WQ0032769_Regional Office Historical File Pre 2018

Mr, Mick Berry, City Manager
City of Hickory
P© Box 398
Hickory, NC 28603
lsdichaei F Easley, Go Vern
William G. Ross Jr_, Secretary
North Carolina Department of Environrraent and Natural Resources
Coleen 1i. Sullins, Director
Division of Water Quality
June 23, 2008
Subject: Permit No. WQ0032769
Catawba SECC Wastewater
Wastewater Collection System Extension
Catawba County, North Carolina
Dear Mr. Berry,
In accordance with your complete application received on June 17, 2008, we are forwarding
herewith Permit No. WQ0032769, dated June 23, 2008, to the City of Hickory for the construction only
of the subject wastewater collection system extension, This permit shall be effective from the date of
issuance until rescinded, and shall be subject to the conditions and limitations as specified therein. This
cover letter shall be considered a part of this permit and is therefore incorporated therein by reference.
Please pay particular attention to Permit Condition 3 which requires that the wastewater
collection facilities be properly operated and maintained in accordance with 15A NCAC 2T .0403 or any
individual system -wide collection system permit issued to the Permittee.
Permitting of this project does not constitute an acceptance of any part of the project that does
not meet 1) 15A NCAC 2T; 2) the Division of Water Quality's (Division) Gravity Sewer Minimum Design
Criteria adopted February 12, 1996, as applicable; 3) and the Division's Minimum Design Criteria for
the Fast -Track Permitting of Pump Stations and Force Mains adopted June 1, 2000, as applicable,
unless specifically mentioned herein. Division approval is based on acceptance of the certification
provided by a North Carolina -licensed Professional Engineer in the application. It shall be the
Permittee's responsibiiity to ensure that the as -constructed project meets the appropriate design criteria
and rules. Failure to comply may result in penalties in accordance with North Carolina General Statute
§143-215.6A through §143-215=6C, construction of additional or replacement wastewater collection
facilities, and/or referral of the North Carolina -licensed Professional Engineer to the licensing board.
t4Pr hCarofin
�Vizturarliy
Mooresville Regional Office 610 East Censer Ave., Suite 301 Mooress`i1ie, NC 2811.5 Phone' (704) 663-t 699 Fax ;704) 663-6040
Internet: maw ncrrmaterquaIity ©rg Customer Serl,ice. 1-877-623.6748
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper

Mr, Berry
Page 2
June 23, ,2008
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 to the City of Hickory for the construction and operation of approximately 15,757 linear feet of
14-inch force main, 48,263 linear feet of 16-inch force main, 1,278 linear feet of 16 inch gravity sewer a
1,320 gpm pump station (with duplex pumps, on -site audible and visual high water alarms and
permanent generator), a 1,400 gpm pump station (with duplex pumps, on -site audible and visual high
water alarms and permanent generator), a 1,500 gpm pump station (with duplex pumps, on -site audible
and visual high water alarms and permanent generator), and the discharge of 0 gallons per day of
collected domestic wastewater into the City of Hickory existing sewerage system in conformity with 15A
NCAC 2T; the Division's Gravity Sewer Minimum Design Criteria adopted February 12, 1996, as
applicable; the Division's Minimum Design Criteria for the Fast -Track Permitting of Pump Stations and
Force Mains adopted June 1, 2000, as applicable; and other supporting data subsequently filed and
approved by the Department of Environment and Natural Resources and considered a part of this
permit.
The sewage and wastewater collected by this system shall be treated in the City of Hickory
WWTP (NPDES No, NC0025542) prior to being discharged into the receiving stream.
The Division has expressed concern over the receiving treatment plant capacity and recognizes
that efforts are in progress to address the concern. However, issuance of this construction only permit
does not guarantee issuance of a permit to operate. Requests for permit modifications to place a
sewer into operation are required and will be evaluated on an individual basis in the order received.
Approval will be based on a review of the downstream sewer and receiving plant capacity,
Construction of this permitted system is at the Permittee's own risk and the Permitee shall be held
accountable per G.S. 143-215,67(a) should compliance issues arise.
Assessing subsequent impacts to the downstream collection system and treatment facility is the
complete responsibility of the City of Hickory. Hickory must utilize whatever tracking tools necessary for
planning additions of sewer flow in order to maintain compliance with the WWTP permitted limits.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjjudicatory hearing upon written request within 30 days following receipt of this
permit, This request must be in the form of a written petition, conforming to Chapter 150B of North
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.
If you need additional information concerning this matter, please contact Dee Browder at (704)
663-1699..
Sincerely,
4
en H, Sullins
cc: Mooresville Regional Office, Collection System Permit File
Scott E. Snyder, HSMM of NC, Inc.
Surface Water Protection Central Files
PERCS

NORTH CAROLINA
ENVIRONMENTAL MANAGEMENT COMMISSION
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
RALEIGH
WASTEWATER COLLECTION SYSTEM EXTENSION 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 wastewater collection facilities are constructed in
accordance with the conditions of this permit; 15A NCAC 2T; the Division of Water Quality's
(Division) Gravity Sewer Minimum Design Criteria adopted February 12, 1996, as applicable; the
Division's Minimum Design Criteria for the Fast -Track Permitting of Pump Stations and Force
Mains adopted June 1, 2000, as applicable; and other supporting materials unless specifically
mentioned herein.
2. This permit shall be effective only with respect to the nature and volume of wastes described in the
application and other supporting data.
3. The wastewater collection facilities shall be properly maintained and operated at all times. The
Permittee shall maintain compliance with an individual systern-wide collection system permit for the
operation and maintenance of these facilities as required by 15A NCAC 2T .0403 If an individual
permit is not required, the following performance criteria shalt be met as provided in 15A NCAC 2T
.0403:
a. The sewer system shall be effectively maintained and operated at all times to prevent
discharge to land or surface waters, and any contravention of the groundwater standards in
15A NCAC 2L .0200 or the surface water standards in 15A NCAC 2B .0200.
b. A map of the sewer system shall be developed and shall be actively maintained.
c. An operation and maintenance plan shall be developed and implemented.
d. Pump stations that are not connected to a telemetry system shall be inspected every day (i.e.
365 days per year). Pump stations that are connected to a telemetry system shall be
inspected at least once per week.
e. High -priority sewer lines shall be inspected at least once per every six-month period of time.
f. A general observation of the entire sewer system shall be conducted at least once per year.
g. Inspection and maintenance records shall be maintained for a period of at least three years.
h. Overflows and bypasses shall be reported to the appropriate Division regional office in
accordance with 15A NCAC 2B .0506(a), and public notice shall be provided as required by
North Carolina General Statute §143-215 1C.

4. This permit shall not be transferable. In the event there is a desire for the wastewater collection
facilities to change ownership, or there is a name change of the Permittee, a formal permit request
shall be submitted to the Division accompanied by documentation from the parties involved, and
other supporting materials as may be appropriate. The approval of this request shall be
considered on its merits and may or may not be approved.
5. Construction of the gravity sewers, pump stations, and force mains 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. Per 15A NCAC 2T .0116, upon completion of construction and prior to operation of these
permitted facilities, the completed Engineering Certification form attached to this permit shall be
submitted with the required supporting documents to the address provided on the form. A complete
certification is one where the form is fully executed and the supporting documents are provided as
applicable,
7. A copy of the construction record drawings shall be maintained on file by the Permittee for the life
of the wastewater collection facilities.
8. Failure to abide by the conditions and limitations contained in this permit; 15A NCAC 2T; the
Division's Gravity Sewer Design Criteria adopted February 12, 1996 as applicable; the Division's
Minimum Design Criteria for the Fast -Track Permitting of Pump Station and Force Mains adopted
June 1, 2000 as applicable; and other supporting materials may subject the Permittee to an
enforcement action by the Division, in accordance with North Carolina General Statutes §143-
215.6A through §143-215,6C.
9. In the event that the wastewater collection 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
facilities.
10. The issuance of this permit shall not exempt the Permittee from complying with any and all
statutes, rules, regulations, or ordinances that may be imposed by other government agencies
(local, state and federal) which have jurisdiction, including but not limited to applicable river buffer
rules in 15A NCAC 2B .0200, erosion and sedimentation control requirements in 15A NCAC Ch. 4
and under the Division's General Permit NCGO10000, and any requirements pertaining to wetlands
under 15A NCAC 2B ,0200 and 15A NCAC 2H :0500.
11. Noncompliance Notification:
The Permittee shall verbally report to a Division of Water Quality employee at the Mooresville
Regional Office, telephone number [phone], 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 pumping station or 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,

Voice mail messages or faxed information is permissible, but shall not be considered as the
initial verbal report. Overflows and spills occurring outside normal business hours may also be
reported to the Division of Emergency Management at telephone number [phone] or
[phone]. Persons reporting any of the above occurrences shall file a spill report by
completing Part I of Form CS-SSO (or the most current Division approved form), within five days
following first knowledge of the occurrence. This report shall outline the actions taken or
proposed to ensure that the problem does not recur. Part II of Form CS-SSO (or the most
current Division approved form) can also be completed to show that the SSO was beyond
control.
12. This permit shall be for the construction of the wastewater collection facilities only. No flow
shall be made tributary to the subject facilities until a permit modification application is submitted
(with the appropriate fee), a modified permit is issued, and the Engineer's Certification is
received and approved by the Division. Issuance of this Construction only (No flow/0 flow)
permit does not prioritize or obligate the Division to guarantee future issuance of a sewer
extension permit modification.
13. Pump and haul permit requests will not be considered for this collection system permit, In
accordance with 15A NCAC 2T .0204, Pump and Haul permits are not acceptable long-term
domestic wastewater treatment alternatives. Delays in permitting or construction of additional
capacity at the receiving wvvrp do not constitute an environmental emergency or an
unavoidable delay in construction of systems previously permitted under this Section. The
decision to apply for a No Flow/0 Flow permit is the decision of the applicant and affiliated
parties. The applicant should be aware that the existing Wl/VTP must supply a current
FTSE_10/07 Form and receive a sewer extension permit approval prior to wastewater flow
becoming tributary.
14. Issuance of a Construction Only/No Flow sewer extension permit does not prioritize, or obligate
the Division to issue an NPDES permit request for modification for expansion. NPDES
permitting final decisions can only be made after the Division receives and evaluates a formal
permit application for the proposed discharge, In accordance with the North Carolina General
Statutes, the practicable wastewater treatment and disposal alternative with the least adverse
impact on the environment is required to be implemented.
Permit issued this the 23rd day of June, 2008.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
for Coleen H. Sullins, Director
Division of Water Quality
By Authority of the Environmental
Permit Number WQ9032769
anagement Commission

Fast Track Engirteering Certifjcat*on
Permit No. WQ0032 2` --rcti
February 19, 2008
Own erNVQCSt P
Mick Berry, City Manager
Hickory, NC 28603
PO Box 398
Hickory, NC 28603
PE
Scott Snyder
HSMM of; inc,
1460,JJQ4tn B. White Sr, Blv
Spartanburg, SC 29306
Complete and submit this form to the permit issuing regional office with the following;.
One copy of the project record drawings (plan & profile views of sewer lines) of the wastew
system extension
Supporting design calculations (selected pumps, system curve, operating point, available storage if portable
generator(s) or storage greater than longest past three year outage reliability option selected) for any pump
stations permitted as part of this project
Changes to the project should be clearly identified on the record drawings or in written summary form. Permit
modifications are re uirpd for any cranes resulting in non-comclianee with this permit, regulations or
minimum design criteria.
ollection
This project shall not be considered complete nor allowed to operate until this Engineer's Certification and all
required supporting documentation have been received by the Division. Therefore, it is highly recommended
that this certification be sent in a manner that provides proof of receipt by the Division,
ENGINEER'S CERTIFICATION
El Partial 0 Final
, as a duly registered Professional Engineer in the State of North Carolina, having been
authorized to observe (. periodically, ij weekly, Elfull time)) the construction of Catawba SECC Wastewater, a
Catawba County projector the 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; 15A NCAC 2T; the Division of Water Quality's (Division) Gravity Sewer Minimum Design
Criteria adopted February 12, 1996 as applicable, the Division's Minimum Design Criteria for the Fast -Track
Permitting of Pump Stations and Force Mains adopted June 1, 2000 as applicable; and other supporting materials.
North Carolina Professional Engineer's
seal, signature, alndlda e:
A,p.
SEND THIS FORM & SUPPORTING DOCUMENTATION
WiTH REQUIRED ATTACHMENTS TO THE FOLLOWING ADDRESS
MOORESVILLE REGIONAL OFFICE
SURFACE WATER PROTECTION
610 EAST CENTER AVENUE, SUITE 301
MOORESVILLE NC 28115
The Permittee is responsible for tracking all partial certifications up until a final certification is received. Any
wastewater flow made tributary to the wastewater collection system extension prior to completion of this
Engineer's Certification shall be considered a violation of the permit and shelf subject the Permittee to appropriate
enforcement actions.

DESIGN ALC l
for
TIONS
SOUTHEAST CATAWBAC COUNTY
PUMP TI
HICKORY, NC
10-Jun-11
Scott . Snyder, RE,
AECO TECHNICAL SERVICES OF NORTH CAROLINA, Inc,
1 CORPORATE CENTER DRIVE
SMITE "
LElt, H, NC 27607
AECOM PROJECT NO 60155536

A:COM
Project Catawba SEC C '` a eater Project No 60956
Title Calculations
Des By DBR/SES Dept. CED
Ckd By DSS/SES Sketch SK -
Phase
Date 12/5/07
Rev Date 6/10/11
Sheet No, 1 of 2�
Proiect Description
The proposed project incorporates three principal pump stations to transfer wastewater from the
southeast portion of the County to the City of Hickory Catawba WWTP, A pump station located at the
Sherrill's Ford Elementary School will replace the existing treatment system and NPDES permit of the
school as well as accept pumped flows from the Key Harbor and Village Center developments. This
station will pump to a second station located near Terrapin Creek along Molly's Backbone Road, This
station will also accept the flows from the Terrapin Creek development and then pump to a third pump
station located near Balls Creek along Browns Chapel Road.
Pump stations and force mains serving the Key Harbor and Village Center development will eventually
become part of this collection system. However, the engineering design package for these systems will
be included as part of a separate project,
Below is the criteria used for the preliminary design calculations,
e id
Village Cen
Key Harbor
Terrapin Creek
Commercial/Industrial
250
360 per home 90,000
00 360 per home 540,000
100 360 per home 36,000
Initiat
Development
Size
2
Village Center Commercia
Village Center Office Space
300, 00
20 gpd/1,t300 SF 36,000
gpd/person -
assume 150 ft2
120000 25 per office
20,000
Other
Sherrill's Ford Elementary Schoo
Total Estimated Flow
7000 permitted flow 7000
729,000

Project Catawba SECC Wastewater
Title Calculations
Des By DBR/SES
Ckd By DSS/SES
Dept CED
Sketch SK -
Project No 60956
Phase
Date 12/5/07
Rev Date 6/10/11
Sheet No. 2 of "
ABLE
P STATION
SF Elementa School
Ke Harbor Subdivision
7,000
Peak at 2.5xADF
7,000
693,000
1,732,500
4,9
101.4
375.0
481.3
1,203.25
SF Pump Station
Terrapin Creek Subdivision
100 360
Total Flow
Peak at 2.5xADF
693,000 481.3
36,000 25.0
506.3
,265.75
729,000
1.822,500
TC Pump Station
Total Flow
Peak at 2.5xADF
729,000 506.3
729,000
1,822,500
506.3
1,265,75
Calculations for the pump stations are based on 14" force main between the Sherrill's Ford PS (SF) and
Terrapin Creek PS (TC) and 16" force main between the TC and Ball's Creek PS. Hydraulic gradients
along the force main were evaluated to find the maximum head condition that the pumps would see.
These critical design conditions are summarized as follows:
SF PS — High point in the line located approximately 5,655-feet from the pump station. Pipe elevation at
this point is approximately 929-feet.
TC P5 - High point in the line located approximately 13,000-feet from the pump station, Pipe elevation at
this point is approximately 940-feet. Discharge at the Ball's Creek PS is at an elevation of 786-feet,
Ball's Creek PS - High point in the line located approximately 16,640-feet from the pump station. Pipe
elevation at this point is approximately 927-feet.
Calculations for each pump station are as follows:

Title
Catawba SECC Wast
Calculatiorts
Des By DBRISES Dept CED
cadBy D/FSketch �� �..�
Protect No 9
Phase
Date 12/5/07
Rev Date /1 0/11
Sheet N;
Sherrill's Ford PS
Suction Elevation = 848.5 feet
Discharge Elevation at TC = 770.73
Total FM Length = 15,757 feet
Critical Design Point mm 929 ft t 5,655 feet
Sherrill' Ford lump Station Equi h n Piping Len the
"« 12"
Pump Station Fittings # Reg. Eq. Length' Eq. Ft Pipe Pump Station Flttinps; # Reg, Length/ Eq. Ft Pipe
"x6"Reducer 3.5 6"x12" Reducer 1 20 20
d" 90-deg Elbow 1 15.2 15,2 12°" 90 deg Elbow
6" 22-deg elbow 2 3.09 1 g.1 t 12" 4-deg elbow
g" Valve
6" Tee Side Row
g" Tee Through Flow
6" Piping Associated
wIPS
Equivalent PS piping
length
0 12°" Check Valve
0 12" Valve
0 12" Tee Side Flow
12" Tee Through Flow
12"x14" Reducer
35 12"° Piping Associated PS
- Friction -Water Pipe Fittings, Crane Co. Technical Paper No. 409
reprinted in Cameron
Fquil
nt PS piping length
1 29.8 29.8
2 15.9 31.8
1 49.7 49
2 7 96 5.92
259.7 .4
0 9
1 7 7
32 32
306

V)
9
N CO CO
o
0
c,
w
0
0
a

ACOM
Project Catawba SECC Wastewater
Project No 60956
Title Calculations Phase
Des By DBRISES
Ckd By DSS/SES
Date
12/5/07
Dept CED Rev Date 6/10/11
Sketch SIB - Sheet No. 5 of 25
Based on a review of available pumps from the Fairbanks Morse submersible, non -clog inventory that will
meet this calculated head range, the following pump was selected: 5" 5433MV with a 50 HP motor
pump curve for the selected model is attached to the end of the calculation section.
110.00 -
80.00
00.00
40.00
20.110
0.00
Sherri Ford Pump Station
200 400 600. N00 1000 1200
Flaw (GPM)
1400
C=110
t=140
a. .._....Pump (u_r`,�e
1000
Based on this graph, the selected pump will be capable of pumping at approximately 1240 gpm,@ 101 ft
TDH for a C value of 130.

Project Catawba SESEC(i
Title Calculations
Des By DBR/SES
Project No 609p6
Phase
Date 12/5/07
Dept CED Rev Cate 6/10/11
Ckd By S/ F Sketch Sk Sheet No rtt" 25
Terrapin Creek PS
Suction Elevation = 764,29 feet
Discharge Elevation at all's Creek - 786 feet
Total FM Length = 19,346 feet
Critical Design Point = 940 ft 13,000 feet
Terrapin reek Pump to rrEquivalent Piping era the
4"
Pump Station Fittings # Rep. Eq. Length' Eq. Ft Pipe Pump Station Fitt has
4°' 90-deg Elbow
4°' 22. -deg elbow
4"" Valve
4°' Tee Side Flow
4" Tee Through Flow
4°' Piping Associated
w/PS
Equivalent PS piping
length
4'512" Reducer
10.1 10.1 12" 90-deg Elbow
6.37 10,74 12" 4 -deg elbow
0 12" Check Valve
12" Valve
12" Tee Side Flew
0
12" Tee Through Flow
12"x14", Reducer
21 12" Piping Associated PS
Equivalent PS piping length
ter Pipe Fittings, Crane Co. Technical Paper No. 409 as reprinted in Car t'eron
12"
# Req.,Length'; Eq. Ft Pipe
1
1 29.8 29
2 15.9 31
1 49.7 49.7
2 7.96 15.92
2 9.7 119.4
29
0
29
308

Terrapin Creek Pump Station
Head Loss Calculations
Suction elev
Critical Elevation
Discharge EIevator
Critical Pipe Length
Flow
gpm
780
1040
iloo
1300
1400
1560
2300
2350
7 :,29
940
786
13000
Velocity
fps
1.24.1 ....
1.66
1,76
2.07
2.23
2.49
3.67
3.75
feet
Pipe Size
feet Actual Dia
inchesr
16
14,696
feet Eq Pipe Length (f
Static Head 4" Friction
175,71 8,05
175.71 13.71.
175.71 16,21
175.71 20.71.
175.71 2316
175.71 2
175.71 59.52
175.71 - 61,93
C-Fa
100
12" Friction
0,63
1.07
1.18
1.61
1.85
2,26
4.63
4,82
inch
4
4,3
21
16" Friction
1 - Pipe diameter based on SDR 26 PVC piping
2 - Pipe diameter based on class 350 DIP piping
3 - Pipe diameter based on class 350 DIP piping
12.71
21.63
24,00
32,69
37.49
45.80
93.93
87.78
inches3
12
12.64
308
TDH
197,09
212, 2
216.10
230,72
238.81'
252.79
333.79
9.20
4" Friction
4,95
8,44
9.36
12.75
14.62
17.86
36.63
2
C-Factor
130
12" Friction
0.39
0 66
0.73
0,99
1.14
1.39
2.85
2,96
16" Friction
7.82
13.32
14.77
20.12
23.08
28.19
57,81
TDH
.87
198,12
200,57
209.57
214.54
223,15
273,00
60.16 .276 95
4" Friction
4.32
7.36
8.16
11,11
12.75
15.57
33.23
C-Factor
140
12" Friction
0 4
0, 7
0.63
0.86
0,99
1.21
2.48
2.58
16" Friction
6.82
11.61
1?:41'
17.54
29.12
24.58
50.41
52,45
TDH
187.18
195.25
197,38
205.23
209,57
217.07
260. 4
263.98
Piping Friction Loss . Eq Pipe Length/100 * f where f = 0,.2083 (100/c) q 1%02 /0, h 411655
I = friction head loss in feet of water per 100 feet of pipe (fi` h2,0/100 ft pipe)
c = Hazen -Williams roughness constant
= volume flow (gal/min)
cl€1 = inside hydraulic diameter (inches:).
Pump Curve
236
222
206
188
Calculations Summary
Page 6

Project Catawba SECC Wastewater Project No 60956
Title Calculations
Des By DBRISES
Ckd By DSS/SES
Dept CED
Sketch SK -
Phase
Date 12/5/07
Rev Date 6/10/11
Sheet No, of 25
Based on a review of available pumps from the Fairbanks Morse submersible, non -clog inventory that will
meet this calculated head range, the following pump was selected: 4" 5434MV with a 135 HP motor —
pump curve for the selected model is attached to the end of the calculation section.
400.00
3 50, 00
300.00 -..
200.00
150,00
0
Terrapin Creek Pump Station
Pump
1000 1500 2000 25t0
Flow (GPM)
Based on this graph, the selected pump will be capable of pumping at approximately 1280 gpm @ 208 ft
TDH for a C value of 130.

Project
Title
Catawba SECe
Calculations
Des By DBR/ E
Ckd By DSS/SES
Bait's Creek
Suction Elevation = 779.5 feet
Discharge Elevation at Catawba WTP = 782.67 feet
Total FM Length = 28,917 feet
Critical Design Point = 927 ft 16,640 feet
Dept CED
Sketch
Pura taticr Fittinq
4" 99-deg Elbow
4" 22,5-deg elbow
4" Valve
4" Tee Side Flow
4" Tee Through Flow
4"" Piing Associated
MPS
Equivalent PS piping
length
Project No 60956
Phase
Date 12/5/07
Rev Date
Sheet No. 9 of
6/10/11
SK
Balls Creel Pump Sto ten l:quivaletPit) tt gtlis
a
12°°
E.
Rec. Eq. Length1 Eq. Ft Pipe Pump Station Fittings # Req. Length1 Ed. Ft Roe
4'"x12" Reducer 1 25 25
12" 90-deg Elbow 2 29.8 59.6
12" 45-deg elbow 2 15.9 31.8
12°" Check Valve 1 49.7 49.7'
12°` Valve 2 7.96 15,92
12" Tee Side Row 59.7 1194
12'" Tee Through Flea'
12""x14" Reducer
4""
10.1 10,1
5.7 10,74
0
0
21
on -Water Pipe Fittings, Crane Co. Technical Paper No. 409 as
12" Piping Associated /PS
Equivalent PS piping length
sprinted in C
eron
339

Balls Creek 'Pump Station,
Head Loss Calculations
Su 'on eev 779
inches in esinches'
Elevation
27 fet Pipe Siz
ischaraeE v
782.67 feet Actua
4 12
4,696 4.3 12.
PipeLength 16640 feet Eq Pipe Length (feet) 2
C-Fac
C-Fact
C-Facto
0
0
4
Pump Cu
How Velocity $F-Iead 4 Fric •
2" Friction 6" Friction
TDH 4" Friction 2" Friction
6" Friction
TDH 4" Friction
2" Fri
Pm
fp
6" Friction TDH
7 0
.24
47,
.05
0.69
72. 0 4.9
0.4
0.
4,
0, 7
,7
0, 2 220
040
47,
7,
9 .0 8,44
0.72
7.04
7 .70 7.36
0.6
4.86
170,
207
2.07
47.5
20.
.78
4184
2
3
2.75
25,
87. 0 1
0.
2,4
182.02 192
400
2.2
4
2.04
47.
.2
.54
92.91 12.7
.09
25.7
187.10
50
2.
47,
2. 2
4,
.6
.4
6
0 14.48
.24
29.26
192.4
60 249 147.
29.02
2.4
5
2 7.
7.86
.08
2 2.9
7
14
.46
195.87 174
700
2.7
47,
.02
2. 2
6 .7
25318 20.
0
42.
2 2. 41 18,26
.57
6,
204.2
00
3.67 147.5_
59.52
20,24
36,63
.14
74,00
2 1.271
2.74
64.52 246,70
1 - Pipe diameter based on SDR 26 PVC piping Piping Friction Loss Eq Pipe Length/100 * f where f = 0,2083 (100/03 552 q' 552 / d h4
2- Pipe diameter based on class 350 DIP piping f = friction headloss in feet of water per 100 feet of pipe (ft h,20/100 ft pipe)
3 - Pipe diameter based on class 350 DIP piping c= 1azen-WiIIirns roughness constant
q = volume flow (gal/min)
dhinside hydraulic diameter (inches)
Calculations Summary
Page 9

COM
Project Catawba SECC Wastewater Project No 60956
Title Calculations
Des By DBR/SES
Ckd By DSS/SES
Dept CED
Sketch SK -
Phase
Date 12/5/07
Rev Date 6/10/11
Sheet No, 1 1 of 25
Based on a review of available pumps from the Fairbanks Morse submersible, non -clog inventory that will meet this
calculated head range, the following pump was selected: 4" 5434MV with a 125 HP motor — pump curve for the selected
model is attached to the end of the calculation section.
0,00
0
500
Balls Creek Pump Station
Flow (GPM)
2 00l0
t0
( 140
pump
Based on this graph, the selected pump will be capable of pumping at approximately 1320 gpmta 188 ft TDH for a C
value of 130,

COM
Project Catawba SECC Wastewater
Title Calculations
Des By DBR/SES
Ckd By DSS/SES
Project No 60956
Phase
Date 12/5/07
Dept CED Rev Date 6/10/11
Sketch SK -
Sheet No. 12 of '),5
Pump Station Cycle Calculations
hernit's Ford Purnp Station
Pump iculations
n uent Flow 4
Peaking Factor 2,5
n . Flow Peak
Force Main
203.25
14
gp
- avg
in,
diameter
Pump Selection
Wet Well Entrance
Chamber
Wet Well Main Chamber
1240
gpm C=130
noth
id h
7.83
0
'.5
0
Storage volume 1446.
Pump on -Pump o
Volume 5061.4
At average influent
flow
Fill Time
0. 2
allons/foot
e
allons
inute
Run Time
6,67
inu
ycle Time
Cycles/Fir
17,2
,49
inutes
c cle

:coM
Projec
Catawba SECC Wastewater
Title Calculations
Des By DBR/SES
Ckd By DSS/SES
Dept CED
Sketch SK
Project No 60956
Phase
Date 12/5/07
Rev Date 6/10/11
Sheet No. 13 of 25
Wet Well Entrance
Chamber
Wet Well Main Chamber
Influent Flow
Peakin. Factor
Inf. Flow Peak 1302.5
Force Main 16
Pum+ Selection
Stara •e volume
Pump on -Pump
off
1280
Length
7,833
11.5
1446.1
Volume 5061.4
Pump Station
Cycle
Average influent
flow
Flow from SF PS
Time of SF PS
Cycle
SF Cycles per
hour
Fill Time
10.02
in,
diarnete
gallons
Run Time 7.04
Cycle Time 17.06 a
Cycles/Hr 3,52 cycles
minutes
Minutes
Minutes
Sum of SF pum +
36,000 ..d new
C=130
pumping time
Approx, Based on
Table
Approx. Based on
Table

C)
0
z
0
c)
CD
cry
0)

Project Catawba SECC Wastewater
Title Calculations
Des By DBR/SES
Ckd By DSS/SES
Dept CED
Sketch Si{
Project No 60956
Phase
Date 12/5/07
Rev Date 6/10/11
Sheet No. 15 of 25
34
25
153,92
4,38
41 1265
41.05 1265
2
45
45.044
46
47
4
49 25
50 25
51 25
51.57 1265
52 1265
53 1265
54,882
6
0
0
0
0
0
1280
1280
1280
634,62
1418,92
SF PS Start
2683.92
348.92
i061.855 TC PS Sta
5059,04
5029.04
013.29
1280 3821.tt4
1280 2566.04
1280 1311.64
1280 56,04
1280 0.82
0 24,72
0 49.72
0
0
0
1265 1280
1265 1280
74.72
2
124.72
149.72
5060.45
5058.68
5043.68
7 1265 1280 5028.68
58 1265
58,24 1265
5 25
60 25
61 25
25
62,232 25
62
1280 5013.68
1280 5010,08
1280 4056,28
1280 2801.28
1280
1280
1280
1546.28
291.28
0.12
SF PS Stop
TC PS Sto
Fill Time
0.022
Run Time
7,165
Fill Time
9.
Run Time
7,35
1265
35 1265
36 1265
37 1265
7,879 1'265
38 1265
39 1265
40 1265

Project Catawba SECC Wastewater
Title Calculations
Des By DBR/SES
Ckd By DSS/SES
Dept
Sketch SK
CED
Project No 60966
Phase
Date 12/5/07
Rev Date 6/10/11
Sheet No. 1 6 of
Wet Well Entrance
Chamber
Wet Well Main Chamber
Influent. Flow
Peaking Factor
Inf. Flow Peak
Force Main
Pump Selection
Stora.e volume
Pump on -Pump
off
Volume
Flow from TC PS
Time of TC PS
Ccle
TC Cycles per
hour
1280
16
1320
Lensth
gpm - avg
gpm
in.
diameter
Width
7.833 10
11.5 10
1446.1 . allons/foot
5061.4
Pump Station
C cle
1280
Fill Time l 10.43
Run Time
C cle Time
feet
gallons
6.44
f 6.87
3.56 cycles
minutes
Minutes
Minutes
Minutes
Pumped from TC
Approx. Based on
Table
Approx. Based on
Table

COM
Project Catawba SECC Wastewater
Title Calculations
Des By DBR/SES
Ckd By DSS/SES
Dept CED
Sketch SK -
Project No 60956
Phase
Date 12/5/07
Rev Date 6/10/11
Sheet No17 of 25
Ball's Creek Pump Station Cycle Analysis
Time Flow in Flow Out Total Volume
5
6
7
7,04
8
10
10.78
11
16
17
17.06
18
19
20
20.953
21
22
23
0
1280
1280
1280
1280
1280
1280
1280
1280
1280
0
1320
1320
1320
1320
1320
0 1320
0 1320
0 0
0 0
0 0
1280 0
1280 0
1280 0
1280 0
1280 0
1280 1320
1280 1320
1280 1320
1320
1320
1320
1320
1320
26.885 0 1320
allons
1280
2560
3840
5061
5059.15625
5019.15625
4979.15625
4939.15625
4937,55625
3670.35625
2350.35625
1030,35625
0,75625
0.75625
0.75625
0.75625
0.75625
0.75625
0.75625
0.75625
77.55625
1280.75625
2560.75625
3840.75625
5060.59625
3800.75625
3760.75625
3720.75625
3680.75625
3676.75625
3808.75625
2488.75625
1168.75625
0.55625
0.55625
29 0 D 0.55625
30 0 0 0.55625
BC PS Start
TC PS Off
BC PS Stop
TC PS On
Run Time
6.83
Fill Time
10.173
Run Time
5.932.

Project Catawba SECC Was
Title Calculations
Des By DBR/SES
Ckd By DSS/SES
34.12
35
36
37
37.953
1280
1280
1280
1280
1280
39 1280
1280
43
44
44.896
45
46
51
51.18
52
53
54
54,953
55
56
57
58
58.22
1280
1320
1280 1320
0 1320
0
0
1280
1280
1280
1280
1280
1280
1280
1280
1280
1280
1320
1320
1320
1320
Dept CED
Project No 60956
Phase
Date 12/5/07
Rev Date 6/10
Sketch SK - Sheet No.
0,55625
0.55625
0,55625
1280.55625
2560.55625
3840.55625
5060.39625
5058,51625
5018,51625
4978.51625
4938.51625
4932.1162
3823.31625
2503.31625
@183.31625
0.59625
0.59625
0.59625
0.59625
0,59625
0.59625
0.59625
230.99625
1280,59625
2560,59625
3840.596 25
5060.43625
3800.59625
3760,59625
3720.59625
3680.59625
3671.79625
59 0 1320 2642,19625
0 1320 1322.19625
0 1320 2.19625
TC PS On
BC PS Start
TC PS oft
BC PS Sty.
TC P5 On
TCPS0
BC PS Sto
Fill Time
Run Time
6.943
Fill Time
10.057
Run Time
6.047

Project Catawba SECC Wastewater Project No 60956
Title Calculations Phase
Date 12/5/07
Des By DBRISES Dept CED Rev Date 6/10/11
Ckd By DSS/SES Sketch SK - Sheet No. 19 of 25
Gravity Flow Calculations
Sherritls Ford Pump Station:
Gravity flow to SherriIls Ford Pumping Station is designed to handle design flows from two sources:
1) Village Center development, Average Daily Flow = 146,000 gpd.
2) Key Harbor development, Average Daily Flow = 540,000 gpd.
Both of these flows will be pumped to this gravity line so flows seen by the gravity piping will actually be closer to peak
flows at these two sites. For the purposes of this report, a peaking factor of 2,5 was assumed to estimate the pumping
rate for each pump station. The gravity sewer is therefore expected to see the following flows:
Location
Village Cen e Only
ADF (gpd)
146,000
Key Harbor Only 540,000
Combined
686,000
ADF (gpm) Peak (gpm)
375.0 937.5
476.4 1191
Sewer has been designed with a minimum slope such that at the lower flow, the velocity is equal to or greater than 2.0 ftls
and at the maximum flow, the pipe is flowing at half full or less.
FlowMaster was used to determine velocities through the gravity sewer line during low and peak flows. The following
table shows the velocities achieved for a flow rate of 250 gpm. A 16" PVC sewer line was chosen because it allows the
velocity to maintain a minimum of 2.0 ftis at low flows and has the capacity to handle the peak flow. A roughness
coefficient of 0.13 was used for the PVC pipe to meet the minimum design criteria.
SS
o SSMH8
ngth (feet)Slope (%) Velocity at 2 gpm
ft/s
8 4
QA5
SSMH8 to SSMH7 87.88 0.45
SSMH7 to SSMH6 255.91 2.96
SSMH6 to SSMH5 222,54
7.00
SSMH5 to SSMH4 177.36 3.05
SSMH4 to SSMH3
SSMH3 to SSMH2
SSMH2 to Bar Screen
Bar Screen toSS
SS
H1
158.98 0.45
42.01 0A5
40.23 0 45
H 20 0.45
27.02
0.45
2.41
2.41
4.69
6.33
4.73
2.41
2.41
2.41
2.41
2,41

Project Catawba SECC
.er
Project No 60956
Title Calculations Phase
Des By DBR/SES Dept CED
Ckd By DSS/SES Sketch SK -
Date 12/5/07
Rev Date 6(10/11
Sheet No, 20 of 25
Terrapin Creek Pump Station:
Gravity flow to Terrapin Creek Pump Station is designed to handle flows from two sources:
1) Sherrills Ford Pump Station = 693,000 gpd
2) Terrapin Creek development, Average Daily Flow = 36,000 gpd
At design head condition C = 130, pumps selected should produce a flow rate of 1240 gpm from the Sherrills Ford Pump
Station.
Although flows from the Terrapin Creek development will be low and intermittent, the 1240 gpm flow being pumped from
the Sherrills Ford Pump Station will re -suspend any solids deposited by the gravity flow from the development.
SSMH1 to Wetwell:
FlowMaster was used to calculate the velocity through a 16" PVC gravity sewer line for a flow rate of 1240 gpm. The
velocity is 3.90 This with a slope of 0,50°/0.
Ba Is Creek Pump Station:
Gravity flow to Balls Creek Pump Station is designed to handle flow being pumped from the Terrapin Creek Pump Station,
At design head condition C = 130, pumps selected should produce a flow rate of 1280 gpm from the Terrapin Creek Pump
Station.
FlowMaster was used to calculate the velocity through a 16" PVC gravity sewer line for a flow rate of 1280 gpm. The
results are shown in the table below.
SSMH2 to Bar Screen
Bar Screen to SSMH1
SSMH1 to Welvvell
Length (feet) Slope (%) Velocity at 1280 gpm (ftJs)
11
11
7.5
0.45
1,1
0.5
3.78
5 27
3,93

A:COM
Project Catawba SECC Wastewater Project No 60956
Title Calculations Phase
Date 12/5/07
Des By DBR/SES Dept CED Rev Date 6/10/11
Ckd By DSS/SES Sketch SK - Sheet No. 21 of 25
Manual Bar Screen Calculations
The Manual Bar Screen will be designed to be 2'-1" high with a 1,5 ft wide channel at the bottom of the structure that
opens up to a 3.5 ft wide area that serves as an automatic bypass. The slope of the screen channel is designed to
maintain a minimum of 3.0 ft./s to prevent the settling of solids.
The slope of the channel was determined using the rectangular channel flow model in FlowMaster in order to obtain a
minimum of 3.0 ft/sec through the channel with the 250 gpm flow so that any solids deposited by the gravity flow from the
school would be re -suspended.
Sherrills Ford Pump Station:
Using a roughness coefficient of 0.013, a slope of 2%, and a flow rate of 250 gpm, the velocity across the bar screen
structure is 3.38 ft./s.
As the flow rate increases to 1203.25 gpm, this velocity increases to 5.85 ft./s.
Balls Creek Pump Station:
Using a roughness coefficient of 0.013, a slope of 2%, and a flow rate of 1280 gpm, the velocity across the bar screen
structure is 5.96 ft./s.
Screen will be designed with a 1.5 ft wide channel at the bottom of the structure that opens up to a 3.5 ft wide area that
serves as an automatic bypass. The depth of the 1.5 ft wide channel is designed to handle the peak flow with a 75%
blocked screen area before any bypass occurs.
Calculations are based on the following head loss equation:
h = (V2-v2)/(2*g)* 1/0,7
Where:
h = head loss in feet
V = velocity through screen fps
v = velocity in channel before screen, fps
g = acceleration due to gravity, f/s2
Screen design includes 318"xl 1/2" bars spaced 1 1/2” on center across the 1.5 ft wide channel. The channel has been
designed with a 2% slope to ensure sufficient velocities through the screen to prevent settling of solids.
Sherrill's Ford Pump Station — Smallest flow coming in is the gravity flow from the school @ 7,000 gpd. Other flows are
coming from pump stations that will be designed to pump at approximately 250 and 950 gpm. The slope of the channel
was determined using the rectangular channel flow model in FlowMaster in order to obtain a minimum of 3.0 ft/sec
through the channel with the 250 gpm flow so that any solids deposited by the gravity flow from the school would be re-
suspended.
Calculations for head loss were performed assuming an initial water height of 1.5 feet in the channel to determine areas of
the channel and screen bars. Using these two areas, velocity in the channel and through the screen was calculated.

Project Catawba SECC Wastewater Project No 60956
Title Calculations Phase
Date 12/5/07
Des By DBRISES Dept CED Rev Date 6/10/11
Ckd By DSS/SES Sketch SK Sheet No. 22 of 25
o = V*A
Where:
Q = Flow in ft/sec
V = Velocity in ft/sec
A = Area in ft2
These velocities were then used to calculate head losses in an iterative fashion until a channel depth was found that
would be sufficient to handle the design flows without bypassing the screen until the screen was 75% blocked. The
critical calculations are shown below:
inches
Channel Width
Channel
Height
Channel Area
Bar Spacing
Bar Width
Percent
Blockage
18
12
1.5
0.37
75
feet
1.5
1.5
0.03125
ft2
11
total
bars
Criteria
Village Center
@ 145,000 -
Min Velocity in
hannel
Total Flow
Sherrill's Ford
PS
Total Flow
Terrapin and
Ball's Creek
PS
Flow
gpm
250
1203.25
1280
ec
0.56
2.68
2,85
Heig •
ht in
Chan
nel
0,11
1.5
1.5
Velocity
Area of in
Channel Channel
ft2 ft/sec
0,165 3.381
2.25 1,19
2.25 1.29
Area of
Bars
0.0034375
0.046875
0.046875
Velocity
through Head Loss
Screen Screen
ft/sec
75% Blocked
Screen
Velocity and
Head loss
ft/sec ft
3.45 0.010873026 13.79 3.966
1.22 0 001354519 4.87 0 4 4
1.29 0.001532827 5.18 0.559
1 - Based on Flow Master Calculations using flow, in concrete channel 1„5 ft wide at 2% slope
for Village center velocity check.
Based on these calculations, if the channel is 1,5 ft + 0.559 ft in depth, it will contain the flow at 1280 gpm with a screen
that is 75% blocked. This is a total depth of 2' 1".

Project Catawba. SECC Wastewate
Title Calculations
Des By DBR/SES
Ckd By DSS/SES
Dept CED
Sketch SK -
Project No 60956
Phase
Date 12/5/07
Rev Date 6/10/11
Sheet No. 23 of
Buovancv Calculations for Wet Well and Valve Vault
Valve Vault: The same calculation is used for all three pump stations,
Volume of Structure = 10'-0" x 20'-0" x 8'-0" = 1600 ft.
Buoyancy = Total Volume of Structure x Density of Water
1600 ft.3 x 62.4 lbselft.3 = 99,840 lbs.
Tindall 36" Top = 53,933 lbs.
Tindall 60" Base = 68,575 lbs.
Tindall Vault Total Concrete Weight = 122,508 Ibs.
Tindall Vault Weight — Total Buoyancy = 122,508 Ibs. — 99,840 Ibs. = 22,668 Ibs.
Tindall Vault weight is 22,668 Ibs. heavier than weight of water.
Sherri lls Ford:
Wetwell:
Volume = 7°-10" x 10'-0" x 17'-1" = 1338,2 ft,3
Volume = 11'-6"° x 10'-0" x 17'-1 " = 1964,6 ft.3
Total Volume of Structure = 3302.8 ft.3
Buoyancy = Total Volume of Structure x Density of Water
3302.8 ft.3 x 62.4 Ib./ft.3 = 206,094.7 Ibs,
Tindall 24" Top = 73,724 Ibs,
Tindall 60" Riser = 41,100 lbs.
Tindall 60" Riser = 41,100 lbs.
Tindall 60" Base = 73,982 Ibs..
Tindall Vault Total Concrete Weight = 229,906 Ibs..
Tindall Vault Weight — Total Buoyancy = 229,906 Ibs. — 206,0947,7 = 23,811.3 Ibs,
Tindall vault weight is 23,811,3 lbs, heavier than weight of water,.
Bar Screen Structure:
Volume of Structure = 6'-0" x 3'-0" x 5'-5 IA" = 98.1
Buoyancy = Total Volume of Structure x Density of Water
98.1 ft.3 x 62.4 Ibs.fft.3 = 6121.4 Ibs.

ACOM
Project Catawba SECC Wastewater
Title Calculations
Des By DBR/SES Dept CED
Ckd By DSS/SES
Project No 60956
Phase
Date 12/5/07
Rev Date 6/10/11
Sketch SK - Sheet No. 24 of 25
Assuming 5" thick walls and 6" slab thickness:
Volume of slab = 3'-10" x 6'-10" x 5'-5 'A = 13.09 ftr
Volume of concrete in walls = 6'-10" x 3'-10" x 5 -5 = 143 ft.3
Total Volume — Volume inside walls = Volume of Concrete in Walls
143 ft.3— 98.1 ft.3 = 44.9 ft.3
Volume of Concrete in Walls + Volume of Stab = Total Volume of Concrete in Structure
44.9 ft.3 + 13,09 ft.3 = 57.99 ft.3
Density of Concrete x Total Volume of Concrete = Weight of Concrete
150 IbsJft.3 x 57.99 ft.3 = 8698.5 lbs. concrete
Tindall Vault Weight — Total Buoyancy = 8698.5 Ibs,— 6121.4 Ibs, = 2577,1 lbs.
Concrete weight is 2577.1 lbs. heavier than weight of water.
Terrapin Creek:
Wetwell:
V = 7'-10" x 1 0'-©" x 15'-9 '/2" = 1237 ft.3
V = 11 '-6" x 10'-0" x 15'-9 '/2„ = 1816 ft.3
Total Volume of Structure = 3053 ft.3
Buoyancy = Total Volume of Structure x Density of Water
3053 ft.3 x 62,4 Ib./ft.3 = 190,509 lbs.
Tindall 12" Top = 41,494 lbs.
Tindall 60' Riser = 41,100 Ibs,
Tindall 60' Riser = 41,100 Ibs,
Tindall 60" Base = 73,982 Ibs.
Tindall Vault. Total Concrete Weight = 197,676 Ibs,
Tindall Vault Weight — Total Buoyancy = 197,676 lbs. ¢- 190,509 Ibs. = 7,167 lbs.
Concrete weight is 7,167 Ibs. heavier than weight of water.
Additional weight from the added concrete in the bottom of the wetwell, weight of the soil, and weight of the
equipment will provide ample coverage for buoyancy,
Balls Creek:
Wetwell:
V = 7'-10" x 10'-0" x 15'-1" = 1181.5ft`
V = 11'-6" x 10.-0" x 15'-1" = 1734.6 ft:

^A6=- COM
Project Catawba SECC Wastewater Project No 60956
Title Calculations Phase
Date 12/5/07
Des By DBR/SEG _ Dept CED Rev Date 6/18/11
Total Volume of Structure = 2916 ft.
Buoyancy = Total Volume ofStructure xDensity ofWater
2916ft."x 02.4 /b,/fL'= 181.963|b».
Tindall 12~Top =41.484|bm.
Tindall 48^Riser =33.QO1|bo�
Tindall OU^Riser =41,18O|ba.
Tindall 0O"Base =73.g82|bs.
Tindall Vault Total Concrete Weight = 189.577 ibu.
Tindal|VauhWeight-Tota|Buoy ncy=18Q.577|bs.-181.Q83|bs�=7.614|bs.
Concrete weight ia 7.614|bs. heavier than weight ofwater.
Additional weight from the added concrete in the boMn/n ofthe vveNve||, weight ofthe ap||, and weight of the
equipment will provide ample coverage for buoyancy,
Bar Screen Structure:
V = 6'0^ x 3'-0~ x 4-4' 7/8" = 83.8ft.3
Buoyancy = Total Volume ofStructure xDensity ufWater
83.8fta . x 82.4 |bajft o = 5229.9 |bs.
Assuming 5~thick walls and O^stab thickness:
Vnumeofslab = 3''10^ x6-1O~ x4'-4 7/8~ = 13.09ft,3
Volume Vfconcrete inwalls =6''1O^ x 3''18"x4'-4 7/8~ = 122fL 3
Total Volume - Volume inside walls = Volume ofConcrete in Walls
122Mn� -981 ft.' = 219f.z
Volume of Concrete in Walls + Volume nfSlab = Total Volume mfConcrete inStructure
219ft.'+13.00ft?=37ft?
Density of Concrete xTotal Volume ofConcrete = Weight of Concrete
z o
Tindall Vault Weight - Total Buoyancy = 5550 lbs. - 52299 lbs= 320.1 lbs
Concrete weight is 301|bo.heavier than weight of water,
Additional weight from the added concrete inthe bottom Vfthe wek*e|.weight ufthe soil, and weight of the

Pum• Data Sheet - Fairbanks Morse Pum•, 60 Hz
Company: HD Supply Engineered Products DivisOntawbe County
PS
Name: David Grose
Date: 10/26/2007
Size: 5"5433MV
Type: 5430-SOLIDS HANDLING
Synch speed: 1800 rpm
Curve: 330504A
Specific Speeds:
Speed: 1770 rpm
Dia: 11.375 in
Impeller, T5C1A
Ns: 2158
Nss: 5977
Dimensions: Suction: 5 in
Discharge: 5 in
Temperature: 104 "F Power: ---
Pressure: 85 psi g Eye area: —
Sphere size, 3.5 in
Flows 1200 US gpm
Head: 103 ft
Eff: 75%
Power: 41.6 hp
NPSHr: 20.6 ft
Shutoff head: 142 ft
Shutoff dP: 61 4 psi
Min flow 500 US gpm
BEP: 79% @ 1517 US gpm
NOL power:
49 hp @ 2239 US gpm
Max power,
60.1 hp @ 2400 US gpm
12 in
25
,v 50
z
Fairbanks Morse
Pentair Water
Flow: 1200 US gpm Head: 103 ft
Secondary Operating Point: 1200 US gpm, 93 ft
Water Temperature: 60 'F
Sa 1 Vapor pressure, 02563 psi a
Viscosity 1.105 of, Atm pressure: 6991 psi a
NPSHa: --
Consult Fairbanks Morse Pump, 60 Hz to select a motor for this pump.
65 E
50 hp
40 hp
65 - 30 hp
25 hp
20 hp
250 500 750 1000 1250 1500 1750 2000 2250 2500
250 500 750 1000 1250 1500 1750 2000 2250 2500
US gptif
Curve efficiencies are typical. For guaranteed values, contact Fairbanks Morse or your local distributor. Las
eficienclas en dunes son tiptoes. Para valores garanttzados contacts a Fairbanks Morse o a su distribuldor
Flow Speed Head Effidency Power NPSHr
US gpm rpm ft % hp ft
1440 1770 93.6 78 43 6 24.2
1200 1770 103 75 41 6 20,6
960 1770 113 72 38 18 2
720 1770 121 66 33 2 16.6
480 1770
H2Optimize - Fairbanks -Morse 8 Selected from catalog: Fairbanks Morse Submersible.60 Vers: 3

Pum. Da
Sheet - Fairbanks Morse Pum 60 Hz
Company: HD Supply - Engineered Products Divistiieta
Name: David Grose
Date: 11 /6/2007
Size: 4"5434MV
Type: 5430-SOLIDS HANDLING
Synch speed: 1800 rpm
Curve: T4D1B
Specific Speeds:
Dimensions:
Temperature: ---
Pressure: ---
Sphere size: 3 in
Speed: 1780 rpm
Dia: 15,1875 in
Impeller: T4D1B
Ns: --
Nss: ---
Suction: 4 in
Discharge.: 4 in
Power: ---
Eye area: --
UNNIC
Flow:
Head:
Power:
NPSHr:
Shutoff head:
Shutoff dP:
1300 US gpm
206 ft
68%
98.8 hp
24.9ft
277 ft
120 psi
Min flow: 300 US gpm
BEP: 69% @ 1467 US gpm
NOL power:
134 hp @ 2256 US gpm
Max power:
156 hp @ 2376 US gpm
Flaw Speed
US gpm rpm
1560 1780
1300 1780
1040 1780
780 1780
520 1780
I 200 13 in
at
2
50
a 0
Z
Terrapin Creek PS
500
Flow: 1300 US gpm
Fairbanks Morse
Pinta r Maur
Head: 205.9 ft
Secondary Operating Point: 1300 US gpm, 191.9 ft
Water
SG: 1
Viscosil
NPSHa:
Temperature: 60 °F
Vapor pressure: 0.2563 psi a
05 cP Atm pressure: 699.3 psi a
Consult Fairbanks Morse Pump, 60 Hz to select a motor for this pump.
1000
1500
500 1000 1500
US gpm
Curve efficiencies are typical. For guaranteed values, contact Fairbanks Morse or your local distributor.
Las eficiencias en curves son ttpicas. Para valores garantizados coritacte a Fairbanks Morse o e su
75 hp
60 hp
2000
Head
ft
188
206
222
236
248
Efficiency
69
68
66
61
51
Power
hp
108
98.8
88.7
76.6
63.7
2000
NPSHr
ft
29.8
24.9
20.5
20
20
H2Optimize - Fairbanks -Morse 8
: Fairbanks Morse Subxnersibile.60 Vers: 3

Pumt Data. Sheet - Fairbanks Morse Puma, 60 Hz
Company: HD Supply - Engineered Products Divisi€3etawba - Ball Creek PS
Name: David Grose
Date: 11/6/2007
Size: 4"5434MV
Type: 5430-SOLIDS HANDLING
Synch speed: 1800 rpm
Curve: T4D1B
Specific Speeds:
Dimensions:
fVuOttliWitoki
Temperature: ---
Pressure: ---
Sphere size: 3 in
Speed: 1780 rpm
Dia: 14,75 in
Impeller. T4D1B
Ns: ---
Nss: ---
Suction: 4 in
Discharge: 4 in
Power: ---
Eye area: ---
Flow:
Head:
Eff:.
Power:
NPSHr:
1300 US gpm
192 ft
68%
92.3 hp
24.9 ft
Shutoff head: 260 ft
Shutoff dP: 113 psi
Min flow: 300 US gpm
BEP: 69% @ 1420 US gpm
NOL power:
122 hp @ 2177 US gpm
Max power:
156 hp @ 2376 US gpm
Flow
US gpm
1560
1300
1040
780
520
H2Optimize - Fairbanks -Morse 8
Speed
rpm
1780
1780
1780
1780
1780
16 in
150
100
50
Fairbanks Morse
P.utair Water
Flow: 1300 US gpm Head: 191.6 ft
Secondary Operating Point: 1300 US gpm, 171.2 ft
swor
Water
SG: 1
Viscosity; 1.105 cP
NPSHa: ---
4
Temperature: 60 °F
Vapor pressure: 0,2563 psi a
Atm pressure: 699.3 psi a
Consult Fairbanks Morse Pump, 60 Hz to
a motor for this
75hp
,, 60 hp
500 1000 1500 2000
500 1000 1500
US gpm
Curve efficiencies are typical. For guaranteed values, contact Fairbanks Morse or your local distributor.
Las eficiendas en curves son tipicas. Para vaiores garantizados contacte a Fairbanks Morse o a su
''''110111,18,811,018,16
p•
Head
ft
174
192
207
220
232
Efficiency
68
68
66
61
52
Power
hp
101
92.3
82,6
70.9
58.5
NPSHr
ft
29,6
24.9
20.7
20
20
2000
Selected from catalog: Fairbanks Morse Submersible,60 Vers: 3

AECOM 864,234, 000
10 Patewood Drive, Bldg, Vl, Suite 800 864.2 4,3069
Greenville, SC 29615
Letter f Transrruttal
Attention: Rob Krebs Date: 11
Project reference:
Catawba County SECC
Wastewater ollection
System
Project number60956-202.3
We are sending you the following
Number of originals:.
Number of copies:
1
Description:
tt inei
Enclosed please find the completed Fast -Track Engineering Certi ication and supporting
documentation for the Catawba'ounty SECC Wastewater Collection project in Catawba County,
NC. Please contact us if you have any questions. Thanks.
in the world 's built, natural and social errwironments