NCG020052_COMPLETE FILE - HISTORICAL_20151001

STORMWATER DIVISION CODING SHEET
NCG PERMITS
PERMIT NO.
NCGlW
DOC TYPE
p-"HISTORICAL FILE
DOC DATE
❑
YYYYMMDD

Compliance Inspection Report
Permit: NCG020052 Effective: 10/0.1/15 Expiration: 09/30/20 Owner Hanson Aggregates Southeast LLC
SOC: Effective: Expiration: Facility: Hanson Aggregates - Crabtree Quarry
County: Wake 5001 Duralelgh Rd
Region: Raleigh
Raleigh NC 27612
Contact Person: Jack Garvey Title: Phone: [phone]
J
Directions to Facllity:'
System Classifications:
Primary ORC: Certification.- Phone:
Secondary ORC(s):
On -Site Representative(s):
Related Permits:
Inspection Date: 01/12/2017 Entry Time: 09:OOAM Exit Time: 12:30PM
Primary Inspector: Thaddeus W Valentine Phone:
Secondary Inspector(s):
Reason for Inspection: Routine Inspection Type: Compliance Evaluation
Permit Inspection Type: Mining Activities Starmwater Discharge COC
Facility Status: Compliant ❑ Not Compliant
Question Areas:
N Storm Water
(See attachment summary)
Page:

permit; NCGO20052 Owner • Facility: Hanson Aggregates Southeast LLC
Inspection Date: 0111212017 Inspection Type : Compliance Evaluation Reason for Visit: Routine
Inspection Summary:
Joe Dupree and Myself inspected the site along with Jack Garvey,James Hilton and Mary Ann Bradshaw. All the analytical
and qualitative monitoring has been documented and is up to date and the overall mine site is well maintained. The following
is a list issuesnoted.during.the walk.through.that will.need to be addressed..__
1. There are drums being stored outside, next to the field containment shed, that will need to be stored under cover.
2. The secondary containment for the 10,000 gallon Diesel AST is in poor shape. The walls of the contaiment vessel are
extremely rusted and it is assumeed that the bottom of the contaiment can only be in worse shape. We suggest some type
of repair or replacement of the secondary containment or upgrade to a double wall tank..
3. The outfall for SDO-1 needs additional rip rap'or armouring
4. Extend the berm along the settling pond for SDO-1 under the pipe support footings
5. Berm up the low area that has discharged to the adjacant stream at SDO-4 pond and berm along the low side of the
outlet path and mainatin the checkdam
6. SDO-3 is not yet active and SDO-2 should be removed from the map and sample protocol
Page: 2

Permit: NCG020052 Owner - Facility: Hanson Aggregates Southeast LLC
InspectlortDate: 01l12/2017 Inspection Type : Compliance Evaluation Reason for Via It- Routine
Analytical Monitoring
Has the facility conducted its Analytical monitoring?
# Has the facility conducted Its Analytical monitoring from Vehicle Maintenance areas?
Comment: All analytical monitoring has been completed
Permit and Outfalls
# Is a copy of the Permit and the Certificate of Coverage available at the site?
# Were all outfalls observed during the inspection?
# if the facility has representative outfall status, is it properly documented by the Division?
# Has the facility evaluated all illicit (non stormwater) discharges?
Comment: All documents were tp to date and all lotfalls were observed
Yes No NA NE
® ❑ ❑ ❑
® • ❑ ❑ ❑
Yoe No NA NE
- ❑ ❑ ❑
0 ❑❑❑
■ ❑❑❑
qualitative Monitoring Yes No NA NE
Has the facility conducted its Qualitative Monitoring seml-annually? ❑ (] ❑
Comment: Has been completed
Stormwater Pollution Prevention Plan
Does the site have a Stormwater Pollution Prevention Plan?
# Does the Plan Include a General Location (USGS) map?
# Does the Plan include a "Narrative Description of Practices"?
# Does the Plan Include a detailed site map including outfall locations and drainage areas?
# Does the Plan Include a list of significant spills occurring during the past 3 years?
# Has the facility evaluated feasible alternatives to current practices?
# Does the facility provide all necessary secondary containment?
# Does the Plan include a BMP summary?
# Does the Plan Include a Spill Prevention and Response Plan (SPRP)?
# Does the Plan. include,a.Preventative. Maintenance and Good. Housekeeping . an?.,__._- _
# Does the facility provide and document Employee Tralning?
# Does the Plan include a list of Responsible Party(s)?
Yes No'NA NE
Oro ❑❑
e ❑ ❑ ❑
®❑ ❑ ❑
® ❑ ❑ ❑
® ❑ ❑ ❑
❑ ❑ ❑
Cl ❑ ❑
# Is the Plan reviewed and updated annually? e ❑ ❑ ❑
# Does the Plan include a Stormwater Facility Inspection Program? ®❑ [] C
Has the Stormwater Pollution Prevention Plan been implemented? ®❑ ❑ ❑
Comment: Went over all documents with Jim Hinton And Jack Garvey and evrything is in order
Page: 3

I

�4,02 1
mill
NCDENR
North Carolina Department of Environment and Natural Resource -- �,Jzs-ris
Pat McCrory
Governor
MR. JACK GARVEY
HANSON AGGREGATES SOUTHEAST LLC
2300 GATEWAY CENTRE BLVD.
MORRISVILLE, NC 27560
Dear Mr. Garvey:
Donald R. van der Vaart
Secretary
June 8, 2015
Subject: Multimedia Compliance Inspection
Crabtree Quarry.
Wake County
Department of Environment and Natural Resources staff from the Raleigh Regional Office conducted a
multimedia compliance inspection of Hanson Aggregates- Crabtree Quarry on May 8,2015 for permits
and programs administered by the following Divisions:
Division of Air Quality
Division of Energy,
Division of Water
Division of Waste
Mineral, and Land.
Resources
Management
Resources
We appreciate your cooperation during the inspection and hope that you have enjoyed the benefit of our
initiative to provide a single inspector capable of handling multiple areas of environmental compliance at
your facility. The results of each applicable inspection and any associated response actions or necessary
corrective measures are detailed in the inspection letters/reports attached to this transmittal sheet.
If you have any questions regarding this multimedia inspection or the results of each program inspection,
please contact the Raleigh Regional Office at [phone]. and ask to speak with the appropriate
Division staff. Thank you for your cooperation.
Copies: DAQ RRO Files
DEMLR RRO Files
DWR RRO Files
DWM RRO Files
NCDENR Raleigh Regional Office
1628 Mail Service Center, Raleigh, North Carolina 27699-1617
Location:3800 Barrett Drive, Raleigh North Carolina 27609
Phone: 919-7giA2001 Fax: [phone]
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North Carolina Department of Environment and Natural Resources,
Division of Land Resources, Land Quality Section
MINE INSPECTION REPORT
X❑ PERMITTED MINE SITE ❑ UNPERMITTED MINE SITE
1. MINE NAME: Crabtree Quarry 2. MINE LOCATION: 5001 Duraleigh Raod
3. COUNTY: Wake 4. RIVER BASIN: Neuse 5. CASE:
6. OPERATOR: Hanson Aggregates East
7. ADDRESS: 2300 Gateway Centre Blvd.
8. MINING PERMIT #: 92-03 9. PERMIT EXPIRATION DATE: 08/22/2022
10. PERSON(S) CONTACTED AT SITE: Jack Garvey, Jim Hilton
11. PICTURES? ❑ Yes x❑ No TAKEN BY:
12. TYPE OF INSPECTION:
❑ A. Initial Inspection (Unpermitted Mine Sites)
1. Size of affected land: ac. (attach sketch map)
2. How was this area measured? Measured by:
XF] B. Follow-up Inspection
1. Date of last inspection:
13. Any mining since that date? X ❑ Yes ❑ No If yes, cite evidence of such mining activity: Mine
operatin d� urina inspection
14. Was mine operating at time of inspection? X❑ Yes X❑ No If yes, explain: Mine operating
during inspection
15. Is the mine in compliance with the Operating Conditions of the Permit? X ❑ Yes ❑ No ❑ NIA
If no, explain:
16. Is the mine incompliance with the Reclamation Conditions of the Permit? —1 Yes ❑ No X❑ NIA
If no, explain:
17. Is there any off -site damage? A. ❑ Yes B. X❑ No C. ❑ None observed
If A, describe the type and severity of the damage:
If B or C, is there potential for offsite damage? ❑ Yes X❑ No Explain:
18. Corrective measures needed and/or taken:
19. Other recommendations and comments: The outfall below emergency spillway located at Sediment Basin
# 1 needs to be armored with larger stone. It appears that the stone that protected the outfall has been washed away
20. Is the Annual Reclamation Report +/- map accurate? ❑ Yes ❑ No (Explain) X❑ Not Reviewed ❑
21. Follow-up inspection needed? U Yes X I. No Proposed date
22. No. of additional pages of Inspection Report 0 23. Copy of Report sent to operator 06/01/2015_
INSPECTED BY: Thad Valentine,Lori Phillips, Cheng Zhang & Andrew Martin Date 05/08/2015
Telephone No: (919)7914200_
Copy to file Copy to operator Copy to Mining Specialist

Pagel of 4
Asrs�w�
NCDENR
NORTH CAROLINA DEPARTMENT OF ENVIRONMENT& NATURAL
RESOURCF;S
DIVISION OIL WASTE VIANAGEMENT(DWM) HAZARDOUS
WASTE SECTION (IIWS)1 COMPLIANCE BRANCH
1. Facility Information:
2. Facility Contact:
3. HWS-Inspectors:
4. Date/Time of
Date of Report:
5. Participants:
6. Purpose of Inspection:
7. Report:
RCRA INSPECTION
REPORT
Hanson Aggregates Southeast LLC Crabtree Quarry
5001 Duraleigh Road
Raleigh, NC 27612
EPA ID#: NCD986180560
Mr. Jim Hilton, Plant Manager
Phone; 919-614-9137, Email:
James. [e-mail]
Mr. Andrew Martin, NC HWS-Environmental Senior
Specialist
May 8, 2015 Arrived: 1:00pm — Departed: 4:30pm
June 6, 2015 - Prepared By: Andrew Martin
Thad Valentine, NCDENR Land Quality Section
Lori Phillips, NCDENR Air Quality Section
Cheng Zhang, NCDENR Water Quality Section
Jack Garvey
Compliance Evaluation Inspection
On May 8, 2015, I and the three NCDENR colleagues listed above conducted a multimedia inspection at
the Hanson Aggregates Southeast LLC Crabtree Quarry. The Hanson Aggregates Crabtree Quarry is a
permitted aggregate mine operating under NCDENR Land Quality Section permit #92-03. The facility
also maintains a NPDES Permit (NCG020052) and an Air Quality permit (04149R21). The quarry is
located on 197.37 acres of land with 83.09 acres disturbed. The facility operates one shift and is staffed
with fourteen employees. Buildings located on the site include an office area, quality control lab, training
room, storage shed, and maintenance building. Rock is mined from an open pit and brought to a
processing area where it is crushed into small pieces by primary and secondary crushers. The waste
water from production and storm water discharges via three NPDES permitted outfalls. One well is
located on -site near the maintenance facility but does not provide drinking water. The water supply to
the facility is municipal. A RCRA EPA ID number is associated with the facility under a different
company name. This property had once notified as a Small Quantity Generator (SQG). The facility is
currently operating as a Conditionally Exempt Small Quantity Generator (CESQG).
A tour of facility operations was conducted during the visit. The facility generates used oil, used
antifreeze, batteries, and lamps. Batteries are exchanged for core recycling once they are generated. A
container of waste fluorescent lamps was observed in a storage closet of the office building. The
Andrew Martin. QEP- NC Hazardous Waste Section
Office: 217 W. Jones Street, 1646 Mail Service
Center, Ralelgh, NC 2/699
Phone: (919) 270-M07 Email:
Andrew. Marti n!r'vncdenr.gov

Page 2 of 4
containers held several bulbs, was open, and not labeled. Facility personal indicated that the bulbs had
been most likely been stored onsite since the year 2006.
Used oil is accumulated in 1,000-gallon and 500-gallon above ground tanks and in several 55-gallon
containers. The tanks and 55-gallon containers are located within a secondary containment structure. The
55-gallon containers were not labeled at the time of the inspection (See Deficiencies Section). The
facility contracts with Noble Oil for collection of used oil for recycling and maintains receipts. This
area also includes the facility's diesel and gasoline above ground storage tanks. The tanks' are located
within a secondary containment structure. Water was present within the secondary containment area and
had petroleum sheen. Water from the used oil and petroleum secondary containment areas are drained to
an oil water separator. The wastewater from the oil water separator is pumped to an adjacent storage tank
and used as dust suppressant onsite. A waste determination has not been performed on the secondary
containment water or on the oil water separator waste water that is used for dust suppression.
8. DeficienciesNiolations:
Docket # 2015-039
40 CFR 262.11 adopted by reference at 15A NCAC 13A .0107. Hazardous waste determination.
A person who generates a solid waste, as defined in 40 CFR 261.2, must determine if that waste is a
hazardous waste using the following method:
(a) He should first determine if the waste is excluded from regulation under 40 CFR 261.4.
(b) He must then determine if the waste is listed as a hazardous waste in subpart D of 40 CFR
part 261.
(c) For purposes of compliance with 40 CFR part 268, or if the waste is not listed in subpart D of
40 CFR part 261, the generator must then determine whether the waste is identified in
subpart C of 40 CFR part 261 by either: I .
(1) Testing the waste according to the methods set forth in subpart C of 40 CFR part 261, or
according to an equivalent method approved by the Administrator under 40 CFR 260.21; or
(2) Applying knowledge of the hazard characteristic of the waste in light of the materials
or the processes used.
(d) If the waste is determined to be hazardous, the generator must refer to parts 261, 264, 265,
266, 268, and 273 of this chapter for possible exclusions or restrictions pertaining to
management of the specific waste.
Hanson Aggregates Southeast, LLC Crabtree Quarry must make a waste determination on the water
drained from the petroleum secondary containment structures to the oil/water separator and on the
oil/water separator waste water that is stored onsite in a tank and used for dust suppression. Oil/water
separator water and secondary containment water that is a hazardous waste (typically listed for benzene
or RCRA metals) must be managed by all applicable hazardous waste regulations. The facility must
also discontinue disposing of the waste water unto the ground until it is verified that the facility can
legally do so. The facility must also perform a waste determination on the used lamps stored within the
office building (typically listed for mercury). If the facility determines that more than 220 pounds of
hazardous waste water will be generated the facility must update their generator status using the EPA
8700-12 form.
40 CFR 279.22 adopted by reference at 15A NCAC 13A .0107. Used oil storage.
Used oil generators are subject to all applicable Spill Prevention, Control and Countermeasures (40
CFR part 112) in addition to the requirements of this Subpart. Used oil generators are also subject to
the Underground Storage Tank (40 CFR part 280) standards for used oil stored in underground tanks
whether or not the used oil exhibits any characteristics of hazardous waste, in addition to the
requirements of this subpart.
(a) Storage units. Used oil generators shall not store used oil in units other than tanks, containers, or
units subject to regulation under parts 264 or 265 of this chapter.
Andrew Martin. QEP- SIC Hazardous Waste Section
Office: 217 W. Jones Street. 1646 Mail Service
Center, Raleigh, IJC 27699
Phone: [phone] Emit
Andrew.Martin4ncdenr.gov

Page 3 of 4
(b) Condition of units. Containers and aboveground tanks used to store used oil at generator
facilities must be:
(1) In good condition (no severe rusting, apparent structural defects or deterioration); and
(2) Not leaking (no visible leaks).
(c) Labels.
(1) Containers and aboveground tanks used to store used oil at generator facilities must be
labeled or marked clearly with the words "Used Oil."
(2) Fill pipes'used to transfer used oil into underground storage tanks at generator facilities must
be labeled or marked clearly with the words "Used Oil."
(d) Response to releases. Upon detection of a release of used oil to the environment that is not
subject to the requirements of part 280, subpart F of this chapter and which has occurred after the
effective date of the recycled used oil management program in effect in the State in which the
release is located, a generator must perform the following cleanup steps:
(1) Stop the release;
(2) Contain the released used oil;
(3) Clean up and manage properly the released.used oil and other materials; and
(4) If necessary, repair or replace any leaking used oil storage containers or tanks prior to
returning them to service.
During the inspection, several 55- gallon used oil storage containers were not labeled with the words
"Used Oil." The facility must label all containers (tanks, drums, buckets, bottles, etc.) used to store or
transport used oil for recycling as "Used Oil" and follow all applicable regulations regarding used oil
listed in 40 CFR 279.
9. Comments:
It is a reminder that used lamps (fluorescent, HID, etc....) and used batteries (nickel -cadmium,
lithium ion, etc...) are subject to hazardous waste determination requirements. Used lamps and
batteries can be managed as Universal Waste when they are recycled. The facility should establish a
used lamp & battery recycling program for the collection, proper container management and
training of employees. Information on management of universal waste can be found on the Section's
website under "Guidance Documents". The Section's website can be found at:
http://2ortal.ncdenr.orUweblwm/hw
Additional guidance information available at:
htt :/hvww.eva.movIel2awaste/hazard/wastetypes/universal/laws.htm
• It is strongly recommended that universal waste and used oil collection receipts be maintained at the
facility.
It is a reminder that If the facility generates more than 220-pounds of total hazardous waste in any
calendar month or accumulates more than a total of 2,200-pounds of hazardous waste onsite at any
one time, the facility would be subject to small quantity generator (SQG) fees and regulatory
requirements. Facilities that generate more than 2,200-pounds of total hazardous waste in any
calendar month or accumulates more than a total of 2.2-pounds of P-Listed hazardous waste onsite
at any one time, the facility would be subject to large quantity generator (LQG) fees and regulatory
requirements. If in the future the facility may generate hazardous waste above the amounts listed
above, feel free to contact me for guidance on all applicable requirements.
• Although the facility primarily operates as a conditionally exempt small quantity generator
(CESQG) of hazardous waste, it is a reminder that if the facility generates more than 220-pounds of
total hazardous waste in any calendar month, or accumulates more than 2,200-pounds'of hazardous
waste onsite at any one time, the facility will be subject to small quantity generator (SQG)
Andrew Martin, QEP-NC Hazardous' Waste Section
Office: 217 W. Jones Street, 1646 Mail Service
Censer, Raleigh, NC 27699
Phone: [phone] Ernail:
Andrew.Martin'�ncdenr.gov

46 . .
Page 4 of 4
regulations. SQG hazardous waste regulations are listed in Title 40, Code of Federal Regulations,
Part 262.34 (c) & (d). If the facility generates more than 2,200-pounds of hazardous waste in any
calendar month or accumulates more than 2,2-pounds of acutely toxic (P-Listed) hazardous waste
onsite at any one time the facility will be subject to full regulation as a large quantity generator
(LQG). LQG hazardous waste regulations are listed in Title 40, Code of Federal Regulations, Part
262. Additionally, LQGs and SQGs must obtain a site EPA Identification Number before offering
hazardous waste for off -site transport and disposal,. Guidance documents for hazardous waste
generators can be found at: http://Vortal.ncdenr.orL,/web/wmlhw/Technical
• An EPA 8700-12 form was emailed to the facility. It is recommended that the facility complete the
form•to update the ownership information associated with the property's EPA ID number
(NCD986180560) and submit it to the NCDENR Hazardous Waste Section.
_6/5/2015
Andrew Martin, QEP / DATE
NC HWS-COMPLIANCE BRANCH
cc:
Jenny Patterson, Eastern Area Compliance Supervisor
Central Office Files
Andrew Martin, QEP- NC Hazardous `Haste Sectien
Office: 217 W. Jones Street, 1646 Mail Service
Center, Raleigh, NC 27699
Phone: [phone] Email:
Andrew.Mart1nrdncdenr.9o.y
SENT US MAIL
FACILITY REPRESENTATIVE

A *If I A
NCDENR
North Carolina Department of Environment and Natural. Resources
Pat McCrory
Governor
June 5, 2015
CERTIFIED MAIL
RETURN RECEIPT RE UESTED
Mr. Jim Hilton
Hanson Aggregates Southeast, LLC - Crabtree Quarry
5001 Duraleigh Road
Raleigh, NC'27612
Subject: NOTICE OF VIOLATION
Docket #2015-039
Hanson Aggregates Southeast, LLC — Crabtree Quarry
EPA ID # NCD986180560
Dear Mr. Hilton:
Donald R. van der Vaart
Secretary
On December .18, 1980, the State of North Carolina, Hazardous Waste Section was authorized to operate the
State RCRA hazardous waste program under the Solid Waste Management Act, N.C.G.S. 130A, Article 9
and rules promulgated thereto at 15A NCAC 13A (Rules) in lieu of the federal RCRA program.
On May 8, 2015, Andrew Martin, representing the North Carolina Hazardous Waste Section inspected
Hanson Aggregates Southeast, LLC — Crabtree Quarry located in Raleigh, North Carolina, for compliance
with North Carolina Hazardous Waste Management Rules. During that inspection, the following violation
was noted:
40 CFR 262.11 adopted by reference at 15A NCAC 13A .0107. Hazardous waste determination.
A person who generates 'a solid waste, as 'defined in 40 CFR-261.2, must determine if that
waste is a hazardous waste using the following method:
(a) He should first determine if the waste. is excluded, from regulation under 40 CFR
261.4.
(b) He must then determine if the waste is listed as a hazardous waste in subpart D of
40 CFR part 261.
(c) For purposes of compliance with 40 CFR part 268, or if the waste is not listed in
subpart D,of 40 CFR part 261, the generator must then determine whether.the waste
is identified in subpart C of 40 CFR part 261 by either:
(1) Testing the waste according to the methods set forth in subpart C of 40 CFR
part 261, or according to an equivalent method approved by the Administrator
under 40 CFR 260.21; or
1646 Mail Service Center, Raleigh, North Carolina 27699-1646
Phone: [phone] Internet: http://poria),ncdenr.orgiwebiwm
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'(2) Applying knowledge of the hazard characteristic of the waste in Light of
the materials or the processes used.
(d) If the waste is determined to be hazardous, the generator must refer to parts 261,
264, 265, 266, 268, and 273 of this chapter for possible exclusions or restrictions
pertaining to management of the specific waste.
Hanson Aggregates. Southeast, LLC Crabtree Quarry must make a waste determination on
the water drained from the petroleum secondary containment structures to the oil/water
separator and on the oil/water separator waste water that is stored onsite in a tank and used
for dust suppression. Oil/water separator water and secondary containment water that is a.
hazardous waste (typically listed for benzene'or RCRA metals) must be managed by all
applicable hazardous waste regulations. The facility must also discontinue disposing of the
waste water unto the ground until it is verified that the facility can legally do so, The
facility must also perform a waste determination on the used lamps stored within the office
building (typically listed for mercury). If the facility determines that more than 220 pounds
of hazardous waste water will be generated the facility must update their generator status
using the EPA 8700-12 form.
40 CFR 279.22 adopted by reference at 15A NCAC 13A .0107. Used oil storage,
Used oil generators are subject to all applicable Spill Prevention, Control and Countermeasures (40
CFR part 112) in addition to the requirements of this Subpart. Used oil generators are also subject
to the Underground Storage Tank (40 CFR part 280) standards for used oil stored in underground
tanks whether or not the used oil exhibits any characteristics of hazardous waste, in addition to
the requirements of this subpart.
(a) Storage units. Used oil generators shall not store used oil in units other than tanks,
containers, or units subject to regulation under parts 264 or 265 of this chapter:
(b) Condition of'units,-Containers and aboveground tanks used to store used oil at generator
facilities must be:
(1) In gobd,conditlon (no severe rusting; apparent'structuraI defects or deterioration); and
(2) Not leaking (no Visible leaks):
(c) Labels:
(1) Containers and aboveground tanks used to store used oil at generator facilities must be
labeled or marked clearly with the words "Used Oil."
(2) Fill pipes used to transfer used oil into underground storage tanks at generator facilities
must be labeled or marked clearly with the words "Used Oil." .
(d) Response to'releases. Upon detection of'a release of used oil to the environment that is not
subject to the requirements of part 280, subpart F of this chapter and which has'occurred after
the effective date of the recycled used oil management program in effect in the State in which
the release.is located, a generator must perform the following cleanup steps;
(1) Stop the release;
(2) Contain the released used'oil;
(3) Clean up and manage properly the released used oil and other materials; and
(4) If necessary, repair or replace any leaking used oil storage containers or tanks prior to
returning them to service... r.
During the inspection, several 55- gallon used oil storage containers were not labeled with the
words "Used Oil." The facility must label all containers (tanks, drums, buckets, bottles, etc.) used
to store or transport used oil for recycling as "Used Oil" and follow all applicable regulations
regarding used oil listed in 40 CFR 279•

You are hereby required to comply with the noted violation by July 7, 2015,. at which time a site evaluation
will be performed. If compliance with the violations noted above is not met, pursuant to N.C.G.S. 130A-
22(a) and 15A NCAC 13A .0701-.0707, an administrative penalty of up to $32,500.00 per day may be
assessed for violation of the hazardous waste law or regulations.
In further satisfaction of. Docket #2015-0.39, Hanson Aggregates Southeast, LLC — Crabtree Quarry shall
provide a written certification with supporting documentation do company letterhead confirming the
noted compliance schedule has been completed. Mail this certification to Andrew Martin, NCDENR,
DWM/HWS, 1646 Mail Service Center, Raleigh, NC 27699-1646 or email it to:
[e-mail]
If you should have any questions you may contact me at 910-270-3507.
Sincerely,
Andrew Martin, QEP
Environmental Senior. Specialist
Hazardous Waste Section, NCDENR
copies to; ADM
Jenny Patterson - Eastern Region Compliance Branch Supervisor
Central Files
i

NCDENR
North Carolina•Department of Environment and Natural Resources
Pat McCrory Donald R, van der Vaart
Governor Secretary
June 1, 2015
Mr. Jack Garvey
Hanson Aggregates Southeast LLC
2101 Gateway Center Boulevard, Suite 100
Morrisville, NC 27560
Subject: NPDES Stormwater Compliance Evaluation Inspection
Certificate of Coverage No. NCG020052 •
Hanson Aggregates Southeast LLC -- Crabtree Quarry
Wake County
Dear Mr. Garvey:
Staff from the Department of Environmental and Natural Resources conducted a stormwater inspection
on May 8, 2015, as part of a multimedia inspection of your facility. The assistance provided by Mr. Jim
Hinton, the facility manager, and you during the inspection was greatly appreciated. The inspection
report is attached. Findings duringthe inspection were as follows:
Certificate of Coverage (COC) No. NCG020052 under NPDES general permit NCG020000
was issued Hanson Aggregates Southeast LLC — Crabtree Quarry to discharge stormwater
runoff and process wastewater to Crabtree Creek, a Class-C NSW stream, in the Neuse River
Basin,
2. The facility has developed a stormwater pollution prevention plan (SPPP). A review of the
plan indicated that it covered all components required by the general permit. Plan records
were well maintained and organized.
3. Qualitative and analytical monitoring has been conducted as required by the permit at
outfalls that were active. It was noted that the facility had difficulty to meet the bench
mark value for.TSS at stormwater outfall (SDO) 002 in the past years, resulted in Tier 2
monitoring. The facility is planning to expand the settling basin at SDO 002 and currently
diverting stormwater flow to the pit. A new settling pond (receiving process wastewater from
the crushing and washing area) was built recently upstream the existing "freshwater" pond
(holding settled process water from the new pond, and sometimes replenished with water
from the pit, which is reused in the production) adjacent to SDO 004.
fly'
4. SDOs 001, 002, 004, and pit dewatering outfall were observed during the inspection and
found in good condition, except that the SDO 001 needs to be armored with larger stones.
NoithCarolin,
Naturally
North Carolina Division of Water Resources 1628 Mail Service Center Raleigh, NC 27699-1628 Phone [phone] Customer Service
Internet: www.newaterquality.org Location: 3800 Barrett Drive Raleigh, NC 27609 Fax [phone]
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Page 2 of 2
If you have any questions regarding the attached report or any of the findings, please contact Cheng
Zhang at 919-79I-4200 (or email: cheng=chang�ncdenr.gov).
Sincerely,
Cheng Zhang
Environmental Senior Specialist
Raleigh Regional Office
Enclosure: Compliance Evaluation Inspection Form
cc: Central Files
RRO SWP files
IhU
;i�cr.

Permit: NCG020052
SOC:
County: Wake
Region: Raleigh
Contact Person: Jack Garvey
Directions to Facility:
System Classifications:
Primary ORC:
Secondary ORC(s):
On -Site Representative(s):
Related Permits:
Compliance Inspection Report
Effective: 01/01/10 Expiration: 12/31/14 Owner: Hanson Aggregates Southeast LLC
Effective: Expiration: Facility: Hanson Aggregates - Crabtree Quarry
5001 Duraleigh Rd
s
Raleigh NC 27512
Title: Phone: [phone]
Inspection Date: 05/08/2015 Entry Time: 01:OOPM
Primary Inspector: Cheng Zhang
Secondary Inspector(s):
Certification:
Phone:
Exit Time: 04:OOPM
Phone: [phone]
i
Reason for Inspection: Routine Inspection Type: Compliance Evaluation
Permit Inspection Type: Mining Activities Stormwater Discharge COC
Facility Status: Compliant ❑ Not Compliant
Question Areas:
Storm Water
(See attachment summary)
Page: 1

Permit: NCG020052 Owner - Facility: Hanson Aggregates Southeast LLC
Inspection Date: 05108/2015 Inspection Type : Compliance Evaluation Reason for Visit: Routine
Storrnwater Pollution Prevention Plan
Yes No NA NE
Does the site have a Stormwater Pollution Prevention Plan?
®❑ ❑ ❑
# Does the Plan include a General Location (USGS) map?
0 ❑ ❑ ❑
# Does the Plan include a "Narrative Description of Practices"?
®❑ ❑ ❑
# Does the Plan include a detailed site map including outfall locations and drainage areas?
❑ ❑ ❑
# Does the Plan include a list of significant spills occurring during the past 3 years?
❑ ❑ ❑
# Has the facility evaluated feasible alternatives to current practices?
❑ ❑ ❑
# Does the facility provide all necessary secondary containment?
❑ ❑ ❑
# Does the Plan include a BMP summary?
0 ❑ ❑ ❑
# Does the Plan include a Spill Prevention and Response Plan (SPRP)?
0 ❑ ❑ ❑
# Does the Plan include a Preventative Maintenance and Good Housekeeping Plan?
❑ ❑ ❑
# Does the facility provide and document Employee Training?
0 ❑ ❑ ❑
# Does the Plan include a list of Responsible Party(s)?
0 ❑ ❑ ❑
# Is the Plan reviewed and updated annually?
0 ❑ ❑ ❑
# Does the Plan include a Stormwater Facility Inspection Program?
❑ ❑ ❑
Has the Stormwater Pollution Prevention Plan been implemented?
0 ❑ ❑ ❑
Comment: The plan appeared be up to date and Stormwater program was well managed and implemented.
Qualitative Monitoring
Yes No NA NE
Has the facility conducted its Qualitative Monitoring semi-annually? 0 ❑ ❑ ❑
Comment: Semi-annually.
Analytical Monitorinq Yes No NA NE
Has the facility conducted its Analytical monitoring? 0 ❑ ❑ ❑
# Has the facility conducted its Analytical monitoring from Vehicle Maintenance areas? 0 ❑ ❑ ❑
Comment: Stormwater runoff from vehicle maintennance area goes into the pit, Total Petroleum
Hydrocarbons (TPH) has been monitored semi-annually at wastewater discharge outfall.
�dary
Permit and Outfalls Yes No NA NE
# Is a copy of the Permit and the Certificate of Coverage available at the site? ❑ ❑ ❑ ❑
# Were all outfalls observed during the inspection? ❑ ❑ ❑ ❑
# If the facility has representative outfall status. is it properly documented by the Division? ❑ ❑ ❑ ❑
# Has the facility evaluated ail illicit (non sormwater) discharges? '❑ ❑ ❑ ❑
Comment: Stormwater Discharge.Outfalls (SDOs) 001, 002, and 004, and Wastewater Discharge Ourtfall
were observed during the inspection. SDO 003 is inactive.
Page: 3

NORTH CAROLINA DIVISION OF
AIR QUALITY
Inspection Report
Date: 05/12/2015
Facility Data
Hanson Aggregates Southeast, LLC - Crabtree
5001 Duraleigh Road
Raleigh, NC 27612
Lat: 35d 50.7350m Long: 78d 42.8130m
SIC: 1442 / Construction Sand And Gravel
NAICS: 212321 / Construction Sand and Gravel Mining
Contact Data
Facility Contact Authorized Contact
James Hilton
Plant Manager
[phone]
Comments:
Inspector's Signature:
Date of Signature:
Toby Lee
NC Operations Manager
[phone]
Raleigh Regional Office
Hanson Aggregates Southeast, LLC - Crabtree
NC Facility ID 9200219
County/FIPS: Wake/183
Permit Data
Permit 041491 R21
Issued 11/18/2014
Expires 10/31/2022
Classification Small
Permit Status Active
Current Permit Application(s) None
Program Applicability
SIP
Technical Contact
Jack Garvey �
NSPS: Subpart 000
'
Environmental Manager
[phone]
Compliance Data
Inspection Date 05/08/2015
Inspector's Name Lori Ann Phillips
Operating Status Operating
Compliance Code Compliance - inspection
Action Code PCE
On -Site Inspection Result Compliance
Tntal Arhial emiccinnA in TOWWAR! I
TSP
S02
NOX
VOC
CO
PM10
* HAP
2013
6.56
0.2400
3.54
'0.2900
0.7700
2.60
16.47
2008
7.71
0.0400
0.5800
0.0400
0.1200
2.88
---
Five Year Violation History: None
Date Letter Type Rule Violated
Performed Stack Tests since last FCE: None
Date Test Results Test Method(A
* Highest HAP Emitted (in
Violation Resolution Date
Source(s) Tested
I. DIRECTIONS: Hanson Aggregates Southeast, Inc. — Crabtree is located at 5001 Duraleigh Road, Raleigh, Wake
County. From RRO; take 1-440 to US 70 (GIenwood Avenue). Take US 70 and go north about 3.1 miles to Duraleigh
Road. Turn left on Duraleigh Road and go about 1.1 miles and the quarry will be on your right. There is a sign at the
entrance.

II. 1rACILITY DESCRIPTION: Hanson Aggregates Southeast, LLC. — Crabtree is a gunite quarry. This facility
operates under Air Permit 04149R21 which was issued on November 18, 2014 and expires on October 31, 2022.
III. SPECIAL SAFETY NEEDS: This is a quarry which is under the Federal Mine Safety Health Administration
(MSHA). For this reason, it is illegal fqr an inspector to go wandering around on this property without an MSHA
approved escort (such as a company official). The inspector is required to comply.with all MSHA safety rules,
especially those dealing with personal safety equipment (they can be held liable for the fine and possible jail time).
Vehicles are required to be chocked, unless they are parked in a manner that if their parking brake fails, the vehicle will roll into
an embankment.
Required equipment:
Steel toe shoes, hard hat, safety vest, and wheel chocks.
IV. INSPECTION SUMMARY:
On May 8, 2015, I, Lori Ann Phillips, along with Thad Valentine (DEMLR), Cheng Zhang (DWQ), and Andrew
Martin (Haz Waste), inspected Hanson's quarry at Crabtree. We arrived at the quarry at approximately 1:00pm to
conduct a multimedia inspection as part of training activities associated with the Multimedia Pilot Inspection Program
(MPIP). Please note that while multiple permitting programs were reviewed while we were at the facility, only the
results pertaining to the air quality inspection are provided in this document.
After going through a brief hazardous warning sheet, we met with James Hilton, plant manager, and Jack Garvey,
Environmental Manager. We reviewed the facility's current air permit with the facility contacts. Mr. Garvey produced
all the applicable records and all were found to be up to date and complete.
We then took a tour of the facility with Mr. Garvey, starting with the QA/QC lab, proceeding to the primary and
secondary processing operations, and the fuel storage area/shop area. The primary crusher was not running at the time
of the inspection; however, the secondary line was in operation and minimal VE (0-10%) was observed.
At the time of the inspection, it appeared that the facility was well maintained from an air quality perspective.
V. PERMITTED EMISSION SOURCES:
........... _._..........................................................
Emission
Source ID,
Emission Source
Description
Control
System ID
Control System
Description,
Non -Metallic Mineral Processing Plant,'with 750 ton per hour rating and utilizing water
suppression with no other control device, including: .
ES -Crusher crushing operations NIA N/A
ES -Screening . screening operations NIA N/A
Yl
ES-Coneg' n
cone m operations erations NIA ; NIA
Y g
***Appeared to be in compliance. The secondary crusher was operating at the time of the inspection. ***
VI. SPECIFIC CONDITIONS AND LIMITATIONS:
A.1 Must comply with 2D .0202, 2D .0501, 2D .05 i0, 2D .0521, 2D .0524 (40 CFR 60 Subpart 000), 2D .0535,
. 2D .0540, and 2D .1806.***Appeared to be in compliance. Details regarding each permit stipulation are found
below. ***
A.2 2D .0202 Emission.Inventory Requirement, The company is required that within 90-days of their permit
expiration, and if they are requesting renewal, they must submit an emission inventory. ***Appeared to be in
compliance. The facilityjust submitted an emission inventory with their recent renewal ***
A.3 2D .0501(c) EQUIPMENT REPORTING: The Permittee shall maintain on -site an equipment list and a plant
flow.diagram of all equipment covered under this permit.
i. The equipment list shall include the total rated crushing capacity of all primary crushers at the
facility and the following information for each piece of equipment:

a. Width of belt conveyors,
b. Dimensions and configuration (e.g., triple deck) of screens,
c. Rated capacity (tons/hr) of each crusher,
d. Rated capacity. (tons or tons/hr) of all equipment not exempt from permit requirements under 15 A
NCAC 2Q.0102(c),
e. A unique ID number.
f. The date the equipment was manufactured, and ..
g. The dates any required performance testing was conducted and submitted to the Regional
Supervisor, Division of Air Quality.
ii. The equipment list and plant diagram shall bear the date when the current list and diagrams were revised.
iii. The Permitte shall provide documentation to the Regional Supervisor, Division of Air Quality, for any
required performance testing within seven days of a written request.
***Appeared to be in compliance. The facility contact supplied the most recently updated version of the equipment
list, which had been last updated on January 23, 2015. ***
A.4 2D .0510 Particulates emissions from Sand, Gravel, or Crushed Stone Operations. Require control of
particulate such that they do not leave the property. The rule requires wet suppression on the crushers and control of
emissions from conveyors, screens, and transfer points.. ***Appeared ;to be in compliance. The facility is equipped
with spray nozzles for wet suppression and water trucks are used to control dust on haul roads.*** '
A.5 The primary crusher is.a jaw crusher rated at 750 tons per hour at an 13-inch crusher setting: ***Appeared to
be in compliance. The facility has not made changes to the crusher. ***
A.6 2D .0521 Control of Visible Emission. VE from the permitted items at the facility shall not exceed 20%
opacity. ***Appeared to be in compliance. VE was approximately 0-10% from'the secondary crushing operation
and 0-5% from the conveyors and screens: '
A.7 2D .0524 New Source Performance Standards (NSPS) Requirements. The Permittee shall comply with•all
applicable provisions of 40 CFR 60 Subpart 000.
Affected Facili
Pollutant
Emission iimi
Visible
crushers
Emissions
15% opacity
fugitive emissions from conveyor belts, screening operations, and
lVisible
10% opacity
other affected facilities :
missions
fugitive emissions from conveyor belts and other affected facilities
Visible
0%opacity
(that rocess saturated material)
Emissions
***Appears to be in compliance. All equipment ispre 2008, and is triggered under the old standard The facility
does not have to keep monitoring or records of inspections since the equipment was constructed prior to April 22,
2008. According to the equipment list, performance testing was conducted on 111111991,
***
A.$ . 2D .0535 Notification Requirement. When particulate, visible, sulfur dioxide, volatile organic compounds,
odorous and /or visible emissions exceed environmental regulations for more than 4 hours, the NCDAQ must be
notified with 24 hours. ***Appeared to be in compliance. The facility stated that they had not operated in an upset
state. ***
A.9 2D .0540 Particulates from Fugitive Non -Process Dust Emission Sources. The purpose of this rule is to
control fugitive non -process dust emissions from such items as haul roads, stock piles, parking lots and yards. This is
a complaint driven stipulation. ***Appeared to be in compliance. No fugitive emissions were observed a the time of
the inspection. No complaints are in the datebase.***

A.10 213.1806 Control and Prohibition of Odorous Emissions. The facility may not allow odorous emissions to
cause or contribute to objectionable odors beyond the facility boundaries. ***Appeared to be in compliance. No
odors were detected. ***
VII. INSIGNICANT 1 EXEMPT SOURCES:
There is no exempt equipment listed on the permit; however, a number of small exempt fuel tanks were observed near
the shop area on the property. These tanks should be added to the insignificant/exempt equipment Iist during the next
renewal or permit modification.--
VIII. COMPLIANCE HISTORY: No NOVs were noted in Hanson Aggregates Southeast, LLC compliance history.
IX. 112r APPLICABILITY: This facility is not subject to 112r regulations.
X. STACK TEST REVIEW: A review of the IBEAM database indicates there have been no stack tests at this facility.
XI. EMISSIONS INVENTORY REVIEW: A review of the two emissions inventories submitted (2008 and 2013)
reveal some changes in criteria pollutants; however, all differences are within permit limitations and within reason.
The facility had had three diesel -fired pumps on its permit until the R21 modification and these pumps attributed to the
CO, NOx, S02, and HAP (formaldehyde) emissions. No further inquiry into the emissions inventory is needed at this
time.
XII. CONCLUSIONSIRECOMMENDATIONS: At the time of this inspection, Hanson Aggregates Southeast, LLC. —
Crabtree appeared to be in compliance with all applicable permit_ stipulations. I recommend that this facility be
inspected within two years,
E

Garrett, Judy
From: Garvey, Jack (Pleasant Garden) NA [[e-mail])
Sent: Tuesday, December 07, 2010 10:15 AM
To: Garrett, Judy
Subject: Crabtree Stormwater Inspection
Attachments: Crabtree 2010 Stormwater-SPCC Plan Training.pdf
Judy,
Hope all went well this weekend for you.
Attached is the Crabtree training documentation for 2010.
Plant Manger, Jim Hilton, has stated that the 2nd pump will be re -installed at its original location today, 1217110. 1 will
provide confirmation upon completion.
I have contracted a geologist to update the SWPPP to include:
- Elimination of Outfall SDO-3, and thus, sampling of TPH (Method1664) at the pit
- Spill response procedures for unanticipated release of untreated wastewater to the surface waters
- Another outfall, SDO-5, located east of the Duraleigh Road Bridge
Jack Garvey
Environmental Manager
Hanson Brick
P.O. Sox 368
1410 Forest Acres Circle
Pleasant Garden, NC 27313
Tel: [phone]
Cell: 336 669 7565
Fax: [phone]
Jack. Ga rvevAHanson. Biz
www,hanson,com

sir
war
Sam
Hanson Aggregates SPCC Training Log
Record training data below or insert EAN in this section. See below for Fist
of potential training topics.
Date of Training
Ivy
Name of Trainer
Individuals Trained
'
ICA arJ,6171
67
Topics Covered
Date of Training
Name of rrainer
Individuals Trained
.Sabado
i
optcs- - aver
�a-n
g

Divisional Emergency Team Member(s) Typically comprised of divisional management (i.e. Area Manager,
Operations Manager, or Vice President. Responsible for providing
additional support, manpower or equipment, if needed during an
environmental emergency.
5.5.8 Chain of Command
The above Facility Response Coordinator and Assistants are thoroughly familiar with this plan,
all operations, and the facility layout. In addition, the coordinators are qualified and have -the
authority to.carry out the emergency plan contained herein. Ih-the event.of an emergency, the
secondary Facility Response Assistant. assists the Facility Response Coordinator. If the primary
Facility Response Coordinator is not available then the secondary Facility Response Assistant
takes the responsibilities of the primary Coordinator. The third.Facility Response Assistant
assumes responsibility in the absence of both the primary and secondary coordinators.
6.0'SPILL REPORTING. PROCEDURES 112:7(a)(4)
An "Emergency Spill Reporting Form" has been created to enable a person reporting a discharge,
typically the emergency information coordinator or facility Response Coordinator, to relate the above
required information. This."Spill Reporting Form" is located- in Appendix 4.

5.5.7 Duties & responsibilities of facility response coordinator & team members
Team Member
Responsibilittv
Facility Response Coordinator (Primary)
Coordinate containment; contact with regulators, adjacent
landowners & news agencies; review of all appropriate
emergency response plans, ensure proper and regular training
takes place, mobilize team during emergencies, assess type of
failure, ensure that emergency responSeL equipment is in good
repair, in place and sufficient.
PRIMARY RESPONSIBILITIES:
1.. Assemble and train team members:
2. Conduct practice drills and establish response time
constraints. Check emergency response and containment
tools and ensure -an adequate supply.
3. Coordinate activities at.the emergency site and facility.
4. Control access to the plant and site of emergency during
drills and actual emergency.
5. Monitor supply of emergency response tools and personnel
requirements during emergency, and coordinate with
Emergency Information Coordinator in the event that
assistance from other plant(s) is needed.
6. Be aware of environmentally sensitive areas in and adjacent
to the facility and know the topographic pathways to these
areas.
7. Restrict access to the Hanson facility to emergency
personnel or agencies.
SECONDARY RESPONSIBILITIES:
1. Check with team members to be kept aware of important
telephone number changes.
2. Be aware of evolving site (facility) conditions that may impact
the suitability of the Spill Emergency Response Plan. ' .
3. Remain on standby in the event of an emergency at another
Hanson facility.
Facility Response Assistant (Secondary)
Typically the Assistant Superintendent or Working Group Leader:
Coordinate Emergency Site Crew, coordinate and report progress
with the Facility Response Coordinator, direct activities of the
Emergency Response Team in the absence of the Facility
Response Coordinator.'
PRIMARY RESPONSIBILITIES:
1. Assemble Emergency Response Team at the emergency
site in the absence of the Facility Response Coordinator.
2. Carry out Spill Emergency Response Plan and continue
coordinating team if Facility'Response Coordinator is called
from the emergency site.
3.___ Alert _Facility Coordinator. if additional containment
_Response,
tools or assistance are needed.
Facility Response Assistant (Third)
Assists the Facility Response Coordinator or Facility Response
Assistant (secondary), or assume either of their responsibilities in
their absence.
Emergency Information Coordinator
Typically the Hanson Environmental Engineer: Coordinates the
flow of information to and from Hanson.
PRIMARY RESPONSIBILITIES:
1. Disseminate information from the Facility Response
Coordinator to Hanson Divisional Emergency Team
Members, the Press (media), Emergency Agencies and the
public.
2. Seek updates and progress reports from the Facility

Notification of Process Wastewater Spill in Wake County
House Bill 1 160, which the General Assembly enacted in July 1999, requires that
municipalities, animal operations, industries and others who operate waste handling systems
issue news releases when a waste spill of 1,000 gallons or more reaches surface waters.
In accordance with that regulation, the following news release has been prepared and issued to
media in the affected county: Wake County.
The Hanson Aggregates — Crabtree Quarry had a process wastewater spill on November 29,
2010 of an estimated 33,750 gallons from a pump station off Duraleigh Road. The untreated
process wastewater spilled into Crabtree Creek in the Neuse River Basin.
The Division of Water Quality was notified of the event on November 29, 2010 and is
reviewing the matter. For more information, contact Hanson Aggregates [phone].

search
Page 1 of l
Bypass/Upset 24 Hour 5 pay Details 10 Dar Questions Agencies Events
Details Details Details
Permit : NCG020052 Incident Number : 201003257
Facility Name : Hanson Aggregates - Crabtree Quarry County. Wake
Owner : Hanson Aggregates Southeast LLC Region : Raleigh
City : Raleigh
24 Hours
*Bypass/Upset Start Date/Time: 1112912010
02:55 pm
Report Received: 11/2912010
*Did Bypass/Upset reach Surface Water? Cm' Yes No Unknown
*Fish Killed? 'Ll' Yes -.40 No ?.; Unknown
Other WaterBody: ICrabtree Creek - 27-33-(10)
5 Dav Details
*Est. Volume in gallons: 13375O ga
Report Entered: 12/06/2010
Est. Volume: 133750 ga
Est. Fish Killed? 10
*BypasslUpset Start Date/Time: �" Duration:
*End Date/Time: *Est. Volume in gallons: ga
Report Received- Report Entered: �—
*Did Bypass/Upset reach Surface Water?', Yes 1"., No f _; Unknown Est. Volume: ga
*Fish Killed? : ; Yes No Unknown Est. Fish Killed?
Other WaterBodv:
Regional Contact _Garrett,_Judy E. - Oil Date/Time (mm/ddh'yyy hh:mm am):
County: ---Select Value-- 01at City ; 1Raieigh T
*Location of Units being Bypassed?
spent process water pond, settling ponds, dewatering pit
Comments:
7i
Specific Cause (check all that Apply)
Severe Natural Condition 1 Vandalism ;� 1 Pump Station Equipment Failure
Power outage Other (Please explain in Part 11) r ! For DWQ Use Only:
l_ Construction Maintenance J Upsets
Finish; •-Cancel:
littp:libims.enr.state.nc.us:7001 /selectOnelncident.do'?id=3 M05FMYGOOi3P2E04BSO6R32 DQX&action=vi... 12/6/2010

Page 1 of 2
Local/State
Quarry wants to blast through more land
Thursday, November 11, 2010
FAGS: wake county, local/state
Comment.Now. Email Print Reporl.a typo ca
95)
RALEIGH (W7VD) -- A north Raleigh neighborhood may soon have to deal with
dynamite blasts and roaring trucks in their backyard as quarry officials plan to
expand.
The Hanson -Crabtree Creek Quarry off Duraleigh Road in Raleigh was
established by the North Carolina Department of Transportation in 1946 and has
been excavating granite for decades.
Now, there's a zoning request to expand the quarry at Crabtree Creek closer to
residents' homes.
Owners of the quarry say the expansion is not only about growth, but also about
flooding.
"The use of the quarry here has been the number one solution to alleviating that
issue," Hanson attorney Greg Steyers said.
Rising water along Crabtree Creek might be a thing of the past if the expansion
plan moves forward. According to the quarry's attorney, additional space would
hold two billion gallons of flood water if needed.
"If the pit is flooded, if water is diverted from Crabtree Creek, there needs to be
another area that can be quarried, while that water would be pumped back out
after the flood was over," Hanson said.
Hanson officials say the expansion also comes with promise of a new parking lot
for nearby Umstead Park and a new greenway.
"We knew that the quarry was operating, we knew that," resident Matthew Alvarez
said. "We certainly didn't know they wanted to expand operations."
rt­:.jam . :l a6 LEA I.... &"a . ­.. .JA L_..— __..—J — 1L—
http://abelocal.go.com/wtvd/story?section=news/local&id=7783828&pt=pritit 12/7/2010

Page 2 of 2
neighborhood. They say they believe the expansion plan is about profit not flood
prevention.
"We would hate for them to do a 180-degree turn on a whim because a large
company gets to profit from this and some developers are profiting from it,"
Alvarez said.
Meanwhile, Hanson officials say they'd like to create a neighborhood advisory
council.
"We would welcome anyone with a concern to come talk to us and we haven't
heard from folks," Steyers said.
In the meantime, a protest petition is circulating in an effort to stop the plan.
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http://abclocal.go.com/wtvd/story?section=news/local&id=7783828&pt=print 12/7/2010

�y
A=WdZhWM
— M y
�C®EN�
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
March 19, 2009 I
t
Mr. Justin E. Williams MAR 2 4 2009
Hanson Aggregates Southeast, LLC 1 k
2310 Parklake Drive, Suite 550 bENft fti ",;�;i ; ,�;;; ; zrFIC1= i
Atlanta, GA 30345 _
Subject: NPDES General Permit NCG020000
Certificate of Coverage NCG020052
Hanson Aggregates S6utheast, LLC
Formerly Hanson Aggregates Southeast, Inc.
Wake County
Dear Mr. Williams:
On March 1, 2009, Division personnel received your request to revise your stormwater permit Certificate of Coverage to
accurately include you new company name.
Please find enclosed the revised Certificate of Coverage. The terms and conditions contained in the General Permit
remain unchanged and in full effect. This revised Certificate of Coverage is issued under the requirements of North
Carolina General Statutes 143-215.1 and the Memorandum of Agreement between North Carolina and the U.S.
Environmental Protection Agency.
If you have any questions, please contact the Stormwater Permitting Unit at [phone].
Sincerely,
Coleen H. Sullins
cc: DWQ Central Files
Raleigh Regional Office
Stormwater Permitting Unit
Wake County
Wetlands and Stormwater Branch
1617 Mail Service Center, Raleigh, North Carolina 27699-1617
Location: 512 N. Salisbury St. Raleigh, North Carolina 27604
Phone: [phone] t FAX: 919-BD7-64941 Customer Service: 1-877-623-6748
Internet. wrnv.nmaterquality.org
One
NorthCarofina
An Equal Opportunity 1 Affirmative Action Employer

STATE OF NORTI-I CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
GENERAL PERMIT NO. NCG020000
CERTIFICATE OF COVERAGE No. NCG020052
STORMWATER AND PROCESS WASTEWATER DISCHARGES
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
In compliance with the provision of North Carolina General Statute 143-215.1, other lawful standards and
regulations promulgated and adopted by the North Carolina l7nvironmcntal Management Commission, and the
Federal Water Pollution Control Act, as amended,
HANSON AGGREGATES SOUTHEAST, LLC
is hereby authorized to discharge stormwater and to operate treatment systems and discharges associated with aline
dewatering wastewater and process wastewater fronra facility located at
HANSON AGGREGATES SOUTHEAST, LLC
5001 DURALEIGH ROAD
RALEIGH
WAKE COUNTY
to receiving waters designated as Crabtree Creek, a class C NSW stream, in the Neuse River Basin in accordance
with the effluent limitations, monitoring requirements, and other conditions set forth in Parts I, 11, III, IV, V, and VI
of General Pennit No. NCG020000.
This certificate of coverage shall become effective March 19, 2009
This Certificate of Coverage shall remain in effect for the duration of the General Permit.
Signed this day March 19, 2009
for Coleen Fl. Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission

�oiiWAr�Rp
�O v6 r-
0 Y
Mr..Robert Snyder
Hanson Aggregates Mideast
2300 Gateway Centre Boulevard
Morrisville, North Carolina 27560-1617
Dear Mr. Snyder:
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Coleen H. Sullins, Director
Division of Water Quality
July 24, 2008
I
aL 2 9
IDENRRALu�lik,wl�i.:,..,. tkG
Subject: Authorization to Construct
Crabtree Quarry Containment Pond
NOV-2007-PC-0472
NPDES General Permit COC NCG020052
Wake County
The Division of Water Quality (DWQ) received your request to construct a wastewater containment
pond at your Crabtree Quarry on October 24, 2007, and again with revisions on February 11,
2008. You proposed the approved construction in response to"the subject NOV. In accordance
with your request, you are authorized,to construct the approved containment facilities, -effective
today.-
-- -
-
Authorization is hereby granted for the construction and installation of a wastewater containment
system consisting of: a containment pond with compacted earthen berms, EPDM reinforced liners
of 45 mil and 60 mil thickness, a minimum 6" thick stone liner, and an 18" thick riprap liner for
the emergency spillway; 2 diesel driven pumps of approximately-3500_gpm-capacity-each_and_with --.
_automatic on-offfloat-switches; pump discharge piping; an automatic after hours dial alert
alarm/notification system; and two upslope diversion berms, all in the configuration and location
shown in the approved plans submitted to DWQ. In addition, the EPDM liner must be anchored at
the top of the berm, as well as anchored at the bottom. DWQ staff from the Raleigh Regional
Office will re -inspect the riparian buffer near the creek and containment structure to determine if
additional plantings are necessary to restore affected vegetation.
Construction must be completed no later than November 1, 2008.
You must you notify DWQ's Raleigh Regional Office supervisor, telephone number (919) 791-
4200, at least 48 hours in advance of operation of the finished facilities so that regional office staff
can conduct an in -place inspection prior to operation of the containment pond. Such notification
to the regional supervisor may be made during the normal office hours from 8:00 a.m. until 5:00
p.m. on Monday through Friday, excluding state holidays.
Upon completion of construction, you must submit a certification from the designing professional
engineer certifying that the facilities have been constructed and installed in accordance with this
Authorization to Construct, the approved site plan and details, the submitted narrative description,
and the design calculations. Please mail the engineer's certification to DWQ Stormwater
Permitting Unit, 1617 Mail Service Center, Raleigh, North Carolina 27699-1617. Our
Authorization to Construct is subject to revocation unless the facilities are constructed in
accordance with the approved plans, details, narrative description, and design calculations.
NOne hCarolina
North Carolina Division of Water Quality 1617 Mail Service Center Raleigh, NC 27699-1617 Phone [phone] Customer Service
Internet: W%k W.ncWaterquafitv.org Location: 512 N. Salisbury St. Raleigh, NC 27604 Fax [phone]
An Equal Opportunity/Affirmative Action Employer- 50% Recycled110% Post Consumer Paper

Mr. Robert Snyder
Page 2 of 3
July 24, 2008
�Oft ,
You must maintain on file a copy of the approved plans, details, narrative description, and design
calculations for the life of the facility.
In the event that the system fails to perform satisfactorily, including the creation of nuisance
conditions, you must take corrective action, including those actions as may be required by this
Division, such as the construction of additional or replacement controls. Any additional
construction, installation, or modifications to the wastewater containment system must receive an
additional Authorization to Construct from DWQ, prior to construction.
Failure to abide by the requirements contained in this Authorization to Construct may subject the
Permittee to an enforcement action by DWQ, in accordance with North Carolina General Statute
143-215.6A to 143-215.6C.
This Authorization to Construct does not affect the legal requirements to obtain other permits or
authorizations that may be required by DWQ, or other federal, state, or local government
agencies.
Please contact Ken Pickle at [phone], with any comments or questions.
Sincerel
AwColeen H. Sullins
_-._- Attachment:-Engineer's_Certificatio.n _
Enclosure: Approved plans and details
cc: DWQ Raleigh Regional Office, Judy Garrett, with approved plans
DWQ Central Files, letter only
DWQ NPSA&CO, Shelton Sullivan, letter only
SPU file NCG050052

Mr. Robert Snyder
( Page 3 of 3
July 24, 2008
Engineer's Certification (COC NCG020052)
I, , as a duly registered Professional Engineer in the State
of North Carolina, having been authorized to observe (periodically, weekly, full time) the
construction of the project, ,
Project Name
Location
for the Permittee, hereby state that, to the best of my abilities, due care and diligence
was used in the observation of:
The construction and installation of a wastewater containment system at the
Crabtree Quarry.
I certify that the construction of the above referenced project was observed to be built
within substantial compliance and intent of the approved plans and the Authorization to
Construct.
Signature
Registration No.
Date
Mail this Certification to: Stormwater Permitting Unit
NC Division of Water Quality
1617 Mail Service Center
Raleigh, NC 27699-1617

Michael P. $asley, Gnvernor
William G. Ross Jr„ Secretary
North Carolina Department of Environment and Nalural Resources
April 1, 2008
Mr. Justin Williams
Hanson Aggregates Southeast, Inc.
100 Crescent Centre Parkway, Suite 1240
'fucker, GA 30084
Coleen Fi, Sullins, Director
Division of Water Quality
ERTIFIED MA
RETURN RECEIPT REQUESTED
7003 2260 0005 5381 2440
Mr. Robert Snyder CERTIi=IED MAIL
Hanson Aggregates Southeast, Inc. RETURN RECEIPT REQUESTED
2300 Gateway Centre Blvd. 7003 2260 0005 5381 2433
Morrisville, NC 27560
SUBJECT: Assessment of Civil Penalties
Hanson Aggregates Southeast, Inc.
NPDES General SW Permit NCG020000, COC No. NCG020052
Hanson Aggregates — Crabtree Quarry
Wake County
Case No. PC-2008-0004
Dear Sirs:
This letter transmits notice of a civil penalty assessed against I -Janson Aggregates Southeast, Inc. in the
amount of $20,701.20, which includes $701.20 in investigative costs. Attached is a copy of the
assessment document explaining this penalty.
This action was taken under the authority vested in Foe by delegation provided by the Secretary of the
Department of Environment and Natural Resources and the Director of the Division of Water Quality,
Any continuing violation(s) may be the subject of a new enforcement action, including an additional
penalty.
Within thirty (30) calendar days of receipt of this notice, ,you must do one of the following three
Options:
1, Submit payment of the penalty, OR
2. File a request for remission of civil penalties, OR
3. File a written petition to the Office of Administrative Hearings.
Failure to exercise one of the above three options within thirty (30) calendar days of your receipt of
these documents will result in this matter being referred to the Attorney General's Office with a
request to initiate a civil action to collect the penalty.
These options are detailed below:
Option 1 -- Submit payment of the penalty:
Payment should be made to the order of the Department of Environment and Natural Resources
DENR . Payment of the penalty will not foreclose further enforcement action for any continuing
or new violation(s). Do not include the attached waiver farm if making payment. Payment must
be sent within 30 calendar days of receipt of this notice to the attention of. N i`lihCarolina
AI atura!!y
North Carolina Division of Water Quality 1617 Mail Service Center Kaleigh, NC 27699.1617 Phone [phone] Customer Service
Internet: www.newaterquality.org Location: 512 N. Salisbury St. Raleigh, NC 27604 fax [phone]
An Equal OpportunilylAflirmative Action Employer - 50% Recyc1al O% Post Consumer Paper

Hanson Aggregates Southeast, Inc.
Wake County
Case No. PC-2008-0004
Page 2 of 3
John Hennessy
NC DI NR-DWQ — Wetlands and Stormwater Branch
NPS Assistance & Compliance Oversight Unit
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
Option 2 — File a request for remission of civil penalties:
A request for remission or mitigation is limited to consideration of the reasonableness of the
amount of the penalty and is not the proper procedure for contesting the accuracy of any of the
statements contained in the assessment letter.
Because a remission request forecloses the option of an administrative hearing, such a
request will not be processed without a waiver of your right to an administrative hearing
and a stipulation that there are no factual or legal issues in dispute.
You must execute and return to this office the attached "Waiver of Right to an Administrative
Hearing and Stipulation of Facts" and the attached "Justification for Remission Request" which
should describe why you believe:
(a) one or more of the civil penalty assessment factors in G.S. 143B-282.l(b) were
wrongfully applied to the detriment of the petitioner;
(b) the violator promptly abated continuing environmental damage resulting from the
violation;
(c) the violation was inadvertent or a result of an accident;
(d) the violator had been assessed civil penalties for any previous violations;
(e) payment of the civil penalty will prevent payment for the retraining necessary remedial
actions.
For this option you must file your request for remission of civil penalties within thirty (30)
calendar days of receipt of this notice with the NPS Assistance & Compliance Oversight Unit.
Submit this information to the attention of:
John Hennessy
NC DCNR-DWQ — Wetlands and Stormwater Branch
NPS Assistance & Compliance Oversight Unit
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
Option 3 — File a written petition to the Office of Administrative I-Iearin2s:
If you wish to contest any portion of the civil penalty assessment, you must file a petition for a
contested case hearing. This must be in the form of a written petition to the Office of
Administrative 1-learings and must conform to Chapter 150B of the North Carolina General
Statutes. A petition is considered filed when it is received in the Office of Administrative
Hearings during normal business hours between 8:00 am and 5:00 pm, except for official state
holidays. For further information, please refer to the Office of Administrative Hearings website
(http://www.nco,ih.com/) or call at [phone].

Hanson Aggregates Southeast, Inc.
Wake County
Case No. PC-200E-0004
Page 3 of 3
Within thirty (30) calendar days of receipt of this notice, you must file your original petition for
a contested case hearing in the:
Office of Administrative Hearings
67t4 Mail Service Center
Raleigh, North Carolina 27699-6714
You must also mail or hand deliver a copy of the written petition to:
Ms. Mary Penny Thompson
NCDCNR
Office of General Counsel
1601 Mail Service Center
Raleigh, NC 27699-1601
and to:
John Hennessy
NC Dl,NR-DWQ — Wetlands and Stormwater Branch
NPS Assistance & Compliance Oversight Unit
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
The violations addressed by this assessment and any impacts to waters must be abated. You are
encouraged to contact Judy Garrett with the DWQ Raleigh Regional Office at (919) 791 - 4200 if you
need assistance in achieving compliance at the site. Please be advised that additional assessments may
be levied for future, continuing, or other violations beyond the scope of this specific assessment.
If you have any questions, please contact Shelton Sullivan at [phone] extension 544 or John
Hennessy at extension 353.
Sin
Tort�lteeder
D' tsion of Water Quality
ATTACHMENTS
cc: Danny Smith — DWQ Raleigh Regional Office Supervisor
Judy Garrett — DWQ Raleigh Regional Office
John Hennessy — DWQ NPS Assistance K Compliance Oversight Unit Supervisor — File Copy
Water Quality Central Files
Susan Massengale, 111O

JUSTIFICATION FOR REMISSION REQUEST
DWQ Case Number: PC-2008-0004 County: Wake
Assessed Party: Hanson Aggregates Southeast, Inc.
Permit No. (if applicable): NCG020000 Amount Assessed: $20,701.20
Please use this form when requesting remission of this civil penalty. You must also complete the
"Request For Remission, lVaiver of Right to an Administrative Hearing, and Stipulation of
Facts" form to request remission of this civil penalty. You should attach any documents that
you believe support your request and are necessary for the Director to consider in evaluating
your request for remission. Please be aware that a request for remission is limited to
consideration of the five factors listed below as they may relate to the reasonableness of the
amount of the civil penalty assessed. Requesting remission is not the proper procedure for
contesting whether the violation(s) occurred or the accuracy of any of the factual statements
contained in the civil penalty assessment document. Pursuant to N.C.G.S. § 143B-282.1(c),
remission of a civil penalty may be granted only when one or more of the following five factors
applies. Please check each factor that you believe applies to your case and provide a detailed
explanation, including copies of supporting documents, as to why the factor. applies (attach
additional pages as needed).
(a) one or more of the civil penalty assessment factors in N.C.G.S. 14313-282.1(b)
were wrongfully applied to the detriment of the petitioner (the assessment./actors are listed in
the civil penalty assessment doczunent);
(b) the violator promptly abated continuin environmental damage resulting from the
violation (i.e., explain the steps that you took to correct the violation and prevent fitture
occurrences);
_ (c) the violation was inadvertent or a result of -an accident (i.e., explain why the
violation was unavoidable or something you could not prevent or prepare fo,);
(d) the violator had not been assessed civil penalties for any previous violations;
(e) payment of the civil penalty will prevent paMent_for _the remaining necessary
remedial actions (i.e., explain how payment of the civil penalty will prevent you f •onr petforniing
the activities necessary to achieve compliance).
EXPLANATION (attach additional pages as necessary):

STATE OF NORTH CAROLINA ENVIRONMENTAL MANAGEMENT
COMMISSION
COUNTY OF Wake
IN THE MATTER OF ASSESSMENT ) WAIVER OF RIGHT TO AN
OF CIVIL PENALTIES AGAINST ) ADMINISTRATIVE HEARING AND
Hanson Aggregates Southeast, Inc. ) STIPULATION OF FACTS
CASE NO. PC-2008-0004
Having been assessed civil penalties totaling S 20,701.20 for violation(s) as
set forth in the assessment document of the Director of the Division of Water Quality dated
April 1, 2008, the undersigned, desiring to seek remission of the civil penalties, does hereby
waive the right to an administrative hearing in the above -stated matter and does stipulate that the
facts are as alleged in the assessment document.
The undersigned further understands that all evidence presented in support of remission
of this civil penalty must be submitted to the Director of the Division of Water Quality within
thirty (30) calendar days of receipt of the civil penalty assessment. No new evidence in support
of a remission request will be allowed after thirty (30) calendar days from the receipt of the civil
penalty assessment.
This the day of 20
NAME (printed)
SIGNATURE
ADDRESS
TELEPHONE

STATE OF NORTH CAROLINA
COUNTY OF WAKE
IN THE MATTER OF
Hanson Aggregates Southeast, Inc
FOR VIOLATIONS OF:
NCGS 143-215.1,
Conditions of NPDES GENERAL
PERMIT NCG020000,
15A NCAC 213.0211 (3)(0,
15A NCAC 213.0233 (4)
NORTH CAROLINA
DEPARTMENTOF ENVIRONMENT
AND NATURAL RESOURCES
Case No. PC-2008-0004
FINDINGS AND DECISIONS
AND ASSESSMENT OF CIVIL
PENALTIES
Acting pursuant to North Carolina General Statues (hereby known as G.S.) 143-215.6A, I, Tom
Reeder, of the Division of Water Quality (hereby known as DWQ), make the following:
FINDINGS OF FACT:
A. Hanson Aggregates Southeast, Inc. is a company organized and existing under the
laws of the State of North Carolina.
B. Hanson Aggregates Southeast, Inc. operates a rock quarry known as Hanson
Aggregates - Crabtree Quarry located near the junction of Crabtree Creek and
Duraleigh Road in Raleigh, Wake County, North Carolina.
C. Hanson Aggregates Southeast, Inc. was issued a NPDES General Stormwater Permit
No. NCG020000 (Certificate of Coverage #NCG020052) for the Hanson Aggregates
- Crabtree Quarry on February 7, 2005. The current Certificate of Coverage will
expire on December 31, 2009,
D. On July 2, 2007 and July 5, 2007, DWQ staff conducted inspections at Hanson
Aggregates - Crabtree Quarry. The inspections revealed that on June 29, 2007, a
holding basin berm failed discharging untreated mine wastewater and residuals onto
the stream bank and into Crabtree Creek,
E. The DWQ site inspections and respective file review indicated 'that Hanson
Aggregates Southeast, Inc. did not have an adequate Stonriwater Best Management
Practices Plan to prevent the failure of the basin berm and subsequent discharge of
untreated mine wastewater and residuals into Crabtree Creek,
F. Part III Section A. 1. of General Permit No. NCG020000 contains the following: The
permittee shall implement stormwater BMPs to ensure that contaminants do not enter
surface waters via stonziwater that comes in contact with any unstabilized
overburden, raw materials, intermediate products, finished products, by products or

Manson Aggregates Southeast, hic
Cme No. IIC-2008-0004
Page 2 of 7
waste product located on the site covered by this permit. A BMP Plan shall be
developed in accordance with the requirements of this section. The BMP Plan
requirement, or portions of the plan requirement, maybe met by utilizing appropriate
requirements in other documented plans specific to the pennitted facility.
G. The DWQ site inspections and respective file review indicated that Hanson
Aggregates Southeast, Inc. did not conduct the BMP Inspection and Maintenance
requirements of the NCG020000 permit. Insufficient Operation and Maintenance
was indicated from the failure of the transfer pump, failure to maintain the sediment
removal from the basin, and failure of the basin berm that resulted in the discharge of
untreated mine wastewater and residuals onto the stream bank and into Crabtree
Creek.
H. Part III Section A. 3. of General Permit No. NCG020000 contains the following:
BMP Controls Inspection and Maintenance. All stormwater BMPs shall be inspected
by or under the direction of the permittee at least once every seven calendar days and
within 24 hours after any storm event that results in a discharge. The BMI's
implemented shall be operated and maintained so that they are cleaned out when the
sediment storage capacity has been reduced by 50%. If any visible sedimentation is
leaving the property, corrective action shall be taken to reduce the discharge of
sediments. Visible sedimentation found offsite shall be recorded with a brief
explanation as to the measures taken to prevent future releases as well as any
measures taken to remove the sediment that left the site. All other stormwater
specific controls (e.g. oil/water separators) shall be inspected and qualitatively
monitored (as per Part II.B.3) on a semiannual schedule, once in the fall (September
-November) and once during the spring (April -June). A log of sampling data and of
activities taken to implement BMPs associated with the vehicle maintenance
activities shall be maintained and incorporated into the BMP Plan and kept onsite for
the duration of the permit term and made available to the Director upon request.
The DWQ site inspections and respective file review indicated that there were no
qualitative or analytical monitoring performed.or records kept by Hanson Aggregates
Southeast, Inc., and no records were available for review as required by the
NCG020000 pen -nit.

Manson Aggregates Southeast, Inc.
Case No. PC-2008.0004
Page 3 of 7
Part III Section B of General Permit No. NCG020000 contains the following:
Table 1, Analytical Monitoring Requirements for Stor nwater Discharges from Land
Disturbing Activities and Process Areas
Discharge
Characteristics
Units
Measurement
Frequency 1
Sample
Tv e 2
Sample Location3
Settleable Solids
nil/L
Annually
Grab
SDO
Total Suspended
Solids
ml/L
Annually
Grab
SDO
Turbidity
NTUs
Annually
Grab
SDO
Total Rainfall 4
Inches
Annually--
--
Event Duration 4
Minutes
Annually--
-
Total Flow
MG
Annually
--
SDO
Footnotes:
1. Measurement Frequency: once per year during a representative storm event. LA year is dined as
the 12 months period beginning on the month and day of issuance of the Certification of
Coverage.
2. The sample is located within the first 30 minutes of discharge form the outfall.
3. Sample location: Samples shall be collected at each stormwater discharge outfall (SDO) unless
representative outfall status has been granted.
4. For each sampled representative storm event, the total precipitation, storm duration, and total flow
must be monitored. "Total flow shall either; (a) measured continuously,(b)
Table 5. Qualitative Monitoring Requirements.
Discharge Characteristics
Frequency
Monitoring Location 1
Color
Semi -Annual
SDO
Odor
Semi -Annual
SDO
Clarity
Semi -Annual
SDO
Floating Solids
Semi -Annual
SDO
Suspended Solids
Semi -Annual
SDO
Foam
Semi -Annual
SDO
Oil Sheen
Semi -Annual
SDO
Deposition at or
immediately below the
outfall
Semi -Annual
SDO
Erosion at or immediately
below the outfall
Semi -Annual
SDO
Other obvious indicator of
stormwater pollution
Semi -Annual
SDO
Footnotes:
1. Monitoring location: Qualitative Monitoring shall be performed at each stomtwater discharge outfall
(SDO) associated with land disturbance areas, process areas and vehicle maintenance areas regardless
of representative outfall status.
K. DWQ file review indicated that Hanson Aggregates Southeast, Inc. failed to report to
the DWQ Central office or the appropriate DWQ regional office any noncompliance
which may endanger health or the environment. This information was not provided
within 24 hours from the time the permittee became aware of the June 29, 2007 pond

Ilanson Aggregates southeast, Inc.
Case No. PC-2008-0004
Page 4 of 7
failure. The berm was temporarily repaired, however, no report of a discharge,
overflow or treatment unit failure was submitted to DWQ.
L. Part 1V, Section E. 8. of General Permit No. NCG020000 contains the following:
Twenty-four Hour Reporting The pennittee shall report to the DWQ Central office
or the appropriate DWQ regional office any noncompliance which may endanger
health or the environment. Any information shall be provided orally within 24 hours
from the time of the permittec became aware of the circumstances. A wn*tten
submission shall also be provided within 5 days of the time the pennittee becomes
aware of the circumstances.
M. The DWQ site visits revealed that untreated mine -site wastewater and residuals were
released and deposited into approximately 75 linear feet of the stream and in the
riparian buffer.
N. Title 15A North Carolina Administrative Code (hereby known as NCAC) 2B .021 1
(3)f requires that "Oils; deleterious substances; colored or other wastes: only such
amounts as shall not render the waters injurious to public health, secondary recreation
or to aquatic life and wildlife or adversely affect the palatability of fish, aesthetic
quality or impair the waters for any designated uses;"
O. Title 15A NCAC 213.0233 (4) of the Neuse River Riparian Buffer Rules requires that
Zones 1 and 2 of the riparian buffer remain in vegetation that is undisturbed except
for those uses provided for in Item (6) of this Rule.
P. Impacts occurred to Crabtree Creek, a Class C, Nutrient Sensitive Water within the
Neuse River Basin.
Q. The costs to the State of the enforcement procedures in this matter totaled $701.20.
Based upon the above Findings of Fact, I make the following:
IL CONCLUSIONS OF LAW:
A. Hanson Aggregates Southeast, Inc. is a "person" within the meaning of G.S. 143-
215.6A pursuant to G.S. 143-212(4).
B. Crabtree Creek located at the site constitutes waters of the State within the
meaning of G.S. 143-212 (6).
C. ' Under G.S. 143-215.1, a permit is required to cause or permit discharges regulated
under NCGS 143-214.7.

I lanson Aggregates southeast, Inc.
Case No. I'C-2008-0004
Pap s or 7
D. The General Storniwater NPDES General permit NCG020000 was issued to
Hanson Aggregates Southeast, Inc. according to G.S. 143-215.1 and Title 15A
NCAC 2H .0126,
E. Hanson Aggregates Southeast, Inc. violated Part III Section A. 1. of General Permit
NCG020000 by failing to have an adequate Stonnwater Best Management Practices
Plan that ensured that contaminates did not enter surface waters via stormwater that
comes in contact with byproducts or waste products located on the site covered by the
permit.
F. Hanson Aggregates Southeast, Inc. violated Part III Section A. 3. of General Permit
NCG020000 by failing conduct BMP Inspection and Maintenance requirements of
the permit.
G. Hanson Aggregates Southeast, Inc. violated Part Ill Section B: Analytical and
Qualitative Monitoring General Permit NCG020000 by failing to perform qualitative
or analytical monitoring from February 7, 2005 to July 5, 2007.
H. Hanson Aggregates Southeast, Inc. violated Part IV, Section E. S. Twenty-four Hour
Reporting of General Permit NCG020000 by failing to report to the DWQ any
noncompliance which may endanger health or the environment orally within 24 hours
from the time of the permittee became aware of the circumstances.
I. Hanson Aggregates Southeast, Inc. violated 15A NCAC 213 .0211 (3)(0 by the
release of untreated mine -site wastewater and residuals into Crabtree Creek.
Hanson Aggregates Southeast, Inc. violated 15A NCAC 2B .0233 (4) of the Neuse
River Riparian Buffer Rules by the impacts to the riparian buffer from the deposition
of mine -site residuals within the riparian buffer.
K. Hanson Aggregates Southeast, Inc. may be assessed civil penalties in this matter
pursuant to G.S. 143-215.6A (a)(1), which provides that a civil.pcnalty of not more
than twenty-five thousand dollars ($25,000) per violation per day may be assessed
against a person who violates any classification, standard, limitation, or management
practice established pursuant to G.S. 143-214.1, 143-214.2, or 143-215.
L. Hanson Aggregates Southeast, Inc. may be assessed civil penalties in this matter
pursuant to G.S. 143-215.6A (a)(2), which provides that a civil penalty of not more
than twenty-five thousand dollars ($25,000) per violation per day may be assessed
against a person who is required but fails to apply for or to secure a permit required
by G.S. 143-215,1, or who violates or fails to act in accordance with the terms,
conditions, or requirements of such permit or any other permit or certification issued
pursuant to authority conferred by this Part.

Elmison Aggregates Southeast, Inc.
Case No. PC-2008-0004
Page 6 of 7
M. Hanson Aggregates Southeast, Inc. may be assessed civil penalties pursuant to G.S.
143-215.6A (a)(6) which provides that a civil penalty of not more than twenty-five
thousand dollars ($25,000.00) per violation may be assessed against a person who
violates a rule of the Commission implementing this Part, Part 2A of this Article, or
G.S. 143-355(k).
N. The State's enforcement costs in this matter may be assessed against Hanson
Aggregates Southeast, Inc. pursuant to G.S. 143-215.3(a)(9) and NCGS 14313-
282.1(b)(8).
O. Tom Reeder of the Division of Water Quality, pursuant to delegation provided by the
Secretary of the Department of Environment and Natural Resources and the Director
of the Division of Water Quality, has the authority to assess civil penalties in this
matter.
Based upon the above Findings of Fact and Conclusions of Law, I make the following:
III. DECISION:
Accordingly, Hanson Aggregates Southeast, Inc. is hereby assessed a civil penalty of:
o For (1) violation of Part Ill Section A. 1, of General Permit
NCG020000 by failing to have an adequate Stormwater Best
Management Practices Plan.
$- yoo - O. O For (1) violation of Part Ill Section A. 3. of General Pennit
NCG020000 by failing to conduct the BMP Inspection and
Maintenance requirements of the NCG020000.
$ Z000 . e>0 For (1) violation of Part Ill Section B of General Pen -nit
NCG020000 by failing to perform qualitative and analytical
monitoring from February 7, 2005 to July 5, 2007.
$ y0o0' 00 For (1) violation of Part IV, Section E. 8. of General Permit
NCG02000 by failing to report to DWQ any noncompliance
which may endanger health or the environment orally within
24 hours from the time of the permittee became aware of the
circumstances.
$ C/Opy • Co For (1) violation of Title 15A NCAC 2B .0211 (3)(0 by the
release of mine -site wastewater and residuals into Crabtree
Creek.

Hanson Aggregates southeast, Inc.
Case No. IIC-2008-0004
Page 7 of 7
$ 2000 - 00 For (1) violation of Title 15A NCAC 2B .0233 (4) of the
Neuse River Riparian Buffer Rules by the deposition of waste
mine -site residuals within the riparian buffer.
$ 701.20
TOTAL CIVIL PENALTY
Enforcement costs.
TOTAL AMOUNT DUE
Pursuant to NCGS 143-215.6A(c), in determining the amount of the penalty I have taken into
account the Findings of Fact and Conclusions of Law and the factors set forth at NCGS 14313-
282.1(b), which are:
(1) The degree and extent of harm to the natural resources of the State, to the public
health, or to private property resulting from the violation;
(2) The duration and gravity of the violation;
(3) The effect on ground or surface water quantity or quality or on air quality;
(4) The cost of rectifying the damage;
(5) The amount of money saved by noncompliance;
(6) Whether the violation was committed willfully or intentionally;
(7) The prior record of the violator in complying or failing to comply with programs
over which the Environmental Management Commission has regulatory authority;
and
(8) The cost to the State of the enforcement procedures;
V g'
(Date) Tom qeder
Divisj n of Water Quality

[Fwd: Hanson Aggregate Crabtree Quarry]
Subject: [Fwd: Hanson Aggregate Crabtree Quarry]
From: Judy Garrett <[e-mail]>
Date: Tue, 12 Feb 2008 14:47:01 -0500
To: Barry Herzberg <[e-mail]>
Barry,
What do you think about this. This was an existing process and stormwater treatment basin that is
under the 100 year flood.
Judy
-------- Original Message --------
Subject: Hanson Aggregate Crabtree Quarry
Date: Tue, 12 Feb 2008 08:24:22 -0500
From: Ken Pickle <ken.pickle(q)_ncmail.net>
To: Judy Garrett <Judy.Garrett(c�ncmail.net>
CC: Danny Smith <Danny.Smithp_ncmail.net>, Bradley Bennett <Bradley.Ben nett agncmail.net>
Hi Judy,
Re: NOV for Hanson Crabtree Quarry, NCG020052
a) I received the revised drawings for the Hanson holding pond yesterday. They have addressed
all my concerns from an additional information request, and I'm ok with issuing an ATC based on
the calcs I received October 24, 2007, and on the revised drawings I received yesterday.
b) RRO's July 6, 2007, NOV letter lists the required response from Hanson as, "3. Your staff has
indicated that the company intends to build a concrete basin to replace the current earthen basin at
the rock crusher. All additional wastewater treatement facilities and equipment must receive an
Authorization to Construct prior to installation as outlined in Part 11 Secretion A of the permit.
Please call Ken Pickle at [phone] extension 584 concerning questions about obtaining
Authorization to Construct." Also, item 2 of the required responses in the NOV letter requires float
controls and telemetry alarms.
c) I have met with those folks, had a couple of phone conversations with them, and on January 7,
2008, requested additional information based on the October 24, 2007 original submital. The
current ATC submittal does not propose concrete construction as initially envisioned, but rather a
re -working of the current earthen pond with a new reinforced EPDM liner, and dual pumps (one as
a back up) with float controls and telemetry alarms, all under the stamp and signature of their
in-house PE. It all looks ok to me. I'm prepared to send them an ATC letter for the proposed
system, pending your ok/input.
d) Yesterday's submittal shows you on distribution, so I presume you have a copy of the latest
drawings. Let me know if you don't.
1 of 2 2/13/2008 9:30 AM

i FNvd: Hanson Aggregate Crabtree Quarry]
e) Are you OK with issuing the ATC? Can I proceed?
Ken
2 of 2 2/13/2008 9:30 AM

o�oF w A C.
.
4 -c
CERTIFIED MAIL
RETURN RECEIPT REQUESTED
7006 0810 0002 6048 6509
Justin Williams, Vice President
Hanson Aggregates Southeast, Inc.
2310 Parklake Drive, Suite 550
Atlanta, Georgia 30345
Michael F. Easley, Governor
William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
July 6, 00
Colleen H. Sullins, Director
Division of Water Quality
Subject: Notice of Violation and RECOMMENDATION FOR ENFORCEMENT .
NOV-2007-PC-0472
Hanson Aggregates Southeast Crabtree Quarry
Discharge of untreated Process Wastewater
NPDES Permit Certificate of Coverage NCG020052
Wake County
Dear Mr. Williams:
On July 2, 2007 and July 5, 2007, Judy Garrett of the Raleigh Regional Office conducted a compliance
inspection due to a citizen's complaint of a white plume observed in Crabtree Creek below the Quarry on
Saturday, June 30, 2007. Ken Pickle of the DWQ Central Office accompanied Judy Garrett during the
July 5, 2007 site visit. This letter concerns a discharge of untreated process wastewater from a holding
pond breach which reportedly occurred on June 30, 2007. It also transmits the results of the compliance
inspection of the facility.
Judy Garrett visited the facility with Land Quality Inspectors, on July 2, 2007. It was found that on Friday
June 29, 2007, the holding pond -berm at the rock crusher failed and about 50,000 gallons of untreated
water and solids was discharged to Crabtree Creek after Hanson staff left the facility. It was reported that
the transfer pump in this pond was turned off and it had no float control. As a result, the berm failed
during the approximately 1 inch of rain that fell that night. This failure was found by Hanson staff at about
6 am on June 30, 2007, The berm was temporarily repaired, but no report of the discharge overflow was
made to DWQ. Additionally, a large deposit of wastewater solids was observed along the bank of
Crabtree Creek.
During this same site visit on July 2, 2007, evidence of solids discharge was observed from the piles of
material that had been removed from the ponds on the south side of Crabtree Creek. This material was
piled about 15-20 feet high beside the ponds, on the creek side. A previously constructed sediment basin
was full of solids and solids were traced down the creek bank to the creek.
During the July 5, 2007 site inspection, DWQ noted many deficiencies in the company's compliance with
permit requirements. A Stormwater Best Management Practices Plan is required which outlines the
BMPs that are in place to prevent contaminants form entering surface water via stormwater. The plan
must be improved to include all requirements of Part Ill Section A. of the permit. The plan must also
include Preventive Maintenance and Good Housekeeping Practices as required by this section. No
monitoring has been conducted on stormwater discharges, either analytical or qualitative as required by
Part III, Section B of the permit. All deficiencies are violations of Part III of the Permit.
The DMRs for the wastewater outfall 001 were reviewed and found to be complete.
One
No�r hCai
'vrrtirrd
North Carolina Division of Water Quality Raleigh Regional Office Surface Water Protection Phone [phone]
Customer Service
Internet: h2o.enr.state.ne.us 1628 Mail Service Center Raleigh, NC 27699-1628 FAX [phone]-
623-6748
An Equal OpportunitylAffirmative Action Employer — 50% Recycled110% Post Consumer Paper
,t? -.

Mr. Williams
Page 2 of 2
A checklist detailing the inspection is attached. As a result of the inspections, the following violations are
noted and detailed below:
1) Violation og W11r,gction B 2 of NPDES Permit NCG020000:
e bov'e'lAldischarge to Crabtree Creek is a violation of Part II, Section B 2. of the
permit.
2) Violation of Part IV, Section E 8 of NPDES Permit NCG020000:
Failure to report the above -mentioned discharge within 24 hours of the discharge is a violation of
Part IV, Section E 8 of the permit.
3) Violation of Neuse Buffer Rules:
The large deposit of wastewater solids observed along the creek bank is a violation of Title 15A
NCAC 02B .0233 (4) which states that Zones 1 and 2 of the riparian buffer remain in vegetation
that is undisturbed except for those uses provided for in Item (6) of this Rule.
4) Violation of Part IV, Section C 1 - Proper Operation and Maintenance of NPDES Permit
NCG020000:
The material piled -up about 15-20 feet high beside the ponds and the sediment basin was full of
solids and solids were traced down the creek bank to the creek.
5) Violation of Part III Section A of NPDES Permit NCG020000:
from the absence of a Stormwater Best Management Practices Plan.
6) Violation of Part III Section B of NPDES Permit NCG020000:
from the absence of analytical or qualitative monitoring as required by the permit.
Required Response
This Office requires that you respond to this letter in writing within 30 days of receipt of this Notice. Your
response should be sent to both this office at the letterhead address and to the attention of Mr. Danny
Smith at the Wetlands and Stormwater Branch, NIPS Assistance and Compliance Oversight Unit, 1617
Mail Service Center, Raleigh, NC 27699-1617. Your response should address the following items:
1. You must submit a plan that addresses all the above mentioned violations and to bring your
facility into complete compliance with the NPDES Permit.
2. Your plan should include a permanent plan to provide reliability to the treatment system including
pumps with float controls and alarms, including telemetry systems.
3. Your staff has indicated that the company intends to build a concrete basin to replace the current
earthen basin at the rock crusher. All additional wastewater treatment facilities and equipment
must receive an Authorization to Construct prior to installation as outlined in Part li Section A of
the permit. Please call Ken Pickle at [phone] extension 584 concerning questions about
obtaining Authorization to Construct.
4. We request that the detailed map of the facility be revised to include all stormwater and
wastewater outfalls, direction of stormwater flow and show all treatment facilities.
5. Please submit a plan to remove the deposited material on the creek bank that resulted from the
berm breach. This material must be removed, but no heavy equipment may be used for this
purpose. You must use manual labor and such tools as shovels and buckets. Care must be
taken to prevent further discharge of this material to Crabtree Creek. You may need to restore
0

Mr. Williams
Page 2 of 2
the impacted buffer with approved plantings. Questions concerning this removal process and/or
restoration should be directed to Lauren Cobb Witherspoon of the Raleigh Regional Office at
[phone]. This removal should be completed prior to July 20. 2007. Any restoration
efforts must be approved by this Office.
Thank you for your attention to this matter. This Office is considering send ing,a,recommendation for
enforcement to the Director of the Division of Water Quality regarding these issues and any
future/continued violations that may be encountered. Your above -mentioned response to this
correspondence will be considered in this process. This office requires that the violations, as detailed `
above, be abated immediately. These violations and any future violations are subject to a civil
penalty assessment of up to $25,000.00 per day for each violation. Should you have any questions
regarding these matters, please contact Judy Garrett at or myself at [phone].
Sincerely,
01 - hA
Shann n Langley
Acting Water Quality Regional Supervisor
Cc: Lauren Cobb Witherspoon
Ken Pickle
Danny Smith — NPS ACO Unit
Central Files
Jim Hilton, Hanson Aggregates Southeast, P.O. Box 52039, Raleigh, NC 27612

Permit: NCG020052
SOC:
County: Wake
Region: Raleigh
Compliance Inspection Report
Effective: 0109105 Expiration: 12/31/09 Owner: Hanson Aggregates Southeast Inc
Effective: Expiration: Facility: Hanson Aggregates - Crabtree Quarry
5001 Duraleigh Rd
Contact Person: Robert Snyder
Directions to Facility:
System Classifications:
Primary ORC:
Secondary ORC(s):
On -Site Representative(s):
Related Permits:
Inspection Date: 07105/2007
Primary Inspector: Judy E Garrett
Secondary Inspector(s):
Tide:
Entry Time; 09:00 AM
Raleigh NC 27612
Phone: [phone]
Certification
Exit Time: 12:00 PM
Phone:
Phone: [phone]
Reason for Inspection: Routine Inspection Type: Compliance Evaluation
Permit Inspection Type: Mining Activities Stormwater Discharge COC
Facility Status: Q Compliant ■ Not Compliant
Question Areas:
Storm Water
(See attachment summary)
Page: 1

Permit: NCG020M2 Owner - Facility: Hanson Aggregates Southeast Inc
Inspection Date: 07/05/2007 Inspection Type: Compliance Evaluation
Stormwater Pollution Prevention Plan
Does the site have a Stormwater Pollution Prevention Plan?
# Does the Plan include a General Location (USGS) map?
# Does the Plan include a "Narrative Description of Practices"?
# Does the Plan include a detailed site map including outfall locations and drainage areas?
# Does the Plan include a list of significant spills occurring during the past 3 years?
# Has the facility evaluated feasible alternatives to current practices?
# Does the facility provide all necessary secondary containment?
# Does the Plan include a BMP summary?
# Does the Plan include a Spill Prevention and Response Plan (SPRP)?
# Does the Plan include a Preventative Maintenance and Good Housekeeping Plan?
# Does the facility provide and document Employee Training?
# Does the Plan include a list of Responsible Party(s)?
# Is the Plan reviewed and updated annually?
# Does the Plan include a Stormwater Facility Inspection Program?
Has the Stormwater Pollution Prevention Plan been implemented?
Reason for Visit: Routine
Comment: There was a failure of a settling pond dyke at the rock crusher which
resulted in discharge of 50,000 gallons of water and solids to Crabtree Creek. A
general location map is needed. The detailed site map must indicate all outfalls, both
stormwater and wastewater. It must also indicate the direction of the stomrrvater flows
and all treatment units. All spills of chemicals and wastewater must be -included in the
plan. The plan must address alternatives to current practices and a summary of BMPs.
It must also include a preventive maintenance and good housekeeping plan. The plan
must be reviewed and updated annually. It must contain an inspection program. The
Stormwater PPP must be completed and implemented.
■ ❑ ❑ ❑
❑ ■ ❑ ❑
■ ❑ ❑ ❑
❑ ■ ❑ ❑
❑ ■ ❑ ❑
❑■❑❑
■ ❑ ❑ ❑
❑ ■ ❑ ❑
■ ❑ ❑ ❑
❑ ■ ❑ ❑
■ ❑ ❑ ❑
■ ❑ ❑ ❑
❑ ■ ❑ ❑
❑ ■ ❑ ❑
❑ ■ ❑ ❑
Qualitative Monitoring Yes No NA NE
Has the facility conducted its Qualitative Monitoring semi-annually? ❑ ■ ❑ ❑
Comment: All stormwater only outfalls must be itentified and monitored as required by
the permit.
Analytical Monitoring Yes No NA NE
Has the facility conducted its Analytical monitoring? ❑ ■ ❑ ❑
# Has the facility conducted its Analytical monitoring from Vehicle Maintenance areas? Cl ■ ❑ ❑
Comment: The analytical monitoring for the wastewater outfall 001 has been
completed. The stomwater only outfalls must be monitored as required by the permit.
Permit and Outfalls Yes No NA NE
Page: 3

Permit: NCG020052 Owner - Facility: Manson Aggregates Southeast Inc
Inspection pate: 07/05/2007 Inspection Type: Compliance Evaluation Reason For Visit: Routine
# Is a copy of the Permit and the Certificate of Coverage available at the site? ■ ❑ ❑ ❑
# Were all outfalls observed during the inspection? ❑ ■ ❑ ❑
# If the facility has representative outfall status, is it properly documented by the Division? ❑ ❑ ■ ❑
# Has the facility evaluated all illicit (non stormwater) discharges? ❑ ■ ❑ ❑
Comment: The plan must indicated the investigation and elimination of any illicit
discharges. All stormwater outfalls must be identified and monitored as required.
Page: 4

PRELIMINARY DESIGN REPORT
OUTLET STRUCTURE RESERVOIR 250:
CRABTREE CREEK WATERSHED PROJECT
WAKE; COUNTY
COMMUNITY: DEVELOPMENT SERVICES
S:
AM &WM
6ilronniontil Engineers-& Scientists
RALMON. HOM CAROUNA
JUNE 1994

HAZEN AND SAWYER
Environmental Engineers a Scientists
June 16, 1994
Mr. David P. Proper
Contracting Officer
County of Wake
Post Office Box 550
Raleigh, NC 27602
Hazen and Sawyer, P.C.
4011 WestChase Blvd,
Rafeigh. NC 27807
919 833-7152
Fax 919 MI828
Re: Reservoir 25Q
Final Preliminary Design Report
H&S No. 3233
Dear David:
Hazen and Sawyer is pleased to submit five copies of our final preliminary
design report for Outlet Structure Reservoir 250, Crabtree Creek Watershed.
This report has been revised to address review comments by Soil Conservation
Service discussed at our June 3, '1994 meeting. The most notable revisions are
listed below by section number.
1. No revision.
2. Table 2.1 has been revised to include elevation 240. Table 2.3 has
been revised to include maximum allowable. pumping rates. A
narrative has been added, Subsection 2.6, to discuss blasting
damage control.
3. Figure 3.1 has been revised to note provisions for additional pumps if
required.
4. Tables 4.1, 4.2, and 4.3 have been revised to depict revisions in
capital costs. Revisions did not affect the ranking of alternatives.
5. Table 5.1 has been revised, precipitated by changes to Tables 4.1,
4.2, and 4.3.
Appendix A - Tables in the. Appendix have been revised to account for
revisions in capital costs.
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Mr. David P. Proper
.tune 13, 1994
Page 2
Appendix B - Tables have been replaced with new tables to correct
printing of one column's heading.
Appendix C - The tables appearing in this Appendix have been revised
to allow for motor efficiency of 93%.
Appendix D - Calculations have been revised to address SCS
comments, specifically:
Elevation 255 at the bottom of Page 2 Is now
explained; on Page 4, horsepower equation is now
clarified as output horsepower only; and spread sheet
calculation for the sample shown is now revised to
reflect a beginning water surface elevation of 233.1 at
the commencement of pumping.
Appendix E - Assumptions and calculations have been revised to
address comments by SCS.
Appendix F - Appendix F now includes a copy of the pump curve for
each of the example pumps selected. In addition,
manufacturer's literature is included for each type of
example pump and motor starters. Eight computer
diskettes are enclosed which contain the spreadsheet
calculations used for the submersible turbine pumping
options.
As a matter of clarification, you should be aware that the text of our report
discusses evacuation periods of 10, 20, 30, and 60-days. As used throughout
the report in our calculations and cost estimates, these represent actual periods
of time that the evacuation pumps are operating. No allowance of time has been
included from the initiation of flood waters into the quarry until activation of the
pumps. We assume that operation of the pumps(s) would not commence until
the stream flow has declined to a rate such that, when supplemented with the
pumped flow from the quarry, would not cause flows to rise above acceptable
levels.

Mr. David P. Proper
June 13, 1994
Page 3
Again, we appreciate our opportunity to serve you and Wake County on
this important project. We look forward to beginning design. As you now
proceed with further discussions with the City of Raleigh, Nello Teer, SCS, Wake
County, and others, please feel free to call us if we can be of assistance.
Very truly'yours,
HAZEN AND SAWYER, P.C.
Donald L. Cordell, P.E.
Vice President
DLCIwp
Enclosures

CONTENTS
CRABTREE CREEK WATERSHED
Page
1.0 Introduction ......................................... 1-1
1.1 Purpose and Scope ............................... 1-1
1.2 Background ...................................... 1-1
2.0 Design Criteria ....................................... 2-1
2.1 General ........................................ 2-1
2.2 Existing Conditions ................................ 2-1
2.2.1 Existing Quarry Configuration .................... 2-1
2.2.2 Expansion Plans ............................. 2-2
2.3 Stage -Storage Curves .............................. 2-2
2.4 Required Pumping Rate ............................ 2-7
2.5 Pipeline Sizing ................................... 2-8
2.6 Protection from Blasting ............................ 2-9
3.0 Equipment Alternatives
Pumps, Pump Drives and Electric Power .................... 3-1
3.1 General ........................................ 3-1
3.2 Final Quarry Configuration and Depth .................. 3-1.
3.3 Types of Pumps .................................. 3-4
3.3.1 Submersible Pumps .......................... 3-4
3.3.2 Vertical Turbine Pumps ........................ 3-8
3.3.3 Submersible Turbine Pumps ......... , ......... 3-14
3.3.4 Dry -Pit Pumps ............................. 3-15
3.4 Initial Evaluation of Pump Types ..................... 3-17
3.5 Pump Drivers ................................... 3-17
CRABTREE CREEK WATERSHED
TABLE OF CONTENTS TG-1

CONTENTS
Page
3.5.1 Diesel Engines/Generators .................. 3-18
3.5.2 Electric Motors ............................. 3-20
3.6 Sources of Electric Power .......................... 3-20
3.6.1 Commercial Power .......................... 3-20
3.6.2 On -Site Generators ........................... 3-22
3.7 Discharge Piping and Outlet Structure ................. 3-23
3.8 Summary ...................................... 3-23
4.0 Alternatives Cost Analysis ............................... 4-1
4.1 General ........................................ 4-1
4.2 Capital Costs ................................... 4-17
4.3 Operation and Maintenance Costs .................... 4-18
4.3.1 Power Costs ............................... 4-18
4.3.1.1. CP&I- Rate Schedules ...................... 4-18
4.3.1.2 CP&L versus On -Site Generators :............. 4-19
4.3.2 Labor Costs ............................... 4-21
4.3.3 Administrative Costs ......................... 4-21
4.3.4 Equipment Maintenance Costs .................. 4-21
4.4 Effect of 100-Year Storm Event ...................... 4-22
5.0 Summary and Conclusions .............................. 5-1
5.1 Conclusions ..................................... 5-1
Appendices
Appendix A - Capital Costs
Appendix 6 - Operations and Maintenance Costs
Appendix C - 100 Year Flood Cost
Appendix D - Example Pump Calculations
Appendix E - Cost Basis Data
Appendix F - Two Most Favorable Alternatives
CRABTREE CREEK WATERSHED
TABLE OF CONTENTS TC-2

CONTENTS
LIST OF FIGURES
Figure
No. Title Page
2-1 Site Plan
2-2 Stage Storage Relationship ............................ 2-6
3-1
General Layout of Submersible Pumps ...................
3-5
3-2
Centerline Profile of Submersible Pumps ..................
3-6
3-3
General Layout of Vertical Turbine Pumps .................
3-9
3-4
Centerline Profile of Vertical Turbine Pump ...............
3-1 D
3-5
General Layout of Vertical Turbine Submersible Pump .......
3-12
3-6
Submersible Turbine Pump ...........................
3-13
3-7
Centerline Profile of Discharge Pipe .....................
3-25
3-8
General Layout of Discharge Assembly ...................
3-26
4-1
Summary Pump Comparison
10-Day Evacuation Period ..........................
4-13
4.2
Summary Pump Comparison
20-Day Evacuation Period .............. . ...........
4-14
4.3
Summary Pump Comparison
30-Day Evacuation Period ..........................
4-15
4.4
Summary Pump Comparison
60-Day Evacuation Period .................... . . . :. .
4-16
LIST OF TABLES
Table
No. Title
Page
2.1
Stage -Storage Relationships ........................... 2-4
2.2
Depth and Area Combinations to be Evaluated
.............. 2-7
2.3
Required Average Pumping Rate ........................
2-8
3.1
Summary Comparison of Pumping
Equipment Alternatives ............................
3-18
3.2
Alternatives Criteria and Options .......................
3-24
4.1
Vertical Turbine Pumps Cost Summary ..............
4-2 to 4-6
4.2
Submersible Turbine Pumps Cost Summary ..........
4-7 to 4-11
4.3
Submersible Pumps Cost Summary .....................
4-12
4.4
CP&L Rate Analysis ............................
. ... 4-20
5.1
Comparison of Average Life Cycle Costs ..................
5-6
CRABTREE CREEK WATERSHED
TABLE OF CONTENTS TG3

1.0 Introduction
1.1 Purpose and Scope
The purpose of this study is to identify and evaluate alternatives associated with
the use of the Nello'Teer (leer) stone quarry off Duraleigh Road for temporary
storm water retention of flows in Crabtree Creek.
The preliminary design study is based on expanding a set of design criteria for the
project previously developed by the Soil Conservation Service (SCS). The study
scope included consideration of the following design criteria and constraints:
• The final quarry configuration and volume are not presently known. Neilo
Teer has indicated an intention to continue active mining of the quarry for
an indefinite time period. Alternatives for temporary storm water retention
must allow for continued operation of the quarry by minimizing interference
with the ongoing operations. Preliminary designs must also consider the
uncertainty associated with the final quarry volume and shape.
• The design criteria previously established by SCS identified a range of
quarry volumes to be considered in this. study. SCS also established
criteria for the maximum evacuation period (time required to pump stored
water from the quarry) that would be permissible following the design 100-yr
storm event. The study considers evacuation periods of 10, 20 and 30
days requested by SCS as well as a longer 60 day period. Limiting the
evacuation period for the stored volume in the quarry is intended to insure
that flood protection would still be available during successive 100-year
storm events.
1.2 Background
This project is part of the Crabtree Creek Watershed Program implemented in
years past by Wake County and now identified as the 250 Storrnwater
Impoundment. The purpose of the Crabtree Creek Watershed Program is to
reduce flood levels along Crabtree Creek in western Wake County and portions of
1-� HAZEN AND SAWYER
Em'nann•rdal Emjhwurs 6 Sciantals

the city limits of the City of Raleigh. To date, ten of the eleven scheduled
impoundment structures have been constructed and placed in service.
Collectively, these impoundments function as expected and continue to be effective
in reducing flood levels along Crabtree Creek.
The 25Q Stormwater Impoundment is the eleventh and only remaining structure
left to be built. This impoundment will form the last planned link in the chain for
controlling floodwaters in the Crabtree Creek basin. The original planning for the
25Q project was based on a dry impoundment located on Crabtree Creek just
upstream of the quarry location. This design would have allowed for detention of
flood waters during periods of high stream flow without providing a permanent pool
within the impoundment that is typical of the other 10 Crabtree flood control
structures.
The original design concept, however, encountered controversydue to the adverse
impacts on property within Umstead State Park. Of the 390 acres that would be
inundated during a 100-year storm event, 292 of these acres are within Umstead
State Park. While this property would be inundated during the 100-year storm
event even without the flood control project, opposition arose over the increased
duration of inundation that would have resulted from the construction of the
impoundment. Critics of the reservoir concept argued that the prolonged inundation
might damage or even kill the native vegetation within the park. Because of the
opposition that this issue generated, Wake County and SCS elected to pursue
design aftematives for this final structure that would avoid the impacts to the park.
This report evaluates one design alternative, use of the Nello Teer Corporation
quarry as.a stormwater impoundment structure. Teer operates a stone quarry next
to Crabtree Creek at Duraleigh Road downstream of, but near, the original
reservoir site. The concept employed for this design alternative uses the quarry
as a temporary detention basin. As flood levels rise within Crabtree Creek, a
portion of the flow would be diverted into the quarry by a control structure located
in the creek. Flow that is not diverted into the quarry would continue downstream
but at such a rate to reduce flood levels below the levels currently experiended.
Once flood levels in Crabtree Creek subside, a series of pumps would be used to
pump the flood waters from the quarry back into Crabtree Creek at a rate such
that downstream flooding would not occur.
1-2 HAZEN AND SAWYER
Bmnm mai Engineers & Scientists

SCS has conducted a feasibility analysis of this design alternative. In addition,
working with the U.S. Army Corps of Engineers,-SCS developed a hydraulic model
for analysis of the alternative_ Based on these analyses, the County and SCS
amended the work plan forthe Crabtree Creek Watershed Project in October 1991
to recommend the use of the Teer quarry as the alternative of choice for this flood
control structure in the Crabtree Creek Watershed Project.
The use of Teer Quart' for temporary stormwater storage is a significant deviation
from the concepts employed forthe earlier Crabtree Creek flood control structures.
The concept of this alternative is atypical of conventional SCS impoundments for
at least two reasons:
1. Most SCS impoundments achieve the flood water storage requirements
using large water surface areas relative to depth_ This impoundment, as
described in this report, covers a maximum area of less than 40 acres, with
a maximum depth of well over 300 feet; thus, water depth is large relative
to surface area.
2. Most SCS impoundments use gravity flow for the controlled release of flood
waters stored behind the structure or dam. Gravity release is not feasible
for the storm water stored within the quarry so the design of this alternative
must use electrical and mechanical equipment to pump the stored flood
water back into the receiving stream.
The County of Wake retained Hazen and Sawyer, P.C. to assist the County and
SCS in the implementation of this design alternative. Under its March 29, 1993
Agreement with the County, Hazen and Sawyer, P.C. will provide professional
engineering and design services for the project known as Outlet Structure
Reservoir 25Q, Crabtree Creek Watershed Project.
1-3 HAZEN AND SAWYER
Envionmenta! Engirsw d Sdantats

2.0 Design Criteria
2.1 General
Design conditions and constraints for the project are described in detail in the
Project Specifications prepared by SCS. A summary of these conditions and
restraints is listed below:
The facility must include suitably sized pumping equipment, any required
pump support structure, discharge pipe(s), stairstep outlet works and any
other necessary appurtenant works.
• The pump design must accommodate a range of final quarry volumes and
configurations beginning at a minimum volume of 4,977 acre-feet and
extending to a maximum volume of 6,666 acre-feet.
• The facility must provide capacity to store the floodwater volume diverted
into the quarry from two successive 100 year storm events. Evacuation
periods of 10, 20, and 30 days of pumping are to be considered to provide
removal of sufficient volume from the first 100 year event to create
adequate storage for the second event. Data for an alternative evacuation
period of 60 days is also provided in the study since this condition is
expected to have a major influence on total horsepower requirements
2.2 Existing Conditions
2.2.1 Existing Quarry Configuration
The most recent topographical map of the quarry was obtained from Westinghouse
Landmark GIS, Inc. This topographic map was developed from aerial photography
flown March, 1992 as part of the City of Raleigh's mapping project and is shown in
Figure 2.1 which is enclosed in the pocket at the end of the report. Based on the
topographic map, the bottom of the quarry is at approximately elevation 20 feet MSL,
and the surface area at 240 feet MSL is approximately 27 acres. The current
volume of the quarry is approximately 3500 acre-feet.
2-1 HAZEN AND SAWYER
EnvrownanW e"rgineers 3 Sclertisis

The quarry configuration is constantly changing and the volume is constantly
increasing due to the on -going mining operations. Based on discussions with Nello
Teer personnel, the quarry excavation rate averages about 150 acre-feet per year.
Teer also indicates that this removal rate is expected to continue for the next 15-20
years.
2.2.2 Expanslon Plans
As quarrying operations continue, the quarry volume will continue to increase thus
providing more and. more floodwater storage capacity. Discussions with Teer
personnel indicate that there are three possible expansion scenarios. Continued
expansion of the quarry could potentially be based on any of the three options or
some 'combination of one or more of the choices. The three options identified by
Teer are as follows:
1. Vertical expansion to a maximum depth of -100 feet MSS.
2. Westerly expansion to approach the roadway as shown on Figure 2.1.
3. Northerly expansion of approximately 350-500 feet from existing rim as
shown on Figure 2.1:
Teer has also expressed an interest in relocating the active mining area of the
quarry to the southern side of Crabtree Creek. This option is important to this study
since it could mean that the ultimate volume of the quarry would be less than the
minimum criteria established by SCS. Based on the current volume of 3500 acre-
feet and the production rate indicated by Teer, quarry operations need to continue
at the present location for another 10-20 years or the design volumes (4,977 and
6,666 acre-feet) will not be realized.
2.3 Stage -Storage Curves
Stage -storage curves were developed corresponding to the range of depths and
storage volumes for each of the three expansion scenarios. Calculations of quarry
volumes incorporate the following assumptions or allowances:
2-2 HAZEN AND SAWYER
Enrinnmdal Engineers & Scientists

• new side slopes are excavated to the steepest slope practicable based on
discussions with Teer (1/4h:1v)
• allowances are included for the lost volume due to necessary access
ramps based on the volume and configuration of the present ramps
The final configuration of the quarry remains uncertain. Based on the current
configuration, the existing volume of 3,500 acre-feet would provide no more than 70
percent of the design minimum volume (4,977 acre-feet) and only about 50 percent
of the design maximum volume (6,666 acre-feet). Based on discussions with Teer
personnel, continued operation of the quarry could result in both a lateral and
vertical expansion of the quarry configuration.
Table 2.1 examines the possible combinations of depth and lateral expansion that
would be required to achieve each of the design storage volumes. The table is
generally divided into two sections; one for the design volume of 4,977 acre-feet and
one for the 6,666 acre-feet design volume. Since the quarry operation may expand
either vertically or laterally, there are an infinite number of combinations of depth and
area that could provide the required storage volume.
Columns 1 and '2 in Table 2.1 define the limits for the expansion scenarios to
achieve the design storage volume of 4,977 acre-feet. Column 1 provides stage
storage data assuming only a vertical expansion of the quarry, and Column.2
provides stage storage data assuming only a lateral expansion of the quarry.
Column 1 indicates that the design volume of 4,977 acre-feet can be nearly
achieved by a vertical expansion of the existing quarry to a nominal depth of -80 feet
MSL'. Likewise, Column 2 shows that the same design volume could also be
achieved by fixing the bottom elevation of the quarry at its current elevation of 20
feet MSL and expanding the quarry laterally until the footprint area measured at
.elevation 238 feet MSL equalled about 26.8 acres. Based on the existing property
boundaries, this footprint area could be achieved by lateral expansion in either a
northerly or westerly direction. Lateral expansion in both directions could also
provide the necessary footprint area.
1 The computed storage volume based on a vertical expansion to -80 feet MSL
is 4,903 acre-feet which is slightly less than the design value of 4,977 acre-feet.
Excavation to an elevation marginally lower than -80 feet MSL would be
required to absolutely satisfy the design condition. For the purposes of this
study, this minor difference is ignored.
2-3 HAZEN AND SAWYER
Er Ararmantal Erglnaera & Sclenlem

TABLE 2-1
STAGE STORAGE RELATIONSHIPS
4977 ACRE
- FEET
6666 ACRE
- FEET
STAGE
STORAGE BASED
VERTICAL
EXPANSION
COLUMIN (1 1
STORAGE BASED ON
WESTERLY
EXPANSION
COLUMN i2 1
STORAGE BASED ON
WESTERLY AND VERTICAL
EXPANSION
COLUMN 3
STORAGE BASED ON
TOTAL LATERAL
EXPANSION
COLUMN 4
(F7 MSl(ACRES)
AREA
VOL_ CHG,
AC. -FT.
TOT, VOL.
AC. -FT.
AREA
ACRES(AC.-FT-)
VOL. CHG.
TOT. VOL.
AC. -FT.
AREA
ACRES
VOL. CHG.
AC.-FT.(AC.-FT-)
TOT. VOL.
AREA
ACRES
VOL. CHG.
SAC: FT.
TOT. VOL.
Aj C.-FT.
-100
0.0
0.0
0.0
0.0
0.0
0.0
%0
0.0
0.0
0.0
0.0
0.0
-90
-80
0.0
8.0
0.0
0.o
0.0
D.o
0.0
o.D
0.0
0.o
0.0
p.o
10.6
102.7
" 1.14.1
102.7
0.0
0.0
� - as
610
o.o
0.0
+?-o
.70
6.6
63.1
63.1
0.0
0.0
0.01
11.7
T 325.3
0.0
-- 0.0
60
7.2
68-9
132.0
0.0
0.0
0.0
12.3
119.9
445.1
0.0_
0.0
0.0
-50
7.7
74.6
206.6
0.0
0.0
0.0
12.8
125.6
570.7
0.0
---0.0
0.0
-40
8.3
60.3
286.9
0.0
0.0
0.0
13.4
131.3
702.0
0.0
0.0
0.0
-30
0.9
B6.0
372.9
0.0
0.0
0.0
14.0
137.0
839.0
0.0
0.0
0.0
-20
9.5
91.7
464.6
0.0
0.0
0.0
14,E
142.7
981.7
0.0
0.0
0.0
_
-10
10.0
97.4
662.0
0.0
0.0
0.0
15.1
148.4
1130.1
0.0
w- 0.0
0.0
0
10.8
103.1
665.1
0.0
0.0
0.0
15.7
- 154.1
1284.3
0.0
0.0
0.6
14
11.2
108.9
774-0
0. 1
^--0.0
�- 0.0
16.3
159.91
1444.1
0.0
0.0
0.0
20
11,7
114.6
868.6
- 16.8
0.0
0.0
18.B
1SO9.7
24.6
0.0
0,0
301
12.3
120.3
1008.91
1134.9
17.4
18.0
171.31
-177.0
171.3
348.3
17.4
_165.5
171.31
1777.0
1791.E
1958.0
25.1
25.
248.3
248.3
502.3
40
12.9
126.0
18.0
50
13,5
131.7
1206.6
18.6
182.7
531.0
18.6
102.7
2140.7
26.59.7
762.0
60
14.0
137.4
1404:0
19.1
188.4
719.4
19.1
188.4
2329.1
26.65.4
1027.470
14.E
143.1
1547.1
19.7
194.1
913.6
19.7
194.1
2523.3
27.71.1
t--254.0
1298.6
60
15.2
148.9
1696.0
20.3
199.9
1113.4
1319.0
20.3
20.8
21.4
22.0
22,8
23.1
1_99.9
2723.1
26.76.9
1575.4
1858.0
�2146.3
2440.3
27an.o
�3045.4
3356.E
�}3673.4
90
15.7
154.6
1850.6
20.8
R
205.6
211,3
T� ' 217.E
272.7
228.4
205.E
211.3
2928.7
3140.❑
�3357.0
- 3579.7
�3808.1
28.82.6
29.88.3
29.7
30.3
- - 294.0
- 299.7
305.4
100
16.3
16.9
160.3
2010.9
15303
-' - i 747.3
1970.0
2198A
----12D
160.0
171.7
2176.9
- - 2348.6
22.0
22.E
23.1
Y 217.0
222.7
228.4
130
16.0
177.4
2526.0
30.8
140
18.6
183.1
2709.7
23.7-234.1
2432.E
23.7
234.1
4042.3
31.4
311.1
150
19.2
188.9
2898.0
24.3
239.9
- 2672.4
�2918.0
3169.3
24.3
24.8
25A
239.9
4282.1
32.0
32.5
33.1
316_.9
- 322.6
328.3
3996.0
4324.3
160
19.7
194.E
240.3
309-2.6
24.8
245.6
245.6
4527.7
170
20.3
3292.9
3499.4
_ _ 25.4
26.0
251.3
251,3
4779A
160
_ 21.0
-21.9
-214.5
257.D
---262.7
3426.3
---9869.0
26.0
26.E
257.0
_26_2.7
268.4
5036.0
5298.7
33.7
34.3
334.0
339 7,
345,4
4658.3
- 4998.0
5343.4
190
_206.6
3713,9
3942.4
_ 26.6-
^27.1
200
2-18
228.5
268.4
3957.4
27.1
6567.1
34.8
210
24.4
241.0
4183.4
21.7
274.1
4231.6
27.7
_
274.1
5841.3
35.4
351.1
_5694.6
220
25.41
249.0
4432.4,
28.3
279.9
4511.4
28.3
279.9
6121.1
36.0
356.9
6051.4
230
26.3
258.5
4690.9
28.8
286.6
4797.0
28.8
285.6
6406.7
36.5
362.E
6414.0
238
26.8
212.3
4903.2
29.3
232.E
6029.6
29.3
232.6
6639.3
37.0
294.2
366.3
_ 6708.2
6782.3
240
26.9
266.0
4956.91
29.4
291.3
5088.3
29.4
29i.3
6698.01
37.1
06/06/94

Columns 3 and 4 present data for a comparable analysis of the expansion scenarios
to obtain the design storage volume of 6,666 acre-feet. At this design condition, it
is not possible to achieve the required volume by relying totally on a vertical
expansion -of,the quarry without exceeding the maximum elevation of -100 feet
established by SCS. The stage storage data in Column 3 therefore. assumes a
vertical expansion to the maximum value and a lateral expansion as necessary to
achieve the design volume of 6,666 acre feet 2
Column 4 presents the stage storage data for the 6,666 acre-feet design condition
assuming only a lateral expansion. The data indicates that this volume could be
achieved by a lateral expansion of the quarry such that the footprint area at
elevation 238 feet MSL equalled about 37 acres.3 This footprint area could not be
achieved by expanding only in a northerly or westerly direction but could be
achieved through some combination that expands in both directions.
Figure 2.2 was prepared to illustrate the fact that there are an infinite number of
vertical and lateral expansion combinations that could provide the necessary storage
volume. This figure shows two curves, one for the minimum storage value of 4,977
acre-feet and one for the maximum storage value of 6,666 acre-feet. The end points
of each curve are the same as the limits developed in Table 2A . Any point that falls
on one of the two curves represents a unique combination of area and depth that
would satisfy the respective volume criteria. For the purposes of this study, the final
depth of the quarry is a much more important design condition since depth
determines the maximum head capacity of the pumping equipment to be provided.
In order to simplify the analytical process, the study will develop preliminary. design
information for representative combinations of depth and area for each design
volume. The specific combinations of depth and area to be evaluated in the study
are shown in Table 2.2.
2 Column 3 was actually derived from the data in Column 2 by extending the
excavation depth to elevation -100 feet MSL. The resulting volume of 6,639 acre-
feet is marginally less than the required volume of 6,666 acre-feet. This minor
difference is again ignored.
a Minor differences between the calculated volume and the design volume are
ignored.
2-3 HAZEN AND SAWYER
EnWonmeatal Enginwa a SaerM3

36
0
N 36
J
LLi
d 34
UJI
Q
32
Q:
O
O 30
U.
Q
28
N
26
-150
FIGURE 2.2 STAGE STORAGE RELATIONSHIPS
025 OUTLET STRUCTURE
MAXIMUM FOOTPRINT (37.1 acres) (20,37,1)
i
{
EXISTING OEP
I
I
(-100,29.4) (20,29.4)
(-80,27.0)
EXISTING FOOTPRINT (27.0 acres
-100 -50
- ELEVATION
0
TFi 20 FT
50
6666 ac-ft
�y 4977 ao-ft

Table 2.2 Depth and Area Combinations to be Evaluated
Design Volume = 4,977 Acre-ft
Design Volume = 6,666 Acre-ft
Required Quarry
Required Quarry
bottom Elevation
Surface Area at
Bottom Elevation
Surface Area at
(feet MSL)
El 240 MSL-
(feet MSL)
EI 240 MSL
20
29.4
20
37.1
10
29.2
10
36.5
0
28.9
0
35.8
-10
28.7
.10
35.2
-20
28.4
-20
34.5
-30
28.2
-30
33.9
-40
28.0
-40
33.3
-50
27.7
-50
32.6
-60
27.5
-60
32.0
-70
27.2
-70
31.3
-80
27.0
-8o
30.7
--
-90
30.0
--
-100
29.4
2.4 Required Pumping Rate
The required pumping rate will vary as a function of the maximum allowable
evacuation period and the available quarry storage volume. A decrease in the
maximum allowable evacuation period for the stored water within the quarry would
increase the required average pumping rate. Increasing the average pumping rate
would increase both the required horsepower and construction costs as well as the
O&M expenses. An increase in the quarry storage volume would have a positive
impact on the required pumping rate by reducing the volume of water that must be
pumped from the quarry in order to store the second 100 year storm.
A comparison of the average required pumping rates is shown in Table 2.3 on the
following page. Please note that the pumping rates shown are average rates that
must be maintained over the specified evacuation period. Since centrifugal pumping
equipment will be utilized, the actual pumping rate would be much higher than the
average when the pumping first begins due to high quarry water level and lower
2-7 HAZEN AND SAWYER
EM; O meffw ENktere S 3danlim

pumping head. The pumping rate would then gradually decrease as the quarry
water level is lowered and the pumping head increases to the maximum level.
Table 2.3
Required Average Pumping Rate
Volume
Storage to be
Volume Pumped Allowable Evacuation Pumping Time
Acre-feet Acre-feet Days
10 1 20 1 30 1 60
Average Required Pumping rate - mgd
4,977
4,197
137 68 46 23
6,666
2,498
82 41 27 14
Maximum Allowable Pumping* rate - mgd
4,977
4,197
172 102 65 37
102 65 37 25
4,666
2,498
Based on a maximum velocity of 8 fps.
2.5 Pipeline Sizing
Pipelines should be sized based on a maximum allowable velocity at the peak
pumping rate. As discussed above, the peak pumping rate will occur when pumping
first begins from the quarry and then gradually decline as the water level in the
quarry is lowered and the pumping head increases. Typical pipeline design
velocities range from six to eight feet per second. Friction losses in pipelines
increase rapidly at higher velocities which translate to higher operating heads and
costs. For these reasons, .velocities higher than 8 feet per second are not
considered economical.
Pipelines required for the various pump configurations will be sized for a maximum
velocity of 8 feet per second at the minimum operating head. Minimum velocities
will vary but will generally be in the range of 2 to 3 feet per second.
2-$ HAZEN AND SAWYER
Er*onmenlal E gineers & ScErft

2.6 Protection from Blasting
During stone mining operations, blasting, is used to fracture the rock. This fracturing
breaks the rocks into smaller pieces that can then be handled by the various
equipment. With a combined use of the quarry, i.e., as a pumped stormwater
detention facility and an active stone quarry, measures must be taken to protect the
pumping units, discharge piping, and other appurtenances from damage due to
blasting. Two measures can best protect the pumping facility: operation controls
and facility design controls. Operation controls will provide the best deterrent to
damage. These controls may consist of contractual .terms with Nello Teer, making
Teer responsible for any blasting damage. We are inclined to believe, however, that
Teer's current blasting practices, given the sensitivity of the area and rumors
regarding local residents, already provide a substantial margin of safety with respect
to blasting. Charges are sufficiently sized to fracture and break the rock.for ease .
of loading into trucks thus, current practices attempt to only break the rock into large
manageable pieces. Generally, this type of blasting does not -promote launching of
rocks large enough to cause appreciable damage. We envision small charges being
used to minimize the effects of the blasting outside the quarry limits. This practice
probably lends itself to minimizing potential damage associated with blasting inside
the quarry also.
Facility design controls can also limit potential damage. Dedicated excavation by
Teer in the area of the pump installation could effectively remove stone from within
a specified radius. On -site testing could be conducted to determine the appropriate
blast separation and charge characteristics to provide protection to the installed
pumps and appurtenances. This information could then be used to plan future
blasting in the vicinity of the pumping units, discharge piping, and appurtenances.
The structural design of the supporting structures should take account of the
anticipated ground accelerations due to blasting. If reasonable limits for ground
accelerations can be established during negotiations with Teer (say 2-4 inches per
second), then the impact on structural design of the system components would be
negligible.
2-9 HAZEN AND SAWYER
EnvimnmenW; Erginwe & Scle Lqb

If quarry operations are to continue after installation of the pumps, then the
negotiations with Teer should address liability for damage due to blasting and
dedicated excavation. The best arrangement for the County would be to make Teer
responsible for damages if the blasting activities fail to conform to agreed upon
standards. Blasting standards should address maximum ground acceleration
resulting from blasting and minimum distance from the pumps and appurtenances
where blasting can be detonated. Dedicated excavation should be planned and
conducted to remove rock from within a specified distance of the pumping facility
prior to pump installation. This distance should be determined based on discussions
with Teer and its ability to conform to the maximum ground acceleration limit.
2-10 HAZEN AND SAWYER
Environmental Engines d Edenlists

3.0 Equipment Aiternat.ives
Pumps, Pump Drivers and Electric Power
3.1 General
This section of the report provides a general description of the alternatives evaluated
based on the type of pump, the pump driver and the source of electric power.
3.2 Final Quarry Configuration and Depth
The uncertainty -related to the final quarry configuration and depth is a significant
complication to the selection of the most suitable pumping equipment. While the
final lateral configuration of the quarry is an issue, it seems clear from our brief
discussions with Teer personnel that they are willing to adjust and modify their
quarry plans to accommodate any reasonable request from the County for shaping
of the quarry. From these discussions, we also feel it would be practical to site the
necessary pumping equipment within the quarry such that the facility would not
unduly interfere with the ongoing quarry operations.
The issue of final quarry depth is a much more difficult question to resolve. Teer
has made general statements that their preferences would favor a lateral expansion
over a vertical expansion. Yet the project specifications and Teer personnel indicate
that the maximum quarry depth could be some 120 feet below the present floor
elevation. The County has also indicated a desire to design the pumping facilities
such that continued operation of the quarry would still be feasible after pump
installation. This appears to be of particular importance since the current quarry
volume falls well short of even the minimum design volume established by SCS in
the project specifications. At the present production rates, quarry operations need
to continue for at least the next 10 years to achieve even the minimum design
volume, While we believe it is feasible to design and site a pumping facility that
would allow continued lateral expansion of the quarry to the limits that have been
identified, it is much more difficult to conceptualize a design that would permit a
3-1 HAZEN AND SAWYER
Er vimnmornal Eng'mm & Sc revs

change in final bottom elevation of the quarry approaching the maximum change of
120 feet.
We assume that the County would like to have the option for proceeding with the
pump installation sometime before the quarry reaches the minimum design volume.
Unfortunately, none of the pump installations considered in this study can readily
accommodate the maximum change in final bottom elevation of the quarry. We
have evaluated a number of options that could be considered to address this
problem as discussed below:
1) Defer pump installation until the final quarry depth is achieved.
Presumably .Teer would be responsive to a request to focus their
operation in the portion of the quarry where the pumps would be installed
to minimize the delay. At present production rates, project implementation
would be delayed 10 or more years unless some agreement could be
reached with Teer to speed up or focus the rock removal to a specific
area. A significant deepening of the quarry depth in a localized area may
impose operational difficulties on Teer.
2) A dedicated excavation to allow for the pump installation. This option
should certainly be viable down to quarry elevations of about -20t but
becomes increasingly less attractive as the depth of the excavation
increases. Below elevations of -20t, County access to the pumping
equipment becomes more complex and could mean that very significant
dedicated excavations would be necessary. Teer and the County would
also have to reach an understanding as to the limit on the future depth for
quart' operations and negotiate with Teer to perform the necessary
excavations. Given the relatively small area required for the pumps, the
delay in implementing this option should be minimal but the County could
incur an additional capital expense for the cost of the required
excavations.
3) Staged construction of the pump facilities. This option would consist
of installing the pump facilities now with only minimal dedicated excavation
to allow for continued operation of the quarry. At some point(s) in the
future when quarry excavations reach the lowest pump setting, the pumps
3-2 HAZEN AND SAWYER
EmmonmomW Engsn"m a 860M'*U

would have to be moved or Otherwise modified to lower the pump setting.
We would not envision that the facility would be operational during this.
period, although it might be possible to maintain at least some pumping
capacity during the, change over.
4) A two -stage pump facility. This option would have one series of pumps
resting at the bottom of the active quarry to pump water to another series
of pumps located at a higher elevation. The first series would presumably
be installed now with the second series moving with the active quarry
operation. We would again expect periods where the first stage
pumps(the lowest pumps) might not be fully operational due to the need
for relocation.
In our judgement, the raquired construction coordination coupled with the almost
certain interruptions in pump service, make both alternatives 3 and 4 impractical to
implement. Also, since each option involves either two sets of pumps or future
modification to a single set of pumps, we would certainly expect the capital costs to
be much higher. For these reasons, we recommend that planning for the project be
based on one of the two other remaining options.
With respect to alternatives 3 and 4, the decision to postpone construction of the
250 project is a policy issue that only the County can address. Delaying project
implementation would simplify the coordination issues at the risk of incurring flood
damages during the interim period when the flood storage would not be available.
From our discussions with the County staff, we believe that there is interest in
proceeding with the construction of the project before the final quarry volume is
realized with the understanding that the full design flood protection will not be
available for several years. For this reason, the preliminary design information
presented in this study assumes that. dedicated excavations would be part of the
initial pump construction such that the pump installation would not require future
modification (Alternative 2 as described above). This approach will require that the
County and Teer come to an understanding as to the ultimate quarry depth during
the final design and that the County negotiate with Teer to perform the necessary
excavations. The process could certainly lie simplified if the County and Teer could
agree to restrict any future vertical expansion of the quarry to minimum proportions.
Cost estimates developed in other sections of this report will include a line item for
3-3 HAZEN AND SAWYER
Erar{ronroonel Engirwors d Sdwnisls

the quantity of required excavations for project implementation. No cost will be
assigned to this work since discussions with Teer have not broached this subject.
We assume from the discussions that have taken place that some excavations
necessary for the project would be performed by Teer without cost to the County.
This might not be the case for other highly specific excavations. This issue could
be avoided in its entirety if the County ultimately elects td delay project
implementation until the final quarry depth is reached (Alternative 1 as described
above).
3.3 Types of Pumps
There are several types of pumps that have potential application to this project.
These include submersible, submersible turbine, vertical turbine and conventional
"dry -pit" pumps installed in either a vertical or horizontal configuration. Each type
of pump has its own set of advantages and disadvantages. The most notable
advantages and disadvantages of each type of pump are discussed in the following
paragraphs.
Certain assumptions and other design criteria would be common to each type of
pump installation as noted below:
• a minimum of two pumps would be provided to assure a higher level of
system reliability
• all pumps are assumed to be in service at the design condition with no
additional pumps available for spare(s)
• a. recircu lation discharge piping connection would be provided to minimize
the water volume required for routine exercising of the pump equipment
3.3.1 Submersible Pumps
A potential layout for a submersible pump installation is shown in Figure 3-1. The
suggested location for the submersible pump alternative is shown on Figure 2-1.
The centerline profile through the potential submersible pump location is shown on
Figure 3-2. The following paragraphs discuss the advantages and disadvantages
of submersible pumps for this application.
3-4 HAZEN AND SAWYER
Ernimrmar,w En*"M 6 Scientists

FOR CONTINUATION
SE£ FIGURE 3.7
EL 1S5.DD
DISCHARGE PIPE
ly [PE SUPPORT
4 L RUTiERiLY VALVE
1 �
CHECK VALVE
REDUCER
TRASH.RACK GUARDRAIL
EL 20.00 I ROADWAY
LOW WATER LEVEL AS REQUIRED BY
PUMP MFG BELOW
TAW WATER LEVEL
r SUBMERSIBLE PUMP
CONCRETE FILL
4' '
SUBMERSIBLE PUMP ELEVATION
NOT TO SCALE
A Eerlfppmeate! Edpinoe�e t SclentleU .
s+um't 110RTH GtDe1A
9 —
HEADER FOR ADDITIONAL SPACE FOR ADDITIONAL
PUMPS IF REQUIRED RUMPS IF RE04RE•D
CH= VALVE, TYP
BUTTERFLY VALVE, TYP GUARDRAL
P
WMY WALL
' P OADWAY
DISCHARGE HEADER--J.�
KCAROAATTON LJNE
SUBMERSIBLE PUMP LAYOUT
NOT TO SCALE

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c3 6 ci 6 6 9
c4 cq c4
COUNTY OF WAKE
OUTLET STRUCTURE RESERVOIR 25Q
CENTERLINE PROFILE OF
rolviformantel Engineers scientists SUBMERSIBLE PUMPS

Advantages
1. Minimum Support Structure Required
The submersible installation would require the least civil construction to provide
the needed structural support. Given the solid rock foundation available; we
envision that pumps could be installed on a concrete slab poured directly
against the native rock. The pumps themselves could be secured to the
discharge piping which would in turn be supported off the pad foundation.
2. Maintenance Access
Access for maintenance when the quarry is dry could be provided by tailoring
quarry excavations to create vehicular access to within a few yards of the units.
From this location, we envision that a truck mounted boom crane could be used
to remove a submersible pump and motor for maintenance or repair. Access
to the pump equipment would not be possible unless the quart' is virtually dry.
Disadvantages
1. Limit on individual Pump Horsepower
The maximum horsepower of commercially available standard submersible
pumps is currently limited to 500 horsepower_ The manufacturers' claim
capacity to make larger pump drivers but have no demonstrated capability to
date. The limitation on pump driver size would mean that multiple units would
be required at the higher .discharge rates required for the shorter evacuation
periods. Increasing the number of pumps would provide some- increase in
mechanical reliability since the failure of an individual unit would have, less
impact on the total available pumping capacity.
3-7 HAZEN AND SAWYER
Emkonmanlal Engfters d S adWs

2. Maximum Pumping Head Limitation
The maximum head available for submersible pumps is such that they could
not dewater the quarry at depths below the bottom elevation for the present
quarry. This limitation is primarily a function of -the maximum driver size as
discussed above.
3. Not Suitable for Diesel Pump Drivers
Direct diesel drives cannot be used with submersible pumps which could
increase the reliance on purchased electric power. This disadvantage can be
minimized by the use of on -site diesel driven electric generators.
3.3.2 Vertical Turbine Pumps
Vertical turbine pumps are recognized for their ability to meet high capacity, high
head pumping conditions. A potential layout for a vertical pump installation is shown
in Figure 3-3. The best location for the vertical pumps would be in the southwest
part of the quarry as shown on Figure 2-1. This location would allow the pumps to
be relatively close to the discharge point and creates little interference with the
quarry mining operation. The centerline profile forthe potential vertical turbine pump
location is shown on Figure 3-4. The quarry would have to be excavated in this
area to accommodate the installation with the side slope of the quarry at f h:4v, or
steeper if possible.
The vertical turbine pump installation would consist of an operating platform
supported over the quarry at elevation 240 MSL. The pump drivers and valves
would be located at this level. The pump column would be suspended immediately
below the driver and would enclose the operating shaft that extends to the pump
"bowls" located near the bottom of the quarry. Numerous bearing assemblies would
be located along this shaft for support. The number of pump bowls or stages would
be adjusted to meet the head and flow requirements. Access to pump operating
platform could be provided by a pedestrian walkway spanning from the edge of the
quarry to the platform. We would not envision vehicular access to -this platform.
Other advantages and. disadvantages are listed below:
3-$ HAZEN AND SAWYER
Envior«'nor W &Onwis R 30wftts

F-
FIGURE 3-3
FOR 0011TINUATIOW
SEE FIGURE 3.7—
t35'
UISC}iA M HEADM
ACCESS MDGE
RUTfERRFLY
VALVE
%\ CHECK VALVE
�4
A
EL 20.00 OR—100.00
�-- VERTICAL fdOTOR
AIR RDLEASE VALVE
s
EL 245.00
I
1UR[IINE PUMP
DISCHARGE
STEEL FRWE'
SUPPORT TOWER
PUMP COLUMN WITH
INTERMITTENT GRACING
AS REWRFO -
RECIRCULATION
DISCHARGE
LOW WATE'it
TURBINE PUMP ELEVATION I
NOT TO SCALE
iMIKE PUMP -
SUCTION .
—TRASH RACK
QUARRY WALL
PED---SWN
ACCESS DRIDG
TURBINE PUMP LAYOUT
NO SCALE EL 243.00
ALVE, TYP
VALVE, TYP
N, TYP
Ervlronrnantoi Enclnetrb a Sclontlstn
nµou", NOON cMa11"
6

O
IBM
200 00
170.00
140.00
-0.00
—10.00
rim=
—.40,00
Elm
>1
—100.00
1+00 2+00 ,Wo 1400
rn C> m
SEC7110N THROUGH VERTICAL TURBINE PUMPS
m
Fm
Q
NOT TO SCALE
0O ;:u
cn -,q "
jo

Advantages
1. Available Head and Flow Capacity
The vertical turbine pumps offer the most flexibility in head and flow capacity.
For all flow ranges considered, it is possible to select units of sufficient size
such that no more than two pumps would be required.
2. Access to Pump Motor During Operation
Since the pump motors are located above the maximum water level, they are
readily accessible at all times. Operations staff could check for any abnormal
noises and monitor other critical pump parameters such as bearing temperature
and vibration during operation.
3. Pump Driver Options
Vertical turbine pumps would normally lend themselves to either electric or
direct diesel drivers since the drive is located above the maximum water level.
In this case however, the use of direct diesel drives is not considered practical.
See discussion in Section 3.5.1. The use of on -site diesel -generators is a
Viable option.
Disadvantages
1. Fixed Support Tower Required
A fixed support tower would be required to provide adequate bracing of the
pump column and to provide access to the numerous bearings located at
various points along the column. It might be possible to provide a cantilevered
operating platform in lieu of the tower- but this arrangement would not provide
a means of bracing the pump columns nor would it provide access to the
column bearings. The extreme weight of the pump units and the liquid volume
in the pump columns would also complicate if not preclude a cantilevered
platform design.
3-11 HAZEN AND SAWYER
ErwkonmarAal Enghean S SdaNbft

1
91
FOR CONTINUATION
SEE FIGURE 3.7 .
EL 195.00
\\' EL 190.00
!ARGE: PIPE
SUPPORT
4 L�
1`
EL 2v.ao
EL —BO.UO
EL—100.00
LOW WATER LEVEL
/
VERTICAL TURBINE
SUBMERSIBLE PUMP
CONCRETE RLL
4'
SUBMERSIBLE TURBINE PUMP ELEVATION
PLOT 3/32'=1'—O'
MMAND &W=
Eavlronraantal Englaaaq h SCIOntilta
as w. mu cApw"
FLY VALVE
VALVE
R
RACK GUARDRAIL,
AS REQUIRED BY
PUMP MFG BELOW
LOW WATER LEVEL
CHECK VALVE, TfP—
BUTIERFLY VALVE, TYP
QUARRY WALL
DISCHARGE HEADER —
RECIRCULATION L#NE--
—ROADWAY
SUBMERSIBLE TURBINE PUMP LAYOUT
NO SCALE
COUNTY OF WAKE
OUTLET STRUCTURE RESERVOIR 25Q
GENERAL LAYOUT OF
SUBMERSIBLE TURBINE PUMPS

a
VERTICAL TURF
SUBMERSIBLE I
NOT TO SCALE
MMMD &WM
Environmental Engineers & Scientists
RALEIGH, NORTH CAROLINA
4ARGE PIPING
T CABLE
. ASSEMBLY
ION HOUSING
,R
ff
9tea
COUNTY OF WAKE
OUTLET STRUCTURE RESERVOIR 25Q
SUBMERSIBLE TURBINE PUMP
c
79

Although a disadvantage to the vertical turbine pump, the support tower can be
used to access the pump column and recirculation valve. A stairway system
should be incorporated into the design with a landing at intervals required by
code as well as at column and shaft connections. This would facilitate
disassembling the unit were removal ever required. In addition, the stairway
system would provide access to a manually operated recirculation valve. The
valve would allow exercising of the pumping units without removing water from
the quarry if this were ever required.
The support tower should be constructed of -structural steel conforming to
ASTM 436. In addition; all structural steel and components of the tower's
construction should comply with "Code of Standard Practice "Specifications
for Design, Fabrication, and Erection", and "Specifications for Structural Joints
using ASTM A325 or A490 Bolts" as -published by the American Institute of
Steel Construction.
2. Pump Shaft Length, Vibration and Bearing Wear
Large capacity, high head, vertical turbine pump installations with shaft lengths
of 60-80 feet are fairly common in the pump industry. Much longer shafts have
also been used on a regular basis in smaller capacity pumping units that are
common for some deep well applications- The vertical units for this application
would require shaft lengths ranging from 220 to 340 feet in length. We are
unaware of any comparable installation in North Carolina or the southeast
where vertical turbine pumps in the size range required for this application have
been attempted. We would be concerned about the potential for major
problems with shaft alignment and vibration as well as the potential for
increased bearing wear.
3.3.3 Submersible Turbine Pumps
These types of pumps combine the merits of a vertical turbine pump and a
submersible motor. The layout of the pump is similar to that of a submersible
excepting that the motor rests underneath the pump instead of on top. A typical
layout for a submersible turbine pump installation is. shown in Figure 3-5. Figure 3-6
provides more detail on the configuration of the pump and motor from one
3-14 HAZEti AND SAWYER
ErWwnmsreW Ero p= s 6 Stlerldsls

manufacturer. The centerline profile through the submersible turbine pump location
is also shown on Figure 3-2 with the conventional submersible pump. The
submersible turbine pumps typically operate at higher efficiencies than typical
submersible pumps and have been used in deep mine dewatering applications which
are similar to the 25Q project, at least in terms of pump size and depth.
The advantages and disadvantages of submersible turbine pumps are similar to
submersible pumps with the exception of several notable differences as noted below:
Advantages
1. Individual Pump Horsepower
The available motor sizes for the submersible turbine pumps range up to at
least 1250 horsepower. Systems are in operation with drivers up to this size.
Larger sizes may also be available but there would. be a question of
demonstrated reliability. For the purposes of this study, we have assumed an
upper limit on motor size equal to 1250 horsepower.
2. Maximum Pumping Head not Limited
Since larger drivers are available, the submersible turbine pumps would have
the capacity to dewater the quarry to the maximum depth of -100 feet MSL.
Disadvantages
1. Not Suitable for Diesel Pump Drivers
Direct diesel drives can also not be used with this type of pump due to 'the
configuration. On -site generator equipment would remain a viable altemative
to purchased power.
3.3.4 Dry -Pit Pumps
As the name implies, a dry -pit pump, either in a horizontal or vertical configuration,
is housed in a dry, watertight pit or chamber adjacent to a wet pit which in this case
3-15 IIAZEN AND SAWYER
En*araenlal Engineers S SdWisha

would be the quarry. The dry pit houses the pumps and motors which are not
designed for submergence. The pump's driver is customarily adjacent to the pump
and can be either an electric motor or a diesel engine. Diesel engine drives are
normally only used with the horizontal pump configuration but can be used to drive
vertical dry pit pumps by relying on a "right angle" gearbox to provide the connection
to the driver. Advantages and disadvantages of the dry pit configuration are listed
below:
Advantages
1. Pump. Accessible during Operation
The dry pit pumps, like the vertical turbines, are accessible to the operations
staff during operation. In this case, both the pump and driver are fully
accessible and all critical components of the system can be physically
observed. Access would probably have to be from the top only to avoid any
door penetrations of the dry pit at the bottom. Door openings at the bottom
would have to designed to be watertight when the quarry was full of water.
Disadvantages
1. Watertight Structure Required
The dry pit would require construction of a concrete tower extending the full
depth of the quarry. We envision that this structure would have a base section
of sufficient size to house the pump, drivers and valving that connects to a
smaller tower section extending to the top of the quarry, The tower section
would house a single discharge pipe and either stairs or an elevator for
operator access. A round section would be the preferred geometry for both the
base section and the tower section for better distribution of the design loads
due to the water pressure. An imbedded steel interior shell could also be
needed to insure watertightness of the structure. Even with this geometry, the
dry pit would represent a major structural design problem due to the maximum
water depths which would range from a low of 220 feet to a high of 335 feet.
As an order of magnitude estimate, the wall thickness for the maximum section
would be about six feet. The structure would also see tremendous uplift forces
3-16 HAZEN AND SAWYER
Emkonmertal Eporm s E Scientists

at the maximum water levels since the inside of the structure would always
remain dry. These forces could not -be resisted by the weight of the structure
alone and would require the use of permanent tiedown anchors to increase
uplift resistance.
2. Hlgh Cost
The first construction cost of the dry pit pump station is clearly a major
disadvantage. While no definitive estimates of first cost were made during this
study, it is our judgement that the dry pit pump station would be some two to
three times the cost of the other available alternatives.
3.4 Initial Evaluation of Pump Types
The preceding paragraphs provide a general discussiod of each of the available
pump types for this application. The advantages and disadvantages of each pump
type are also summarized in Table 3-1 . Based on this evaluation, -we recommend
that submersible pumps, submersible turbine pumps and vertical turbine pumps be
selected for detailed cost comparisons. We do not believe that the dry pit
installation offers any advantages that would offset their high initial cost and do not
recommend further consideration of this pump type.
3.5 Pump Drivers
Pump drivers are the mechanical devices used to drive or rotate the pump. Electric
motor drives are easily the most common type of driver used In most pump
applications. Diesel engine drives, although less common, are sometimes used for
large pump applications in lieu of electric motors. The use of diesel. drives. can be
.particularly economical in applications that require large horsepowers and only
intermittent use. The following paragraphs discuss the relative merits of electric and
diesel drives for application to the 25Q project.
3-17 HAZEN AND SAWYER
Enyi*nmanW Engineen 8 Sciontsta

TABLE 3-1
SUMMARY COMPARISON OF PUMPING EQUIPMENT ALTERNATIVES
Pump Feature
Submersible
Submersible
Turbine
vertical
Turbine
Dry Pit
1
Access during operation
no
no
yes
-yes
2
Long pump shaft
no
no
yes
no
3
Number of bearings
min,
min.
max.
min.
4
Vibration
min.
min.
max.
min.
5
Superstructure for installation
min.
min.
max.
most max.
6
Power cable
longest
longest
shortest
longest
7
Power from generator
yes
yes
yes
yes
8
Direct engine drive
no
no
no
no
9
Pull for maintenance
Moderate
Moderate
time
consuming
(crane)
lime
consuming
10
Installation cost
moderate
moderate
high
very high
11
Thrust bearing
no
no
yes
no
1.2
seal water system (water supply)
required
no
no
yes
yes
13
Two stage pumping required to
meet maximum head
yes
no
no
no
3.5.1 Diesel Engines/Generators
Diesel engines are most often associated with large capacity relatively low speed
pump applications. In North Carolina, diesel driven pumps are often used to pump
treated water from a water treatment plant into the distribution system. A large
percentage of the major municipalities have at least one diesel driven plump serving
in this capacity as either the duty or standby unit. Diesel driven pumps offer
inherent variable speed pumping capability and are not dependent on service utility
power for operation.
Diesel drives can be economically attractive as the primary source of power in
applications where there is only an intermittent need for pumping. Service utilities
normally have a fixed monthly charge based on the "capacity" of their system that
must be committed -and available to start and run large electric driven equipment.
3-18 HA.ZEN AND SAWYER
EnvkmnmsKW Engtnoars 3 Sdantists

This capacity charge can at times be the major component of the monthly charge
for electrical usage. Diesel engine drives provide a means of avoiding this charge.
Of the three pump types recommended for further consideration, only the vertical
turbine pumps would permit the use of direct diesel drives. Neither of the
submersible pumps could use the direct driven drive since the pumping units could
be submerged in several hundred feet of water. To be effective, the diesel drive for
a vertical turbine pump would need to be located immediately adjacent the pump to
minimize the length of the interconnecting shafting. We envision that each vertical
turbine pump would have its own dedicated diesel drive. Referring to Figure 3.3, the
vertical turbine pumps would be located on a tower supported platform near the
edge of the quarry. The distance from the edge of the bench at elevation 240 MSL
to the operating platform would vary depending on the final depth of the quarry, but
would be at least 65 feet. Typically, the maximum recommended drive shaft length
is limited to about 20 feet due to problems with support and vibration. The required
length in this case is more than three times this recommended limit. In our
judgement, it would not be practical or advisable to attempt the use of a drive shaft
connection of the length required in this application. Likewise, it would be difficult
and very expensive to increase the size of the operating platform to accommodate
multiple diesel engines since this platform is supported from the quarry floor, over
200 feet below. Accordingly, we do not believe it is feasible to consider direct diesel
drives for this application.
While direct diesel drives are not possible, it is still possible to use diesel engines
as the primary power source by connecting the diesel engine(s) to a generator(s)
sized to provide all of the power requirements for the - dewatering pumps. This
approach would be possible for each of. the three pump types still under
consideration. We envision that the generator facility would consist of one or more
generators housed in a masonry structure located reasonably near the pump
installation. The masonry structure is not an absolute requirement but would serve
to protect the equipment from the weather for only a modest increase in capital cost.
Fuel storage would be needed in buried or above ground tanks located near the
generator(s). The fuel tanks should be sized to provide sufficient fuel for the reliable
operation of the units but not necessarily for the full period of the quarry evacuation.
Fuel deliveries could be coordinated to insure the continued. operation of the pumps.
3-I9 HAZEN AND SAWYER
ErwWonmental Engineers 8 Scientists

3.5.2 Electric Motors
Electric motors are available in a variety of sizes and voltages. Two types of motors
would be used for the pumps under consideration for this application. The
submersible motors are specially designed to function in a fully submerged
environment. The vertical turbine pumps would be provided with total enclosed fan
cooled motors that are designed to be fully exposed to the weather. No other type
of enclosure or motor protection is required.
3.6 Sources of Electrical Power
There are two alternatives to providing the necessary electrical energy to dewater.
the quarry as well as providing for the other miscellaneous electrical requirements
at the site. In most pump applications, electric power is provided by the service
utility under one or more rate schedules. Purchased electrical energy is certainly a
viable option for,the 25Q project. Although less common, electrical energy is also
sometimes provided by direct diesel driven equipment or on -site diesel driven
generators. The use of diesel equipment can sometimes be cost effective for large
electrical loads that would see only intermittent use such as the pumps envisioned
for this project. Each option is discussed in the following paragraphs.
3.6.1 Commercial Power
Electric power service to the quarry site would be provided by Carolina Power and
Light Company (CP&L). Hazen and Sawyer met with CP&L on several occasions
to discuss the.potential power requirements for the project both in terms of any
required capital expenditures and operational costs.
Based on information provided by CP&L, their current electrical distribution system
can serve a new electrical load at the quarry of about 1500 connected horsepower.
For power requirements above this level, the electrical service would have to. be
improved to provide service. CP&L would expect reimbursement from the County
for 100 percent of these capital costs. The capital cost for the upgrade of the
electrical system is credited towards the electrical usage over the first five years of
operation. If actual energy usage over this time period equals or exceeds the capital
cost, then the full upfront investment can be recovered. Cost information presented
3-20 HAZEN AND SAWYER
Ertl nmomal Egjneers d s6anxkta

in Section 4 of this report includes the estimated capital cost for any electrical facility
improvements based on estimates provided by CP&L. It is not clear that energy
usage would be sufficient to recover the capital charges during the first five years
of operation.
CP&L offers a variety of rate service schedules for non-residential customers such
as the County that have potential application to this project. These programs are
briefly described below:
Seasonal or Intermittent Service - offers the lowest monthly base charge and,
given the seasonal and intermittent power use contemplated, appears to be an ideal
application for this project. One distinct advantage this schedule offers is the
absence of on-peakloff-peak hours. No time of day restrictions would be applicable
to the operation of the pumping equipment. The pumps could be run continuously
without interruption without incurring high power charges associated with running the
equipment during on -peak hours.
Large General Service (Time -of -Use) - On -peak and off-peak hours are recognized
with this program. While the kw demand charge and kwh energy charge are
relatively low for off-peak operation, restricting operation of the pump equipment to
only off-peak hours effectively means that the required pump capacity would have
to be Increased by about 56 percent to avoid pumping during on -peak hours if we
are to maintain the same total'time for dewatering of the quarry. If pumping did
occur daring on -peak hours, either intentionally or by oversight, the cost of power
per Kw-Hr would increase by some 20 percent and the demand charge would,be 20
times more expensive.
Large General Service - This program is similar to Large General Service (Time -of -
Use) except that it does not recognize on-peak/off-peak hours of operation.
Curtailable Load - The curtailable load program is available in concert with the
Large General Service (Time -of -Use) and the Large General Service programs.
Under.this program, power casts' are reduced by the County agreeing to honor a
request from CP&L to curtail their electrical usage upon demand from CP&L. The
requests to curtail electrical load typically came during the summer months when the
3-21 HAZEN AND SAWYER
Enwuonmoroal En*eors a 5demism

load from air conditioning taxes the capacity of the electrical system_ Reliance on
this schedule could mean unanticipated interruptions in the dewatering of the quarry.
Dispatched Power - is also used in conjunction with Large General Service (Time -
of -Use) and Large General Service. This program would in essence allow the
County to purchase power gt reduced rates at certain times which are typically
associated with on -peak hours. Since the County's need for power is so
unpredictable, any energy cost savings would be difficult to estimate in advance to
take advantage of this rate schedule.
Cogeneration and Small Power Producers - If on -site engine generators prove to
be the best alternative, this program may have application.
3.6.2 on -Site Generators
Use of on -site generators is an option to commercial power for the energy required
to pump water from the quarry. Commercial power, but with a significantly lower
kilowatt demand, would probably still be utilized for local instrumentation and controls
as well as miscellaneous site lighting requirements to avoid operation of the
generators for these small loads. The on -site generators would be used to provide
electricity for operation of the large electric pump motors which are the source of the
high kilowatt demand.
Unlike diesel engine pump drivers, engine/generator sets can be located away from
the pumps and other electrical loads. Power to the pump motor is delivered via
electric cables rather than drive shafts, providing added flexibility in the final location
of a generator building. Higher O&M costs associated with the maintenance of the
generator and engine are considered disadvantages of the on -site generator option.
There are no maintenance costs associated with commercial power, but the
engine/generator sets will require regular maintenance, operation and testing.
The use of generators would allow participation in CP&L's Cogeneration and Small
Power Producers Program. Revenues produced under this program could off -set
some of the annual operating and maintenance costs.
3-22 1HAZEN AND SAWYER
Erwnrimemal Engnsers a Sd"Vsts

3.7 Discharge Piping and Outlet Structure
The type of pipe assumed for the quarry discharge piping is fabricated flanged steel
pipe. Steel pipe can be fabricated in all the sizes necessary for the discharge pipe
allowing for a single discharge header pipe to the outlet structure. Steel pipe fittings
can be fabricated to any specified angle. This flexibility makes steel pipe the ideal
choice for a pipe that will traverse across irregular rock facing. Steel pipe and
fittings conforming to AWWA C200, C203, C245, C206 and C207 are recommended.
A centerline profile of the discharge pipe is illustrated in Figure 3-7.
The outlet structure will consist of a large butterfly valve controlling flow into a
concrete steeped spillway structure as shown on Figure 3-8. The butterfly valve can
be used for isolation purposes and for throttling the flow during the early stages of
pumping to prevent the pumps from overloading the motors. There is potential for
excessive cavitation in the butterfly valve when using the valve as a throttling device.
This condition should be analyzed for the specific arrangement selected for final
design. The energy from the outlet flow will be dissipated by a stepped spillway with
a broadcrested weir elevation of 240 feet MS!_. The flow from the spillway structure
will ' discharge onto the southern side of the quarry inlet spillway. The general
location of the outlet structure is shown on Figure 2-1.
3.8 Summary
Based on the above discussion, the alternative equipment configurations shown in
Table 3.2 were selected for final consideration and cost analysis. The alternatives
evaluated Included one option from each of the criteria shown in the table below:
3-23 HAZEN AND SAWYER
EnVvenmaMal Enor*wi a Wands%

Table 3.2 - Alternatives, Criteria and Options
Criteria
Option
Submersible
Pump Type
Vertical Turbine
Submersible Turbine
Quarry Floor
20 MSL
-100 MSL
Pit or Quarry Volume
4,977 acre-feet
6,666 acre-feet
10-days
Evacuation Time
20-days
30-days
60-days
Electric Power Source
Commercial
On -Site Generator
Pump Driver
Electric Motor
3-24 HAZEN AND SAWYER
ErrvironmanW b4noors d SdardM3

2
240.00
233AC
220.00
21G.Ca
2MOD
190.00
Elm
------------
lao'm . -
Ono OiW I+30 1+50 2+00
HAMM &WM
EnvIrosmWeL Eaglasers ✓E aolonlista
OALEW, ROPrrM CuWLWA
2+30 3+00 3+50 4+00 4+50 5+00 5+50 B+OD . P50 7+00 7+SD

CASCADING SPILLWAY DISCHAR(AKC INTO
DOWNS7REAM SHOE OF INLET SPILLWAY—
BUT[ERRFLY VALVE, TYP -�
r
DISCHARGE ASSEMBLY PLAN 1
NOT. T40 SCALE
EL 254,00 E)3s-nNG ROAD
D0STING GRADE
�4
EL 24&00
QUARRY DISCiiARGE HEADER .
�I BUTTERFLY VALVF, '' I El. 240.00 STEPPED SPILLWAY
Y
i
INLET TO SPILLWAY
DISCHARGE ASSEMBLY ELEVATION
NOT 70 SCALE
,I Eu VjrGnX6ntll EaQineBla i $9tNn119te
RALOGH. NORTH CAM &
i
rL 233,00

4.0 Alternatives Cost Analysis
4.1 General
The cost analysis for each alternat:ive.includes an estimate of the capital cost,
operation and maintenance costs, and total life cycle cost. Total life cycle costs
are defined as the sum of the estimated capital cost and the present worth of the
annual operation and maintenance cost. Costs are shown for each of the three
pump types recommended for final consideration based on the final quarry volume
(either 4,977'acre-feet or 6,666 acre-feet) and the ultimate quarry bottom elevation.
The cost summaries for vertical turbine pumps., submersible turbine pumps and
submersible pumps are shown in Tables 4.1, 4.2 and 4.3, respectively_ Quarry
bottom elevations are shown in ten foot increments to Illustrate the cost
implications of quart' depth while limiting the presentation to a manageable
number of data points. Data is also provided in these tables relative to the number
of pumps required at any given quarry depth and volume, the theoretical
horsepower of each pump, and the outlet discharge pipe diameter. The estimated
quantity of any required dedicated excavation is included for the vertical and
submersible turbine pumping options. As discussed in Section 3.2 of the report,
this volume represents the necessary rock excavation if these options were
constructed given the current quarry configuration and depth. Please note that no
construction cost is included for these dedicated excavations.
The costs for all pumping options were grouped for 10, 20, 30 and 60 day
evacuation periods and platted on Figures 4.1, 4.2, 4.3 and 4.4, respectively. The
figures plot total life cycle cost as a function of depth for each of the pump types
listed in Tables 4.1, 4.2 and 4.3. Note there is only one data point for each
submersible pump option since no quarry bottom elevations below 20 feet MSL
were evaluated due to the limited head capacity for this type of pump.
1 Value shown is a computed theoretical horsepower requirement and is not
intended to represent actual motor size. Motor site would be increased to
next standard size.
4-1 HAZEN AND SAWYER
Errvironmerrtal EnglMen 3 Sdontats

BOTTOM OF
QUARRY
(FT)
4977 AC -FT,
10 DAYS
TABLE 4-1
WAKE COUNTY Q25 OUTLET STRUCTURE
VERTICAL TURBINE PUMPS
COST SUMMARY
DEDICATED
# OF HP PER PIPE ANNUAL PRESENT WORTH EXCAVATION TOTAL TOTAL
PUMPS PUMP DIAMETER O&M O&M VOLUME CAPITAL LIFE CYCLE
(inches) COST 40 YEARS ICY) COST COST
20
10
2
2
2200
2230
78
78
$88,000
$89 000
$1,173,000
$1.186.000
250,000
263.000
$3.088.000
$1171,000
$4.261.000
$4,357,000.
0
2
2260
78
$90,000
$1,200,000
276,000
$3,254,000
$4,454,000
-10
2
2290
78
$92 000_
290,000
$3,339,000
_
$4,565,000
-20
-- -30 J
_
2-
_.2
2320
2350 -
78
78~� .
-----
$93,000
$05,00_0--
-$96,000_
_$1.226.000 _
$1,240,000
- $1,266,000'--
-_-_,
3_05,000
- -T R320,00_0
_3,421,000
�$3,505,000_.
$4,$81,000,
____$4,771,000;
�
-46
-50
_2 -
2
2380
2410
78
78
$9$,000
$1,280,000
$1,306 DOD
_ 337,000
354,000
$3,588,000
$3,871,000
$4,868,000
$4,97_7,000I
. __.-__.-_ _ ...._._
-60
-70
-80
2
2 1
2 1
2440
2470
2600
__
78
78
78
$99,000
$100,000
$102,000
$1,320,000
1 $1,333,000
$1,360,000
372,000
391,000
1 411,000
$3,755 Q00
$3,839,000
$3,921.000
$5,075,000
$5,172,000
$5 281s000
4977 AG -FT,
20 DAYS
20
2
1100
- 60
$ 65, 000
$866,000
10
2
-
1115
1 . _.._
60
$66,000..r
..
$880,000
6
-
2
-- _.
1130
._ - _
60
$67,000
$893,000
-10
2'- -
- 1145
60...
$70,6OD
$933,000
-20
2
1160
'60
$_71,000
$946,0_00
-30
2_
-1175
60
$72,000
. $960,000
_-40 -
-..2_
1190 -
- _ 60- -
$73,000
-
- _ $973,00_a
$1,000,00�
-50
2
1205 J
EO
$75,000
-60
2
_
7220
60
$70,000
_
$1,013,000�
-70
2
�'i235
60
$77.000
$1.026.000
2.50,000
$2,268,000
$3,134.000
263,000
$2,321,000
$3,201.000
276,000
$2.375.000
$3,268,000
290,600
- $2,429,000
$3,362,000
305,000
$2,481.000
$3,427,000
_320,000
$2,556.600
$3,496,000
•__ 337,000
, $2,589s000 .-.-
,.,._ $3,562�D00
See Page 5 for column notes. Page 1 OF 5

BOTTOM OF # OF HP PER
QUARRY PUMPS PUMP
(FT)
4977 AC -FT,
30 DAYS
TABLE 4-1
WAKE COUNTY 025 OUTLET STRUCTURE
VERTICAL TURBINE PUMPS
COST SUMMARY
PIPE ANNUAL 1PRESENT WORTHI EXCAVATION I TOTAL TOTAL
IAMETER O&M O&M VOLUME CAPITAL LIFE CYCLE
(inches) COST 40 YEARS (CY) COST COST
20
2
800
48
$61,000
$813,000
250,000
$1,915,000
$2,728 000
10
0
2
810
48
$82t000 _
$631000
$826,000
283,00D
$1,974,000
$2,800,000
_ 2
_
820
µ
48.--
_ _
$840,000
�-$853,000
276,000
$2,033,000
_
$2 873,000
-10
2
830
48�
$64,000
290,000
- _$2,093,000
$2,946,000
-20
_._- _ ..
-40
2
2 .-
2
840
850
860
48
_48
48
$65,000
$66000
$67,000
$866,Obp
r $880,000
$893,060
305,000
320,000
.337,000
$2,151,000
$2 21�4,000
$2,273,000
$3,017,000
$3 0sa 000
$3.166,000
-50
2
870 _ _
48
$68,000
$906,000,
354,0001
$2,331,000
$3,237,000
J '-60
2
880_
48
$69,000
$920,000
372,000
$2,391,000
_
$3,31 i,000
_
-70
_
2
_
896
48
$70,000
$933,000
391,000
$2,450,000
$3 383 000
-80
2
900
1 48
$71 000
$946,000
411,000
$2,509,000_
_ $3,455,_000
4977 AC -FT,
60 DAYS
-, 20
2
350
36
$55.000
$733,000
259,000
$1,440,000
_
- 10
2
365
36
$56,000
_
$746,000
_
_ 263,060
$1,514'000
_$2,173,000
$2,260,6001
0
380
-- 36 -- _
36
_$57000
�.-
$59,000
760,000 -_
$-
$786,000
- 276,�000
29a,000
$1.586,000�
$1,659,000
- $2,346,000
$2,445.000
_--
_
-10
---2--
2
395
-20
2
1 410
36
$60.000
$800,000
305,000
$1,731,000
i $2,531,00D
-30
2
425
36
$61,000
$813,000
320.000
$1,805,000
f $2,618,00D,
-40
2­
440
36
$62,000
- $826,0D0
337,000
$1,879,000
$2,705,0_00
2
455
36
$0,000
$840,000
354,000
$1.951,000
$2,791,000
-60
2
470
36
$64,000
$853 D00
372,000
$2,024,000
$2,877,000
485
36 �'
W!0-60
1866,000
391,000
$2,096,000
$2,962,000
-80
2
500
36
66,000
$880,000
411,000
$2,170,000
1�$3,050,000
See Page 5 for column notes. Page 2 OF 5

TABLE 4•-1
WAKE COUNTY Q25 OUTLET STRUCTURE
VERTICAL TURBINE PUMPS
COST SUMMARY
DEDICATED
BOTTOM OF # OF HP PER PIPE ANNUAL PRESENT WORTH .EXCAVATION TOTAL TOTAL
QUARRY PUMPS PUMP DIAMETER O&M O&M VOLUME CAPITAL LIFE CYCLE
(FT) (inches) COST 40 YEARS (CY) COST COST
1) (4) (5 6 7 (8)
6666 AC -FT,
10 DAYS
20
2
1250
60
$68,000
$906,000
250.000
$2,848 000
$3,754,000
10
2
1300
60
$70,000
$933,000
263,000
$2,933,000
$3,019,000
$3,866,000
$3,992.000
_
_ 0
2
1400
60
$73,000
$973,000 _ _
�$973,000
270,000
M_ =10
-20
2
1400
60
$73,OOD
$1.013,000
290,000
305,Of10
$3,101,OOD
$3,188,000
$4,074,p00
$4,201,000
2
1500 _
60
$76,000
_ -30
2
1500
60
$77,000
$1,026,000
320,000
_$3,270,000
$4.296,000
-40
--- - - -
--- -
60
2
2y
1600
6
66 ___--
f 0
$80,0110
$81,000
$1,056=000 ---
___ $1 080 000
-- 337,000
354,000
$3,356,000
$3,439,000
$3,525 000
$4,422,400
$4 519,000
$4,645,000
1700
r 0
$84,000
$1 120,000
372,00
_'
_
-70 , _
-80
i 2 -�
_1700 -
60 _ _
_ $84,000
$1,120,-000
$1,160,000
391,000
411,000
$3,fi08,000
$3,694 000
$3J76 009_,._
$3,863,000
- $4,728,004
_$4,854,004
$4,949,00D
$5,67F,000
2
60
_
-1Q0
2
_ 1660
1900
60
- $1,173,0_00 �
$1,213,000 -
432,000
2
60
_$88,000_
$91,000
454,000
6666 AC -FT,
20 DAYS
20
2
600
48
$98,000
$773 000
250,000
$1,796,000
$2,569,0001
10
2
630
48
$60,000
$800,000
263.000
$1,855.000�
$2,655,000
0
2
w
660_
_
48
$61 000
$813,660
276,000_
$1,913,000
$2,726,OD0
---890
48 -
$63,000
_
$840,000
. $1,971,000
290,000
- ....
-2U
. _2__
"'-2----
! 2 _I
720
_
-$853,000
- -- 305,000
$2,025,U00
_$2,811,000,
$2,878,000 f
48
$64,000
-30
2
750
48
$66,000
$880,000
320,000
$2,084,000
$2.964,0001
-40
f 2
780
48
$67,000
$893,000
337,000
$2,249,000
$3,142,000
-50
2
. 800
48
µ$66,000'..
$906,000 ..
_._... 354,000
$2,306,000
$3,212,000
-60
2
830
48
$70,000
_ $933,000 ..-
372,000
$2 365 000 _
$3,298,000
�-
-70
-- 2
-860
�890
48
$7 1,000
$946 000
_
$2.423,000
._
$3,369,000
-80 -
--
"--$960,000
---391,000
01,000
$2,478,000
-
$3,438,000
2
48
$72,000
2
48_
$74�000
$2.535000
__-90�
-100
2
�920
950
48
$76,000
-1986.909
$1,000,000 _
_432,009
454,000
$2,594l000
_$3,521,000
$3,594,000
See Page 5 for column notes. Page 3 OF 5

TABLE 4-1
WAKE COUNTY Q25 OUTLET STRUCTURE
VERTICAL TURBINE PUMPS
COST SUMMARY
- --
-
DEDICATED
----
BOTTOM OF
#f OF
HP PER
PIPE
ANNUAL
PRESENTWORTH
EXCAVATION
TOTAL
TOTAL
QUARRY
PUMPS
PUMP
DIAMETER
O&M
O&M
VOLUME
CAPITAL
LIFE CYCLE
(FT)
(inches)
COST
40 YEARS
(Cy)
COST
COST
---(�)
2
3
(4)
---(')--
6
7)
8)
9
6666 AC -FT,
30 DAYS
20 --
w
- 2
450
36
-$55 000
'--- -
$733,000
250,000
$1,623,C106 -
_ $2,356,000
1Q
2
460
36
$58.000
$773,000 -
263.000
$1,665,000 -
_ $2,438,000
0
-10
2
460
36
$60,000_
$6.iJ,ODD
$800_,000 _-
$813 000
276,000
$1.709,000
$1,754,D00_--
$2,509,000
-$2,567,000
2
490
36
290,000
_
-20
2
500
36
$62,000
$826 000
305.000
$1,794,000
$2,620,000
A
_-30
2
610 1
36
$63,000
$840,000
320,000
$1,836,000
�_ $2.676,000
2
530
36
$S4 000
$853,OD0
337,000
$1,8B0,000_
-�
i _$2,733,000
r:��40
-50 _
2
540
36
$65,000
$866,000
354,000
$1 923 0010
$2 789.000
_
-- -66
-_ -70
-80
-90 _
-100
2_
2
2-
2
2
._ 550 _1
560
580
590
600
36_ _
36 1
1 36
36
36
$661000
$67,000
$68,000
$69,000
$76,0-001
1 $880,000 _
1 $893,000 -
$906,000
$920 000
$933,000
_-_ 3_72,000
391.000
411,OD0
432,0001
454,000 1
$1,965,000
$2t009.000 _
$2,050,00_0
$2,093 000
$2135,000
$2,845,000
_$2,902_,000
$2,956,0D_0
$3.013 000
$3,068,000
6666 AC -FT,
60 DAYS
20
2
250
3D -
$57,000
$760,000
256,0 00
$1,289,000
$2,049,000
10
0
2
2
250
270
30
30
$58 000
$59 000
$773,000
$786,D00
263,000
276,000
$1,321,000-
$1,355,000 1-$2,141,000
�$2,094.000
-10
-20
-30
2
-2
2
280
280
290
30
_ 30
$60 000
�$61�000
$62 000 _
$63�000�
$64,000
$800,000
290.000
305.000
$1.391,000
$1,424,000
$1,458,000_
$2,191,000
i $2237,000
$2,284,000
_..-_$813,000
$826,000
320,000
-40
-50
-8D
2
2
--2 -
300
_Sf0 -
320
_ _30
30
- 30
$840,000
337,000
$1,490,D00
$2,330,000
$853,000
354,000
$1,523,000
$2,376,DDD
$2,422,000
$866,000
372A00
$1 556 000
-70 _
-80~
-90
2
330
30
$66,000
$880,000_
_ 391,000
_ 411,OOD
432,000
- 45 ,000
_ $1.593,000
$1,825,000
-$1,8 000
$i,fi9i.D00
$2,473,000
- $2,545,0D0
- $2,592,000
$Z07,000
2
330
- 340 -
-- 350 --
30
---36-
30--
$69,D00
$70,000
$71,000
_
0920,000
_ $93_3,000
- $946,000
2
2 --
See Page 5 for column notes. Page 4 OF 5

TABLE 4-1
WAKE COUNTY Q25 OUTLET STRUCTURE
VERTICAL TURBINE PUMPS
COST SUMMARY
COLUMN NOTES,
1. Quarry elevation in feet MSL.
2. Number of pumps required. Minimum number set at two units for mechanical reliability.
3. Theoretical horsepower requirement per pump. Values does not necessarily correspond to standard motor size.
4. Discharge pipe diameter.
5. Estimated annual cost for operation and maintenance including energy costs.
6'. Present worth of annual O&M costs for 40 years at 7 percent interest. No equipment replacement costs are included.
7. Volume of dedicated rock excavation required for pump Installation. The cost of this item is NOT included in the estimates
for capital cost.
8. Total capital cost Includes structural cost, electrical cost, mechanical costs including pumps and outlet structure, and CP&L
capital cost plus 25 percent contingencies.
9. Column 6 plus Column 8.
Page 5 OF 5

TABLE 4-2
WAKE COUNTY Q25 OUTLET STRUCTURE
SUBMERSIBLE TURBINE PUMPS -
COST SUMMARY
DEDICATED
BOTTOM -OF
# OF
HP PER
PIPE.
ANNUAL
PRESENT WORTH
EXCAVATION
TOTAL4-
4977
- - 20, 4
1100
-78
$90,000_�
$91,000
$1,200,000 ---'
0
13,00_0
._ $3,891,000
$3,931,Q00
$5,091,000
$5,144,d00
10 4
_
1115
_
78_
$1,213 000
-- Q 4
1130
_
78
$92,000
$1,226,000
�26,000 -
$3,993i0QD _
$5,219,000
-10 _4
-22 4
-30 4
1145
1160
1175
78
$94.000
$1,253.000
$1,266,000
$1 293 000
40,000
_ 55,000 _
70,000
$4,035;000
$4,095,000
- $4,135.000 -
$5,288,000
$5.361,000
$5,428,000
_78
- 78
_$95.000
$97,000
-40 i 4
1190
78
$98,000
$1,306 000
87,000
$4 195,000
$5,501,000"
-50 4 -
4 -�-
1205�
1220 -�-
- 78
78
1$100,000
, $101,000
$1,333,000
$1,346.000
104,000 _
$4,2 0063 T
$5,569;000
122,000
$4,298,000
$5,644,000
-70
4
1235
78
$102,000 1
$1,360,0D0
141,000
$4 339,000
$5,699,000
-80
4,
1 1250
78 1$104,000
1
$1 386 000
161,000
$4,399,000
$5,785,000
4977 AC -FT,
20 DAYS
10 20
2
1100
60
$65 000
$866 000
0
12,208,000 -
�$3,074,000
-2
1115
60
$66,000
$880,000
- 13,000
- $2 228,000
$3.108,000�
0
2
1130
60
$67,000
_
$893,000
26,000
$2,273,000
$3.166,000
-10
2
1145
1160 --
1175 -
60
$70 000
$933,000
40,000
$2,294,D00
$3,227,000
-20
30
2
2 -
60 -
- 60
_$71,000
$72,000
$946,000_
-_A9 XLo __
65,000
_ 70,000
$2.33$.20
$2,360,000
$3,284,000
_0.320,000
--
-40-_
- 2
1190
60
$73,000
$973,000
87,000
$2,403,000
$3,376,000
_ 2
1205
60
$75,000
_ $1ZOII0 Q0
104,000
$2,424,000
. $3,424,00D
_-50_
-60
2
1220
60
$76,000
$1,013,000
122.000
_$2,468,000
$3,481,000
_
-70
2 v
1235 --
60
$77,000
$l,026.000
141,000
$2,490.000
$3.516,000 _
-80 1
2 �T
1250
60
$78,000
1 040 000
161,000
$2,533,000
$3.673,000
PAGE 1 OF 5

TABLE 4-2
WAKE COUNTY Q25 OUTLET STRUCTURE
SUBMERSIBLE TURBINE PUMPS
COST SUMMARY
DEDICATED
--
----
BOTTOM OF
# OF
HP PER
PIPE
ANNUAL
PRESENT WORTH
EXCAVATION
TOTAL
TOTAL
QUARRY
PUMPS
PUMP
DIAMETER
O&M
O&M
VOLUME
CAPITAL
LIFE CYCLE
(F)
(Inches)
COST
40 YEARS
(CY)
COST
COST
1
(2)
_(41__
_ 5
6
7
8
9)
4977 AC -FT,
30 DAYS -
r...__20..__._.
2
W4800 --
48 �
$61.000
1 $813 000
_ $826,000 - --
$840 000
0
- 13,000 „-
26,000
$1 919 aoo
$2,732,000
'
10
2
810
48
1 $62,000
-$1,925,000
$1 958 000
$2,751,00a
$2 798 000 !
0
2
820
48
1 $63 000
_ -10
-20--
2
2
830
840
48
48 T
$64,000
�$65,000_
$853,000
$866,0_00_
40.000
55,000
$1,965,000
_ $1,995,000
$2,003,000
$2,034,000
$2,818,000
$2,861,000
$2,8$3,000
$2,927,000
30
40
2
_
850
48 _
$66,000 _
$67,000
_
_ $880.000
- $893,000
70,000�
87,000
2-860
48
-50
. _... -S0 _........�.....-
-70
{ 2
2 -..
2
i-_.. 870
880
890
48 _
68 000
_.$_ :-
$906,000
...-------------------'--'
$920,000. _
$933,000
104,000
-----------.._......?
ii.._r._---.-..-
122,000 _-_ _
144,044
,$2,039 000
;_ _$2,O7Q000_
$2.078,000
0
$2 945 000 i
.... ,
_ $2�99_0,000 >
$3,011,000 4
48
I 48
$69 000 -
$70,000
--802 900
48
$71,000
$946,000
161,000 $2,109,000
$3,055,000
4977 AC -FT,
60 DAYS
20
2^
350
365
_ 380 T
395
410
425
36
$55 000
$733,000
0
$1,653,000
$2,386,000
10
2
36
$58,000
$746,000
13,000
$1,666,000
$2.412.000
- 0
2
36
$57 000
$760,000
_
26,000_
$1.7031000
$1,718 000
$1,755 000-
$1,768,000
$1,805,000
_ $2,463,000
-10
-20
2
2
36
36
$59 000
$60 000
$786.000
$800,000
40,000
55,000
$2,504,000 i
$2,555.000 -
30
2_
36
$61,000
$813,000
_
70,000
87,000
-$2,581,000
$2,631,000_, .]
$2_,656,Qg0 _I
-40
2 w
440
36
$62,000
$826,000__
50
2-
455
36
$63,000
$840,000
104,000
$1,816.000
� 60
2
470
36
$64,000
_
$853,000-_-_
_122,000
141,000
$1,855,000
$1,868,000
w$2,708,000
$2,7341000
-70
2
485
36
$65,000
$866,000
-80
2
500
36
$66,000
$880,000 _ _ _
_ 161,000
$1,906,006
$2,786,000
PAGE 2OF5

TABLE 4-2
WAKE COUNTY Q25 OUTLET STRUCTURE
SUBMERSIBLE TURBINE PUMPS
COST SUMMARY _
DEDICATED
OTfOM OF # OF HP PER PIPE ANNUAL. PRESENT WORTH EXCAVATION
QUARRY PUMPS PUMP DIAMETER O&M O&M VOLUME
(FF) (inches) COST 40 YEARS (CY)
(1) (21 (3) (41 151 (6) (71
6666 AC -FT,
10 DAYS.
625
-10
1 4
710
-20
4
730
-30
-�AD
4
760
4
790
-50
I-_-0d. .... �.._,4-r840
-70
_ _ 4-810_--
4
--
-870
TOTAL TOTAL
CAPITAL LIFE CYCLE
COST COST
60
$70,000
$933,000
0
$3�366�000 _#,299,000
60
$72,000
$960,000
13,000
_
$3,391,000
$4,351,000
60
$74,000
$986,000
- 26,000
$3.448,000
$41434,000 _
!�4,468,000
60
$76,0 00
$1,013,000
40,000
$3,475,000
60
$77,000
$1.026,000
_
- 55,000
$3,525,000
$4,551,000
$4,811,000
60
$79,000
$1,053,000
_ 70,000
$3,558,000
60
$82,000
- $1,093,000
_
87,000 -
$3,608,000
4,701.600_
$4,740,000
1 4,823,000 '
60
60 _
60
1 $83,000
$1,106,000 - - -
104,000 _
_ $3�634,000
$3 690,000
$3,T E8.Q00 4
$85,000 i
$85.0
$1,133,000
$1,160,000
122,000
141,000 ^
$4,878,000
An
RRQ nnn I
cti im nnn I
lAl nnn `C'M
- 7FUI nnn I
cm QrA nnn
-90
4
920
60
$91,000
^$1,213:000
182,000
$3,799,000
$5,012,000
-100
_ 4
-
950
60
$93,000 1
$1,240,000
204,000
$3,850,000
$5,090,OOD
606 AC -FT,
90 DAYS
_ 20 -�
_ 2
600
48
$58,000
$773,000
0
$1,839,DD0
$2,612,000
10
2
630
48
$60,000
$8D0,000
_
_4_3 000
26,000
-$1,853,060 _
$1,894,000
$2,653,000
$2,7D7,000
0
2
660
$61,000
-
$813,000
-10
2
690 -
_48
48
$63,000
_
$840,000
_
40,000
_
$1,909,000
$2 ,749,000_
__.._..20__....__
_
-2^--
2
720
750_
-48
48
$64,000_
64000
--- $853000�-�
$853,006
55,000
70,000
$1,946,000
$1.963,000
$2,798,000
$2,816,000
-40
2
_
780
.48_
-$65,000
$866.000
87,000
$22108,000
$2,121,D00
$2.974,000
' $3,001.000
_ --50
2
$66.000
$880,000
104,000
-60___-_--
-70
...._ 2_--
2
._ 830 _
86a
�48
48
$68 000
$906,000
122.000
ff $2,161,000_
I $2,175,000
$3t067 000
$3,095,000
69,000
$920000
141,000
-80
2
890
48 -
$7D,000
$933,000
161,000
- $2,214,000
$2,230,000f
$3,147,000
$3,190,000 -
-90
_
2
920
�-950
48
$72 000
$960,000
_ 182.000
-100
2
48
$73,000
$973,000
204,000
$2,269,000
$3,242,000^-
PAGE 3 OF 5

OTfOM OF1 # OF
QUARRY I PUMPS
(FT)
6666 AC -FT,
30 nAYS
TABLE 4-2
WAKE COUNTY Q25 OUTLET STRUCTURE
SUBMERSIBLE TURBINE PUMPS
-- -- - - - COST SUMMARY . _._._
DEDICATED
HP PER , PIPE ANNUAL PRESENT WORTH EXCAVATION
PUMP DIAMETER O&M O&M VOLUME
(inches) COST 40 YEARS (CY)
TOTAL
TO
CAPITAL
LIFE C
COST
CO
TOTAL
S7
20
2
450 _ -
_ 36
$55,000
$733.000
0
$1,338,000
$2,07i,000
10
2
460
36
$58,000
_ $773,000
-
13,000
$1,348,000-_
$2,121,000
0
2 _
480
36
$60,000 _
$000,000
26,000
$1;380�000
_$2,180,000
10
-20 _
2
490
36
$61.000�
40,000
_$1,393,000
$1,428,000
$2.206,000
2
500 _
36
$62.6000
�_$813,000
$825,000
55,000
$2,264,000
=30�
2
510
36
$63,000
$840,000
70,000
- 87,000
104,000
$1,434,000__
- $1,471,000 _
$1,480,000__
_$2,274,000 W
$2,324,000
$2,346,000
$2 393,000
2 416,000 I
-40
-50
-60 _
- -70
2
-- 2
2 T..
2
530
540
_ " 550� _
560
36
- 36
$64,000
$65,000 ��
-$853�000---
$866,000
$880000
$893,000
36
- 36__�
i $66 000000 i
_$67,000 ,
122 000
i 141,000Y$1,523,000
$1,513,000
i
-90
2
580
590
36
36
$68,000
$69 000
$906,000
$920.000
161,000
1 B2,000
$$1,559,000
$1,565,000
$2 465,000
2,485,000
-100
2
600
36
$70 00
$933,000
204,000_
$1,601,000 -
$2,534.000
6666 AC -FT,
60 DAYS
20
2
250
30
$57,000
$58.000
$760,000
- $773 000_
0
13,000
$906,000
$910,000_
$1,666,000
$1,683,000
10
- 2
260
30
0
-�`10
-26
2
270
280
_ 280 _
290
30
90 �_
30_
I 30
$59.000
_
$786,006
_
26,000
$941,000
$945,000
$975,b00
$981.000
_ $1,727,000�
$1,745,000
1788,000
$1,807,000 i
_
_2_..
2
$60.600
„� $800,000
_
40,000
55,000
70,000
$61,000
$62.000
_
- _$813.000 _ _
_ $820.000
_
_ -30
2
-40
2
300
30
$63,000
$840,000
87,000
$1,011.000
$1,851,00'6-
-50
_ _
2
316' -
30
$64,000
$853,000
104.000
$1,015,000
$1,868,000_
-60
2
320
30
$65,000
$866,000
122,000
$1,046,000
$1,912,000
-70
2
330
30
$66,000
$880000
141,000
$1,050,000
$1,930,000
-80 -
I---_-
2
_
330
_
30
$B9 Q00
$92D,p00
_
161,000
_
080,000
$1,
$2,000,000_
-90
2 _
�2^^
_ 340_
30
$70�000
$933,000
182,000
$1 086 000
$2,019 000
-100
350 __]�__
30
$7 E OOD
$946,000
204,000
$1 115,000
$2,061,000
PAGE 4OF5

TABLE 4-2
WAKE COUNTY Q25 OUTLET STRUCTURE
SUBMERSIBLE TURBINE PUMPS
COST SUMMARY
COLUMN NOTES:
1. Quarry elevation in feet MSL.
2. Number of pumps required. Minimum number seta# two units for mechanical reliability.
3. Theoretical horsepower requirement per pump. Values does not necessarily correspond to standard motor size.
4. Discharge pipe diameter.
5. Estimated annual cost for operation and maintenance including energy costs.
6. Present worth of annual O&M costs for 40 years at 7 percent Interest. No equipment replacement costs are included_
7. Volume of dedicated rock excavation required for pump installation. The cost of this item is NOT included in the estimates
for capital cost.
8. Total capital cost includes structural cost, electrical cost, mechanical costs including pumps and outlet structure, and CP&L
capital cost plus 25 percent contingencies.
9. Column 6 plus Column B.
PAGE 5OF5

TABLE 4-3
WAKE COUNTY Q25 OUTLET STRUCTURE
SUBMERSIBLE PUMPS
COST SUMMARY
BOTTOM OF
QUARRY
(FT)
20
20
VOLUME
(AC -FT)
4977
4977
# OF
DAYS
_10
_ 24
# OF
PUMPS
HP PER
PUMP
PIPE
DIAMETER
(inches)
ANNUAL
O&M
COSTS
PRESENT WORTH
O&M
40 YEARS
TOTAL
CAPITAL
COST
_ $4 4fi6,000_
TOTAL
LIFE CYCLE
COST
$5,746.000
$3,417s000
_. .. 1.0
5
500 _
500
_ 78
60
$96,000
__$1,260,000 _
$68,000
$906,000
20
4977- -
30
4
500
_48
$66,000_
_
$880,000
_$2,511,000 __
$2,109,000
$2,989,000
20
4977
60
2
500_
36
$56,000
$746,000
$1,242,000
$1,988,000
20 W
_
6666
10
6
500
60
$74,000
_ $986.000 —
$2,944,aaoM�
_3 830,000
20
6666
20
3
500.
48 _
$60,000
$800,000
$1,666,000
$2,456,000
_
20
�.. - 20
6666
6666
30
60
2
2
500
500
36
30
$56,000
$57,000
_
— $746 000
760:0_00 _
,^ $1,243,000
$11211,fl00__
$1,989,000
$1,971, 0
COLUMN NOTES:
1. Quarry elevation in feet MSL.
2. Storage in AC -FT.
3. Number of days required to pump out sufficient volume to store second 100 year storm.
4, Number of pumps required. Minimum number set at two units for mechanical reliability,
5. Theoretical horsepower requirement per pump. Values does not necessarily correspond to standard motor size.
6. Discharge pipe diameter.
7. Estimated annual cost for operation and maintemance Including energy costs.
8. Present worth of annual O&M costs for 40 years at 7 percent interest. No equipment replacement costs are included.
9. Total capital cost includes structural cost, electrical cost, mechanical costs including pumps and outlet structure and CP&L capital
plus 25 percent contingencies.
10. Column 9 plus Column 8.

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6500
6000
0
o 5500
o.�
5000
00
o 0 4500
0
co
4000
3500
-100
m
z
z
0
D
M
6•
6
n
Wake County. 250 Outlet Structure
Summary Pump Comparison
10 .lay Evacuation Period
-80 -60 -40 -20 0 20
Quarry Bottom Elevation - Feet MSL
— Submersible Sub. Turbine. - Vert -Turbine
(4,977 Ac-ft) (4,977 Ac ft) (4)977 Ac ft).
Submersible Sub. Turbine= Vert. Turbine
(6,666 Ac-ft) (6,666 Ac-ft) (6,666 Ac-ft)
so
c
E

390.0
370b
v � 3500
0
d � 3300
� cn
n
n 3100
o c�
o 0
y 2900
2700
2500
Wake County 25Q Outlet Structure
Summary Pump Comparison
20 Day Evacuation Period
-80 -60 -40 -20 0
Quarry Bottom Elevation - Feet MSL
--'=— Submersible
Sub. Turbine
Vert. Turbine
(4,977 Ac-ft)
•(4,977 Ac-ft)
(4,977 Ac-ft)
- _ Submersible
�u "Sub. Turbine
Vert. Turbine
(6,666 Ac-ft)
(6,666 Ac-ft)
(6,666 Ac-ft)
20
In

M
z
D
z
O
CA
a
M
Wake County 25Q Outlet Structure
Summary Pump Comparison
30 Day Evacuation- Period
3600
3400
0 3200
v
o 3000
U)
x0 2800
2600
o n
0
AI 2400
2200
2000
-100 -80 -60 -40 -20 0 20
Quarry Bottom Elevation - Feet MSL
= Submersible - c— ,Sub. Turbine • Vert. Turbine
(4,977 Ac-ft) 14,977 Ac-ft) (4,977 Ac ft)
- =~- Submersible- Sub. Turbine • Vert. Turbine
(6;666 Ac ft) (6,666,Ac-ft) (6,666 Ac-ft)

3100
2900
C 2700
DID
G r 2500
ON
x 2300
jn
2100
00
0
A*- 1900
1700
1500
Wake County. '25Q Outlet Structure
Summary Pump Comparison
60 Day Evacuation Period.
-100 -80 -60 -40 -20 0 20
Quarry Bottom Elevation - Feet MSL
== Submersible
Sub: Turbine • - Vert. Turbine = Y Submersible
(4,977 Ac-ft)
(4,977 Ac-ft) (4,977 Ac-ft) (6,666 Ac ft)
-Sub. Turbine
" Vert.. Turbine
(6,666 Ac-ft)
(6,666-Ac ft)
!L
C
A

Results and conclusions relative to the data shown in Tables 4.1 through 4.3 and
the companion figures are discussed in Section 5 of the report.
4.2 Capital Costs
Capital costs include all, costs associated with construction of the necessary
improvements including the pump cost, the structural cost of any required civil
support system, the outlet piping cost, the CP&L capital cost(if applicable) and
electrical cost. All capital costs include contingencies of 25 percent for engineering
and unanticipated project costs. The capital costs for each pumping option is
described in greater detail in Appendix A for the vertical turbine pumps,
submersible turbine pumps and submersible pumps as Tables A.1,. A,2 and A.3,
respectively.
The estimated cost per pump includes the cost of the pump and associated valving
which would consist of a check valve, a -butterfly valve for isolation purposes and
the local piping required_ for the connection'to the common discharge header. The
structural costs include the costs directly associated with the pumps consisting of
the support tower(vertical turbine pumps only) or base slab(submersible and
submersible turbine pumps), screens, handrail and other associated costs. The
outlet piping cost includes the discharge piping and the required "stairstep" outlet
structure. The estimated cost for any up front capital contribution to CP&L for the
necessary electrical power feeder upgrade is included. While it might prove
possible to recover a portion of this cost through the usage charges during the first
five years of operation, these costs are treated as "sunk costs" that will not be
recovered for the purposes of this study2. The electrical costs include the costs
for motor starters and breakers for each pump, electrical cable and a masonry
building to house the equipment. Local control and instrumentation costs are also
included in this item.
Z It is not clear that power usage during the first five years of operation will
be sufficient to recover the CP&L capital charge unless a major storm event
were to occur. Since the probability of this is speculative, we have chosen
to treat this charge as nonrecoverable.
4-17 HAZEN AND SAWYER
Envionmarta! EnSinam 4 S6sm4n

Results and conclusions relative to the data shown in Tables 4.1 through 4.3 and
the companion figures are discussed in Section 5 of the report.
4.2 Capital Costs
Capital costs include all costs associated with construction of the necessary
improvements including the pump cost, the structural cost of any required civil
support system, the outlet piping cost, the CP&L capital cost(if applicable) and
electrical cost. All capital costs include contingencies of 25 percent for engineering
and unanticipated project costs. The capital costs for each pumping option is
described in greater detail in Appendix A for the vertical turbine pumps,
submersible turbine pumps and submersible pumps as Tables A.1, A.2 and A.3,
respectively.
The estimated cost per pump includes the cost of the pump and associated valving
which would consist of a check valve, a butterfly valve for isolation purposes and
the local piping required for the connection to the common discharge header. The
structural costs include the costs directly associated with the pumps consisting of
the support tower(vertical turbine pumps only) or base slab(submersibie and
submersible turbine pumps), screens, handrall and other associated costs. The
outlet piping cost includes the discharge piping and the required "stairstep" outlet
structure. The estimated cost for any up front capital contribution to CP&L for the
necessary electrical power feeder upgrade is included. While it might prove
possible to recover a portibrn of this cost through the usage charges during the first
five years of operation, these costs are treated as "sunk costs" that will not be
recovered for the purposes of this study2. The electrical costs include the costs
for motor starters and breakers for each pump, electrical cable and a masonry
building to house the equipment. Local control and instrumentation costs are also
included in this item.
2 if is not clear that power usage during the first five years of operation will
be sufficient to recover the CP&L capital charge unless a major storm event
were to occur. Since the probability of this is speculative, we have chosen
to treat this charge as nonrecoverable.
4-17 HAZEN AND SAWYER
Enek,wwyxW En#mon & Sdmiku

4.3 Operation and Maintenance Costs
Costs associated with .operation and maintenance are discussed in the following
subsections and shown in Appendix B for each pumping alternative. Operation
and maintenance costs were estimated for a 40-year period based on quarterly
pumping of the annual flood volume. The O&M costs for the vertical turbine.
pumps, submersible turbines and the submersible pumps are presented in Tables
B.1, B.2, and B.3, respectively. Because of the infrequent use of the equipment,
operation and maintenance costs are not expected to be as great as similar costs
where such equipment Is regularly used. If operation is limited to removal of the
average annual flood waters by quarterly pumping(i.e.,no major flood events occur)
the equipment, and perhaps not all the equipment, would operate no more than
28 days per year and perhaps as little as only 4 days per year depending on the
option selected. Because of this expected low use, the estimated operation and
maintenance costs exclude any costs associated with replacement of bearings or
wear rings or any other part which, in order to perfect the repair, would necessitate
removal of the equipment from its location.
4.3.1 Power Costs
An economic analysis was performed to determine the least cost for power based
an quarterly pumping over a 40 year period. This analysis was performed in two
parts. The first part of the analysis was to determine which CP&L power rate
schedule would be the least expensive. The second part of the analysis was to
compare the total cost (capital plus O&M) of on -site diesel generators to the cost
of purchased power from CP&L. This economic analysis is discussed in the
following two subsections.
4.3.1.1 ' CP&L bate Schedules
The two most favorable rate schedules available for this project are the
Time of Use (TOU) schedule and the Seasonal/Intermittent (S/1) schedule.
In terms of rate charged per kilowatt of usage, the TOU schedule is less
expensive than the Seasonal/Intermittent schedule for the same
horsepower. However, the TOU schedule includes 60 on -peak hours a
4-18 HAZEN AND SAWYER
Ewnrwt-J. Ea uvom & Sciwsia

week during which pumping could not occur without a significant cost
penalty. To compensate for this time restriction, the capacity of the pumps
would have to be increased by almost 60 percent over the capacity required
for the S/I schedule in order to maintain an equivalent pumping capacity.
Table 4.4 compares the total life cycle cost far the TOU rate versus the S/I
rate for a range of horsepowers. Table 4.4 demonstrates that although the
annual power costs for the TOU rate are less expensive, the additional
mechanical capital cost necessary makes the S/I rate schedule less
expensive overall. The cost advantage enjoyed by the S/I schedule would
be diminished by an increasing number of storms that required operation
of the equipment. At some point in any given year, the TOU rate could be
cheaper if the total hours of operation exceeded the break event level. We
doubt that the actual hours of operation will approach this level and would
expect the S/I rate to be more economical for the average year. 'We
recommend that the design proceed on the basis. of the S/I rate schedule.
4.3.1.2 CP&L versus On -Site Generators
A comparison of the relative cost for purchased commercial power supplied
by CP&L and the use of on -site generators was performed for each
pumping alternative. The comparison was based on 40 year return period
assuming a .7 percent interest rate. Commercial power supplied using
CP&L's SeasonaUlntermittent rate was less expensive than on -site
generators for every alternative. These costs are listed for each pumping
alternative in the O&M cost in Appendix B: The costs for generators
included the capital costs for . the generators, an annual engine
maintenance cost, and a power cost of $0.065 per Kw-Hr based on
anticipated fuel costs and consumption rates. The CP&L costs were
'generated by calculating the power cost according to the
Season aUlntermittent rate schedule plus the up front capital charge by
CP&L. 'All other operation and maintenance costs listed in the Tables 6.1,
62, and B.3 were common to both options and were added to determine
a 40 year total O&M dost.
4-19 HAZEN AND SAWYER
Emironme nd Engineers d Scientists

TABLE 4.4
CP&L RATE ANALYSIS
SEASONALIINTERMITTENT RATE
TIME OF USE RATE
HORSEPOWER
ANNUAL
COST
SII RATE
TOTAL
POWER COST
COST
TOTAL
COST
1
EQUIVALENT
HORSEPOWER
REQUIRED
ANNUAL
POWER COST
TOU RATE
TOTAL
CAPITAL
COST
TOTAL
(1
500
$26, 200
$760, 000
$1,109.000
775
$18, 300
. $1, 210, 000
$1 4541000
900
$30,300
$1 345,000
$1,749.000
1395
127,400
$2,175 000
$2 540 000
1200
$33,400
$1,848,000
$2,293,000
1860
$29,200
$2,623,000
$3,012,000
1600
$37 600
$1,928,000
$2,429,000
2480
$31,700
$2 349 000-
_
$2;772,000
2200
$43,800
$2 125 000
$2 709,000
3410
$35,500
$3,142 000
$3 615,000
2500
$56,500
$2,541,000
$3,294,000
3875
$41,000
$3,568,000
$4,115,000
4400
$66,600
$3,901,000
$4 789,000
6820
$49,000
$5,756,000
$6,409,000
(1). TOTAL COST IS THE 40 YEAR PRESENT WORTH VALUE FOR ANNUAL COST AT 7 % PLUS THE
MECHANICAL COST.
TOU -TIME OF USE
S/I - SEASONALIINTERMITTENT

4.3.2 Labor Costs
The estimated costs for labor are attributed to routine checking of the facility and
operation of the facility during quarterly .pumping to remove the average annual
flood. Costs provide for two maintenance personnel at a rate of $45 per'hour each
to provide routine maintenance for eight months at seven hours per month each,
or a total of 112 hours. Costs associated with the remaining four months of the
year, when quarterly pumping is employed, reflect 8 hours per day for each day
of pumping.
4.13 Administrative Costs
These costs are intended to allow for the annual staff time spent by County
administrative staff in monitoring the facilities, including review of inspection and
maintenance reports, scheduling routine maintenance on pumps, motors,
generators, engines and other equipment, and otherwise performing administrative
tasks related to the project. For purposes of this study, this time is allotted at
120 hours per year at $75 per hour. .
4.3.4 Equipment Maintenahce Costs
Equipment maintenance costs include routine equipment maintenance pertaining
to the servicing of diesel engines, pumps and motors. For diesel engines, annual
servicing includes'a check of engine operations while running once each month for
1 hour per unit plus changing of oil and filters and checking fuel for water once
each year. Consequently, annual labor costs associated with servicing of diesel
engine units will be based on 2 hours per unit per mor5th at a rate of $100 per hour
for routine maintenance and 8 hours per year for oil change, tune-up, etc..
Material costs for oil, filters, etc. is budgeted at $50 per unit per year.
Unlike monthly servicing of diesel engines; electric motors will not require monthly
servicing. Rather it is contemplated that servicing of electric motors will be
performed twice a year, each time being -simultaneous with a quarterly discharge
of average annual flood water. Each service.event consists of performing electrical
checks on motor windings and heaters. This effort is estimated to require 2-hours
per motor, which includes a moderate allowance for travel, at a rate of $100 per
4-21 HAZEN AND SAWYER
En4ronmenial Erg*e re & 5cienB:b

hour, in addition, electric motor drivers for vertical turbine pumps should be
checked for vibration and balance each service call. An additional one -hour per
motor for vertical pump alternatives should be budgeted for this item.
4.4 Effect of 100-Year Storm Event
The cost (power + O&M + Administration) for two 100 year floods occurring
successively was calculated for each pumping alternative and is presented in
Tables C.1, C.2 and C.3 for the vertical turbines, submersible turbines and the
submersible pumps, respectively. Also listed in these tables is the power required
to remove each storm, total number of days pumping, the cost for the first and
second 100 year storms, and the O&M cost associated with these storms.
The previous cost analysis for operation and maintenance purposely omitted those
operating costs related to evacuating quarry flood waters following occurrence of
the 100-year storm(s). While statistical data .may predict the frequency of the
occurrences of a storm of such magnitude, no method is available to accurately
predict the actual time of occurrence. Therefore, operating costs associated with
the 100-year flood events have been prepared separately. Operating costs
associated with this pumping include power costs, labor costs, and administrative
costs.
The cost for pumping the 100 year storm event for any quarry bottom elevation is
virtually the same for all the evacuation periods since the total amount of energy
required is the same regardless of the time required for the pumping operation.
However, the operation and maintenance costs for the longer evacuation times are
higher due to longer pumping periods. Power costs are based on the rates
available through the Seasonal or Intermittent Power Schedule as previously
outlined. Labor costs include provisions for 2 maintenance personnel dedicated
to the project for 2 hours per day while pumps are operating and at the previously
identified rate. Administrative costs are those staff costs associated with
monitoring of discharge activities over the duration of the pumping period at 1-hour
per day at the rate previously identified.
4-22 HA7EN AND SAWYER
W inmertal Emgvem & SdidLb

higher due to longer pumping periods.. Power costs are based on the rates
available through the Seasonal or Intermittent Power Schedule as previously
outlined.- Labor costs include provisions for 2 maintenance personnel dedicated
to the project for 2 hours per day while pumps are operating and at the previously
identified rate. Administrative costs are those staff costs associated with
monitoring of discharge activities over the duration of the pumping period at 1-hour
per day at the* rate previously identified.
4-23 HAZEN AMID SAWYER
Enrrormental Erg4+cet� & Sccwftts

5.0 Summary and Conclusions
This study has developed information -and detail for a wide range of alternative
quarry configurations and equipment alternatives for the conversion of the Teer
Quarry to dual duty as an active quarry operation and temporary flood control
storage structure on Crabtree Creek. Many issues and questions remain to be
answered concerning the final quarry configuration and the exact timing for
implementation of the 25Q Project. The information developed during this study
can be used by the County in evaluating the alternatives available and to assist in
any future negotiations with Nello Teer concerning the use of the quarry.
Based on our investigation, it is our conclusion that the concept of using the quarry
for flood control storage is both technically feasible and economically attractive as
an alternative to the original dry impoundment on Crabtree Creek.
5.1 Conclusions
A. Final Quarry Configuration and Volume
The final quarry volume and configuration will have a significant impact on
the total cost forthe 25Q Project. There are marry questions related to this
issue that can only be resolved through further discussions between the
County and Nello Teer. There are however, several conclusions than can
be reached relative to the configuration and volume that may help guide
future discussions between the County and Teer. The following conclusions
are offered for consideration:
• Maximizing the quarry volume is clearly to the County's advantage.
By increasing the available quarry storage volume, the volume of the
first 100 year storm that has too be evacuated to make room for the
second storm is reduced. For any given quarry bottom elevation, the
capital and life cycle costs are less for the larger quarry volume of
6,666 Ac-ft.
5-1 HAZE` AND SAWYER
SVVv ornnental Engineers & kQMIl b

• Both capital and O&M costs are adversely affected by increasing the
depth of the quarry. It is feasible to achieve both the minimum
design volume of 4,977 Ac-ft and the maximum design volume of
6,666 Ac-ft without any increase in quarry depth. If possible,
negotiations with Teer should focus on restricting or limiting any
future increase in quarry depth by encouraging only a lateral
expansion of the quarry.
• Limiting the vertical expansion of the quarry will also serve to reduce
or eliminate the need for any required excavations prior to pump
installation. If the maximum quarry depth is too be increased, we
recommend that the pump installation plan include the necessary
rock excavation to allow the pumps to be installed at the final depth
as part of the initial construction. The complications of installing and
somehow latter modifying the pump installation to accomodate a
deeper quarry are such that we consider this approach to be
impractical.
B. Selectlon of Pumping Equipment
Four alternative types of pumping equipment were considered during this
study as noted below.
Pump Configurations Considered
• submersibles
• submersible turbines
• vertical turbines
• horizontal/vertical dry pit pumps
The horizontal or vertical dry pit pumps were riot selected for. final
consideration due to the extremely high capital costs. Of the remaining
options, the submersible pumps offer a limited alternative due to a
restriction on the maximum driver size available and maximum operating
head. This type of pump can only be considered if the County can reach
5-2 HAZEN AND SAWYER
Envuanmartal @nonsers & 5cienW3

an agreement with Teer to limit any future increase in the depth of the
quarry beyond present levels.
The submersible turbine and vertical turbine pump alternatives would each
have the capacity to dewater the quarry over the full range of configurations
and quarry depths considered during this study. The total life cycle costs
of each pump configuration are compared in Figures 4-1 through 4-4. In
general, the comparisons of pump life cycle costs consistently favor the
submersible turbine pump over the vertical turbine arrangement except at
the shorter quarry evacuation periods. At the 10 day evacuation period, the
vertical turbine would enjoy a cost advantage of about $800,000 which is
primarily the result of the limit an driver size for the submersible turbine
pump. This limit would require more individual pump units for the
submersible turbine alternative.
Although the configuratlon is drastically different, the actual pumping units
for the vertical turbine and the submersible turbine configurations are much
the same. The primary difference is in the pump driver which would consist.
of a submersible motor is one case and a conventional exterior rated motor
in the other case. The vertical turbine must rely on a long shaft to provide
the connection between the motor and pump whereas the motor and pump
are direct coupled in the submersible configuration. As noted in the
discussion in Section 3 of the report, the shaft lengths required for this
application far exceed the normal operating range for vertical turbine pumps
of the size required and could result insignificant problems with bearing
alignment, bearing wear and vibration. In our judgement, the submersible
turbine pump is the preferred equipment for all altemative quarry
configurations and depths considered. If an agreement can be reached
with Teer to limit any further vertical expansion of the quarry, consideration
can be given to the use of conventional submersible pumps. The
arrangement for these units would be very similar to the layout for
submersible turbines. Base designs that would allow either type of pump
equipment might be advantageous from a perspective of increasing bid
competition and would not add much to the design effort.
5-3 HAZEN AND SAWYER
EnawnrrmrrA En*nnrs 6 Scivnt6ts

C. Source of Electrical Power and Rate Schedule
The use of purchased power from CP&L was compared to the use of
on -site diesel drivers generators as the source of energy to drive the
pumping equipment. Above a connected load of 1500 KW, CP&L indicates
that their distribution system.to the site would have too be upgraded and
that the cost of this upgrade would be recovered from the County as an
initial up front charge. - Even considering these charges, the comparisons
developed during the study favor the use of power from CP&L over on -site
generators. Reliance on purchased power would also eliminate a major
mechanical component of the system from the County's operation and
maintenance responsibility.
The study compared two alternative rate schedules that would be available
to the County from CP&L . The Seasonal/Intermittent (Sll) rate would
involve a slightly higher charge for the electrical energy used but would
provide the maximum flexibility in scheduling the operation of the pumping
equipment. The Time of Use rate (TOU) provides a somewhat lower
energy charge at the expense of restricting operation to off-peak energy
periods. Restricting pump usage to off-peak periods would require a
greater pumping capacity to maintain the same total evacuation period and
would- increase the capital cost of the pump installation. A comparison of
the 40 year present worth cost under each rate strategy favors the Sll rate
and this rate is recommended for consideration.'
D. Evacuation Period
Not surprisingly, the detailed comparisons show a significant cost savings
associated with increasing the allowable quarry evacuation period.
Table 5.1 shows a'comparison of the average life cycle costs for all quarry
depths considered far both the minimum quarry storage volume of 4,977
Ac-ft and the maximum volume of 6,666 Ac-ft. Data is presented for both
the vertical turbine and the submersible turbine pump alternatives since
these arrangements were the only two identified that would have the
necessary pump capacity for all depth ranges considered.
54 HAZEN AND SAWYER
Errvirenmonlal Enonson E Sdrrdi m

The Project Specifications indicate that the allowable evacuation period can
range from a low of 10 days to a high of 30 days. This study also
developed data for a longer 60 day period to further examine the cost of
limiting the evacuation period. The data from Table 5.1 shows that the life
cycle costs for the project would be increased by 1.8 to 2.5 times over the
lowest costs for the 60 day period. Increasing the allowable evacuation
period from the current maximum value of 30 days to 60 days would reduce
the project life cycle costs by a minimum of 12 percent to a maximum of
25 percent. Given the cost implications, we believe, it would be appropriate
to give serious consideration to the maximum allowable evacuation period
that can be justified.
5-5 HAZEN AND SAWYER
Errrironrrorul Eftpoon S Sclw6ts

Table 5.1
Comparison of Average Life Cycle Costs
(1,000 Dollars)
4,977 Ao-ft
6,666 Ac-ft
Minimum Qu rry Volume
Maximum Q arry Volume
Evacuation
Life Cycle
Submersible
Vertical
Submersible
Vertical
Period
Cost/Ratio
Turbine
Turbine
Turbine
Turbine
10 Day
Evacuation
"it!
t
2.10
1.82
2.52
1.89
20 Day
Evacuation
30 Day
Evacuation
60 Day
Evacuation
Le stt Cost I 1.29 I 1- I io to 1.57 1 1.32
Least
RatioCost I 1.12 1'18 I 1.24 I 1.17
Lsast Cost I 1.00 I 1.00 I 1.00 I 1.00

Appendix A
HAZEN AND SAWYER
Ewua monw En*mrs A Sdwdals

TABLE A-1
WAKE COUNTY Q25 OUTLET STRUCTURE
VERTICAL TURBINE PUMPS
CAPITAL COSTS
BOTTOM OF
TOTAL
COST
TOTAL
TOTAL
OUTLET
CP&L
ELECTRICAL
QUARRY
HP
PER
PUMP
STRUCTURAL
PIPING
CAPITAL
COST
(FT)
PUMP
COST
COST
COST
COST
4977 AC -FT,
10 3AYS
20
4400
$675,990
1 $1,350 ODO
$404 000
$377 000
$158,000
$161 0 00
10
4460
$69 ,000
$1 388000
$432000
$377,000
$159,000
$181,000
0
4520
$713,D00
$1,426.000
$459.000
$377.000
$160,0013
$181.000
-10
4580
$732,000
$1,464,000
$487.000
$377,000
$162,000
$181 0()0
-20'
4640
$75 DODO0'
$1,502,000�
$514,000
$37,7,0_00
$183 00 0_
$181,000
-30
�� 4700
$770,D00
$1,540,0DO
$542,000
$377,666
$164,000
$181,000
-40
; 4760
$789 000
$1,578.000
$569 000
$377,000
165,000
$181,000
-50
4820
$808,D00
$1,616 ODO
$597,000
377,000
$166,000
$181,000
4880�
$827,000
$1,654,000
$624,000
$377,000
$168,000
$181,000
F-60
-70
4940
$846 000
$1 692 000
$652 000
$377,000
$169,000
$i81 000
-80!
5000,
$865,000',
$1,730 000
$679,000•
$377,000
$170,00D:
$181,000
4977 AC -FT,
20 DAYS
20
2200
$417,001)
$834,ODO
$381000
$305,000
$117,000
$177,000
10
2230
$425.000
$850.000
$408,000
$305, 000
$117,000
$177,000
0
2260
$433 000
866,000
$434,000
$305,000
$118,000
177 000
-10
2290-
$441 OOp
$882 000
S461 000
$305,000
$118,000
$177,000
v.-20
2320
$449,000
$898,000
W7,000
$305 000
$118,000
$1771000�
-30
_ 2350
$457,000
$914,000 -
$514,000
__$30_5,000
$119,000
$177,000
-40
2380 -
$465,000
$930,000
$54Q000
$305,000
$119,000
$177,000
-50
2410
$473 0000
$946,000
$567 000
$305,000
$119.000
$177,000
-60
2440
$481,000
�962,000
$593.000
$305,000
$119,000
$177,000
_
-70
2470
$489 000
$978 000
$620;000�
$305,000
$120,OOD
$177.000
-60
2500
$497 000-
$994,000,
$fA6.000--L$4L5AP-L
$120 000
$177,000
Page 1 OF 4

TABLE A-1
WAKE COUNTY Q25 OUTLET STRUCTURE
VERTICAL TURBINE PUMPS
CAPITAL. COSTS
BOTTOM OF
TOTAL
COST
TOTAL
TOTAL
OUTLET
CPBL.
ELECTRICAL
QUARRY
HP
PER
PUMP
STRUCTURAL
PIPING
CAPITAL
COST
(FT)
PUMP
COST
COST
COST
COST
4977 AC -FT,
30 DAYS
20
1600
$313,000
$626,000
$363,000
$257,000
$111,000
$175,000
10
1620
$324,000
$648,000
$388.000
$257,000
$111 D00
$175,000
0
1640
$335 000
$670,000
$413.000
$257,000
$111,000
$175,000 1
-10
1660
$346,000
$692,000 .
$438,000
$257,000_
_ $112,000
$175,000
-20
1680 ^
$357.000
$714.000
$463,000_
$257,000
$112,000
$175,000
_
-30
1700
$369,000
$738.000
_
$489,000
$257,000
$112,000
$175,000
_
-40 1720
�50--1 1740
-60 1760
$380,000
$391.0006
1$402,0001
$760.000
_-182,000
$804,000
$514,000
1 $539 000
$564,000
$257,000
_$257,000_
$257,000
$112 000
_ $112,000
$113,000
$175,000
$175,000
$175,000
-70
1780
$413;000
1 $826,000
1 $589,000
1257,000
il-$257.000
$113.000
$175,000
-80
1 1800
1$424,0001
$848.000
j $614,000
$113,000
$175,000
4977 AC -FT,
60 DAYS
20
700
$217,006-1
$434,000
^'
325,000 -
�v$345,000.
$209,000
$14,000
_$15,000
$170,000
10
730
$236,040
$472,OOD
$209,000'�
$170.000
0
760
$255.000
1 $510,000
$365,000
$209,000 Y
$15,000
$170,000
-10
790
$274,000
$548,000
_
$384,000
$209,000
$16 000
$170,000
_
-20
820
$293,000
$686.000
$404 000
$209,000
$16,000
$170,000
_
-30
850
$312,000
$624,000
$424,000
$209,000
$17,000
$170,000
-40
-50
880
$331_tOD0
$350,000
$662,000
$700,000
_ $444,000_
$464,D00
$209 000
$18,000
$170,000
910
$209.000
. $18,000
$170,000
-60
940
$369,000
$738,000
$483,000
$209,000
$19,000
$170,000
-70-
970
$388,000
$407,000
$776,000
$814,OOU_
$503,000 i
$523,000
$209,000
$1_9�000
$170,000
j -80
1000 _
y
$209.000
$20,000
$170,000
Page 2OF4

TABLE A-1
WAKE COUNTY 025 OUTLET STRUCTURE
VERTICAL TURBINE PUMPS
CAPITAL COSTS
BOTTOM OF
TOTAL
COST
TOTAL
TOTAL
OUTLET
CP&L
ELECTRICAL
QUARRY
HP
PER
PUMP
STRUCTURAL
PIPING
CAPITAL
COST
(FT)
PUMP
COST
COST
COST
COST
6666 AC -FT,
10 DAYS
20
2500'
641,000F
$1,282;000_
•$391000
$305,000.
$120,000
$180,000
10
2600
$660 000
$1.320,000
$419,000
$305,000
$122,000
5180,000
0
2800
$679 000
$1,358.000
$446.000
$305,000
$126,000
$180,000
-10
2800
$698;000
$1,396 000
$474,000
$305,600
$126,000 ^
$180.000
-20
3000
$717 000
$1,434,000
$501,000
$305,000
$130,000
_$180,000
-30•
3000t
$736,0M
$1,472;000
$529,000
$305,000
$130,000~
$180,000:
-40
3200
$755,000
$1,510 000
$556,000
$305,00
$134,000
$180,000
-54
3200
$774,000
$1,548,000
$584,000
$305,000
$134,000
$180,000
-601
3400
$793,000-1
$1,586000
$611,000
$305.000
$138,000
J $180,000
70
3400
$812=000 1$1.624
000
$639 000
$305,000
$138,000
$180,000
_i
-80
3600
$831,000
$1,662.000
$666,000
$305,600
$142,000
$180 000
-90�
3600•
S850,000•
$1.700,000,�$721,000
$694�000��.
_$305,000_
$142,000-
$180,000.
-100
3800
$869,000
$1,738,000
$3051-000
$146,000
$180 000
6666 AC -FT,
20 DAYS
20
1200
$306 000
$612 000-
�$632
$373;000
$257,000
$22,000
$173,000.
10•
1260
$316,000
000
$399 000
$257,000
$23,000
$173.000
0•
1320--
$326 000
$652 000
$425,000
$257.000
$23,000
$173,000
-10
1380-
$336,000
$672,000
_$451,000
$257000_�
$24,000•
$173,000
_
-20
1440
$345 000
690,000
$476 000
$257,000
. $24,000
173,000
-30
1500
$355,000
$710,000
$502,000
$257,000
25,000
$173,000
-40
_
1560
$365,000
$730,000
$528,000
5257,000 _
$111,600 `
$173 000
-50
160D
$375 DDD
$750 000
$554,000
$257,000 Y
$111,000�
$173,000
-
1660
$385 000
$770 000
$580,000
$257,000
$112,000
$173,000
_-60
-70
1720
$395,000
$790,000
$606,000
$257,000
_ 112 000
$173,000
-80,
-90 f
-_ 1780
1840
$404,000
$414 OOQ
$808 000
$828,000
$631 000
$657,000
$257,000�
$113 000
113,000
$173 000
$173,000
-100
1900_1$424,000
$848,00D 1
$683,000
_$257,0004
$267,000
$114,000'*'-T9173000
Page 3 OF 4

TABLE A-1
WAKE COUNTY Q25 OUTLET STRUCTURE
VERTICAL TURBINE PUMPS
CAPITAL COSTS
BOTTOM OF
TOTAL
COST
TOTAL
TOTAL
OUTLET
CP&L
ELECTRICAL
QUARRY
HP
PER
PUMP
STRUCTURAL
PIPING
CAPITAL
COST
(FT)
PUMP
COST
COST
COST
COST
6666 AC -FT,
30 DAYS
20
900
$273,000
$546,000
$365,000
$209,000
$18,000
$170.000
10
920
$278.000
$556,000
$379 000
$209,000
$18,000
170,000
0
960 V�
$283,000
$566,000
$403,004
$209,000
$19 000
$170,000
-10
980
$288,000
$576,000
$426.000
$209,000
$20 000
$170,000
-20
1000
� 92,000
$584,000
$452,000
$209,000
$20.000
170,000
-30
1020
$297,000
. $594,000
_$476,000 _
$500.000 _
$209,000.
$20,000
$170,000
_
-40
1060
$302,000
$1004,000
$209,000
$21,000
$170.000
-50 Yv
1080
$307,000
$614,000
$524,000
$209.000
$21,000
$170,000
: -60
1100 1
$312,000
$624,000
$548,000
V_ $209,000
$21.000
$170,000
-70
1120
$317,000
$63344 000
$573,000
_
$209.000�
_
$21.000
$170,000
-80
1160
$321.000
$642 000
$597,000
$209.000
$22,000
$170 000
-90 J
1180
$326,000
$652,000
9,000
1645,000
$209 000
$22,000
$170,000
-1aa
1200
$331,000
$662,000
$209,000
$22,000
$170,000
6666 AC -FT,
60 DAYS
20
500
$174,000
$348,000
$321.000
$185,000
$10,000
$167,000
10
0
1-560-
520
540
$178,000
$182.000
$356,000
$364,000
$339.000
$357,000
$185,00_0_
$185,000��
$1_0,000
" 11,060
$167,000
$1fi7,000
-10
_
560
$187,000
$374,000
$376,000
$185,000
$11 000
$167,000
-20
•560.
$191,000
$382,000
$394,000
$185,000
$11,000
$167,000
-30
$195,000
$390,000
$412,000
$185,000
$185,000
$12�000 -
�0,000
_$167,000
$167.000
-40
600
$199,000
$398,000
S430,000
-50
620
$203,000
$_406,000
$448,000
$185,000
$12,000
$167.000
_
-60
640
$207,000
$414,000
$466,000
$185,000
$13,000
$167,000
-70 _ _
660
$212,0
$424,000 _.
Y $485,000
$185,000
$13,000
$167,000
-80
-90 -
660
$216.0_00
$43'2.000A
$440,000
_ $503,000
$185,000
$13,000
$167,000
680
$220,000
$521,000
$185.000
$14,000
$167,000
_
-100
700 .-
$224 00Q
V$448,000
1 $539,000
$185,000,.
$14�000 _
__$167,000
Page 4 OF 4

OTfOM O TOTAL
QUARRY HP
(F.0
4977 AC -FT,
10 DAYS
TABLE A-2
WAKE COUNTY Q25 OUTLET STRUCTURE
SUBMERSIBLE TURBINE PUMPS
CAPITAL COSTS
COST � TOTAL I TOTAL I -OUTLET CPlL JECTRICAL
PUMP I ER. COST STRUCTURALC OS G CAPITA
L EL COST
P
20
- 1D
-._.. 4400
4460
!m Q00'
$2,136,000
$16;000
$431;D00.
$158 000
$372,ODO,
$541,OD0
$2,164,ODO
$16,000
$434,000
$159,000
_$372,0D0
0
4520
$547,000
$2,188,000_
$16,000
�- $16.000 __.
$16,000
$16L000 _
$457,OOU
- $460,000
$483,000
$485 000
__
_ af60,000
$162,OD0
$163 000
$164,000
$3_73,000_
$374,000
$374,000
$375,000
-10
_ 4580
$554,000
$2,216,000
-20
-30�
4640
470D' _ ..�
$560 D00
$567,000
12,240,000
..$2.?%ODQO
40•
4760
$673,000
$580.000
$v86,000
$593,000
$2.292,000
$2,320,000
$2,344i000:
$2,372,DDD
$16,000�-
$16.000
$16,D00..
$16
$508,00_0
$511,000
.$534,000
$537.000
$165,000
$166,000
$168,000
$169,000
, $375,000
$376,000
$376,000
$377,000 '
-50
-60..... .._
' -70
u �-
4820
4860�
4940
-80
5000 $599,000
2,396,000
$16,000
$560,0001
$170,000
$377,000
4977 AC -FT,
20 DAYS
20
2200
$534,000
$1068,00D-
_ $8,000
$381,000
$117.000
x$192,000
10
2230,
$541,000-
$1,082,000
$8,000
$383,000
$117,0001
$192,000
0
2260
$547,000
1 094,000
$8,000
OS 000
_
$118,0001
$193,000
-1D
2290
$554.000
$1,108 000
$8,000
_
$407.000
$118 000
194,006
-20
2320
$560,000
$1 12D 000
$8,000
$430 000
$118,000
$194,000_
-30
2350
$567,000'_
$.1,134,000,
$8,000
00 $432:0
$119,000
$195,000
_
-46
2380
$573 000
$1,146 000
$8,000
$464,000
$119 000
$195.000
-50
2410--
$580 000-
$1,160 000
- $8,000
$456,000
$119,000
$196,000
-60
2440
$586 000
$1 172,000
$8,000
$479,000
$119,000
$196,000
-70
2470
$593,000
$1,186,00ar
$8,000
-- $481 000
$120 600
$197,000
-80~
2500
.$599 000
$1,198 000
$8,000
$503,000
$120 000
$197,000
PAGE 1 OF 4

TABLE A-2
WAKE COUNTY Q25 OUTLET STRUCTURE
SUBMERSIBLE TURBINE PUMPS
CAPITAL COSTS
BOTTOM OF TOTAL COST TOTAL TOTAL OUTLET CP&L ELECTRICAL
QUARRY HP PER PUMP STRUCTURAL PIPING CAPITAL COST
(FT) PUMP COST COST COST COST
4977 AC -FT,
30 DAYS
20
1600
$440,000
$880,000
$8,000
$347,000
$111 -,Lo-q
10
1620
$441,000
$882,000
$8,000
$349,000
$111,000,
0
1640
$443,000,
$8,000
$371.000
$111,000
$444.666
,$886,000
$6CS.bdd'
$6,066
$373.000
$112,000
-20 .....
loo . 0
$445,000
$' abo , 660
$:394
-30
1700
$447,000
$894.000
$8.000
-.--$396.000
$418.000
$1.12,000_
$112.000
-40
1720
$448.000
$896,060
$8,000
-5o
1740_-449,000
_ §8981900
$8, . 000
$420.000
$112,000
-60
1760
$450.000
$gap,po--r-so'000
$441,000
$113000
-76
1790
$452.066
004.000
$8,000
$443,006
$113:000
1890�_L;153,000
i 1906,0D0
$8,000
$4650001
3.PqOj'
4977 AC -FT,
60DAYS
$190,000
$190,000
si 91 ,coo
$192,000
$192,000
$193,000
$1.93,000
$194,000
$194,000
5195,000
20
700
$401.000
$802,000
$8 ,qA0_ ...... .
_$314,000
$315,160-0-
rl4,pqp
---tl 5,000-
f
K-0-00
1-185,000
10
730
$405,000
$810,000.-----
$8,000
a
760_
$409,000
$818,000
$8.000
$336,000
$15,000
$185,000
-20
-30
790
�2-
$413.000
$826,000
$8,000
000
$338,000
$16,000
$16,000
$17,000
$186,000
$187,000
$187.000
$417,000
$834,000
850
$421,000
$842.000
$8,000
$360,000
-40
-56
$424,000
$428,000
$548.000
$856,000
$8,000
$8,000
$382,000
$383,000
$18. 000
$18,000
W 8 10 00
$188,000
-60
94D
$432.000
$864,000
$8,000
3404,000,
$19,000
$189,000
-70
$436,000
$B721000
$8.000
$40(
000
$l 891000
-80
1000
.000
$427,0001
000
$20-
--�l 0
-g0000
PAGE 2 OF 4

TABLE A-2
WAKE COUNTY Q25 OUTLET STRUCTURE
SUBMERSIBLE TURBINE PUMPS
CAPITAL COSTS
BOTTOM OF
TOTAL
COST
TOTAL
TOTAL
OUTLET
-CP&L
ELECTRICAL
QUARRY
HP
PER
PUMP
STRUCTURAL
PIPING
CAPITAL
COST
(FT)
PUMP
COST
COST
COST
COST
i
6666 AC -FT,
10 DAYS
20 T
10
2500
•2600 - -
$453,000
$1,812,000
$16,000
�$38000
$383,000
$120000�
$122,000
$364000
$364,000
$457;000-
1$1'828,000
� 18 0D0 ___
0
2720
�462,000
$1,848,000
$16 000
$405,000
$124,000
$365.000 -
-10
2840
$466,000
$1.864,000
$16,000_^
$407 000
$127,000
f $366,000
~ $3661 6 _
-
_
----20
2920
'$470.000 .
$1 880.000
$16.000
$430 0O0
§128,000
-30_
-40
-50
__-60_
-70
-80
-90
_ - _
- 3040
3160'
3240
3360
3480
3600
- 3680- _
$475;000-
4479.00D
$483,000.
; $448,000
$492.000
$496,000
$50 i�000 '1
$1,900.000
, $1,916,000
�$1.932,000
$1.952,000
I $1.968,000
$1 984 000
`$2,0D4,000
_ $16,000 -
$16;000'
$16.000
$16,OQ0
$16,000
$16 000
- $432,000
$464,000
$456,000
$479000
I $481:000I
$503,000'
�5505;OOU
_..
W1,000
$133;000
-- $135,000
$137,000
$140,000
$142,000
$367.600
$367,000
$368,000
$368,000 i
� $369,000
$369,000
$376:600
$16:000 _ j-�Y
-100
3800,
•$505,000
2,020,000
$16,000•
000
M$144,660
$t46,-00
$370,OOD
6666 AC -FT,
20 DAYS
20
1200
$453,000
$457,000
$462,000
$906,000
$8,ODO _
_$8,000'_
$8i000
_ _ $347,00_0
- _$349,000
$371.OD0
_ 22,00D
�$23,000
..._....-$23,000
$188,000
$186,000'
$189.000
$190.000 -
$i8D,000
$191;000 _
- 10.
0
-10
-20
--- 1260
--- 1320W -
$914.000
$924,000 -
1380
-�- 1440 ---_
$466,000
$470,000
$932,000
$940,000
$8,000
$373,000
---$394,Oa0
$24.000
$24,000
$8,000
-30
15D0' --
$476.000
$950.000
$8,000
$396,000
$25,000
-40
1560-
$479,000
$958 000
$8 000
$418 000
�- _$111,D00
$191.000 _
.50
-60
16D0
1 -1660 -
$483,000
$488,000
�966 000
$976 000
$8,000
$8,000
$420,000
$444,000
$111,000
$192 000. _.
$192,000 -
$112,000
-70
1720 -
-$492,000
$984,000
,000
$443.000
-T$112,000
$193,000
-80.
- 1780
$496,000
$992 000
$8 000
$465,ODO
$1113 000
$193,000
-90
1840
$501.000
$1 002 O00
$8,000.
$467,000
$113,000
$194 00D
-100
1900
$505.000
$1,010 000
$8.000
$489 000
$114,900
$194,000
PAGE 3 OF 4

TABLE A-2
WAKE COUNTY Q25 OUTLET STRUCTURE
SUBMERSIBLE TURBINE PUMPS
CAPITAL COSTS -
BOTTOM OF
TOTAL
COST
TOTAL
TOTAL
OUTLET
CP&L
ELECT
QUARRY
'HP
PER
PUMP
STRUCTURAL
PIPING
CAPITAL
CO
(FT)
PUMP
COST
COST
COST
COST
6666 AC -FT,
30 DAYS
RI CAL
ST
- 20
900 _
$273 000
$546,000
$B4OOQ __......_
_-.t314,q
00
$18,Ofl0
$Taa,opo
10
920
$276000
$552,000
$8,00
$315,000
_ $1alOo0
$19,000
$18a,Udo
$185,000
0
_ 960
$278,000
$556,000
$8,000
-10
980 - -
$281,000
$562,000�
- $8,000 .
_$33fi,000
$338,000
$20,000
$186 000
-20 _
_ 1000
$284 000
$568,000
$8,000
$3597CG0
$20,000
$187,000
-30
_ 1,020
286,000
$572,000
_ $8,000__
$8,000
__$3&a 000
$382,000
$ 00�000
$21,1
$187,000
$188,000
40
1060 `--�
$289,000
-50
_
1080
$292,000
_$578,000
$584,000 --_
$8_,D00
$8,000�-
__$0,000' _
$8�000
w $S,Q00
$8,040
$383.000
- $404,000i
__.$406 000I
$427,0001
$428,000 ]---.$22,0(101
$450,000
_
$21,1
$21,000f
$21,000
$22.000
- _ $22,000
�_$188.000
$189,000
� $189,000
$190,000
$190,600
-60
-70
-80'
-90
T 100
i 1100
7120
I 1160 -
1180
1200 1$305,000
$294,000
$297,006
$588.000
$594,_000_
$300,000
$302,000
$600,000
$604,000
$610,000 1
$191,000
6666 AC -FT,
60 DAYS
20
500
$114,000
$228000_
$8000
$297,000
$10,0001-1183,000
10�
520 _
$115,000
$230.000
- -_ $8.000
$298,000
_
$10.000.
$182,000
0
_ 540-
$116 d00
$232,000
$8,000
$319,000
$11,0_0_0
_$182,000
_-10_
-20
-30_
560
$117,000
$234,000_
$8.000
$320,000
11,000
$11,000
-- $12,000
-._ . 2 0
$12,diJ0
$183,000
$184,000
$184,000
.._ .._ 5,
_ $185 000
560
�v 680
-__ 600 .- ......
$118.000
$236,000
_
$8,000
$341,000
$119 000
$238 000
$8,000
-- _ - • --
$8 000
-$343,00D
..._.-
$364 OOp
_ -40� _
000
$120, _-
$240 000
---. � _,
-50
_ 620 _
$121 030
$242 0=00
$8,000
$365,000
M _ _$12,000
$185,000
$186,000
-60
640
$122,000
$244 OOU
$8 000
$386 000
$13,000
-70
660
$123,000
$246,000
$387:000
$13,000
$18fi 00-0
-80
660
$124 000
. $248,000
_$8,000
$8,000
$408 000
�- $13,000
.1187,000
-90
680
$125,000
$250 000
$8,000
$409 000
$14.000
$188,000
-100
700�
$126,000
$252 000
$8.000
$430,000
_$14,000
$188,odd . I
PAGE 4 OF 4

TABLE A 3
WAKE COUNTY Q25 OUTLET STRUCTURE
SUBMERSIBLE PUMPS -
CAPITAL COSTS
30TTOM OF
QUARRY
(FT)
VOLUME
(AC -FT)
#. OF
DAYS
TOTAL
HP
_
COST.
PER
TOTAL
PUMP
COSTS
.STRUCTURAL
COSTS
OUTLET
PIPING
COSTS
CP&L
CAPITAL
COST
ELECTRICAL
COSTS
rPUMP
_
20
4977
10
4600
$234-,700
$2,347,000
$29,000
$431,000
$162,000
$604,000
_ _ 20
4977
20_
30__ _
_2300-
-_ 1850
$234,700
$1,173,500-
$15,000
$381,000
$118,000
20
4977 _
$234,700
$938,800
$12,000
$347,000
$113,500
$276,000
20
4977_
60
925
$234.700
$469,400
$6,000
-$18,000rJ.­
$314,000
$18,500
_
$186,000
J 20
6666
10
27.50
• $234;700'
_$1,408,200_
-$381,00--
$347,000 -r$35,,000
$314,000
$297,Oa0 ,
$125,000_. ._ $423,000
_.._$._ 2_ 3.0._,D00
$19000' $186,000_
$10,000 $186,000
_
6660
66663----9-
20 fi66fi
20
60 _ ,--
1400 __. I-
50
500 __;-$234,700
$23,700
$234,700
$704,10020
$469,400
$4fi9,400
$9,OOQJ_
1 $6,000r_,
$6,000 __

Appendix B
HAzEN AND SAWYER
EnvironunW ENimrs & Sduftla

TABLE B-1
WAKE COUNTY 025 OUTLET STRUCTURE
VERTICAL TURBINE PUMPS
OPERATION AND MAINTENANCE COSTS
AVERAGE
AVERAGE
GENERATOR
GENERATOR
GENERATOR
CP&L
GENERATOR
BOTTOM OF
QUARTERLY
QUARTERLY
NUMBER
ANNUAL
ANNUAL
ANNUAL
ANNUAL
ENGINE
PUMP& MOTOR
YEARLY•
TOTAL
CAPITAL
TOTAL
TOTAL
TOTAL
QUARRY
PUMPING
PUMPCVG
OF
LABOR
ADMINISTRATIVE
`CP&L
GENERATOR
EQUIPMENT
EQUIPMENT
AINTING
ANNUAL
COST
ANNUAL
40-YEAR
40-YEAR
(FT)
POWER
TIME
GENERATORS
COST
COST
PC7WER
FUEL
MAINTENANCE
MAINTENANCE
COST
O & M
O & W
O & M
A & M
kWh
DRYS
COST
COST
COST
CAST
COST
__
OOST
_COST
CAST
4977 AC Fr,
10 DAYS
20
75D00
1'
9
4D0
S9 OOD
7,000
S20 000
59,750
$1,600
$5,000
$51' DDD
$1 731
$BB D00
1 331 OOD
$2 411 OOD
10
77900 1
1
3
$5 4DO
$9.ODG
BB ODO
$20 ODD
S9,750
$1 G00
$5 ODD
$51 000
1 753 500
$89 000
1 345,DOD
S 433 ODD
0
00800 1
1
4
$5 400
S9 00D
69.0
$21 000
S13 000
$1 600
5,900
355 DDO
$1 803 D05
0 am
1 360DOD
$2 535
tD
83$00
1
4
5,40t1
000
71000
522,000
$13 00a
ii 60D
$ ,D00
$56 000
1 82
$92003
388,000
$2 572,OOD
-20
65701)
1
4
$5 4D0
$9 00D
72,000
73,000
413 0DO
$1 60D
$5 ODD
$57 000
Si
$93 ODD
1 403 000
$2,608 000 .
3p
89600
1
4
$5,400__
S5 4DO
000
4
$23 ODD
613 ODO
$1 60D
5,D00
$57 WO
�1100
$1 00
95000
43DDOO
$2B30000
-40
92 0
1
4
S9000
5 DOD
- 52
S13ODD
$160D
$5,000.
$58000-
$ 00
S96 000
1 445,000
$2,056 000
.50
95400
1
4
$5 400
$9 000
77 000
$25 000
$13 ODD
S1 GDD
S5, OOD
$59 OOO
3i 815 500
$98 00D
1 47 000
S 711011
60
984D0
i
4
5 40D
g O00
78 006
S28 000
S13 006
Si GOD
5 000
S6D DD0
ti 938 000
$99 000 •
1 488,a00
S 736 OOD
70
1013DD
1
4
S5 400
59 OOD
79,000
S28 DDO
Si3 DOD
S i 800
510D
f8O ODD
Si 9fi0 500
5700 000
1 5O2 OOD
52 760 DDD
-80
104200
i
4
55,400
$9 000
1 000
7000
i13 000
i1 GOD
S5,000
S61 Coo .
1 983 000
$102 OOD
1 30•DUO
2,788 000
4977 AC -FT,
" nnvs
20
75000
1
2
$5 400
9 00Df
S20 00D
SiADD
5,DO0
$48 0
sa 9
0 3 ODD
1 519 000
10
77900
1
2
5 4O0
$9 006
$20 000
$i 800
$5 000
$4B 00p
90
D ¢997 000
;1 3 000
0
W8D0
1
2
5,40D
S9 000
_
$21 DOD
SB 540
$1 000
5 ODO
S49 DOD
S901 500
0 - 1 011.000
S1,555,000
-10
83800
2
2
i5 780
S9 000
- $22 000
500
$3 200
SS 000
i51 000
$912 750
$0 1 05i 000
$1,593 OOO
-20
66700
2
2
$5 760
S9 00O
$23 000
SOO
$3 200
$5 ODO
$52
S 4,000
1 064,000
$1 Bi7 000
-30
B9600
2
2
5 760
S9 D00
323 DO0
SB 500
$3 200
S5 ODD
S5 DOD
S93 250
0 1�078 O00
NS77.960
$1,628009
0
M5M500
2
2
5 769
S9,D00
$24D00
$G500
$3200
5 ODO
$53000
6 500
0 1 092 DOD
$16 3 aDD
50
95400
2
2
S5 76O
$9 DOO
i 000
$3 200
$5 ODD,
$54 000
5957 750
0 118 000
$1,878 D
�0
88400
2
2
15 76a
$9 000 000
526.0ap
58 5D0
$3 200
$5 000
S55 000
5989 006
0 132 000
$1 7 000
70
101300
2
2
$5 769
S9 000 OOD
526 ODO
5DO
$3 200
S5 OOD
555 DOD
S9BD,25p
$0 1 146 000
St 713 000
-80
1042DO
2
2
$5 760
$9 ODD 000
S27 000
$6 5D0
$3 200
$5 D00
$56 00D
5991 500
1 159 000
51 JAA D00
Pagel OF 4

TABLE B-1
WAKE COUNTY Q25 OUTLET STRUCTURE
VERTICAL TURBINE PUMPS
OPERATION AND MAINTENANCE COSTS
AVERAGE
GENERATOR
ATOR
NERATOR
CPBL
CP&L
G NERATBOTTOM
OF
QUARTERLY
QUNUMBER
ANNUAL
ANNUAL
ANNUAL
ENGINE
MP & MOT
YEARLY
TOTAL
CAPITAL
TOTAL
TOTAL
TIDTAL
QUARRY
PUMPING
POF
z
LABOR
I
ADMINISTRATIVE
CPBL
NERATOR
EQUIPMENT
EQUIPMENT
AWnNC
ANNUAL
COST
ANNUAL
40-YEAR
40-YEAR
Fn
POV ER
ENERATORS
COST
COST
POWER
FUEL
MAINTENANCE
MAINTENANCE
COST
OaM
O&M
O&M
O&M
kWh
COST
COST
COST
COST
COST
COST
COST
COST
4977 AC -FT,
M nAYS
20
75000
2
2
1 $5 760
$9 000
B4OOO
520 ODD
56 5D0
53 200
1 $5 o0o
WOW
$654
$60 960 $924 ODO
$1 307 000
10
779M
2
2
$5 780
S9 Q00
000
520,000
$8,500
S3 200
$5 000
S49,000
S66_ 11600 _
$61 960 5937 000
$1 315,000
0
808DO
2
2
$5 760
$9 D00
40 000
$21 000
$6 500
$3,200
$5,000
S50 000
5669 GW
$92,960 $950 000
$1 338 D00
-10
83900
2
2
45.760
$9 000
41,000
522,000
$6500
33 2Q13
D00
$51 WO
5678,500
$63960 5985,000
$1 358,000
20
86706
2
2
SS 160
9 000
42,000
$23,000
$6 500
$3 900
S 000
S52 Q00
$984 OW
S64 980 U 000
$1,377,000
50
B9600
2
2
$ TEO
$9 ODO
3,001)
$23 000
;6 500
SJ 200
45 004
2 OOD
$69 00
$65,960 $991 000
81 385 000
-10
925D0
2
2
15,760
",ow
1000
S24 000
$6 500
S3 200
S5 000
$53 000
S8990D0
1w 99a 1 009 OOa
St 405 a00
50
954DD
2
2
S5 7LO
Sg WOO
5,000
$25,000
36,500
$3 200
$5 000
E
554,000
$706 50a
$67 960 1 Q18 000
S1 420 000
-60
96400
2
?
S5 760
1
39 ow
46,000
$26,000
$6 500
3 200
$b
S55,0o0
S 14 000
$68 960 1 032 OW
St 447 000
-70
101300
2
2
35 760
$9 000
7,000
$26 000
$8 500
S3 200
$5 000
S65 000
M
$721 500
$69,960 1 046 000
$1 45S a00
4j0
104200
2
2
$5 760
$9 000
48 000
S27 ODO
$6 5O9
$3 200
SS OOO
O00
;720 000
$70 960 1 059 000
1 11 475 O00
4977 AC -FT,
tin nave
20
75W
4
1
$6 480
$9 000
28,000
520 000
$3 250
$6,400
ODO
$50 000
S251 OOQ
S94 880
$746 W0
$918 WO
10
77900
4
1
$6 480
$9 DDa
29 O00
S20 000
$3,250
$6 400
$5 000
$50 00D
$260 800
SW 88O
$760 000
S927 OaO
0
80800
4
1
SB 480
SSW
0,000
$21 000
$3 2 0
S6 40D
000
i 000
5270 OQ
$58 080
S 3 0
8 0
-10
838W
4
1
$6480
$9,ow
2000
$22 00D
$3 250
56 400
$5,000
SS 000
5279 8W
$58 880
$801 00Q
5973 064
20
86700
4
1
$6,480
$9 Wo
000
523,000
$3
S6 400
45,000
$S3,000
$289 400
$59 880
$814 000
$996 OaO
-30
89600
4
1
SB 480
$9 000
000
523,000
$3 250
S6 400
$5 000
$53 ODO
$299 DOO
' SS0 080
$820 000
$1 W5 000
�0
9250Q
4
1
58,480
39,0an
35 O00
$24 000
S3 25Q
$6,400
$5 4O0
384 C00
$308 E00
S61 890
$843 0
1 028 OOQ
50
95400
4
1
SB 480
;9 000
6 000
$26 DOD
250
S6 400
$5 ODO
a00
$31 200
$62 880
$856 000
$1 051 000
•60
88400
4
1
58,480
$9 000
000
526 000
>a 250
S6,400
S5 ODD
558,000
5327,800
STi3,880
5871 ODO
Si 074,000
.70
101300
4
1
$6 480
$9 000
301©OU
$26,90D
;3 250
400
S5 400
S66040
5337 400
64 8B0
4 000
31 08 000
-80
10 200
4
1
SB 0
$9 000
39,000
$27 000
1 $3 250
1 So.-
SS ODD
7,000
S34 000
1 $65 880
I S888 000
1 107, DDO
Page 2 OF 4

TABLE B-1
WAKE COUNTY 025 OUTLET STRUCTURE
VERTICAL TURBINE PUMPS
OPERATION AND MAINTENANCE COSTS
AVERAGE
AVERAGf
[3ENERATOR
ENERATOR
GENERATOR
CP&L
CP&L
GENERATOR
BOTTOM OF
QUARTERLY
OUARTERLY
NUMBER
ANNUAL
ANNUAL
UAL
ANNUAL ENGINE
MP & MOTOR
YEARLY
TOTAL
CAPITAL
TOTAL
TOTAL
TOTAL
QUARRY
PUMPING
PUMPING
OF
LABOR
AOM041STRATiVB
CP&L
GENERATOR EQUIPMENT
, EQUIPMENT
AINTING
ANNUAL
COST
ANNUAL
40-YEAR
40-YEAR
(FT)
POWER
TIME
GENERATORS
COST
COST
POWER
FUEL MAINTENANCE
MAINTENANCE
COST
O & M
O & M
O & M
O & M
(kWh)
Y&
COST
COST COST
COST
COST
COST
COST
COST
6666 AC -I f,
,n oays
20
75000
i
2
$5 4D0
$9 000
7 ODD
$20 000
500
51,600
55 000
S48 QOR
,500
S68 DOO 0,020.000
31 631,DOD
10
900
1
2'
35 490
59,OD3
090
$20 000
S8 500
$1 60O
$5 D011
p00.
1 029 0W
37D 000 1 0
11669000
0
BDBO0
1
2
55,400
"ODO
000
$21 000-
6
$1 600
$5 000
949,000
1,104 p00
;73 QOD 1 09Q D00
S1 757 000
-10
83800
I 1
2
S5 400
$9 000
2SODU
$22 040
$6 500
$1 SOD
SS 000
$50,000
$1 104 000
$73 009 1,099,000
$1 771 000
-26
667DO
1
2
$5 400
$9 DOD
55,OpD
S23,000
55 500
51,60D
55 ODD
$51,000
S1,179,000
$76000 i 143 000
$1 659,000
.30
89600
1
2
$5 Ab0
39 ODD
6 DOD
S23 000
SSW
$1 600
$5 OOD
S51,OOp
$1 179 000
S77 DOD i 156 000
$1 959 OOD
40
92500
1
3
$5 400
WOOD
9 ODO
S24 000
$9.750
$1 600
S5 WO
355,000
$1' 28i D00
$80 000 1 D0.000
52 014 000
-50
954D0 1
1
3
SS 40D
WOOD
0 000
525 000
1 S9 75o
S1 600
$5 ODD
$56, DUO
$1 261 OOO
$81 D0D 1,214,000
2 027 000
w
984DD
1
3
E5 400
S9 ODO
3 000
S28 000
$9 75p
$1 60p
SS DOO
$57 600
$1 356,OOfl
S84 OOD 1,258.000
$2 116 D00
•7❑
i01300
i
3
i5 40G
$9 ODD
3 0op
S26 000
59,75D
1,600
S6 000
;S7,DOO
S1 358 000
S84 000 i 258 000
$2116 0DO
-00
104200
1
3
$5 400
$9.000
000
527 DOD
0750
$1 6D0
$5 000
000
St 431 000
S67 00 i 3D2 app
2 204 ODp
90
10 ioo
1
3
$5 400
S4 ODD
7 ODD
$26 000
$9 750
St 6DO
$5 000 .
$59,Dw
51 431 000
488 pop 1 31 DOO
S2 217 000
100
1iD000 1
1
a-
$5 400
$9 000
70 000
529 000
S9 750
$1 6IX]
$5 000
SBO,000
$1 506 000
$91 ODO A1,359,0001
$2 306 000
6568 AC FT,
gn naVA
20'
75"
3
1
ss,120
1 49.000
000
520 000
f3 2
80D
DOD
54B
$411 000
S57 9
$784,OOD
$1 1 00
10
77900
3
$6120
$9 000 .
OD0
520 000
$3 2W
S4 800
55 OOD
S46 DDO
$430 200
S59 920
$822 000
11 670 000
0
80800
3
1
$6,120
$9.000
36 0D0
$21
$3 250
$4,800
$5 000
$49,DO0
3449 40D
560,920
5835 000
$1 103 DOO
•10
888p0
3
1
56120
S9 OOD
B 000
S22 Op0
S3,25D
$4 800
S5 000
550 000
5468 600
$920
$863 ODO
S 3 009
-20
86700
3
1
56 20
$9 000
ODD
;23 000
$3 250
S4,800
$5 000
551,000
5467 800
363 820
5676 000
S1188 D00
•30
69603
3
1
$6 120
39 Ow
41 DDO
S23 000
3 250
$4 80D
$000
$51.000
$507 000
565 920
3904 000
$1 187 000
4D
92509
3
2
$6, 20
S9 DOO
42 D00
$24000
$6,500'
800
S5,OOD
$55,000
639 0DO '
$66 920
DU3.
S1372000
95400
3
2
$6 120
$9,000
3 ODO
525 wo
;6,500
S4 600
f5 000
S56 000
S6 000
$67 920
1 0'16 000
$i 400 000
60
98400
3
1 2
1 $6121)
1 $9 000
5 OW
$26 WO
f6,500
$4 SOD
00D
$57 ODO
$6 6 600
S69 920
1 0 000
$1 436 000
•70
10130D
3
2
$6 120
WOOD
46 DOp
WO 000
66,60D
$4 69D
S6 .000'
$57,ODO
899 po0
$70 920
1 057 000
$1 469 ODO
80
104200
3
2
;6 120
$6120
S9 000
7 pop
S27 DOO
$6 500
$4 8DD
$5 000
S58 000
5721 500
$71 920
1,072,000
$1 495 000
90
10710D
3
2
f9 000
49 009
$28 000
$6 513D
S4 800
S5 000
S59 000
11744 000
$73 920
1 098 600
$1 530 ODD
-1 DO .__
110000
3
2
F6 120
$9 000
D D00
522 WO
1- 5D0
S4 8DD
S5 000
S80 O00
5766 500
374 920
1 113,OOD
_ 1 5B6,000
FW3OF4

TABLF B-1
WAKE COUNTY 025 OUTLET STRUCTURE
VERTICAL TURBINE PUMPS
OPERATION AND MAINTENANCE COSTS
AVERAGE
AVERAGE
GENERATOR
ENERATORIGENERATORI
CF&I. CP&L
GENERATOR
BOTTOM OF
QUARTERLY
OUARTERLY
NUMBER
ANNUAL
ANNUAL AL
ANNUAL
ENGINE
PUMP & MOTOR
YEARLY
TOTAL
CAPffAL
TOTAL TOTAL
TOTAL
QUARRY
PUMPING
PUMPING
OF
LABOR
ADMINISTRATIVE CPBL
GENERATOR
EQUIPMENT
EQUIPMENT
PAINTING
ANNUAL
COST
ANNUAL 40-YEAR
40-YEAR
LFC)
POWER
TIME
GENERATORS
COST
COST POWER
FUEL
MAINTEtW4CE
MAINTENANCE
COST
08, M
O a M O & M
O & M
_ ___
_ _[kWh) _
DAYS
COST
COST__
COST
COST
COST
_
COST COST
COSt•
6860 AC -FT,
30 ❑AYS
20
75000
3
i
1 $6,120
0,00D
320000
53,250
$4,800
55,000
348ODO
$315
$54920
3750,00D
3955000
1 p
779p0
4
1
$6 480
1,000
f20 000
S3 25D
$8406
S5 ODO
S50 000
5321 400
S57 860
5790
5988 OD0
80800
4
1
$6480
33 DOQ
S21000
S3250
$e400
5 DOD
S51 000
34 2oD
$59680
$817000
$l 014000
-10
83600
4
1
$6480
no$
4 DW
S22 000
250
$64DO
S5 000
$52000
$340 600
S80 880
M2 000
$1 034000
20
86700
4
1
$6 480
5,000
52 ODO
33,250
S8qOC
$5,000
S53000
47,OOD
SS 0
3845000
;1D53000
-30
B98D0
4
1
S8480
6 OOD
$23 000
$3 2%
;6 400
$5 000
$53000
$353 40D
$62880
$858000
51 060000
40
925W
4
1
S6 480
7 000
S2
$3250
$6 400SS
000
554 DOD
i366 D
i69 880
3 QDO
51 OB6000
•50
95400
4
1
i8 A80
B 000
$26 000
$3 250
$6 400
$5 0Q0
$55 DOD
.S372,600
$64 880
$888.000
S1,106,000
-60
98400
4
1
$6480
59 CDO
$39 000
S28 000
S3 250
$6,400
$5 000
$58 000
$378 0D0
$65 880
$099.000
51 i25 00p
-7D
I01300
4
1
$6 480
59 ODO
4 'D0o
$26 DOD
$3 250
$8 400
$5 DOO
$56 000
t3aS,400
SB6 8B0
5913.00D
$1 i32 000
-60
104200
4
1
36,480
s4i OOD
$27 OOD
$3 250
$6,4D0
S5 000
S57 000
$398 20D
$67 88D
5927 000
610m,000
90
107100
4
1
$0 480
$0 000
2 000
$28,000 _
S3 250
SB 4D0
i5 000
SSB 000
W4,6D0
S4888D
SBgO 00D
57 17B 000
-100
11 DD00
4
1
16,480
$9 DDO
43 000
$29 000
33.250
$6,4DO
S6 D00
359 OW
5411 006
$D9 88D
5764 000
$1 197 0tl0
660 AC-FF,
60 SAYS
2n
5D00
6 .
$7 2DD
S9 D00
$20 DOD
$3
S9600
$5 000
S54
51670D0
S 800
$787ODO
$907000
10
T 0
6
1
$7 200
S9 D00
F
$20000
$3250
S9 600
S5 DW
S54000
$193400
$57 B00
i7B0 000
$013000
0
80600
8
1
$ 200
000
52 0D0
S32a0
$9600
S5,000
S 0p0
5199,B0n
S5BBOD
795000
3933000
.10
83800
6
1
k1
$T 2W
49 000
$22 000
$3.250
$9 600
$5,000
$58 000
$206 200
$59 800
S808 0D0
$953 000
-20
66700
6
1
$7 200
49,cw
330 000
S23,080
$3 250
S9 600
SS 000
$57 000
5208 200
SWAM
5821 D00
6968 000
-30
69600
6
1
$200
$9 000
31 000
$23 000
$3,250
$9 6DO
$5,000
$57 000
$212,600
$61 80D
S936 ODO
$972 000
-40
92 00
B
$7 2D0 .
_ _$9 OD0
000
S24 000
S3 250�
$9 600
S5 000
__ 156,0p0
$219 DOD
562 8D0
5849 D00
3992 D00
-60
95400
6
1
$7 2n0
59 000
3,000
W5 000
S3 2 D
S9ADD
f5,000
$59 000
$226,00
563 600
3862 000
$1 012 000
-60
1 98400
1 8
1 1
S7 200
$9 00D
4 OW
5261100
$3 250
$9 600
$5 000
S60 p00
$231 800
S64 80D
3877000
$1 032 000
70
1013C0
B
1
7,20019.0DOD
9 000
5 DOD
$26 000
$3,250
$9 600
SS ODD
$60 000
i238 200
M65 800
$890, W
$1 036 000
-BD
104200
7
1
$7 5609
000
36 000
$27 000
S 250
Si i 200
$5.000
S63 000
$238200
$68 760
$930 000
S1 076 000
9p
1071fl0
7
1
$7 560B
37000
52B ODD
250
;11200
$5000
$64C00
5244 6D0
S68 80
59M 000
$i09B 000-100
110000
7
1
S7 560
38 D00
S29,pOD
S3 250
1 200
55 D00
S65 000 _
;25i 000
370 760
5957 DOD
S1 117 000
Page 4 OF 4

AVERAGE AVERAGE
OTTOM O QUARTERLY QUARTERLY -NUMBER
QUARRY PUttPINi3 PUMPING OF
(F7) POWER TIME ERATORS
4977 AC -FT,
4 n nevc
TABLE B-2
WAKE COUNTY 025 CUTLET STRUCTURE
SUBMERSIBLE TURBINES PUMPS
A . TOTAL TOTAL
AININUALAI
CAPITAL
1. T07AL I PUMP A MOTOR ['NNLI COSACOST COST COST COST COST N 4EAR I0-YEAR dCB ODEL 1WNTENNCEMAINTENANCE COST M�
�- 26
' ---
10
750D0
71900�
t
1
3
3
S- - -
4._,.-_.__
-
55 4 _
46o
5 400
5 4D0
ODO
S9 Q00
9 000
9%b00
j67 000
j OOD
$89 U00
71 000
0 000
S20,OD0
21 000
22�DOD _
S9 7 0
_ S9 750
$13 000
' $13 000
63,200
_ $3,200
$3,206
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$5 000
55,000
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4977 AC -FT,
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f1,593.000
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_
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000
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St t 32 006
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2
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2
2
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000
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Se
i3 2�
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31,738, D0_
PAGE 1 OF 4

BOTTOM OF QUART,
QUARRY PUMP,
(FT) POVA
4977 AC -FT.
30 DAYS
10
..., 50--
as
TABLE B-2
WAKE COUNTY 026 OUTLET STRUCTURE
SUBMERSIBLE TURSINES PUMPS
OPERATION AND MAINTENANCE COSTS
[3E-
AV E
GE EAT R
"'
G7 hkF37ATOR
ERATaR
CPa�
CPBL
4ENEiU1TOR
RLY
QUARTERLY
NUMBER
ANNUAL
ANNUAL
NNUAL
ANNUALFGWE
ENGINE
PUMP R MOTOR
YEARLY
TOTAL
CAPkTAL
TOTAL
TOTAL
TOTAL
VO
PUMPING
OF
LABOR
ADWNISTRATIVE
CP6L RAT4R
EQUfPAAENT
EQUIPMI JT
AINTTN
ANNUAL
COST
ANNUAL
40 YF�1R
40 YFJ1R
:R
TIME
GENERATORS
COST
COST
POWER FUEL
MAIN7! NAMCE
MAINTENANCE
COST
O 8 M
O d M
GOST
COST
)_-_
DAYS
COST COST
COST
CO$7
COBT
COST
_ __,
- 75000 • _
1_ 2 y
2
5b 760
S9 000
$000
$20.000
500
$3 2D0 _
000
9 000
;634 000
salow
5921 000
ODO
77900
2
2
$760
Wam
39 000
20,000
8 500fr
200f49
000
62.000
59337 000
;1 316,DW2
- 887D0
- -92500 -
--85400__
8840a _
2
:5760
0000
000
321 000
6.500
f_000
_;Pff
f5,000
f63 0p0
�951 000
S1 33822
2
2
$5,760
51i50
59 000
f9,000
41,000
S4 000
22 000fi
000
500
0-
i3�200
$3,2000
$51,000
552000
$677,000 .
i6kLi
�64 QOQ�
;65,OW
S965 000
78,000
$992 000
$1.357.000
_;1.33712oo
$1_.385.000
- -2-
2 -
5 750
59 OM
S43,00a_
$23,000
f6,500
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f3 200
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_ f63 000
, _f54tO
_ Y3000
692,000
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2
$5,760
f9 000
44 000
4 000
606
E899 000
$7.07 000
714'000
f87 000
,000
_S1,Q06 D00
51098,000
f1,40y4D0
$1 427.000
-- 2
SS TBO
_ f9 000
p5 000
6000x8
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6�M
_}3 20D
_i5,0'00
000'
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2
760
$9000
OWO
6000
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$5000
f69000
$1,033,000
101300
2
2
$5,760
147,000
$26 000
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$3.200
$5,000
$5 000
;iZ2.000
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_
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$5.780 1
min
f49 000
$27,000
S6 500
1 33,200
$56,000
$729,000
7t 000
i 0b9,000
51,475 000
4977 AG -FT,
I. 20Y5""
95000
10
7 T900
..1b,�_
_.ate..
t J.
66700
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_ _ _
_895pQ•
50
Y
4
96400
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_
101300
-
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1042ixi
_ 4
1—
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_f91000
8.000
,0
$3.250
$6400
55000
50,000
251,000
�5
5978900
- --4
1
4§0'
58,000
Ss.000__-'
000
000
$20 000
321
S3 250
;3 250
�400
S6-A00
$5 000
5 000
550.00D
551 D04
261 000
70
000
S67 000
$761.DW
;7-1 000 _
_#9Z0,000
S950,000
3 1)•
7
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_ 9 25d _ .
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3L000
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16 000
$995,000 '
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-S830 000
1
Se 4B0
39,000
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000
;3 250
0 400
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290 000
$61 000
S1.W5,0W
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1
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35 000
24 000
p $3,250_
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$6 400
$5,000
$62 000
$W 000
S 1.029L000
4
1
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�58 000
00p
_S26 000
260
400
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5316 000
$63 D00-
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°--'--
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ffi,480 -
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200
53,250_ _
9,400
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�56.00
320000
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310T4,OD0
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1
5-,6460
0
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i3250
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;5,000
=
f337004�
5650�
5866,0001,083,D00
S 1 107 000
1
$6,480
$9 000 1$39,000
$27 000
S3 25D
$6.4D0
_ 557,D00
347 000
i60 000
S800,000-
PAGE 2OF4

TABLE B-2
WAKE COUNTY 025 OUTLET STRUCTURE
SUBMERSIBLE TURBINES PUMPS
OPERATION AND MAINTFNANCE COSTS
AVERAGE
AVERAGE
GENERATOR
ERATOR
GENERATOR
&J,
GPAL
EN TOR
O
QUARTERLY
QUARTERLY
NUMBER
ANNUAL
ANNUAL
ANNUAL
ANNUAL
ENGINE
PUMP 6 MOTOR
YEARLY
TOTAL
CAPITAL
TOTAL
TOTAL
'TOTAL
YPUMPING
r
PUMPING
OF
LABOR
ADMINISTRATIVE
CPAL
ENERATO
EQUIPMENT
EQUIPMENT
AI
ANNUAL
, 009T.
ANNUAL
40-YEAR
4D-YM
POWER
TIME
NERA70RS
COST
COST
POWER
FUEL.
MAINTENANCE
MAINTENANCE
COST
O & M
O & M
COST
COST
DAY
COST
COST
COST
COST
COST
COST
6668 AC -FT.
1 n nnv.q
20
760W
t
2
S5 40p
9 000
7 _000
0 000
$8,500
3,200
SS OOD
9,000
$992 D00
STO.00D
1,053 ON
1,6450D0
10
7790Q
1
2
$5,40D
9 000
54900D
$20 00p
$6,5DD
av
000
349 000
$1,029,000
1 72 000
51.062 0�00
1 8B2000
0
$p60D
1
2
$540D
9 000
$51 W0
S21'000
$8,500
0D
$5 000
NO
S1 074 I)DO
74000
1,741000
2
$5,4110
i9,000
53 000
S 000
$6,500
1-$3200
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551,ODD
51 119 000
60op;t,TB9000
�$I�,154
20
8B700
1
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$5,400
9 000
$S4 000
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500
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55 000
2,00D
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77 000
1 8A2 0D0
11
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69600
1
3
S540D
9,000
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S23`000
59750
;3200
i5000
5000
11221
$79.ND
S1,1B+1,D0O
5540DO
-4D
92S00
1
3
$5,400
$9 000
$59 000
24,000
$9,750
f_3 200
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56 000
E1 268 ON
$82,000
$1 228 DOD
S2 Di 000
�50
9UIX
1
3
$5,400
i9,0p0
DOD
$25 00D
$9 7S4
3 200
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57.00
$1 29B 000
SB3,000
i1 241 00D
OSB ODD
86
_ 98400
1
3
SS 4D0
;9,DDO
$62 D00
_;28�000
f9,75p
3 200
i5 000
B OOO
S1 341 000
¢85 W0
i1,270 OW
114 006
-70
101300
1
3
$5,400
59,000_
. SB4 OOD
$26 000
750
$3 200 .
i5 00Q
55B 000
E7 3BB 000
fB7,000
$1,300,000
$2,159 ODO
•80
90
1042W
107100
1
1
3
3
55,400
55,400
$9 00D
S9,D00
000
$688 000
i0,000
$27 000
^ 52B 000
529 000
,750
$9,750
,750
f3,200
$3,200
_ 3 200
$5 000
5 00p
SS 000
$59 ON
O D00
1 000
$1,431 DDO
$1,461 D00
41,SIM 000
�89,000
$91,ON
583 000
$1,328 000
$1,357 000
51,38E QOp
2 217 000
,261006
319 OOa
_ -1
1 t0000
i
3
i5 qpp
9 000
6%6 AC -FT,
2A DAYS
20
10
p '
-10
75000
778 0
80800
83800
1 3
3
_ 3
1 3
1
1
_ 1
1
iB 120 ,
56,120
$_6,12D
56,12D
$9,000�
39
9,OOO�W_
000
000
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$2D 000
_$21_ND
52 000
$3,250
53,250
;3.250
1 $3,250
W . $4LB00 _
d�B00^
,800 -----
__A4,&70
000
$5 000
$5,000�
OOp
000
$49,000
i411,00p
$430,006
SI40<ggp
558,OOD
t60 UOD
1WO
5795 00p
$823 000
$838D00
1 051 p00
1 0 0 000
71 OOD
i4i0
000
$5.0W
fS6000
S4890Dp
MON
$e64,D00
t1136000
-20
30
867M
69600
3
_ _2
1
1
58120
y5,760
OflO`�
B OOU
ONO
000F2a
$23 000
000
$3.250
3 250
$4.8800
i3 2pO
L5 000
$51 OW
54 OOO
$CA 000
$B77 N0
1y168 p00
i00D
549 000
$507 000
$64,0W
_ f876 OQp
S1,'I BO ND
40
2
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$5 76D 1
4%om
$42 NO
W4 01M I
WSW
_ $3,292
$6 O0D
Ss3,0N
$6:19.000
$65 000
$97 0000
$7 345 000
-50
6p
9540D
98400
2
2
2
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$5780
55,760 •
59000
f9,�0p
V 3.W0-
$45 ODO
$25000:
526 000
S6.5D0
i 500
,200-
_ 20D
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000
$54000
55 0w-
$854.oz
77 000
6,000.
8000
i991000
$1 016,000
1,374000
1 410,OOD
-70
10130D
2
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$5 78D
59000
$46 QW
S26 000
$6.5W
53,20D
ODO
$55 000
$699 000
$69,000
1 032 000
T1 43 p00
_
T $3
-000
100
1 0000
�_ 2
2
$5 760
;9,DOD
i50,OD0
u9 Opo
$6.500
200
$5 000
S55
$767 DQp
$73 000
$1,087 WD
I 51,W.000
PAGE 3 OF 4

TABLE 0-2
WAKE COUNTY Q25 OUTLET STRUCTURE
SUBMERSIBLE TURBINES PUMPS
OPERATION AND MAINTENANCE COSTS
AVERAgE AVERAGE GENERATOR ERATOR GENERATOR CP8 ENERATOR
OTTOM 0 QUARTERLY QUARTERLY NUMBER ANNUAL ANNUAL ANNUAL ANNUAL ENGINE PUMP 8 MOTOR YEARLY TOTAL CAPITAL TOTAL TOTAL TOTAL
QUARRY PUMPING PUMPING OF LABOR ADMINISTRATIVE CPSL GENERATOR EQUIPMENT EQUIPMEW PAINTINGANNUAL COST ANNUAL 40-YC-AR 40-YEAR
t� POWER TIME GENERATORS COST COST POWER FUEL MAINTENANCE MAINTENANCE COST O & M D 6 M COST COST
(kWh OAY�_ COST COST COST COST _- COST COST
6666 AC -FT,
sn neva
20
75DOO
3
1 156120
59000
S30 000
.;20 000
S312bD
54,600
S5,gO0
;48,000
;315 000
p00
5751,000
955 004
10
T79M
4
1
460
SH000
531000
$20000
i3250
W400
;5,W0
;50.000
$321,000
$ ,000
;791,000
88000
0
80800
_
4
1
;6480
59000
$33000
V11,000
53250
;6400
Mal-;51000
334000
$60,OW
5819,000
$1,014ODD
-10
83800
4
1
$6,460
59000
$34 000
$22 000
$250
$6,400
$5 000
$52 000
1,000
S61,O00
833,000
1 034 000
-20
-30
40
-50
•60
-70
667W
89600
92500
95400
86400
101300
4
4
4
- 4
4
4
1
1
1
1 --
1
480
$6 480
$6480
S6 480 _
$6 480
$13,4110
59 000
S9 000 _
59 000
9
19 D
9 000
$35,000
WO
537 000
S:0
$40000
S23,000
_
524,000
000
26,000
$26,DOO
;_3250
3260
53,250^..
$3,2600
$3 250
$3,250
� $6,400
0
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$6,400
$6,400
$6.400
$6,000
$5.000M.=
55,D00
,5500
S5 000
S 000
553 000�
$54 ODO
$55 000
556.000
S56,000
7,OD0
$353,00
5368,000
$373 000
79,000$66
$385,000
Sg2,'D00
$63 W
5114 000
$6
66 ON
07,000
846 000
$8W,0
U74 000
867 000
9D1,0W
$914.000
$1,053 000
i1.09000
$1,086 000
$1,1D000
$1,125,000
$1,131 000
-a0 ^
1042U0
4
1
$6 80
$9000
541000
E27,000
53,2 O
56,400._v
55,000
557000
98000
000
28000
$t,158000
90
107100
4
1
;6,480
$9 D00
542,000
528`000
S3 250
S6 400
55,000
$58,000
$405,000
$69,000
P942,000
$1178,000
100
110DOD
4 _
8 480
S9 000
3 000
;�8.000
;3,2v0
_56,400.
$S o00
359 00p
t i OOO
0 000
55 000
$i 197 000
6666 AC -FT,
An new
20
10
0
-10
75DOO 1
77900
80800
83800
6
_ _ 6
... _
6
8
8
t
1
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1
" �
1
1
7,260
17,200
37 200
I 57,200
$9004
;$,GOD
59-000 _
20.000
20,000
$21,000 -
000
S ,-20
$3,250
$3,250
- g3s250
_ ;3.250
59,600
$9,600 -'-
�9,800
59 600
;5,000
ZS 080
55,000
�4 000
;54 000
S86 000
11 1
193,000
i100,000
17;17.1
S58 000
;58i000
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783000
$797,000
$907.000
i913 ODU
;903,000 _
;952 D00
Se 000
�i58 000
000
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30
86740
89600
$7 200
S7200
__.. __......_..�22
;9 000
;9,000
r4-2
23,000
;23000
$3,250
3250$9
$9,600
600
$5,000
;5,000
;5 000
57,OD0
S5f 000
5266 080
$213,000
$60000
;61 p00
Z OW
24 Ot£
$82
8 000
$965
973 D00
40
92500
0
1
$720p
;9000
;24, 000
$3.250
$9,600
35000
II.% 000
19 0�
$63.000V$879000
4992 000
-50
954DO
6
1
7200
$9 000
S25 000
$3,250
;9,600 _
$5 OW
9 000
;2Z5,000
$64.000
51 01 t 000
-80
96400
_ B
1
S7 200
;9 000
$34.000
29 000 -._
_..._
__1;3L2 4
_
a9 600
5,000
wo.ODO
$232.000 m
;85 000$1U32000
-70
101300
6
1
57 2W
ODO
535000
$26000
$3.250
$9.um
SS ow
$60.000
$23 000
s66 000BO
104200
7
1
S76Qq
59 000
Q00
;27,000
;3,25(1
_ 11 200
� 11200
6 �0
;83 0f30
; 000
s69 00090
107100
Y
1
560
$9,000
$37000
$28,000
S3,2 -
$5,000
$64,000
$245,000
;70,000
-100
�110000
_ 7
_ 1
S758D
DDO_
;38000
E29,000411Z00
i5.000
$85,gW
3251,000
S71000
51,117,OOf1
PAGE40F4

TABLE B-3
WAKE COUNTY 025 OUTLET STRUCTURE
SUBMERSIBLE PUMPS
OPERATION AND MAWTENANCF COSTS
VERAG£
AVERA H
_ —
GENERAYOR
GENERATOR
r-P&L
GENERATOR
BOTTOM OF
VOLUME
S OF
ANNUAL
ANNUAL
NUMBER
ANNUAL
ANNUAL
ANNUAL
ANNUAL
ENGINE,
PUMP 6 MOTOR
YEARLY
TOTAL
CAPITAL
TOTAL
TOTAL
TOTAL
OUARRY
(AC -FT)
GAYS
PUMPING
PU.IPLNO
OF .
LABOR
ADHNISTRATPIE
. CPU
GENERATOR
EQUIPMENT
EQUIPMENT
PAINTM
ANNUAL'
COST
ANNUAL
40-YEAR
40-YEAR
(FT)
POWER
TIME
GENERATORS
COSTS
COSTS
POWER
FUEL
WJNTENANCE
MAINTENANCE
COST
D & M
CAM
COSTS
COSTS
(1).
(2)
(3
(kWh)
DAYS
COSTS
COSTS
COSTS
COSTS
__ DO�i
COSTS
COST6
20
4977
1D
itbbb
1
400
_605.640
S
13 06a W
69p
1,533 WD
496. 0
1,2 07
;2 3 407
20
4977_j,
2D
7500D
1
2
S5 DD
;9OOD
644,9JS
�,'1
19
$6500
54,000
55,000
406
185
VA 5
i9D9
1,5 002
2D
4977
30
7500D
2
6b
;9
_
DO
Z6
400
;S.000
_ 160
3747760
7
s0l272
;1 443 3
20
2D
4977
-
_ SD
1 D
75D0
5
3
1 •J
1
2
$6.120
35 4
f90pD
pDD
:96
49 4
19500
l
S3 50
S4,8D0
yl $00
D
$47iB70
CW200
'�323
f 1
5523
S77
D12S
7.3 5
iB58441
41-ICA 416
20
._�6666
-20
75DDD
2
1
60 -
i9
i19 Da
_
-P.250
;4
- ,000
147,310
75000
SSO 0
5800,860
i1,1
20
6566
36
7
3
1
1
;9
882
i3,250
-�
i:1000
S<7B7D
5331000
'555762
5743,574
441
20
_ 66
80
7�DD
6
1
S OO
S 00�___
�iiU
_1_,
iip500
S3
60b
5.000
1 W,mo
i187oaD
357
5765,87
822

Appendix C
HAZEN AND SAWYER
Envkonmental Enown A 9dmtsts

TABLE C-1
WAKE COUNTY Q25 OUTLET STRUCTURE
VERTICAL TURBINE PUMPS
100 YEAR FLOOD COST
FIRST SECOND
NUMBER
FIRST
SECOND
BOTTOM OF
100-YEAR 100-YEAR
OF TOTAL
100-YEAR
100-YEAR
O & M
TOTAL
QUARRY
FLOOD FLOOD
DAYS
FLOOD
FLOOD
COST
COST
(FT)
POWER POWER
PUMPING
COST
COST.
KW - HR KW - HR
4977 AC -FT,
10 DAYS
201
720000
950000
25-
$50,000
$65,000.
A4,000-
10
731000
995000
25
$50,000
$69,000
$4,000
0
742000
1040000
25
$51,000
$72,000
$4,000
P$123,000
-10
753000
1085000
25
$52.000
$75,000
$4,000
-20
764000
1130000
25
$53 000
$78,000
$4,000
-30
775000
-1 175000.
25
$53000
$81,000•
_$4,OD0
,
-40
-50
786000
1220000
25
$54,000_
$55,000
$84 000
-$4,000
$142,000
797000
1265000
25
$87,000
$4,000
$146,000
-60
808000
819R0Q -
1310000
1355000. ­
25
$5B d00
$90,000
$4.000
$150.000
-70 '
-- 25- --
$56,000-
$93,000
$4,000
$163,000
-80
830000
1400000
25
$57,000
$96 000
$4.000
$157.000
4977 AC -FT,
20 DAYS
20=
.720000.
950000
50
$50,000-
- $65,000
$8,000
$123,000-
10
_
731000
995000
50
$50,000'
$69 000
$8,000
$127,000
0
742000
1040000
50
$51.000
$72,000
$8,000
$131 000
-10
_
753000
1085000
50
$52.000
$75 000 _
_$8,000
135 ODO
-20
J-30
764000
1130000
50
53,000
$78 000
$8,000.
$139 000-
775000
1175000
50
53;000
$81,OOD
$s ,LOP Oo
$142 000
-40�
786000.
1220000
$64,000
$84,000'�
$8,000-
$146,000
-50
797000
1265000
_50
50
$55,000
$87 000
$8,000
$150,000
-60
608000
1310000
50 _
$551000
190 000
$8,000
$154,000
-70
819000
1355000
50
$56,000
$93,000
$8,000
$157,000
T-
-80
830000 _
1400000
T 50
$57,000
$96,000
$8,000
$16l,000_
Page 1 OF 4

TABLE C-1
WAKE COUNTY Q25 OUTLET STRUCTURE
VERTICAL TURBINE PUMPS
100 YEAR FLOOD COST
FIRST
SECOND
!NUMBER
FIRST
SECOND
BOTTOM OF 100-YEAR
100-YEAR
OF TOTAL
100-YEAR
100-YEAR
0.& M
TOTAL
QUARRY FLOOD
FLOOD
DAYS
FLOOD
FLOOD
COST
COST
(FT) POWER
POWER
PUMPING
COST
COST
KW-HR
KW-HR
4977 AC -FT,
30 DAYS
20
7'20000
950000
75
$50,000
65,000
$12,000
$127,000 i
10
731000
995000
75
$50,000
$69,000
$12,000
$131.000
0
742000
1040000
75
$51,000
$72,000
$12,000
$135 000 1
-1q
753000
1085000�
75
$52000
$75,000
$12,000
$139.000
-20
764000
1130000
75 -
$53,000
$78.000
$12,000
$143.000
-30
• 775000
1175000
75
$53,000
_$81 000
$12,000
$146,000
-40 --_
_78600_0
797000
1220000
75
$54,000
$84,000_
$12.00_0
$150 000
-50
'1265000V
_
75
$55,000_
$87,000
$12,000
$154,000
_
-60 -
868000
1310000
_
75
$90000
$12,000
$158,000
70 -�
819000
1355000
_
75
_$56;000
$56;Q00�
$93,000
$12,000
$181,000
-80
1 830000�
1400000
75
$57,000
_
$96,000
1 $12,000
1 $165,000_
4977 AC -FT,
60 DAYS
20
720000
950060
150
$50,000
$65 000
$25,000
$140 000
10
731000 _
995000
150
$50,000
$69.060 _.
$25,000
$144 000
0
742000
1040000
150
$51 000
-� -
$52,000
72,000 _
$25,000
$148,000
-10
753000
10850DO
150
$75,000
$25,000
$152.000
-20
_
764000
1130000
150
150
$53,000_
$53.000
$78,000�
$26,000
$156,000
_
-30
775000
1175000
$81,000
$25,000
$159,000
-40
766000
1220000
150
$54,000
$84,000
$25,600
$163 000
-50
797000
1265000
150
�150
$55,000
$87,000
$25,000
$167,000_
_
-60
808000
1310000
_
$56,00_0 -
$90,000
$25,000
$17l,000
-70
819000
1355000
_
150
$56;Ooo
$93,000
$25,000
$174 000
-80
830000
1400000
_ _
150
$57,OOq
$96,000
1 $25,000 1$176,000
Page 2 OF 4

TABLE C-1
WAKE COUNTY 025 OUTLET STRUCTURE
VERTICAL. TURBINE PUMPS
100 YEAR FLOOD COST
FIRST
SECOND NUMBER' FIRST SECOND
�BOTTOMOF
10D-YEAR
100-YEAR OF TOTAL 100-YEAR 100-YEAR
O & M TOTAL
QUARRY
FLOOD
FLOOD DAYS FLOOD FLOOD
COST COST
(FT)
POWER
POWER PUMPING COST COST
KW _ HR.,
KW - HR
W
6666 AG -FT,
10 DAYS
20-
460000
1110000
30
$32,000
$76,000
$5;000
$113,000
10.
470800'
1150600
30.
$33,000
$79,000°
$5 000.
$117,000
0
481600.-
1191600
30
$33,000
$82 000
�$5,000
.$120,DQ0
-10
4924067
1232400
30
$34 000
$85 000
$S,000
$124,000
-20
503200
1273200_
30
$35,000
$88,000
_
$5,000
$128,000
-30
514000
1314000
30
$36�0D0 _
-$90,ODD
$5,000
$131,000
�0
524800
1354800'
30
$36,000
$93,000
$5,000.
$134,000
-50
1 535600
1395600
J 30
30
$37 000 .
$96,000
$5,00
$138 000
-60
546400
1436400 -
$99,000
$S,66O-
$142,000
-70
557200
1477200
30_
30
__$3B4O00
$39.000
$102,000.
$5,000
$146-000
1148,000
568000
1618000
$39,000
$104,000
$5,000
-90
578800
1&6-66-6-r
30 1
$40 00D
1$107,OOD
$5 000
$152,000
-1D0
590000
- 1600000 1
30 j
$41,000'
$1.10,000 1
$5,000
$156;OD0
6666 AC -FT,
20 DAYS
20
460000-
1.110000�
60
$32 000,
. $76,000,
$10;000
$1.18,000�
_
10
470800
1150800
60
$33,000
$i9,000
$10,000
$122,000
0 _
481600
1191600
60
$33z000
$82,000
$10,000
$126,000
-10
492400
•1232400
60
$34 f100
$85.000
$10,000
$129,000
-20,
503200 -
1273200
60T
$35,000 •
$88,000
$10'000
$13_311000
-30 _
514000
1314000
_
60
$36000
$90 000
$10,000 ~
$136.000
-40
524800
1354800
60
$36,000
$93.000
$10,000
$139,000
-50
535600
1395600
60
$37,OD0
$10,000
$143,000
-60
54640D
1436400
_ 60
60
$39,000
_$96,000
$99,000
$10,000
$147,000
-70
657200
1477200
$39,000
_
$102,000
$10,000
$151,000
$153,000
-80.
568000
1518000--
60
$39 000
$104,000y
$10,000_
-00
578800
1558800
_
_ 60
60
$40,000
1$107,000
$10,000_
$16_ 7,_000_
_
-100
590000
1600000
$41,000
1$110,000
$10,000
$161,000
Page 3 OF 4

TABLE C-1
WAKE COUNTY Q25 OUTLET STRUCTURE
VERTICAL TURBINE BUMPS
100 YEAR FLOOD COST
FIRST
SECOND
NUMBER
AFIRST
SECOND
_
-
BOTTOM OF
100-YEAR
100-YEAR
OF TOTAL
100-YEAR
100-YEAR
" O & M
TOTAL
QUARRY
FLOOD
FLOOD
HAYS
FLOOD
FLOOD
COST
COST
(FT)
POWER
POWER
PUMPING
COST
COST
KW-HR
KW-HR
6666 AC -FT,
30 DAYS
20
460000
1110000
90
$32.000
$76,000
$15.000
$123 000
10
470800
1150800
90
$33,000
$79,000
$15,000
$16,000
$127,000
$130000
0
481600
1191600
90
$33,000
$62,000
-10
492400
1232400
90
$34.000
_
$85,000
$15,000
$134 000
-20
503200
1273200
90
$35,000
$88,000
$15,000
$138,000
-30
_
514000
1314000
90
$36 -006
$90,000
$15,000
$141,000
_
-40
524800
1354800
90
$3
$93,000
$15,000
$144,000
_ -50
535600
1395600
90
_6,000
$37,000
$96,000
$15 000
$148,000
-60
546400
1436400N
90
$38,000
$99,000
$15,000
$152,000
-70 --
557200
1477200
-_ _90
1.. _39 000
$102.000
$15,000_
$156 000
$95 as oo'
-8U
568000
1518000
90
$39, 000
$104.000
$i5,ao0
-90
576800
1558800
96
$40,000
$107,000
__$15 000
$162,000
-100
590000
1600000
90
$41,000
$110,000 .
$15.000
$166 000
6666 AC -FT,
60 DAYS
20
460000
1110000
1BO
32,000
$76,000
$30,000
$138,000
10
470800
1150800 *
180
$33,000
$79,000
$3D,000
$142,000
0
481600
1191600
18D-"'"-_
$33,000
$82,000
$30.000
$145,000
-10
492400
1232400
_ 180
$34,000
85,000
-$30600_
$149,000
-20
503200
1273266
180
$35,000
$88,000
$30,000
$153,000
-30
514000
1314000
180
$36l000
�$36.000
$90,0 0
$30,000
$156,000
_ AOT
524800
1354800
180
$93,000
$302000
$159,000
-50
535600
1395600
180
$37,000
$96,000
$30,000
$163,000
546400
1436400
180
$38,000
$99,000
$30 000
$167 000
_-60
-70
657200
1477200
$39,000
$102,000
-_$3_0,000
$171,000
-80
568000
1518000
_180
180
is
$39�000
$4_1�58800
0,000------
$104,000
$30,000
$173,000
_
-100
590000
'1600000
180
$1,000 10,000 j
$30,0001
$181,000
Page 4 OF 4

TABLE C-2
WAKE COUNTY Q25 OUTLET STRUCTURE
SUBMERSIBLE TURBINES PUMPS
100 YEAR FLOOD COST
FIRST
SECOND
NUMBER
FIRST
SECOND,
BOTTOM, OF
100-YEAR
100-YEAR
OF TOTAL
100-YEAR
100-YEAR
O & M
TOTAL
QUARRY
FLOOD
FLOOD
DAYS
FLOOD
FLOOD
COST
C05T
(FT)
POWER
POWER
PUMPING
COST
COST
KW-HR
KW-HR
4977 AC -FT,
10 DAYS
20,
720000
95DOOD
1 25
$50,000
$65I
$4,000
$119 000
10
731000
995000
25
$69 000
$4,000
$123 000
0
742000
1040000
25
_$50,000
$51',000
$72 000
$4,000
$127 000
-10
753000
1085000
_
25
$52 000
$75,OOD
$4,000
$131,000
-20
764000
1130000
25
$53,000
$78.000
$4 000
$135,000
•30
775000
1175000
25
$53 000
$81.000
$4 000
$138,000
-40
786000
2220000
25�
$54,000
$84.000_
$4 000
$142.000
.50
797000
1265000
_
25
55,000
$87,000
1 $4,000
$146,OD0
-60
----
56,000
$90 000
$4,000
$150,000
_
-70
lvi"
_
$56,000
g93,000
$4,000
S153,000
-SO
$57,000
$96,000 _
$4,000
$157,000
4977 AC -FT,
20 DAYS
20
720000
950000-
50
$50.000
$65 000
$8,000
$123,ODO
%
731000 T
995000-
50,
$50,000
$69,000
$8,000-
$127,000
0
742000
11040000
50
$51,000
$72.000
$8,000
$131,000
-10
753000
108500--
50
$52,000
$75,000
$8,000
$135,000
-20
764000
1130000
50
$53,000
$78,ODO
$8,000
$139,000
-30!
-40
775000
786000
5175000
1220000
50
50
$53.000
$54.000
_StiBi�DOQ
1134,000
$8,000
$142,004
$8 00D
$146,000
_ -50
79700D
1266000
50
A55�OOQ_
$87,000
$8,000
$150,040
-60
808006
131D000
50
$56 000
$90.000
$8,000
$154 000
-70
819000
1355000
50
$56:000
_
$93 000
$8,000
$167.000
-80_ _
_830000
1400000
50_
$57,000
$96.000 i
$8,000
$161,000
PAGE 1 OF 4

TABLE C-2
WAKE COUNTY Q25 OUTLET STRUCTURE
SUBMERSIBLE TURBINES PUMPS
100 YEAR FLOOD COST
FIRST
SECOND
NUMBER
FIRST
SECOND
BOTTOM OF
100-YEAR
WO -YEAR
OF TOTAL
100-YEAR
100-YEAR
O A M
TOTAL
QUARRY
FLOOD
FLOOD
DAYS
FLOOD
FLOOD
COST
COST
(FT)
POWER
POWER
PUMPING
COST
COST
KW-HR
KW-HR
4977 AC -FT,
30 DAYS
20
720000
950000
75
$50,000
$65.000
$12,000
$127 000
10
731000
9950T0
75
$50,000
$69.000
$12.000
$131,000
0
742000 _
1040000
75
$5000
$72,000
$12,000
$135 000
-10
1085000
75
52 000
$75,000
$12,000
$139 000
-20
_753000
764000
1130000
75
' $53,000
$78 000
$12,000
$143 000
-30
775000
1175000
75
$0,000
$81,000
$12,000
$146 000
-40
786000
1220000
75
$54 000
$84,000
$12,000
$150 000
-50
797000
1265000
_
75
$55,000
$87.000
$12,000
$154,000
-60
608000
1310000
75
$56 D00
$90,000
$12,000
$158,000
-70
819000
1355000
75
$56 000
$93,000
$12,000
$169 000
.._ -80 I 830000
1400000
_
- 75
$57 000
$98,000
$12,000�
$165,000
4977 AC -FT,
60 DAYS
20
720000
950000
150
$50,000
$65,000
$25,000
$140,000
10
731000
995000
150
$50,000
$69,000
0�0
$144.000
0
742000
1040006
� --154
$51 000
$72,000
.$25
$25,000
$148,000
-10
753000
1085000
�150
$52 000
$75,000
$25,000
$152,000
-20
764000
1130000
_ 150
$53,000
_$78,000
$25,000
$156,000
775000
1175000
150
$53,000
$81,000
$25,000
$159,000
786000
1220000
150
54,000$84000
$25,000
$163000
r-4
797000
808000
819000
830000
1265000
1310000
1355000
1400000
150
150
150
150
$55,000
$56,000
$56000
$57,000
$87,000
$90,000
$93,000
$96,000
$25,000
$25.000
$167000
$171000
$25,000
$25,000
$174,000
$178 000
PAGE 2OF4

TABLE C-2
WAKE COUNTY.Q25 OUTLET STRUCTURE
SUBMERSIBLE TURBINES PUMPS
100 YEAR FLOOD COST
FIRST
SECOND
NUMBER
FIRST
SECOND
BOTTOM OF
100-YEAR'
100-YEAR
OF TOTAL
100-YEAR
100-YEAR
O 8 M
TOTAL
QUARRY
FLOOD
FLOOD
DAYS
FLOOD
FLOOD
COST
COST
(FT)
POWER-
POWER
PUMPING
COST
COST
KW-HR
KW-HR
6666 AC -FT,
10 DAYS
20
460000
1110000
30
$32,000
$76,000
$5,000
$113 000
10
470800..
-1150 000
30
$33,000
179,D00
$5,00D
$117 000
6
•481600
91916067
30
$33.000
82 D00
S5,000
$120,000
-10
- 492400
J232400
30
$34,600
$85,000
$5,000
$124 000
-20
503200 .
1273200
30
$35,000
$88 000
$5,000 •128
000
-30
514000
1314000
30
$36,000
$90,000
$5,000
$131,000
-40
524800
1354800
30•
$36,0DO
$93 000
_$5,000
$134 000
-50
535600
30
$37,000
$98 000
$5 00D•
$138 000-
- -60
---70
546400
_139_5600
1436400
30
$38,000
$99 000
$5,000
142L000
_
557200
1477200
- 30
$39,00[}
i02,OD0
_ $5 000
$146,000
-80
568000
1518000
30
$39,000
$104,000
M.000
$148,DD0
-90
578800
1558860
30
$40,000
$107,000
$5 000
$152,00a
-100..
590000
16000001
30
$41,000 •
$110,000T
$5,000
$156000
6666 AC -FT,
20 DAYS
20
460000
1110000•
80
$32,000
1 $76 ODD
$10,000
$11$,000
10,
470800'
1150800,
60 _
$334000
79,000
$%000
4122,000
07
481600
1191600
60
$33,000
$82,000
$10 000
$125,000
-10
4924DO
1232400
60_
$34.000
$85,000
$10,000
$129,000
-20
503200
1273200
60
60
_$35.000
$3B 000
$3fi 000
$88000
$90,000
$93,000
$1D,000
$10,000__
$1 D 000
$133,000
$136 000
$139,000
-30,
514000
1314000
-40 -
5248M
1354800
_
60
-50
535600 _,
1395600
60
37090
_
$96 000
$10,000_
$143 000
-60_
546004
1436400
60.
$38,000
$99,000
S10 000
1$147,000
-70
557200
1477200�
60:
$39 000
$102,000
$10.000
$151 000
-80
568000
1518060
60
$39,000
$104,0DO
$10 D00
$153 000
-90
5788D0
155B8OO
_ fi0
40,ODD
$107 UDO_
$110,0D0
$10,000
157 ODD
-100
590000
1600000
60
$41,000
$10,0D0
$161000
PAGE 3OF4

TABLE C-2
WAKE COUNTY Q25 OUTLET STRUCTURE
SUBMERSIBLE TURBINES PUMPS
100 YEAR FLOOD COST
FIRST
SECOND
NUMBER
FIRST
SECONq
OTfOM OF
100-YEAR
100-YEAR
OF TOTAL_
100-YEAR
100-YEAR
O 8 M
TOTAL
QUARRY
FLOOD
FLOOD
DAYS
FLOOD
FLOOD
COST
COST
(FT)
POWER
POWER
PUMPING
COST
COST
KW-HR
KW -HR
6666 AC -FT,
30 DAYS
.20
460000
1110000
90
$32,000
$78 000
$15,000
$123,000
10
470800
1150800
90
$33 000
$79,000 _
$15,000
$127 000
0
481600
11991600
90
$33,000
$82.000
$15,000
$130,000
-10
492400
1232400
90
$34 000
$$5 000
$15,000
$134 000
-20'
503200
1273200
90
$35 000
$88.000
$15.000
$138 000
-30
514000
1314000
90
$36,000
$90,000
$15s000
$141000
-40
524800
1354800
90
$36,000
$93 000
$15.000
$144 000
_ _
-50
535600
1395600
90
$37 000
96,000
$15,000
$148,000
-60
546400
1436400
90
$38 000
$99,0W
$15,000
M$15,000
1$152,000
-70
55720b
568000
1477200
15 880800
90-
$39,000
$102 000
$156,000
-60
90
$39,000 M
$40000
1104 000
$107,000
$15.000
$158.000
-90
576800
1558800
90
$15,000
$162,000
-100
_
590000
1600000
90
$41:000
$110,000�
$15,000
$166,000
6666 AC -FT
60 DAYS
20
460000
1110000
180
$32,000
$76 000
$30,000
$138,000
10
470800
1150800
180
$33,000
$79,000
$30,000
$142,000
0
' 481800 ^
119 6600
180
$33 000
$82 000
$30,000
1145,000
-10
462400
1232400
180
$34,000
$85 000
$30,000
$149,000
-20
503200
1273200
180 ,
$35 000
$88.000
$30,000
$153 060
-30
514000
1314000
160
$36,000
$90,000
$30,000
$156,000
-40
524800
1354800
ISO---
$36,000
$93,000 �
�$30.000
$159 000
-50
535600
1395600
190
$37 000
$96 000
$30,000
$163.000
-60
-b46400
1436400
180
$38 000
$99 000
$30,000
$167 000
_
-70
_557200
1477200
180 --
$39,000
sl02,000
$30.,000
$171000
_
-80
-90
568000
578800
1518000
1555800
180
1 SO
$39,000
$40 000
$104,000
107 000
_$30 000
$30 400
$173 000
$177,000
_100
590000
1600000
180_
_ 1,000
$110,000
$30,000
$181,000
PAGE 4 OF 4

TABLE C=3
WAKE COUNTY Q25 OUTLET STRUCTURE
SUBMERSIBLE PUMPS
100 YEAR FLOOD- COST
BOTTOM OF
QUARRY
(FT)
'[
VOLUME
(AC -FT)
2
# OF
DAYS
(3 -
FIRST
100-YEAR
FLOOD
POWER
KW'- HR
SECOND
100-YEAR
FLOOD
- POWER.
KW - HR
NUMBER
OF TOTAL
DAYS
FIRST
100-YEAR
FLOOD
COST
SECOND
100-YEAR
FLOOD
COST
ADMINISTRATIVE
AND
LABOR
COSTS
TOTAL
COST
20
4977
10
8400 00
1020000
25
$70,242
$4,000
$132,000
20
4977
20
840000
1020000
50
_$67,897
$57,897
$70,242
$8,000
$136,000
20
4977
30=
840000
.1020000
75
$57,897
$70,242
$12,000
$140.000
20
4977
60
840000
1020000
150
_
$57,897
$70,242
$25,000.
$153,000
20
6666
10
530000.
1150000
35
$36,638
$79,157
$6,000
$122,000
20
6666
20
530000
1150000
70
$36,638
$79,157
$12,000
$128,000
20
6666
_
30'
530000�
1150000-
105•
$36,638
$79,157
$17,000
$133,000
20
6666
60
530000
1150000
210
$36,638
$79,157
$35,000
$151,000

Appendix D
HAZEN AND SAWYER
Environarerial Sroram d 8dranWs

L l.Z -7
...._._�-�s-}�►S�>a'�5-• moo._ r�-ou����a..-_-�... s�---. �.,u+.,n�o-»off
0_fx%`5 i� +
_-._---------- -- -...- --------- — r o� r� rya--�r„f-�o-a•��-
----r"i _9�+ri✓r�-ar�d��.�'-M^�'�1f --��� •V� 0/1J
i ilste- FrMwW42J_S ysrr2� Q� ►�+► �. i
................................ .. . ....... qor
����L ... - �„ � sisE�a4Eag v sASauEOu3 EaIttamUaaIAu3-- .•
..... .• 'P]Iw3' .......�� J. A� .. �S �i��� Liles ■ ?azm

11 WA-g4s DfttlL,.$r,./v ..:F. of...
4MANDSAWM By A:L.-� . ......... Chkd....96-T . ......
Environmental Engineers A Scientists Job ......... �.zm ... . .... . ................
x"I
__S 7 e2lf.
t77 Z>&Krl A.,t
'Af6--7-r-)' ->4,9-8
77-
. 4.0 7- /Z
�--,44ft;4j3 972-jzl—C-o
A_4t-,-
6
L-> 4 L4 PA Aj (4S C:
6

MMffiD %MR BV AAZ . . ......... Chkd
Euv|,womaoxml smUmwarg A SeleatiSts
77
--------r--------------------'------- —�-' ' - -'-- - ----'-''''� '�
_-_--_--_-_----___-__ _'-_�----- _- - -_-- _----_---� �
�---�----�---------'---------------�'-'--'0�Z���r�y''���� ---'-�-�- ------
---------'---'----------------'---'----'-------� --- '' - �(��v// �----�--� � '--'----
�
_
��
--------------------------\�m�--TO�� ��� � ' '

-2.4-0-L ow
Z2q
-U7 4g: IX
-XK
S-sckl/wf—L
--,tv-:� j4 qr CiE? S40, &W-D
-7 --4)-i9w w,
40
. ... . ................ a . ............. w
cr V�
AV
7-1
B&SIJUSIDS 11 SJQRUIOU3 IRIUDWUDIIAU3 .
mwvs awNpazm

WAKE COUNTY-- Q25 OUTLET STRUCTURE
ROUTING OF NELLO TEER QUARRY
DAY 10 STORAGE =
1014
DAY 20 STORAGE =
514
DAY 30 STORAGE =
158
DAY 60 STORAGE =
ERR
TURBINE PUMP CONDITION
TOTAL STORAGE =
4977 AC -FT
NUMBER OF PUMPS=
2
NUMBER OF STAGES =
2
DISCHARGE HEADER DIA. =
48
MAXIMUM DISCHARGE VEL =
7.3
MAXIMUM HORSEPOWER-
1523
ENERGY TO PUMP TO 250 MG =
722291 KW-HR
24
TIME
(DAYS)
1
TIME
(MIN)
2
STORAGE
(MG)
3
WSE
(ft).
4)
STATIC H
(ft)
5
HEADLOSS-
(ft)
6} _
TDH
(ft).
7)
DISCHARGE
(gpm)
(8)
VOL. OUT
'(MG)
9
PUMP
EFFICIENCY
10
TOTAL HP
11
KW-HR
12
0.00
0.25
0.50
0.75
1.00
1.25
1.50
1.75
2.00
2.25
2.50
2.75
3.00
3.25
3.50
3.75
4.00
4.25
4.50
4.75
5,00
5.25
0
360
720
1080
1440,
1800
2160
2520
2880
3240"
3600
3960
4320-
4680
5040
5400
5760
6120
6480
6840
7200
7560
1592.0
1577.1
1562.3
1547.5
1532.7
1518.0
1503.2
1488.5
1473.8
1459.1
1444.5
1429.8
1415.2
1400.5
1385.9
1371.3
1356.7
1342.2
1327.6
1313.1
1298.5
1284.0
233.1
231.5
230.1
228.5
226.9'
225.3
223.6
222.0
220.4
219.0
217.3
215.7
214.1-
212.4
210.8
209.4
207.7
206.0
204.4
202.7.
201.0
199.6
21.9
23.5
24.9
26.5
28.1
29.7
31.4
33.0
34.6
36.0
37.7 '
39.3
40.9
42.6
44.2
45.6
47.3
49.0
50.6
52.3
54.0
65.4
14.2
14.2
14.1
14:0
13.9'
13.9
13.9
13.8
13.8
13.8
13.7
13.7
13.7
13.7.
13.6
13.6
13.6
13.6
13.5
13.5
13.5
13.5
36.1
37.7
39.0
40.5
42.0;
43.6
45.2
46.8
48.4
49.8
51.4
53.0-
54.6
56.2
57.8
59.3
60.9
62.5
64.2
65.8
67.5
68:9
41393.0
41232.7
41104.3
40987.7
40949,2
40909.4
40869.7
40830.0
40790.4
40755.4
40714.9
40674.6
40634.3
40594.0
40553.8
40518.4
40477.3
40436.4
40395.4
40354.6
40313.7
40278.0
14.9
14.8
14.8
14.8
14.7
14.7
14.7
14.7
14.T
14.7
14.7
14.6
14.6
14.6
14.6
14.6
14.6
14.6
14.5
14.5
14.5
14.5
0.42
0.43
0.43
0.43
0."
0.44
0.44
0.45
0.45
0.45
0.46
0.46
0.47
0.47
0.47
0.48
0.48
0.49
0.49
0.49
0.50
0.50
889
920
944
972
999
1026
1053
1079
1105
1127
1153
1177
1201
1225
1248
1268
1291
1313
1335
1356
1377
1395
4279
4426
4543
4678
4808
4940
5069
5195
5319
5426
5548
5666
5782
5896
6008
6103
6213
6320
6425
6527
6628
6714

WAKE COUNTY - Q25 OUTLET STRUCTURE
ROUTING OF NELLO TEER QUARRY
DAY 10 STORAGE =
1014
DAY 20 STORAGE =
514
DAY 30 STORAGE =
158
DAY 60 STORAGE =
ERR
TURBINE PUMP CONDITION
TOTAL STORAGE =
4977 AC -FT
NUMBER OF PUMPS=
2
NUMBER OF STAGES =
2
DISCHARGE HEADER DIA. =
48
MAXIMUM DISCHARGE VEL =
7.3
MAXIMUM HORSEPOWER =
1523
ENERGY TO PUMP TO 250 MG =
722291 KW-HR
24
TIME
(DAYS)
6
TIME
(MIN)
2
STORAGE
(MG)
3
WSE
. (ft)
4
STATIC H
(ft)
�5)
HEADLOSS
(ft)
s�
TDH
(ft)
(7
DISCHARGE
(gpm)
(8
VOL. OUT
(MG)
i9
PUMP
EFFICIENCY
10)
TOTAL HP
11
KW-HR
12
5.50
5.75
6.00
6.25
6.50
6.75
7.00
7.25
7.50
7.75
8.00
8.25
8.60
8.75
9.00
9.25
9.50
9.75
10.00
10.25
10.50
10.75
7920
8280
8640
9000
9360
9720
10080
10440
10800
11160
11520
11880
12240
12600
; 12960
13320
13680
14040
14400
14760
15120
15480
1269.5
1255.0
1240.6
1226.1
1211.7
1197.2
1182.8
1168.4
1154.1
1139.9
1125.6
.1111.5
1097.4
1083.3
1069.3
1055.4
.1041.5
1027.7
1014.0
1000.3
986.6
973.0
197.9
196.2
194.5
192A
191.1
189.6
187.9
186.2
184.5
182.8
181.1
179.6
177.9
176.2
174.5
172.8
171.1
169.6
167.9
166.2
164.5
162.8
57.1
58.8
60.5
62.2
63.9
65.4
67.1
68.8
70.5
72.2
73.9 '
75.4
77.1
78.8
80.5
82.2
83.9
85.4
87.1
88.8
90.5
92.2
13.4
13.4
13.4
13.3
13.3
13.3
13.3
13.2
13.1
13.0
12.9
12.8
12.7
12.6
12.5
12.4
12.3
12.2
12.1
12.0
11.9
11.8
70.6
72.2
73.9
75.5
77.2
78.6
80.3
82.0
83.6
85.2
86.8
88.2
89.8
91.4
93.0
94.6
96.2
97.6
99.2
100.8
102.4
104.0
40236.2
40194.6
40153.1
40111.5
40070.0
40033.8
39965.6
39798.3
39638.1
39478.1
39318.8
39181.5
39018.0
38857.0
38696.4
38536.5
38377.2
38240.3
38076.9
37916.8
37765.3
37595.4
14.5
14.5
14.5
14.4
14.4
14.4
14.4
14.3
14.3
14.2
14.2
14.1
14.0
14.0
13.9
13.9
13.8
13.8
13.7
13.6
13.6
13.5
0,51
0.51
0.51
0.52
0.52
0.53
0.53
0.54
0.55
0.57
0.58
0.59
0.60
0.61
0.62
0.63
0.64
0.65
0.66
0.67
0.68
0.69
1416
1436
1455
1475
1494
1510
1523
1516 -
1510
1503
1497
1491
1484
1478
1471
1465
1458
1453
1446
1440
1433
1427
6813
6910
7005
7098
7169
7266
7331
7298
.7266
7234
7203
7175
7143
7112
7080
7049
7018
6992
.6960
6929
6898
6867

WAKE COUNTY - 025 OUTLET STRUCTURE
ROUTING OF NELLO TEER QUARRY
DAY 10 STORAGE =
1014
DAY 20•STORAGE =
514- -
DAY 30 STORAGE =
158
DAY 60 STORAGE =
ERR
TURBINE PUMP CONDITION
TOTAL STORAGE =
4977 AC=FT
NUMBER OF PUMPS=
2
NUMBER OF STAGES =
2
DISCHARGE HEADER DIA. =
48
MAXIMUM DISCHARGE VEL =
.7.3
MAXIMUM HORSEPOWER =
1523
ENERGY TO PUMP TO 250 MG =
722291 KW-HR
24
TIME
(DAYS)
1)
TIME
(MIN).
2
STORAGE
(MG)
3
WSE
(f ):
4
STATIC H
MY
5)
HEADLOSS
MY
TDH
(f)
DISCHARGE
(gpm),
(6)
VOL. OUT
(MG)
PUMP
EFFICIENCY
10
TOTAL HP
11
KWHR
12
11.00
11.25
11.50
11.75
12.00
12.25
12.50
12.75
13.00
13.25
13.50
13.75
14.00
14.25
14.50
14.75
15.00
15.25
15.50
15.75
16.00
16.25
15840
16200
16560
16920
17280
17W
18006
18360
18720�
19080
19440
19800
20160:
20520
20880
21240
21600
21960
22320
22680
23040
23400-
959.5
946.0
932.6
919.2
905.9'
892,E
879.4
866.3
853.2-
840.2
827.2
814.3
801.4
788.7
775.9
763.3
750.7
738.1
725.6
713.2
700.9
688.6
161.1
159.6
157.9
156.2
154.5
152.8
151.1
149.7
147.9
146.2
144.5
142.8
141.2
-139.7
138.0
136.3
134.6
132.9'
131.2
129.8
128.1
126.4
93.9
95.4
97.1
98.8
1005
102.2
103.9
105.3
107.1
108.8
110.5.
112.2
113.B;
115.3
117.0
118.7
120.4
122.1
123.8
125.2
126.9
128.6
11.7
11.6
11.5
11.4
11.3
11.2
11.1
11.1
11.0,
10.9
10.8-
10.7
10:6
10.5
10.4
10.3
10.2
10.1
10.0
9.9
9.8
9.7
105.6
107.0
108.6
110.2
111.9
113.5
115.0
116.4
.118:0'
119.6
121.2
122.8
12414.
125.8-
127.4
129.0
130.6
132.2
133.7
135.1
136.7
138.3
37436.1
37299.9
37136.4
36975.4
36814.8
36655-0
36495.8
36360.2
36196.8-
36035.7
35862.8
35687.9
35513.9,
35366.9
35188.1
35012.3
34837.2
34662.9
34489.4
34343.8
34165.5
33990.1
13.5
13.4
13.4
13.3
13.3
13.2 -
13.1
13.1
13.0
13.0
12.9'
12.8
12.8"
12.7
12.7
12.6
12.5
12.5
12.4
12.4
12.3
12.2
0.70
0.71
0.72
0.73
0.74
0.76
0.77
0.78
0:79
0.80
0.80
0.81
0.81
0.81
0.81
0.82
0.82
0.82
0.83
0.83
0.83
0.94
1420
1415
1409
1402•
1396
13B9
1383
137E
1371
1365
1368
1374
1380
1384
1389
1394 .
1399
1403
1408
1411
1415
1419
6836
6810
6779
6748
6718'
6687
6657
6631
6600,
6570
6585
6613
6640
6661
6686
6710
6733
6754
6775
6791
6810
6828

WAKE COUNTY - 025 OUTLET STRUCTURE
ROUTING OF NELLO TEER QUARRY
DAY 10 STORAGE =
1014
DAY 20 STORAGE =
614
DAY 30 STORAGE =
158
DAY 60 STORAGE -
ERR
TURBINE PUMP CONDITION
TOTAL STORAGE =
4977 AC -FT
NUMBER OF PUMPS=
2
NUMBER OF STAGES =
2
DISCHARGE HEADER DIA. =
48
MAXIMUM DISCHARGE VEL =
7.3
MAXIMUM HORSEPOWER =
1523
ENERGY TO PUMP TO 250 MG =
722291 KW-HR
24
TIME
(DAYS)
1
TIME
(MIN)
2
STORAGE
(MG)
3
WSE
N
4
STATIC H
(ft)
T (5)
HEADLOSS
(ft)
6
TDH ]DISCHARGE
00
�7�
(gpm)
8
VOL. OUT
(MG)
9
PUMP
EFFICIENCY
10
TOTAL HP
11
HR
';6845
16.50
16.75.
17.00
17.25
17.50
17.75
18.00
18.25
18.50
18.75
19.00
19.25
19.50
19.75
20.00
20.25
20.50
20.75
21.00
21.25
21.50
21.75
23760
24120
24480
24840
25200
25560
25920
26280
26640
27000
27360
27720
28080
28440
28800
29160
29520
29880
30240
30600
30960
31320
676.3
664.2
652.1
640.1
626.2
616.4
604.6
693.0
581.5
570.0
558.7
547.4
536.2
525.1
514.1
503.2
492.4
481.7
•471.1
460.6
450.2
439.9
124.7
123.1
121.4
120.0
118.3
116.6
115.0
113.3
111.7
110.1
108.7
107.1
105.5
103.8
102.2
100.7
99.3
97.7
96.2
94.6
93.0
91.5
.130.3
.131.9
133.6
135.0
136.7
138.4
140.0
141.7
143.3
144.9.
146.3 '
147.9
149.5
151.2
152.8
154.3
155.7
157.3
158.8
160.4
162.0
163.5
9.6
9.5
9.4
9.2
9.1
9.0
8.8
8.7
8.5
8.4
8.3
8.2
8.0
7.9
7.8
7.6
7.5
7.4
7.2
7.1
7.0
6.8
139.9
141.4
143.0
144.2
145.8
147.3
148.8
150.3
151.8
153.3
154.6
156.1
157.6
159.1
160.5
162.0
163.2
164.6
166.1
167.5
168.9
170.3
33815.4
33565.2
33296.7
33083.7
32817.1
32557.7
32299.6
32043.5
31789.2
31536.7
31325.2
31066.3
30811.9
30559.9
30294.0
30003.9
29769.5
29472.6
29184.8
28899.0
28615.7
28335.0
' 12.2
12.1
12.0
11.9
11.8
11.7
11.6
11.5
11.4
11.4
11.3
11.2
11.1
11.0
10.9
10.8
10.7
10.6
10.5
10.4
10.3
10.2
0.84
0.84
0.84
0.84
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.06
0.86
0.86
0.86
0.86
0.86
0.86
0.86
0.86
0.86
0.86
1422
1424
1426
1427
142E
1429
1430
1431
1431
1431
1431
1430
1430
1429
1428
1427
1426
1425
1423
1421
1419
1417
5
6863
6869
6075
6879
6883
6885
6886
6887
6886 '
6884
6881
6877
6873
6868
6864
6857
6850
6841
6831
6820

WAKE COUNTY- 025 OUTLET. STRUCTURE
ROUTING OF NELLO TEER QUARRY
DAY 10 STORAGE =
1014
DAY 20 STORAGE =
514
DAY 30 STORAGE =
158
DAY 60 STORAGE =
ERR
TURBINE PUMP CONDITION
TOTAL STORAGE =
4977 AC -FT
NUMBER'OF PUMPS=
2
NUMBER OF STAGES =
2
DISCHARGE HEADER DIA. =
48
MAXIMUM DISCHARGE VEL =
7.3
MAXIMUM HORSEPOWER =
1523
ENERGY TO PUMP TO 250 MGM
722291 KW-HR
24
TIME
(DAYS)
1
TIME
(MIN)-
STORAGE
(MG)
3
WSE
(ft)
4
STATIC H
(ft)
5
HEADLOSS
MY
TDH
(ft)
_(7)�
DISCHARGE
(gpm)
_(B
VOL. OUT
(MG).
9
PUMP
EFFICIENCY
10
TOTAL HP
11
KW -
22.00
22.25
22.50
22.75
23.00
23.25
.23.50-
23.75
24.00
24.25
24.50
24.75
25.00
25.25
25.50
25.75 -
26.00
• 26.25
26.50-
26.75
27.00
27.25
31680
32040
32400
32760
33120'
33480
3384©
34200
34560-
34920
35280
35640
36000•
36360
36720=
37080
37440
37800
38160• -
38520
38880
39240
429.7
419.6
409.5
399.6
389.&
380.1
370.5
361.0
351.5
342.2
333.0
323.9
315:0:
306.1
297.4
288.7
280.1
271.7
263A:
255.1
247.0
239.0
90.3
88.7
87.2
85.7
84.1:
82.7
81.2
80.0
78.5
77.0
75.6
74.1
72.7
71.3
70.2
68.8'
67.4
66.1
64,.7
63A
62.0
60.7 -
164.7
166.3
167.8
169.3
170:9:
172.3
173.8
175.0'
176.5
178.0.
179.4
180.9
182.3
183.7
184.8
186.2
187.6
188.9
190.3
191.6
193.0
194.3
6.7
6.6.
6.5
6.3
6.2-
6.1
6.0
5.8
5J
5.6.
5.5
5.3
5:2
5.1
4.9
4.9
4.7
4.6
4:5,
4.4
4.3-
4.2
171.4
172.9
174.3
175.7
177.1 .
178.4
179.8
180.8
182.2
183.6
184.9
186.2
.187.5
188.7
189.7
191.0
192.3
193.5
194.8
196.0
197.2
198.4
28113.9
27823.7
27542.9
27264.0
` 26987.8'
26714.2
26443,1
26198.1
25865.9
25546.9
25230.5
24917.8
24608.6•
24303.0
24073.1
23756.5
23452.3
23150.8
22853.0
22558.6
22267.8
21980.4
10.1
10.0
9.9
9.8
' 9.7
9.6
9.5
9.4
9.3
9.2
9.1
9.0
8.9
8,7
8.7
8.6
6.4
8.3
8:2
8.1
6.0
7.9.
0.86
0.86
0.86
0.86
0.8&
0.86
0.86
0.86
0.85
0.86
0.85
0.84
0.84
0.83
0.83
0.83
0.82
0.82
0.82
0.81
0.81
0.80
1415
1412
1410
1406
1403
1400
1396
1395
1395
1394
1393
1392
1391:
1389
1388
1386
1383
1381
1378
1375
1372
1369
6811
6798
6784
6769
6753.
6736
6719
6715 -
6713
6710
6706
6700
6694
6686
6680
6669
6658
6646
6633
- 6618
6603
6587.

WAKE COUNTY - Q25 OUTLET STRUCTURE
ROUTING OF NELLO TEER QUARRY
❑AY 10 STORAGE =
1014
DAY 20 STORAGE =
514
DAY 30 STORAGE =
158
DAY 60 STORAGE =
ERR
TURBINE PUMP CONDITION
TOTAL STORAGE =
4977 AC -FT
NUMBER OF PUMPS=
2
NUMBER OF STAGES =
2
DISCHARGE HEADER DIA. _.
48
MAXIMUM DISCHARGE VEL =
7.3
MAXIMUM HORSEPOWER =
1523
ENERGY TO PUMP TO 250 MG =
722291 KW-HR
24
TIME
(DAYS)
1
TIME
(MIN)
2
STORAGE
(MG)
(3)
WSE
(ft)
4)
STATIC H
(ft)
5
HEADLOSS
(ft)
(6}
TDH
(f#)
DISCHARGE
(gpm)
_ {$�
VOL. OUT
(MG)
9
PUMP
EFFICIENCY
10
TOTAL HP
11
KW-HR
12
27.50
27.75
28.00
28.25
28.50
28.75
29.00
29.25
29.50
29.75
30.00
30.25
30.50
30.75
31.00
31.25
31.50
31.75
32.00
32.25
32.50
32.75
39600
39960
40320
40680
41040
41400
41760
42120
42480
42840
43200
43560
43920
44280
44640
45000
45360
45720
46080
46440
46800
47160
231.1
223.2
215.5
207.9
200.5
193.1
185.9
178.7
171.7
164.8
158.0
151:3
144.7
138.2
131.8
125.6
119.4
113.4
107.4
101.5
95.7
90.0
59.8
58.4
57.1
55.9
54.6
53.4
52.2
51.0
50.1
48.9
47.7
46.6
45.4
44.3
43.2
42.1
41.0
40.3
39.2
38.2
37.1
36.1
195.2
196.6
197.9
199.1
200.4
201.6
202.8
204.0
204.9
206.1
207.3 '
208.4
209.6
210.7
211.8
212.9
214.0
214.7
215.8
216.8
217.9
218.9
4.1
4.0
3.9
3.7
3.6
3.5
3.4
3.3
3.2
3.1
3.0
2.9
2.8
2.7
2.6
2.6
2.5
2.4
2.3
2.3
2.2
2.1
199.3
200.5
201.7
202.9
204.0
205.1
206.2
207.3
208.1
209.2
210.3
211.4
212.4
213.4
214.5
215.5
216.4
217.1
218.1
219.1
220.6
221.0
21767.3
21442.9
21100.7
20765.7
20435.3
20109.8
19789.0
19472.8
19252.9
18924.9
18612.5
18303.9
18000.1
17700.9
17406.3
17116.3
16830.6
16646.0
16349.6
16067.4
15789.0
15515.2
7.8
7.7
7.6
7.5
7.4
7.2
7.1
7.0
6.9
6.8
6.7
6.6
6.5
6.4
6.3
6.2
6.1
6.0
5.9
5.8
5.7
5.6
0.80
0.80
0.79
0.78
0.77
0.76
0.75
0.74
0.74
0.73
0.72
0.71
0.70
0,70
0.69
0.68
0.67
0.67
0.66
0.65
0.64
0.64
1366
1365
1366
1368
1369
1370
1371
1372
1372
1373
1373
1372
1372
1371
1370
1369
1368
1367
1365
1363
1361
1358
6574
6567
6576
6584
6590
6596
6600
6603
6604
6606
6606
6605
6603
6599
6595
6590
.6583
6578
6570
6560
6549
6538

WAKE COUNTY - Q25 OUTLET STRUCTURE
ROUTING OF NELLO TITER QUARRY
DAY 10 STORAGE =
1014
DAY 20 STORAGE =
514
DAY 30 STORAGE =
158
DAY 60 STORAGE =
ERR
TURBINE PUMP CONDITION
TOTAL STORAGE =
4977 AC -FT
NUMBER OF PUMPS=
2
NUMBER OF STAGES =
2
DISCHARGE HEADER DIA. =
48
MAXIMUM DISCHARGE VEL =
7.3-
MAXIMUM HORSEPOWER =
1523
ENERGY TO PUMP TO 250 MG =
722291 KW-HR
24
TIME
(DAYS)
(1
TIME
(MIN);
(2)
STORAGE
(MG):
3
WSE
(ft)
4
STATIC H
MY`
_ _ (5
HEADLOSS
(ft)
( .._w _
2.0
2.0
1.9
1.8
1.8
1.7
1.7
ERR
TDH
(ft);.
. �� -
221.9
222.8
223.7-
224.6
226.6
226.3
ERR
ERR-
DISCHARGE
(gpm)
�gi
15245.7
14980.E
14719.9
14463.3
14210.9
13962.7
ERR
ERR
VOL. OUT
(MG)EFFICIENCY:
(9
PUMP
10
TOTAL HP
11
KW-HR
12
33.00
33.25
33.50
33.75
34.00
34.25
34.50
34.75
47520
47880
48240
48600
48960
49320'
49680
50040
84.4
78.9
73.5
6B.2
63.0
67.9
52.9
ERR
35.1
34.1
33.2'
32.2
31.3'
30.4
ERR
ERR
219.9
220.9
221.8
222.8
223.7•
224.E
ERR
ERR
5.5
5.4
5.3
5.2
6.1:
5.0
ERR
ERR
0.63
0.62
0.62
0.61-
0.60
0.60
ERR
ERR,
1356
1353
1350
1346
1343
1339
ERR
ERR
6525
6511
6496
6480
6463
6446
ERR
ERR

l�
STAGE -STORAGE CURVE
TOTAL STORAGE = 4977 AC -FT
BOTTOM ELEVATION = 20 FEET
TOT, VOL.
M.G.)
STAGE
AREA
(SQ.FT.)
AREA
(ACRES
VOL. CHG.
AC. -FT.
VOL CHG.
AC. -FT.
I TOT. VOL.
AC. -FT.
0.00
-100
0.00
-90
0.00
-801
0.001
0.001
0.00
0.00
-70
0.00
0.00
0.00
0.00
-60
0.00
0.00
0.00
0.00
-50
0.00
0.00
0.00
0.00
-40
0.00
0.00
0.00
0.00
-30
0.001
0.001
0.00
0.00
-20
0.00
0.00
0.00
0.00
-10
0.00
0.00
0.00
0.00
0
0.00
0.00
0.00'
a.00
101
0.00
0.00
0.00
0.001
20
142300
16.8 ; 0.00
0.00
0,00 '
5&81 -
30
1811001
17.4 171.291
55.81
171.29
113.49
40
203100
j 18.0 177.001
57.68
348.29
173.03
50
2749001
18.6. 182.711
59.54
531.00
234.43
60
303550,
19.1 ; 188.431
61.40
719.43
297,69
70
3211501
19.7 ' 194.14 '
63.26
913.57
362.811
80
3464001
20.3199,86
; 65.12
1113.43
429.801
90
3633001
20.8': 205.571
66.99
i 1319.00
j 498.64
100
5827001
21.4 ' 21119
68.851
1530.29
569.35
110
6118001
217.00
` 70.711
1747.29
641.92
120
7203501
22.6 222.71
72.571
1970.00
716.36
130
753000
23.1 ; 228.43
f 74.43
` 2198.43
792.65
140
806100
23.7 i 234.14
; 76.30
2432.57
870.811
150
841900
24.3 ` 239.86
78.16
2672.43
950.83
160
8619001
24.8 i 245.571
80.02
2918.00
1032.71
170
8821001
25.4 c 251.291
81.88
3169.29
1116.46
180
914200
26.0 257.001
83.74
3426.29
1202.061
190
953300
26.6 262.711
85.61
3689.00
1289.531
2001
1036400
27.1 ' 268.43
87.47
3957.43
1378,861,
210
1061700
27.7 274A4'
89.33
4231.57
1470.051
220
1104700
28.3
' 279,86
' 91.19
4511.43
1563.10
230
1146300
28.81
285.571
93.051
4797.00
1658.02
240
1178100
29.41
291.291
94.92
5088.29
1754.80
250
1618600
30.0 297.001
96.78
5385.29
1853.43
260
1758500
s 30.6 302.711
98.641
5688.00

p; VERTICAL TURBINE PUMPS Z
SINGLE STAGE PERFORMANCE
152
PRI:7J IN"Y
34H
7000
880.
=�
RPM
160
ENCLOSED
IMPEL RF1
T7SAM
ton
IL
z 120
F 100
so
110
40
�NINE� s
w�...w�rrr—
ww..w��wwwo•w.��.. .� ■
LEN-
ME-oil��
-4 Gil
ziI
k;
—
tq
�irYi�iRpm
n.r.w�i�►a�_riiYi
ww.odw�www�Is
11—��
arw�
�
...wow
re�rrww�r.wr.a.wwaww.w..g�w�.
sw.•r.r...irsw�--
n.ww.www—r++�.
' ..•.�.44�--w�-.mow-�.�lww�wl�.
rrr+....wr�.ww—�.
ww.w....ew+mowa.s�r�wn•ww.�va.._�.rww_
.�.r.. w.w, i
.:raw.a�w�e.r�.ww..iwww.w....�wwwwwaoa
:w',�ssr.Uwww+��+��•rt��
JI
40
w
30
20 �
z
10
a 700D 4000 800D agoo 100co 12D0D 14000 lam t8000 2=0
U.S. GPM
FOR MULT-STAGE-USE HEAD CORRECTION FACTOR .91 FOR EACH STAGE.
EFMIENCY CORRECTIONS,,, DIMENSIONS T€CHMICAL DATA
(inches)
H{J YM OF
STAGES
E,PRCIENCY
CHANGE
1
0 POINTS
0 POINTS
3
.1-0 POINTS
4
NA
5
NA
a
NA
801WL
URCURCY
MATERIAL
CHANGE
CAST IRON
NO ClfAl+1GE
ENAMELED C1
N CHANGE
IMPELLER
EFRCO=
((MATERIAL
CHANGE
[AST IRON
-1.0 POINTS
8 NZa
NO CFIANGF
ENAMELED C.I.
NO CHAN E
III Refer to "Applitatian and Relerence
Cam" Ior head conestlan.
24- COLUM N
1 I l
Z5-% MIN. 4 1400
i
1 I MINIMUM
WATER
LELvEL
i I!
47.M'
C ,1
So
L2100 O.�
'Ada 32.86 lar each ack ltiona[ stage.
00 Mu �
1
DATA.
VALUE
MAXIMUM OPERATING SPEED
900 RPM
MAXIMUM NUMBER OF STAGES
3--
PUMP SHAFT DIAMETER
RTF
IMPELLER EYE AREA
227 SCL IN.
MAXIMUM SPIiERE SIZE
3.28 IN.
K. (THRUST FACTOR)
1 111 L851F1'.
K. [ROTOR WT. PER STAGE)
305 LBS•
BOWL WT. FIRST STAGE)
35M L8S-
BOWL WT. (EACH AOO'L. STAGE)
1400 LOS.
ALLOWABLE SHAFT STRETCH
.38 IN.—
NVKt (FIRST STAGE) • -
.171 LES.-FT.=
AL (EACH AOO'L. STAGE)170
LBS.•Ff �
BOWL RING CLEARANCE
I .0291.03 IN.
—These are nominal values. Refer to "Application and
Reference Data" for information further limiting or
extending these values.
`•• This value is the minimum suismergenca required to
prevent vortexing only. This value may need to be
increased t0 provide adequate NFSHA.
FAIRBANKS MORSE PUMPS
wvaS

TYPE: SUBMERSIBLE TURBIN
NUMBER: 2
PUMP INPUT INFORMATION
Q(GPM)
HEAD
FLOW EFFICIENCY
10
21500
0.4
20
20500
0.43
40.
20000
0.53
60
18000
0:8
70
16900
0.84
80
15200
0.86-
90
13200
0.86
100
10800
0.8
126
5000
6.49
156
0
0

Appendix E
HAZEN AND SAWYER
EmGonnwU Erropineers & Scientists

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det,-r49-7- PrP'tnI6 GcSSTS
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�✓�. act_ _ice �5 ' t�b� /_�_�f%�a,� v-x�a{/'?' S
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Alt d me t 3
Rmervoir 25Q
Rough 'Ball-P&W Coal to Pravlda 9eetdcid ServiCe
CoMfor
Service Point of Line Worst Line Work
A GeGv054116 WLSile TOTAL
$
0.000
750
$13 000
me
nla
.315.000
1 D00
320,000
assumes nova
Na
= 000
1500
320.000
$15 000
3330DO
2 5W
$30.000
$15 000
i75
3120 000
3,750
35 000
$15,QW
$80 0w
314r 009.
8 =
5 000
315 000
$W 000
0 000
These costs are baQpark estimates only and are provided only as a rough estirnabe of
the cost to provide elw1rical service to the proposed Reservoir25Q project These
coats are based on present day feeder iocaMrts and loacng capacities which are
subled to chwge at any time.
Casts ore based on overhead service for loads up 1hrough 1,5W kva. Above than
cost of servke is based on gwnd type subata dons.
Pmsss* the local feeder has approdmateiy 2 MW of capacity available. Therefore the
coat of service for loads up through 1,500 Wo assume no lime work required oif-sibs
However, loads above 2,000 kva would rr 9 5k* require that the etsting feeder be
upgraded to a double chtuit resullbrp In an a kNonal Wense estimated at around
$75,0GQ. For toasts of 3.750 kva and greater capacitor banks would be required at an
addM nsl estimated COM of 35,000. •
• Based on present feeder loading an addtional 1,5W kva would rwt requim double
cimul8ng. However, go load gram In this area the m9able capacity an the feeder
will diminish. Dependatg on the available capacity at the bme this project commences
R may be necessaryto double dreuli the feeder far a load at or below 1,5W kva.

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Environmental Enginstrs & SclentIsts Job ............................

WA-k , L0 �Z Date.... �.� .7 . .... %. of ,
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Environmental Enginsers & Scientists
Date..
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Job .... 3X2F...............................
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-alM 'H3AMVS (INV N3ZVH 1I

Carolina Power A Light eampany
(North Carotins only)
A 7/7
SEASONAL OR INTERMITTENT SERVICE
SMEDULE 51-78
VVAILARIL-ITY
t
This Seheduta is available for a nonresidential customer at a single point of delivery, at one of the Commpanyos
standard voltages, and whose operation is normally seasonal or varies greatly from month to month; whose actual
kW demand for at Least two consecutive months is less than 30% of the greater of the Contract Denmand ar maxim=
demand registered in the preceding 12 months; and whose Contract Demand or registered or computed demand is 30
kii or more.
This Schedule is not available for short-term, construction, teaporsry, breakdown, stane by, or supplementary
service or for Contract Demands or Loads of less than 30 ku or greater than 100,000 W.
COWMACT DEMIANO
The Contract. Demand &hall be the kw of demand specified in the Service Agraeahnnt.
MONTHLY AME
I. For those months when service is used:
For S e- S "ice:
A. S12.D0 Customer Charge
8. Kilowatt-hour Energy Charge;
8.772s per kith for the first 2,006 kWh
6.8589 per kub for aiL additional M
Decker No. E-2, Sub 622
the effect of the Commission order included in the above kil6watt-hour charges is an increase,
including gross receipts tax, of 0.0134 par kith as compared to the rates in effect ismediatety prior
to September 15, 1992.
Per Three -Phase Service:
''tea The bill computed for single-phase service plus 59.00.
11. A charge mitt be added to the monthly bill In each of three consecutive months in each contract year
to be referred to as facilities charge months. Facilities charge months shalt begin with the first
month service is taken or as specified in the Service Agreement but shell not begin later than the
tenth month of the contract year. The charge to be added during each facilities charge month mitt be
determined as fotlaws:
$16.80 :Customer Seasonal Charge"
S 3.45 per kW Facilities Charge for each k4 of demand registered in the first facilities
charge month or the maximum 15-mi6xnte registered demand 'in the previous 11 months
or the Contract Demand, whichever is greater.
SAEST
To the abave charges mitt be added any applicable Worth Carolina Sales Tax.
PAYMEW5
Bills are due when-rahred and are payable within 15 days from the date of the biLt. if any bill is not -so
paid, the Company has: the right to suspend service in accardenee with its Service Regulations. In addition,
any bill rot paid on or before time expiration of twenty-five (25) days from the data of the bill is subject to
an additional charge of 1% per month as provided in Rule R12-9 of the Rules and Regulations of the North
Carolina Utilities Commission.
REMOVAL OF FAC1lMES
If the C=tmmrr is 'not using service or is only pertietly using service, the Company may, after notice to the
Customer, remove any of its transformers end other equipment (other than structures and corducters) or may
substitute other equipment for that which is beirq only partially used by the Customer. In either even, the
CaWany mitt furnish and instal[, at its own expanse, the same or equivalent equipment, or any needed substitute
equipment, at the time the Customer notifies do Company of their desire to resume taking service.
5I-7a Sheet 1 of 2

Appendix F
HAVEN AND SAWYER
EmrimnmontW Enonoom 6 gdwsts

Pump Selection for Q25 Outlet Structure
Option 1
Option 2
Condition
Storage ac-ft
4977.
6666
Bottom Elevation ft
20
-20
Number of Days
30
30
Pump Characteristics
Type of Pump
Submersible
Submersible Turbine
Number of Pum s
4
2
Motor Horsepower
500
900
Speed (rpm)
1200
880
Number of Stages
n/a
2
Type of Driver
Constant Speed
Constant Speed
TyRe of Control
Manual On/Off
Manual On/Off
Type of Starter
Reduced Voltage
Reduced Volta 6e
Voltage
2400
2400
Example Pump Selected
Fairbanks -Morse
14" 5733M&W
Fairbanks -Morse
34H 7000
Note: The pumps selected are for preliminary design purposes only. Final pump
selection may change due to final design layout.

ELECTRICAL BUILDING LAYOUT
0
1—REDUCED VOLTAGE AUTOTRANSFORMER LINE UP
92'H x 3021
6'-0' DOUBLE
DOOR
12' SCORED SMOOTH FACED CM
4' SCORED SMOOTH FACED CMU
12' SPLIT —RIB CMU BOND BEAM
WITH 2 #5 BARS CONT!
O
i
to
2100V MOTOR CONTROL CENTER
921H x 60'L x 28'D
PLAN
3/16°-l'--o'
#5 0 48' MAX. MASONARY GROUT
ALL CELLS WITH REINF.
12' SPLIT -RIB CMU
8' SPLJT—RIB CMU
WEEPS 32' Q.C.
#5 DOWEL ® 48' O.C.
IN GROUTED CELLS
NOMINAL FACE OF CMU
1 1/2' CHAMFER
#5 0 10' EF----- —
#6®12'
#5 012
UNDISTURBED SUBGRADI
in
8'—O'
(MINIMUM)
B'—O' DOUBLE
DOOR
AULIC CONT.
r
/4'x3' CONT NEOPRENE
EARING PAD (DUROMETER
HARDNESS = 50)
—LOOSE FILL INSULATION IN
ALL NON —GROUTED CELLS
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PUMP LENGTH
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46
Allen-Bradley continues to lead
the way in responding to our
customer's needs with our enhanced
line of medium voltage vacuum
controllers. These enhancements
provide marry new user benefits.
Our Bulletin 1500 Product Line is
often regarded as the standard by
which others are measured. How-
ever, we continually look for better
designs, and are never satisfied until
YOU are.
Our enhanced design is centered
around a new North American made
vacuum contactor. There are many
other benefits to the user, including
a superior paint finish that exceeds
all industry standards, and
control circuitry and interlocks that
are simple and easy to understand,
and maintain.
Our broad Me of controllers includes
400, 450, 600, and 800 ampere
designs which are suitable for
controlling motors from 2300 volts
to 7200 volts and up to 10,000
horse power. Ali controllers are
rated at 60kv BiL. Tin plated or
silver plated copper power bus is
available in sizes from 800 Amps to
3000 Amps. There is no need for a
bus transition compartment to any
other Centerline line-up.
Allen -Bradley's Centerline
Controllers offer superior motor
protection and are used in the
toughest applications such as
ING THE
Blowers, Chippers, Chillers,
Compressors, Conveyers, Crushers,
Fans, M-C sets and transformer
switches.
Forest Products Petrochemlcal
Rubber
Metals
Mining
Transportation
Refrigeration
Food
Cement
Utilities
Co -generation
Glass
Centerline vacuum controllers are
available in the following designs:
Full Voltage
Synchronous
Reversing
Wound Rotor
Multi -Speed
Solid State - SCR
Part Winding
Capacitor Start
Wye -Delta .
Variable -
Auto Transformer
Frequency Drives
Reactor
All Centerline Controllers are
designed to comply with these
standards.
EEMACINEMA ICS 2-324,325
UL 347
CSA
At Allen-Bradley, we recognize
the need for reliable service as well
as a superior product and have
developed four delivery programs
to suit most needs:
Fast Track, SC, Pre -Engineered,
Custom, Engineered. -
Ask your Allen-Bradley
Representative which program
will best suit your needs.
M
3

R 8ENE"+
Customers will appreciate the many added benefits described below.
Controllers are available in 1, 2 or 3 high configurations and can be constructed
in NEMA/EEMAC type 1General Purpose, 1 with gasket. 12 Industrial Dust -
Tight and 3R weatherproof non walk-in enclosures for outdoor applications.
All standard enclosures are 91" high (excluding lifting means) and 36"deep.
The 1-High design is 26" wide, and the 2-High design is W wide.
FiF/4"i UIRES
ANS149 Medium light grey. epoxy
powder paint finish withstands
1000 hour salt spray test.
Interior panels are painted white.
All hardware is steel with a
zi ic-chromate fii7ish.
Base mounting channels and
removable lifting means.
Door interlocking guards against
access to the medium voltage power
cell compartment during operation.
Power bus, medium voltage
components and low voltage
components afe in separate
isolated compartments.
Structures with "prepared
spaces" can be supplied.
a
4
BEPJEiFM
Long lasting finish which resists
dents/scratches.
Eliminates sharp edges.
Better visibility for servicing in
poorly lit areas.
Provides excellent corrosion
resistance.
Reduced Dandling and installation
time.
Added stability.
Provides safe operation
and maintenance.
Maintenance can be performed
in the low voltage compartment
and power cell without
exposing personnel to medium
voltage.
Starter Kits can be added
to a prepared space without
interrupting the operation of
adjacent starters
0
4
0

4
POWER EUS
FF-A7LUMS
Power bus compartment is isolated
from other structure compartments
Power bus is mounted in center at
rear of structure.
Removable bus compartment
access plates, sides and rear.
Power Bus, when specified is copper
with tin or silver plating in
800, 1200, 2000 and 3000 amp
sizes.
1/4" x 1" bare copper ground Bus
(1 /4" x 2" optional)
When power bus is specified,
a single piece moulded
glass polyester bus brace,
rated 60KA is provided.
Power Bus is mounted on a
common vertical plane.
4
BEiVEFI I3
Medium voltage is confined
to power bus compartment
when maintaining
the controller.
Provides better heat dissipation.
(Not located at top where heat can
build.) Eliminates the need for
ladders to access the bus.
Transition sections not required to
line up with existing Centerline
controllers.
Easy access to power bus
for connecting additional
sections and line cables.
Provides better corrosion resistance
than bare copper.
Varying bus sizes allows
for customized design.
Provides a ground point For cable
terminations.
Provides for excellent Bus Short
Circuit withstandability
Protects against
accumulation
of dust and tracking
phase to phase
and phase
to ground.
Optional Horizontal Power Bus

hELL COMPARTMEWT
FFEATurms BLWEFM
Separate visible blade non -load break Eliminates the need for a
isolation switch.
complicated "racking" mechanism
to isolate the power cell.
Grounds power cell when in the
OPEN or OFF position by placing
the "NORMAL -OFF -TEST" selector
switch to "TEST', energizing the
contactor will ground motor and
load cables as well, thereby
providing a discharge path for
any stored energy.
Isolating switch shutters painted white.
Verification. of the "open"
condition can be made visually.
Maintenance can be performed
without live parts being exposed
when in open position.
All current carrying parts are
Provides excellent conductivity
copper with tin plating,
and is resistant to most
chemical environments.
Every power cell is wired far No need to rewire when increasing
the maximum rated horsepower, load requirements.
isolated cable ducts. Provides separate motor cable
entrance to reach power cell in
2 or 3 high construction.
Mechanical & electrical Personnel safety.
interlocks ensure that access to
the power cell is restricted when
power cell is energized and that
the isolation switch will only
operate in a no-load condition.
Isolation switch handle is colour Personnel safety.
coded - red indicates "on", black
indicates "Off.
0
0

LOW VOLTAGE C® F
FEAT
Isolated from rest of controller.
For operator safety, only
control voltage is present in
this compartment.
Provides DC voltage source for
Provides quiet, cool running
main contactor coil
economized circuit.
NORMAL -OFF -TEST switch.
Permits testing and trouble
shooting by using a separate
120V AC source. No need to
energize power circuit.
In '=" with isolating
switch oil and contactor
energized, entire motor circuit
can be grounded, thereby.
discharging any stored energy.
Large swing out low voltage
Fmiddes extra room for control
compartment.
and protective relays, and ample
wiring Easy to
space. access
load cable connections.
Cow- voltage Compartment
in .swing -out position
m
7

Our vacuum contactor has been designed to exacting specifications and offers a rugged
yet lightweight design that can be easily removed from the structure (only two hold
down bolts plus cable connections). Contact material is designed to provide balanced
perfommce between low current chop and interrupting capacity.
FEATURES
Rugged, light weight and compact.
Low vaIue of chopped current.
Excellent dielectric recovery.
Vacuum bottles easily visible
and are provided with wear indicator
All horsepower related components
such as power fuses and current
transformers mounted in structure,
not on contactor.
7
Maintenance is reduced and
contactor is easy to handle.
(Less than 50lbs/27.7kg)
Reduces voltage spikes caused by
opening -the contactor thus
reducing the chance of cable or
motor insulation damage.
No surge suppression required
for most applications.
Provides high switching frequency.
Contact wear easy determined
without the need for special gauges or
fixtures -which tend to get misplaced.
All standaid 400 ampere contactors are
interchangeable thereby reducing spare
parts required.
4

N ,
In
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APPRcmATE D. OJENS104S AND WErGHTS -
40o AMP OONTROLLER
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100%
60%
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P.F.
P.F.
P.F.
P.F.
P.F.
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1912
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2300
200
4000
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3000
3500
200
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Mwkmrm Amperes
NEMAMMMAC
NEMAIEEMAC
Section
(91` tml
Type 1
Type 1 wo a 12
1-HO
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590 A Total
S60 A Total
per See2kn
per Stdon
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Top Cal
Top CO
300 A U=
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60com Cau
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with codonal
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360 A L40
amom Coil
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0 Does not Ins Wk 1 Inch high norM ovatte sal C Wrlel.
a VAy rp0ulrt a larger rahlnei above 3000 H.P.
0 Consult your ftwest Agen•Bradtty di4 i= office.
0 l]dnerlsions and welphts d0 rot lrwd a exCer pants.
0 Uzesa 4S0 Amp contactor.
CON
9

POUC
Men -Bradley is comrrritted Co erthancr'r& its customers' success world mde with
% ducts, services and resporovenew that set industry standmdsfar quality and
due. We relentlessly strive to be the best in every aspect 9,four business by
ste7vw a culture 9f Ms& teamwork, responsibdi y, h(gh expectations and open
)mmunz=ons with employees, customers and suppliers
uaiity has always been an Allen-Bradley trademark Our Total Quality for
astomer Satisfaction ('I'QC.S) system ensures that products are designed,
tanufactured, delivered and serviced to satisfy our customers' specific needs.
!rdfication to the internationally recognized ISO 9001 standard further shows our
)mmitrnent to quality, continuous improvement and total customer satisfaction.
iur commitment; is your satisfaction.
M
10
0

71
�Y.t� _a►i�i-�
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Tel:[phone]
Telec 4311 016
FAX: (1 ) 414 382-4444
R SE CE
Product Warranty - Allen-Bradley backs all of its products with a comprehensive
product warranty. It's the type of dependable warranty you would expect from an
established leader in industrial control.
Customer Support Services - This department offers you experienced
representatives for prompt on -site service. Your local Allen-Bradley office can
arrange this service for you or you may call field service in the
United States 1-800-422-4913 and in Canada 519-740-5516. '
Service is as much a part of our product line as the industrial control we sell.
And in both product and service, you'll -always find Allen-Bradley quality.
3 A L E Y As it subsidiary of Rockwell International, one of the world's largest technology
companies - Allen-Bradley meets today's challenges of industrial automation with over
'IONA>_ COMPANY 65 years of practical plant -Floor experience. More than 12,004 employees throughout the
world design, manufacture and apply a wide range of control and automation products
and suppoilieg servi= to help ourcucmmers conlinttously improve quality, productivity
and time to 4wket. These product and services not only control individual machines but
integrate the manufacturing process. while providing access to vital p rn floor data that
can be used to suppon decision -making throughout the enterprise
ide.
EAST/ ASUVPACIRC HEADQUARTERS CANADA HEADQUARTERS LATIN AMERICA
1RTEAS Ain -&a* (HoN Kong) Limited an43radley Canada Umited HEADQUARTERS
l .... re B V. 2901 Cueat Eagle Center 135 Dttndas Street 19415ou1h Seaortd Svte1
Amslerdentseweg 15 23 Harbour Road Cambridge, Ontario N1 R 5X1 Mihvauk6, WL 53204 USA
1422 AC Whom G.P.O, Box 9797 Canada Tel4414j382-20M
The Nethw[ands Wanr3tal, Hong Kong Tel: [phone] Telex: 4311016
Tel:[phone] Tel: [phone] Telec 069 59317 FAX:[phone]
TelexZ44 ISC42 Telex:780.64347 FAX: (519)13W930
FAX: (44)2975l60222 FAX: [phone]
Cambridge, Ontario N1 R 5Xi
1'ublicotion 1500. 1.0 - Juiv,1992
E

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SUPPLEMENTAL
WATERSHED
PLAN --
ENVIRONMENTAL
ASSE-SSMENT
All USDA programs and services are available
without regard to race, color, national origin,
religion, sex, age, marital status, or handicap.

i i.. a ,.I
Supplemental Watershed Work Plan - Environmental Assessment
for
Crabtree Creek Watershed
Durham and Wake Counties, North Carolina
ABSTRACT: This document -describes a plan to use a quarry pit (Structure 25Q) to
store floodwater, thereby eliminating the need for floodwater- retarding Structure 25.
Structure 25 is deleted from the watershed plan, and Structure 25Q added to the plan
by this Suppiemental Watershed Plan - Environmental Assessment. Economic
benefits exceed the costs of Structure 25Q, and the benefit cost ratio of.the project
as supplemented is 1.9 to 1.0. Based on the environmental assessment, it is
determined that Structure 25Q will not result in significant local, regional, or national
impacts on the environment. No other alternative exists which would achieve a
reasonable level of flood protection at a lesser environmental cost or with a lesser
commitment of resources. Environmental impacts associated with Structure 25 will
be avoided.
Prepared under the Authority of the Watershed Protection and Flood
Prevention Act, Public Law 83-566, as amended (16 U.S.C.-1001-1008)
and in accordance with. Section 102(2)(c) of National Environmental
Policy Act of 2969, Public Law 91-190, as amended (42 U.S.C. 4321
et seq.).
Prepared by:
Wake Soil and Water Conservation District
Durham Soil and Water Conservation District
County Commissioners of Wake
City of Raieigh
U.S. Department of Agricuiture, Soil Conservation Service
For additional information contact:
Bobbye J. Jones, State Conservationist
Soil Conservation Service
4405 Bland Road
Raleigh, NC 27609
Phone: [phone]
DRAT—i
May 1991

SUPPLEMENTAL WATERSHED AGREEMENT (No. 8)
between the
WAKE SOIL AND WATER CONSERVATION DISTRICT
Local Organization
DURHAM SOIL AND WAiCR CONSERVATION DISTRICT
Local Organization
COUNTY COMMISSIONERS OP WAKE
Local Organization
CITY OF RALEIGH
Local Organization
(Referred to herein as Sponsors)
State of North Carolina
and the
Soil Conservation Service
United States Department of Agriculture
(Referred to herein as SCS)
Whereas, the Watershed Plan for Crabtree Creek Watershed, State of North
Carolina, executed by the Sponsors named therein and SCS became effective an the
14th day of July, 1964, and
Whereas, supplemental agreements for said watershed, executed by the
Sponsors named therein and SCS became effective on the 29,th day of March, 1965,
and the 28th day of March, 1966, and the 22nd day of October, 1971, and the 14th
day of April, 1972, and the 13th day of November, . 1975, and the 6th day of .dune,
1976, and the 12th day of February, 1985; and
Whereas, in order to carry out the watershed plan for said watershed, it has
become necessary to modify said watershed agreement; and
Whereas, the responsibility for administration of the Watershed Protection and.
Flood Prevention Act, as amended, has been assigned by the Secretary of Agriculture
to SCS; and
Whereas, a Supplemental Watershed Plan Environmental Assessment which
modifies the watershed plan dated July 14, 1964, for said watershed has been
developed through the cooperative efforts of the Sponsors and SCS;
Now, therefore, the Secretary of Agriculture through the SCS and the Sponsors
hereby agree upon the'foIlowing modifications of the terms, conditions, and
sipulations of said watershed agreement:
ii

r�
(1) Ficodwarer Retarding Structure No. 25 is hereby deleted from the
planned works of improvement;
(2) Floodwater Retarding Structure No. 25Q is added to the planned
works of improvement;
(3) The Supplemental Watershed Pan - Environmental Assessment is
a -reached and made a par of this agreement.
Tire Sponsors and SCS further agree to all other terms, canditicns, and stipulations
of said watershed agreement as supplemental and not modified herein.
Wake Sail and Water Conservation District
`54Oal---D �, _ Date p z
Address T' ,?7�,--
The signing of this plan was authorized by a motion of the governing body of the
Wake Soil and Water Conservation District, adopted at a meeting held on
AddressA',:�i� T�2 .�Y�` �✓�
Date
Durham Sail and Water Conservation District
By
72- C . Date
Address a770/
7`he signing of this plan was authorized by a motion of the governing body of the
Durham Soil and Water Conservation District, adopted at a meeting held on
1-4 >
C t �
1
Address
Secretary r I Z

Wake County Comrnissioners
P. 0. Box 550, Ralei.gh!y NC 276o,2
Address
Title Chairman of the Board
[)ate October 28, 1991
The signing of this plan was authorized by a motion of the Wake County
CoMmiss'aners, adapte at a meeting held on October 28, 1991
Address P. 0. Box 550, Raleigh, NC 27602
C1 rk to the Board Date October 28, 1991
City of Raleigh
Address
BY
Title _U/i'/i _L)J_ai2LaCr-'
Date xql
The signing of this -plan was authcri: ed by a. Tatiggn of the ooverning body of the
City of Raleigh, adopted at a meeting held on :(
I (T Address
City Clerk Cate
Soil Conservation Service
United States Department of Agriculture
Approved b J
cabby . Jan v
Stara nservationist
Date
IV

TABLE OF CONTENTS
' Page
ABSTRACT...................................................................................i
WATERSHED AGREEMENT.............................................................. ii
TABLE OF CONTENTS ................................. .................................... v
1.0 NEED FOR THE SUPPLEMENT..........................................................1
2.0 WORKS OF IMPROVEMENT
2.1 Land Treatment Measures.......................................................1
2:2 Structural Measures...............................................................1
3.0 EFFECTS OF WORKS OF IMPROVEMENT ON FLOODWATER.................2
4.0 COMPARISON OF BENEFITS AND COST............................................2
5.0 FINANCING PROJECT INSTALLATION................................................2
6,0 PROVISIONS FOR OPERATION AND MAINTENANCE ............................3
7.0 TABLES
Table 1 - Estimated Project Installation Cost......................................4
Table 2 - Estimated Structural Cost Distribution.................................5
Table 3 - Structural Data - Structure With
Planned Storage Capacity.................................................6
Table 4 - Annual Cost .......... ..........:............
.............
...................... 7
Table 5 - Estimated Average Annual Flood
Reduction Benefits...........................................................8
Table 6 - Comparison of Benefits and Costs
for Structural Measures....................................................9
8.0 - ENVIRONMENTAL SETTING
8.1 General..............................................................................10
8.2 Land Use........................................................................:...10
8.3 Fioodwater.........................................................................10
8.4 Erosion and Sedimentation....................................................1 1
8.5 Streams and Aquatic Resources.............................................1 1
8.6 Water Quality......................................................................11
8.7 Wildlife Habitat....................................................................11
8.8 Endangered Species.............................................................1 1
8.9 Wetlands.............':..............................................................12
8.10 Cultural Resources...............................................................12

9.0 DESCRIPTION OF ALTERNATIVES
9.1 Structure 25.............................................................
12
9.2 Structure 25Q...........................................................
12
10.0
EVALUATION OF ALTERNATIVES
10.1 Structure 25.............................................................
12
10.2 Structure 25Q...........................................................
13
11.0
RECOMMENDED ACTION
11.1 Structural Measures ...................................................
13
12.0
ENVIRONMENTAL IMPACTS
12.1 Land Use..................................................................
15
12.2 Floodwater................ ............ .... .... ...... ....... ..............
15
12.3 Erosion and Sedimentation ..........................................
15
12.4 Streams and Aquatic Resources ...................................
15
12.5 Water Quality...........................................................
16
12.6 Wildlife Habitat..........................................................
16
12.7 Endangered Species ...................................................
16
12.8 Wetlands ................---............................................
16
12.3 Cultural Resources......................................................
16
12-10 Scaping Proc6ss.................................................
13.0
CONCLUSION..........................................................................17
14.0
APPENDIX
14.1 fist of Preparers........................................................
19
14.2 -Project Map
vi

SUPPLEMENTAL WATERSHED PLAN - ENVIRONMENTAL ASSESSMENT
CRASTRE-2 CREEK WATERSHED
MAY 1991
1.0 NEED FOR THE SUPPLEMENT
Hydrologic and economic studies in 1986--88 confirmed the need for
floodwater retarding Structure 25, which was located about two miles
upstream from the Crabtree Valley regional shopping area. Benefits from
the structure were estimated at more than $500,000 annually. Structure 25
was proposed as a "dry" structure which would back water temporarily over
390 acres during a 100-year storm, with 292 acres of this flood pool within
William B. Umstead State Park. Concern for the environmental effects of
floodwater led to local opposition to Structure 25.
As an alternative to Structure 25, the Sponsors propose to use an existing
quarry pit about 1,300 feet downstream from the site of Structure 25 to
store floodwater. The quarry pit, with the weir structure needed for
diverting water into the pit, and the pumps to return water to the creek, is
designated Structure 25Q. Structure 25Q will provide the same level of
flood damage reduction as would Structure 25. Environmental impacts
associated with Structure 25 will be avoided.
Ten floodwater retarding structures have been constructed in the watershed
and are providing flood damage and recreation benefits. After the
installation of Structure 25Q, flood damages will be reduced by
approximately 83 percent, and substantially reduce the threat to loss of life.
This will complete the planned structural measures in Crabtree Creek
Watershed.
2.0 WORKS OF IMPROVEMENT
2.1 Land Treatment Measures
Land treatment measures planned for the watershed have been
installed.
2.2 Structural Measures
All structural measures planned, except for Structure 25Q, have been
installed. A complete description of Structure 25Q is in Section 1 1 .1 of
the Environmental Assessment.

3.0 EFFECTS OF WORKS OF IMPROVEMENT
The project as supplemented will reduce floodwater damages by
approximately 83 percent. After the elimination of channel improvement
and floodwater retarding structures 7, 21, 15, and 16, it was no longer
possible to provide protection from the 100-ye3r storm, as proposed in the
original work plan. The damages remaining will be largely due to storms
larger than the 25-year.
4.0 COMPARISON OF BENEFITS AND COSTS ON FLOODWATER
The watershed plan tables have been revised to show updated benefits and
costs. Benefits are based on flood damage studies done by the U.S. Army,
Corps of Engineers and the Soil Conservation Service, Installation costs of
works of improvement reflect the as -built cost of completed measures, and
current (1991) estimates for Structure 25Q.
Agricultural benefits were not claimed because the flood plain is no longer in
agricultural use. There are three structures where public recreational
facilities have been constructed:
1. Shelley Lake, Structure 13;
2. Fred Bond Park Lake, Structure 3;
3. Lake Crabtree, Structure 23.
These facilities are intensively used, providing thousands of recreation days
annually.
The as -built costs of installed structural measures are shown in Tables 1
and 2. These costs were brought to current 1991 values by use of the
Commerce Department Construction Cost Index, amortized at 3 1/4 percent
interest, and shown on Tables 4 and 6. Benefits and costs shown on Table
6 are an a consistent dollar basis. The estimated average annual costs are:
Installation4851,500; Project Administration-$81,700; Operation and
Maintenance4109,300, bringing the total average annual cost to
$1,042,500. Average annual benefits are -estimated to be $2,013,600,
providing a benefit cost ratio of 1.9 to 1 .0. Costs were amortized at the
3 1 /4 percent discount rate appropriate for the project.
5.0 FINANCING PROJECT INSTALLATION
Prior to entering into agreements that obligate funds of the Service, the
County Commissioners of Wake will have a financial management system
for control, accountability, and disclosure of FL-566 funds received, and for
control and accountability for property and other assets purchased with
PL-566 funds.
Program income earned during the grant period will be reported on the
Sponsors' request for advance or reimbursement from the Service.

6.0 PROVISIONS FOR OPERATION AND MAINTENANCE
The operation and maintenance agreement will include specific provisions
for retention and disposal of property acquired or improved with PL-58o
financial assistance.
3

7.0 TABLES

r -Y TABLE 1^(REVIScaI
EST(MATZ0 PROJECT INS T ,ALLAT10N COST
C,RASTREE CRFEK WAT-RSHEO. NOSTH CARQUNA
NUMEFR
ESTIMAT'--O COST 1001.LARS1
P.! . Sri OTHER
NON-FSERAL NON-FEDERAL
INSTALLATION CCS—rT_.MS
(JNrT _
NON.P_ OSAL
_LANE- SCS LAND - SCS
TO7 AL
LAND TREATMENT
_
SOIL CONSERVATiQN SERVICE
CONSV. CROPPING SYSTEM
ACRE
1,207
3,620
3,510
STRIPCROPPING
ACRE
280
2.930
2,930
CROP RESIDUE USE
ACRE
2,027
8,S95
4.595
DIVERSIONS
L.rs.
Z9.400
Z.580
Z.530
RELO BORDER PLAN-nNG
L FT.
55,320
2.31 S
2.31 E
TERRACES
L F-1.
10,000
1.400
1.400
GRASSED WATERWAY OR
CUTLET
ACRE
6S
21.500
21,50o
PASTURE AND HAYLAND
PLANTING
ACHE
1,268
13616co
1313,600
WILDLIFE HABITAT
DEVELOPMENT
ACRE
436
32,73E
32.735
TILE DRAINS
L.ri.
25.a00
12.300
121900
FARM PONDS
NO.
136
253.000
253,000
LAND SMOOTHING
ACRE
300
14,84S
14,245
FARM PLANNING:
COOPERATORS
NO.
133
CONSERVATION PLANS
NO.
90
REVISIONS
N0.
41
TECHNICAL ASSISTANCE
279,870
49.030
Z58.700
SCS SUTrCT'AL
y. ...--
...�..^.. 119.670
542,0SO
761,m
VICE
F-CREST SERVICE
•:IJRI3AN FORFSIMY ASSISTANT
ACRE
5.200 _
27.500
Z7.S00
'= 'TREE PLANTING
ACRE
1.899
501800
50,200
HYDROLOGIC STAND IMPROV.
ACRE
2,450
4,g00
4,800
TECHNICAL ASSIS T ANC=
51.500
16,250
67.250
F5 SU13TOT1-L S1.S00 99 350 150.3E4
70T.A L II- N D T A eA T,selT � 271,170 941 _400 912I S70
STRUC7URAL MEASURES
CONSTRUCTION
FLQO0WA7ZR RETARDING
STRUCTURES NO. 11 9,4A1.50C 9,441 ,500
CHANNEL MOCIRCA,TION
M(u) I1 MILES 3.1 C3 25,300 Z5.900
SUBTOTAL - CCNS-,`RUCTiCN 9 d67 4OC 9 467.4C0
`NGMEERING SERV€CSS 797,200 791,900
PROJECT ACMINISTRATION
CCN , a UC'RON INS2EC7I0N 793,700 793.700
OTHER 582,700 553,200 1,236,000
SU8Tt7,I-AL - AOMINISIMATION 1 376 d00 653 300 2,C29,700
OTHER COSTS
ANO RIGHTS 3 '97.700 3 237 700
TOTAL STRUCTURAL .,A ASURES _ 11 .53B,700 a`9-41,00tl 10,577.700
TOTAL P4QJEP"i 71,907,970 9 582 d00 'T -190n70
it Price 04se: Land traarment measures raflact planned costs. Structural measures - 1921 prices for structura ZSC: as punt prices
for all omer structural measures.
21 Mlul Manmade airch or praelnusiy modified channel. data of oripinni consrmction unknown.
CA i cc: May 1991

U-1
TABIE 2 (REVISED)
ESTIMATED SIRUCIMAL COST DISUMUTION
CRADIREE CfiffK IIATERSUN, NORM CAROL111A .
(DOLLARS) k!
IflHALJAi)U1 cns 1 5 6a u S 3HRL11.i!_0y COST - flilin clinos
TOTAL
TOIAL LAUD [DIAL IIISIALLA118N
"11HOLRU 10 _ �!I-rtlhfL INN E.1 . 566 R;Gills_
CIlAI(RtEL llllkK 3/ 25,900 10,800 36.100 1.000 1,000 3),i00
CRAUIRE£ CHM ..-
COI E MUCH -
fIOODUAU R REIARDING
SIRUCILMIS
1
240.900
21,100
262,600
72.200
12,200
334,800
2
90.000
9,900
99,900
1.100
1,100
101.000
3
118.000
11.800
129,800
4,900
4,900
134.100
5A
638,000
51,100
689,900
2,138.0110 2/
2,138,000
2,130,000
11A
3d1,300
34,300
415,600
542.200 31
542,200
95).800
13
416.300
42,900
519,200
497,300
491,3a0
1.016.500
18
242,600
24,200
266.100
5,500
5.500
212,200
20A
1.433,100
114,600
1,541.300
2.131,100
2,131,100
3',678.800
22LI
296.100
29.500
325,)00
174.300
114,300
500.000
23
3,524,500
'L82,000
3,806.500
2.590.100 j/
2,590,100
6.396.600
_-2,1�
f �,000 00
M—M oO
2.160 000
130,000
130,000
+�Lll�l�L .16Lina 1RMO ln,M ao0 a.J87.10o a.�ai�oo Le iLooa
LO ilrl AIM #IIIsILAIMAI - .- - I -IM ioo 65L300 z.az9 100
rIl�rli3_lal�1_•_ T!11�L.�0a a.�iLnaa �a,5)� 1�0 -
cl Ml Prlc:ux fur 5lruckure 25[I. As built Ns•lces for all uilcur elruclural uwasurus.
�1 iucludcss 148,)00 fur ullllly ucudificalluals, and 1629,900 Jul, ruad tsuidlflcalluns,
s/ 111CILI&S 113,990 fuk• ull)lly usudlflcallar►s, acid 1300,200 for ruad will flcallons.
41 lucludus i11,900 fur ullllly tiwtllflcallu;cs, alai 1968,100 for ruad millflcathms.
s1 1[tcludus 1908,000 for fuacl uwdlflcallusis.
DAIS; rrly 1941 �

TABLE 3 (REVISED)
STRUCTURAL DATA
S T RUCTURE WITH PLANNED STORAGE CAPACITY
CRASTREE CREEK, NORTH CAROLINA
STRUCTLI RE
1TE�r3 UNIT na 11
DRAINAGE AREA (TOTAL)
SQ. MILE
81.86
CONTROLLED
SQ. MILE
57.03
CURVE NO.
(I -DAY) (AMC 11)
X
73
TOTAL CAPACITY
ACRE Fi'.
6,566
SEDIMENT SUBMERGED
ACRE Fr.
100
RETARDING
ACRE Fr.
4,855
SURFACE AREA
--SEDIMENT POOL
ACRES'
14
-'RETARDING POOL
ACRES
35
PRINCIPAL SPILLWAY DESIGN
1-DAY RAINFALL
VOLUME (AREAL)
INCHES
8.1
PUMPS (10-DAY CAPACITY)
ACRE Fi .
2,597
MAXIMUM WATER
SURFACE ELEVATION
Fi .
238.p
This svucture consists of a quarry pit, the necessary weir svuctures to divert water
from the creek into the pit and to control downstream flow, and. the pumps needed to
return water to the creek. For a full description of the structure, see Quarry Pit
Alternative to Structure 25; SCS, April 1391.
aar; May 1991
6

k1 f { TAB104 (REVISED') - ANNUAL COST
CRASTRE- CREEK WATERSHED, NORTH CAROLiNA
(DOLLARS)
AMORTIZATION OF OPE A70N AND
EVALUATION UNIT INSTALLATION COST 2! MAINTENANCE TOTAL
STRUCTURAL MEASURES 851,500 109,300 960,800
PROJECT ADMINISTRATION $1,700 81,700
TOTAL 933,200 109,300 1,042,500
11 Price Base: 1391 prices.
2! In=Iiation cost amortized at 3 1 /4 percent for 100 years.
©ATE: May 1991
7

J
TABLE 5 (REVISED)
ESTIMATED AVERAGE ANNUAL FLOOD REDUCTION BENEFITS
CRASTREE CREEK WATERSHED, NORTH CAROLINA
(DOLLARS) "
aaDMATF,)AVER
E ANN A QAMA
DAMAG c
WITHOUT
WITH.
REDUCTION
ITEM
PROJECT
PROJECT"
BENEF:I75
.�_
FLOOOWATE.
NONAGRICULTURAL:
RESIDENTIAL, COMERCIAL,
INDUSTFIIAI PROPS
2 96 800
381 700
1 e14 100
IN®IRECT 241,500 42,000 193.500
TOTAL 2,437,300 423,700 2,01316co
11 Price ease: 1331.
OATL: May 1391
t

1 4 , ,
TABLE 6 (REVISED)
COMPARISON OF SENEFTS AND COSTS FOR STRUCTURAL MEASURES
CRABTREE CRE:.:C WATERSHED, NORTH CAROLINA
(DOLLARS)II.
TOTAL SENS:TC
EVALUATION DAMAGE ANNUAL= ANNUAL=- COST
UNIT REDUCnON 6ENEI I COM21 RATIO
ALL STRUCTURAL WORKS
OF IMPROVER ENT 2,013,600 2,013,600 960,SQ0 2.1 TO 1.0
PROJECT
ADMINISTRATION 81,700 -------
GRAND TOTAL Z013,600 2,012.600 1,042,500 1.3 TO 1.0
t • Prue Base: 1991
2 From Table 4
®ate:. may 1991
E

8.0. ENVIRONMENTAL SE i TING
8.1 In 1964, the Crabtree Creek Work Plan was approved by both the
Sponsors and Congress under the authority of Public Law 83-566 as
amended. Fifteen floodwater retarding darns and accelerated land
treatment were planned to benefit the City of Raleigh and surrounding
urban areas.
An Environmental Impact Statement was prepared in 1976 to
document the environmental effects of land treatment and five
floodwater retarding dams remaining to be installed. Four floodwater
retarding dams and remaining channel work was deleted from the
plan. Six floodwater retarding dams had been installed.
To date, all measures have been installed with the exception of
Structure 25, originally proposed to be a dry dam in the Work Plan.
This structure has met considerable local opposition due to impacts
on Umstead State Park land.
In order to avoid impacts associated with Structure 25, it has been
proposed that a local quarry pit owned by the Nello L. Teer Company
be used to temporarily store floodwaters and thereby replace
Structure 25 with the Structure 25Q alternative.
This Environmental Assessment Report documents the effects of the
quarry pit alternative.
8.2 Land Use
Crabtree Creek Watershed is located in Wake and Durham Counties,
North Carolina. The watershed is located in a rapidly developing
urban area. The watershed consists of 90,750 acres of which 82
percent is urban and built up, 1 percent is cropland, 1 percent is
grassland and 16 percent is forest land.
8.3 Floodwater
The completed floodwater retarding dams control approximately 50
percent of the watershed's area. While those structures have
significantly reduced flood damages, the drainage area which would
be controlled by the quarry pit alternative would significantly increase
the level of protection if installed. The 15,890 acres which would be
controlled represents 26 percent of the controlled drainage area for
the entire project.
10

8.4 Erosion and Sedimentation
Erosion of agricultural land is not a significant problem in this
watershed. Most erosion and sedimentation is the result of
development of commercial and residential land, however, State and
local sediment control ordinances effectively minimize all -site
damage.
8.5 Streams and Aquatic Resources
Crabtree Creek originates approximately four miles west of the
Raleigh -Durham Airport and flows easterly 20 miles to its confluence
with the Neuse River. Ten floodwater retarding dams I -lave been
installed in the watershed to date.
Stream fisheries resources are not significant in the watershed.
Stream turbidity, low flows and habitat conditions limit the resource.
f_acustrine habitat provides the only significant fisheries resource in
the watershed. Ponds and lakes created by the floodwater retarding
dams provide an excellent recreational fishery resource.
8.6 Water Quality
Water quality is impacted by urban runoff and waste treatment plant
releases, however it generally meets criteria to support classified
uses. Since no significant impacts were anticipated as a result of this
project, no song term monitoring was initiated.
8.7 Wildlife Habitat
The most significant influence on wildlife resources has been the rapid
change in habitat conditions as a result of increasing development.
Continued urban expansion will strongly influence habitat conditions
and will have the most effect on species with large ranges such as
white-tailed deer and wild turkey.
Urban landscapes provide habitat for species such as songbirds and
small mammals, while existing forest land supports native forest land
species, including white-tailed deer, wild turkey, and many non -game
species.
8.8 Endangered Species
According to the North Carolina Department of Agriculture, two
species of salamanders (Necturus lewisi and Hermid_amliurn scutatum)
are listed as species of special concern. However, their typical
habitat, ponded wetlands, are not found in the project area.
In addition, three species of fishes listed as special concern may also
be found in Crabtree Creek. They are 8theostoma c_ollis. Noturus
furicsus, and Lamoetra aep o_y tera. Because of the limited scope of
work in the creek, no adverse impacts are expected..

8.9 Wetlands
There are no wetlands as defined by the Federal Manual for
Identifying and Delineating Jurisdictional Wetlands in the proposed
area for Structure 25Q. According to published Soil Surveys, the
soils in the area impacted by proposed construction are not hydric.
8.10 Cultural Resources
i here are no known cultural resource sites located in the area which
would be impacted by Structure 25Q. An archaeological survey of
areas impacted by floodwater retarding dams indicated that
construction of originally planned Structure 25 would impact one site;
Old Company Mill in the flood pool area. An historic properties
review was conducted in consultation with the N.C. Department of
Cultural Resources. It was determined that no additional survey was
needed.
9.0 DESCRIPTION OF ALTERNATIVES
9.1 Structure 25
The originally proposed dry dam for Structure 25 is located
downstream of William B. Umstead State Park and would function as
a "dry" structure. No permanent impoundment would be retained
behind the embankment. Floodwaters would be impounded
temporarily during and after a significant rainfall event. The volume
of storage would be released in a controlled manner to prevent
downstream flooding. The temporary impoundment area during a
100-year frequency storm event would encompass 390 acres, 292 of
which lie within the boundaries of Umstead State Park.
9.2 Structure 25Q, Quarry Pit
Structure 25Q consists of utilizing an existing quarry pit to store
floodwaters from significant storm events. Storm flow from Crabtree,
Creek would be diverted into the quarry and stored within the
confines of the quarry. Following the -storm event, stored runoff
would be pumped from the quarry into Crabtree Creek in a controlled
manner.
10.0 EVALUATION OF ALTERNATIVES
10.1 Structure 25
Structure 25, a "dry" dam, would temporarily flood approximately
390 acres following a 100-year frequency storm. Approximately 292 .
acres of this area is located within William S. Umstead State Park.
Because of the effect on the park, this alternative has met significant
ioca€ opposition. Cost of installation of Structure 25 is'estimated To
be $9.1 million (in 1989). These costs include those for landrights,
construc�ion, utility modifications, and road modifications.
12

0
10.2 Structure 25(a, 'Quarry Pit
The quarry site alternative, a "retention" structure, would store
floodwaters within the confines of the existing quarry. This
alternative would have no impact on William B. Umstead State Park
and would be more acceptable to the public. Cost of installation is
estimated to be between $2 and $3 million. Cost would be for
construction only since all landrights would be donated and no
utilities or roads would be affected. Table 1 displays a summary of
comparison of the two alternatives.
`table i Comparison of Alternatives
I0eveloomem_Ph�se
jn=r 25
Structure Design
'Dry' Dam
Landrights Required
title to approximately
390 acres 1292 lying
within Umstead Park)
Landrights Costs
estimated @ $2.5 million
Construction Casts
estimated @ $4.5 million
Utility Modifications
$60,000
Road Modifications
estimated @ $2.0 million
Environmental Impacts
potential impacts to
endanggered species and
ctvlturai resources.
Would impact 292 acres
of Umstead State Park. -
11.0. RECOMMENDED ACTION
11.1 Structural Measures
Stnlcture 25 Q
'Retention' Structure
all landrights (including
flood easements and/or
quarry) -will be donated
by Teer Carp, to Wake
County.
eliminates the environ-
mental irnoact on
Umstead State Bark. No
impacts to wetlands,
endan erect species or
cultural resources.
Structure 25Q is planned to reduce outflow to that of the originally
planned Structure 25 without impeding normal flaws. A side
discharge channel/spillway with its crest 9.3 feet above the channel
bottom wouid only allow flow into the quarry when channel flow was
at least 9.3 feet deep. A positive control of downstream flow
amounts is also needed to insure proper division of downstream flow
with flow into the quarry pit. Plow into the quarry pit begins between
the one- and two-year, 24-hour storms, or at approximately 1400 cfs.
The weir outflow structure will be installed for positive control on the
flow which continues downstream past the quarry spillway. A proper
division of flow into the quarry pit and down the channel would
indicate a need for this structure. This weir type control structure will
also reduce the effects of changes in downstream conditions. This is
necessary since dare Snipe Creek, which enters Crabtree Creek about
8,000 feet downstream of the quarry and immediately above Crabtree
Valley Mall, causes a backwater effect which continues upstream
past this proposed quarry pit structure. Also the bridge at Duralaigh
Road is planned to be relocated which is about 1,000 feet
downstream of this proposed structure. These downstream
conditions necessitate a positive control at the quarry pit structure.

The proposed weir outflow structure will be aligned with and across
the channel. 1t'is 20 feet wide, crest elevation of 225 feet (the
channel bottom is at elevation of 224 feet making this a submerged
weir), sideslopes of 1:1, and a top elevation of 240 feet which is two
feet above the 100-year, 24 hour flood level. The weir will be of
concrete set in bedrock and at least one (1) foot thick.
The weir structure was designed using WSP2 due to its large degree
of submergence at which point weir flow equations break down and
channel flow pro -files become the most accurate.
The proposed quarry spillway crest elevation will need to be enough
above the Crabtree Creek channel bottom to keep quarry pit pumping
costs at a minimum but yet not induce any increased flooding
upstream into Umstead Park. This will require a spillway of
considerable length. The spillway will be cut through a hard massive
sandstone which will resist weathering and other erosive actions.
The quarry spillway will be 85 feet in crest length, 50 feet in crest
width, crest elevation of 233.3 feet (the channel bottom is at
elevation 224 feet), inlet slope of 1.5 percent, outlet slope of 2
percent, and sideslopes of 4V:1 H.
Flow into the quarry pit via the spillway begins when channel flow
reaches 9.3 feet in depth (elevation = 233.3 feet). At this depth the
channel flow would be 1,400 cfs and equal to the peak that is a little
more than that of a 1-year, 24-hour design storm. For the 100-year,
24-hour storm the flow would be at elevation 238 or five feet deep in
this spillway.
There are two downstream conditions which could affect the
operation of this. quarry pit flood control structure.
The first, Duraleigh Road bridge, is not at present causing any
backwater problems since it is a pier type bridge with a large flow
area. However, this bridge is to be replace and realigned in the near
future which could change this scenario.
The second is about 8,000 feet downstream of the quarry pit where
Hare Snipe Creek enters Crabtree Creek immediately above Crabtree
Valley Mall.. Hare Snipe Creek has a large uncontrolled' drainage area
which enters Crabtree Creek and causes water coming down Crabtree
Creek to be several feet higher than it would without this backup at
the confluences of these two creeks. If in the future there was
channel work in the Crabtree Valley Mall area it would affect flood
elevations to up beyond the quarry pit structure.
The two above conditions necessitate a weir outlet control structure
at the quarry pit to limit the effects of changes in downstream
conditions on the ability of the quarry pit flood control structure to
divide pit and downstream flows as planned. The storage capacity of
the quarry. pit will be taken from the Nello L.. Teel- mining plans.
This structure will empty its retarding pool from a 100-year, 24-•hour
storm by a volume that is sufficient to contain a second 100-year,
24-hour flood applied 20 days after cessation, of the first (10 and
30-d2y periods are also under consideration). Two successive
14

100-year, 24-hour storms were applied, 20 days apart (10 and 30
also being considered) to this quarry fait flood storage structure to
insure there is sufficient capacity. The 100-year, 24-hour storm has a
volume of 4,855 acre-feet which would be diverted to storage in this
pit. A second 100- year, 24-hour storm would have a required
storage volurne of 4,200 acre-feet in this pit. Therefore 2,503.5
acre-feet must be evacuated from the pit in 20 days (10 and 30 also
being considered) in order to have a volume of 4,200 acre-feet
available for the next storm.
Pumping is required to meet the 20 day (10 and 30 also being
considered) drawdown of the quarry pit after a 100-year, 24-hour
storm. The pumps will be sized so as to be able to evacuate enough
volume -to contain the second 100-year, 24-hour design storm as
discussed above: This will require a pump capable of pumping
2,503.5 acre-feet in 20 days (assuming this will be the selected
period). The average rate that must be maintained for 20 days is 125
acre-feet per day or 28,327 gpm. Pumping will continue until the pit
is empty, which should take about 40 days for complete evacuation
of the 100-year, 24--hour design storm.
12.0 ENVIRONMENTAL IMPACTS
12.1 Land Use
The installation of Structure 25C. will have no significant effect on the
watersheds land use. Approximately 3.5.acres of land will be utilized
for the construction of the weir, spillway and pump facilities.
12.2 Floodwater
The effects of Structure 25Q on floodwater will be the same as for
the originally designed Structure 25. The project, as supplemented,
will reduce damages by 83 percent.
12.3 Erosion and Sedimentation
Structure 25Q will have little effect bn erosion and sedimentation with
the exception of some positive effects on channel bank and floodplain
area downstream of the site. By reducing peak flows and velocities,
channel bank erosion and scouring of the floodplain during flood
flows will be reduced.
12.4 Streams and Aquatic Resources
There will be no significant impact to streams and aquatic resources
of the watershed as a result of installation of Structure 25Q. Peak
flows will be reduced in Crabtree Creek downstream of the site, and
stored runoff could be used to augment flow in Crabtree Creek during
extended periods of drought or low flaw conditions. Moderation of
flows will tend to stabilize stream conditions and reduce adverse
effects .pf sedimentation.
1 9"

12.5 Water Quality
An initial water quality concern was the effect of Structure 25Q
related to the waste water treatment plant at Cary, approximately five
miles upstream of the quarry site. Investigations and analyses of
mixing ratios indicated that the amount of mixing combined with
pumping the quarry pit dry after each storm event, should result in no
adverse impacts to surface water quality.
During the scoping process, the potential impact of stored floodwater
to groundwater was identified as a concern. Additional data was
collected and potential impacts to groundwater were assessed in
consultation with the North Carolina Department of Environment,
Health and Natural Resources, Division of Environmental Management
(DEM). It was determined and concurred in by DEM that there would
be no adverse impacts -to groundwater as a result of installation of
Structure 25Q, It was also determined by DEM that no groundwater
related permits would be required.
Additionally, DEM determined that no other water quality permits
would be required and that there would be no adverse impacts to
surface waters as a result of the installation of Structure 25Q.
12.6 Wildlife Habitat
There will be no adverse impacts to wildlife habitat as a resuit of
installing Structure 25Q. Construction will take place on lands which
have previously been disturbed by man's activities. Installation of this
alternative would avoid impacts to forest land associated with the
original Site 25 alternative.
12.7 Endangered Species
No known endangered, threatened or proposed endangered or
threatened species will be impacted by the installation of Structure
25Q.
12.8 Wetlands
Nd wetlands as defined by the Federal Manual for Identifying and
Delineating Jurisdictional Wetlands will be impacted by Structure
25Q.
12.9 Cultural Resources
As a result of an historic properties review in consultation with the
N.C. Department of Cultural Resources, it was determined that no
known cultural- resources would be impacted by Structure 25Q.
?6

n
•
12.10 Scopincg Process
On February 16, 1989, a scoping meeting was held for interested
agencies to review Structure 25Q to Structure 25. A field review of
the project site was also conducted. Agencies participating in the
meeting were:
U.S. Fish and Wildlife Service
U.S. Geological Survey
U.S. Army Corps of Engineers
N. C. Wildlife Resources Commission
N.C. Department of Transportation
N.C. Department of Environmental Management
Division of Water Resources
Division of Soil and Water
No significant issues were identified as a result of this meeting.
It was generally agreed that Structure 25Q was acceptable.
13.0 CONCLUSION
Eased on this environmental assessment, it is determined that Structure 25
will. not result in significant local, regional, or national impacts on the
environment. No other alternative exists which would achieve a reasonable
level of flood protection at a lesser environmental cost or with a lesser
commitment of resources. Land, capital, and labor resources necessary to
install the alternative will be more than offset by an improvement in the
area's environment and productivity. The project is complimentary to the
present and anticipated long term uses of watershed lands. Therefore,
based on the above findings, it is determined that an environmental impact
statement for Structure 25Q, Crabtree Creek Watershed, is not required.

14.0 APPENDIX

14.1 LIST OF PREPARERS
Sherman D. Biggerstaff
William H. Farmer, Jr.
Herbert C. Fox, Jr.
Miriam B. Gardner
Michael J. Hinton
J. Harold Halt
Alix P. Peters
Jahn E. Webb
Hydraulic Engineer
Assistant State Conservationist,
Water Resources
Hydraulic Engineer
District Conservationist
Environmental Specialist
Hydraulic Engineering Technician
Secretary
Agricultural Economist
18

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DRAWN:
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CHECKED:
ARK
DATE:
NOV-07
REGION:
MIDEAST
LOCATION:
RA6-PLANT DRAINAGE.DWG
DWG FILE:
SCALE:
4
HORIZONTAL:
1 "=100'
�x
SHEET NO.: ��'"r
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SLOPE STABILIZATION
SEEDING SCHEDULE
MAR. 1 - JUN. 1
SERICEA LESPEDEZA (SCARIFIED)
50 LBSIACRE
Sc
(MAR. 1 -APR. 15)
ADD TALL FESCUE
120 LBSIACRE
(MAR. 1 -JUN. 30)
OR ADD WEEPING LOVERGRASS
10 LBSIACRE
(MAR. 1 - JUN. 30)
OR ADD HULLED COMMON BERMUDAGRASS
25 LBSIACRE
JUN. 1 -SEP. 1
*** TALL FESCUE AND
120 LBSIACRE
*** BROWNTOP MILLET
35 LBSIACRE
*** OR SORGHUM - SUDAN HYBRIDS
30 LBSIACRE
SEP. 1 - MAR. 1
SERICEA LESPEDEZA (UNHULLED - UNSCARIFIED)
70 LBSIACRE
AND TALL FESCUE
120 LBSIACRE
NOV. 1 - MAR, 1
ADD ABRUZZI RYE
25 LBSIACRE
CONSULT CONSERVATION ENGINEER OR SOIL CONSERVATION SERVICE FOR ADDITIONAL IN-
FORMATION CONCERNING OTHER ALTERNATIVES FOR VEGETATION OF DENUDED AREAS. THE ABOVE
VEGETATION RATES ARE THOSE WHICH DO WELL UNDER LOCAL CONDITIONS, OTHER SEEDING
RATE COMBINATIONS ARE POSSIBLE.
*** TEMPORARY -- RESEED ACCORDING TO OPTIMUM SEASON FOR DESIRED PERMANENT VEGETATION.
DO NOT ALLOW TEMPORARY COVER TO GROW OVER 12" IN HEIGHT BEFORE MOWING,OTHERWISE
FESCUE MAY BE SHADED OUT.
REINFORCED
TOP WIDTH EPDM POND
LINER
45 mil
3.5 +1-
fl- 6" THICK STONE
LINER
1 d5o = 2"
=1 I I
_EARTHEN BERM:
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— 11—(CLAYEY MATERfAL)-I I -III -I 11=
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1'
COMPACTED FILL 1.
TOE ANCHOR
EPDM LINER INSTALLATION DETAIL
NOT TO SCALE
FLOAT CONTROL SWITCH
243.5' EMERGENCY OFF
241.0'PUMP ONIOFF
1' L
6' 1,
l
236.0'
SUMP BOTTOM
�4„�
TYPICAL SUMP DETAIL
NOT TO SCALE
SUCTION LINE
FROM PUMP
-- T FLOW
CHAIN 1 ROPE
--�Ii—
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BASKET STRAINER
REVISION DATE
DRAWN:
CHECKED:
NOTE:
2/04108
DJ
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ADDRESSED COMMENTS FROM THE STATE
2
SECTION A -A
NOT TO SCALE
- -'MAX. W.S. EL. = 242.
(25 YRS STORM EVE
I i
I
i
BOTTOM ',PROPOSED GRADE
WIDTH j
LEGEND
EXISTING CONTOUR
UPDATED EXISTING CONTOUR
PROPOSED CONTOUR
-�h SPOT ELEVATION
EXISTING STRUCTURE
4..
PLAN VIEW
,Z,�E.j
240
i
I
235
230
225
EPDM POND TOP OF BERM: 245.
CLASS -B" RIP RAP ER
18" BEDDING 60 mil V FREEBOARD
_ 'FLOW DEPTH
THICKNESS 6" THICK CREST OF WEIR:
EARTHEN BERM I STONE LINER 243.50
d50 = 2"
evw Iuer�Qiei >3—I 1I—
=I 11= TOE OF BERM:
240.0
SECTION THROUGH WEIR TOE
AV
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EMERGENCY SPILLWAY DETAILPennis # /yCG D2 pawZ I=wo 7 a
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SCALE:
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Ith lba
plans and 0E)Qcss
Permit # 19 f gate 2
by g6P _ NG DNiaion of ter u8111Y
Sheet 11---z1-P--RevIsbn Date— OF:
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