105
144
52
120
Weight (lbs.)
3
6
8
12
13
6
8
12
13
Area (sq.ft.)
3
6
8
12
13.3
6
8
12
13.3
Power Density (w/sq.ft.)
92
92
50
92
36
92
50
92
36
Current (amps)
2.3
4.6
3.3
9.2
4
2.3
1.7
4.6
2
Maximum Exposure Temperature......... 250°F / 121°C Cold Lead ....................... #16awg cable, 105°C, 600V, 13A
Minimum Installation Temperature ...... -40°F / -40°C Minimum Bending Radius .... 2 feet
Option - Conduit Hub (-H) .................. 1/2" NPT, Aluminum
Resin System: The resin system is based on a BROMINATED BISPHENOL A epoxide resin cured with DICYANDIAMIDE and BENZYLDIMETHYLAMINE.
Fire Retardancy: The resin system is approved by Underwriters Laboratory (File E 53727) to UL 94 V-0 flammability rating when used in NEMA grade FR4 laminates.
Resistance (@70°F) +/- 10%.

Heating System Design Guide
To determine the amount of heaters required for
a typical tank heating application, follow these
easy steps:
1. Calculate total Tank Surface Area
Tank Area = 3.142 x D x (R+H)
Where, D = tank diameter
R = tank radius
H = tank height (or length)
2. Find Basic Heat Loss from Table 1.
3. Find Insulation Correction Factor from
Table 2.
4. Find Windage Factor from Table 3.
5. Add 10% for vertical tanks standing on a
concrete base - 1.1 multiplier.
6. Add 10% for safety - 1.1 multiplier.
7. Calculate the Total Heat Loss,
Multiply steps:
1x2x3x4x5x6 = Total Heat Loss (Heat
Required).
8. Select a suitable ELP Heating Panel for the
application from the ELP Specifications.
9. Find the ELP Load Factor at the application
temperature from the ELP Load Factor
Graph.
10. Calculate selected ELP heater wattage at
the application temperature. Multiply Load
Factor from step 9 by selected ELP wattage.
11. Calculate selected ELP heater wattage due
to voltage difference from design. Multiply
the heater wattage (step 10) by the
corresponding voltage factor from Table 4.
12. Determine the quantity of ELP Heating
Panels required. Divide Total Heat
Loss/Requirement by the actual ELP
wattage. Divide step 7 by step 11.
Note: If this result's fraction exceeds 0.1,
increase the quantity of ELP Heaters by one
(to next higher whole number).
Table 1 - Basic Heat Losses (W/sq.ft.)
Delta T (°F)
Insulation Thickness (In)
Polyurethane
1
1 1/2
2
3
4
50
3.6
2.3
1.7
-
1.6
75
5.4
3.5
2.6
2.0
100
7.2
4.8
3.5
2.6
125
9.0
6.2
4.5
3.3
150
10.9
7.6
5.5
4.0
3.1
175
12.9
9.0
6.6
4.7
3.7
200
14.8
10.4
7.7
5.4
4.3
225
-
11.9
8.9
6.2
4.9
250
13.5
10.1
7.0
5.5
Table 2 - Thermal Insulation
Correction Factors
Thermal Insulation Type
Insulation Factor
Polyurethane
0.7
Fiberglass
1.0
Foamed Plastic
1.1
Polystyrene
1.2
Calcium Silicate
1.5
Cellular Glass
1.6
Heating System Design Example
Maintain a 12'-0" diameter by 20'-0" high vertical tank at 80°F, when
the minimum ambient temperature is -20°F and wind is 25mph.
Tank will be insulted with 2" thick polyurethane foam insulation and
is mounted on a concrete base. Heaters will operate on 220VAC.
1. To calculate total Tank Surface Area in sq.ft., multiply the
following:
Tank Area=3.142 x D x (R+H)=3.142 x 12'x (6'+20')=980sq.ft.
where D = 12', R = 6', H = 20'
2. The Basic Heat Loss from Table 1 for Delta T = 100°F,
(80°F - (-200F)), and 2" thermal insulation is 3.5watts/sq.ft.
3. The Insulation Correction Factor from Table 2 for Polyurethane
thermal insulation is 0.7.
4. The Windage Factor from Table 3 for 25mph wind velocity is
1.12.
5. To add 10% for vertical tanks standing on a concrete base
multiply by 1.1.
6. To add 10% for safety - multiply by 1.1.
7. To calculate the Total Heat Loss (Heat Required), multiply steps
1 through 6.
8. For this 220VAC application, an ELP-6 (48" x 18", 550W, 240V)
is a suitable choice.
9. To find the ELP Load Factor at 80 OF from the Graph, follow
80°F vertical line up to the graph and then horizontally across to
the left and read the value of 0.95.
10. To calculate actual ELP wattage, multiply 550W x 0.95 = 523W.
11. Since the supply voltage is 220VAC while heater design is
240VAC, multiply heater wattage (523W) from step 10 by the
corresponding voltage factor 0.84 from Table 4: 523W x 0.84 =
439W.
12. To determine the total quantity of ELP Heating Panels required
for this heating system, divide step 7 by step 11:
Quantity of ELP Panels = 3254W - 439W = 7.4 Panels.
Since the fraction exceeds 0.1, the total quantity of ELP tank
heating panels required is 8.
Graph - ELP Load Factor vs. Application Temperature
1.0 ---r
L
O
A
D 0.9 - - -` 1--- - - -
'
---
F
A
C 0.8 - - - r - - - T - -- - -- ----------------
r
---
T
O
R
0.7
40 60 80 100 120 140 160 180 200 220
APPLICATION TEMPERATURE (°F)
The ELP heating panel possesses a feature of being able to "load shed". ELP heater decreases its power output as its
temperature increases. Use the above graph to determine each heater's wattage at the application temperature.
Table 3 - Windage Factors
Wind Velocity (mph)
W.F.
0-10
1.03
11 -20
1.07
21 -30
1.12
31 -50
1.17
Table 4 - Voltage Factors
Supply Voltage
V.F.
120
1.00
115
0.92
110
0.84
240
1.00
220
0.84
208
0.75

ELP
TANK HEATING PANEL
Notes:
1. Non-metallic tanks, lined tanks, tanks containing heat
sensitive or viscous materials require special
considerations. Consult HOTFOIL.
2. Most typical heating applications drawing less than 20
amps of current may be controlled directly by one or
two 20amp rated thermostats.
Installation:
3. All applications drawing more than 20amps
of current, use multi -phase voltage, alarm, or
monitoring, etc. require special control equipment -
consult HOTFOIL.
4. For tank "heat up" applications - consult HOTFOIL.
5. Hotfoil recommends the use of an override
thermostat or controller on all applications.
ELP heating panels are quick and easy to install, require no special tools or skills. Heaters are usually installed by
banding them to the tank with metal bands or polyester straps. Installation of several ELP heating panels takes only a few
minutes. Refer to ELP Installation Instructions for full details.
ELP Ordering Information:
ELP- X - X - 10
1
Standard 10'-0" 3 -core lead
unless otherwise requested
Option —With Hub "H" "
No Hub - Standard
ELP Model Number
" Hubs - "A" Aluminum (Standard)
"SS" Stainless Steel
T" PVC Coated
" Note: Hubs are supplied as standard on ELP Panels when used in hazardous locations.
IDTFOILmEll
Hotfoil-EHS, Inc.
2960 East State Street Extension
Hamilton, NJ 08619
Tel: [phone]
Fax: [phone]
www.HOTFOILEHS.com
ELP.LT.R1
FM Approvals
Class I, Division 2, Groups B, C, D
Class II, Divisions 1 & 2, Groups F, G
Class III, Divisions 1 & 2
Ordinary Areas
FM
APPROVED

Pipe diameters
Alum System
Pipe from Storage Tanks to Pump Skid
Max flow from pump:
Max flow to pump skid:
3,947 gal/day
Fluid velocity
1 fps
Minimum calculated diameter
1.06 inches
Minimum standard pipe diameter
11/4 inches
Use
1 2 inches
Pump Skid Suction Piping
Max flow from pump:
Max flow to pump:
3,947 gal/day
Fluid velocity
2 fps
Minimum calculated diameter
0.75 inches
Minimum standard pipe diameter
3/4 inches
Use
1 inches
Individual Pump Discharge Piping
Max flow from pump:
Max flow from pump:
1,880 gal/day
Fluid velocity
1 fps
Minimum calculated diameter
0.73 inches
Minimum standard pipe diameter
3/4 inches
Use
1 inches
Individual Pump Discharge Piping with Dilution Water
Max flow from pump:
1,880 gal/day
Dilution Water Flow
14,400 gal/day
Fluid velocity
5 fps
Minimum calculated diameter
0.96 inches
Minimum standard pipe diameter
1 inches
Use
1 inches
Individual Pipes to Injection Points (Coagulation chambers)
Max flow from pump:
1,880 gal/day
Dilution Water Flow
14,400 gal/day
Fluid velocity
5 fps
Minimum calculated diameter
0.96 inches
Minimum standard pipe diameter
1 1 inches
Use
1 linches
Dilution Water Pipe
Max flow to pumps:
14,400 gal/day
Fluid velocity
5 fps
Minimum calculated diameter
0.90 inches
Minimum standard pipe diameter
1 inches
Use
1 inches
Chemical Storage Tanks and Pump Capacities_100% Calculations.xlsx

Pipe diameters
Polymer System
Pipe from Dilution System to Aging Tanks (750 gal/25 minutes)
Max flow
30 gpm
Max flow
43,200 gal/day
Fluid velocity
4 fps
Minimum calculated diameter
1.75 inches
Minimum standard pipe diameter
2 inches
Use
2 inches
Aging Tanks Outlet to Pump Skid
Max flow to pump skid:
20,950 gal/day
Fluid velocity
1 fps
Minimum calculated diameter
2.44 inches
Minimum standard pipe diameter
3 inches
Use
4 inches
Individual Pump Suction Piping
Max flow to each pump:
11,522 gal/day
Fluid velocity
1 fps
Minimum calculated diameter
1.81 inches
Minimum standard pipe diameter
2 inches
Use
2 inches
Individual Pump Discharge Piping
Max flow from pumps:
11,522 gal/day
Fluid velocity
1.5 fps
Minimum calculated diameter
1.48 inches
Minimum standard pipe diameter
11/2 inches
Use
1 11/2 inches
Individual Pump Discharge Piping with Dilution Water
Max flow
11,522 gal/day
Dilution Water Flow
41,899 gal/day
Fluid velocity
4 fps
Minimum calculated diameter
1.9 inches
Minimum standard pipe diameter
2 inches
Use 1
2 linches
Dilution Water for Dilution System
Max flow
43,200 gal/day
Fluid velocity
6 fps
Minimum calculated diameter
1.43 inches
Minimum standard pipe diameter
11/2 inches
Use
1 11/2 inches
Dilution Water for Pump Skid
Max flow
41,899 gal/day
Fluid velocity
6 fps
Minimum calculated diameter
1.41 inches
Minimum standard pipe diameter
11/2 inches
Use
1 11/2 inches
Chemical Storage Tanks and Pump Capacities_100% Calculations.xlsx

PSB - 339

CDM.
MSD of Buncombe County
ICOMPUTED BY IS.BALAJI
I DATE 4/19/2018
High Rate Primary Tre
ICHECKED BY I
I DATE
DETAIL - BUOYANCY CHECK
IJOB NO 1154291
1 SHEET OF
Buoyancy Check - Pump Station area
SI. No.
Description
Element Size Opening Size, If Any
No. of
Elements
W
L
H No. of
(ft) Opngs
W
L
H Density Load
(ft)
(ft)
(ft)
(ft)
(ft) (kcf) (kips)
A
Resisting Forces.
Base Slab Weight:
1
1
43.50
62.50
1.83
0.15 747.52
2
Wall Weight:
2
1.67
60.50
22.00
0.15 666.83
2
1.67
32.66
22.00
0.15 359.98
3
Soil Weight Due to Base Slab projection V-0"
Total Resisting Force = 1774.33
B
Buoyancy Force (GWL = EI 1940.2)
1
43.50
62.50
8.53
10.0624 1447.62
Buoyancy Force = 1447.62
Factor of Safety against Buoyancy = 1774 / 1448 = 1.23
1.15
Weight of the Structure = 1774 kips OK
Pressure below the structure = 0.65 ksf
Hence OK
PSB - 340

PSB - 341
Balaji, S
From: Kalaria, Pooja (Shah)
Sent: Thursday, June 29, 2017 3:40 AM
To: Balaji, S
Cc: Venkatesan, S. (Chennai); Boggs, Justin
Subject: RE: Buncombe
Attachments: FW: MSD HRT Building Information For use
Balaji,
We finally have enough information to continue the structural design on Buncombe.
Updates since the last email:
1. We are not reusing any of the existing building for the HRT system at all. It will all be new. There is some
remaining existing structure, use for it is still TBD (ignore for now).
2. The model has been updated for the newest tank dimensions. SWZOOOPM.rvt
You can continue the design calculations of the walls and base slabs with these dimensions.
a. Use GWL of 1940.2 for the exterior walls.
b. The top of base slab elevation at the pump basement (furthest north) is 1931 and the top slab elevation
is 1953 (see attached email from Jon Lapsley)
c. For the pump basement, ignore the building above and work on just the exterior walls and base slab.
3. 60% internal submittal is July 18t"
4. We don't have the new Geotech report or borings yet.
Chennai budget is still —14k. The scope hasn't been amended yet, but will be.
Send me markups as you go. I'll start getting sheets, etc created. If you already have all the location data pulled can you
post it to PW?
And let me know if you need any other information to get going.
Thanks,
Pooja Kalaria, P.E.
Structural Engineer I CDM Smith
621 NW 53rd Street, Suite 265 1 Boca Raton, FL 33487
Tel: [phone] [e-mail] I cdmsmith.com
From: Boggs, Justin
Sent: Friday, May 19, 2017 9:27 AM
To: Balaji, S <[e-mail]>; Kalaria, Pooja (Shah) <[e-mail]>
Cc: Venkatesan, S. (Chennai) <[e-mail]>
Subject: RE: Buncombe
That's fine. We thought we were going that direction. We will regroup once we know what we're doing.
Justin S. Boggs, P.E. I Structural Engineer I CDM Smith
5400 Glenwood Ave - Suite 400 1 Raleigh, NC 27612
T: 919.787.5620 1 F: 919.781.5730 1 [e-mail] I cdmsmith.com

Smith
CLIENT Buncombe County JOB NO. 20176-115429
Municipal ewarage
PROJECT Department High Rate DATE
CHECKED
Treatment Plant
DETAIL Cover Sheet CHECKED
BY
4/19/18
CSF
DATE 4/18/18
COMPUTED KED
BY
Pump Performance -System Analysis Calculations for
Municipal Sewerage Department of Buncombe County
HRC Sludge Pump Station
Station Description:
The station comprises 3 variable speed dry -pit recessed impeller grit pumps.
1.0 Contents
1 Cover
2 Equations
2a Design Flows
3 System Data
4 Pump Data
5.A Affinity Data 1 Pump Operation
5.13 Pump and System Curves 1 Pump Operation
5.0 Affinity Data 2 Pump Operation
5.D Pump and System Curves 2 Pump Operation
6 NSPH at Minimum Head Condition
7 NSPH at Design Head Condition
8 NSPH at Maximum Head Condition
9 Submergence Calculation
10 Check Wetwell Design
11 Wetwell Elevations
12 Hydraulic Model Schematic
13 Hydaulic Model - Components
14 Hydraulic Model - Pipe Table
15 Hydraulic Model - Junctions
1.1 Purpose/Objective:
1. Design a Pump Station that will be operated over a flow range of 600 to 4400 gpm. Individual pumps were sized at 2500 gpm.
This calculation will show the pumps capability to meet the design requirements.
1.2 Procedure/Approach:
1. Enter pump performance data (flow, head, efficiency, and NSPR)
2. Enter system hydraulic information for each scenario (Sheet 3)
3. Select pumps operating to develop curve plot
4. Review pump -system curve (Sheet 5.13)
1.3 Data and References:
1. Hydraulic Institute Engineering Data Book Second Edition: 77-78. Hydraulic Institute 1999
2. MSD HR Treatment Transfer PS WaterGEMS V8i model
3. Proposed Drawings
1.4 Assumptions
and Limitations:
The minimum C -factor assumed for the DI Pipe is 100 and the maximum C -factor assumed for the DI pipe is 140.
1.5 Legend:
The following text and cell color codes are used in this spreadsheet and indicate the following:
blue shaded cell = value that requires manual input
text black text = notes, equations, and results that do not need updating for typical calculations
text red text = notes specific to the template; should be deleted/hidden in final calcs

CLIENT Buncombe County JOB No. 20176-115429 DATE 4/18/18
Municipal Sewarage
PROJECT Department High Rate DATE CHECKED 4/19/18
Treatment Plant
DETAIL Equations CHECKED BY CSF
COMPUTED
BY
2.0 Equations
This sheet summarizes the key equations used in this calculation brief
1. Flow at reduced speed is calculated according to the affinity law for flow:
Q 1 _ n 1
Q 2 n 2
Where:
Q1= Full speed flow (gpm)
Q2 = Reduced speed flow (gpm)
n1= Full speed (rpm)
n2= Reduced speed (rpm)
2. Head at reduced speed is calculated according to the affinity law for head:
2
H1 (n,
H2 n2
Where:
Hi=
H2=
n1=
n2=
Full speed head (ft)
Reduced speed head (ft)
Full speed (rpm)
Reduced speed (rpm)
KED

CLIENT Buncombe County JOB No. 20176-115429 DATE 4/18/18
Municipal Sewarage
PROJECT Department High Rate DATE CHECKED 4/19/18
Treatment Plant
DETAIL Design Flows CHECKED BY CSF
This sheet summarizes the influent flows used to design the pump station
1. Influent Waste Sludge 2000 gpm
2. Outflow per Hydrocyclone 600 gpm
3. Hydrocycoles running at Design Condition 4
4. Hydrocyclones running at Minimum Flow
Conditions 1
Influent Flows
Value (gpm)
Min/Avg Flow
600
Typical Flow
2600
Maximum Flow
4400
COMPUTED
BY
KED

CDMCLIENT
Smith
PROJECT
DETAIL
Buncombe County
Municipal Sewarage Department High Rate Treatment Plant
System Curves
JOB NO.
DATE CHECKED
CHECKED BY
20176-115429
4/19/18
CSF
DATE
COMPUTED BY
4/18/18
KED
3.0 Scenario 1 System Data
This sheet presents the hydraulic data used to generate low, high, and typical system curves for the first pumping scenario.
Scenario Name:
I
Sludge
PS System Curves
Two Pumps System Curve
Two Pumps System Curve
One Pump System Curve
One Pump System Curve
System Curve ID =
IDesign Head Condition
System Curve ID =
I Low Head Condition
System Curve ID =
IDesign Head Condition
System Curve ID = I
Low Head Condition
M
0
System Description:
Pumping to 2 thickeners, 2 pumps on (PMP -7, PMP -8), target
suction elevation, C=100
System Description:
Pumping to 2 thickeners, 2 pumps on (PMP -7, PMP -8), high
level alarm suction elevation, C=140, minor losses reduced
by 30%
System Description:
1 pump (PMP -7) pumping to 1 thickeners @ target WL
System Description:
1 pump (PMP -7) pumping to 2 thickeners @ high level
alarm WL (minor losses reduced by 30%)
Model File Name:
MSD Pump Station
Model File Name:
MSD Pump Station
Model File Name:
MSD Pump Station
Model File Name:
MSD Pump Station
E
(1)
Model Scenario:
2 FM
Model Scenario:
2 FM
Model Scenario:
2 FM
Model Scenario:
2 FM
Suction WSE or HGL (ft) =
1939.5
Suction WSE or HGL (ft) =
1941
Suction WSE or HGL (ft) =
1939.5
Suction WSE or HGL (ft) =
1941
N
Discharge WSE or HGL ft
1966
Discharge WSE or HGL ft
1966
Discharge WSE or HGL ft
1966
Discharge WSE or HGL ft
1966
Static Head (ft) =
26.5
Static Head (ft) =
25
Static Head (ft) =
26.5
Static Head (ft) =
25
Pipe Friction Coefficient =
100
Pipe Friction Coefficient=
140
Pipe Friction Coefficient=
100
Pipe Friction Coefficient=
140
Flow from model (gpm) =
4,844
Flow from model (gpm) =
5,473
Flow from model (gpm) =
2436
Flow from model (gpm) =
2,843
TDH from Model (ft) =
39.92
TDH from Model (ft) =
36.35
TDH from Model (ft) =
39.64
TDH from Model (ft) =
34.96
Friction Head (Hf) =
13.42
Friction Head (Hf) =
11.35
Friction Head (Hf) =
13.14
Friction Head (Hf) =
9.96
Percent of Modeled
Flow
Flow
m
Head
ft
Flow
m
Head
ft
Flow
m
Head
ft
Flow
m
Head
ft
0%
0
27
0
25
0
27
0
25
10%
484
27
547
25
244
27
284
25
20%
969
27
1095
26
487
27
569
26
30%
1453
28
1642
26
731
28
853
26
40%
1938
29
2189
27
974
29
1137
27
50%
2422
30
2737
28
1218
30
1422
28
60%
2906
32
3284
29
1462
32
1706
29
70%
3391
33
3831
31
1705
33
1990
30
80%
3875
35
4378
33
1949
35
2274
32
90%
4360
38
4926
34
2192
37
2559
33
100%
4844
40
5473
36
2436
40
2843
35
120%
5813
45
6568
41
2923
45
3412
39
140%
6782
52
7662
46
3410
51
3980
44
150%
1 7266
55
1 8210
49
1 3654
54
4265
46
Scenario Name:
Sludge PSS stem Curves
Two Pumps System Curve
One Pump System Curve
System Curve ID = IHigh Head Condition
System Curve ID = IHigh Head Condition
System Curve ID =
♦(a•+
System Description:
2 pumps (PMP -7, PMP -8) pumping to 1 thickener (Gr Thickener
2) @ low level alarm
System Description:
1 pump (PMP -7) pumping to 1 thickeners @low level alarm
System Description:
Model File Name: MSD Pump Station
Model File Name: MSD Pump Station
Model File Name:
E
(1)
}'
N
�
Model Scenario: 2 FM
Model Scenario: 2 FM
Model Scenario:
Suction WSE or HGL (ft) = 1937.5
Suction WSE or HGL (ft) = 1937.5
Suction WSE or HGL (ft) _
Discharge WSE or HGL ft 1966
g ()=
Discharge WSE or HGL ft 1966
g ()=
Discharge WSE or HGL ft
g ()_
Static Head (ft) = 28.5
Static Head (ft) = 28.5
Static Head (ft) = 0
Pipe Friction Coefficient = 100
Pipe Friction Coefficient = 100
Pipe Friction Coefficient=
Flow from model (gpm) = 3952
Flow from model (gpm) = 2342
Flow from model (gpm) _
TDH from Model (ft) = 44.78
TDH from Model (ft) = 40.66
TDH from Model (ft) _
Friction Head (Hf) = 16.28
Friction Head (Hf) = 12.16
Friction Head (Hf) = 0
Percent of Modeled
Flow
Flow Head
m ft
Flow Head
m ft
Flow Head
m ft
0%
0 29
0 29
0 #DIV/0!
10%
395 29
234 29
0 #DIV/0!
20%
790 29
468 29
0 #DIV/0!
30%
1186 30
703 30
0 #DIV/0!
40%
1581 31
937 31
0 #DIV/0!
50%
1976 33
1171 32
0 #DIV/0!
60%
2371 35
1405 33
0 #DIV/0!
70%
2766 37
1639 35
0 #DIV/0!
80%
3162 39
1874 37
0 #DIV/0!
90%
3557 42
2108 39
0 #DIV/0!
100%
3952 45
2342 41
0 #DIV/0!
120%
4742 51
2810 46
0 #DIV/0!
140%
5533 59
3279 51
0 #DIV/0!
150%
5928 63
3513 54
0 #DIV/0!

3.0 Pump Data Enter the performance data for up to EIGHT pumps on this sheet.
Sludge
CLIENT Buncombe County
JOB NO. 20176-115429 DATE 4/18/18
Egger
M
PROJECT Municipal Sewarage
DATE 4/19/2018 COMPUTED KED
Motor:
60 hp
Department High Rate
CHECKED BY
mith
885 rpm
Impeller:
DETAIL Pump Performance Data
CH YKED CSF
Flow
(gpm)
Head
(ft)
NPZFFr--
Eff (ft)
3.0 Pump Data Enter the performance data for up to EIGHT pumps on this sheet.
Sludge
Pump 1
Manf:
Egger
Egger
Model:
T 93-200 H6 LB 5B
Motor:
60 hp
60 hp
Speed:
Impeller:
885 rpm
Impeller:
ow
(gpm)
in
Flow
(gpm)
Head
(ft)
NPZFFr--
Eff (ft)
0.0
54
0.0%
400.0
54
30.0%
800.0
53
46.0%
1,200.0
51
51.0%
1,600.0
48
53.0%
2,000.0
45
54.0%
2,400.0
40
51.0%
2,500.0
39
50.0%
2,800.0
36
47.0%
2,880.0
35
46.0%
(Pump Curves as Entered Above
Sludge Pump 1
60
50
40
30
M
= 20
10
0
0.0 2,000.0 4,000.0
Flow (gpm)
Sludge
Pump 2
Manf:
Egger
Egger
Model:
T 93-200 H6 LB 5B
Motor:
60 hp
Speed:
885 rpm
Impeller:
Impeller:
in
ow
(gpm)
Headr
(ft)
Eff (ft)
0.0
54
0.0%
400.0
54
30.0%
800.0
53
46.0%
1,200.0 1
51
51.0%
1,600.0
48
53.0%
2,000.0
45
54.0%
2,400.0
40
51.0%
2,500.0
39
50.0%
2,800.0
36
47.0%
2,880.0
35
46.0%
Sludge Pump 2
60
50
; 40
�o
30
x 20
10
0
0.0 2,000.0
Flow (gpm)
4,000.0
Sludge Pump 3
Manf:
Egger
Model:
T 93-200 H6 LB 5B
Motor:
60 hp
Speed:
885 rpm
Impeller:
in
Flow
(gpm)
Head
(ft)
--NPZRr-
Eff (ft)
0.0
54
0.0%
400.0
54
30.0%
800.0
53
46.0%
1,200.0 1
51
51.0%
1,600.0
48
53.0%
2,000.0
45
54.0%
2,400.0
40
51.0%
2,500.0
39
50.0%
2,800.0
36
47.0%
2,880.0
35
46.0%
Sludge Pump 3
60
50
40
30
s 20 -
10
0
0.0 2,000.0
Flow (gpm)
4,000.0

DIV CLIENT Buncombe County JOB NO. 20176-115429 DATE 4/18/18
PROJECT Municipal Sewarage Department High Rate Treatment DATE 4/19/2018 COMPUTED BY KED
AMM N Plant CHECKED
DETAIL Scenario 1 Affinity Data CHECKED BY CSF
6.1 B Scenario 1 Affinity Data - Hydromatic
This sheet generates data for multi -speed performance curves using the affinity laws for the indicated pump configuration.
Scenario Name: 1 Pump Scenario
Select pump status for this scenario Notes on this scenario:
Pump 1 1 ON 1PUMP21 OFF 1PUMP31 OFF 1PUMP41 OFF 1PUMP51 OFF 1PUMP61 OFF 1PUMP71 OFF
Head, Flow, and Efficiency vs. Speed
100% Speed 95% Speed 90% Speed 85% Speed 80% Speed 75% Speed 70% Speed 65% Speed
Head Flow Head Flow Head Flow Head Flow Head Flow Head Flow Head Flow Head Flow
ft m Eff NPSRr (ft) ft m Eff ft m Eff ft m Eff ft m Eff ft m Eff ft m Eff ft m Eff
54 0 0% 0 49 0 0% 44 0 0% 39 0 0% 35 0 0% 30 0 0% 26 0 0% 23 0 0%
54 400 30% 0 48 380 30% 43 360 30% 39 340 30% 34 320 30% 30 300 30% 26 280 30% 23 260 30%
53 800 46% 0 48 760 46% 43 720 46% 38 680 46% 34 640 46% 30 600 46% 26 560 46% 22 520 46%
51 1,200 51% 0 46 1,140 51% 41 1,080 51% 37 1,020 51% 33 960 51% 29 900 51% 25 840 51% 22 780 51%
48 1,600 53% 0 43 1,520 53% 39 1,440 53% 35 1,360 53% 31 1,280 53% 27 1,200 53% 24 1,120 53% 20 1,040 53%
45 2,000 54% 0 40 1,900 54% 36 1,800 54% 32 1,700 54% 28 1,600 54% 25 1,500 54% 22 1,400 54% 19 1,300 54%
40 2,400 51% 0 36 2,280 51% 32 2,160 51% 29 2,040 51% 26 1,920 51% 23 1,800 51% 20 1,680 51% 17 1,560 51%
39 2,500 50% 0 35 2,375 50% 32 2,250 50% 28 2,125 50% 25 2,000 50% 22 1,875 50% 19 1,750 50% 16 1,625 50%
36 2,800 47% 0 32 2,660 1 47% 29 2,520 47% 26 2,380 1 47% 23 2,240 47% 20 2,100 47% 17 1,960 47% 15 1,820 47%
35 2,880 46% 0 31 2,736 1 46% 28 2,592 46% 25 2,448 1 46% 22 2,304 46% 19 2,160 46% 17 2,016 46% 15 1,872 46%
Efficiency -Head Iso Lines
Speed
100%
95%
90%
85%
80%
75%
70%
65%
Eff.
Head
ft
Head
ft
Head
ft
Head
ft
Head
ft
Head
ft
Head
ft
Head
ft
0%
54
49
44
39
35
30
26
23
30%
54
48
43
39
34
30
26
23
46%
53
48
43
38
34
30
26
22
51%
51
46
41
37
33
29
25
22
53%
48
43
39
35
31
27
24
20
54%
45
40
36
32
28
25
22
19
51%
40
36
32
29
26
23
20
17
50%
39
35
32
28
25
22
19
16
47%
36
32
29
26
23
20
17
15
46%
35
31
28
25
22
19
17
15
Efficiency -Flow Iso Lines
Speed
100%
95%
90%
85%
80%
75%
70%
65%
Eff.
Flow
(gpm
Flow
m
Flow
m
Flow
m
Flow
m
Flow
m
Flow
m
Flow
m
0%
0
0
0
0
0
0
0
0
30%
400
380
360
340
320
300
280
260
46%
800
760
720
680
640
600
560
520
51%
1,200
1,140
1,080
1,020
960
900
840
780
53%
1,600
1,520
1,440
1,360
1,280
1,200
1,120
1,040
54%
2,000
1,900
1,800
1,700
1,600
1,500
1,400
1,300
51%
2,400
2,280
2,160
2,040
1,920
1,800
1,680
1,560
50%
2,500
2,375
2,250
2,125
2,000
1,875
1,750
1,625
47%
2,800
2,660
2,520
2,380
2,240
2,100
1,960
1,820
46%
2,880
2,736
2,592
2,448
2,304
2,160
2,016
1,872

One Pump Running
100% Operating Range
�noi I ar,o/
Smith
500 1,000 1,500 2,000 2,500 3,000 3,500
Flow (gpm)

Efficiency -Head Iso Lines
CLIENT
PROJECT
DETAIL
Buncombe County
Municipal Sewarage Department High Rate Treatment
Plant
Scenario 1 Affinity Data
100%
95%
JOB NO.
DATE
CHECKED
CHECKED BY
85%
20176-115429
4/19/2018
CSF
75%
70%
65%
Eff.
Head
ft
Head
ft
Head
ft
DATE
COMPUTED BY
Head
ft
4/18/18
KED
Head
ft
6.1 B Scenario 1 Affinity Data - Hydromatic
This sheet generates data for multi -speed performance curves using the affinity laws for the indicated pump configuration.
0%
54
49
44
39
35
30
26
23
30%
54
48
43
39
34
30
26
Scenario Name:
46%
53
48
43
38
34
30
2
Pump
Scenario
51
46
41
37
33
29
25
22
Select pump status for this scenario
Pump 1 1 ON
1 Pump 21 ON
1PUMP31 OFF
39
1PUMP41 OFF
31
1PUMP51 OFF
24
1PUMP61 OFF
54%
1PUMP71 OFF
40
Notes on this scenario:
32
28
25
22
19
51%
40
Head, Flow, and Efficiency vs. Speed
32
29
26
23
20
17
50%
39
35
32
28
25
100% Speed
95% Speed
90% Speed
47%
85% Speed
32
29
80% Speed
23
75% Speed
17
70% Speed
46%
65% Speed
31
28
Head Flow
ft m Eff NPSRr (ft)
Head Flow
ft m Eff
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
Head
ft
Flow
m
Eff
54 0 0% 0
49 0 0%
44
0
0%
39
0
0%
35
0
0%
30
0
0%
26
0
0%
23
0
0%
54 800 30% 0
48 760 30%
43
720
30%
39
680
30%
34
640
30%
30
600
30%
26
560
30%
23
520
30%
53 1,600 46% 0
48 1,520 46%
43
1,440
46%
38
1,360
46%
34
1,280
46%
30
1,200
46%
26
1,120
46%
22
1,040
46%
51 2,400 51% 0
46 2,280 51%
41
2,160
51%
37
2,040
51%
33
1,920
51%
29
1,800
51%
25
1,680
51%
22
1,560
51%
48 3,200 53% 0
43 3,040 53%
39
2,880
53%
35
2,720
53%
31
2,560
53%
27
2,400
53%
24
2,240
53%
20
2,080
53%
45 4,000 54% 0
40 3,800 54%
36
3,600
54%
32
3,400
54%
28
3,200
54%
25
3,000
54%
22
2,800
54%
19
2,600
54%
40 4,800 51% 0
36 4,560 51%
32
4,320
51%
29
4,080
51%
26
3,840
51%
23
3,600
51%
20
3,360
51%
17
3,120
51%
39 5,000 50% 0
35 4,750 50%
32
4,500
50%
28
4,250
50%
25
4,000
50%
22
3,750
50%
19
3,500
50%
16
3,250
50%
36 5,600 47% 0
32 5,320 1 47%
29
5,040
47%
26
4,760 1
47%
23
4,480
47%
20
4,200
47%
17
1 3,920
47%
15
3,640
47%
35 5,760 46% 0
31 5,472 1 46%
28
5,184
46%
25
4,896 1
46%
22
4,608
46%
19
4,320
46%
17
1 4,032
46%
15
3,744
46%
Efficiency -Head Iso Lines
Speed
100%
95%
90%
85%
80%
75%
70%
65%
Eff.
Head
ft
Head
ft
Head
ft
Head
ft
Head
ft
Head
ft
Head
ft
Head
ft
0%
54
49
44
39
35
30
26
23
30%
54
48
43
39
34
30
26
23
46%
53
48
43
38
34
30
26
22
51%
51
46
41
37
33
29
25
22
53%
48
43
39
35
31
27
24
20
54%
45
40
36
32
28
25
22
19
51%
40
36
32
29
26
23
20
17
50%
39
35
32
28
25
22
19
16
47%
36
32
29
26
23
20
17
15
46%
35
31
28
25
22
19
17
15
Efficiency -Flow Iso Lines
Speed
100%
95%
90%
85%
80%
75%
70%
65%
Eff.
Flow
(gpm
Flow
m
Flow
m
Flow
m
Flow
m
Flow
m
Flow
m
Flow
m
0%
0
0
0
0
0
0
0
0
30%
800
760
720
680
640
600
560
520
46%
1,600
1,520
1,440
1,360
1,280
1,200
1,120
1,040
51%
2,400
2,280
2,160
2,040
1,920
1,800
1,680
1,560
53%
3,200
3,040
2,880
2,720
2,560
2,400
2,240
2,080
54%
4,000
3,800
3,600
3,400
3,200
3,000
2,800
2,600
51%
4,800
4,560
4,320
4,080
3,840
3,600
3,360
3,120
50%
5,000
4,750
4,500
4,250
4,000
3,750
3,500
3,250
47%
5,600
5,320
5,040
4,760
4,480
4,200
3,920
3,640
46%
5,760
5,472
5,184
4,896
4,608
4,320
4,032
3,744

Two Pumps Running
Smith
0 1,000 21000 3,000 4,000 5,000 6,000 7,000
Flow (gpm)

CDM
smith
CLIENT Buncombe County JOB NO.
PROJECT Municipal Sewarage Department High Rate Treatment DATE
Plant CHECKED
DETAIL NSPH at Minimum Head Condition CHECKEBD
20176-115429
4/19/18
CSF
DATE
COMPUTED BY
4/18/18
KED
Atmos.
Press. (ft)
-304.8
10.73
-1000
35.2
-152.4
10.55
-500
34.6
NET POSITIVE SUCTION HEAD (NPSH) INVESTIGATION
10.34
0
33.9
152.4
NPSHa = Hbar + Hstat - Hvap - Hf
500
33.3
304.8
10.00
1000
32.8
457.2
where:
1500
32.1
609.6
9.60
2000
31.5
762.0
NPSHa = Net Positive Suction Head Available
2500
31.0
914.4
9.27
3000
Hbar = Barometric Pressure
1066.80
9.09
3500
29.8
1219.20
8.90
4000
Hstat :-Static Suction Head
1371.60
8.78
4500
28.8
1524.00
8.60
5000
Heap = Fluid Vapor Pressure
1676.40
8.41
5500
27.6
1828.80
8.29
6000
Hf = Suction Friction Losses
1981.20
8.14
6500
26.7
2133.60
7.99
7000
Input the following information:
2286.00
7.84
7500
25.7
2438.40
7.68
8000
Altitude: 1950 ft
2590.80
7.53
8500
24.7
2743.20
7.41
9000
Water Temperature: 70 F
2895.60
7.26
9500
23.8
3048.00
7.13
10000
Pump Centerline Elev: 1936.33 ft
4572.00
5.85
10500
19.2
High Level Alarm Wet Well Liquid Level: 1941.00 ft
Atmospheric Pressure: 32.10 ft
(From Table below)
Specific Gravity: 0.998
(From Table below)
Barometric Pressure: 32.16 ft
Static Suction Head: 4.67 ft
Fluid Vapor Pressure: 0.890 ft
(From Table below)
Suction Friction Losses: 1.00 ft
(1 pump pumping
(PMP -7) to 2 thickeners)
NPSH Available: 34.94 ft
Rated NPSHr: 29
<=worst-case pump NPSHR, at Max Flow (Egger)
Margin: 20.50%
20% Requried in AOR
Adequate Margin: YES
PROPERTIES OF WATER
120
3.90
0.989
170
14.2
0.974
Table 1
Table 2
Altitude
(m)
Atmos.
Press. (m)
Altitude
(ft)
Atmos.
Press. (ft)
-304.8
10.73
-1000
35.2
-152.4
10.55
-500
34.6
0.0
10.34
0
33.9
152.4
10.15
500
33.3
304.8
10.00
1000
32.8
457.2
9.79
1500
32.1
609.6
9.60
2000
31.5
762.0
9.45
2500
31.0
914.4
9.27
3000
30.4
1066.80
9.09
3500
29.8
1219.20
8.90
4000
29.2
1371.60
8.78
4500
28.8
1524.00
8.60
5000
28.2
1676.40
8.41
5500
27.6
1828.80
8.29
6000
27.2
1981.20
8.14
6500
26.7
2133.60
7.99
7000
26.2
2286.00
7.84
7500
25.7
2438.40
7.68
8000
25.2
2590.80
7.53
8500
24.7
2743.20
7.41
9000
24.3
2895.60
7.26
9500
23.8
3048.00
7.13
10000
23.4
4572.00
5.85
10500
19.2
Table 4
Temp Abs. Vapor Specific
(F) Press (ft) Gravity
60 0.59 0.999
70 0.89 0.998
80 1.20 0.997
85 1.40 0.996
90 1.60 0.995
100 2.20 0.993
110 3.00 0.991
130 5.00 0.986
140 6.80 0.983
150 8.80 0.981
160 11.2 0.977
Table 3
Temp
C
Abs. Vapor
Press m
Specific
Gravity
0
0.61
1.000
5
0.87
1.000
10
1.23
1.000
15
1.70
0.999
20
2.34
0.998
25
3.17
0.997
30
4.24
0.996
40
7.38
0.999
50
12.33
0.988
60
19.92
0.983
70
31.16
0.978
80
47.34
0.9718
90
70.1
0.9653
100
101.33
0.9584

CDM
smith
CLIENT Buncombe County JOB NO. 20176-115429
PROJECT Municipal Sewarage Department High Rate Treatment DATE 4/19/18
Plant CHECKED
DETAIL NSPH at Design Head Condition CHECKEBD CSF
DATE
COMPUTED BY
4/18/18
KED
Altitude
(ft)
Atmos.
Press. (ft)
-304.8
10.73
-1000
35.2
-152.4
10.55
-500
NET POSITIVE SUCTION HEAD (NPSH) INVESTIGATION
0.0
10.34
0
33.9
NPSHa = Hbar + Hstat - Hvap - Hf
10.15
500
33.3
304.8
10.00
1000
32.8
where:
9.79
1500
32.1
609.6
9.60
2000
31.5
NPSHa = Net Positive Suction Head Available
9.45
2500
31.0
914.4
9.27
Hbar = Barometric Pressure
30.4
1066.80
9.09
3500
29.8
1219.20
8.90
Hstat :-Static Suction Head
29.2
1371.60
8.78
4500
28.8
1524.00
8.60
Heap = Fluid Vapor Pressure
28.2
1676.40
8.41
5500
27.6
1828.80
8.29
Hf = Suction Friction Losses
27.2
1981.20
8.14
6500
26.7
2133.60
7.99
Input the following information:
26.2
2286.00
7.84
7500
25.7
2438.40
7.68
Altitude: 1950 ft
25.2
2590.80
7.53
8500
24.7
2743.20
7.41
Water Temperature: 70 F
24.3
2895.60
7.26
9500
23.8
3048.00
7.13
Pump Centerline Elev: 1936.33 ft
23.4
4572.00
5.85
10500
19.2
Target Wet Well Liquid Level: 1939.50 ft
Atmospheric Pressure: 32.10 ft
(From Table below)
Specific Gravity: 0.998
(From Table below)
Barometric Pressure: 32.16 ft
Static Suction Head: 3.17 ft
Fluid Vapor Pressure: 0.890 ft
(From Table below)
Suction Friction Losses: 0.88 ft
(2 pumps pumping
to 2 thickeners)
NPSH Available: 33.56 ft
Rated NPSHr: 21
<=worst-case
pump NPSHR, at Design Flow (Egger)
Margin: 59.83%
20% Requried in AOR
Adequate Margin: YES
PROPERTIES OF WATER
120
3.90
0.989
170
14.2
0.974
Table 1
Table 2
Altitude
(m)
Atmos.
Press. (m)
Altitude
(ft)
Atmos.
Press. (ft)
-304.8
10.73
-1000
35.2
-152.4
10.55
-500
34.6
0.0
10.34
0
33.9
152.4
10.15
500
33.3
304.8
10.00
1000
32.8
457.2
9.79
1500
32.1
609.6
9.60
2000
31.5
762.0
9.45
2500
31.0
914.4
9.27
3000
30.4
1066.80
9.09
3500
29.8
1219.20
8.90
4000
29.2
1371.60
8.78
4500
28.8
1524.00
8.60
5000
28.2
1676.40
8.41
5500
27.6
1828.80
8.29
6000
27.2
1981.20
8.14
6500
26.7
2133.60
7.99
7000
26.2
2286.00
7.84
7500
25.7
2438.40
7.68
8000
25.2
2590.80
7.53
8500
24.7
2743.20
7.41
9000
24.3
2895.60
7.26
9500
23.8
3048.00
7.13
10000
23.4
4572.00
5.85
10500
19.2
Table 4
Temp Abs. Vapor Specific
(F) Press (ft) Gravity
60 0.59 0.999
70 0.89 0.998
80 1.20 0.997
85 1.40 0.996
90 1.60 0.995
100 2.20 0.993
110 3.00 0.991
130 5.00 0.986
140 6.80 0.983
150 8.80 0.981
160 11.2 0.977
Table 3
Temp
C
Abs. Vapor
Press m
Specific
Gravity
0
0.61
1.000
5
0.87
1.000
10
1.23
1.000
15
1.70
0.999
20
2.34
0.998
25
3.17
0.997
30
4.24
0.996
40
7.38
0.999
50
12.33
0.988
60
19.92
0.983
70
31.16
0.978
80
47.34
0.9718
90
70.1
0.9653
100
101.33
0.9584

CDM
smith
CLIENT Buncombe County JOB NO.
PROJECT Municipal Sewarage Department High Rate Treatment DATE
Plant CHECKED
DETAIL NSPH at Maximum Head Condition CHECKEBD
20176-115429
4/19/18
CSF
DATE
COMPUTED BY
4/18/18
KED
Atmos.
Press. (ft)
-304.8
10.73
-1000
35.2
-152.4
10.55
-500
34.6
NET POSITIVE SUCTION HEAD (NPSH) INVESTIGATION
10.34
0
33.9
152.4
NPSHa = Hbar + Hstat - Hvap - Hf
500
33.3
304.8
10.00
1000
32.8
457.2
where:
1500
32.1
609.6
9.60
2000
31.5
762.0
NPSHa = Net Positive Suction Head Available
2500
31.0
914.4
9.27
3000
Hbar = Barometric Pressure
1066.80
9.09
3500
29.8
1219.20
8.90
4000
Hstat :-Static Suction Head
1371.60
8.78
4500
28.8
1524.00
8.60
5000
Heap = Fluid Vapor Pressure
1676.40
8.41
5500
27.6
1828.80
8.29
6000
Hf = Suction Friction Losses
1981.20
8.14
6500
26.7
2133.60
7.99
7000
Input the following information:
2286.00
7.84
7500
25.7
2438.40
7.68
8000
Altitude: 1950 ft
2590.80
7.53
8500
24.7
2743.20
7.41
9000
Water Temperature: 70 F
2895.60
7.26
9500
23.8
3048.00
7.13
10000
Pump Centerline Elev: 1936.33 ft
4572.00
5.85
10500
19.2
Low Level Alarm Wet Well Liquid Level: 1937.50 ft
Atmospheric Pressure: 32.10 ft
(From Table below)
Specific Gravity: 0.998
(From Table below)
Barometric Pressure: 32.16 ft
Static Suction Head: 1.17 ft
Fluid Vapor Pressure: 0.890 ft
(From Table below)
Suction Friction Losses: 0.63 ft
(2 pump pumping
to 1 thickener)
NPSH Available: 31.81 ft
Rated NPSHr: 14
<=worst-case pump NPSHR, at Min
Flow (Egger)
Margin: 127.25%
20% Requried in AOR
Adequate Margin: YES
PROPERTIES OF WATER
120
3.90
0.989
170
14.2
0.974
Table 1
Table 2
Altitude
(m)
Atmos.
Press. (m)
Altitude
(ft)
Atmos.
Press. (ft)
-304.8
10.73
-1000
35.2
-152.4
10.55
-500
34.6
0.0
10.34
0
33.9
152.4
10.15
500
33.3
304.8
10.00
1000
32.8
457.2
9.79
1500
32.1
609.6
9.60
2000
31.5
762.0
9.45
2500
31.0
914.4
9.27
3000
30.4
1066.80
9.09
3500
29.8
1219.20
8.90
4000
29.2
1371.60
8.78
4500
28.8
1524.00
8.60
5000
28.2
1676.40
8.41
5500
27.6
1828.80
8.29
6000
27.2
1981.20
8.14
6500
26.7
2133.60
7.99
7000
26.2
2286.00
7.84
7500
25.7
2438.40
7.68
8000
25.2
2590.80
7.53
8500
24.7
2743.20
7.41
9000
24.3
2895.60
7.26
9500
23.8
3048.00
7.13
10000
23.4
4572.00
5.85
10500
19.2
Table 4
Temp Abs. Vapor Specific
(F) Press (ft) Gravity
60 0.59 0.999
70 0.89 0.998
80 1.20 0.997
85 1.40 0.996
90 1.60 0.995
100 2.20 0.993
110 3.00 0.991
130 5.00 0.986
140 6.80 0.983
150 8.80 0.981
160 11.2 0.977
Table 3
Temp
C
Abs. Vapor
Press m
Specific
Gravity
0
0.61
1.000
5
0.87
1.000
10
1.23
1.000
15
1.70
0.999
20
2.34
0.998
25
3.17
0.997
30
4.24
0.996
40
7.38
0.999
50
12.33
0.988
60
19.92
0.983
70
31.16
0.978
80
47.34
0.9718
90
70.1
0.9653
100
101.33
0.9584

Cmith
CLIENT Buncombe County
JOB NO.
Municipal Sewarage
PROJECT Department High Rate
DATE
CHECKED
Treatment Plant
DETAIL Submergence Check
CHECKED
BY
5.0 Hydraulics Institute Standards Submergance Check
Wetwell
Flow 2500.00 gpm 3.60 mgd
5.57 ft 3/S
Minimum Submergence to prevent air core vortices from HI Pump Intake Design 9.8.2.5.4
S=1.0+ 2.3Fo; Fp= V
D FgD
Diameter, D 1.58 ft Outlet Diameter
Area 1.97 ft2
Velocity, V 2.83 ft/s
Fronde Number, Fp 0.40
Minimum Submergence, S 3.03 ft
Minimum Water Level' 1937.32 ft
20176-115429
4/19/2018
CSF
DATE
COMPUTE
D BY
4/18/18
KED

CDM CLIENT Buncombe County JOB NO. 20176-115429 DATE 4/18/18
PROJECT Municipal Sewarage Department High rate Treatment Plant DATE CHECKED 4/19/18 COMPUTED BY KED
smith DETAIL Wetwell Check CHECKED BY CSF
CQ
AN
VI
Hy draulics Institude Standards ANSVHI 9.8-2012
Flow per pump (gpm)
k
[JI
1600 3200 4800 6400 8000 11,200 16,000 32,000 48,000
2500
Flow Rate (gpm)
2,500.00
Flow Rate (ft3/sec)
5.57
A (in)
95.00
B (in)
38.00
C (in)
20.00
E (in)
56.00
F (in)
30.00
H (in)
8.00
Dia(in)
19.00
10,000
7000
5000
4000
3000
2000
E
1000
.RA
ov 700
E
500
400
300
200
100
100
200 300 400 500 700 1000 2000
Flow per pump (L/)
Figure E.7 - Recommended sump dimensions
Hydraulics Institude Standards
Did the Pump Station Design meet the
standards
> A/2
47.50
in
67.20
in
X
3.96
ft
5.60
ft
B
38.00
in
61.00
in
X
3.17
ft
5.08
ft
C
20.00
in
21.00
in
X
1.67
ft
1.75
ft
E
56.00
in
72.00
in
X
4.67
ft
6.00
ft
H
8.00
in
8.00
in
X
0.67
ft
0.67
ft
2H
16.00
in
24.00
in
X
1.33
ft
2.00
ft
0.75 D
14.25
in
30.60
in
X
1.19
ft
2.55
ft
6H
48.00
in
138.00
in
X
4.00
ft
11.50
ft
Length
9.67
ft
15.00
ft
�(
Width
9.81
ft
15.00
ft
A
E
SW
B
E
ap
MP MPH
F
dE
La
Poo
ow
C POP -
H
I
200 300 400 500 700 1000 2000
Flow per pump (L/)
Figure E.7 - Recommended sump dimensions
Hydraulics Institude Standards
Did the Pump Station Design meet the
standards
> A/2
47.50
in
67.20
in
X
3.96
ft
5.60
ft
B
38.00
in
61.00
in
X
3.17
ft
5.08
ft
C
20.00
in
21.00
in
X
1.67
ft
1.75
ft
E
56.00
in
72.00
in
X
4.67
ft
6.00
ft
H
8.00
in
8.00
in
X
0.67
ft
0.67
ft
2H
16.00
in
24.00
in
X
1.33
ft
2.00
ft
0.75 D
14.25
in
30.60
in
X
1.19
ft
2.55
ft
6H
48.00
in
138.00
in
X
4.00
ft
11.50
ft
Length
9.67
ft
15.00
ft
�(
Width
9.81
ft
15.00
ft
854
280
200
160
120
80
40
a
28 E
20
16
12
8
11 1 4
3000 4000
This is 1 inch larger due to the site configuration and should not be
an issue.
2H is a minimum.
This was modified due to constructability considerations.
5H is a minimum.
The pump station is larger due to the mixing area behind the baffle
wall and the width due to the location of the wet well in the building.

CLIENT Buncombe County
PROJECT Municipal Sewarage Department
High rate Treatment Plant
DETAIL Wetwell Elevation
For Constant Speed Operation
Pump Cycle Volume
Maximum Starts Per Hour 6
Minium Cycle Time 10 min
Pump Station Max Flow at
Min Speed 600 gpm
Requried Storage Volume 1,500 gal
Wetwell Length 15 ft
Wetwell Width 15 ft
Wet Well Area 225 ft
Storage Volume Per Foot 1,683 gal/ft
Wet Well Stage Need 0.89 ft
JOB NO. 20176-115429
DATE 4/19/2018
CHECKED
CHECKED CSF
BY
DATE 4/18/18
COMPUTED KED
BY
Calculated
Use
Station Invert
1933.50 ft
1933.50 ft
Station influent CL
1944.25 ft
1944.25 ft
Pump Suction Invert
1934.29 ft
1934.29 ft
Min Submergence EL
1937.32
1937.32 ft
Low level alarm
1937.32 ft
1937.50 ft
Pumps Off
1938.32 ft
1938.50 ft
Lead Pumps On/Target
1939.21 ft
1939.50 ft
Lag Pump On
1940.21 ft
1940.50 ft
High Level Alarm
1940.71 ft
1941.00 ft
DATE 4/18/18
COMPUTED KED
BY

CDM
Smith
CLIENT Buncombe County
PROJECT Municipal Sewarage Department High Rate Treatment
Plant
DETAIL Hydraulic Model - Schematic and Scenarios
JOB NO. 20176-115429 DATE 4/18/18
DATE 4/19/18 COMPUTED KED
CHECKED BY
CHECKED CSF
BY
Hydraulic Model - Schematic
45
Hydraulic Model - Scenarios
Scenarios ®'
El 0 Base
�1FM
2 FM
EJ Dewatering

CDNICLIENT
Buncombe County
JOB NO.
20176-115429
DATE 4/18/18
Smith
PROJECT
Municipal Sewarage Department High Rate Treatment Plant
CHECKED DATE
4/19/2018
COMPDUBY KED
DETAIL
-
Hydraulic Model Components
CHECKED BY
CSF
Note: Values on these Tables were derived from running the Design Head Scenario
Hydraulic Model - Pump Table
Hydraulic
Status
Hydraulic Grade
Flow (Total)
ID
Label
Elevation (ft)
Pump Definition
Grade
Pump Head (ft)
(Initial)
(Discharge) (ft)
(gpm)
(Suction) (ft)
146
PMP -7
1936.33
Egger T 93-200 H6 LB 5B
On
1938.32
1978.30
2,402
39.98
147
PMP -8
1936.33
Egger T 93-200 H6 LB 5B
Off
1939.50
1969.92
0
0
148
PMP -9
1936.33
Egger T 93-200 H6 LB 5B
On
1938.34
1978.54
2,382
40.2
Hydraulic Model - Reservoir Table
Hydraulic
ID
Label
Elevation (ft)
Zone Flow (Out net) (gpm)
Grade ft
90
Waste Sludge
1939.50
<None>
1939.50
PS Wetwell
384
170
Gravity T
1966.00
<None>
1966.00
2 402hickener
171
Gravity T
1966.00
<None>
1966.00
2 382hickener

CDM
Smith
CLIENT Buncombe County JOB NO. -1 ^ Gn )n DATE 4/18/18
PROJECT Municipal Sewarage Department High Rate Treatment Plant DATE 4/19/2018 COMPUTED BY KED
CHECKED
DETAIL Hydraulic Model - Pipe Table CHECKED BY CSF
Hydraulic
Model
- Pipe Table
ID
Label
Length
(Scaled)
(ft)
Start Node
Stop
Node
Diameter
(in)
Material
Hazen-
Williams C
Minor Loss
Coefficient
(Local)
Flow (gpm)
Velocity
(ft/s)
Headloss
Gradient
(ft/ft)
Length
(User
Defined)
ft
149
P-55
96
Waste Sludg
PMP -7
12
Ductile Iro
100
0
2,402
6.81
0.118
10
150
P-56
71
Waste Sludg
PMP -8
12
Ductile Iro
100
0
0
0
0
10
151
P-57
78
Waste Sludg
PMP -9
12
Ductile Iro
100
0
2,382
6.76
0.116
10
153
P-58
39
PMP -7
J-41
10
Ductile Iron
100
0
(N/A)
(N/A)
(N/A)
5
155
P-59
41
PMP -8
J-42
10
Ductile Iron
100
0
(N/A)
(N/A)
(N/A)
5
157
P-60
40
PMP -9
J-43
10
Ductile Iron
100
0
(N/A)
(N/A)
(N/A)
5
158
P-61
47
J-41
J-42
12
Ductile Iron
100
0
(N/A)
(N/A)
(N/A)
7
159
P-62
71
J-42
J-43
18
Ductile Iron
100
0
(N/A)
(N/A)
(N/A)
7
161
P-63
262
J-43
J-50
18
Ductile Iron
100
0
(N/A)
(N/A)
(N/A)
100
163
P-64
179
J-50
J-45
18
Ductile Iron
100
0
(N/A)
(N/A)
(N/A)
50
165
P-65
58
J-45
ivity Thickni
14
Ductile Iron
100
0
2,402
5.01
0.023
90
167
P-66
56
J-50
J-47
18
Ductile Iron
100
0
(N/A)
(N/A)
(N/A)
100
169
P-67
59
J-47
ivity Thickni
14
Ductile Ironi
100
0
2,382
4.97
0.023
90
173
P-68
38
J-66
J-49
12
Ductile Iron
100
0
-2,000
5.67
0.015
1
189
P-69
71
PMP -9
J-51
10
Ductile Iron
100
0
2,382
9.73
0.55
15
191
P-70
73
PMP -8
J-52
10
Ductile Iron
100
0
0
0
0
15
193
P-71
75
PMP -7
J-53
10
Ductile Iron
100
0
2,402
9.81
0.559
15
194
P-72
44
J-53
J-52
16
Ductile Iron
100
0
0
0
0
10
195
P-73
69
J-52
J-51
16
Ductile Iron
100
0
0
0
0
10
202
P-76
264
J-56
J-47
16
Ductile Iron
100
0
2,382
3.8
0.006
210
209
P-80
243
J-65
J-45
16
Ductile Iron
100
0
2,402
3.83
0.008
90
220I
P-86
36
J-53
J-65
1 16
1 Ductile Ironj
100
1 0
1 1,189
1 1.9
1 0.0061
20

JOB NO. 20176-115429
DATE 4/19/2018
CHECKED
CHECKED BY CSF
DATE 4/18/18
COMPUTE KED
D BY
CDMCLIENT
S I M
mith
Buncombe County
PROJECT Municipal Sewarage Department High Rate Treatment Plant
DETAIL Hydraulic Model - Components
Y p
Note: Values on these Tables were derived from running the Design Head Scenario
Hydraulic Model - Junction Table
ID
Label
Elevation (ft)
Zone
Pressure (psi)
Hydraulic
Grade ft
162
J-45
1,949.50
<None>
8
1,968.09
166
J-47
1,949.50
<None>
8
1,968.06
172
J-49
1,951.50
<None>
-5
1,940.28
185
J-50
0.00
<None>
(N/A)
(N/A)
188
J-51
1,946.25
<None>
10
1,970.29
190
J-52
1,946.25
<None>
10
1,969.92
192
J-53
1,946.25
<None>
10
1,969.92
199
J-56
1,946.25
<None>
10
1,969.35
219
J-65
1,946.25
<None>
10
1,968.78
JOB NO. 20176-115429
DATE 4/19/2018
CHECKED
CHECKED BY CSF
DATE 4/18/18
COMPUTE KED
D BY

D M
CLIENT Buncombe County
JOB NO.
20176-115429 DATE 4/19/18
Municipal Sewerage
Station Description:
The station comprises six dry -pit sand pumps in two trains of three pumps (two duty/one standby). The pump
PROJECT Department High rate
DATE
4/23/18 COMPUTED KED
Smith
Treatment Plant
CHECKED
1.0 Contents
DETAIL Cover Sheet
CHECKED
CSF
3 System Data
4 Pump Data
"01
Pump Performance -System Analysis Calculations for
Municipal Sewerage Department of Buncombe County
Actiflo Microsand Recycle Pumps
Station Description:
The station comprises six dry -pit sand pumps in two trains of three pumps (two duty/one standby). The pump
discharge is not manifolded together; therefore only a single pump system curve is shown in these calculations.
1.0 Contents
1 Cover
2 Equations
3 System Data
4 Pump Data
5.A Affinity Data 1 Pump Operation
5.13 Pump and System Curves 1 Pump Operation
6 NSPH at Head Condition
7 Hydrocyclone to Sludge Blending Tank Results
8 Hydraulic Model Schematic
9 Hydaulic Model - Components
10 Hydraulic Model - Pipe Table
1.1 Purpose/Objective:
1. Design a Pump Station that will be operated over a flow range of 750 to 3000 gpm. Individual pumps sized for 750 gpm.
This calculation will show the pumps capability to meet the design requirements.
1.2 Procedure/Approach:
1. Enter pump performance data (flow, head, efficiency, and NSPR)
2. Enter system hydraulic information for each scenario (Sheet 3)
3. Select pumps operating to develop curve plot
4. Review pump -system curve (Sheet 5.13, 5.D and 5.F)
1.3 Data and References:
1. Hydraulic Institute Engineering Data Book Second Edition: 77-78. Hydraulic Institute 1999
2. MSD HR Treatment PS WaterGEMS V8i model
3. Proposed Drawings
1.4 Assumptions
and Limitations:
The minimum C -factor assumed for the DI Pipe is 100 and maximum C -factor assumed is 140.
1.5 Legend:
The following text and cell color codes are used in this spreadsheet and indicate the following:
blue shaded cell = value that requires manual input
text black text = notes, equations, and results that do not need updating for typical calculations
<<--text green text with arrow = notes, assumptions, or references to data sources
"01

CDM
CLIENT Buncombe County JOB NO. 20176-115429 DATE 4/19/18
Municipal Sewarage DATE
PROJECT Department High rate CHECKED 4/2$/18 COMPUTED
Y KED
Treatment Plant
DETAIL Equations CHECKED BY CSF
2.0 Equations
This sheet summarizes the key equations used in this calculation brief
1. Flow at reduced speed is calculated according to the affinity law for flow:
Qt _ nl
Q 2 n 2
Where:
Q1= Full speed flow (gpm)
Q2 = Reduced speed flow (gpm)
n1= Full speed (rpm)
n2= Reduced speed (rpm)
2. Head at reduced speed is calculated according to the affinity law for head:
2
H2 — Cn2 /
Where:
H1= Full speed head (ft)
H2= Reduced speed head (ft)
nl= Full speed (rpm)
n2 = Reduced speed (rpm)

CDMCLIENT
SmithPR
a
OOJECT
Buncombe County
Municipal Sewarage Department High rate Treatment Plant
System Curves
JOB O.
DATE CHECKED
CHECKED BY
20176-115429
4/23/18
CSF
DATE
COMPUTED BY
4/19/18
KED
3.0 Scenario 1 System Data
This sheet presents the hydraulic data used to generate low, high, and typical system curves for the first pumping scenario.
Scenario Name:
I
Microsand Recycle Pump System Curves
One Pump System Curve
One Pump System Curve
System Curve ID =
Low Heatl Condaion
System Curve ID =
I High Head Condition
System Curve ID =
System Curve ID =
.�,
l6
System Description:
1 pump pumping to 1 hydrocyclone
losses reduced by 40%)
@ high WE (minor
System Description:
1 pump pumping to 1 hydrocyclone
(Dewatering)
@ low WE
System Description:
System Description:
Model File Name:
MSD Pump Station
Model File Name:
MSD Pump Station
Model File Name:
Model File Name:
Model Scenario:
2 FM
Model Scenario:
2 FM
Madel Scenario:
Model Scenario:
Suction WSE or HGL (ft) =
1953.5
Suction WSE or HGL (ft) =
1953.5
Suction WSE or HGL (ft) =
Suction WSE or HGL (fl) _
N
Discharge WSE or HGL (ft) =
1965
Discharge WSE or HGL (ft) =
1965
Discharge WSE or HGL (ft) =
Discharge WSE or HGL (ft) _
f/)
Static Head (ft) =
11.5
Static Head (ft) =
11.5
Static Head (ft) =
0
Static Head (ft) =
0
Pipe Friction Coefficient =
140
Pipe Friction Coefficient=
100
Pipe Friction Coefficient =
Pipe Friction Coefficient =
Fbw from model(gpm)=
831
Flow from model (gpm)=
814
Flow from model(gpm)=
Flow from model(gpm)=
TDH from Model (ft) =
78.54
TDH from Model (ft) =
78.78
TDH from Model (ft) =
TDH from Model (ft) _
Friction Head (Hf) =
67.04
Friction Head (Hf) =
67.28
Friction Head (Hf) =
0
Friction Head (Hf) =
0
Percent of Modeled
Flow
Flow
Z.)
Head
(ft)
Flow
1-1
Head
Iftl
Flow
l.am)
Head
Ift)
Flow
(apml
Head
(ftl
0%
0
12
0
12
0
#DIV/01
0
#DN/01
10%
83
12
81
12
0
#DIV/01
0
#DN/01
20%
166
15
163
15
0
#DIV/01
0
#DN/01
30%
249
19
244
19
0
#DIV/01
0
#DN/01
40%
332
24
326
24
0
#DIV/01
0
#DN/01
50%
416
30
407
30
0
#DIV/01
0
#DN/01
60%
499
38
488
38
0
#DIV/01
0
#DN/01
70%
582
46
570
46
0
#DIV/01
0
#DN/01
80%
665
56
651
56
0
#DIV/01
0
#DN/01
90%
748
67
733
67
0
#DIV/01
0
#DN/01
100%
831
79
814
79
0
#DIV/01
0
#DN/01
120%
997
105
977
106
0
#DIV/01
0
#DN/01
140%
1163
136
1140
137
0
#DIV/01
0
#DN/01
150%
1 1247
1 153
1 1221
1 154
1 0
#DIV/0!
0
#DIV/01
Scenario Name:
System Curve ID = System curve ID = System Curve ID =
System Description: System Description: System Description:
R
R
Model File Name: Model File Name: Model File Name:
Model Scenario: Model Scenario: Madel Scenario:
Suction WSE or HGL (fl) = Suction WSE or HGL (ft) = Suction WSE or HGL (ft) _
TDischarge WSE or HGL (ft) = Discharge WSE or HGL (ft) = Discharge WSE or HGL (ft) _
Coll) Static Head (ft) = 0 Static Head (ft) = 0 Static Head (ft) = 0
Pipe Friction Coefficient = Pipe Friction Coefficient = Pipe Friction Coefficient =
Flow from model (gpm) = Flow from model (gpm) = Flow from model (gpm) _
TDH from Model (ft) = TDH from Model (ft) = TDH from Model (ft) _
Friction Head (Hf) = o Friction Head (Hf) = 0 Friction Head (Hf) = 0
Percent of Modeled Flow Head Flow Head Flow Head
Flow fa—) (ft) laoml Iftl laoml Ift)
o% 0 #DIV/01 o #DIV/0! o #DIVA)!
to% 0 #DIV/01 o #DN/01 o #DIV/01
20% 0 #DIV/01 o #DN/01 o #DIV/01
3o% 0 #DIV/01 o #DN/01 o #DIV/01
40% 0 #DIV/01 o #DN/01 o #DIV/01
50% 0 #DIV/01 o #DN/01 o #DIV/01
6o% 0 #DIV/01 o #DN/01 o #DIV/01
70% 0 #DIV/01 0 #DN/01 0 #DIV/01
80% 0 #DIV/01 0 #D /01 0 #DIV/01
9o% 0 #DIV/01 0 #DN/01 0 #DIV/01
100% 0 #DIV/01 0 #DN/01 0 #DIV/01
120% 0 #DIV/01 0 #DN/01 0 #DIV/01
140% 0 #DIV/01 0 #DN/01 0 #DIV/01
150% 0 #DIV/01 0 #DN/01 0 #DIV/01

3.0 Pump Data Enter the performance data for up to EIGHT pumps on this sheet.
Sand Pump 1
CLIENT
Buncombe County
JOB NO.
CDM
PROJECT
Municipal Sewarage
Department High rate
DATE
CHECKED
Smith
DETAIL
Pump Performance Data
CHECKED BY
3.0 Pump Data Enter the performance data for up to EIGHT pumps on this sheet.
Sand Pump 1
Manf:
Manf:
McLanahan
Model:
Model:
M3H-CR 6/5
Motor:
Motor:
40 hp
Speed:
Speed:
1400 rpm
Impeller:
rpm
in
Flow
(gpm)
Head
(ft)
NPSHr
Eff (ft)
0.0
87
0.0%
100.0
86
15.0%
200.0
85
26.0%
400.0
84
43.0%
600.0
82
55.0%
750.0
80
57.0%
800.0
79
60.0%
1,000.0
1 76
62.0%
1,200.0
73
63.0%
1,400.0
70
62.0%
Pump Curves as Entered Above
Sand Pump 1
100
80
x 60
a
40 -
20
0
0.0 500.0 1,000.0 1,500.0
Flow (gpm)
Sand Pump 5
Manf:
Manf:
McLanahan
Model:
Model:
M3H-CR 6/5
Motor:
Motor:
40
hp
Speed:
1400 rpm
1400
rpm
Impeller:
Flow
(gpm)
Head
(ft)
in
Flow
(gpm)
Head
(ft)
Eff
NPSHr
(ft)
0.0
87
0.0%
85
100.0
86
15.0%
43.0%
200.0
85
26.0%
750.0
400.0
84
43.0%
79
600.0
82
55.0%
62.0%
750.0
80
57.0%
1,400.0
800.0
79
62.0%
1,000.0
76
1,200.0
73
K2.
1,400.0
70
Pump No. 5
100
80
60
a
S 40
20
0
0.0 500.0 1,000.0 1,500.0
Flow (gpm)
Sand Pump 2
100
so
x 60
40
20
0
0.0 500.0 1,000.0 1,500.0
Flow (gpm)
Sand Pump 2
Manf:
McLanahan
McLanahan
Model:
M3H-CR 6/5
M3H-CR 6/5
Motor:
40 hp
40 hp
Speed:
1400 rpm
Impeller:
Impeller:
in
Flow
(gpm)
Head
(ft)
NPSHr
I Eff (ff)
0.0
87
0.0%
100.0
86
15.0%
200.0
85
26.0%
400.0
84
43.0%
600.0
82
55.07/o-
5.0%750.0
750.0
80
57.0%
800.0
79
60.0%
1,000.0
76
62.0%
1,200.0
73
63.0%
1,400.0
70
62.0%
Sand Pump 2
100
so
x 60
40
20
0
0.0 500.0 1,000.0 1,500.0
Flow (gpm)
Pump No. 6
100
80
F 60
40
20
0
0.0 1,500.0
Flow (gpm)
20176-115429
4/23/2018
CSF
Sand Pump 6
Manf:
McLanahan
McLanahan
Model:
M3H-CR 6/5
M3H-CR 6/5
Motor:
40 hp
40 hp
Speed:
1400 rpm
Impeller:
Impeller:
in
Flow
(gpm)
Head
(1t)
NP Hr
Eff (ft)
0.0
87
0.0%
100.0
86
15.0%
200.0
85
26.0%
400.0
84
43.0
600.0
82
55.0%
750.0
80
57.0%
800.0
79
60.0%
1,000.0
76
62.0%
1,200.0
73
63.0%
1,400.0
70
62.0%
Pump No. 6
100
80
F 60
40
20
0
0.0 1,500.0
Flow (gpm)
20176-115429
4/23/2018
CSF
Sand Pump 3
100
80
60
m
= 40 7
20
0
0.0 500.0 1,000.0 1,500.0
Flow (gpm)
DATE
COMPUTED
BY
4/19/16
KED
Sand Pump 4
Sand Pump 3
Manf:
McLanahan
McLanahan
Model:
M3H-CR 6/5
M3H-CR 6/5
Motor:
40 hp
40 hp
Speed:
1400 rpm
1400 rpm
Impeller:
in
in
Flow
(gpm)
Head
(ft)
NPSHr
Eff (ft)
0.0
87
0.0%
100.0
86
15.0%
200.0
85
26.0%
400.0
84
43.0%
600.0
82
55.0%
750.0
80
57.0%
800.0
79
60.0%
1,000.0
76
62.0%
1,200.0
7363.0%
1,400.0
1,400.0
70
62.0%
Sand Pump 3
100
80
60
m
= 40 7
20
0
0.0 500.0 1,000.0 1,500.0
Flow (gpm)
DATE
COMPUTED
BY
4/19/16
KED
Sand Pump 4
Manf:
McLanahan
Model:
M3H-CR 6/5
Motor:
40 hp
Speed:
1400 rpm
Impeller:
in
Flow
(gpm)
Head
(ft)
NPSHr
Eff (ft)
0.0
87
0.0%
100.0
86
15.0%
200.0
1 85
26.0%
400.0
84
43.0%
600.0
82
55.0%
750.0
80
57.0%
800.0
79
60.0%
1,000.0
76
62.0%
1,200.0
73
63.0%
1,400.0
70
Sand Pump 4
100
80
60
m
= 40 -
20 -
0
0.0 500.0 1,000.0 1,500.0
Flow (gpm)

CLIENT Buncombe County JOB NO. 20176-115429 DATE 4/19/18
CDM PROJECT Municipal Sewarage Department High rate Treatment DATE CHECKED 4/23/2018 COMPUTED BY KED
Smith Plant
DETAIL Scenario 1 Affinity Data CHECKED BY CSF
6.1 B Scenario 1 Affinity Data - Hydromatic
This sheet generates data for multi -speed performance curves using the affinity laws for the indicated pump configuration.
Efficiency -Head Iso Lines
Scenario Name:
Speed 100%
95%
1 Pump Scenario
85%
80%
75%
70%
65%
Eff. Head
(ft)
Head
(ft)
Head
(ft)
Select pump status for this scenario
Pump 1 1 ON I
F Pump 2
Head
(ft)
Pump 3
Head
(ft)
Pump 41 OFF
78
Pump 5
62
Pump 6 1 OFF I
49
Pump7j OFF
37
Notes on this scenario:
78
70
62
55
48
42
36
26% 85
77
Head, Flow, and Efficiency vs. Speed
61
54
48
42
36
43% 84
76 1
68
61
54
100% Speed
41
95% Speed
55% 82
90% Speed
66
59
85% Speed
46
80% Speed
35
75%
Speed
65
58
70% Speed
45
39
65% Speed
60% 79
Head
(ft)
Flow
(qpm) Eff NPSRr (ft)
Head Flow
(ft) (qpm)
Eff
Head Flow
(ft) (qpm)
Eff
Head Flow
(ft) (qpm)
Eff
Head Flow
(ft) (qpm)
Eff
Head
(ft)
Flow
(qpm)
Eff
Head Flow
(ft) (qpm)
Eff
Head Flow
(ft) (qpm)
Eff
87
0 0%
0
78 0
0%
70 0
0%
62
0
0%
55 0
0%
49
0
0%
42
0
0%
37
0
0%
86
100 15%
0
78 95
15%
70 90
15%
62
85
15%
55 80
15%
48
75
15%
42
70
15%
36
65
15%
85
200 26%
0
77 190
26%
69 180
26%
61
170
26%
54 160
26%
48
150
26%
42
140
26%
36
130
26%
84
400 43%
0
76 380
43%
68 360
43%
61
340
43%
54 320
43%
1 47
300
43%
41
280
43%
35
260
43%
82
600 55%
0
74 570
55%
66 540
55%
59
510
55%
52 1 480
55%
46
450
55%
40
420
55%
35
390
55%
80
750 1 57% 1
0
72 1 713 1
57%
65 675
57%
58
638 1
57%
51 600
57%
45 1
563 1
57%
39
1 525
57%
1 34
1 488 1
57%
79
800 60%
0
71 760
60%
64 720
60%
57
680
60%
51 640
60%
44
600
60%
39
560
60%
33
520
60%
76
1,000 62%
0
69 950
62%
62 900
62%
55
850
62%
49 800
62%
43
750
62%
37
700
62%
32
650
62%
73
1,200 63%
0
66 1,140
63%
59 1,080
63%
53
1,020
63%
47 960
63%
41
900
63%
36
840
63%
31
780
63%
70
1,400 62%
0
1 63 1,330
62%
1 57 1,260
62%
1 51
1,190
62%
45 1,120
62%
39
1,050
62%
34
980
62%
30
910
62%
Efficiency -Head Iso Lines
Speed 100%
95%
90%
85%
80%
75%
70%
65%
Eff. Head
(ft)
Head
(ft)
Head
(ft)
Head
(ft)
Head
(ft)
Head
(ft)
Head
(ft)
Head
(ft)
0% 87
78
70
62
55
49
42
37
15% 86
78
70
62
55
48
42
36
26% 85
77
69
61
54
48
42
36
43% 84
76 1
68
61
54
47
41
35
55% 82
74
66
59
52
46
40
35
57% 80
72
65
58
51
45
39
34
60% 79
71
64
57
51
44
39
33
62% 76
69
62
55
49
43
37
32
63% 73
66
59
53
47
41
36
31
62% 70
63
57
51
45
39
34
30
Efficiency -Flow Iso Lines
Speed
100%
95%
90%
85%
80%
75%
70%
65%
Eff.
Flow
(qpm)
Flow
(qpm)
Flow
(qpm)
Flow
(qpm)
Flow
(qpm)
Flow
(qpm)
Flow
(qpm)
Flow
(qpm)
0%
0
0
0
0
0
0
0
0
15%
100
95
90
85
80
75
70
65
26%
200
190
180
170
160
150
140
130
43%
400
380 1
360
340
320 1
300
280
260
55%
600
570
540
510
480
450
420
390
57%
750
713
675
638
600
563
525
488
60%
800
760
720
680
640
600
560
520
62%
1,000
950
900
850
800
750
700
650
63%
1,200
1,140
1,080
1,020
960
900
840
780
62%
1,400
1,330
1,260
1,190
1,120
1,050
980
910

CDM.
One Pump Running
Sm
120
750 gpm
100-
100%
�
15% 26%
43%
55%
574 600
80--62r�--
--- —
63
I
62%
60
I -------
--- —
ca
a�
2
I
40
'
I
-----
----
I
20
0 -
0 200
400 600 800
1,000
1,200 1,400
Flow (gpm)

CLIENT Buncombe County JOB NO.
CDMDATE
PROJECT Municipal Sewerage Department High rate Treatment Plant CHECKED
�- - - - - - -I CHECKED
DETAIL NSPH at Min Head Condition BY
NET POSITIVE SUCTION HEAD (NPSH) INVESTIGATION
NPSH. =Hbar+ Hstat-Hvap'Hf
where:
NPSHa = Net Positive Suction Head Available
Hbar= Barometric Pressure
HStat = Static Suction Head
HvaP = Fluid Vapor Pressure
Hf = Suction Friction Losses
Input the following information:
Altitude: 1950 ft
Water Temperature: I 701F
Pump Centerline Elev: 1936 ft
Minimum Wet Well Liquid Level: 1 1953.50 ft
Atmospheric Pressure: 32.10 ft (From Table below)
Specific Gravity: 0.998 (From Table below)
Barometric Pressure: 32.16 ft
Static Suction Head: 17.5 ft
Fluid Vapor Pressure: 0.890 ft (From Table below)
20176-115429 DATE 4/19/18
4/23/18 COMPUTED BY KED
Suction Friction Losses: 2.70 ft
NPSH Available: 46.07 ft
Rated NPSHr: 1.42 <= NPSHR from Mclanahan cutsheet at 750 gpm
Margin: 3135.56% 20% Requried in AOR
Adequate Margin:
PROPERTIES OF WATER
Table 1
Table 2
Altitude
(m)
Atmos.
Press. (m)
Altitude
(ft)
Atmos.
Press. (ft)
-304.8
10.73
-1000
35.2
-152.4
10.55
-500
34.6
0.0
10.34
0
33.9
152.4
10.15
500
33.3
304.8
10.00
1000
32.8
457.2
9.79
1500
32.1
609.6
9.60
2000
31.5
762.0
9.45
2500
31.0
914.4
9.27
3000
30.4
1066.80
9.09
3500
29.8
1219.20
8.90
4000
29.2
1371.60
8.78
4500
28.8
1524.00
8.60
5000
28.2
1676.40
8.41
5500
27.6
1828.80
8.29
6000
27.2
1981.20
8.14
6500
26.7
2133.60
7.99
7000
26.2
2286.00
7.84
7500
25.7
2438.40
7.68
8000
25.2
2590.80
7.53
8500
24.7
2743.20
7.41
9000
24.3
2895.60
7.26
9500
23.8
3048.00
7.13
10000
113.4
4572.00
5.85
10500
19.2
Table 4
Temp Abs. Vapor I Specific
90 1.60 0.995
100 2.20 0.993
110 1 3.00 1 0.991
1701 14.2 1 0.974
180 17.8 0.970
Table 3
Temp
(C)
Abs. Vapor
Press (m)
Specific
Gravity
0
0.61
1.000
5
0.87
1.000
10
1.23
1.000
15
1.70
0.999
20
2.34
0.998
25
3.17
0.997
30
4.24
0.996
40
7.38
0.999
50
12.33
0.988
60
19.92
0.983
70
31.16
0.978
80
47.34
0.9718
90
70.1
0.9653
100
101.33
0.9584
Table 4
Temp Abs. Vapor I Specific
90 1.60 0.995
100 2.20 0.993
110 1 3.00 1 0.991
1701 14.2 1 0.974
180 17.8 0.970

Smith
CLIENT Buncombe County
PROJECT Municipal Sewerage Department High rate Treatment
Plant
DETAIL Hydraulic Model - Schematic and Scenarios
Hydrocyclone to Sludge Blending Tank Results
Design Flow 2400 gpm
Conclusions
The sand recirculation pumps are modelled to pump to the high point in the hydrocyclones dicharge. At
that point, the model uses a fixed grade node to simulate the gravity flow from the high point to the Sludge
Blending Tank. The results above show a negative pressure at the fixed grade node, therefore there is
sufficient head from the high point to drive the flow to the Sludge Blending Tank at the design flow rate.
JOB NO. 20176-115429 DATE
DATE COMPUTED
CHECKED 4/23/18 BY
CHECKED
BY CSF
KED

CLIENT Buncombe County
JOB No.
20176-115429 DATE 4/19/18
CDM
Municipal Sewerage Department High rate Treatment
DATE
COMPUTED
PROJECT
4/23/18 KED
Plant
CHECKED
BY
Smith
DETAIL Hydraulic Model - Schematic and Scenarios
CHECKED
CSF
BY
Hydraulic Model - Schematic
Hydraulic Model - Scenarios
Scenar-os Li
—1- 4
E EJ Base
E-b1FM
6 2 FM
--EJ Dewatering

CDM
CLIENT
Buncombe County
JOB NO.
20176-115429
DATE 4/19/18
PROJECT
Municipal Sewarage Department High rate Treatment Plant
DATE
4/23/2018
COMPUTE KED
Smith
CHECKED
D By
DETAIL
Hydraulic Model - Components
CHECKED BY
CSF
Note: Values on these Tables were derived from running the Design Head Scenario
Hydraulic Model - Pump Table
Status
Hydraulic
Hydraulic Grade
Flow (Total)
ID
Label
Elevation (ft)
Pump Definition
Pump Head (ft)
(initial)
(Discharge) (ft) )
(gpm)
(Suction) (ft)
32
PMP -1
1,936.00
Mclanahan M3H-CR 6/5
Off
1,953.19
1,952.26
0
0
33
PMP -2
1,936.00
Mclanahan M3H-CR 6/5
On
1,952.24
2,030.78
831
78.54
34
PMP -3
1,936.00
Mclanahan M3H-CR 6/5
Off
1,953.36
1,977.74
0
0
99
PMP -4
1,936.00
Mclanahan M3H-CR 6/5
Off
1,953.36
1,977.74
0
0
100
PMP -5
1,936.00
Mclanahan M3H-CR 6/5
On
1,952.24
2,030.78
831
78.54
101
PMP -6
1,936.00
Mclanahan M3H-CR 6/5
Off
1,953.19
1,952.26
0
0
Hydraulic Model - Reservoir Table
ID
Label
Elevation (ft)
Zone Flow (Out net) (gpm)
Hydraulic
Grade ft
30
Clarifier 1
1953.50
<None> 831
1953.5
31
Clarifier 2
1953.30
<None> 831
1953.5
90
ste Sludge PS Wet
1939.50
<None> 1005
1939.5
174
R-6
1965.00
<None> 0
1965
175
R-7
1965.00
<None> -831
1965
176
R-8
1965.00
<None> 0
1965
225
R-13
1965.00
!None! 0
1965
226
R-14
1965.00
<None> -831
1965
228
R-16
1965.00
<None> 0
1965

Smith
CLIENT
PCD ROJECT
DETAIL
Bumcombe County
Municipal Sewerage Department High rate Treatment Plant
Hydraulic Model -Pipe Table
Job No.
DATE
CHECKED
CHECKED BY
20176-115429
4/23/2018
CSF
DATE
COMPUTED BY
4/19/18
KED
Hydraulic Model - Pipe Table
ID
Label
Length
(Scaled)
(ft)
Start Node
Stop
Node
Diameter
(in)
Material
Hazen-
Williams C
Minor Loss
Coefficient
(Derived)
Flow (gpm)
Velocity (ft/s)
Headloss
Gradient
(ft/ft)
Length
(User
Defined))
(ft)
39
P-3
72
J-2
PMP -1
8
Ductile Iron
140
1.56
0
0
0
6
41
P-4
38
J-2
J-3
8
Ductile Iron
140
0.6
831
5.3
0.055
6
44
P-6
170
J-1
PMP -3
8
Ductile Iron
140
1.26
0
0
0
6
45
P-7
56
PMP -2
J-3
8
Ductile Iron
140
1.26
-831
5.3
0.103
6
47
P-8
59
PMP -3
J-5
8
Ductile Iron
140
1.14
1 0
0
0
44
61
P-9
233
J-5
GPV-4
8
Ductile Iron
140
1.38
0
0
0
71
65
P-11
30
GPV-4
R-16
6
Ductile Iron
140
0.6
0
0
0
1
67
P-12
36
PMP -2
J-9
8
1 Ductile Iron
140
1.11
831
5.3
0.027
30
69
P-13
220
J-9
GPV-5
8
Ductile Iron
140
1.38
831
5.3
0.02
68
71
P-14
31
GPV-5
R-14
6
Ductile Iron
140
0.6
831
9.43
0.874
1
73
P-15
34
PMP -1
J-12
8
Ductile Ironi
140
1.14
0
0
0
36
75
P-16
207
J-12
GPV-6
8
Ductile Iron
140
1.38
0
0
0
69
77
P-17
31
GPV-6
R-13
6
Ductile Iron
140
0.6
1 0
0
0
1
79
P-18
55
J-77
J-15
8
Ductile Iron
140
1.23
0
0
0
12
83
P-20
23
J-15
J-17
14
Ductile Iron
140
0.3
-1,200
2.5
0.011
3
85
P-22
60
J-76
J-17
8
Ductile Iron
140
1.23
600
3.83
0.03
12
87
P-23
20
J-17
J-18
14
Ductile Iron
140
0.3
-600
1.25
0.003
3
88
P-24
785
J-79
J-66
16
Ductile Iron
140
1.2
2,400
3.83
0.007
70
89
P-25
59
J-75
J-18
8
Ductile Ironj
140
1.23
600
3.83
0.03
12
96
P-28
43
J-19
J-21
8
Ductile Iron
140
0.6
-831
5.3
0.055
6
102
P-30
162
PMP -4
J-22
8
Ductile Iron
140
1.26
1 0
0
0
6
103
P-31
63
J-19
PMP -5
8
Ductile Iron
140
1.26
831
5.3
0.103
6
104
P-32
95
J-21
PMP -6
8
Ductile Iron
140
1.56
0
0
0
6
106
P-33
52
PMP -4
J-23
8
Ductile Iron
140
1.14
0
0
0
44
108
P-34
38
PMP -5
J-24
8
Ductile Iron
140
1.11
831
5.3
0.028
29
110
P-35
33
PMP -6
J-25
8
Ductile Iron
140
1.14
0
0
0
37
112
P-36
188
J-25
GPV-3
8
Ductile Ironj
140
1.38
0
0
0
71
114
P-37
192
J-24
GPV-2
8
Ductile Iron
140
1.38
831
5.3
0.02
69
116
P-38
191
J-23
GPV-1
8
Ductile Iron
140
1.38
0
0
0
73
118
P-39
33
GPV-3
R-6
6
Ductile Iron
140
0.6
0
0
0
1
120
P-40
32
GPV-2
R-7
6
Ductile Iron
140
0.6
831
9.43
0.874
1
124
P-42
33
GPV-1
R-8
6
Ductile Iron
140
0.6
0
0
0
1
126
P-43
69
J-74
J-33
8
Ductile Iron
140
1.23
0
0
0
12
130
P-45
19
J-33
J-35
14
Ductile Iron
140
0.3
-1,200
2.5
0.011
3
132
P-47
68
J-73
J-35
8
Ductile Ironj
140
1.23
600 1
3.83
0.03
12
134
P-48
21
J-35
J-36
14
Ductile Iron
140
0.3
-600
1.25
0.003
3
135
P-49
1259
J-36
J-66
12
Ductile Iron
140
1.5
N/A
N/A
N/A
170
136
P-50
72
J-70
J-36
8
Ductile Iron
140
1.23
600
3.83
0.03
12
149
P-55
96
: Sludge PS W
PMP -7 1
12
Ductile Iron
140
0.81
2,710
7.69
0.088
10
150
P-56
71
9 Sludge PS W
PMP -8
12
Ductile Iron
140
0.81
0
0
0
10
151
P-57
78
3 Sludge PS W
PMP -9
12
Ductile Iron
140
0.81
2,696
7.65
0.087
10
153
P-58
39
PMP -7
J-41
10
Ductile Iron
140
0.9
N/A
N/A
N/A
5
155
P-59
41
PMP -8
J-42
10
Ductile Ironj
140
1.5
N/A
N/A
N/A
5
157
P-60
40
PMP -9
J-43
10
Ductile Iron
140
1.5
N/A
N/A
N/A
5
158
P-61
47
J-41
J-42
12
Ductile Iron
140
0.6
N/A
N/A
N/A
7
159
P-62
71
J-42
J-43
18
Ductile Iron
140
0.3
N/A
N/A
N/A
7
161
P-63
262
J-43
J-50 1
18
Ductile Iron
140
0.9
N/A
N/A
N/A
100
163
P-64
179
J-50
J-45
18
Ductile Iron
140
0.3
N/A
N/A
N/A
50
165
P-65
58
J-45
ivity,Thickni
14
Ductile Iron
140
1.86
2,710
5.65
0.017
90
167
P-66
56
J-50
J-47
18
Ductile Iron
140
0.6
N/A
N/A
N/A
100
169
P-67
59
J-47
ivity,Thickni
14
Ductile Ironj
140
1.86
2,696
5.62
0.017
90
173
P-68
38
J-66
J-49
12
Ductile Iron
140
0
-2,000
5.67
0.008
1
189
P-69
71
PMP -9
J-51
10
Ductile Iron
140
3.06
2,696
11.01
0.418
15
191
P-70
73
PMP -8
J-52
10
Ductile Iron
140
3.06
0
0
0
15
193
P-71
75
PMP -7
J-53 1
10
Ductile Iron
140
3.06
2,710
11.07
0.422
15
194
P-72
44
J-53
J-52
16
Ductile Iron
140
0.36
0
0
0
10
195
P-73
69
J-52
J-51
16
Ductile Iron
140
0.36
0 1
0
0
10
202
P-76
264
J-56
J-47
16
Ductile Iron
140
0.6
2,696
4.3
0.004
210
209
P-80
243
J-65
J-45
16
Ductile Ironi
140
0.6
2,710
4.32
0.005
90
240
P-87
26
J-66
Sludge PS
18
Ductile Ironj
140
0.9
4,400
5.55
0.076
6
269
P-93
24
J-1
J-80
8
Ductile Iron
140
1.2
0
0
0
3
270
P-94
27
J-80
J-2
10
Ductile Iron
140
0.9
831
3.39
0.057
3
271
P-95
90
J-80
Clarifier 1 1
10
Ductile Iron
140
0.3
-831
3.39
0.006
22
274
P-96
20
J-21
J-81
10
Ductile Iron
140
0.9
-831
3.39
0.057
3
275
P-97
26
J-81
J-22
8
Ductile Iron
140
1.2
0
0
0
3
276
P-98
91
Clarifier2
J-81
10
Ductile Iron
140
0.3
831
3.39
0.006
22
278
P-99
250
J-33
J-82
14
Ductile Iron
140
2.4
1,200
2.5
0.005
70
279
P-100
37
J-82
J-15
14
Ductile Ironj
140
1.8
-1,200
2.5
0.014
14
281
P-101
216
J-82
J-79
16
Ductile Iron
140
0.6
2,400
3.83
0.011
17
285
P-102
24
J-51
J-84
16
Ductile Iron
140
0.6
2,696
4.3
0.025
8
286
P-103
36
J-84
J-56
14
Ductile Iron
140
0.6
2,696
5.62
0.016
30
288
P-104
27
J-53
J-85
16
Ductile Iron
140
0.6
2,710
4.32
0.038
5
289
P-105
29
J-85
J-65
14
Ductile Iron
140
0.9
2,710
5.65
0.021
30

French Broad WRF,
Metropolitan Sewerage District of Buncombe County,
Asheville, North Carolina
4
I F UR
ACTIFLO° Pilot Study
"Preliminary" Report
Pilot Testing Period:
December 1St — December 19th, 2014
Kruger, Inc.

ACTIFLO° Pilot Test Report Kruger, Inc.
Buncombe County MSD, Asheville, NC French Broad WRF February 2015
Contents
ExecutiveSummary.................................................................................................................................3
1. Introduction........................................................................................................................................6
1.1 ACTIFLO Process Description.........................................................................................................6
1.2 ACTIFLOa, Pilot Unit Descriptions....................................................................................................7
1.3 Coagulant Chemical Data............................................................................................................... 8
1.4 Polymer Chemical Data.............................................................................................................8
1.5 Micro -Sand Data.................................................................................... ... .......................... 8
1.6 Chemical Dose Calculations................................................... .... ........ . .......................... 9
1.6.1 Polymer Dose........................................................... ..................................................... 10
1.6.2 Coagulant Dose ...................................................... ............ .. 10
..............................
1.6.3 Mol of Metal Dosed/Mol of Phosphorus Re ........................................................ 10
1.7 Field Instrument Calibrations ........................'......... ....... ............................................11
2.0 ACTIFLO Pilot Study Background ..................... ...�:........ ......................................................12
2.1 Pilot Testing Objectives ............... 12
2.2 Sampling Scheme .........................................................................................................12
2.3 Pilot Plant Layout.......... .......... ...
.................................................................................13
a
3.0 ACTIFLO' Aluminum Sulfate Testing and Performance.....................................................................16
3.1 Coagulant OptimizatAlk...I.........................................................................................................16
3.2 Polymer Optimization.................................................................................................................. 18
4.0 ACTIFLO Pilot Test Results.............................................................................................................. 19
4.1 Average Design Flow....................................................................................................................................19
4.2 Maximum Monthly Flow..............................................................................................................................21
4.3 Dry Weather Diurnal Flow...........................................................................................................................23
4.4 Dry Startup Simulation.................................................................................................................................24
4.5 Parallel Ballasted and Non Ballasted Flocculation....................................................................................24
4.6 Additional Test Analysis.............................................................................................................................25
4.6.1 Lower Dose Analysis..............................................................................................................................25
4.6.2 Clarifloc C-3272 Analysis.....................................................................................................................27
4.6.3 Extended Runs at 80 gpm/ft' Testing................................................................................................28
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
1

ACTIFLO® Pilot Test Report Kruger, Inc.
Buncombe County MSD, Asheville, NC —French Broad WRF February 2015
5.0 Results and Conclusions..................................................................................................................................29
Conclusions....................................................................................................................................... 29
Appendix A: Kruger Lab Analysis Data.................................................................................................... 30
Appendix B: Pace Analytical Laboratory Analysis Data........................................................................... 33
t�
oma.
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
2

ACTIFLW Pilot Test Report Kruger, Inc.
Buncombe County MSD, Asheville, NC French Broad WRF February 2015
Executive Summary
The ACTIFLO° pilot testing was conducted at the Metropolitan Sewerage District (MSD) of Buncombe
County's French Broad River Water Reclamation Facility (WRF) from December 1s' — December 191"
2014. The French Broad WRF currently employs rotating biological contactor (RBC) as their primary
biological process, with no primary treatment. In order to extend the life and improve the operation
and maintenance of the existing RBC system, MSD in considering the addition of primary clarification at
the facility to further reduce the amount of solids entering the RBC system. Additionally, due to a
limited amount of space within the existing facility, high rate primary clarification is being considered
due to the technologies small footprint.
The purpose of the pilot test was for HDR Charlotte and MSD to evaluate the following parameters:
➢ The ACTIFLO System could meet the pilot test goals: 80% removal of influent TSS and produce
effluent with Ortho -Phosphorus greater than 1.0 mg/I throughout various flow rate conditions
seen by the facility. These various flow rate scenarios of peak, average, and minimal flow tested
the ACTIFLO System's ability to perform throughout a range of system retention times from 6 —
18 minutes and hydraulic loading rates (HLR) from 24 gpm/sf — 80 gpm/sf. During the pilot test
MSD asked that operations be further optimized to target 70% removal of influent TSS rather
than HDR's initial protocol of 80% removal;
➢ To ensure the performance proven proposed ACTIFLO System full scale design of 70 gpm/sf at a
peak flow of 80 MGD would fit into the limited amount space within the facility;
➢ To evaluate the annual operating cost of the ACTIFLO System at daily average flow based on the
operating conditions and performance during the pilot test.
The pilot set up incorporated 3 mm screens to remove debris from the primary influent prior to entering
the ACTIFLO pilot unit. The chemical dosing regimen used during the pilot test consisted of dosing
aluminum sulfate into the screened primary influent water prior to entering the coagulation tank and
dosing anionic flocculent aid polymer (Hydrex 3596) into the maturation tank with the sand return.
During the start up of the pilot unit, the system was charged with ballast material of 130 um microsand.
Screened raw water and ACTIFLO effluent water was sampled and analyzed throughout the testing
protocol's various conditions to determine the removal rates of various parameters: Total cBOD, soluble
cBOD, TSS, VSS, TKN, NH3-N, Total Phosphorous, Ortho -Phosphorous, Alkalinity, COD, and soluble COD.
Additionally, system sludge samples were collected and analyzed for Total Solids and Total Volatile
Solids
The ACTIFLO° Process was able to meet the pilot test goals of greater than 70% and 80% removal of
primary influent TSS and an produce an effluent Ortho -Phosphorous greater than 1.0 mg/I throughout
most of the test scenarios. Table 1 below summarizes the HDR Charlotte pilot test scenarios and the
scenarios added by HDR Charlotte, MSD, and Kruger during the pilot test. Table 2 below summarizes the
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
3

ACTIFLW Pilot Test Report
Buncombe County MSD, Asheville, NC —French Broad WRF
Kruger, Inc.
February 2015
performance results of each scenario for TSS and Ortho -Phosphorous. The data summary for all
scenarios and parameters can be found in Appendix A.
➢ Aluminum Sulfate doses of 20 mg/I — 53 mg/I produced TSS removals of between 79% -
93%, with 20 mg/I being the optimum dose to achieve just over the revised target of
70% removal at a HLR of 80 gpm/sf;
➢ Aluminum Sulfate doses of 10 mg/I — 47 mg/I produced effluent with Ortho -Phosphorus
between 4.4 mg/I and 1.1 mg/I, with the optimum dose for TSS removal of 20 mg/I
producing an effluent with Ortho -Phosphorous of 4.5 mg/I at a HLR of 80 gpm/sf.
➢ A consistent flocculent aid polymer dose of 1.2 mg/I was dosed throughout the testing
scenarios. On the last day of pilot operations, the French Broad WRF's sludge polymer
was dosed as the flocculent aid polymer to determine if it would produce effluent
quality that met the pilot test goals. A dose of 2.5 mg/I produced TSS removals of 65%
and effluent with Ortho -Phosphorous of 2.2 mg/I ;
➢ The full scale 2 x 40 MGD ACTIFLO System will fit into a footprint of less than 4,000
square feet with a SWD of 21'. This footprint will allow the ACTIFLO System to fit into
the available space allocated for the high rate primary clarification system at the French
Broad WRF;
➢ Treating an average daily flow of 25 MGD to the target performance goals of 70%
removal of TSS and effluent with Ortho -Phosphorous greater than 1.0 mg/I, would only
require that one of the proposed 40 MGD ACTIFLO System's trains be in operation.
Based on one 40 MGD train in operation; dosing 20 mg/I of aluminum sulfate; 1.2 mg/I
of flocculent aid polymer; and sand usages of 2 g/m3, the estimated operating cost of
the ACTIFLO System for high rate clarification at the French Broad WRF would be
$640,000.
Table 1: Pilot Study Protocol Schedule
Condition
Scenario description A
B
C
Average design flo,,v 23 MGD Lok, - Dose
Average Dose
Maximim Do—
Ramp up from average daily flo.rto maximium monthly flo.v 23MGD
40 MGD
x
3 Dry ,veather diurnal flo.v simulation 20 MGD
12 MGD
28 MGD
— Dry startup simulation 23 MGD
30 MGD
=C MGD
3 Dara IleI ballasted and non ballasted flocculation 23 MGD
x
x
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
4

ACTIFLO® Pilot Test Report
Buncombe County MSD, Asheville, NC -French Broad WRF
Table 2: Summary of Analytical Results: OP, cBOD, and TSS
Kruger, Inc.
February 2015
Scenario
Irif OP
��i L
(mg/ )
Eff OP
r�� L
{ F )
Inf CBOD
m L
{ gf j
Eff CBOD
(nid[-)
{ d)
InfTSS
m L
g/)
Eff TSS
m L
g{
TSS %
Removal
2.8
1.2
241 4
50.1
242
31
87.2
2.8
1.1
260
91.7
224
47.7
78.7
_-C
2.9
0.54
215
76.9
220
25.5
88.4
2 A
2.2
0.96
179
43.1
188
21.2
88.7
2-B
2.1
1.1
169
33
202
24
88.1
3-A
2.7
1.1
1 195
1 51.7
184
32 1
82.6
3-B
2.4
0.72
100
34.6
194
23.2
88.0
3-C
2.2
1
91.4
31.9
194
16.9
91.3
4-A
Test Scenario Abandoned
4-B
-C
-A
I - s
1 2.8
231.4
88.5
190
-9 ,
: J 3
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.

ACTIFLW Pilot Test Report Kruger, Inc.
Buncombe County MSD, Asheville, NC French Broad WRF February 2015
1. Introduction
1.1 ACTIFLO® Process Description
The ACTIFLO® process is a high performance and compact clarification system using micro -sand ballasted
flocculation and settling. A coagulant is added to the raw water prior to the coagulation tank, where it is
mixed for a period of time that depends on the flow rate. The water then overflows into the maturation
tank where micro -sand and polymer are added. The micro -sand provides a large contact area and acts
as ballast, therefore accelerating the settling of the precipitate. The destabilized suspended solids will
bind to the micro -sand particles via polymer bridges. Increased mixing energy from the addition of a
draft tube surrounding the maturation mixer continues to enhance coagulation of the newly formed
flocculated particles (floc.) Particles agglomerate and grow into high-density floc known as micro -sand
ballasted floc. The flocculated particles then flow with the water under the stilling baffle of the
maturation tank and up into the last tank, known as the settling tank. In the settling tank the floc settles
rapidly to the bottom. The efficiency of settling is further increased by the use of inclined lamella tubes.
The sludge/micro-sand mixture collected at the bottom of the settling tank is pumped to hydrocyclones
where the sludge is separated from the micro -sand by the centrifugal force of the vortex action. The
recovered clean micro -sand is then recycled to the maturation tank and the separated sludge is
continuously discharged. The ACTIFLO® process offers a high degree of flexibility. It has a very short
start up time and reaches steady state quickly. It also can accommodate high variations in flow rate.
Additionally, the use of micro -sand allows the process to handle sudden variations in water quality such
as turbidity, color, and/or temperature.
Sludge
HYDROCYCLONE
Microsand Salfasted flocs to Hydrocyclone
Coagulant Polymer
Mi�rasand
Ba�7e �
ter
J
m
COAGULATIONTANK FLOCCULATION TANK 5ETTLING TANK WITH
WITH TURBOMIx'M LAMELLA AND SCRAPER
Figure 1: ACTIFLO® Process Diagram
Cfaried Water
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
0

ACTIFLO® Pilot Test Report
Buncombe County MSD, Asheville, NC -French Broad WRF
1.2 ACTIFLO® Pilot Unit Descriptions
Notes:
Table 3: ACTIFLO® Pilot Unit Specifications
Kruger, Inc.
February 2015
ACTIFLO Turbo Pilot Unit Specifications Unit Dlt
Value
Unit
isz Coagula#inn Ta nk
Volume of ist Coagulation Tank
200
gal
Length
30
Mn
Height
53
in
Width
?9
in
2nd Coagu lation Tank
VoIurrle of 2nd Coagulation Tank
207
gal
Length
30
in
Height
53
in
Wilcth
30
1n
Maturation Tank
1.6
4.3
Volume Qf Mat ura#ion Tank
1513
gal
Length
45
in
Height
53
1 n
Wildth
59
1 n
Settling Tanl�
1.1
1.2
Vin lurine8fsettIingTank Iapproximateh :EOr%ofmaturation tanxj
49C
gal
5urfaceArea ofsett IIn Tank
15
80.1
Htirdrocyclone
R@Circul-stionRate
.3
gprn
overflow I Sludge japproximnately of Recireulation Ratep
14.4
gpm
Underflow /Sand Slurry (approximately 2u% of Recirculation Rate)
3.5 11
lopm
Krebs Hyc
ACTI F LO
fOr an 80/20 split by volume (sludge/underflow); standard for
IFLO® Pilot Unit Hydraulic Retention Times
Flow Rate
GPM
Recirculation
Rate GPM
Rhe Rate
mfft�
Coagulation i
min
minin
Coagulation77.6
ration
Settling
min
Total HI
rnlin
33
15
7
6.i
6.3.6
14.8
43.5
81
15
23.5
2.5
2.6
6
18.7
127
15
39.4
1.6
1.6
4.3
3.9
11.9
145
15
45.6
1.4
1.4
4.2
3.4
10.4
174
15
55.6
1.1
1.2
3.5
2.8
8.6
245
15
80.1
0.8
0.8
2.5
2
6.1
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ACTIFLW Pilot Test Report Kruger, Inc.
Buncombe County MSD, Asheville, NC French Broad WRF February 2015
1.3 Coagulant Chemical Data
The coagulants evaluated during the pilot study were as follows:
• Aluminum Sulfate [Al2(SO4)3 *14 HZO) (48 % wt./wt. active, S.G. = 1.33)
Coagulant doses were calculated using the above percent activity and specific gravity. All doses are
based on weight of product per volume of water treated (dose = mg/L HZO treated).
1.4 Polymer Chemical Data
The polymer evaluated during the pilot study is as follows: ** `
• Hydrex 3596 (Dry Polymer—Anionic— Product of CrownAtions)
The polymer was dosed as a 0.10% solution using non -potable water (1 gram of dry polymer / 1 liter
dilution water).
1.5 Micro -Sand Data
The micro -sand utilized during the pilot study was #65 (effective size 134 µm, uniformity coefficient
1.69) manufactured by Manley Brothers of Indiana, Inc.
The micro -sand concentration is to be monitored to ensure the designed micro -sand concentration is
withheld. The recycle rate is typically designed for a flow rate of 3-8% of the ACTIFLO® process influent;
however, this may vary depending on the application. The hydrocyclone splits the influent slurry with
20% returning to the system, called the underflow, and 80% going out as sludge, called the overflow.
Sampling is performed using a graduated cylinder (see diagram below) to capture 1 -Liter of underflow
from the hydrocyclone apex. The micro -sand should be allowed to settle out in the cylinder for 60
seconds. Once settled, the volume of the sand can be measured.
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ACTIFLW Pilot Test Report
Buncombe County MSD, Asheville, NC —French Broad WRF
Influent -
Hydrocyclone
Overflow
(sludge)
Underflow
(sand recirc)
ated
Cylinder
Figure 2: Hydrocyclone Sampling Diagram
Kruger, Inc.
February 2015
The micro -sand concentration is calculated using the bulk density of the micro -sand (1.77 g/mL), the
volume of micro -sand that settled out in the cylinder, and the total sample volume (1 Q. The ACTIFLO®
process influent and hydrocyclone influent flow rates are also needed for the calculation. The micro -
sand concentration is calculated using the formula below.
C = VS �c QR �c X * —1.77— g =
VT QJ 100 mL L
Where:
C - Micro -Sand concentration g/L
VT - Total sample volume, L
Vs - Volume of the settled micro -sand after 60 -seconds, mL
QR - Hydrocyclone flow rate, gpm
Q, - Influent flow rate, gpm
X - Recycle percentage, % (If 20%, then X = 20)
1.6 Chemical Dose Calculations
All chemical dosages are measured by performing draw -downs on calibration columns. A draw -down is
the measured volumetric flow rate of the chemical being dosed into the system. Draw -downs (mL/sec)
require an accurate measuring cylinder or column and a stopwatch. With the chemical in the column,
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ACTIFLW Pilot Test Report Kruger, Inc.
Buncombe County MSD, Asheville, NC French Broad WRF February 2015
the chemical is drawn out at the desired pump speed for at least 1 minute (the longer the draw -down
the more accurate the result).
1.6.1 Polymer Dose
First, the concentration of the batched polymer has to be calculated. This is done on either a mass or
volume basis. For example, if the polymer is mixed 3 grams dry polymer per 1 L or 3 mL (emulsion) per 1
L water, then the polymer concentration is 0.3%. In order to calculate the polymer dose the draw -down
(mL/min) and influent flow rate (M3 /hr) are needed. The polymer dose rate is calculated using the
formula below.
XP =
C* 1000mg * Qp * 3600 sec
g QI hour
lm3
1000L
Where:
Xp - Polymer dose, mg/L
C - Concentration of polymer solution, g/L
Qp - Polymer feed rate, mL/sec
Influent flow rate m3 hr
1.6.2 Coagulant Dose
�
„v
The coagulant dosage takes into account the percent activity and the density of the compound. The
ACTIFLO® process influent flow rate (M3 /hr) and the measured draw -down (mL/sec) are also needed in
the calculation. The coagulant dose rate is calculated using the formula:
Where:
XC _
C * * 1000mg * Qc * 3600sec
100 P g QI hour
lm3
1000L
Xc -
Coagulant Dose, mg/L
C -
Activity of coagulant, % (if 30%, then C = 30)
p -
Density of coagulant, g/mL
QC -
Coagulant feed rate, mL/sec
Q, -
Influent flow rate, M3 /hr
1.6.3 Mol of Metal Dosed/Mol of Phosphorus Removed
m�L
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ACTIFLW Pilot Test Report
Buncombe County MSD, Asheville, NC —French Broad WRF
Kruger, Inc.
February 2015
The mols of metal dosed/mols of phosphorus removed is an equation used for analysis purposes to help
with the comparison of sludge recycle and non -sludge recycle samples. The ratio is calculated using the
following formula:
C, *X
MWM _ mol metal dosed
CPinf — CPeff mol P removed
Where:
C1 = coagulant dose (mg/L)
MWM = molecular weight of metal ion (gram/mol)
Cpi,,f—Cpeff= amount of P removed (mg/L)
MWp = molecular weight of P (gram/mol)
X = conversion factor for metal ion weight vs. coagulant weight
For Aluminum Sulfate: 0.04 4 --
\� N
1.7 Field In
molecular weight of Al
molecular weight of Alz (SO4)3 *14H20
• The bench top turbidimeter Mach Model 2100N) was calibrated using the Stabcal method found
on pages 20 — 23 of the Hach Manual for 2100N; the same standards were used periodically
throughout the study to check the instrument's calibration.
• The bench top pH meter (ORION 2 Star pH Bench top — Sn 800236) was calibrated using the
recommended method on page En -27; this is a three point manual calibration buffer method
• The on-line pH meters (GLI International Model 53P) were calibrated using the recommended
method in Sections 5.2 on pages 58-67 of the instruction manual.
• The on-line influent/effluent turbidimeters (SOLITAX sc) were calibrated using the
recommended calibration method, which can be found on pages 37-39 of the Hach Company
Manual for SOLITAX sc turbidimeters.
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ACTIFLW Pilot Test Report Kruger, Inc.
Buncombe County MSD, Asheville, NC French Broad WRF February 2015
2.0 ACTIFLO® Pilot Study Background
2.1 Pilot Test Objectives
The pilot test results would serve as a guideline for the operations of a potential full-scale high rate
clarification ACTIFLO® System. Therefore the operating scenarios set forth by HDR's pilot test protocol
dictated the HLR and hydraulic retention times (HRT) mimic the design of the proposed 40 MGD
ACTIFLO Train.
The Pilot Test Objectives for the ACTIFLO' System were to:
• Optimize the doses of aluminum sulfate and anionic flocculent to meet the pilot test goals of
80% TSS removal, later revised to 70% removal of TSS by HDR and MSD, and produce effluent
with Ortho -Phosphorous greater than 1 mg/I;
• Prove the design parameters of the proposed full scale ACTIFLO System including retention
times; hydraulic loading rate; establish coagulant, polymer, and microsand doses to estimate
annual operating costs; determine waste volumes and concentrations; and establish a
budgetary ACTIFLO System price.
2.2 Sample Location & Analys
%
As a quick system check throughout the entire pilot test, including optimization and the various test
scenarios, screened primary influent and ACTIFLO Pilot Unit's effluent were analyzed online and regular
grab samples were analyzed in Kruger's pilot lab for pH, turbidity, Ortho -Phosphorous, Total
Phosphorous, and temperature.
Additionally, composite samplers were used to sample over the course of one hour during each test
scenario. After the 30 minute change and stabilization process, either MSD or Kruger pilot engineers
would start the composite samplers. The screened primary influent sampler's suction line was mounted
in a collection tank after the 3 mm fine screen. The ACTIFLO Pilot Unit's sampler was mounted in the
effluent collection trough. All data found in Appendix A was analyzed by MSD's onsite lab, Pace
Analytical.
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ACTIFLW Pilot Test Report Kruger, Inc.
Buncombe County MSD, Asheville, NC French Broad WRF February 2015
The influent and effluent parameters measured consisted of the following: (add soluble cBOD, COD,
soluble COD,
Table 5: Lab analysis responsibility summary
Kruger Lab Analysis Pace Lab Analysis Pace Lab Method
pH
C3OD
SM 52103
Turbidity
TSS/VSS
SM 254CD
Ortho Phosphate
Ortho Phosphate
SM 4.500-P E
Total Phosphate
Total Phosphate
EPA 365.1
Temperature
Ammonia
EPA 350.1
T{N
EPA 351.2
.Ikalinity
ISM 2320B
All field data can be found in Appendix A and Appendix B
2.3 Pilot Plant Layout
The ACTIFLO® pilot unit was set up adjacent to the RBC contactor basin #1 at the French Broad WRF
(shown in Figure 3). A submersible pump was installed into basin #1 to provide water to the ACTIFLO
Pilot Unit. The pump was connected to a 3 mm drum screen and collection tank to screen out debris
from the WRF's primary influent. Another submersible pump was installed into the collection tank to
provide screened primary influent to the ACTIFLO° pilot unit. Aluminum Sulfate was dosed into the
pilot's influent line on the inside of the pilot unit before entering the coagulation tank. Flocculent aid
polymer was dosed into the maturation tank with the underflow of the hydrocyclone/microsand return.
Figure 4 shows the fine screen and collection tank that was used to remove debris from the WRF's
primary influent water. Figure 5 shows the set up of the ACTIFLO® pilot trailer.
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ACTIFLO® Pilot Test Report Kruger, Inc.
Buncombe County MSD, Asheville, NC —French Broad WRF February 2015
Figure 4: Fine screen and Collection Tank Setup
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ACTIFLO® Pilot Test Report
Buncombe County MSD, Asheville, NC —French Broad WRF
Kruger, Inc.
February 2015
Figure 5: Pilot Trailers Setup
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ACTIFLW Pilot Test Report
Buncombe County MSD, Asheville, NC -French Broad WRF
Kruger, Inc.
February 2015
3.0 ACTIFLO® Performance during Coagulant and Polymer Optimization
The high rate clarification ACTIFLO® System was optimized during the first week of operations to
determine the best aluminum sulfate dose (alum) and flocculent polymer dose (Hydrex 3596) for
meeting the pilot test goals. Results from this optimization were used to establish a starting point for
the various pilot protocol test scenarios.
3.1 Aluminum Sulfate Optimization
During the alum optimization, the range of doses tested yielded effluent with pH ranging from 6.7 - 6.9,
so it was determined no pH adjustment would be necessary. The range of alum doses were selected
based on removing 80% of the turbidity from the screened primary influent and keeping the effluent
Ortho - Phosphorous (OP) above 1.0 mg/I while operating at HLRs of 50 and 80 gpm/sf . During the
optimization, grab samples were analyzed in the pilot unit's lab using the HACH DR 4000. The
optimization results are shown below in Table 6 and Figures 6 & 7.
Table 6: Aluminum Sulfate Optimization Results
Flow)gpm)
Rise Rate
2
(gpmlft)
Polymer
Dose
pose
(mlimin)
Dose
OeL)
dose
(mLlmin)
Alun? dose
(mdL)
dose of
AI (mg/L)
pH
inf eff
NTLI
inf eff
Ortho -P )mg/L)
inf eff
niol of AL
doselmol
_6C
H
3596
605
1
A14Sa4j3
38
40
1.82
7.16
6,93
108
17.7
3 37
_ 31.
__3
245
8C
930
1.46
59
40
1.82
7.14
6.8
243
9.84
4.42
0.853
C 38
51
35
1.59
7.18
6.9
133
11.2
3.8
1.23
C 7_
43.9
30
1.36
7.23
6.92
117
16.7
3,95
_.99
0.80
65,8
45
2.04
7.14
6.79
107
6.9
3.81
0,401
0,69
160
50
3596
605
1
Al2(SC)4)3
38
40
1.82
7.15
6.9
157
25.9
3.87
1.36
0.83
47.8
SC
2.27
7.21
6.93
144
12.3
3.72
1.05
0.98
39,8
1 60
1 2.72
1 7.19
1 6.88
1 133
1 9.1
1 3.62
1 0.473
1 0.99
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16

ACTIFLO® Pilot Test Report
Buncombe County MSD, Asheville, NC —French Broad WRF
5
4.5
4
3.5
3
J
2.5
2
1.5
1
0.5
0
4.5
4
3.5
3
J
2.5
2
1.5
1
0.5
0
30 35 44 45
Alum Dose (mg/L)
Figure 6: Alum Optimization
Kruger, Inc.
February 2015
■Influent Ortho Phosphate
■Effluent Ortho Phosphate
— — 1.0mg/L
goal
�mg/1ly andN8O/ft2
40 40 50 60
Alum Dose (nig/L)
■Influent Ortho Phosphate
■Effluent Ortho Phosphate
— — 1.0 mg/L
goal
Figure 7: Alum Optimization Curve, at 1.4 mg/L polymer and 50 gpm/ft2
Data in Table 6 and Figure 6, shows that the an alum dose of 35 mg/I was the best dose for producing an
effluent with >1.0 mg/I Ortho -Phosphorous, on this optimization day at a HLR of 80 gpm/sf. Higher
doses of 40 and 45 mg/I reduced the Ortho -Phosphorous to > 1.0 mg/I. The following optimization day
at a HLR of 50 gpm/sf, an alum dose of 40 mg/L proved to be the best dose for producing an effluent
with >1.0 mg/I Ortho -Phosphorous, shown in Figure 7.
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ACTIFLW Pilot Test Report
Buncombe County MSD, Asheville, NC -French Broad WRF
3.2 Polymer Optimization
Kruger, Inc.
February 2015
Once the optimum alum dose was selected, various polymer doses were tested to determine the best
range for meeting the test goals. An anionic flocculent polymer was dosed throughout a small range,
from 1.0 - 1.5 mg/I, at 50 gpm/sf. There was little difference observed in TSS and Ortho -Phosphorous
removal, as shown in Table 7 and Figure 8.
Table 7: Polymer Optimization Results
Flow
(gpm]
Rise Rate
m fL
Polymer
Dose Dose
(ml/min)
Dose
(mg/L)
Dose
(mLf min)
Dose
(mg/L)
Dose of
Al (mg/L)
pH
Inf Eff
NTU
Inf
Eff
Crtlio-P (mg/L]
Inf Eff
mol of AL
dose/mol of P
_6C
5C
3596
6C5
_
Al2j80=3
38
40
1.82
1.15
6.9
157
25.9
3.87
1.36
0.33
47.3
50
2.27
7.21
6.93
144
12.3
3.72
1.05
0.98
59.8
60
2.72
7.19
6.88
133
9.1
3.62
0.473
0.99
800
1.25
38
40
1.82
7.14
6.96
108
19
4.02
1.98
1.02
954
1.5
40
1.82
7.28
6.97
120
14.6
3.9
1.83
1.01
605
1
48
50
2.27
7.04
6.82
155
13.6
4.02
1.86
1.21
800
1.25
50
2.27
6.31
13.5
1.99
59.8
1 60
1 2.72
1 7.11
1 6.81
1 133
1 10.3
1 4.13
1 1.06
1 1.02
4.5
4
3.5
3
J 2_5
E 2
1.5
1
0.5
0
1 1.25 1.5
Hydrex3596 Dome [mg/L�
■Influent Ortho -Phosphate
■Effluent Ortho -Phosphate
1.0 mgf L
goal
Figure 8: Polymer Optimization Curve, at 1.0 -1.5 mg/I of polymer and 50 gpm/ft2
Data in Table 7 and Figure 8, shows that a polymer dose of 1.2 mg/I was the best dose for producing an
effluent with >1.0 mg/I Ortho -Phosphorous, on this optimization day at a HLR of 50 gpm/sf.
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In

ACTIFLW Pilot Test Report
Buncombe County MSD, Asheville, NC —French Broad WRF
4.0 ACTIFLO® Results - Protocol Test Scenarios
Kruger, Inc.
February 2015
After optimizing the ACTIFLO System, the pilot unit was operated per the protocol test scenarios set by
HDR Charlotte and MSD to test the ACTIFLO system's performance throughout the various conditions
outlined in Table 8. Additionally, the pilot was operated through a low dose alum curve and the French
Broad WRF's sludge dewatering polymer was dosed as the flocculent aid polymer to determine if the
system could produce effluent meeting the set goals. Composite samplers were used to take samples
over the course of one hour during each test scenario, build a composite for each test. The samples
were analyzed for: Total cBOD, soluble cBOD, TSS, VSS, TKN, NH3-N, Total Phosphorous, Ortho -
Phosphorous, Alkalinity, COD, and soluble COD.
During the testing of each Protocol Test Scenario's flow rate, the pilot unit's was operated, with regard
to HLR and HRT, to mimic the design conditions of the proposed full scale 40 MGD ACTIFLO Train.
Table 8: Pilot Study Protocol Schedule
Test Scenario Abandoned
4.1 Test Scenario #1: Average Design Flow
The average flow rate at the French Broad WRF has been determined to be 23 MGD. Test Scenario #1
was to evaluate the ACTIFLO System's performance during this average flow rate while feeding a low
dose of alum, a medium dose of alum, and a high dose of alum (Test 1A, 113, 1C). A flow of 23 MGD
through the full scale 40 MGD Train would be equal to a HLR of 46 gpm/sf. The alum doses were
selected based on the optimization and the 80% target removal of the influent turbidity. Results from
TEST #1 are shown in Table 9 and Figure 9A & B, below.
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19
Condition
Scenario
Description
A
B
C
Average design flo',1 23 MGD
_c'„ Dose
Average Dose
Maximum Dose
2
Ramp up from average daily flmv to maximium monthly flo.t
23MGD
=C MGD
x
3
Dry'..'eather diurnal flmv simulation
2C VIGD
_2 MGD
28 MGD
4
Dry startup simulation
23 MGD
30 MGD
41) MGD
3
>arallel aallasted and non ballasted flocculation
23 VIGD
x
x
Test Scenario Abandoned
4.1 Test Scenario #1: Average Design Flow
The average flow rate at the French Broad WRF has been determined to be 23 MGD. Test Scenario #1
was to evaluate the ACTIFLO System's performance during this average flow rate while feeding a low
dose of alum, a medium dose of alum, and a high dose of alum (Test 1A, 113, 1C). A flow of 23 MGD
through the full scale 40 MGD Train would be equal to a HLR of 46 gpm/sf. The alum doses were
selected based on the optimization and the 80% target removal of the influent turbidity. Results from
TEST #1 are shown in Table 9 and Figure 9A & B, below.
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ACTIFLO® Pilot Test Report
Buncombe County MSD, Asheville, NC -French Broad WRF
Table 9: Results -Test Scenario #1: Average Design Flow of 23 MGD
Kruger, Inc.
February 2015
Protocol
Test#
Flow
jgpmj
Rise Rate
jRVmjftzj
Alum Hose
�mglL}
dose of Al
(mdL)
Hydrex 3996
Hose
pH
Total CBOD (mdL)
oluble [BOC (mdL
TSS (mdL)
%TSS
Removal
OP (mdL)
mol of AL
dose/mol of P
Influent
Effleunt
Influent
Effluent
Influent
Effluent
Influent
Effluent
Influent
Effluent
iA
145
46 4D 1.82 L2 7 6.9 208 66.1
33.4 26.6 242 31 87.2 2.8 1.2 1,30
1B
145
46 45 2,04 1.2 6.8 6.7 260 91.7
76.7 61.7 224 47.7 78.7 2.8 1.1 1.38
1C
1 145
46 53 2.41 1.2 6.6 6.7 216 76.9
66.6 60.6 220 26.6 HA 2.9 0.64 1.17
3.5
3
2.5
J 2
1.5
1
0.5
0
300
250
200
J
"1150
100
50
0
Average Design Flow
40 45 53
Alum DNase (mg/L)
■ Influent Ortho -Phosphate
■ Effluent Ortho -Phosphate
- - 1.0n3W/L
goal
9A: AverWDesMill1low - OP Performance Data
0rng L to 242 mg/L
40 45 53
,filum Dose f mg/ L)
Figure 9B: Average Design Flow - TSS Performance Data
M Influent 755
M Effluent 755
- - 100
mg;f L
goal
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ACTIFLW Pilot Test Report Kruger, Inc.
Buncombe County MSD, Asheville, NC French Broad WRF February 2015
The TSS removals for the alum doses tested at a 23 gpm/sf HLR of 40, 45, and 53 mg/I alum were
between 78 — 88%. The Ortho -Phosphate effluent concentrations reduced from a screened primary
influent of 2.9 mg/L to between 0.54 —1.2 mg/L.
4.2 Test Scenario #2: Ramp Up From Average Daily Flow to Maximum Monthly
Flow `
The average flow rate at the French Broad WRF has been determined to be 23 MGD and the maximum
monthly flow has been determined to be 80 MGD, which would be equal to 40 MGD through one full
scale ACTIFLO Train. Test Scenario #2 was to evaluate the ACTIFLO System's performance during a wet
weather event, when the average daily flow rate would quickly increase to 80 MGD while dosing an
optimum alum dose to achieve the pilot test goals. Through the full scale train of 40 MGD, a flow rate
of 23 MGD would be equal to a HLR of 46 gpm/sf and a flow rate of 40 MGD would equate to a HLR of
80 gpm/sf. The alum doses were selected based on the optimization and the 80% target removal of the
influent turbidity. Results from TEST #2 are shown in Table 10 and Figure 10A & B, below.
Table 10: Results—Test Sce�a aximu nthly Flow of 40 MGD
Protocol Test
Flow
(gpm)
Rise Rate
I (gpmfft)
Alum Dose
I (mglLl
Dose ofAl
(mgfL)
Hydrex 3596
Dose m fL)
Total CBOD (wdL) oluule CBOD (wdL T55 (wdL)
%TSS
I Removal
OP (nieLJ
I mol ofAL
dosefmolofP
I Influent I Effluent I Influent I Effluent I Influent I Effluent
Influent Effluent
=3
2=1
=C, 3C
=6 =C
3C =C"
2 27
82
"81
2 191 3' 3
2 1'9 431
169 33
22' 2' 1
31 3 20 3
18 a 18 a
112 13
138 21 2
202 21
89 :
68 7
681
2 6 0 52 1.25
2 2 0.96 1.65
2 1 1.1 2.03
2K
23
*Scenario 2PPMV was a test where both clarification technologies operated at the same alum dose of 50 mg/L (43m1/min).
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
21

ACTIFLO® Pilot Test Report
Buncombe County MSD, Asheville, NC —French Broad WRF
2.5
2
1.5
E
1
0.5
0
250
200
150
E 100
50
0
Maximum Monthly Flow
50 40 40*
Alum Dose �mgjL)
Kruger, Inc.
February 2015
■Influent Ortho -Phosphate
■Effluent Ortho -Phosphate
— — 1.0mg/L
goal
Figure 100A: Maximum Monthly Flow Data — OP Performance Data
172 mgLto 202 mgL
50 40 40*
Alum Dose (nig/L)
■Influent755
■Effluent7SS
mgr' L
goal
Figure 11OB: Maximum Monthly Flow Data - TSS Performance Data
The TSS removals for the alum doses tested at an 80 gpm/sf HLR of 40 and 50 mg/I were between 88 —
90%. The Ortho -Phosphate effluent concentrations were reduced from between 0.54 — 1.2 mg/L.
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
22

ACTIFLW Pilot Test Report
Buncombe County MSD, Asheville, NC —French Broad WRF
4.3 Test Scenario #3: Dry Weather Diurnal Flow
Kruger, Inc.
February 2015
The historic diurnal flows at the French Broad WRF fluctuate between 20 MGD to 12 MGD to 28 MGD at
the French Broad WRF. Test Scenario #3 was to evaluate the ACTIFLO System's performance during
typical diurnal flows while dosing an optimum alum dose to achieve the pilot test goals. Through the
full scale train of 40 MGD, a flow rate of 20 MGD, 12 MGD, and 28 MGD would equate to a HLR of 40
gpm/sf, 24 gpm/sf, and 56 gpm/sf. The alum doses were selected based on the optimization and the
80% target removal of the influent turbidity. Results from TEST #3 are shown in Table 11 and Figure 11A
& B, below.
Table 111: Results — Test Scenario #3 - Data for Diu A% T\
es
Protocol Test#
m
jgp j
Rise Rate
z
m ft
Alum Dose
m 1L
j 9 j
Bose of Al
jmdjj
Hydrex M5
Dose m 1L
j g j
Totol (BOD jmgjtj
oluble BOB jmUl
T55 jmdQ
%T55
Removal
OP jmd1j
mol of Al.
dcsejmol of P
Influent
Effluent
Influent
Effluent
Influent
Effluent
Influent
Effluent
47 2.13 1.2 27 11 1.53
�: 2- 47 2.13 1.2 100 3� r 2N 18 9 194 23 2 38 0 N 0 ?2 1.46
?= 5E 37 1.68 1.2 91 319 231 12 N 10 9 913 2 2 1 1,61
C3
C(
AO
Diurnal Ortho-Rhophate Data at 12120128 MGD
40 24 56
Rise Efate gpm/ftz)
■Influent Ortho -Phosphate
■Effluent Ortho -Phos IDhate
— — 1.O mg/L
goal
Figure 121A: Diurnal Flow Data — OP Performance Data
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
23

ACTIFLW Pilot Test Report
Buncombe County MSD, Asheville, NC —French Broad WRF
184 m L to 194 m L
Kruger, Inc.
February 2015
250
200
150
E 100 _ ■InfIuentT5&
■ EffI u e nt T5&
50
— — 100
0 mg,' L
goal
47 47 37
Arum Dose (mg/ L)
Figure 131B: Diurnal Flow Data ormance Data
The TSS removals for the alum doses tested from 24 gpm/sf to 40 gpm/sf to 56 gpm/sf HLR of 37 and 47
mg/I were between 82 — 91%. The Ortho -Phosphate effluent concentrations were reduced from
between 0.72 —1.1 mg/L.
4.4 Test Scenario #4: Dr t p ula n
Test Scenario #4 was abandoned. No wet weather events were experienced during the pilot test period.
4.5 Test Scenarirallel llasted and Non Ballasted Flocculation
ON
Test Scenario #5 was to evaluate the ACTIFLO System's performance in Non Ballasted mode. During
this test the influent flow was set at 33 gpm/sf equal to a HLR of 12 gpm/sf., the coagulation mixer
was turned off, the maturation mixer was turned down to 20% so that solids would not settle but not
to suspend the microsand ballast, and the sand pumps were turned on for 5 minutes every hour to
remove solids from the settling tank. The alum doses were selected based on the optimization and the
80% target removal of the influent turbidity. Results from TEST #5 are shown in Table 12 and Figure 12A
& B, below.
Table 122: Results — Test Scenario #2 - Data for Maximum Monthly Flow of 40 MGD
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
24

ACTIFLW Pilot Test Report
Buncombe County MSD, Asheville, NC —French Broad WRF
Analytical Data for Non Ballasted Mode
Kruger, Inc.
February 2015
Protocol
Test#
flaw
Iml
Rile We
lumift)
Alum Dose
�m)9j
ao�e 01
(nl) lj
Hydrex 3 96
Dose m IL
Total (BOD (mdlj
Influent Effluent
oluhle (BOD jmdll
Influe{nt Eff{luent
TSS jmd1j
Infgluent Eff{luent
%TSS
Remcd
OP (mdLj
mol of AL
dose jmol of P
Influent
Effluent
Influent
,
4.6 Protocol Test Adders
Following the completion of the original HDR Charlotte and XMest Protocol, additional testing was
conducted:
➢ MSD requested that the ACTIFLO Pilot unit was operated at lower alum doses to determine the
optimum dose for achieving 70% TSS removal from the primary screened influent, rather than
the original target TSS removal of 80%;
➢ Clarifloc C-3272, the dewatering polymer currently used by the French Broad WRF plant was
tested as the ACTIFLO flocculent aid polymer.
➢ An additional extended operational run was conducted at the proposed full scale train's HLR of
80 gpm/sf.
4.6.1 Lower Alum Dose Test
The lower dose alum test consisted of operating the pilot unit for 1 hour at alum doses of 10, 20, and 30
mg/I while dosing 1.2 mg/I of flocculent aid polymer. An alum dose of 10 mg/I produced a TSS removal
of 53%, 20 mg/I produced 83% removal of TSS, and 30 mg/I produced 93% removal of TSS. These alum
doses produced OP effluent greater than 3 mg/I. Results from the Lower Alum Dose Test are shown in
Table 13 and Figure 13A & B, below.
Table 133: Results — Lower Alum Dose Testing
Protocol Test
Flow
(gpmj
Rise Rate
jgVm1ft1jjmglLi
Alum Dose
dose of Al
jmdL)
Hydrex 3996
Dose m IL
Total (Bae (mdlL
Soluble (Bae (mdlL
TSS (Mdl)
%TSS
Removal
OP jmd1)
mol of Al.
dosejmolofP
Influent
Effluent
Influent
Effluent
Influent
Effluent
Influent
Effluent
16 mail Alum
L-; SC C
90 LC
90 3c
C. -;_L
a9a3
1.362
HJ 130 106 1!?
1.2 19' 9J r 34 r 63 2
1.2 181 63 6 62 3 616
22' 1Qr
21' 43
3r!i 2r 7
63 3
32 r
92 6
6 j j C'87
6 3 4 HC
6 ° 31 C5F
2C mgJl filum
H r4l Alum
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
25

ACTIFLO® Pilot Test Report
Buncombe County MSD, Asheville, NC —French Broad WRF
7
6
5
J 4
2
1
0
Lower Aluminum Sulfate Dose
400
350
300
250
J
mad 200
150
100
50
0
10 20 30
Alum Dose (mg/L)
Kruger, Inc.
February 2015
■Influent Ortho-Phophate
■Effluent Ortho -Phosphate
1.0 mg/L
goal
Figure 143A: L r Alum Dose kP Dat
227 mgL to 360 mgL
10 20 30
Alum Dose (mg/ L)
Figure 1536: Lower Alum Dose - TSS Data
•Influent TSS
■ Effluent T5.5
mgr L
goal
The TSS removals for the alum doses tested from 10 mg/I to 20 mg/I to 30 mg/I at a HLR of 37 were
between 53 — 93%. The Ortho -Phosphate effluent concentrations were reduced from between 3.1— 4.5
mg/L.
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
26

ACTIFLW Pilot Test Report
Buncombe County MSD, Asheville, NC —French Broad WRF
4.6.2 French Broad WRF Polymer Test: Clarifloc C-3272 Analysis
Kruger, Inc.
February 2015
The French Broad WRF polymer test consisted of operating the pilot unit at doses of 1.5, 2.0, 2.5 mg/I
while dosing 40 mg/I of alum and a HLR of 50 gpm/sf A polymer dose of 1.5 mg/I produced a TSS
removal of 65%, 2.0 mg/I produced 49% removal of TSS, and 30 mg/I produced 35% removal of TSS.
These polymer doses produced OP effluent greater than 2.2 mg/I. Results from the French Broad WRF's
polymer test are shown in Table 14 and 15 & Figure 14A, below.
Table 14: Results - Clarifloc C-3272, French BroipF's e`
Test
Flow
(gpmj
Rise We
m ffz
Alum Dose
091p
Dose of Al
jmd[]
Clarifloc C32Z2
Dose m !L
pH
TSS jmdLj
NHA jmdl)
TP (mg lj
QP (mdLj
mol of AL
dose jmol of P
Influent
Effleunt
Influent
Effluent
Influent
Effluenk
Influent
Effluent,
Influent
Effluent
2.5 mgf`L clarlfloc C-3272
159 SC 40 1,82 2.5 1,34i 2' 3 1C 1 i 1 1,9C
159 50 40 1.82 2 ' 2' 1 17
159 50 40 1.82 15 1211 29 3 413 i 3
2.04Lc4flocC-3273
1.5 mgf L clarifloc C-3274
CIarifloc-03272 Analysis
2.5 2 1.5
C-3272 Dose [mg/L�
■ Influent_ Ortho -Phosphate
■ Effluent Ortho -Phosphate
Figure 164: Clarifloc c3272: Ortho -Phosphate Data
1.OirglL
goal
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
27

ACTIFLO® Pilot Test Report
Buncombe County MSD, Asheville, NC -French Broad WRF
Table 15: French Broad Dewater Polymer and ACTIFLO Anionic Polymer Comparison
Kruger, Inc.
February 2015
Protocol Test#
Flow
(gpnl)�fgy'mjftlj
RiRatAlum
Dose
�mglLj
dose of Al
(mdL]
Polymer
Dose �mglLj
pH
T55 (mdl.)
TP (rndL)
OP (mgf Lj
mol of AL
hoselmol of P
Influent Effleunt Influent
Effluent Influent Effluent I Influent Effluent
1A
145
145
174
159
159
159
46
46
56
50
50
50
40
40
37
40
40
40
1.82
1.82
1.68
1.82
1.82
1.82
1.2
1.2
1.2
2.5
2
1.5
7 6.9
7 6.9
7 6.9
7.3 7.3
7.2
7.3
242
188
194
184
31
21.2
16.9
66.2
93
120
7.3 2 3
6.2 1.8
6.9 1.6
6.6 3.6
4.2
4.8
2.8
2.2
2.2
3.3
12
0.96
1
2.2
2.7
2.8
1.30
1.68
1.61
1.90
2A
3C
2.5 mg L clarific
2.0 mgL clarific
1.5 Mg L clarific
4.6.3 Extended Operating Run at 80 gpm/ftz Testing '\
The Extended Run at 80 gpm/sf test consisted of operating the pilot unit at an alum dose of 40 mg/I,
polymer dose of 1.2 mg/I, and a HLR of 80 gpm/sf. During this test the ACTIFLO System produced
effluent TSS removal of 82% and effluent OP of approximately 2.0 mg/l. Results from the Extended 80
gpm/sf Operating Run in Table 16, below.
Table 16: Results -80 gpm/sf Extended Operating Run
PrakocolTesk#
flow
jgpmj
Rise Rake
z
m ft
Alum Bose
m 1L
j 9 j
Doge of Al
jmd[j
1-116ox 1�5
fJo�e m 1L
9 j
Total [BOO (mdtj
Soluhle [BOD (mdll
TSS jmdtj
%TSS
Rem d
OP jmdtj
mal of A[
kElmol of P
Influent
Effluent
I�flue�t
Effluent
Irfluent
Effluen
EEfflnot
PlnpI401
K @ 4 11 1,2 2H 78.7 fit 43.9 194 1 8V 2.7 2 238
At this rate CBOD lells were under 100 mg/L and TSS removal was at 81.7 %. Ortho -Phosphate was
reduced from 20W/L to 2.0 mg/L as P.
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
28

ACTIFLW Pilot Test Report
Buncombe County MSD, Asheville, NC -French Broad WRF
5.0 Results and Conclusions
Results
Table 17: Summary of ACTIFLO® Pilot Results: Total cBOD, Soluble cBOD, TSS, OP Summary
Kruger, Inc.
February 2015
Conclusions
Over the course of the pilot test, the ACTIFLO System proved to be a viable option for providing high
rate clarification at Buncombe County MSD's French Broad WRF by meeting the test goals:
Removing a minimum of 70% of the primary influent TSS while dosing 20 mg/I of aluminum
sulfate at a HLR of 80 gpm/sf. Also, demonstrating that the ACTIFLO Process could reduce the
TSS by more than 70% by increasing the dose of aluminum sulfate, if needed by the WRF;
➢ Producing an effluent with an Ortho -Phosphorus greater than 1.0 mg/I at an aluminum sulfate
as low as 10 mg/I at a HLR of 80 gpm/sf. Also, demonstrating that the ACTIFLO Process could
reduce the Ortho -Phosphorous to 1.1 mg/I by increasing the dos of aluminum sulfate, if needed
by the WRF;
➢ The optimum flocculent aid polymer dose was found to be of 1.2 mg/I and was dosed
throughout the testing scenarios. On the last day of pilot operations, the French Broad WRF's
sludge polymer was dosed as the flocculent aid polymer to determine if it would produce
effluent quality that met the pilot test goals. A dose of 2.5 mg/I produced TSS removals of 65%
and effluent with Ortho -Phosphorous of 2.2 mg/I;
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
29
Protocol Test
(Flow
Flow
Rise Rate
(gpm/ftzj
Alum Dose
ImglLl
Dose of Al
(mg/L)
Hydrex 7596
Dose (mg1L)
otal CBOD (mg/L
cluble CBOD [mg/L
TSS (mg/L) OP (mg/L)
mol of AL
dose/mol of P
Sludge TSS
(mg/L)
Sludge TVS
(mgjL)
linfluentlEffluentl
Influent I Effluent
linfluentlEffluentl
1A
145
145
145
145
145
245
127
91
174
33
245
245
245
245
245
159
159
159
46
46
46
46
46
80
40
24
56
12
30
30
80
80
80
50
50
50
=C
45
53
SC
40
40
47
47
37
30
33
10
20
30
40
40
40
40
1.92
2.04
2.41
2.27
1.82
1.82
2.13
2.13
1.68
1.36
1.50
0.45
0.91
1.36
1.82
1.82
1.82
1.82
_.2
1.2
1.2
1.2
1.2
1.2
1.2
1.2
1.2
1.1
1.2
1.2
1.2
1.2
1.2
2.5
2
1.5
298
260
216
191
179
169
185
100
914
135
264
197
181
206
50 1
917
76 9
37 8
43 1
33
517
34 6
319
88 6
130
94 6
83 6
76 7
334
76 7
66 6
22 7
31 3
184
40 3
274
23 1
964
105
84 6
82 3
61
26 6
61 7
50 6
27 1
20 8
184
32 6
18 6
12 6
40 6
107
58 2
61 6
43 9
242
224
220
172
188
202
184
194
194
190
227
247
360
194
184
31
47 7
26 6
13
212
24
32
23 2
16 9
49 6
106
43
26 7
36 6
66 2
93
120
2 9
2 3
2 9
2 6
2 2
2 1
2 7
2 4
2 2
4 3
5
6 8
6 9
2 7
3 3
12
11
0 64
0 62
0 96
11
11
0 72
1
2 8
44
4 5
3 1
2
2 2
27
2 6
1 30
1 38
1 17
1 26
1 68
2 08
1 63
146
1 61
1 04
0 87
0 80
0 66
2 98
1 90
3360
3060
2970
4580
2500
1940
3600
4110
6080
7000
4000
3010
2600
2330
3670
1990
1480
2780
3370
4620
6040
3240
A
1C
2DDP,I1'
2A
2B
3A
3B
3C
5A
3hrcomp v03
10 mg.l Alum
20 mg/1 Alum
30 mg/1 Alum
4hr comp ,+11`40
MSD's
Polymer
2.5 mg/L clarifl
2.Omg/Lclarifl
1.5 mg/L clarifl
Conclusions
Over the course of the pilot test, the ACTIFLO System proved to be a viable option for providing high
rate clarification at Buncombe County MSD's French Broad WRF by meeting the test goals:
Removing a minimum of 70% of the primary influent TSS while dosing 20 mg/I of aluminum
sulfate at a HLR of 80 gpm/sf. Also, demonstrating that the ACTIFLO Process could reduce the
TSS by more than 70% by increasing the dose of aluminum sulfate, if needed by the WRF;
➢ Producing an effluent with an Ortho -Phosphorus greater than 1.0 mg/I at an aluminum sulfate
as low as 10 mg/I at a HLR of 80 gpm/sf. Also, demonstrating that the ACTIFLO Process could
reduce the Ortho -Phosphorous to 1.1 mg/I by increasing the dos of aluminum sulfate, if needed
by the WRF;
➢ The optimum flocculent aid polymer dose was found to be of 1.2 mg/I and was dosed
throughout the testing scenarios. On the last day of pilot operations, the French Broad WRF's
sludge polymer was dosed as the flocculent aid polymer to determine if it would produce
effluent quality that met the pilot test goals. A dose of 2.5 mg/I produced TSS removals of 65%
and effluent with Ortho -Phosphorous of 2.2 mg/I;
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
29

ACTIFLW Pilot Test Report
Buncombe County MSD, Asheville, NC -French Broad WRF
Kruger, Inc.
February 2015
➢ Based on a design of a HLR of 70 gpm/sf, which is 12.5% lower than maximum HLR tested
during the pilot test, the full scale ACTIFLO System would fit into a footprint of less than 4,000
square feet with a SWD of 21 feet;
➢ Treating an average daily flow of 25 MGD to the target performance goals of 70% removal of
TSS of the primary influent TSS and effluent with Ortho -Phosphorous greater than 1.0 mg/I,
would only require that only one of the proposed 40 MGD ACTIFLO System's trains be in
operation. Based on one 40 MGD train in operation; dosing 20 mg/I of aluminum sulfate; 1.2
mg/I of flocculent aid polymer; and sand usages of 2 g/m3, the estimated operating cost of the
ACTIFLO System for high rate clarification at the French Broad WRF would be $640,000.
In conclusion, the ACTIFLO Process proved to be a viable high rate clarification option based on the
summary of results produced during the pilot test and would meet all the full scale project's objectives
while keeping the installation cost and operating costs to a minimum. Additionally, the ACTIFLO Process
is a proven wastewater treatment system with numerous installations across the United States and
throughout the world.
Appendix A: Kruger Lab Analysis Data
d ater_,na
flow IGG'A. ply-, Jose d'�se c� "u,,t Jose dose se ,c r_U
re �h
NT,.
alkahnn�
C''f', P
iulelP
t -
0.1, 10 y7, "IU,rii,i} {riik/L1 writ
e.e in e I
inl
elf
inf
elf
rn
e I
lzl4i2314
160 50 3590 605 1 0144C4j3 2E 43
Ea0
3.?
17 7. .6
O.S.
133
17.7
3.31
1.52
5.76
2.C3
1C.
1C:L0
246 80 930 1AG __ 43
10.40
7. .4
6.3
243
9.3�
4.42
0.353
7.61
1.C5
iC.S
1C:�5
1120
4.6
16 7. .8
6.5
133
11.2
3.3
1.23
6.4
1.C1
iC.3
11:35
43.9 33
12:10
5.0
16 7.23
6Z2
117
16.7
3.75
1.77
6.52
2.41
ICA
12:24
n5.0 4,
12:31
7. .4
6.7.
137
-
3.8_
0.401
6.06
0.`_53
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
30

ACTIFLO® Pilot Test Report Kruger, Inc.
Buncombe County MSD, Asheville, NC -French Broad WRF February 2015
cctcJtimc
flow tis[ rote polymer dn,
dose
coagulan 'kI.
:ir nr-
grid
inf
pH
inf
NTII
12/4/2014
(lr 11 n -F
Tr1141-P
temp
(rid,'nir]
rn!I
(niUnun]
;iriyj L]
el
irrf eff
irl Eff
iriI
elf
120
323
I N.;lvn14
2.01
14.7
10:45
10:50
5.3 42
6.5 50
7.08
6.69
114
32.3
4.38
2.05
6.87 2.71 16.9
11:50
R:15
9'•75
9:11
IM 5r1 M1 nM
I AI2(511413 ;;
47.4
40
50
A
IA
7.15
t5.9 1.57
25.9 3. F.7
L. l
5.2.5
1.7;
1.5 .5
943
9:50
5
59.3
E0
A.3
71
7.71
5.93 147
17.3 3.7:
1.!A5
5.41
1.59
17.1
1030
15:05
15:1[
36 60
8.4
20
7.19
5.38 133
9.1 3.E2
0.473
5.32
0.735
15.9
10:43
300
1.25 33
40
18.9
4.91
1.86
8.03 2.9 17.5
:55
11:117.Z
42 70
17
7.1
6.57
11:14
31.2
5.53
1.27
E.5
20
7.14
5.96 108
19 4.02
1.33
5.28
2.35
15.9
11:23
9x1
L5
17:00
10.3
21
6.5
13
0.657
11:55
5.4
21
7.28
197 120
14.5 3.5
1.33
5.53
2.19
139
14: L,
50.,
1 43
50
15:33
7.04
182 la,
18.5 402
1.35
5.52
2.30
1?
15:35
800
L25
15:13
181
18.5
1.93
15:33
57.3
E0
76:-33
f•.5
17
7.11
5.81 133
10.3 4.13
1.05
5.76
1.41
17.3
76:•35
16:35
12.5
17
7.04
6.8 215
11.6 4.61
1.04
7.54
1.54
15,7
17:35
1C•.)
17
7.01
5.74 243
13 4.33
1:33
17
-%, '%
` Amb,
_
dose dose coagulan dose dose sand clr pH NT0 alkalinity Ortho -P TOtal-P temp
date/time flow 1 rh. rate
trate[
polymer
{ml/min) m L ]m(mg/L]
mf eff
inf
eff
inf
eff
inf
eff
12/4/2014
8:23
21 9 3596 90 1111, 5.3 42
9:24
5.81
6.69
120
323
3.55
2.01
14.7
10:45
10:50
5.3 42
6.5 50
7.08
6.69
114
32.3
4.38
2.05
6.87 2.71 16.9
11:50
7.1
6.82
125
30.9
5.01
2.43
7.9 2.99 16.9
13:20101
14:15
30 394 1 24 40
10.1 17 7.14
6.89
220
27.8
5
2.83
8.29 3.M 17.7
14:20
30 50
15:05
15:1[
36 60
7.15
6.83
14916.1
4.83
2.44
7.5 3.14 17.4
15:51
7.4 17
7.03
6.83
210
18.9
4.91
1.86
8.03 2.9 17.5
:55
11:117.Z
42 70
17
7.1
6.57
314
31.2
5.53
1.27
15.0
16:40
48 80
17:00
10.3
21
6.5
13
0.657
dos dose dos dose sand ecir pH a Ortho -P ""
a oP t -P
date/tim flow era polym r 1m1)minl (-/L) oagu lan (m Um
inl Img/1) con re[ec inf eff inf Neff alkalinity inf teff Inf ceEff lint n eff mp
12-38/2014 3596 1.2 Alum 60
9:0. zoo 20
_ 9ss 6 lz
10:30 9.5
11:00 80 7.3 fi.9
11:05
11:35 30
_ 13:42 1.32 ].(
_13'50 lye 50 1 60 12.5
14:30 7.3 �
14:35 45
15:09 7.29 7.1
15:10 30
15:50 ].29 7.1
16:30 10
17:35 7.3 6
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
31

ACTIFLO® Pilot Test Report
Buncombe County MSD, Asheville, NC -French Broad WRF
Kruger, Inc.
February 2015
- -- iml/mint L - (ml/min) (mg/l) 1 cont 1 rate 11nf I eff Inf I Of I-- ---' Inf eff Inf Eff IInt Ieff I Inf I Eff
12/9/2[11 3596 alum
295 88 1.a ]2 4.35
45
1020 i45 46 1.4 31 66 7.29 6.85 283 29 5.3] 8.619 8.97 0.886
11 1.95
1 5.73
16.03 616 1713 18.4 5.99 1.39 9.82 1.6]1
ate/time) ow Inter tel pe erllml/mind ImW4 lco..... ni'Zminll 11,71)I ant I r m ii.111. 11.ff�eff I.Ikaliniry inf 0„teff linf caE Inf cnEif 1.0 iotleff lni pacl Eff Ilnf EnclEff I t
!lo/2ola las ab 3596 alum
191 37.9 9.] 2.3 8.33 3.0.5 5.8 2.1 b.] 2.2
dat time)ew InaertelP9 erllml/mind ImW1, l 11, 1, I ant I` m lint 11,ff lint 11 Talk inirylinf °"eff Iinf Pacie°f Inf °,°f Imf ,nt�eff lint PareH Iinf Enieff7.I t
1z/u/2n1 asz6 lum
10 213 12 7,11
11
12 117 4� 15
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
32
date/time
flow se rate polymer
dose dose dose dose sand
coagul an
ecir pH
NTl1
alkalinity
Ortho -P
Total -P
temp
�ml/min] m L (m L/min] (mg/L]
rate inf eff inf
eff
inf
eff
inf
eff
'12/12/20'14
3596
alum
7'.20
740
8:00
8:30
9:11
21. B
1.2 34
125
4.26
9:35
9:45
33 12
1.1 30
7.19 -1
135
45.6
5.95
2.65
10.1
10:25
7.23 7.03
145
45.7
5.9
3.4
10.3 4.45
11:00
7.23 7.18
148
44.5
5.52
3.15
10.1 4.26
11:30
deteftime
{low nse rate polymer
dose dose dose dose sand
coagulant
recut pH
NTN
alkalinity
Ort
(ml/min} (mg/L] (mL/min} (mg/L) cont
ate mfeff mf
eff
1 n{
12/15/2014
245 80 359fi
1.2 A121804�3 33
17
171
5.84
14:34
15:00
7.04
177
38.7
5.5
3.33
10.9 4.14
15:30
202
39.3
5.7
3.45
15:50
193
37.9
7.11
3.64
16:10
195
39.4
7.33
3.75
1620
212
40.5
7.9
3.92
12.3 5.1
16:50
-10
206
206
39
425
8.01
85
4.27
45
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
32

ACTIFLO® Pilot Test Report
Buncombe County MSD, Asheville, NC -French Broad WRF
Kruger, Inc.
February 2015
date/time flow se rate polymer dose dose coagulan dose dose sand cir pH NTN alkalinity Ortho -P Total -P temp
(ml(min) m L (ml/min] (mg/L] r atec inf eff in{ eff in{ eff inf eff
12/16/2014 20.5
8D 3596 93 1.2 alum 44 30 129 17
Ortho -P
IOf
IOf
Total -P
infra temp
inf�eff tempff
12/17/2014 245 80 3191 43
8:15
8:30
1.2 alum 33 2
35
9',SC
357
8:40
9:00
1273103
40
307
A
30',00
10.4 17 7.28
1,11
167
3].7
8.95
3.92
10'.40
10:45
].25
].15
].C2
7.16
169
159
30.9
35.6
3.1]
7.92
4.01
3.56 12.2 4.72
10:50
0 _
G-
199
52.8
6.02
245
10:30
11:10
11120
9.9 1] 7.31
7.1
216
54.4
9.33
4.73
11:5029
1201
13:10
13:30
1410
14:20
10
].23
7.21
7.19
7.09
1.09
7.08
7.03
7.15
165
110
159
210
131
45.8
53.3
6].6
88.5
73.5
9.5
7.,1
7.62
7.23
4.
413 .93 18.1 5.84
5.03
6.92
6.45 10.7 0.7
dose
flow se rate polymer /min]
date/time {low se rate polymer (ml/min]
dose dose dose sand cir H NTN
coagulan inf pH ff inf�eff
ImpfL) coagulan (m L/min (mg/L] atec inflate/time
inf�eff
-
alkalinity i l
alkalinity i l
Ortho -P
IOf
IOf
Total -P
infra temp
inf�eff tempff
12/17/2014 245 80 3191 43
8:15
8:30
1.2 alum 33 2
35
7.05
6.9
357
8:40
9:00
1273103
40
307
A
1..
271
95.8
6.65
2.97
9:30
270
89.9
6.14
2.74
9:50
215
67
5.48
2.45 8.79 2.94
10:10
199
52.8
6.02
245
10:30
164
421
2.75
11:10
7.33 6.95 169
33.5
4.86
2.72 15.
11:30
154
30.1
5.37
279 9.84 3.25
11:50
149
25.9
5
2.T7
1210
176
25.2
5.64
281
12:15
7.33 7.17 194
56.2
5.51
2.69 10.5 3.39
14:10
14:15 159 50 clarifl-C 1548
2.48 alum 40 11.2 17
14:50
154
43
4.66
3.04
1455
2
15:30
7.23 6.911 146
55.8
4.64
3.65
15:39
1.5 t
Appendix B: Pace Ana ytical La":)ry Analysis Data
Analyst CollectDat ClientID Parameter Result Polymer Coagulant Flow
e Dose dose
MAB 12/9/2014 ACT -1-A Alkalinity, 140
13:30 _Total as 1.2 40 46
MLS2/9/2014 A 1-A Carbonaceous 50.1
30 CN BOD, 1.2 40 46
JTJ 1 /9/2014 T -1-A Chemical 193
13:30 Oxygen 1.2 40 46
KLB 12/9/201 T -1-A Nitrogen, 24.8
13:30 Ammonia 1.2 40 46
JDA %,12/9/2L14 ACT -1-A Nitrogen, 26.9
Kjeldahl, 1.2 40 46
JTJ 12/9/2014 ACT -1-A Orthophosphat 1.2
13:30 e as 1.2 40 46
JDA 12/9/2014 ACT -1-A Phosphorus 2.3
13:30 1.2 40 46
MAB 12/9/2014 ACT -1-A pH at 25 6.9
13:30 Degrees C 1.2 40 46
TEP 12/9/2014 ACT -1-A Total 31
13:30 Suspended 1.2 40 46
TEP 12/9/2014 ACT -1-A Volatile 25 1.2 40 46
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
33

ACTIFLO® Pilot Test Report Kruger, Inc.
Buncombe County MSD, Asheville, NC -French Broad WRF February 2015
13:30 Suspended
MLS 12/9/2014 ACT -1-A Carbonaceous 26.6
13:30 SOLUBLE BOD, 1.2 40 46
JTJ 12/9/2014 ACT -1-A COD, Soluble 435
13:30 SOLUBLE 1.2 40 46
MAB 12/9/2014 ACT -1-A Alkalinity, 156
13:30 Influent Total as 1.2 40 46
MLS 12/9/2014 ACT -1-A Carbonaceous 208
13:30 Influent BOD, 1.2 40 46
JTJ 12/9/2014 ACT -1-A Chemical 479
13:30 Influent Oxygen 1.2 40 46
KLB 12/9/2014 ACT -1-A Nitrogen, 24.2
13:30 Influent Ammonia 1.2 40 46
JDA 12/9/2014 ACT -1-A Nitrogen, 38.1
13:30 Influent Kjeldahl, 1.2` 40 46
JTJ 12/9/2014 ACT -1-A Orthophosphat 2.8
13:30 Influent e as 40 46
JDA 12/9/2014 ACT -1-A Phosphorus 7.3
13:30 Influent 1.2 40 46
MAB 12/9/2014 ACT -1-A pH at 25
13:30 Influent Degrees C 1.2 40 46
TEP 12/9/2014 ACT -1-A Total 24
13:30 Influent Suspend 1.2 40 46
TEP 12/9/2014 ACT -1-A Volatile 202
13:30 Influent Suspended 1.2 40 46
MLS 12/9/2014 ACT -1-A Carbonaceous 33.4
13:30 Influent BOD,
SOLUBLE 1.2 40 46
JTJ 12/9/2014 ACT -1-A COD, Soluble 124
13:30 Influent
OLUBLE 1.2 40 46
MAB 12/9/2014 -1-B &#lkalin 129
15:00 Total as 1.2 45 46
MLS 12/9/20 T- Carbonaceous 91.7
15: BOD, 1.2 45 46
JTJ T-1- hemical 261
:00 Oxygen 1.2 45 46
KLB 2/9/2014 �C - -B Nitrogen, 24.1
15:00 Ammonia 1.2 45 46
JDA 12/9/24 ACT- 1-B Nitrogen, 26.9
15:00 Kjeldahl, 1.2 45 46
JTJ 12/9/2 4 ACT- 1-B Orthophosphat 1.1
5:00 e as 1.2 45 46
JDA 4 ACT -1-13 Phosphorus 2.4
15:00 1.2 45 46
MAB 12/9/2014 ACT- 1-B pH at 25 6.7
15:00 Degrees C 1.2 45 46
WRC 12/9/2014 ACT -1-13 Total 47.7
15:00 Suspended 1.2 45 46
WRC 12/9/2014 ACT- 1-B Volatile 42
15:00 Suspended 1.2 45 46
MLS 12/9/2014 ACT -1-13 Carbonaceous 61.7
15:00 SOLUBLE BOD, 1.2 45 46
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
34

ACTIFLO® Pilot Test Report Kruger, Inc.
Buncombe County MSD, Asheville, NC -French Broad WRF February 2015
JTJ 12/9/2014 ACT -1-13 COD, Soluble 142
15:00 SOLUBLE 1.2 45 46
MAB 12/9/2014 ACT -1-13 Alkalinity, 141
15:00 Influent Total as 1.2 45 46
MLS 12/9/2014 ACT -1-13 Carbonaceous 250
15:00 Influent BOD, 1.2 45 46
JTJ 12/9/2014 ACT -1-13 Chemical 443
15:00 Influent Oxygen 1.2 45 46
KLB 12/9/2014 ACT -1-13 Nitrogen, 24.5
15:00 Influent Ammonia 1.2 45 46
JDA 12/9/2014 ACT -1-13 Nitrogen, 38.6
15:00 Influent Kjeldahl, 1.2 45 46
JTJ 12/9/2014 ACT -1-13 Orthophosphat 2.8
15:00 Influent e as 1.2 45 46
JDA 12/9/2014 ACT -1-13 Phosphorus 6.6
15:00 Influent 0< .2 45 46
MAB 12/9/2014 ACT -1-13 pH at 25 6.8
15:00 Influent Degrees C 1. 45 46
TEP 12/9/2014 ACT -1-13 Total 224
15:00 Influent Suspended 1.2 45 46
TEP 12/9/2014 ACT -1-13 Volatile 190
15:00 Influent Suspended 1.2 45 46
MLS 12/9/2014 ACT -1-13 Carbonaceous 75.7
15:00 Influent BOD,
SOLUBLE 1.2 45 46
JTJ 12/9/2014 ACT -1-13 Solu 1
15:00 Influent
SOLUBL 1.2 45 46
MAB 12/9/2014 ACT- all 132
16:30 al as 1.2 53 46
MLS 12/9/2014 C Carbon ceo 76.9
16:30 BOD, 1.2 53 46
JTJ 12/9/201,L, A -C Chemical 228
16:30 Oxygen 1.2 53 46
KLB 12/9/2014 CT -1- Nitrogen, 26.3
�mmonia 1.2 53 46
JDA /9/201 A -1-C Nitrogen, 28.4
:30Kjeldahl, 1.2 53 46
JTJ 12/9/2014 T C Orthophosphat 0.54
16:30 e as 1.2 53 46
JDA 12/9/201 T -1-C Phosphorus 1.6
16:30 1.2 53 46
MAB 12/9/2 14 ACT -1-C pH at 25 6.7
Degrees C 1.2 53 46
WRC 12/9/2014 ACT -1-C Total 25.5
16:30 Suspended 1.2 53 46
WRC 12/9/2014 ACT -1-C Volatile 23.5
16:30 Suspended 1.2 53 46
EWS 12/9/2014 ACT -1-C Carbonaceous 50.6
16:30 SOLUBLE BOD, 1.2 53 46
JTJ 12/9/2014 ACT -1-C COD, Soluble 147
16:30 SOLUBLE 1.2 53 46
WRC 12/9/2014 ACT -1-C Total Solids 3860 1.2 53 46
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
35

ACTIFLO® Pilot Test Report
Buncombe County MSD, Asheville, NC —French Broad WRF
Kruger, Inc.
February 2015
53
53
53
53
53
53
6�3
53
53
53
53
46
46
46
46
46
46
46
46
46
46
46
1.2
16:30
Waste
(SM
JTJ
12/9/2014
WRC
12/9/2014
ACT -1-C
Total Volatile
3010
Influent
16:30
Waste
Solids
1.2
MAB
12/9/2014
ACT -1-C
Alkalinity,
163
09:30
16:30
Influent
Total as
1.2
MLS
12/9/2014
ACT -1-C
Carbonaceous
215
ACT -2-
Carbonaceous
16:30
Influent
BOD,
PPMV
1.2
JTJ
12/9/2014
ACT -1-C
Chemical
328
09:30
16:30
Influent
Oxygen
1.2
KLB
12/9/2014
ACT -1-C
Nitrogen,
25.7
ACT -2-
Nitrogen,
16:30
Influent
Ammonia
PPMV
1.2
JDA
12/9/2014
ACT -1-C
Nitrogen,
37.8
JDA
12/10/ 14
16:30
Influent
Kjeldahl,
1.2
JTJ
12/9/2014
16:30
ACT -1-C
Influent
Orthophosphat
e as
2.9
`21k
JDA
12/9/2014
ACT -1-C
Phosphorus
7.1
ACT -2-
Orthophosphat
16:30
Influent
09:30
PPMV
1.2
MAB
12/9/2014
ACT -1-C
pH at 25
6.8
JDA
16:30
Influent
Degrees C
6.6
1.2
WRC
12/9/2014
ACT -1-C
Total
Influent
16:30
Influent
Suspended
12/10/2014
1.2
WRC
12/9/2014
ACT -1-C
Volatile
19
Degrees C
16:30
Influent
Suspend
1.2
EWS
12/9/2014
ACT -1-C
Carbonace
16:30
Influent
B
Kruger, Inc.
February 2015
53
53
53
53
53
53
6�3
53
53
53
53
46
46
46
46
46
46
46
46
46
46
46
1.2
53
SOLUBLE
1.2
JTJ
12/9/2014
ACT -1-C
Solub
1
16:30
Influent
SOLE
MAB
12/10/2014
AC
Alkalinit ,
55
09:30
PPMV
Total as
Influent
CaCO3
MLS
12/10/2014
ACT -2-
Carbonaceous
191
09:30 0
PPMV
BOD, 5 day
JTJ
12/10/2014
Influent
ACT-2--411it*Chemical
253
09:30
PPMV
Oxygen
Influent
Demand
KLB
4NIh 12/10/2014
ACT -2-
Nitrogen,
22.5
09:30
PPMV
Ammonia
- ,,,,,tufluent
JDA
12/10/ 14
ACT -2-
Nitrogen,
37.4
09:30
PPMV
Kjeldahl, Total
Influent
JTJ
12/10/2014
ACT -2-
Orthophosphat
2.6
09:30
PPMV
e as P
Influent
JDA
12/10/2014
ACT -2-
Phosphorus
6.6
09:30
PPMV
Influent
MAB
12/10/2014
ACT -2-
pH at 25
7
09:30
PPMV
Degrees C
Influent
Kruger, Inc.
February 2015
53
53
53
53
53
53
6�3
53
53
53
53
46
46
46
46
46
46
46
46
46
46
46
1.2
53
46
1.2
53
46
1.2
50
46
1.2 50
1.2 50
1.2 50
1.2 50
1.2 50
1.2 50
1.2 50
46
46
46
46
46
46
46
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
36

ACTIFLO® Pilot Test Report Kruger, Inc.
Buncombe County MSD, Asheville, NC —French Broad WRF February 2015
WRC
12/10/2014
ACT -2-
Total
172
09:30
PPMV
Suspended
Influent
Solids
1.2
50
46
WRC
12/10/2014
ACT -2-
Volatile
156
09:30
PPMV
Suspended
Influent
Solids
1.2
50
46
EWS
12/10/2014
ACT -2-
Carbonaceous
22.7
09:30
PPMV
BOD, 5 day
Influent
SOLUBLE
1.2
50
46
JTJ
12/10/2014
ACT -2-
COD, Soluble
101
09:30
PPMV
Influent
SOLUBLE
1.
50
46
MAB
12/10/2014
ACT -2-
Alkalinity,
131 `
09:30
PPMV
Total as
CaCO3
1.2
50
46
MLS
12/10/2014
ACT -2-
Carbonaceous
37.8
09:30
PPMV
BOD, 5 day
1.2
50
46
JTJ
12/10/2014
ACT -2-
Chemical
'8
�
09:30
PPMV
Oxygen
Demand
1.2
50
46
KLB
12/10/2014
ACT -2-
Nitrogen,
23.1
09:30
PPMV
Ammonia
1.2
50
46
JDA
12/10/2014
ACT -2-
Nitrogen,
27.7
09:30
PPMV
Kjeldahl, Total
1.2
50
46
JTJ
12/10/2014
ACT -2-
Orthophosphat
0.52
09:30
PPMV
a as P
1.2
50
46
JDA
12/10/2014
ACT -2,,&
Phosphorus
.2
09:30
PPMV
1.2
50
46
MAB
12/10/2014
ACT -2-
pH at 25
6.9
09:30
PPMV
Degrees,C
1.2
50
46
WRC
12/10/2014
ACT -2-
Total
18
09:30 0
PPMV
Suspended
Solids
1.2
50
46
WRC
12/10/2014
ACT-2—Volatile
17.7
09:30
PPMV
Suspended
Solids
1.2
50
46
EWS
Afft 12/10/2014
ACT-2-�
Carbonaceous
27.1
09:30
PPMV
BOD, 5 day
oluble
1.2
50
46
JTJ\12/10/"
1
ACT -2-
COD, Soluble
85
09:30
PPMV
Soluble
1.2
50
46
WRC
12/10/2014
ACT -2-
Total Solids
3060
09:30
PPMV
(SM 2540B)
Waste
Sludge
1.2
50
46
WRC
12/10/2014
ACT -2-
Total Volatile
2500
09:30
PPMV
Solids
Waste
Sludge
1.2
50
46
MAB
12/10/2014
ACT -2-A
Alkalinity,
159
1.2
40
46
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
37

ACTIFLO® Pilot Test Report
Buncombe County MSD, Asheville, NC -French Broad WRF
11:00
Influent
Total as
CaCO3
MLS 12/10/2014
ACT -2-A
Carbonaceous 179
11:00
Influent
BOD, 5 day
JTJ 12/10/2014
ACT -2-A
Chemical 501
11:00
Influent
Oxygen
KIVU.,
JDA
JTJ
JDA
MAB
WRC
WRC
EWS
JTJ
MAB
MLS
JTJ
KLB
JDA
JTJ
JDA
MAB
WRC
WRC
Kruger, Inc.
February 2015
1.2 40 46
Demand 1.2 40 46
12/10/2014 ACT -2-A Nitrogen, 22.2
11:00 Influent Ammonia 1.2 40 46
12/10/2014 ACT -2-A Nitrogen, 36.8
11:00 Influent Kjeldahl, Total 1.2 40 46
12/10/2014 ACT -2-A Orthophosphat 2.2
11:00 Influent e as P 1.2 40 46
12/10/2014 ACT -2-A Phosphorus 6.2
11:00 Influent 1.2 ! 40 46
12/10/2014 ACT -2-A pH at 25 7
11:00 Influent Degrees C 2 40 46
12/10/2014 ACT -2-A Total 188
11:00 Influent Suspended
Solids .2 40 46
12/10/2014 ACT -2-A Volatile
11:00 Influent Suspended
Solids 1.2 40 46
12/10/2014 ACT -2-A Carbonace
11:00 Influent BO
SOLUBLE 1.2 40 46
12/10/2014 ACT -2-A Solub 9
11:00 Influent
SOLUBLE 1.2 40 46
12/10/2014 ACT -2-A Alkalinity, 34
11:00 Total as
CaCO3 1.2 40 46
12/10/20 4 A -2-A Carbonac ous 43.1
11:00 1 BOD, 5 day 1.2 40 46
12/10/201 ACT -2-A Chemical 173
.4qgpxygen
%Demand 1.2 40 46
/10/2014 C Nitrogen, 21.9
11:00 Ammonia 1.2 40 46
12/10/2014 T -2-A Nitrogen, 25.3
11:00 Kjeldahl, Total 1.2 40 46
J
1 ACT -2-A Orthophosphat 0.96
e as P 1.2 40 46
14 ACT -2-A Phosphorus 1.8
11:00 1.2 40 46
12/10/2014 ACT -2-A pH at 25 6.9
11:00 Degrees C 1.2 40 46
12/10/2014 ACT -2-A Total 21.2
11:00 Suspended
Solids 1.2 40 46
12/10/2014 ACT -2-A Volatile 17.6
11:00 Suspended
Solids 1.2 40 46
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
38

ACTIFLO® Pilot Test Report
Buncombe County MSD, Asheville, NC —French Broad WRF
EWS 12/10/2014 ACT -2-A Carbonaceous 20.8
11:00 SOLUBLE BOD, 5 day 1.2
JTJ 12/10/2014 ACT -2-A COD, Soluble 82
11:00 SOLUBLE 1.2
WRC 12/10/2014 ACT -2-A Total Solids 2970
11:00 Waste (SM 2540B)
Sludge 1.2
WRC 12/10/2014 ACT -2-A Total Volatile 2330
11:00 Waste Solids
Sludge 1.2
MAB 12/10/2014 ACT -2-13 Alkalinity, 145
12:30 Total as
CaCO3
MLS 12/10/2014 ACT -2-13 Carbonaceous 33
12:30 BOD, 5 day 1.2
JTJ 12/10/2014 ACT -2-13 Chemical 165
12:30 Oxygen
Demand 1.
KLB 12/10/2014 ACT -2-13 Nitrogen, 22.9
12:30 Ammonia 1.2
JDA 12/10/2014 ACT -2-13 Nitrogen, 26.5
12:30 Kjeldahl, Total 1.2
JTJ 12/10/2014 ACT -2-13 Orthophosphat 1.1
12:30 easP 1.2
JDA 12/10/2014 ACT -2-13 Ph s
12:30 1.2
MAB 12/10/2014 ACT -2-13 pH at 25
12:30 �Degi�s C 1.2
WRC 12/10/2014 AC� Total 4
12:30 Suspended
Solids 1.2
WRC 12/10/2014 ACT -2-13 Volatile 22
12:30 Suspended
Solids 1.2
EWS 12/10/201 ACT -2-13 Carbonaceous 18.4
SOLUBLE BOD, 5 day 1.2
JTJ /10/20 ACT -2 - COD, Soluble 66
:30
rSOLUBLE 1.2
WRC 12/10/2014 ACT -2M Total Solids 4580
12:30 Waste (SM 2540B)
Sludge 1.2
WRC 12/10/ 1 ACT -2-13 Total Volatile 3670
12:30 Waste Solids
Sludge 1.2
MAB 12/10/2014 ACT -2-13 Alkalinity, 167
12:30 Influent Total as
CaCO3 1.2
MLS 12/10/2014 ACT -2-13 Carbonaceous 169
12:30 Influent BOD, 5 day 1.2
JTJ 12/10/2014 ACT -2-13 Chemical 608
12:30 Influent Oxygen
Demand 1.2
KLB 12/10/2014 ACT -2-13 Nitrogen, 23 1.2
Kruger, Inc.
February 2015
40 46
40 46
40 46
40 46
40
40
40
40
40
40
40
40
80
80
80
80
80
80
40
80
40
80
40
80
40
80
40
80
40
80
40
80
40
80
40
80
40
80
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
39

ACTIFLO® Pilot Test Report
Buncombe County MSD, Asheville, NC —French Broad WRF
Kruger, Inc.
February 2015
12:30 Influent Ammonia
JDA 12/10/2014 ACT -2-13 Nitrogen, 38.3
12:30 Influent Kjeldahl, Total 1.2 40 80
JTJ 12/10/2014 ACT -2-13 Orthophosphat 2.1
12:30 Influent e as P 1.2 40 80
JDA 12/10/2014 ACT -2-13 Phosphorus 5.8
12:30 Influent 1.2 40 80
MAB 12/10/2014 ACT -2-13 pH at 25 7
12:30 Influent Degrees C 1.2 40 80
WRC 12/10/2014 ACT -2-13 Total 202
12:30 Influent Suspended
Solids 40 80
WRC 12/10/2014 ACT -2-13 Volatile 180
12:30 Influent Suspended
Solids 1.2 40 80
EWS 12/10/2014 ACT -2-13 Carbonaceous 18.4
12:30 Influent BOD, 5 day
SOLUBLE 1. 40 80
JTJ 12/10/2014 ACT -2-13 COD, Soluble 85 `
12:30 Influent
SOLUBLE1.2 40 80
MAB 12/11/2014 ACT -3-A Alkalinity, 1
09:45 Influent Total as
CaCO3 1.2 47 40
MLS 12/11/2014 ACT -3-A Carbonaceous 185
09:45 Influent BOD, 5 day 1.2 47 40
JTJ 12/11/2014 ACT -3-A Chemical 345
440
09:45 Influent Oxygen,
Demand 1.2 47 40
KLB 12/11/2014 ACT -3"A Nitrogen, 2.4
09:45 Influent mmoma 1.2 47 40
JDA 12/11/2014 ACT -3-A itroge� 36.1
09:45 Influent jeldahl 'i`otal 1.2 47 40
JTJ 12/11/2414 ACT -3-A hophosphat 2.7
09:45 Influent e P 1.2 47 40
JDA 12/11/201 ACT-3-AlWhosphorus 6.8
09:45 Influent 1.2 47 40
MAB 12/11/2014 ACT -3-A pH at 25 7
09:45 InfluenT Degrees C 1.2 47 40
WRC 12/11/2014 ACT -3-A Total 184
09:45 ,,nfluent Suspended
Solids 1.2 47 40
WRC 2/11/ 4 ACT -3-A Volatile 164
Influent Suspended
Solids 1.2 47 40
SER 12/11/2014 ACT -3-A Carbonaceous 40.3
09:45 Influent BOD, 5 day
SOLUBLE 1.2 47 40
JTJ 12/11/2014 ACT -3-A COD, Soluble 68
09:45 Influent
SOLUBLE 1.2 47 40
MAB 12/11/2014 ACT -3-A Alkalinity, 141
09:45 Total as 1.2 47 40
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
40

ACTIFLO® Pilot Test Report
Buncombe County MSD, Asheville, NC -French Broad WRF
MLS
JTJ
KLB
JDA
JTJ
JDA
MAB
WRC
WRC
SER
JTJ
WRC
WRC
MAB
MLS
JTJ
KLB
JDA
JTJ
JDA
MAB
WRC
CaCO3
12/11/2014 ACT -3-A Carbonaceous 51.7
09:45 BOD, 5 day 1.2
12/11/2014 ACT -3-A Chemical 208
09:45 Oxygen
Demand 1.2
12/11/2014 ACT -3-A Nitrogen, 22.8
09:45 Ammonia 1.2
12/11/2014 ACT -3-A Nitrogen, 25.4
09:45 Kjeldahl, Total 1.2
12/11/2014 ACT -3-A Orthophosphat 1.1
09:45 e as P 1.2
12/11/2014 ACT -3-A Phosphorus 1.8
09:45 1.2
12/11/2014 ACT -3-A pH at 25 6.8
09:45 Degrees C .2
12/11/2014 ACT -3-A Total 32
09:45 Suspended
Solids 1.2
12/11/2014 ACT -3-A Volatile
09:45 Suspended
Solids 1.2
12/11/2014 ACT -3-A Carbona s 32.6
09:45 SOLUBLE BOD, 5 da 1.2
12/11/2014 ACT -3-A COD, Soluble
09:45 SOLUBLE 1.2
12/11/2014 ACT -3-A Total Solids 2
09:45 Waste _ (SM 2540B)
Sludge 1.2
12/11/2014 ACT -3-A Total Vol 990
09:45 Waste Solid
Sludge 1.2
12/11/2014 ACT -3-13 Alkalinity, 132
11:15Total as
CaCO3 1.2
12/11/2�arbonaceous 34.6
11:15BOD, 5 day 1.2
11/20\134C
Chemical 129
Oxygen
Demand 1.2
T-3-13 Nitrogen, 22
:11511413
5 Ammonia 1.2
/11/ 4 ACT -3 - Nitrogen, 25
Kjeldahl, Total 1.2
12/11/2014 ACT -3-13 Orthophosphat 0.72
11:15 e as P 1.2
12/11/2014 ACT -3-13 Phosphorus 1.3
11:15 1.2
12/11/2014 ACT -3-13 pH at 25 6.9
11:15 Degrees C 1.2
12/11/2014 ACT -3-13 Total 23.2
11:15 Suspended
Solids 1.2
Kruger, Inc.
February 2015
47
47
47
47
47
47
47
40
40
40
40
40
40
40
47
40
47
40
47
40
47
40
47
40
47
40
47
47
47
47
47
47
47
47
47
24
24
24
24
24
24
24
24
24
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
41

ACTIFLO® Pilot Test Report Kruger, Inc.
Buncombe County MSD, Asheville, NC —French Broad WRF February 2015
WRC
12/11/2014
ACT -3-13
Volatile
22.4
11:15
Suspended
Solids
1.2
47
24
SER
12/11/2014
ACT -3-13
Carbonaceous
18.5
11:15
SOLUBLE
BOD, 5 day
1.2
47
24
JTJ
12/11/2014
ACT -3-13
COD, Soluble
39
11:15
SOLUBLE
1.2
47
24
WRC
12/11/2014
ACT -3-13
Total Solids
1940
11:15
Waste
(SM 2540B)
Sludge
1.2
47
24
WRC
12/11/2014
ACT -3-13
Total Volatile
1480
11:15
Waste
Solids
Sludge'qZ*44447
24
MAB
12/11/2014
ACT -3-13
Alkalinity,
166
11:15
Influent
Total as
CaCO3
.2
47
24
MLS
12/11/2014
ACT -3-13
Carbonaceous
100
11:15
Influent
BOD, 5 day
1.
47
24
JTJ
12/11/2014
ACT -3-13
Chemical
297
11:15
Influent
Oxygen
Demand
1.2
47
24
KLB
12/11/2014
ACT -3-13
Nitrogen,
22.3
11:15
Influent
Ammom
!
1.2
47
24
JDA
12/11/2014
ACT-3-13Nitrogen,
36.3
11:15
Influent
Kjeldahl, Total
1.2
47
24
JTJ
12/11/2014
ACT -3-13
Orthophosphat
2.4
11:15
Influent
e as P
1.2
47
24
JDA
12/11/2014
ACT -3-13
Phosphorus
6.4
11:15
Influent
1.2
47
24
MAB
12/11/2014
ACT -3-13
pH at 25
7
11:15
Influent
Degrees C 1W
1.2
47
24
WRC
12/11/2014
ACT -3-13
Total
194
11:15
Influent
Suspended
Solids
1.2
47
24
WRC
12/11/201
AOq
Volatile
180
1490%Influen
uspended
SER
111/2014
AC
Solids
Carbonaceous
27.4
1.2
47
24
1L
Influen
BOD, 5 day
Soluble
1.2
47
24
JTJ
12/11/2014
ACT -3-13
COD, Soluble
74
11:15
Influent
Soluble
1.2
47
24
MAB
14
ACT -3-C
Alkalinity,
162
12:45
Influent
Total as
CaCO3
1.2
37
56
MLS
12/11/2014
ACT -3-C
Carbonaceous
91.4
12:45
Influent
BOD, 5 day
1.2
37
56
JTJ
12/11/2014
ACT -3-C
Chemical
326
12:45
Influent
Oxygen
Demand
1.2
37
56
KLB
12/11/2014
ACT -3-C
Nitrogen,
22.9
12:45
Influent
Ammonia
1.2
37
56
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
42

ACTIFLO® Pilot Test Report Kruger, Inc.
Buncombe County MSD, Asheville, NC -French Broad WRF February 2015
JDA 12/11/2014 ACT -3-C Nitrogen, 31.3
12:45 Influent Kjeldahl, Total 1.2 37 56
JTJ 12/11/2014 ACT -3-C Orthophosphat 2.2
12:45 Influent e as P 1.2 37 56
JDA 12/11/2014 ACT -3-C Phosphorus 5.9
12:45 Influent 1.2 37 56
MAB 12/11/2014 ACT -3-C pH at 25 7
12:45 Influent Degrees C 1.2 37 56
WRC 12/11/2014 ACT -3-C Total 194
12:45 Influent Suspended
Solids 1.2 37 56
WRC 12/11/2014 ACT -3-C Volatile 174
12:45 Influent Suspended
Solids 1. 37 56
SER 12/11/2014 ACT -3-C Carbonaceous 23.1
12:45 Influent BOD, 5 day
SOLUBLE 37 56
JTJ 12/11/2014 ACT -3-C COD, Soluble 58
12:45 Influent
SOLUBLE .2 37 56
MAB 12/11/2014 ACT -3-C Alkalinity,
12:45 Total as
CaCO3 1.2 37 56
MLS 12/11/2014 ACT -3-C Carbonaceous 31.9
12:45 BOD, 5 day 1.2 37 56
JTJ 12/11/2014 ACT -3-C Chemical 124
12:45 Oxygen
Demand 1.2 37 56
KLB 12/11/2014 ACT -3-C Nitroge)23.9
22.3
12:45 Ammoni 1.2 37 56
JDA 12/11/2014 ACT -3-C Nitrogen,
12:45 Kjeldahl, Total 1.2 37 56
JTJ 12/11/20,L4 ACT -3-C Orthophosphat 1
12:45 11e as P 1.2 37 56
JDA 12/11/201 CT -3-C Phosphorus 1.6
1.2 37 56
MAB /11/20 A 3-C pH at 25 6.9
:45 Degrees C 1.2 37 56
WRC 1 /2014 T-3- Total 16.9
12: Suspended
Solids 1.2 37 56
WRC 12/11/ 1 ACT -3-C Volatile 15.4
12:45 Suspended
Solids 1.2 37 56
SER 12/11/2014 ACT -3-C Carbonaceous 12.5
12:45 SOLUBLE BOD, 5 day 1.2 37 56
JTJ 12/11/2014 ACT -3-C COD, Soluble 39
12:45 SOLUBLE 1.2 37 56
WRC 12/11/2014 ACT -3-C Total Solids 3500
12:45 Waste (SM 2540B)
Sludge 1.2 37 56
WRC 12/11/2014 ACT -3-C Total Volatile 2780
12:45 Waste Solids 1.2 37 56
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
43

ACTIFLO® Pilot Test Report
Buncombe County MSD, Asheville, NC –French Broad WRF
Sludge
MAB
12/12/2014
ACT -5-A
Alkalinity,
164
12
11:00
Influent
Total as
1.1
30
12
1.1
CaCO3
12
JTJ
12/12/2014
ACT -5-A
Carbonaceous
136
11:00
Influent
BOD, 5 day
JTJ
12/12/2014
ACT -5-A
Chemical
271
11:00
Influent
Oxygen
Demand
KLB
12/12/2014
ACT -5-A
Nitrogen,
23.1
11:00
Influent
Ammonia
JDA
12/12/2014
ACT -5-A
Nitrogen,
39.1
11:00
Influent
Kjeldahl, Total
JTJ
12/12/2014
ACT -5-A
Orthophosphat
4.3
11:00
Influent
e as P
JDA
12/12/2014
ACT -5-A
Phosphorus
7
11:00
Influent
MAB
12/12/2014
ACT -5-A
pH at 25
7
11:00
Influent
Degrees C
MDW
12/12/2014
ACT -5-A
Total
11:00
Influent
Suspended
Solids
MDW
12/12/2014
ACT -5-A
Volatile
164
11:00
Influent
Suspended
Solids
JTJ
12/12/2014
ACT -5-A
Carbonace
4
11:00
Influent
BOD, 5 day
SOLUBLE
JTJ
12/12/2014
ACT -5-X
COD, ble
3
11:00
Influent
SOLUBLE
MAB
12/12/2014
ACT -5-A
Ikalin
145
11:00
Total as
CaCO3
JTJ
12/ 201
CT -5-A
Carbonaceous
88.5
44 13OD, 5 day
JTJ
/12/20
A -5-A
Chemical
228
00
-
Oxygen
Demand
KLB y
12/12/2014
T -5-A
Nitrogen,
23.8
11:00
Ammonia
JDA
12/12/ 14
ACT -5-A
Nitrogen,
31
1:00
Kjeldahl, Total
JTJ
14
ACT -5-A
Orthophosphat
2.8
11:00
e as P
JDA
12/12/2014
ACT -5-A
Phosphorus
3.6
11:00
MAB
12/12/2014
ACT -5-A
pH at 25
6.9
11:00
Degrees C
MDW
12/12/2014
ACT -5-A
Total
49.5
11:00
Suspended
Solids
MDW
12/12/2014
ACT -5-A
Volatile
44
1.1
Kruger, Inc.
February 2015
30
30
30
30
30
30
30
30
12
12
12
12
12
12
12
12
30 12
1.1 30
1.1 30
1.1 30
1.1 30
1.1 30
12
12
12
12
12
1.1
30
12
1.1
30
12
1.1
30
12
1.1
30
12
1.1
30
12
1.1
30
12
1.1 30 12
1.1 30 12
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
44

ACTIFLO® Pilot Test Report
Buncombe County MSD, Asheville, NC —French Broad WRF
Kruger, Inc.
February 2015
1.1 30
1.1 30
1.1 30
30
1.2 30
1. 30
30
1.2 30
1.2 30
1.2 30
1.2 30
1.2 30
1.2 30
1.2 30
1.2 30
1.2 30
1.2 30
1.2 30
1.2 30
12
12
12
12
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
45
11:00
Suspended
Solids
JTJ
12/12/2014
ACT -5-A
Carbonaceous
40.6
11:00
SOLUBLE BOD, 5 day
JTJ
12/12/2014
ACT -5-A
COD, Soluble
58
11:00
SOLUBLE
WRC
12/12/2014
ACT -5-A
Total Solids
4110
11:00
Waste
(SM 2540B)
Sludge
WRC
12/12/2014
ACT -5-A
Total Volatile
3370
11:00
Waste
Solids
Sludge
MAB
12/16/2014
30 mg/1
Alkalinity,
181
10:45
Alum
Total as
Influent
CaCO3
EWS
12/16/2014
30 mg/1
Carbonaceous
181
10:45
Alum
BOD, 5 day
Influent
EWS
12/16/2014
30 mg/1
Chemical
615
10:45
Alum
Oxygen
Influent
Demand
N3M
KLB
12/16/2014
30 mg/1
Nitrogen,
10:45
Alum
Ammom
Influent
JDA
12/16/2014
30 mg/l
Ni .5
10:45
Alum
a 1
Influent
MLS
12/16/2014
30 mg/1
Ort osphat
.9
10:45
Alum
s P
Influent
MAB
12/16/2014
30 mg/l
pH
7.2
10:45
Alum
Influent
JDA
12/16/26114
30 mg/1
osphorus
9.1
10:45
Alum
Influent
WRC
1f/ 6/20
30 mg/1
Total
360
10:45
Alum
Suspended
14
Influent
Solids
WRCs
12/16/2014
30 mg/1
Volatile
310
10:45
Alum
Suspended
Influent
Solids
MAB
12/16/ 4
30 mg/1
Alkalinity,
164
Alum
Total as
CaCO3
EWS
12/16/2014
30 mg/1
Carbonaceous
83.6
10:45
Alum
BOD, 5 day
EWS
12/16/2014
30 mg/1
Chemical
269
10:45
Alum
Oxygen
Demand
KLB
12/16/2014
30 mg/l
Nitrogen,
29.9
10:45
Alum
Ammonia
JDA
12/16/2014
30 mg/l
Nitrogen,
35.5
Kruger, Inc.
February 2015
1.1 30
1.1 30
1.1 30
30
1.2 30
1. 30
30
1.2 30
1.2 30
1.2 30
1.2 30
1.2 30
1.2 30
1.2 30
1.2 30
1.2 30
1.2 30
1.2 30
1.2 30
12
12
12
12
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
45

ACTIFLO® Pilot Test Report
Buncombe County MSD, Asheville, NC —French Broad WRF
Kjeldahl, Total
Orthophosphat 3.1
Kruger, Inc.
February 2015
e as P
10:45
Alum
MLS
12/16/2014
30 mg/1
10:45
Alum
MAB
12/16/2014
30 mg/1
Phosphorus
10:45
Alum
JDA
12/16/2014
30 mg/1
1.2
10:45
Alum
WRC
12/16/2014
30 mg/l
Suspended
10:45
Alum
WRC
12/16/2014
30 mg/1
1.2
10:45
Alum
MAB
12/16/2014
20 mg/1
Suspended
12:00
Alum
20
Solids
Influent
EWS
12/16/2014
20 mg/1
183
12:00
Alum
Total as
303
Influent
EWS
12/16/2014
20 mg/1
.2
12:00
Alum
197
1.2
Influent
KLB
12/16/2014
20 mg/1
12:00
Alum
1.2
20
Influent
JDA
12/16/2014
20 mg/l
Oxygen
12:00
Alum
Demand
Influent
MLS
12/16/2014
20 mg/1
31.5
12:00
Alum
Ammonia
Influent
MAB
12/16/2014
20 mg/l
1.2
12:00 -
Alum
49.8
4
Influent
JDA
12/ 2014
20 mg/l
Alum
1.2
20
Influent
WRC
16/2014
20 mg/1
easP
1
Alum —
Influent
WRC
12/16/ 4
20 mg/l
7.2
12:00
Alum
Influent
MAB
14
20 mg/l
12:00
Alum
EWS
12/16/2014
20 mg/1
12:00
Alum
EWS
12/16/2014
20 mg/1
12:00
Alum
KLB
12/16/2014
20 mg/1
12:00
Alum
Kjeldahl, Total
Orthophosphat 3.1
Kruger, Inc.
February 2015
e as P
1.2
30
pH
7.2
Suspended
1.2
30
Phosphorus
4.1
1.2
20
Volatile
200
1.2
30
Total
26.7
Suspended
1.2
20
Solids
173
1.2
30
Volatile
23.3
Suspended
1.2
20
Solids
94.6
30
Alkalinity,
183
1.2
20
Total as
303
CaCO3
.2
20
Carbonaceous
197
1.2
20
BOD, 5 day
30.8
Ammonia
1.2
20
Chemical
Oxygen
Demand
1.2
20
Nitrogen,
31.5
Ammonia
1.2
20
Nitrogen,
49.8
Kjeldahl, Total
1.2
20
Orthophosphat
5.8
easP
1.2
20
pH
7.2
1.2 20
Phosphorus 9.4
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
46
1.2
20
Total
247
Suspended
Solids
1.2
20
Volatile
200
Suspended
Solids
1.2
20
Alkalinity,
173
Total as
CaCO3
1.2
20
Carbonaceous
94.6
BOD, 5 day
1.2
20
Chemical
303
Oxygen
Demand
1.2
20
Nitrogen,
30.8
Ammonia
1.2
20
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
46

ACTIFLO® Pilot Test Report
Buncombe County MSD, Asheville, NC —French Broad WRF
JDA
12/16/2014
20 mg/l
Nitrogen,
40.1
80
12:00
Alum
Kjeldahl, Total
1.2
MLS
12/16/2014
20 mg/1
Orthophosphat
4.5
12:00
Alum
e as P
MAB
12/16/2014
20 mg/1
pH
7.3
12:00
Alum
JDA
12/16/2014
20 mg/1
Phosphorus
5
12:00
Alum
WRC
12/16/2014
20 mg/1
Total
43
12:00
Alum
Suspended
Solids
WRC
12/16/2014
20 mg/1
Volatile
37
12:00
Alum
Suspended
Solids
MAB
12/16/2014
10 mg/1
Alkalinity,
173
14:30
Alum
Total as
Influent
CaCO3
EWS
12/16/2014
10 mg/1
Carbonaceous
254
14:30
Alum
BOD, 5 day
EWS
12/16/2014
Influent
10 mg/1
Chemical
N1
14:30
Alum
Oxygen
Influent
Demand
KLB
12/16/2014
10 mg/1
Nitrogen,
14:30
Alum
A
Influent
JDA
12/16/2014
10 mg/1
ogen,
5
14:30
Alum
Kjeldahl, Total
Influent
MLS
12/16/2014
10 mg/l
Ortho hosp at
14:30
Alum ,
as
Influent '
MAB
12/16/2014
10 mg/l
H
7.1
14:30
Alum
Influent
JDA
12/16/2014
10 mg/l
16phosphorus
7.6
14:30
Alum
Influen
WRC 12/16/2014
10 mg/�
Total
227
14:30
Alum
Suspended
Influent
Solids
WRC
12/16/ 1
10 mg/1
Volatile
203
14:30
Alum
Suspended
Influent
Solids
MAB
12/16/2014
10 mg/1
Alkalinity,
157
14:30
Alum
Total as
CaCO3
EWS
12/16/2014
10 mg/1
Carbonaceous
130
14:30
Alum
BOD, 5 day
EWS
12/16/2014
10 mg/1
Chemical
465
14:30
Alum
Oxygen
Demand
KLB
12/16/2014
10 mg/1
Nitrogen,
28.8
Kruger, Inc.
February 2015
1.2
20
80
1.2
20
80
1.2
20
80
1.2
20
80
1.2 20
1. 20
10
10
10
10
10
10
10
1.2 10
1.2 10
1.2 10
1.2 10
1.2 10
1.2 10
1.2 10
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
80
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
47

ACTIFLO® Pilot Test Report
Buncombe County MSD, Asheville, NC —French Broad WRF
Kruger, Inc.
February 2015
1.2 10
1.2 10
1.2 10
1.2 10
10
"" 10
R
30
80
80
80
80
:1
30
14:30
Alum
Ammonia
30
JDA
12/16/2014
10 mg/1
Nitrogen,
44.5
14:30
Alum
Kjeldahl, Total
MLS
12/16/2014
10 mg/l
Orthophosphat
4.4
14:30
Alum
e as P
MAB
12/16/2014
10 mg/1
pH
7.1
14:30
Alum
JDA
12/16/2014
10 mg/l
Phosphorus
6.3
14:30
Alum
WRC
12/16/2014
10 mg/1
Total
106
14:30
Alum
Suspended
Solids
WRC
12/16/2014
10 mg/l
Volatile
97.1
14:30
Alum
Suspended
Solids
SER
12/16/2014
30 mg/l
Carbonaceous
82.3
10:45
Alum
BOD, 5 day
Influent
SOLUBLE
JTJ
12/16/2014
30 mg/l
COD, Soluble
It'l
10:45
Alum
Influent
SOLUBLE
SER
12/16/2014
30 mg/1
Carbonace
10:45
Alum
B
Effluent
SOLUBLE
JTJ
12/16/2014
30 mg/1 CO oluble
47
10:45
Alum
Effluent
SOLUBLE
Itarbon
SER
12/16/2014
20 mg/l
us
84.6
12:00
Alum
BOD, 5 day
Influent
SOLUBLE
JTJ
12/16/2014
20 mg/1--qqWOD, Soluble
172
12:00
Alum
Influ
SOLE
SER
12/16/2014
20 mg/1
Carbonaceous
58.2
12:00
Alum
BOD, 5 day
Effluent
SOLUBLE
JTJ
X014
20 mg/1
COD, Soluble
170
12:00
Alum
Effluent
SOLUBLE
SER
12/16/2014
10 mg/1
Carbonaceous
105
14:30
Alum
BOD, 5 day
Influent
SOLUBLE
JTJ
12/16/2014
10 mg/l
COD, Soluble
248
14:30
Alum
Kruger, Inc.
February 2015
1.2 10
1.2 10
1.2 10
1.2 10
10
"" 10
R
30
80
80
80
80
:1
30
80
30
80
30
80
1.2 20
1.2 20
1.2 20
1.2 20
1.2 10
1.2 10
80
80
80
80
80
80
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
48

ACTIFLO® Pilot Test Report Kruger, Inc.
Buncombe County MSD, Asheville, NC —French Broad WRF February 2015
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
49
Influent
SOLUBLE
SER
12/16/2014
10 mg/1
Carbonaceous
107
14:30
Alum
BOD, 5 day
SOLUBLE
1.2
10
80
JTJ
12/16/2014
10 mg/l
COD, Soluble
235
14:30
Alum
SOLUBLE
1.2
10
80
WRC
12/16/2014
30 mg/1
Total Solids
7000
10:45
Alum
(SM 2540B)
Sludge
1.2
30
80
WRC
12/16/2014
30 mg/l
Total Volatile
6040
10:45
Alum
Solids
Sludge
1.
30
80
WRC
12/16/2014
10 mg/1
Total Solids
5080
14:30
Alum
(SM 2540B)
Sludge
10
80
WRC
12/16/2014
10 mg/1
Total Volatile
4520
14:30
Alum
Solids
Sludge
.2
10
80
MAB
12/17/2014
Influent
Alkalinity,
12:15
ACTIFLO
Total as
6
CaCO3
1.2
40
80
EWS
12/17/2014
Influent
Carbonace
12:15
ACTIFLO
BOD, 5 day
6
1.2
40
80
EWS
12/17/2014
Influent
Chemical
12:15
ACTIFL Oxygen
6 —
1.2
40
80
SER
12/17/2014
Influent
26
12:15
ACTIFLO
\mand
6
1.2
40
80
JDA
12/17/2014
Influent
Nitrogen,
43.5
12:15
ACTIFLO
eldahl, Total
6
1.2
40
80
JTJ
12/17/2014
Influentqwrthophosphat
2.7
12:15
ACTIFLO
e as P
6
1.2
40
80
SERQl
7/2014
In fluen�
Phosphorus
6.8
ACTIFLO
6
1.2
40
80
MAB7/
1
Influent
pH at 25
7.4
5
ACTIFLO
Degrees C
6
1.2
40
80
WRC
12/17/2014
Influent
Total
194
12:15
ACTIFLO
Suspended
6
Solids
1.2
40
80
WRC
12/17/2014
Influent
Volatile
172
12:15
ACTIFLO
Suspended
6
Solids
1.2
40
80
SER
12/17/2014
Influent
Carbonaceous
61
12:15
ACTIFLO
BOD, 5 day
6
1.2
40
80
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
49

ACTIFLO® Pilot Test Report
Buncombe County MSD, Asheville, NC —French Broad WRF
SOLUBLE
JTJ 12/17/2014 Influent COD, Soluble 142
12:15 ACTIFLO
6
SOLUBLE 1.2
MAB 12/17/2014 ACTIFLO Alkalinity, 152
12:15 6 Total as
CaCO3 1.2
EWS 12/17/2014 ACTIFLO Carbonaceous 76.7
12:15 6 BOD, 5 day 1.2
EWS 12/17/2014 ACTIFLO Chemical 223
12:15 6 Oxygen
Demand 1.2
SER 12/17/2014 ACTIFLO Nitrogen, 25.7
12:15 6 Ammonia �1.2
JDA 12/17/2014 ACTIFLO Nitrogen, 30.8
12:15 6 Kjeldahl, Total 1.2
JTJ 12/17/2014 ACTIFLO Orthophosphat 2
12:15 6 easP 1.2
SER 12/17/2014 ACTIFLO Phosphorus
12:15 6 1.2
MAB 12/17/2014 ACTIFLO pH at 25 7.
12:15 6 Degrees 1.2
WRC 12/17/2014 ACTIFLO Total
12:15 6 Suspended
Solids 1.2
WRC 12/17/2014 ACTIFLO Volatile 32
12:15 6 _ Suspended
Solids 1.2
SER 12/17/2014 ACTIFLO Carbonace 3.9
12:15 6 BOD, 5 day
SOLUBLE 1.2
JTJ 12/17/2014 ACTIFLO COD, Soluble 118
12:15 6
SOLUBLE 1.2
WRC 12/17/201 ACTIFLO 4;1� otal Solids 4000
12:15 6 SLUDGE (SM 2540B) 1.2
WRC 12/17/2014 ACTIFLO Total Volatile 3240
12:15 6 SLUDGE Solids 1.2
SER 12/17/2014 Influent Nitrogen, 27.3
14:50 ACTIFLO Ammonia
7 2.48
JTJ 12/17/4 Influent Orthophosphat 3.3
14:50 PF ACTIFLO e as P
7 2.48
SER 12/17/2014 Influent Phosphorus 6.5
14:50 ACTIFLO
7 2.48
WRC 12/17/2014 Influent Total 184
14:50 ACTIFLO Suspended
7 Solids 2.48
MAB 12/17/2014 Influent pH at 25 7.3
14:50 ACTIFLO Degrees C 2.48
Kruger, Inc.
February 2015
40
80
40
80
40
80
40
40
40
40
40
40
80
80
80
80
80
80
40
80
40
80
40
80
40
80
40
80
40
80
40
50
40
50
40
50
40
50
40
50
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
50

ACTIFLO® Pilot Test Report
Buncombe County MSD, Asheville, NC —French Broad WRF
Kruger, Inc.
February 2015
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
51
7
SER
12/17/2014
ACTIFLO
Nitrogen,
26.2
14:50
7
Ammonia
2.48
40
50
JTJ
12/17/2014
ACTIFLO
Orthophosphat
2.2
14:50
7
e as P
2.48
40
50
SER
12/17/2014
ACTIFLO
Phosphorus
3.5
14:50
7
2.48
40
50
WRC
12/17/2014
ACTIFLO
Total
65.2
14:50
7
Suspended
Solids
2.48
40
50
MAB
12/17/2014
ACTIFLO
pH at 25
7.3
14:50
7
Degrees C
2
40
50
SER
12/17/2014
ACTIFLO
Nitrogen,
27.9
15:30
8
Ammonia
40
50
JTJ
12/17/2014
ACTIFLO
Orthophosphat
2.7
15:30
8
e as P
2
40
50
SER
12/17/2014
ACTIFLO
Phosphorus
4.2
15:30
8
2
40
50
WRC
12/17/2014
ACTIFLO
Total
93
15:30
8
Suspended
Solids
` 2
40
50
MAB
12/17/2014
ACTIFLO
pH at 25
7.2
15:30
8
Degrees
2
40
50
SER
12/17/2014
ACTIFLO
Nitrogen,
29.3
16:10
9
Ammonia
1.5
40
50
JTJ
12/17/2014
ACTIFLO
Orthophosphat
2.8
16:10
9
e as P1.5
40
50
SER
12/17/2014
ACTIFLOPhosphorus)'20
.8
16:10
`
1.5
40
50
WRC
12/17/2014
otal
16:10uspended
&ALOO
olids -
1.5
40
50
MAB
12/17/20
H at 25
7.3
16:10
rees C
1.5
40
50
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
51

ACTIFLO® Pilot Test Report
Buncombe County MSD, Asheville, NC —French Broad WRF
Appendix C: Protocol Test Data Log Sheets
Kruger, Inc.
February 2015
Confidential: The information contained in this document should not be reproduced, distributed, etc. without the express written consent
of Kruger, Inc.
52

Attachment 1 — Pilot Test Log Sheet
Chemically Enhanced Primary Treatment Plot Test
Date
t2 14
EndOptimization Period
Vendor
ACTIF11
operator
5
Test Number
I
Test Condition
Start Optimization Period
IZ:00
EndOptimization Period
12:30
Guidelines
Coagulant
1010
1ml/min
Polymer
lijp\ ml/min
35°C(W
Time
flow
gpm
Overflow
Rate
gpm/sf
Temperature
°C
gallant
91�
Coagulant
ml/min
/m9/L.
Polymer
ml/min
Grab Sample
Collected
1z�00
Iq54b
7•I
D•
35 y0
60
►,
Z* to
145
Oto
17.0
10.1
35 40
4bo 1•z_
Iz:ro
4
00
m.t
35/go
4100 z
1z: 30
I
7.1
too
it
u
Iz:Ll6
145
'16.3
11
It
II
:50
15
1 •5
Il
11
t1
13 to 00
14$
0
if
F1
II
tl
lit: t0
14
4
11
11
1
(3: to
145
y
11
n
11
11
I3: 30
145
410
1
11
It
It
Waste Sludge Volume gallons M;
Sam le identifiers
Effluent
Particle Size
Waste Sludge
Comments/Notes:
G-

Attachment 1 — Pilot Test Log Sheet
ChemicallV Enhanced Primary Treatment Pilot Test
Date t
Vendor AC?Zr t0
Operator
Test Number
Test Condition
Start Optimization Period
Float
gpm
�3:u�
Temperature
°C
End Optimization Period
jt4',CDSj
Guidelines Coagulant--t--OFCoaHulantT--t--
OF ml/min
Polymer NUmymin
35910
Time
Waste Sludge Volume 12
Float
gpm
Overflow
Rate
gpm/sf
Temperature
°C
Ballast
n�la
J
Coagulant
ml/min
'N, Jt!.
Polymer
ml/min
/ lL
Grab Sample
Collected
:ta
ILA : to
u
n
u
%4
V5
It
It
1�
W: 2St1
y
set
4S
e. f.
z
tA•.
t,
H
t,
„
,1
It
u
I
It
n
,r
„
IS% oft
,•
„
At
. gallons
Sample identifiers
Effluent
Particle Size
Waste Sludge
Comments)Notes:
R A%N ZN G -
t3

Attachment 1 — Pilot Test Log Sheet
Chemically Enhanced Primary Treatment Pilot Test
Date
, ;
Q UK
End Optimization Period
mVmin
VendorAt.17,R
Polymer
I ml/min
L.
Operator
AjV,
Test Number
Test Condition
Start Optimlzatfon Period
, ;
Q UK
End Optimization Period
mVmin
I5:
Polymer
I ml/min
L.
Guidelines
Coagulant
Q UK
Temperature
"C
mVmin
Polymer
Polymer
I ml/min
L.
Grab Sample
Collected
35g �
Time
Flow
gPm
Overflow
gRote
Temperature
"C
Ballast
q I L-
J
Coagulant
1 ml/min
IL
Polymer
I ml/min
L.
Grab Sample
Collected
V5: 2d
tt
vi
IeSla SO
u
1
55
V44Z /.2
�s
t t
,
tt
X6 27d
L4 5
G
Ir
tl
L sip
t
,.
,t
,.
t•
,t
Waste Sludge Volume gallons
Sample Identifiers
Effluent
Particle Size
Waste Sludge
Camments(Notes:
Sib 5> Q14'IvxtJG
G

Attachment 1 — Pilot Test Log Sheet
Chemically Enhanced Pr'mary Treatment Pilot Test
Date
1
Vendor
to
Operator
S
Polymer
mi/mi
/ /e.
Test Number
Test Condition
e
'PN�
Start Optimization Period
SWS
End Optimization Period
Temperature
°C
Guidelines
Coagulant 0 mVmin
Polymer •OC mVmin
)Y c X 35%6
�
Tlme
Flow
gpm
Overflow
Rate
gpm/sf
Temperature
°C
Ballast
a/L
Coagulant
I/mIn
���L
Polymer
mi/mi
/ /e.
Grab Sample
Collected
f
I s
o
W
:
Sy
�,
If
I/
I/
..I
C
110
W3�
50co:
to
Waste Sludge Volume �3 gallons
Sample Identifiers
Effluent
Particle Size
Waste Sludge ELA
Comments/Notes:
CaAr��! �7�PoQ�1P �T �q
PPMy
c✓iii�
��Ma9
f
L"

Attachment 1— Pilot Test Log Sheet
Chemically Enhanced Primary Treatment Pilot Test
Date
I l0 4
Vendor
jL ' 6a
Operator
S
Test Number
Aa;.V^;C
Test Condition
14Y
Start Optimization Period
Coagulant
j
End Optimization Period
p:oo
miJmin
I�de,K 3696
Time
Coagulant
4Guidelines
Temperature
°C
Ballast
If/L
miJmin
Polymer
Aa;.V^;C
mi/min
I�de,K 3696
Time
Flow
gpm
Overflow
Rate
gpm/sf
Temperature
°C
Ballast
If/L
Coagulant
ml/min
/ry/l
Polymer
ml/min
/ *I/L
Grab Sample
Collected
1: 235
4
14Y
946
/I
1504
n
If
It
It
144
q n
Itstc
I
1100
3 o
Gn A,2
o
It
4
It
It
rr
11
It
t
I(
�z
It
to
It
tt
tt
t
t -t-
LA (t3
Iss,
wfs
35 u
2
t,
N
tr
r
It
1` l5V5
671
1
I. k
351"f
-Undlt2
Waste Sludge Volume gallons,,,•
Sample Identifiers
Effluent
Particle Size
Waste Sludge
Comments/Notes:
.S,�if� alw,wa �S ain.

Attachment 1 — Pilot Test log Sheet
Chemically Enhanced Primary Treatment Pilot Test
Date
la
juliq
Vendor
1
Operator
SK
Test Number
'-JS
Test Condition
{�
Start0 timization Period
I:oo
End Optimization Period
(;10
Guidelines
Coagulant1
Overflow
Rate
gpm/sf
Temperature
°C
ml/min
Polymer
Polymer
ml/min
/q`SIL.
ml/min
Fla x sSaG
Time
Flow
glum
Overflow
Rate
gpm/sf
Temperature
°C
Ballast
(
13�')
Coagulant
ml/min
/el/L
Polymer
ml/min
/q`SIL.
Grab Sample
Collected
'-JS
&D
1S13
ITa
U
tl3:a
11'Iu
N
a
n
n
n
, r
1-
3oor
If
to
"
'ct
1
Kfl
% 1t .2
:S
rf
u
y
4
It
4
u
to
it
to
rt
it
ttt
of
I
t 1
S.
L4
L(qj /.2
rrIttr
t
p
Waste Sludge Volume � gallons
Sample Identifiers
Effluent
Particle Size
Waste Sludge
Comments/Notes:

loheviife Rr Wvo Po3v % '
&/Tµ = 2 8 .1
-rP
Attachment 1— Pilot Test Log Sheet op
ChemicallV Enhanced Primary Treatment Pilot Test
Date
Moot "
End Optimization Period
Vendor
Mifto
Operator
$k
Test Number
u
Test Condition
A
Start Optimization Period
jJ
End Optimization Period
ml/min
Guidelines
Coagulant
I AlvM
ml/min
PolymerlAtAfAlc
Coagulant
ml/min
I4A
ml/min
IJaJ.tx 35a6
Time
Waste Sludge Volume gallons MW
Flow
gpm
Overflow
Rate
gpm/sf
Temperature
°C
Ballast
( 1
\alC/
Coagulant
ml/min
I4A
Polymer
ml/min
/^'IL
Grab Sample
Collected
u
O
0
`t.
1.
: V5
R
of
to
p
4
to
Vy r 140
16tv,
40
?
9.7
ST
n
rt
N
n
u
y
IF
raat'
,r
55
tt
4
v
Q.
it
At
It
6 t
4
t5
l21
t{O
tS.
le 45
d
At
tr
t
fr
t2�t
5-
6
S8o •2
Sample Identifiers
Effluent
Particle Size
Waste Sludge
Comments/Notes:
24�� f1rWnA) TFM<1
I

,�Ae
NTU = Zm • 2•
Orp e cD o c 35
Attachment 1 — Pilot Test Log Sheet
Op t
a5,
7 t-(
(Q
Chemically Enhanced Primary Treatment Pilot Test
Test Number
$
Test Condition
ff
Date
(i
Vendor
End Optimiza[lon Period
Operator
$IC
Test Number
$
Test Condition
ff
Start Optimization Period
li%$O
overflow
Rate
gpm/sf
End Optimiza[lon Period
to:
Polymer
Guidelines
Coagulant
overflow
Rate
gpm/sf
jv
ml/min
Polymer
to"e
_ml/min
11�.1sc 3596
Time
Waste Sludge Volume gallons As
Flow
gpm
overflow
Rate
gpm/sf
Temperature
° C
Ballast
o�
(34)
Coagulant
ml/min
/000ilt,
Polymer
mi/min
"'T/L
Grab Sample
Collected
750
ff
!f
.•%'
3 4�
S6S r
boat.
f
d K
/f
r
t
tt
t t
to
to
t.
atV
'd
21
2. LI
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z5
t
y
t/
u
a
I f
at
U
.c
l
n
tt
u
st
ss
Is,
za.s u
t
[t
V
N
/
tt
It
N
Sample Identifiers
Effluent
Particle Size
Waste Sludge
Comments/Notes:
I
I

IY„c�-lo(' (ontxdrl ileS.� �s
iJIU I Ot EJ
ti'P - tit FjJ 3
Attachment 1 - Pilot Test Log Sheet
Chemically Enhanced Primary Treatment Pilot Test
Date
1l ItIoll
Vendor
"410
I I
Operator
S
Test Number
3
Test Condition
G
Start Op[imizatlon Period
Guidelines
1 1 : a
End Optimization Perled
I I
H�1 k 3546
Time
Guidelines
overflow
m/sf
Coagulant
AIrIvOA
I ml/min
Polymer
,m,e
I ml/min
H�1 k 3546
Time
Flow
gpmate
overflow
m/sf
Temperature
°Cml(min
Ballast
9/6)
Coagulant
Polymer
ml/min
Grab Sample
Collected
lS •G
Vol9*wIltil
I
n
of
to
tl.
1 3
tf
S6
fro a
4
iw a
It
to
of
to
to
It
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tt
n
tt
:$
tt
It
I
n
11
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:D
It
I
n
II
9 7
n
1a111
11
1
1
11
4 3-1
II
-
:Z5
It
t
I
n
ot: 31
11
1
u
2.:45
I11
UIt
Waste Sludge Volume 1 � gallons
Sample Identifiers
Effluent
Particle Size
Waste Sludge
Comments/Notes:
12:05 Dost changeM q6 :t dot In AP 7n Mailer
b[inn < LD malt_
I
I
i
I
e

Attachment 1 — Pilot Test Log Sheet
Chemicaliv Enhanced PrhnaryTreatment Pilot Test
Date
12
erflow
rRat�
pm/sf
Vendor
QC1
Operator
mlJmin
Test Number
Test Condition
Start Optimization Period
End Optimization Period
Guidelines
Coagulant
erflow
rRat�
pm/sf
mVmin
Polymer
Coagulant
mlJmin
mlJmin
Time
Flow
gpm
erflow
rRat�
pm/sf
Temperature
°C
Ballast
Coagulant
mlJmin
Polymer
ml/min
Grab Sample
Collected
LI
33I
I
'S
Waste Sludge Volume gallons
Sample Identifiers
E({luent
Particle Size
Waste Sludge
Comments/Notes:
�I
I
I

Attachment 1 — Pilot Test Log Sheet
Chemically Enhanced Primary Treatment Pilot Test
Date
�Z
End Optimization Period
pr 00
Vendor
Acwlro
Operator
3�C
Test Number
',S
Test Condition
Start Optimization Period
gro$O
End Optimization Period
pr 00
Guidelines
Coagulant
3p
mlJmin
Polymer
Coagulant
ml/min
ml/min
Time
Flow
gpm
Overflow
Rate
gpm/sf
Temperature
"C
Ballast
Coagulant
ml/min
Polymer
ml/min
Grab Sample
Collected
a
--
ell 94� 440
A02
it
—
h
qwe
13
\2
jq,46
a
it
%2
IL4 ro
I FCZ
/
lilp
so
µ
ct
q
Im
30
Waste Sludge Volume gallons
Sample Identifiers
Effluent
Particle Size
Waste Sludge
I Comments/Notes:
I
i
I

Electrical Load Summary
480 V SWBD-28
04/26/18
4/26/2018
NO.
DESCRIPTION
LOAD CUSTOM MOTOR
DATA
SIZE UNIT MOTOR RPM Eff. PF.
CONN
QUANTITY
OPER
FEEDER
SIZING
EMER FACTOR
DEM
FAC VOLT
KV
CONN
KVA
OPER EMERG
DEMAND
FEEDER
SIZING
FEEDER
SIZING
FEEDER
SIZING
KVA KVA CONN. KVA DEM. KVA
E. KVA
1 -
EXISTING INLFUENT PUMP STATION PANEL
225 FLA
1
0.8
0.8 1.25
1 0.48
187.1
149.6
149.6
233.9
187.0
187.0
2 -
PANEL PH21 - SURGE PS
285.9 KVA
1
0.94
0.94 1.25
1 0.48
285.9
268.7
268.7
357.4
335.9
335.9
3 -
PANEL PH 14 - GRIT FACILITY
176 KVA
1
0.79
0.79 1.25
1 0.48
176.0
139.0
139.0
220.0
173.8
173.8
4 -
MCC -42N
LB
1
1
1 0
1
969.1
742.4
742.4
998.4
766.1
766.1
5 -
EXISTING MCC -8
LB
1
0.85
0.85 0
1
229.5
145.6
145.6
266.9
197.6
197.6
6 -
LP -28
45 KVA
1800 RPM @ 60Hz
1
0.6
0.6 1.25
1 0.48
45.0
27.0
27.0
56.3
33.8
33.8
7 -
PP -28
LB
I
1
1 0
1
23.4
23.4
23.4
23.4
23.4
23.4
8 -
GRIT BLOWER NO.1
40 HP
1800 RPM @ 60Hz
1
1
1 1
1 0.48
43.2
43.2
43.2
43.2
43.2
43.2
9 -
GRIT BLOWER NO.2
40 HP
1800 RPM @ 60Hz
I
1
1 1
1 0.48
43.2
43.2
43.2
43.2
43.2
43.2
10 -
0 FLA
1800 RPM @ 6011z
1
1
1 1.25
1 0.48
0.0
0.0
0.0
0.0
0.0
0.0
SPARE CAPACITY
20 %
400.5
316.4
316.4
448.5
360.8
360.8
TOTAL
SWBD-28
0.48
CONNECTED LOAD
LARGEST MOTOR CONNECTED
TOTAL MOTOR HP
TOTAL VFD LOAD
75
783
342
HP
HP
KVA
STARTER
VFD
LARGEST MOTOR
MAX BREAKER TRIP =
MAIN BREAKER
150
100 %
A
RATED
MIN BREAKER TRIP =
MIN FEEDER AMPS =
MAX BREAKER TRIP
=
2944.2
3000.0
3000.0
DEMAND LOAD
LARGEST MOTOR OPERATING
TOTAL MOTOR HP
TOTAL VFD LOAD
75
617
254
HP
HP
KVA
STARTER
VFD
LARGEST MOTOR
MAX BREAKER TRIP =
MAIN BREAKER
150
100 %
A
RATED
MIN BREAKER TRIP =
MIN FEEDER AMPS =
MAX BREAKER TRIP
=
2337.5
2400.0
2400.0
EMERGENCY LOAD
LARGEST MOTOR OPERATING
TOTAL MOTOR HP
TOTAL VFD LOAD
75
617
254
HP
HP
KVA
STARTER
VFD
LARGEST MOTOR
MAX BREAKER TRIP =
MAIN BREAKER
150
100 %
A
RATED
MIN BREAKER TRIP =
MIN FEEDER AMPS =
MAX BREAKER TRIP
=
2337.5
2400.0
2400.0
COMMENTS:
BUILDING 28
Reviewed By: Joe Doughney
Date: 4-26-18

Electrical Load Summary
480 V MCC -42N
04/26/18
4/26/2018
NO.
DESCRIPTION
LOAD CUSTOM MOTOR
DATA
SIZE UNIT MOTOR RPM Eff. PF.
CONN
QUANTITY FEEDER
SIZING
OPER EMER FACTOR
DEM
FAC VOLT
KV
CONN
KVA
OPER EMERG
DEMAND
KVA KVA
FEEDER
SIZING
CONN. KVA
FEEDER
SIZING
DEM. KVA
FEEDER
SIZING
E. KVA
1 -
DRAIN PUMP NO.1
75 HP-VFD
1800 RPM @ 60Hz
1
1 1
1 1 0.48
83.8
83.8
83.8
83.8
83.8
83.8
2 -
DRAIN PUMP NO.2
75 HP-VFD
1800 RPM @ 60Hz
1
1 1
1 1 0.48
83.8
83.8
83.8
83.8
83.8
83.8
3 -
DRAIN PUMP NO.3
75 HP-VFD
1800 RPM @ 60Hz
1
0 0
1 1 0.48
83.8
0.0
0.0
83.8
0.0
0.0
4 -
SLUDGE BLENDING MIXER
4 HP
1800 RPM @ 60Hz
1
1 1
1 1 0.48
6.3
6.3
6.3
6.3
6.3
6.3
5 -
EXHAUST FAN 1
2 HP
1800 RPM @ 60Hz
I
1 1
1 1 0.48
2.8
2.8
2.8
2.8
2.8
2.8
6,-
EXHAUST FAN 2
2 HP
1800 RPM @ 60Hz
1
1 1
1 1 0.48
2.8
2.8
2.8
2.8
2.8
2.8
7-
PP -42N
LB
I
1 1
0 1
23.4
23.4
23.4
23.4
23.4
23.4
8-
PP -42S
LB
1
1 1
0 1
89.5
89.5
89.5
95.1
95.1
95.1
9-
COAG TANK MIXER NO.1 (TRAIN#1)
10 HP
1800 RPM @ 60Hz
I
1 1
1 1 0.48
11.6
11.6
11.6
11.6
11.6
11.6
10 -
COAG TANK MIXER NO.2 (TRAIN#1)
10 HP
1800 RPM @ 60Hz
1
1 1
1 1 0.48
11.6
11.6
11.6
11.6
11.6
11.6
It,-
MATURATION TANK MIXER NO. 1 (TRAIN#1)
20 HP-VFD
1800 RPM @ 60Hz
I
1 1
1 1 0.48
23.6
23.6
23.6
23.6
23.6
23.6
12-
SETTLING TANK NO.1 (TRAIN#1)
1 HP-VFD
1800 RPM @ 60Hz
1
1 1
1 1 0.48
1.8
1.8
1.8
1.8
1.8
1.8
13 -
HYDROCYCLONE PUMP NO.1 (TRAIN#1)
40 HP
1800 RPM @ 60Hz
I
1 1
1 1 0.48
43.2
43.2
43.2
43.2
43.2
43.2
14
-
HYDROCYCLONE PUMP NO.2 (TRAIN#1)
40 HP
1800 RPM @ 60Hz
1
1 1
1 1 0.48
43.2
43.2
43.2
43.2
43.2
43.2
15 -
HYDROCYCLONE PUMP NO.3 (TRAIN#1)
40 HP
1800 RPM @ 60Hz
1
0 0
1 1 0.48
43.2
0.0
0.0
43.2
0.0
0.0
16,-
COAG TANK MIXER NO.1 (TRAIN#2)
10 HP
1800 RPM @ 60Hz
1
1 1
1 1 0.48
11.6
11.6
11.6
11.6
11.6
11.6
171-
1 COAG TANKMIXER NO.2 (TRAIN#2)
10 HP
1800 RPM @ 60Hz
I
1 1
1 1 0.48
11.6
11.6
11.6
11.6
11.6
11.6
18 -
MATURATION TANK MIXER NO. 1 (TRAIN#2)
20 HP-VFD
1800 RPM @ 60Hz
1
1 1
1 1 0.48
23.6
23.6
23.6
23.6
23.6
23.6
19 -
SETTLING TANK NO.1 (TRAIN#2)
1 HP-VFD
1800 RPM @ 60Hz
I
1 1
1 1 0.48
1.8
1.8
1.8
1.8
1.8
1.8
20 -
HYDROCYCLONE PUMP NO.1 (TRAIN#2)
40 HP
1800 RPM @ 60Hz
1
1 1
1 1 0.48
43.2
43.2
43.2
43.2
43.2
43.2
21 -
HYDROCYCLONE PUMP NO.2 (TRAIN#2)
40 HP
1800 RPM @ 60Hz
I
1 1
1 1 0.48
43.2
43.2
43.2
43.2
43.2
43.2
22.-
HYDROCYCLONE PUMP NO.3 (TRAIN#2)
40 HP
1800 RPM @ 60Hz
1
0 0
11 1 0.48
43.2
0.0
0.0
43.2 1
0.0
0.0
23 -
LP -42N
75 KVA
1800 RPM @ 60Hz
1
0.75 0.75 1.251
1 0.48
75.0
56.3
56.3
93.8
70.4
70.4
SPARE CAPACITY
20 %
161.5
123.7
123.7
166.4
127.7
127.7
TOTAL
MCC -42N
0.48
CONNECTED LOAD
LARGEST MOTOR CONNECTED
TOTAL MOTOR HP
TOTAL VFD LOAD
75
620
302
HP
HP
KVA
STARTER
VFD
LARGEST MOTOR
MAX BREAKER TRIP =
MAIN BREAKER
150
100 '%
A
RATED
MIN BREAKER TRIP =
MIN FEEDER AMPS =
MAX BREAKER TRIP
=
1214.8
1300.0
1300.0
DEMAND LOAD
LARGEST MOTOR OPERATING
TOTAL MOTOR HP
TOTAL VFD LOAD
75
465
218
HP
HP
KVA
STARTER
VFD
LARGEST MOTOR
MAX BREAKER TRIP =
MAIN BREAKER
150
100 %
A
RATED
MIN BREAKER TRIP =
MIN FEEDER AMPS =
MAX BREAKER TRIP
=
942.2
1000.0
1000.0
EMERGENCY LOAD
LARGEST MOTOR OPERATING
TOTAL MOTOR HP
TOTAL VFD LOAD
75
465
218
HP
HP
KVA
STARTER
VFD
LARGEST MOTOR
MAX BREAKER TRIP =
MAIN BREAKER
150
100 %
A
RATED
MIN BREAKER TRIP =
MIN FEEDER AMPS =
MAX BREAKER TRIP
=
942.2
1000.0
1000.0
COMMENTS:
HRT PUMP BUILDING

Electrical Load Summary
480 V PP -42N
04/26/18
4/26/2018
NO.
DESCRIPTION
LOAD CUSTOM MOTOR
DATA
SIZE UNIT MOTOR RPM Eff. PF.
CONN
QUANTITY FEEDER
SIZING
OPER EMER FACTOR
DEM
FAC
VOLT
KV
CONN
KVA
OPER EMERG
DEMAND
FEEDER
SIZING
FEEDER
SIZING
FEEDER
SIZING
KVA KVA CONN. KVA DEM. KVA
E. KVA
1 -
MONORAIL - GROUND LEVEL
1.5 HP
1800 RPM @ 6011z
1
1 1 1
1
0.48
2.5
2.5
2.5
2.5
2.5
2.5
2 -
MAU
7.5 HP
1800 RPM @ 60Hz
1
1 1 1
1
0.48
9.1
9.1
9.1
9.1
9.1
9.1
3 -
PLUG VALVE
1 HP
1800 RPM @ 6011z
1
1 1 1
1
0.48
1.7
1.7
1.7
1.7
1.7
1.7
4 -
PLUG VALVE
1 HP
1800 RPM @ 60Hz
1
1 1 1
1
0.48
1.7
1.7
1.7
1.7
1.7
1.7
5 -
PLUG VALVE
1 HP
1800 RPM @ 6011z
1
1 1 1
1
0.48
1.7
1.7
1.7
1.7
1.7
1.7
6 -
PLUG VALVE
1 HP
1800 RPM @ 60Hz
1
1 1 1
1
0.48
1.7
1.7
1.7
1.7
1.7
1.7
71-
1 MONORAIL - LOWER LEVEL
1.5 HP
1800 RPM @ 6011z
1
1 1 1
1
0.48
2.5
2.5
2.5
2.5
2.5
2.5
8 -
MONORAIL - LOWER LEVEL
1.5 HP
1800 RPM @ 60Hz
1
1 1 1
1
0.48
2.5
2.5
2.5
2.5
2.5
2.5
SPARE CAPACITY
0 %
0.0
0.0
0.0
0.0
0.0
0.0
TOTAL
PP -42N
0.48
CONNECTED LOAD
LARGEST MOTOR CONNECTED
TOTAL MOTOR HP
TOTAL VFD LOAD
8
16
0
HP
HP
KVA
STARTER
FV
LARGEST MOTOR
MAX BREAKER TRIP =
MAIN BREAKER
80 %
25
A
RATED
MIN BREAKER TRIP =
MIN FEEDER AMPS =
MAX BREAKER TRIP =
42.1
30.9
45.0
DEMAND LOAD
LARGEST MOTOR OPERATING
TOTAL MOTOR HP
TOTAL VFD LOAD
8
16
0
HP
HP
KVA
STARTER
FV
LARGEST MOTOR
MAX BREAKER TRIP =
MAIN BREAKER
80 %
25
A
RATED
MIN BREAKER TRIP =
MIN FEEDER AMPS =
MAX BREAKER TRIP =
42.1
30.9
45.0
EMERGENCY LOAD
LARGEST MOTOR OPERATING
TOTAL MOTOR HP
TOTAL VFD LOAD
8
16
0-KVA
HP
HP
STARTER
FV
LARGEST MOTOR
MAX BREAKER TRIP =
MAIN BREAKER
80 %
25
A
RATED
MIN BREAKER TRIP =
MIN FEEDER AMPS =
MAX BREAKER TRIP =
42.1
30.9
45.0
COMMENTS:
HRT PUMP BLDG

Electrical Load Summary
460 V PP -42S
04/26/18
4/26/2018
NO.
DESCRIPTION
LOAD CUSTOM MOTOR
DATA
SIZE UNIT MOTOR RPM Eff. PF.
CONN
QUANTITY FEEDER
SIZING
OPER EMER FACTOR
DEM CONN
FAC VOLT
KV KVA
OPER EMERG
DEMAND
KVA KVA
FEEDER
SIZING
CONN. KVA
FEEDER
SIZING
DEM. KVA
FEEDER
SIZING
E. KVA
1 -
CB-EWH
9 KW
1
1 1 1.25
1 0.46
9.0
9.0
9.0
11.3
11.3
11.3
2 -
CB-EUH
13.32 KVA
1
1 1 1.25
1 0.46
13.3
13.3 13.3
16.6
16.6
16.6
3 -
POLYMER MOVs
1.5 HP
1800 RPM @ 60Hz
I
1 1
1 1 0.46
2.4
2.4
2.4
2.4
2.4
2.4
4 -
BALLAST FEED BOOSTER PUMP
3 HP
1800 RPM @ 60Hz
1
1 1
1 1 0.46
3.8
3.8
3.8
3.8
3.8
3.8
5 -
BALLAST BULKBAG HOIST
2.4 HP
1800 RPM @ 60Hz
I
1 1
1 1 0.46
3.8
3.8
3.8
3.8
3.8
3.8
6 -
BALLAST BULKBAG TROLLEY
0.5 HP
1800 RPM @ 60Hz
1
1 1
1 1 0.46
0.9
0.9
0.9
0.9
0.9
0.9
71-
IBALLAST BULKBAG FEEDER
1 HP
1800 RPM @ 60Hz
I
1 1
1 1 0.46
1.7
1.7
1.7
1.7
1.7
1.7
8 -
BALLAST UNLOADER
1.2 HP
1800 RPM @ 60Hz
1
1 1
1 1 0.46
2.4
2.4
2.4
2.4
2.4
2.4
9 -
BALLAST MOV
1 HP
1800 RPM @ 60Hz
I
1 1
1 1 0.46
1.7
1.7
1.7
1.7
1.7
1.7
10 -
POLYMER FEEDER 1
1 HP
1800 RPM @ 60Hz
1
1 1
1 1 0.46
1.7
1.7
1.7
1.7
1.7
1.7
11 -
POLYMER MIXER 1
1 HP
1800 RPM @ 60Hz
I
1 1
1 1 0.46
1.7
1.7
1.7
1.7
1.7
1.7
12,-
AGE TANK MIXER 1
2 HP
1800 RPM @ 60Hz
1
1 1
1 1 0.46
2.7
2.7
2.7
2.7
2.7
2.7
131-
1 AGE TANK MIXER 2
2 HP
1800 RPM @ 60Hz
I
1 1
1 1 0.46
2.7
2.7
2.7
2.7
2.7
2.7
14
-
POLYMER TRANSFER PUMP 1
5 HP
1800 RPM @ 60Hz
1
1 1
1 1 0.46
6.1
6.1
6.1
6.1
6.1
6.1
15 -
POLYMER FEEDER 2
1 HP
1800 RPM @ 60Hz
I
1 1
1 1 0.46
1.7
1.7
1.7
1.7
1.7
1.7
16
-
POLYMER MIXER 2
1 HP
1800 RPM @ 60Hz
1
1 1
1 1 0.46
1.7
1.7
1.7
1.7
1.7
1.7
17 -
AGE TANK MIXER 3
2 HP
1800 RPM @ 60Hz
I
1 1
1 1 0.46
2.7
2.7
2.7
2.7
2.7
2.7
18,-
AGE TANK MIXER 4
2 HP
1800 RPM @ 60Hz
1
1 1
1 1 0.46
2.7
2.7
2.7
2.7
2.7
2.7
191-
1 POLYMER TRANSFER PUMP 2
5 HP
1800 RPM @ 60Hz
I
1 1
1 1 0.46
6.1
6.1
6.1
6.1
6.1
6.1
20 -
POLYMER METERING PUMP
5 HP
1800 RPM @ 60Hz
1
1 1
1 1 0.461
6.1
6.1
6.1
6.1
6.1
6.1
21 -
POLYMER METERING PUMP
5 HP
1800 RPM @ 60Hz
I
1 1
1 1 0.46
6.1
6.1
6.1
6.1
6.1
6.1
22 -
POLYMER METERING PUMP
5 HP
1800 RPM @ 60Hz
1
1 1
1 1 0.46
6.1
6.1
6.1
6.1
6.1
6.1
23 -
ROLL UP DOOR
1.5 HP
1800 RPM @ 60Hz
I
1 1
1 1 0.46
2.4
2.4
2.4
2.4
2.4
2.4
SPARE CAPACITY
0 %
0.0
0.0
0.0
0.0
0.0
0.0
TOTAL
PP -42S
0.46
CONNECTED LOAD
LARGEST MOTOR CONNECTED
TOTAL MOTOR HP
TOTAL VFD LOAD
5
49
0
HP
HP
KVA
STARTER
FV
LARGEST MOTOR
MAX BREAKER TRIP =
MAIN BREAKER
15 A
80 % RATED
MIN BREAKER TRIP =
MIN FEEDER AMPS =
MAX BREAKER TRIP =
126.8
121.3
150.0
DEMAND LOAD
LARGEST MOTOR OPERATING
TOTAL MOTOR HP
TOTAL VFD LOAD
5
49
0
HP
HP
KVA
STARTER
FV
LARGEST MOTOR
MAX BREAKER TRIP =
MAIN BREAKER
15 A
80 % RATED
MIN BREAKER TRIP =
MIN FEEDER AMPS =
MAX BREAKER TRIP =
126.8
121.3
150.0
EMERGENCY LOAD
LARGEST MOTOR OPERATING
TOTAL MOTOR HP
TOTAL VFD LOAD
5
49
0-KVA
HP
HP
STARTER
FV
LARGEST MOTOR
MAX BREAKER TRIP =
MAIN BREAKER
15 A
80 % RATED
MIN BREAKER TRIP =
MIN FEEDER AMPS =
MAX BREAKER TRIP =
126.8
121.3
150.0
COMMENTS:
HRT CHEM BLDG

Electrical Load Summary
460 V EXISTING MCC -8
04/26/18
4/26/2018
NO.
DESCRIPTION
LOAD CUSTOM MOTOR
DATA
SIZE UNIT MOTOR RPM Eff. PF.
CONN
QUANTITY
OPER
FEEDER
SIZING
EMER FACTOR
DEM CONN
FAC VOLT
KV KVA
OPER EMERG
DEMAND
FEEDER
SIZING
FEEDER
SIZING
FEEDER
SIZING
KVA KVA CONN. KVA DEM. KVA
E. KVA
I.-
NOV
1 HP
1800 RPM @ 60Hz
1
1
1 1
1 0.46
1.7
1.7
1.7
1.7
1.7
1.7
2 -
MOV
1 HP
1800 RPM @ 60Hz
1
0
0 1
1 0.46
1.7
0.0
0.0
1.7
0.0
0.0
3 -
MOV
1 HP
1800 RPM @ 60Hz
1
1
1 1
1 0.46
1.7
1.7
1.7
1.7
1.7
1.7
4 -
MOV
1 HP
1800 RPM @ 60Hz
1
1
1 1
1 0.46
1.7
1.7
1.7
1.7
1.7
1.7
5 -
THICKENED SLUDGE PUMP NO.1
15 HP-VFD
1800 RPM @ 60Hz
I
1
1 1
1 0.46
17.6
17.6
17.6
17.6
17.6
17.6
6.-
THICKENED SLUDGE PUMP NO.2
10 HP-VFD
1800 RPM @ 60Hz
1
0
0 1
1 0.46
11.7
0.0
0.0
11.7
0.0
0.0
7 -
THICKENED SLUDGE PUMP NO.3
15 HP-VFD
1800 RPM @ 60Hz
I
1
1 1
1 0.46
17.6
17.6
17.6
17.6
17.6
17.6
8 -
THICKENED SLUDGE PUMP NOA
20 HP
1800 RPM @ 60Hz
1
1
1 1
1 0.46
21.5
21.5
21.5
21.5
21.5
21.5
9 -
HEATERS
30 FLA
1
0.7
0.7 1.25
1 0.46
23.9
16.7
16.7
29.9
20.9
20.9
10 -
THICKENER DRIVE NO.1
1.5 HP
1800 RPM @ 60Hz
1
1
1 1
1 0.46
2.4
2.4
2.4
2.4
2.4
2.4
11 -
THICKENER DRIVE NO.2
1.5 HP
1800 RPM @ 60Hz
I
1
1 1
1 0.46
2.4
2.4
2.4
2.4
2.4
2.4
12
-
OUTSIDE AREA LIGHTING
20 FLA
1800 RPM @ 60Hz
1
0.7
0.7 1.25
1 0.46
15.9
11.2
11.2
19.9
14.0
14.0
13 -
PANEL LP -J
30 KVA
1800 RPM @ 60Hz
1
0.7
0.7 1.25
1 0.46
30.0
21.0
21.0
37.5
26.3
26.3
14
-
PANEL PP -8
100 FLA
1800 RPM @ 60Hz
1
0.7
0.7 1.25
1 0.46
79.7
55.8
55.8
99.6
69.8
69.8
SPARE CAPACITY
01%
0.0
0.0
0.0
0.0
0.0
0.0
TOTAL
EXISTING MCC -8
0.46
CONNECTED LOAD
LARGEST MOTOR CONNECTED
TOTAL MOTOR HP
TOTAL VFD LOAD
20
67
47
HP
HP
KVA
STARTER
FV
LARGEST MOTOR
MAX BREAKER TRIP =
MAIN BREAKER
60 A
100 % RATED
MIN BREAKER TRIP =
MIN FEEDER AMPS =
MAX BREAKER TRIP =
321.0
341.7
350.0
DEMAND LOAD
LARGEST MOTOR OPERATING
TOTAL MOTOR HP
TOTAL VFD LOAD
20
56
35
HP
HP
KVA
STARTER
FV
LARGEST MOTOR
MAX BREAKER TRIP =
MAIN BREAKER
60 A
100 % RATED
MIN BREAKER TRIP =
MIN FEEDER AMPS =
MAX BREAKER TRIP =
248.0
254.8
250.0
EMERGENCY LOAD
LARGEST MOTOR OPERATING
TOTAL MOTOR HP
TOTAL VFD LOAD
20
56
35
HP
HP
KVA
STARTER
FV
LARGEST MOTOR
MAX BREAKER TRIP =
MAIN BREAKER
60 A
100 % RATED
MIN BREAKER TRIP =
MIN FEEDER AMPS =
MAX BREAKER TRIP =
248.0
254.8
250.0
COMMENTS:
THICKENED SLUDGE PUMP STATION

Metropolitan Sewerage District (MSD) of Buncombe County, NC
French Broad River Water Reclamation Facility - High Rate Primary
Treatment Improvements Project
Application for Authorization to Construct Permit
(Section 3, Item J of application)
Section 7
Residuals Management Plan

Metropolitan Sewerage District (MSD) of Buncombe County, NC
French Broad River Water Reclamation Facility - High Rate Primary
Treatment Improvements Project
Residuals Management Plan
At the French Broad River WRF, secondary clarifier sludge (from the rotating biological contractor
secondary treatment system) and the sludge generated from the proposed high rate primary
treatment system will be blended together and thickened in two existing gravity thickeners. The
thickened solids are pumped to two existing belt filter presses for dewatering. The dewatered cake
is conveyed by screw to two piston type dewatered cake pumps which feed the fluidized bed
incinerator (FBI) system which is rated at 40 tons per day. The FBI uses natural gas as the primary
fuel in the reactor vessel. Exhaust gasses from the incinerator are treated through a multi-venturi
scrubber system with quench vessel with final sorbent polymer composite filters for mercury
removal prior to discharge of treated exhaust gas to the atmosphere. Ash slurry is dewatered in a
clarifier in the solids handling building and the thickened ash pumped to the onsite lagoon. If the
FBI is unavailable for use the Gravity Thickeners are used to storage solids periodically until the FBI
becomes available or landfilling of dewatered cake is utilized as an alternate disposal avenue during
emergency events.
Based on historical plant data, typical blended solids characteristics are:
Average feed solids to dewatering: 2.8%
Average dry solids from dewatering: 21%
Average dry tons burned per month: 590 tons/month
Average solids burn rate per hour: 1,8151bs/hour
MSD has submitted for the required Title V Air Quality permit associated with their sewage sludge
incinerator. The final permit has not been issued to date but is under review by the Western North
Carolina Regional Air Quality Association.

CDM_
Smith®
cdmsmith.com