NC0088722_Renewal Application_20180510

NDn ROY COOPER
Governor
MICHAEL S. REGAN
Secreta
Water Resources LINDA CULPEPPER
ENVIRONMENTAL QUALITY interim Director
May 14, 2018
Donald Chamblee, Director Public Works of
Lincoln County
115 W Main St
Lincolnton, NC 28092
Subject: Permit Renewal
Application No. NC0088722
Killian Creek WWTP
Lincoln County
Dear Applicant:
The Water Quality Permitting Section acknowledges the May 10, 2018 receipt of your permit modification application
and supporting documentation. Your application will be assigned to a permit writer within the Section's NPDES WW
permitting branch. Per G.S. 1506-3 your current permit does not expire until permit decision on the application is made.
Continuation of the current permit is contingent on timely and sufficient application for renewal of the current permit.
The permit writer will contact you if additional information is required to complete your permit renewal. Please respond
in a timely manner to requests for additional information necessary to allow a complete review of the application and 1
renewal of the permit.
Information regarding the status of your renewal application can be found online using the Department of Environmental
Quality's Environmental Application Tracker at:
https://deq.nc.gov/permits-regulations/permit-guidance/environmental-application-tracker
If you have any additional questions about the permit, please contact the primary reviewer of the application using the
links available within the Application Tracker.
Sincerely, Th
,5Stiou W. k
Wren Thedford
Administrative Assistant
Water Quality Permitting Section
ec: WQPS Laserfiche File w/application (MRO)
State of North Carolina I Environmental Quality I Water Resources
1617 Mail Service Center I Raleigh,North Carolina 27699-1617
919-807-6300

<oxtb COUNTY OF LINCOLN , NORTH CAROLINA
1 ,
•
1 1 5 WEST MAIN STREET,2ND FLOOR CITIZENS CENTER,LINCOLNTON,NORTH CAROLINA 28092
2o�rb CA1L°
DEPARTMENT OF PUBLIC WORKS
PHONE [phone]
FAX [phone]
April 25,2018 RECEIVED/DENRIDWR
Ms.Julie Grzyb, Supervisor MAY 10 2018
NC Department of Environment and Natural Resources
Division of Water Resources Water Resources
NPDES Complex Permitting Unit Permitting Section
1617 Mail Service Center
Raleigh,NC 27699-1617
Re: Proposed Killian Creek WWTP Expansion
NPDES Permit No.NC0088722
Lincoln County,NC
Dear Ms.Grzyb:
Lincoln County proposes to increase the capacity of the subject Killian Creek WWTP from the current permitted
design capacity 3.3 mgd to a new design capacity of 6.6 mgd to meet the growth needs within the eastern area of
Lincoln County. Attached are the following items:
• Three(3)copies of the related Engineering Alternative Analysis(EAA)
• Application fee of$1030
• NPDES Form 2A Application for Plant Expansion including:
o Topographic and aerial maps
o Process flow diagrams
o Process narratives
We have requested and received speculative NPDES Permit limitations from the NPDES Complex Permitting Unit
dated July 26,2017 for this proposed expansion and have included a copy of this letter within Appendix C of the
EAA. We would like to request the new permit be tiered for an effluent flow of 4.95 mgd and 6.6 mgd.
Should you need any additional information,please contact our engineer,Charles R. Froneberger,P.E. with WK
Dickson&Co., Inc.at email [e-mail] or me at email [e-mail].
Sincerely,
Donald V.Chamblee, P.E.
Public Works Director
Lincoln County

FACILITY NAME AND PERMIT NUMBER: PERMIT ACTION REQUESTED: RIVER BASIN:
Killian Creek WVVfP, NC0088722 Plant Expansion Permit Catawba
FORM
2A • PD ORM 2A APPLICATION OVERVIEW
NPDES
APPLICATION OVERVIEW
Form 2A has been developed in a modular format and consists of a "Basic Application Information" packet
and a "Supplemental Application Information" packet. The Basic Application Information packet is divided
into two parts. All applicants must complete Parts A and C. Applicants with a design flow greater than or
equal to 0.1 mgd must also complete Part B. Some applicants must also complete the Supplemental
Application Information packet. The following items explain which parts of Form 2A you must complete.
BASIC APPLICATION INFORMATION:
A. Basic Application Information for all Applicants. All applicants must complete questions A.1 through A.8. A treatment works
that discharges effluent to surface waters of the United States must also answer questions A.9 through A.12.
B. Additional Application Information for Applicants with a Design Flow z 0.1 mgd. All treatment works that have design flows
greater than or equal to 0.1 million gallons per day must complete questions B.1 through B.6.
C. Certification. All applicants must complete Part C(Certification).
SUPPLEMENTAL APPLICATION INFORMATION:
D. Expanded Effluent Testing Data. A treatment works that discharges effluent to surface waters of the United States and meets
one or more of the following criteria must complete Part D(Expanded Effluent Testing Data):
1. Has a design flow rate greater than or equal to 1 mgd,
2. Is required to have a pretreatment program(or has one in place), or
3. Is otherwise required by the permitting authority to provide the information.
E. Toxicity Testing Data. A treatment works that meets one or more of the following criteria must complete Part E(Toxicity Testing
Data):
1. Has a design flow rate greater than or equal to 1 mgd,
2. Is required to have a pretreatment program(or has one in place), or
3. Is otherwise required by the permitting authority to submit results of toxicity testing.
F. Industrial User Discharges and RCRA/CERCLA Wastes. A treatment works that accepts process wastewater from any
significant industrial users(SIUs)or receives RCRA or CERCLA wastes must complete Part F(Industrial User Discharges
and RCRA/CERCLA Wastes). SIUs are defined as:
1. All industrial users subject to Categorical Pretreatment Standards under 40 Code of Federal Regulations(CFR)403.6 and
40 CFR Chapter I, Subchapter N (see instructions); and
2. Any other industrial user that:
a. Discharges an average of 25,000 gallons per day or more of process wastewater to the treatment works(with certain
exclusions); or
b. Contributes a process wastestream that makes up 5 percent or more of the average dry weather hydraulic or organic
capacity of the treatment plant; or
c. Is designated as an SIU by the control authority.
G. Combined Sewer Systems. A treatment works that has a combined sewer system must complete Part G(Combined Sewer
Systems).
ALL APPLICANTS MUST COMPLETE PART C (CERTIFICATION)
PA Form 3510-2A(Rev.1-99). Replaces EPA forms 7550-6&7550-22. Page 1 of 24

FACILITY NAME AND PERMIT NUMBER: PERMIT ACTION REQUESTED: RIVER BASIN:
Killian Creek VVWTP , NC0088722 Plant Expansion Permit Catawba
BASIC APPLICATION INFORMATION
PART A. BASIC APPLICATION INFORMATION FOR ALL APPLICANTS:
All treatment works must complete questions A.1 through A.8 of this Basic Application Information Packet.
A.1. Facility Information.
Facility Name Killian Creek WWTP
Mailing Address 7085 Old Plank Road
Stanley,NC 28164
Contact Person James Timothy Simmons
Title ORC—WWTP,Superintendent
Telephone Number [phone]
Facility Address 7085 Old Plank Road
(not P.O.Box) Stanley,NC 28164
A.2. Applicant Information. If the applicant is different from the above,provide the following:
Applicant Name Lincoln County,NC
Mailing Address 115 West Main Street
Lincolnton,NC 28092
Contact Person Mr.Don Chamblee
Title Public Works Director
Telephone Number [phone]
Is the applicant the owner or operator(or both)of the treatment works?
® owner ® operator
Indicate whether correspondence regarding this permit should be directed to the facility or the applicant.
❑ facility ® applicant
A.3. Existing Environmental Permits. Provide the permit number of any existing environmental permits that have been issued to the treatment works
(include state-issued permits).
NPDES NC0088722 PSD
UIC Other Stormwater NCG 110000
RCRA Other Certificate of Coverage NCG 110153
A.4. Collection System Information. Provide information on municipalities and areas served by the facility. Provide the name and population of each
entity and,if known,provide information on the type of collection system(combined vs.separate)and its ownership(municipal,private,etc.).
Name Population Served Type of Collection System Ownership
East Lincoln County 16,509 Separate Lincoln County
Total population served 16,509 See Additional Information page 22
PA Form 3510-2A(Rev.1-99). Replaces EPA forms 7550-6&7550-22. Page 2 of 24

FACILITY NAME AND PERMIT NUMBER: PERMIT ACTION REQUESTED: RIVER BASIN:
Killian Creek WWTP, NC0088722 Plant Expansion Catawba
A.5. Indian Country.
a. Is the treatment works located in Indian Country?
❑ Yes ® No
b. Does the treatment works discharge to a receiving water that is either in Indian Country or that is upstream from(and eventually flows
through)Indian Country?
❑ Yes ® No
A.6. Flow. Indicate the design flow rate of the treatment plant(i.e.,the wastewater flow rate that the plant was built to handle). Also provide the
average daily flow rate and maximum daily flow rate for each of the last three years. Each year's data must be based on a 12-month time period
with the 12'"month of"this year"occurring no more than three months prior to this application submittal.
a. Design flow rate 3.35 MGD/6.6 MGD Future mgd
Two Years Aqo Last Year This Year
(Jan—Dec 2015) (Jan —Dec 2016) (Jan —Dec 2017)
b. Annual average daily flow rate 1.004 0.979 0.942
c. Maximum daily flow rate 1.861 1.329 1.621
A.7. Collection System. Indicate the type(s)of collection system(s)used by the treatment plant. Check all that apply. Also estimate the percent
contribution(by miles)of each.
® Separate sanitary sewer 100
O Combined storm and sanitary sewer
A.8. Discharges and Other Disposal Methods.
a. Does the treatment works discharge effluent to waters of the U.S.? 0 Yes(Future) 0 No
If yes,list how many of each of the following types of discharge points the treatment works uses:
i. Discharges of treated effluent 01
ii. Discharges of untreated or partially treated effluent N/A
iii. Combined sewer overflow points N/A
iv. Constructed emergency overflows(prior to the headworks) N/A(Other than sewer system overflow)
v. Other
b. Does the treatment works discharge effluent to basins,ponds,or other surface impoundments
that do not have outlets for discharge to waters of the U.S.? 0 Yes ® No
If yes,provide the following for each surface impoundment:
Location: N/A
Annual average daily volume discharge to surface impoundment(s) N/A mgd
Is discharge ❑ continuous or 0 intermittent?
c. Does the treatment works land-apply treated wastewater? 0 Yes ® No
If yes,provide the following for each land application site:
Location: N/A
Number of acres: N/A
Annual average daily volume applied to site: N/A mgd
Is land application 0 continuous or 0 intermittent?
d. Does the treatment works discharge or transport treated or untreated wastewater to another
treatment works? 0 Yes 0 No
PA Form 3510-2A(Rev.1-99). Replaces EPA forms 7550-6&7550-22. Page 3 of 24

FACILITY NAME AND PERMIT NUMBER: PERMIT ACTION REQUESTED: RIVER BASIN:
Killian Creek WVVfP, NC0088722 Plant Expansion Catawba
If yes,describe the mean(s)by which the wastewater from the treatment works is discharged or transported to the other treatment works
(e.g.,tank truck,pipe).
N/A
If transport is by a party other than the applicant,provide:
Transporter Name
Mailing Address
Contact Person
Title
Telephone Number (
For each treatment works that receives this discharge,provide the following:
Name
Mailing Address
Contact Person
Title
Telephone Number (
If known,provide the NPDES permit number of the treatment works that receives this discharge
Provide the average daily flow rate from the treatment works into the receiving facility. mgd
e. Does the treatment works discharge or dispose of its wastewater in a manner not included
in A.8.through A.8.d above(e.g.,underground percolation,well injection): D Yes ® No
If yes,provide the following for each disposal method:
Description of method(including location and size of site(s)if applicable):
N/A
Annual daily volume disposed by this method:
Is disposal through this method ❑ continuous or 0 intermittent?
PA Form 3510-2A(Rev.1-99). Replaces EPA forms 7550-6&7550-22. Page 4 of 24

FACILITY NAME AND PERMIT NUMBER: PERMIT ACTION REQUESTED: RIVER BASIN:
Killian Creek VVVVfP, NC0088722 Plant Expansion Permit Catawba
WASTEWATER DISCHARGES:
If you answered"Yes"to question A.8.a,complete questions A.9 through A.12 once for each outfall(including bypass points)through
which effluent is discharged. Do not include information on combined sewer overflows in this section. If you answered"No"to question
A.8.a,go to Part B,"Additional Application Information for Applicants with a Design Flow Greater than or Equal to 0.1 mgd."
A.9. Description of Outfall.
a. Outfall number 001
b. Location N/A 28164
(City or town,if applicable) (Zip Code)
Lincoln County NC
(County) (State)
35°-25'-24.8"N 81°-01'-49.6"W
(Latitude) (Longitude)
c. Distance from shore(if applicable) N/A ft.
d. Depth below surface(if applicable) N/A-Surface ft.
e. Average daily flow rate (Current Permit=3.35),Future Permit Request 6.6 mgd
f. Does this outfall have either an intermittent or a periodic discharge? 0 Yes ® No (go to A.9.g.)
If yes,provide the following information:
Number f times per year discharge occurs:
Average duration of each discharge:
Average flow per discharge: mgd
Months in which discharge occurs:
g. Is outfall equipped with a diffuser? 0 Yes 0 No
A.10. Description of Receiving Waters.
a. Name of receiving water Killian Creek
b. Name of watershed(if known) Killian Creek/Dutchman Creek/Catawba
United States Soil Conservation Service 14-digit watershed code(if known): Unknown
c. Name of State Management/River Basin(if known):Catawba
United States Geological Survey 8-digit hydrologic cataloging unit code(if known): Unknown
d. Critical low flow of receiving stream(if applicable)
acute Unknown- cfs chronic Unknown cfs
e. Total hardness of receiving stream at critical low flow(if applicable): Unknown mg/I of CaCO3
PA Form 3510-2A(Rev.1-99). Replaces EPA forms 7550-6&7550-22. Page 5 of 24

FACILITY NAME AND PERMIT NUMBER: PERMIT ACTION REQUESTED: RIVER BASIN:
Killian Creek WWTP, , NC0088722 Plant Expansion Catawba
A.11. Description of Treatment (See Description of Treatment Unit—Additional Information,page 22.)
a. What level of treatment are provided? Check all that apply.
❑ Primary 0 Secondary
Advanced 0 Other. Describe: Tertiary Filtration using Disk Filter System
b. Indicate the following removal rates(as applicable):
Design BOD5 removal or Design CBOD5 removal 89(BOD5)
Design SS removal 89 ok
Design P removal N/A 0 this time ok
Design N removal N/A Cod this time ok
Other ok
c. What type of disinfection is used for the effluent from this outfall? If disinfection varies by season,please describe:
Ultraviolet Disinfection
If disinfection is by chlorination is dechlorination used for this outfall? 0 Yes ® No
Does the treatment plant have post aeration? ® Yes 0 No
A.12. Effluent Testing Information. All Applicants that discharge to waters of the US must provide effluent testing data for the following
parameters. Provide the indicated effluent testing required by the permitting authority for each outfall through which effluent is
discharged. Do not include information on combined sewer overflows in this section. All information reported must be based on data
collected through analysis conducted using 40 CFR Part 136 methods. In addition,this data must comply with QA/QC requirements of
40 CFR Part 136 and other appropriate QA/QC requirements for standard methods for analytes not addressed by 40 CFR Part 136. At a
minimum,effluent testing data must be based on at least three samples and must be no more than four and one-half years apart.
Outfall number:
MAXIMUM DAILY VALUE AVERAGE DAILY VALUE
PARAMETER
Value Units Value Units Number of Samples
pH(Minimum) 6.7 s.u.
pH(Maximum) 7.4 s.u.
Flow Rate 1.612 MGD 0.954 MGD 365(daily x 12 Mo)
Temperature(Winter) 18.5 °C 13.5 °C 92(daily x 4 Mo)
Temperature(Summer) 27 °C 24.5 °C 92 (daily x 4 Mo)
For pH please report a minimum and a maximum daily value
MAXIMUM DAILY AVERAGE DAILY DISCHARGE
DISCHARGE ANALYTICAL
POLLUTANT METHOD ML/MDL
Conc. Units Conc. Units Number of
Samples
CONVENTIONAL AND NON CONVENTIONAL COMPOUNDS
BIOCHEMICAL OXYGEN BOD5 17.6 mg/L 5.4 mg/L 156 SM5210B 2.0 mg/L
DEMAND(Report one) CBOD5
FECAL COLIFORM 950 #/100 mL 77 m�0 156 SM9222D 1 #/100 mL
TOTAL SUSPENDED SOLIDS(TSS) 7 mg/L 3 mg/L 156 SM2540D 2.5 mg/L
END OF PART A.
REFER TO THE APPLICATION OVERVIEW (PAGE 1) TO DETERMINE WHICH OTHER PARTS
OF FORM 2A YOU MUST COMPLETE
PA Form 3510-2A(Rev.1-99). Replaces EPA forms 7550-6&7550-22. Page 6 of 24

FACILITY NAME AND PERMIT NUMBER: PERMIT ACTION REQUESTED: RIVER BASIN:
Killian Creek WWTP, NC0088722 Plant Expansion Permit Catawba
BASIC APPLICATION INFORMATION
PART B. ADDITIONAL APPLICATION INFORMATION FOR APPLICANTS WITH A DESIGN FLOW GREATER THAN OR
EQUAL TO 0.1 MGD (100,000 gallons per day).
All applicants with a design flow rate z 0.1 mgd must answer questions B.1 through B.6. All others go to Part C(Certification).
B.1. Inflow and Infiltration. Estimate the average number of gallons per day that flow into the treatment works from inflow and/or infiltration.
Inflow is estimated 21 qpd/capita and infiltration estimated 228 gpdfm. See Additional Information on page 22/23.
Briefly explain any steps underway or planned to minimize inflow and infiltration.
Lincoln County has an ongoing program to routinely clean and inspect, both visually and by TV,the gravity collection
system. The low pressure sewer mains operate under pressure, so I/I is not an issue.
B.2. Topographic Map. Attach to this application a topographic map of the area extending at least one mile beyond facility property boundaries. This
map must show the outline of the facility and the following information. (You may submit more than one map if one map does not show the entire
area.) See attached map.
a. The area surrounding the treatment plant,including all unit processes.
b. The major pipes or other structures through which wastewater enters the treatment works and the pipes or other structures through which
treated wastewater is discharged from the treatment plant. Include outfalls from bypass piping,if applicable.
c. Each well where wastewater from the treatment plant is injected underground.
d. Wells,springs,other surface water bodies,and drinking water wells that are: 1)within'A mile of the property boundaries of the treatment
works,and 2)listed in public record or otherwise known to the applicant.
e. Any areas where the sewage sludge produced by the treatment works is stored,treated,or disposed.
f. If the treatment works receives waste that is classified as hazardous under the Resource Conservation and Recovery Act(RCRA)by truck,rail,
or special pipe,show on the map where the hazardous waste enters the treatment works and where it is treated,stored,and/or disposed.
B.3. Process Flow Diagram or Schematic. Provide a diagram showing the processes of the treatment plant,including all bypass piping and all
backup power sources or redundancy in the system. Also provide a water balance showing all treatment units, including disinfection(e.g.,
chlorination and dechlorination). The water balance must show daily average flow rates at influent and discharge points and approximate daily flow
rates between treatment units. Include a brief narrative description of the diagram.
B.4. Operation/Maintenance Performed by Contractor(s).
Are any operational or maintenance aspects(related to wastewater treatment and effluent quality)of the treatment works the responsibility of a
contractor? ❑ Yes ® No
If yes,list the name,address,telephone number,and status of each contractor and describe the contractor's responsibilities(attach additional
pages if necessary).
Name: N/A
Mailing Address:
Telephone Number: ( )
Responsibilities of Contractor:
B.5. Scheduled improvements and Schedules of Implementation. Provide information on any uncompleted implementation schedule or
uncompleted plans for improvements that will affect the wastewater treatment,effluent quality,or design capacity of the treatment works. If the
treatment works has several different implementation schedules or is planning several improvements,submit separate responses to question B.5
for each. (If none,go to question B.6.)
a. List the outfall number(assigned in question A.9)for each outfall that is covered by this implementation schedule.
001 - Planned addition of equipment necessary to increase capacity to 6.6 mqd by 2021. See Additional Information
Page 22.
b. Indicate whether the planned improvements or implementation schedule are required by local,State,or Federal agencies.
0 Yes ® No New facility is designed to meet area growth demands.
PA Form 3510-2A(Rev.1-99). Replaces EPA forms 7550-6&7550-22. Page 7 of 24

FACILITY NAME AND PERMIT NUMBER: PERMIT ACTION REQUESTED: RIVER BASIN:
Killian Creek WWTP, N/A— New Facility Plant Expansion Permit Catawba
c. If the answer to B.5.b is"Yes,"briefly describe,including new maximum daily inflow rate(if applicable).
d. Provide dates imposed by any compliance schedule or any actual dates of completion for the implementation steps listed below,as
applicable. For improvements planned independently of local,State,or Federal agencies,indicate planned or actual completion dates,as
applicable. Indicate dates as accurately as possible.
Schedule Actual Completion
Implementation Stage MM/DD/YYYY MM/DD/YYYY
-Begin Construction 06/01/2019 / /
-End Construction 12/31/2020 / /
-Begin Discharge Continued discharge-increased capacity / /
-Attain Operational Level 1/1/2021 / /
e. Have appropriate permits/clearances concerning other Federal/State requirements been obtained? 0 Yes ® No
Describe briefly: See Additional Information,page 22. Design for expanded facility is currently in progress to include related permitting. .
B.6. EFFLUENT TESTING DATA(GREATER THAN 0.1 MGD ONLY).
Applicants that discharge to waters of the US must provide effluent testing data for the following parameters. Provide the indicated
effluent testing required by the permitting authority for each outfall through which effluent is discharged. Do not include information
on combine sewer overflows in this section. All information reported must be based on data collected through analysis conducted
using 40 CFR Part 136 methods. In addition,this data must comply with QA/QC requirements of 40 CFR Part 136 and other appropriate
QA/QC requirements for standard methods for analytes not addressed by 40 CFR Part 136. At a minimum effluent testing data must be
based on at least three pollutant scans and must be no more than four and on-half years old.
Outfall Number: 001
MAXIMUM DAILY AVERAGE DAILY DISCHARGE
DISCHARGE ANALYTICAL
POLLUTANT METHOD ML/MDL
Conc. Units Conc. Units Number of
Samples
CONVENTIONAL AND NON CONVENTIONAL COMPOUNDS
AMMONIA(as N) 6.1 mg/L 0.7 mg/L 156 EPA 350.1 0.1 mg/L
CHLORINE(TOTAL
N/A(UV) N/A(UV)
RESIDUAL,TRC)
DISSOLVED OXYGEN 10.7 mg/L 8.8 mg/L 169 SM 4500-OG 0.1 mg/L
TOTAL KJELDAHL 1.3 mg/L 1.04 mg/L 3 EPA 351.2 0.50 mg/L
NITROGEN(TKN)
NITRATE PLUS NITRITE 15 mg/L 6.13 mg/L 3 EPA 353.2 0.10 mg/L
NITROGEN
OIL and GREASE ND mg/L ND mg/L 3 EPA 1664A 5 mg/L
PHOSPHORUS(Total) 6.5 mg/L 3.1 mg/L 12 EPA 365.1 0.050
TOTAL DISSOLVED SOLIDS 312 mg/L 286.3 mg/L 3 SM 2450C 25.0 mg/L
(TDS)
OTHER
END OF PART B.
REFER TO THE APPLICATION OVERVIEW (PAGE 1) TO DETERMINE WHICH OTHER PARTS
OF FORM 2A YOU MUST COMPLETE
PA Form 3510-2A(Rev.1-99). Replaces EPA forms 7550-6&7550-22. P',:1,_.8 24

FACILITY NAME AND PERMIT NUMBER: PERMIT ACTION REQUESTED: RIVER BASIN:
Killian Creek WWTP— NC0088722 Plant Expansion Permit Catawba
BASIC APPLICATION INFORMATION
PART C. CERTIFICATION
All applicants must complete the Certification Section. Refer to instructions to determine who is an officer for the purposes of this
certification. All applicants must complete all applicable sections of Form 2A,as explained in the Application Overview. Indicate below which
parts of Form 2A you have completed and are submitting. By signing this certification statement,applicants confirm that they have reviewed
Form 2A and have completed all sections that apply to the facility for which this application is submitted.
Indicate which parts of Form 2A you have completed and are submitting:
Basic Application Information packet Supplemental Application Information packet:
❑ Pad D(Expanded Effluent Testing Data) N/A–NEW FACILITY
❑ Part E(Toxicity Testing: Biomonitoring Data) N/A–NEW FACILITY
❑ Part F(Industrial User Discharges and RCRA/CERCLA Wastes) N/A
❑ Part G(Combined Sewer Systems) N/A
ALL APPLICANTS MUST COMPLETE THE FOLLOWING CERTIFICATION.
I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system
designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who
manage the system or those persons directly responsible for gathering the information,the information is,to the best of my knowledge and belief,true,
accurate,and complete. I am aware that there are significant penalties for submitting false information,including the possibility of fine and imprisonment
for knowing violations.
Name and official title Don Dire for of Public Works
� � �
Signature
ds\I
Telephone number [phone]
Date signed (2_<3
Upon request of the permitting authority,you must submit any other information necessary to assure wastewater treatment practices at the treatment
works or identify appropriate permitting requirements.
SEND COMPLETED FORMS TO:
NCDENR/ DWQ
Attn: NPDES Unit
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
PA Form 3510-2A(Rev.1-99). Replaces EPA forms 7550-6&7550-22. Page 9 of 24

FACILITY NAME AND PERMIT NUMBER: PERMIT ACTION REQUESTED: RIVER BASIN:
Killian Creek WWTP, NC0088722 Plant Expansion Permit Catawba
SUPPLEMENTAL APPLICATION INFORMATION
PART D. EXPANDED EFFLUENT TESTING DATA
Refer to the directions on the cover page to determine whether this section applies to the treatment works.
Effluent Testing: 1.0 mgd and Pretreatment Works. If the treatment works has a design flow greater than or equal to 1.0 mgd or it has(or is required
to have)a pretreatment program,or is otherwise required by the permitting authority to provide the data,then provide effluent testing data for the following
pollutants. Provide the indicated effluent testing information and any other information required by the permitting authority for each outfall through which
effluent is discharged. Do not include information on combined sewer overflows in this section. All information reported must be based on data collected
through analyses conducted using 40 CFR Part 136 methods. In addition,these data must comply with QA/QC requirements of 40 CFR Part 136 and
other appropriate QA/QC requirements for standard methods for analytes not addressed by 40 CFR Part 136. Indicate in the blank rows provided below
any data you may have on pollutants not specifically listed in this form. At a minimum,effluent testing data must be based on at least three pollutant
scans and must be no more than four and one-half years old.
Outfall number: 001 (Complete once for each outfall discharging effluent to waters of the United States.)
MAXIMUM DAILY DISCHARGE AVERAGE DAILY DISCHARGE
POLLUTANT Number ANALYTICAL ML/MDL
Conc. Units Mass Units Conc. Units Mass Units of METHOD
Samples
METALS(TOTAL RECOVERABLE),CYANIDE,PHENOLS,AND HARDNESS.
ANTIMONY 5.0 ug//L g 5.0 ug//L g 2 EPA 200.7 5.0 ug/L
ARSENIC 10.0 ug//L g 10.0 ug//L g 2 EPA 200.7 10.0 ug/L
BERYLLIUM 1.0 ug//L g 1.0 ug//L g 2 EPA 200.7 1.0 ug/L
CADMIUM 1.0 ug//L g 1.0 ug//L g 2 EPA 200.7 1.0 ug/L
CHROMIUM 5.0 ug//L 9 5.0 ug//L g 2 EPA 200.7 5.0 ug/L
COPPER 5.0 ug//L g 5.0 ug//L g 2 EPA 200.7 5.0 ug/L
LEAD 5.0 ug//L g 5.0 ug//L g 2 EPA 200.7 5.0 ug/L
MERCURY 0.5 ug//L g 0.5 ug//L g 2 EPA 1631E 0.50 ug/L
NICKEL 5.0 ug//L g 5.0 ug//L g 2 EPA 200.7 5.0 ug/L
SELENIUM 10.0 ug//L g 10.0 ug//L g 2 EPA 200.7 10.0 ug/L
SILVER 5.0 ug//L g 5.0 ug//L g 2 EPA 200.7 5.0 ug/L
THALLIUM 10.0 ug//L g 10.0 ug//L g 2 EPA 200.7 10.0 ug/L
ZINC 109 ug//L g 109 ug//L g 13 EPA 200.7 10.0 ug/L
CYANIDE 0.005 mg//L g 0.005 ug//L g 2 SM 4500-CN-E 0.005 ug/L
TOTAL PHENOLIC //L 0.015 m
COMPOUNDS 9 g 0.013 mg/L g 2 EPA 420.4 0.01 mg/L
HARDNESS(as CaCO3) 60.9 mg//L kg 49.4 mg/L kg 2 SM 2340B 0.65 mg/L
Use this space(or a separate sheet)to provide information on other metals requested by the permit writer
PA Form 3510-2A(Rev.1-99). Replaces EPA forms 7550-6&7550-22. Page 10 of 24

FACILITY NAME AND PERMIT NUMBER: PERMIT ACTION REQUESTED: RIVER BASIN:
Killian Creek WWTP, NC0088722 Plant Expansion Permit Catawba
Outfall number: 001 (Complete once for each outfall discharging effluent to waters of the United States.)
MAXIMUM DAILY DISCHARGE AVERAGE DAILY DISCHARGE
Number ANALYTICAL ML/MDL
Conc. Units Mass Units Conc. Units Mass Units of METHOD
Samples
VOLATILE ORGANIC COMPOUNDS
ACROLEIN 10.0 ug/L g 10.0 ug/L g 2 EPA 8260 10.0 ug/L
ACRYLONITRILE 10.0 ug/L g 10.0 ug/L g 2 EPA 8260 10.0 ug/L
BENZENE 1.0 ug/L g 1.0 ug/L g 2 EPA 8260 1.0 ug/L
BROMOFORM 1.0 ug/L g 1.0 ug/L g 2 EPA 8260 1.0 ug/L
CARBON 1.0 ug/L g 1.0 ug/L g 2 EPA 8260 1.0 ug/L
TETRACHLORIDE
CHLOROBENZENE 1.0 ug/L g 1.0 ug/L g 2 EPA 8260 1.0 ug/L
CHLORODIBROMO- 1.0 ug/L g 1.0 ug/L g 2 EPA 8260 1.0 ug/L
METHANE
CHLOROETHANE 1.0 ug/L g 1.0 ug/L g 2 EPA 8260 1.0 ug/L
2-CHLOROETHYLVINYL 10.0 u /L 10.0 u /L
ETHER 9 9 9 9 2 EPA 8260 10.0 ug/L
CHLOROFORM 1.0 ug/L g 1.0 ug/L g 2 EPA 8260 1.0 ug/L
DICHLOROBROMO- 1.0 u /L 1.0 u /L
METHANE 9 9 9 9 2 EPA 8260 1.0 ug/L
1,1-DICHLOROETHANE 1.0 ug/L g 1.0 ug/L g 2 EPA 8260 1.0 ug/L
1,2-DICHLOROETHANE 1.0 ug/L g 1.0 ug/L g 2 EPA 8260 1.0 ug/L
TRANS-I,2-DICHLORO- 1 0 u /L 1.0 U /L
ETHYLENE 9 9 9 g 2 EPA 8260 1.0 ug/L
1,1-DICHLORO- 1.0 u /L ug/L
9 9 1.0 9/L
9 2 EPA 8260 1.0 ug/L
1,2-DICHLOROPROPANE 1.0 ug/L g 1.0 ug/L g 2 EPA 8260 1.0 ug/L
1,3-DICHLORO- 1.0 ug/L g 1.0 ug/L g 2 EPA 8260 1.0 ug/L
PROPYLENE
ETHYLBENZENE 1.0 ug/L g 1.0 ug/L g 2 EPA 8260 1.0 ug/L
METHYL BROMIDE 2.0 ug/L g 2.0 ug/L g 2 EPA 8260 2.0 ug/L
METHYL CHLORIDE 1.0 ug/L g 1.0 ug/L g 2 EPA 8260 1.0 ug/L
METHYLENE CHLORIDE 2.0 ug/L g 2.0 ug/L g 2 EPA 8260 2.0 ug!L
1,1,2,2-TETRA-
1.0 ug/L 1.0 ug/L
CHLOROETHANE 9 9 9 9 2 EPA 8260 1.0 ug/L
TETRACHLORO- 1.0 u /L 1.0 u /L
ETHYLENE 9 9 9 g 2 EPA 8260 1.0 ug/L
TOLUENE 1.0 ug/L g 1.0 ug/L g 2 EPA 8260 1.0 ug/L
PA Form 3510-2A(Rev.1-99). Replaces EPA forms 7550-6&7550-22. Page 11 of 24

FACILITY NAME AND PERMIT NUMBER: PERMIT ACTION REQUESTED: RIVER BASIN:
Killian Creek WVVfP, NC0088722 Plant Expansion Permit Catawba
Outfall number: 001 (Complete once for each outfall discharging effluent to waters of the United States.)
MAXIMUM DAILY DISCHARGE AVERAGE DAILY DISCHARGE
POLLUTANT Number ANALYTICAL ML/MDL
Conc. Units Mass Units Conc. Units Mass Units of METHOD
Samples
1,1,1- 1.0 ug//L g 1.0 ug//L g 2 EPA 8260 1.0 ug/L
TRICHLOROETHANE
1,1,2- 1.0 ug//L g 1.0 ug//L g 2 EPA 8260 1.0 ug/L
TRICHLOROETHANE
TRICHLOROETHYLENE 1.0 ug//L g 1.0 ug//L g 2 EPA 8260 1.0 ug/L
VINYL CHLORIDE 1.0 ug//L g 1.0 ug//L g 2 EPA 8260 1.0 ug/L
Use this space(or a separate sheet)to provide information on other volatile organic compounds requested by the permit writer
ACID-EXTRACTABLE COMPOUNDS
P-CHLORO-M-CRESOL
2-CHLOROPHENOL 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
2,4-DICHLOROPHENOL 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
2,4-DIMETHYLPHENOL 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
4,6-DINITRO-O-CRESOL 20.0 ug//L g 20.0 ug//L g 2 EPA 8270 20.0 ug/L
2,4-DINITROPHENOL 50.0 ug//L g 50.0 ug//L g 2 EPA 8270 50.0 ug/L
2-NITROPHENOL 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
4-NITROPHENOL 50.0 ug//L g 50.0 ug//L g 2 EPA 8270 50.0 ug/L
PENTACHLOROPHENOL 25.0 ug//L g 25.0 ug//L g 2 EPA 8270 25.0 ug/L
PHENOL 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
2,4,6-
TRICHLOROPHENOL 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
Use this space(or a separate sheet)to provide information on other acid-extractable compounds requested by the permit writer
BASE-NEUTRAL COMPOUNDS
ACENAPHTHENE 10.0 ug//L g 10.0 ug//L g 3 EPA 8270 10.0 ug/L
ACENAPHTHYLENE 10.0 ug//L g 10.0 ug//L g 3 EPA 8270 10.0 ug/L
ANTHRACENE 10.0 ug//L g 10.0 ug//L g 3 EPA 8270 10.0 ug/L
BENZIDINE 50.0 ug//L g 50.0 ug//L g 3 EPA 8270 50.0 ug/L
BENZO(A)ANTHRACENE 10.0 ug//L g 10.0 ug//L g 3 EPA 8270 10.0 ug/L
BENZO(A)PYRENE 10.0 ug//L g 10.0 ug//L g 3 EPA 8270 10.0 ug/L
PA Form 3510-2A(Rev.1-99). Replaces EPA forms 7550-6&7550-22. Page 12 of 24

FACILITY NAME AND PERMIT NUMBER: PERMIT ACTION REQUESTED: RIVER BASIN:
Killian Creek WWTP, NC0088722 Plant Expansion Permit Catawba
Outfall number: 001 (Complete once for each outfall discharging effluent to waters of the United States.)
MAXIMUM DAILY DISCHARGE AVERAGE DAILY DISCHARGE
POLLUTANT Number ANALYTICAL ML/MDL
Conc. Units Mass Units Conc. Units Mass Units of METHOD
Samples
3,4 BENZO- 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
FLUORANTHENE
BENZO(GHI)PERYLENE 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
BENZO(K) 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
FLUORANTHENE
BIS(2-CHLOROETHOXY) 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
METHANE
BIS(2-CHLOROETHYL)- 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
ETHER
BIS(2-CHLOROISO- 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
PROPYL)ETHER
BIS(2-ETHYLHEXYL) 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
PHTHALATE
4-BROMOPHENYL 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
PHENYL ETHER
BUTYL BENZYL 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
PHTHALATE
2-CHLORO-
10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
NAPHTHALENE
4-CHLORPHENYL 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
PHENYL ETHER
CHRYSENE 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
DI-N-BUTYL PHTHALATE 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
DI-N-OCTYL PHTHALATE 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
DIBENZO(A,H) 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
ANTHRACENE
1,2-DICHLOROBENZENE 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
1,3-DICHLOROBENZENE 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
1,4-DICHLOROBENZENE 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
3,3-DICHLORO-
20.0 ug//L g 20.0 ug//L g 2 EPA 8270 20.0 ug/L
BENZIDINE
DIETHYL PHTHALATE 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
DIMETHYL PHTHALATE 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L I
2,4-DINITROTOLUENE 10.0 uglL g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
2,6-DINITROTOLUENE 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
1,2-DIPHENYL-
10.0 u //L 10.0 ug//L
HYDRAZINE g 9 9 9 2 EPA 8270 10.0 ug/L
PA Form 3510-2A(Rev.1-99). Replaces EPA forms 7550-6&7550-22. Page 13 of 24

FACILITY NAME AND PERMIT NUMBER: PERMIT ACTION REQUESTED: RIVER BASIN:
Killian Creek WWTP, NC0088722 Plant Expansion Permit Catawba
Outfall number: 001 (Complete once for each outfall discharging effluent to waters of the United States.)
MAXIMUM DAILY DISCHARGE AVERAGE DAILY DISCHARGE
POLLUTANT Number ANALYTICAL ML/MDL
Conc. Units Mass Units Conc. Units Mass Units of METHOD
Samples
FLUORANTHENE 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
FLUORENE 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
HEXACHLOROBENZENE 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
HEXACHLORO- 10.0 u //L 10.0 u //L
BUTADIENE g 9 9 g 2 EPA 8270 10.0 ug/L
HEXACHLOROCYCLO- 10.0 ug//L u
PENTADIENE q 9 10.0 //L 9 g 2 EPA 8270 10.0 ug/L
HEXACHLOROETHANE 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
INDENO(1,2,3-CD) 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
PYRENE
ISOPHORONE 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
NAPHTHALENE 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
NITROBENZENE 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
N-N ITROSOD I-N-
PROPYLAMINE 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
N-NITROSODI-
METHYLAMINE 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
N-NITROSODI-
PHENYLAMINE 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
PHENANTHRENE 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
PYRENE 10.0 ug//L g 10.0 ug//L g 2 EPA 8270 10.0 ug/L
1,2,4- 10.0 U //L 10.0 ug//L
TRICHLOROBENZENE g g 9 q 2 EPA 8270 10.0 ug/L
Use this space(or a separate sheet)to provide information on other base-neutral compounds requested by the permit writer
Use this space(or a separate sheet)to provide information on other pollutants(e.g.,pesticides)requested by the permit writer
END OF PART D.
REFER TO THE APPLICATION OVERVIEW (PAGE 1) TO DETERMINE WHICH OTHER PARTS
OF FORM 2A YOU MUST COMPLETE
PA Form 3510-2A(Rev.1-99). Replaces EPA forms 7550-6&7550-22. Page 14 of 24

FACILITY NAME AND PERMIT NUMBER: PERMIT ACTION REQUESTED: RIVER BASIN:
Killian Creek WWTP , NC0088722 Plant Expansion Permit Catawba
SUPPLEMENTAL APPLICATION INFORMATION
PART E. TOXICITY TESTING DATA
POTWs meeting one or more of the following criteria must provide the results of whole effluent toxicity tests for acute or chronic toxicity for each of the
facility's discharge points: 1)POTWs with a design flow rate greater than or equal to 1.0 mgd;2)POTWs with a pretreatment program(or those that are
required to have one under 40 CFR Part 403);or 3)POTWs required by the permitting authority to submit data for these parameters.
• At a minimum,these results must include quarterly testing for a 12-month period within the past 1 year using multiple species(minimum of two
species),or the results from four tests performed at least annually in the four and one-half years prior to the application,provided the results
show no appreciable toxicity,and testing for acute and/or chronic toxicity,depending on the range of receiving water dilution. Do not include
information on combined sewer overflows in this section. All information reported must be based on data collected through analysis conducted
using 40 CFR Part 136 methods. In addition,this data must comply with QA/QC requirements of 40 CFR Part 136 and other appropriate QA/QC
requirements for standard methods for analyses not addressed by 40 CFR Part 136.
• In addition,submit the results of any other whole effluent toxicity tests from the past four and one-half years. If a whole effluent toxicity test
conducted during the past four and one-half years revealed toxicity,provide any information on the cause of the toxicity or any results of a
toxicity reduction evaluation,if one was conducted.
• If you have already submitted any of the information requested in Part E,you need not submit it again. Rather,provide the information
requested in question E.4 for previously submitted information. If EPA methods were not used,report the reasons for using alternate methods.
If test summaries are available that contain all of the information requested below,they may be submitted in place of Part E.
If no biomonitoring data is required,do not complete Part E. Refer to the Application Overview for directions on which other sections of the form to
complete.
E.1. Required Tests.
Indicate the number of whole effluent toxicity tests conducted in the past four and one-half years
chronic acute
E.2. Individual Test Data. Complete the following chart for each whole effluent toxicity test conducted in the last four and one-half years. Allow one
column per test(where each species constitutes a test). Copy this page if more than three tests are being reported.
Test number: Test number: Test number:
a. Test information. Testing for aquatic species has not been performed within this permit testing cycle at this date.
Test Species&test method number
Age at initiation of test
Outfall number
Dates sample collected
Date test started
Duration
b. Give toxicity test methods followed.
Manual title
Edition number and year of publication
Page number(s)
c. Give the sample collection method(s)used. For multiple grab samples,indicate the number of grab samples used.
24-Hour composite
Grab
d. Indicate where the sample was taken in relation to disinfection. (Check all that apply for each.)
Before disinfection
After disinfection
After dechlorination
PA Form 3510-2A(Rev.1-99). Replaces EPA forms 7550-6&7550-22. Page 15 of 24

FACILITY NAME AND PERMIT NUMBER: PERMIT ACTION REQUESTED: RIVER BASIN:
Killian Creek WWTP, NC0088722 Plant Expansion Permit Catawba
Test number: 01 Test number: 02 Test number: 03
e. Describe the point in the treatment process at which the sample was collected.
Sample was collected:
f. For each test,include whether the test was intended to assess chronic toxicity,acute toxicity,or both
Chronic toxicity
Acute toxicity
g. Provide the type of test performed.
Static
Static-renewal
Flow-through
h. Source of dilution water. If laboratory water,specify type;if receiving water,specify source.
Laboratory water
Receiving water
i. Type of dilution water. If salt water,specify"natural"or type of artificial sea salts or brine used.
Fresh water
Salt water
j. Give the percentage effluent used for all concentrations in the test series.
k. Parameters measured during the test. (State whether parameter meets test method specifications)
pH
Salinity
Temperature
Ammonia
Dissolved oxygen
I. Test Results.
Acute:
Percent survival in 100%
effluent
LCso
95%C.I.
Control percent survival
PA Form 3510-2A(Rev.1-99). Replaces EPA forms 7550-6&7550-22. Page 16 of 24

Other(describe)
FACILITY NAME AND PERMIT NUMBER: PERMIT ACTION REQUESTED: RIVER BASIN:
Killian Creek VVVVfP, NC0088722 Plant Expansion Permit Catawba
Chronic:
NOEC % % %
IC25 °/O °/O
Control percent survival
Other(describe)
m. Quality Control/Quality Assurance.
Is reference toxicant data available?
Was reference toxicant test within
acceptable bounds?
What date was reference toxicant test
run(MM/DD/YYYY)?
Other(describe)
E.3. Toxicity Reduction Evaluation. Is the treatment works involved in a Toxicity Reduction Evaluation?
❑ Yes 0 No If yes,describe:
E.4. Summary of Submitted Biomonitoring Test Information. If you have submitted biomonitoring test information,or information regarding the
cause of toxicity,within the past four and one-half years,provide the dates the information was submitted to the permitting authority and a summary
of the results.
Date submitted: / / (MM/DD/YYYY)
Summary of results: (see instructions)
PA Form 3510-2A(Rev.1-99). Replaces EPA forms 7550-6&7550-22. Page 17 of 24

FACILITY NAME AND PERMIT NUMBER: PERMIT ACTION REQUESTED: RIVER BASIN:
Killian Creek VWVfP, NC0088722 Plant Expansion Permit Catawba
SUPPLEMENTAL APPLICATION INFORMATION
PART F.INDUSTRIAL USER DISCHARGES AND RCRA/CERCLA WASTES
All treatment works receiving discharges from significant industrial users or which receive RCRA,CERCLA,or other remedial wastes must
complete part F.
GENERAL INFORMATION:
F.1. Pretreatment program. Does the treatment works have,or is subject to,an approved pretreatment program?
❑ Yes ® No
F.2. Number of Significant Industrial Users(SIUs)and Categorical Industrial Users(CIUs). Provide the number of each of the following types of
industrial users that discharge to the treatment works.
a. Number of non-categorical SIUs. 1—Duke Energy(non-categorical)
b. Number of CIOs. N/A—NO CIUs in system.
SIGNIFICANT INDUSTRIAL USER INFORMATION:
Supply the following information for each SIU. If more than one SIU discharges to the treatment works,copy questions F.3 through F.8 and
provide the information requested for each SIU.
F.3. Significant Industrial User Information. Provide the name and address of each SIU discharging to the treatment works. Submit additional pages
as necessary.
Name: Duke Energy Corporation—Lincoln Combustion Turbine Station
Mailing Address: 6769 Old Plank Road
Stanley,NC 28164
F.4. Industrial Processes. Describe all the industrial processes that affect or contribute to the SIU's discharge.
Wastewater from industrial water treatment process including filtration and ion exchange units for deionization of boiler feed waters.
F.5. Principal Product(s)and Raw Material(s). Describe all of the principal processes and raw materials that affect or contribute to the SIU's
discharge.
Principal product(s): Electric energy
Raw material(s): Combustion turbine power generation utilizing natural gas with diesel fuel backup.
F.6. Flow Rate.
a. Process wastewater flow rate. Indicate the average daily volume of process wastewater discharge into the collection system in gallons per
day(gpd)and whether the discharge is continuous or intermittent.
<84,000 gpd ( continuous or X intermittent)
b. Non-process wastewater flow rate. Indicate the average daily volume of non-process wastewater flow discharged into the collection system
in gallons per day(gpd)and whether the discharge is continuous or intermittent.
gpd ( continuous or intermittent)
F.7. Pretreatment Standards. Indicate whether the SIU is subject to the following:
a. Local limits ® Yes ❑ No
b. Categorical pretreatment standards ❑ Yes ® No
If subject to categorical pretreatment standards,which category and subcategory?
N/A
PA Form 3510-2A(Rev.1-99). Replaces EPA forms 7550-6&7550-22. Page 18 of 24

FACILITY NAME AND PERMIT NUMBER: PERMIT ACTION REQUESTED: RIVER BASIN:
Killian Creek V V TP, NC0088722 Plant Expansion Permit Catawba
F.8. Problems at the Treatment Works Attributed to Waste Discharge by the SIU. Has the SIU caused or contributed to any problems(e.g.,
upsets,interference)at the treatment works in the past three years?
❑ Yes ® No If yes,describe each episode.
N/A
RCRA HAZARDOUS WASTE RECEIVED BY TRUCK, RAIL, OR DEDICATED PIPELINE:
F.9. RCRA Waste. Does the treatment works receive or has it in the past three years received RCRA hazardous waste by truck,rail or dedicated pipe?
❑ Yes ® No(go to F.12)
F.10. Waste transport. Method by which RCRA waste is received(check all that apply):
0 Truck 0 Rail 0 Dedicated Pipe
F.11. Waste Description. Give EPA hazardous waste number and amount(volume or mass,specify units).
EPA Hazardous Waste Number Amount Units
CERCLA(SUPERFUND)WASTEWATER, RCRA REMEDIATION/CORRECTIVE ACTION
WASTEWATER,AND OTHER REMEDIAL ACTIVITY WASTEWATER:
F.12. Remediation Waste. Does the treatment works currently(or has it been notified that it will)receive waste from remedial activities?
0 Yes(complete F.13 through F.15.) ® No
F.13. Waste Origin. Describe the site and type of facility at which the CERCLA/RCRA/or other remedial waste originates(or is excepted to origniate in
the next five years).
N/A
F.14. Pollutants. List the hazardous constituents that are received(or are expected to be received). Include data on volume and concentration,if
known. (Attach additional sheets if necessary.)
N/A
F.15. Waste Treatment.
a. Is this waste treated(or will be treated)prior to entering the treatment works?
❑ Yes ❑ No
If yes,describe the treatment(provide information about the removal efficiency):
N/A
b. Is the discharge(or will the discharge be)continuous or intermittent?
❑ Continuous ❑ Intermittent If intermittent,describe discharge schedule.
END OF PART F.
REFER TO THE APPLICATION OVERVIEW (PAGE 1) TO DETERMINE WHICH OTHER PARTS
OF FORM 2A YOU MUST COMPLETE
PA Form 3510-2A(Rev.1-99). Replaces EPA forms 7550-6&7550-22. Page 19 of 24

FACILITY NAME AND PERMIT NUMBER: PERMIT ACTION REQUESTED: RIVER BASIN:
Killian Creek WWTP, NC0088722 Plant Expansion Permit Catawba
SUPPLEMENTAL APPLICATION INFORMATION
PART G. COMBINED SEWER SYSTEMS-N/A
If the treatment works has a combined sewer system,complete Part G.
G.1. System Map. Provide a map indicating the following: (may be included with Basic Application Information)
a. All CSO discharge points.
b. Sensitive use areas potentially affected by CSOs(e.g.,beaches,drinking water supplies,shellfish beds,sensitive aquatic ecosystems,and
outstanding natural resource waters).
c. Waters that support threatened and endangered species potentially affected by CSOs.
G.2. System Diagram. Provide a diagram,either in the map provided in G.1 or on a separate drawing,of the combined sewer collection system that
includes the following information.
a. Location of major sewer trunk lines,both combined and separate sanitary.
b. Locations of points where separate sanitary sewers feed into the combined sewer system.
c. Locations of in-line and off-line storage structures.
d. Locations of flow-regulating devices.
e. Locations of pump stations.
CSO OUTFALLS:
Complete questions G.3 through G.6 once for each CSO discharge point.
G.3. Description of Outfall.
a. Outfall number N/A
b. Location
(City or town,if applicable) (Zip Code)
(County) (State)
(Latitude) (Longitude)
c. Distance from shore(if applicable) ft.
d. Depth below surface(if applicable) ft.
e. Which of the following were monitored during the last year for this CSO?
❑ Rainfall ❑ CSO pollutant concentrations 0 CSO frequency
❑ CSO flow volume ❑ Receiving water quality
f. How many storm events were monitored during the last year?
G.4. CSO Events.
a. Give the number of CSO events in the last year.
events (0 actual or 0 approx.)
b. Give the average duration per CSO event.
hours (0 actual or 0 approx.)
PA Form 3510-2A(Rev.1-99). Replaces EPA forms 7550-6&7550-22. Page 20 of 24

FACILITY NAME AND PERMIT NUMBER: PERMIT ACTION REQUESTED: RIVER BASIN:
Killian Creek WWTP, NC0088722 Plant Expansion Permit Catawba
c. Give the average volume per CSO event.
million gallons(0 actual or 0 approx.)
d. Give the minimum rainfall that caused a CSO event in the last year
Inches of rainfall
G.5. Description of Receiving Waters.
a. Name of receiving water:
b. Name of watershed/river/stream system:
United State Soil Conservation Service 14-digit watershed code(if known):
c. Name of State Management/River Basin:
United States Geological Survey 8-digit hydrologic cataloging unit code(if known):
G.6. CSO Operations.
Describe any known water quality impacts on the receiving water caused by this CSO(e.g.,permanent or intermittent beach closings,permanent or
intermittent shell fish bed closings,fish kills,fish advisories,other recreational loss,or violation of any applicable State water quality standard).
N/A
END OF PART G.
REFER TO THE APPLICATION OVERVIEW (PAGE 1) TO DETERMINE WHICH OTHER PARTS
OF FORM 2A YOU MUST COMPLETE.
PA Form 3510-2A(Rev. 1-99). Replaces EPA forms 7550-6&7550-22. Page 21 of 24

Additional information, if provided,will appear on the following pages.
ADDITIONAL INFORMATION
KILLIAN CREEK WWTP NPDES FORM 2A APPLICATION
NPDES Number: NC0088722
The following information is submitted as additional information to the NPDES Permit Application for the Killian
Creek WWTP:
Item #A.4 Collection System Information
The Killian Creek WWTP currently serves an area primarily in the Catawba Springs Township within the
Forney Creek and Killian Creek drainage basins. Based upon US Census information, the total 2015
population of this area is estimated to be approximately 24,444 capita. It is estimated that approximately
53.8% of this population or approximately 13,151 capita was served in 2015 by sewer. The current served
population estimate of 16,509 capita is based upon an interpopulation of projected population and served
percentage between 2015 and 2025.
Future proposed sewer expansions in the Anderson Creek and Leepers Creek drainage basins combined with
population growth within the Catawba Springs Township projects a potential sewer service population
approaching 54,189 capita by the year 2037.
Item #A.11 Description of Existing Treatment Process
The current wastewater treatment process permitted for 3.3 mgd consists of the following treatment units:
• Influent headworks including mechanically cleaned screen, by-pass manually cleaned screen and
vortex grit collection system.
• Sequencing Batch Reactors (SBR's) —2 Basins
• Post Equalization Basin
• Effluent Tertiary Disk Filters
• Ultraviolet (UV) Disinfection
• Effluent V-notch Weir
• Reaeration Channel
• Aerobic Digestion — Primary and Secondary
• Sludge Holding Tank
• Sludge Dewatering Rotary Filter Press
A process flow diagram and narrative description of the current treatment system is attached.
Item B.1 Inflow and Infiltration
Computation of inflow and infiltration at the Killian Creek WWTP is impacted by the sequencing batch reactor
(SBR) process and a post SBR equalization basin that can have an impact on effluent flow patterns.
Additionally, Duke Energy has a periodic discharge of process water not included in the potable water supply
that can impact the daily flow pattern.
Calculations of inflow utilizing a four (4) day dry period followed by a 1-inch or greater rainfall event indicate an
inflow for the collection system of 22 gpd/capita.
Calculations of infiltration utilizing wastewater flows from the two (2) wettest months compared to water use
records yields an estimated infiltration of 228 gpd/inch diameter mile; therefore, the infiltration was considered
to be negligible. This is likely associated with the large percentage of low pressure sewers within the system in
developed areas around Lake Norman.
NPDES FORM 2A Additional Information Page 22 of 24

Item B.5 Scheduled Improvements
The Killian Creek VVWTP has a current NPDES tiered permit with an upper permitted discharge capacity of
3.35 mgd. The rapidly growing development within the service area projects a future wastewater treatment
capacity of approximately 6.6 mgd by the year 2037. To meet this treatment capacity, it is proposed to expand
the current treatment system by duplicating the current treatment process with the addition of the following unit
processes:
• New headworks including mechanical bar screen with manual screen by-pass, vortex grit removal
system and grit classifier.
• Influent flow splitter to distribute influent flow between four (4) sequencing batch reactors (SBR's).
• Alum addition system to supplement the SBR biological phosphorus removal.
• Two (2) new SBR basins utilizing jet aeration.
• Modifications to the existing SBR system to change from 5 each 4.8-hour cycles/day to 4 each 6-hour
cycles/day to increase anoxic contact for improved biological phosphorus removal and modifications to
the influent piping to better distribute flow within each SBR.
• Two (2) new effluent disk filters.
• Two (2) new ultraviolet disinfection (UV) channels with two (2) banks of UV lamps per channel.
• One (1) new rotary drum thickener for thickening waste activated sludge.
• Two (2) new aerobic digesters and one (1) new sludge holding tank.
• Two (2) new rotary disk filters for dewatering digested sludge.
The proposed equipment additions are to allow an increase in the plant capacity to 3.35 mgd and are not
associated with any imposed regulatory compliance or implementation schedules. These equipment additions
and several other plant modifications currently under consideration are to be accomplished in accordance with
the NCDER "Authorization to Construct" permitting program.
Attached are flow diagrams of the liquid train and solids handling process and a narrative description.
NPDES FORM 2A Additional Information Page 23 of 24

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LIQUID TRAIN PROCESS FLOW DIAGRAM @ Q = 3.35 MGD PAGE 1 OF 2
KILLIAN CREEK WWTP
LINCOLN COUNTY
KILLIAN CREEK COLLECTION SYSTEM AND LIFT STATION#37
Q=3.35 MGD (PLANT DESIGN AVERAGE DAILY FLOW)
HEADWORKS
CYLINDRICAL MECHANICAL BAR SCREEN
HEADWORKS MANUALLY CLEANED BAR SCREEN BY-PASS
VORTEX GRIT SEPARATOR
GRIT CLASSIFIER
INFLUENT 24"PARSHALL FLUME W/ULTRASONIC FLOW METER
Q=3.35 MGD
FROM PLANT RECYCLE PUMP STATION(SEE PAGE 2)
Q=0.24 MGD
1 1
SBR#1 SBR#2 SEQUENCING BATCH REACTORS
1 EA FLOATING MIXER PER SBR
10 DIFFUSED AIR MANIFOLDS PER SBR
I 4 BLOWERS(W/1 STANDBY)
11 EA SUBMERSIBLE SLUDGE PUMP PER SBR(W/SHELF SPARE)
I I
I
— —L — — — —-► TO SOLIDS HANDLING SYSTEM(SEE PAGE 2)
Q=0.13 MGD @ 0.5%Solids
POST EQ BASIN
POST EQUALIZATION BASIN
5 VARIABLE SPEED PUMPS
Q=1.73 MGD
EFFLUENT FILTER S
EFFLUENT FILTERS 3 DISK FILTER UNITS W/8 DISK/UNIT
1 FILTER BY-PASS
I
*FILTER BACKWASH TO PLANT RECYCLE PUMP STATION (SEE PAGE 2)
Q= 1.68 MGD Q=0.05 MGD
ULTRAVIOLET 1----i ULTRAVIOLET DISINFECTION SYSTEM
DISINFECTION SYSTEM 4 UV BANKS W/8 UV MODULES&128 LAMPS
EFFLUENT V-NOTCH WEIR W/ULTRASONIC FLOW METER
l
EFFLUENT REAERATION
IQ=3.28 MGD
DISCHARGE 001 TO KILLIAN CREEK

SOLIDS HANDLING PROCESS FLOW DIAGRAM @ Q= 3.35 MGD PAGE 2 OF 2
KILLIAN CREEK WWTP
WASTE ACTIVATED SLUDGE
FROM SBR WAS PUMPS PAGE 1
DIGESTER#1 BY-PASS
Q=0.133 MGD @ 0.5%SOLIDS
AEROBIC
DIGESTER#1 P.
DIGESTER DECANT
Q=0.111 MGD
AEROBIC SLUDGE DIGESTERS
Q=0.011 MGD @ 2%SOLIDS I FLOATING MIXERS
1 DIFFUSSED AERATION
4 BLOWERS(W/1 STANDBY)
AEROBIC f i SLUDGE DECANTERS
DIGESTER#2 I
-10-
DIGESTER
►DIGESTER DECANT
Q=0.005 MGD I
LIQUID DISPQSAJ,OPTION
-*
Q=0.006 MGD @ 2%SOLIDS
SLUDGE HOLDING I SLUDGE HOLDING BASIN
BASIS � FLOATING MIXERS
DECANT DIFFUSED AERATION
Q=0.01 MGD
Q=0.006 MGD @ 2%SOLIDS
SLUDGE PUMP I SLUDGE PUMP STATION
STATION LIQUID DISPOSAL OPTION * SLUDGE MACERATOR
3 ROTARY LOBE PUMPS
I Q=0.006 MGD @ 2%SOLIDS 1 ROTARY PRESS SLUDGE DEWATERING
2-POLYMER DILUTION&FEED SYSTEMS
ROTARY PRESS 2-ROTARY SLUDGE PRESSES
SLUDGE _ _ SLUDGE CONVEYORS
DEWATERING FILTRATE
Q=0.005 MGD
iFILTER BACKWASH(FROM PAGE 1)
SLUDGE=1216 LBS/D @ 20%SOLIDS I ;Q=0.05 MGD
Q=0.185 4
PLANT RECYCLE
DEWATERED SLUDGE DISPOSAL PUMP STATION
TO LANDFILL OR LAND APPLICATION (DUPLEX PUMPS)
DISPOSAL OPTION Q=0.006 MGD I
I Q=0.235 MGD
4,
v RECYCLE TO SBR SYSTEM
LIQUID SLUDGE (SEE PAGE 1)
TO LAND APPLICATION
DISPOSAL OPTION

POWER SUPPLY SCHEMATIC DIAGRAM PAGE 1 OF 1
KILLIAN CREEK WWTP
DUKE ENERGY SUPPLY POWER
1050 KW, 480 V __ DIESEL FUEL ENGINE
VIPGENERATOR SET
I' AUTOMATIC TRANSFER SWITCH
UPON LOSS OF INCOMING POWER
KILLIAN CREEK WWTP

INTENTIONALLY LEFT BLANK

NARRATIVE DESCRIPTION OF PROCESS FLOW DIAGRAMS
KILLIAN CREEK WWTP
A. LIQUID TRAIN PROCESS FLOW DIAGRAM @ Q=3.35 MGD
1. Headworks
Wastewater enters the plant at the plant headworks. The plant headworks system includes a
mechanically cleaned cylindrical bar screen, by-pass manually cleaned bar screen, vortex grit
collector with a grit classifier and influent parshall flume.
The mechanically cleaned screen removes solids greater than 'A"diameter. Screening from
the mechanical screen are washed and dewatered in an auger screw conveyor and placed into
a dumpster for landfill disposal. The manually cleaned bar screen with 1"bar openings
serves as a backup in event of failure of the mechanical screen.
A vortex grit separator is provided for removal of grit material potentially damaging to
downstream equipment. Grit removed from the wastewater is transferred to a grit classifier
for washing and dewatering in an auger conveyor as it is transferred into a dumpster for
landfill disposal.
An influent 24"Parshall flume and ultrasonic flow meter is provided for monitoring and
record influent flows and providing input to the influent sampler for flow proportional flow
sampling.
2. Sequencing Batch Reactors
Two sequencing batch reactors (SBR) provide biological treatment of the wastewater for
organic and solids reduction. Each SBR reactor includes a floating mixer for basin mixing,
fine bubble diffused aeration assemblies for aeration, floating decanters for effluent removal
and a sludge pump for transfer of waste activated sludge to the aerobic digesters. The SBR
process includes eight(8)potential phases of operation as follows:
• Static fill - fill with not mixing or aeration
• Mixed fill - fill with mixing without aeration
• Aerated fill - fill with mixing and aeration
• React- mixing and aeration with no fill
• Settle - no mixing or aeration
• Decant- removal of effluent supernatant
• Sludge Wasting removal of sludge
• Idle - no mixing or aeration
Wastewater is rotated between the SBR basins on a time cycle or based upon level.
Equipment redundancy is provided with multiple blowers with one unit provided as a reserve
in event of mechanical problems with either of the other two units. There is one (1)
submersible waste activated sludge transfer pump in each SBR basin with a shelf spare pump
maintained in storage in event of mechanical problems.
3. Post Equalization Basin
SBR effluent removed through the decanters is transferred into a post equalization basin for
storage following the short duration, high flow decanting operation. Variable speed pumps
then transfer the secondary treated effluent to the filtration system to provide a relative
Page 1 of 4

NARRATIVE DESCRIPTION OF PROCESS FLOW DIAGRAMS
KILLIAN CREEK WWTP
constant flow rate through the downstream filters and disinfection system. The current
system includes five (5)transfer pumps.
4. Effluent Filters
Effluent filtration is currently provided by three (3) disk filter units containing twelve (12)
filter disks per unit. Each filter has a maximum hydraulic capacity of 4.2 mgd and is
designed to produce an effluent containing less than 5 mg/1 suspended solids. Filters
backwash is initiated on head loss through the filter by pulling filtered water back through
the filter media with the backwash sent to the plant drain for return to the SBR system.
5. Ultraviolet Disinfection
The ultraviolet disinfection system provides for reduction of fecal coliform. The ultraviolet
system currently includes 2 channels with two UV banks with 3 modules of 30 ultraviolet
lamps capable of treating up to 4.2 mgd per bank providing 100%backup when one bank is
taken out of service.
The ultraviolet system includes a final effluent V-notch weir and ultrasonic flow meter for
final effluent monitoring, recording and pacing an automatic flow proportional sampler.
6. Effluent Reaeration
Final effluent from the ultraviolet disinfection passes through a static reaeration structure in
route to the discharge point at Killian Creek. Aeration is provided by turbulence created in
the effluent flow as it encounters velocity baffles and the flow drops in elevation across the
structure.
Page 2 of 4

NARRATIVE DESCRIPTION OF PROCESS FLOW DIAGRAMS
KILLIAN CREEK WWTP
B. SOLIDS HANDLING PROCESS FLOW DIAGRAM @ Q =3.35 MGD
1. Aerobic Sludge Digesters
The two stage aerobic sludge digestion process is capable of producing a final biosolids
product meeting the 40 CFR 503 requirements for Class B biosolids complying with the
pathogen reduction(mean cell residence of 60 days at 15° C) and vector attraction
requirements (38%reduction of volatile solids).
Waste activated sludge from the SBR system is first pumped into Aerobic Digester No. 1
where it can be decanted or pumped to a rotating drum thickener to yield an approximate 2%
to 2.4% solids. The sludge is then transferred to Digester No. 2 for further mixing, aeration
and decanting to maintain a minimum 2% solids consistency. Digester mixing is provided by
a floating mixer in each digester with aeration provided by coarse bubble diffusers. Four(4)
positive displacement blowers are provided with one unit for each digester and two (2)
blowers providing standby capacity to either digester.
As the digestion process is completed,the final Class B biosolids may be transferred to either
the sludge holding tank or directly to liquid tank trucks for land application.
2. Sludge Holding Tank
The sludge holding tank provides additional storage for the stabilized biosolids prior to
transfer to the dewatering process or liquid sludge disposal tank trucks. The storage tank
includes two floating mixers and a coarse bubble diffused aeration system. Periodic aeration
is possible by temporary diversion of air from Digester#2.
3. Sludge Pump Station
The sludge pump station includes a sludge macerator to reduce any large solids materials
potentially causing interference in the dewatering process and three (3)rotary lobe transfer
pumps. The rotary lobe transfer pumps are variable speed pumps and are controlled by the
sludge dewatering rotary press system to feed sludge to the dewatering process. One of the
rotary lobe pumps serves as a backup with the other pumps used for normal dewatering
operations.
4. Rotary Press Sludge Dewatering System
Two (2) rotary press sludge dewatering presses are available to receive waste biosolids
transferred from the sludge holding tanks by the rotary lobe sludge transfer pumps. Polymer
is added, and the mixture flocculated as it is feed to the rotary presses for final dewatering to
produce a final biosolids consistency capable of passing the paint filter test for landfill
disposal. The dewatered sludge is then transferred directly to the Lincoln County landfill.
Page 3 of 4
A

NARRATIVE DESCRIPTION OF PROCESS FLOW DIAGRAMS
KILLIAN CREEK WWTP
5. Alternative Liquid Land Application
The plant has piping options permitting the transfer of acceptable liquid biosolids directly to
a truck for transfer to approved land application sites. Prior to land application,the biosolids
must be confirmed to meet the required regulatory requirements for pathogen and vector
attraction.
C. POWER SUPPLY SCHEMATIC DIAGRAM @ Q=3.35 MGD
The Killian Creek WWTP is supplied with a primary power source with an emergency
secondary power supply from a diesel fuel engine generator. The engine generator set is
each capable of providing secondary power to maintain the operation of the WWTP
operations in event of loss of the primary power.
An automatic transfer switch and controls are provided to automatically start the engine
generator upon loss of the primary power supply and transfer to the secondary power from
the engine generator. Upon re-establishment of the primary power source,the engine
generator operation will be terminated, and power supply transferred back to the primary
supplier.
Upon loss of primary power at the WWTP,the SCADA system will provide an alarm at the
WWTP Lab/Operations building control panel advising of the loss of primary power and
activation of the emergency engine generator set.
Page 4 of 4

LIQUID TRAIN PROCESS FLOW DIAGRAM @ Q=6.6 MGD PAGE 1 OF 2
KILLIAN CREEK WWTP
LINCOLN COUNTY
KILLIAN CREEK COLLECTION SYSTEM AND LIFT STATION#37
,,Q=6.6 MGD (PLANT DESIGN AVERAGE DAILY FLOW)
HEADWORKS
• V 2 Ea.CYLINDRICAL MECHANICAL BAR SCREEN
HEADWORKS HEADWORKS 2 Ea.MANUALLY CLEANED BAR SCREEN BY-PASS
2 Ea.VORTEX GRIT SEPARATOR
2 Ea.GRIT CLASSIFIER
f 1 2 Ea.INFLUENT 24"PARSHALL FLUME W/ULTRASONIC FLOW METER
IT TOTAL FLOW IN SCADA
SBR FLOW
SPLITTER
~ FROM PLANT RECYCLE PUMP STATION(SEE PAGE 2)
Q=0.51 MGD
Q=7.1 MGD
EACH SEQUENCING BATCH REACTORS
1 l Jr
SBR#1 SBR#2 SBR#3 SBR#4 1 EA FLOATING MIXER PER SBR
10 DIFFUSED AIR MANIFOLDS PER SBR
4 BLOWERS(W/1 STANDBY)
I I I 1 EA SUBMERSIBLE SLUDGE PUMP PER SBR(W/SHELF SPARE)
I I I
II I
1 4:1 ,[1 I I
L S - TO SOLIDS HANDLING SYSTEM(SEE PAGE 2)
II Q=0.33 MGD @ 0.5%Solids
POST EQ BASIN#1 POST EQ BASIN#2
POST EQUALIZATION BASIN
11
i 5 VARIABLE SPEED PUMPS
=6.79 MGD
EFFLUENT FILTERS
EFFLUENT FILTERS 5 DISK FILTER UNITS W/8 DISK/UNIT
I FILTER BY-PASS
I
L *FILTER BACKWASH TO PLANT RECYCLE PUMP STATION(SEE PAGE 2)
Q=6.6MGD Q=0.2MGD
7
ULTRAVIOLET 4___* ULTRAVIOLET DISINFECTION SYSTEM
DISINFECTION SYSTEM 4 UV CHANNELS W/2 UV BANKS/EA
8 UV BANKS W/3 UV MODULES/BANK&10 LAMPS/MODULES
Jr 240 LAMPS TOTAL
EFFLUENT V-NOTCH WEIR W/ULTRASONIC FLOW METER
EFFLUENT REAERATION
IQ=6.59MGD
DISCHARGE 001 TO KILLIAN CREEK

SOLIDS HANDLING PROCESS FLOW DIAGRAM @ Q=6.6 MGD PAGE 2 OF 2
KILLIAN CREEK WWTP
WASTE ACTIVATED SLUDGE
FROM SBR WAS PUMPS PAGE 1
DIGESTER#1-*BY-PASS
Q=0.329 MGD @ 0.5%SOLIDS
AEROBIC AEROBIC SLUDGE DIGESTERS#1&#3
DIGESTER#1&#3 DIGESTER#1 &#3-WAS HOLDING FOR RDT/DIGESTION
DIGESTER#1- FLOATING MIXER&COARSE BUBBLE AERATION
DIGESTER#3-JET MIXING/AERATION
4 BLOWERS(2 DUTY&2 STANDBY)
V
ROTARY DRUM
THICKENERS R ROTARY DRUM THICKENERS-2 EA.
(2 EA) FILTRATE=0.278 MGD I DESIGN CAPACITY=400 GPM/EA
INFLUENT SOLIDS-0.5-0.8%
EFFLUENT SOLIDS-2-5°/
Q=0.051 MGD @ 3%SOLIDS
I
AEROBIC f 1' I DIGESTER#2&#4
DIGESTER I DIGESTER#2-FLOATING MIXER&COARSE BUBBLE AERATION
#2&#4 � DIGESTER#4-JET MIXING/AERATION
4 BLOWERS(2 DUTY&2 STANDBY)
11Q11JRDJSPQSALQJE_TLOLL 4.,
Q=0.051 MGD @ 2%SOLIDS
SLUDGE HOLDING � SLUDGE HOLDING BASINS#1&#2
BASINS IP. I FLOATING MIXERS
DECANT I DIFFUSED AERATION
Q=0.051 MGD @ 2%SOLIDS
SLUDGE PUMP � SLUDGE PUMP STATION#1&#2
STATIONS LIQUID DISPOSAL OPTION * I 2 SLUDGE MACERATORS
I 6 ROTARY LOBE PUMPS(4 DUTY&2 STANDBY)
I
1Q=0.051 MGD @ 2%SOLIDS ROTARY PRESS SLUDGE DEWATERING
4-POLYMER DILUTION&FEED SYSTEMS
ROTARY PRESS I 4-ROTARY SLUDGE PRESSES
SLUDGE __ I 2 SLUDGE CONVEYOR SYSTEMS
DEWATERING FILTRATE -P.
Q=0.044 MGD I
FILTER BACKWASH(FROM PAGE 1)
SLUDGE= 8,746 LBS/D @ 16%SOLIDS Q=0.01 MGD
I Q=0.42 +
+ PLANT RECYCLE
DEWATERED SLUDGE DISPOSAL I" PUMP STATION
TO LANDFILL OR LAND APPLICATION (DUPLEX PUMPS)
DISPOSAL OPTION I
IQ=0.43 MGD
+
• RECYCLE TO SBR SYSTEM
LIQUID SLUDGE (SEE PAGE 1)
TO LAND APPLICATION
DISPOSAL OPTION

NARRATIVE DESCRIPTION OF PROCESS FLOW DIAGRAMS
KILLIAN CREEK WWTP
A. LIQUID TRAIN PROCESS FLOW DIAGRAM @ Q=6.6 MGD
1. Headworks
Wastewater enters the plant at the plant headworks. The plant headworks system currently includes a
mechanically cleaned cylindrical bar screen,by-pass manually cleaned bar screen,vortex grit
collector with a grit classifier and influent parshall flume. Expansion for the design capacity of 6.6
mgd will include the duplication of the existing headworks system.
The mechanically cleaned screens remove solids greater than 'A"diameter. Screening from the
mechanical screen are washed and dewatered in an auger screw conveyor and placed into a dumpster
for landfill disposal.The manually cleaned bar screens with 1"bar openings serves as a backup in
event of failure of either of the mechanical screens.
The vortex grit separators provide for removal of grit material potentially damaging to downstream
equipment. Grit removed from the wastewater is transferred to a grit classifier for washing and
dewatering in an auger conveyor as it is transferred into a dumpster for landfill disposal.
An influent 24"Parshall flume and ultrasonic flow meter is provided in each of the two(2)headword
systems for flow monitoring. The flows are totalized to provide an influent flow record and provide
input to the influent sampler for flow proportional flow sampling.
2. Sequencing Batch Reactor(SBR)Flow Splitter
Flow from the two(2)headworks systems is combined in the SBR flow splitter and distributed to the
SBR reactors by individual sluice gates operated automatically by the SBR control system. Alum can
also be added within the basin to assist with controlling effluent phosphorus levels.
3. Sequencing Batch Reactors
Four(4)sequencing batch reactors(SBR)provide biological treatment of the wastewater for organic
and solids reduction. The existing two(2) SBR reactors include floating mixers for basin mixing,
fine bubble diffused aeration assemblies for aeration. The proposed two(2)new SBR reactors will
include a jet mixing and aeration system eliminating the need for floating mixers and diffuser
assemblies. Each of the reactors will utilize floating decanters for effluent removal and sludge pumps
within each basin for transfer of waste activated sludge to the aerobic digesters.
The SBR process includes eight(8)potential phases of operation as follows:
• Static fill- fill with not mixing or aeration
• Mixed fill- fill with mixing without aeration
• Aerated fill- fill with mixing and aeration
• React- mixing and aeration with no fill
• Settle- no mixing or aeration
• Decant- removal of effluent supernatant
• Sludge Wasting removal of sludge
• Idle- no mixing or aeration
Wastewater is rotated between the SBR basins on a time cycle or based upon level.
Equipment redundancy is provided with multiple blowers with one unit provided as a reserve in event
of mechanical problems with either of the other two units. There is one(1)submersible waste
activated sludge transfer pump in each SBR basin with a shelf spare pump maintained in storage in
event of mechanical problems.
Page 1 of 4

NARRATIVE DESCRIPTION OF PROCESS FLOW DIAGRAMS
KILLIAN CREEK WWTP
4. Post Equalization Basin
SBR effluent removed through the decanters is transferred to post equalization basins for storage
following the short duration,high flow decanting operation. Variable speed pumps then transfer the
secondary treated effluent to the filtration system to provide a relative constant flow rate through the
downstream filters and disinfection system. The current system includes five(5)transfer pumps with
the proposed expansion to provide an new poste equalization basin and five(5)transfer pumps.
5. Effluent Filters
Effluent filtration is currently provided by three(3)disk filter units containing twelve(12)filter disks
per unit. The expansion to 6.6 mgd proposes to add two(2)new filters. Each filter has a maximum
hydraulic capacity of 4.2 mgd and is designed to produce an effluent containing less than 5 mg/1
suspended solids. Filters backwash is initiated on head loss through the filter by pulling filtered water
back through the filter media with the backwash sent to the plant drain for return to the SBR system.
6. Ultraviolet Disinfection
The ultraviolet disinfection system provides for reduction of fecal coliform. The ultraviolet system
currently includes 2 channels with two UV banks with 3 modules of 30 ultraviolet lamps capable of
treating up to 4.2 mgd per bank providing 100%backup when one bank is taken out of service. The
proposed expansion to 6.6 mgd will add two(2)new UV channels and four(4)new UV banks for a
total of eight(8)UV banks with each capable of treating up to 4.2 mgd capacity to provide 100%
backup capacity.
The ultraviolet system currently includes a final effluent 90-degree V-notch weir and ultrasonic flow
meter for final effluent monitoring,recording and pacing an automatic flow proportional sampler. As
the flow increases,the effluent weir will be changed to a 4-foot rectangular weir.
7. Effluent Reaeration
Final effluent from the ultraviolet disinfection passes through a static reaeration structure in route to
the discharge point at Killian Creek. Aeration is provided by turbulence created in the effluent flow
as it encounters velocity baffles and the flow drops in elevation across the structure.
Page2of4
A
1

NARRATIVE DESCRIPTION OF PROCESS FLOW DIAGRAMS
KILLIAN CREEK WWTP
B. SOLIDS HANDLING PROCESS FLOW DIAGRAM @ Q=6.6 MGD
1. Aerobic Sludge Digesters
The existing two-stage aerobic sludge digestion process is proposed to be duplicated for the plant
expansion to 6.6 mgd. The expanded solids handling system is designed to be capable of producing a
final biosolids product meeting the 40 CFR 503 requirements for Class B biosolids complying with
the pathogen reduction(mean cell residence of 60 days at 15°C)and vector attraction requirements
(38%reduction of volatile solids)for land application or dewatering and landfill disposal.
Waste activated sludge from each SBR system will be pumped into Aerobic Digester No. 1 or No. 3
where it can be decanted or pumped to a rotating drum thickener to yield an approximate 2%to 2.4%
solids for transfer to Digester No.2 or No. 4 for further mixing, aeration and decanting to maintain a
minimum 2% solids consistency. The existing digesters utilize floating mixers with aeration provided
by coarse bubble diffusers. The proposed new Digester No. 3 and 4 are proposed to utilize jet mixing
and aeration. The four(4)existing positive displacement blowers are to be duplicated for the new
digestors providing each system with four(4)blowers with one blower serving as standby.
As the digestion process is completed,the final biosolids may be transferred to either the sludge
holding tanks or directly to liquid tank trucks for land application.
2. Sludge Holding Tanks
Two(2)sludge holding tanks are proposed to provide additional storage for the stabilized biosolids
prior to transfer to the dewatering process or liquid sludge disposal tank trucks. The existing storage
tank includes two floating mixers and a coarse bubble diffused aeration system. The new storage tank
with the new SBR/digester system is proposed to utilize jet mixing/aeration.
3. Sludge Pump Stations
The proposed plant expansion to 6.6 mgd will add a new sludge pump station similar to the existing
pump station. Each sludge pump station will include a sludge macerator to reduce any large solids
materials potentially causing interference in the dewatering process and three(3)rotary lobe transfer
pumps. The rotary lobe transfer pumps are variable speed pumps and are controlled by the sludge
dewatering rotary press system to feed sludge to the dewatering process. One of the rotary lobe
pumps serves as a backup with the other pumps used for normal dewatering operations.
4. Rotary Press Sludge Dewatering Systems
The proposed plant expansion to 6.6 mgd will include a duplication of the existing dewatering system
providing a total of four(4)rotary sludge presses for dewatering biosolids. The rotary press sludge
dewatering units receive waste biosolids transferred from the sludge holding tanks by the rotary lobe
sludge transfer pumps. Polymer is added, and the mixture flocculated as it is feed to the rotary
presses for final dewatering to produce a final biosolids consistency capable of passing the paint filter
test for landfill disposal. The dewatered sludge is then transferred directly to the Lincoln County
landfill.
Page 3 of 4

r
NARRATIVE DESCRIPTION OF PROCESS FLOW DIAGRAMS
KILLIAN CREEK WWTP
5. Alternative Liquid Land Application
The plant has piping options permitting the transfer of acceptable liquid biosolids directly to a truck
for transfer to approved land application sites. Prior to land application,the biosolids must be
confirmed to meet the required regulatory requirements for pathogen and vector attraction.
C. POWER SUPPLY SCHEMATIC DIAGRAM @ Q=3.35 MGD
The Killian Creek WWTP is supplied with a primary power source with an emergency secondary
power supply from a diesel fuel engine generator. The engine generator set is each capable of
providing secondary power to maintain the operation of the WWTP operations in event of loss of the
primary power.
An automatic transfer switch and controls are provided to automatically start the engine generator
upon loss of the primary power supply and transfer to the secondary power from the engine generator.
Upon re-establishment of the primary power source,the engine generator operation will be
terminated, and power supply transferred back to the primary supplier.
Upon loss of primary power at the WWTP,the SCADA system will provide an alarm at the WWTP
Lab/Operations building control panel advising of the loss of primary power and activation of the
emergency engine generator set.
Page 4 of 4

Killian Creek Wastewater Treatment Plant Expansion
Engineering Alternative Analysis
For
Lincoln County,North Carolina
115 West Main Street
Lincolnton, NC 28092
Prepared by:
',DICKSON
ttttllt//�
community Infrastructure consultants ,,�t CAFo,,,,,f
.10
Charles R. Froneberger,PE
WK Dickson& Co., Inc. s a8L e G
616 Colonnade Drive - e 753%' FNGIN��.••s;,
e . .....••0,
Charlotte, NC 28205 ... R
Phone: [phone] Fax: [phone] �
September 22, 2017
Revised April 25, 2018
NC License# F-0374
WKD Project Number 20170294.00.CL

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TABLE OF CONTENTS
1. EXECUTIVE SUMMARY 1
2. INTRODUCTION
2.1 Purpose 5
2.2 Background Information 5
2.3 Related Project Information 6
3. POPULATION AND FLOW PROJECTIONS
3.1 Residential Population Projections 7
3.2 Wastewater Flow Records 12
3.3 Future Wastewater Flow Projections 15
4 EVALUATION OF TECHNOLOGICALLY FEASIBLE ALTERNATIVES
4.1 Connection into Existing Wastewater Treatment Plants 19
4.2 Land Application 19
4.3 Water Reuse 20
4.4 Continued Surface Discharge Via NPDES Permit 22
4.4.1 Existing Killian Creek WWTP 24
4.4.2 Plant Expansion of Existing Sequencing Batch Reactor(SBR)
Treatment System 25
4.4.3 Plant Expansion Utilising Independent Membrane Bio-Reactor
(MBR) System 30
4.4.4 Plant Expansion Utilizing Membrane Bio-Reactor Incorporated
into Existing SBR Basin 33
4.4.5 Do Nothing Alternative 38
5 ECONOMIC EVALUATION OF ALTERNATIVES
5.1 Capital Cost 40
5.2 Recurring Costs 41
5.3 Lost Opportunity Costs 41
6 ENVIRONMENTAL EVALUATIONS
6.1 Wetlands Impact 42
6.2 Endangered Species Impact 42
7 CONCLUSIONS AND RECOMMENDATIONS 43
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LIST OF TABLES:
TABLE
3.1 Lincoln County Residential Population Projections
3.2 Summary of Killian Creek Effluent Flows 2013—2016
3.3 Summary of Annual Water/Sewer Billing Records in Killian Creek Service
Area
3.4 Wastewater Projections Per Capita and Category
3.5 Catawba Spring and Ironton Township Wastewater Flow Projections
4.1 Summary of Spray Irrigation Parameters for 3.35 mgd
4.2 Minimum Reclaimed Water Effluent Standards
4.3 2004 Speculative Effluent Limitations
4.4 2017 Speculative Effluent Limitations
5.1 Total Present Worth Costs for Feasible Alternatives
LIST OF FIGURES:
FIGURE
3.1 General Location Map
3.2 Lincoln County Townships &Wastewater Facilities
3.3 Killian Creek Effluent Flow 2015
3.4 Killian Creek Effluent Flow 2016
3.5 Killian Creek Effluent Flow 2017
4.1 Proposed Killian Creek WWTP SBR Process Expansion
4.2 Proposed Killian Creek WWTP MBR Process Expansion
4.3 Proposed Killian Creek WWTP MBR Process Expansion in SBR Basin
7.1 Proposed Project Schedule
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LIST OF APPENDICES
Appendix A Existing 3.3 mgd:Killian Creek WWTP
Basis of Design
Schematic Flow Diagrams
Existing Site Plan
Appendix B Infiltration Inflow Calculations
Appendix C North Carolina Division of Infrastructure—2017 Speculative Discharge
Limits
Appendix D Summary of Design Parameters for Killian Creek WWTP Expansion to 6.6
MGD by Expansion of the Existing Sequencing Batch Reactor(SBR)
System
Appendix E Proposed Basis of Design—
• Killian Creek WWTP Expansion to 6.6 Utilizing an Independent MBR
System
Appendix F Present Worth Cost Projections of Probable Costs
Duplication of Existing SBR—Aerobic Digestion System
Table F.1.1. Capital Costs
Table F.1.2. Project Life Cycle Assumptions
Table F.1.3. Replacement Costs (Years 1-5)
Table F.1.4. Replacement Costs (Years 6-10)
Table F.1.5. Replacement Costs(Years 11-15)
Table F.1.6. Replacement Costs(Years 16-20)
Table F.1.7. Operation and Maintenance Costs (Years 1-10)
Table F.1.8. Operation and Maintenance Costs(Years 11-20)
Independent Membrane Bio-Reactor System
Table F.2.1. Capital Costs
Table F.2.2. Projekt Life Cycle Assumptions
Table F.2.3. Replacement Costs (Years 1-5)
Table F.2.4. Repl cement Costs (Years 6-10)
Table F.2.5. Repl cement Costs (Years 11-15)
Table F.2.6. Repl cement Costs (Years 16-20)
Table F.2.7. Oper tion and Maintenance Costs(Years 1-10)
Table F.2.8. Oper tion and Maintenance Costs (Years 11-20)
Table F.2.9. Inte 'ttent Operations&Maintenance Costs (Years 1-10)
Table F.2.10. Inte 'ttent Operations&Maintenance Costs(Years 11-20)
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Membrane Bio-Reactor Incorporated into Existing SBR Basin
Table F.3.1. Capital Costs
Table F.3.2. Project Life Cycle Assumptions
Table F.3.3. Replacement Costs(Years 1-5)
Table F.3.4. Replacement Costs(Years 6-10)
Table F.3.5. Replacement Costs(Years 11-15)
Table F.3.6. Replacement Costs (Years 16-20)
Table F.3.7. Operation and Maintenance Costs (Years 1-10)
Table F.3.8. Operation and Maintenance Costs (Years 11-20)
Table F.3.9. Intermittent Operations&Maintenance Costs (Years 1-10)
Table F.3.10. Intermittent Operations&Maintenance Costs (Years 11-20)
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1. EXECUTIVE SUMMARY
This Engineering Alternative Analysis(EAA) was prepared in compliance with the planning
requirements of the North Carolina Division of Water Resources (NCDWR)to document the
planning associated with the proposed expansion of Lincoln County's existing 3.35 mgd Killian
Creel Wastewater Treatment Plant(WWTP). These planning steps include the following
components:
• Needs assessment based upon a forecast of future wastewater treatment capacity to
support the population and wastewater flow projections for the service area over a
twenty-year planning period.
• Establishment of anticipated future wastewater treatment performance requirements as
documented through speculative limits obtained from the NCDWR's NPDES unit based
upon the proposed flow and receiving stream(Killian Creek).
• Identification and analysis of technologically feasible treatment alternatives for the
proposed expansion of the wastewater treatment system to include connection to an
existing WWTP, land application,wastewater reuse and discharge to surface waters or a
combination of alternatives.
• Preparation of an economic feasibility evaluation of each alternative to include capital,
replacement and operation and maintenance costs with a comparison of alternatives
utilizing a present worth value cost analysis.
The service area for the Killian Creek WWTP is identified as the Catawba Springs Township
and portions of the Ironton Township area within the Anderson Creek,Leepers Creek and Hoyl
Creek drainage basins. Population projections considered four(4) alternative population
projection methodologies including the following:
1. NC Office of State Budget and Management(NCOSBM)population projections for Lincoln
County with the service area population based upon the percentage of the County land
area within the service area. This method yielded a projected 2037 population projection of
44,720.
2. NCOSBM population projections for Lincoln County with the future service area
population with growth proportional to the current percent population within the service.
This method yielded a 2037 population projection of 58,194.
3. Population projection of Townships based upon the same growth rate within the Township
between 2000 and 2015. This method yielded a 2037 population projection of 66,237.
4. Population projection utilizing projections for the service area based upon the Metrolina
Community Viz Model for the Charlotte Regional Transportation 2045 Metropolitan
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Transportation Plan extending into Lincoln County. This method yielded a population
projection of 74,418.
After consideration of the four(4)methodologies and discussions with the Lincoln County
Public Works and Planning departments,the projections from the Metrolina Community Viz
Model were accepted as the best methodology with the projected 2037 service area population
forecast of 74,418.
Based upon the population projections and a wastewater projection based upon reviews of the
wastewater flow records at the Killian Creek WWTP,Water/Sewer billing records obtained
from Lincoln County Department of Public Words, calculated inflowper capita and infiltration
per inch-diameter mile of sewer,the 2037 wastewater flow to the Killian Creek WWTP was
projected to be approximately 6.37 mgd. The proposed 2037 design flow was then adjusted to
6.6 mgd to coincide with the planned phased expansion of the Killian Creek WWTP sequencing
batch reactor(SBR)process.
Wastewater treatment alternatives evaluated for the future 2037 service area wastewater flow
projection included transfer to other area treatment facilities,land application,water reuse and
continued surface water discharge via a NPDES Permit. Only the continued surface water
discharge was identified as a feasible alternative. Speculative effluent permit limits obtained
from the NCDWR's NPDES unit projected future permit limits for the proposed 6.6 mgd
discharge to include significant changes to the current 3.35 mgd permit limits. These changes
include a reduction of monthly average permit limits for BODS from 30 mg/L to 5 mg/L and new
limits for Total Nitrogen of 6 mg/L and Phosphorus of 1.0 mg/L.
To achieve compliance with the proposed speculative permit limits for a discharge of 6.6 mgd,
the followingfour(4)
ollowin feasible treatment alternatives were identified for evaluation:
• Alternative 1—Expansion of the current SBR process duplicating the current process.
• Alternative 2-Addition of a new membrane bio-reactor(MBR) as an independent
structure with conversion of the existing SBR basins into influent equalization and
aerobic sludge digestion.
• Alternative 3—Retrofitting anMBR process into the existing SBR#1 and #2 basins.
• Alternative 4—Do Nothing
Each of these processes were evaluate with advantages and disadvantages identified
combined with a present worth cost alysis. No present worth analysis is presented for
Alternative 4. Based upon these evalu tions,the expansion of the current SBR process was
selected as the preferred alternative with an opinion of capital cost of$26,304,000.
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The MBR process expansion within an independent structure has advantages regarding effluent
quality,reduced expansion footprint,required downstream filtration and higher waste sludge
solids concentration. This alternative,however,has a higher capital cost projected at
$30,418,000 combined with significantly higher operation and maintenance cost resulting in a
larger total present worth cost compared with the Alternative 1 SBR expansion.
Alternative 3, consisting of the retrofit of an MBR process into the existing SBR basins, offers the
same advantages of the Alternative 2 process with cost reductions achieved by utilizing the
existing SBR structure providing a projected capital cost of approximately$29,866,000. This
alternative still has a higher capital cost than Alternative 1 combined with higher operation and
maintenance costs. The primary disadvantage of Alternative 3 is that the retrofit into the
existing SBR basins,will require risk relating to unknown installation and operational costs
associated with a temporary installation of MBR membranes in the existing post equalization
basin and temporary operation of SBR#2 basin at elevated mixed liquor solids during the
retrofit work to convert SBR#1 into the MBR process. WK Dickson identified these
requirements to be a significant risk for permit compliance and cost to the contractor
performing the work while maintaining the temporary MBR process.
Alternative4-The Do-Nothing Alternative consists of maintaining the existing wastewater
treatment plant the same size and configuration. This alternative is not feasible because the
dedicated capacity of the wastewater treatment plant is near the 80%permitted design capacity
of 3.35 mgd. The future flow needs for the area will be approaching 6.67 mgd making
expansion necessary. The absence of additional dedicated capacity will limit development in
the area and future business growth.
WK Dickson recommends that Lincoln County proceed with the construction of a new SBR
system as the selected alternative for the treatment of the projected future flows in accordance
with the proposed schedule provided in Figure 7.1 the following page.
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Figure 7.1 -PROPOSED PROJECT SCHEDULE
Month:
ITEM TASK Jan-17 Feb-17 Mar-17 Apr-17 May-17 Jun-17 Jul-17 Aug-17 Sep-17 Oct-17 Nov-17 Dec-17 Jan-18 Feb-18 Mar-18
1 Approval to Proceed X
2 PRELIMINARY DESIGN&PERMITTING
3 Coordination Meeting w/Owner&NCDENR
4 Request Speculative Effluent Limitations Limits
5 Engineering Alternative Analysis
6 Environmental Evaluations-Wetlands,Etc.
7 Site Topographic Survey&Boring Location
r 7 NCDEQ Review&Approval of EM&EID
8 Preliminary Site Layout Drawings
9 Geotechnical Explorations
10 NPDES Modification Request Review by NCDEQ
ENGINEERING DESIGN:
11 Prepare Plans,Specifications&ATC
Month:
ITEM TASK Apr-18 May-18 Jun-18 Jul-18 Aug-18 Sep-18 Oct-18 Nov-18 Dec-18 Jan-19 Feb-19 Mar-19 Apr-19 May-19 Jun-19
11 Prepare Plans,Specifications&ATC
12 Owner Review of Plans and Specifications
13 NCDEQ Review of Plans,Specs&ATC
14 Bidding,Contract Award&NTP
15 Construction
-
-
•
16 Construction Administration
•
17 Construction Observation
Month:
ITEM TASK Jul-19 Au -19 Se 19 Oct-19 Nov-19 Dec-19 Jan-20 Feb-20 Mar-20 Apr-20 Ma -20 Jun-20 Jul-20 Au -20 Se 20
15 Construction
16 Construction Administration _ _ _
17 Construction Observation
Month:
ITEM TASK Oct-20 Nov-20 Dec-20 Jan-21 Feb-21 Mar-21 Apr-21 May-21 Jun-21 Jul-21 Aug-21 Sep-21 Oct-21 Nov-21 Dec-21
15 Construction
16 Construction Administration _
17 Construction Observation
18 Final Approval&Placement into Operation
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2. INTRODUCTION
2.1 Purpose
This Engineering Alternative Analysis(EAA) was prepared for the proposed expansion of
Lincoln County's Killian Creek Wastewater Treatment Plant(WWTP) serving the rapidly
growing development within the eastern area of Lincoln County.
2.2 Background Information
The Lincoln County Killian Creek WWTP,Phase 1 was completed in November 2010 with
funding assistance from the North Carolina Department of Environmental&Natural Resources
(DENR) SRF CS370825-01 to serve the eastern area of Lincoln County. The Phase 1 plant was
permitted under NPDES Permit NC0088722 for a flow of 1.68 mgd with provisions for a Phase 2
expansion to 3.35 mgd. The initial plant was constructed for a design flow of 3.3 mgd but
withheld the installation of needed equipment(i.e.blowers, post equalization pumps,effluent
filter and sludge dewatering equipment) that was necessary for increasing the flow from 1.68
mgd to 3.35 mgd. To accommodate an area growth commitment for additional capacity,
Lincoln County recently completed the Phase 2 upgrade of the facility in 2016 adding the
omitted equipment items. This allowed the NPDES permitted flow to be increased from 1.68
mgd to an average daily flow capacity of 3.35 mgd.
To meet the ongoing rapid development and demand for treatment capacity, Lincoln County is
now proceeding with the preparation of this EAA as the initial planning step to meet the future
area growth demands. During the planning for the initial Killian Creek WWTP,the long-range
plan included a future phased expansion from 3.35 mgd up to 6.60 mgd. This EAA is to
support this planned expansion of the facility.
The Killian Creek WWTP currently provides wastewater treatment services for the sewage
collection system serving the eastern side of Lake Norman, the Forney Creek and Killian Creek
drainage basins. Long range County planning projects future sewer system expansion into the
Anderson Creek,Leepers Creek and Hoyle Creek drainage basins by the transfer of sewage
from these drainage basins to the Killian Creek WWTP. Areas further to the west in the
Howards Creek and Lincolnton Townships are currently served by the Town of Lincolnton
WWTP and are not considered for potential service at the Killian Creek WWTP.
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2.3 Related Project Information
Project related contact information is as follows:
A. Applicant:
Lincoln County
Department of Public Works
115 West Main Street
Lincolnton, NC 28092
Phone: [phone]
FAX: [phone]
Contact: Mr.Donald V. Chamblee,P.E. Public Works Director
Email: [e-mail]
B. Killian Creek WWTP:
Killian Creek WWTP
7085 Old Plank Rd
Stanley, NC 28164
Phone: [phone]
Plant Operator of Record Charge (ORC): Mr.James T.Simmons
Email: [e-mail]
Plant ORC Backup: Mr. Brian A.Koon
Email: [e-mail]
C. EAA Preparer Engineer:
W.K.Dickson Co.,Inc.
616 Colonnade Drive
Charlotte, NC 28205
Phone: [phone]
FAX: [phone]
Contact: Charles R.Fron:berger,P.E.,Project Manager
Email: bfroneber:er@ kdickson.com
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3. POPULATION AND FLOW PROJECTIONS
3.1 Residential Population
Lincoln County is in the upper-piedmont region of the State of North Carolina and consists of
approximately 308 square miles of area. Approximately 297 square miles of this is potentially
developable land with the remaining 11 square miles consisting of water surfaces in Lake
Norman and smaller lakes or river surface areas. A general location map is provided in Figure
3.1. As shown in Figure 3.2,Lincoln County is divided into five(5) townships: Catawba
Springs,Ironton,Howards Creek, Lincolnton,and North Brooke Townships. Based upon U.S.
Census data for Lincoln County, approximately 55.4%of the county's total 79,740 population
(2013)resides in the eastern Ironton and Catawba Springs Townships which comprising
approximately 44.59%of the County total land area.
The attractiveness of the eastern Lincoln County area is due to the metropolitan areas in
southern and eastern Lincoln County.Additionally, the quality schools,rural feel and potential
for commercial/industrial growth makes Lincoln County desirable. The area is reflected in
Figure 3.1. This has generated a steady growth rate in this area which has been further
stimulated by the completion of the Highway 16 construction providing four lanes of divided
highway to this area from Charlotte and Hickory, NC. Additionally,the North Carolina
Department of Transportation(NCDOT)has recently announced plans to improve a 25 mile
stretch of NC Highway 73 to at least four(4) lanes extending from Highway 16 in Denver to US
29 in Concord with a similar project planned for NC Highway 150. This is expected to further
stimulate growth in eastern Lincoln County.
Based upon the US Census Bureau data,Lincoln County grew from a population of 32,932 in
1970 to a population of 79,740 in 2013 representing an average growth of approximately 1,088
capita per year. Assuming the same continued average growth, the projected growth in
population to 2037(representing a 20-year planning period),the County population is projected
to be approximately 105,865 people. This population projection compares favorably with a
September 19,2016 projection provided by the North Carolina Office of Budget and
Management(NC OSBM)projecting a 2036 Lincoln County population of 104,056 in 2036.
The Killian Creek WWTP planning is primarily based on the commercial and industrial growth
of the county. Other factors include Lincoln County's long-range capital improvement plan
which reflects a regional wastewater treatment facility within the Killian Creek drainage basin
serving the sewer needs of Catawba Springs and Ironton Township including the Forney Creek,
Killian Creek,Anderson Creek,Leepers Creek and Hoyle Creek drainage basins. Four(4)
options were considered for the projection of the respective township populations as follows:
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LINCOLN COUNTY
77
IREDEL COUNTY
t
P*
A " 40
HICK•
17 MILES
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17 MINUTES CA BA COUNTYESmr
LINCOLN COUNTY oerlw` /
eas MILES
or
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•
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0 ®i PORT
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IS 0 ,
GAST• COUN 485 85
m
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CHApLOTTE AIRPO;T 40 MINUTES
) MIN S
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COUNTY
`ii-ifE cON)A11(: DEVELOPMENT VEI fN MENT ASS1X L Tx I\
Figure 3.1 -General Location Map
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Figure 3.2 Lincoln County Townships and Wastewater Treatment Facilities
LINCOLN COUNTY, NC
NORTH BROOKE
LINCOLNTON
` ----- HOWARDS CREEK
IRONTON CATAWBA SPRINGS
/ \„L4e4 4, i , SI\1 r °PI',
0.
5 4 1,,iti
Pi
(00 1114 . \
lb,siINvi liik/
f:I , 0.„ ,
,i•1 i”\ .b. lAim4 iilllakli114
7;s A� �i,ri �iir 1
Ak lP.
*
.„,
LUGO Arvittii 4/0'
MP
/V swear CITY OF LINCOLTON
..www 6 MGD WWTP Killian Creek 3.35
01M0°"10MO1Y""' MGD VJVJfP Middle Forney WWTP
CI MEM
M err or uruw� Closed
APPROXIMATE CITY _
t. . OF LINCOLNTON PP�pTE
AROXIMA
,MI e . _ SERVICE AREA E1113rn c 1i fists
wm SERVICE AREA
I _ i
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A. Option 1-Project township population growth proportional to the land area of the
respective townships to the County land area. The County has a total area of approximately
308 square miles less approximately 11 square miles of water area primarily from Lake
Norman and smaller rivers and streams or approximately 297 square miles of total land
area. Assuming the County water area is primarily in the Catawba Springs Township area
of 65.02 square miles, this leaves approximately 54.02 square miles of land area or 18.19% of
the total County area. The Ironton Township has an area of 72.31 square miles or
approximately 24.35%of the County total land area. Population projections were then
computed assuming a population growth proportional to the percentage of land area as
shown in Table 3.1 below.
B. Option 2—Project the respective townships growth in proportion to the current population
percentage of the townships to the total County population projections. The year 2013,
population within the Catawba Springs Township was reported to be 23,131 and the Ironton
Township population reported to be 21,170. Based upon the 2013 County population
reported at 80,036, the Catawba Springs Township had 28.9%and Ironton Township had
26.5%of the County total population. The population projections based on the Option 2
methodology assuming growth proportional to the current population percentages is shown
in Table 3.1 below.
C. Option 3—Project the respective townships continued growth at the same rate as the
respective township growth between 2000 and 2014. The Catawba Springs Township
population grew from 14,817 in the year 2000 to 23,131 in the year.2013 or an average of
639.5 capita per year. The Ironton Township population grew from 17,602 in the year 2000
to 21,170 in the year 2013 or an average of 274.5 capita per year. Assuming the same
continued average annual township growth rate, the respective township populations were
projected and are reflected at Option 3 in Table 3.1 below.
D. Option 4-This population projec on option utilized the Metrolina Community Viz model
developed by Kimberly Horn&A sociates for the Charlotte Regional Transportation 2045
Metropolitan Transportation Plan.The model extends into Lincoln County and projects
population growth patterns based n socioeconomic inputs (housing and employment data)
to project growth areas for transportation planning. The population projections utilizing
this method are also reflected in Table 3.
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Table 3.1. Lincoln County Township Residential Population Projections
Planning Year: July July July July July July
2015 2020 2025 2030 2035 2037**
Lincoln County Population* 81,397 86,794 92,187 97,581 102,977 105,135
Option 1-%Land Area
• Catawba Springs @ 18.19% 14,805 15,787 16,767 17,749 18,730 19,123
• Ironton @ 24.35% 19,818 21,132 22,445 23,758 25,072 25,597
Combined Townships Population 34,623 36,919 39,212 41,507 43,802 44,720
Option 2-%of 2013 Population
• Catawba Springs @ 28.90% 23,524 25,084 26,643 28,202 29,761 30,385
• Ironton @ 26.45% 21,530 22,958 24,384 25,811 27,238 27,809
Combined Townships Population 45,054 48,042 51,027 54,013 56,999 58,194
Option 3-Township Growth
• Catawba Sp. @ 639.5 cap/yr 24,410 27,608 30,805 34,003 37,201 38,480
• Ironton @ 274.5 cap/yr 21,719 23,091 24,464 25,836 27,208 27,457
Combined Township Population 46,129 50,699 55,269 59839 64,409 66,237
Option 4-Metrolina
Community Viz Model
Lincoln County Population*** 81,666 99,454 114,716 117,845
• Catawba Springs 24,444 37,054 46,875 47,694
• Ironton 18,555 21,709 25,203 26,724
Combined Township Population 42,999 58,763 72,078 74,418
*NC OSBM Population Projections dated 9/19/16.
**July 2037 Population was based on the NC OSBM the same growth as from July 2030 to 2035.
***Metrolina Community Viz Model from Charlotte Regional Transportation Plan
It is proposed to utilize Option 4 for the township residential population projections. This
methodology projects a growth of the combined Catawba Springs and Ironton Townships from
42,999 capita in 2015 to approximately 74,418 capita in 2037 or an average growth of
approximately 1428 capita per year. This growth is further supported by the planned
subdivisions identified for the Catawba Springs Township. The County currently has 3,976 lots
identified within planned subdivisions plus an additional 6,791 acres identified for planned
subdivisions.
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3.2 Wastewater Flow
A. Current Flow
The Killian Creek WWTP began operation in the fall of 2010 with the area wastewater split
between the new Killian Creek WWTP and the Middle Forney Creek WWTP. The flow division
between the two plants was accomplished by a pump station constructed at the Forney Creek
site permitting part of the flow within the Forney Creek drainage basin to be transferred to the
Killian Creek drainage basin. In 2012, Lincoln County reevaluated the future of the Middle
Forney Creek WWTP and increased operational costs of this plant leading to the following
conclusions:
• The Middle Forney Creek WWTP faced a need for significant future major equipment
replacements and upgrades to sustain the continued operation of the ageing system. These
needs include replacement or repairs to the influent screening, grit removal system,
biological aeration system and aerobic digester system.
• Based on discussions with the North Carolina Division Water Infrastructure(formerly the
Department of Environment and Natural Resources),effluent phosphorus limitations were
identified to be likely included in future renewals of the NPDES Permit for the Middle
Forney WWTP. An effluent phosphorus permit limit would require the installation of an
alum chemical feed system combined with new effluent filters.
• The plant also utilizes chlorine gas disinfection and sulfur dioxide gas dechlorination
systems leading to safety concerns for the growing residential development immediately
adjacent to the plant.
• Consolidation of operations at the Killian Creek WWTP offered significant operational and
maintenance savings over the continued operation of two (2) facilities.
• The future expansion of the Killian Creek WWTP appeared to be more economical that an
upgrade of the Forney Creek WWTP to meet the immediate area growth demands.
These evaluations lead to the closure •f the Middle Forney Creek WWTP in the fall of 2012 and
the consolidation of area wastewater i eatment operations at the Killian Creek WWTP.
Wastewater flow records for the Kili. Creek WWTP for the four-year period between 2013 to
2016 are summarized in Table 3.2.
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Table 3.2. Summary of Killian Creek WWTP Effluent Flows 2013 to 2016
Year Average Daily Maximum Daily Flow Minimum Daily Flow
Flow* (MGD) (MGD)
(MGD)
2013 0.801 1.579 0.571
2014 0.884 1.853 0.632
2015 1.004 1.861 0.835
2016 0.979 1.329 0.760
2017 0.942 1.612 0.014**
*Flow based upon effluent flow meter.
**Pump station electrical failure
Graphical representations of the 2015 and 2016 Killian Creek daily effluent flow records are
provided in Figure 3.3 and Figure 3.4.
2
Figure 3.3 Killian Creek WWTP Effluent Flow - 2015
1.8
•
1.6
•
1.4 I i
E.1.2 _ ! il)
i II .7) i
W 1 , �, , . .moi ` r' �� •;' • -..111111'.1
C
—4—Effluent Flow(MGD)
•j 0.8 —Linear(Effluent Flow(MOD))
0.6
0.4
0.2
0
�\��y �\•�y �\ti�ti b\1�ti \1 �\ti�ti \ti�ti $\��ti \1�ti ti0�1\� �1\~ 1ti�1\�
Date
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2.000
Figure 3.4 Killian Creek WWTP Effluent Flow-2016
1.800
1.600
1.400
1.200 • •
-6
2
•• ir: ii t'1'•,i•l �' ? .' iI►:.:�,;! MI;
t ! , tEffluentFlow(MON
0.800 —Linear(Effluent Flow(MOD))
0.600
0.400
0.200
0.000
\4ryO,yO ry\�ryO.tiO \4ryO,tiO P\�ryO.tiro 5\4„ b\�ryp1b 1\~O~6 W��~p16 44~ ~1b ti \~o,,Otiti\ti\~O•,b
Date
2.000
Figure 3.5 Killian Creek WWTP Effluent Flow-2017
1.800
1.600
•
1.400
• •
g 1.200
2 I
i
f 1.000 I'' Ise 'Yiar'.i•.ii.,]: L�' Te, .n.71Pl1 v1in),11.r,,. .
'f 'II
I • I I Effluent Flow(MGD)
E 0.800
—Linear(Effluent Flow(MOD))
0.600
•
0.400
0.200
0.000
ON' O�'l Oti1 011 O,\ O,ti1 0\ 04'N 0\ pti\ 0ti\ p•
ry\,y\'L \,y\'L 6\''L h\,y\'L 6\'\ti A\,1\'L \,y\'L \,y\'L 'ti0\�\ry 'titi\1\� 'tib\1\ry
Date
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The system infiltration and inflow determinations were completed utilizing 2016 flows and
rainfall data with supporting calculations included in Appendix B. These calculations indicate
an infiltration rate of 228 gpd/inch diameter mile of gravity collection sewer. The inflow was
calculated at a rate of 22 gpd/capita. Based on these determinations,it was concluded that the
current collection system is not subject to excessive infiltration/inflow. This is likely attributed
partially to the large portion of the collection system in the Lake Norman area that is a low-
pressure collection system.
The County's water and sewer billing records for the one-year period April 1,2015 to March 31,
2016 were also obtained and compared to the wastewater records. Water usage records for all
current sewer customers by classification in the Killian Creek service area reflect an average
daily potable water consumption summarized as follows:
Table 3.3. Summary of Annual Water/Sewer Billing Records in the
Killian Creek Service Area- 4/2015 to 3/2016:
User Classification Average Daily Percentage Number of
Water Use* of Total Meters
(GPD) Water Use
Residential Users 779,536 65.8% 5,021
Commercial 169,307 14.3% 359
Industrial 170,050 14.4% 48
Institutional 64,773 5.5% 36
Total Potable Water Use: 1,183,666 100% 5,464
*Water consumption based on billing records for period April 1,2-15 to March 31,2916
The County population currently served by the Killian Creek WWTP resides totally within the
Catawba Springs Township. The latest population census indicates an average of 2.62 capita
per residence. Based on the current 5,021 residential water/sewer customers, the sewered
population within the Catawba Springs Township is estimated to be approximately 13,155 or
approximately 53.8%of the overall 2015 Catawba Springs Township population of 24,444. The
Ironton Township is not currently served by a sewer system.
3.3 Future Wastewater Flow Projections
Wastewater flow projections for the twenty-year planning period extending to 2037 for the
Ironton and Catawba Springs Townships were based upon the following. It should be noted
that there is an allocated flow demand that is associated with the planning of future and current
wastewater treatment needs. Allocated flow is a contracted flow amount which must be
accounted for both in the collection system and wastewater treatment plant. This flow is
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contracted for by a developer or other entity and is set aside to provide sanitary sewer for those
set needs:
• The County water/sewer billing records over the period April 1,2015 to March 31,2016
reflect an average total water consumption of 1,183,666 gpd by consumers with sewer
service within the Killian Creek WWTP sewer system. This compares to an average effluent
wastewater flow at the Killian Creek WWTP over the same period of 1,010,000 mgd. The
differential between the water billing records and effluent flow recorded at the WWTP of
14.7%is attributed to water consumption by users,meter accuracies and water loss in
evaporation and waste sludge disposal at the WWTP. This supports the conclusion that the
collection system infiltration/inflow is not significant within the current sewer system.
• Wastewater production per capita for each of the County's water billing categories was
estimated based on the estimated 13,155 population served by sewer and the current
average 14.7%consumption loss as follows:
Table 3.4—Wastewater Projections Per Capita and Category
Water Use Residential Water Water Use Wastewater
Category Population Consumption Per Capita Produced Per
Per Water Billing (GPD/Capita) Capita*
(GPD) (GPD/Capita)
Residential 13,155 779,536 59.3 50.6
Commercial 13,155 169,307 12.9 11.0
Industrial 13,155 170,050 12.9 11.0
Institutional 13,155 64,773 4.9 4.2
Total: 13,155 1,183,666 90 76.8
*Wastewater production based upon the current 14.7%consumption loss between water
utilization and wastewater received at the Killian Creek WWTP.
The projected wastewater production of 76.8 gpd/capita compares favorably with the typical
estimating value of 70 gpd/capita. An additional wastewater projection of 10%of the
projected volume was included for future area growth.
• Future total wastewater projection were estimated based upon the assumption that the
sewered population for the Cataw a Springs Township will grow from the current 53.8%of
the total township population to a proximately 80%by the year 2037. The sewered
population of the Ironton Towns p was projected to grow from the current 0%to
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approximately 60%of population sewered by 2037 with a projected expansion of sewer
service due to developer need into the Ironton Township.
• Future inflow was estimated based upon the current rate of 22 gpd per capita with the
future inflow assumed to continue at a rate proportional to the projected population.
Infiltration was also estimated at a rate of 228 gpd/inch-mile of sewer. The future
infiltration was projected at this same rate with the inch-mile of sewer assume to increase in
proportion to population growth. The respective inflow and infiltration computations are
included in Appendix B.
The resulting wastewater projections for the planning period are summarized in Table 3.5
reflecting an estimated total wastewater generation of approximately 6.37 mgd by the year 2037.
Since the existing treatment system is a sequencing batch reactor system,it is desirable to
consider expansion of the system. The proposed future WWTP expansion is proposed to be for
6.6 mgd consistent with the existing SBR system expansion.
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Table 3.5 - Catawba Springs and Ironton Wastewater Flow Projections
CATAWBA SPRINGS TOWNSHIP Jul-15 Jul-20 Jul-25 Jul-30 Jul-35 Jul-37
Estimated Catawba Springs Pop 24,444 37,054 46,875 47,694
Projected Sewer Population%** 53.8 59.8 65.7 71.7 77.6 80.0
Estimated Sewered Population 13,151 24,344 36,375 38,155
Wastewater from Residential User,GPD* 665,434 1,231,831 1,840,575 1,930,653
Estimated Commercial WW,GPD* 144,660 267,789 400,125 419,707
Estimated Industrial WW,GPD* 144,660 267,789 400,125 419,707
Estimated Institutional WW,GPD* 55,234 102,247 152,775 160,252
Inflow,GPD N/A 511,234 763,875 801,259
Infiltraton N/A 279,326 399,827 419,395
Industrial Reserve @ 10%,GPD N/A 238,089 355,748 373,158
TOTAL CATAWBA SPRINGS WW FLOW,GPD* 1,009,987 2,898,305 4,313,050 4,524,131
IRONTON TOWNSHIP Jul-15 Jul-25 Jul-35 July 37 proj.
Estimated Ironton Pop 18,555 21,709 25,203 26,724
Projected Sewer Population%*** 0.00 13.65 27.30 40.95 54.60 60.00
Estimated Sewered Population - 5,927 13,761 16,034
Wastewater from Residential User,GPD* - 299,884 696,298 811,341
Estimated Commercial WW,GPD* - 65,192 151,369 176,378
Estimated Industrial WW,GPD* - 65,192 151,369 176,378
Inflow,GPD N/A 124,458 288,978 336,722
Infiltration,GPD N/A 65,144 151,257 176,247
Industrial Reserve @ 10%,GPD N/A 61,987 143,927 167,707
TOTAL IRONTON PROJECTED WW FLOW,GPD* - 681,856 1,583,198 1,844,774
Total Projected Catawba Sp&Ironton Flow,GPD 1,009,987 3,580,162 5,896,248 6,368,905
*Wastewater generation based upon the current gpd/capita rates(Residential @ 50.6,Commerical @ 11.0,Industrial @ 11.0.&Institutional @ 4.2).
**Sewered population in Catawba Springs Township is projected to grow from the 56.2%in 2015 to 80%in 2037.
***Sewered population in Irontown Township is projected to grow from 0%in 2015 to 60%in 2037 with extension of sewers to this area.
Average Wastewater Flow per Capita:
Average Residential GPD/Cap 50.60 GPD/Capita
Average Commercial GPD/Cap 11.00
Average Industrial,GPD/Cap 11.00
Average Institutional,GPD/Cap 4.20
76.80 GPD/Capita
Infiltration/Inflow:
Infiltration based on 228 gpd/im and assumed increase of inch-mile sewer proportional to population growth.
Inflow based upon average of 22 gpd/capita and population projection.
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4. EVALUATION OF TECHNOLOGICALLY FEASIBLE ALTERNATIVES
An evaluation of alternatives for meeting the future planning area wastewater treatment
demands considered the following alternatives:
4.1 Connection into Existing WWTP
The existing Killian Creek WWTP was constructed based upon an approved "201 Facilities
Plan" for East Lincoln County prepared in 2007. As part of that planning process,the
connection into other area wastewater treatment facilities was evaluated. The nearest area
wastewater treatment facility is the City of Lincolnton Sanitary Sewer District's WWTP located
south of the City of Lincolnton on the South Fork of the Catawba River. Connection to this
facility would require 17.6 miles of force main extending along several major County highways
with an elevation differential of 350 feet and multiple pumping stations. When the City of
Lincolnton(City) was contacted in 2006 it was indicated that acceptance of flow from eastern
Lincoln County would require expansion of their existing 6.0 mgd WWTP to permit acceptance
of the projected future eastern County wastewater flows. With the added cost of the
transportation,multiple pump stations and cost of expansion of the City's treatment plant
expansion,this alternative was not considered to be economically feasible.
4.2 Land Application
The Killian Creek WWTP site is in the Piedmont physiographic providence of North Carolina
with a flow greater than 130,000 gpd and does not meet the criteria required by the NCDWI for
land application evaluation.
Land application of effluent by spray irrigation on a dedicated application site was evaluated as
part of the"201 Facilities Plan" for the 3.35 mgd Killian Creek WWTP facility as an alternative
to a point source discharge. Spray irrigation was considered as the most economical land
application alternative for evaluation as subsurface or drip irrigation required additional land
and installation costs. Preliminary evaluations of a spray irrigation system as documented
within the previous "201 Facilities Plan" for the facility and based upon a 3.35 mgd permitted
capacity are summarized in Table 4.1.
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Table 4.1—Summary of Spray Irrigation Parameters for 3.3 MGD
• Minimum storage volume based upon NC 100.5 million gallons
Administrative Code 15A:02T.0505(o) @ 30 days
Q.
• Maximum nutrient application based upon 1.76 inches per week
nitrogen as limiting nutrient and southern pine
with annual nitrogen uptake of 196 lbs/ac-year.
• Minimum application area required based upon 490 acres+buffer areas
nitrogen as limiting nutrient.
• Maximum hydraulic application rate based upon 1.5 inches per week
water balance and percolation rate of 1.75 inches
per week
• Minimum land required for irrigation based on 574 acres+buffer areas
1.5 inches per week hydraulic loading.
Accordingly,the evaluation of land application as an alternative for the expansion of the
existing Killian Creek WWTP was rejected based upon the following factors:
• The treatment requirements for a non-discharge by land application of effluent are
essentially the same as that required for a point source discharge alternative with secondary
treatment limits.
• Minimum land requirements and added cost of piping, operation and maintenance of an
application site would add substantial cost to a conventional treatment system expansion
rendering the alternative to not be cost effective.
4.3 Water Reuse
Reuse of effluent was evaluated as an alternative to a point source discharge. Reuse
opportunities within the planning are include possible golf course irrigation or conjunctive
reuse within the adjacent Duke Energ Lincoln Combustion Turbine Station. These
opportunities are considered "conjun 've systems" where the reclaimed water option is not
necessary to meet the total disposal n eds of the facility and other wastewater disposal options
such as a NPDES permitted point so ce disposal option is available.
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A. Golf Course Irrigation
Area golf courses and the respective straight line distances from the Killian Creek
WWTP are identified as follows:
Approximate Distance to Treatment Facility
Cowans Ford Country Club 4.5 miles—straight line
Denver, NC 5.8 miles—along highway R/W
Lincolnton Country Club 10.8 miles—straight line
Lincolnton NC 17.7 miles—along highway R/W
g
Verdict Ridge Country Club 5.1 miles—straight line
Denver,NC 8.5 miles—along highway R/W
Minimum design criteria for use of reclaimed municipal wastewater systems are covered
under North Carolina Administrative Code 15A:02T.0906. The effluent standards require
a tertiary quality effluent prior to storage meeting the following limits:
Table 4.2-Minimum Reclaimed Water Effluent Standards
Parameter Monthly Average Daily Maximum
BODS <or=10 mg/L <or=15 mg/L
TSS <or=5 mg/L <or=10 mg/L
NH3 <or=4mg/L <or=6mg/L
Fecal Coliform(geometric mean) <or=14/100 mL <or=25/100 mL
Maximum Turbidity 10 NTUs
Additionally,wastewater treatment facilities with reclaimed with conjunctive systems are
required to meet the following design criteria:
• Continuous on-line monitoring and recording of turbidity or particle count.
• Provisions for diversion of effluent to other disposal options are available if turbidity
exceeds 10 NTU or if fecal levels cannot be met.
• Irrigation system cannot exceed the recommended precipitation rates in the soils
report prepared pursuant to the system.
Based upon the forgoing piping distances and treatment requirements, the following
conclusions were reached regarding the opportunity for effluent reuse:
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• Treatment requirements will be more stringent than a surface discharge system
increasing the cost of treatment.
• Golf course irrigation rates typically have lower hydraulic application rates than a
dedicated application site due to restrictions on application periods limiting disposal
options.
• The reuse system would avoid the cost associated with land for the dedicated
application site,but would add a significant cost for transportation to reuse sites 5 to
10 miles away and the associated cost of administration of the reuse system.
• The added cost to a regional treatment system for an effluent reuse system would not
be economically cost effective compared to a regional treatment with point source
discharge.
B. Effluent Conjunctive Reuse
Conjunctive use of effluent as non-contact cooling water at the adjacent Duke Energy
Lincoln Combustion Turbine Station was explored as an alternative disposal method for
a portion of the effluent. While Duke Energy acknowledges the possible benefit of
conjunctive use, they have significant concerns regarding the minerals and dissolved
solids present within the effluent that might present deposition issues within their boiler
and cooling tower systems. The use of a membrane treatment system for treatment to
remove the minerals and dissolved solids would also produce a significant larger reject
water volume than the current ion exchange system. The discharge of this reject water
to the sewer would also result in a substantial sewer user cost. It is Duke's desire to
further evaluate the effluent quality of the final expanded treatment system before
committing to the infrastructure necessary to facilitate the transfer.
4.4 Continued Surface Discharge Via NPDES Permit
The existing Killian Creek WWTP operates under NPDES Permit No. NC0088722 and is
permitted for a 3.35 mgd point source discharge to the Killian Creek. The original design
concept for the plant was for a future expansion up to 6.6 mgd by duplication of the existing
sequencing batch reactor(SBR)treatment process with a continued surface discharge to the
Killian Creek.
Speculative effluent NPDES permit ' itations were obtained in March 2004 for a potential 7.0
mgd discharge in the general vicinity f the final Killian Creek WWTP location on Killian Creek.
These speculative effluent permit limi s for a 7 mgd discharge received in 2004 reflected the
following anticipated effluent limits:
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Table 4.3—2004 Speculative Effluent Limitations
Effluent Monthly Average Weekly Average Daily Maximum
Characteristic
Flow 7 mgd
BOD5 30 mg/L 45 mg/L
TSS 30 mg/L 45 mg/L
NH3 as N(Summer) 1.1 mg/L 3.3 mg/L
NH3 as N (Winter) 2.7 mg/L 8.1 mg/L
TRC 21 ug/L
Fecal Coliform 200/100 ml 400/100 ml
(geometric mean)
Chronic Toxicity 82%
Pass/Fail
The speculative limits were recently updated by the NCDEQ in correspondence of July 26, 2017
with a copy provided in Appendix C. The updated speculative effluent limits reflect
anticipated permit limits for expansions to 4.9 mgd and 6.6 mgd as follows:
Table 4.4-2017 Updated Speculative Effluent Limitations
Effluent Monthly Average Weekly Average Daily Maximum
Characteristics
Flow 4.9 mgd/6.6 mgd
BOD5 5 mg/L 7.5 mg/L
NH3 as N 1 mg/L 3 mg/L
Dissolved Oxygen 5.0 mg/L (Minimum)
TSS 30 mg/L 45 mg/L
TRC 28 ug/L
Fecal Coliform 200/100 ml 400/100 ml
(geometric mean)
Total Nitrogen 6 mg/L (April—Oct)
Total Phosphorus 1 mg/L
Chronic Toxicity 70%/77%
Pass/Fail
(Quarterly Test)
The 2017 updated speculative limits reflect anticipated significant reductions in BOD5,no
winter limits for ammonia nitrogen and the addition of total nitrogen and phosphorus limits
associated with an increase in flow to 4.9 mgd and 6.6 mgd.
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4.4.1 Existing Killian Creek Sequencing Batch Reactor WWTP
The existing 3.35 mgd Killian Creek WWTP includes the below listed unit processes with the
related basis of design parameters, schematic flow diagrams and general site plan provided in
Appendix A:
1. Liquid Train Treatment System:
a. Headworks:
• Cylindrical Bar Screen
• Manually Cleaned Bar Screen
• Vortex Grit Removal System
• Influent Parshall Flume
• Influent Flow Proportional Automatic Sampler
b. Sequencing Batch Reactor(SBR)Biological Treatment System
• SBR Basins(2 @ 1.814 MG/each)
• Retrievable Diffuser Assemblies(11 assemblies per SBR).
• Effluent Decanters(2—1 per SBR)
• Mixers(2—1 each per SBR)
• Aeration Blowers (4—3 duty and 1 standby)
• Post Equalization Basin(457,000 maximum storage)
• Post Equalization Basin Submersible Mixers(4)
• Post Equalization Basin Effluent Pumps (5)
c. Effluent Tertiary Filter System
• Disk Filters—(3)
d. Disinfection and Effluent System
• UV Channels(2 each with 2 UV Banks per Channel)
• Effluent UV Recirculation Pump (for low flow conditions)
• Effluent 90 Degree V-Notch Weir
• Effluent Flow Proportional Automatic Sampler
• Effluent Static Reaeration Basin
2. Solids Handling System
a. Aerobic Slud•e Di•estion ' stem
• Rotary Drum Thickene with polymer feed system
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• Aerobic Digester#1 (488,700 gallons with floating mixer and coarse bubble
aeration)
• Aerobic Digester#2 (640,800 gallons with floating mixer and coarse bubble
aeration)
• Sludge Holding Tank(267,400 gallons with floating mixers)
b. Sludge Dewatering System
• Rotary Drum Press(2 each with common screw conveyor to dumpsters)
• Polymer Feed Systems (2)
• Truck Loading Station for alternative land application of liquid biosolids
Based upon the future 20-year flow projections, the 2037 wastewater flow is projected to be
approximately 6.37 mg. To meet this future capacity, three(3)potential treatment alternatives
were identified for the plant expansion of the existing SBR WWTP consisting of:
• Alternative 1 -Expansion of existing SBR system
• Alternative 2-Independent Membrane Bio-Reactor(MBR) system
• Alternative 3-Retrofit of a MBR system into the existing SBR system
• Alternative 4—Do Nothing
Each of these alternative is further described in Sections 4.4.2,4.4.3, 4.4.4, and 4.4.5.
4.4.2 Alternative 1 -Plant Expansion of Existing Sequencing Batch Reactor (SBR)
Treatment Process
Expansion of the existing SBR process is proposed by the installation of a mirror image of the
existing SBR/Digester structure with the same design concept as the original plant.The
structures,piping and electrical system are proposed to be designed for the future 6.6 mgd flow
to double the current SBR system design.
As shown in Figure 4.1 on the next page, this proposed SBR treatment expansion concept is
proposed to include the following new additions:
• Headworks system paralleling the existing screening and grit removal systems.
• SBR influent flow splitter combining the flow from the two headwords systems before
dividing between the SBR basins.
• SBR/digester system of a similar design to the existing SBR/digester to include:
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Y! eDECC3011
3gliffi
a
ii
f$"�� \ t } WIN
SUM PAY
.t 1 r 1.irLJ
\is__,..,.H.
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FIGURE 4.1 PROPOSED SBR EXPANSION CONCEPT LAYOUT
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o Two(2) SBR basin with related diffused aeration,decanters,WAS pumps and piping
compatible for operation as a third SBR basin. Based upon operational issues
experienced by the Owner with the existing floating mixers and retrievable diffused
aeration system, it is proposed to utilize a jet mixing/aeration system within the new
SBR basins and digesters.
o One(1)new rotary drum thickener(RDT)with associated polymer system for
thickening and transfer to the new aerobic digester#4. The new aerobic digester#3
is proposed to receive the waste activated sludge(WAS) from SBR#3 and #4 for
periodic transfer to the new RDT. Existing Digester#1 and #3 are to have
interconnecting piping and valves permitting transfer between these digesters to
provide the flexibility of thickening and distribution to either the existing Digester#2
or the new Digester#4. The two(2)new aerobic digesters#3 and#4 are proposed to
be equal in size to the existing aerobic digester#1 and#2.
o New sludge holding tank of equal size to the existing sludge holding tank. Transfer
pumps are proposed to be capable of transferring digested sludge between the two
sludge holding tanks for flexibility in dewatering operations.
o Sludge pump station with sludge macerator and sludge pumps for transfer of sludge
to the new sludge dewatering systems.
o Blower building and associated blowers for the new SBR and aerobic digesters with
an interconnection of the air piping to permitting use of any combination of the SBR
blowers within the four SBR basins.
• Sludge dewatering building with two(2)new rotary filter presses.
• Effluent filter building consolidating the effluent filters into one location and consisting
of two(2)new effluent disk filter units and the three(3)existing filters relocated from
the current location.
• Conversion of the existing Effluent Filter/UV building into a dedicated UV disinfection
building containing the existing two (2) channel system and a new two (2) channel, dual
bank UV system.
The basis of design for the proposed expansion of the SBR treatment process to 6.6 mgd is
provided in Appendix D.
In evaluating the proposed SBR process expansion,recent effluent discharge monitoring reports
(DMR's) were reviewed to determine the current SBR process performance with respect to the
speculative limits and are summarized in Table 4.4.
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Table 4.4-Summary of Existing SBR Process Performance
Parameter Units 2015 2016 2017
Average Flow MGD 1.004 0.979 0.945
Ave. Effluent BOD5 mg/L 4.9 4.1 5.4
Effluent BOD5>5.0 mg/L Days 60 39 69
Effluent BOD5>5.0 mg/1 Months 6 3 6
Effluent BOD5>7.5 mg/L Days 24 12 30
Effluent BOD5>7.5 mg/L Weeks 8 2 11
Ave Effluent NH3-N mg/L 0.6 0.5 0.7
NH3-N>1.0 mg/L Days 14 1 8
NH3-N>3.0 mg/L Days 1 0 6
NH3-N>1.0 mg/L Months 1 0 2
NH3-N>3.0 mg/L Weeks 0 0 2
Ave Effluent TSS mg/L 3.6 3.3 2.6
TSS>30 mg/L Days 0 0 0
TSS>45 mg/L Days 0 0 0
Ave Effluent N mg/L 6 6.2 3.1
Total N>6.0 mg/L Months 6 4 _ 1
Ave Effluent P mg/L 2.8 3.6 3.5
Total P>1.0 mg/L Months 12 12 12
Based upon the SBR reported process performance over the three-year period 2015 to 2017 as
reported in the monthly DMR's, the following conclusions were derived:
• The SBR process will require improved performance to achieve compliance with the
speculative effluent limits for BOD5, ammonia nitrogen, total nitrogen and phosphorus.
• It is proposed to change the SBR process to utilize 4 cycles per day opposed to the
current 5 cycles per day to increase the aeration and anoxic contact periods. These cycle
time changes and minor modifications to optimize the process variables are expected to
enable compliance with the sp culative effluent BOD5, ammonia nitrogen and total
nitrogen limits.
• Adjustment of the cycle time d increased anoxic contact is expected to achieve a
biological reduction of the effl ent phosphorus;however, achievement of the 1.0 mg/L
28
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speculative effluent limit will likely require a chemical addition of to consistently
achieve the 1.0 mg/L limit.
Advantages and disadvantages of the expansion of the existing SBR process alternative are
identified as follows:
Advantages-
• Operator familiarity with the process and related equipment.
• The SBR process variables can be adjusted to achieve performance optimization and the
process has a proven track record for achieving the proposed speculative limits. The
optimizations can be implemented with the existing process without significant cost to
permit evaluation as the expansion is being designed and constructed.
• Less energy overall required than the alternative MBR process alternative.
Disadvantages—
• Expansion of the SBR system will require a large footprint area requiring construction in
an area with significant excavation and potential rock.
• The performance record of the existing SBR process over the period 2015 to June 2017
reflects needed process modifications to optimize performance to achieve the
speculative permits limits.
• The process will require the continued utilization of effluent filters to achieve the
speculative limits.
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4.4.3 Alternative 2-Plant Expansion Utilizing Independent Membrane Bio-Reactor System
Alternative 2 proposes the expansion of the plant by the conversion of the SBR biological
treatment system to a membrane bio-reactor(MBR)process. This is proposed by the
construction of a new independent MBR system in a separate reactor structure replacing the
SBR process. Once the MBR system is completed and placed into service, the existing SBR
structure is proposed to be modified to convert the SBR#2 basin into two (2) additional aerobic
sludge digesters and the SBR#1 basin modified to provide an influent peak flow equalization
basin.
As shown in Figure 4.2,the proposed MBR process will include the following additions and
modifications:
• New headworks with a mechanical primary screen,by-pass manually cleaned screen,
vortex grit removal and influent parshall flume flow monitoring system.
• New flow splitter structure permitting diversion of peak influent flows to a peak flow
equalization basin(former SBR#1 basin).
• MBR influent rotary drum screen(s) with 2 mm diameter screen openings providing
improved solids removal for protection of the MBR system and additional reduction of
influent organic loading reducing the process aeration and waste solids processing
requirements.
• MBR system in new independent structure including dual anoxic zones,pre-aeration
zones and four (4) MBR basins containing the MBR units and a return activated sludge
(RAS)basin.
• MRR blower building containing pre-aeration blowers and MBR air scour blowers.
• MBR pump station containing MBR permeate pumps and WAS pumps for transfer of
WAS to the rotary drum thickener(RDT)/aerobic digestion system.
• Conversion of existing SBR#1 basin into an equalization basin utilizing the existing
retrievable aeration assemblies and floating mixer for aeration/mixing and installing
new submersible pumps for the return of wastewater back to the influent flow splitter.
• Conversion of the existing effluent filter building into a dedicated UV disinfection
building by removal of the effl ent filters no longer needed with the MBR effluent and
installation of a new UV ch e1 with dual UV banks.
• Replacement of existing efflue t 90-degree v-notch weir with a 120-degree weir capable
of monitoring the design efflu nt flows.
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Figure 4.2 Proposed MBR Process Expansion
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• Sludge handling system modifications to include:
o Conversion of existing SBR#2 basin into Aerobic Digester#3.
o New rotary drum thickening system to supplement existing rotary drum
thickener.
o Expanded sludge pump station with new sludge feed pumps capable of
directing sludge to either the existing rotary sludge press system or the proposed
new dewatering system.
o New sludge dewatering building with two(2)new sludge dewatering rotary
filter presses or equivalent dewatering systems.
The proposed preliminary basis of design for the plant expansion utilizing a new MBR
treatment system in an independent structure is provided in Appendix E. Advantages and
disadvantages of the expansion utilizing an independent MBR process alternative are identified
as follows:
Advantages-
• MBR process produces a high-quality effluent for consistent achievement of the future
effluent permit limitations and offering a potential for effluent reuse.
• The complete MBR system consisting of pre-aeration and anoxic basins and MBR zones
requires a significantly smaller structure and related footprint compared to the SBR
process expansion and minimizes the potential costs associated the excavation and rock
removal.
• MBR process permits the elimination of the tertiary effluent filters permitting the
existing effluent filter/UV building to be utilized for expansion of the UV disinfection
units without construction of a separate effluent filter building.
• MBR process utilizes a significantly higher mixed liquor solids concentration of
approximately 10,000 mg/L resulting in a lower waste activated sludge (WAS) yield, a
significant reduction in waste activated sludge volume,reduced sludge thickening
requirements,increased process stability and improved stability of the nitrification
process for ammonia nitrogen removal.
• MBR process is not as susceptible to process upsets from filamentous bacteria.
• Consolidation of aerobic digesters in a central area with the conversion of SBR#2 into
two(2) aerobic digesters utilizing the existing SBR blowers, diffusers and mixers.
Lin
• SBR#1 basin can be converted • to a 1.82 million-gallon peak flow equalization basin
with minor modifications pro ding significant process flexibility.
• The high quality MBR effluent is expected to improve the UV system performance and
reduce maintenance requirements.
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• The MBR process effluent will improve the quality of effluent discharged into Killian
Creek and improve overall stream quality.
• The MBR process is essentially a continuous flow process eliminating the need for
equalization before the UV system and associated issues with algae growth.
Disadvantages-
• The MBR process has a larger energy requirement than the SBR process for the scour
aeration to clean the MBR membranes in addition to large return sludge (feed forward)
pumps and permeate pumps.
• MBR membranes have an estimated life of approximately 10 years requiring
replacement at a significant intermittent operation cost.
• The MBR membranes require chemical cleaning with sodium hypochlorite
approximately four(4) times per year as well an acid cleaning an average of once per
year utilizing oxalic or citric acid. These cleaning cycles require storage and handling of
potentially hazardous chemicals.
• The MBR process will be an entirely new process to the operational staff and will require
training and familiarization for the operation and maintenance associated with the new
equipment and process.
4.4.4 Alternative 3—Retrofit of Membrane Bioreactor System (MBR) Within One of
Existing SBR Basins
Alternative 3 proposes an optional MBR system expansion retrofitted into one of the existing
SBR Basin#1 as shown in Figure 4.3. The related basis of design is provided in Appendix E
and is the same as the independent MBR system for Alternative 2.
This expansion alternative avoids the construction of a separate MBR structure and is proposed
to be accomplished by the following additions and modifications:
• Addition of a new headworks system to duplicate the existing system including a
mechanical primary screen,by-pass manually cleaned screen,vortex grit removal and
influent parshall flume flow monitoring system.
• An influent rotary drum fine screen(s) with 2 mm diameter screen openings providing
improved solids removal for protection of the MBR system.
• Installation of a new MBR system within the existing SBR Basin#1 to be accomplished
by the following phased construction and operation:
o Installation and startup of new secondary fine screens prior to the SBR system.
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o Temporary installation of membrane cartridge units within the existing post-EQ
basin with the post-EQ basin remaining in operation with the SBR System.
o Installation of the MBR blowers for use with the temporary membrane units in
the post-EQ basin.
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Figure 4.3 Retrofit MBR System in Existing SBR Basin
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o Temporary operation of SBR Basin#2 as a MBR system by increasing the mixed
liquor suspended solids(MLSS)to approximately 10,000 to 15,000 mg/L with all
influent flow diverted to this basin and mixed liquor periodically diverted into
the post-EQ basin utilizing the existing SBR decanter and SBR controls based on
time and basin level.
o Effluent from the membrane units is proposed to be diverted into the post-EQ
effluent chamber and to the existing effluent filters. Concentrated MLSS
remaining in the post equalization basin is proposed to be transferred by the
existing post EQ pumps into the effluent receiving chamber with an open drain
allowing the transfer to the plant drainage system and plant drain pump station
for transfer back to the temporary MBR basin(SBR#2).
o The combination of the temporary MBR basin(SBR#2) and membrane units in
the post-EQ basin are expected to provide treatment for up to approximately 3.5
mgd.
o Once the temporary MBR system in SBR Basin#2 is operational, the existing SBR
Basin#1 can be drained and modified by the installation of partitioning walls for
a dual train MBR system with four(4)permanent membranes basins. Once this
system is placed into service, the temporary membranes from the post EQ basin
can be relocated for permanent service within the new MBR basins.
• The existing effluent filter building is proposed to be converted into a dedicated UV
disinfection building by removal of the effluent filters no longer needed with the MBR
system. A new UV channel with dual UV banks is proposed to be installed at the current
location of the effluent filters utilizing the existing filter effluent piping and connection
of the effluent into the existing UV channel prior to the effluent weir.
• Replacement of existing 90-degree v-notch weir in the UV channel with a 120-degree
weir capable of monitoring the new design effluent peak flows.
• Solids handling system modifications associated with the expansion are proposed to
include:
o Conversion of existing SBR#2 basin into Aerobic Digester#3.
o New rotary drum thickening system to supplement existing RDT.
o New sludge feed pumps to permit sludge to be directed to either the existing
rotary sludge press or the proposed new dewatering system.
o New sludge dewatering building with one new sludge dewatering system.
Advantages and disadvantages of the proposed Alternative 3 expansion retrofitting the MBR
process into the existing SBR Basin#1 are similar to that identified with Alternative 2 as follows:
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Advantages—
I • MBR process produces a high-quality effluent for consistent achievement of the future
effluent permit limitations and offering a potential for effluent reuse.
• The retrofit MBR system consisting of pre-aeration and anoxic basins and MBR zones
avoids the construction of a separate MBR structure eliminating the construction costs
associated with excavation,rock removal and construction of the independent MBR
structure.
• MBR process permits the elimination of the tertiary effluent filters permitting the
existing effluent filter/UV building to be utilized for expansion of the UV disinfection
units without construction of a separate effluent filter building.
• MBR process utilizes a significantly higher mixed liquor solids concentration of
approximately 14,000 mg/L resulting in a lower waste activated sludge (WAS)yield, a
1 significant reduction in waste activated sludge volume,reduced sludge thickening
requirements, increased process stability and improved stability of the nitrification
process for ammonia nitrogen removal.
• MBR process is not as susceptible to process upsets from filamentous bacteria.
• Consolidation of aerobic digesters in a central area with the conversion of SBR#2 into
two (2) aerobic digesters utilizing the existing SBR blowers, diffusers and mixers.
• The MBR process will provide a barrier liquid/solids separation that will capture smaller
phosphorus particles than the disk filtration.
• The high quality MBR effluent is expected to improve the UV system performance,
reduce maintenance requirements and provide a distinct advantage should the USEPA
add future virus limits.
• The MBR process effluent is expected to improve the quality of effluent discharged into
Killian Creek and improve overall stream quality.
• The MBR process is essentially a continuous flow process eliminating the need for
equalization before the UV system and associated issues with algae growth.
Disadvantages-
1 • The proposed retrofit of the MBR process will require the temporary installation and
operation of MBR membranes into the existing post-equalization basin and conversion
of SBR#2 into a temporary MBR basin by increasing the MLSS within the basin during
the retrofit of SBR Basin#1. This temporary operating condition includes the following
concerns and risks:
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o Installation of the temporary MBR membrane units must be completed with the
post-equalization basin in operation receiving decants from the operating SBR basins
until operational.
o The large post-equalization basin will be difficult to maintain the high MLSS solids
in suspension and will require additional mixers.
o Temporary permeate and feed forward pumps and associated piping will be
required creating additional operation issues.
o The contractor performing the retrofit modification in SBR#1 will be under a time
constraint plus construction requirements to maintain the temporary units in
operation.
o Membrane chemical cleaning could be an issue with the temporary membrane
system.
o There is a potential risk factor in maintaining NPDES Permit compliance during the
temporary system operation.
• The MBR process will utilize smaller basins requiring higher MLSS concentrations
approaching 14,000 mg/L and lower hydraulic retention times.
• The MBR process has a larger energy requirement than the SBR process for the scour
aeration to clean the MBR membranes in addition to large return sludge(feed forward)
pumps and permeate pumps.
• MBR membranes have an estimated life of approximately 10 years requiring
replacement at a significant intermittent operation cost.
• The MBR membranes require chemical cleaning with sodium hypochlorite
approximately four(4)times per year as well an acid cleaning an average of once per
year utilizing oxalic or citric acid. These cleaning cycles require storage and handling of
potentially hazardous chemicals.
• The MBR process will be an entirely new process to the operational staff and will require
substantial training and familiarization for the operation and maintenance associated
with the new equipment and process.
4.4.5 Alternative 4—Do-Nothing—Keep the WWTP Plant in its Current Configuration
Alternative 4 involves keeping the wastewater treatment plant in its current configuration,
providing treatment at the current levels.
Advantages—
■ No additional capital costs no already associated with normal maintenance and repair
• No increased debt service
• No increased maintenance
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Disadvantages—
• Will limit growth
• Will not meet the flow and population needs for the future
• Moratorium will have to be instituted on business expansion
• Does not met NCDEQ requirements for improvements at the 80%of dedicated capacity
requirements
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5. ECONOMIC EVALUATION OF ALTERNATIVES
5.1 Present Worth Cost Evaluations
The cost effectiveness of each of the alternatives was further evaluated based upon the
expansion to the 6.6 mgd system capacity by a present worth analysis using a 20-year planning
period and a discount rate of 4.875%,inflation rate for replacement cost based upon a
Construction Cost Index of 2.97% and operation and maintenance costs based on a Municipal
Cost Index of 0.09%consistent with the North Carolina Division of Water Infrastructure
guidelines. The present worth cost analysis for each alternative are provided in Appendix F.
These evaluations include opinions of capital cost(equipment,labor, installation, design and
construction phase engineering costs), equipment replacement costs, operation and
maintenance costs and the associated conversion into present worth costs. The do-nothing
alternative was not considered because it is not deemed reasonable or feasible for the future
needs of Lincoln County.The respective costs for each alternative are summarized in Table 5.1
below.
Table 5.1. Total Present Worth for Feasible Alternatives
KILLIAN CREEK WWTP EXPANSION
LINCOLN COUNTY
Replacement
Costs Present Total Present
Capital Costs Worth O&M Costs Present Worth Worth
Annual Intermittent Total
DUPLICATION OF EXISTING SBR-
I AEROBIC DIGESTION SYSTEM $26,304,160 $5,983,125 $16,594,108 $0 $16,594,108 $48,881,394
INDEPENDENT MEMBRANE BIO-
REACTOR SYSTEM $30,418,410 $10,435,552 $18,839,752 $1,082,877 $19,922,629 $60,776,592
MEMBRANE BIO-REACTOR
INCORPORATED INTO EXISTING
SBR $29,866,346 $9,973,125 $18,839,752 $1,082,877 $19,922,629 $59,762,101
The capital costs do not include any land acquisition costs as all work associated with the
proposed expansion with each alternative will be performed on land presently owned by Lincoln
County as part of the Killian Creek WWTP site.
The economic evaluations indicate that Alternative 1 consisting of the duplication of the existing
SBR system, provides the cost-effective system alternative based upon capital, replacement and
total present worth costs with a capital cost of approximately $26,304,000. As with the original
Killian Creek construction, it is possible to construct this Alternative in two (2) phases for an
expansion to 5 mgd in the initial construction phase and 6.6 mgd in a second phase. This can be
accomplished by construction of all structures and piping with the omission of equipment items
that not are required for the 5 mgd capacity. Possible delayed equipment purchases and
installation include the following:
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• Blowers required for the SBR and aerobic sludge aeration.
• Reduced number of aeration diffuser assemblies.
• One sludge dewatering unit(Rotary Filter Press or equivalent).
• Two(2) of the new effluent filters.
• UV equipment for one(1) of proposed new UV channels.
The structures,piping and electrical requirements will be constructed for the 6.6 mgd plant mgd
total expansion,however equipment such as blowers will only be installed for the 5.0 mgd option.
The delay of the purchase and installation of these equipment items not needed until the
expansion to 6.6 mgd has a potential initial capital cost savings of approximately$2,000,000.
5.2 Recurring Costs
Recurring costs including equipment replacement,laboratory costs for monitoring,operator staff,
residuals disposal, permit and compliance fees, chemical costs and utility costs are included
within the respective alternative operation and maintenance projections.
5.3 Lost Opportunity Costs
There are no identified "Lost Opportunity" costs as the WWTP expansion specifically addresses
the future area growth projections for the continued economic development within the identified
facility service area.
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6. ENVIRONMENTAL EVALUATIONS OF SITE
6.1 Wetlands Impact
The Killian Creek WWTP site was evaluated by senior scientist Ward Marotti on 6 June 2017 for
the presence of Waters of the United States(WOTUS) and waters of the state(WOTS). Areas
evaluated included the approximately 1.6-acre tract planned for the WWTP expansion, as well
as the approximately 6.3 acre limits of disturbance(LOD).
No WOTUS or WOTS were located within the WWTP expansion site.
One intermittent and two perennial streams were located within the LOD. All streams within
the LOD are unnamed tributaries to Killian Creek. The intermittent stream's headwaters are on
a north-facing slope,approximately 45 linear feet northeast of the WWTP expansion site's
northeastern boundary. Form its headwaters it flows approximately 125 linear feet north,
where it confluences with the western-most perennial channel, approximately 155 linear feet
northwest of the WWTP expansion site. The intermittent stream is 1-2 feet wide,with a
substrate composed of silt, sand and gravel. The western-most perennial stream flows south
and enters the LOD's northern boundary approximately 175 linear feet northeast of the WWTP
expansion site. It flows for approximately 35 linear feet,before its confluence with the north-
flowing intermittent channel. This segment is approximately three feet wide,with a silt, sand,
gravel and cobble substrate. At the confluence, the perennial channel turns sharply east, and
flows for approximately 420 linear feet, where it meets the eastern-most perennial channel and
flows off the LOD at its northeastern corner. This reach is 5-6 feet wide,with a silt, sand, gravel
and cobble substrate. The eastern-most perennial channel enters the LOD's southeastern corner
and flows northwest,then northeast,in and arc for approximately 475 feet,where it confluences
with the western-most perennial stream near the LOD's northeast corner. This reach is
approximately four feet wide,with a silt, sand and gravel substrate. The perennial stream flows
out of the LOD's northeast corner and continues for approximately 750 feet,before the
confluence with Killian Creek.
No wetlands are present within expansion site or the LOD.
Except for a small area of early successional scrub/shrub,immediately adjacent to the existing
WWTP site,both the WWTP expansion site and the LOD are dominated my mature,mixed
mesic hardwood forest.
6.2 Endangered Species Impact
No state of federally protected species were observed at the site.
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1 I'
7. CONCLUSIONS AND RECOMMENDATIONS
The following is a summary of conclusions and recommendations developed by this
Engineering Alternative Analysis(EAA) for the proposed Killian Creek WWTP expansion from
3.3 mgd to 6.6 mgd:
A. Population projections were developed utilizing the Metrolina Community Viz Model for
the Charlotte Regional Transportation 2045 Transportation Plan which included areas of
Lincoln County. Based on this methodology,the future 2037 population within the Killian
Creek WWTP service area was projected to be 74,418 capita.
B. Utilizing the population projections, flow records for Killian Creek WWTP and Lincoln
County's water/sewer billing records for the population currently served by Killian Creek
WWTP, the 2037 flow to Killian Creek was projected to be 6.37 mgd.
C. Speculative effluent permit limits obtained from the NCDWR's NPDES unit projected future
permit limits for the proposed 6.6 mgd discharge to include significant changes to the
current 3.35 mgd permit limits. These changes include a reduction of monthly average
permit limits for BODS from 30 mg/L to 5 mg/L and new limits for Total Nitrogen of 6 mg/L
and Phosphorus of 1.0 mg/L.
D. Four(4) treatment process alternatives were evaluated for the proposed Killian Creek
expansion from 3.3 mgd to 6.6 mgd as follows:
a. Alternative 1—Expansion of the existing SBR process.
b. Alternative 2—Installation of a new independent MBR process to replace the existing
SBR process and utilization of the SBR basin for equalization and aerobic sludge
digestion.
c. Alternative 3—Retrofit of a MBR process into the existing SBR#1 basin and conversion
of SBR#2 basin into aerobic digestion.
d. Alternative 4—Do-nothing alternative.
E. Based upon WK Dickson's evaluations of the alternatives,Alternative 1 consisting of the
duplication of the existing sequencing batch reactor(SBR) system is the recommended
alternative for the expansion of the Killian Creek WWTP from 3.3 mgd to 6.6 mgd. This
I recommendation is based upon a consideration of the advantages and disadvantages of
each respective alternative and the present worth cost evaluation reflecting this alternative
1 to be the cost-effective alternative. The probable capital cost of Alternative 1 expanding the
existing SBR treatment process is approximately$26,304,000.
I
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F. WK Dickson recommends proceeding with Alternative 1,expanding the existing SBR
process to a future 6.6 mgd facility. This expansion is necessary to provide treatment for
current allocated flows and future flows in the expanding county. For the County to fully
"build out" a facility capable of handling the current flows and future flows is necessary.
This expansion will provide for allocated flows moving forward. This would allow a
reduction in the probable construction cost for the 6.6 mgd facility of$26,304,000 by
approximately$2,000,000.
G. The proposed construction schedule for this project is included in Figure 7.1 on the
following page.
H. Lincoln County may want to consider assessing a capacity development fee that will is used
to pay for improvements to the wastewater treatment plant and collection system as the
county grows. Capacity fees are assessed on a one-time basis when a customer desires to
connect to the sanitary sewer system.
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Figure 7.1 -PROPOSED PROJECT SCHEDULE
Month:
ITEM TASK Jan-17 Feb-17 Mar-17 Apr-17 May-17 Jun-17 Jul-17 Aug-17 Sep-17 Oct-17 Nov-17 Dec-17 Jan-18 Feb-18 Mar-18
1 Approval to Proceed X
2 PRELIMNARY DESIGN&PERMITTING
3 Coordination Meeting v✓Ormer&NCDENR
4 Request Speculative Effluent Limitations Limits
5 Engineering Alternative Analysis
6 Environmental Evaluations-Wetlands,Etc.
7 Site Topographic Survey&Boring Location
7 NCDEQ Review&Approval of EAA&EID
8 Preliminary Site Layout Drawings
9 Geotechnical Explorations
10 NPDES Modification Request Review by NCDEQ
ENGINEERING DESIGN:
11 Prepare Plans,Specifications&ATC
Month:
ITEM TASK Apr-18 May-18 Jun-18 Jul-1B Aug-18 Sep-18 Oct-18 Nov-18 Dec-18 Jan-19 Feb-19 Mar-19 Apr-19 May-19 Jun-19
11 Prepare Plans,Specifications&ATC
12 Owner Review of Plans and Specifications
13 NCDEQ Review of Plans,Specs&ATC
14 Bidding,Contract Award&NTP
15 Construction
16 Construction Administration
17 Construction Observation
Month:
ITEM TASK Jul-19 Au -19 Se 19 Oct-19 Nov-19 Dec-19 Jan-20 Feb-20 Mar-20 Apr-20 -20 Jun-20 Jul-20 Au 20 Se 20
15 Construction
16 Construction Administration
17 Construction Observation
Month:
ITEM TASK Oct-20 Nov-20 Dec-20 Jan-21 Feb-21 Mar-21 Apr-21 May-21 Jun-21 Jul-21 Aug-21 Sep-21 Oct-21 Nov-21 Dec-21
15 Construction
16 Construction Administration
17 Construction Observation
18 Final Approval&Placement into Operation
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APPENDIX A
1. Existing 3.3 mgd Killian Creek WWTP Basis of Design
2. Schematic Flow Diagrams
3. Existing Site Plan
1
1
1
1
1
1
1
1
1
I
1
1 Appendix A
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Appendix A
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SUMMARY OF DESIGN PARAMETERS FOR KILLIAN CREEK WWTP
A. Cylindrical Bar Screen
No. of Units 1
Influent Flow Average 4.2 mgd(2917 gpm)
Maximum Hydraulic Capacity 8.4 mgd(5833 gpm)
Maximum Upstream Liquid Level 29.5 inches
Maximum Clean Screen Headloss 16 inches
Screen Opening '/4 inch
Final Screening Comply with Paint Filter Test
(EPA Publication SW-486 Method 9095)
B. Manually Cleaned Bar Screen
No. of Units 1
Channel Width 3 foot
Screen Openings 1-inch
Velocity @ Design Q(4.2 mgd) 2.5 fps
C. Vortex Grit Removal System
No. of Units 1
Influent Flow 4.2 mgd(2917 gpm)
Maximum Hydraulic Capacity 8.4 mgd(5833 gpm)
Grit Removal Efficiency 95%of grit>50 mesh in size w/Sp. Gravity 2.65
95%of grit>70 mesh in size w/Sp. Gravity 2.65
65% of grit> 100 mesh in size w/Sp. Gravity 2.65
Method of grit removal Air lift pump w/pre-fluidization
D. Influent Parshall Flume
Size Throat Opening 24 inches
Head @ 4.2 mgd Design Q 0.87 feet
Head @ 8.4 mgd Max. Q 1.37 feet
E. Sequencing Batch Reactor(SBR)
The SBR basin volumes are designed for a future Phase II flow. The SBR basin operational levels
will be adjusted to accommodate the initial operation at the lower design Phase I flow. Upgrade of
the SBR system for the Phase II flow will require only the addition of one new blower and five(5)
new diffused aeration assemblies per basin.
Average Daily Flow(ADF) 3.51 mgd(3.35 mgd Influent+ 1.6 mgd Plant Recycle)
Maximum Daily Flow(MDF) 6.7mgd
Influent BOD(5 Day) 239 mg/1(w/plant recycle)
Influent TSS 2 mg/1(w/plant recycle)
SBR Basins Dimensions 2 ea @ 105' x 105' x 22' maximum water depth
SBR Basin Volume(per each) 1,814,000 gallons
Waste Activated Sludge 0.834 lbs WAS/lb. BOD5 applied
Waste Activated Sludge Pump(s) 1 per SBR basin w/one shelf spare
400 gpm @ 1' to 23.2' TDH
Pounds 02/LB BOD5 1.25
Pounds 02/LB TKN 4.6
Appendix A
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL
1

SBR Process Design Variables:
Number of Cycles Per Day 5 per day/basin
Cycle Duration 4.8 hours/cycle
Food/Mass(F/M)Ratio 0.081 lbs BODS/lb.MLSS-day
MLSS Concentration 4500 mg/1 @ minimum water level
Hydraulic Retention Time 0.88 days @ average water depth
Solids Retention Time 14.1 days
Estimated Net Sludge Yield 0.83 lbs WAS/lb BOD5 applied
Decant Flow Rate 12,407 gpm at maximum daily flow
Decant Duration 54 minutes(10 times per day total 2 basins)
Oxygen Required—BOD5 &TKN 13,189 lbs 02/day
SBR Aeration Time/Day 2.07 hrs/cycle x 5 cycles/day x 2 Basins=20.7 hrs/day
Total Air Required for BOD5 &TKN 3290 SCFM
Proposed Blowers 4 ea @ 1100 SCFM(3 ea. duty and 1 ea standby)
F. Post Equalization Basin
Post Equalization Basin Dimensions 25' x 212.5' x 15' (11.5' maximum water depth)
Volume 457,000 gallons at maximum water depth
Post Equalization Pumps 3 pumps with variable speed drives
512 gpm to 1450 gpm per pump
G. Effluent Cloth Media Disk Filters
The effluent filter system is designed for the Phase I initial average daily flow of 1.68 mgd with two
filter units and space for the addition of a third unit in Phase II. The filter units are designed to
provide a filtered effluent containing no greater than 5 mg/1 suspended solids on a monthly average to
minimize maintenance and maximize performance of the downstream ultraviolet disinfection system.
Number of Disk Filter Units 3 Filters Units with 8 disks per unit with 53.8 sf/disk
Filter Area 430.4 square feet/filter unit(1291.2 square feet total)
Design Filter Rate @ ADF 1.8 gpm/sf (3.35 mgd&3 filter units)
Design Filter Rate @ PDF 4.5 gpm/sf (8.4 mgd&3 filter units)
Filter Rate @ ADF&Two Units 2.7 gpm/sf (3.35 mgd&2 filter units)
Filter Rate @ Peak Flow&Two Units 6.8 gpm/sf (8.4 mgd&2 filter units)
Solids Loading @ 20 mg/1 Influent 0.67 lbs/sf/day(1 filter units), 0.33 lbs/sf/day(2 filter
unit)
H. Ultraviolet Disinfection System
The ultraviolet disinfection system is designed for an initial Phase I installation of one channel with
two ultraviolet banks with each bank capable of providing disinfection at the peak daily flow of 4.2
mgd. When the plant is expanded du-ing Phase II, a second channel with two additional ultraviolet
banks will be installed with each of the two bank channels capable of disinfection of the peak daily
flow of 8.4 mgd.
Influent Suspended Solids to Filter <30 mg/1
Particle Size Distribution <30 micron
Ultraviolet Transmittance @ 253.7 nm 65%
Water Temperature 35 to 85 degrees F
Effluent Fecal Count <200/100 m. (30 day geometric mean)
Lamp Cleaning Automatic timer based wiping system
Appendix A
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

Monitoring System UV intensity sensor
Low Flow Recirculation pump to provide continuous flow for
minimum UV power level.
UV System(2 Channels&4 Banks)
Number of UV Banks 4(2 duty and 2 standby)
Number of UV Lamps 128(total)
UV Modules per Bank 4
UV Lamps per Modules 8
Peak Hourly Flow 8.4 mgd
I. Effluent V-Notch Weir
Weir Size 90 degree V-Notch
Head @ 1.68 mgd 1.02 feet
Head @ 3.35 mgd 1.12 feet
Head @ 4.2 mgd 1.46 feet
Head @ @8.4 mgd 1.93 feet
J. Aerobic Sludge Digesters
The aerobic digesters, diffuser system and mixers are sized for the Phase II design plant loadings.
The aeration blowers are sized for the Phase II design plant loading with speed reduced to match the
aeration requirements for the Phase I plant loading. When the plant is expanded for Phase II,the
blower speeds may be increased to provide the required aeration capacity by changing the motor
sheaves.
Sludge Yield 0.834 lbs WAS/lb. BODS applied
VSS/TSS Ratio 73 %
Oxygen Requirement 2.0 lbs 02/lb.VSS destroyed
Solids Concentration after Decant 2.5%
Rotary Drum Sludge Thickener
Feed Rate 400 gpm(blended waste activated sludge
Feed Solids 0.5 to 2% solids(by weight)
Final Thickened Sludge 5 to 7% solids
Design Capture Efficiency 98%
Polymer Usage 5—7 lbs(100%active per dry ton of sludge
Aerobic Digester#1
Digester#1 Dimensions 65' x 45' x 22' deep
Digester#1 Volume 488,700 gallons
VSS Reduction Digester#1 41%
Average Solids Retention Time Digester#1 26 Days
Average Solids Concentration after Decant 2.5%
Mixer 25 Hp=51.1 Hp/MG
Sludge Transfer Pump 540 gpm @ 35' TDH
Design Flow at 3.35 mgd)
VSS Destroyed 1746 lbs/day
Oxygen Required 3493 lbs 02/day
Appendix A
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

Aeration Required 1507 scfm
Proposed Blowers 1 duty+ 1 Standby
Blower Size * 1507scfm/ea*
* Digester#1 Blowers are sized have sheaves to reduce motor speed to meet aeration requirements at
lower horsepower.
Aerobic Digester#2
Digester#2 Dimensions 65' x 58.5' x 22' deep
Digester#2 Volume 640,800 gallons
VSS Reduction Digester#2 50%
Average Solids Retention Time Digester#2 50 days
Mixer 40 Hp=62.4 Hp/MG
Sludge Transfer Pump 540 gpm @ 35' TDH
Design Flow @ 3.35 mgd)
VSS Destroyed 1257 lbs/day
Oxygen Required 2513 lbs 02/day
Aeration Required 1085 scfm
Proposed Blowers 2 duty **
Blower Size ** 544 scfm/ea*
** The standby blower for Digester#1 serves as a backup for both Digester#1 and#2 Blowers.
K. Sludge Holding Tank
Holding Tank Dimensions 25' x 65' x 22' deep
Volume 267,400 gallons
Mixing 2 ea. @ 7.5 Hp(56 Hp/MG)
Sludge Transfer Pump to Sludge Truck 540 gpm @ 35' TDH
Sludge Transfer Pump to Dewatering 2 ea.Variable Speed Pumps @ 120 gpm&50 psi
Storage 20.6 days(12,936 gpd from Dig. #2 @ 2.5% solids)
L. Sludge Dewatering System
The sludge dewatering system is designed to provide the plant with an alternative to liquid biosolids
land application. The proposed rotary filter press will allow land application of dewatered solids or
landfill disposal during periods when land application is not feasible or cost effective. One rotary
filter press is to be installed with the Phase I construction with provisions included within the design
for the future installation of a second rotary filter press as the plant capacity expands and the
dewatering capacity is justified.
Rotary Press Sludge Feed Pumps Rotary Lobe Pumps(1 duty& 1 standby)
Variable Speed Drives
Maximum pump rate 120 gpm
Differential pressure=50 psi
Rotary Filter Press 2—6 channel press
Solids Capacity 85— 100 dry lbs/hr per channel
Sludge Feed Solids Concentration 1.5 to 2.5% solids
Sludge Feed 40 to 80 gpm
Polymer Required 10—20 lbs/dry ton solids
Solids Capture 95%
Solids Conveyors Rotary screw with hollow flight
Appendix A
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

LIQUID TRAIN PROCESS FLOW DIAGRAM @ Q = 3.35 MGD PAGE 1 OF 2
KILLIAN CREEK WWTP
LINCOLN COUNTY
KILLIAN CREEK COLLECTION SYSTEM AND LIFT STATION#37
( Q=3.35 MGD (PLANT DESIGN AVERAGE DAILY FLOW)
HEADWORKS
CYLINDRICAL MECHANICAL BAR SCREEN
HEADWORKS MANUALLY CLEANED BAR SCREEN BY-PASS
VORTEX GRIT SEPARATOR
GRIT CLASSIFIER
INFLUENT 24"PARSHALL FLUME W/ULTRASONIC FLOW METER
Q=3.35 MGD
FROM PLANT RECYCLE PUMP STATION(SEE PAGE 2)
Q=0.24 MGD
r 1
SBR#1 SBR#2 SEQUENCING BATCH REACTORS
1 EA FLOATING MIXER PER SBR
10 DIFFUSED AIR MANIFOLDS PER SBR
' I 4 BLOWERS(W/1 STANDBY)
1 I
1 EA SUBMERSIBLE SLUDGE PUMP PER SBR(W/SHELF SPARE)
+ I ► TO SOLIDS HANDLING SYSTEM(SEE PAGE 2)
Q=0.13 MGD @ 0.5%Solids
POST EQ BASIN
POST EQUALIZATION BASIN
5 VARIABLE SPEED PUMPS
Q= 1.73 MGD
EFFLUENT FILTER S
1 EFFLUENT FILTERS 3 DISK FILTER UNITS W/8 DISK/UNIT
FILTER BY-PASS
iFILTER BACKWASH TO PLANT RECYCLE PUMP STATION(SEE PAGE 2)
Q=1.68 MGD Q=0.05 MGD
ULTRAVIOLET * ULTRAVIOLET DISINFECTION SYSTEM
DISINFECTION SYSTEM 4 W BANKS W/8 W MODULES&128 LAMPS
EFFLUENT V-NOTCH WEIR W/ULTRASONIC FLOW METER
1
EFFLUENT REAERATION
=3.28 MGD
DISCHARGE 001 TO KILLIAN CREEK
Appendix A
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

SOLIDS HANDLING PROCESS FLOW DIAGRAM @ Q=3.35 MGD PAGE 2 OF 2
KILLIAN CREEK WWTP
WASTE ACTIVATED SLUDGE
FROM SBR WAS PUMPS PAGE 1
DIGESTER#.BY-PASS
Q=0.133 MGD @ 0.5%SOLIDS
AEROBIC
DIGESTER#1
DIGESTER DECANT I
I
Q=0.111 MGD
I
I
AEROBIC SLUDGE DIGESTERS
Q=0.011 MGD @ 2%SOLIDS I FLOATING MIXERS
I DIFFUSSED AERATION
I 4 BLOWERS(W/1 STANDBY)
AEROBIC 11 Y I SLUDGE DECANTERS
DIGESTER#2 I
►1
DIGESTER DECANT
Q=0.005 MGD
I
1QULD_RISP_Q�SALQPTLOJ L *
I
Q=0.006 MGD @ 2%SOLIDS I
I
SLUDGE HOLDING I SLUDGE HOLDING BASIN
BASIS * I FLOATING MIXERS
DECANT I DIFFUSED AERATION
1 Q=0.01 MGD
Q=0.006 MGD @ 2%SOLIDS
SLUDGE PUMP I SLUDGE PUMP STATION
STATION LIQUID DISPOSAL OPTION* I SLUDGE MACERATOR
I 3 ROTARY LOBE PUMPS
1
Q=0.006 MGD @ 2%SOLIDS 1 ROTARY PRESS SLUDGE DEWATERING
I 2-POLYMER DILUTION&FEED SYSTEMS
ROTARY DRUM 1 2-ROTARY SLUDGE PRESSES
SLUDGE -• -*-I SLUDGE CONVEYORS
THICKENER FILTRATE I
Q=0.005 MGD
I
FILTER BACKWASH(FROM PAGE 1)
SLUDGE=1216 LBS/D @ 20%SOLID I ;Q=0.05 MGD
IQ=0.185 i
1 PLANT RECYCLE
•
DEWATERED SLUDGE DISPOSAL --0-
PUMP STATION
TO LANDFILL OR LAND APPLICATION (DUPLEX PUMPS)
DISPOSAL OPTION Q=0.006 MGD
1Q=0.235 MGD
♦ RECYCLE TO SBR SYSTEM
LIQUID SLUDGE (SEE PAGE 1)
TO LAND APPLICATION
DISPOSAL OPTION
Appendix A
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

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Appendix A
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

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Appendix A
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

Appendix B
Infiltration Inflow Calculations
I I
Appendix B
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

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•
Appendix B
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

Calculation of Inflow(Table WW-5)
This worksheet will calculate the inflow into your collection system. Enter data into the gray areas. The numbers in bold will be the numbers that must be reported on
Table WW-5 of Part B of the application.
Rainfall Amounts:
Rainfall
Date (inches) ADF (gpd)
Day 1 10/3/2016 0.00 961,000 Inflow = QRah, — Q"""°g' 5 Dr.LX - QIndian)
Day 2 ' 10/4/2016 0.00 909,000 P$4
Day 3 ' 10/5/2016 0.00 929,000
Inflow= Amount of flow into a system following a rain event greater than 1 inch which is preceded by
Day 4 10/6/2016 0.00 1,072,000 5 days of dry weather(gpd/capita).
Day 5 r 10/7/2016 0.00 1,064,000 q"in= Instantaneous non-industrial peak flow occuring on the day of the 1-inch or greater rain event.
Rain Event r 10/8/2016 1.50 1,251,000 ADF(Day)= ADF for the 5 days preceding the rainfall event within the past 3 years.
Total Flow including Industrial(gpd): 6,186,000 i= Days 1 to 5
PF,fd= Peak Flow from Industry(gpd)
Average Daily Flow(gpd):' 987,000 PSA= Population in the Service Area
Peak Flow from Industry(gpd): 15,045 "
Total non-industrial flow(gpd): 971,955
Service Area Population (from Table
WW-3): 13,151
CRF Change Inflow(gpd/capita): 21.22 Say 22
Excessive Inflow? No NCDENR excessive if greater than 295 gpd/capita
Note- Rain Event Flow is daily average opposed to instanteous.
*Averate Industrial Flow based on average water consumption by industry.
Appendix B
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

Calculation of Infiltration (Table WW-4)
This worksheet will calculate the infiltration into your collection system. Enter data into the gray areas. The numbers in bold will be the numbers that must
be reported on Table WW-4 of Part B of the application.
Month Year ADFa
(gpd)
Month 1 Jan 2016 984,000
Month 2 Feb 2016 1,004,000
Month 3 March 2016 944,000
3-Month Average Flow(gpd): 977,333
Expected Flow: a[�,_�AD3[WVYTP],] GE?
=i[D 3U[AVG],1— CL�
Flow from Water billingrecords for same 3-month ))
period: Inft[tratto-n =
L"'
Month Year Flow(gpd)
Month 1 Jan 2016 937,656
Month 2 Feb 2016 940,908 Infil= Infiltration (gpd/im)
Month 3 March 2016 898,184 ADF[WWTP]= Average Daily Flow from the WWTP (gpd)
Expected Flow from Water i= Months 1 through 3
Billing (gpd): 925,583 CL= Consumptive Loss=10%
Consumptive Loss(gpd): 92,558 DWU[AVG]= Average Daily Water Use from Water Billing Records (gpd)
833,024 Lgs= Total inch-miles of gravity sewer(im)
Total Inch-miles of pipe (im): 634 Per GIS Data
Infiltration (gpd/im): 228 NCDENR excessive Infiltration if greater than 3000 gpd/inch diameter mile
Excessive Infiltration: No
aADF =Average Daily Flow
• Appendix B
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

Appendix C
North Carolina Division of Infrastructure—2017 Speculative Discharge Limits
Appendix C
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

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Appendix C
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

ROY COOPER
Govenuu
ALFIC
MICHAEL S. REGAN
secretor)
Water Resources S. JAY ZIMMERMAN
ENVIRONMENTAL OUALITY e,to
July 26,2017
Mr. Don Chamblee, Public Works Director
Lincoln County
115 West Main St.
2nd Floor Citizens Center
Lincolnton,North Carolina 28092
Subject: Speculative Effluent Limits
Killian Creek WWTP
Permit No. NC0088722
Lincoln County
Catawba River Basin
Dear Mr. Chamblee:
This letter provides speculative effluent limits for 4.9 MGD and 6.6 MGD at the Killian Creek
WWTP. The Division received the speculative limits request in a letter dated February 20,2017.
Please recognize that speculative limits may change based on future water quality initiatives,and
it is highly recommended that the applicant verify the speculative limits with the Division's
NPDES Unit prior to any engineering design work.
Receiving Stream. Killian Creek is located within the Catawba River Basin. Killian Creek has a
stream classification of C. Waters with C classification have a best usage for aquatic life
propagation and maintenance of biological integrity,wildlife,secondary recreation and
agriculture.The USGS provided flow statistics for Killian Creek on June 2,2017. For the
discharge location the summer 7Q10 flow is 3.1 cfs,winter 7Q10 flow is 7.5 cfs,and an annual
30Q2 is 10.8 cfs. Please note these values are slightly different than previously used in the
permit.The previous permit listed the drainage area as 36 mi2.This area corresponds to the area
at the Killian Creek USGS station near Mariposa.The drainage area at the point of discharge
was verified as 46.8 mi2.
Killian Creek is not currently listed as an impaired waterbody on the draft 2016 North
Carolina 303(d) Impaired Waters List.
Based upon a review of information available from the North Carolina Natural Heritage
Program Online Map Viewer, there are not any Federally Listed threatened or endangered
aquatic species identified within a 5 mile radius of the proposed discharge location.
Speculative Effluent Limits. Based on Division review of receiving stream conditions,
speculative limits for the proposed expansion to 4.9 and 6.6 MGD are presented in Table 1. A
complete evaluation of these limits and monitoring requirements for metals and other
toxicants, as well as potential instream monitoring requirements, will be addressed upon
State of North Carolina I Environmental Quality I Water Resources
1617 Mail Service Center I Raleigh,North Carolina 27699-1617

receipt of a formal NPDES permit application. Some features of the speculative limit
development include the following:
• BOD/NH3 Limits. A level B model was developed to evaluate limits for BOD and
ammonia.The model predicted that effluent concentrations of 5 mg/1 BOD and 1 mg/I
ammonia will not cause exceedances in the dissolved oxygen instream standard for
both proposed flow scenarios.
• Total Nitrogen/Total Phosphorus. The Division developed a Nutrient Management
Strategy for Lake Wylie in 1995 due to eutrophic conditions in the lake.The Lake Wylie
Nutrient Management Area encompasses Lake Wylie and its tributaries including the
Catawba River and its tributaries below Mountain Island Dam. Killian Creek is a
tributary to the Catawba River within the Lake Wylie Management Area.The strategy
for expansions of existing discharges presented in the 1995 Catawba River Basin Plan
recommends the use of advanced nutrient removal technology. For expanding
facilities with permitted flows greater than 1 MGD the strategy recommends monthly
average limits of 1 mg/I Total Phosphorus (TP) and 6 mg/I Total Nitrogen (TN) (TN
applies April to October only).
TABLE 1. Speculative Limits for the Killian Creek WWTP (Proposed Expansion to 4.9
MGD and 6.6 MGD)
Effluent Characteristic Effluent Limitations
Monthly Average Weekly Average Daily
Maximum
Flow 4.9 MGD/ 6.6 MGD
BOD5 5 mg/L 7.5 mg/L
NH3 as N 1 mg/L 3 mg/L
Dissolved Oxygen 5.0 mg/L
(minimum)
TSS 30 mg/L 45 mg/L
TRC 28 ug/1
Fecal coliform 200/100 ml 400/100 ml
(geometric mean)
Total Nitrogen 6 mg/:.(April-October)
Total Phosphorus 1 mg/1
Chronic Toxicity 71 % / 77%
Pass/Fail(Quarterly
test)
Engineering Alternatives Analysis(EAA). Please note that the Division cannot guarantee that
an NPDES permit for a new or expanding discharge will be issued with these speculative
limits. Final decisions can only be made after the Division receives and evaluates a formal
permit application for the new/expanded discharge. In accordance with North Carolina
Administrative Code 15A NCAC 2H.0105(c), the most environmentally sound alternative

should be selected from all reasonably cost effective options. Therefore, as a component of
all NPDES permit applications for new or expanding flow,a detailed engineering alternatives
analysis (EAA) must be prepared. The EAA must justify requested flows and provide an
analysis of potential wastewater treatment alternatives. A copy of the Division guidance for
preparing EAA documents is attached.
State Environmental Policy Act (SEPA) EA/EIS Requirements. A SEPA EA/EIS document
may be required for projects that: 1) involve $10 Million or more of state funds; or 2) will
significantly and permanently impact 10 or more acres of public lands. Please check with the
DWR SEPA coordinator (David Wainwright, 919-807-6442) as to whether your project
requires SEPA review. For projects that are subject to SEPA,the EAA requirements discussed
above will need to be folded into the SEPA document. Additionally,if subject to SEPA, the
NPDES Unit will not accept an NPDES permit application for a new/expanding discharge
until the Division has approved the SEPA document and sent a Finding of No Significant
Impact(FONSI)to the State Clearinghouse for review and comment.
Should you have any questions about these speculative limits or NPDES permitting
requirements,please feel free to contact Teresa Rodriguez at [phone] or Julie Grzyb at
[phone].
Respectfully,
Ale Grzyb
Supervisor,NPDES Complex PermittingUnit
p P
Attachment: EAA Guidance Document
Hardcopy:
Central Files
NPDES Permit File
Electronic Copy:
DWR/Mooresville Regional Office/Water Quality Permitting
DWR/l3asinwide Planning,Ian McMillan
DWR/NPDES Server>Specs
1

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Appendix C
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

► Appendix D
Proposed Basis of Design—Killian Creek WWTP Expansion of Existing SBR System to 6.6 MGD
1
1
1
1
1
1
1
1
1
Appendix D
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170094.00.CL

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Appendix D
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170094.00.CL

SUMMARY OF DESIGN PARAMETERS FOR KILLIAN CREEK WWTP EXPANSION TO
6.6 MGD BY EXPANSION OF THE EXISTING SEQUENCING BATCH REACTOR (SBR)
SYSTEM
A. Cylindrical Bar Screen
No. of Units 2
Influent Flow Average 4.2 mgd(2917 gpm)—8.4 mgd Total
Maximum Hydraulic Capacity 8.4 mgd(5833 gpm)—16.8 mgd Total
( Maximum Upstream Liquid Level 29.5 inches
Maximum Clean Screen Headloss 16 inches
Screen Opening Y4 inch
Final Screening Comply with Paint Filter Test
(EPA Publication SW-486 Method 9095)
M. Manually Cleaned Bar Screen
No. of Units 2
Channel Width 3 feet
Screen Openings 1-inch
Velocity @ Design Q (4.2 mgd) 2.5 fps
N. Vortex Grit Removal System
No. of Units 2
Influent Flow 4.2 mgd (2917 gpm)—8.4 mgd Total
Maximum Hydraulic Capacity 8.4 mgd (5833 gpm)—16.8 mgd Total
Grit Removal Efficiency 95%of grit>50 mesh in size w/Sp. Gravity 2.65
95%of grit>70 mesh in size w/Sp. Gravity 2.65
65%of grit>100 mesh in size w/Sp. Gravity 2.65
Method of grit removal Air lift pump w/pre-fluidization
O. Influent Parshall Flume
No.of Units 2 with flow totalization by SCADA
Size Throat Opening 24 inches Each
Head @ 4.2 mgd Design Q 0.87 feet Per Flume
Head @ 8.4 mgd Max. Q 1.37 feet Per Flume
P. Influent Flow Splitter Basin Split flow between 4 SBR Basins
Q. Sequencing Batch Reactor(SBR)
The SBR basin volumes are designed for a future 6.6 mgd flow. The SBR basin operational
levels will be adjusted to accommodate the initial operation at the lower 5.0 mgd design
Appendix D
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL
1

flow. Upgrade of the SBR system for the future 6.6 mgd flow will require only the addition
of one new blower and new diffused aeration assemblies in each basin.
Average Daily Flow(ADF) 6.6 mgd (including plant recycle
Maximum Daily Flow(MDF) 15.5 mgd
Influent BOD(5 Day) 282 mg/L (w/plant recycle)
Influent TSS 272 mg/L (w/plant recycle)
Influent TKN 52 mg/L (w/plant recycle)
SBR Basins Dimensions 4 ea @ 105' x 105' x 22'maximum water depth
SBR Basin Volume (per each) 1,814,000 gallons per SBR Basin
Waste Activated Sludge 0.84 lbs WAS/lb.BOD5 applied
Waste Activated Sludge Pump(s) 1 per SBR basin w/one shelf spare
600 gpm @ 1' to 23.2' TDH
Pounds O2/LB BOD5 1.29
Pounds O2/LB TKN 4.6
Denitrification Oxygen Recovered 2.86 lbs/lbs TKN
SBR Process Design Variables:
Number of Cycles Per Day 4 per day/basin
Cycle Duration 6 hours/cycle
Food/Mass(F/M)Ratio 0.7 lbs BOD5/lb. MLSS-day
MLSS Concentration 3500 mg/1 @ top water level
Hydraulic Retention Time 1.1 days @ average water depth
Solids Retention Time 16.9 days
Estimated Net Sludge Yield 0.84 lbs WAS/lb BOD5 applied
Decant Flow Rate 7237 gpm average decant flow
Decant Duration 57 minutes (4 Decants per day x 4 SBR basins)
Oxygen Required—BOD5 &TKN 25,911 lbs 02/day including 02 recovery from
denitrification
SBR Aeration Time/Day 2.7 hrs/cycle x 4 cycles/day x 4 Basins=43.2 hrs/day
Total Air Required for BOD5 &TION 3693 SCFM/Basin
Proposed Blowers 6 each 100 Hp service with 2 each 100 Hp standby
R. Post Equalization Basin
New Post Equal.Basin Dimensions To be determined
Exist Post Equal.Basin Dimensions 25' x 212.5' x 15' (11.5'maximum water depth)
Existing Post Equal Basin Volume 457,000 gallons at maximum water depth
Post Equalization Pumps 10 pumps with variable speed drives
512 gpm to 1450 gpm per pump
Appendix D
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

S. Effluent Cloth Media Disk Filters
The effluent filter system is designed to permit a peak flow of 16.8 mgd to be served with 4
filters on-line and 1 filter in standby.
Number of Disk Filter Units 5 Filters Units with 8 disks per unit with 53.8 sf/disk
Effective Filter Area 470.2 square feet/filter unit(2351 square feet total)
Design Filter Rate @ ADF <_1.73 gpm/sf
Design Filter Rate @ PDF 4.2 mgd/filter
T. Ultraviolet Disinfection System
The ultraviolet disinfection system is designed for 4.2 mgd per channel with one bank of UV
lights in service and the second bank in standby.
Influent Suspended Solids to Filter <30 mg/1
Particle Size Distribution <30 micron
Ultraviolet Transmittance @ 253.7 nm 65%
Water Temperature 56 to 76 degrees F
Effluent Fecal Count <200/100 m. (30-day geometric mean)
Lamp Cleaning Automatic with timer controlled wiping system
Monitoring System UV intensity sensor
Low Flow Recirculation pump to provide continuous flow for
minimum UV power level.
UV System(4 Channels&8 Banks)
Number of UV Banks 8(4 duty and 4 standby)
Number of UV Lamps 240(total)
UV Modules per Bank 3
UV Lamps per Modules 10
Peak Hourly Flow 16.8 mgd
U. Effluent Weir
Weir Size 90°V notch to Q max=<8 mgd (H=1.9')
4' Rectangular for Q max=>8 to 15.5 mgd (H=1.3)
V. Aerobic Sludge Digesters
The aerobic digester system design concept is for Digester 1 and 2 to serve as a WAS
receiving basins/digesters for transfer of the WAS to the rotary drum thickeners and
forwarding to Digesters#2 an#4 operating in parallel. Based upon the projected volatile
solids reduction as a function of temperature x sludge age published in the WEF, Wastewater
Residuals Stabilization,Manual of Practice,No. FD-9,Water Environment Federation, 1995, a
solids residence time(SRT) of 60 days is necessary to achieve suitable sludge for land
Appendix D
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

application at 15°C or an SRT of 40 days to achieve a 40%reduction of VSS at 20°C. The
proposed digester system with a combination of Digesters No. 2 and 4 will provide a
volume sufficient to provide an SRT of 60 days to achieve a VSS reduction>38%required
for land application.
Sludge Yield 0.84 lbs WAS/lb. BOD5 applied
VSS/TSS Ratio 73%
Oxygen Requirement 2.0 lbs O2/lb.VSS destroyed
Solids Concentration after Decant 2.5%
Rotary Drum Sludge Thickener
No. of Units 2(1 Existing and 1 new)
Design Feed Rate 400 gpm
Design Feed Sludge 0.5 to 1%Solids (by weight)
Final Solids 2 to 5%Solids(by weight)
Solids Capture 98%
Typical Polymer Usage 5-7 lbs (100%Active)per Ton of sludge(dry
wt.)
Aerobic Digester#1&3 (Proposed as WAS Receiving Basin)
Digester#1 &3 Dimensions 65' x 45' x 22' deep per each
Digester#1 &3 Volume 488,700 gallons per each
VSS Reduction Digester#1 12.2%
Average Solids Retention Time Digester#1 &3 5.4 Days
Sludge Transfer Pump 540 gpm @ 35' TDH
Aeration Required 640 SCFM/digester
Proposed Blowers 1 duty+ 1 Standby per digester
Blower Size -50 Hp/blower
Aerobic Digester#2&#4
Digester#2&4Dimensions 65' x 58.5' x 22' deep/each
Digester#2 Volume 640,800 gallons/each
VSS Reduction Digester#2 and #4 36.3%
Average Solids Retention Time Digester#2 &#4 22.5 days
Mixer 40 Hp=62.4 Hp/MG
Sludge Transfer Pump 540 gpm @ 35' TDH
Aerobic Digester#3 &4
Digester#2 Dimensions 65'x 65' x 22' deep
Digester#2 Volume 698,500 gallons
Appendix D
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

VSS Reduction Digester#2 >38%
Average Solids Retention Time Digester#2&4 >60 days
Mixer 40 Hp=57.3 Hp/MG
Sludge Transfer Pump 540 gpm @ 35'
W. Sludge Holding Tank
Holding Tank Dimensions 25' x 65' x 22'/each x 2
Volume 267,400 gallons/each=534,800 gallons total
Mixing 2 ea.@ 7.5 Hp (56 Hp/MG)per tank
Sludge Transfer Pump to Sludge Truck 540 gpm @ 35' TDH per tank
Sludge Transfer Pump to Dewatering 2 ea.Variable Speed Pumps @ 120 gpm&
50P si with 1 spare
Storage 10.3 days @ 2.5%solids)
X. Sludge Dewatering System
1 The sludge dewatering system is designed to provide the plant with an alternative to liquid
biosolids land application. The proposed rotary filter press will allow land application of
dewatered solids or landfill disposal during periods when land application is not feasible or
cost effective.
Rotary Press Sludge Feed Pumps Rotary Lobe Pumps (3 duty& 1 standby)
Variable Speed Drives
Maximum pump rate 120 gpm
Differential pressure=50 psi
Rotary Filter Press 6 channel per press
Solids Capacity 85—100 dry lbs/hr per channel
Sludge Feed Solids Concentration 1.5 to 2.5%solids
Sludge Feed 40 to 80 gpm
Polymer Required 10—20 lbs/dry ton solids
Solids Capture 95%
Solids Conveyors Rotary screw with hollow flight
Appendix D
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

LIQUID TRAIN PROCESS FLOW DIAGRAM @ Q=6.6 MGD PAGE 1 OF 2
KILLIAN CREEK WWTP
LINCOLN COUNTY
KILLIAN CREEK COLLECTION SYSTEM AND LIFT STATION#37
wQ=6.6 MGD (PLANT DESIGN AVERAGE DAILY FLOW)
T •
HEADWORKS
2 Ea.CYLINDRICAL MECHANICAL BAR SCREEN
HEADWORKS HEADWORKS 2 Ea.MANUALLY CLEANED BAR SCREEN BY-PASS
2 Ea.VORTEX GRIT SEPARATOR
2 Ea.GRIT CLASSIFIER
I 2 Ea.INFLUENT 24"PARSHALL FLUME W/ULTRASONIC FLOW METER
1 TOTAL FLOW IN SCADA
SBR FLOW
SPLITTER f.
FROM PLANT RECYCLE PUMP STATION(SEE PAGE 2)
Q=0.51 MGD
Q=7.1 MGD
EACH SEQUENCING BATCH REACTORS
1 l l 1
SBR#1 SBR#2 SBR#3 SBR#4 1 EA FLOATING MIXER PER SBR
10 DIFFUSED AIR MANIFOLDS PER SBR
4 BLOWERS(W/1 STANDBY)
1 1 EA SUBMERSIBLE SLUDGE PUMP PER SBR(W/SHELF SPARE)
I 1 I
• L = + TO SOLIDS HANDLING SYSTEM(SEE PAGE 2)
Q=0.33MGD@0.5%Solids
POST EQ BASIN#1 POST EQ BASIN#2
l POST EQUALIZATION BASIN
1N ♦ 5 VARIABLE SPEED PUMPS
IQ=6.79 MGD
1 EFFLUENT FILTERS
EFFLUENT FILTERS 5 DISK FILTER UNITS W/8 DISK/UNIT
I FILTER BY-PASS
I
L. *FILTER BACKWASH TO PLANT RECYCLE PUMP STATION(SEE PAGE 2)
Q=6.6MGD Q=0.2MGD
T.
ULTRAVIOLET i____i ULTRAVIOLET DISINFECTION SYSTEM
DISINFECTION SYSTEM 4 UV CHANNELS W/2 UV BANKS/EA
8 UV BANKS W/3 UV MODULES/BANK&10 LAMPS/MODULES
I240 LAMPS TOTAL
__ EFFLUENT V-NOTCH WEIR W/ULTRASONIC FLOW METER
EFFLUENT REAERATION
ICI=6.59 MGD
DISCHARGE 001 TO KILLIAN CREEK
Killian Creek WWTP Expansion
Engineering Alternative Analysis
Appendix D WKD#20170294.00.CL

SOLIDS HANDLING PROCESS FLOW DIAGRAM @ Q=6.6 MGD PAGE 2 OF 2
KILLIAN CREEK WWTP
WASTE ACTIVATED SLUDGE
FROM SBR WAS PUMPS PAGE 1
DIGESTER#1 BY-PASS
Q=0.329 MGD @ 0.5%SOLIDS
AEROBIC AEROBIC SLUDGE DIGESTERS#1&#3
DIGESTER#1&#3 DIGESTER#1 &#3-WAS HOLDING FOR RDT/DIGESTION
DIGESTER#1- FLOATING MIXER&COARSE BUBBLE AERATION
DIGESTER#3-JET MIXING/AERATION
4 BLOWERS(2 DUTY&2 STANDBY)
T
ROTARY DRUM
THICKENERS R ROTARY DRUM THICKENERS-2 EA.
(2 EA) FILTRATE=0.278 MGD I DESIGN CAPACITY=400 GPM/EA
' I INFLUENT SOLIDS-0.5-0.8%
EFFLUENT SOLIDS-2-5%
Q=0.051 MGD @ 3%SOLIDS
' I
AEROBIC f ♦ I DIGESTER#2&#4
DIGESTER I DIGESTER#2-FLOATING MIXER&COARSE BUBBLE AERATION
#2&#4 I DIGESTER#4-JET MIXING/AERATION
' I
4 BLOWERS(2 DUTY&2 STANDBY)
LIQUJRDISP-QSALOPT LQft i I
Q=0.051 MGD @ 2%SOLIDS I
SLUDGE HOLDING SLUDGE HOLDING BASINS#1&#2
BASINS I FLOATING MIXERS
DECANT I DIFFUSED AERATION
' I
Q=0.051 MGD @2%SOLIDS I
SLUDGE PUMP SLUDGE PUMP STATION#1&#2
STATIONS LIQUID DISPOSAL OPTION * I 2 SLUDGE MACERATORS
I 6 ROTARY LOBE PUMPS(4 DUTY&2 STANDBY)
Q=0.051 MGD @ 2%SOLIDS � ROTARY PRESS SLUDGE DEWATERING
4-POLYMER DILUTION&FEED SYSTEMS
ROTARY PRESS I 4-ROTARY SLUDGE PRESSES
SLUDGE ___�I 2 SLUDGE CONVEYOR SYSTEMS
DEWATERING FILTRATE
Q=0.044 MGD I
' I FILTER BACKWASH(FROM PAGE 1)
SLUDGE= 8,746 LBS/D @ 16%SOLIDS � Q=0.01 MGD
IQ=0.42 +
PLANT RECYCLE
DEWATERED SLUDGE DISPOSAL PUMP STATION
TO LANDFILL OR LAND APPLICATION (DUPLEX PUMPS)
' DISPOSAL OPTION I
I Q=0.43 MGD
•
♦ RECYCLE TO SBR SYSTEM
LIQUID SLUDGE (SEE PAGE 1)
TO LAND APPLICATION
DISPOSAL OPTION
Killian Creek WWTP Expansion
Engineering Alternative Analysis
Appendix D WKD#20170294.00.CL

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Appendix D
Killian Creek WWTP Expansion
Engineering Alternative Analysis
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Appendix E
Proposed Basis of Design—
i
• Killian Creek WWTP Expansion to 6.6 Utilizing an Independent MBR System
•
Appendix E
Killian Creek WWTP Expansion
Engineering Alternative Analysis
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Appendix E
Killian Creek WWTP Expansion
Engineering Alternative Analysis
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APPENDIX E
SUMMARY OF PRELIMINARY DESIGN PARAMETERS FOR KILLIAN CREEK WWTP
PROPOSED UPGRADE TO 6.6 MGD CAPACITY WITH INDEPENDENT MBR PROCESS
A. Cylindrical Bar Screen
No. of Units 2 (1 Existing and 1 New)
Influent Flow Average 6.6 mgd (4,583 gpm)
Maximum Hydraulic Capacity 8.4 mgd (5833 gpm) Total
Maximum Upstream Liquid Level 29.5 inches
Maximum Clean Screen Headloss 16 inches
Screen Opening 1/4 inch
Final Screening Comply with Paint Filter Test
(EPA Publication SW-486 Method 9095)
Y. Manually Cleaned Bar Screen
No. of Units 2 (1 Existing and 1 New)
Channel Width 3 foot
Screen Openings 1-inch
Velocity @ Design Q (4.2 mgd) 2.5 fps
Z. Vortex Grit Removal System
No. of Units 2 (1 Existing and 1 New)
Max Influent Flow 4.2 mgd (2917 gpm)Per Each
Maximum Hydraulic Capacity 8.4 mgd(5833 gpm)Total
Grit Removal Efficiency 95%of grit>50 mesh in size w/Sp. Gravity 2.65
95%of grit>70 mesh in size w/Sp. Gravity 2.65
65%of grit>100 mesh in size w/Sp. Gravity 2.65
Method of grit removal Air lift pump w/pre-fluidization
AA. Influent Parshall Flume
No. of Units 2(1 Existing and 1 New linked by SCADA for Total
Flow)
Size Throat Opening 24 inches
Head @ 4.2 mgd Design Q 0.87 feet
Head @ 8.4 mgd Max.Q 1.37 feet
BB.MBR Influent Fine Screening System
No. of Units 2 (1 Duty and 1 Standby)
Appendix E
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

Type Rotary Drum internally feed
Screen Openings 2 mm
Design Average Daily Flow 8.25 mgd per screen
Peak Daily Flow 12.5 mgd per screen
Screening Compactor 1 ea. shaftless screw type w/2 hopper inlets
Compactor Design Capacity 52.5 cf/hr
Compactor Dry Solids Out 20%solids
CC.Membrane Bio-Reactor(MBR) @ 6.6 MGD
Average Daily Flow(ADF) 6.6 mgd
Maximum Daily Flow(MDF) 13.2 mgd
Influent BOD(5 Day) 282 mg/1
Influent TSS 268 mg/1
MBR Anoxic Basin Dimensions 2 ea @ 60'x 31'x 20' SWD (550,000 gal)
Anoxic Mixers 4 ea with 2 mixers per Anoxic Zone
MBR Pre-Aeration Basin Dimensions 2 ea @ 60' x 87' x 20' SWD (1,557,681 gal)
MBR Pre-Aeration Zone Blowers 3 ea(2 Duty& 1 Standby)
Membrane Surface Area(Based on Kubota) 6,458 SF (Subject to change with alternate Mfg)
No. of MBR Tanks 4 Tanks
Number of Submerged Membrane Units96 Units(24 units per tank based on Kubota)
Design MLSS @ MBR 12,000 m
Pounds 02/LB BOD5 1.25 lbs 02/lbs BOD5 applied
Pounds 02/LB TKN 4.6 lbs 02/lbs TKN
Calculated AOR 25,358 lbs 02/day
AOR Supplied in MBR Basins 10,036 lbs 02/day
AOR Supplied in Pre-Aeration Basins 15,322 lbs 02/day
Anoxic Zone Mixers 4 ea @ 8.3 Hp
Pre-Aeration Blowers 3 ea @ 1902 scfn& 125 Hp (2 duty&1 Standby)
MBR Basin Blowers 5 ea @ 1,819 scfm& 125 Hp (4 Duty& 1 Standby)
Permeate Pumps 6 ea @ 2,585 gpm&50 Hp (4 Duty&2 Standby)
Feed Forward Pumps 4 ea @ 6,107 gpm&90 Hp (3 Duty& 1 standby)
RAS Basin 1 ea @ 60' x 20' x 15' SWD
Waste Activated Sludge(WAS)P ps 2 ea @ 305 gpm @ 5 Hp
Waste Activated Sludge Yield 0.73 lbs WAS/lb.BOD5 applied
DD. Ultraviolet Disinfection S st.m
The existing ultraviolet disinfecti en system has two (2) channels with two ultraviolet banks
per each channel. Each bank can +rovide disinfection of a peak daily flow of 4.2 mgd. The
proposed UV system upgrade from 3.35 mgd ADF to 6.6 mgd ADF will add a two (2)new
UV channel with two additional ultraviolet banks per channel. The peak flow of 16.8 mgd
can be disinfected with 3 channels operating with one bank per channel.
Appendix E
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

Influent Suspended Solids to Filter <30 mg/1
Particle Size Distribution <30 micron
Ultraviolet Transmittance @ 253.7 nm 65%
Water Temperature 35 to 85 degrees F
UV Channels 4(2 existing and 2 new)
Hydraulic Capacity/Channel 4.2 mgd
Effluent Fecal Count <200/100 m. (30-day geometric mean)
Lamp Cleaning Automatic timer based wiping system
Monitoring System UV intensity sensor
Low Flow Recirculation pump to provide continuous flow for
minimum UV power level.
Design @ 6.6 mgd ADF (4 Channels&8 Banks)
Number of UV Banks 8(4 duty and 4 standby)
Number of UV Lamps 240 (total)
UV Modules per Bank 3
UV Lamps per Modules 10
Peak Hourly Flow 16.8 mgd
EE. Effluent Weir
Weir Size 90°V notch to Q max=<8 mgd (H=1.9')
4' Rectangular for Q max=>8 to 15.5 mgd (H=1.3)
FF. Aerobic Sludge Digesters
Sludge Yield 0.73 lbs WAS/lb.BOD5 applied
VSS/TSS Ratio 73%
Oxygen Requirement 2.0 lbs O2/lb.VSS destroyed
Solids Concentration after RDT 2.5%
Design Volatile Solids Reduction 38% (minimum)
Rotary Drum Sludge Thickener
Number 2 Each
Design Feed Rate 400 gpm
Design Feed Sludge 0.5 to 2%Solids (by weight)
Final Solids 5 to 7%Solids(by weight)
Solids Capture 98%
Typical Polymer Usage 5-7 lbs (100%Active)per Ton of sludge (dry wt)
Aerobic Digester#1 (Holding Tank for Rotary Drum Thickener)
Digester#1 Dimensions 65' x 45' x 22' deep
Appendix E
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

Digester#1 Volume 488,700 gallons
VSS Reduction Digester#1 10%
Average Hydraulic Detention Time 2 Days
Mixer 25 Hp=51.1 Hp/MG
Sludge Transfer Pump 540 gpm @ 35' TDH
VSS Destroyed 381 lbs/day
Oxygen Required 782 lbs 02/day
Aeration Required 329 scfm
Proposed Blowers 1 Duty+1 Standby
Blower Size* 544 scfm/ea(Former Digester#2)
Aerobic Digester#2(Existing)
Digester#2 Dimensions 65' x 58.5' x 22' deep
Digester#2 Volume 640,800 gallons
Mixer 40 Hp=62.4 Hp/MG
Sludge Transfer Pump 540 gpm @ 35' TDH
Aerobic Digester#3 (Former SBR#2)
Digester#3 Dimensions 105' x 105' x 22' deep
Digester#3 Volume 1,814,000 gallons
Mixer 40 Hp=57.5 Hp/MG
Sludge Transfer Pump 540 gpm @ 35' TDH
Combined Digesters#2&3
Digester Total Volume 2,454,800 gallons
VSS Reduction Digester#2,3&4 38.3%
Solids Retention Time Digesters#2&3 47 days
VSS Destroyed 2770 lbs/day—Based on 38.3%VSS Destruction
Oxygen Required 5540 lbs 02/day
Aeration Required 1721 scfm Total
Proposed Blowers 3 Duty+ 1 Standby
Blower Size* 1377 scfm Total
Existing Blowers 2 ea 1100 scfm(former SBR#2) &
2 ea 1507 scfm(former Digester#1)
GG. Slud a Holdin: Tank Existi
Holding Tank Dimensions 25' x 65' x 22' deep
Volume 267,400 gallons
Mixing 2 ea. @ 7.5 Hp (56 Hp/MG)
Sludge Transfer Pump to Sludge nick 540 gpm @ 35' TDH
Sludge Transfer Pump to Dewatering 3 ea.Variable Speed Pumps @ 120 gpm&50 psi
Appendix E
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

HH. Sludge Dewatering System
The sludge dewatering system is designed to provide the plant with an alternative to liquid
biosolids land application. The existing two(2)rotary filter presses plus future expansion
will continue to allow land application of dewatered solids or landfill disposal during
periods when land application is not feasible or cost effective. It is proposed to install two
(2)new rotary filter presses(or equivalent dewatering system) expansion for the ultimate
6.6 mgd plant expansion.
Existing Dewatering System
Rotary Press Sludge Feed Pumps Rotary Lobe Pumps (2 duty& 1 standby)
Variable Speed Drives
Maximum pump rate 120 gpm
Differential pressure=50 psi
Rotary Filter Press 2 Presses—6 channel Fournier Rotary Drum
Press
Solids Capacity 85—100 dry lbs/hr per channel
Sludge Feed Solids Concentration 1.5 to 2.5%solids
Sludge Feed 40 to 80 gpm
Polymer Required 10—20 lbs/dry ton solids
Solids Capture 95%
Solids Conveyors Rotary screw with hollow flight
Proposed Dewatering System Expansion
Dewatering System Feed Pumps Rotary Lobe Pumps (2 duty with existing
standby)
Variable Speed Drives
Maximum pump rate 120 gpm
Differential pressure=50 psi
Rotary Filter Press 2 New rotary drum press or alternative
dewatering system and related polymer
feed systems
Solids Conveyors Rotary screw or equal belt conveyor
Appendix E
Killian Creek WWTP Expansion
Engineering Alternative Analysis
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Appendix E
Killian Creek WWTP Expansion
Engineering Alternative Analysis
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Appendix F
Present Worth Cost Projections of Probable Costs
Duplication of Existing SBR—Aerobic Digestion System
Table F.1.1. Capital Costs
Table F.1.2. Project Life Cycle Assumptions
Table F.1.3. Replacement Costs (Years 1-5)
Table F.1.4. Replacement Costs(Years 6-10)
Table F.1.5. Replacement Costs(Years 11-15)
Table F.1.6. Replacement Costs (Years 16-20)
Table F.1.7. Operation and Maintenance Costs(Years 1-10)
Table F.1.8. Operation and Maintenance Costs (Years 11-20)
Independent Membrane Bio-Reactor System
Table F.2.1. Capital Costs
Table F.2.2. Project Life Cycle Assumptions
Table F.2.3. Replacement Costs (Years 1-5)
Table F.2.4. Replacement Costs (Years 6-10)
Table F.2.5. Replacement Costs (Years 11-15)
Table F.2.6. Replacement Costs (Years 16-20
Table F.2.7. Operation and Maintenance Costs (Years 1-10)
Table F.2.8. Operation and Maintenance Costs (Years 11-20)
Table F.2.9. Intermittent Operations&Maintenance Costs (Years 1-10)
Table F.2.10. Intermittent Operations&Maintenance Costs(Years 11-20)
Membrane Bio-Reactor Incorporated into Existing SBR Basin
Table F.3.1. Capital Costs
Table F.3.2. Project Life Cycle Assumptions
Table F.3.3. Replacement Costs(Years 1-5)
Table F.3.4. Replacement Costs(Years 6-10)
Table F.3.5. Replacement Costs (Years 11-15)
Table F.3.6. Replacement Costs (Years 16-20)
Table F.3.7. Operation and Maintenance Costs (Years 1-10)
Table F.3.8. Operation and Maintenance Costs (Years 11-20)
Table F.3.9. Intermittent Operations&Maintenance Costs (Years 1-10)
Table F.3.10. Intermittent Operations&Maintenance Costs(Years 11-20)
Appendix F
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Engineering Alternative Analysis
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Appendix F
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

Table F.1.1. Capital Costs
KILLIAN CREEK WWTP EXPANSION
LINCOLN COUNTY
Complete the areas shown in gray below. Where shown,use,ulldown menu to select options. The spreadsheet will calculate the capital costs.
DUPLICATION OF EXISTING SBR-AEROBIC DIGESTION SYSTEM
Project Administration($):" $2,147,500
Component Unit Cost' Unit Quantity Total Cost
General Conditions-Bonds,Permits,Jobsite Costs&Mobil. $725,700 LS 1 $725,700
Sitework-Erosion Cont.,Grading,Paving Fencing,etc. $771,400 LS 1 $771,400
Yard Piping $348,800 LS 1 $348,800
Headworks:
Ultrasonic Flow Meter $3,600 LS 1 $3,600
Influent Screening,Vortex Grit&Grit Classifer Equip. $403,200 LS 1 $403,200
Excavation,Structures,Piping,Painting,Grating,Etc. " $412,200 LS 1 $412,200
Influent Flow Splitter.
Structure,Sluice Gates,Grating,etc. $98,500 LS 1 $98,500
SBR.Digesters&RDT System:
SBR/Digester-Blowers,Diffusers,Mixers,Decanters,Etc. " $2,772,600 IS 1 $2,772,600
Post EQ Submersible Pumps $94,600 LS 1 $94,600
Post EQ Submersible Mixers $141,000 LS 1 $141,000
Rotary Drum Thickener $563,100 LS 1 $563,100
Rotary Drum Thickener Pump Station $154,600 LS 1 $154,600
Rotary Drum Thickener Building&Piping $76,500 LS 1 $76,500
SBR&Digster Structure,Piping Complete ' $5,782,500 IS 1 $5,782,500
Blower Building&Air Piping(Blowers w/SBR Equip) $330,100 IS 1 $330,100
Sludge PummBuildinn:
Rotary Lobe Sludge Pumps to Dewatering System $101,500 IS 1 $101,500
In-Line Sludge Grinder $26,700 IS 1 $26,700
Building,HVAC,Piping,Etc.Complete " $232,100 IS 1 $232,100
Sludge Dewatering Building:
Rotary Sludge Press System Incl Conveyor $692,200 LS 1 $692,200
RSP Polymer System $34,900 IS 1 $34,900
Building,HVAC,Piping,Etc.Complete • $1,159,400 LS 1 $1,159,400
New Effluent Building:
New Effluent Filters $1,429,100 LS 1 $1,429,100
Relocate Existing 3 Filters $200,000 IS I $200,000
Building,HVAC,Piping,Etc.Complete • $697,800 LS 1 $697,800
Existing Effluent Building Converted into IN Building:
New UV System $695,600 LS 1 $695,600
Building Modifications to install new UV Channels) • $320,300 LS 1 $320,300
Alum Feed System:
Alum Tank $42,200 LS 1 $42,200
Alum Feed System $57,000 LS 1 $57,000
Alum Recirculation Pump $20,500 LS 1 $20,500
Piping,Conc.Containment Area,Ladder,Grating,Etc. $43,900 LS 1 $43,900
Instrumentation&Controls: $197,400 IS 1 $197,400
Electrical Systems:
Project Startup $103,300 LS 1 $103,300
Blower Building $77,100 LS 1 $77,100
Sludge Pump Building $66,600 IS 1 $66,600
Sludge Dewatering Building $69,300 LS 1 $69,300
Effluent Filter Building $59,900 LS 1 $59,900
Headworks $67,100 LS 1 $67,100
SBR,Post EQ $104,200 LS 1 $104,200
Site Conduit,Lighting,Switchgear,Etc $817,900 IS 1 $817,900
Gererator&ATS $668,600 IS 1 $668,600
Allowance Items: $0
Testing&Special Inspections $300,000 LS 1 $300,000
Rock Excavation,Unsuitable Soil,Off-Site Disposal $997,600 LS 1 $997,600
`Unit costs are in today's dollars,not future dollars. Total Construction Cost: $21,960,600
Construction Contingency Cost: $2,196,060
Project Administration Cost: $2,147,500
Total Capital Cost: $26,304,160
Appendix F
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

Table F.1.2. Project Cost Life Cycle Assumptions
KILLIAN CREEK WWTP EXPANSION
LINCOLN COUNTY
DUPLICATION OF EXISTING SBR-AEROBIC DIGESTION SYSTEM
Complete the areas shown in gray.
Expected Life Replacement
Component Cycle Expected?t Rationale for Expected Life Cycle
General Conditions-Bonds,Permits,Jobsite Costs&Mobil.
Sitework-Erosion Cont.,Grading,Paving Fencing,etc.
Yard Piping-
Headworks:
Ultrasonic Flow Meter 10 2029 Mechanical Instrumentation
Influent Screening,Vortex Grit&Grit Classifer Equip. 20 2039 Mechanical Equipment
Excavation,Structures,Piping,Painting,Grating,Etc.
Influent Flow Splitter
Structure,Sluice Gates,Grating,etc.
SBR,Digesters&RDT System:
SBR/Digester-Blowers,Diffusers,Mixers,Decanters,Etc. 20 2039 Mechanical Equipment
Post EQ Submersible Pumps 20 2039 Mechanical Equipment
Post EQ Submersible Mixers 20 2039 Mechanical Equipment
Rotary Drum Thickener 20 2039 Mechanical Equipment
Rotary Drum Thickener Pump Station 20 2039 Mechanical Equipment
Rotary Drum Thickener Building&Piping
SBR&Digster Structure,Piping Complete
Blower Building&Air Piping(Blowers w/SBR Equip):
0
Sludge Pump Building:
Rotary Lobe Sludge Pumps to Dewatering System 20 2039 Mechanical Equipment
In-Line Sludge Grinder 20 2039 Mechanical Equipment
Building,HVAC,Piping,Etc.Complete
Sludge Dewatering Building:
Rotary Sludge Press System Incl Conveyor 20 2039 Mechanical Equipment
RSP Polymer System 20 2039 Mechanical Equipment
Building,HVAC,Piping,Etc.Complete
New Effluent Building
New Effluent Filters 20 2039 Mechanical Equipment
Relocate Existing 3 Filters
Building,HVAC,Piping,Etc.Complete
Existing Effluent Building Converted into UV Building
New UV System 20 2039 Mechanical Equipment
Building Modifications to install new UV Channel(s)
Alum Feed System:
Alum Tank
Alum Feed System 20 2039 Mechanical Equipment
Alum Recirculation Pump 20 2039 Mechanical Equipment
Piping,Conc.Containment Area,Ladder,Grating,Etc.
Instrumentation&Controls 10 2029 Mechanical Equipment
Electrical S stems:
Project Startup
Blower Building
Sludge Pump Building
Sludge Dewatering Building
Effluent Filter Building
Headworks:
SBR,Post EQ
Site Conduit,Lighting,Switchgear,Etc
Gererator&ATS 20 2039 Mechanical Equipment
Allowance Items:
Testing
*Period for replacement would be Years 1 through 20 only.
Appendix F
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

Table F.1.3. Replacement Costs(Years 1 to 5)
KILLIAN CREEK WWTP EXPANSION
LINCOLN COUNTY
DUPLICATION OF EXISTING SBR-AEROBIC DIGESTION SYSTEM
Current Inflation Rate based on Construction Cost Index:2.97% EPA Discount Rate:4.875%
Present Value of Replacement Costs in Year.
Component Unit Cost Unit Quantity 1 2 3 4 5
General Conditions-Bonds,Permits,Jobsite Costs&Mobil. $725,700 LS 1 $0 $0 $0 $0 $0
Sitework-Erosion Cont.,Grading,Paving Fencing,etc. $771,400 LS 1 $0 $0 $0 $0 $0
Yard Piping $348,800 LS 1 $0 $0 $0 $0 $0
Headworks: $0 $0 $0 $0 $0
Ultrasonic Flow Meter $3,600 LS 1 $0 $0 $0 $0 $0
Influent Screening,Vortex Grit&Grit Classifier Equip. $403,200 LS 1 $0 $0 $0 $0 $0
Excavation,Structures,Piping,Painting,Grating,Etc. $412,200 LS 1 $0 $0 $0 $0 $0
Influent Flow Splitter: $0 $0 $0 $0 $0
Structure,Sluice Gates,Grating,etc. $98,500 LS 1 $0 $0 $0 $0 $0
SBR,Digesters&RDT System $0 $0 $0 $0 $0
SBR/Digester-Blowers,Diffusers,Mixers,Decanters,Etc. $2,772,600 LS 1 $0 $0 $0 $0 $0
Post EQ Submersible Pumps $94,600 LS 1 $0 $0 $0 $0 $0
Post EQ Submersible Mixers $141,000 1S 1 $0 $0 $0 $0 $0
Rotary Drum Thickener $563,100 IS 1 $0 $0 $0 $0 $0
Rotary Drum Thickener Pump Station $154,600 LS 1 $0 $0 $0 $0 $0
Rotary Dr= Building&Piping $76,500 LS 1 $0 $0 $0 $0 $0
SBR&Digster Structure,Piping Complete $5,782,500 LS 1 $0 $0 $0 $0 $0
Blower Building&Air Piping(Blowers w/SBR Equip) $330,100 LS 1 $0 $0 $0 $0 $0
Sludge Pump Building: $0 $0 $0 $0 $0
Rotary Lobe Sludge Pumps to Dewatering System $101,500 IS 1 $0 $0 $0 $0 $0
In-Line Sludge Grinder $26,700 LS 1 $0 $0 $0 $0 $0
Building,IIVAC,Piping,Etc.Complete $232,100 LS 1 $0 $0 $0 $0 $0
Sludge Dewatering Building: $0 $0 $0 $0 $0
Rotary Sludge Press System Incl Conveyor $692,200 LS 1 $0 $0 $0 $0 $0
RSP Polymer System $34,900 LS 1 $0 $0 $0 $0 $0
Building,HVAC,Piping,Etc.Complete $1,159,400 IS 1 $0 $0 $0 $0 $0
New Effluent Building: $0 $0 $0 $0 $0
New Effluent Filters $1,429,100 LS 1 $0 $0 $0 $0 $0
Relocate Existing 3 Filters $200,000 LS 1 $0 $0 $0 $0 $0
Building,HVAC,Piping,Etc.Complete $697,800 IS 1 $0 $0 $0 $0 $0
Existing Effluent Building Converted into UV Building: $0 $0 $0 $0 $0
New UV System $695,600 LS 1 $0 $0 $0 $0 $0
Building Modifications to install new UV Channel(s) $320,300 LS 1 $0 $0 $0 $0 $0
Alum Feed System $0 $0 $0 $0 $0
Alun Tank $42,200 IS 1 $0 $0 $0 $0 $0
Alum Feed System $57,000 LS 1 $0 $0 $0 $0 $0
Alum Recirculation Pump $20,500 LS 1 $0 $0 $0 $0 $0
Piping,Conc.Containment Area,Ladder,Grating,Etc. $43,900 LS 1 $0 $0 $0 $0 $0
Instrumentation&Controls: $197,400 LS 1 $0 $0 $0 $0 $0
Electrical Systems: $0 $0 $0 $0 $0
Project Startup $103,300 LS 1 $0 $0 $0 $0 $0
Blower Building $77,100 LS 1 $0 $0 $0 $0 $0
Sludge Pump Building $66,600 LS I $0 $0 $0 $0 $0
Sludge Dewatering Building $69,300 LS I $0 $0 $0 $0 $0
Effluent Filter Building $59,900 LS 1 $0 $0 $0 $0 $0
Headworks $67,100 LS 1 $0 $0 $0 $0 $0
SBR,Post EQ $104,200 IS 1 $0 $0 $0 $0 $0
Site Conduit,Lighting,Switchgear,Etc $817,900 LS 1 $0 $0 $0 $0 $0
Gererator&ATS $668,600 LS 1 $0 $0 $0 $0 $0
Allowance Items: $0 $0 $0 $0 $0
Testing&Special Inspections $300,000 LS 1 $0 $0 $0 $0 $0
Rock Excavation,Unsuitable Soil,Off-Site Disposal $997,600 LS 1 $0 $0 $0 $0 $0
Total Present Value of Replacement Costs(Years 1 to 5): $0 $0 $0 SO $0
Appendix F
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

•
Table F.1.4. Replacement Costs(Years 6 to 10)
KILLIAN CREEK W W1P EXPANSION
LINCOLN COUNTY
DUPLICATION OF EXISTING SBR-AEROBIC DIGESTION SYSTEM
Current Inflation Rate based on Construction Cost Index 2.97% EPA Discount Rate:4.875%
Present Value of Replacement Costs in Year.
Component Unit Cost Unit Quantity 6 7 8 9 10
General Conditions-Bonds,Permits,Jobsite Costs&Mobil. $725,700 LS 1 $0 $0 $0 $0 $0
Sitework-Erosion Cont.,Grading,Paving Fencing,etc. $771,400 LS 1 $0 $0 $0 $0 $0
Yard Piping $348,800 LS 1 $0 $0 $0 $0 $0
Headworks: $0 $0 $0 $0 $0
Ultrasonic Flow Meter $3,600 LS 1 $0 $0 $0 $0 $2,998
Influent Screening Vortex Grit&Grit Classifer Equip. $403,200 IS 1 $0 $0 $0 $0 $0
Excavation,Structures,Piping,Painting,Grating,Etc. $412,200 LS 1 $0 $0 $0 $0 $0
Influent Flow Splitter: $0 $0 $0 $0 $0
Structure,Sluice Gates,Grating,etc. $98,500 IS 1 $0 $0 $0 $0 $0
SBR,Digesters&RDT System: $0 $0 $0 $0 $0
SBR/Digester-Blowers,Diffusers,Mixers,Decanters,Etc. $2,772,600 IS 1 $0 $0 $0 $0 $0
Post EQ Submersible Pumps $94,600 IS 1 $0 $0 $0 $0 $0
Post EQ Submersible Mixers $141,000 LS 1 $0 $0 $0 $0 $0
Rotary Drum Thickener $563,100 LS 1 $0 $0 $0 $0 $0
Rotary Drum Thickener Pump Station $154,600 IS 1 $0 $0 $0 $0 $0
Rotary Drum Thickener Building&Piping $76,500 LS 1 $0 $0 $0 $0 $0
SBR&Digster Structure,Piping Complete $5,782,500 IS 1 $0 $0 $0 $0 $0
Blower Building&Air Piping(Blowers w/SBR Equip) $330,100 LS 1 $0 $0 $0 $0 $0
Sludge Pump Building: $0 $0 $0 $0 $0
Rotary Lobe Sludge Pumps to Dewatering System $101,500 LS 1 $0 $0 $0 $0 $0
In-Line Sludge Grinder $26,700 IS 1 $0 $0 $0 $0 $0
Building HVAC,Piping,Etc.Complete $232,100 LS 1 $0 $0 $0 $0 $0
Sludge Dewatering Building: $0 $0 $0 $0 $0
Rotary Sludge Press System Incl Conveyor $692,200 LS 1 $0 $0 $0 $0 $0
RSP Polymer System $34,900 LS 1 $0 $0 $0 $0 $0
Building HVAC,Piping,Etc.Complete $1,159,400 LS 1 $0 $0 $0 $0 $0
New Effluent Building: $0 $0 $0 $0 $0
New Effluent Filters $1,429,100 LS 1 $0 $0 $0 $0 $0
Relocate Existing 3 Filters $200,000 LS 1 $0 $0 $0 $0 $0
Building HVAC,Piping,Etc.Complete _ $697,800 LS 1 $0 $0 $0 $0 $0
Existing Effluent Building Converted into UV Building: _ $0 $0 $0 $0 $0
New UV System $695,600 LS 1 $0 $0 $0 $0 $0
Building Modifications to install new UV Channel(s) $320,300 LS 1 $0 $0 $0 $0 $0
Alum Feed System: $0 $0 $0 $0 $0
Alum Tank $42,200 LS 1 $0 $0 $0 $0 $0
Alum Feed System $57,000 LS 1 $0 $0 $0 $0 $0
Alum Recirculation Pump $20,500 LS 1 $0 $0 $0 $0 $0
Piping,Conc.Containment Area,Ladder,Grating Etc. $43,900 LS 1 $0 $0 $0 $0 $0
Instrumentation&Controls: $197,400 LS I $0 $0 $0 $0 $164,386
Electrical Systems: $0 $0 $0 $0 $0
Project Startup $103,300 LS 1 $0 $0 $0 $0 $0
Blower Building $77,100 LS 1 $0 $0 $0 $0 $0
Sludge Pump Building $66,600 LS 1 $0 $0 $0 $0 $0
Sludge Dewatering Building $69,300 LS 1 $0 $0 $0 $0 $0
Effluent Filter Building $59,900 IS 1 $0 $0 $0 $0 $0
Headworks $67,100 IS 1 $0 $0 $0 SO $0
SBR,Post EQ $104,200 IS 1 $0 $0 $0 $0 $0
Site Conduit,Lighting Switchgear,Etc $817,900 LS 1 $0 $0 $0 $0 $0
Gererator&ATS $668,600 LS 1 $0 $0 $0 $0 $0
Allowance Items: $0 $0 $0 $0 $0
Testing&Special Inspections $300,000 LS 1 $0 $0 $0 $0 $0
Rock Excavation,Unsuitable Soil,Off-Site Disposal $997,600 IS 1 $0 $0 $0 $0 $0
Total Present Value of Replacement Costs(Years 6 to 10): $0 $0 $0 $0 $167,384
Appendix F
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

Table F.1.5. Replacement Costs(Years 11 to 15)
KILLIAN CREEK WWTP EXPANSION
LINCOLN COUNTY
DUPLICATION OF EXISTING SBR-AEROBIC DIGESTION SYSTEM
Current Inflation Rate based on Construction Cost Index: 2.97% EPA Discount Rate:4.875%
Present Value of Replacement Costs in Year:
Component Unit Cost Unit Quantity 11 12 13 14 15
General Conditions-Bonds,Permits,Jobsite Costs&Mobil. $725,700 LS 1 $0 $0 $0 $0 $0
Sitework-Erosion Cont.,Grading,Paving Fencing,etc. $771,400 LS 1 $0 $0 $0 $0 $0
Yard Piping $348,800 LS 1 $0 $0 $0 $0 $0
Headworks: $0 $0 $0 $0 $0
Ultrasonic Flow Meter $3,600 IS I $0 $0 $0 $0 $0
Influent Screening.Vortex Grit&Grit Classifer Equip. $403,200 IS 1 $0 $0 $0 $0 $0
Excavation,Structures,Piping.Painting,Grating.Etc. $412,200 IS 1 $0 $0 $0 $0 $0
Influent Flow Splitter: $0 $0 $0 $0 $0
Structure,Sluice Gates,Grating etc. $98,500 IS 1 $0 $0 $0 $0 $0
SBR,Digesters&RDT System $0 $0 SO $0 $0
SBR/Digester-Blowers,Diffusers,Mixers,Decanters,Etc. $2,772,600 LS 1 $0 $0 $0 $0 $0
Post EQ Submersible Pumps $94,600 IS 1 $0 $0 $0 $0 $0
Post EQ Submersible Mixers $141,000 LS 1 $0 $0 $0 $0 $0
Rotary Drum Thickener $563,100 LS 1 $0 SO $0 $0 $0
Rotary Drum Thickener Pump Station $154,600 IS 1 $0 $0 $0 $0 $0
Rotary Drum Thickener Building&Piping $76,500 IS 1 $0 $0 $0 $0 $0
SBR&Digster Structure,Piping Complete $5,782,500 IS 1 $0 $0 $0 $0 $0
Blower Building&Air Piping(Blowers w/SBR Equip) $330,100 IS 1 $0 $0 $0 $0 $0
Sludge Pump Building: $0 $0 $0 $0 $0
Rotary Lobe Sludge Pumps to Dewatering System $101,500 LS I $0 $0 $0 $0 $0
In-line Sludge Grinder $26,700 IS 1 $0 $0 $0 $0 $0
Building.HVAC,Piping,Etc.Complete $232,100 IS 1 $0 $0 $0 $0 $0
Sludge Dewatering Building: $0 $0 $0 $0 $0
Rotary Sludge Press System Incl Conveyor $692,200 LS 1 $0 $0 $0 $0 $0
RSP Polymer System $34,900 IS 1 $0 $0 $0 $0 $0
Building HVAC,Piping.Etc.Complete $1,159,400 IS 1 $0 $0 $0 $0 $0
New Effluent Building: $0 $0 $0 $0 $0
New Effluent Filters $1,429,100 LS 1 $0 $0 $0 $0 $0
Relocate Existing 3 Filters $200,000 IS 1 $0 $0 $0 $0 $0
Building,HVAC,Piping,Etc.Complete $697,800 IS 1 $0 $0 $0 $0 $0
Existing Effluent Building Converted into UV Building: $0 $0 $0 $0 $0
New UV System $695,600 LS 1 $0 $0 $0 $0 $0
Building Modifications to install new UV Channel(s) $320,300 IS 1 $0 $0 $0 $0 $0
Alum Feed System: $0 $0 $0 $0 $0
Alum Tank $42,200 IS 1 $0 $0 $0 $0 $0
Alum Feed System $57,000 IS 1 $0 $0 $0 $0 $0
Alum Recirculation Pump $20,500 IS 1 $0 $0 $0 $0 $0
Piping Conc.Containment Area,Ladder,Grating.Etc. $43,900 IS 1 $0 $0 $0 $0 $0
Instrumentation&Controls: $197,400 IS 1 $0 $0 $0 $0 $0
Electrical Systems: $0 $0 $0 $0 $0
Project Startup $103,300 IS 1 $0 $0 $0 $0 $0
Blower Building $77,100 IS 1 $0 $0 $0 $0 $0
Sludge Pump Building $66,600 IS 1 $0 $0 $0 $0 $0
Sludge Dewatering Building $69,300 LS 1 $0 $0 $0 $0 $0
Effluent Filter Building $59,900 IS 1 $0 $0 $0 $0 $0
Headworks $67,100 LS 1 $0 $0 $0 $0 $0
SBR,Post EQ $104,200 LS 1 $0 $0 $0 $0 $0
Site Conduit,Lighting,Switchgear,Etc $817,900 LS 1 $0 $0 $0 $0 $0
Gererator&ATS $668,600 IS 1 $0 $0 $0 $0 $0
Allowance Items: $0 $0 $0 $0 $0
Testing&Special Inspections $300,000 LS 1 $0 $0 $0 $0 $0
Rock Excavation,Unsuitable Soil,Off-Site Disposal $997,600 IS 1 $0 $0 $0 $0 $0
Total Present Value of Replacement Costs(Years 11 to 15): $0 SO $0 SO SO
Appendix F
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

Table F.1.6. Replacement Costs(Years 16 to 20)
KILLIAN CREEK W W1P EXPANSION
LINCOLN COUNTY
DUPLICATION OF EXISTING SBR-AEROBIC DIGESTION SYSTEM
Current Inflation Rate based on Construction Cost Index:2.97% EPA Discount Rate:4.875%
Present Value of Replacement Costs in Year.
Component Unit Cost Unit Quantity 16 17 18 19 20
General Conditions-Bonds,Permits,Jobsite Costs&Mobil. $725,700 IS 1 $0 $0 $0 $0 $0
Sitework-Erosion Cont,Grading,Paving Fencing,etc. $771,400 LS 1 $0 $0 $0 $0 $0
Yard Piping- $348,800 LS 1 $0 $0 $0 $0 $0
Headworks: $0 $0 $0 $0 $0
Ultrasonic Flow Meter $3,600 IS 1 $0 $0 SO $0 $2,497
Influent Screening,Vortex Grit&Grit Classifer Equip. $403,200 IS 1 $0 $0 $0 $0 $279,612
Excavation,Structures,Piping,Painting,Grating,Etc. $412,200 LS 1 $0 $0 $0 $0 $0
Influent Flow Splitter $0 $0 $0 $0 $0
Structure,Sluice Gates,Grating,etc. $98,500 IS 1 $0 $0 $0 $0 $0
SBR,Digesters&RDT System: $0 $0 $0 $0 $0
SBR/Digester-Blowers,Diffusers,Mixers,Decanters,Etc. $2,772,600 LS 1 $0 $0 $0 $0 $1,922,746
Post EQ Submersible Pumps $94,600 LS 1 $0 $0 $0 $0 $65,603
Post EQ Submersible Mixers $141,000 LS 1 $0 $0 $0 $0 $97,781
Rotary Drum Thickener $563,100 LS I $0 $0 $0 $0 $390,499
Rotary Drum Thickener Pump Station $154,600 LS 1 $0 $0 $0 $0 $107,212
Rotary Drum Thickener Building&Piping $76,500 IS 1 $0 $0 $0 $0 $0
SBR&Digster Structure,Piping Complete $5,782,500 LS 1 $0 $0 $0 $0 $0
Blower Building&Air Piping(Blowers w/SBR Equip): $330,100 IS 1 $0 $0 $0 $0 $228,918
Sludge Pump Building: $0 $0 $0 $0 $0
Rotary Lobe Sludge Pumps to Dewatering System $101,500 IS 1 $0 $0 $0 $0 $70,388
In-Line Sludge Grinder $26,700 LS 1 $0 $0 $0 $0 $18,516
Building,HVAC,Piping,Etc.Complete $232,100 LS 1 $0 $0 $0 $0 $0
Sludge Dewatering Building: $0 $0 $0 $0 $0
Rotary Sludge Press System Incl Conveyor $692,200 LS 1 $0 $0 $0 $0 $480,028
RSP Polymer System $34,900 IS 1 $0 $0 $0 $0 $24,202
Building,HVAC,Piping,Etc.Complete $1,159,400 LS 1 $0 $0 $0 $0 $0
New Effluent Building $0 $0 $0 $0 $0
New Effluent Filters $1,429,100 IS 1 $0 $0 $0 $0 $991,054
Relocate Existing 3 Filters $200,000 LS 1 $0 $0 $0 $0 $0
Building,HVAC,Piping,Etc.Complete $697,800 IS 1 $0 $0 $0 $0 $0
Existing Effluent Building Converted into UV Building $0 1 $0 $0 $0 $0 $0
New UV System $695,600 IS 1 $0 $0 $0 $0 $482,386
Building Modifications to install new UV Channel(s) $320,300 IS 1 $0 $0 SO $0 $0
Alum Feed System: $0 $0 $0 $0 $0
Alum Tank $42,200 LS 1 $0 $0 $0 $0 $0
Alum Feed System $57,000 LS 1 $0 $0 $0 $0 $39,528
Alum Recirculation Pump $20,500 LS 1 $0 $0 $0 $0 $14,216
Piping,Conc.Containment Area,Ladder,Grating,Etc. $43,900 LS I $0 $0 $0 $0 $0
Instrumentation&Controls $197,400 LS 1 $0 $0 $0 $0 $136,893
Electrical Systems: $0 $0 $0 $0 $0
Project Startup $103,300 LS 1 $0 $0 $0 $0 $0
Blower Building $77,100 IS 1 $0 $0 $0 $0 $0
Sludge Pump Building $66,600 IS 1 $0 $0 $0 $0 $0
Sludge Dewatering Building $69,300 LS 1 $0 $0 $0 $0 $0
Effluent Filter Building $59,900 IS 1 $0 $0 $0 $0 $0
Headworks: $67,100 LS 1 $0 $0 $0 $0 $0
SBR,Post EQ $104,200 LS 1 $0 $0 $0 $0 $0
Site Conduit,Lighting,Switchgear,Etc $817,900 LS 1 $0 $0 $0 $0 $0
Gererator&ATS $668,600 LS 1 SO $0 $0 $0 $463,662
Allowance Items: $0 $0 $0 $0 $0
Testing $50,000 LS 1 $0 $0 $0 $0 $0
Rock Excavation,Unsuitable Soil,Off-Site Disposal $9976600 LS 1 $0 $0 $0 $0 $0
Total Present Value of Replacement Costs(Years 16 to 20): $0 SO SO $0 $5,815,742
Total Present Value of Replacement Costs(Life of Project): $5,983,125
Appendix F
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

Table F.1.7.Present Value of Operations and Maintenance Costs(Years 1-10) ...
KILLIAN CREEK WWTP EXPANSION
LINCOLN COUNTY
DUPLICATION OF EXISTING SBR-AEROBIC DIGESTION SYSTEM
Complete the cells shown in gray below.
a Inflation Rate Based on Municipal Cost Index 0.09% EPA Discoamt Rate: 4.675%
'.. Present Value of O&M Costs for Year:
Component Unit Cost Unit Quantity 1 2 3 4 5 6 7 8 9 10
Labor-5 People @ 2080 hr/yr&$40/Hr Ave r $83,200 Ea 5 5397,006 $378,879 $361,580 $345,070 $329,315 $314,278 $299,929 $286,234 $273,165 $260,693
Chemicals(6.6x$46,000@-1 mgd) r $303,600 Ea I $289,738 $276,509, $263,884 $251,835 $240,336 $229,363 $218,890 $208,896 $199,358 $190,256
Supplies&Services $57,000 Ea 1 $54,397 $51,914 $49,543 $47,281 $45,122 $43,062 S41,096 $39,220 $37,429 $35,720
Permitting/Regulatory/Training $25,000 Ea 1 $23,859 $22,769 $21,730 $20,737 $19,791 $18,887 $18,025 $17,202 $16,416 $15,667
Sludge&Grit Disposal(6.6x$23,000 @ 1 r
$151,800 Ea I $144,869 $138,254, $131,942 $125,917 $120,168 $114,681 $109,445 $104,448 $99,679 $95,128
Headworks(5.5 Hp x 2 @ 6 hr/day&70% r
Ed) $1,006 Ea 1 $960 $916 $874 $834 $796 $760 $725 $692 $661 $630
SBR Mixers(75 Hp 70%x 3.85 hr/cycle x4 r $70,419 Ea 1 $67,203 $64,135_ $61,207 $58,412 $55,745 $53,200 $50,771 $48,452 $46,240 $44,129
SBR Blowers(300 Hp/SBRx 2.71r/cycle& r $197,538 Ea 1 $188,518 $179,911 $171,696 $163,857 $156,375 $149,235 $142,421 $135,918 $129,713 $123,790
Post EQ Mixers(4 x 7.5 Hp x 2 @18 hr/day&' $16,461 Ea 1 $15,710 $14,993 $14,308 $13,655 $13,031 $12,436 $11,868 $11,327 $10,809 $10,316
Post EQ Pumps(4x 7.5 Hp 70%x 19 r
hr/day) $8,688 Ea 1 $8,291 $7,913 $7,551 $7,207 $6,878 $6,564 $6,264 $5,978 $5,705 $5,444
Digester Mixers(160 Hp x 24 hr/day&70%) r $58,530 Ea 1 $55,857 $53,307 $50,873 $48,550 $46,333 $44,218 $42,199 $40,272 $38,433 $36,679
Digester Blowers(350 Hpx 181x/day&70%)
$96,025 Ea 1 $91,641 $87,457 $83,463 $79,653 $76,016 $72,545 $69,233 $66,071 $63,055 $60,176
Digester Transfer Pumps(5 Hp x 4 x-4 hr/day r
&70%) $1,524 Ea I $1,455 $1,388 $1,325 $1,264 $1,207 $1,152 $1,099 $1,049 $1,001 $955
Effluent Filters(54 KVA x 24 Hr/Day) r $37,843 Ea - $0 $0 $0 SO $0 $0 $0 $0 $0 $0
EfFilter Drives,UVRec&Plt Drain PS(-45 r $4,115 Ea 1 $3,927 $3,748 $3,577 $3,414 $3,258 $3,109 $2,967 $2,832 $2,702 $2,579
SludgePS&Dewater(-67 Hpx 2 8 Hr/dayr
@ $11,639 Ea _ 1 $11,108 $10,601 $10,117 $9,655 $9,214 $8,793 $8,392 $8,008 $7,643 $7,294
RDT Equip(-19 Hp x 2 @ 2080 Hr/yr) r $3,301 Ea I $3,150 $3,006 $2,869 $2,738, $2,613 $2,494 $2,380 $2,271 $2,167 $2,068
Alum Addition for removal -15 Gal/MG '
@ $0.84 Gal 36,135 $28,967 $27,645 $26,383 $25,178 $24,028 $22,931 $21,884 $20,885 $19,931 $19,021
Total Present Value of Yearly O&M Expenses(Years 1-10): $1,386,657 $1,323,343$1,262,921$1,205,257_S1,150,226$1,097,708$1,047,587 $999,756 $954,108 $910,544
Table F.1.8.Present Value of Operations and Maintenance Costs(Years 11-20)
KILLIAN CREEK WWTP EXPANSION
LINCOLN COUNTY
DUPLICATION OF EXISTING SBR-AEROBIC DIGESTION SYSTEM
Current Inflation Rate Based on Maticipal Cost Index:'.0.09% EPA Discount Rate:'. 4.875%
Present Value of O&M Costs for Year.
Component Unit Cost Unit Quantity II 12 13 14 15 16 17 18 19 20
Labor-5 People @ 2080 hr/yr&$40/Hr Ave r $83,200 Ea $0 $0 $0 $0 $0 $0 $0 $0 $0 SO
rChenicals(6.6x$46,000@-1 ngd) r $303,600 Ea r 1 $181,569 $173,278 $165,367 $157,816 $150,610$143,734 $137,171 $130,908 $124,931 $119,226
'Supplies&Services r $57,000 Ea r 1 $34,089 $32,533 $31,047 $29,630 $28,277 $26,986 $25,753 $24,578 $23,455 $22,384
'Pernitting/Regulatory/Training r $25,000 La r 1 $14,951 $14,269 $13,617 $12,995 $12,402 $11,836 $11,295 $10,780 $10,287 $9,818
'Sludge&Grit Disposal(6.6 x$23,000 @ I ngd) r $151,800 Ea r 1 590,784 $86,639 $82,683 $78,908 $75,305 $71,867 $68,585 $65,454 $62,465 $59,613
✓ r 1
L-Ieadwods(5.5 Hp x 2 @ 6 br/day&70%Eft) r $1,006 Ea r 1 $602 $574 $548 $523 $499 $476 $455 $434 $414 $395
PSBR Mixers(75 Hp 70%x3.85 hr/cycle x 4 cy x 4 C
r r
SBR) $70,419 Ea 1 $42,114 $40,191 $38,356 $36,605 $34,933 $33,338 $31,816 $30,363 $28,977 $27,654
'SBR Blowers(300 Hp/SBR x 2.7 Ir/cycle&70%x 4 ' r r
cy/d) $197,538 Ea I $118,138 $112,744 $107,596 $102,683 $97,995 $93,521 $89,250 $85,175 $81,286 $77,575
'Post EQ Mixers(4 x 7.5 Hp x 2 @ 18 hr/day&70%) r $16,461 Lar I $9,845 $9,395 $8,966 $8,557 $8,166 $7,793 $7,438 $7,098 $6,774 $6,465
'Post EQ Pumps(4 x 7.5 Hp 70%x 19 hr/day) ' $8,688"Ea r I $5,196 $4,959 $4,732 $4,516 $4,310 $4,113 $3,925 $3,746 $3,575 $3,412
bigester Mixers(160 Hp x 24 hr/day&70%) r $58,530 La C 1 $35,004 533,406 $31,880 $30,425 $29,036 $27,710 $26,445 $25,237 $24,085 $22,985
bigester Blowers(350 Hp x 18 hr/day&70%) ' $96,025 La ' I $57,428 $54,806 $52,304 $49,915 $47,636 $45,461 $43,386 $41,405 $39,514 $37,710
✓ r r r
Digester Transfer Pumps(5 Hp x 4 x-4 hr/day&70%)r $1,524 Ea 1 $912 $870 $830 $792 $756 $722 $689 $657 1627 $599
Effluent Filters(54 KVA x 24 Hr/Day) $37,843 Ea I $22,632 $21,599 $20,613 $19,672 $18,773 $17,916 $17,098 $16,317 $15,572 $14,861
Eff Filter Drives,UV Rec&Plt Drain PS(-45 Hp, r r
6hr/d) $4,115 Ea I $2,461 $2,349 $2,242 $2,139 $2,042 $1,948 $1,859 $1,774 $1,693 $1,616
'Sludge PS&Dewater(-67 Hp 2 @ 8 Hr/day&260 r r r
d/yr) $11,639 Ea 1 $6,961 $6,643 $6,340 $6,050 $5,774 $5,510 $5,259 $5,019 $4,789 $4,571
rRDT Equip(-19 Hpx2 @2080 Hr/yr) C
$3,301 Ea r I $1,974 $1,884 $1,798 $1,716 $1,637 $1,563 $1,491 $1,423 $1,358 $1,296
'Alum Addition for P removal @-15 Gal/MG& r ' r
$0.84/gal $I Gal 36,135 $18,153 $17,324 $16,533 $15,778 $15,058 $14,370 $13,714 $13,088 512,490 $11,920
r r
✓ r r r
✓ r r r
✓ r r r
Total Present Value of Yearly O&M Expenses(Years 11-20): $642,812 $613,462 $585,452 $558,720 $533,210 $508,864 $485,630 $463,456 $442,295 $422,101
Total Present Value of Annual O&M Costs(Life of Project): $16,594,108
Appendix F
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

Table F.2.1. Capital Costs
KILLIAN CREEK WWTP EXPANSION
LINCOLN COUNTY
Complete the areas shown in gray below. Where shown,use fulldown menus to select options. The spreadsheet will calculate the capital costs.
Alternative: INDEPENDENT MEMBRANE BIO-REACTOR SYSTEM
Project Administration($):' $2,244,000
Component Unit Costs Unit Quantity Total Cost
General Conditions-Bonds,Permits,Jobsite Costs&Mobil. $725,700 LS 1 $725,700
Sitework-Erosion Cont.,Grading,Paving Fencing,etc. $672,500 LS 1 $672,500
Yard Piping- $197,200 LS 1 $197,200
Headworks: _
Ultrasonic Flow Meter $3,600 LS 1 $3,600
Influent Screening,Vortex Grit&Grit Classifer Equip. $403,200 LS 1 $403,200
Excavation,Structures,Piping,Painting,Grating,Etc. $412,300 LS 1 $412,300
Influent Fine(2 mm)Screens&Conc.Pad $449,900 1 $449,900
Influent Flow Splitter
Structure,Inf.Gates,Grating,Etc $98,500 LS 1 $98,500
MBR(Separate Structure with Kubota MBR
MBR-Membranes,Blowers,Diffusers,Pumps,Etc. $10,250,000 LS 1 $10,250,000
MBR Building for Pumps,Blowers,etc $600,000 LS 1 $600,000
MBR Structure,Piping Complete $4,750,000 LS 1 $4,750,000
MBR Traveling Bridge Crane&Hoist @-115'over MBR $60,700 LS 1 $60,700
Alum Feed System $57,000 LS 1 $57,000
Alum Recirculation Pump $20,500 LS 1 $20,500
Alum Tank,Piping,Containment Area,Ladder,Grating,Etc.P $86,100 LS 1 $86,100
Rotary Drum Thickener $491,700 LS 1 $491,700
Rotary Drum Thickener Pump Station $154,600 LS 1 $154,600
Rotary Drum Thickener Building&Piping $76,500 1 $76,500
Blower Building&Air Piping(Blowers w/SBR Equip): $412,600 LS 1 $412,600
Sludge Pump Building Expansion: $0
Rotary Lobe Sludge Pumps to Dewatering(2 new) $83,400 LS 1 $83,400
Misc.Piping,Pump Relocation,etc. $109,700 IS 1 $109,700
Sludge Dewatering Building: $0
Rotary Sludge Press System Incl Conveyor $566,300 IS 1 $566,300
RSP Polymer System $34,900 IS 1 $34,900
Building,HVAC,Piping,Etc.Complete $593,100 LS 1 $593,100
Existing Effluent Building Converted into IN Building
New UV System $695,600 LS 1 $695,600
Building Modifications to install new UV Channel(s) $320,300 LS 1 $320,300
Convert SBR#2 to Digester Divider Wall(Budget) $186,500 LS 1 $186,500
New Aerobic Digester Equipment $360,000 LS $0 •
Convert SBR#1 into Equalization Basin (Budget) $100,000 LS 1 $100,000
EQ Return Pumps $60,000 LS 1 $60,000
Instrumentation&Controls: $197,400 IS 1 $197,400
Electrical Systems: $0
Project Startup $103,300 IS 1 $103,300
Blower Building $77,100 IS 1 $77,100
Sludge Pump Building $17,700 LS 1 $17,700
Sludge Dewatering Building $69,300 LS 1 $69,300
Effluent Filter Building Add New UV&Remove Filters $18,100 IS 1 $18,100
Headworks: $67,100 IS 1 $67,100
MBR&Related Blower,Pump Building(Assume=SBR) $104,200 LS 1 $104,200
Site Conduit,Lighting,Switchgear,Etc $817,900 IS 1 $817,900
Gererator&ATS $668,600 IS 1 $668,600
Allowance Items: $0
Testing $300,000 LS 1 $300,000
Rock Excavation,Unsuitable Soil,Off-Site Disposal $500,000 IS 1 $500,000
$0
$0
$0
'Unit costs are in today's dollars,not future dollars. Total Construction Cost: $25,613,100
Construction Contingency Cost: $2,561,310
Project Administration Cost: $2,244,000
Total Capital Cost: $30,418,410
Appendix F
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL
L

Table F.2.2. Project Cost Life Cycle Assumptions
KILLIAN CREEKVVWTP EXPANSION
LINCOLN COUNTY
INDEPENDENT MEMBRANE BIO-REACTOR SYSTEM
Complete the areas shown in gray.
Expected Life Replacement
Component Cycle Expected?jt Rationale for Expected Life Cycle
General Conditions-Bonds,Permits,Jobsite Costs&Mobil.
Sitework-Erosion Cont.,Grading,Paving Fencing,etc.
Yard Piping-
Headworks:
Ultrasonic Flow Meter 10 2029
Influent Screening,Vortex Grit&Grit Classifer Equip. 20 2039
Excavation,Structures,Piping,Painting,Grating,Etc.
Influent Fine(2 mm)Screens&Conc.Pad 20 2039
Influent Flow Splitter
Structure,Inf.Gates,Grating,Etc
MBR(Separate Structure with Kubota MBR
MBR-Membranes,Blowers,Diffusers,Pumps,Etc. 20 2039
MBR Building for pumps Blowers,etc 20 2039
MBR Structure,Piping Complete
MBR Traveling Bridge Crane&Hoist @—115'over MBR 20 2039
Alum Feed System 20 2039
Alum Recirculation Pump 20 2039
Alum Tank,Piping,Containment Area,Ladder,Grating,Etc. 20 2039
Rotary Drum Thickener 20 2039
Rotary Drum Thickener Pump Station 20 2039
Rotary Drum Thickener Building&Piping
Blower Building&Air Piping(Blowers w/SBR Equip):
Sludge Pump Building Expansion:
Rotary Lobe Sludge Pumps to Dewatering(2 new) 20 2039
Misc.Piping,Pump Relocation,etc.
Sludge Dewatering Building:
Rotary Sludge Press System Incl Conveyor 20 2039
RSP Polymer System
Building,HVAC,Piping,Etc.Complete
Existing Effluent Building Converted into UV Building
New UV System 20 2039
Building Modifications to install new UV Channel(s)
Convert SBR#2 to Digester Divider Wall(Budget)
New Aerobic Digester Equipment 20 2029
Convert SBR#1 into Equalization Basin (Budget) 20 2039
EQ Return Pumps 20 2039
Instrumentation&Controls: 10 2029
Electrical Systems:
Project Startup
Blower Building
Sludge Pump Building
Sludge Dewatering Building
Effluent Filter Building Add New UV&Remove Filters
Headworks:
MBR&Related Blower,Pump Building(Assume=SBR)
Site Conduit,Lighting,Switchgear,Etc 20 2039
Gererator&ATS
Allowance Iters:
Testing
Rock Excavation,Unsuitable Soil,Off-Site Disposal
0
0
0
*Period for replacement would be Years 1 through 20 only.
Appendix F
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

Table F.2.3. Replacement Costs(Years 1 to 5)
KILLIAN CREEK WWTP EXPANSION
LINCOLN COUNTY
INDEPENDENT MEMBRANE BIO-REACTOR SYSTEM
Current Inflation Rate based on Construction Cost Index 2.97% EPA Discount Rate:4.875%
Present Value of Replacement Costs in Year.
Component Unit Cost Unit Quantity 1 2 3 4 5
General Conditions-Bonds,Permits,Jobsite Costs&Mobil. $725,700 LS 1 $0 $0 $0 $0 $0
Sitework-Erosion Cont.,Grading,Paving Fencing,etc. $672,500 LS 1 $0 $0 $0 $0 $0
Yard Piping- $197,200 LS 1 $0 $0 $0 $0 $0
Headworks: $0 $0 $0 $0 $0
Ultrasonic Flow Meter $3,600 LS 1 $0 $0 $0 $0 $0
Influent Screening,Vortex Grit&Grit Classifer Equip. $403,200 LS 1 $0 $0 $0 $0 $0
Excavation,Structures,Piping,Painting Grating,Etc. $412,300 LS 1 $0 $0 $0 $0 $0
Influent Fine(2 mm)Screens&Conc.Pad $449,900 1 $0 $0 $0 $0 $0
Influent Flow Splitter $0 $0 $0 $0 $0
Structure,Inf.Gates,Grating,Etc $98,500 LS 1 $0 $0 $0 $0 $0
MBR(Separate Structure with Kubota MBR $0 $0 $0 $0 $0
MBR-Membranes,Blowers,Diffusers,Pumps,Etc. $10,250,000 LS 1 $0 $0 $0 $0 $0
MBR Building for Pumps,Blowers,etc $600,000 LS 1 $0 SO $0 $0 $0
MBR Structure,Piping Complete $4,750,000 LS 1 $0 $0 $0 $0 $0
MBR Traveling Bridge Crane&Hoist @-115'over MBR $60,700 IS 1 $0 $0 $0 $0 $0
Alum Feed System $57,000 IS 1 $0 $0 $0 $0 $0
Alum Recirculation Pump $20,500 LS 1 $0 $0 $0 $0 $0
Alum Tank,Piping,Containment Area,Ladder,Grating,Etc. $86,100 LS 1 $0 $0 $0 $0 $0
Rotary Drum Thickener $491,700 LS 1 $0 $0 $0 $0 $0
Rotary Drum Thickener Pump Station $154,600 LS 1 $0 $0 $0 $0 $0
Rotary Drum Thickener Building&Piping $76,500 1 $0 $0 $0 $0 $0
Blower Building&Air Piping(Blowers w/SBR Equip): $412,600 LS 1 $0 $0 $0 $0 $0
Sludge Pump Building Expansion: $0 $0 $0 $0 $0
Rotary Lobe Sludge Pumps to Dewatering(2 new) $83,400 LS I $0 $0 $0 $0 $0
Misc.Piping,Pump Relocation,etc. $109,700 LS 1 $0 $0 SO $0 $0
Sludge Dewatering Building: $0 $0 $0 SO $0
Rotary Sludge Press System Incl Conveyor $566,300 LS 1 $0 $0 $0 $0 $0
RSP Polymer System $34,900 LS 1 $0 $0 $0 $0 $0
Building,HVAC,Piping,Etc.Complete $593,100 LS 1 $0 $0 $0 $0 $0
Existing Effluent Building Converted into UV Building $0 $0 $0 $0 $0
New UV System $695,600 LS 1 $0 $0 $0 $0 $0
Building Modifications to install new UV Channel(s) $320,300 LS 1 $0 $0 $0 $0 $0
Convert SBR#2 to Digester Divider Wall(Budget) $186,500 LS 1 $0 $0 $0 $0 $0
New Aerobic Digester Equipment $360,000 LS $0 $0 $0 $0 $0
Convert SBR#1 into Equalization Basin(Budget) $100,000 LS 1 $0 $0 $0 $0 $0
EQ Return Pumps $60,000 IS 1 $0 $0 $0 $0 $0
Instrumentation&Controls: $197,400 LS 1 $0 $0 $0 $0 $0
Electrical Systems: $0 $0 $0 $0 $0
Project Startup $103,300 LS 1 $0 $0 $0 $0 $0
Blower Building $77,100 LS 1 $0 $0 $0 $0 $0
Sludge Pump Building $17,700 LS 1 $0 $0 $0 $0 $0
Sludge Dewatering Building $69,300 LS 1 $0 $0 $0 $0 $0
Effluent Filter Building Add New UV&Remove Filters $18,100 LS 1 $0 $0 $0 $0 $0
Headworks: $67,100 IS 1 $0 $0 $0 $0 $0
MBR&Related Blower,Pump Building(Assume=SBR) $104,200 LS 1 $0 $0 $0 $0 $0,
Site Conduit,Lighting Switchgear,Etc $817,900 LS 1 $0 $0 $0 $0 $0
Gererator&ATS $668,600 LS 1 $0 $0 $0 $0 $0
Allowance Items: $0 $0 $0 $0 $0
Testing $300,000 LS 1 $0 $0 $0 $0 $0
Rock Excavation,Unsuitable Soil,Off-Site Disposal $500,000 LS 1 $0 $0 $0 $0 $0
Total Present Value of Replacement Costs(Years 1 to 5): $0 $0 $0 $0 $0
I Appendix F
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

I
Table F.2.4. Replacement Costs(Years 6 to 10) _ _ .. .._...
KILLIAN CREEK WWTP EXPANSION
LINCOLN COUNTY
INDEPENDENT MEMBRANE BIO-REACTOR SYSTEM
Current Inflation Rate based on Construction Cost Index'',2.97% EPA Discount Rate:4.875%
Present Value of Replacement Costs in Year:
Component Unit Cost Unit Quantity 6 7 8 9 10
General Conditions-Bonds,Permits,Jobsite Costs&Mobil. $725,700 LS 1 $0 $0 $0 $0 $0
Sitework-Erosion Cont.,Grading,Paving Fencing,etc. $672,500 LS 1 $0 $0 $0 $0 $0
Yard Piping- $197,200 LS 1 $0 $0 $0 $0 $0
Headworks: $0 $0 $0 $0 $0
Ultrasonic Flow Meter $3,600 IS 1 $0 $0 $0 $0 $2,998
Influent Screening,Vortex Grit&Grit Classifer Equip. $403,200 LS 1 $0 $0 $0 $0 $0
Excavation,Structures,Piping,Painting,Grating,Etc. $412,300 IS 1 $0 $0 $0 $0 $0
Influent Fine(2 mm)Screens&Conc.Pad $449,900 1 $0 $0 $0 $0 $0
Influent Flow Splitter $0 $0 $0 $0 $0
Structure,Inf.Gates,Grating,Etc $98,500 IS 1 $0 $0 $0 $0 $0
MBR(Separate Structure with Kubota MBR $0 $0 $0 $0 $0
MBR-Membranes,Blowers,Diffusers,Pumps,Etc. $10,250,000 LS 1 $0 $0 $0 $0 $0
MBR Building for Pumps,Blowers,etc $600,000 LS 1 $0 $0 $0 $0 $0
MBR Structure,Piping Complete $4,750,000 1S 1 $0 $0 $0 $0 $0
MBR Traveling Bridge Crane&Hoist @-115'over MBR $60,700 LS I $0 $0 $0 $0 $0
Alum Feed System $57,000 IS 1 $0 $0 $0 $0 $0
Alum Recirculation Pump $20,500 IS 1 $0 $0 $0 $0 $0
Alum Tank,Piping,Containment Area,Ladder,Grating,Etc. $86,100 I.S 1 $0 $0 $0 $0 $0
Rotary DrumTbickener $491,700 LS 1 $0 $0 $0 $0 $0
Rotary Drum Thickener Pump Station $154,600 IS 1 $0 $0 $0 $0 $0
Rotary Drum Thickener Building&Piping $76,500 1 $0 $0 $0 $0 $0
Blower Building&Air Piping(Blowers w/SBR Equip): $412,600 15 1 $0 $0 $0 $0 $0
Sludge Pump Building Expansion: $0 $0 $0 $0 $0
Rotary Lobe Sludge Pumps to Dewatering(2 new) $83,400 IS 1 $0 $0 $0 $0 $0
Misc.Piping,Pump Relocation,etc. $109,700 IS 1 $0 $0 $0 $0 $0
Sludge Dewatering Building: $0 $0 $0 $0 $0
Rotary Sludge Press System Incl Conveyor $566,300 LS 1 $0 $0 $0 $0 $0
RSP Polymer System $34,900 IS 1 $0 $0 $0 $0 $0
Building,HVAC,Piping,Etc.Complete $593,100 IS 1 $0 $0 $0 $0 $0
Existing Effluent Building Converted into UV Building $0 $0 $0 $0 $0
New UV System $695,600 LS 1 $0 $0 $0 $0 $0
Building Modifications to install new UV Channel(s) $320,300 LS 1 $0 $0 $0 $0 $0
Convert SBR#2 to Digester Divider Wall(Budget) $186,500 IS 1 $0 $0 $0 $0 $0
New Aerobic Digester Equipment $360,000 LS $0 $0 $0 $0 $0
Convert SBR#1 into Equalization Basin(Budget) $100,000 LS 1 $0 $0 $0 $0 $0
EQ Return Pumps $60,000 LS 1 $0 $0 $0 $0 $0
Instrumentation&Controls: $197,400 LS 1 $0 $0 $0 $0 $164,386
Electrical Systems: $0 $0 $0 $0 $0
Project Startup $103,300 LS I $0 $0 $0 $0 $0
Blower Building $77,100 IS 1 $0 $0 $0 $0 $0
Sludge Pump Building $17,700 IS 1 $0 $0 $0 $0 $0
Sludge Dewatering Building $69,300 IS 1 $0 $0 $0 $0 $0
Effluent Filter Building Add New UV&Remove Filters $18,100 IS 1 $0 $0 $0 $0 $0
Headworks: $67,100 IS 1 $0 $0 $0 $0 $0
MBR&Related Blower,Pump Building(Assume=SBR) $104,200 LS 1 $0 $0 $0 $0 $0
Site Conduit,Lighting,Switchgear,Etc $817,900 LS 1 $0 $0 $0 $0 $0
Gererator&ATS $668,600 IS 1 $0 $0 $0 $0 $0
Allowance Items: $0 $0 $0 $0 $0
Testing $300,000 LS 1 $0 $0 $0 $0 $0
Rock Excavation,Unsuitable Soil,Off-Site Disposal $500,000 IS 1 $0 $0 $0 $0 $0
Total Present Value of Replacement Costs(Years 6 to 10): $0 $0 $0 $0 $167,384
Appendix F
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

1
Table F.2.5. Replacement Costs(Years 11 to 15)
KILLIAN CREEK W WTP EXPANSION
LINCOLN COUNTY
INDEPENDENT MEMBRANE BIO-REACTOR SYSTEM
Current Inflation Rate based on Construction Cost Index:2.97% EPA Discount Rate:4.875%
Present Value of Replacement Costs in Year.
Component Unit Cost Unit Quantity 11 12 13 14 15
General Conditions-Bonds,Permits,Jobsite Costs&Mobil. $725,700 LS 1 $0 $0 $0 $0 $0
Sitework-Erosion Cont.,Grading,Paving Fencing,etc. $672,500 LS 1 $0 $0 $0 $0 $0
Yard Piping- $197,200 LS I $0 $0 $0 $0 $0
Headworks: $0 $0 $0 $0 $0
Ultrasonic Flow Meter $3,600 LS 1 $0 $0 $0 $0 SO
Influent Screening,Vortex Grit&Grit Classifer Equip. $403,200 LS 1 $0 SO $0 $0 $0
Excavation,Structures,Piping,Painting,Grating,Etc. $412,300 LS 1 $0 $0 $0 $0 $0
Influent Fine(2 mm)Screens&Conc.Pad $449,900 1 $0 $0 $0 $0 $0
Influent Flow Splitter $0 $0 $0 $0 $0
Structure,Inf.Gates,Grating,Etc $98,500 LS 1 $0 $0 $0 $0 $0
MBR(Separate Structure with Kubota MBR SO $0 $0 $0 $0
MBR-Membranes,Blowers,Diffusers,Pumps,Etc. $10,250,000 LS 1 $0 $0 $0 $0 $0
MBR Building for Pumps,Blowers,etc $600,000 LS 1 $0 $0 $0 $0 $0
MBR Structure,Piping Complete 54,750,000 LS 1 $0 $0 $0 $0 $0
MBR Traveling Bridge Crane&Hoist @-115'over MBR $60,700 LS 1 $0 $0 $0 $0 $0
Alum Feed System $57,000 LS 1 $0 $0 $0 $0 $0
Alum Recirculation Pump $20,500 LS 1 $0 $0 $0 50 $0
Alum Tank,Piping,Containment Area,Ladder,Grating,Etc. $86,100 LS 1 $0 $0 $0 $0 $0
Rotary Drum Thickener $491,700 LS I $0 $0 $0 $0 $0
Rotary Drum Thickener Pump Station $154,600 LS 1 $0 $0 $0 $0 $0
Rotary Drum Thickener Building&Piping $76,500 1 $0 $0 $0 $0 $0
Blower Building&Air Piping(Blowers w/SBR Equip): $412,600 LS 1 $0 50 $0 $0 $0
Sludge Pump Building Expansion: $0 SO $0 $0 $0
Rotary Lobe Sludge Pumps to Dewatering(2 new) $83,400 LS 1 $0 $0 $0 $0 $0
Misc.Piping,Pump Relocation,etc. $109,700 LS 1 $0 $0 SO $0 $0
Sludge Dewatering Building: $0 $0 $0 $0 $0
Rotary Sludge Press Systemlncl Conveyor $566,300 LS 1 $0 $0 $0 $0 $0
RSP Polymer System $34,900 LS 1 $0 SO $0 $0 SO
Building,HVAC,Piping,Etc.Complete $593,100 LS 1 $0 $0 $0 $0 $0
Existing Effluent Building Converted into UV Building $0 $0 $0 $0 $0
New UV System $695,600 LS I $0 $0 SO $0 $0
Building Modifications to install new UV Channel(s) $320,300 LS 1 $0 $0 $0 $0 $0
Convert SBR#2 to Digester Divider Wall(Budget) $186,500 LS 1 $0 $0 $0 $0 $0
New Aerobic Digester Equipment $360,000 LS $0 $0 $0 $0 $0
Convert SBR#1 into Equalization Basin(Budget) $100,000 LS 1 $0 $0 $0 $0 $0
EQ Return Pumps 560,000 LS 1 $0 $0 $0 $0 $0
Instrumentation&Controls: $197,400 LS I $0 $0 $0 $0 $0
Electrical Systems: $0 $0 $0 $0 $0
Project Startup $103,300 LS 1 $0 $0 $0 $0 $0
Blower Building $77,100 LS 1 $0 $0 $0 $0 $0
Sludge Pump Building $17,700 LS 1 50 $0 $0 $0 $0
Sludge Dewatering Building $69,300 LS 1 $0 $0 $0 $0 $0
Effluent Filter Building Add New UV&Remove Filters $18,100 LS 1 50 $0 $0 $0 $0
Headworks: $67,100 LS 1 $0 SO $0 $0 $0
MBR&Related Blower,Pump Building(Assume=SBR) $104,200 LS 1 $0 $0 $0 $0 $0
Site Conduit,Lighting,Switchgear,Etc $817,900 LS I $0 50 $0 $0 $0
Gererator&ATS $668,600 LS 1 $0 $0 $0 $0 $0
Allowance Items: $0 $0 $0 $0 $0
Testing $300,000 IS 1 $0 $0 SO $0 $0
Rock Excavation,Unsuitable Soil,Off-Site Disposal $500,000 LS 1 $0 $0 $0 $0 $0
Total Present Value of Re placement Costs(Years 11 to 15): $0 $0 SO SO SO
Appendix F
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

KILLIAN CREEK WWTP EXPANSION
LINCOLN COUNTY
INDEPENDENT MEMBRANE BIO-REACTOR SYSTEM
Current Inflation Rate based on Construction Cost Index:2.97% EPA Discount Rate:4.875%
Present Value of Replacement Costs in Year.
Component Unit Cost Unit Quantity 16 17 18 19 20
General Conditions-Bonds,Permits,Jobsite Costs&Mobil. $725,700 LS 1 $0 $0 $0 $0 $0
Sitework-Erosion Cont.,Grading,Paving Fencing,etc. $672,500 LS 1 $0 $0 $0 $0 $0
Yard Piping- $197,200 LS 1 $0 $0 $0 $0 $0
Headworks: $0 $0 $0 $0 $0
Ultrasonic Flow Meter $3,600 LS 1 $0 $0 $0 $0 $2,497
Influent Screening,Vortex Grit&Grit Classifier Equip. $403,200 LS I $0 $0 $0 $0 $279,612
Excavation,Structures,Piping,Painting,Grating,Etc. $412,300 LS I $0 $0 $0 $0 $0
Influent Fine(2 mm)Screens&Conc.Pad $449,900 I $0 $0 $0 $0 $311,997
Influent Flow Splitter $0 $0 $0 $0 $0
Structure,Inf Gates,Grating,Etc $98,500 LS 1 $0 $0 $0 SO $0
MBR(Separate Structure with Kubota MBR $0 $0 $0 $0 $0
MBR-Membranes,Blowers,Diffusers,Pumps,Etc. $10,250,000 LS 1 $0 $0 $0 $0 $7,108,183
MBR Building for Pumps,Blowers,etc $600,000 LS 1 $0 $0 $0 $0 $0
MBR Structure,Piping Complete $4,750,000 LS 1 $0 $0 $0 $0 $0
MBR Traveling Bridge Crane&Hoist @-115'over MBR $60,700 LS 1 $0 $0 $0 $0 $42,094
Alum Feed System $57,000 LS 1 $0 $0 $0 $0 $39,528
Alum Recirculation Pump $20,500 LS 1 $0 $0 $0 $0 $14,216
Alum Tank,Piping,Containment Area,Ladder,Grating,Etc. $86,100 LS 1 $0 $0 $0 $0 $0
Rotary Dnnn Thickener $491,700 LS 1 $0 $0 $0 $0 $340,985
Rotary Drum Thickener Pun4 Station $154,600 LS 1 $0 $0 $0 $0 $107,212
Rotary Drum Thickener Building&Piping $76,500 1 $0 $0 $0 $0 $0
Blower Building&Air Piping(Blowers w/SBR Equip): $412,600 IS 1 $0 $0 $0 $0 $0
Sludge Pump Building Expansion: $0 $0 $0 $0 $0
Rotary Lobe Sludge Pumps to Dewatering(2 new) $83,400 IS 1 $0 $0 $0 $0 $57,836
Misc.Piping,Pump Relocation,etc. $109,700 LS 1 $0 $0 $0 $0 $0
Sludge Dewatering Building: $0 $0 $0 $0 $0
Rotary Sludge Press System Incl Conveyor $566,300 LS 1 $0 $0 $0 $0 $392,718
RSP Polymer System $34,900 LS 1 $0 $0 $0 $0 $24,202
Building,HVAC,Piping,Etc.Complete $593,100 IS 1 $0 $0 $0 $0 $0
Existing Effluent Building Converted into UV Building $0 $0 $0 $0 $0
New UV System $695,600 LS 1 $0 $0 $0 $0 $482,386
Building Modifications to install new UV Channel(s) $320,300 LS 1 $0 $0 $0 $0 $0
Convert SBR#2 to Digester Divider Wall(Budget) $186,500 LS 1 $0 $0 $0 $0 $0
New Aerobic Digester Equipment $360,000 LS 1 $0 $0 $0 $0 $249,653
Convert SBR#1 into Equalization Basin(Budget) $100,000 LS 1 $0 $0 $0 $0 $69,348
EQ Return Pumps $60,000 LS 1 $0 $0 $0 $0 $41,609
Instrumentation&Controls: $197,400 LS 1 $0 $0 $0 $0 $136,893
Electrical Systems: $0 $0 $0 $0 $0
Project Startup $103,300 IS 1 $0 $0 $0 $0 $0
Blower Building $77,100 LS 1 $0 $0 $0 $0 $0
Sludge Pump Building $17,700 IS 1 $0 $0 $0 $0 $0
Sludge Dewatering Building $69,300 LS 1 $0 $0 $0 $0 $0
Effluent Filter Building Add New UV&Remove Filters $18,100 LS I $0 $0 $0 $0 $0
Headworks: $67,100 LS 1 $0 $0 $0 $0 $0
MBR&Related Blower,Pump Building(Assume=SBR) $104,200 LS 1 $0 $0 $0 $0 $0
Site Conduit,Lighting,Switchgear,Etc $817,900 IS 1 $0 $0 $0 $0 $567,198
Gererator&ATS $668,600 LS 1 $0 $0 $0 $0 $0
Allowance Items: $0 $0 $0 $0 $0
Testing $300,000 LS 1 $0 $0 $0 $0 $0
Rock Excavation,Unsuitable Soil,Off-Site Disposal $500,000 LS 1 $0 $0 $0 $0 $0
Total Present Value of Replacment Costs(Years 16 to 20): $0 SO $0 $0 $10,268,169
Total Present Value of Replacement Costs(Life of Project): $10,435,552
Appendix F
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

Table F.2.7.Present Value of Operations and Maintenance Costs(Years I-10)
KLLIAN CREEK W WTP EXPANSION
LINCOLN COUNTY
INDEPENDENT MEMBRANE BIO-REACTOR SYSTEM
Complete the cells shorn m gmry below.
Carrera Inflation Rate Based on Municipal Cost index 0.09% EPA Discount Rate: 4.875%
Present Value of O&M Costs for Year.
Component Una Cost Volt Quantlry1 2 3 4 5 6 7 8 9 10
Labor-4 People @ 20801a/yr&$40/Hr Ave s $83,200 Ea 4 1317,605 1303,103 1289,264 $276,056 $263,452 $251,423 $239,943 $228,987 1218,532 1208,554
Chemicals(6.6 x 846,000) 0 $303,600 Ea 1 $289,738 1276,509 1263,884 $251,835 $240,336 $229,363 $218,890 $208,896 $199,358 1190,256
Supplies&Services 557,000 Ea 1 $54,397 $91,914 $49,543 $47,281 $45,122 843,062 041,096 $39,220 $37,429 $35,720
Pem¢tting/Regdamrylrraining 125,000 Ea I $23,859 522,769 $21,730 $20,737 119,791 $18,887 $18,025 $17,202 $16,416 $15,667
Sludge&Grit Disposal(5 x$23,000) r $115,000 Ea 1 $109,749 $104,738 $99,956 $95,392 591,037 586,880 $82,913 $79,127 $75,514 $72,066
MBR Chem Clam SO SO 50 $0 $0 50 $0 $0 $0 SO
Hypochlorite-4/year @730 Oollon/ea&$50/doom ° 12,655 Ea 1 $2,533 $2,418 $2,307 12,202 52,101 $2,005 11,914 11,826 $1,743 $1,664
Oxalic Acid-1/year @ 304 Gallon/ea&$50/drum r $276 EA 1 5264 $252 $240 $229 $219 $209 1199 $190 $101 $173
Alum for P removal @-15 Gal/MG&$0.84/gal $0.84 Gal 36,135 $28,967 $27,645 $26,383 $25,178 $24,028 $22,931 $21,884 $20,885 $19,931 $19,021
Headworks(5.5 Hp x2 @ 610/day&70%Eft) r 11,006 Ea $960 $916 $874 $834 $796 $760 $725 $692 1661 $630
MBR Pro-Air Mixers(4 ea @ 5 Hp,24 br/d,70%) r $7,316 Ea $6,982 $6,663 $6,359 $6,069 $5,792 $5,527 $5,275 $5,034 $4,804 $4,585
MBR Pre-Air Aeration(2 ea 125 Hp,20/day,70%) r $76,211 Ea $72,731 $69,410 $66,241 $63,216 $60,330 $57,575 $54,946 $52,438 $50,043 $47,758
MBR Aeration(4 ea 175 Hp,24/day,70%) r $256,067 Ea $244,376 $233,218 $222,569 $212,407 $202,709 $193,453 $184,620 $176,191 1168,146 $160,469
Feed Forward Pumps(2 ea 65 Hp,241a/d,70%) r $47,555 Ea 045,384 $43,312 141,334 $39,447 $37,646 $35,927 $34,287 132,721 $31,227 129,801
Permeate Pumps(6.6 mad/2546 gpm,10.8 br/d,20 Hp,r $52,683,Ea $50,277 $47,982 545,791 $43,700 $41,705 $39,801 137.983 136,249 534,594 133,015
UV System(70 Kva=56 KW) ° $39,245 Ea $37,453 $35,743 $34,111 $32,553 $31,067 $29,649 $28,295 $27,003 $25,770 $24,593
Aerobic Digestion&SHT(375 Hp,18 Hr,70%) ° $102,884 Ea $98,187 $93,704 $89,425 $85,342 $81,445 $77,727 $74,178 $70,791 $67,559 164,474
Sludge PS&Dewater(-20 Hp @1573 hr/yr) 0 132,844 Ea $31,344 $29,913 $28,547 $27244 $26,000 $24,813 $23,680 $22,598 $21,567 $20,582
RDT Equip(-20 Hp@8Hr/D&260d/yr) r $1,737 Ea $1,658 $1,582 11,510 $1,441 11,375 $1,312 $1,252 01,195 $1,141 $1,089
Total Resent Value of Yearly O&M Expenses(Years 1-10): $1,416,464 $1,351,789 51,290,068 51,231,165 $1,174,951 $1,121,304 $1,070,106 $1,021,246 $974,617 5930,117
Table F.2.8.Present Value of Operations and Maintenance Costs(Years 11-20)
KILLIAN CREEK WWTP EXPANSION
LINCOLN COUNTY
INDEPENDENT MEMBRANE BIO-REACTOR SYSTEM
Current Inflation Rate Based on Municipal Cost Index:0.09% EPA Discount Rate: 4.875%
Present Value of O&M Costs for Year,
Component Unit Cost Unit Quantity 11 12 13 14 15 16 17 18 19 20
'Labor-4 People @ 2080 hr/yr&$40/Hr Ave r 83200 rEa r 4 $199,032 $189,944 $181,271 $172,995 $165,096 $157,558 $150,364 $143,498 $136,946 $130,694
'Chemicals(6.6x$46,000) r 303600'har 1 $181,569 $173,278 $165,367 $157,816 $150,610 $143,734 $137,171 $130,908 $124,931 $119,226
'Supplies&Services r 57000 rEa r 1 $34,089 $32,533 $31,047 $29,630 $28,277 $26,986 $25,753 $24,578 $23,455 $22,384
'Pernutting/Regulatory/Training r 25000 rEa r 1 $14,951 $14,269 $13,617 $12,995 $12,402 $11,836 $11,295 $10,780 $10,287 $9,818
'Sludge&Grit Disposal(5 x$23,000) r 115000 har 1 $68,776 $65,636 $62,639 $59,779 $57,049 $54,445 $51,959 $49,586 $47,322 $45,162
IFv1BRChem Clean EA _ _ 1 $0 $0 $0 $0 $0 $0 $0 $0 $0 __ $0
ri-Iypochlorite-4/year @ 730 Gallon/ea&$50/doral r 2654.5455 rEa 1.- 1 $1,588 $1,515 $1,446 $1,380 $1,317 $1,257 $1,199 $1,145 $1,092 $1,042
'Oxalic Acid-1/year @ 304 Gallon/ea&$50/drum r 276.36364'EA r 1 $165 $158 $151 $144 $137 $131 $125 $119 $114 $109
rAllmfor Premoval @-15Gal/MG&$0.84/gal r 0.84rGal r 36,135 $18,153 $17,324 $16,533 $15,778 $15,058 $14,370 $13,714 $13,088 $12,490 $11,920
r r r r
'Headworks(5.5 Hp x 2 @ 6 hr/day&70%EtI) '1005.9791 rEa T 1 $602 $574 $548 $523 $499 $476 $455 $434 $414 $395
'MBR Pre-Air Mixers(4 ea @ 5 Hp,24 hr/d,70%) r 7316.2118 rEa r 1 $4,375 $4,176 $3,985 $3,803 $3,629 $3,464 $3,306 $3,155 $3,011 $2,873
VBR Pre-Air Aeration(2 ea 125 Hp,20/day,_70%)_ r 76210.54 rEa r 1 $45,578 $43,497 $41,511 $39,615 $37,807 $36,080 $34,433 $32,861 $31,360 $29,929
' BR Aeration(4 ea 175 Hp,24/day,70%) '256067.41 r
M 'tri
1 $153,142_$146,149 $139,476 $133,108 $127,030 $121,230 $115,695 $110,412 $105,371 $100,560
'Feed Forward Pumps(2 ea 65 Hp,24 hr/d,70%) '47555.377 rEa 1 $28,441 $27,142 $25,903 $24,720 $23,591 $22,514 $21,486 $20,505 $19,569 $18,675
'Permeate Pumps(6.6 ulgd/2546 gpm,10.8 hr/d,20 Hp, r r r
70%) 52682.856 Ea 1 $31,507 $30,069 $28,696 $27,385 $26,135 $24,942 $23,803 $22,716 $21,679 $20,689
'UV System(70 Kva=56 KW) r 39244.8 rEa r 1 $23,470 $22,399 $21,376 $20,400 $19,469 $18,580 $17,731 $16,922 $16,149 $15,412
Aerobic Digestion&SHT(375 Hp,18 Hr,70%) 102884.23 Ea 1 $61,530 $58,721 $56,040 $53,481 $51,039 $48,709 $46,485 $44,362 $42,337 $40,404
Sludge PS&Dewater(-20 Hp @ 1573 hr/yr) 32843.611 Ea 1 $19,642 $18,745 $17,889 $17,073 $16,293 $15,549 $14,839 $14,162 $13,515 $12,898
RDT Equip(-20 Hp @ 8 Hr/D&260 d/yr) 1737.1827 Ea 1 $1,039 $991 $946 $903 $862 $822 $785 $749 $715 $682
Total Present Value of Yearly O&M Expenses(Years 11-20): $887,648 $847,119 $808,441 $771,528 $736,301 $702,682 $670,598 $639,979 $610,758 $582,872
Total Present Value of Annual O&M Costs(Life of Project): $18,839,752
1
Appendix F
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

Table F.2.9.Present Value of Intermittent Operations and Maintenance Costs(Years 1-10)
KILLIAN CREEK W WIP EXPANSION
LINCOLN COUNTY
INDEPENDENT MEMBRANE BIO-REACTOR SYSTEM
Current Inflation Rate Based on Municipal Cost Index 0.09% EPA Discotmt Rate:4.875%
Present Value of O&M Costs for Year.
Component Unit Cost Unit uautity 1 2 3 4 5 6 7 8 9 10
MBR Membrane Replacement(&10 years $1,728,000 LS 1_ $0 $0 $0 $0 $0 $0 $0 $0 $0$1,082,877
(20 year replacement w/Equip) $0 $0 $0
Total Present Value of Intermittent Operations&Maintenace Costs(Years 1-10): SO SO SO SO SO SO SO SO SO 51,082,877
Table F.2.10.Present Value of Intermittent Operations and Maintenance Costs(Years 11-20)
KILLIAN CREEK W WTP EXPANSION.....
LINCOLN COUNTY
INDEPENDENT MEMBRANE BIO-REACTOR SYSTEM
Current Inflation Rate Based on Municipal Cost Index 0.09% EPA Discova Rate:',4.875%
Present Value of O&M Costs for Year:
Component Unit Cost Unit Quantity 11 12 13 14 15 16 17 18 19 20
MBR Membrane Replacement(a;10 years $1,728,000 1.S 1 SO $0 $0 $0 $0 $0 $0 $0 $0 $0
(20 year replacement w/Equip)• $0 $0, $0 $0 $0 $0 $0 $0 $0 $0
Total Present Value of Intermittent Operations&Maintenace Costs(Years 11-20): SO SO SO SO SO SO SO SO SO SO
Total Present Value of Intermittent Operations&Maintenance Costs(Life of Project): $1,082,877
Appendix F
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

Table F.2.1. Capital Costs
KLLLIAN CREEK WWTP EXPANSION
LINCOLN COUNTY
Complete the areas shown in gray below. Where shown,use.ulldown menus to select options. The spreadsheet will calculate the capital costs.
Alternative: MEMBRANE BIO-REACTOR INCORPORATED INTO EXISTING SBR
Project Administration($): $2,244,000
Component Unit Cost' Unit Quantity Total Cost
General Conditions-Bonds,Permits,Jobsite Costs&Mobil. $725,700 LS 1 $725,700
Sitework-Erosion Cont.,Grading,Paving Fencing,etc. $380,000 LS 1 $380,000
Yard Piping $147,300 IS 1 $147,300
Headworks: $0
Ultrasonic Flow Meter $3,600 LS 1 $3,600
Influent Screening,Vortex Grit&Grit Classifer Equip. $403,200 IS 1 $403,200
Excavation,Structures,Piping,Painting,Grating,Etc. $412,300 LS 1 $412,300
Influent Fine(2 mm)Screens&Conc.Pad $449,900 LS 1 $449,900
Convert ExistingSBR into MBR: $0
Temporary MBR Units in Post EQ-Budget $750,000 LS 1 $750,000
LS 1 • $0
Wall Modifications within SBR#1 for MBR $1,500,000 LS 1 $1,500,000
IS 1 $0
MBR-Membranes,Blowers,Diffusers,Pumps,Etc.for 6.6 $10,250,000 LS 1 $10,250,000
MBR Traveling Bridge Crane&Hoist @-115'over MBR $63,180 LS 1 $63,180
MBR Blower&Pump Building $600,000 LS 1 $600,000
Convert Existing SBR to Digester 3&4 Conc Wall $1,865,001 LS 1 $1,865,001
Convert Existing SBR to Digester 3&4 Diffuesers&Mixers $468,000 IS 1 $468,000
Alum Feed System: $57,000 IS 1 $57,000
Alum Recirculation Pump $20,500 LS 1 $20,500
Alum Tank,Piping,Containment Area,Ladder,Grating,Etc. $86,100 LS 1 $86,100
Rotary Drum Thickener $491,700 LS 1 $491,700
Rotary Drum Thickener Pump Station $154,600 LS 1 $154,600
Rotary Drum Thickener Building&Piping $76,500 LS 1 $76,500
$0
Sludge Pum I Buildi ' Ex v.nded: $0
Rotary Lobe Sludge Pumps to Dewatering(1 in Exist Bldg) $83,400 IS 1 $83,400
Misc.Piping,Pump Relocation,etc. $109,700 IS 1 $109,700
Sludge Dewate ring Building: $0
Rotary Sludge Press System Incl Conveyor $566,300 IS 1 $566,300
RSP Polymer System $34,900 IS 1 $34,900
Building,HVAC,Piping,Etc.Complete $593,100 IS 1 $593,100
Existing Effluent Building Converted into UV Building: $0
New UV System $695,600 LS 1 $695,600
Building Modifications to install new UV Channel(s) $320,300 LS 1 $320,300
$0
$0
$0
Instrumentation&Controls: $197,400 IS 1 $197,400
Electrical Systems: $0
Project Startup $118,795 IS 1 $118,795
Blower Building $110,860 IS 1 $110,860
Sludge Pump Building $20,355 IS 1 $20,355
Sludge Dewatering Building $79,695 IS 1 $79,695
Effluent Filter Building Add New UV&Remove Filters $20,815 IS 1 $20,815
Headworks: $77,165 LS 1 $77,165
MBR&Related Blower,Pump Building(Assume=SBR) $77,280 LS 1 $77,280
Site Conduit,Lighting,Switchgear,Etc $940,585 LS 1 $940,585
Gererator&ATS $668,600 IS 1 $668,600
Allowance Items: $0
Testing $300,000 IS 1 $300,000
Rock Excavation,Unsuitable Soil,Off-Site Disposal $100,000 LS I $100,000
$0
'Unit costs are in today's dollars,not future dollars. Total Construction Cost: $24,019,431
Contingency Cost*: $3,602,915
Project Administration Cost: $2,244,000
Total Capital Cost: $29,866,346
Appendix F
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

Table F.2.2. Project Cost Life Cycle Assumptions
KILLIAN CREEK WWTP EXPANSION
LINCOLN COUNTY
MEMBRANE BIO-REACTOR INCORPORATED INTO EXISTING SBR
Complete the areas shown in gray.
Expected Life Replacement
Component Cycle Expected?j• Rationale for Expected Life Cycle
General Conditions-Bonds,Permits,Jobsite Costs&Mobil.
Sitework-Erosion Cont.,Grading,Paving Fencing etc.
Yard Piping
Headworks:
Ultrasonic Flow Meter 10 2029
Influent Screening,Vortex Grit&Grit Classifer Equip. 20 2039
Excavation,Structures,Piping,Painting,Grating,Etc.
Influent Fine(2 mm)Screens&Conc.Pad 20 2039
Convert Existing SBR into MBR:
Temporary MBR Units in Post EQ-Budget
Wall Modifications within SBR#1 for MBR
20 2039
MBR-Membranes,Blowers,Diffusers,Pumps,Etc.for 6.6 20 2039
MBR Traveling Bridge Crane&Hoist t7a—115'over MBR 20 2039
MBR Blower&Pump Building
Convert Existing SBR to Digester 3&4 Cone Wall
Convert Existing SBR to Digester 3&4 Diffuesers&Mixers 20 2039
Alum Feed System: 20 2039
Alum Recirculation Pump 20 2039
Alum Tank,Piping,Containment Area,Ladder,Grating,Etc. 20 2039
Rotary Drum Thickener 20 2039
Rotary Dann Thickener Pump Station 20 2039
Rotary Drum Thickener Building&Piping
Sludge Pump Building Expanded:
Rotary Lobe Sludge Pumps to Dewatering(1 in Exist Bldg) 20 2039
Misc.Piping,Pump Relocation,etc.
Sludge Dewatering Building:
Rotary Sludge Press System Incl Conveyor 20 2039
RSP Polymer System 20 2039
Building,HVAC,Piping,Etc.Complete
Existing Effluent Building Converted into UV Building:
New UV System 20 2039
Building Modifications to install new UV Channel(s) 20 2039
Instrumentation&Controls: 10 2029
Electrical Systems:
Project Startup
Blower Building
Sludge Pump Building
Sludge Dewatering Building
Effluent Filter Building Add New UV&Remove Filters
Headworks:
MBR&Related Blower,Pump Building(Assume=SBR)
Site Conduit,Lighting,Switchgear,Etc
Gererator&ATS 20 2039
Allowance Items:
Testing
Rock Excavation,Unsuitable Soil,Off-Site Disposal
*Period for replacement would be Years 1 through 20 only.
'Unit costs are in today's dollars,not future dollars.
Appendix F
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

Table F.2.3. Replacement Costs(Years 1 to 5)
KILLIAN CREEK WWTP EXPANSION
LINCOLN COUNTY
INDEPENDENT MEMBRANE BIO-REACTOR SYSTEM
Current Inflation Rate based on Construction Cost Index 2.97% EPA Discount Rate:4.875%
Present Value of Replacement Costs in Year.
Component Unit Cost Unit Quantity 1 2 3 4 5
General Conditions-Bonds,Permits,Jobsite Costs&Mobil. $725,700 LS 1 $0 $0 $0 $0 $0
Sitework-Erosion Cont,Grading,Paving Fencing,etc. $380,000 LS I $0 $0 $0 $0 $0
Yard Piping- $147,300 LS I $0 $0 $0 $0 $0
Headworks: $0 $0 $0 $0 $0
Ultrasonic Flow Meter $3,600 LS 1 $0 $0 $0 $0 $0
Influent Screening,Vortex Grit&Grit Classifer Equip. $403,200 LS 1 $0 $0 $0 $0 $0
Excavation,Structures,Piping,Painting,Grating,Etc. $412,300 LS 1 $0 $0 $0 $0 $0
Influent Fine(2 mm)Screens&Conc.Pad $449,900 LS I $0 $0 $0 $0 $0
Convert Existing SBR into MBR: $0 $0 $0 $0 $0
Temporary MBR Units in Post EQ-Budget $500,000 LS 1 $0 $0 $0 $0 $0
LS 1
Wall Modifications within SBR#1 for MBR $1,303,900 LS 1 $0 $0 $0 $0 $0
LS I
MBR-Membranes,Blowers,Diffusers,Pumps,Etc.for 6.6 $10,000,900 LS I $0 $0 $0 $0 $0
MBR Traveling Bridge Crane&Hoist @-115'over MBR $63,180 LS 1 $0 $0 $0 $0 $0
MBR Blower&Pump Building $540,000 $0 $0 $0 $0 $0
Convert Existing SBR to Digester 3&4 Conc Wall $1,865,001 $0 $0 $0 $0 $0
Convert Existing SBR to Digester 3&4 Diffuesers&Mixers $468,000 $0 $0 $0 $0 $0
Alum Feed System: $57,000 LS 1 $0 $0 $0 $0 $0
Alum Recirculation Pump $20,500 LS 1 $0 $0 $0 $0 $0
Alum Tank,Piping,Containment Area,Ladder,Grating,Etc. $86,100 LS 1 $0 $0 $0 $0 $0
Rotary Drum Thickener $491,700 LS 1 $0 $0 $0 $0 $0
Rotary Drum Thickener Pump Station $154,600 LS 1 $0 $0 $0 $0 $0
Rotary Drum Thickener Building&Piping $76,500 LS 1 $0 $0 $0 $0 $0
Sludge Pump Building Expanded $0 $0 $0 $0 $0
Rotary Lobe Sludge Pumps to Dewatering(1 in Exist Bldg) $83,400 LS 1 $0 $0 $0 $0 $0
Misc.Piping,Pump Relocation,etc. $109,700 LS 1 $0 $0 $0 $0 $0
Sludge Dewatering Building: $0 $0 $0 $0 $0
Rotary Sludge Press System Incl Conveyor $566,300 LS 1 $0 $0 $0 $0 $0
RSP Polymer System $34,900 LS 1 $0 $0 $0 $0 $0
Building,HVAC,Piping,Etc.Complete $593,100 LS 1 $0 $0 $0 $0 $0
Existing Effluent Building Converted into UV Building $0 $0 $0 $0 $0
New UV System $600,000 LS 1 $0 $0 $0 $0 $0
Building Modifications to install new UV Channel(s) $926,600 IS 1 $0 $0 $0 $0 $0
Instrumentation&Controls: $197,400 LS 1 $0 $0 $0 $0 $0
Electrical Systems: $0 $0 $0 $0 $0 -.
Project Startup $118,795 LS 1 $0 $0 $0 $0 $0
Blower Building $110,860 LS 1 $0 $0 $0 $0 $0
Sludge Pump Building $20,355 LS 1 $0 $0 $0 $0 $0
Sludge Dewatering Building $79,695 IS 1 $0 $0 $0 $0 $0
Effluent Filter Building Add New UV&Remove Filters $20,815 LS 1 $0 $0 $0 $0 $0
Headworks: $77,165 LS 1 $0 $0 $0 $0 $0
MBR&Related Blower,Pump Building(Assume=SBR) $77,280 LS 1 $0 $0 $0 $0 $0
Site Conduit,Lighting,Switchgear,Etc $940,585 LS 1 $0 $0 $0 $0 $0
Gererator&ATS $668,600 LS 1 $0 $0 $0 $0 $0
Allowance Items: $0 $0 $0 $0 $0
Testing $20,200 LS 1 $0 $0 $0 $0 $0
' Rock Excavation,Unsuitable Soil,Off-Site Disposal $91,500 LS 1 $0 $0 $0 $0 $0
Total Present Value of Replacement Costs(Years 1 to 5): $0 $0 $0 $0 $0
Appendix F
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

Table F.2.4. Replacement Costs(Years 6 to 10)
KILLIAN CREEK WWTP EXPANSION
LINCOLN COUNTY
INDEPENDENT MEMBRANE BIO-REACTOR SYSTEM
Current Inflation Rate based on Construction Cost Index 2.97% EPA Discount Rate:4.875%
Present Value of Replacement Costs in Year.
Component Unit Cost Unit Quantity 6 7 8 9 10
General Conditions-Bonds,Permits,Jobsite Costs&Mobil. $725,700 LS 1 $0 $0 $0 $0 $0
Sitework-Erosion Cont.,Grading,Paving Fencing,etc. $380,000 LS 1 $0 $0 $0 $0 $0
Yard Piping- $147,300 LS 1 $0 $0 $0 $0 $0
Headworks: $0 $0 $0 $0 $0
Ultrasonic Flow Meter $3,600 LS 1 $0 $0 $0 $0 $2,998
Influent Screening,Vortex Grit&Grit Classifer Equip. $403,200 LS 1 $0 $0 $0 $0 $0
Excavation,Structures,Piping,Painting,Grating,Etc. $412,300 LS 1 $0 $0 $0 $0 $0
Influent Fine(2 mm)Screens&Conc.Pad $449,900 LS 1 $0 $0 $0 $0 $0
Convert Existing SBR into MBR: $0 $0 $0 $0 $0
Temporary MBR Units in Post EQ-Budget $500,000 LS 1 $0 $0 $0 $0 $0
LS 1
Wall Modifications within SBR#1 for MBR $1,303,900 LS 1 $0 $0 $0 $0 $0
LS 1
MBR-Membranes,Blowers,Diffusers,Pumps,Etc.for 6.6 $10,000,900 LS 1 $0 $0 $0 $0 $0
MBR Traveling Bridge Crane&Hoist @-115'over MBR $63,180 LS 1 $0 $0 $0 $0 $0
MBR Blower&Pump Building $540,000 LS 1 $0 $0 $0 $0 $0
Convert Existing SBR to Digester 3&4 Conc Wall $1,865,001 LS 1 $0 $0 $0 $0 $0
Convert Existing SBR to Digester 3&4 Diffuesers&Mixers $468,000 LS 1 $0 $0 $0 $0 $0
Alum Feed System $57,000 LS 1 $0 $0 $0 $0 $0
Alum Recirculation Pump $20,500 LS 1 $0 $0 $0 $0 $0
Alum Tank,Piping,Containment Area,Ladder,Grating,Etc. $86,100 LS 1 $0 $0 $0 $0 $0
Rotary Drum Thickener $491,700 LS 1 $0 $0 $0 $0 $0
Rotary Drum Thickener Pump Station $154,600 LS 1 $0 $0 $0 $0 $0
Rotary Drum Thickener Building&Piping $76,500 LS 1 $0 $0 $0 $0 $0
Sludge Pump Building Expanded $0 $0 $0 $0 $0
Rotary Lobe Sludge Pumps to Dewatering(1 in Exist Bldg) $83,400 LS 1 $0 $0 $0 $0 $0
Misc.Piping,Pump Relocation,etc. $109,700 LS 1 $0 $0 $0 $0 $0
Sludge Dewatering Building: $0 $0 $0 $0 $0
Rotary Sludge Press System Incl Conveyor $566,300 LS 1 $0 $0 $0 $0 $0
RSP Polymer System $34,900 LS 1 $0 $0 $0 $0 $0
Building,HVAC,Piping,Etc.Complete $593,100 IS 1 $0 $0 $0 $0 $0
Existing Effluent Building Converted into UV Building $0 $0 $0 $0 $0
New UV System $600,000 LS 1 $0 $0 $0 $0 $0
Building Modifications to install new UV Channel(s) $926,600 LS 1 $0 $0 $0 $0 $0
Instrumentation&Controls: $197,400 LS 1 $0 $0 $0 $0 $164,386
Electrical Systems: $0 $0 $0 $0 $0
Project Startup $118,795 LS 1 $0 $0 $0 $0 $0
Blower Building $110,860 LS 1 $0 $0 $0 $0 $0
Sludge Pump Building $20,355 IS 1 $0 $0 $0 $0 $0
Sludge Dewatering Building $79,695 IS 1 $0 $0 $0 $0 $0
Effluent Filter Building Add New UV&Remove Filters $20,815 IS 1 $0 $0 $0 $0 $0
Headworks: $77,16515 1 $0 $0 $0 $0 $0
MBR&Related Blower,Pump Building(Assume=SBR) $77,280 IS 1 $0 $0 $0 $0 $0
Site Conduit,Lighting,Switchgear,Etc $940,585 LS 1 $0 $0 $0 $0 $0
Gererator&ATS $668,600 IS 1 $0 $0 $0 $0 $0
Allowance Items: $0 $0 $0 $0 $0
Testing $20,200 LS 1 $0 $0 $0 $0 $0
Rock Excavation,Unsuitable Soil,Off-Site Disposal $91,500 LS 1 $0 $0 $0 $0 $0
Total Present Value of Replacement Costs(Years 6 to 10): $0 SO SO $0 $167,384
Appendix F
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

Table 5.2.5. Replacement Costs(Years 11 to 15)
KILLIAN CREEK W WIP EXPANSION
LINCOLN COUNTY
INDEPENDENT MEMBRANE BIO-REACTOR SYSTEM
Current Inflation Rate based on Construction Cost Index2.97% EPA Discount Rate:4.875%
Present Value of Replacement Costs in Year.
Component Unit Cost Unit Quantity 11 12 13 14 15
General Conditions-Bonds,Permits,Jobsite Costs&Mobil. $725,700 LS 1 $0 $0 $0 $0 $0
Sitework-Erosion Cont,Grading,Paving Fencing,etc. $380,000 LS 1 $0 $0 $0 $0 $0
Yard Piping- $147,300 LS 1 $0 $0 $0 $0 $0
Headworks: $0 $0 $0 $0 $0
Ultrasonic Flow Meter $3,600 LS 1 $0 $0 $0 $0 $0
Influent Screening,Vortex Grit&Grit Classifer Equip. $403,200 LS 1 $0 $0 $0 $0 $0
Excavation,Structures,Piping,Painting,Grating,Etc. $412,300 LS 1 $0 $0 $0 $0 $0
Influent Fine(2 mm)Screens&Conc.Pad $449,900 LS 1 $0 $0 $0 $0 $0
Convert Existing SBR into MBR: $0 $0 $0 $0 $0
Temporary MBR Units in Post EQ-Budget $500,000 LS 1 $0 $0 $0 $0 $0
LS 1
Wall Modifications within SBR#1 for MBR $1,303,900 LS 1 $0 $0 $0 $0 $0
LS 1
MBR-Membranes,Blowers,Diffusers,Pumps,Etc.for 6.6 $10,000,900 LS 1 $0 $0 $0 $0 $0
MBR Traveling Bridge Crane&Hoist @-115'over MBR $63,180 LS 1 $0 $0 $0 $0 $0
MBR Blower&Pump Building $540,000 LS 1 $0 $0 $0 $0 $0
Convert Existing SBR to Digester 3&4 Conc Wall $1,865,001 LS 1 $0 $0 $0 $0 $0
Convert Existing SBR to Digester 3&4 Diffuesers&Mixers $468,000 LS 1 $0 $0 $0 $0 $0
Alum Feed System: $57,000 LS 1 $0 $0 $0 $0 $0
Alum Recirculation Pump $20,500 LS 1 $0 $0 $0 $0 $0
Alum Tank,Piping,Containment Area,Ladder,Grating,Etc. $86,100 LS 1 $0 $0 $0 $0 $0
Rotary Drum Thickener $491,700 LS 1 $0 $0 $0 $0 $0
Rotary DnimThickener Pump Station $154,600 LS 1 $0 $0 $0 $0 $0
Rotary Drum Thickener Building&Piping $76,500 LS 1 $0 $0 $0 $0 $0
Sludge Pump Building Expanded $0 $0 $0 $0 $0
Rotary Lobe Sludge Pumps to Dewatering(1 in Exist Bldg) $83,400 LS 1 $0 $0 $0 $0 $0
Misc.Piping,Pump Relocation,etc. $109,700 LS 1 $0 $0 $0 $0 $0
Sludge Dewatering Building: $0 $0 $0 $0 $0
Rotary Sludge Press System Incl Conveyor $566,300 IS 1 $0 $0 $0 $0 $0
RSP Polymer System $34,900 IS 1 $0 $0 $0 $0 $0
Building,HVAC,Piping,Etc.Complete $593,100 LS 1 $0 $0 $0 $0 $0
Existing Effluent Building Converted into UV Building $0 $0 $0 $0 $0
New UV System $600,000 LS 1 $0 $0 $0 $0 $0
Building Modifications to install new UV Channel(s) $926,600 LS 1 $0 $0 $0 $0 $0
Instrumentation&Controls: $197,400 IS 1 $0 $0 $0 $0 $0
Electrical Systems: $0 SO SO $0 $0
Project Startup $118,795 LS 1 $0 $0 $0 $0 $0
Blower Building $110,860 LS 1 $0 $0 $0 $0 $0
Sludge Pump Building $20,355 LS 1 $0 $0 $0 $0 $0
Sludge Dewatering Building $79,695 LS 1 $0 $0 $0 $0 $0
Effluent Filter Building Add New UV&Remove Filters $20,815 IS 1 $0 $0 $0 $0 $0
Headworks: $77,165 LS 1 50 $0 $0 $0 $0
MBR&Related Blower,Pump Building(Assume=SBR) $77,280 IS 1 $0 $0 $0 $0 $0
Site Conduit,Lighting,Switchgear,Etc $940,585 LS 1 $0 $0 $0 $0 $0
Gererator&ATS $668,600 IS 1 $0 $0 $0 $0 $0
Allowance Items: $0 $0 $0 $0 $0
Testing $20,200 IS I $0 $0 $0 $0 $0
Rock Excavation,Unsuitable Soil,Off-Site Disposal $91,500 IS 1 $0 $0 $0 $0 $0
Total Present Value of Replacement Costs(Years 11 to 15): $0 $0 $0 $0 $0
Appendix F
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

Table 5.2.6. Replacement Costs(Years 16 to 20)
KILLIAN CREEK WWTP EXPANSION
LINCOLN COUNTY
MEMBRANE BIO-REACTOR INCORPORATED INTO EXISTING SBR
Current Inflation Rate based on Construction Cost Index 2.97% EPA Discount Rate:4.875%
Present Value of Replacement Costs in Year.
Component Unit Cost Unit Quantity 16 17 18 19 20
General Conditions-Bonds,Permits,Jobsite Costs&Mobil. $725,700 LS 1 $0 $0 $0 $0 $0
Sitework-Erosion Cont.,Grading,Paving Fencing,etc. $380,000 LS 1 $0 $0 $0 $0 $0
Yard Piping $147,300 LS 1 $0 $0 $0 $0 $0
Headworks: $0 $0 $0 $0 $0
Ultrasonic Flow Meter $3,600 LS 1 $0 $0 $0 $0 $2,497
Influent Screening,Vortex Grit&Grit Classifer Equip. $403,200 LS 1 $0 $0 $0 $0 $279,612
Excavation,Structures,Piping,Painting,Grating,Etc. $412,300 LS 1 $0 $0 $0 $0 $0
Influent Fine(2 mm)Screens&Conc.Pad $449,900 IS 1 $0 $0 $0 $0 $311,997
Convert Existing SBR into MBR: $0 $0 $0 $0 $0
Temporary MBR Units in Post EQ-Budget $750,000 LS 1 $0 $0 $0 $0 $0
1S 1
Wall Modifications within SBR#1 for MBR $1,500,000 LS 1 $0 $0 $0 $0 $0
LS 1
MBR-Membranes,Blowers,Diffusers,Pumps,Etc.for 6.6 $10,250,000 IS 1 $0 $0 $0 $0 $7,108,183
MBR Traveling Bridge Crane&Hoist @-115'over MBR $63,180 IS 1 $0 $0 $0 $0 $43,814
MBR Blower&Pump Building $600,000 $0 $0 $0 $0 $0
Convert Existing SBR to Digester 3&4 Conc Wall $1,865,001 $0 $0 $0 $0 $0
Convert Existing SBR to Digester 3&4 Diffuesers&Mixers $468,000 $0, $0 $0 $0 $0
Alum Feed System: $57,000 IS 1 $0 $0 $0 $0 $39,528
Alum Recirculation Pump $20,500 IS 1 $0 $0 $0 $0 $14,216
Alum Tank,Piping,Containment Area,Ladder,Grating,Etc. $86,100 LS 1 $0 $0 $0 $0 $0
Rotary DrumThickener $491,700 LS 1 $0 $0 $0 $0 $340,985
Rotary Drum Thickener Pump Station $154,600 LS 1 $0 $0 $0 $0 $107,212
Rotary Drum Thickener Building&Piping $76,500 LS 1 $0 $0 $0 $0 $0
Sludge Pump Building Expanded: $0 $0 $0 $0 $0
Rotary Lobe Sludge Pumps to Dewatering(1 in Exist Bldg) $83,400 LS 1 $0 $0 $0 $0 $57,836
Misc.Piping,Pump Relocation,etc. $109,700 LS 1 $0 $0 $0 $0 $0
Sludge Dewatering Building: $0 $0 $0 $0 $0
Rotary Sludge Press System Inc]Conveyor $566,300 IS 1 $0 $0 $0 $0 $392,718
RSP Polymer System $34,900 IS 1 $0 $0 $0 $0 $24,202
Building,HVAC,Piping,Etc.Complete $593,100 IS 1 $0 $0 $0 $0 $0
Existing Effluent Building Converted into UV Building: $0 $0 $0 $0 $0
New UV System $695,600 IS I $0 $0 $0 $0 $482,386
Building Modifications to install new UV Channel(s) $320,300 LS 1 $0 $0 $0 $0 $0
Instrumentation&Controls: $197,400 LS 1 $0 $0 $0 $0 $136,893
Electrical Systems: $0 $0 $0 $0 $0
Project Startup $118,795 LS 1 $0 $0 $0 $0 $0
Blower Building $110,860 IS 1 $0 $0 $0 $0 $0
Sludge Pump Building $20,355 LS 1 $0 $0 $0 $0 $0
Sludge Dewatering Building $79,695 IS 1 $0 $0 $0 $0 $0
Effluent Filter Building Add New UV&Remove Filters $20,815 LS 1 $0 $0 $0 $0 $0
Headworks: $77,165 LS 1 $0 $0 $0 $0 $0
MBR&Related Blower,Pump Building(Assume=SBR) $77,280 IS 1 $0 $0 $0 $0 $0
Site Conduit,Lighting,Switchgear,Etc $940,585 LS 1 $0 $0 $0 $0 $0
Gererator&ATS $668,600 IS 1 $0 $0 $0 $0 $463,662
Allowance Items: $0 $0 $0 $0 $0
Testing $300,000 LS 1 $0 $0 $0 $0 $0
Rock Excavation,Unsuitable Soil,Off-Site Disposal $100,000 LS 1 $0 $0 $0 $0 $0
Total Present Value of Replacement Costs(Years 16 to 20): $0 $0 $0 $0 $9,805,741
Total Present Value of Replacement Costs(Life of Project): $9,973,125
Appendix F
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

Table F.2.7.Present Value of Operations and Maintenance Costs(Years 1-10)
'GILLIAN CREEK WWII'EXPANSION
LINCOLN COUNTY
MEMBRANE BIO-REACTOR INCORPORATED INTO EXISTING SBR
Complete the cells shown in gray below.
Current Inflation Rate Based on Municipal Cost Index:0.09% EPA Discount Rate: 4.875%
Present Value of O&M Costs for Year.
Component Unit Coat Unit Quantity 1 2 3 4 5 6 7 8 9 10
Labor-4 People @ 2080 hr/yr&$40/Hr Ave $83,200 Fa 4 $317,605 $303,103 $289,264 $276,056 $263,452 $251,423 $239,943 $228,987 $218,532 $208,554
Chemicals(6.6 x$46,000) $303,600 Ea 1 $289,738 $276,509 $263,884 $251,835 $240,336 $229,363 $218,890 $208,896 $199,358 $190,256
Supplies&Services $57,000 Ea 1 $54,397 $51,914 $49,543 $47,281 $45,122 $43,062 $41,096 $39,220 $37,429 $35,720
Pernitting/Regulatory/Training $25,000 Ea 1 $23,859 $22,769 $21,730 $20,737 $19,791 $18,887 $18,025 $17,202 $16,416 $15,667
Sludge&Grit Disposal(5 x$23,000) r $115,000 Ea 1 $109,749 $104,738 $99,956 $95,392 $91,037 $86,880 $82,913 $79,127 $75,514 $72,066
MBR Chem Clean $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Hypochlorite-4/year @ 730 Gallodea&$50/drum $2,655 Fa 1 $2,533 $2,418 $2,307 $2,202 $2,101 $2,005 $1,914 $1,826 $1,743 $1,664
Oxalic Acid-1/year @ 304 Gallon/ea&$50/drum $276 EA I $264 $252 $240 $229 $219 $209 $199 $190 $181 $173
Alum for removal@-15 Gal/MG&$0.84/gal $1 Gal 36,135 $28,967 $27,645 $26,383 $25,178 $24,028 $22,931 $21,884 $20,885 $19,931 $19,021
Headworks(5.5 Hp x 2 @ 6 hr/day&70%Eft) $1,006 Ea 1 $960 $916 $874 $834 $796 $760 $725 $692 $661 $630
MBR Pre-Air Mixers(4 ea @ 5 Hp,24 hr/d,70%) $7,316 Ea 1 $6,982 $6,663 $6,359 $6,069 $5,792 $5,527 $5,275 $5,034 $4,804 $4,585
MBR Pre-Air Aeration(2 ea 125 Hp,20/day,70%) $76,211 Ea 1 $72,731 $69,410 $66,241 $63,216 $60,330 $57,575 $54,946 $52,438 $50,043 $47,758
MBR Aeration(4 ea 175 Hp,24/day,70%) $256,067 Ea 1 $244,376 $233,218 $222,569 $212,407 $202,709 $193,453 $184,620 $176,191 $168,146 $160,469
Feed Forward Pumps(2 ea 65 Hp,24 hr/d,70%) $47,555 Ea 1 $45,384 $43,312 $41,334 $39,447 $37,646 $35,927 $34,287 $32,721 $31,227 $29,801
Permeate Pumps(6.6 mgd/2546 gpnq 10.8 hr/r1,20 Hp,
70%) $52683 Ea 1 $50,277 $47,982 $45,791 $43,700 $41,705 $39,801 $37,983 $36,249 $34,594 $33,015
UV System(70 Kva=56 KW) $39,245 Ea 1 $37,453 $35,743 $34,111 $32,553 $31,067 $29,649 $28,295 $27,003 $25,770 $24,593
Aerobic Digestion&SHT(375 Hp,18 Hr,70%) $102,884 Ea 1 $98,187 $93,704 $89,425 $85,342 $81,445 $77,727 $74,178 $70,791 $67,559 $64,474
Sludge PS&Dewater(-20 Hp @ 1573 hr/yr) $32,843.61 Ea 1 $31,344 $29,913 $28,547 $27,244 $26,000 $24,813 $23,680 $22,598 $21,567 $20,582
RDT Equip-20 Hp@8Hr/D&260d/yr) $1,737 Ea 1 $1,658 $1,582 $1,510 $1,441 $1,375 $1,312 $1,252 $1,195 $1,141 $1,089
Total Present Value of Yearly O&M Expenses(Years 1-10):$1,416,464$1,351,789$1,290,068$1,231,165$1,174,951 $1,121,304 $1,070,106 $1,021,246 $974,617 $930,117
Table F.2.8.Present Value of Operations and Maintenance Costs(Years 11-20)
KILLIAN CREEK WWI?EXPANSION
. LINCOLN COUNTY
MEMBRANE BIO-REACTOR INCORPORATED INTO EXISTING SBR
Current Inflation Rate Based on Municipal Cost Index:0.09% EPA Discount Rate: 4.875%
Present Value of O&M Costs for Year.
Component Unit Cost Unit Quantity 11 12 13 14 15 16 17 18 19 20
Labor-4 People @ 2080 hr/yr&$40/Hr Ave r $83,200'Ea 4 $199,032 $189,944 $181,271 $172995 $165,096 $157,558 $150,364 $143,498 $136,946 $130,694
'Chemicals(6.6 x$46,000) r $303,600 rEa ' I $181,569 $173,278 $165,367 $157,816 $150,610 $143,734 $137,171 $130,908 $124,931 $119,226
'supplies&Services r $57,000 Ea ' 1 $34,089 $32,533 $31,047 $29,630 $28,277 $26,986 $25,753 $24,578 $23,455 $22,384
'Permitting/Regulatory/Training ' $25,000'Ea ' 1 $14,951 $14,269 $13,617 $12,995 $12,402 $11,836 $11,295 $10,780 $10,287 $9,818
'Sludge&Grit Disposal(5 x$23,000) ' $115,000 Ea ' 1 $68,776 $65,636 $62,639 $59,779 $57,049 $54,445 $51,959 $49,586 $47,322 $45,162
'MBR Chem Clean $0 Ea I $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
'Hypochlorite-4/year @730 Gallon/ea&$50/drum ' $2,655 Ea ' 1 $1,588 $1,515 $1,446 $1,380 $1,317 $1,257 $1,199 $1,145 $1,092 $1,042
'Oxalic Acid-1/year @ 304 Gallon/ea&$50/drum ' $276'EA 1 $165 $158 $151 $144 $137 $131 $125 $119 $114 $109
'Alum for removal(4)-15 Gal/MG&$0.84/gal ' 51"Gal r 36,135 $18,153 $17,324 $16,533 $15,778 $15,058 $14,370 $13,714 $13,088 $12,490 $11,920
r r r 1
'Headworks(5.5 Hp x 2 @ 6 hr/day&70%Eff) ' $1,006'Ea ' 1 $602 $574 $548 $523 $499 $476 $455 $434 $414 $395
'MBR Pre-Air Mixers(4 ea @ 5 Hp,24 hr/d,70%) ' $7,316'Ea ' 1 $4,375 $4,176 $3,985 $3,803 $3,629 $3,464 $3,306 $3,155 $3,011 $2,873
'MBR Pre-Air Aeration(2 ea 125 Hp,20/day,70%) ' $76,211 Ea ' 1 $45,578 $43,497 $41,511 $39,615 $37,807 $36,080 $34,433 $32,861 $31,360 $29,929
'MBR Aeration(4ea175Hp,24/day,70%) ' $256,067'Ea ' 1 $153,142 $146,149 $139,476 $133,108 $127,030 $121,230 $115,695 $110,412 $105,371 $100,560
'Feed Forward Pumps(2 ea 65 Hp,24 led,70%) ' $47,555 Ea 1 $28,441 $27,142 $25,903 $24,720 $23,591 $22,514 $21,486 $20,505 $19,569 $18,675
Permeate Pumps(6.6 mgd/2546 NM,10.8 hr/d,20 Hp, ' r
70%) $52,683 Ea 1 $31,507 $30,069 $28,696 $27,385 $26,135 $24,942 $23,803 $22,716 $21,679 $20,689
LN System(70 Kva=56 KW) ' $39,245' a I, 1 $23,470 $22,399 $21,376 $20,400 $19,469 $18,580 $17,731 $16,922 $16,149 $15,412
r . r r
Aerobic Digestion&SHT(375 Hp,18 Hr,70%) ' $102,884'Ea ' 1 $61,530 $58,721 $56,040 $53,481 $51,039 $48,709 $46,485 $44,362 $42,337 $40,404
'Sludge PS&Dewater(-20 Hp @ 1573 hr/yr) ' $32,844'Ea r 1 $19,642 $18,745 $17,889 $17,073 $16,293 $15,549 $14,839 $14,162 $13,515 $12,898
'RDT Equip(-20 Hp @ 8 Hr/D&260 d/yr) ' $1,737 Ea 1 $1,039 $991 $946 $903 $862 $822 $785 $749 $715 $682
r r r r
Total Present Value of Yearly O&M Expenses(Years 11-20): $887,648 $847,119 $808,441 $771,528 $736,301 $702,682 $670,598 $639,979 $610,758 $582,872
Total Present Value of Annual O&M Costs(Life of Project): $18,839,752
Appendix F
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

•
Table F.2.9.Present Value of Intermittent Operations and Maintenance Costs(Years 1-10)
KILLIAN CREEK W WTP EXPANSION
LINCOLN COUNTY
INDEPENDENT MEMBRANE BIO-REACTOR SYSTEM
Current lunation Rate Based on Municipal Cost Index 0.09% EPA Discount Rate:4.875%
Present Value of O&M Costs for Year:
Component Unit Cost Unit Quantity 1 2 3 4 5 6 7 8 9 10
MBR Membrane Replacement(4)10 years r$1,728,000 LS I $0 SO SO $0 SO $0 $0 $0 $0 $1,082,877
(20 year replacement w/Equip) $0 $0 $0 $0 SO $0 $0 SO $0 SO
Total Present Value of Intermittent Operations&Mamtenace Costs(Years 1-10): SO SO SO $0 SO SO SO SO SO $1,082,877
Table F.2.10.Present Value of Intermittent Operations and Maintenance Costs(Years 11-20)
KILLIAN CREEK WWII.EXPANSION _..
LINCOLN COUNTY
INDEPENDENT MEMBRANE BIO-REACTOR SYSTEM
Current Inflation Rate Based on Ma nicipal Cost Index:0.09% 1 BPA Discount Rate:4.875%
Present Value of O&M Costs for Year.
Component Unit Cost Unit Quantity 11 12 13 14 15 16 17 18 19 20
MBR Membrane Replacement g 10 years $997,500 LS 1 $0 $0 $0 $0 SO $0 SO $0 $0 SO
(20 year replacement w/Equip) $0 SO $0
Total Present Value of Intermittent Operations&Mamtenace Costs(Years 11-20): SO SO SO SO SO SO SO SO SO 50
Total Present Value of Intermittent Operations&Maintenance Costs(Life of Project): $1,082,877
Appendix F
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL

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Appendix F
Killian Creek WWTP Expansion
Engineering Alternative Analysis
WKD#20170294.00.CL