WQ0017700_Regional Office Historical File Pre 2018 (3)

State of North Carolina
Department of Environment �
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Bill Holman, Secretary
Kerr T. Stevens, Director
v
Douglas Ervin, Vive President
Braemar Housing LimitedPartnership
1349 East Broad Street
Columbus, OH 43205
CDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
December 2, 1999.
Subject: Permit No. WQ0017700
Braemar Housing Limited Partnership
The Residences At Braemar
Wastewater Collection System
Mecklenburg County
Dear Mr. Ervin:
In accordance with your application received November 8, 1999, attached is Permit No.
WQ4017700, dated December 2, 1999, to Braemar Housing Limited Partnership for the construction and
operation of the subject wastewater collection extension.
This permit shall be effective from the date of issuance until rescinded and you shall be subject
to the conditions and limitations as specified in the North Carolina Gravity Sewer Design Criteria
adopted February 12, 1996 and the attached permit.
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations, permission is hereby granted
for the construction and operation of approximately 893 linear feet of 10-inch gravity sewer and 1,016
linear feet of 8-inch gravity sewer to serve 160 apartment units as part of The Residences At Braemar
project, and the discharge of 21,600 GPD of collected domestic wastewater into the Charlotte -
Mecklenburg Utilities Department's existing sewerage system, pursuant to the application received
November 8, 1999, and in conformity with the North Carolina Gravity Sewer Design. Criteria.
The sewage and wastewater collected by this system shall be treated in the Charlotte -
Mecklenburg Utilities Department Wastewater Treatment Facility (NPDES Permit No. NC0024945)
prior to being discharged into the receiving stream.
This permit shall become voidable unless the agreement between Braemar Housing Limited
Partnership and Charlotte -Mecklenburg Utilities Department for the collection and final treatment of
wastewater is in full force and effect.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing upon written request within thirty (30) days following receipt of
this permit. This request must be in the forrn of a written petition, conforming to Chapter 1.50B of North
1617 Mail Service Center, Raleigh, North Carolina 27699-1617 Telephone [phone] FAX [phone]
An Equal opportunity Affirmative Action Employer 50% recycled/ 10% post -consumer paper

Carolina General Statutes, and filed with the Office of Administrative Hearings, 6714 Mail Service
Center, Raleigh, NC 27699-6714. Unless such demands are made this permit shall be final and binding.
The issuance of this permit does not preclude the Permittee from complying with any and all
statutes, rules, regulations, or ordinances which may be imposed by other government agencies (l©cal,.
state, and federal) which have jurisdiction.
If you need additional information concerning this matter, please contact Will 'Wilson at
[phone] extension 375.
Sincerely,
rrtki
rr T. Stevens
cc: Mecklenburg County health Department
Mooresville Regional Office, Water Quality Section
Engineering Concepts, Inc.

NORTH CAROLINA
ENVIRONMENTAL MANAGEMENT COMMISSION
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
RALEIGH
GRAVITY SEWER COLLECTION SYSTEMS PERMIT
This permit shall be effective from the date of issuance until rescinded and shall be subject to the
following specified conditions and limitations:
1. This permit shall become voidable unless the facilities are constructed in accordance with the
conditions of the Division of Water Quality Gravity Sewer Design Criteria adopted February 12,
1996.
2. This permit is effective only with respect to the nature and volume of wastes described in the
application and other supporting data.
3. The facilities must be properly maintained and operated at all times.
4. This permit is not transferable. In the event there is a desire for the facilities to change ownership,
or there is a name change' of the Permittee, a formal permit request must be submitted to the
Division of Water Quality (Division) accompanied by an application fee, documentation from the
parties involved, and other supporting materials as may be appropriate. The approval of this request
will be considered on its merits and may or may not be approved.
5. Construction of the gravity sewers shall be scheduled so as not to interrupt service by the existing
utilities nor result in an overflow or bypass discharge of wastewater to the surface waters of the
State.
6. Upon completion of construction and prior to operation of this permitted facility, a certification
and a copy of the record drawings (i.e., as constructed plans) must be received from a professional
engineer certifying that the permitted facility has been installed in accordance with the Division of
Water Quality Gravity Sewer Design Criteria adopted February 12, 1996, and other supporting
materials. If this project is to be completed in phases and partially certified, you shall retain the
responsibility to track further construction approved under the same permit, and shall provide a final
certificate of completion once the entire project has been completed. A copy of the record
drawings, indicating the facilities constructed in the phase being certified, shall be submitted with
each partial certification. Mail the Certification and one (1) copy of the "Record Drawings;' to the
Non -Discharge Permitting Unit, 1617 Mail Service Center, Raleigh, NC 27699-1617.
7. A copy of the Record Drawings shall be maintained on file by the Permittee for a minimum of five
years from the date of the completion of construction.
8. Failure to abide by the conditions and limitations contained in this general sewer permit or the
North Carolina Gravity Sewer Design Criteria may subject the Permittee to an enforcement action
by the Division, in accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
1

9. In the event that the facilities fail to perform satisfactorily, including the creation of nuisance
conditions, the Permittee shall take immediate corrective action, including those as may be required
by this Division, such as the construction of additional or replacement wastewater collection
facilities.
10. Noncompliance Notification:
The Permittee shall report by telephone to the Mooresville Regional Office, telephone number (704)
663-1699, as soon as possible, but in no case more than 24 hours or on the next working day,
following the occurrence or first knowledge of the occurrence of either of the following:
a. Any process unit failure, due to known or unknown reasons, that renders the facility incapable
of adequate wastewater transport, such as mechanical or electrical failures of pumps, line
blockage or breakage, etc.; or
b. Any failure of a sewer line resulting in a by-pass directly to receiving waters without treatment
of all or any portion of the influent to such station or facility.
Persons reporting such occurrences by telephone shall also file a written report in letter form within
five (5) clays following first knowledge of the occurrence. This report must outline the actions
taken or proposed to be taken to ensure that the problem does not recur.
Permit issued this the Second day of December, 1999
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
I rr T. Stevens, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number WQ0017700
2

Permit No. WQ0017700
December 2, 1999
ENGINEER'S CERTIFICATION
Partial Final
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,
for the
Project Name Location and County
Permittee hereby state that, to the best of my abilities, due care and diligence was used in the observation
of the construction such that the construction was observed to be built within substantial compliance of
this permit, the certificate of coverage, the North Carolina Gravity Sewer Minimum Design Manual, and
other supporting materials.
Signature Registration No.
Date
The above Engineer's Certification must be completed and submitted to the address below with one (1)
copy of the "Record Drawings" (i.e., as -constructed plans) of the wastewater collection system This
project shall not be considered complete and allowed to operate until this Engineer's Certification and
the "Record Drawings" plans have been submitted. Any wastewater flow made tributary to the
wastewater collection system prior to completion of this Engineer's Certification shall be considered a
violation of the permit and shall subject the Permittee to appropriate enforcement actions.
NORTH CAROLINA DIVISION OF WATER QUALITY
WATER QUALITY SECTION
PERMITS AND ENGINEERING UNIT
1617 MAIL SERVICE CENTER
RALEIGH, NORTH CAROLINA 27699-1617

CHARLOTTE-MECKLENBURG UTILITIES
November 23, 1999
Mr. Jack Ellinwood
Engineering Concepts, Inc.
PO Box 619
Fincastle, VA 24090
SUBJECT: THE RESIDENCE AT BRAEMAR
FLOW ACCEPTANCE
Dear Mr. Ellinwood:
In response to your request a study of the subject site has been completed and the following has been determined:
Upon completion and acceptance of all necessary sewer lines, Charlotte -Mecklenburg Utilities agrees to accept the
sewage flow of 21,600 gallons per day (160 units at 135 GPD/home) from this project for transmission to McAlpine Creek
Wastewater Treatment Plant, NPDES permit number NC0024970, for treatment This acceptance of flow is based on
the existing capacity of the designated publicly owned treatments works, and contingent upon final acceptance and
ISSUANCE OF A DISCHARGE PERMIT from the appropriate local, State, or Federal Agency, whichever might have
control. Connection to the C-MUD syetein.is accepted on a FIRST -COME, FIRST -SERVED basie, ae capacity for future
projects cannot be guaranteed.
Upon completion and acceptance of all necessary water mains, Charlotte -Mecklenburg Utilities agrees to furnish water
to the subject site. Currently, an adequate supply of water for domestic use during peak demand times is available to
serve the subject site. While water quality to the subject project is regulated by the Safe Drinking Water Act Amendments
of 1986, C-MUD cannot guarantee a constant pressure or quality of flow. This agreement is also contingent upon
approval by the Division of Environment, Health and Natural Resources.
Charlotte -Mecklenburg Utilities does not expect any of the above conditions preclude water or sewer service to the
subject site. However, the applicant should understand that due to the involvement of other agencies and continuing
growth of the water and sewer system, the ability to provide service for future projects cannot be guaranteed nor
reserved.
If you have any questions, you may contact me at [phone].
Sincerely,
MA^
Steven K. Miller
CHARLOTTE•MECKLENBURG UTILITIES
Engineering, New Services
991 123skm'.doc
Enwineerine Division 5100 Brookshire Boulevard Charlotte, NC 2821b 704.399.2221, fax [phone]
Smillert ici.charlorte.nc.us
Charlotte -Mecklenburg Utilities

SOURCE: Online USGS topographic map
tte 7.5 min. Quadrangle (enlarged to scale shown)
in 1996 Source File: 03548OC7. TIF received on tape/group 35080s-2m
ion: UTMZ©ne 17 NAD 27 Load Date: 6/26/1999 9:45:16 PM via job DRG-35084s 2m
INGNEERNG cows sy e4C.
20 !. ROANOKE sr.. PO BOX 619
SITE LOCATION MAP
RESIDENCES AT BRAEMAR
CHARLOTTE, E.T.J.- N.0

PROJECT MEMO
TO: NCDENR, Reviewer
FROM: Michelle Caruthers, Hal T. Bailey, PE
CC: File: 02048
DATE: January 19, 2004
RE: Residence at Braemar Sewer Lift Station
INTRODUCTION
RT
N -
r �:k�x..0..MA,.
ENGINEERING
CONCEPTS INC.
Permit No. W00017700, dated December 2, 1999, was granted to Braemar Housing Limited
Partnership for the construction and operation of the subject wastewater collection extension.
However, since that time, complete gravity flow has been determined nonviable. As the utility
infrastructure construction for the development is nearing completion, the owner is submitting a
Fast -Track Application for the modification of the existing permit.
The proposed Residence at Braemar is located in Long Creek. Township, Mecklenburg County,
at the intersection of Vance Road and Treyburn Drive. The proposed development consists of a
total of 160 apartment units for leased. Onsite sewer and water service will be privately owned
and maintained by the developing partnership. Water and sewer connections will be made at
existing CMUD lines. Water service will be accomplished with a connection to the existing water
main along Treybum Drive. Sewer service will be accomplished with a gravity collection system
and lift station within the development. Sewer flows will be directed to the low side of the site
where a sewer lift station will force sewer flow back to the higher portion of the site where a
public sewer manhole exists.
A sewage pump station is needed for this proposed development due to the inability to gravity
feed to the existing sewer system in the area. The closest feasible sewage manhole is located
at the corner of Treyburn Drive and Vance Road. As built plans of the existing receiving
manhole indicate it's approximate depth of 11.7 ft deep with an invert out elevation of 718.46.
The lift station location in the proposed subdivision is planned at elevation 711.5. This elevation
is 0.5 feet above the FEMA designated 100-yr flood elevation for the adjacent Long Creek.
Please find attached, the permit application, miscellaneous support documents, and
Supplemental Drawing No. 1. A copy of the testing records and Operation & Maintenance
Manual will be submitted separately from the general contractor, the owner's representative.
II. SEWER DESIGN FLOW
1. Average Daily Flow = 21,600 gpd
See accompanying Flow Acceptance Letter from Charlotte -Mecklenburg Utilities.
P.O. Box 619, Fancastle, VA 24090
Phone [phone], Fax [phone]
1/8

21,600gpd = 15.0 gpm
2. Peaking Factor = 2.5 minimum
3. Design Flow:
Pipe = 4 inch SDR 21
15 gpm *2.5 = 37.5 gpm 9say 38 gpm target design flow for each pump
V = Q/A = 38 gpm / 7.48 gal/cf / 60 slmin / (pi/4*(3.97"/12)2) = 1.0 fps 4 Velocity too
low.
Minimum Velocity = 2 fps
If pumping rate is 83 gpm, then
V = QIA = 83 gpm / 7.48 gallcf / 60 s/min / (pi/4*(4.0712)2) = 2.1 fps
Actual Design Peaking Factor = 83115 = 5.5
III. PUMP STATION DESIGN
1. Location:
Pump Station is located at approximately the lowest practical point in the development at
elevation 711.5.
2. Wet Well:
Wetwell Size: 6' diameter produces 211 gal/vertical ft.
Desire cycle time to produce between 2 to 8 cycles per hour;
V = T (Qddf (1 -- Qddf/Q)
Qddf= 15.0 gpm design daily flow
Q = 80.0 gpm pumping rate
V = volume of cycle, gallons
T = cycle time, minutes
If 2 starts per hour, then T = 60 min / 2 = 30 min
V = 30 (15 (1— 15/80) = 366 gallons
Or, 366 / 211 = 1.7' active storage
If 8 starts per hour, then T = 60 min 18 = 7.5 min
V=7.5(15(1 —15/80)=91 gallons
Or, 91 / 211 = 0.4' active storage
P.O. Box 619, Fincastle, VA 24090
Phone [phone], Fax [phone]
2/8

1,
Therefore, desired active volume is between 0.4' and 1.7' > choose 1.2', which produces
a cycle time of 20.7 minutes, or 2.9 starts per hour.
Set Start Lag Pump at 0.5 ft. below High Water Alarm 0.5'
Set Start Lead Pump at 1 ft. below Start Lag Pump 1.0'
Set Cycle Depth at 1.2 ft. below Start Lead Pump = Stop Lead/Lag 1.2'
Set Invert of Pump Station at lft. below Stop Lead/Lag for min. submergence 1.0'
Total: 3.7'
Invert of influent pipe = 706.62
Set invert of pump station = 697.52
Set Stop Lead/Lag = 698.52
Set Start Lead Pump = 699.72
Set Start Lag Pump = 700.72
Set High Water Alarm = 701.22
Set Top of Pump Station = 711.5
3. Reliability and Emergency Storage:
Total storage volume above the high water alarm is 711.5' — 701.22' = 10.3',
approximately 211 gal/ft x 10.3 = 2,173 gallons.
At design daily flow of 15.0 gpm, this equals 2,173 / 15 = 145 min (2.4 hr). However,
during a power outage, the sewer flow is anticipated to significantly drop over the
average daily flow. Flows from cooking, showers, and clothes washing will be limited, if
not terminated completely. The only anticipated flows during a power outage are from
those generated from toilets and sinks. Assuming flows during an outage are 10 percent
of the average daily flow, then the available emergency storage volume is
2,1731(0.1 x 15.0 gpm) = 1449 min (24.1 hr)
The system does not have a telemetry system to signal a power outage or pump failure.
A variance to this requirement is requested based on the stated option provided in
Section 5.04.B.4 of the "Minimum Design Criteria for the Fast -Track Permitting of Pump
Stations and Force Mains".
As determined by website information provided by the North Carolina Department of
Environment and Natural Resources, the description for the zone "C" classification of
Long Creek is as follows: "From source to a point 0.6 mile downstream of Mecklenberg
County SR 2074." The sanitary sewer lift station for the Residences at Braemar project
lies approximately 240' off the centerline of Long Creek near its intersection with Dixon
Branch (another category "C" classified stream) which is approximately 1.4 miles
upstream from the intersection of Long Creek and Mecklenberg County Secondary
Route 2074. This portion of Long Creek is clearly classified category "C". See
attachments in the Appendix.
Duke Power has provided power outage historical data for the property adjacent to the
site (see Appendix for hardcopy of email). One power outage has occurred in the last ,
three years, and the length of down time was 37 minutes, well within the emergency
storage availability. Power outage data for the entire surrounding Vance Road area was
P.O. Box 619, Fincastle, VA 24090
Phone [phone], Fax [phone]
3/8

also included, and indicates a maximum downtime of 37 hours, 19 minutes. Please
note; the 37-hour nearby power outage did not affect the adjacent property. Although a
significant power outage has not occurred within the past three years, the engineer
recommends the owner includes, in the pump station maintenance contract, means of
backup portable generator power to the pump station during a power failure.
4. Force Main Present Day Conditions:
Minimum Force Main size: 4" for non -clog pumps
Sizing:
Using the Modified Hazen Williams Equation to estimate the frictional head loss:
Hf = 10.44 * L * Q1.85 1 C1.85 1 d4.8655
Determine Equivalent Lengths of force main piping attributes:
TABLE 1
Braemar Wastewater Pumping Station
Equivalent Lengths (Le) for Minor Losses
Type
Quantity
Unit Le
Total Le
Reference*
90° bend
3
10.10
30.3
Cameron
45° bend
3
5.0
15.0
Cameron
22.5° bend
1
5.0
5.0
Cameron
tee (thru flow)
1
6.70
6.7 _
Cameron _
Gate valve
2
2.7
5.4
Cameron
Check valve
1
33.6
33.6
Cameron
Total Le
96
(*Ref: Cameron Hydraulic Data, 17th Edition)
Length of force main = 1199.8 ft.
L = Equivalent Length = 1199.8 ft. + 96 ft. = 1296 ft.
Q = 83 gpm
C = 140 for initial service design
d = 4.0 in.
Hf = 10.44 *1296 *831.85 11401.851 4.04.8655 = 6.0 ft.
Static Head:
Discharge invert = 726.26
Peak in line = 726.26 4 use higher elevation.
Pumps off = 698.52
P.O. Box 619, Fincastle, VA 24090
Phone [phone], Fax [phone]
4/8

•
Static Head = 27.7 ft.
Total Dynamic Head:
Static Head = 27.7
Friction Head = 6.0
TDH = 33.7 ft.
Design Condition:
83 gpm at 33.7 ft. TDH
5. Force Main Long Term Conditions:
Length of force main = 1199.8 ft.
L = Equivalent Length = 1199.8 ft. + 96 ft. = 1296 ft.
Q = 76 gpm
C = 120 for long term design
d =4.0 in.
Hf = 10.44 *1296 *761'85 / 1201'85 / 4.04'8655 = 6.8 ft.
Static Head:
Discharge invert = 726.26
Peak in line = 726.26 4 use higher elevation.
Pumps off = 698.52
Static Head = 27.7 ft.
Total Dynamic Head:
Static Head = 27.7
Friction Head = 6.8
TDH = 34.5 ft.
Long-term operating condition is 76 gpm at 34.5 TDH. A flow rate of 76 gpm produces a
velocity of approximately 1.95 fps, slightly less than the desired minimum of 2.0 fps.
However, proper maintenance through flushing of the forcemain may keep the buildup
within the pipe to a minimum and reduce the friction losses through the pipe, in turn
maintaining higher velocities. Flushing of the forcemain can be obtained by operating
both pumps simultaneously, and should be part of the preventive maintenance plan
outlined in the O&M manual.
6. Buoyancy:
Buoyancy calculations were performed and are included in the Appendix.
P.O. Box 619, Fincastle, VA 24090
Phone [phone], Fax [phone]
5/8

1
7. Wetwell Detention Time:
Average detention time in the wetwell is based on the cycle time at average daily design
flow as discussed earlier in section 111.2. Although the average detention time is
estimated to be 20.7 minutes, the worst case scenario may be much longer. It is
anticipated that the longest detention time may occur between peak evening flows and
peak morning flows, typically between 8:00 PM and 7:00 AM. It is anticipated that the
pump will cycle during each of these peak demand periods, therefore, the maximum
detention time is approximately 11 hours.
8. Forcemain Detention Time:
Total volume in the forcemain is
1200 ft x (3.14 x (2"/12)"2 = 105 cu. ft., or 786 gallons
786 gal / 253 gal per cycle = 3.1 cycles
At 2.9 cycles per hour; 3.1 / 2.9 = 1.1 hours average detention
9. Analysis of Depressed Sections of the Forcemain:
Longest length of a depressed section,
310 ft x (3.14 x (2"112)"2 = 27 cu. ft., or 202 gallons
202 gal < 253 gal cycle volume, therefore, depressed area will be
completely flushed during each cycle.
10. Surge and Water Hammer:
The forcemain has been analyzed with respect to the development of hydraulic
transients. Calculations indicate the maximum pressure surge to be 33 psi, well within
manufacturer's recommendation of a maximum safe pressure surge of 98 psi. See
Appendix for calculations.
11. Pump Selection:
The following pump has acceptable operating points:
Myers Model 4V50M4-21 with 6.5" impeller trim
12. Net Positive Suction Head:
32' - Atmospheric head available
3' - Local variation
1' - Submergence
30' - Net Positive Suction Head Available
18' - Net Positive Suction Head Required
30' available > 18' required, therefore ok
P.O. Box 619, Fincasfle, VA24090
Phone [phone], Fax [phone]
6/8

A ,./
13. Flow Acceptance: Charlotte -Mecklenburg Utilities has indicated available capacity and
has agreed to accept the flow from the development. (See flow acceptance letter in the
Appendix).
14. Controls and Instrumentation: See plans for Control Description. The pump station
supplier shall provide the required controls and instrumentation. Functionally, the station
will operate automatically or manually. The pumps will alternate and will have run time
meters installed. Any alarm conditions will be produce audible and visual notifications.
15. Other Considerations:
A. Grit Removal: Pumps are capable of passing up to 3 inch solids, so any grit -like
substances accumulating in wet well will be passed on. Integrity testing of sewer lines
and manholes also insures minimum input of grit -like substances.
B. Grease: Since the station will serve a residential community, grease is not expected to
pose any operational problems for the pump station that need to be specifically
addressed in the design.
C. Pump Removal: The pumps specified are small and relatively light in weight. The
pumps should be able to be lifted easily with a portable pump hoist using the lifting
cable.
P.O. Box 619, Fincastle, VA 24090
Phone [phone], Fax [phone]
7/8

APPENDIX
P.O. Box 619, Fincaslle, VA 24090
Phone [phone], Fax [phone]
8/8

North Carolina Waterbodies Listed by County
Note: Waterbodies are listed in more than one county if they cross Bounty lines,
Name of Stream
Cuir„ Class Date .Prop. Class Basin
Report Date: 12131/03
ecords Found; if
Search Parameters:
County: Meck)enburg
Class:
Spies:
Marne:
Desc:
index#:
Index It
CATAWBA .RIVER
(Lake Norman
below elevation
760)
(Iambics Creek
(Cathey Creek)
Knox Creek
I£aa er Creek
Ramsey Creek
CATAWBA RIVER
(Mountalzl
From Lyle Creek to
Cowan's Ford Dam
From source to Lake
Norman, Catawba River
rg County
WS-IV,B„CA 08/03/92
IV,,CA 08/03/92
From Source to Like WS-IV,9(CA 00/03/92
Norman, Catawba River
From source to Lake WS-IV,B;CA 08/03/92:
,Norman, Catawba River
From source to Lake WS-IV
Norman,Catawba River
From Cowan's Ford Dam WS-IV;CA 08/03/92
to Water Intake at
Island Lake below River Bend Steam
elevation 648) Station
CATAWBA RIVER From Water Intake at
(Mountain River Bend Steam
Island Lake below Station to Mountain.
elevations, 64H) Island Dam (Town o€
Mount Molly water
supply intake)
McDowell Creek
McDowell Creek
Caldwell
Station. Creek
Caldwell
Station Cree
Torrence Creek
From source to U,S.
WS-IV,B;CA 08/03/92
From U.S. Hwy. 21. to WS-IV
a point 0,1 mile
upstream o£ mouth
From source to I-77
From I-77 to McDowell WS-1V
Creek
09/01/74
2
09/01/14
From source to McDowell WS-IV 08/03/92
Creek
Catawba
Catawba
Catawba
Catawba
Catawba
Catawba
Catawba
Catawba
Catawba
Catawba
Catawba
Catawba
11- (75)
11-107
11-108
11-109
11-(1.12)
11-(114)
7.1-115-(1)
Page l of

Name of Stream
©escnption
Curr: Class Date Prop, Class Basin Stream Index #
McDowell Creek
Gar Creek
Gar Creek
CATAWBA RIVER
(Lake Wylie below
elevation 570)
ilarwoc d Lakes and
Brinkley Twin
Lakes
Long Creek
on Branch
Vances Twin Lakes
Swaringer Lake
Long Creek
McIntyre Creek.
McIntyre Creek
From a point 0.7 mile WS-IV;CA 08/03/92
upstream of mouth to
Mountain Island Lake,
Catawba River
From source to a
p int 0.6 mile upstream
of mouth
WS-IV
From a point 0.6 mile WS-IV;CA
upstream of mouth to
Mountain. Island Lake,
Catawba River
09/03/92
2
From Mountain Island WS-IV;CA 08/03/92
Dam to 'Interstate
Highway 85 Bridge at
Belmont
Entire lakes and
connecting streams to
Lake Wylie, Catawba
River
From source to a
point 0.6 mile
downstream of
Mecklenburg County SR
2074
From source to Long
Creek
Entire lakes and
connecting stream to
Dixon Branch
Entire lake and
connecting stream to
Long Creek
C
V;CA 08/03/92
From a point 0.6 mile WS-IV'
downstream of
Mecklenburg County SR
2074 to a point 0.4
mile upstream of
Mecklenburg County SR
1606
From source to a
point 0.3 mile upstream
of Mecklenburg County
SR. 2025
From a point 0.3 mile
upstream of Mecklenburg
County SR 2035 t0
Long Cr.
C
WS-IV
09/01,/74
09/01/7'4
09/01/74
09/01/74
08/03/92
09/01/74
08/03/92
Catawba
Catawba
Catawba
Catawba
Catawba
Catawba
Catawba
Catawba
Catawba
Catawba
Catawba
Catawba
11-115- (5)
11-116- (1)
16- (2)
1.1-(1171
120-(0.5)
11-120-1
11-120-1-1
11-120-2
11-120- (2.5)
11-120-3- (1)
11.-120-"3- (2)
Page 2 of 7

Mitchell Mason
From: Tamara T Trexler [[e-mail]]
Sent: Monday, January 05, 2004 4:01 PM
To: [e-mail]
Subject: Reliability History for Braemar
Happy New Year Mason!
Per your request, I have researched the circuit which will feed the sewer lift station at
Braemar. The circuit currently feeding this delivery has had 0 station circuit breaker
operations within the last 3 years. The address you provided at 9220 Vance has
experienced 1 outage, 37 minutes in duration, in the past 3 years.
Hope this information is useful.
Your Power Partner,
Tammy
Tammy Trexler-Whaley, PE / Duke Power / Sales & Service / 6325 Wilkinson
Blvd. / Charlotte, NC 28214
[e-mail]
704-382-5122 (Office) 704-995-4084 (Mobile) 704-382-5300 (Fax)
http://www.dukepower.com/
1

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Three Year Outage History
Vance Road Area in Charlotte, N C
DATE/TIME
08/09/01 18:42
12/05/02 07:41
12/21/02 13:24
DURATION COMMENTS
2 hr 18 min Line burned down
37 hr 19 min tree on line, ice storm
41 min. tree on line
ZO'd 172:VT VC/CZ 9 uef
L90V-829—VOL: xed 13ITIOd Dna

Buoyancy Caicuations
Manhole Nominal Diameter (ft)
Manhole Thickness (in)
Manhole Invert Elevation
Manhole Rim Elevation
Water Surface Elevation
Manhole Height (ft)
Submerged Height (ft)
Concrete Unit Weight (pcf)
Total Manhole Weight (Ibs)
Volume of Displacement (cf)
Unit weight of liquid (pcf)
Buoyancy Force (Ibs)
4.0
6
705.0
711.5
711.5
150
62.4
6947,0
Extra Weight Required (Ibs) 2499 7
Height of Extra Base (ft)
Weight of filled Base (Ibs)
Total Manhole Weight (Ibs)
1.5
1518.4
80250
Buoyancy Force (Ibs) 078.84 Positve numbers indicate float
Factor of Safety
MH-BOUY.XLS 1

1/19/2004
Water Flow Characteristics - Water Hammer
PVC and CPVC Pipe Calculation
Pressure Sum = aV/ 2.31g = Shock Pressure pipe Is exposed to.
Where a= 4660/ (((1+ (Kdi/Et))".5)
a= wave velocity, ft/Sec Calculated factor see results below.
p= pressure surge caused by the sudden change in velocity
V= maximum velocity change, ft/Sec (V= Q/A) Pipe Area =0,785398 * d^2
g= acceleration of gravity, 32,2 ft/Sec "2
k= fluid bulk modulus, 300,000 psi for water
di= inside pipe diameter in inches
E= modulus of elasticity of the pipe,
420,000 psi PVC, 360,000 psi CPVC,
t== pipe wall thickness, inches
Q= Flow Through Pipe, GPM
PUT DATA.
Q= 83
di= 4
V= 2.00
K= 300000
E= 420000
t= 0.214
Results for "a" a= 230
Results for Pressure Surge
NOTE: Maximum safe Pressure Serge
PVC pipe = 98 PSIC,
Critical Time
for valve closure/opening or pump startup/shutdown
Wave velocity, a, ft/sec: 1230
ength of pipe, ft: 1200
'Critical Time (sec): 2,0 sec
Hamlc.xis/PVC

LONG-TERM CONDITIONS (C=120)
Static Head 27.74
Pipe size (IN) 4.00 3.00 PUMP
Equivalent length 1296 0
Additional flow 0 0 FE Meyers
Flow FRICTION FRICTION TDH MAX 4V50M4-21
GPM FT FT FT FT
0 0.00 0.00
10 0.16 0.00 27.90
20 0.58 0.00 28.32
30 1.23 0.00 28.97
40 2.09 0.00 29.83
50 3.15 0.00 30.89
66.7 5.37 0.00 33.11
83.3 8.10 0.00 35.84
100 11.36 0.00 39.10
36.3
35.1
33.9
32.8
The Braemar Pump Station
System Curve
(Long -Term Conditions)
45
-
0 40
a 35
m 30
25
.i
9
.E 20
c 15
0 10
0 5
1- 0
0 20 40
60
Flow Rate
80
(gpm)
100
120
-�4V50M4-21
-o-TDH
PUMP CURVE.xls/Long-term 1

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PROPERLY TED.fUNCT)c" BOX
TO MANHOLE. /OLLGIN
pew SPECIFICATIONS
FOR 0190E DROP
lase'
9 1'
BERIAGE
POLE
opnON
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MP
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CORD SEAL CONIEGTORS FOR
(PURER MD SHOWN°N CORDS
WATERPROOF
ACCESSDOOR2)
r.�
MUSHROOM VENT PLACED NOT
TO INTERFERE WITH HATCH OPENING
TOP RAIL (DOLTS ID COVER FRAME)
MMERT ELEV. 69752.
NOT TO SCALE
FUMBLE PIPE JOINTS SHALL BE USED ON Pmt*.,
BETWEEN THE PUMP STATION STRUCTURES.
FLomATIC
CHECK
VALVE
mom VALvE
}
`PAERIIEDYITE RAIL SUPPORT
pap DEPTH PI IPITSS Of 20 MELT
GALV. STEEL OR DUCTILE IRON
TOP OF STRUCTURE
ELEV.. 7119'
f/
oast NL PIPE GUIDE RAILS
E PU2103
MODEL MYERS 4v50Y4-21 r/6•s• OAPELUR
SUBNF ,E NON -CLOG PIMP
L1FTOUT ASSENBLY
Mom
INOST
LEVEL
INVERT ElEV.70SA
24• CONCRETE BASE
FOR ANTI -FLOTATION
INVERT ELEV.7O .o
BoTTDM OF Ms"' MIST HAVE SMOOTH
TROUELED SURFACE FOR MT0. SUPPORT CASTING
PUMP STATION'S PUMPS. CONTROLS. RAN. LIFT'
OUT, FLOATS. AND VALVES TO BE COORDINATED WITH:
CHAD SMAI I EY
PREFERRED SOURCES. INC.
321E SMITH FARM RD.
STAWNCS, NC.
PHONE: [phone]
THIS DRAWING SHALL BE A SUPPLEMENT TO DRAWING C11.
"SEWER LIFT STATION DETAIL, DATED MAY 2, 2002. THE
REVISIONS, IDENTIFIED AS "I" ON THIS SHEET, ARE REQUIRED
TO BRING THE PUMP STATION DESIGN IN CONFORMANCE WITH
NCDENR MINIMUM DESIGN CRITERIA FOR THE FAST —TRACK
PERMITTING OF PUMP STATIONS AND FORCE MAINS.
ENGINEERING CONCEPTS, INC.
20 S. ROANOKE ST,. PO BOX 619
FINCASTLE, VMONA 24090
540.473.1253 FAX: [phone]
SUPPLEMENTAL DWG #1
RESIDENCES OF
BRAEMAR
Into j NTS
ECT N0.
01/20/03
02042

\\
`
SANITARY
LIFT STATION
ENGINEERING CONCEPTS, INC.
20 3. ROANOKE: ST., PO BOX 619
',CASTLE. VIONA 24090
540.473.t253 FAX:[phone]
TREYBURN DRIVE
SHEET A'
SEWER OVERVIEW PLAN
RESIDENCES AT BRAEMAR . JAN, 2004
PmEcCHARLOTTE - NC 02048
SCALE 1 "=120'

1
MATCH LINE
•
i
ENGINEERING CONCEPTS, INC.
20S.ROANOKLST.,POBOX 619
PR4CASTLE YlONA 24090
540473.1253 FAX• 540.473.1254
STING MANHOLE
i
SHEET 'Bs
SEWER OVERVIEW PLAN SCALE1"=120'
RESIDENCES AT BRAEMAR JANURY, 2004
CHARLOTTE - NC o NO.