WQ0020830_Regional Office Historical File Pre 2018 (3)

The Honorable W. Gary Gardner, Mayor
Town of Faith
10 North Main Street
Faith, North Carolina 28041
Michael F. Easley. Governor
William G. Ross Jr.. Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek. P.E. Director
Division of Water Quality
June 17, 2005
Subject: Permit No. W00020830 Modification
Town of Faith
Wastewater Collection Facilities To Serve
Town of Faith
Wastewater Collection System Extension
Rowan County, North Carolina
Dear Mayor Gardner:
In accordance with your application received on May 31,.2005, we are forwarding herewith
Permit No. WQ0020830, dated June 17, 2005, to the Town of Faith for the construction and operation
of the subject wastewater collection system extension. This permit shall be effective from the date of
issuance until rescinded, shall void Permit No. WQ0020830 issued March 9, 2005, and shall be subject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. The modification includes the addition of
approximately 538 linear feet of 8-inch gravity sewer.
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 2H .0227 or any
individual system -wide collection system permit issued to the Perrnittee. Also note Permit Condition 12
regarding three variances for the Division's Gravity Sewer Minimum Design Criteria.
Permitting of this project does not constitute an acceptance of any part of the project that does
not meet 1) 15A NCAC 2H .0200; .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 responsibility 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
GeneraiStatute §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.
Mooresville Regional Office 610 East Center Ave., Suite 301 Mooresville, NC 28115 Phone: [phone] Fax: [phone]
Internet h2o.enr.state.nc.us Customer Service: 1-877-623-6748
An Equal Opportunity/Affirmative Action Employer-50% Recycledl10% Post Consumer Paper
P orrthCaronar

Mayor W. Gary Gardner
Page 2
June 17, 2005
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 Town of Faith for the construction and operation of approximately 538 linear feet of 8-
inch gravity sewer as part of the Wastewater Collection Facilities to serve the Town of Faith project,
with no additional discharge .of collected domestic wastewater into the City of Salisbury's existing
sewerage system, pursuant to the application received on May 31, 2005; and the continued
construction and operation of a 87-gallon per minute grinder pump station (No. 2) with duplex pumps,
on-site,audible and visual high water alarms, autodialer,.and a portable generator quick -connect
receptacle; a 64-gallon per minute grinder pump station (No. 4) with duplex pumps, on -site audible and
visual high water alarms, autodialer, and portable generator quick- connect receptacle; approximately
555 linear feet of 3-inch force main; and approximately 95 linear feet of 1.5-inch force main to serve.25
single family residences as -part of the Wastewater Collection Facilities to serve the Town of Faith
project, and the discharge of 8,400 gallons per day of collected domestic wastewater into the `City of
Salisbury's existing sewerage system, .pursuant.to the application received February'24, 2005; .and the
continued construction and operation of approximately 61,478 linear feet of 8-inch gravity sewer, and
approximately 8,003 linear feet of 10-inch gravity sewer; a 100-gallon per minute pump station (No.1)
with duplex pumps, on -site audible and visual high water alarms, autodialer, and an automatically -
activated stand-by generator with automatic reset; a grinder pump station (No. 2) as upgraded above
(originally 45 gpm); a 100-gallon per minute pump station (No. 3) with duplex pumps, on -site audible
and visual high water alarms, autodialer, and automatically -activated stand-by generator with automatic
reset; and a grinder pump station (No. 4) as upgraded above (originally 55 gpm); approximately 3,365
linear feet of 4-inch force main; approximately 1,70D linear feet. of 3-inch force main; and approximately
555 linear feet of 2-inch force main (upgraded to 3-inch as stated .above) to serve the Town of Faith
(residential, school, church, and commercial sources) as part of the Wastewater Collection Facilities to
serve the Town of Faith project, and the discharge of 156,400 gallons per day of collected domestic
wastewater into the City of Salisbury's existing system, pursuant to the application received December
17., 2001, all in conformity with 15A•NCAC 2H .0200; 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 Departmentof Environment and Natural
Resources and considered a of this permit.
The sewage and wastewater collected by this system shall be treated in the Salisbury -Rowan
WWTP (Town Creek Treatment Train NPDES No. NC0023884) prior to being discharged into the
receiving stream.
This permit shall become voidable unless the agreement between the Town of Faith and the
City of Salisbury 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 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.

Mayor W. Gary Gardner
Page 3
June 17, 2005
If you need additional information concerning this matter, please contact Dee Browder at (704)
663-1699.
Sincerely,
fr(dare.
for Alan W. Klimek, P.E.
cc: Rowan County Health Department
Mooresville Regional Office, Surface Water Protection (WWTF Permit No.'NC0023884)
J. Tate Lanning, Jr., Withers & Ravenel, Inc.
Surface Water Protection Central Files
Marie Doklovic, PERCS

NORTH CAROLINA
ENVIRONMENTAL MANAGEMENT COMMISSION
DEPARTMENT OF ENVIRONMENT AND NATURALRESOURCES
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 2H .0200; .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 system -wide collection system permit for the
operation and maintenance of .these facilities as required by 15A NCAC 2H .0227. If an individual
permit is not required, the following performance criteria shall be met as .provided in 15A .NCAC 2H
.0227:
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 §143-215.1 C.
1

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 2H .0220, 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 2H .0200; 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 govemment 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-NCG010000, 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.
2

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 (919) 733-
3300. 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 1l of Form CS-SSO (or the most current Division approved forrn)
can also be completed to show that the SSO was beyond control.
12. 1) A,variance to ,allow a PVC SDR-35 pipe within 100 feet of a public water supply well is denied.
The Town,shall either;replace the linein accordance with the regulations, reroute the line
outside of 100-feet or abandon the well _(with public water supply concurrence). Certification
that. thesituation has been corrected=shall be submitted to the Mooresville Regional Office, Surface
Water Protection .Section prior to allowing any connections upstream of the line of concern (Lateral
B-2 on the record drawings).
2) A public easement has been obtained and the 4-inch line can only serve one home. A variance
is granted to allow the 4-inch main along a permanent easement serving one residence to remain
as installed. No other connections shall be made to this Tine without prior approval of the Division.
The Town is responsible for this 4-inch line segment.
3) A segment of 10-inch pipe (318 feet) was installed at .26% when the minimum requirement is
.28%. A segment of 8-inch pipe,(134 feet) was installed at .37%. This deviation falls within our 10%
'tolerance policy, will achieve .a velocity of 2 fps at half full and surrounding segments are well
above the minimum. This flatter slope should not have much effect on the system operation. A
variance is granted to allow the line between MH 6 - 7(10") and E7 - E8 (8") to remain as installed.
Permit issued this.the 17th day of June, 2005.
'NORTH CAROLINA ENVIRONMENTALMANAGEMENT COMMISSION
for Alan W. Klimek, .E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number WQ0020830
3

Fast Track Engineering Certification
Permit No. W00020530 Modification
June 17, 2005
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 wastewater collection
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 required for any changes resulting in non-compliance with this permit, regulations or
minimum design criteria.
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
❑ Partial
❑ Final
1, , 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 Wastewater Collection
Facilities to serve the Town of Faith, Rowan County project for 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 2H .0200; 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, and date:
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 shall subject the Permittee to appropriate
enforcement actions.

~TRACK APPLICATION for GRAVITY SEWERS, PUMP STATIONS, AND FORCE MAINS
T�����7Q�O������F|�����pO�LD| Application Number:
1 USE THE [ (to bncompleted bvowVQ) Vx6002-w13?%9
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1. Owner:
a Town of Faith
Full Legal Name (company, municipality, HOA.uU|�y.�c.)
1b. VkGary Gardner, Mayor
Signing Official Name and Title (Please review 15ANCAC2H.02O8(b)for authorized signing officu|o|)
1n. The legal entity who will own
this
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1d. P.O.Box 37 `
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/1a Faith
Mailing Address city
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State
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Telephone
Facsimile | E-mail
2. Project (Facility) Information:
. �-
2a. Wastewater Collection System to Serve Town of Faith �b.Rowan
Brief Project Name (permit will refer to this name) County Where Project is Located
Contact /
J.Tate Lmnning'JcPE, Project Engineer -Withers &Ruvono|.Inc.
Name and /WffiliationcfSomeone Who Can Answer Questions About this Application
3b. (910)489'3340 c.Uanning@km#lmramavaneioonl
Phone Number i E-mail
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(of onexisting permit) |fModification, Permit No.:VVC0U2U83O
Project isNNNew N0Modification
For modifications, attach a separate
phase, changing line a|zm/(amgth,
| duplicate project information
sheet
etc.).
in B(7) and
clearly explaining
Only include
B(1041)that
the reason for the modification (i.e. adding another
the modified information <nthis permit application -dmnot
has already been included in the original permit.
(go to Item2(a))
Owner is Q8Public (skip to ItemB(3))
EPrivate
o. |fprivate, applicant will be:
store, church, single office, etc.) or
etc. - skip boItem
etc. 'gmtmItem bd|
2b. If sold, facilities
owned bye(must choose one)
(Instruction O1)
AooucJDava|upar(instruction IV)
Public Utility
NN Retaining Ownership (i.e.
NNLeasing units 0o1o.Uownhomem.
NNHomeowner
NNSelling units 0ots.bzwnhomao.
. City ofSalisbury
Owner cfWastewater Treatment Facility (WVVTF)Treating VVaatmm�orFmmThis Project
a. Salisbury-RowanVVWTP 4b. NCO023884
Name | VVVVT� Ponnd No.
`
-City of Salisbury
�wnerc¢ou�not� �
__'_
�. The origin ofthis wastewater is(check all that opp|y):
__-_--___ NumbmrofDownob�omSe�er(�knu�n)
-
�
Home
�UJO_% Domestic/Commercial
0Y Residential
NN Car Wash
NN Apartments/Condominlumm
NN Institution
L3 Mobile Home Park
El School
NNHospital
-----
%|ndustdm|
NNChurch
NN Restaurant
NN Nursing
��O�her[ope�fy)�
NNOffioe
NNO�er(npeoUy):
----- '
7. Volume ofwastewater bobemUncatedfncth|apodicu|mcpnojoot:_0L_goUonaporday
allocations
*Do not include previously permitted
8. |fthe permitted flow iozero,
indicate why:
bnpermitted
in
ofexisting
(nsubsequent pannbothmtoonnecthn1h|u||nn
Permit No. VVOOO2O83O
expected
NN Interceptor Line - Flow will
ON Flow has already been allocated
0 Rehabilitation orreplacement
sewer with nonew flow

VCKAPPLICATIONfOrGRAVITYSEWERS
, PUMP STATIONS, AND FORCE MAINS PAGE 4
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9. Provide the wastewater flow calculations used in determining the permitted flow in accordance with 15A NCAC 2H
.0219(1) for Item B(7) or the design flow for line or pump station sizing if zero flow in the space below. Values other than
that in 15A NCAC 2H .0219(1)(1-2) must be supported with actual water or wastewater use data in accordance with 15A
NCAC 2H .0219(1)(3).
See original Permit Application and Modification dated Feb. 23, 2005
10. Summary of Sewer Lines to be Permitted (attach additional sheets if necessary)
Size (inches)
8-Inch
Length (feet)
538
Gravity or Force Main
(use the pull down menu)
Gravity
ENTER TOTAL LINE LENGTH IN MILES: 0.10
11. Summary of Pump Stations to be Permitted (attach additional sheets as necessary)
Location ID
(self chosen - as shown on
plans for cross-reference)
Design Flow
(MGD)
Power Reliability Option
Operational Point (1- dual line feed; 2- permanent generator w/ATS; 3-
GPM @ TDH portable generator wltelemetry,.4 wet well storage)
12. Does the sewer system comply with the Minimum Design Criteria for the Fast Track Permitting of Pump Stations and Force
Mains (latest version), the Gravity Sewer Minimum Design Criteria (latest version) and 15A NCAC 2H .0200 as applicable?
® Yes ❑ No If no, please reference the pertinent minimum design criteria or regulation and indicate why a
variance is requested. SUBMIT TWO COPIES OF PLANS, SPECIFICATIONS OR CALCULATIONS
PERTINENT TO THE VARIANCE WITH YOUR APPLICATION
113. Have the following permits/certifications been submitted for approval?
Wetland/Stream Crossings - General Permit or 401 Certification? ® Yes ❑ No ❑ N/A
Sedimentation and Erosion Control Plan? ❑ Yes El No ® N/A
Stormwater? ❑ Yes ❑ No ❑ N/A
14. Does this project involve aerial lines or siphons? Check if yes: ❑
Tbase.linesy .iII be considered_hia ndor tv and..niust_be checked once_evem six,mpnths
15. Does this project have gravity sewer lines designed at minimum slopes? ❑
Be aware that the Division will not accept installed lines more than 10% flatter than the minimum slope. Lines installed outside this tolerance should be
corrected prior to submitting the final engineering certification..
T? A 11'11lY7 T1 1 nAH1C

APPLICATION for GRAVITY SEWERS, PUi4fP STATIONS, AND FORCE MAINS
PAGE 5
Use the Division's guidance document entitled, "DETERMINING STREAM CLASSIFICATIONS FOR FORM FTA 02/03
(FAST -TRACK SEWER SYSTEMS)" to collect and record the stream classification data below (attach additional sheets a
necessary). This document is available from our web site or by contacting the appropriate Division of Water Quality
regional office (see instructions for addresses) OR indicate the following:
El A Stream Classification is not needed because all parts of the project are at least 100 feet away from any down slope
waterbody, AND,
A Stream Classification is not needed because the design does not depend on wet well storage as a power reliability
option for any pump station near a Class C down slope waterbody.
Location ID on Map
(self chosen - as shown on
map for cross-reference)
Name of
Waterbody
Waterbody Stream Waterbody
County River Basin Index. Gasification
Submit the 8.5" x 11" COLOR topographic map as required in Instruction VI
regardless of whether a classification is provided)
plicant's Certification:
1, W. Gary Gardner, Mayor, attest that this application for Wastewater Collection System for Town of Faith
has been reviewed by me and is accurate and complete to the best of my knowledge. I understand that if all required
parts of this application are not completed and that if all required supporting documentation and attachments are not
included, this application package is subject to being returned as incomplete. Note: In accordance with North Carolina
General Statutes 143-215.6A and 143-215.6B, any person who knowingly makes any false statement, representation, or
certification in any application shall be guilty of a Class 2 misdemeanor which may include a fine not to exceed $1 0,000
as well as civil penalties up to $25,000 per violation.
Signing afhci signature
Professional Engineer's Certification:
I attest that this application for Wastewater Collection for Town of Faith has been reviewed by me and is accurate,
complete and consistent with the information in the engineering plans, calculations, and all other supporting documentation
to the best of my knowledge. I further attest that to the best of my knowledge the proposed design has been prepared in
accordance with the applicable regulations, Gravity Sewer Minimum Design Criteria for Gravity Sewers adopted February
12, 1996, and the Minimum Design Criteria for the Fast -Track Permitting of Pump Stations and Force Mains adopted June
1, 2000 and the watershed classification in accordance with Division guidance. Although certain portions of this submittal
package may have been developed by other professionals, inclusion of these materials under my signature and seal
signifies that I have reviewed this material and have judged it to be consistent with the proposed design. Note: In
accordance with NC General Statutes 143-215.6A and 143-215.68, any person who knowingly makes any false statement,
representation, or certification in any application shall be guilty of a Class 2 misdemeanor which may include a fine not to
exceed $10,000 as well as civil penalties up to $25,000 per violation,
2a. J. Tate LanninJr.
Professional Engineer Name
2b. Withers & Ravenel, Inc.
Engineering Firm
2c, 111 MacKenan Drive
Mailing Address
2d. Cary
City
2g. (919) 469-340 2h. (919j 238-2099
Telephone Facsimile
2e. NC 2f. 2751
State Zip
2i, tlanning [e-mail]
E-mail
Seai, Signature & Date
T"F" A n.^5 /A"1
i

Central Files: APS SWP
D6/14105
Permit Number WQ0020830
Permit Tracking Slip
Program Category
Non -discharge
Status Project Type
In review Major modification
Permit Type Fast Track Version .Permit Classification
Gravity Sewer Extension, Pump Stations, & Pressure Sewer Individual
Extensions
Primary Reviewer Permit Contact Affiliation
sonja.basinger
Permitted Flow
0
Facility
Facility Name MajorlMinor Region
Wastewater Collection Facilities to serve Town Minor Mooresville
of Faith
Location Address County
Rowan
Owner
Facility Contact Affiliation
W Gardner
PO Box 37
Faith NC 28041
Owner Name Owner Type
Town of Faith Government - Municipal
Owner Affiliation
W
PO Box 37
Faith
Dates/Events
Gardner
NC 28041
Scheduled
Orig Issue App Received Draft Initiated Issuance
01/24/02 05131 /05
Public Notice Issue
& f f'4-/p5
Effective Expiration
Regulated Activities Requested/Received Events
Child care facility
Domestic, other
Restau rant
School
Wastewater collection
Outfall. NULL
Additional information requested
Additional information received
Waterbody Name Stream Index Number
Current Class Subbasin

OR/M-IERS & AVENEL
ENGINEERS I PLANNERS I SURVEYORS
May 25, 2005
Ms. Sonja Basinger
N. C. DENR — Division of Water Quality
Mooresville Regional Office
610 East Center Avenue, Suite 301
Mooresville, NC 28115
Re: Permit WQ00200830
Town of Faith - Wastewater Collection Facilities
Rowan County
Dear Ms. Bassinger:
gC OE{MY..'' `OF ENVIRONIVR1.
iEN
�V,:, " z ,VAL OFFICE
gOQFZE 1:71
SAY 3 1 2005
On behalf of the Town of Faith I am enclosing the Town's application for a permit modification.
The modification is to cover a proposed sewer extension to better serve several residences along
Legion Club Road in the Greystone Subdivision in Faith. These residences were to have been
connected to the existing Salisbury/Rockwell sewer line located along the rear of the affected
properties; however, this method of service would have required aerial service lines, which could
not be approved by Rowan County, the local inspecting authority.
The application package consists of the items listed below with comments:
1. Fast Track Application for Gravity Sewers, Pump Stations and Force Mains — This application
contains the Applicant's Certification signed by W. Gary Gardner, Mayor of Faith. The
Professional Engineer's Certification bears my seal and signature. (i original and 1 copy)
2. Application Fee — Town of Faith Check No. 1159 in the amount of $400.00
3. Copy of Existing Permit WQ00208030 as modified March 9, 2005 — With Cover Letter
4. Letter of Flow Acceptance from Salisbury -Rowan Utilities dated February 17, 2005 — This
letter accepts the flow volume of 164,800 gpd as currently permitted. This letter was
addressed to Ms. Marie Doklovic in the Non -Discharge Permitting Unit of the State Office of
DENR-DWQ. Two copies are enclosed. The original was previously submitted.
5. Color Copy of Portion of 7.5 Minute USGS Quad Map — "Rockwell" — This map shows the
area served by the Town of Faith Wastewater Collection Facilities and the location of the
proposed sewer extension. (1 copy)
6. Backup Sheet Describing the Requested Modification — (1 original and 1 copy)
The Town of Faith would appreciate your review of the application materials. If additional
information is needed to complete your review, please contact me at the phone number listed on
the application or by e-mail to [e-mail].
111 MacKenan Drive 1 Cary, North Carolina 27511 1 tel: [phone] Fax: [phone] i www.withersravenel.com
107 Stokley Drive i Suite 104 i Wilmington, North Carolina 2803 i tel: g1o.256.9277 i fax: g10.256.2584

Ms. Sonja Basinger
May 25, 2005
Page 2 of
Sincerely,
WITHERS
Enclosures as listed
RAVENEL INC.
Cc: Town of Faith ( /enclosures 1 & 3- )
Mr. H. Allen Hart — USDA Rural I evelopment Specialist _ Greensboro (w/encl°sures 1 &3-6)
Mr, Dennis H. Lassiter, RE. -- Grants Engineer - NC Rura Economic Development Center, Inc.
Cm/enclosures 1 & 3-6)
Mr, Jim Behmer, Utilities Engineer Salisbury -Rowan Utilities ( /enclosures 1 3-6)

SaIihuqR4wan
February 17, 2005
Ms. Marie Doklovic P.E.
Non -Discharge Permitting Unit
N. C. DENR - Division of Water Quality
1617 Mail Service Center
Raleigh, NC 27699-1617
Re: Town of Faith - Wastewater Collection Facilities
Permit WQ0020830
Amended Letter of Flow Acceptance
Dear Ms. Doklovic:
On August 19, 2001,.Salisbury-Rowan Utilities (SRU) approved a Sewer Service
Agreement with the Town of Faith. SRU subsequently issued a letter of flow acceptance
dated December 10, 2001 for flow in the amount of 156,400 gallons per day.
SRU understands that based upon current, "as -built" conditions, the flow is now
estimated to be 164,800 gallons per day, based upon State design criteria. Please be
advised that Salisbury -Rowan Utilities hereby agrees to accept wastewater flow from the
Town of Faith in the revised amount of 164,800 gallons per day.
If you have any questions or require additional information, please contact us at 704-638-
4479.
Assistant City Manager for Utilities
Cc: Mayor W. Gary Gardner, Town of Faith
3. Tate Laming, Jr., P.E., Withers & Ravenel
MB: jcv
I. Water Street
Telephone [phone]
Salisbury, NC 28144 Salisbury Rowan Utilities Fax [phone]

Name. ROCKWELL
Date 5/25/2005
Scale: 1 inch equals 13
eet
Proposed Sewer
Extension
Rockwell Outfll
Collection System
Boundary
Location: 035' 35' 20.88" N 080' 27' 27,97" W
Caption: Town of Faith, NC
Sewer Extension - Greystone
Copyright (CI 1998, Maptech, Inc.

TOWN OF FAITH — WASTEWATER COLLECTION SYSTEMS
DENR-DWQ Permit No. WQ0020830
DESCRIPTION OF REQUESTED MODIFICATION
The Project originally permitted under Permit No. WQ0020830 covered the construction
of a complete wastewater collection system to serve the Town of Faith in Rowan County.
Construction of the project commenced in December 2002 and was fully completed in
January 2005. The Town subsequently requested a modification to reflect several changes
noted on the final record drawings. That modification was approved by DENR-DWQ on
March 9, 2005.
The Town of Faith wishes to request another modification to the permit, The modification
is described as follows:
Greystone Sewer Extension:
The proposed modification consists of an 8-inch sewer extension to serve four (4)
residences on Legion Club Road in the Greystone Subdivision. These homes were
originally proposed to be served by means of connections to the City of Salisbury's existing
10-inch Rockwell Trunk Sewer located along the rear of the affected lots on the far side of a
small creek, as shown on sheet 67 of the record drawings.
When the homeowners attempted to connect to the existing sewer line, it was determined
that 3 of the residences would have required aerial service lines. Even though the aerial
lines would have been above the 25-year flood line, the Rowan County Inspections
Department would not approve the aerial service lines. Also, the cost of the installations
was considered prohibitive for the affected homeowners.
The homeowners appeal to the Town of Faith to construct a new sewer line along Legion
Club Road in front of their homes to enable simple, routine connections. The Town
obtained funding commitments from USDA-RD and the N.C. Rural Center for the
extension and the new sewer line has been designed by Withers & Ravenel.
The Town of Faith wishes to apply for a modification to the permit in order to add the
proposed sewer extension to their new wastewater collection system.
Withers & Ravenel, Inc.
1. Tate f.arxr °ng, "r., P.E.
May 25, 2005

WITHERS RA VENEL
Prepared For:
TOWN OF FAITH
ROWAN COUNTY, NC
WASTEWATER COLLECTION SYSTEM
NCDENR -DWQ
Permit No. WQ0020830
ENGINEER'S CERTIFICATION OF
COMPLETION & SUPPORTING
DOCUMENTS
Prepared By:
Withers & Ravenel Inc.
111 MacKenan Drive
CaNC 27511
February 2005
By:

ITH RAVE
ENGINEERS I PLANNERS I SURVEYORS
February 23, 2005
Ms. Marie Doklovic, P.E.
N.C. DENR - Division of Water Qua
Water Quality Section
Non -Discharge Permitting Unit
1617 Mail Service Center
Raleigh, NC 27699-1617
y
Re: Permit Not WQ0020830
Wastewater Collection Facilities to Serve Town of Faith
Rowan County
Dear Ms. Doklovic:
The Wastewater Collection Facilities for the Town of Faith have been constructed and I
enclose herewith several documents as required under condition number 6 of the permit.
These are listed below with my comments.
Manual (3-ring binder) containing the following documents:
Engineer's Certificate of P`rca`ect Co m legion, bearing my engineer's seal and
signature. Please note that the certification lists several exceptions to the
Gravity Sewer Minimum Design Criteria and applicable .0200 Rules for which
variances are requested
Backup Sheets for Requested Permit Modifications - presents descriptive
information on the permit modifications identified in the Certification.
Backup Sheets for Requested Variances - presents data and calculations for
each of the variances identified in the Certification, including the issue of the
proximity of gravity sewer Lateral B-2 to one of the Water Supply Wells
operated by the Town of Faith.
Engineering calculations for each of the four pumping stations. The
calculations include both hydraulic calculations and floatation/buoyancy
calculations.
2. Construction Record Drawings for the Project (1 Set).
The permit application for the project, as submitted in December 2001, indicated that the
engineering firm for the project was Tate Lanning & Associates, P.C. You are advised that
Tate Lanning & Associates, P.C. merged with the firm of Withers & Ravenel, Inc. on
November 1, 2002. Therefore, the record drawings were prepared by Withers & Ravenel,
M cKenan Drive I Cary, North Carolina 27511, I fel: 919.469.334n I fax: 919.467,6°08 www.withersraveneIcom
1°7 Straklry Drive t Suite 104 a Wilna'dngton, North Carolina 284°3 tel:910,2,56.9277 fax: 910 256,2584

Ms. Marie Doklovic, P.E.
February 23, 2005
Page 2 of 2
Inc. I served as the project engineer throughout the construction and the drawings bear my
seal and signature.
The application for permit modification has been submitted to Ms. Sonja Bassinger in the
Mooresville Regional Office.
trust that you will find this submittal complete and in order. However, if you note any
deficiencies, please contact me so that we can provide any additional documentation that
you may require.
Sincerely
WITHERS
RAVENEL, INC.
J. Tate tanning, Jr.,, P.E.
Enclosures
Cc: Ms. Sonja. Bassinger — DENR-DWQ Mooresville Regional Office (w/ enclosures)
Town of Faith (w/enclosures)
Salisbury -Rowan Utilities — Attn. Jim Behmer, P.E. (w/enclosures)
Mr. Allen Hart -- USDA-ORD, Greensboro, NC (w/enclosures)
Mr. Dennis Lassiter, P.E., N.C. Rural Economic Development Center (w/enclosures)

WITHERS c RAVENEL
ENGINEERS I PLANNERS I SURVEYORS
TO:
PROJECT:
CERTIFICATE OF PROJECT COMPLETION
Non -Discharge Permitting Unit
N. C. DENR - Division of Water Quality
1617 Mail Service Center
Raleigh, NC 27699-1617
Wastewater Collection Facilities
To Serve the Town of Faith
Faith, NC
PERMIT NO.: WQ0020830
Issued — January 24, 2002
UTILITY OWNER:
(Permittee)
Town of Faith
P. O. Box 37
Faith, NC 28041
1, J. Tate Lanning, Jr., P.E. , a duly registered Professional Engineer in the State of North
Carolina, having been authorized by the Town of Faith to observe full time the construction of the
above referenced Project do 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 2H .0200; the Division of Water Quality'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 materials — with the exception of the specific items listed and
described below.
1. The calculated volume of wastewater to be permitted is now 164,800 gpd (was 156,400).
2. Pump Station Capacity — Stations No. 2 and No. 4 — The final design flow for these two
grinder pumping stations were increased as a result of design changes requested by the
City of Salisbury. The new pump operating conditions are shown on the attached
calculations. A summary of the changes is as follows:
Pump Station No. 2 87 gpm @ 37' TDH (was 45 gpm @ 45' TDH)
Pump Station No. 4 64 gpm @ 95' TDH (was 55 gpm @ 75' TDH)
3. Force Main Size and Lengths — The final lengths of force mains 3" and smaller differ from
the lengths shown in the permit. There is no change in the length of the 4" force main.
A summary of the actual lengths of force mains of the various sizes are as follows:
4-inch diameter force main 3,365 LF (no change)
3-inch diameter force main 2,255 LF (was 1,700 LF)
2-inch diameter force main 0 LF (was 555 LF)
1-1/2 inch diameter force main 95 LF (was 0 LF)
111 MacKenan Drive i Cary, North Carolina 27511 i tel: 919.469.334o i fax: [phone] i www.withersravenel.com
107 Stokley Drive i Suite 1o4 i Wilmington, North Carolina 28403 i tel: g1o.256.9277 1 fax: [phone]

CERTIFICATE OF PROJECT COMPLETION
Town of Faith Wastewater Collection Facilities
The force main at Pump Station No. 2 was increased from 2-inch to 3-inch at the request
of the City of Salisbury. The 1-1/2" force main represents the length of force main
extended beyond the frontage of a residential lot that could not be served by gravity and
was served instead by a small grinder pump station located on the lot.
A 1-1/2 inch force main (see exception #3 above) originating at a simplex pump station
serving a single residence was extended beyond the frontage of the lot being served
along a public right-of-way for a distance of 95 feet before discharging into an 8-inch
gravity line.
4. Sewer Lateral 8-2 in Gardner Street was constructed of PVC Pipe and is 94 feet from a
Public Water Supply Well serving the Town of Faith as measured at its nearest point.
This does not meet the minimum separation requirement of 100 feet.
5. The 10-inch sewer pipe between Manholes 6 and 7 on the Faith -Salisbury Outfall was
constructed on a gradient of 0.26% and does not meet the minimum design slope criteria
of 0.28% fora 10-inch sewer.
6. The 8-inch sewer pipe between Manholes E7 and E8 on System E (Fraley Street) was
constructed on a gradient of 0.37% and does not meet the minimum design slope
criteria of 0.40% for an 8-inch sewer.
7. A 4-inch sewer service lateral was extended within an easement across private property
to serve a single dwelling. The pipe size does not meet the 8-inch minimum size
requirement for a public sewer.
A modification to the permit has been requested for items 1 through 3 above, and variances from
the applicable Rules and Gravity SewerMinimurn Design Criteria have been requested for items
4 through 8. Please see attachment for backup commentary.
CA,Cfr, ifi°e By:
SEAL
„A.
Date: February22 2005
North Carolina PE Certification No.: 3956
Attachments: Record Drawings
Backup Commentary on Requested Permit Modifications
Backup Commentary on Requested Variances
Pump Station Calculations
cc: Town of Faith — Attn: Mr. W. Gary Gardner, Mayor (w/enclosures)
DENR-DWQ — Mooresville Regional Office — Attention: Sonja Basinger (w/enclosures)
Mr. H. Allen Hart — USDA Rural Development Specialist — Greensboro (w/enclosures)
Mr. Dennis H. Lassiter, P.E. —NC Rural Economic Development Center, Inc. (w/enclosures)
Mr. Jim Behmer, P.E. — Utilities Engineer — Salisbury -Rowan Utilities (w/enclosures)
Page 2 of 2

TOWN OF FAITH — WASTEWATER COLLECTION SYSTEMS
DENR-DWQ Permit No. WQ0020830
DESCRIPTION OF REQUESTED MODIFICATIONS
The Project originally permitted under Permit No. WQ0020830 covered the construction
of a complete wastewater collection system to serve the Town of Faith in Rowan County.
Construction of the project commenced in December 2002 and was fully completed in
January 2005. The Town wishes to request modifications to the permit as originally issued.
The modifications requested are listed and described as follows:
1. Volume of Wastewater Flow:
A wastewater volume of 156,400 gals/day was permitted in the original application. A
total of 25 additional residential connections were installed during the construction process
-- mainly to serve out-of-town residents whose property is adjacent to the new sewer lines,
and who had not signed up for sewer service prior to the issuance of the permit. The
volume attributable to the additional connections is estimated as follows:
3 BR Units 20 Ea Q 120 gals/BR/Unit
2 BR Units 5 Ea Qa 120 gals/BR/Unit
TOTAL INCREASE — WASTEWATER VOLUME
7,200 gpd
1,200 gpd
8,400 gpd
The adjusted total wastewater volume to be permitted is 156,400 + 8,400 — 164,800 gpd.
Wastewater will be discharged into the City of Salisbury Collection System for eventual
treatment at the Salisbury -Rowan WWTF (NC0023884).
2. Pumping Stations — Pumping Rates
The Project included the construction of four (4) pumping stations with permitted
capacities as follows:
Pumping Station No. 1 (Non -clog) — Deal Street 100 gpm
Pumping Station No. 2 (Grinder) — Fraley Street 45 gpm
Pumping Station No. 3 (Non -clog) — Brown Street 100 gpm
Pumping Station No. 4 (Grinder) — Legion Club Rd 55 gpm
Modification — Station No. 2 - The grinder pumping station No. 2, as originally designed,
included the use of 2-inch PVC pipe, check valves and ball valves in the wet well without
external valve vaults. The Town of Faith arranged with the City of Salisbury to handle the
operation and maintenance of the pumping stations and the City 'requested that Pumping'
Station No. 2 re -designed to utilize ductile iron pipe in lieu of PVC pipe in the wet wells
and to provide a separate valve vault to house the check valves and ball valves. The use of
ductile iron pipe in the wet well required that the size of the pump station piping be
increased from 2-inch to 3-inch, since 3-inch is the smallest size available for ductile iron
pipe. Station No. 2 had a short force main (<600 LF) and it was decided to increase the
entire force main to 3-inch. This necessitated an increase in the pumping rate to achieve
the desired velocity in the larger force main. The pumping rate was increased from 45

Pro osed Modifications — Permit W 0020830
Town of Faith, NC
gpm to 87 gpm. This was accomplished utilizing the same 3.0 HP Myers pump as
originally specified.
Modification - Pumping Station No. 4 - Station No. 4 was also a grinder station. However,
due to the higher head and capacity requirement, it was designed with 3-inch ductile iron
piping in the wet well. The 3-inch valves were located in a separate vault. Due to the
higher operating head requirement, the City of Salisbury requested that the Town of Faith
use ductile iron force main pipe in lieu of the PVC force main originally proposed. Since
the ductile iron pipe has a slightly larger inside diameter than the PVC pipe, the pumping
rate was increased from 55 gpm to 64 gpm to achieve the desired velocity. This was
accomplished utilizing the same 5.0 HP Myers pump as originally proposed.
In summary, the Town of Faith requests that the permit be modified to increase the
pumping rates at Pumping Station No. 2 and No. 4 as follows:
Pumping Station No. 2 ................. increase to 87 gpm (was 45 gpm)
Pumping Station No. 4 ................. increase to 64 gpm (was 55 gpm)
No modification is requested for the non -clog Pumping Stations No. 1 and No. 3.
3. Force Main Sizes
The final lengths of force mains 3-inch and smaller differ from the lengths shown in the
permit. The revised lengths are as follows:
3-inch diameter force main ................................. 2,255 LF (was 1,700 LF)
2-inch diameter force main ....................................... 0 LF (was 555 LF)
1-1/2 inch diameter force main .................................. 95 LF (was 0 LF)
As previously noted in section 2 above, the force main at Pumping Station No. 2 was
increased from 2-inch to 3-inch at the request of the City of Salisbury and the 2-inch force
main was eliminated.
The 1 % inch force main represents the length of force main extended beyond the frontage
of a residential lot that could not be served by gravity and was served instead by a small
grinder pump station located on the lot. The force main is located in public right-of-way
and will be maintained by the Town of Faith.
Withers & Ravenel, Inc.
By:
Ta e f fnS fir., P.
February 21, 2005
Page 2 of 2

TOWN OF FAITH — WASTEWATER COLLECTION SYSTEMS
DENR-DWQ Permit No. WQ0020830
BACKUP FOR REQUESTED VARIANCES
Several variances are indicated on the Application for Permit Modification. The details for
the requested variances are presented below.
1. Separation from a Public Water Supply Well — Sewer Lateral B-2 is Non -compliant
The Gravity Sewer Minimum Design Criteria stipulate in Section VI, Item B, Paragraph 2
that a minimum separation of 100 feet shall be maintained between sewer lines and water
supply wells. If the minimum separation cannot be maintained, the sewer line is required
to be constructed of "ferrous sewer pipe with joints equivalent to public water supply
design standards... "
The public water supply well on Gardner Street in Faith was not located by survey during
the design phase of the project, and the proximity of this well to the sewer line on Gardner
Street (Lateral B-2) was not observed or noted until the final inspection for the wastewater
collection system. Following the final inspection, the Engineer surveyed the location of the
well and noted the location on the as -built drawing for Lateral B-2. The survey indicates
that the center of the well is 94 feet from the center of the PVC sewer pipe (SDR-35)
between Manholes B49 and B19. Approximately 65 feet of the PVC sewer pipe is within
the 100-foot restrictive radius. Keethe(attached'drav ing, sheet 4. of the Construction
Drawings (Record Drawings).
There is approximately 1,000 feet of new sewer in Lateral B-2 upstream of the point of
concern. Following its construction, Sewer Lateral B-2 was observed to have no
measurable infiltration entering the system from above manhole B19. The sections of pipe
upstream of Manhole B49 were subjected to low-pressure air tests on September 11, 2003
in accordance with applicable ASTM Standards. The sewer line met or exceeded the test
requirements for minimum pressure and duration.
The Gardner Street well has served the Town of Faith for approximately 37 years and
currently supplies approximately 8 to 10 percent of the Town's current water demand.
Although it is the lowest producing well on the Faith Water System in terms of capacity,
the Town would like to keep it in service.
To correct the problem would require either replacing the affected sewer line with ductile
iron pipe or abandoning the well. To replace the affected sewer line with ductile iron pipe
would be expensive and undesirable in view of the fact that the street was recently
resurfaced following construction of the sewer system. Abandoning the well is expected to
be significantly less expensive, but would have some negative impact on the Town's water
supply.
2. Minimum Gradients for Gravity Sewer Pipe- Non -compliant at Two Locations
Section III, Item D, Paragraph 1 (d) of the Gravity Sewer Minimum Design Criteria,
establishes the minimum slopes for 10-inch and 8-inch gravity sewer pipe as noted below.

Backup for Requested Variances - Permit WQ0020830
Town of Faith, NC
Gravity Sewer Pipe - Nominal Diameter Minimum Slope - feet/100 feet
10-Inch 0.28
8-inch 0.40
The final "As -Built" survey of the constructed sewers reveals that the required minimum
slopes were not met at two locations. These locations noted below with the "as -built"
slope calculations.
Location No. 1 — Outfall — 10-1nch Sewer Between Manhole No. 6 and Manhole No. 7:
Elevation of invert out at Manhole No. 7 (as surveyed) 715.47
Elevation of invert in at Manhole No. 6 (as surveyed) 714.64
Total fall between manholes 0.83 feet
Distance between manholes (as surveyed) 318.60 feet
Slope between manholes = 0.83/318.60/100 = 0.26 feet/100 feet
This does not meet the minimum slope requirement of 0.28 feet/100. fee'' attached
Sheet 2 of the C©r s ucfion :Records Drawings!
Location No. 2 — Lateral E-2 — 8-1nch Sewer Between Manhole No. E7 and E8:
Elevation of invert out at Manhole No. E-8 (as surveyed) 884.40
Elevation of invert in at Manhole No. E-7 (as surveyed) 883.90
Total fall between manholes 0.50 feet
Distance between manholes (as surveyed) 134.39 feet
Slope between manholes = 0.50/134.39/100 = 0.37 feet/100 feet
This does not meet the minimum slope requirement of 0.40 feet/100. See attached
Fheet; 27:of the Construction, Record Drawings
3. Minimum Size Requirement for Public Sewers — Non -compliant at One Location
Under DENR 0200 Regulations - 15A NCAC 02H .0219 (i) (2) F — the minimum size of
public gravity sewers is required to be 8-inch diameter.
A 4-inch sewer was constructed to serve a single residential lot. The property being served
by the 4-inch sewer is located out of Town and the owner of the lot had not requested the
service until after the sewer lines in the affected area had been installed. The 4-inch line in
question is shown on Sheet No. 16 of the Construction Record Drawings. The line was
installed in an easement across the neighbor's property to the rear of the property being
Page 2 of 3

Backup for Requested Variances — Permit WQ0020830
Town of Faith, NC
served. All surrounding properties are being served from other service connections and the
4-inch line in question cannot be used to serve other property. The Town will maintain the
4-inch line in question from the point of connection to the 8-inch collector main in the
adjacent street to the property being served. Therefore, it is considered a public sewer, but
does riot meet the 8-inch minimum size requirement for public sewers. 5 t ie a k i d
On behalf of the Town of Faith, the Engineer requests that the Division of Water Quality
approve the variances described above.
Withers & Ravenel, Inc.
By:
February 21, 2005
Page 3 of 3

CALCULATIONS
WITHERS & RAVENEL, INC.
111 MacKenan Drive
Cary, NC 27511
[phone]
JOB: Town of Faith
Pump Sta. No. 1 — Deal St.
DATE: November 2001
November 2004
BY: J. Tate Lansing, Jr., PE
Design Calculations for
Pumping Station No. 1 - Deal Street — Town of Faith, NC
1. Location,Description & General Information
Pumping Station No. 1 is located on the south side of Deal Street near the intersection of Jaycee Street in
Faith. The facility will serve the southeast side of Town and will discharge into the collection system on E. 2'd
Street near Battle Street.
2. Wastewater Volume Projections
2.1 Initial Flow:
The pumping station will serve 26 residential dwelling units plus 3 small commercial businesses, including a
convenience store, an auto body shop, and a beauty shop. The estimated initial flow for the Deal Street Pump
Station is estimated as follows:
26 Residences X 120 gallons/bedroom X 3 bedrooms ea.
Ball Park 300 Seats @ 5 gal./seat
Convenience Store 1,200 SF © 50 gal/100SF + 5 empl. @ 25
Auto Body Shop —4 empl. @ 25 gpd
TOTAL ESTIMATED INITIAL AVERAGE DAILY FLOW:
ESTIMATED PEAKING FACTOR
TOTAL ESTIMATED INITIAL PEAK FLOW
= 9,360 GPD
= 1,500 GPD
= 725 GPD
= 100 GPD
= 11,685 GPD = 8.1 GPM
x 3
= 35,055 GPD = 24.3 GPM
2.2 Future Flow:
There are ten (10) vacant lots that could be served in the immediate future and approximately 200 acres of
available land which could be subdivided to serve another estimated 50 dwelling units. Therefore the total
future flow to this station is estimated as follows:
TOTAL INITIAL FLOW (from 2.1 above)
Additional Residential Flow — 60 Units @ 120 gal./BR X 3
TOTAL ESTIMATED FUTURE AVERAGE DAILY FLOW
ESTIMATED FUTURE PEAKING FACTOR
TOTAL ESTIMATED FUTURE PEAK FLOW
2.3 Design Peak Flow:
= 11,685 GPD
-- 21,600 GPD
33,285 GPD = 23.1 GPM
x 2.5
= 83,212 GPD = 57.8 GPM
The De& Street pumping station has the potential to serve additional "pump over" flow to other areas in the
vicinity. Therefore, the engineer recommends that a design flow of 100 GPM be used for this pumping station
to accommodate some additional future flow from off -site.
Page 1 of 5

CALCULATIONS
WITHERS & RAVENEL, INC.
111 MacKenan Drive
Cary, NC 27511
[phone]
JOB: Town of Faith
Pump Sta. No. 1 — Deal St.
DATE: November 2001
November 2004
BY: J. Tate Lanning, Jr., PE
3. Determine Pumping Rate and Force Main Size
The use of "non -clog" wastewater pumps is proposed. State design criteria stipulate that non -clog pumps and
associated force main pipe are to be capable of passing a 3-inch solid. State rules also stipulate a pumping
rate that will ensure a minimum self -cleansing force main velocity of 2.0 feet per second (fps). Therefore, the
minimum force main size required is 4-inch diameter and the minimum pumping rate would be approximately
85 gallons per minute (GPM).
The design pumping rate selected for this station is 100 GPM to match the recommended design peak
flow as indicated above. The actual velocity in the 4-inch force main would be approximately 2.3 feet per
second.
4. Determine Wetwell Level Settings
The ideal wetwell level settings for controlling the pumps result in 2 to 8 fill and pump down cycles per hour
when wastewater is entering at the design average daily flow rate. The cycle time is calculated by first
determining the wetwell capacity per foot of depth.
Wetwell diameter = 6 ft.
Wetwell capacity = 71 X (61)214 X 7.48 Gal/ft3
= 212 gal/ft of depth
It appears that a pumping range of 1.0 ft. between pump "start" and pump "stop" may be appropriate for this
station for the initial conditions. The fill time is calculated by dividing the capacity of the wetwell by the fill
rate:
Fill Time = (212 gal/ft X 1.0 ft)/ 8.1 GPM
26.1 Minutes
The pump down time is calculated by dividing the wetwell capacity by the pumping rate minus the fill rate:
Pump down time = (212 gal/ft X 1.0 ft)/(100 GPM — 8.1 GPM)
= 2.3 Minutes
The combined cycle time at the initial estimated average daily flow using the 1.0 foot operating range is:
Cycle Time = 26.1 Minutes + 2.3 Minutes
= 28.4 Minutes
This yields approximately 2.11 cycles per hour at average daily flow.
Initial elevations shall be as follows:
Page 2 of 5

CALCULATIONS
WITHERS & RAVENEL, INC.
111 MacKenan Drive
Cary, NC 27511
[phone]
JOB: Town of Faith
Pump Sta. No. 1 — Deal St.
DATE: November 2001
November 2004
BY: J. Tate Lanning, Jr., PE
Pumping Station top elevation: 839.41*
Invert in: 830.95
High Water Alarm: 830.50
Lag pump on• 830.00
Lead pump on: 829.00
Pumps off (Initial Condition)• 828.00
Pumps off (Future Condition): 827.00
Wetwell floor: 824.43
Force Main Discharge Elevation 922.80
(As -Built)
(As -Built)
(As -Built)
Final settings of the pump control floats shall be adjusted once the station is in service and the optimum cycle
time based on actual flows can be determined.
*The calculated 100 year flood elevation is Elevation 835.6. The design elevation of the top slab at the
pumping station was 839.5 (839.41 As -Built). Thus the actual elevation of the floor slab is 3.8 -feet above the
100 year flood.
5. Pump Operating Conditions
In order to determine the pump operating conditions, the static and friction head must be calculated. These
two figures combined represent the total discharge head used for selecting the pumps. The "equivalent
length" of the discharge and force main pipe must be determined for use in calculating the friction head with
the Hazen -Williams formula.
5.1 Determine Static Head
Static Head
= Max. force main elev - Low liquid level in wet well
= 922.8 — 827.00
=95.8ft.
5.2 Determine "Equivalent Length" of Pump Station Piping
Station piping is Class 53, flanged 4" ductile iron pipe with cement lining, and having an actual inside diameter
of 4.16". The equivalent length of 4" piping is calculated as follows: •
4"DIP 55LF 55'
4" Base Elbow 1 @ 12' 12'
4" - 90° Elbow 1 @ 12' ea. 12'
4" - Plug Valve 1 @ 5' ea. 5'
4" "T" side inlet 1 @ 22' ea. 22'
4" Swing check 1 @ 27' ea. 27'
Equivalent length of 4-inch station piping 133'
Page 3 of 5

CALCULATIONS
WITHERS & RAVENEL, INC.
111 MacKenan Drive
Cary, NC 27511
[phone]
JOB: Town of Faith
Pump Sta. No. 1 — Deal St.
DATE: November 2001 .
November 2004
BY: J. Tate Lanning, Jr., PE
5,3 Determine "Equivalent Length" of 4-Inch Force Main
The equivalent length of the proposed 4-inch force main is calculated as follows:
4" D.I. Pipe 2,692 LF 2,692'
4" 90° Elbow 2 @ 12' 24'
4" 45° Elbow 2 @ 5.2' ea. 10'
Free discharge 1 @ 12' ea. 12'
Equivalent length of 4-Inch DIP force main 2,738' .
5.4. Total Dynamic Head Calculation
The total dynamic head is the summation of the static head, the velocity head and the friction head.
The velocity head is determined by the equation:
HV=V212G
where: HV is the velocity head in ft
V is the flow velocity in ft/sec
G is gravitational acceleration in ft/sec2
Friction head is determined using the Hazen -Williams equation:
HF= L1100 X 0.2083 X (1001C)1.852 X Q1.852 X D-4.8655
where: HF is the friction head in ft
L is the equivalent length in ft
C is the Hazen -Williams friction factor
Q is the discharge in GPM
D is the inside pipe diameter in inches
The velocity and friction head for the system at various discharges is calculated and the results are totaled
with the static head to determine the total head. These values are plotted to produce a system curve. A pump
is then selected and the performance curve(s) is then plotted on the system curve to aid in selecting a pump
for this station.
The tabulation of total dynamic head is presented in the attached Table (EXCEL Spreadsheet). A plot of the
system curve and performance curve for the selected pump are also attached.
Page 4 of 5

WITHERS & RAVENEL, INC.
111 MacKenan Drive
Cary, NC 27511
[phone]
JOB: Town of Faith
Pump Sta. No. 1 — DealSt.
DATE: November 2001
November 2004
BY: J. Tate Lanning, Jr., PE
6. PUMP SELECTION
The design conditions are 100 GPM at 113 feet TDH. For this pumping station, the Engineer recommends the
use of Fairbanks Morse Model 5433 MV submersible pumps, with 10.375" impeller. Motor characterisics are:
240volt13-phase. Minimum horsepower recommended is 15 HP so as to be non -overloading throughout the
operating range.
WITHERS 8. RAVENEL, INC.
Page 5 of 5

PR(--:.:T NAME:
PUMP STATION NAME:
Town of Faith Wastewater CoIIeuuun System
Pumping Station Calculations
No. 1 - Deal Street
TLA PROJECT NO.: 9833-1
W & R PROJECT NO.:
DATE:
202284.0
November 2001 (TLA)
Discharge
(gpm)
Static
Head
Feetead
(Feet)
Pump Entrance
Station Piping
Force Main
Total Force
Main Head
(Feet)
Total
Dynamic
Head (Feet)
Veloit
(Cl)(Ft.ISec.)
Velocity
(Feet)
Friction
Head
(Feet)
Velocity
(Ft./Sec.)
Velocity
Head
(Feet)
Friction
Head
(Feet)
Velocity
(Ft./Sec.)
Velocity
Head (Feet)
Friction
Head
(Feet)
0
95.8
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
95.80
25
95.8
0.64
0.01
0.01
0.59
0.01
0.07
0.55
0.00
1.13
1.23
97.03
50
95.8
1.28
0.03
0.04
1.18
0.02
0.27
1.10
0.02
4.07
4.44
100.24
75
95.8
1.91
0.06
0.08
1.77
0.05
0.57
1.66
0.04
8.62
9.42
105.22
100
95.8
2.55
0.10
0.13
2.36
0.09
0.97
2.21
0.08
14.69
16.06
111.86
125
95.8
3.19
0.16
0.20
2.95
0.14
1.47
2.76
0.12
22.20
24.29
120.09
150
95.8
3.83
0.23
0.28
3.54
0.19
2.06
3.31
0.17
31.12
34.06
129.86
175
95.8
4.47
0.31
0.37
4.13
0.27
2.74
3.87
0.23
41.41
45.33
141.13
200
95.8
5.11
0.40
0.48
4.72
0.35
3.51
4.42
0.30
53.02
58.07
153.87
225
95.8
-5.74
0.51
0.60
5.31
0.44
4.36
4.97
0.38
65.95
72.24
168.04
Material:
NIA
I.D. (in)
4.00
eng
(Ft)
15
Material:
D.I.
I.D. (in)
4.16
Length
(Ft)
133
Material:
DIP
I.D. (in)
4.30
Length (Ft)
2,738
"C"= 120
"C" = 120
"C" = 130
Discharge
(gpm)
0
50
100
150
200
250
Fairbanks
5433M
121.5
117
113
109
106.5
105
10-3/8" Imp.
Withers & Ravenel, inc.
By:
Date:

180 00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
TOWN OF FAITH - PUMP STATION NO. 1
0 50 100 150 200
Discharge (gpm)
250
300
System Head
'Fairbanks 4" 5433M

Flotation Calculations for Circular Wet We
Protect No: > w 4.00
Projeet Name: Town cif Caitl W�
Pump Station: No. 1 - Deal Street
Calc. By:
Date:
Tat e Lanni ig
11/5/2004
orientsWeights
Wgt. H2.0 Wgt.Concrete Soil (sat)
(bs/cu. ft.) (lbs/cu. `.) (lbs/cu. ft.)
62,40 150,00 120,00
Base: Diameter Thickness Fillet: Base Height
(ft) (in) (ft) (ft)
8.00 1 s0
Walls: Diameter Height
(tt) (ft)
Outside:
Inside: 6.00
14.98 (As Built)
Weight of wetwell (outside volume - inside volume + fillet volume) x weight of concrete
Weight (lbs)
Walls Base Fillet Total.
27,109.13 5,238.17 2,650.72 34,998.021bs.
oi
Soil Weight = ((base area - wetwell OD area) x height of soil) x weight of soil
Weight (lbs)
21,648.09 lbs.
op
Circular
Rectangular
Diameter top Thickness
(ft) (in) Total
0.00 0.00 0.00 lbs,
Width of slab Length of slab Thickness
(ft) (ft) (in)
To
0.00 0.00 0.00 lbs.
Withers and Ravenel, Inc. Page 1 of 2

Flotation Calculations for Circular
.Project No: 2t1 84 00
-Project Name: 'Town of Faith Wastewater Collection Fa illti
Pump Station: No. 1 a Deal Street
rd Acting 'F r
Calr:. By:
Date:
Upward force acting on bottom of structure =base area x height of water x weight of water
(Assuming Water Level at top of Structure)
Uplift (lbs) =
51,14297lbs,
4
Factor of Safety— downward force of structure and soi°upward force of water
Circular
Total Downward Force =
Total Upward Acting Force
Factor of Safety 1.11
56,646.11 lbs,
51,142.97 lbs.
Factor of Safety should be equal to or greater than 1.©. If not, add weight to base.
Withers & Ravenef, Inc.
Withers and Ravenel,Inc. Page 2 of 2

CALCULATIONS
WITHERS & RAVENEL, INC.
111 MacKenan Drive
Cary, NC 27511
[phone]
JOB: Town of Faith
Pump Sta. No. 2 — Fraley St.
DATE: November 2001
November 2004
BY: J. Tate Lanning, Jr.. PE
Design Calculations for
Pumping Station No. 2 - Fraley Street -- Town of Faith, NC
1. Location, Description & General information
Pumping Station No. 2 will be located at the NW corner of the intersection of Fraley Street and Burl Castor
Road in Faith. The facility will serve the southwest side of Town and will discharge into the collection system
on Burl Castor Road south of. Cemetery Drive, which in turn flows into Pumping Station No. 3.
2. Wastewater Volume Proiections
2.1 Initial Flow:
The pumping station will serve 22 residential dwelling units plus 'a small commercial business (machine shop).
The estimated flow for the Fraley Street Pump Station is estimated as follows:
22 Residences X 120 gallons/bedroom X 3 bedrooms ea.
Machine Shop - 4 Employees @ 25 gal./employee
TOTAL ESTIMATED INITIAL AVERAGE DAILY FLOW:
ESTIMATED PEAKING FACTOR
TOTAL ESTIMATED INITIAL PEAK FLOW
7,920 GPD
100 GPD
8,020 GPD = 5.6 GPM
= x4
32,080 GPD = 22.3 GPM
2.2 Future Flow:
There are fifteen (15) lots that are either vacant or that are out of Town and don't wish to have sewer service.
There are also approximately 30 units outside of Town on the south side of Fraley Street that could be served
in the future. Therefore the total maximum future flow to this station is estimated as follows:
TOTAL INITIAL FLOW (from 2.1 above)
Additional Residential Flow — 45 Units @ 120 gal./BR X 3
TOTAL ESTIMATED FUTURE AVERAGE DAILY FLOW (MAX.)'
ESTIMATED FUTURE PEAKING FACTOR
TOTAL ESTIMATED FUTURE PEAK FLOW
8,020 GPD
16.200'GPD
24,220 GPD = 16.8 GPM
x 2.5
= 60,550 GPD = 42.0 GPM
2.3 Design Peak Flow:
The future average daily flow as calculated above is a conservative estimate. Therefore, the engineer
recommends that a minimum design flow of 45 GPM be used for this pumping station. Note: See Section 3
below for notes regarding the increase of the force main size and resulting increase in pumping rate.
3. Determine Pumping Rate and Force Main Size
Page 1 of 5

CALCULATIONS
WITHERS & RAVENEL, INC.
111 MacKenan Drive
Cary, NC 27511
[phone]
JOB: Town of Faith
Pump Sta. No,,2 — Fraley St.
DATE: November 2001
November 2004
BY: J. Tate Lanning, Jr.. PE
Note: Since the original design was completed, the Town of Faith and the City of Salisbury reached a
tentative agreement whereby the City would take over the maintenance and operation of the Faith Collection
System. As part of the agreement, the two grinder pumping stations were re -designed and upgraded to utilize
ductilie iron pipe in the wet well and valve vault. Since the minimum size for ductile iron pipe is 3-inch, the
remaining PVC force main between the pump station and the discharge point (approx. 575 LF) was also
increased to 3-inch diameter. With the increase in the force main size, the minimum pumping rate was
required to be increased to approximately 60 gpm in order to achieve a minimum velocity of 2.0 fps.
However, the decision to re -design and upgrade this station was made after the pumps had been ordered for
design conditions of 45 gpm @ 45' TDH.. After increasing the force main from 2-inch to 3-inch diameter, the
selected pump would deliver approximately 87 gpm against a revised TDH of approximately 37 feet.
Therefore, the remaining calculations are based upon a revised minimum pumping rate of 87 gpm: (Refer to
Section 5 below for details.)
4. Determine Wetwell Level Settings
The ideal wetwell level settings for controlling the pumps result in 2 to 8 fill and pump down cycles per hour
when wastewater is entering at the design average daily flow rate. The cycle time is calculated by first
determining the wetwell capacity per foot of depth.
Wetwell diameter = 5 ft.
Wetwell capacity = X (512/4 X 7.48 GaIIft3
147 gal/ft of depth
It appears that a pumping range of 1.0 ft. between pump "start" and pump "stop" may be appropriate for this
station for the initial conditions. The fill time is calculated by dividing the capacity of the wetwell by the fill
rate:
Fill Time
= (147 gal/ft X 1.0 ft)15.6 GPM
= 26.2 Minutes
The pump down time is calculated by dividing the wetwell capacity by the pumping rate minus the fill rate:
Pump down time
_ (147 gal/ft X 1.0 ft)/(87 GPM — 5.6 GPM)
= 1.8 Minutes
The combined cycle time at the initial estimated average daily flow using the 1.0 foot operating range is:
Cycle Time
= 26.2 Minutes + 1.8 'Minutes .
= 28.0 Minutes
This yields approximately 2.14 cycles per hour at average daily flow.
Initial elevations shall be as follows:
Page 2 of 5

CALCULATIONS
WITHERS & RAVENEL, INC.
111 MacKenan Drive
Cary, NC 27511
[phone]
JOB: Town of Faith
Pump Sta. No. 2 — Fraley St.
DATE: November 2001
November 2004
BY: J. Tate Lanning, Jr.. PE
Pumping Station top elevation:
Invert in:
High Water Alarm:
Lag pump on•
Lead pump on•
Pumps off (Initial Condition)•
Pumps off (Future Condition):
Wetwell floor:
878.83* (As -Built)
866.79 (As -Built)
865.80
865.30
864.80
863.80
862.80
861.00
Final settings of the pump control floats shall be adjusted once the station is in service and the optimum cycle
time based on actual flows can be determined.
*The calculated 100 year flood elevation is Elevation 876.6. The design elevation of the top slab at the
pumping station was 878.6 (As -Built — 878.83). Thus the actual elevation of the floor slab is 2.23-feet above
the 100 year flood.
5. Pump Operating Conditions
In order to determine the pump operating conditions, the static and friction head must be calculated. These
two figures combined represent the total discharge head used for selecting the pumps. The "equivalent
length" of the discharge and force main pipe must be determined for use in calculating the friction head with
the Hazen -Williams formula.
5.1 Determine Static Head
Static Head
Max. force main elev - Low liquid level in wet well
=881.3-861.8
=19.5ft.
5.2 Determine "Equivalent Length" of Pump Station Piping
Station piping is now Ductile Iron Pipe, having an actual inside diameter of 3.34".
The equivalent length of 3" piping is as follows:
3" D.I. Pipe 35 LF 35'
3" Base Elbow 1 @ 9.0' 9'
3" 90° Elbow 2 @ 9.0' ea. 18'
3" Gate Valve 1 @ 4.0' ea. 4'
3" "T" side outlet 1 @ 17' ea. 17'
3" Swing check 1 @ 20' ea. 20'
Equivalent length of 3-inch station piping 103'
Page 3 of 5

CALCULATIONS
WITHERS & RAVENEL, INC.
111 MacKenan Drive
Cary, NC 27511
[phone]
JOB: Town of Faith
Pump Sta. No. 2 — Fraley St.
DATE: November 2001
November 2004
BY: J. Tate Lanning, Jr.. PE
5.3 Determine "Equivalent Length" of 3-inch Force Main
The equivalent length of the proposed 3-inch force main is calculated as follows:
3" PVC PR, Class 200 Pipe
3" - 90° Elbow
3" - 45° Elbow
Free discharge
575 LF 575'
1 @9' 9'
2@8'ea. 16'
1 @ 9' ea. 9'
Equivalent length of 2-Inch PVC force main 609'
5.4. Total•Dynamic Head Calculation
The total dynamic head is the summation of the static head, the velocity head and the friction head.
The velocity head is determined by the equation:
where:
HV= V2 12G
HV is the velocity head in ft
V is the flow velocity in ft/sec
G is gravitational acceleration in ftlsec2
Friction head is determined using the Hazen -Williams equation:
HF= L/100 X 0.2083 X (1001C)1.852 X Q1.852 X D-4.8655
where: HF is the friction head in ft
L is the equivalent length in ft
C is the Hazen -Williams friction factor
Q is the discharge in GPM
D is the inside pipe diameter in inches
The velocity and friction head for the system at various discharges is calculated and the results are totaled
with the static head to determine the total head. These values are plotted to produce a system curve. A pump
is then selected and the performance curve(s) is then plotted on the system curve to aid in selecting a pump
for this station.
The tabulation of total dynamic head is presented in the attached Table,. A plot of the system curve and
performance curve for the selected pump are also attached.
PUMP SELECTION
The pump selected for the original design conditions (45 GPM @ 45' TDH) with a 2-inch force main was a
Myers WGX30, submersible grinder pump with a 4.00" impeller. Motor characterisics are: 240volt13-phase.
Minimum horsepower recommended is 3.0 HP. Since this pump had been approved and ordered prior to
increasing the force main size, this pump was utilized for the new design conditions. The operating conditions
for the revised design are 87 GPM @ 37' TDH.
Page 4 of 5

CALCULATIONS
WITHERS & RAVENEL, INC.
111 MacKenan Drive
Cary, NC 27511
{919) 469-3340
JOB: Town of Faith
Pump Sta. No. 2 — Fraley St.
DATE: November 2001
November 2004
BY: J. Tate Lanning, Jr.. PE
WITHERS & RAVENEL, INC.
Page 5 of 5

PRO'=^,T NAME: Town of Faith Wastewater Collect---'3ystem
Pumping Station Calculations
PUMP STATION NAME: No. 2 - Fraley Street
TLA PROJECT NO.:
W&R PROJECT NO.:
DATE:
9833-1
202284.0
November 2001 (TLA)
Discharge
(gpm)
Static
Head
(Feet)
Pump Entrance
Station Piping
Force Main
Total Force
Main Head
(Feet)Head
-- --- -,
Total
D namic
Y
(Feet)
Velocity
(Ft./Sec.)
Velocity
Head
(Feet)
Friction
Head
(Feet)
Velocity
(Ft 15eC)
Velocity
Head
(Feet)
Friction
Head
(Feet)
Velocity
F
(t.15ec.)
Velocity
Head (Feet)
Friction
Head
(Feet)
0
19.5
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
19.50
10
19.5
1.02
0.02
0.05
0.37
0.00
0.03
0.41
0.00
0.20
0.31
19.81
15
19.5
1.53
0.04
0.12
0.55
0.00
0.07
0.61
0.01
0.43
0.66
20.16
20
19.5
2.04
0.06
0.20
0.73
0.01
0.11
0.82
0.01
0.74
1.13
20.63
25
19.5
2.55
0.10
0.30
0.92
0.01
0.17
1.02
0.02
1.11
1.71
21.21
30
19.5
3.06
0.15
0.42
1.10
0.02
0.24
1.22
0.02
1.56
2.40
21.90
35
19.5
3.57
0.20
0.55
1.28
0.03
0.31
1.43
0.03
2.07
3.20
22.70
40
19.5
4.09
0.26
0.71
1.46
0.03
0.40
1.63
0.04
2.65
4.10
23.60
50
19.5
5.11
0.40
1.07
1.83
0.05
0.61
2.04
0.06
4.01
6.21
25.71
_ 60
19.5
6.13
0.58
1.50
2.20
0.07
0.85
2.45
0.09
5.63
8.73
28.23
70
19.5
7.15
0.79
2.00
2.56
0.10
1.13
2.85
0.13
7.48
11.64
31.14
80
19.5
8.17
1.04
2.56
2.93
0.13
1.45
3.26
0.17
9.58
14.93
34.43
87
19.5
8.89
1.23
2.99
3.19 0.16
1.69
3.55
0.20
11.20
17.46
36.96
_ 90
19.5
9.19
1.31
3.18
3.30 0.17
1.80
3.67
0.21
11.92
18.59
38.09
100
19.5
10.21
1.62
3.87
3.66 0.21
2.19
4.08
0.26
14.49
22.63
42.13
120
19.5
12.26
2.33
5.42
4.39 0.30
3.07
4.89
0.37
20.31
31.80
51.30
Material:
N/A
I.D. (in)
2.00
Length
(Ft)
15
Material:
D.I.
I.D. (in)
3.34
Length
(Ft)
103
Material:
PVC
1.D. (in)
3.166
Length (Ft)
609
"C" = 120
"C" = 120
"C" = 130
Discharge
(gpm)
0
10
15
30
40
50
60
70
80
90
100
120
Myers
WGX30-3 HP
4.0" Imp.
48
48
47.8
47.6
47.2
45.8
43.7
41.6
38.8
36
32.4
24.2
Withers & Ravenel, Inc.
By:
Date:

TOWN OF FAITH - PUMP STATION NO. 2
60.00
50.00
40.00
30.00
a
Q
20.00
10.00
0.00
0 50 100
Discharge (gpm)
150
System Head
Myers WGX30 - 4.0"
Impeller

Flotation Calculations for Circular Wet We
Project No: 202284.00 Calc. By: Tate. Lanni
Project Name: Town of Faith _.Wastewater Collection Fail ties Date: 11/5/2004
Pump Station: No, 2 Fraley Street
0 Ponents Weights
Wgt. H2O
(Ibs/cu. ft.)
62.40
Wgt.Concrete
(lbs/cu. ft.)
150.00
Soil (sat)
(Ibs/cu. ft.)
120.00
Base: Diameter Thickness Fillet: Base Height
(ft) (in) (ft) (ft)
7.33 8.00 1.00 1.50
Walls: Diameter Height
(ft) (ft)
Outside: 6.00 17,80 (As Built)
Inside: 5.00
Weight of wetwell = (outside volume - inside volume + fillet volume) x weight of concrete
Weight (Ibs) =
Walls Base Fillet Total
23,067.14 4,223.70 1,531.53 28,822.7 lbs.
Soil Weight = ((base area - wetwell OD area) x height of soil) x weight of soil
Weight (Ibs) = 29,824.19 Ibs.
Circul
Diameter top Thickness
(ft) (in)
Total
0.00 0.00 0.00 Ibs.
Rectangular
Width of slab Length of slab Thickness
(ft) (ft) (in)
Total
8.00 8.00
8.00 6,400.00 lbs.
Withers and Ravenel, Inc. Page 1 of 2

Flotation Calculations for Circular Wet r''ell
Project No: 202284.00
Project Name: Town of Faith - Wastewater Cc ti n Fa(
Pump Station: No. 2 - Fraley Street
Upward Acting
Calc. By: fate Lanning
Date:
1 "Q /5/2004
Upward force acting on bottom of structure = base area x height of water x weight of water
Uplift (Ibs) =
Safety
Factor of Safety = downward force of structure and soil/upward force of
Circular
Total Downward Force
Total Upward Acting Force =
Factor of Safety 1.34
48,670.50 lbs.
e
65,046.55 Ibs.
48,670.50 Ibs.
Factor of Safety should be equal to or greater than 1.0. If not, add weight to base,
Withers & Ravenel, Inc.
Withers and Ravenel, Inc.
Page 2 of 2

CALCULATIONS
WITHERS & RAVENEL, INC.
111 MacKenan Drive
Cary, NC 27511
[phone]
JOB: Town of Faith
Pump Sta. No. 3 — Brown St.
DATE: November 2001
November 2004
BY: J. Tate Lanning, Jr., PE
Design Calculations for
Pumping Station No. 3 - Brown Street — Town of Faith, NC
1. Location, Description & General Information
Pumping Station No. 3 will be located approximately 600 feet south of Brown Street on the west side of the
Town of Faith. The facility will serve a portion of the west and central areas of Town and will discharge into
the collection system on the north side of Brown Street.
2. Wastewater Volume Projections
2.1 Initial Flow:
The pumping station will serve 43 residential dwelling units plus 1 church and 1 small auto repair shop. The
station will also handle the flow which is discharged from Pumping Station No. 2. The estimated initial flow for
the Brown Street Pump Station is estimated as follows:
43 Residences X 120 gallons/bedroom X 3 bedrooms ea.
Church — 250 Seats @ 3 gal./seat
Church — Food Service —100 Seats @ 25
Auto Body Shop — 4 empl. @ 25 gpd
Discharge from Pump Station No. 2
TOTAL ESTIMATED INITIAL AVERAGE DAILY FLOW:
ESTIMATED PEAKING FACTOR
TOTAL ESTIMATED INITIAL PEAK FLOW
15,480 GPD
750 GPD
2,500 GPD
100 GPD
= 8.020 GPD
26,850 GPD = 18.6 GPM
x 2.5
67,125 GPD = 46.6 GPM
2.2 Future Flow:
There are twelve (12) vacant lots that could be served in the immediate future. Some vacant lots could be
subdivided into larger lots. The Engineer estimates that not more than 30 additional lots could be served, plus
the possible growth indicated for Pumping Station No. 2. Therefore the total future flow to this station is
estimated as follows:
TOTAL INITIAL FLOW (from 2.1 above)
Additional Residential Flow — 30 Units @ 120 gal./BR X 3
Additional Residential Flow to Pumping Station No. 2
TOTAL ESTIMATED FUTURE AVERAGE DAILY FLOW
ESTIMATED FUTURE PEAKING FACTOR
TOTAL ESTIMATED FUTURE PEAK FLOW
= 26,850 GPD
= 10,800 GPD
= 16,200 GPD
53,850 GPD = 37.4 GPM
x 2.5
134,625 GPD = 93.5 GPM
Page 1 of 5

CALCULATIONS
WITHERS & RAVENEL, INC.
111 MacKenan Drive
Cary, NC 27511
[phone]
JOB: Town of Faith
Pump Sta. No. 3 — Brown St.
DATE: November 2001
November 2004
BY: J. Tate Lanning, Jr., PE
2.3 Design Peak Flow:
The Brown Street Pumping Station does not have great potential to receive possible "pump over" flows from
areas currently outside of Town, as these would be expected to discharge into gravity lines downstream of the
station, Therefore, the engineer recommends that a design flow of 100 GPM be used for this pumping station.
3. Determine Pumping Rate and Force Main Size
The use of "non -clog" wastewater pumps is proposed. State desisgn criteria stipulate that non -clog pumps
and associated force main pipe are to be capable of passing a 3-inch solid. State rules also stipulate a
pumping rate that will ensure a minimum self -cleansing force main velocity of 2.0 feet -per second- (fps).
Therefore, the minimum force main size required is 4-inch diameter and the minimum pumping rate would be
approximately 85 gallons per minute (GPM).
The design pumping rate selected for this station is 100 GPM to match the recommended design future
peak flow as indicated above. The actual velocity in the 4-inch force main would be approximately 2.3 feet per
second.
4. Determine Wetwell Level Settings
The ideal wetwell level settings for controlling the pumps result in 2 to 8 fill and pump down cycles per hour
when wastewater is entering at the design average daily flow rate. The cycle time is calculated by first
determining the wetwell capacity per foot of depth.
Wetwell diameter = 6 ft.
Wetwell capacity = n X (612/4 X 7.48 Galfft3
= 212 gal/ft of depth
It appears that a pumping range of 2.0 ft. between pump "start" and pump "stop" may be appropriate for this
station for the initial conditions. The fill time is calculated by dividing the capacity of the wetwell by the fill
rate:
Fill Time = (212 gallft X 2.0 ft)I 18.6 GPM
22.8 Minutes
The pump down time is calculated by dividing the wetwell capacity by the pumping rate minus the fill rate:
Pump down time = (212 gal/ft X 2.0 ft)/(100 GPM — 18.6 GPM)
5.2 Minutes
The combined cycle time at the initial estimated average daily flow using the 1.5 foot operating range is:
Cycle Time = 22.8 Minutes + 5.2 Minutes
28.0 Minutes
This yields approximately 2.14 cycles per hour at the initial average daily flow.
Initial elevations shall be as follows:
Page 2 of 5

CALCULATIONS
WITHERS & RAVENEL, INC.
111 MacKenan Drive
Cary, NC 27511
[phone]
JOB: Town of Faith
Pump Sta. No. 3 — Brown St.
DATE: November 2001
November 2004
BY: J. Tate Lanning, Jr., PE
Pumping Station top elevation: 829.36* (As -Built)
Invert in: 820.43 (As -Built)
Alarm float 820.00
Lag pump on: 819.50
Lead pump on:. 818.50
Pumps off 816.50
Wetwell floor: 814.40 (As -Built)
Final settings of the pump control floats shall be adjusted once the station is in service and the optimum cycle
time based on actual flows can be determined.
* This pump station is not located in a Flood Hazard Zone. The approximate 100-year flood elevation was
calculated to be 827.7. The design elevation of the top slab at the pumping station was 830.0 (As -Built
829.36). Thus the actual elevation of the floor slab is 1.66 feet above the calculated 100-year flood elevation.
5. Pump Operating Conditions
In order to determine the pump operating conditions, the static and friction head must be calculated. These
two figures combined represent the total discharge head used for selecting the pumps. The "equivalent
length" of the discharge and force main pipe must be determined for use in calculating the friction head with
the Hazen -Williams formula.
5.1 Determine Static Head
Static Head = Max. force main elev - Low liquid level in wet well
= 841.30 — 816.50
= 24.8 ft.
5.2 Determine "Equivalent Length" of Pump Station Piping
Station piping is Class 53, flanged 4" ductile iron pipe with cement lining, and having an actual inside diameter
of 4.16". The equivalent length of 4" piping is as follows:
4" DIP 33 LF 33'
4" Base Elbow 1 @ 12' 12'
4" - 90° Elbow 1 @ 12' ea. 12'
4" - Plug Valve 1 @ 5' ea. 5'
4" - Tee side inlet 1 @ 22' ea. 22'
4" Swing check 1 @ 27' ea. 27'
Equivalent length of 4-inch station piping 111'
5.3 Determine "Equivalent Length" of 4-Inch Force Main
The equivalent length of the proposed 4-inch force main is calculated as follows:
Page 3 of 5

CALCULATIONS
WITHERS & RAVENEL, INC.
111 MacKenan Drive
Cary, NC 27511
[phone]
JOB: Town of Faith
Pump Sta. No. 3 — Brown St.
DATE: November 2001
November 2004
BY: J. Tate Lanning, Jr., PE
4" PVC C-900, Class 150 Pipe
4" 45° Elbow
4" 22.5° Elbow
Free discharge
740 LF
2@5.2'ea
2@3.0'ea
1 @ 12' ea
Equivalent length of 4-Inch PVC force main =
740'
10'
6'
12'
768'
5.4. Total Dynamic Head Calculation
The total dynamic head is the summation of the static head, the velocity head and the friction head. -
The velocity head is determined by the equation:
where:
HV= V2 12G
HV is the velocity head in ft
V is the flow velocity in ft/sec
G is gravitational acceleration in ft/sec2
Friction head is determined using the Hazen -Williams equation:
HF= L1100 X 0.2083 X (1001C)1.852 X Q1.852 X D-4.8655
where: HF is the friction head in ft
L is the equivalent length in ft
C is the Hazen -Williams friction factor
Q is the discharge in GPM
D is the inside pipe diameter in inches
The velocity and friction head for the system at various discharges is calculated and the results are totaled
with the static head to determine the total head. These values are plotted to produce a system curve. A pump
is then selected and the performance curve(s) is then plotted on the system curve to aid in selecting a pump
for this station.
The tabulation of total dynamic head is presented in the attached Table,. A plot of the system curve and
performance curve for the selected pump are also attached.
PUMP SELECTION
The design conditions are 100 GPM at 30 feet TDH. For this pumping station, Fairbanks Morse Model
5432MV submersible pumps with 8.45" impellers were selected. Operating speed is 1,200 RPM. Motor
characterisics are: 240volt13-phase. Minimum horsepower recommended is 3 HP so as to be non -overloading
throughout the operating range.
Page 4 of 5

WITHERS & RAVENEL, INC.
111 MacKenan Drive
Cary, NC 27511
[phone]
JOB: Town of Faith
Pump Sta. No, 3 — Brown St.
DATE: November 2001
November 2004
BY: J. Tate Lanning, Jr.,, PE
WITHERS & RAVENEL, INC.
Page 5 of 5

PRO. r NAME:
Town of Faith Wastewater ColleuLlun System
Pumping Station Calculations
PUMP STATION NAME: No. 3 - Brown Street
TLA PROJECT NO.:
W&R PROJECT NO.:
DATE:
9833-1
202284.0
November 2001 (TLA)
November 2004 W&R
Discharge
(gpm)
Static
Head
(Feet)
Pump Entrance
Station Piping
Force Main
Total Force
Main Head
(Feet)
Total
Dynamic
Head (Feet)
Velocity
(Ft./Sec.)
Velocity
Head
(Feet)
Friction
Head
(Feet)
Velocity
(Ft /Sec.
Velocity
Head
(Feet)
Friction
Head
(Feet)
Velocity
(Ft./Sec.)
Velocity
Head (Feet)
FrictionY
Head (Feet)
0
24.8
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
24.80
25
24.8
0.64
0.01
0.01
0.59
0.01
0.06
0.57
0.01
0.34
0.43
25.23
50
24.8
1.28
0.03
0.04
1.18
0.02
0.22
1.14
0.02
1.22
1.55
26.35
75
24.8
1.91
0.06
0.08
1.77
0.05
0.48
1.70
0.05
2.59
3.29
28.09
100
24.8
2.55
0.10
0.13
2.36
0.09
0.81
2.27
0.08
4.41
5.62
30.42
125
24.8
3.19
0.16
0.20
2.95
0.14
1.23
2.84
0.13
6.67
8.51
33.31
150
24.8
3.83
0.23
0.28
3.54
0.19
1.72
3.41
0.18
9.35
11.95
36.75
175
24.8
4.47
0.31
0.37
4.13
0.27
2.29
3.98
0.25
12.44
15.92
40.72
200
24.8
5.11
0.40
0.48
4.72
0.35
2.93
4.54
0.32
15.93
20.40
45.20
225
24.8
5.74
0.51
0.60 ;
5.31
0.44
3.64
5.11
0.41
19.81
25.40
50.20
Material:
N/A
I.D. (in)
4.00
Length
(Ft)
15
Material:
D.I.
I.D. (in)
4.16
Length
(Ft)
111
Material:
PVC
I.D. (in)
4.24
Length (Ft)
768
"C 120
,"C' = 120
"C'= 130
Discharge
_ (gpm)
0
25
50
75
100
125
150
175
200
225
Fairbanks
5432M -
8.45" Dia.
1,200 rpm
36.0
34.2
32.8
31.3
30.3
29.2
28.4
27.6
26.8
.
26.1
Withers & Ravenel, Inc.
By:.
Date:

40.00
30.00
H-
20.00
TOWN OF FAITH - PUMP STATION NO. 3
Discharge (gpm)
System Head
'Fairbanks 414 5432

Flotation Calculations for Circular Wet We'
Project No: 202284.00 Calc. By: Tate Lanni
Project Name: Town of FGaith Wastewater Col[ecti r Facilities Date: 11 `5/2004
Pump Station: No. 3 - Brown Street
ponents Weights
Wgt. H2O Wgt.Concrete Soil (sat)
(Ibs/cu. ft.) (Ibslcu. ft.) (lbs/cu. ft.)
62.40 1 50.00 120.00
etwe
Base: Diameter Thickness Fillet: Base Height
(ft) (in) (ft) (ft)
8.17 8.00
Walls: Diameter Height
(ft) (ft)
Outside: T17 14.96 (As Built)
Inside: 6.00
1.50 1.50
Weight of wetwell = (outside volume - inside volume + fillet volume) x weight of concrete
Weight (lbs)
Walls Base Fillet Total
27,072.94 5,238.17 2,650.72 34,961.82lbs.
Sail...
Soil Weight = ((base area - wetwell OD area) x height of soil) x weight of soil
Weight (Ibs) = 21,619.18 lbs.
Circular
Rectangula
Diameter top Thickness
(ft) (in)
Total
0.00 0.00 0.00 lbs.
Width of slab Length of slab Thickness
(ft) (ft) (in)
Total
0.00 0.00
0.00 lbs.
Withers and Ravenel, Inc. Page 1 of 2

Project No: 202284.00
;Project Name: Town („yf Faith - Wastewater Collection Facilities Date: 1 115/2004
Pump Station: No. 3 - Brown Street
Upward Acting Force
Calc, By:
Tatekinning
Upward force acting on bottom of structure = base area x height of water x weight of water
Uplift (lbs) =
51,077.60 lbs.
Factor of Safe
Factor of Safety — downward force of structure and soil/upward force of water
Circular
Total Downward Force =
Total Upward Acting Force =
Factor of Safety 1.11
56,581.01 lbs.
51,077.60 Ibs.
Factor of Safety should be equal to or greater than 1.0. If not, add weight to base.
Withers & Ravenel,
Withers and Ravenel, Inc. Page 2 of 2

CALCULATIONS
WITHERS & RAVENEL, INC.
111 MacKenan Drive
Cary, NC 27511
[phone]
JOB: Town of Faith
Pump Sta. No. 4 - Legion Club Rd.
DATE: November 2001
November 2004
BY: J. Tate Liming, Jr., PE
Design Calculations for
Pumping Station No. 4 - Legion Club Road — Town of Faith, NC
1. Location, Description & General Information
Pumping Station No. 4 will be located on the west side of Legion Club Road, approximately 500' north of
Balfour Quarry Road in Faith. The facility will serve a portion of the northeast side of Town, consisting
primarily of residences along Legion Club Road, Balfour Quarry Road and Rocky Ridge Drive. The station will
discharge into the collection system at the intersection of Gardner Street and Legion Club Road.
2. Wastewater Volume Projections
2.1 Initial Flow:
The pumping station will serve 30 residential dwelling units. The estimated flow for the Legion Club Road
Pump Station is estimated as follows:
30 Residences X 120 gallons/bedroom X 3 bedrooms ea.
TOTAL ESTIMATED INITIAL AVERAGE DAILY FLOW:
ESTIMATED PEAKING FACTOR
TOTAL ESTIMATED INITIAL PEAK FLOW
i 0,800 GPD
10,800 GPD = 7.5 GPM
= x4
43,200 GPD = 30.0 GPM
2.2 Future Flow:
There are eight (8) lots that are vacant, plus land that could yield approximately ten (10) additional lots.
Therefore the total maximum future flow to this station is estimated as follows:
TOTAL INITIAL FLOW (from 2.1 above) _
Additional Residential Flow - 185 Units @ 120 gal./BR X 3 =
TOTAL ESTIMATED FUTURE AVERAGE DAILY FLOW (MAX.) _
ESTIMATED FUTURE PEAKING FACTOR =
TOTAL ESTIMATED FUTURE PEAK FLOW
10,800 GPD
6.480 GPD
17,280 GPD = 12.0 GPM
x 3.0
51,840 GPD = 36.0 GPM
2.3 Design Peak Flow:
The engineer recommends that a minimum design flow of 40 GPM be used for this pumping station. Note:
See Section 3 below for notes regarding the increase of the force main size and resulting increase in
the pumping rate.
3. Determine Pumping Rate and Force Main Size
.
(1,782'). Therefore, if the force main wcrc to be 2 inch diameter, the Total Dynamic Head (TDH) would be
diameter. -It erdege-asla-leve-a-minimum-self-Gletisising-velesity-ef-24)-feetisesendrthe-pumping-rate-must-be
Page 1 of 5

CALCULATIONS
WITHERS & RAVENEL, INC.
111 MacKenan Drive
Cary, NC 27511
[phone]
JOB: Town of Faith
Pump Sta. No. 4 - Legion Club Rd.
DATE: November 2001
November 2004
BY: J. Tate Lanning, Jr., PE
Note: Since the original design was completed, the Town of Faith and the City of Salisbury reached a
tentative agreement whereby the City would take over the maintenance and operation of the Faith Collection
System. As part of the agreement, the force main from the Legion Club Road Pumping Station was upgraded
to utilize ductile iron pipe. The ductile iron pipe (Class 51) has a larger inside diameter (3.46") than does PVC
SDR-21 pipe. With the increase in the force main diameter, the minimum pumping rate was required` to be
increased to approximately 64 gpm in order to achieve a comparable minimum velocity of 2.2 fps. Therefore,
the remaining calculations are based upon a revised minimum pumping rate of 64 gpm.
4. Determine Wetwell Level Settings
The ideal wetwell level settings for controlling the pumps result in 2 to 8 fill and pump down cycles per hour
when wastewater is entering at the design average daily flow rate. The cycle time is calculated by first
determining the wetwell capacity per foot of depth.
Wetwell diameter = 5 ft.
Wetwell capacity = 7C X (5')214 X 7.48 Gal/ft3
= 147 gal/ft of depth
It appears that a pumping range of 1.0 ft, between pump "start" and pump "stop" may be appropriate for this
station for the initial conditions. The fill time is calculated by dividing the capacity of the wetwell by the fill
rate:
Fill Time = (147 gallft X 1.0 ft)/ 7.50 GPM
= 19.6 Minutes
The pump down time is calculated by dividing the wetwell capacity by the pumping rate minus the fill rate:
Pump down time = (147 gal/ft X 1.0. ft)/(64 GPM — 7.5 GPM)
= 2.6 Minutes
The combined cycle time at the initial estimated average daily flow using the 1.0 foot operating range is:
Cycle Time = 19.6 Minutes + 2.6 Minutes
22.2 Minutes
This yields approximately 2.7 cycles per hour at average daily flow.
Page 2 of 5

CALCULATIONS
WITHERS & RAVENEL, INC.
111 MacKenan Drive
Cary, NC 27511
[phone]
JOB: Town of Faith
Pump Sta. No. 4 — Legion Club Rd.
DATE: November 2001
November 2004
BY: J. Tate Lanning, Jr., PE
5.3 Determine "Equivalent Length" of 3-Inch Force Main
The equivalent length of the proposed 3-inch force main is calculated as follows:
3" PVC Pipe PR Class 200 1,752 LF 1,752'
3" - 90° Elbow 1 @ 9' 9'
3" 45° Elbow 3 @ 4' ea. 12'
Free discharge 1 @ 9' ea. 9'
Equivalent length of 3-Inch PVC force main = 1,782'
5.4. Total Dynamic Head Calculation
The total dynamic head is the summation of the static head, the velocity head and the friction head.
The velocity head is determined by the equation:
Hv= V2 12G
where: HV is the velocity head in ft
V is the flow velocity in ft/sec
G is gravitational acceleration in ftlsec2
Friction head is determined using the Hazen -Williams equation:
HF= L1100 X 0.2083 X (1001C)1.852 X Q1.852 X D-4.8655
where: HF is the friction head in ft
L is the equivalent length in ft
C is the Hazen -Williams friction factor
Q is the discharge in GPM
D is the inside pipe diameter in inches
The velocity and friction head for the system at various discharges is calculated and the results are totaled
with the static head to determine the total head. These values are plotted to produce a system curve. A pump
is then selected and the performance curve(s) is then plotted on the system curve to aid in selecting a pump
for this station.
The tabulation of total dynamic head is presented in the attached Table,. A plot of the system curve and
performance curve for the selected pump are also attached.
PUMP SELECTION
The design conditions are 64 GPM at 95 feet TDH. For this pumping station, the Engineer recommends the
use of Myers WGX5OH, high -head submersible grinder pumps, with 5.62" impeller. Motor characterisics are:
240/voltl3-phase, 1,800 RPM. Minimum horsepower recommended is 5.0 HP.
Page 4 of 5

WITHERS & RAVENEL, INC.
111 MacKenan Drive
Cary, NC 27511
[phone]
JOB: Town of Faith
Pump Sta. No. 4 — Legion Club Rd.
DATE: November 2001
November 2004
BY: J. Tate Lanning, Jr., PE
WITHERS & RAVENEL, INC.
Page 5 of 5

PRwtCT NAME: Town of Faith Wastewater Collection System
Pumping Station Calculations
PUMP STATION NAME: No. 4 - Legion Club Road
TLA PROJECT NO.:
W&R PROJECT NO.:
DATE:
9833-1
202284.0
November 2001 (TLA)
Discharge
(gpm)
Static
Head
(Feet)
Pump Entrance
Station Piping
Force Main
Total Force
Main Head
(Feet)
Total
Dynamic
Y
Head (Feet)
Velocity
(Ft./Sec.)
Velocity
Head
(Feet)
Friction
Head
(Feet)
Velocity
(Ft.ISec.)
Velocity
Head
(Feet)
Friction
Head
(Feet)
Velocity
(Ft./Sec.)
Velocity
Head (Feet)
Friction
Head (Feet)
0
76.9
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
76.90
10
76.9
1.02
0.02
0.05
0.37
0.00
0,04
0.34
0.00
_
0.45
0.56
77.46
15
76.9
1.53
0.04
0.12
0.55
0.00
0.08
0.51
0.00
0.95
1.19
78.09
20
76.9
2.04
0.06
0.20
0.73
0.01
0.13
0.01
1.62
2.03
78.93
25
76.9
2.55
0.10
0.30
0.92
0.01
0.20
_0.68
0.85
0.01
2.45
3.07
79.97
30
76.9
3.06
0.15
0.42
1.10
0.02
0.28
1.02
0.02
3.43
4.31
81.21
35
76.9
3.57
0.20
0.55
1.28
0.03
0.38
1.19
0.02
4.57
5.75
82.65
40
76.9
4.09
0.26
0.71
1.46
0.03
0.49
1.36
0.03
5.85
7.36
84.26
45
76.9
4.60
0.33
0.88
1.65
0.04
0.60
1.54
0.04
7.27
9.17
86.07
50
76.9
5.11
0.40
1.07
1.83
0.05
0.73
1.71
0.05
8.84
11.15
88.05
55
76.9
5.62
0.49
1.28
2.01
0.06
0.88
1.88
0.05
10.55
13.31
90.21
60
76.9
6.13
0.58
1.50
2.20
0.07
1.03
2.05
0.07
12.39
15.65
92.55
64
_ 76.9
6.54
0.66
1.69
2.34
0.09
1.16
2.18
0.07
13.97
17.64
94.54
- 70
76.9
7.15
0.79
2.00
2.56
0.10
1.37
2.39
0.09
, 16.49
20.84
97.74
80
76.9
8.17 1.04
2.56
2.93 0.13
1.75
2.73 0.12
21.12
26.71
103.61
90
76.9
9.19 1.31
3.18
3.30 0.17
2.18
3.07 0.15
26.26
33.25
110.15
Material:
N/A
I.D. (in)
2.00
engt
(Ft)
15
Material:
DIP
I.D. (in)
3.34
Length
(Ft)
124.5
Material:
DIP
I.D. (in)
3.46
Length (Ft)
1,782
= 120
"C" = 120
"C" = 120
Discharge
(9Pmm
0
10
20
30
40
50
60
70
'80
90
Myers
WGX5OH
125.0
122.0
118.0
113.5
108.0
102.5
97.0
91.0
83.5
74.0
5HP-5.62"
•
Withers & Ravenel, Inc.
By:
Date:

140.00
120.00
100.00
80.00
60.00
40,00
20.00
0.00
0
TOWN OF FAITH - PUMP STATION NO. 4
20 40 60
Discharge (gpm)
80
100
System Head
Myers - WGX5O - 5.62"
Impeller

Flotation Calculations for Circular Wet Wel
Project No: 202284.00 Calc. By: Tate L.inninf
Project Name: Town of Faith - Wastewater Collection Facilities Iities Date: 11r3 200.4
Pump Station: No, -4 - Legion Ctr.kRaa+
Wgt. H2O
(Ibs/cu. ft.)
62,40
Wgt.Concrete
(Ibs/cu. ft.)
1 50.00
Soil (sat)
(Ibs/cu. ft.;)
..... .......... .
120.00
Weight
Base: Diameter Thickness Fillet: Base Height
(ft) (i n) (ft) (ft)
7.33 8.t10 1.00 1.50
Walls: Diameter Height
(ft) (ft)
6,00 14.15 (As Built)
Inside: 5,00
Weight (Ibs)
ell = (outside volume - inside volume + fillet volume) x weight of concrete
Walls Base Fillet Total
3,337.08 4,223.70 1,531.53 24,092.31 Ibs.
0
Soil Weight = ((base area - wetwetl OD area) x height of soil) x weigh
Weight (Ibs) = 23,708.55 Ibs.
Circular
0
Diameter top Thickness
(ft) (in)
Total
0.00 0.00 0.00 Ibs.
Rectangular
Width of stab Length of slab
(ft) (ft)
8.00
8,00
Thickness
(if1)
Total
8.00 6,400.00 lbs.
Withers and Raven
r

Flotation Calculation
Circula
et
e
Project No:.
Project Name:
Pump Station:
202284.00
Calc. By:
Af Faith Wastewater Collection Facilities Date:
No, 4 - Legion Club Road
tin
0
Upward force acting on bottom of structure = base area x height of water x weight of water
Uplift (Ibs) =
Factor f Safety
39,050.61 lbs..
Factor of Safety = downward force of structure and soil/upward force of water
Circular
Total Downward Force
Total Upward Acting Force
Factor of Safety 1.39
54,200.86 Ibs.
39,050.61 Ibs.
Factor of Safety should be equal to or greater than 1.0. If not, add weight to base.
Withers & Ravenel, lnc.
4
Withers and Ravenel, Inc. Page 2 of 2