WQ0024119_Regional Office Historical File Pre 2018

Michael F. Easley. Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, R.E„ Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
Mr. Paul Pigue, Manager
ATX, LLC
605 Houston Street
Richmond, Texas 77469
July 12, 2004
Subject: Permit No, WQ0024119
ATX, LLC
ATX Development (Hickory Ridge Road)
Wastewater Collection System Extension
Cabarrus County, North Carolina
Dear Mr, Pigue,
In accordance with your application received on July 2, 2004, and additional information
received on July 9, 2004, we are forwarding herewith Permit No. WQ0024119, dated July 12, 2004, to
ATX, LLC for the construction and operation of the subject wastewater collection system extension,
This permit shall be effective from the date of issuance until rescinded, and shall be subject to the
conditions and limitations as specified therein. This cover letter shall be considered a part of this permit
and is therefore incorporated therein by reference,
Please pay particular attention to Permit Condition 3 which requires that the wastewater
collection facilities be properly operated and maintained in accordance with 15A NCAC 2H ,0227 or any
individual system -wide collection system permit issued to the Permittee. Also note Permit Condition 12
regarding wet well storage reliability.
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 General
Statute §143-215.6A through §143-215.6C, construction of additional or replacement wastewater
collection facilities, and/or referral of the North Carolina -licensed Professional Engineer to the licensing
board.
Mooresville Regional Office
919 N. Main Street, Mooresville, NC 28115
Internet http://h2c,enr.state.no,usi
Telephone [phone] Fax [phone]
SiZA
N DENR
DENR Customer Service Center
Telephone [phone]

Mr, Paul Pipe
Page 2
July 12, 2004
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 ATX, LLC for the construction and operation of a 50-gallon per minute pump station with
duplex pumps, on -site audible and visual high water alarms, and wet well storage; and approximately
1,170 linear feet of 2.5-inch force main to serve 320 students as part of the ATX Development (Hickory
Ridge Road) project, and the discharge of 4,800 gallons per day of collected domestic wastewater into
the Town of Harrisburg's existing sewerage system, pursuant to the application received July 2, 2004,
and in conformity with 15A NCAC 2H .0200; the Division's Gravity Sewer Minimum Design Criteria
adopted February 12, 1996, as applic.able; the Division's Minimum Design Criteria for the Fast -Track
Permitting of Pump Stations and Force Mains adopted June 1, 2000, as applicable; and other
supporting data subsequently filed and approved by the Department of Environment and Natural
Resources and considered a part of this permit.
The sewage and wastewater collected by this system shall be treated in the Water & Sewer
Authority of Cabarrus County's (WSACC) WWTP (NPDES No. NC0036269) prior to being discharged
into the receiving stream,
This permit shall become voidable unless the agreement between ATX, LLC, the Town of
Harrisburg and WSACC for 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.
If you need additional information concerning this matter, please contact Sonja Williams at (704)
663-1699.
Sincerely,
Tr-)
for Alan W. Klimek, P.E.
cc: Cabarrus County Health Department
Mooresville Regional Office, Water Quality Section (WWTF Permit No, NC0036269)
Jay Banks, McKim & Creed, PA
Water Quality Central Files
NDPU Files

NORTH CAROLINA
ENVIRONMENTAL MANAGEMENT COMMISSION
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
RALEIGH
WASTEWATER COLLECTION SYSTEM EXTENSION PERMIT
This permit shall be effective from the date of issuance until rescinded and shall be subject to the
following specified conditions and limitations:
1. This permit shall become voidable unless the wastewater collection facilities are constructed in
accordance with the conditions of this permit; 15A NCAC 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 §143-215,1C.

4. This permit shall not be transferable. In the event there is a desire for the wastewater collection
facilities to change ownership, or there is a name change of the Permittee, a formal permit request
shall be submitted to the Division accompanied by documentation from the parties involved, and
other supporting materials as may be appropriate. The approval of this request shall be
considered on its merits and may or may not be approved.
5 Construction of the gravity sewers, pump stations, and force mains shall be scheduled so as not to
interrupt service by the existing utilities nor result in an overflow or bypass discharge of wastewater
to the surface waters of the State.
6. Upon completion of construction and prior to operation of these permitted facilities, a certification, a
copy of the construction record drawings, as well as supporting design calculations for any pump
stations permitted as part of this project shall be received from a North Carolina -licensed
Professional Engineer certifying that the facilities have been installed in accordance with 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 Main adopted June 1, 2000 as applicable; and other supporting materials. If this
project is to be completed in phases and partially certified, you shall retain the responsibility to
track further construction approved under the same permit, and shalt provide a final certificate of
completion once the entire project has been completed. A copy of the construction record
drawings, indicating the facilities constructed in the phase being certified, shall be submitted with
each partial certification. Mail the Engineer's Certification, one copy of the "Construction Record
Drawings," and one copy of the supporting design calculations to the Department of Environment
and Natural Resources, Division of Water Quality, 919 North Main Street, Mooresville, N.C. 28115,
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 government agencies
(local, state and federal) which have jurisdiction, including but not limited to applicable river buffer
rules in 15A NCAC 2B .0200, erosion and sedimentation control requirements in 15A NCAC Ch. 4
and under the Division's General Permit NCG010000, and any requirements pertaining to wetlands
under 15A NCAC 2B .0200 and 15A NCAC 2H .0500.
2

11. Noncompliance Notification:
The Permittee shall verbally report to a Division of Water Quality employee at the Mooresville
Regional Office, telephone number [phone], as soon as possible, but in no case more than
24 hours or on the next working day, following the occurrence or first knowledge of the occurrence
of either of the following:
a. Any process unit failure, due to known or unknown reasons, that renders the facility incapable
of adequate wastewater transport, such as mechanical or electrical failures of pumps, line
blockage or breakage, etc.; or
b. Any failure of a pumping station or sewer line resulting in a by-pass directly to receiving waters
without treatment of all or any portion of the influent to such station or facility.
Voice mail messages or faxed information is permissible, but shall not be considered as the initial
verbal report. Overflows and spills occurring outside normal business hours may also be reported
to the Division of Emergency Management at telephone number (BOO) 858-0368 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 II of Form CS-SSO (or the most current Division approved form)
can also be completed to show that the SSO was beyond control,
12. The waters which may be impacted in the event of a power failure at the pump station permitted
herein are classified as C waters. In accordance with 15A NCAC 2H .0219(h)(3), a letter of power
reliability has been provided from Union Power Cooperative, and included in the application
package. Additionally, sufficient storage shall be provided in the pump station wet well above the
high water alarm level to hold the wastewater expected to become tributary to the pump station
during maximum outage time as determined. Please be aware that selection of this power
reliability option does not relieve the applicant of liability of future enforcement actions should a
discharge of wastewater occur at the pump station.
Permit issued this the 12th day of July, 2004.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
for Alan W. Klimek, RE., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number WQ0024119

Fast Track Engineering Certification
Permit No, WQ0024119
July 12, 2004
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 repuired for a 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
rj Partial E Final
, as a duly registered Professional Engineer in the State of North Carolina, having
been authorized to observe (0 periodically, 0 weekly, 0 full time) the construction of the ATX Development
(Hickory Ridge Road), Cabarrus 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
WATER QUALITY
MOORESVILLE REGIONAL OFFICE
919 N. MAIN STREET
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
Engineers Certification shall be considered a violation of the permit and shall subject the Permittee to appropriate
enforcement actions.

Permit tt
ber
Program Catoctorv"
Non -discharge'
Permit Type
Gravity Sewer Etenslon, Pump Stations, Pressure Sever
Extensions
Primary feviev�rer
son.wiilarrrs
90 4119
Permitted Flow
4900
Faci
Facility Name
ATX C)eveloprnnt (Hickory Ridge Road)
Location Address
Owner
Owner Name
TX, LL
Penni Tracking ii
Deter/Events
Ong Is
App Received
077 2/04
Regulated `i Activities
scheduled
aced issuance+
Status P oie t Type
In review New Project
Version
Permit Classification
Individual
Permit ConContact Affiliation
nor
Foci:
07/09 4
nor Region
Mooresville;
County
Cabarrus
y Contact Affiliation
Owner Type
Non -Government
Owner Affiliation
Paul
605 Houston St
Richmond
PublhL Notice
SchoN
Iuttal
Remise
Pigue, tyi n g
TX
ctia
edhRecerv:d Events
dditirrno6 urr
rittrf iti ana's
77469
Expiration
07/07/04
07/ / 4
" aterbod N tme Stream Index
Number
Current Cta;+.
subbain

1'13 (7C1;) 795-5448
Box 366
1 21V 1
Ak, t1.A.

Entity Nantes
state.nc.uslcorporate s/ os b/Corp.asp''04682
NC
North Carolina
Elaine F Marshall DEPARTMENT OF THE
Secretary SECRETARY OF STATE
PO Box 29622 Raleigh, NC 27626-0622 [phone]
Date: 7/9/2004
Click here to:
View Document Filings
Print a pre u[atd Anrtaai Re rt Fort
Corporation Names
Name
Fite an Annual Report
Name Type
ATX LLC Legal
Limited Liability Company Information
SOSID:
Status:
Date Formed:
Citizenship:
State of Inc..:.
Duration:
Registered Agent
Agent Name:
Registered Office Address:
Registered Mailing Address:
Principal Office Address:
Principal Mailing Address:
0725647
Current -Active
5/13/2004
Domestic
NC
Perpetual
Blurrber Excelsior Corporate Cervi
2605 Scrible Court
Raleigh NC 27615
2605 Scrible Court
Raleigh NC 27615
605 Houston Street
Richmond TX 77469
No Address
or question
olina Seer
For questions or eommePnls concerning the iTorpor`ations 1
I of 1
7�`312: 't4 2M 1 PM

W. EARL. COCHRAN & SON, INC.
191 Eastover Drive, SE
Concord, North Carolina 28025
CONSULTING ENGINEERING
William E. Cochran, Jr., RE
Ms. Sonja Witliams
Division of Water Quality
919 North Main Street
Mooresville, North Carolina 28115
Dear Ms, Williams:
June 23, 2004
Subject: Carolina International School
Proposed Sanitary Sewer System
Harrisburg, North Carolina
Phone: [phone]
8-2709
This is a private system consisting of a pump station and force main, Harrisburg
required a small storage facility to be constructed. Harrisburg will submit the Fast Track
form for the storage facility. We have been asked by the engineers, McKim & Creed, to
submit the information they prepared to you.
We are enclosing per your requirements, two copies of the plans, onecopy of the
specifications, the original and one (1) copy of the Fast- Track Application for Gravity
Sewers, Pump Stations, and Force Mains. Also included are two (2) copies of a letter
from the Water and Sewer Authority of Cabarrus County (owners of the Rocky River
Regional Wastewater Treatment Plant) stating that they will accept the waste for
treatment.
We have included a check to cover the processing fee of $400 00. This fee covers the
installation of the pump station and 1,170 linear feet of 2,5-inch force main.
If there are any questions concerning this project, please contact Jay Banks at 704-841-
2588.
W. E. Cochran, Jr., P. E.
enc
cc Mr. Cart L. Parmer, Town Administrator
Mr. Jay Banks

FAST-TRA
APPLICATION for GRAVITY
Pil✓�' tiTal 0i+l$ ,NII IiRG GAINS PAGE 3
THE TAB KEY TO MOVE FROM FIELD TO FIELCH r
1c The legal
Individual
(b) for authorized signing officiaisi)
Private Partnership
Id, 605 Houston St, Iie. Richmond
City
,1 h. 281-341-1308
Telephone
(F
2a, ATX Devel pip
Brier Project Name
. -Cvntiet Person:
Jay Banks - McKim
Name and A
;3b. 7O4-841-2586
Phone Number
2Ef1-341-1
Facsimile
Creed, PA - E
Project Is w.__
f_
env n_eftfic iOre wr+ edanother
phase, changing line elzelleng i, etr*.). Only Include t e t rsdlfted infonnatton in this perm"ft tlpplication do not
duplicate project information in R{T) and I (10-y been included in the original per
2. Owner Is Cl Public (slip to Item Prisrrite
2a. If private, applicant will be. 2b. Iby a (must choose one)
Retaining -Ownership (i,e, stare, church, single off, etc.0 Public Utility (I don Ill)
Z
El Leasing units (lots, tovmhomes, etc. - skip to Ham BM) Homeowner Ass e . eveloper (1 ct1on IV)
0 S ISna imitt (Intl, tnwnhnm . etc. - go to Hem 8(lbl)
774S9
Zip code
bank
E-ma
th ei
CC
u
ondo
cane Park
di
i nerd
n�ineer
n Answertuestitns A
ex sting pit}
?ram*^gistst Foci tv tWW F) Traeetin
Q Restaurant
© Office
n
niur?
Receiving Sewer l
that apply):..._
Car Wash
institution
Hospital
Church
Q Nursing Home
Other (specify).
Volume of wastewater to be permitted in this project: CM) galbns per day
QQ % Domestic/Commercial
Industrial
% Other (specify):
If the permitted flow is zero, indicate why:
Q Interceptor Line - Flow will be permitted is subsequent permits that connect to this line
Q Flaw has already been allotted In Permit No,
© Rehabilitation or replacement of existing sewer with no new flow expected
LO/t70 ' d L9 t 8 P®L
Q33b0 1 W'maw Eli -L -lfi

':" TACK :PP 3C A TTON far vP ! VrTY SEWERS, venurw car ON , a FORCE MAINS
Q
z
Provide titer wastewater flow calculations n
ltwm R(7) nr the derskin man fat urn nr n rmry
NCAC 2H .0219(I)(1-2) must be approved prior
of Water duality, Non -Discharge Permitting Unit,.
with 15A NCAC 2H .02190)(3).
Linder 3cporatc cover
-4Za 48
he permitted flow In a5A NCAC 211
siring if kern flow,' in the apace t irw,+r- Values other than
uubmittnI of this appfication. Submit a separate request to
617 Mail Service Center, Raleigh, NC 27699-1617 in
4
10,. Summary of Sewer Lines to be Permitted (attach additional sheets if necessary)
_._iir7a. (Inchon)
2.5
ENTER TOTAL UNE LEN+ITIai IN MILES
Oh (feet)
1170'
ummary of Pump Stations to be Permitted (attach additional sl to as necessary)
on ID -._.. Power Reliability Option
(serf chosen - as shown national Point (1- dual line feed; 2- permanent generatorw/ATS;
plans for cr ►s i,r+efarvnce �� GPM it TUH portable Wrator wltelemetrrp4-wet vier stare
12. Does the sewer system oo
Mains (latest version), the
Yes D No if no, please refs
variance is rt'qu
OF PUNS, S
3. Have t
ROMP
OR CAL U ATi'ON
4 wet well storage
Track Permitting of Pump S
ion) and 15A NCAC 2H .0200 as applicable?
iteria or regulation and indicates why a
PERTUIFNT
g permits/certifications bar submitted for approval?
Weigand/Stream Crossings - General Permit or 401 Certification?
Sedimentation and Erosion Control Plan?
Storrnwater?
CE YItrR AP PLICAT1ON
Yes ©No 0' N/A
Yes 0 No 0 N/A
Yes © No ©N/A
LEVSi'd

FAST-`I'IIACK
A.TION for GRA SE
ion's guidance document
T-CK SEWER SYSTEMS)" to
necessary). This document is available from our web s`r
o n ._
canal office (see InstructionsInstructions for scfdr+assaa) OR indica
A Stream Classification is not needed because all pa
STATIONS, A81i FORCE MAINS
PAGE 5
waterbody;
NG STREAM CLASSIFICATIONS FOR FORM FTA 02r03
stream classification data below (attach additional sheets as
contacting the appropriate Division of Water Quality
e following;
the project are at least 100 feet away from any down slope
0 A Stream Classification is not needed because the design does not depend on
any pumpslope waterbody..
option for vrn station near a Class C down slP
on Map
shorn on
ferenCe)w_.;,.
Applicants Catlic+
Narns of
Waterbudy.
Reedy Creek
County
Cabarrus.
River Basin
Yadkin
rbody 8t
Index
13-17-8
COLOR topographic map as required In inrtructton
of whether a classification is provided!
rel""}ability
Waterbody
Classification
C
1, Paul W, P gtirr, attest that this appficataan for ATX development — Hickory id fv d
has bean reviewed by me and is accurate and complete to the best army knowledge. t understand that if alt required
parts of this application are not completed and that if all required supporting documentation and attachments am not
included, this application package is subject to being zetumed as incomplete, Note: In acconlance with North Carolina
General Statrrhes 14.3-2f 5.6A and 143-215 : B, any person who knowingly makes any false statement representation, or
cey application shill beg a Class 2 misdemeanor which may Include a fine not to exceed $10,000
aides up le $25 O O vIation.
al Sig ature
Prr asions1 Engineer's Certification°
t attest ttaat this° application for ATX development —
complete and consistent with the information in the engin
to the best of my knowledge, t .further attest that to the best of rtry design ire air b pr
accordance with the applicable regulations, Gravity Sewer Minimum esign Cate»a fttrGravtty Sewers adopted
12, 1996, and the Minimum Design Criteria for the Fast -Track Permitting of➢ump St s and Force Mains adopted
1, 2000 and the watershed classification In accordance wttth Division guidance. Although certain portions of this submr
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
ace rdance with NC General Statutes 143-215, 6A and 143-215, 65, any person who knowingly makes any false statement
representation, or certification in any appficati©n shall be giritly of a Class 2 miter which may include a fine not to
exceed $10,000 as well as civil penalties up to $25000 per violation.
Professional Engineer Name
26. Moldm A Creed, PA
ring Firm
2c. 2d s Road North, Suite A
2d. C
29. 704-841-2588 2h. 71
U1 1*L) 25 W 1)1)W

"'Harrrshtirgs NC, 7,5 minute Tnpographicai Map
O 60°3E1,000" W
000' w
s0.)AgfrFR5
a
WG S114 00' "O(
80°37,000' W WGS84 B0a50
TOPO Ci201110e
P
npo c7nJ

7— 04 15:24
MCKIM a CREED
704 841
P.07/07
To:
Company:
Fax #:
From:
Union Powe
Pages:
Mr. Banks,
,July 7,
Aav Banks
McKimtnoa - Creed
7
7
Robert Mare
Fax #:[phone]
uding this cover sheet)
In response to your request for power outage Information in the area
around the Hickory Ridge Road in Cabarrus County:
Union Power Cooperative's systemwide average annual electrical outage
time per account for the last 5 years is as follows: 1999 = 2.77 hrs., 2000
43.78 hrs., 2001 = 1.39 hrs., 2002 = 17.18 hrs., and 2003 = 2.81 hrs..
Extreme winter storms during the years 2000 and 2002 added significantly
to the outage totals for those years (40.0 hours and 14,3 hours contribution
to the per account average, respectively).
I regret that I am not equipped to be able to provide historical outage data
that is tailored specifically to Hickory Ridge Road, However, 1 do not have
any knowledge to suggest that outages in this area have been excessive or
of duration that is beyond systemwide average levels.
The majority of electrical outages in this area have typically been caused
by tree or animal contact with our energized lines. This area is fed from our
substation on Lower Rocky River Road by approximately 4 miles of three-
phase overhead line. Please call me at [phone] if you have any
questions or need any additional information.
Robert G. Maxwell, III
Manager of Enoineerinq
Moeroe Corporate OMaa • T.O. Buz 501
Oikb ira Division • P.O. Box 549 r
u r.. INC 24111-10l4 FAx: poi) ±46-a4±n!
NC 1412S1 l 441. . PAX;, (704) 41$ 4725
b.ter... JMA�'7WY.1'IAC w. 1_ti% ww limit:in-nu
TOTAL P.07

071061
4 01:32
1ttSACC
70445512e6
Fax! r►ery5aecu
WSACC
WATER & SEWER AU7H0RITY
OF CABARRUS COUNTY
,2
TOWNQFHARRISPL tG
JU1 `J 4.1.A144 7. )C) r. u/
reflect project gene change)
Mr, Cart Palmer
Town Administrator
Town of Harrisburg
PO Box 100
H nisbtrcg, NC 28075
Subject : Flow Acceptance — NM, LLC
(previous name - Carolina International
Private Sewer Connection
Dear Mr. Parr:
PAGE €1::
This is in ose is T wn r u t far flow creep Mead 5/410 4. The
'anal information atiotl �1rze rsrs iron the owztea its order to process t m i st gars received.
The Water and. Sew et Authority of Cabarrus County (WSACC l s 0t `t by expects to
to make available capacity at the Rocky River Wastewater Treatment Plant and apprnpziete
erceptvrs to trensport and treat the domestic wastewater from the proposed private sewer
WSACC age to accept wastewater from the proposed sewer lie based on
provided by .McKim & Creed (Civil Engu' met for the project) using North Carolina
Department of Envirninnent and Netural Resources (NCD ) wastewater .flow guidelines. The
projected flow is 8,000 gpd; however WSACC expecte the actual wastewater- flow to more closely
approximate 6,400 gpd based upon Master Plan engineering data. The Teem of Harrisburg
understands' that separate Flow Acceptance Requests will be required for the future flows that will
connect into this sewer line,
BY roguestng flow fee Town of Harrisburg ackacrwlthat WSACC may
need to upgrade, expand, or enrolee new facilities to accommodate the increased flow volume
granted by this and previous flaw acceptance. Appropriate desip and construction will be initiated
when actual flows dictate but may be subject to situations that WSACC does not expect or corarvl.
Baud upon flaw of 8,000 gpd and cost of $8.1261; pd to provide treatment and transportation
capacity, this flow acceptance represents an estimated capital expenditure in excess of $65,008.
For informal ott and based upon NaDENR wastewater flow guitiaiine WSACC has
arrnroved 1.356.817 rallrrtta of flow acteenttfrilcet for the Town nf,NArrinhnri from 9�Y1 to t t'cort
w
aI L sJJ,JlrV gav,uL .uw a t. JVV .akncuwc �caskihr^usua iuuau�+tu5 LU. iocjuebt. abet'. upui1 I6e
approved flow acceptances WSACC has committed capacity valued in excess of Sl1,0l7,368 far
the Town of Harrisburg since 1992 including 61,913,835 for this calendar year.
Downort a*co facilieice faun the prapo&cr3 proyoot two eriztic4ttacd n WSAGC'a CUM= Capital
Improveeeere Program (CIF) to increase available capacity. Projects on the CIP are subject to
/ O' d L9 T b6 VOL 03 fl WADW ES : T T t t-so-1nr

J
C
C < m
ju
7
0
o G

DESIGN CALCULATIONS AND SUPPORTING DOCUMENTS
FOR
CAROLINA INTERNATIONAL SCHOOL, PHASE 1
GRINDER PUMP STATION
CABARRUS COUNTY. NC
April, 2004
Design Calculations Prepared by
McKim & Creed, PA
2300 Sardis Road North, Suite A
Charlotte, NC 28227
&CRED

Carol International School
Duplex Grinder
Pump Station
Pump Station Design Delcolation
Engineering Report
320 students x 15 gaClorss per 8 hr school daylstudent = 4,600 gallons per 8 hr school day
4,800 gallons per 8 hour school day x 24 hrrl day = 14400 gallon per day rate = gpm
14,400 gallons per day rate x 2.5 peaking factor = 30,010 gallon per day rate
36,000 gallonper day rate x 1 d11440 minutes = 25 gallons per minute w 26 gpm
* elect pipe to result in less than one day of hydraulic residence time Try 2 5r die n eter
.0331
Volume = Lengthr(Ares) = t1500 f0)0.036 ft2) = 495 ft3 = 3700 gallons
=0.77day =18.5hrs(OK)
PVC ch. 40, ..5" diameter = ,445" ID
elect pump'
Design Flow
9
4
to provide velocity of approximately 3 Ells Try 50
et wellDesign
50 gpm
_ 3.4 Eris (OK)
rage Design Flows (ADF)
ADF = 10 gpm
Peak Design Flows (P F)
P F= 25gpm
PO
Tc *ADF"(1-(AtJ J PR)) per N DENR r qui errrants
Where
V = Volume of the w et v+ell storage between pump off and pump -on level ( ailans)
To = Time between pump runs (minutes) = 20 Minutes
ADF = Average Daily Flow (gallons),
aPR = Slagle Pump Rate - 50 gpn
160 gallons'

Cycles per Hour
Where:
Tf = Wet well fill time (minutes) = (V/ADF) _ 16 minutes
Tr = Pump run time (minutes) _ (V/(SPR-ADF)) = 4 minutes
Tc = Pump cycle time (minutes) = Tf + Tr = 20 minutes
C = Cycles per hour = (Tc)/(60 minutes) = 3 cycles per hour
Wet Well Sizing
We
WET WELL
Diameter (ft)
ell Control
Canaan.' Ineernadonri School'
Mc1€tin and Geed
hgaa No. Z921-O003
1 ,6
Pump Station Top
Ground Surface
Infiuent,Sewer Invert
High Water Alarm
Lag Pump On
Lead Pump On
Pump(s) Off
Wet Well Bottom
Wet. Well Structure Bottom
STORAGE DEPTH (Ft)
BASED ON EFFECTIVE VOLUME
1,1
Depth (ft, )
N / A
0,00
5.50
6,00
7,00
8,90
10,00
3
Elevation (ft,)
574,00
574,00
568,50
568,00
567.00
565.10
564,00
561.00
558,33
*Design allows 3.00' from "Pump(s) Off" elevation to 'Wet Well Bottom elevation,
'Wet Well Structure Bottom" Includes 8 inch thick slab plus 2 ft concrete mass fill to
provide weight required from byouancy calculations,
PUrviP: T t tt t7EP'T H

Pulap Selection & Delgn
General Desirn Pared'titers
Pumping Rate
Force Main Size =
Force Main Velocity=
50 gpm
2,5 inch
3.4 ftls
TDH Hirt
where:'
Hm =Minor Losses ( P C t ssp
Hv : Velocity Head
Hf'=Friction tosses
Hs = Static Head
Equivalent Unit Length
Equmvulu+st
PS Suction Fittiiincts
Sudden contraction
PS 5lispha
ud
Check Valve
Gate valve
157 Tee Run
FM Rising
2.57 PVC
2." 90 Bend
2.5' 45 Bend
AD Fittings and Pipit
of FI
2
2
ngs and Piping
r Piping
Unit 0 To1e#
Total
22.0 22 00
20 200
12.0 12.00
1220 12.00
8 0,
Total
Equivalent en It s Per Fairbanks Mare Pump Hydraul€c Handbook
and Plastic Pipe and Fittings Association (PP A))
Net Positive Suction Head Available
NP H=tia+hss hfs hvp =3. ft
where:
ha = Atmospheric Pressure of Water at 500 ft elev,
hss = Suction Static dead (Pumps Off Elevation -Volute Cl El
his sr Minor tosses for Suction Piping at Design Flow
hvp = Vapor Pressure for Water at 60d F
0,54 ft
0.09 ft
3.59 ft

Static Head
Pump Off El. is
FM Discharge Elan:
Static head
Losses
Warms Fri
1271 57
127280,
1271 32
127920
70
80
565 ft
600
35 ft
Condition
140
Frictionsl Losses cr i i um Caridition
Kazen-V50bams FrmSon Factor 120
2i1 127 t.a7 0.435
1271 C; 0,922 11 7
40 ,' 727' c 1 57
127 C 2 2.75i 5Q 2
db 12r"t;a„== 3337 4
7 t 1271 2C 4.430 56,34'
5,673 '72
7.056 £39„7,,
4

0
0
tvr

System Head Curves
Minimum Ma.Onrdrn
0
10
20
30
40
50
60
70
80
TDH
F7
TOH
FT
35 CO 35 OC
36.15 36.53
39.16 40 54
43 82 46.73
50,02 54.99
57 71 65.22
66 83 77.35
77,35 91.34
89.23 107,15
102 45 124,74
Pump Curves Design Point
a
uPrn
0
10
20
30
40
50
80
70
80
90
TDH
90 00
87 00
64.00
79 00
74.00
69,00
62.00
55.00
48,00
38,00
TOH
FT
90
89
87,
85
83
81
79
76
73
70
0
9Pm
FT
TDH
65.22
Pump Selection
Myers WGX30H-21-25
with 4.875' impeller
NPSHr
NPSHaw
Critical Start up Head
Hs = Highest Force Main Elevation = 618 ft
Potential start up static head = 618 - 565 = 53 ft
Pipe length from pump station to Hs = 980 ft
Approximate equivalent pipe length to pump station = 1100 ft
Hs maximum frictional head loss @ 10 gpm = (1100 ft) (0.121ft/100 tt) = 1,3 ft
Required start up head 53 ft + 1.3 ft = 54.3 ft > Less an design Point > OK
rPU P AND SYSTEM HEAD CURVES - 2.5" FM
140
1 30
120
110
100
90
80
70
60
50
40
20
10 70
a
20 40 60 80 100
Flow (gpm)
Bouancy Calculations
Ceredna ievereadonel School
MclQrn and Creed
Prefect No. 1921-0003
12,20
33,16
I age 6
1:11,100.4

130
120
140
100
90
80
60
50
20
40
60
Fly (gpm)
80
100

inell, 'V 2:'30H-75H
Standard (WG3O11-75H) and
Explosion -proof (WGX3OH-75H)
3-7 V2 HP, High -Head
Submersible Grinder Pumps
STATOR
3450 RPM„ 1 and 3 phase.
Press tfi for perfect align•
ment and best heat trransfer.
Oil -tilled motor conducts
heal and 'lubricates
bearings.
GRIND EI ASSEMBLY
Grinder impeller
and shredding ring
are replaceable
without dismantling
pump. Constructed
of 440 SST hardened
to 56-60 Rockwell,
CABLE ENTRY SYSTEM
Provides double seat
protection Cable jacket
sealed by compression
grommet, Individual wires
sealed by epoxy polling.
SLEEVE BEAR ING
Takes radial
load: provides
flame path. (UL
listed pumps
only )
HEAT SENSOR
Protects motor from burnout
due to excessive heal from.
any overload condition.
Automatically resets when
motor has cooled.
BALL BEARINGS
'Lipper and lower ball
hags support shaft
and rotor and take axial
and radial toads.
HEAVY 416 SST SHAFT
Corrosion resistant,
Reduces shalt deflection
due to grinding loads,
SEALS
andem mechanical
seals protect motor.
seal chamber pro-
tinu©us lubrication,
SEAL LEAX 'PROBES
Detect wafer in seal housing,
warning light In
control }panel, (Test resistor
on UL Listed models,)
VOLUTE CASE
Cast Iron:
horizontal
discharge. (Drilled for
21/;" pipe llonge --
IMPELLER
Bronze recessed impeller
handles ground slurry with-
out clogging or binding.
Provides unobstructed flow
passage. Reduces radial
loads. Pumpout vanes help
keep trash born seal:
reduces pressure at seal
faces,
K3426 9/98
Printed to USA,
Myers
EN$IONS
PERFOR
F{_rlNGE ORILLex) FOR
21I'I TO, PPE FLANGE
CE'CURVE
Capacity Liters P,r h+nws
IS© A
Gallons Per MAVIS
NOTE: On single phase 3 HP pumps do not exceed
5" diameter impeller,
F. E. Myers, 1101 Myers Parkway, Ashland, Ohio 44805.1969
419/289w•t144, FAX [phone], www,femyers.com
Myers (Canada), 269 Trittium Dove„ Ktichener, Ontario N2G 4w5
519/74e-5470,FAX: 5r9/748.2553
PENTAIR P IMP GROUP

WG3OH H
L „in • 1
EAT.3011 7511
6444,4401.4.4.
RA YERS WG3OH.75H ARE RUGGED 3-7Y2 HORSEPOWER
SUBMERSIBLE CENTRIFUGAL GRINDER PUMPS DE
SIGNED FOR RESIDENTIAL, COMMERCIAL OR INDUSTRIAL
APPLICATIONS, They are especially suited for use in pres-
sure sewer applications or in systems with long discharge
runs or high static heads. The WG30H-75H feature a heavy-
duty cutter mechanism and recessed impeller design to
efficiently grind typical sewage solids into a fine slurry.
The WG301-1-75H grinder pumps are available in standard
and U L Listed explosion -proof (WGX30H-751-1), construction
tor use in Class 1, Group D hazardous locations.
WG30H-751-1 grinder pumps ccn be installed in a variety
of packaged systems. Factory -assembled simplex or duplex
packages with guide rail systems are available. Individual
rail components are also mailable for installation in on -
site concrete systems. FE. Myers otters a complete line of
submersible sump, sewage, effluent, grinder. non -clog
wastewater pumps, controls, basins and accessories. For
additional iniorrnation, please contact your local Myers
representative or the Myers Ashland. Ohio sales office at
419/289-1144
ADVANTAGES BY DESIGN
IDEAL FOR USE IN PRESSURE SEWER SYSTEMS.
'Recessed impeller provides sloop non -overloading
operating curve
Standard ( WG30H-75H ) and
Explosion -proof (WGX30H-75H) 1/2 3-7 HP, High -Head
Submersible Grinder Pumps
DURABLE MOTOR WILL DELIVER MANY YEARS OF
RELIABLE SERVICE,
• Oil -filled motor for maximum heat dissipation
and constant bearing lubricallon,
• Recessed impeller reduces radial bearing
loads; increases bearing life,
• High -torque capacitor start single phase or
three phase motors tor assured starting under
heavy load,
• Seal leak probes and on -winding heat sensors
warn of seal leak condition, and stop -motor it
motor over heats. Helps prevent costly motor
damage,
THE WG3OH-75H ARE DESIGNED FOR EASY
MAINTENANCE.
• Shredding ring and grinder impeller are
replaceable without dismantling pump or motor.
PRODUCT CAPABILITIES
98 GPM 367 LPM
cr_J ds Handling
Intermittent 1iquid
Winding Insulation Temp
rical Data
°tors are capactiOr
control panels or
it VAS are required
and warranty )
td Third Party Approvals
Optional Approvals
Acceptable pH Ran
Specific Gravity .9-1.
Viscosity 28-35 SSU
170 ft 52.0 rn
1 , domestic raw sewage
! up to .140F up1060'Ci
266T 1 130•C
3450 RPM, 60 Hz
3-5 HP: 230V, 1 Ph
3-71/3 HP 208, 230, 460V,
3 Ph
CSA
UL Class 1, Group D
crity
Discharge (Flange Dim) 2 tn 635r.
. Sump Dia, (Sirnplex) 6 in, :91.4 cm
Duplex) 98 in. 121,9 cm
E Consult tactory or applicaliorls outside ot these recornrnenciations-
Construction Materials
Motor Housing, SealHousing cast iron. Class 30
Cord Cap and Volute Case ASTM A48-76
speller recessed, bronze
Power Cord 2511, SOW/SOW-A
onirol Cord 25 tt. SOW/SOWA
hanical Seals
Standard
onat
Motor Shaft
r double tandem,
carbon and ceramic
lower tungsten carbide
416 SST
—
Fasteners I
,t---
1 300 Series SST
Shredding Ring and j 440 SST. 58-60 ockw
Grinder 1
rE
NOVA770N MEETS TRADITION
150 9001 Certified Company
Myers.
PENTAIR PUMP GROUP

rIR 23—04 16 r 41
PICK P hl & CREED
704 84125E7 P.01/03
2300 Sardis Road North, Suite A
Charlotte, NC 28227
FACSIMILE TRANSMITTAL
DESIGNATED RECIPIENT: Doug Ijupeycutt
COMPANY; Town of Harrisburg
Tel: [phone]
Fax: [phone]
FAX NO: [phone]
DATE: 4-23-04
SENDER; Jose h D a hies P.E.
NUMBER OF TRANSMISSION PAGES (including this page):
PROJECT NUMBER: 2921-0003 PROJECT NAME: Carolina international Schoa�ll
THIS IS YOUR ORIGINAL 0 HARD COPY TO FOLLOW
*" IF NOT CORRECTLY RECEIVED OR PAGE$ FAULTY, PLEASE CALL SENDER AT 704-841•2568 "
REMARKS:
Project:
Introduction
Carolina International School
Highland Ridge Pump Station Analysis
The purpose of this fax from McKim & Creed (M&C is to provide a hydraulic analysis of the
Highland Ridge Pump Station. The following analysis demonstrates that the High Ridge Pump
Station has adequate capacity to accept the wastewater flow from the proposed Carolina
International School (CIS).
High Ridge Collection System
The Highland Ridge Pump Station serves the Highland Ridge and Rocky River Plantation
Developments consisting of approximately 120 Tots. The developments are virtually built out
with Abbott Enterprises providing potable water service to 110 single family residences.
Approximately 30 lots flow by gravity to the Quay Farm Pump Station, which discharges to the
Highland Ridge Pump Station at a rate of approximately 50 gpm. The remaining lots discharge
to the Highland Ridge Pump Station by gravity.
The worst case scenario occurs when the Quay Farm pump station is discharging into he
Highland Ridge Pump Station in addition to the gravity flow, Based on the North Carolina
Administrative Code (NCAC) and the Town of Harrisburg Unified Development Ordinance,
A EN`r`@t N
The information contained in this facsimile message is privileged and confidential information intended only for the use of the individual or
entity named above, If the reader of this message Ls not the Intended recipient, or the employee of/or agent responsible to deliver it to the
intended recipient, you are hereby notified that any dissemination, distribution, or copying of this communication is strictly prohibited, If you
have received this communication in error, please notify us by telephone and return the original message to us at the above address via the
lt.S. Postal Service. We will reimburse you for any casts incurred.

APR-23-2004 16;42
MCKIM & CREED
704 8412567 P.
M&C applied a value of 250 gallons per day per residence shall be applied to the 90 units
flowing by gravity and added to the 50 gpm pumping rate of the Quay Farm Pump Station.
(90 units) (250 god/unit) = 22,500 gpd
Per NCAC T15A:024.0200 for population 10,000 multiply flow by 2.5 peaking factor
(22,500 gpd) (2.5) = 56,250 gpd rate
56,250 gpd rate x le1/1440 minutes = 39 gpm 40 cipm
The worst case scenario is for a simultaneous discharge of 50 gpm from the Quay Farm Pump
Station
40 gpm 50 gpm = 90 cipm
Per NCAC, the Highland Ridge pump station must be capable of transferring the flow through the
6" 0 force main at a minimum velocity of 2 ft/s.
Based on the standard equation: Flow (Q) = Velocity (V) x Area (A)
We determine that Qm,„ = 180 gpm
This corresponds with the information provided by The Town of Harrisburg on a fax dated March
11, which indicates that the Highland Ridge Pump Station is equipped with 20 HP Peabody
Barnes pumps sized for 200 gpm
200 gpm — 90 gpm = 110 gpm available capacity
The Carolina International School proposes installing a duplex grinder pump station, similar to
the unit installed off Quay Farm Road, with Lp pin of roxi tel pm to transfer
the w stewater from CIS to the Highla thon. Detailed calculations for the
pump station have been submitted under separate cover; however -the runoff calculation for the
grinder pump station is as follows:
320 students x 15 gallons per 8 hr school day/student = 4,600 gal ons per 8 hr school day
4,800 gallons per 8 hour school day x 24 hr/1 day = 14,400 gallon per day rate
14,400 gallons per day rate x 2.5 peaking factor 36,000 gallon per day rate
36,000 gallon per day rate x 1d/1440 minutes = 25 gallons per minute =2 gpm
The pump station has been design to operate three (3) times per hour at a pumping rate of
approximately 50 gm. As a result, the Highland Ridge Pump Station will still have 60 gpm of
available capacity.
110 gpm — 50 gpm CIS discharge 60 gpm remaining capacity after CIS
ATTENTION
The information contained in this fac:simile message is privileged end conNential intonation interidee only for the use of the individual or
entity named above, If the reader of this message is not the intended recipient, or the employee of/or agent responsible to deliver it to the
intended recipient, you are hereby notified that any dissemination, distribution, or copying of this communication is strictly prohibited, If you
have received this communication in error, please notify us by telephone and return the original message to us at the above address via the
US Postal Service, We will reimburse you for any costs incurred,

SECTION 01410 — PROJECT REQUIREMENTS
1.1 GENERAL DESCRIPTION OF WORK
A. The Work to be performed under these Contract Documents consists of
sediment and erosion control; clearing; grubbing; earthwork; drainage structures
and piping, onsite sanitary sewer lines and manholes; onsite water lines and
appurtenances; curb and gutter; and asphalt paving. The site of the work is
located in Cabarrus, North Carolina, on Highland Ridge Road south of Rocky
River Road,
1.2 OFFSITE STORAGE
A. Offsite storage arrangements shall be acceptable to Owner for all materials and
equipment not incorporated into the work.
No materials may be stockpiled within 500 feet of a project entrance or public
road beyond those materials actually needed for construction of that portion of
the work.
1.3 EQUIVALENT MATERIALS AND EQUIPMENT
A. Whenever a material or article is specified or described by using the name of a
proprietary product or the name of a particular manufacturer or vendor, the
specified item mentioned shall be understood as establishing the type, function,
and quality desired. Other manufacturers' products may be accepted, provided
sufficient information is submitted to allow Engineer to determine that the
products, proposed are equivalent to those named. Such items shall be
submitted for review by the procedure set forth in the submittal section.
Requests for review of equivalency will not be accepted from anyone except
Contractor. Such requests will not be considered until after the contract has
been awarded, and must be approved by the Engineer and the Owner.
1.4 PREPARATION FOR SHIPMENT
A. All materials shall be suitably packaged to facilitate handling and protect against
damage during transit and storage. Painted surfaces shall be protected against
impact, abrasion, discoloration, and other damage. All painted surfaces which
are damaged prior to acceptance of equipment shall be repainted to the
satisfaction of Engineer.
B. Each item, package, or bundle of material shall be tagged or marked as
identified in the delivery schedule or on the Shop Drawings. Complete packing
lists and bills of material shall be included with each shipment.
EASEMENTS AND RIGHTS OF WAY
A. The easements and rights of way for the project will be provided by Owner.
Contractor shall confine his construction operations within the limits indicated on
the drawings, and shall use due care in placing construction tools, equipment,
Carolina International School, Phase
029210003
Page 1
action 01Ct11— Project Requirements
April, 2004

excavated materials, and pipeline materials and supplies, so as to cause the
least possible damage to property and interference with traffic.
B. The Contractor shall strictly adhere to the right-of-way within the subdivision.
C. Work within Highway Rights -of -Way. Permits shall be obtained by Owner. All
Work performed and all operations of Contractor, his employees or Sub-
contractors within the limits of highway rights -of -way shall be in conformity with
the requirements, and be under the control (through Owner) of the highway
authority owning or having jurisdiction over and control of the right-of-way in
each case.
1.6 NOTICES TO OWNERS AND AUTHORITIES
A. Contractor shall notify owners of adjacent property and utilities when prosecution
of the Work may affect them,
B. When it is necessary to temporarily deny access by owners or tenants to their
property, or when any utility service connection must be interrupted, Contractor
shall give notices sufficiently in advance to enable the affected persons to
provide for their needs, Notices will conform to any applicable local ordinance:
and, whether delivered orally or in writing, will include appropriate information
concerning the interruption and instructions on how to limit their inconvenience,
C. Utilities and other concerned agencies shall be contacted at least 48 hours prior
to cutting or closing streets or other traffic areas, or excavating near
underground utilities or pole lines,
1.7 LINES AND GRADES
A. All Work shall be done to the lines, grades, and elevations shown on the
drawings.
B, Horizontal and vertical control points will be established or designated by
Engineer. Contractor shall be responsible for all construction surveying, and
shall utilize services of a Professional Land Surveyor to perform these functions.
C. Contractor shall provide an experienced instrument man, competent assistants,
and such instruments, tools, stakes, and other materials required to complete the
survey, layout, and measurement Work. in addition, Contractor shall furnish,
without charge, competent men from bis force and such tools, stakes, and other
materials as Engineer may require in establishing or designating control points,
or in checking survey, layout, and measurement Work performed by Contractor,
D. Contractor shall keep Engineer informed, a reasonable time in advance, of the
times and places at which he wished to do Work, so that horizontal and vertical
control points may be established, and any checking deemed necessary by
Engineer may be done with minimum inconvenience to Engineers and minimum
delay to Contractor.
E. Contractor shall remove and reconstruct Work which is improperly located.
Carolina International School, Phase SecUon 0 010 - Project Requirements
02921.0003 April, 2004
Page 2

F Contractor shall replace all lost or damaged right-of-way monuments or property
corners at his expense,
1.8 FIELD ENGINEERING
A, The Contractor shall provide field engineering as the work progresses to confirm
that the work is being constructed in accordance with the approved plans and
specifications.
Field Engineering for gravity sewers shall include confirming the actual invert of
gravity sewers at 10-foot stations as the pipe is installed, invert in/out of each
manhole, and either
1. The NC grid coordinates of each manhole centerline; or
2. The angular deflection of the sewer line at each manhole and the
distance between each manhole.
Reports supplying the information above shall be submitted monthly with
Applications for Payment.
D. Field engineering data do not need to be collected by a Registered Professional
Surveyor or Engineer, and are being required to assist Owner and Contractor in
confirming that the work is being installed properly.
E. At the completion of the work, Contractor will prepare a final record survey of the
project. All deficiencies in the construction (pipe grades, inverts, locations) will
be reported to the Contractor, who shall be responsible for correcting all
deficiencies in the work. A digital copy of manhole locations, sewer pipe inverts,
and manhole rim elevations shall be transmitted to Owner prior to requesting
final payment.
As a means of defining acceptable tolerances in construction of the work, the
following shall apply:
1. Inverts of installed pipe shall be within 0.10 feet ± of design inverts at
each manhole or connection.
2. Manholes shall be within two feet horizontally of the coordinates shown
on the plans.
O. The requirement for the Contractor to "self monitor" the accuracy of construction
shall in no way relieve the Contractor of correcting all deficiencies in the work
prior to final acceptance.
CONNECTIONS TO EXISTING FACILITIES
A. Unless otherwise specified or indicated, Contractor shall make all necessary
connections to existing facilities, including structures, drain lines, and utilities
such as water, sewer, gas, telephone, and electric. In each case, Contractor
shall receive permission from Owner or the owning utility prior to undertaking
connections. Contractor shall protect facilities against deleterious substances
and damage.
Carolina Interned©nal School, Phase
02921,0003
Page 3
Se
Project Requirements
April, 2004

Connections to existing facilities which are in service shall be thoroughly planned
in advance; and all required equipment, materials, and labor shall be on hand at
the time of undertaking the connections. Work shall proceed continuously
(around the clock) if necessary to complete connections in the minimum time.
Operation of valves or other appurtenances on existing utilities, when required,
shall be by or under the direct supervision of the owning utility.
1.10 UNFAVORABLE CONSTRUCTION CONDITIONS
A. During unfavorable weather, wet ground, or other unsuitable construction
conditions, the Contractor shall confine his operations to work which will not be
affected adversely by such conditions. No portion of the Work shall be
constructed under conditions which would adversely affect the quality or
efficiency thereof, unless special means or precautions are taken by Contractor
to perform the work in a proper and satisfactory manner,
1.11 CLEANING UP
A. Contractor shall keep the premises free at all times from accumulations of waste
materials and rubbish. Contractor shall provide adequate trash receptacles
about the site, and shall promptly empty the containers when filled,
Construction materials, such as concrete forms and scaffolding, shall be neatly
stacked by Contractor when not in use, Contractor shall promptly remove
splattered concrete, asphalt, oil, paint, corrosive liquids, and cleaning solutions
from surfaces to prevent marring or other damage.
C. Volatile wastes shall be properly stored in covered metal containers and
removed daily.
Wastes shall not be buried or burned on the site or disposed of into storm drains,
sanitary sewers, streams, or waterways. All wastes shall be removed from the
site and disposed of in a manner complying with local ordinances and anti-
pollution laws.
E. Contractor shall keep all public roads free of dirt, dust and mud, stone, or other
construction materials. Dust and mud shall be removed from roads on a daily
basis, using appropriate equipment.
F. Adequate cleanup will be a condition for recommendation of progress payment
applications,
G. Owner shall reserve the right to limit the movement of construction crews when
an area is not acceptably cleaned. Delays caused to Contractor because of his
negligence in keeping the construction areas cleared shall be absorbed by the
Contractor at no additional costs to the Owner in time or money.
1.12 APPLICABLE CODES
A, References in the Contract Documents to local codes mean the NC State
Building Code,
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ction 0 0 0 Project Requirements
April, 2004

B. Other standard codes which apply to the Work are designated in the
specifications.
1.13 REFERENCE STANDARDS
A. Reference to the standards of any technical society, organization, or associate,
or to codes of local or state authorities, shall mean the latest standard, code,
specification, or tentative standard adopted and published at the date of receipt
of bids, unless specifically stated otherwise.
1.14 TESTING
A. The Contractor shall furnish all water required for testing the work.
1.15 ABBREVIATIONS AND SYMBOLS
A. Abbreviations used in the Contract Documents are defined as follows:
AASHTO American Association of State Highway and Transportation Officials
ACI American Concrete Institute
AISI American Iron and Steel Institute
ANSI American National Standards Institute
ASAE American Society of Agricultural Engineers
ASCE American Society of Civil Engineers
ASME American Society of Mechanical Engineers
ASSE American Society of Sanitary Engineering
ASTM American Society for Testing and Materials
AWG American Wire Gauge
AWWA American Water Works Association
CISPI Cast Iron Soil Pipe Institute
CRSI Concrete Reinforcing Steel Institute
CS Commercial Standard
Fed Spec Federal Specifications
IBBM Iron Body, Bronzed Mounted
IEEE Institute of Electrical and Electronics
IPS Iron Pipe Size
MIL Military Specification
NEC National Electrical Code
NEMANational Electrical Manufacturers Association
NCDOT NC Department of Transportation
NPT National Pipe Thread
PCI Pre -stressed Concrete Institute
UL Underwriters' Laboratories
1.16 PRECONSTRUCTION CONFERENCE
A. Prior to the commencement of Work at the site, a preconstruction, conference will
be held at a mutually agreed time and place. The conference shall be attended
by:
1. Contractor and his superintendent.
2. Principal Subcontractors,
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ion 01010.- Project Requirements
April, 2004

3. Representatives of principal suppliers and manufacturers as appropriate.
4. Engineer and his Resident Project Representative.
5. Representatives of Owner.
Others as requested by Contractor, Owner, or Engineer. Unless previously
submitted to Engineer, Contractor shall bring to the conference a tentative
schedule for each of the following:
1. Progress.
2. Procurement.
3. Values for progress payment purposes,
4. Shop Drawings and other submittal.
C. The purpose of the conference is to designate responsible personnel and
establish a working relationship. Matters requiring coordination will be
discussed, and procedures for handling such matters established. The agenda
will include:
1. Contractor's tentative schedules.
2. Transmittal, review, and distribution of Contractor's submittal.
3. Processing applications for payment.
4. Maintaining record documents.
5, Critical Work sequencing.
6. Field decisions and Change Orders.
7. Use of premises, office and storage areas, security, housekeeping, and
Owner's needs.
8. Major equipment deliveries and priorities.
9. Contractor's assignments for safety and first aid.
D. Engineer will preside at the conference and will arrange for keeping and
distributing the minutes to all persons in attendance.
1.17 PROGRESS MEETINGS
A. Contractor shall attend regular progress meetings at least monthly and at other
times as requested by Engineer or required by progress of Work. Contractor,
Engineer, and all Subcontractors active on the site shall be represented at each
meeting. Contractor may at his discretion request attendance by representatives
of his suppliers, manufacturers, and other subcontractors*
B. Engineer shall preside at the meetings and provide for keeping and -distribution
of the minutes. The purpose of the meetings wilt be to review the progress of
the Work, maintain coordination of efforts, review changes in scheduling, and
resolve other problems which may develop.
1.18 SITE ADMINISTRATION
A. Contractor shall be responsible for all areas of the site used by him and all
Subcontractors in the performance of the Work. He will exert full control over the
actions of all employees and other persons with respect to the use and
preservation of property and existing facilities, except such controls as may be
specifically reserved to Owner or others. Contractor has the right to exclude
Carolina International School, Phase I
02921.0003
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Section 01010 — Project Requirements
April, 2004

from the site ail persons +h have no purpose related to the Work or its
inspection, and may require all persons on the site (except owners employees)
to observe the same regulations as he requires of his employees;
19 CONSTRUCTION RODRAVVINGS
The Contractor shell maintain a set of drawings high shall be used to note any
changes to the work, adjustments of existing underground utilities,, or other
information resulting from the construction. These construction record drawings
shall be submitted to the Engineer along with the final pay request.
Carolth International School, Phase
029210003
Page
END OF SECTION 01010
Section 01010 Pr j t Reguirer nts
ri 2004

SECTION 02190 — EROSION AND SEDIMENTATION CONTROL
PART 1 — GENERAL
1.1 WORK INCLUDED
A. Take every reasonable precaution throughout construction to prevent the erosion
of soil and the sedimentation of streams or other water impoundments, ground
surfaces, or other property as required by State and Local regulations.
1.2 RELATED WORK
A. Provide protective covering for disturbed areas upon suspension or completion
of land -disturbing activities. Permanent vegetation shall be established at the
earliest practicable time, Temporary and permanent erosion control measures
shall be coordinated to assure economical, effective, and continuous erosion and
siltation control throughout the construction and post -construction period,
1.3 REGULATORY REQUIREMENTS
A, Prevent damage to properties outside the construction limits from siltation due to
construction of the project. Assume all responsibilities to the affected property
owners for correction of damages which may occur. Erosion control measures
shall be performed conforming to the requirements of and in accordance with
plans approved by applicable state and local agencies and as per the erosion
control portion of the construction drawings and these specifications, The
Contractor shall not allow mud and debris to accumulate in the streets, Should
the Contractor pump water from trenches during construction, appropriate
siltation preventative measures shall be taken prior to discharge of pumped
water into any storm drain or stream.
PART 2 — PRODUCTS
2.1 Open mesh biodegradable mulching cloth,
2.2 Fertilizer shall be 10-10-10 grade or equivalent,
2.3 Lime shall be Dolomitic Agricultural Ground limestone containing not less than 10%
magnesium oxide.
2.4 Phosphate shall be 20% superphosphate or equivalent. 2.5 Provide permanent grass seed in accordance with Section 02230.
2.6 Provide temporary grass seed in accordance with Section 02230.
17 Silt fence shall consist of non -biodegradable filter fabric (Trevira, Mirafi, etc.) wired to
galvanized wire mesh fencing and supported by wood or metal posts.
2.8 Erosion Control Stone: NCDOT Section 1042
A. Class 1 Rip Rap 5 Ibs. to 200 Ibs.
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n 02190 — Erosion and Sedimentation Control
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B. Class 2 Rip Rap 25 Ibs. to 250 Ibs.
C. Class A 2" to 6"
D. Class B 5' to 15"
2.9 Filter Fabric for placement under rip rap shall meet the requirements of Type 2 fabric in
accordance with NCDOT standards and specifications, Section 1056-2 for Roads and
Structures.
PART 3 - EXECUTION
3.1 CLEARING
A. Clearing and grubbing shall be scheduled and performed in such a manner that
subsequent grading operation and erosion control practices can follow
immediately thereafter. Excavation, borrow, and embankment operations will be
conducted as a continuous operation. All construction areas not otherwise
protected shall be planted with permanent vegetative cover within 30 working
days after completion of active construction.
3.2 STABILIZING
A. The angle for graded slopes and fills shall be no greater than the angle which
can be retained by vegetative cover or other adequate erosion control devices or
structures. All disturbed areas outside of embankment left exposed will, within
30 working days of completion of any phase of grading, be planted or otherwise
provided with either temporary or permanent ground cover, devices, or structures
sufficient to restrain erosion.
3.3 REGULATORY REQUIREMENTS
A. Whenever land disturbing activity is undertaken on a tract, a ground cover
sufficient to restrain erosion must be planted or otherwise provided within 30
working days on that portion of the tract upon which further active construction is
to be undertaken,
If any earthwork is to be suspended for any reason whatsoever for longer than
30 calendar days, the areas involved shall be seeded with vegetative cover or
otherwise protected against excessive erosion during the suspension period,
- Suspension of work in any area of operation does not relieve the Contractor of
the responsibility for the control of erosion in that area.
PART 4 - CONSTRUCTION PHASE
4.1 PRACTICES
A. Avoid dumping soil or sediment into any stream bed or watercourse.
B. Maintain an undisturbed vegetative buffer where possible between a natural
watercourse and trenching and grading operations.
C. Avoid equipment crossings of streams, creeks, andditches where practicable.
Carolina Internatonal School, Phase I Section 02190 — Erosion and Sedimentation Control
02921,0003
Page 2
April, 2004

PART 5 — SEDIMENT CONTROL FEATURES
5.1 GENERAL
A. All devices (silt fences, retention areas, etc.) for sediment control shall be
constructed at the locations indicated prior to beginning excavation on the site.
All devices shall be properly maintaun�ld l � �ected to lace until
permanent structure
eemopaving
the
makes the device unnecessary or
device,
5.2 DESIGN APPLICATIONS
A, Mulch shall be used for t©mf seed beds astabilization
planting where required excessive
erosion, and for protection
B. Silt fences shall be used as shown on the plans to restrict movement of sediment
from the site. Silt fence shall be installed prior to when grading commences.
c3. Establish vegetative cover on all unpaved areas disturbed by the work.
1. Preparation of Seedbed, Areas to be seeded shall be scarified a depth of
six inches until a firm, well pulverized, uniform seedbed is prepared.
Lime, phosphorous, and fertilizer shall be applied during the scarification
process in accordance with the following rates:
a. Lime — 1 ton per acre.
b. Phosphorous — 500 pounds per acre.
c, Fertilizer — 500 pounds per acre.
2. Seeding. Disturbed areas along embankments shall be permanently
seeded with mix specified in Section 02230. Seeding performed during
the period from October to February shall be temporarily. in accordance
with Section 02230. The permanent vegetative cover will be over seeded
at the earliest possible time as specified.
3. Mulch all areas immediately after seeding. Mulch shall be applied and
anchored as specified hereinbefore.
5.3 MAINTENANCE
A, Maintain all temporary and permanent erosion control measure in functioning
order, Temporary structures shall be maintained until completion of the project.
Areas which fail to show a suitable stand of grass or which are damaged by
erosion shall be immediately repaired.
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Sec 021J0 Erosion and Sedi enteion Control

5.4 REMOVAL OF EDI ENT CONTROL DEVICES
A.
Near completion of the project, when directed by the Owner's agent, the
Contractor shall dismantle and remove the temporary devices used for sediment
control during construction. All erosion control devices in seeded areas shallbe
left in place until the grass is established. Seed areas around devices and mulch
after removing or filling temporary control devices,
END OF SECTION 02190
Caro eta international School; Phase
02921„0003
Page
Section 021 ro tart and Sedimentation Control
April, 2004

Seeding Mixture
Species
Rye (grain)
TABLE 1
Temporary Seeding Reberntendatiun fb
Late Winter and Early Spring
Annual lespedeza (Kobe in
Piedmont and Coastal Plain;
Korean in Mountains)
Omit annual lespedeza when duration of
Seeding Dates
Mountains
Piedmont
Coastal Plain
Soli Amendments
pore
Rate bare
120
50
cover is not to extent beyond June.
Above 2500 ft:
Below 2500 ft
Jan 1 - May 1
Dec 1 - prll 15
Feb 1 .
Feb 1 -
lay
y 1
Follow recommendations of sell tests or apply 2,000 b/acre ground agricultural Iirnestone and
750 lb/acre 10-1 -1 } fertilizer:
Mulch
Apply 4,000 b/acre straw, Anchor straw by tacking with asphalt, netting, ur a mulch and wring
tool. A disk with blades set nearly straight can be used a a mulch anchoring tool,
Maintenance
Re -fertilize if growth is not fully adequate. Reseed, re -fertilize, and mulch immediately fall a ng
erosion or other damage.
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02921,0003
Page
don 0 1 0 — Erosion and SediSedimentation Control
April, 2004

TABLE 6.10b
Temporary Seeding Recommendations for Summer
Seeding Mixture
Species Rate (lblacre)
German millet 40
In the Piedmont and Mountains, a small -stemmed Sudangrass may be substituted at a rate of
50 lb/acre.
Seeding Dates
Mountains - May 15 - Aug 15
Piedmont - May 1 - Aug 15
Coastal Plain - April 15 Aug 15
Soil Amendments
Follow recommendations of soil tests or apply 2,000 lb/acre ground agricultural limestone and
750 lb/acre 10-10-10 fertilizer.
Mulch
Apply 4,000 lblacre straw. Anchor straw by tacking with asphalt, netting, or a mulch anchoring
tool. A disk with blades set nearly straight can be used as a mulch anchoring tool.
Maintenance
Re -fertilize if growth is not fully adequate. Reseed, re -fertilize and mulch immediately following
erosion or other damage.
Carolina Intern
02921.0003
Page 6
nal School, Phase
Section 02190 — Erosion and Sedirnentation Control
April. 2004

Seeding Mixture
Species
TABLE . Oc
Temporary Seeding Recommendations for Fall
Rye (grain)
Seeding Dates
Mountains
Coastal Plain and Piedmon Aug 1 -Dec 30
Soil Amend eras
Aug 1 - Dec 15
Rat e (lb/acre)
120
Follow recommendations of soil tests or apply 2,000 b/acre ground grrcultural iimestone and
1000 ib/acre 10-10-10 fertilizer,
Mulch
Apply 4,000 b/acre straw. Anchor strain r by tacking with asphalt, netting, or a mulch anchoring
tool A disk with blades set nearly straight can be used as a mulch anchoring tool.
Maintenance
Repair and re - fertilize e damaged areas immediately, Topdress with 50 lb/acre of nitrogen in
March, If it is necessary to extend temporary cover beyond June 15, over -seed with 50 lb/acre
Kobe (Piedmont and Coastal Pain) or Korean (Mountains) lespedeza in late February or early
March,
Carolina International chool, Phase 1
02921,0 03
Page 7
flan 02190 - Era on and Sedimentation Control
April, 2004

SECTION 02210 — EXCAVATION AND TRENCHING
PART 1 — GENERAL
1.1 SCOPE
A. This section covers excavation and trenching work; excavation and trenching as
required; the handling, storage, transportation, and disposal of all excavated
material; all necessary sheeting, shoring, and protection work; preparation of
subgrades; pumping and dewatering as necessary or required; protection of
adjacent property; backfilling; pipe embedment; surfacing and grading; and other
appurtenant work.
1.2 GENERAL REQUIREMENTS
A. Excavations shall provide adequate working space and clearance for the work to
be performed therein and for installation and removal of concrete forms. In no
case shall excavation faces be undercut for extended footings.
B, Subgrade surfaces shall be clean and free of loose material of any kind when
concrete is placed thereon.
C. Except where exterior surfaces are specified to be damp -proofed, monolithic
concrete manholes and other concrete structures or parts thereof which do not
have footings and extend beyond the outside face of exterior walls may be
placed directly against excavation faces without the use of outer forms, provided
that such faces are stable, and also provided that a layer of polyethylene film is
placed between the earth and the concrete.
Excavations for manholes and similar structures constructed of masonry units
shall have such horizontal dimensions that not less than six inches of clearance
are provided for outside plastering.
E. Backfilling and construction of fills and embankments during freezing weather
shall not be done except by permission of the Engineer. No backfill, fill, or
embankment materials shall be installed on frozen surfaces; nor shall frozen
materials, snow, or ice be placed in any backfill, fill, or embankment,
1.3 RELATIVE WORK
A. Section 02110 — Site Clearing and Grubbing.
B. Section 02200 — Earthwork.
1.4 BLASTING
A. Blasting any type of explosive is permitted only when approved.
Carolina International School, Phase I Section 02210 — Excavation and Trenching
02921.0003 April, 2004
Page 1

1.5 UNAUTHORIZED EXCAVATION
A. Except where otherwise authorized, indicated, or specified,
on allgradeterand
ials
excavated below the bottom of concrete walls, footings,
foundations shall be replaced, by and at the expense of the Contractor, with
concrete placed at the same time and monolithic with the concrete above.
1.6 ©EWATERING
A. Provide and maintain adequate dewateringeequipment renchesmorve otherdpaispose of
rts of the
all surface and ground water entering
work. Each excavation shall be kept dry during subgrade prto rbtiontailnd
n and
continually thereafter until the structure is to be built, or the pipe
therein is completed to the
resu extent that no damage from hydrostatic pressure,
flotation, or other cause will
All excavations for concretee
b dewatered by lowering and keeping the groundwater
below groundwater shall
level beneath such excavations two feet or more below the bottom of the
excavation.
Surface water shall be diverted or otherwise
practicable prevented
causing damage to
areas or trenches to the greatest
adjacent property. The Contractor shall be responsible for the condition of any
pipe or conduit which hem and freef orf drainage sediment, purposes, and all such pipes or
conduits shall be left clean
1.7 SHEETING AND SHORING
uctures
A. Except where banks are cut bcbraced,on a sandleshlored ascnece4ssary for
torprevent
and trenches shall be sheeted,
caving or sliding.
1.8 STABILIZATION
A. Subgrades for concrete structures and trench bottoms from shall e and muck, and
firm, dense, and
thoroughly compacted and consolidated,
sufficiently stable to remain firm and intact under the feet of the workmen.
B. Subgrades for concrete structures or trench bottoms which are otherwise solid
- but which become mucky on top due to construction operations shall be
reinforced with one or more layers of crushed rock or gravel. The stabilizing
material shall be spread and compacted to a depth
terma9tmore
all be furnished and
if the required depth exceeds four inches, t
installed as specified for granular fills, Not more than %-inch depth of mud or
muck shall be allowed to remain on stabilized trench bottoms when the pipe
bedding material is placed thereon.
C. The finished elevation of stabilization subgrades for concrete structures shall not
be above subgrade elevations indicated on the drawings.
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02921.0003
Page 2
eotiora 02210 Exoaveti0n a d Tren hing

1.9 EARTH FILLS AND EMBANKMENTS
A. To the maximum extent available, excess suitable material obtained from
structure and trench excavations shall be used for construction of fills and
ernbankments. Additional material shall be provided as required.
B. Wherevera trench passes through a fill or embankment, the fill or embankment
material shall be placed and compacted to an elevation 12 inches above the top
of the pipe before the trench is excavated.
1.10 GRANULAR FILLS
A. Granular fills shall be placed on suitably prepared subgrades and compacted by
vibration, Granular fill material shall be crushed rock or gravel, shall be free from
dust, clay, or trash, and shall be graded to the requirements of NCDOT No. 57
fine aggregate. Granular fill shall be compacted to not less than 70% relative
density as determined by ASTM D4253 and D4254, Granular fills under
concrete slabs shall be compacted with a minimum of three passes of a vibratory
steel drum or plate type compactor,
1.11 TRENCH EXCAVATION
A. No more trench shall be opened in advance of pipe laying than is necessary to
expedite the work. 400 feet shallbe the maximum length of open trench on any
line under construction.
Except where tunneling is indicated on the drawings, is specified, or is permitted
by the Engineer, all trench excavation shall be open cut from the surface.
1.12 ALIGNMENT, GRADE, AND MINIMUM COVER
A. The alignment and grade or elevation of each pipeline shall be fixed and
determined from offset stakes, Vertical and horizontalalignment of pipes, and
the maximum joint deflection used in connection therewith shall be in conformity
with requirements of the section covering installation of pipe.
B. Where pipe grades or elevations are not definitely fixed by the contract drawings
and specifications, trenches shall be excavated to a depth sufficient to provide a
minimum depth of backfili cover over the top of the pipe of 36 inches in paved or
graded streets where surface grades are definitely established, and 36 inches in
other locations. Greater pipe cover depths may be necessary on vertical curves_
or to provide necessary clearance beneath existing pipes, conduits, drains,
drainage structures, or other obstructions encountered at normal pipe grades.
Measurement of pipe cover depth shall be made vertically from the outside top of
pipe to finished ground or pavement surface elevation except where future
surface elevations are indicated on the drawings,
Carolina In national School, Phase I Section 02210 — Excavation and Trenching
02921,0003 April, 2004
Page 3

1.13 LIMITING TRENCH WIDTHS
A. Trenches shall be excavated to a width which will provide adequate working
space and sidewall clearances for proper pipe installation, jointing, and
embedment. Minimum trench widths shall be as follows:
Nominal Pipe Size Minimum Trench Widths
(inches) (inches)
Less than 33" Pipe OD plus 16"
Greater than 33" Pipe OD plus 24"
B. Cutting trench banks on slopes to reduce earth load to prevent sliding and
caving shall be done only in areas where the increased' trench width will not
interfere with surface features or encroach on construction limits.
1.14 !MECHANICAL EXCAVATION
A. The use of mechanical equipment will not be permitted in locations where its
operation would cause damage to trees, buildings, culverts, or other existing
property, utilities, or structures above or below ground. In all such locations,
hand excavating methods shall be used.
B. Mechanical equipment used for trench excavation shall be of a type, design, and
construction, and shall be so operated and that trench alignment is such that
pipe, when accurately laid to specified alignment, will be centered in the trench
with adequate clearance between the pipe and sidewalls of the trench.
Undercutting the trench sidewall to obtain clearance will not be permitted.
1.15 EXCAVATION BELOW PIPE SUBGRADE
A. Except where otherwise required, pipe trenches shall be excavated per the detail
in the plans
1.16 ART F CIAL FOUNDATIONS IN TRENCHES
A. Whenever unsuitable or unstable soil conditions are encountered, trenches shall
be excavated below grade and the trench bottom shall be brought to embedment
grade with suitable material,
1.17 BELL HOLES
A. Bell holes shall provide adequate clearance for tools and methods used in
installing pipe. No part of any bell or coupling shall be in contact with the trench
bottom, trench walls, or granular embedment when the pipe is jointed,
1.18 EMBEDMENT MATERIALS
A, General: Use soils free of organic matter, refuse, rocks and lumps greater than
four inches in diameter, and other deleterious matter,
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Section 022 0 —
nd Trenching
April, 2004

1.19 CLASSIFICATION
A. For the purpose of this specification, soils to be used as fill material are grouped
into five classes according to soil properties and characteristics.
1. Class I — Granular Material — angular bedding material well graded
crushed stone meeting the requirements of ASTM D448 size No. 67,
2. Class 11 — Coarse sands and gravels with maximum practical size of 44
mm (1-1/2 inches) including variously graded sands and gravels
containing small percentages of fines, generally granular and non -
cohesive, either wet or dry. Soil Types GW, GP, SW, and SP are
included in this class.
Class — Fine sand and clayey gravels, including fine sands, sand -clay
mixtures, and gravel -clay mixtures, Soil Types GM, GC, SM, and SC are
included in this class.
4. Class IV — Silt, silty clays, and clays, including inorganic clays and silts of
medium to high plasticity and liquid limits. Soil Types MH, ML, CH, and
CL are included in this class. These materials are not recommended for
bedding, haunching, or initial backfill.
Class V — This class includes the organic soils, OL, OH, and PT, as well
as soils containing frozen earth, debris, rocks, larger than 40 mm (1-1/2
inch) in diameter, and other foreign matters, These materials are not
recommended for bedding, haunching, or initial backfill,
1.20 TRENCHING
A. Trench widths at and below the top of the pipe shall be the minimum necessary
for proper installation, All trenching shall meet OSHA requirements for cut slope
and/or trench shoring techniques. Over -depth excavation shall be backfilled with
Class I material.
1.21 DEPTH
A. Trench to the lines and grades shown on the drawings. Where elevations are
not shown, trench to a depth sufficient to provide at least 36 inches of cover
above the top of pipe, unless otherwise specified. Grade trenches to provide a
constant slope free of sags and high spots.
1.22 TRENCH BRACING
A. Properly brace, sheet, and support trench walls in strict conformance with all
pertinent laws and regulations. Provide adequate bracing and shoring to protect
adjacent improvements.
1.23 BEDDING, HAUNCHING, AND INITIAL BACKFILL
A. Tamp subgrade to provide firm, even bedding. Excavate bedding material to
match the shape of the bottom of the pipe and bell, as detailed in the Drawings.
Carolina hternationai ShooI, Phase I
02921.0003
Page 5
Section 02210 — Excavation and Trenching
April, 2004

Place haunching material so as to provide full bearing around the bottom of the
pipe. Place bedding, haunching, and initial backfill as specified below,
1.24 DUCTILE IRON PIPE
A, If no backfill is required after the initial trench excavation, undisturbed earth may
be suitable for bedding in cover less than 12 feet deep. Excavate to match
bottom of pipe and bell. Provide Class 1 material as bedding for pipe cover
greater than 12 feet. Class II, or SM, SC soil for haunching to pipe springline.
Class II or III material and soil types SM and SC shall be used as initial backfill to
six inches above top of pipe.
1.25 BACKFILL
A. Backfill the remainder of the trench with soils free of organic matter, refuse,
rocks, and lumps greater than four inches in diameter and other deleterious
matter compacted to a minimum 95% ASTM D698 density.
1.26 TESTS
A. Al) tests to ensure that embedment, fill, and backfill materials and their
placement comply with specified requirements shall be made by an independent
testing laboratory at the expense of the Owner, as required by the Engineer.
1.27 DRAINAGE MAINTENANCE
A. Trenches across roadways, driveways, or other trafficways adjacent to drainage
ditches or water shall be constructed on the upstream side of the trafficway to
prevent impounding water after the pipe has been laid. Bridges and other
temporary structures required to maintain traffic across such unfilled trenches
shall be constructed and maintained by the Contractor. Backfilling shall be done
so that water will not accumulate in unfilled or partially filled trenches. All
material deposited in roadway ditches or other water courses crossed by the line
of trench shall be removed immediately after backfilling is completed, and the
original section, grades, and contours of ditches or water courses shall be
restored. Surface drainage shall not be obstructed longer than necessary.
1.28 PROTECTION OF TRENCH BACKFILL IN DRAINAGE COURSES
A. Where trenches are constructed in ditches or other water courses, backfill shall
be protected from surface erosion. Where the grade of the ditch exceeds 1°/0,
ditch checks shall be installed. Unless otherwise indicated on the drawings,
ditch checks shall be installed. Unless otherwise indicated on the drawings,
ditch checks shall be concrete. Ditch checks shall extend not less than two feet
below the original ditch or water course bottom for the full bottom width and at
least 18 inches into the side slopes, and shall be at least 12 inches thick.
1.29 DISPOSAL OF EXCESS EXCAVATED MATERIALS
A. Except as otherwise permitted, all excess excavated materials shall be disposed
of in onsite areas as directed by Owner's Representative. Excavated rock,
Carolina International School, Phase I
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Section 02210 — Excavation and Trenching
April, 2004

debris encountered in excavation work, and other similar waste materials shall
be disposed of away from the site of the work,
1.30 SETTLEMENT
A. The Contractor shall be responsible for all settlement of backfills, fills, and
embankments which may occur within the correction period stipulated in the
General Conditions,
The Contractor shall make, or cause to be made, all repairs or replacements
made necessary by settlement within ten days after notice from the Engineer or
Owner.
1.31 BACKFILL
A. All backfill shall be placed so as to achieve a minimum compaction of 95% based
on the Standard Proctor and in Place Density Tests, The Contractor will be
required to retain the services of an independent testing laboratory to certify
compaction along existing State maintained roadways, as required,
END OF SECTION 02210
Carolina International School, Phase I
02921.0003
Page 7
ion 02210 — Excavation and Trenching
April, 2004

SECTION 02600 — BEDDING AND BACKFILL ATERIALS
PART 1 — GENERAL
1.1 DESCRIPTION
A. This Section covers the stone bedding and soil or stone backfill materials used in
pipeline construction, and other similar installations where shown on the
drawings, required in the specifications, or as directed by the Engineer,
1.2 QUALITY ASSURANCE
A. Materials shall meet the requirements of Part 2 of these specifications, and shall
be acceptable to the Engineer,
PART 2— MATERIALS
2.1 STONE BEDDING
A. Bedding material shall conform to Standard size #57 or Standard size #67, and
conform to the gradation requirements of Table 1005-1 of the NCDOT Standard
Specifications.
B. All stone bedding required for normal pipe installations is to be included as a cost
of the pipe installation, and covered in the pipe price. Additional payments for
stone bedding will only be made for the stone required over and above standard
bedding requirements. Stone will be paid for additionally when used in over cut
areas, excessive wet areas, etc. The cost of all mucking or removal of unsuitable
debris where additional stone is used will be included in the stone price. Any use
of extra stone bedding requires notification to the Engineer. Quantities for
payment wUL be made from visual observations and stone delivery tickets, less the
amount for standard bedding,
2.2 SELECT BACKFILL
A. Where other than local material is used for backfill, such material will be classified
as select backfill. This material shall be a soil material which meets the
requirements of AASI-ITO for M 145 for Class A-2-4 soils. This material shall be
a well graded, gravelly, silty, or clayey sand with a plasticity index equal to or less
than ten and a liquid limit equal to or less than forty.
PART 3 — EXECUTION
3.1 INSTALLATION
A. The usage and installation of stone bedding shall be in accordance with the
specification for the particular item being installed.
B. Select backfill will be used only when directed by the Engineer, or when
specifically called for in another section of these specifications.
Carona Internationa1 School, Phase
029210003
Page 1
Section 02600 edding and BackfiU Materials
April, 2004

3.2 METHODOF MEASUREMENT
A. Payment for excavation and backfilling bedding material shall be the unit price bid
per cubic yard for "Unsuitable Material," complete, including Mauling off of bad
material, Payment for unsuitable material in water and sanitary sewer ditch
excavation and backfill for bedding shall be made at the unit price bid per cubic
yard complete.
END OF SECTION 0 600
Carolina International hool, Phase l
9 9 1.090
Page
Section 02600 Bedding and Sack ll M
April{ 20

SECTION 02607 — PRECAST CONCRETE MANHOLES
PART 1 — GENERAL
1.1 SCOPE OF WORK
A. The Contractor shall furnish all materials, labor, and equipment; and shall
construct manholes consisting of precast sections as shown on the drawings and
as specified herein.
The manholes shall have an invert channel shaped to correspond with the lower
half of the pipe. The top of the shelf shall be sloped to drain toward the flowing
channel, Every effort shall be made by the Contractor to construct watertight
structures. Structures that are not watertight or meet the requirements of ASTM
C-443 are not acceptable.
C. The forms, dimensions, concrete and construction methods shall be available for
inspection by the Engineer in advance of construction. The Engineer shall
reserve the right to inspect the facilities of the supplier.
D. Manholes shall have eight inches minimum wall thickness, and shall conform to
ASTM C478 for structures designed to support vehicles loadings, based on
ASSHTO H20.
E. Flexible gasket connectors for connecting pipes shall meet the requirements of
ASTM C-923-89 or latest revision, and are required in all manholes,
F. Lifting devices shall not penetrate the walls of the manholes.
1.2 RELATED WORK NOT INCLUDED
A. Section 02210: Excavation and Trenching.
1.3 SUBMITTALS
A. Submit to the Engineer, as provided in the General Conditions, shop drawing
showing details of construction, reinforcing, joints, openings, and all other
specified details.
1.4 INSPECTION
A. The quality of all materials, the process of manufacture, and the finished
sections shall be subject to inspection and approval by the Engineer or other
representative of the Owner. Such inspection may be made at the place of
manufacture, and/or at the site. Wherever possible, the precast sections shall
be inspected prior to unloading from the delivery truck and marked by the
inspector showing acceptance or rejection. However, discovery at any time of
failure to meet requirements of these specifications is cause for rejection.
Sections rejected after delivery to the job shall be marked for identification and
shall be removed from the job at once. All sections which are damaged after
delivery will be rejected; and, if already installed, shall be acceptably repaired, if
Carolina Internatto
02921.0003
Page 1
chool, Phase
ion 02
Concrete Manholes
April, 2004

permitted, or removed and replaced entirely at the Contractor's expense, as
determined by the Engineer.
C. All sections shall meet the manufacturing tolerance requirements of ASTM C478
or the following casting tolerances, whichever are more severe:
1. Wall Thickness ±3/8"
2, Inside Diameter ±3/8"
3. Outside Diameter ±1/2"
4. Height or Length ±3/8"
D. Piping openings shall meet the recommended tolerances of the individual
manufactured pipe to manhole connectors; however, the horizontal location shall
be within ±2 degrees of arc of that detailed on shop drawings.
E. At the time of inspection, the sections will be carefully examined for compliance
with ASTM C478 latest revision, these specifications and with the approved
manufacturer's drawings. All sections shall be inspected for general
appearance, dimension, "scratch -strength," blisters, cracks, roughness,
soundness, etc. The surface shall be dense and close -textured.
F. Imperfections may be repaired subject to the approval of the Engineer after
demonstration by the manufacturer that strong and permanent repairs result.
Repairs shall be carefully inspected before final approval. Cement mortar used
for repairs shall have a minimum compressive strength of 4,000 PSI at seven
days, and 5,000 PSI at 28 days. Epoxy mortar may be utilized for repairs subject
to the approval of the Engineer.
PART 2 — PRODUCTS
2.1 PRECAST CONCRETE SECTIONS
A. General: Except as modified in the specifications, manholes shall meet the
requirement of ASTM 0478, or most recent revision, Specification for Precast
Reinforced Concrete Manhole Sections. Cement shall meet the requirements of
ASTM C150-89, or most recent revision, Specification for Portland Cement, Type
IL Concrete shall have a compressive strength of 4,000 PSI. Minimum wall
thickness for manholes shall be eight inches," or 1/12 the inside manhole
diameter, whichever is greater. Sections shall be custom made with openings to
meet indicated pipe alignment conditions and invert elevations. Submit shop
drawings, consisting of manufacturer's standard details of various sections for
approval prior to manufacture, Drawings of individual manholes showing invert
elevations, pipe sizes and similar details are required. Manufacturer shall submit
concrete mix designs together with certified test results for the Engineer's review
prior to commencing manufacture.
Joints: Form joint contact surfaces with machined castings. Surfaces shall be
parallel, and the tongue equipped with a proper recess for the installation of a
rubber gasket. Gaskets shall meet the requirements of Specifications for Joint
Carolina International School, Phase I
02921 0003
Page 2
Section 02607 — Precast Concrete Manholes
April, 2004

for Circular Concrete Sewer and Culvert Pipe, Using Rubber Gaskets (ASTM C-
443). In addition to this rubber gasket joint, the installation contractor may, at his
own choice, add an exterior seal such as "Waterstop Rx," 'Adeka Ultra Seal:
"Cadilloc Sealing Bands," or approved equal.
C. Masonry for Grade Adjustment: Precast grade rings or brick shall be used for
final grade adjustment. Bricks shall be wetted prior to laying. Bricks shall be set
true to line with each coarse plumb. No mortar shall be used which has begun to
set. The grade rings or bricks used on manholes with fiberglass linings shall
also be protected in the same way.
D. Masonry
1 Brick: ASTM C32-73 or more recent revision, Specification for Sewer
and Manhole Brick (made from clay or shale). Sound, hard, and
uniformly burned, regular and uniform in shape and size of compact
texture. Grade MA.
2. Cement: Portland, ASTM C150-189 or most recent revisions,
Specification for Portland Cement, Type It.
E. Sand: Washed silica sand, ASTM C144, latest revision, Specification for
Aggregate for Masonry Mortar.
F. Invert Construction
1. Inverts: Form with Type II cement and sand mortar and brick to provide a
smooth flowing channel of similar shape and size of the sewer to which it
connects,
2. Straight Run Manholes: Shape inverts while manholes are under
construction. Cut off pipe at inside faces of manhole, and construct invert
to exact shape and size of pipe indicated.
Junction Manholes: Shape inverts while manholes are under
construction. Cut off pipe at inside faces or manhole and construct invert
to shape and size of pipe indicated: All inverts shall follow grades of
pipes entering manholes, Provide a true curve of the largest radius
possible for changes in direction of sewer and entering branch or
branches.
G. Manhole Frames and Lids: ASTM A48-74, or most recent revision, Specification
for Gray Iron Castings: All casting shall comply with Federal Specification QQ-T-
652. Cast in a true symmetrical pattern of tough, dense and even grained iron,
free from warping, scales, lumps, blisters, sand holes, or any defects of any kind.
Provide indented pattern lids with lettering as shown on the drawings. Machine
or grind frames and lids at touching surfaces to provide firm seats, and prevent
rocking. Remove and replace any set not matching perfectly. All frames and
covers shall be designed to withstand an HS20-44 wheel loading as defined by
AASHTO specifications.
Carolina International School, Phase I
02921,0003
Page 3
Section 02607 — Precast Concrete Manholes
April, 2004

H. Manhole Steps: Manholes shall be furnished with non -corrosive plastic
encapsulated No, 4 deformed steel rod steps. Steps shall be spaced at 16
inches on center one over the other: Steps whenever possible shall be
positioned over the inlet pipe.
2.2 LATERALS
A, Service Connections: Install types of connections shown on the drawings, or as
directed by the Engineer, Each connection location shall be accurately recorded
by station and offset method, and referenced from the center of the downstream
manhole. Furnish two copies of this record to the Engineer.
B. Service Assembly: Provide wye branch, six inch curve pipe, and clean -out pad
as shown on the drawings.
2.3 MANHOLE CONSTRUCTION
Precast Concrete Manhole Installation: Set precast concrete sections vertical and in
true alignment. Install rubber gasket in the previously set section,
A, The finished manhole shall not be out of plumb by more than 3/8-inch per ten
feet of height.
B. Any job or offset of wall surface each side of a joint shall not exceed 1/2-inch.
C. Variation in the joint width around the circumference of the manhole shall not
exceed 3/8-inch,
D. Grade Adjustment Construct brick masonry or set precast concrete grade rings
on top of manhole slabs, and precast concrete manhole cones to provide grade
adjustment in setting manhole frames:
E. Setting Manhole Frames: Set manhole frames and lids to conform accurately to
the finished ground or pavement as shown or as directed by the Engineer. Set
frames on manholes concentric with the masonry and in a full bed or mortar so
that the space between the top of the manhole masonry and the bottom flanges
of the frame will be completely filled and made watertight. Place a ring of mortar
around the outside of the bottom flange at least one inch thick, and pitched to
shed water away from the frame, Extend mortar to the outer edge of the
masonry and finished smooth and flush with the top of the flange.
2.4 TESTING
A. After each manhole is constructed to its finished height, and before backfilling,
each manhole shall be tested for watertightness in the following manner:
Plug pipe lines and perform vacuum test. Observing all recommended
safety measures, induce a backpressure of 5.0 PSI equivalent to 10: Hg
(mercury). The manhole assembly is considered satisfactory if the
vacuum loss is less than 1" Hg for the length of time listed in the following
table:
Carolina International School, Phase I
02921,0003
Page 4
Section 02607 — Precast Concrete Manholes
April, 2004

Depth (Feet) 4
Time of Test in Seconds
Manhole Diameter t
4 10
8 20
12 0
16 40
20 50
24 60
T
26
39
65
52
5 6.5
Note: Add 'T seconds for each additional 2'-0" of depth..
Failure td pass one of this tests requires the contractor to correct the
problems and retest. The Contractor will replace leaking gaskets and/or
concrete sections, and retest the completed manhole. No manhole will
be accepted without t u c full passing thitest.
END OF SECTION 0.607"
Carolina international School, Phase 1
02821.0003
Page
Section 02607 Precast Concrete Manholes
April, 2004

SECTION 02610 — RIP RAP
PART 1-- GENERAL
1.1 DESCRIPTION
A. This Section covers the furnishing and installation of plain and grouted rip rap in
accordance with these specifications and the contract drawings, or as directed by
the Engineer.
1.2 QUALITY ASSURANCE
A. Materials shall meet the requirements of Part 2 of these specifications, and shall
be acceptable to the Engineer.
PART 2 — MATERIALS
2A PLAIN RIP RAP
A, Stone for plan rip rap shall consist of field stone or rough quarry stone. The
stone shall be sound, tough, dense, resistant to the action of air and water, and
suitable in all other respects for the purposes intended. Where broken concrete
from demolished structures of pavement is available, it may be used in place of
stone provided that such use meets with the approval of the Engineer. However,
the use of broken concrete which contains reinforcing steel will not be permitted.
The stone or broken concrete shall be graded to meet the following requirements.
1. Class 1 Rip Rap
a. Stone shall vary in weight from 5 to 200 pounds. At least 30% of
the total weight of the rip rap shall be in individual pieces weighing
a minimum of 60 pounds each. Not more than 10%© of the total
weight of the rip rap may be in individual pieces weighing Tess than
15 pounds each.
2, Class 2 Rip Rap
a. Stone shall vary in weight from 25 to 250 pounds. At least 60%© of
the total weight of the rip rap shall be in individual pieces weighing
a minimum of 100 pounds each. Not more than 5% of the total.
weight of rip rap may be in individual pieces weighing less than 50
pounds each.
Class A Rip Rap
a. Stone shall vary in size from 2" to 6" in diary eter, A 10% tolerance
will be allowed on top and bottom sides,
. Grouted Rip Rap
a. Grouted rip rap shall be installed as indicated on the project
drawings. The rip rap shall be installed as provided in this section,
Carolina International School, Phase I
02921, 0003
Page 1
Section 02610 — Rip Rap
April, 2004

SECTION 11070 - DUPLEX GRINDER PUMP STATION
PART 1 — GENERAL
1.1 DESCRIPTION OF WORK
A. One (1) Duplex Grinder Pump Station shall be provided for the Carolina
International School to transport wastewater to the existing manhole that
discharges to the Highland Ridge Pump Station as shown on the contract
drawings.
B. The grinder pumps shall be explosion proof Class 1, Division 1, Group D and the
systems shall include a pump basin, grinder pump, and pump controls,
1.2 QUALITY ASSURANCE
A. The grinder pump stations shall be provided byle han ten manufacturer(1of
ypproven
ability
having similar units in service for a period
of not B, The system supplier shall maintain an inventory of replacement pumps, piping
and controls within 100 statute miles of the project location in Belmont, NC.
C. Available manufacturers„ subject to compliance with all of the requirements of
these specifications, shall include:
1. EF Myers Ashland, KY
2, Barnes Pumps — Mansfield, OH
3. Flygt Pumps - Trumbull, CT
(, Grinder pump, valves, and controls shall be supplied by a single distributor, who
shall assume single point responsibility for all components.
1.3 SUBMITTALS
A, Submit four (4) sets of shop drawings and detailed specifications for all systems
and equipment.
B. Submit four (4) sets of detailed O&M instructions,
PART 2 — PRODUCTS
2.1 PUMP BASIN
A. The pump basin and valve vault shall be constructed of concrete. The pump
station basin shall have a minimum internal diameter of 60 inches in diameter
and Fifteen (15) feet in depth. The basin shall be mass filled with concrete two
(2) feet in depth to provide the required weight to prevent floatation resulting in a
net internal depth of thirteen (13) feet. Each basin shall be capable of
withstanding 150% of the anticipated maximum pressure exerted by saturated
Carolina international School, Phase 1 Se #ion lt? 0 — Duplex Grinder Pu mppnStlet ons
02921.0003
Page 1

soil (120 lb/cf) at maximum bury depth. All station components shall fun tion
normally when exposed to these loadings.
2.2 BASIN COVERS
A. One-piece concrete basin cover shall be provided with hinged aluminum hatch
access door. The minimum opening shall be 24 inches by 42 inches as shown
on the plans. A gasket shall be installed an the upper flange of the basin to
provide a watertight seal against the cover.
2.3 GRIN ER PUMP
A. Pumping system design shall designate a specific pump requirement for each
grinder to be provided as a part of the low pressure wastewater system serving
Reflection Pointe. Individual lots shall incorporate either a standard or high head
grinder pump as shown on the plans.
B. The submersible grinder pumps shall be capable of meeting the following
performance requirements:
Standard Pumps
C. Materials
HEAD (TDEI)
65
FLOW (GPMI
50
1. The pumps shall be manufactured in the United States utilizing domestic
parts and components in its construction. The volute, seal plate, cord
cap, motor housing and impeller shall be constructed of high quality
ASTM Class 30 minimum cast iron. The pumps shall be painted with air-
dry enamel. All exposed hardware shall be 300 series stainless steel.
Discharge connection shall be a standard 2.5 inch NPT in the vertical
position.
2. The pump impeller shall be of the recessed, vortex design, The impeller
shall be of cast iron construction and machined for threading to the motor
shaft, The impeller shall be capable of being trimmed to meet specific
performance characteristics,
The pump shall have a two (2) bearing design consisting of an upper ball
bearing for the purpose of carrying the thrust loads, and lower ball
bearing to carry radial loads, Bali bearings shall be designed for 50,000
hours B-10 life,
4. The motor shaft shall be of 416 stainless steel.
D. Grinders
1, The grinder mechanisms shall consist of radial cutter threaded and
locked an the motor shaft by a screw, washer, and a shredding ring.
Carolina International School, Phase Section 11070 — Duplex Grinder Pump Stations
029210003
Page 2
April, 2004

Grinding shall be accomplished by a slicing action as opposed to a
chopping action. Both the shredding ring and radial cutter shall be
constructed of 440C stainless steel hardened to a minimum Rockwell
C55 and shall be finish ground for a fine cutting edge.
The grinder shall be placed immediately below the pumping elements and.
shall be direct -driven by a single, one-piece, stainless steel motor shaft.
The grinding assembly shall be balanced and operate without
objectionable noise or vibration over the entire range of recommended
pressures. The grinder shall be constructed so as to eliminate clogging
and jamming under all normal operating conditions including starting.
The grinder shall be capable of reducing all components in normal
domestic sewage, including a reasonable amount of "foreign objects",
such as paper, wood, plastic, glass, rubber and the like, to finely -divided
particles which will pass freely through the passages of the purnp and the
2.5" diameter discharge piping. The grinding mechanism must be
capable of handling reasonable amounts of grit, often found in domestic
sewage systems.
E. Electric Motor
1, The motor shall be squirrel -cage, induction type. Single phase motors
shall be of the capacitor start, capacitor run design, 230 volt, single
phase, 3 HP, 3450 RPM. Single phase motors shall be NEMA L Type.
The motor shall be constructed with open windings operating in a sealed
housing which contains clean dielectric oil for heat dissipation from the
windings and for lubrication of the bearings and seals. The stator
windings shall be the open type with Class F insulation rated for 155
degrees C maximum operating temperature.
2. Protection against excessive temperature shall be provided by a heat
sensor thermostat attached to the stator windings and connected in
series with the contactor coil in the control panel. The heat sensor shall
stop the motor if the motor winding temperature reaches 221 degrees F.
The high temperature shutoff will cause the pump to cease operation,
should a control failure cause the pump to run in a dry wet well. The
thermostat shall reset automatically when the motor cools to a safe
operating temperature,
Carolina International School, Phase 1
02921,000
Page 3
Section 11070 — duplex Grinder Pump Stations
April, 2004

F. Mechanical Seal
1. Motors shall be equipped with double mechanical shaft seals to prevent
leakage between the motor and pump, The seal assemblies shall consist
of two Type 21 oil -lubricated rotary shaft seals in an oil -filled chamber.
The materials of construction shall be carbon for the rotating faces and
ceramic for the stationary faces, lapped and polished to a tolerance of
one light band, with 300 stainless steel hardware, with all elastomer parts
of Buna-N.
2. The pump shall be equipped with a seal leak detection probe and
warning system. This shall be designed to alert maintenance personnel
of lower seal leakage without having to take the unit out of service for
inspection or requiring access for checking seal chamber oil level
consistency.
There shall be an electric probe or seal failure sensor installed in the seal
chamber between the two tandem mechanical seals. If the lower seal
leaks, contaminants which enter the seal chamber shall be detected by
the sensor and send a signal to operate the specified warning device.
G. Power Cord
Motor power cord shall be SOW/SOWA type 14 gauge, 5 conductor of a length
of 20 feet, Cable shall be provided with a green ground wire to be accordance
with local and national electric codes.
H. Cable Entry System
The cable entry system shall consist of the cable fastened by means of a cord
grip in the top of the pump. The top of the pump shall contain a waterproof
junction box which will provide space to connect the power cord to the motor
leads. The motor leads shall seal between the motor housing and junction box
by means of a rubber compression fitting around each wire.
2.4 BASIN DISCHARGE PACKAGES
A. Schedule 80 PVC discharge piping and fittings shall connect a pump disconnect
fitting to the outlet of each basin. Discharge pipe, fittings, valves and outlets
shall be sized at or above the size of the pump discharge connection. Each
basin outlet shall be constructed of cast iron with NPT threads and an integral
sealing flange for bolting to the basin. Stainless steel bolts and a sealing gasket
shall be included for each outlet. The pump discharge outlet shall be located 36"
from the top flange of the basin. The conduit outlet shall be located 18" from the
top flange of the basin.
2.5 SHUT-OFF VALVES
A. PVC true union ball type shut off valves with Teflon seats shall be furnished as
an integral part of each internal piping assembly. Art extension handle shall be
included with each shut off valve,
Carolina International School, Phase 1
02921.0003
Page 4
Section 11070 — Duplex Grinder Pump Stations
April, 2004

2,6 PUMP DISCONNECTS
A. The basins shall include a slide rail lift -out system for each of the two (2) pumps.
Each lift -out system shall consist of a cast iron discharge base, cast iron pump
carrier and sealing plate, steel pump guide plate, and cast iron elbow, All
exposed hardware shall be stainless steel,
1. Discharge elbow shall be 3,0" NPT and shall be integral to the base
assembly.
2. Sealing plate/Elbow has a female mating end and shall be threaded to
the pump with a stainless steel schedule 80 close nipple. An integral ball
check valve suitable for sewage shall be included in the pump carrier
assembly. A simple downward sliding motion of the pump and guide
plate on the guide rails shall cause the unit to be automatically connected
and sealed to the base. The open face of the sealing plate shall have
dovetailed groove machined into the face to hold a sealing 0-ring. The
0-ring shall provide a redundant leak -proof seal at all operating
pressures.
Two guide rail pipes shall be used to guide the pump from the surface to
the discharge base connection. The guide rails shall be 1.5" schedule 40
stainless steel pipes. The weight of the pump shall bear solely on the
discharge base and not on the guide rails, The guide rails shall be firmly
attached near the top of the basin interior with a stainless steel bracket.
4. An adequate length of stainless steel lifting chain shall be supplied for
removing the pump, The chain shall be of sufficient length and strength
for easy removal.
B. All basins shall include a stainless steel eye near the top of the basin interior to
serve as a rope or chain keeper.
2.7 INLET FITTING
A, A one-piece inlet fitting for 6-inch SCH 40 or SDR 35 plastic pipe shall be
shipped loose for field installation as required by the installation.
2.8 JUNCTION BOX
A, The junction box shall be constructed of structural plastic for corrosion resistance
and of adequate thickness to provide stability and mechanical strength. The
junction box shall have a fully gasketed cover that is held in place by four (4)
captive stainless steel screws with heads of adequate size so that they may
easily be installed and removed without the use of special tools, The heads of
the screws shall be totally encapsulated so that no metal parts are exposed. The
cover shall be fastened to the main body of the junction box by means of a totally
corrosion -resistant tether to prevent dropping the cover during service.
B. An adequate number of sealing -type cord grips shall be supplied for incoming
pump and level control cords. The cord grips shall be made Of non -corrosive
Carolina International School, Phase 1
02921.0003
Page 5
Section '11070 -- Duplex Grinder Pump Stations
April, 2004

material, such as PVC or nylon, and shall make an effective seal around the wire
jacket, The cord grips shall seal to the junction box with an 0-ring or gasket.
The junction box shall have a PVC solvent weld type conduit hub of adequate
size to accommodate the number of wires required for pump and level control
operation. The incoming wires shall be sealed by an external EY type seal -off
(supplied by others) so that condensation from the conduit or groundwater will
not enter the enclosure. The interior of the enclosure shall be of adequate size
to accommodate the wires and connections for pump and level control operation.
D. The wires running between the control panel and the junction box shall be color -
coded and fastened to the pump and level controls by means of adequately
sized and insulated twist lock or crimp connectors.
E. The junction box shall be explosion proof Class1, Division 1 designed to NEMA 7
standards,
2.9 LEVEL CONTROLS
A. Pump on, off and alarm levels shall be controlled by three (3) mercury tube float
switches Switches shall consist of a mercury tube switch sealed in a corrosion -
resistant polypropylene housing with a minimum of 18 gauge, 2-wire, SJOW/A
jacketed cable, The cable shall be of sufficient length to reach the junction box
with no splices. The level controls shall be suspended from a stainless steel
bracket located near the top of the basin interior so that adjustment or
replacement may be done without the use of any tools. Level controls shall be
UUCSA listed.
2.10 CONTROL PANEL
A. A NEMA 4X fiberglass control panel shall be furnished with each pumping unit to
be installed, as shown on the plans. The control panel enclosure shall be
molded of glass reinforced polyester resins which are chemically resistant to
corrosive atmospheres. The resin system shall be pigmented to impart a gray
color to the enclosure and be resistant to ultraviolet light. The resin system also
shall include a flame retardant to obtain a flammability rating which meets U.L.
94V-0, Heat distortion temperature shall be 350 degrees Fahrenheit. The
enclosure shall be of one-piece, weatherproof construction with smooth, rounded
corners and shall be constructed to have a smooth exterior and interior. The
enclosure shall be fitted with a closed cell neoprene gasketed cover. The
enclosure shall be provided with back panel mounting provisions:
The cover shall be hinged with a heavy-duty corrosion resistant stainless steel
piano hinge. The cover shall be lockable by means of two (2) high quality
combination stainless steel latches and padlock hasps. The enclosure shall be
provided with external mounting feet on the top and bottom of the enclosure.
These mounting feet shall be of fiberglass and molded as an integral part of the
enclosure. The back panel shall be a minimum of .080" aluminum and held in
place by four (4) #1O screws, which will mate to the four (4) threaded standoffs,
which are molded into the enclosure
—
Carolina inte
02921.0003
Page 6
ional School, Phase 1
Seciion 70 — Duplex Grinder Pump Stations
April, 2004

0. The panel shall include a double pole 20 amp main disconnect breaker, alarm
circuit fuse, control circuit fuse, I.E.C. rated motor contactor, Klixon overload,
pump hand -off -auto switches (momentary in the hand position), pump run lights,
seal leak lights, start and run capacitors, start relays, terminal blocks, ground lug
and all necessary wiring and brackets,
D. The control panel shall be fitted with a red lexan (polycarbonate) alarm light. The
light shall be approximately 3" high by 3-1/2" diameter. The globe shall be
mounted on top of the enclosure with a neoprene gasket. The lens cannot be
removed from the exterior of the enclosure. The lens may be removed by
entering the interior of the enclosure and removing four (4) #8 screws. The bulb
shall be 40 watt minimum high intensity -medium base type. The bulb shall be
easily replaced by removing a thumbscrew from the support bracket on the
interior of the panel. The alarm shall have a bright glow and flash during high
water conditions. The alarm light will go out when the water level drops. An
acknowledge alarm circuit (with buzzer) shall be provided to indicate an alarm
condition. The buzzer shall be energized by either the alarm float switch or the
alarm test switch and operate in conjunction with the alarm light, The buzzer
shall be weatherproof and be rated for 85 DB at 10 feet. There shall be an
exterior acknowledge switch that will silence the buzzer but allow the light to
remain flashing during an alarm condition,
E. A lightning arrestor shall be supplied in the control panel for each pump. The
arrestor shall protect the equipment from overvoltages caused by lightning
discharges. The arrestor shall be rated at 650 volts RMS L-G.
F. All internal wiring shall be neat and color -coded, Each wire shall be a different
color or stripe (except for ground), and all incoming wires shall terminate into a
box clamp type terminal block (except incoming power). All wires shall be 14GA.
Type TEW rated for 105 degrees Celsius, A schematic diagram (showing wire
color) shall be permanently fastened to the inside of the enclosure, An
installation and service manual shall also be included with each control panel.
G. The control panel shall be U.L. listed as an assembly.
PART 3 — EXECUTION
3.1 INSTALLATION
A. Installation of grinder pump systems shall be in strict accordance with the plans
andspecifications, and all applicable State and local codes.
3.2 WARRANTY
A. The grinder pump manufacturer shall offer a standard one (1) year warranty to
ensure that the pump station is free from defects in materials and/or
workmanship.
Carolina International School, Phase 1
02921.0003
Page 7
END OF SECTION 11070
Section 1 070 — Duplex Grinder Pump Stations
April, 2004