NC0083101_Authorization to Construct_20040405

Mr. Robert Young
City of Henderson
P.O. Box 1434
Henderson, North Carolina 27536
Michael F. Easley, Governor
State of North Carolina
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
April 5, 2004
Subject: Authorization to Construct
ATC No. 083101A01
NPDES Permit No. NCO083101
Vance County
Dear Mr. Young:
The Division of Water Quality's NPDES Unit has reviewed your request for an Authorization to Construct at
the Kerr Lake Regional Water System. The Division finds the proposed improvements to be satisfactory and
hereby grants authorization for the following:
• Two 80 feet diameter thickeners,
• Sludge pumping station with two progressive cavity sludge pumps, rated at 205 gpm, 59 ft TDH,
• all related structures, equipment, piping, controls, and other appurtenances, as presented in the proposed
plans and specifications.
This Authorization to Construct is issued in accordance with NPDES Permit No. NC0083101, issued July 15,
2002 and shall be subject to revocation unless the wastewater treatment facilities are constructed in
accordance with the terms and conditions of the permit.
Special Conditions
The permittee shall evaluate the sludge handling operations to eliminate the practice of cleaning and
disposing spilled sludge from the loading pad by hosing to the adjacent grassy area. Within 90 days of the
issuance of this Authorization to Construct the permitte shall submit to the Division a report summarizing the
evaluation and proposed solutions.
Notification
The Permittee shall notify the Water Quality Supervisor of the Raleigh Regional Office, telephone number
[phone], at least forty-eight (48) hours prior to operation of the installed facilities, so that an in -place
inspection can be made. Notification shall be made during the normal office hours of 8:00 a.m. until 5:00
p.m., Monday through Friday.
Engineer's Certification
Upon completion of construction and prior to operation of the modified facility, the Permittee shall provide
the Division with a certification (copy enclosed) from a professional engineer registered in North Carolina
certifying that the permitted facility has been installed in accordance with the NPDES Permit, this
Authorization to Construct, and the approved plans and specifications. The Certification should be submitted
to: NCDENR / DWQ, NPDES Unit, 1617 Mail Service Center, Raleigh, North Carolina 27699-1617.
1617 Mail Service Center, Raleigh, North Carolina 27699-1617 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer Internet: http://h2o.enr.state.nc.us/

Kerr Lake Regional Water System
NPDES Permit No. NCO083101
ATC No. 083101 A01
Page 2
Requirements for Certified Operator
The Permittee shall employ a certified wastewater treatment plant operator to be in responsible charge (ORC)
of the wastewater treatment facilities. The operator must hold a certificate of the type and grade at least
equivalent to or greater than the classification assigned to the wastewater treatment facilities by the
Certification Commission. The Permittee must also employ a certified back-up operator of the appropriate
type and grade to comply with the conditions of Title 15A, Chapter 8G, .0200. The ORC of the facility must
visit each Class I facility at least weekly and each Class II, III, and IV facility at least daily, excluding
weekends and holidays; and mustproperly manage and document daily operation and maintenance of the
facility and comply with all other conditions of Title 15A, Chapter 8G, .0200.
Additional Requirements
The Operational Agreement between the Permittee and the Environmental Management Commission is
incorporated herein by reference and is a condition of this Permit. Noncompliance with the terms of the
Operational Agreement shall subject the Permittee to all sanctions provided by G. S. 143-215.6 for violation
of or failure to act in accordance with the terms and conditions of this Permit.
Failure to abide by the requirements contained in this Authorization to Construct may subject the Permittee
to an enforcement action by the Division of Water Quality in accordance with North Carolina General Statute
143-215.6A to 143-215.6C.
The issuance of this Authorization to Construct does not preclude the Permittee from complying with any and
all statutes, rules, regulations, or ordinances which may be imposed by other government agencies (local,
state, and federal) which have jurisdiction.
The Permittee shall maintain a copy of the approved plans and specifications on file for the life of the
facility. One (1) copy of the approved plans and specifications is enclosed for your records.
If you have any questions about this Authorization to Construct, please contact Teresa Rodriguez, at (919)
733-5083, extension 553.
Sincerely,
�kE�
Alan W. Klimek
Director
Enclosures: Project Plans and Specifications (approved)
Engineer's Certification Form
cc: Raleigh Regional Office, Water Quality
Technical Assistance and Certification Unit
Central Files
NPDES Unit Files
Mr. David A. Cornwell, Ph. D., P. E. — Environmental Engineeringand Technology, Inc
712 Gum Rock Court
Newport News, Virginia 23606

Date: _7 63
Time: 1 1. ZO
❑ Return
❑ Call to
❑ Call from
Subject:
TELEPHONE RECORD
Project: 1 00nlO l
Mr Mrs Waya (JcgcC Representing: Ve "v
Address
Telephone: _ �Z— `i'39— 2,1 4-1 FAX:
NOTES/ SUMMARY
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cc: Signed

ATC SUMMARY
ATC No.
083101 A01
PERMIT NO
NCO083101
FACILITY
Kerr Lake Regional WTP
COUNTY
Vance County
RECEIVING STREAM
Anderson Swamp Creek
BASIN
Roanoke
CLASS
WS-III, B-CA
REGIONAL OFFICE
Raleigh
APPLICATION/PLANS PREPARED BY: EE&T
David A. Cornwell, P.E.
712 Gum Rock Court
Newport News, Va
SCOPE: Construction of two residual thickeners, a residual pump station, and polymer addition system
to treat the backwash from the filters.
SUMMARY: The Kerr Lake Regional Water System has a 15 MGD treatment capacity and utilizes Kerr
Lake as the source of water. The water treatment system consists of flocculation, sedimentation and
filtration. The filters backwash will be treated in the two thickeners. Settled sludge will go to storage
lagoons or loaded in trucks for disposal. Originally they intended to convert the sand drying beds to
lagoons but they didn't do the modifications.
Effluent from the thickeners will be discharged to Anderson Swamp Creek.
This ATC was requested after the project was completed.
PROJECT EQUIPMENT DESCRIPTION:
Two Batch thickeners — 80 feet diameter, with a capacity of approximately 458,000 gpd
Thickener residual pump station with two progressive cavity pumps, with a capacity of 205 gpm
Turbidity meter and flow meter
RECOMMENDATIONS:
The Raleigh Regional Office conducted an inspection and recommended the installation of an underdrain
or containment structure for the sludge truck loading rack were sludge spills are cleaned by hosing to the
grass. A special condition will be included in the AtC for the facility to evaluate the practice and submit a
report with proposed solutions.
NPDES Unit contact: Teresa Rodriguez

EE&T
ENVIRONMENTAL ENGINEERING & TECHNOLOGY, INC.
August 30, 2001
Mr. Mike Myers
NCDENR - NPDES Permit
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
Re: Kerr Lake Regional Water System
Kerr Lake Regional Water Filtration Plant
Residuals Handling Facilities
NPDES Permit #NC0083101
Dear Mr. Myers:
Rtc, W, 0t31u1 � C)\
In accordance with your recent telephone conversation with Mr. Todd Smith of our office,
enclosed please find the following:
• Three (3) sets of plan sheets related to the residuals handling facilities
• Three (3) sets of technical specifications for the work
• Design calculations related to Residuals Handling Facilities
• Approval letter form NCDENR, Division of Environmental Health, Public Water Supply
Section, dated 12/12/99, for the facilities
On behalf of the Kerr Lake Regional Water System and the City of Henderson as Managing
Partner, we hereby request that these facilities be added to the referenced NPDES Permit for the facility.
If there are any questions or if additional information is required, please contact the writer or Mr.
Todd Smith at 757-873-1534.
Sincerely,
ENVIRONMENTAL ENGINEERING & TECHNOLOGY, INC. j
David A. Cornwell, Ph.D., P.E.
President l o
/slh
GR
cc: Mr. Mark Warren, City Manager, Henderson
Mr. Michael Hicks, Director, Kerr Lake Regional Water System { o=
Mr. Todd Smith, P.E., EE & T f
P:\HendDeslFlnalDoc%LeBers"mO830011V wpd
712 gum rock court- newport news, virginia 23606 - [phone] - fax: [phone]

ern
NCDENR
JAMES B. HUNT JR.
RECEIVED J" 0 3
is 2Y.
`� NORTH AROLINA DEPARTMENT OF
rY ENVIRONMENT AND NATURAL RESOURCES
GOVERNOR Mr. Michael A. Hicks
Kerr Lake Regional Water System
Post Office Box 1434
Henderson, North Carolina 27536-1434
BILL HOLMAN
SECRETARY
DIVISION OF ENVIRONMENTAL HEALTH
PUBLIC WATER SUPPLY SECTION
December 22, 1999
11 9�
- f
�Y
Re: Kerr Lake Regional Water System
Treatment Plant Improvements
Vance County
ID# 02-91-010
Dear Mr. Hicks:
LINDA C. SEWALL Enclosed please find one copy of the "Application for Approval..." together with one copy of the
DIRECTOR referenced plans and specifications bearing the Division of Environmental Health stamp of approval and
signature of the Public Water Supply Section Chief for the referenced project. These plans and
specifications are approved under Division of Environmental Health serial number 99-01039, dated
December 21,1999.
JESSICA G. MILES .
CHIEF
Plans and specifications prepared by David A. Cornwell, P.E., Roger G. Stroud, P.E., Thomas
Ogden Fenn, P.E., and S.G. Roberts, P.E., call for the construction of residual collectors In the existing
sedimentation basins, residuals thickeners, a thickened residuals pumping station, a sodium hypochlorite
storage and feed facility, a raw water pump and other improvements to the Kerr Lake Regional Water
Treatment Facility.
The enclosed approval contains conditions on the project as follows:
The maximum (design) 15 million gallons per day treatment capacity of the
plant shall not be impaired any time during construction of this project.
Public water system rules require that a registered professional engineer verify that construction
has been completed in accordance with these approved plans and specifications. In order to complete the
approval of this project, please furnish us a copy of the engineer's verification affixed with his/her profes-
sional engineering seal immediately upon completion of construction.
One copy of each enclosed document is being forwarded to our Raleigh Regional Office. The third
copy is being retained in our permanent files.
If we can be of further service, please call on us at [phone].
a rfe k1u6cTen, P.E., Head
echnical Services Branch
Public Water Supply Section
JWM/SMCljhr
Enclosures: Approval Documents
cc: Michael L. Douglas, Regional Engineer
Vance County Health Department
,Z-ftvironmental Engineering and Technology
Jtl qsl GltlGA
2 Q 1 0
1634 MAIL SERVICE CENTER, RALEIGH, NORTH CAROLINA 27699-1634
PHONE [phone]
MAIN FAX [phone] LAB FORMS FAX [phone]
AN EQUAL OPPORTUNITY / AFFIRMATIVE ACTION EMPLOYER - 50% RECYCLED/10% POST -CONSUMER PAPER

Kerr Lake Regional Water System
Treatment Plant
Priority I Improvements
Prepared for
Kerr Lake Regional Water System
Henderson, North Carolina
June1999
Prepared by
EE&T '\(`-j
ENVIRONMENTALENGINEERING &TECHNOLOGY, INC.
712 Gum Rock Court, Newport News, Virginia 23606

RESIDUALS THICKENERS
Description: Two batch thickeners will collect spent filter backwash water and residuals from the
sludge collectors. The thickeners will operate in a fill and draw mode. Decanting of
settled backwash water is through pipes located along the sidewall of each thickener.
Decant valves will have electric motor operators controlled from the plant's SCADA
system.
Number of thickeners
2 '
Surface area
Each
5,026 ft2 -
Total
10,052 ft2
Basin dimensions
Inside diameter
80 ft
Sidewall water depth
14.8 ft
Total sidewall depth
16.4 ft
Water depth at center pier
21.9 ft
Floor slope
13/a to 12
Washwater volume
Average
386,000 gpd
Maximum
852,000 gpd
Sludge volume
72,000 gpd
Total volume (washwater + sludge)
Average
458,000 gpd
Maximum
924,000 gpd
Maximum water level elevation
360.0 ft
Usable volume
One basin
--- 458,000 gal
Two basins
924,000 gal
Detention time
Average
38 hrs
Maximum
18 hrs
Residuals quantities
Average
2,800 lb/d
Maximum month
4,100 lb/d
Thickened solids concentration
4 percent
Thickened residuals volumes
Average
8,393 gpd
Maximum
12,290 gpd
Sludge pocket volume
One basin
73,000 gal
Two basins
146,000 gal
pAhenddeslfina1docldsgnspec.wpd

RESIDUALS THICKENER (con't)
Thickened residuals detention
Average
Maximum month
Thickener inlet pipe
Residuals draw -off pipe
Decant pipe size
Number of decant pipes per thickener
Time to decant
Thickener drive mechanism
Manufacturer
Horsepower
Power requirement
Torque
p:lhenddesVinaidocldsgnspec.wpd
17.4 days
11.9 days
30/24 in.
6 in.
8 in.
2
8 hrs
Eimco, Envirex
1.5 Hp
230/460 volt, 3 phase
50,000 ft. lbs

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Kerr Lake Regional Water Treatment Plant
Filter Back Wash Hydraulic Calculations
Thickener W.S.E. =
358.60
Wxshwkter Tmugh Inv. El. =
383.25
Backwash Waste Rate
IS gpm/sf
Total Headlnss=
14.27 h
Filter Area =
"I sf
H.G.L. St. @ W W Trough =
372.87
Backwash Waste Flnw=
7,939 gpm
Available Hend=
10.38 ft
C=
IIk7
Sludge Thickener No.1 to the Filters (BackWash Waste)
Item
Nn.
Description
i Bend etc
Diameter
mchu
Q
m
Q
cu Naec
A
s
Acmal Pipe Length
0
Velocity
Nsec(It)
WMI,
Depth
of Flnw
R
K
R
Head Lou
it
Hydraulic
Profile
Elevation
Comments
J
"
-
-
359.60
Pull Conduit Flow
1
Exit
307938
17.69
4.91
3.60
0.202
1
0.202
358.80
2
Vertical Column
30
7938
17.69
4.91
20
3.60
0.044
358.85
3
90°Bend
30
7938
17.69
4.91
3.60
0.202
0.3
0.061
358.91
0
M
30
7,938
17.69
4.91
46
3.60
0.101
359.01
5
301 x 24" Reducer
24
7.938
17.0
3.14
5.63
0.493
0.291
35930
6
45-Van. Bend
24
7,938
17.69
3.14
5.63
0.493
0.2
0.099
359.11
7
pipe
24
7,938
17.69
3.14
12
5.63
0.078
359.IR
R
45"Vest. Brad
24
7938
17.69
3.14
5.63
OA93
.eif'., 0.2
0.099
359.29
9
pion
24 1
7939 1
17.69
3.14
10
5.63
0.065
359.33
10
Butter0 Valve
24
7.938
17.69
3.14
5.63
O.493
0.46
0.227
35957
II
Pi
24
7939
17.69
3.14
2
5.63
0.013
35959
12
30" x 24" Reducin Tee tench
24
7.939
17.69
3.14
5.63
0.493
IA
0.887
360.47
13
Pi
30
7.938
17.69
4.91
101
3.60
0.222
360.70
14
30- Tee (Run)$30
7.939
17.69
4.91
3.60
0.202
0.6
0.121
360.82
15
Pi
7938
17.69
4.91
59
3.60
0.130
360.95
16
30" x 6" Tee (Run)7,938
17.69
4.91
3.60
0.202
0.6
0.121
361.07
17
Pi
7.939
17.69
491
17
3.60
0.037
361.11
I8
45°Hortz Bead
7.939
17.69
4.91
3.60
0.202
0.2
0.040
361.15
19
Pi
7 938
17.69
4.91
23
3.60
Y:.
0.051
361.20
20
11 WVmBend
7938
17.69
4.91
3.60
0.202
0.1
0.020
361.22
Fofk lm 90"Band
21
Pi
7938
17.69
4.91
53
3.60
0.117
36133
22
11 WVe0. Bend
7938
17.69
4.91
-
3.60
0.202
0.1
0.020
361.35
44 ofk for 90° Bend
23
Pi
7938
17.69
4.91
134
3.0
0.295
361.65
24
Enlmrwe @ New 30" BW W7,938
17.69
4.91
3.60
0.202
0.5
0.101
361.75
Enterin Sluice Gate Chamber
23
Exit istin 30"R.C.P.
7.938
17.69
4.91
3.60
0.202
OWMAM 1
0.202
361.95
26
H.G.L. El. @ SM. Gate Chamber
1.38
36035
Transition to Open Channel Flow
27
Inv.1st @ Sluice Gate Chamber
-
359.97
4.530
28
H.G.L. El. @ Manhole No.3 Out
I38
364.88
29
Inv. Out @ Manhole No.3
36350
0.170
30
H.C.L. E. @ Manhole No. 31n
1.38
365.05
31
Inv. in @ Manhnle No.3
363.67
0.830
32
H.G.L El. @ Manhole No. 2 Out
139
365.98
33
Inv. Out @ Manhnlc No.2
36450
0350
34
H.G.L. El. @ Manhole Na. 21n
1.38
366.23
35
Inv. In @ M.hnlc Nm.2
364.85
0.121
36
pipe
30
7.938
17.69
4.91
55
3.60
0.121
366.35
Traasicnn to Full Conduit Flow
37
1 VA' Bend
30
7.938
17.69
4.91
3.60
0.202
0.1
0.020
366.37
38
30" x 24" Reducing Tee Run
30
7.938
17.69
4.91
3.60
0.202
0.6
0.121
366A9
T.Run Filter No. 1
39
Miss
30
7939
1 17.69
4.91
7
3.60
0.015
36651
40
30'x 12'Red.:k Tee un
30
7938
1 17.69
4.91
3.60
0.202
0.6
0.121
366.63
TwRun Filter 0 Waste - Filter No.1
41
Pim
30
7,938
1 17.69
4.91
13.5
3.60
0.030
366.66
42
30"x 24"Reducin Tte(Ron)
30
7938
17.69
4.91
3.60
0.202
0.6
0.121
366.79
Tee -Run - Filer No.2
43
Pi
30
7.939
17.69
4.91
7.5
3.60
0.016
366.90
44
301x I Ralucin Tee(Run)
30
1 7.938
17.69
4.91
3.60
1 0.202
0.6
0.121
366.92
Tee -Run Filter to Waste - Filter No.2
45
PiN
30
7.938
17.69
4.91
13.5
3.60
0.030
366.95
46
30" x 24" Reducio Tee(Run)
30
7,938
17.69
4.91
3.60
0.202
0.6
0.121
367.07
TmRun -Filler No.3
47
Fix:30
7,938
17.69
4.91
75
3.60
0.016
367.08
48
30"x 12'Rrducin Tx un
7,938
17.69
4.91
3.60
0.202
0.6
0.121
367.21
Tee -Run Filter to Waste - Filter No.3
49
Pi
30
7,938
17.69
491
IJ5
3.60
0.030
367.24
50
30"x 24' Redwing Ten ranch
24
7,938
17.0
3.14
5.63
0.493
1.8
0.987
368.12
Redtdn T.Bmnch - Filter No.4
51
Pi
24
7,938
17.69
3.14
1.5
5.63
0.010
368.13
52
Mal. Valve
24
7.938
17.69
3.14
5.63
0.493
S
2.463
37059
53
Pi
24
7.939
17.69
3.14
2.08
5.63
0.014
370.61
54
Backman
24
7938
17.69
3.14
5.63
0.493
0.5
0.246
Mae
1 14.27 1

Kerr Lake Regional Water Trmtment Plant
Mer Beek Wash tlydnidie Cekulations
Thickener W.S.E.=
359.60
WxshwaterTmugh Inv. El.=
383.25
Backwash Waste Ram=
23 giant Iof
Total Headloss=
19.480
Filter Ann =
441 sf
H.G.L. El. @ W W Tmugh =
378.08
Backwash Wage Flow =
10.143 gpnt
Availahle Head =
5.17 6
C =
HMI
Sludge Thickener Ne.1 to the Filter (BaekWuh Waste)
Room
No.
Description
i Bend etc.
Diamaa
inches
Q
m
Q
cu Now
A
s
Actual Pipe LengOl
R
Velocity
Nsa
V^]/2B
R
Depth
ofFlnw
fitB
K
Head LassProfile
fl
H)drulie
Elevation
CornmCnts
-
35R.60
I Full Conduit Flow
1
Exit
30
IO,I4J
22.60
4.91
4.60
0.329
I
0.329
358.93
2
Vertical Column
30
10143
22.60
4.91
20
4.W
0.069
359.00
3
90'Bond
30
10.143
22W
4.91
4.60
0.329
0.3
0.099
359.10
4
pripc
30
10143
22.60
4.91
46
4.60
0.159
359.26
5
30" x 24" Reduces
24
10143
22.60
3.14
7.19
0.804
0.474
359.73
6
45' Vertt, Band
24
10143
22.60
3.14
7.19
0.804
0.2
0.161
359.42
7
Pipe
24
10143
22.0)
3.14
12
7,19
0.123
35954
R
1 45'Vert. Bend
24
10.143
1 22.W
3.14
7.19
0.804
0.2
0.161
359.70
9
Pipe,
24
10143
22.60
3.14
10
7.19
0.103
359.90
10
Bulterfl Valve
24
10.143
22.60
3.14
7.19
0.904
DAIS
0.370
360.17
II
Pipe
24
10143
22.60
3.14
2
7.19
0.021
3W.20
12
30" x 24' Reducin Tee .h
24
10143
22.60
3.14
7.19
0.804
1.8
1.448
361.64
13
Pipe
30
10143
22.60
4.91
101
4.60
0.350
361.99
14
30"Tee Run
30
10.143
2260
4.91
4.60
0.329
0.6
0.198
362.19
15
pipc
30
10143
2260
4.91
59
4.60
0.204
362.39
16
30'x6"Ten tin
30
10143
22.60
4.91
4.W
0.329
0.6
0.199
36239
17
MDR
30
10.143
2260
4.91
17
4.60
_
0.059
362.65
IB
45-Hatia Bend
30
10.143
2260
4.91
4.60
0.329
02
0.066
36232
19
Pipe
30
10,143
2260
4.91
23
4.60
0.080
362.80
20
11 s4' Vat. Bend
30
10.143
22.60
4.91
4.60
0.329
0.1
0.033
36283
%of k for 90' Band
21
Pi
30
10.143
22.W
4.91
53
4.W
0.184
363.01
22
11 44" Vert. Bend
30
10.143
22. W
4.91
4.60
0.329
0.1
0.033
363.05
th of k for90' Bend
23
Plan
30
10,143
220
4.91
134
4.60
0A64
363.51
24
Enhance (@ Nov, 30"BWW
30
10.143
22.60
4.91
4.W
0.329
0.5
0.165
363.68
Enterin Sluice GateChamha
25
Exit(Existing 30"R.C.P.
30
10143
22.W
4.91
4.60
0.329
I
0.329
364.00
26
H.G.L. El.@ Sluice Gam Chamfer
1.39
36035
Transition tnOpen Channel Flow
27
Inv. In @ Sluicc Gam Chamhcr
358.97
4530
28
H.G.L. El. @ Manhole No. 3 Out
1.38
364.88
29
Inv. Out @ Manhole Nn.3
363M
0.170
30
H.G.L. EL @ Manhole No. 31n
1.39
365.05
31
Inv. In @ Manhole Nn.3
363.67
0,930
32
H.G.L. El.@ Manhole No. 2 Out
1.39
365.88
33
Inv. 0.10 Manhole Nn.2
364.50
0.350
34
H.C.L. El. @ ManM1ole No. 2 In
1.38
366.23
33
Inv. In @ Manhole No.2
364.85
0.191
36
PiN
30
10143
22.60
4.91
55
4.60
0.191
366.42
Transition In Full Conduit Flnw
37
11W Bend
30
10.143
22.60
4.91
4.60
0.329
0.1
0.033
366.45
38
30' x 24' Redmin Tee(Run)
30
10,143
2260
4.91
4.60
0.329
0.6
0.198
366.65
TenRun Filter No. 1
39
Pim
30
10143
2260
4.91
7
4.60
0.024
366.68
40
30"x 12"Redumn Ten un
30
10143
22.60
4.91
4.60
0.329
0.6
0.198
366.87
Tec.Run Filkrm Waste-RitcoNn.1
41
Pin
30
10,143
2260
4.91
13.5
4.60
0.047
366.92
42
30"x24"Roducin Ten(Run)
30
1 I43
22.60
4.91
4.60
0.329
0.6
0.198
367.12
TwRon - Filter No.2
43
Pin
30
10.143
2260
4.91
7.5
M
0.026
367.14
as
30"x 12'RWudn Tee tin
30
10.143
2260
4.91
4.60
0.329
0.6
0.199
367.34
Tee -Ruh Films m Waste - Film, No.2
45
Mix,
30
10143
22W
4.91
13.5
4.60
0.047
367.39
46
30"x 24'Reducin Tee(Run)
30
10143
22.60
4.91
4.60
0.329
0.fi
0.199
36759
T.Run-Flm, No.3
47
Pipe
30
10,143
2260
4.91
7S
4.60
0.026
367.61
48
30'x I Redaniv Tee(Run)
30
10.143
2260
4.91
4.60
0.329
0.6
0.198
367.81 1
T.Ran Fllta to Wean -She, No.3
49
pip,
30
10 I43
22W
4.91
13.5
4.60
0.047
367.96
50
30'x 24'Reducing Tm rnacM1
24
IM43
2260
11 3.14
7.19
QRM
1.8
1.448
369.30
Reducing: Tee-Beaach - Filmy No.4
51
Pipe
10,143
22W
1 3.14
1.5
7.19
0.015
369.32
52
Angle Volvo
24
10143
22.60
3.14
7.19
0.1104
5
4.W1
37330
53
Pi
21
10143
22.W
3.14
2.0R
7.19
0.021
37336
54
Eanown
21
10,143
22.60
3.14
7.19
0.mm
0.5
0.402
373.76
19.49

KERR LAKE REGIONAL WTP
30" Backwash Waste Pipe Hydraulics
Pipe Diameter=
30 in
(INPUT)
2.5 ft
Pipe Radius=
1.25 It
15 in
Q minimum=
7938 gpm
(INPUT)
17.69 cfs
Q average=
9041 gpm
(INPUT)
20.14 cfs
Q maximum=
10143 gpm
(INPUT)
22.6 cfs
Manning's n=
0.013
(INPUT)
Invert Out @ MH No.2=
364.5
Invert In @ MH No.3=
363.67
Elevation Difference=
0.83
Distance= 108
Slope, S= 0.0077
Calculating ARA2/3 for Q min, Q avg, Q max, and Cabs
ARA2/3
@ Q min=
1.761
yV%=
kc D%
(%-V )
ARA2/3
@ Q avg=
23
yn-
IC.15
C\.St')
AR42/3
@ Q max=
2.25,
In c
Yl.. 4.L
Cl,4d0
0.2
2.4
1.15
0.19
1.44
0.13
0.05
0.3
3.6
1.41
0.33
1.76
0.19
0.11
0.4
4.8
1.65
0.51
2.06
0.25
02
0.5
6
1.85
0.69
2.31
0.3
0.31
0.6
7.2
2.05
0.91
2.56
0.36
0.46
0.7
8.4
2.23
1.12
2.79
0.4
0.61
0.8
9.6
2.41
1.36
3.01
0.45
0.8
0.9
10.8
2.57
1.59
3.21
0.5
1
1
12
2.74
1.84
3.43
0.54
1.22
1.1
13.2
2.9
2.08
3.63
0,57
1.43
1.2
14.4
3.06
2.33
3.83
0.61
1.68�
1.3
15.6
3.22
2.58
4.03
0.64
1.92
1.4
16.8
3.38
2.83
4.23
0.67
2.171
1.5
18
3.54
3.07
4.43
0.69
2.4
1.6
19.2
3.71
3.32
4.64
0.72
2.67
1.7
20.4
3.88
3.56
4.85
0.73
2.89
1.8
21.6
4.05
3.78
5.06
0.75
3.12
1.9
22.8
4.24
4.01
5.3
0.76
3.34
2
24
4.43
4.21
5.54
0.76
3.51
2.1
25.2
4.64
4.4
5.8
0.76
3.66
2.2
26.4
4.87
4.58
6.09
0.75
3.78
2.3
27.6
5.14
4.73
6.43
0.74
3.87
2.4
28.8
5.48
4.84
6.85
0.71
3.85
2.5
30
6.28
4.91
7.85
0.63
3.61
NOR M DPTH. W K4

r
C
0
c
3
2.5
6
1
0.5
Normal Depth for 30" Diam. Backwash Waste Pipe
0 0.5 1 1.5 2 2.5 3 3.5 4
ARA2/3
J
c�
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Pipe Diameter=
Pipe Radius=
Q minimum=
Q average=
Q maximum=
Manning's n=
Invert Out @ MH No.3=
Invert In @ Sluice Gate Chamber -
Elevation Difference=
Distance=
Slope, S=
KERR LAKE REGIONAL WiP
30" Backwash Waste Pipe Hydraulics
30 in
2.5 ft
1.25 It
15 in
7938 gpm
17.69 cfs
9041 gpm
20.14 cfs
10143 gpm
22.6 cfs
0.013
363.5
358.97
4.53
175
0.0259
Calculating ARA2/3 for Q min, Q avg, Q max, and Qabs :
AIR A2/3 @ Q min= 0.96
AIR A213 @ Q avg= 1.09
ARA2/3 @ Q max= 1.23
(INPUT)
(INPUT)
(INPUT)
(INPUT)
(INPUT)
0.2
2.4
1.15
0.19
1.44
0.13
0.05
0.3
3.6
1.41
0.33
1.76
0.19
0.11
0.4
4.8
1.65
0.51
2.06
0.25
0.2
0.5
6
1.85
0.69
2.31
0.3
0.31
0.6
7.2
2.05
0.91
2.56
0.36
0.46
0.7
8.4
2.23
1.12
2.79
0.4
0.61
0.8
9.6
2.41
1.36
3.01
0.45
0.8
0.9
10.8
2.57
1.59
3.21
0.5
1
1
12
2.74
1.84
3.43
0.54
1.22
1.1
13.2
2.9
2.08
3.63
0.57
1.43
1.2
14.4
3.06
2.33
3.83
0.61
1.68
1.3
15.6
3.22
2.58
4.03
0.64
1.92
1.4
16.8
3.38
2.83
4.23
0.67
2.17
1.5
18
3.54
3.07
4.43
0.69
2.4
1.6
19.2
3.71
3.32
4.64
0.72
2.67
1.7
20.4
3.88
3.56
4.85
0.73
2.89
1.8
21.6
4.05
3.78
5.06
0.75
3.12
1.9
22.8
4.24
4.01
5.3
0.76
3.34
2
24
4.43
4.21
5.54
0.76
3.51
2.1
25.2
4.64
4.4
5.8
0.76
3.66
2.2
26.4
4.87
4.58
6.09
0.75
3.78
2.3
27.6
5.14
4.73
6.43
0.74
3.87
2.4
28.8
5.48
4.84
6.85
0.71
3.85
2.5
30
6.28
4.91
7.85
0.63
3.61
NORMDPTH.WK4

3
2.5
2
i
1
0.5
0—C
0
formal Depth for 30" Diam. Backwash Waste Pip(
`Jh � 233e�IsF = �•�
0.5 1 1.5
2
AR^2/3
2.5 3 3.5 4
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LNn

05/27/99
Kerr Lake Regional Water Treatment Plant
Hydraulic Calculations
i
Supernatant Flow = 490.00 gpm
C = 100
Max elevation = 14.36 Min Elevation = 2.18 j
Calc Elevation = 2.18
j
Supernatant Line @ Invert Elevation 356.42
I'
Item
No.
Description
(Pipe, Bend, etc.)
Diameter
(inches)
Q
m)
Q
(cu ft/sec)
A
(SO
Actual Pipe Length
�'rlocity
(ft) (.,Vsec)'
V^2/2g
(ft)
K
(ft)
Head Loss
(ft)
Accumulated
Head Loss
(ft)
l
Inlet
8
490.00
1.09
0.35
3.13
0.152
1
0.152
0.152
2
Pie
8
490.00
1.09
0.35
2.75
3.13
0.152
0.143
0.022
0.174
3
Plug Valve
8
490.00
1.09
0.35
3.13
0.152
0.217
0.033
0.207
4
Pie
8
490.00
1.09
0.35
6
3.13
0.152
0.312
0.047
0.254
5
Tee (Branch)
8
490.00
1.09
0.35
3.13
0.152
1.8
0.274
0.528
6
Pie
8
490.00
1.09
0.35
4.75
3.13
0.152
0.247
0.038
0.566
7
Tee (Branch)
8
490.00
1.09
0.35
3.13
0.152
1.8
0.274
0.839
8
Pie
8
490.00
1.09
0.35
2.5
3.13
0.152
0.130
0.020
0.859
9
Tee ranch
8
490.00
1.09
0.35
3.13
0.152
1.8
0.274
1.133
10
90°Bend
8
490.00
1.09
0.35
3.13
0.152
0.8
0.122
1.254
11
90° Bend
8
490.00
1.09
0.35
1 3.13
0.152
0.8
0.122
1.376
12
Pie
8
490.00
1.09
0.35
5.75
3.13
0.152
0.299
0.046
1.421
13
Flow Meter
8
490.00
1.09
0.35
3.13
0.152
0.6
0.091
1.513
14
Pie
8
490.00
1.09
0.35
2.00
3.13
0.152
0.104
0.016
1.528
15
90° Bend
8
490.00
1.09
0.35
3.13
0.152
0.8
0.122
1.650
16
Pie Inside through P.S. Wall)
8
490.00
1.09
0.35
4.75
3.13
0.152
0.247
0.038
1.688
17
Pie Outside into MH No. 1)
8
490.00
1.09
0.35
43.00
3.13
0.152
2.239
0.340
2.028
18
Exit (into MH No. 1)
8
490.00
1.09
0.35
i3.13
0.152
1
0.152
2.180
i
Highest Water elevation 360
Manhole invert 345.64
Max. Available Static Head 14.36
Elevation of Lowest Decant Pipe 347.82
Min. Available Static Head 2.18
i
DECANTHY.WK4 08:55 AM

05/27/99
Kerr Lake Regional Water Treatment Plant
Hydraulic Calculations
Supernatant Flow = 1279.00 gpm
C = 100
Max elevation = 14.36 Min Elevation = 2.18
Calc Elevation = 14.34
Supernatant Line @ Invert Elevation 356.42
Item
No.
Description
(Pipe, Bend, etc.)
Diameter
(inches)
Q
m)
Q
(cu ft/sec)
A
(sf)
Actual Pipe Length
Velocity
(ft) (ft/sec)
VA2/2g
(ft)
K
(ft)
Head Loss
(ft)
Accumulated
Head Loss
(ft)
Inlet
8
1279.00
2.85
0.35
8.16
1.036
1
1.036
1.036
2
Pie
8
1279.00
2.85
0.35
2.75
8.16
1.036
0.124
0.129
1.164
3
Plug Valve
8
1279.00
2.85
0.35
8.16
1.036
0.217
0.225
1.389
4
Pipe
8
1279.00
2.85
0.35
6
8.16
1.036
0.271
0.281
1.670
5
Tee (Branch)
8
1279.00
2.85
0.35
8.16
1.036
1.8
1.864
3.534
6
Pie
8
1279.00
2.85
0.35
4.75
8.16
1.036
0.215
0.222
3.757
7
Tee (Branch)
8
1279.00
2.85
0.35
8.16
1.036
1.8
1.864
5.621
8
Pie
8
1279.00
2.85
0.35
2.5
8.16
1.036
0.113
0.117
5.738
9
Tee (Branch)
8
1279.00
2.85
0.35
8.16
1.036
1.8
1.864
7.603
10
90° Bend
8
1279.00
2.85
0.35
8.16
1.036
0.8
0.829
8.431
11
90° Bend
8
1279.00
2.85
0.35
8.16
1.036
0.8
0.829
9.260
12
Pie
8
1279.00
2.85
0.35
5.75
8.16
1.036
0.260
0.269
9.529
13
Flow Meter
8
1279.00
2.85
0.35
8.16
1.036
0.6
0.621
10.151
14
Pie
8
1279.00
2.85
0.35
2.00
8.16
1.036
0.090
0.094
10.244
15
90° Bend
8
1279.00
2.85
0.35
8.16
1.036
0.8
0.829
11.073
16
Pi Inside through P.S. Wall
8
1279.00
2.85
0.35
4.75
8.16
1.036
0.215
0.222
11.295
17
Pipe (Outside into MH No.l
8
1279.00
2.85
0.35
43.00
8.16
1.036
1.943
2.012
13.307
18
Exit into MH No.l
8
1279.00
2.85
1 0.35
" " ' "' '
8.16
1.036
1 1
1 1.036
1 14.343
1 ! 4.34 1
Highest Water elevation 360
Manhole invert 345.64
Max. Available Static Head 14.36
Elevation of Lowest Decant Pipe 347.82
Min. Available Static Head 2.18
DECANTHY.WK4 08:55 AM

THICKENED RESIDUALS PUMP STATION
Description: A thickened residuals pump station will transfer the residuals from the thickener to
either (1) the truck loading station or (2) the residuals storage basins. The pump
station will also house the polymer feed systems for the thickeners.
Number of pumps
2
Manufacturers
Moyno
Pump type
Progressive cavity
Model number
1F065 (Moyno) without overhung motor
Driver
Constant speed
Weight (each)
955 lbs
Capacity
205 gpm
Differential pressure
23.4 psi
Speed
450 rpm
Horsepower
15 Hp
Power
480 volt, 60 Hz
Connection sizes
Suction
8 in.
Discharge
8 in.
Seal water piping
Inlet
1/2 in.
Outlet
1/2 in.
Time to load a truck
2,000 gal
10 min
3,000 gal
15 min
4,000 gal
20 min
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