WQ0028552_Modification_20200511

Initial Review
INITIAL REVIEW
Reviewer
Thornburg, Nathaniel
Is this submittal an application?
(Excluding additional information.)*
r Yes r No
Is this a complete
application?*
Complete App Date
r Yes r No
05/11/2020
Project Number*
WQ0028552
Applicant/Permittee
Old North State Water Company LLC
Applicant/Permittee
4700 Homewood Ct, Suite 108, Raleigh, NC 27609-5732
Address
Is the owner in BIMS? Is the facility in BIMS?
r Yes r No r Yes r No
Owner Type
Facility Name Briar Chapel Development Reclaimed Water Generation, Conjunctive Reclaimed
Water Utilization, Non -Conjunctive Reclaimed Water Utilization and Wastewater
Irrigation System
County
Fee Category Fee Amount
Signature Authority
Signature Authority Title
Signature Authority Email
Document Type (if
non -application)
Email Notifications
Does this need review by the hydrogeologist?*
r Yes r No
Regional Office

CO Reviewer
Admin Reviewer
Below list any additional email address that need notification about a new project.
Email Address
Comments to be added to email notification
Comments for Kendall
Comments for RO
Comments for Reviewer
Comments for Applicant

Submitted Form
Project Contact Information
Rease provide information on the person to be contacted by NDB Staff regarding electronic subnittal, confirmation of receipt, and other issues.
........................................................................................................................................................................................................................................................................................................................................................................
Name * Mark Ashness
Email Address*
[e-mail]
Project Information
Submittal Type* r New Permit Application
r Renewal
r Annual Report
r Other
Permit Type * r Wastewater Irrigation
r Other Wastewater
r Closed -Loop Recycle
r Single -Family Residence
Wastewater Irrigation
Is a paper copy of the application being submitted?
r Yes r Nor N/A
Permit Number WQ0028552
currently has project
Applicant\Permittee * Old North State Water Company LLC
Phone Number*
9193678790
r Modification (Major or Minor)
r Additional Information
r Residual Annual Report
r High -Rate Infiltration
r Reclaimed Water
r Residuals
r Other
Applicant/Permittee 4700 Homewood Ct, Suite 108, Raleigh, NC 27609-5732
Address*
Facility Name * Briar Chapel Development Reclaimed Water Generation,
Conjunctive Reclaimed Water Utilization, Non -Conjunctive
Reclaimed Water Utilization and Wastewater Irrigation System
Please provide comments/notes on your current submittal below.
Conversion of Existing Irrigation Pond and Transmission Main from (Raw/Potable Water storage) to Reclaimed.
Please attach all information required or requested for this submittal to be review here.
Application Form Engineering Rans, Specifications, Calculations, Etc.)
605-39 Briar Chapel Maj Mod 05 06 2020 .pdf 64.12MB
upload only 1 RDF document. NL@iple documents must be combined into one RDF file.

For new and modification permit applications, a paper copy may be required. If you have any questions
about what is required, please contactthe reviewer or Tessa Monday. If a paper --polka*-ion is required,
be advised, applications accepted' far pre -review until both the paper and eIect-c-,i_ co1)ies nave been
received. The paper copy shall include the following:
o Application Form
o All relevant attachments (calcs, soils report, specs, etc.)
o One full-size engineering plan set
o One 11x17" engineering plan set
o One extra set of specifications
o Fee (if required)
MallinE address:
❑iuision of Water Resources1 Division of Water Resources
Non -Discharge Branch I Non -Discharge Branch
1617 Mail Service Center 1 Aft: Nathaniel Thornburg, 91° Floor, Cfice #942W
----------------------------------------------------------- -----------------------------------------
Raleih, NC 27699-1617 512 N. salisbury St.
Far questions or problems contact Tessa Monday [e-mail] or 919.707.3560.
* W By checking this box I acknowledge that I understand the application will not be accepted
for pre -review until the paper copy (if required) and fee (if required) have been received by
the Non -Discharge Branch. I also confirm that the uploaded document is a single PDF with
all parts of the application in correct order (as specified by the application).
Signature
,9:'k P AsOi4ess
Submission Date 5/6/2020

TO: NCDENR DWQ
512 North Salisbury Street, 6t" Floor
9t" Floor
Raleigh, INC 27909
ATTENTION: Tessa Monday
CE CROUP
301 GLENWOOD AVENUE, SUITE 220
RALEIGH, NC 27603
Phone: [phone]
E-Mail: mark(a)ceproupinc.com
Transmittal
DATE: 04/22/2020
PROJECT NO: 605-39
Briar Chapel Modification to Permit #WQ0028552
Reclaimed Quality Water Irrigation, Post Const.
Western Irrigation Pond and Transmission Line
Quantity
Drawing No.
Description
2
Set
Reuse Plans (1-Full Size and 1-Half Size) and Specifications (lSet)
1
Originals
RWPI 11-13 & RWNC 11-13 (Non -Conjunctive Utilization)
1
Copy
Cover Letter, Calculations and Project Summary
1
Copy
Site Map, FEMA Maps, Property Ownership Exhibit
1
Copy
Report of Subsurface Exploration & Geotechnical (Western Pond)(ECS)
1
Copy
NHP Report and NPH Exhibit
1
Copy
WSCAS 12-7
1
Copy
Existing Permit and Flow Reduction Approval
1
Copy
Western Pond Erosion Control Approval and Buffer Impact
1
Copy
Certificate of Public Convenience and Necessity & Operation and Maintenance Plan
1
CD
PDF of Submittal Information
2
Check#
1-Original and 1-Copy, $395.00
REMARKS Tessa, This is a modification to an existing permit.
Please let us know if you need any further information.
Thank You
CC: Mike Myers, Old North State
Water Company LLC
roup, Inc.
Signed
Mark 15. Ashness, PE

I

4

BRIAR CHAPEL
RECLAIMED QUALITY WATER IRRIGATION SYSTEM
MODIFICATION TO PERMIT # WQ0028552
(RECLAIMED QUALITY WATER IRRIGATION)
POST CONSTRUCTION WESTERN IRRIGATION POND
AND TRANSMISSION LINE
CHATHAM COUNTY, NORTH CAROLINA
March 2020
GENERAL CONSTRUCTION NOTES
" " OR OF ADoo AND A,00 AND GOOD
CONSTRUCT ON PRACTICES
2) T _LEASTHOURS ONE CALL
NG
3) A C4IO SHALL BE IN ACCORDANCE WITH STATE AND COUNTY
4) R ND TOPOGRAPHY WERE PROVIDED BY
ALL PEOP=MEEIGATION PIPE 3 AND BELOW SHALL BE A DI 2 1 CLASS
CLASS Zoo (C5 o) PDVCE(PU RPLE PIPE, PAN TONED MOVE SHALL BE DR 14
ESHOWNHARE oPoNDESNGNENMHoHNNMADAMSANDMoVELYTTH
AO AN(CROSSINGS)SHAL BE OVER THE IRRIGATION PIPING
WTHAMNIMUM OF1IESEPARATION GATI ON
(PARALLEL) SHALL HAVE A MINIMUM of 2 HOIDONTALSEPARATION
B) ALL 11 GATON P PING CROSS NG UNDER STORM DIANAGE P PINGSHALL
E (,) joN T of DUCTILE IRON PIPE CENTERED
U) ALLSTREETS ARE PUBLIC
o) IRRIGATION HEADS ARE TO BE LOCATED N MAINTAINED AREAS ONLY
„) WETTED AREAS ARE TO BE 100 (INN) FROM POTABLE WELLS
12) WETTED AREAS TVSO SETBACSHAL MEET SURFACE WATER
S) CON TRACTOR SHALL N STALL IDENTIFICATION TAPE OVER TOP OF ALL
REUSE
EDGAT
LINE
14) IDENT F CAT ON TAPE SHALL BE
BLACA LETTER NG ON PURPLE (P5A5ooNE522))IBACAGDoUN ATIATING
,5) A CNED
BELOW GRADEVAULTS WH CH SHALLBE LABELED AS
CAUToN
,6) IR
LA C CE SS
GO NTS WITH THEW D
„) o �N FROM FILES PROVIDED BY
MCILM
NORTH
sas Ul J
ti
�,
GO D IUCTED WWrPz,
POND
BRIAR
IRRIGATION CHAPEL
MAIN F101
WWTP To
PC �s
D
q `
VICINITY MAP
NOT TO 5COLE
(01,
CE GROUP
www.cegroupinc.com
License # C-1739
INDEX TO DRAWINGS
COVER SHEET
OVERALL LAYOUT PLAN / KEY MAP
POST CONSTRUCTED
DISTRIBUTION TO WESTERN IRRIGATION POND
POST CONSTRUCTED
WESTERN IRRIGATION POND PLAN
POST CONSTRUCTED
WESTERN IRRIGATION POND PROFILES
DETAILS
_3
4
NOTE
FINAL DESIGN
NOT RELEASED
FOR CONSTRUCTION

C0YERAL CONSTRUCTION NOTES
I I ALL CO —RUC ON AND MATER — ­L BE N ACCOR—CE � T H CONITRUCTION 1—TICE1
21 THE CONT—TOR ­LL CON—T NORTH ­0L NAONE CIL DI -1-
11 IL CONITRUCTION IHIL BE IN —OR—CE —H ITATE mD COUNTI RE �U RE MENT,
4) THE BO Y ­­D T010-1HY-RE IR—DED BY 'oHN R=R AM, NC
PROP-ED RR GAT o N p p E D BE ­ ­L BE — 2' C­
211 "C 'Lp R opoED RR GAT N p p E 4 D o'
L M � IH 'L BE DR 14
C-1 2111-1) — (PURPLE PIPE PANTONE 122)
_N � E B = oN DDE U NGDNEB Y IROoHUNN D = Em� DAND RUI YT' � E
CONTR t TOR ­LL F ELD I R Fy C OND T oN � p R o R To NT N G
Co N 'TRU CT ON M D N oT FY THE EN G NEER oF ANY D ICREP M C El
lL==o(CFR'0llNGl) IHIL BE OIR THE RRIG110N PIPING , IE-1— 1-1ER MD RRIG110N
TARILEL)IHIL HAIE A MINIMUM OF 2 HOR11ONT1 1EPAR110N
8) 'L RR GAT ON p P N G CRo"' RM D-N— P P NG ­L
BE Co N 'T RU C TED TH o =FR D�UTO
NE (I CT LE RoN P PE CENTERED
ON THE ITORM PIPE CRO11ING
1) IL ITREETI — PUBLIC
11) IRRIGATION H-1 — TO BE LOCIED IN MAINTAINED —Al ONLY
11) -TTED ­ ARE TO BE III (MIN) FROM POT—E ­1
12) -TTED lEl TO IETBAC11 IHIL MEET 1UR—E —TER RE.0 REMENT, N "A N_ 2U _'
13) CONT—TOR ­LL N­L DENT-1— TAPE OIR TOP OF IL REU'E RR GAT oN L�NE
14) IDENT F CAT ON —E ­L BE AT LE � 3 ­E D HAVE I T OR B_ LETTER NG oN PURPLE T m ToN '22) _m GRoUN 'TA NG
CAUToN RECLAMEDATER'o NoT DR N' 11) ILVAULTI ­0C ATED—H RECL—E—ATER IHILBE IN LO—D
B�LCOL­ERD­A­DTol�� CDHRINHIL BE ­ELED Al C.TION
P�LN�Y=�HCET=IORNEICTL�MEENDF'UAL�=IDED BY 1�) U
M-M—REEDDIED 1­114
NOTE NO IRRIGATION HEADS AND/OR
VALVES, ETC. SHALL BE PLACED
WITHIN THE DUKE POWER EASEMENT.
FINAL DESIGN
�s� NOT RELEASED
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NOTE NO IRRIGATION HEADS AND/OR 11 — C—TRUCT ON — MATER L �l �N —ORIANCE —
VALVES, ETC. SHALL BE PLACED 'l 111—D —1-00D
CoN'TRUC 11 THE CONTR=EC'ONTACT NOR
WITHIN THE DUKE POWER EASEMENT. AT 1 IN%111 11111 L—T 11 HOURI IRToRCAROTo ML 'A ONE CALL
D
1) IL CONITRUCTION IHALL �E I N ACCORDMCE — ITIE mD COUNTI RE_ REMENT,
1) THE —N-11URVEIAND TOI-RIHI-RE IR—DED 'oHNRMD_ NC
5) —'PROP,�EpD RpRoGA N E E,— l LVB L R o , TDoR PGpA E MD H E —L21ECD­l E R QM DPB E IHAL B R 1
PVC PE m 1) EXIT'N2GANCD"PR)OPO:DURUPNLDEEPRGROPUNDT=RElmDUTILITIEI
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NEER o­ YD 'CRE pm C E A,ND N oT:NYT='B o' G T p p CON =N 11 GI E R THE RR A ON NG
=LMELN)MHIoFRAVE A=oNO�2LHWOARTEIRNTNADL'IERPGVaTAoNN
8) — RR GAT ON P P NG CR— —RM D-NAGE P P N IH BE CoN'TRUCTED _ oNE �1=R
FDUCTLE RoNPPEC ENTGERED
ON THE ITORM PIPE CRO11ING
1) IL ITREETI ARE PUBLIC
RRIGIION HEADI IE TO BE LOCIE D I N MINTINED AREI ONLY
TTED A— — TO BE 111 IN) FROM POT—E WELLI
12) TTED AREI TO I TBIll IHI w RE.0 REME NT, N 1 �A N_ 2U �,Mj EET IUR—E IER
77� - 11) CONT—TOR IHIL INITIL IDENTIFICATION TIE OVER TOP OF IL
'E N IEHIL BE AT L—T I WIDE MD HAVE WHITE OR M 11) ID NT FTol
BL— LETTER NG ON PURPLE 1—TONE 522) —1 GROUND IT-NG
C.T ON RECLA MED WATER Do NOT DR_
O 15) �LV�LT���OCATED=,RHELLABMEELDWEALTEEDRA�,H�LBTENLOCIED
BELoWG_E V.LTW C N
RE—MED—TER DO NOT DR-
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po � Z = �HCET =1 ORNEICTL=U N LEWAPTREOR� D E D B Y l�) U
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FOR CONSTRUCTION

TECHNICAL SPECIFICATIONS
for Reclaimed Quality Reuse Irrigation
Post Construction of Western Irrigation Pond
and
Transmission Line
Chatham County, North Carolina
fin
April 9, 2020
■ S ■
■ 1 _
CE GROUP
301 GLENWOOD AVENUE, SUITE 220
RALEIGH, NC 27603
[phone] voice - (9 19) 322-0032 fax - email [e-mail]

TABLE OF CONTENTS
Pages
Section 01011
Existing Underground Utility Lines & Structures
1-2
Section 01560
Erosion and Sediment Control
1-3
Section 02110
Clearing, Excavating, Filling, and Grubbing
1-6
Section 02720
Storm Drainage
1 —
5
Section 03300
Cast Concrete
1 —
15
Irrigation Pump Station
Specification
1 -
18

EXISTING UNDERGROUND UTILITIES
SECTION 01011— EXISTING UNDERGROUND UTILITY LINES and STRUCTURES
PART 1 GENERAL
1.01
A. The Contractor is responsible to ascertain the location and type of underground utility lines or
structures that may be located within the limits of his work area. Some of these underground utilities
or structures have been designated on the plans, however, the exact location may vary and others may
not be designated. The contractor is, therefore, fully responsible for verification of the exact location
of all underground utility lines or structures within the work limits, whether shown on the plans or not,
and for providing necessary protection or repair if damaged.
1.02 Underground Damage Prevention Act
A. The contractor is directed to comply fully with the applicable provisions of Senate Bill 168
"Underground Damage Prevention Act" as passed by the General Assembly of the State of North
Carolina.
B. Listing of Utility Companies: The following utility companies may have facilities within the work
limits and it is recommended that the contractor establish coordination with each prior to initiating
work. There may be others not mentioned herein.
Carolina. Power & Light
Phone: [phone]
Larry Lenning
North Carolina. One -Call
1-800-632-4949
1.03 Request or existing Underground Utility line or Structure Location and Marking by Owners:
A. The contractor shall make a written request to facilitate utility owners in locating their facilities within
the limits of this contract at least 48 hours in advance of the day excavation or demolition work is
scheduled to begin. Location assistance is requested from the owner should include the actual
horizontal location, type number, size and depth of all lines. Some, but not all inclusive, cooperative
actions the contractor should take either, on or off the job site are as follows:
1. The contractor shall ascertain if the user desires to have his representative present during the work.
2. The contractor shall comply with all standard regulations and take all precautions required by the
owner of the facility.
3. All costs associated with locating and marking existing utilities shall be borne by the contractor.
4. The contractor shall inform all equipment operators, those employed by him or those employed by his
subcontractors, at the job site of information obtained from the owners prior to initiation of work.
Briar Chapel - Package H August 2018
Existing Underground Utility Lines and Structures 01011-1

EXISTING UNDERGROUND UTILITIES
The contractor shall immediately notify utility owner of any leaks or breaks, dents, gouges, grooves or
other damages to such line coating or cathodic protection created or discovered by him in the course
of the work.
6. The contractor must immediately alert the occupants of the adjacent premises of any emergencies that
he may create or discover at the work site.
1.04 Location and Protection of Utility Lines:
A. The location of all utilities shall be made with locating equipment well in advance of actual work.
The located facility shall be plainly marked by coded paint designations on the paved areas or by
coded stakes or flags along the unpaved areas. All marked locations are to be made at least 50 feet in
advance of all trench excavation and the location and utility protection provided by the contractor
must be to the satisfaction of the engineer at no extra cost. Further, the contractor shall uncover any
utility and obtain the utility elevation as required by the engineer at no additional cost. All damages to
existing utility facilities in the work area during trenching and installation of facilities for this contract
are the responsibility of the contractor and he shall repair or replace damaged lines to the satisfaction
of the utility owner at no extra cost to the Owner.
1.05 Protection of Existing Utilities and Facilities:
A. In the conducting of his operations, the Contractor shall take special precautions to protect equipment,
structures, utility lines, roadways and subsurfaces, and submerged and overhead facilities remaining in
place for damage or disturbed by his operations. In the event the facilities are disturbed, damaged or
injured as a result of the contractor operation, the contractor shall immediately notify the owner and in
conjunction with the owner determine the proper method of replacing, repairing or restoring the
affected facilities at least to the conditions which existed prior to the Contractor's operations. The
Contractor shall, at his own expense, replace, repair or restore the affected facilities or areas to their
original condition or shall reimburse the owner of said facilities for such expenses as the said owner
may accrue in performing the work.
B. Payment: No separate payment will be made for location of existing underground utility lines and
structures. All costs incurred by the contractor for this work should be included in the unit price or
lump sum price for the item of work to which it pertains.
END OF SECTION 01011
Briar Chapel - Package H August 2018
Existing Underground Utility Lines and Structures 01011-1

EROSION and SEDIMENTATION CONTROL
SECTION 01560 - EROSION AND SEDIMENTATION CONTROL
PART 1 GENERAL
1.01 General: The contractor shall be responsible for erosion and sedimentation control within the construction
limits; for prevention of sediment laden runoff leaving the construction limits or entering ditches, streams or
water impoundments; and for implementation of necessary erosion and sedimentation control measures to meet
the requirements of the North Carolina Department of Environment, Health, and Natural Resources and
Chatham County Soil and Erosion Control Ordinance. The contractor shall also be responsible for all
damages or lines resulting from erosion or sediment laden runoff in the execution of his contract.
1.02 Construction Sequence: While the use of erosion and sedimentation control devices is especially important
on areas of steep topography, easily erodible soils and sites in close proximity to water courses throughout the
construction period, the control measures should be installed prior to the commencement of land clearing and
shall be fully maintained and periodically inspected until final restoration and stabilization is completed.
Unrestored cleared areas shall be kept to a minimum. Disturbed areas ahead of construction shall only be
accomplished on those segments for the shortest practical distance as required for continual progress. Final
restoration shall not be delayed until completion of the project but will be carried out in phases as the
work proceeds. Under no circumstances will any areas be left denuded for more than (14) fourteen calendar
days, or shorter dependent upon local requirements, without some form of stabilization until final restoration is
complete.
1.03 Sedimentation Control Measures: The following are some of the sediment control devices or measures that
may be required to prevent sedimentation of streams, water courses, or drainage structures:
1. Earth berms and/or diversion and intercept ditches.
2. Skimmer sediment basins
3. Outlet dissipaters
4. Inlet protection
5. Silt fences - not to be placed in streams or ditches perpendicular to flow.
6. Check dams
7. Gravel construction exits
8. Temporary seeding and mulching
1.03.1 Detail Drawings: The locations of sedimentation and erosion control devices are shown on the plans or as
otherwise required by the regulating agency or the owner as work proceeds.
1.04 Stream Protection: Where construction activities are necessary in close proximity to streams, or wetlands as
regulated by the Army COE, they shall be performed in a manner that does not contribute to degradation or
blockage of the stream -flow. In order to prevent possible degradation or blockages, the contractor shall be
required to:
1. Keep all construction debris, excavated materials, brush, rocks, refuse and topsoil as far from these
waterways as possible. Restrict machinery operation near or in waterways to the extent necessary for
grading or construction of utility crossings. In no case shall any disturbance of soils occur in wetland
protection areas as identified upon the construction drawings.
2. If construction work areas are necessary in a waterway, they shall be protected as indicated on the
plans.
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EROSION and SEDIMENTATION CONTROL
If temporary roadways are essential for the construction activities, they shall be constructed of soils
which are non -erodible materials and must not span more than half way across the water course or
wetland area at any one time unless otherwise approved by the Engineer. These temporary roadways
shall be entirely removed as soon as their requirement is met. Work in these areas shall follow the
requirements of the Army Corp of Engineers, Division of Water Quality, or other plans as
applicable.
1.05 Construction Access: The travel of equipment to and from the construction areas shall be minimized not only
to protect areas that will not be denuded, but also to prevent the spreading of sediment within and outside of the
construction areas. Therefore, special construction equipment travel corridors will be established for this use
and instructions shall be issued for their use. Use of these corridors must be fully enforced. Other non -essential
traffic must be restricted or discouraged. Indiscriminate and convenience traffic shall not be allowed.
1.06 Stockpile/Borrow Areas: The contractor shall be responsible for creating and maintaining stockpile or borrow
areas which he may be required to complete the contract. He is also required to incorporate all necessary
sediment and erosion controls measures necessary to prevent erosion and contribution of sediment to adjacent
areas. The contractor is responsible for obtaining all necessary permits or approvals for borrow or spoil
areas outside the construction limits.
1.07 Disposal of Excess Water From Excavations: The contractor shall practice management of excess water
pumped from excavations to reduce the production and spreading of sediment. Pumped water shall be
discharged onto stabilized surfaces and allowed to filter through existing vegetation if possible, otherwise,
additional control measures may be necessary. If ditches are required to remove pumped water from
construction excavations, they shall be given the same consideration as any other man-made waterway and they
shall be stabilized as to not degrade and produce sediment.
1.08 Excavation and Backfdl: Excavation shall be closely controlled and all the material removed from the
excavation shall be selectively stockpiled in areas where a minimum of sediment will be generated and where
other damage will not result from the piled material.
Drainageways shall be protected at all times and the placement of material in drainageways for
convenience shall not be allowed. Backfilling operations shall be performed in such a manner that any
remaining trees are not damaged. Temporary repaving shall be placed promptly after backfill operations are
completed in improved areas.
1.09 Final Grading and Seeding: Final grading, topsoil re -spreading, seeding and/or sodding shall be performed as
specified in these specifications elsewhere. After the construction phase is complete, permanent vegetation of
the areas, that have been disturbed, shall be re-established as rapidly as possible. If the completion of the
construction activities does not coincide with a season in which permanent vegetation can be generated, an
interim or temporary program is required. This shall include soil conditioners and mulching as necessary for
soil stabilization. In any case, sediment and erosion controls shall be installed promptly and their maintenance
assured.
1.10 Approval: The approved Erosion Control Plan will be provided by the engineer. Any standard conditions
relating to soil erosion and sediment control issued to the contractor as a part of any permit shall be available at
the job site at all times.
1.12 Payment: Under the provisions of this contract, no separate payment will be made for any labor or materials
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Erosion and Sedimentation Control 01560-
2

EROSION and SEDIMENTATION CONTROL
necessary to provide for the restoration of erosion and sediment control during the construction project.
Payment will be included within the unit price or lump sum price for the particular item that requires its
restoration.
END OF SECTION 01560
Briar Chapel - Package H August 2018
Erosion and Sedimentation Control 01560-
3

CLEARING, EXCAVATING, FILLING, and GRADING
SECTION 02110 - CLEARING, EXCAVATING, FILLING, AND GRADING
PART 1 GENERAL
1.01 Utilities
A. Contact all utility companies prior to excavation.
B. Locate utilities by hand excavation and protect from damage.
C. If lines are encountered with were not previously identified, promptly insure that service is not
interrupted. Locate on as -built drawings.
D. Cooperate with Owner's Representative and utility companies in maintaining services. Do not
break utility connections without providing temporary services acceptable to Owner's
Representative and utility company.
E. Repair damages to existing utilities as directed by utility company or reimburse the utility for the
work done as required.
F. All abandoned sewer outlets shall be plugged with concrete at curb or pavement lines. Notify
Owner's Representative for verification inspection.
1.02 Explosives
Use of explosives will not be permitted unless approved in writing by Owner's Representative and
appropriate local authorities.
1.03 Protections
A. Protect structures, utilities, sidewalks, pavements, and other facilities indicated to remain from
damage. Protect adjacent properties as required.
B. Provide suitable barricades to open excavations and provides adequate warning lights.
C. Protect existing trees and vegetation which are to remain from physical damage. Do not store
materials or equipment within the drip line.
D. Provide bracing, shoring, and dewatering in excavations as required to maintain sides, to protect
adjacent structures from settlement, and to prevent injury to personnel, complying with local and
OSHA regulations. Maintain bracing and shoring until excavations are backfilled.
E. Do not interfere with normal traffic on roads, streets, walks, and other adjacent occupied or used
facilities. When working in the NCDOT right-of-way, adhere to all requirements as outlined upon
the encroachment and driveway permit.
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Clearing, Excavating, Filling, and Grading 02110-1

CLEARING, EXCAVATING, FILLING, and GRADING
F. Restore affected areas to the condition existing prior to the start of work, unless otherwise
directed.
G. Control air pollution, caused by dust and dirt, from becoming a nuisance to the public and
operations. Comply with governing regulations.
H. Burning of waste materials is not permitted. Burning of clearing materials is not allowed within
1200 feet of any residence. Upon authorization of the Owner burning of cleared material is
allowed provided all required local permits are obtained by the contractor and are adhered to.
1.04 Clearing
A. Unless directed otherwise by Owner's Representative, remove all obstructions interfering with
construction or operation to a minimum of 2' below grade and properly dispose of off site.
Clearing to include but not be limited to such items as trees, shrubs, buildings, pavement, and
foreign articles from the area bounded by all curb or pavement lines and all adjoining property
lines.
B. Strip all vegetation, top soil, and rubble from the construction area. At the request of Owner's
Representative, excess fill or excavated dirt may be saved for later use.
1.05 Excavation
A. General
Remove material encountered to obtain required subgrade elevations.
2. Keep excavations free from water.
3. Notify Owner's Representative at the completion of all excavation and allow inspection
of the excavation.
4. If unsatisfactory soil materials are encountered at design elevations, notify Owner's
Representative and continue excavation as directed. If conditions are not a result of
Contractor's negligence, additional excavation will be measured as directed by Owner's
Representative and paid for in accordance with contract conditions relative to changes in
the work.
5. If environmentally impacted soils and/or water are encountered, contact the Owner
Representative immediately.
B. Pavement Areas
Excavate areas to be paved to comply with cross -sections, elevations, and grades indicated.
C. Foundations
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Clearing, Excavating, Filling, and Grading 02110-2

CLEARING, EXCAVATING, FILLING, and GRADING
Excavate for structure to elevations and dimensions shown. Widen excavation a sufficient
distance to permit placing and removal of other work and for inspection. Trim bottom to required
lines and grades to provide solid base to receive concrete. Perform excavation adjacent to existing
supports or foundations carefully so as not to disturb existing foundations. Adequately support
adjacent structures where required. Owner's Representative to inspect the excavation before the
foundation is poured to determine if additional soil compaction is required. If no compaction is
required, place the foundation on undisturbed soil. Unauthorized excavations (remove of
materials beyond indicated subgrade elevations) may be filled with lean concrete or corrected by
extending the indicated bottom elevation of the footing to the lower elevation, acceptable to
Owner's Representative.
1.06 Compaction — General
A. Notify Owner's Representative to arrange professional services for testing of each lift of
fill/backfill materials and compaction. Lifts which are not tested may be required to be removed,
at the discretion of Owner's Representative, with no additional compensation to the Contractor.
The Modified Proctor Test (A.S.T.M. D1557, latest edition) shall be used to determine the
maximum density.
B. Unless indicated otherwise, compact each layer of backfill and fill soil materials and the top 12" of
subgrade for structures to 90% maximum density for cohesive soils and to 95% maximum density
for cohesionless soils. For compaction requirements under flexible pavement, refer to Section
02510.
C. Pond Embankment compaction to 90% maximum density for per ASTM D-1556..
D. Moisten or aerate each lift as necessary to permit compaction to the required density.
1.07 Backfill and Fill
A. General
1. Contact Project Geotechnical Engineer for concrete subgrade requirements and Division
for asphalt subgrade requirements.
2. Prepare ground surface to receive fill by removing vegetation, top soil, debris,
unsatisfactory soil materials, and obstructions. Scarify as required so that fill material
will bond with existing surface.
3. Use clean soil materials free of debris, organic matter, waste, frozen material, clay, rock,
or gravel larger than 2" in any dimension.
4. Contractor's fill source must be tested and approved prior to commencing work.
Owner's Representative must approve all backfill/fill material before it is placed.
5. Backfill excavations as promptly as work permits once required inspections have been
completed.
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Clearing, Excavating, Filling, and Grading 02110-3

CLEARING, EXCAVATING, FILLING, and GRADING
Unless indicated otherwise, place backfill and fill materials on dam in lifts not more than
8" in loose depth, compacting each lift to required maximum density. One test per lift for
every 5,000 SF.
Do not place materials on surface that are muddy, frozen, or contain ice or frost.
Refer to Project Geotechnical Engineer for pond liner placement requirements (attached
in Appendix "A")
1.08 Grading
A. Grade areas indicated, including adjacent transition areas, with uniform levels or slopes between
finish elevations. Shape surface of areas to within 0.10 feet above or below required subgrade
elevation, compacted as required.
B. Repair and re-establish grades in settled, eroded, rutted, or otherwise damaged areas.
PART 2 EXCAVATING, FILLING & GRADING
1. All sub -titles under this specification and Section 02720 Storm Drainage must comply with local and
OSHA regulations.
2. Utilities. Contractor shall contact utility companies prior to excavation. Locate utilities by hand
excavation and provide protection from damage. Cooperate with Owner's Representative and utility
companies in maintaining services. Do not break utility connections without providing temporary services
as acceptable to Owner's Representative. Repair damages to existing utilities as described by utility
company or reimburse the utility for work the utility has done.
3. Explosives. Use of explosives will not be permitted unless approved in writing by Owner's Representative
and appropriate local authorities.
4. Protections. Protection structures, utilities, sidewalks, pavements, and other facilities in areas of work.
Barricade open excavations and provide warning lights. Comply with governing safety regulations.
5. Provide bracing and shoring in excavations as required to maintain sides and to protect adjacent structures
from settlement. Maintain until excavations are backfilled.
6. Excavation. Remove and properly dispose of materials encountered to obtain required subgrade elevations,
including pavement, obstructions, underground structures, and utilities indicated to be removed.
7. Cut ground under pavements to comply with cross -sections, elevations, and grades indicated.
8. Excavate for structure to elevations and dimensions shown, extending excavation a sufficient distance to
permit placing and removal of other work and for inspection. Trim bottom to required lines and grades to
provide solid base to receive concrete.
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Clearing, Excavating, Filling, and Grading 02110-4

CLEARING, EXCAVATING, FILLING, and GRADING
Unauthorized excavations (removal of materials beyond indicated subgrade elevations) may be filled with
lean concrete, or corrected by extending the indicated bottom elevation of the footing of the lower
elevation, as acceptable to Owner's Representative.
10. If unsatisfactory soil materials are encountered at design elevations, continue excavation as directed by
Owner's Representative. If conditions are not a result of Contractor's negligence, additional excavation
will be measured as directed by Owner's Representative and paid for in accordance with contract
conditions relative to changes in the work.
11. Rock excavation consists of the removal and disposal of a formation that cannot be excavated
without
systematic drilling and blasting, except such materials that are classified as earth excavation.
Boulders larger than 1/2 cubic yard or more in volume shall be classified as rock. Typical of
materials
classified as rock are:
• "Rip" rock — all subsurface materials that cannot be excavated using pans / scrapers, loaders,
bulldozers, etc. and required pre -loosening with a bulldozer equipped with a single tooth ripper
having
a minimum bar pull rating of at least 56,000 pounds. (i.e. Caterpillar D-8K), or a Caterpillar 977
track
loader (or its equivalent to achieve excavation.
• Blast rock — all subsurface materials that cannot be excavated or pre -loosened with the above
described equipment or its equivalent and occupying an original volume of at least one cubic yard.
• Trench rock— all subsurface materials that cannot be excavated or pre -loosened with a track
mounted backhoe having a minimum bucket curling force rating of at least 25,500 pounds and
occupying an original volume of at least Y2 cubic yard.
The Contractor may provide a demonstration that materials encountered cannot be ripped with the
above
rated equipment and should be classified as rock.
The Contractor, at the A/E option, shall provide equipment specification data verifying the above
minimum
equipment will be used for the demonstration.
The Designer shall be the final judge as to what is to be classified as rock excavation.
Intermittent drilling or ripping performed to increase production and not necessary to permit
excavation of
material encountered will be classified as earth excavation.
12. Prepare ground surface to receive fill by removing vegetation, top soil, debris, unsatisfactory soil materials
and obstruction s. Scarify as required so that fill material will bond with existing surface.
13. Backfill excavations as promptly as work permits once any required inspections have been completed.
14. Backfill and Fill. Use clean soil materials free of. clay, rock or gravel larger than 2" in any dimension,
debris, vegetable matter, waste, and frozen materials.
15. Place backfill and fill materials in layers not more the 8" in loose depth, compacting each layer to required
maximum density. Do not place materials on surfaces that are muddy, frozen, or contain ice or frost.
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Clearing, Excavating, Filling, and Grading 02110-5

CLEARING, EXCAVATING, FILLING, and GRADING
16. If water conditions are encountered, Contractor shall either dewater hole as necessary to allow compaction
of fill or supply a fill material which is suitable and compactable for the given water and moisture
conditions. Any contract price adjustments must be authorized in writing by Owner's Representative prior
to proceeding.
17. Backfill requirements of underground tanks and piping — refer to Project Geotechnical Engineer.
18. Pavement Subbase Course — See applicable pavement divisions.
19. Compaction. Compact each layer of backfill and fill soil materials and the top 12" of subgrade for
structures, and slabs (excluding pavement slabs) to 90% maximum density for cohesive soils and 95% for
cohesionless soils. At lawns or unpaved areas, 85% maximum density for cohesive soils and 90% for
cohensionless soils based on a Modified Proctor Test. See Section 02520 for concrete subgrade
requirements and Section 02510, for asphalt subgrade requirements.
20. Sprinkle water on surface of subgrade or layers of soil materials where soil is too dry to permit compaction
to required density. Remove and replace, or scarify and air dry, soil material that is too wet to permit
compaction to required density.
21. Notify Owner's Representative to arrange with professional services for testing of fill/backfill materials and
compaction.
22. Grp. Grade areas indicated, including adjacent transition areas, with uniform levels or slopes between
finish elevations. Shape surface of areas to within 0.10 feet above or below required subgrade elevation,
compacted as required.
23. Maintenance. Repair and re-establish grades in settled, eroded, rutted, or otherwise damaged areas.
24. Disposal. Remove from site and properly dispose of excess excavated material, trash, debris and waste
material. Inert material may be wasted within the project limits as directed by the Owner.
END OF SECTION 02110
Briar Chapel - Package H August 2018
Clearing, Excavating, Filling, and Grading 02110-6

STORM DRAINAGE
SECTION 02720 - STORM DRAINAGE
PART 2 - GENERAL
1 RELATED DOCUMENTS
A. Drawings and general provisions of Contract, including General and Supplementary Conditions apply to
this Section.
2 SUMMARY
A. This Section includes storm sewerage system piping and appurtenances.
B. Related Sections: The following sections contain requirements that relate to this section:
1. Section 02110 "CLEARING, EXCAVATING, FILLING, GRADING" for excavation and
backfill required for storm sewerage system piping and structures.
3 SUBMITTALS
A. General: Submit the following in accordance with Conditions of Contract.
B. Product data for drainage piping specialties.
C. Shop drawings for precast concrete storm drainage manholes and Curb and drainage inlets, including
frames, covers, grates and steps. ( NCDOT approval stamp required)
4 QUALITY ASSURANCE
A. Materials and installation shall comply with these specifications and requirements of NCDOT
"Standard Specifications for Road and Structures dated January 2002".
5 PROJECT CONDITIONS
A. Site Information: Perform site survey, research public utility records, and verify existing utility
locations. Verify that storm sewerage system piping may be installed in compliance with original
design and referenced standards.
1. Locate existing natural drainage swales.
2. Verify protected wetland areas and leave undisturbed.
PART 3 - PRODUCTS
1. PIPE AND FITTINGS
A. Reinforced Concrete Sewer Pipe and Fittings: ASTM C 76, Class III, Wall B, for rubber gasket joints.
1. Gaskets: AASHTO M 198 751, Type B or ASTM C 443, installed in accordance with
manufacturer's recommendations.
2. Flared end sections shall be per ASTM C76 or AASHTO H 170 (for sections with toe wall)
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Storm Drainage 02720 - 1

STORM DRAINAGE
B. High Density Polyethylene Pipe (HDPE): AASHTO Designation M252 Type S, M294 Type S and
MP7-97 Type S, smooth interior/annular exterior. Only permitted when specifically indicated on
Drawings. Pipe shall be installed in accordance with pipe manufacturer's installation Guidelines for
Culvert Storm Drainage Applications.
Pipe Joints and fittings shall conform to AASHTO M252 and M294.
Acceptable manufacturers: Advanced Drainage Systems, Inc. "ADS N-12", HANCOR, INC. "Hi-Q", or
approved equal.
C. Polyvinyl Chloride (PVC) Pipe: ASTM D3034, rated SDR 35 (or ASTM 949 for Profile Pipe)
continually marked with manufacturer's name, pipe size, cell classification, SDR rating, and ASTM D
3034 classification. Only permitted when specifically indicated on Drawings.
1. Pipe joints: ASTM D 3212 using restrained gasket conforming to ASTM F477.
2. DRAINAGE STRUCTURES
A. Precast Concrete Catch Basins: ASTM C 478 or ASTM C 858, precast reinforced concrete, of depth
indicated. Sections shall have provision for rubber gasket joints. Base section slab shall have minimum
thickness of 6 inches, riser sections shall have minimum thickness of 4 inches, and top section and
grade rings shall match details as provide on the construction drawings.
B. Manholes: Conform to Section 02536.
C. Grates and Frame: Provide in accordance with details shown on Drawings.
Provide heavy duty grates, with maximum slot width of 1-1/8"
Acceptable Manufacturers:
a. Neenah Foundry.
b. East Jordan Iron Works.
c. Bass & Hays Foundry.
D. Cast -In -Place concrete for drainage structures including manholes, inlets, catch basins, collars, support
blocks, headwalls and paved ditches shall conform to ACI 301.
Compressive Strength: 3500 psi at 28 days.
Reinforcement: ASTM A615, grade 40 or 60 deformed reinforcing bars, and ASTM A185 for wire
fabric.
E. Cement Mortar used for paving inverts, filling lift holes, joints, patching and anchoring castings shall
consist of one part Portland cement, type I, ASTM C150, 1/4 part hydrated lime, ASTM C206 and 2-1/2
parts clean, well -graded sand and water free of suspended matter, alkali, and containing no industrial or
domestic waste.
3. CONCRETE AND REINFORCEMENT
A. Concrete: Portland cement mix, 3,000 psi.
Cement: ASTM C 150, Type II.
Fine Aggregate: ASTM C 33, sand.
Coarse Aggregate: ASTM C 33, crushed gravel.
Water: Potable.
B. Reinforcement: Steel conforming to the following:
Fabric: ASTM A 185, welded wire fabric, plain.
Reinforcement Bars: ASTM A 615, Grade 60, deformed.
PART 4 - EXECUTION
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Storm Drainage 02720 - 2

STORM DRAINAGE
PREPARATION OF FOUNDATION FOR BURIED STORM SEWERAGE SYSTEMS
A Grade trench bottom to provide a smooth, firm, stable, and rock -free foundation, throughout the length
of the pipe.
B. Remove unstable, soft, and unsuitable materials at the surface upon which pipes are to be laid, and
backFill with clean sand or pea gravel to indicated level.
C. Shape bottom of trench to fit bottom of pipe. Fill unevenness with tamped sand backfill. Dig bell holes
at each pipe joint to relieve the bells of all loads and to ensure continuous bearing of the pipe barrel on
the foundation.
2. INSTALLATION, GENERAL
A. General Locations and Arrangements: Drawings (plans and details) indicate the general location and
arrangement of the underground storm sewerage system piping. Location and arrangement of piping
layout take into account many design considerations. Install the piping as indicated, to the extent
practical.
B. Install piping beginning at low point of systems, true to grades and alignment indicated with unbroken
continuity of invert. Place bell ends of piping facing upstream. Install gaskets, seals, sleeves, and
couplings in accordance with manufacturer's recommendations for use of lubricants, cements, and other
installation requirements. Maintain swab or drag in line and pull past each joint as it is completed.
C. Use manholes or catch basins for changes in direction, except where a fitting is indicated. Use fittings
for branch connections, except where direct tap into existing sewer is indicated.
D. Use proper size increasers, reducers, and couplings, where different size or material of pipes and fittings
are connected. Reduction of the size of piping in the direction of flow is prohibited.
E. Extend storm sewerage system piping to connect to building storm drains, of sizes and in locations
indicated.
G. Joints:
1. Joints shall be constructed as described herein and in accordance with manufacturer's installation
instructions with the intent that they be made watertight.
2. For RCP, the joint surface shall be cleaned and washed with water, if necessary, before the joints
are made. For tongue and groove joints in smaller sizes, make joints butting the inside of the bell
with a cement mortar before joining. The inside joint shall be wiped clean of excess mortar by
brush or a squeegee drawn through the pipe as the laying operations progress. In the lager
diameters, which permit the entry of a man, annular space between pipe sections shall be
completely filled with mortar and finished off smooth with the inside surface of the pipe.
3. CSP shall be joined by standard corrugated connecting bands. Keep dirt or gravel out from
between the pipes and band so that corrugations fit snugly. While being tightened, the bands
shall be tapped with a mallet to take up slack and insure a tight joint.
4. PVC fittings shall be attached to the pipe by solvent welding according to the manufacturer's
recommendations.
3. DRAINAGE STRUCTURES — MANHOLES, CATCH BASINS, INLETS, AND JUNCTION
BOXES
A. Drainage structures shall be constructed in accordance with details shown on Drawings.
B. Precast Sections:
1. Pipe openings shall be aligned to that of the pipe entering and leaving the manhole, etc. Pipe
shall
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Storm Drainage 02720 - 3

STORM DRAINAGE
be properly aligned with connections to manholes, etc. as shown on the drawings.
C. Cast -In -Place sections shall be as shown on the drawings and in accordance with Section 03300.
1. Form bottom of excavation clean and smooth to correct elevation.
2. Form and place cast -in -place concrete base pad, with provision for storm sewer pipe to be placed
at proper elevation.
3. Form and place cast -in -place concrete walls, sleeved at proper elevation to receive storm sewer
pipe in accordance with details shown on Drawings.
D. Invert channels shall be smooth and accurately shaped to a semicircular bottom conforming to the inside
of the adjacent sewer section. Invert channels and structure bottoms shall be shaped with cement
mortar. Changes in size and grade of invert shall be made gradually and evenly. Changes in direction
of the sewer entering branch or branches shall have a true curve of as large a radius as the manhole will
permit.
E. Frames and Covers:
1. Frames and covers shall be set to the proper elevation. The frames shall be firmly embedded in
mortar approximately 1 inch thick and aligned to fit the top section of the structure.
2. Bricks set in mortar used to adjust the frame to finished grade shall be limited to no more than
four courses.
3. Adjustment rings used to make adjustments in grade shall be made with the initial ring embedded
in mortar and the exterior of the rings parged with mortar not less than 1/2 inch thick. No
adjustment made in this manner shall exceed 8 inches.
F. Concrete cradles shall be constructed as shown on the drawings and as needed when crossing over and
under sewer pipe or utility lines. Concrete shall be 3000 psi mix with a minimum thickness of 6 inches.
4. TAP CONNECTIONS
A. Make connections to existing piping and underground structures so that finished work will conform as
nearly as practicable to the requirements specified for new work.
B. Protect existing piping and structures to prevent concrete or debris from entering while making tap
connections. Remove debris, concrete, or other extraneous material that may accumulate.
FIELD QUALITY CONTROL
A. Testing: Perform testing of completed piping in accordance with local authorities having jurisdiction.
B. Cleaning: Clear interior of piping and structures of dirt and other superfluous material as work
progresses. Maintain swab or drag in piping and pull past each joint as it is completed.
In large, accessible piping, brushes and brooms may be used for cleaning.
Place plugs in ends of uncompleted pipe at end of day or whenever work stops.
Flush piping between manholes, if required by local authority, to remove collected debris.
C. Interior Inspection: Inspect piping to determine whether line displacement or other damage has
occurred.
Make inspections after pipe between manholes and manhole locations has been installed and
approximately 2 feet of backfill is in place, and again at completion of project.
If inspection indicates poor alignment, debris, displaced pipe, infiltration, or other defects,
correct such defects and reinspect.
END OF SECTION 02720
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CAST -IN -PLACE CONCRETE
SECTION 03300 - CAST -IN -PLACE CONCRETE
PART 1 GENERAL:
1.1 RELATED DOCUMENTS
1.1.1 Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 1 Specification Sections, apply to this Section.
1.2 SUMMARY
1.2.1 This Section specifies cast -in place concrete, including formwork, reinforcing, mix design,
placement procedures, and finishes.
1.2.2 Cast -in place concrete includes the following:
a. Foundations and footings.
b. Slabs -on -ground.
c. Foundation walls.
d. Load -bearing building walls.
e. Equipment pads and bases.
1.3 QUALITY ASSURANCE
1.3.1 Codes and Standards: Comply with provisions of the following codes, specifications, and
standards, except where more stringent requirements are shown or specified:
a. American Concrete Institute (ACI) 301, "Specifications for Structural Concrete for
Buildings."
b. ACI 318, `Building Code Requirements for Reinforced Concrete."
C. Concrete Reinforcing Steel Institute (CRSI) "Manual of Standard Practice."
d. ACI SP-15, "Field Reference Manual", provide copy in field office.
C. ACI SP-66, "Detailing Manual for Reinforced Concrete."
f. ACI 117, "Standard Tolerances for Concrete Construction and Materials."
g. ACI 302, "Guide for Concrete Floor and Slab Construction."
h. ACI 304, "Measuring, Mixing, Transporting and Placing Concrete."
i. ACI 305, "Hot Weather Concreting."
j. ACI 306, "Cold Weather Concreting."
k. ACI 308, "Standard Practice for Curing Concrete."
1. ACI 309, "Recommended Practice for Consolidating Concrete."
in. ACI 311, "Recommended Practice for Building Concrete Inspection."
n. ACI 347, "Recommended Practice for Concrete Formwork"
1.3.2 Inspection and Testing: Owner will employ, at his expense, and Independent Testing Laboratory
(ITL) to perform quality assurance program which will include testing described in the Quality
Control Testing During Construction paragraph in this Section.
1.3.3 Materials and installed work may require testing and retesting at any time during progress of
Work. Tests, including retesting of rejected materials for installed Work, shall be performed at the
Contractor's expense.
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Part 2 Products:
2.1 FORM MATERIALS
2.1.1 Forms for Exposed Finish Concrete: Plywood, metal, metal -framed plywood faced, or other
acceptable panel -type materials to provide continuous, straight, smooth, exposed surfaces. Furnish
in largest practicable sizes to minimize number of joints and to conform to joint system shown on
drawings.
a. Use plywood complying with U.S. Product Standard PS-1 `B-B (Concrete Form)
Plywood, "Class 1, Exterior Grade or better, mill -oiled and edge -sealed, with each piece
bearing legible inspection trademark.
2.1.2 Forms for Unexposed Finish Concrete: Plywood, lumber, metal, or another acceptable material.
Provide lumber dresssed on at least two edges and one side for tight fit.
2.1.3 Carton Forms: Biodegradable paper surface, treated for moisture -resistance, structurally sufficient
to support weight of plastic concrete and other superimposed loads.
2.1.4 Form Release Agent: Provide commercial formulation form release agent with a maximum of 350
mg/1 volatile organic compounds (VOC's) that will not bond with, stain, or adversely affect
concrete surfaces and will not impair subsequent treatments of concrete surfaces.
2.1.5 Form Ties: Factory -fabricated, adjustable -length, removable or snap -off metal form ties designed to
prevent form deflection and to prevent spalling of concrete upon removal. Provide units that will
leave no metal closer than 1-1/2 inches to the plane of the exposed concrete surface.
a. Provide ties that, when removed, will leave holes not larger than 1 inch in diameter in the
concrete surface.
2.2 REINFORCING MATERIALS
2.2.1 Reinforcing Bars: ASTM A 615, Grade 60, deformed.
2.2.2 Welded Wire Fabric: ASTM A 185, welded steel wire fabric.
2.2.3 Supports for Reinforcement: Bolsters, chairs, spacers, and other devices for spacing, supporting,
and fastening reinforcing bars and welded wire fabric in place. Use wire bar -type supports complying with
CRSI specifications:
a. For slabs -on -ground, use supports with sand plates or horizontal runners where base
material will not support chair legs.
For exposed -to -view concrete surfaces where legs of supports are in contact with forms,
provide supports with legs that are protected by plastic (CRSI, Class I).
2.2.4 Fiber -reinforced Conrete: See Section 03240-Fibrous Reinforcing
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2.3 CONCRETE MATERIALS
2.3.1 Portland Cement: ASTM C 150, Type 1.
2.3.2 Fly Ash: ASTM C 618, Type F.
2.3.3 Normal -Weight Aggregrates: ASTM C 33 and as specified. Provide aggregates from a single
source for exposed concrete, if any.
a. For exposed exterior surfaces, do not use fine or coarse aggregrates that contain
substances that cause spalling.
b. Local aggregrates not complying with ASTM C 33 that have been shown to produce
concrete of adequate strength and durability by special tests or actual service may be used
when acceptable to Owner.
2.3.4 Lightweight Aggregates: ASTM C 330.
2.3.5 Water: Potable.
2.3.6 Admixtures, General: Calcium chloride, thiocyanates or any admixtures containing more than 0.05
percent chloride ions are not permitted.
2.3.7 Air -Entraining Admixture: ASTM C 260, certified by manufacturer to be compatible with other
required admixtures.
a. Products: Subject to compliance with requirements, provide one of the following:
1. Darex AEA or Daravair, W.R. Grace & Co.
2. MB-VR or Micro -Air, Master Builders, Inc.
3. Sika AER, Sika Corp.
2.3.8 Water -Reducing Admixture: ASTM C 494, Type A.
a. Products: Subject to compliance with the requirements, provide one of the following:
1. WRDA, W.R. Grace & Co.
2. Pozzolith Normal or Polyheed, Master Builders, Inc.
3. Plastocrete 161, Sika Corp.
2.3.9 High -Range Water -Reducing Admixture: ASTM C 494, Type F or Type G.
a. Products: Subject to compliance with requirements, provide one of the following:
1. WRDA 19 or Daracem, W.R. Grace & Co.
2. Rheobuild or Polyhead, Master Builders, Inc.
3. Sikament 300, Sika Corp.
2.3.10 Water -Reducing, Accelerating Admixture: ASTM C 494, Type E.
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a. Products: Subject to compliance with requirements, provide one of the following:
1. Accelguard 80, Euclid Chemical Co.
2. Daraset, W.R. Grace & Co.
3. Pozzutec 20, Master Builders, Inc.
2.3.11 Water -Reducing, Retarding Admixture: ASTM C 494, Type D.
a. Products: Subject to compliance with requirements, provide one of the following:
1. Daratard-17, W.R. Grace & Co.
2. Pozzolith R., Master Builders, Inc.
3. Plastiment, Sika Corporation.
2.4 RELATED MATERIALS
2.4.1 Reglets: where sheet flashing or bituminous membranes are terminated in reglets, provide reglets of
not less than 0.0217-inch-thick (26-gage) galvanized sheet steel. Fill reglet or cover face opening
to prevent intrusion of concrete or debris.
2.4.2 Dovetail Anchor Slots: Hot -dip galvanized sheet steel, not less than 0.0336 inch thick (22 gage)
with bent tab anchors. Fill slot with temporary filler or cover face opening to prevent intrusion of
concrete or debris.
2.4.3 Waterstops: Provide flat, dumbbell -type or centerbulb-type waterstops at constructions joints and
other joints as indicated. Size to suit joints.
2.4.4 Rubber Waterstops: Corps of Engineers CRD-C 51.
a. Manufacturers: Subject to compliance with requirements, provide products of one of the
following:
1. The Burke Co.
2. Progress Unlimited.
3. Williams Products, Inc.
2.4.5 Polyvinyl Chloride Waterstops: Corps of Engineers CRD-C 572.
a. Manufactures: Subject to compliance with requirements, provide products of one of the
following:
1. The Burke Co.
2. Greenstreak Plastic Products Co.
3. Vinylex Corp.
2.4.6 Sand Cushion: Clean, manufactured or natural sand.
2.4.7 Vapor Barrier: Provide vapor barrier that is resistant to deterioration when tested according to
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ASTM E 154, as follows:
a. Polyethylene sheet not less than 8 mils thick.
2.4.8 Absorptive Cover: Burlap cloth made from jute of kenaf, weighing approximately 9 oz. per sq. yd.,
complying with AASHTO M 182, Class 2.
2.4.9 Moisture -Retaining Cover: One of the following, complying with ASTM C 171.
a. Waterproof paper.
b. Polyethylene film.
C. Polyethylene -coated burlap.
2.4.10 Underlayment Compound: Free -flowing, self -leveling, pumpable, cement -based compound for
applications form 1 inch thick to feathered edges.
a. Products: Subject to compliance with requirements, provide one of the following:
1. Gyp -Crete, Gyp -Crete Corp.
2. Underlayment 110, Master Builders, Inc.
3. Thoro Underlayment Self -Leveling, Thoro System Products.
2.4.11 Bonding Agent: Polyvinyl acetate or acrylic base. Products: Subject to compliance with
requirements, provide one of the following:
a. Polyvinyl Acetate
1. Euco Weld, Euclid Chemical Co.
2. Everweld, L&M Construction Chemicals, Inc.
3. Ready Bond, Symons Corp.
b. Acrylic or Styrene Butadiene:
1. Acrylic Bondcrete, The Burke Co.
2. Everbond, L&M Construction Chemicals, Inc.
3. Strong Bond, Symons Corp.
2.4.12 Epoxy Adhesive: ASTM C 881, two -component material suitable for use on dry or dam surfaces.
Provide material type, grade, and class to suit Project requirements.
a. Products: Subject to compliance with requirements, provide one of the following:
1. Burke Epoxy M.V., The Burke Co.
2. Epabond, L&M Construction Chemicals, Inc.
3. R-600 Series, Symons Corp.
2.5 PROPORTIONING AND DESIGNING MIXES
2.5.1 Prepare design mixes for each type of and strength of concrete by either laboratory trial batch or
field experience methods as specified in ACI 301. For the trial batch method, use an independent
testing agency.
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a. Limit use of fly ash to not exceed 25 percent of cement content by weight.
2.5.2 Water -Cement Ratio: Provide concrete for following conditions with maximum water -cement
(W/C) ratios as follows:
a. Subject to freezing and thawing: W/C 0.45.
2.5.3 Slump Limits: Proportion and design mixes to result in convrete slump at point of placement as
follows:
a. Ramps, slabs, and sloping surfaces: Not more than 3 inches.
b. Reinforced foundation systems: Not less than 1 inch and not more than 3 inches.
c. Concrete containing high -range water -reducing admixutre (superplasticizer): Not more
than 8 inches after adding admixture to site -verified 2-to 3-inch slump concrete.
d. Other concrete: Not more than 4 inches.
2.6 ADMIXTURES
2.6.1 Use water -reducing admixture of high -range water -reducing admixture (superplasticizer) in
concrete, as required, for placement and workability.
2.6.2 Use accelerating admixture in concrete slabs placed at ambient temperatures below 50 deg F (10
deg Q.
2.6.3 Use high -range water -reducing admixture in pumped concrete, concrete for heav-use industrial
slabs, architectural concrete, parking structure slabs, concrete required to be watertight, and
concrete with water -cement ratios below 0.50.
2.6.4 Use air -entraining admixture in exterior exposed concrete unless otherwise indicated. Add air -
entraining admixture at manufacturer's prescribed rate to result in concrete at point of placement
having total air content with a tolerance of plus or minus 1-1/2 percent within the following limits:
a. Concrete structures and slabs exposed to freezing and thawing, deicer chemicals, or
hydraulic pressure:
1. 4.5 percent (moderate exposure) for 1-1/2 inch maximum aggregrate.
2. 4.5 percent (moderate exposure) for 1-inch maximum aggregrate.
3. 5.0 percent (moderate exposure) for 3/4-inch maximum aggregrate.
4. 5.5 percent (moderate exposure) for''/2-inch maximum aggregrate.
b. Other concrete not exposed to freezing, thawing, or hydraulic pressure, or to receive a
surface hardener: 2 to 4 percent air.
2.6.5 Use admixtures for water reduction and set accelerating or retarding in strict compliance with
manufacturer's directions.
Part 3 Execution
3.1 GENERAL
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3.1.1 Coordinate the installation of joint materials, vapor retarder/barrier, and other related material with
placement of forms and reinforcing steel.
3.2 FORMS
3.2.1 General: Design, erect, support, brace, and maintain formwork to support vertical, lateral, static,
and dynamic loads that might be applied until concrete structure can support such loads. Construct
formwork so concrete member and structures are of correct size and shape, alignment, elevation,
and position. Maintain formwork construction tolerances and surface irregularities complying with
the following ACI 347 limits:
a. Provide Class A tolerances for concrete surfaces exposed to view.
b. Provide Class C tolerances for other concrete surfaces.
3.2.2 Construct forms to sizes, shapes, lines, and dimensions shown and to obtain accurate alignment,
location, grades, level, and plumb work in finished structures. Provide for openings, offsets,
sinkages, keyways, recesses, moldings, rustications, reglets, chamfers, blocking, screeds,
bulkheads, anchorages, and inserts, and other features required in Work. Use selected materials to
obtain required finishes. Solidly butt joints and provide backup at joints to prevent cement paste
from leaking.
3.2.3 Fabricate forms for easy removal without hammering or prying against concrete surfaces. Provide
crush plates or wrecking plates where stripping may damage cast concrete surfaces. Provide top
forms for inclined surfaces where slopes is too steep to place concrete with bottom forms only.
Kerf wood inserts for forming keyways, reglets, recesses, and the like for easy removal.
3.2.4 Provide temporary openings for clean -outs and inspections where interior area of formwork is
inaccessible before and during concrete placement. Securely brace temporary openings and set
tightly to forms to prevent losing concrete mortar. Locate temporary openings in forms at
inconspicuous locations.
3.2.5 Chamfer exposed comers and edges as indicated, using wood, metal, PVD, or rubber chamfer strips
fabricated to produce uniform smooth lines and tight edge joints.
3.2.6 Provisions for Other Trades: Provide openings in concrete formwork to accommodate work of
other trades. Determine size and location of openings, recesses, and chases from trades providing
such items. Accurately place and securely support items built into forms.
3.2.7 Cleaning and Tightening: Thoroughly clean forms and adjacent surfaces to receive concrete.
Remove chips, wood, sawdust, dirt, or other debris just before placing concrete. Retighten forms
and bracing before placing concrete, as required, to prevent mortar leaks and maintain proper
alignment.
3.3 VAPOR BARRIER INSTALLATION
3.3.1 General: Place vapor barrier sheeting in position with longest dimension parallel with direction of
pour.
3.3.2 Lap joints 6 inches and seal with manufacturer's recommended mastic or pressure -sensitive tape.
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3.4 PLACING REINFORCEMENT
3.4.1 General: Comply with Concrete Reinforcing Steel Institute's recommended practice for "Placing
Reinforcing Bars," for details and methods of reinforcement placement and supports and as
specified.
a. Avoiding cutting or puncturing vapor retarder/barrier during reinforcement placement
and concreting operations. Repair damages before placing concrete.
3.4.2 Clean reinfocement of loose rust and mill scale, earth, ice, and other materials that reduce or
destroy bond with concrete.
3.4.3 Accurately position, support, and secure reinforcement against displacement. Locate and support
reinforcing by metal chairs, runners, bolsters, spacers, and hangers, as approved by Owner.
3.4.4 Place reinforcement to maintain minimum coverages as indicated for concrete protection. Arrange,
space, and securely tie bars and bar supports to hold reinforcement in position during concrete
placement operations. Set wire ties so ends are directed into concrete, not toward exposed concrete
surfaces.
3.4.5 Install welded wire fabric in lengths as long as practicable. Lap adjoining pieces at least one full
mesh and lace splices with wire. Offset laps of adjoining widths to prevent continuous laps in
either direction.
3.5 JOINTS
3.5.1 Construction Joints: Locate and install construction joints so they do not impair strength or
appearance of the structure, as acceptable to Owner.
3.5.2 Provide keyways at least 1-1/2 inches deep in construction joints in walls and slabs and between
walls and footings. Bulkheads designed and accepted for this purpose may be used for slabs.
3.5.3 Place construction joints perpendicular to main reinforcement. Continue reinforcement across
construction joints except as indicated otherwise. Do not continue reinforcement through sides of
strip placements.
3.5.4 Use bonding agent on existing concrete surfaces that will be joined with fresh concrete.
3.5.5 Expansion/Isolation Joints in Slabs -on -Grade: Construct expansion/isolation joints in slabs -on -
grade at locations shown on the drawings. Joints shall be a minimum of inch wide and extend to
the full depth of concrete.
a. Joint fillers and sealants are specified in Division 7 Section "Joint Sealers."
3.5.6 Contraction (Control) Joints in Slabs -on -Grade: Construct contraction joints in slabs -on -grade to
form panels of patterns as shown on drawings. Use saw cuts 1/8 inch wide by one-fourth of slab
depth or inserts 1/4 wide by one-fourth slab depth, unless otherwise indicated.
a. Form contraction joints by inserting premolded plastic, hardboard, or fiberboard strip into
fresh concrete until top surface of strip is flush with slab surface. Tool slab edges round
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on each side of insert. After concrete has cured, remove inserts and clean groove of
loosed debris.
b. Contraction joints in unexposed floor slabs may be formed by saw cuts as soon as
possible after slab finishing as may be safely done without dislodging aggregate.l
C. Sawcut joints shall be straight and true -to -line.
d. Joint fillers and sealants are specified in Division 7 Section "Joint Sealants."
3.5.7 Crack Isolation Fabric: Install over all contraction and control joints in concrete slabs, where
ceramic or quarry tile are to be installed. Crack isolation fabric shall be 2'-0" wide, centered over
the joints in the slab.
3.6 INSTALLING EMBEDDED ITEMS
3.6.1 General: Set and build into formwork anchorage devices and other embedded items required for
other work that is attached to or supported by cast -in -place concrete. Use setting drawings,
diagrams, instructions, and directions provided by suppliers of items to be attached.
3.6.2 Install reglets to receive top edge of foundation sheet waterproofing and to receive through -wall
flashings in outer face of concrete frame at exterior walls, where flashing is shown at lintels,
relieving angles, and other conditions.
3.6.3 Forms for Slabs: Set edge forms, bulkheads, and intermediate screed strips for slabs to achieve
required elevations and contours in finished surfaces. Provide and secure units to support screed
strips using strike -off templates or compacting -type screeds.
3.7 PREPARING FORM SURFACES
3.7.1 General: Coat contact surfaces of forms with an approved, nonresidual, low-VOC, form -coating
compound before placing reinforcement.
3.7.2 Do not allow excess form -coating material to accumulate in forms or come into contact with in -
place concrete surfaces against which fresh concrete will be placed. Apply according to
manufacturer's instructions.
a. Coat steel forms with a nonstaining, rust -preventative material. Rust -stained steel
formwork is not acceptable.
3.8 CONCRETE PLACEMENT
3.8.1 Inspection: Before placing concrete, inspect and complete formwork installation, reinforcing steel,
and items to be embedded or cast in. Notify other trades to permit installation of their work.
3.8.2 General: Comply with ACI 304, "Guide for Measuring, Mixing, Transporting, and Placing
Concrete," and as specified.
3.8.3 Deposit concrete continuously or in layers of such thickness that no noew concrete will be placed
on concrete that has hardened sufficiently to cause seams or planes of weakness. If a section cannot
be placed continuously, provide construction joints as specified. Deposit concrete to avoid
segregation at is final location.
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3.8.4 Placing Concrete in Forms: Deposit concrete in forms in horizontal layers no deeper than 24 inches
and in a manner to avoid inclined construction joints. Where placement consists of several layers,
place each layer while preceding layer is still plastic to avoid cold joints.
a. Consolidate placed concrete by mechanical vibrating equipment supplemented by hand -
spading, rodding, or tamping. Use equipment and procedures for consolidation of
concrete complying with ACI 309.
b. Do not use vibrators to transport concrete inside forms. Insert and withdraw vibrators
vertically at uniformly spaced locations no farther than the visible effectiveness for the
machine. Place vibrators to rapidly penetrate placed layer and at least 6 inches into
preceding layer. Do not insert vibrators into lower layers of concrete that have begun to
set. At each insertion, limit duration of vibration to time necessary to consolidate
concrete and complete embedment of reinforcement and other embedded items without
causing mix to segregate.
3.8.5 Placing Concrete Slabs: Deposit and consolidate concrete slabs in a continuous operation, within
limits of construction joints, until completing placement of a panel or section.
a. Consolidate concrete during placement operations so that concrete is thoroughly worked
around reinforcement, other embedded items and into comers.
b. Bring slab surfaces to correct level with a straightedge and strike off. Use bull floats or
darbies to smooth surface free of humps or hollows. Do not disturb slab surfaces prior to
beginning finishing operations.
Maintain reinforcing in proper position on chairs during concrete placement.
3.8.6 Cold -Weather Placement: Comply with provision of ACI 306 and protect concrete work from
physical damage or reduced strength that could be caused by frost, freezing actions, or low
temperatures.
3.8.7 When air temperature has fallen to or is expected to fall below 40 deg F (4 deg C), uniformly heat
water and aggregates before mixing to obtain a concrete mixture temperature of not less than 50
deg F (10 deg C) and not more than 80 deg F (27 deg C) at point of placement.
a. Do not use frozen materials or materials containing ice or snow. Do not place concrete
on frozen subgrade or on subgrade containing frozen materials.
b. Do not use calcium chloride, salt, or other materials containing antifreeze agents or
chemical accelerators unless otherwise accepted in mix designs.
3.8.8 Hot -Weather Placement: When hot weather conditions exist that would impair quality and
strength of concrete, place concrete complying with ACI 305.
3.9 FINISHING FORMED SURFACES
3.9.1 Rough -Formed Finish: Provide a rough -formed finish on formed concrete surfaces not exposed to
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view in the finished Work or concealed by other construction. This is the concrete surface having
texture imparted by form -facing material used, with tie holes and defective areas repaired and
patched, and fins and other projections exceeding'/4 inch in height rubbed down or chipped off.
3.9.2 Smooth -Formed Finish: Provide a smooth -formed finish on formed concrete surfaces exposed to
view or to be covered with a coating material applied directly to concrete, or a covering material
applied directly to concrete, such as waterproofing, dampproofing, veneer plaster, painting, or
another similar system. This is an as -cast concrete surface obtained with selected form -facing
material, arranged in an orderly and symmetrical manner with a minimum of seams. Repair and
patch defective areas with fins and other projections completely removed and smoothed.
3.9.3 Smooth -Rubbed Finish: Provide a smooth -rubbed finish on scheduled concrete surfaces that have
received smooth -formed finish treatment not later than 1 day after form removal.
a. Moisten concrete surfaces and rub with carborundum brick or another abrasive until
producing a uniform color and texture. Do not apply cement grout other than that created
by the rubbing process.
3.9.4 Related Unformed Surfaces: At tops of walls, horizontal offsets, and similar unformed surfaces
adjacent to formed surfaces, strike -off smooth and finish with a texture matching adjacent formed
surfaces. Continue final surface treatment of formed surfaces uniformly across adjacent unformed
surfaces unless otherwise indicated.
3.10 MONOLITHIC SLAB FINISHES
3.10.1 Float Finish: Apply float finish to monolithic slab surfaces to receive trowel finish and other
finishes as specified and where indicated.
a. After screeding, consolidating, and leveling concrete slabs, do not work surface until
ready for floating. Begin floating, using float blades or float shoes only, when surface
water has disappeared, or when concrete has stiffened sufficiently to permit operation of
power -driven floats, or both. Consolidate surface with power -driven floats or by hand -
floating if area is small or inaccessible to power units. Finish surfaces to tolerances of
inch in 10 feet, when measured with a 10-foot straightedge placed at not less than two
different angles. Cut down high spots and fill low spots. Uniformly slope surfaces to
drains. Immediately after leveling, refloat surface to a uniform, smooth, granular texture.
3.10.2 Trowel Finish: Apply a trowel finish to monolithic slab surfaces exposed to view and a slab
surfaces to be covered with resilient flooring, carpet, ceramic or thinset, or paint, or another thin
film -finish coating system.
a. After floating, begin first trowel -finish operation using a power -driven trowel. Begin
final troweling when surface produces a ringing sound as trowel is moved over surface.
Consolidate concrete surface by final hand -troweling operation, free of trowel marks,
uniform in texture and appearance, and finish surfaces to tolerances of 1/8 —inch in 10
feet, when measure with a 10 foot straightedge placed at not less than two different
angles. Grind smooth any surface defects that would telegraph through applied floor
covering system.
3.10.3 Nonslip Broom Finish: Apply a nonslip broom finish to exterior concrete platforms, sidewalks, and
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ramps.
a. Immediately after float finishing, slightly roughen concrete surface by brooming with
fiber -bristle broom perpendicular to main traffic route. Coordinate required final finish
with Owner before application.
3.11 MISCELLANEOUS CONCRETE ITEMS
3.11.1 Filling In: Fill in holes and openings left in concrete structures for passage of work by other trades,
unless otherwise shown or directed, after work of other trades is in place. Mix, place, and cure
concrete as specified to blend with in -place construction. Provide other miscellaneous concrete
filling shown or required to complete Work.
3.11.2 Curbs: Provide monolithic finish to interior curbs by stripping forms while concrete is still green
and by slightly rounding comers, intersections, and terminations then providing a light broom
finish.
3.11.3 Equipment Bases and Foundations: Provide machine and equipment bases and foundations as
shown on drawings. Set anchor bolts for machines and equipment to template at correct elevations,
complying with diagrams or templates of manufacturer furnishing machines and equipment.
3.11.4 Mechanical Pads shall be sized by the Mechanical Contractor and provided by the General
Contractor.
3.11.5 Transformer Pads shall be sized by the Electrical Contractor and provided by the General
Contractor.
3.12 CONCRETE CURING AND PROTECTION
3.12.1 General: Protect freshly placed concrete from premature drying and excessive cold or hot
temperatures. In hot, dry, and windy weather protect concrete from rapid moisture loss before and
during finishing operations with an evaporation -control material. Apply according to
manufacturer's instructions after screeding and bull floating, but before power floating and
troweling.
3.12.2 Start initial curing as soon as free water has disappeared from concrete surface after placing and
finishing. Keep continuously moist for not less than 7 days.
3.12.3 Curing Methods: Cure concrete by moist curing, by moisture -retaining cover curing, or by
combining these methods, as specified.
3.12.4 Provide moisture curing by the following methods:
a. Keep concrete surface continuously wet by covering with water.
b. Use continuous water -fog spray.
C. Cover concrete surface with specified absorptive cover, thoroughly saturate cover with
water, and keep continuously wet. Place absorptive cover to provide coverage of
concrete surfaces and edges, with a 4-inch lap over adjacent absorptive covers.
3.12.5 Provide moisture -retaining cover curing as follows:
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a. Cover concrete surfaces with moisture -retaining cover for curing concrete, placed in
widest practicable width with sides and ends lapped at least 3 inches and sealed by
waterproof tape or adhesive. Immediately repair any holes or tears during curing period
using cover material and waterproof tape.
3.12.6 Curing Formed Surfaces: Cure formed concrete surfaces, including underside of beams, supported
slabs, and other similar surfaces, by moist curing with forms in place for the full curing period or
until forms are removed. If forms are removed, continue curing by methods specified above, as
applicable.
3.12.7 Curing Unformed Surfaces: Cure unformed surfaces, including slabs, floor topping, and other flat
surfaces, by applying the appropriate curing method.
a. Final cure concrete surfaces to receive finish flooring with a moisture -retaining cover,
unless otherwise directed.
3.13 REMOVING FORMS
3.13.1 General: Formwork not supporting weight of concrete, such as sides of beams, walls, columns, and
similar parts of work, may be removed after cumulatively curing at not less than 50 deg F (10 deg
C) for 24 hours after placing concrete, provided concrete is sufficiently hard to not be damaged by
form -removal operations, and provided curing and protection operations are maintained.
3.13.2 Formwork supporting weight of concrete, such as beam soffits, joist, slabs, and other structural
elements, may not be removed in less than 14 days or until concrete has attained at least 75
percent of design minimum compressive strength at 28 days. Determine potential compressive
strength of in -place concrete by testing field -cured specimens representative of concrete location
or members.
3.14 REUSING FORMS
3.14.1 Clean and repair surfaces of forms to be reused in the Work. Split, frayed, delaminated, or
otherwise damaged form -facing material will not be acceptable for exposed surfaces. Apply new
form -coating compound as specified for new formwork.
3.14.2 When forms are extended for successive concrete placement, thoroughly clean surfaces, remove
fins and laitance, and tighten forms to close joints. Align and secure joint to avoid offsets. Do not
use patched forms for exposed concrete surfaces except as acceptable by Owner.
Part 4 Quality Control Testing During Construction
4.1 General: The Owner will employ a testing agency to perform tests and to submit test reports.
4.2 Sampling and testing for quality control during concrete placement may include the following, as
directed by Owner.
a. Sampling Fresh Concrete: ASTM C 172, except modified for slump to comply with
ASTM C 94.
1. Slump: ASTM C 143; one test at point of discharge for each day's pour of each
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CAST -IN -PLACE CONCRETE
type of concrete; additional tests when concrete consistency seems to have
changed.
2. Air Content: ASTM C 173, volumetric method for lightweight or normal weight
concrete; ASTM C 231, pressure method for normal weight concrete; one for
each day's pour of each type of air -entrained concrete.
3. Concrete Temperature: ASTM C 1064; one test hourly when air temperature is
40 deg F (4 deg C) and below, when 80 deg (27 deg C) and above, and one test
for each set of compressive -strength specimens.
4. Compression Test Specimens: ASTM C 31; one set of five standard cylinders
for each 50 c.y. or fraction thereof, of each concrete class placed in any one day
or for each 5,000 s.i of surface area placed, unless otherwise directed. Mold
and store cylinders for laboratory -cured test specimens except when field -cured
test specimens are required.
A. Specimens shall be taken from discharge at point of placement.
Mold/store cylinders for laboratory cured test specimens except when
field -cured test specimens are required. Number each set of specimens
consecutively and identify each cylinder in that set alphabetically.
B. When required sets of specimens will provide less than five strength
tests for a given class of concrete, prepare sets from at least five
randomly selected batches or from each batch if fewer than five batches
used.
C. When total quantity of concrete is less than 50 c.y., strength test may be
waived by Owner if, in his judgement, adequate evidence of
satisfactory strength is provided.
D. Where cold weather placing conditions occur, as defined in this
specification, two additional standard cylinders are required for each
complete set of test specimens. These two cylinders shall be field
cured, at a location determined by the independent testing laboratory.
E. Where field cured specimens are required, Contractor shall be
responsible for storage, temperature control, and protection of
specimens while at the site. The independent testing laboratory shall be
responsible for handling and transportation of specimens.
Compressive -Strength Tests: ASTM C 39; for each set of cylinders, test two
specimens at 7 days, test two specimens at 28 days, and retain one specimen in
reserve for later testing if required. Testing of reserve cylinder, if required, shall
be at the Contractor's expense.
A. Where cold weather field cured specimens are required, transport and
test one specimen with companion laboratory cured specimens at seven
days and transport and test the remaining field cured specimen with
companion laboratory cured specimens at twenty-eight days.
B. Strength level of concrete will be considered satisfactory if averages of
sets of three consecutive strength test results equal or exceed specified
compressive strength, and no individual strength test result falls below
specified compressive strength by more than 500 psi.
C. Where strength of field cured cylinders is less than eighty-five percent
of companion laboratory -cured cylinders, evaluate current operations
and provide corrective procedures for protecting/curing in -place
concrete.
4.3 Test results will be reported in writing to Owner, Engineer, ready -mix producer, and Contractor
within 24 hours after tests. Reports shall be numbered identically to test specimen sets. Show all
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CAST -IN -PLACE CONCRETE
cylinders of a given set on one report. Submit and re -submit same report to show tests of
subsequent cylinders of same set. Reports of compressive strengths shall contain the following:
a. Name of concrete testing service.
b. Project identification name and number.
C. Test report (specimen set) number.
d. Date of concrete placement.
e. Copy of concrete batch ticket for specimen set.
f. Concrete type and class.
g. Location of concrete batch in structure.
h. Design compressive strength in 28 days.
i. Concrete mix proportions and materials.
j. Compressive breaking strength of each cylinder set.
k. Unit weight of lightweight concrete.
1. Type of break for both 7 day and 28 day tests.
in. Identification of lab and field cured cylinders.
4.4 Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive device may be
permitted but shall not be used as the sole basis for acceptance or rejection.
4.5 Additional Tests: The independent testing laboratory will make additional tests of in -place concrete
when test results indicate specified concrete strengths and other characteristics have not been
attained in the structure, as directed by the Owner or Engineer. Testing agency may conduct tests
to determine adequacy of concrete by cored cylinders complying with ASTM C 42, or by other
methods. Costs of such tests will be home by Owner if test results indicate conformance with
Contract Documents. Such tests indicating non-conformance with Contract Documents will be
paid by the Contractor, including additional engineering services made necessary by such tests.
a. Strength of structure in place will be considered to be potentially deficient if it
fails to comply with any requirement which controls strength of structure
including, but not necessarily limited to, conditions listed in ACI 301, Chapter
18. Cost of any additional tests, including load tests and/or other non-
destructive tests performed by Owner's independent testing laboratory as
directed by the Engineer or tests conducted by Contractor to prove adequacy of
concrete work, shall be home by Contractor including additional engineering
services made necessary by such tests.
Part 5 PAYMENT:
No separate payment will be made for Cast -in -Place Concrete. All costs incurred by the contractor for this
work should be included in the unit price or lump sum price for the item of work to which it pertains.
END OF SECTION 03300
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Briar Chapel - Package H August 2018
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Vertical Turbine Variable Speed
Prefabricated Pump Station Specification
Briar Chapel Reuse Project
Part 1 - Manufacturer
Flowtronex
�V ITT Industries
Engineered for fife
1.00 Manufacturer. To provide a single source responsibility for the manufacture, Warranty,
service and operation of a prefabricated, skid mounted fully automatic variable speed
pumping system (systems). The pumping system shall automatically maintain a constant
discharge pressure regardless of varying flow demands within the station rating. Pumping
system shall conform to the following specifications in all respects. This specification
covers the minimum requirements, however, it should not be construed as all inclusive. It
is the successful manufacturer's responsibility to include all necessary components to
provide for a complete, automatic, smooth operating, and reliable pumping system.
The Manufacturer shall provide the following:
• A complete set of general arrangement drawings, including all dimensions.
• Electrical power schematics, and control schematics
UL Listed as a Packaged Pumping System.
The pumping system shall be of the type manufactured by FLOWTRONEX PSI Inc.,
Dallas, Texas, U.S.A., or equal, approved by the purchaser and irrigation consultant prior
to bid opening. The station shall be of the model number and capacities as shown in the
attached technical data sheet. For consideration of a proposed equal system, the
manufacturer shall furnish the following data to the irrigation consultant at least 10 days
prior to the date of the bid opening:
• General:
• A complete specification for the pumping system proposed as an equal.
• A statement of full conformance to the following specifications signed by
an Officer of the manufacturer.
Drawing showing overall dimensions and all piping layouts.
Complete submittal data for all major equipment:
• Pumps:
• Provide name of manufacturer
• Pump curves
• Material specification sheet
• Warranty
• Motors:
• Provide name of manufacturer
• Specification sheet
• Warranty
• Electrical Components (starters, disconnect
Provide name of manufacturer
• Pressure Transducer
• Specification sheet
• Warranty
• Variable Frequency Drive (VFD)
• Provide name of manufacturer
• Specification sheet
Master Specifications Verticle VFD

• Warranty
• Guaranteed replacement time
• Operating Computer
• Provide name of manufacturer
• Specification sheet
• Warranty
• Valves
• Provide name of manufacturer for each type
• Specification sheet for each
• Warranty
• Filtration (if applicable)
• Manufacturer
• Screen type including micron size
• Specification sheet
• Operations manual
• Warranty
• Fertigation (if applicable)
• Manufacturer
• Pump size, type and detail sheet
• Operation manual
• Dimensional drawing
• Warranty
• An electrical schematic showing power wiring.
• Installation list of 200 golf course variable frequency drive pumping
systems of comparable size and performance that have been in
operation for a minimum of 3years.
• Location of closest VFD factory trained service centers with contact
information.
• Manufacturer's electrical control panels U.L. file number.
• Manufacturer's complete pump station U.L. file number.
• A copy of manufacturer's certificate of insurance showing as a minimum,
a general liability coverage of $1,000,000, and an excess liability
coverage of $10,000,000.
If, in the opinion of the purchaser and or the irrigation consultant, the data submitted
shows the pumping system to be an equal to the system specified, the bidding
contractors shall be notified not less than 7 days prior to the bid opening date.
Part 2 - Mechanical
2.00 Scope. Pump station shall be a completely skid mounted vertical turbine VFD pump
station built by a single manufacturer. All equipment including but not limited to pumps,
motors, piping, filters, valves, instrumentation and controls (unless otherwise noted in the
technical specifications or drawings) shall be mounted on a common structural base to
form a complete operating pumping station.
2.10 Station base. The pump station base shall be designed and fabricated to provide proper
structural support for all attached equipment. The base shall supply sufficient rigidity to
withstand the stresses of reasonable and competent transportation to site, off loading,
installation, and operation.
• Main structural frame members shall be constructed from heavy weight
channel.
Master Specifications Verticle VFD

• Internal structural members shall be constructed from steel tubing. Provisions
shall be made in the station base for off-loading and handling the station at the
site of installation.
• Deck Plate the structural base shall be covered in 3/16" checkered deck plate.
• Pump Plate 1" steel plate shall be welded to the structural base to support the
pumps and pump heads.
• Welding All 3/16" deck plate and 1" steel plate shall be 100% seal welded to
main structural members. Maximum allowable deflection on skid assembly shall
not exceed 0.1" per linear foot. Skip welding is not acceptable. The pump
steel skid shall completely cover the wet well with integral, framed access
hatches. Wet well access shall be made of 3/16" deck plate.
2.20 Station Piping. All Station piping shall conform to the following detailed specifications.
• Construction All piping shall be constructed from ASTM A105 schedule 40
pipe or heavier as required to maintain a 3 to 1 pressure safety factor (including 1/16"
corrosion allowance).
• All piping shall be hydrostatically tested to 150% of maximum shutoff
pressure.
• Piping shall be grit -blasted with #50 steel grit per SSPC-10 to a white metal
condition.
• The cleaned steel surface shall be immediately primed with an industrial
grade primer to thickness of 3 mils epoxy primer.
• The finish coat shall be acrylic enamel to a thickness of no less than 3 mils
and applied through an electrostatic method to insure proper adhesion.
2.30 Paint. Structural steel, attached piping, and supports shall be grit -blasted with #50 steel
grit per SSPC-10 to a near white metal condition. The cleaned steel surface shall be
immediately primed with an industrial grade primer to thickness of 2 1/2 to 3 mils epoxy
primer. The finish coat shall be acrylic enamel to a thickness of no less than 3 mils and
applied through an electrostatic method to insure proper adhesion. Manufacture shall
provide a touch up kit for owners use. Powder coating will not be an accepted paint
process since powder coating can not be field applied.
2.40 Bolts. All bolts used in the assembly of the pumping system shall be zinc plated to
retard Corrosion. Anti -corrosion washers to be used on each side of fastener.
Part 3 — Pumps
3.00 Scope. Pump station manufacturer shall strictly adhere to the following pump
specifications. All pumps shall be of the same pump manufacturer.
3.10 Vertical Turbine Pumps. The main irrigation pump(s) shall be of the vertical turbine
type with flow and head defined in the attached technical specifications.
• The vertical turbine pumps shall be manufactured according to the standards of the
Hydraulic Institute and to ANSI specification No. B58.1.
• The bowl assemblies, column pipe, line -shaft, head shaft, and discharge head shall
be of U.S. manufacture.
• The pumping systems manufacturer shall have a network of service centers, which
shall have available spare parts and trained pump technicians to handle service,
repair and warranty procedures.
3.20 Pump Discharge Head. The pump discharge head shall strictly adhere to the
following pump head specification.
• The discharge head shall be of the fabricated steel type with a minimum 60,000 PSI
tensile strength.
Master Specifications Verticle VFD

• The discharge head shall have a working pressure of not less than 275 PSI and
incorporate a 150 ANSI discharge flange.
• The discharge head shall incorporate an integral air separation chamber, allowing
air to be discharged through an air release line mounted on top of head.
• Complete discharge head shall be hydrostatically tested to a minimum of 413 PSI.
• A product lubricated high-pressure stuffing box containing at least six rings of packing
and two lantern rings shall be provided. Packing shall be compressed around the
shaft by an adjustable two-piece gland. Dual bypass tubing shall be included for
proper packing lubrication and cooling. The discharge head stuffing box area shall
also include a drain, which will be piped back to the wet well. Discharge head to be
designed to include leakless configuration. Stuffing box bushing shall be SAE 660
Cast Iron.
• The head shaft shall be of the two piece type, 416 stainless steel and shall be turned
and ground. The pump manufacturer shall include a method for adjusting the
impeller running clearance at the top of the head shaft. Adequate space shall exist to
couple the head shaft and the line shaft above the stuffing box. Coupling shall be
extra heavy duty AISI 416 SS with a minimum service factor of 2 to 1.
3.30 Pump Column Pipe. Column pipe shall be A53, Grade B schedule 40 material, in
inter -changeable sections not more than 10 feet in length. Pump line shaft shall be AISI
416 SS. The size of the shaft shall be no less than determined by ANSI specification
B58.1, Section 4.2, Table 4. Bearing retainers shall be bronze with rubber bearings.
3.40 Pump Wet End. The pump bowls shall be ASTM A48 Class 30 cast iron free of
detrimental defects. All bowls larger than 8" should be of the flanged type construction.
All pump bowls shall have porcelain enamel lined water passageways for high
efficiencies.
• The impellers shall be C83800 bronze and of the enclosed type design.
• Pump shaft shall be AISI 416 SS turned and ground.
• The shaft shall be supported by bronze bearings above and below each impeller.
• The suction bell bearing shall be extra long and permanently greased packed and
sealed with a bronze sand collar.
• A stainless steel clip on type inlet strainer shall be mounted on the bottom of each
pump.
• Inlet area shall not be less than 4 times the suction bell inlet area.
• Pump bowl assemblies shall be as manufactured by Goulds.
3.50 Pressure Maintenance Pump. A pressure maintenance pump shall be provided to
maintain system pressure during non -irrigation periods.
• The pump shall be of the submersible type with stainless steel housing and
stainless steel impeller.
• Pump shall be sized to prevent main pump cycling.
• Pressure maintenance pump shall be as manufactured by Goulds.
Part 4 — Motors
4.00 Scope. All motors shall be of the same manufacturer. Pump station manufacturer shall
strictly adhere to the following specifications.
4.10 Vertical Hollow Shaft Motors. Motor(s) for irrigation pump(s) shall be of the vertical
Hollow shaft high thrust design.
• Motor shall have a WP-I enclosure, 1.15 service factor, and class F insulation.
• Motors shall be wound for the starting configuration as called out in the technical data
sheet.
Master Specifications Verticle VFD

• Design pump brake horsepower shall not exceed 98% of motor horsepower exclusive
of service factor. Maximum pump run out horsepower shall not be greater than 8%
higher than motor rating exclusive of service factor.
• Motor shall be rated for continuous duty and be designed to carry the maximum
thrust load of the pump and will have B10 bearing life of no less than 5 years.
• Motors shall be rated and tagged for VFD service, proper ambient temperature and
proper altitude per motor manufacturer recommendations.
• Motors shall be as manufactured by U.S. Motors, or Brook Hansen.
4.20 Motor Space Heater. The pump station manufacturer shall provide on each pump
motor a 120volt, single phase space heater of ample size to prevent condensation from
occurring within the motor during non operating periods. The space heater shall be de -
energized when the motor is running.
4.30 Motor Pressure Maintenance Pump. Motor for pressure maintenance pump shall be a
stainless steel submersible type with a 1.15 service factor. Motor shall be as
manufactured by Franklin.
Part 5 — Valves and Gauges
5.00 Scope. Pump station manufacturer shall strictly adhere to the following specifications.
5.10 Pump Check Valve. Silent check valves shall be installed on the discharge of each
pump between the pump discharge head and the pump isolation valve.
• The check valve shall be of the silent operating type that begins to close as the
forward flow diminishes and is fully closed at zero velocity preventing flow reversal
and resultant water hammer or shock.
• The valve design shall incorporate a center guided spring loaded disc, guided at
opposite ends and having a short linear stroke that generates a flow area equal to
the pipe size.
• Valves shall be sized to permit full pump capacity to discharge through them without
exceeding a pressure drop of 2.5 PSI.
• All component parts shall be field replaceable without the need of special tools.
• A replaceable guide bushing shall be provided and held in position by the spring.
The spring shall be designed to withstand 100,000 cycles without failure and provide
cracking pressure of 0.5 PSI and to fully open at a flow velocity of 4 ft/sec.
• The valve disc shall be concave to the flow direction providing for disc stabilization,
maximum strength, and a minimum flow velocity to open the valve.
• The valve disc and seat shall have a seating surface finish of 32 micro -inch or better
to ensure positive seating at all pressures.
• The leakage rate shall not exceed one-half of the allowable rates for metal seated
valves allowed by AWWA Standard C508 or 0.5 oz per hour per inch of valve
diameter
• The valve body shall be constructed of ASTM A126 Class B cast iron for class 125
and Class 250 valves.
• The seat and disc shall be ASTM B584 Alloy C83600 cast bronze or ASTM B148
aluminum bronze covered in Buna-N to provide resilient sealing.
• The compression spring shall be ASTM A313 Type 302 stainless steel with ground
ends.
• Valves 4" and smaller to be pressure rated for 250 PSI, 6" to 10" to be pressure rated
to 150 PSI. Valves 12" and larger check valves to be globe style with 150 PSI rating.
• Dual disc style check valves are not acceptable.
• Check valve shall be as manufactured by Valmatic.
Master Specifications Verticle VFD

5.20 Pump Discharge Isolation Valves. Pump isolation valves shall be of the butterfly type
with grooved ends to provide for expansion and vibration dampening and a lever
operator.
• Valve body shall be constructed of ductile iron with a polyphenylene sulfide coating.
• Valve disc is rubber coated ductile iron.
• Valve shall be rated to 200 PSI.
• The pump isolation valve shall be sized as shown in the technical data sheet.
• Isolation valve shall be as manufactured by Victaulic Or Grinnell Company.
• Lug style isolation valves are not acceptable.
5.30 Station Discharge Isolation Valve. Station isolation valve shall be installed on the
discharge of the pump station to completely isolate the pumping system from the
irrigation system.
• The pump isolation valve shall be sized as shown in the technical data sheet.
• The pump isolation valve shall be sized as shown in the technical data sheet.
• Valve shall be of the lug style butterfly type.
• Valve shall have one piece body cast from ASTM A126 cast iron.
• Stem shall be 416 stainless steel.
• Disc shall be nickel -plated ductile iron.
• Stem bushings shall be Acetyl to prevent stem seizure to body during prolonged
periods of non-use.
• Seat shall be Buna-N elastomer, one-piece construction, and shall also form the
flange sealing gaskets.
• Valves 8" and smaller shall have a lever operator. Valves 10" and larger shall have a
gear operator with hand wheel.
• Valve shall be rated at 200PS1-bubble shutoff.
• Station isolation valve shall be as manufactured by Watts.
5.40 Pressure Relief Valve. A pilot operated modulating pressure relief valve shall be
included and sized per the technical data sheet.
• Valve body shall be ductile iron with 125-LB inlet and outlet flanges, and shall be
rated for 250 PSI.
• The valve shall be set 10 to 14 PSI above operating pressure and will relieve when
inlet pressure exceeds spring setting on pilot. Valve shall be quick opening and slow
closing to minimize surging.
• The pressure relief valve shall work hydraulically and shall not be operated or opened
from any electrical external source or control. The relief valve shall work solely as a
safety for over pressure relief and shall not function as a normal part of the station
controls.
• Pressure relief valve or lug valve shall not be used as integral part of normal
irrigation pressure control.
• Electric Butterfly valve or any type valve dependent on the PLC or the electrical
system is not allowed.
• Discharge of relief valve shall be piped back to wet well
• A Wye strainer shall be installed in the inlet side of the valve body to provide clean
water to the CRL pilot.
• A wafer style butterfly valve shall be installed on the inlet of the relief valve.
Specifications for this isolation valve will be the same as for the station isolation valve
found in the specification.
• Relief valve shall be as manufactured by CLA-VAL no other manufacture shall be
acceptable.
5.50 Pressure Gauge. A pressure gauge shall be mounted on the discharge header with a
'/2" isolation ball valve.
Master Specifications Verticle VFD

• All gauges shall be glycerin silicon filled to reduce wear due to vibration.
• Accuracy shall be within 2%. Gauge diameter shall be 4" - 3 1/2" minimum.
• Range shall be at least 50% higher than the highest pressure attainable from the
pumps at shutoff head conditions.
• The gauge shall incorporate a stainless steel back & bronze internal.
• Pressure gauge shall be as manufactured by Wika.
Part 6 - Electrical
6.00 Scope. To provide complete instrumentation and controls to automatically start, stop and
modulate pump speed(s) to smoothly, efficiently and reliably pump variable flow rates at
a constant discharge pressure. Full alarms and safety features needed to protect the
equipment and irrigation piping system. All electrical controls shall be U.L. Listed as an
Industrial Control Device.
6.10 Control Enclosure. Controls shall be housed in a NEMA 4 enclosure with integral
latches.
• The control enclosure should be constructed of 12 gauge steel and the back plate
assembly shall be constructed of 12 gauge steel.60" wide and larger to be 10 gauge
or thicker.
• The enclosure shall be Powder coat painted or as specified in the paint specification
listed under Section 2.0 Mechanical.
• All enclosure cutouts to be done by laser for proper fit, sealing and coating retention.
• All indicating lights, reset buttons, speed potentiometer, selector switches and the
operator interface device shall be mounted on enclosure door and also be rated
NEMA 4.
• All internal components shall be mounted and secured to the removable back plate
assembly.
• A closed type cooling system shall be included to cool the enclosure and reject heat
from the VFD.
• Open type -cooling systems allowing outside ambient air to enter the panel are
not acceptable.
• No water line connections shall be permitted inside of the control enclosure. VFD
status and internal parameters must be viewable without the opening of the
enclosure door.
6.20 Codes. The control panel with controls shall be built in accordance N.E.C., and U.L.
standards.
• The pump station including electrical components and enclosure shall be
labeled as a complete U.L. Listed assembly with manufacturer's U.L. label
applied to the pump station.
• All equipment and wiring shall be mounted within the enclosure and labeled for
proper identification.
• All adjustments and maintenance shall be able to be done from the front of the
control enclosure.
• A complete wiring circuit and legend with all terminals, components, and wiring
identification shall be provided.
• Main disconnect shall be interlocked with door.
• Cabinet to be lockable.
6.30 Panel Paint. The control panel shall be dip cleaned, acid etched and neutralized, iron
phosphate coated and painted with a finish coat of 1 1/2 to 2 mils of polyurethane.
Master Specifications Verticle VFD

6.40 Lightning and Surge Arrester. All electrical equipment shall be protected by a U.L.
Listed approved Category C and Category B surge arrester to suppress voltage surges
on incoming power.
• The devise under IEEE C62.41 Category C will withstand a impulse of 10Kv/10Ka
and Category B to withstand a ringwave of 6Kv/500a and a impulse of 6Kv/3Ka.
• Pass voltage for a 480v devise to the end equipment shall not exceed 150OV-1800V
when subjected to a 8ms * 20ms waveshape resulting in the following performance
statistics: 3720 joules minimum with a power dissipation of 82,500,000VA at 1800V
maximum pass voltage to the protected equipment.
• Response time shall be less that 5 nanoseconds.
6.50 Main Disconnect. A non -fusible main disconnect shall be provided to completely
isolate all controls and motor starting equipment from incoming power.
• Main disconnect shall have a through the door operator, and shall be sized as shown
in the technical data sheet including horsepower rating.
• Disconnect shall be as manufactured by ABB or Allen-Bradley.
• Disconnect shall not be rated as a service disconnect.
6.60 Control Power. Power for the controls shall be provided by a control power transformer,
which will provide low voltage, single-phase power for the pumping system control
operation.
• Control power transformer shall not be used for any other external load.
• The control power transformer shall be protected on the primary side by current
limiting fuses of adequate size and voltage rating.
• All control components will be protected by time delay circuit breakers of adequate
size.
• The control power transformer shall be as manufactured by Acme.
6.70 Skid Conduit. All on skid conduit shall be flexible conduit with watertight connections at
enclosure and termination device. All conduits shall be fastened to the skid every 24".
6.80 Junction Boxes. All off skid devices requiring control interface shall be terminated in a
junction box. The junction box shall be located at the skid edge nearest the installation
point of the off skid device. Fertigation and monitoring systems shall be terminated in a
NEMA 4 junction box located on the top left side of the main controls enclosure to allow
end user connection.
Part 7 — Station Controls
7.00 Scope. To provide complete instrumentation and controls to automatically start, stop and
modulate pump speed(s) to smoothly, efficiently and reliably pump variable flow rates at
a constant discharge pressure. Full alarms and safety features needed to protect the
equipment and irrigation piping system. All electrical controls shall be U.L. Listed as an
Industrial Control Device.
7.10 Motor Starting Equipment. All motor starters for the pumping station shall be mounted
on a single back panel in a single NEMA 4 enclosure as specified in section 3.10.
• Motor starters shall meet I.E.C. standards and shall be rated for a minimum of
1,250,000 operations.
• Each main irrigation motor shall have dual contactors, which are both electrically
and mechanically interlocked to allow the VFD to operate on any of the motors as
called out in the technical data sheet.
• Motor overload relays shall be I.E.C. rated class 10 ambient compensated.
• Fuses shall supply short circuit protection to each motor and shall be rated for a
minimum 200,000 amp interrupting capacity.
Master Specifications Verticle VFD

• Motor starters shall be as manufactured by Allen Bradley.
• Motor over -loads shall be manual reset only. Auto -reset of motor overloads shall not
permitted.
7.20 Variable Frequency Drive. The variable speed drive shall be a digital, pulse width
modulation (PWM) variable frequency drive (VFD) with IGBT transistors.
• The VFD shall include a 3% input line reactor to protect against voltage transients.
• The VFD shall have a minimum wire to wire efficiency of 98.5%, and shall be rated
up to 550-volt operation in order to eliminate nuisance tripping at marginally high
voltage conditions.
• Incoming power end shall be protected by fast acting semiconductor fuses.
• Any VFD error messages shall be displayed on a 80 character LCD readout in
English or any one of 11 other languages.
• The following fault protection circuits shall be included:
• Over -current (240%)
• Over -voltage (130%)
• Under -voltage (65%)
• Over -temperature (700 C)
• Ground fault, and motor overload.
• The VFD shall be capable of starting into a rotating load and accelerate or decelerate
to set -point without safety tripping.
• The VFD shall have an automatic extended power loss ride through circuit, which will
utilize the inertia of the pump to keep the drive powered.
• Minimum power loss ride -through shall be one cycle based on full load and no inertia.
• The VFD shall be optimized for a 3 kHz carrier frequency to reduce motor noise.
• The VFD shall employ three current limit circuits to provide "tripless" operation.
• The following operating information shall be displayed on the VFD LCD:
• kWh, elapsed time
• Output frequency (Hz)
• Motor speed (RPM)
• Motor current (amps), and voltage.
• Line reactor will be installed on input of VFD to protect against voltage transients.
• The VFD LCD display shall continuously scroll through all operating information and
shutdown faults while the drive is running and while stopped. The information shall
be viewable through a water tight Plexiglas window on the control panel door as
specified in Section 3.10.
• VFD shall be as manufactured by ABB.
7.30 Pressure Transducer. Pressure transducer shall be utilized for providing all pressure
signals for the control logic.
• Pressure transducer shall be a solid-state bonded strain gage type with an accuracy
of plus/minus 0.20%
• The pressure transducer shall be constructed of 316L stainless steel.
• Transducer shall be rated for station discharge pressure as shown on technical data
sheet, and shall provide gauge pressure output, rather than an absolute.
• Pressure transducer constructed of plastic is not acceptable.
• Threshold transducers are not acceptable.
• Pressure transducer shall be as manufactured by GEMS.
7.40 Flow meter. The pump station shall have a flow sensor installed which will provide the
pump station flow rate and total flow through the operator interface device (OID) as
specified in Section 3.55. The flow sensor shall be a six bladed design which provides a
low impedance signal proportional to the flow. The accuracy shall be plus/minus 2% of
actual flow rate between flow velocities of 1-30 ft./sec. A flow meter run shall be included
Master Specifications Verticle VFD

with a minimum of 5 pipe diameters straight run upstream and 2.5 pipe diameters
downstream for proper meter accuracy. Flow sensor model must have internal noise
filtering feature. Flow sensor wire must be encased in 1'h"liquick tight conduit from
sensor to enclosure. Meter run shall be sized as shown in technical data sheet. Flow
sensor shall be as manufactured by Data Industrial.
7.50 Controls. An industrial grade programmable logic controller (PLC) shall handle all
control logic.
• PLC shall provide demand controlled sequential pump start-up, shutdown and safety
features through its pressure sensing, flow sensing and voltage sensing devices.
• PLC shall have LED indicators for: Input, output, and six diagnostic read-outs
showing PC Run, CPU Fault, and two communications, (battery and force).
• An LED visual status light is provided for each 1/0 to indicate on/off status.
• PLC shall be provided with a built in EEPROM, capacitor, and battery for memory
backup.
• All logic for system control, timing, and control of VFD speed shall be handled by the
PLC.
• A separate set point controller is not acceptable.
• PLC shall have a built in clock calendar.
• The PLC shall be as manufactured by Allen Bradley.
Control software shall be parameter driven, fully documented, and allow user to easily
change ALL operational parameters.
Standard control features and equipment, which need to be included as a minimum, are
as follows:
Alarms and shutdowns:
• Low discharge pressure
• High discharge pressure (Attempts restart)*
• Low water level (Attempts restart )
• Phase loss (Attempts restart)*
• Low voltage (Attempts restart)*
• Phase unbalance (Attempts restart)*
• Phase reversal
• Individual motor overload/phase loss (indicates which individual motor was shut
down) Manual reset only. Automatic reset is not acceptable.
• VFD fault (shutdown VFD pump only and attempts restart)*
* Three unsuccessful restarts in 60-minute period will give hard shutdown.
A red general alarm light will indicate all alarms. Specific alarm conditions along with
procedures for correction will be displayed in English on the operator interface display
(OID).
Panel face switches and lights: Controls shall be designed so operator can discretely
start and stop all pumps in all modes of operation including manual mode, operator
interface failure, VFD bypass and PLC bypass modes with enclosure doors closed and
disconnect switch fully engaged. Enclosure shall include the following switches/ or
indicator lights:
• Individual pump run lights
• Individual pump on/off switches
• System Hand / Off / Automatic switch
Master Specifications Verticle VFD 10

• Mode select switch — allows automatic bypass mode of operation which can be used
in the even of VFD failure
• VFD selector switch — in manual mode, allows user to select which pump will be run
of the VFD
• Reset — Acknowledges pump station alarms
• Speed potentiometer — in manual mode allows user to adjust VFD pump speed
• Low discharge pressure over -ride switch — disables low discharge pressure alarm
Individual pump run lights
• Individual pump on/off switches
• System Hand / Off / Automatic switch
• Mode select switch — allows automatic bypass mode of operation which can be used
in the even of VFD failure
• VFD selector switch — in manual mode, allows user to select which pump will be run
of the VFD
• Reset — Acknowledges pump station alarms
• Speed potentiometer — in manual mode allows user to adjust VFD pump speed
• Low discharge pressure over -ride switch — disables low discharge pressure alarm
• PLC bypass switch allows user to manually operate pumps should PLC fail. The
bypass switch shall be din -rail mounted inside the enclosure. When in bypass the
station shall be capable of running all pumps in the manual mode with door operator
switches. Any excess flow and pressure shall be bypassed through the pump station
relief valve
• Six distinct set point pressures (normal, lockouts 1 & 2, and 3 high elevation). The
lockout feature gives the user the flexibility to lower the set point pressure
automatically at days and times, and 'locking out" the operation of one or more of
main pumps if local power authority imposes penalties for operating these pumps
during such times. It also allows user to set a maximum RPM for the VFD pump
during these lockout times so that user can limit amperage draw during penalty
periods. The high elevation set point can be tied into a computerized irrigation
system, or directly linked to high elevation satellites. When high elevation satellites
are operating, control software will automatically and gradually elevate the pressure
to the new desired set point. When finished, the high set point will be lowered back
to normal. The high elevation set point will only be used if called out on the technical
data sheet.
• Software will be included to automatically and gradually ramp up irrigation system
pressure to the desired operating pressures (i.e., 1 PSI every 4 seconds) without
overshooting design pressure. This feature operates whenever pressure drops
below set point pressure. This ramp up time is fully adjustable by the operator. This
control feature is based on an increase in pressure over a pre -defined time period.
The acceleration control on the VFD is NOT an acceptable means of adjusting
pressure ramp up speed.
• Software will be included for optionally maintaining a lower irrigation system pressure
when not irrigating. Reduced pressure values will be shown in the technical data
sheet. Controls will cycle the PM pump at these reduced pressures during non -
irrigation times and pressure will gradually increase to design pressure when the
irrigation periods begin.
• Neither flow meter nor VFD output frequency shall be used for shutting down last
VFD driven pump. Controls and software shall incorporate a method to eliminate
excessive cycling of VFD pump at very low flow conditions, yet not run the pump
excessively at no flow conditions.
• Automatic alternation of VFD driven pumps. This shall be accomplished by
incorporating dual mechanically and electrically interlocked contactors allowing
alternation of the VFD between pumps. The controls shall alternate pumps based on
individual run time allowing each pump to acquire equal operation.
Master Specifications Verticle VFD 11

• Real time clock calendar allows PLC to internally provide all date, time and day of
week functions used above.
• Two separately adjustable PID control loops for both low flow and high flow pressure
stability.
• User shall be able to field select either of two modes of VFD operation. Auto switch
VFD option allows VFD to sequentially start each pump. The standard mode of
operation starts the first main pump on the VFD and the remaining pumps start
across the line as required.
• Shutoff algorithm for fixed speed pumps to minimize pump cycling while also
remaining responsive to sudden flow reductions. Minimum run timers alone for
minimizing fixed speed pump cycling is not acceptable. Discharging through relief
valve during pump transitions is not acceptable.
• Full manual operation capability with panel face mounted speed potentiometer for
manually adjusting VFD speed.
• Light tests sequence: Pressing the reset button for 5 seconds illuminates all lights.
• All pump station shutdowns shall be of the controlled type that sequentially retires
pumps at user selectable intervals to reduce water hammer within the irrigation
system. Phase fault shutdown shall have accelerated rate to minimize motor
damage. All pump system shut downs shall be of a controlled type that sequentially
retires pumps at intervals appropriate to the specific individual alarms.
7.60 Individual motor phase failure and low voltage safety circuitry shall retire any pump
that experiences low voltage, phase failure or phase unbalance as monitored at the load -
side of each pump motor contactor.
• Each pump motor shall have its individual protective device and time delay to allow
for transient low voltage during motor starting to allow maximum motor protection.
• Separate main phase failure and low voltage safety circuit shall also be provided to
retire the pumping system if it experiences low voltage, phase failure or phase
reversal as monitored at line -side of control enclosure.
• Phase monitor shall have a time delay to allow for transient low voltage during motor
starting and to allow maximum motor protection. Operator interface device (OID),
mounted in enclosure door, shall signal phase failure for any affected pump.
• The individual pumps or pumping system shall not operate until the voltage problem
has been corrected and safety has been manually reset.
• Single incoming phase monitor safety circuit is not acceptable.
7.70 Operator Interface Device (OID). The pump station shall include a NEMA 4, 40
character LED display and keypad mounted on the control panel door. This device will
allow the operator to view and selectively modify all registers in the PLC. The unit shall
store its messages in non-volatile memory. The operator interface device shall
incorporate password protection for protecting data integrity. The device will allow for
display and modification of all timers, set points, lockout times, etc. The device shall
communicate with the PLC through the programming port, and shall include an RS232
communications port allowing a printer to be attached for real time station status logging.
In addition to the data entry keys, the following shall be included on the systems
main menu.
Pressure, Flow and System Status: The current pressure, flow, VFD RPM and a
system status overview shall be displayed. Codes or Faults ID numbers shall not be
adequate.
Current Condition of all Alarms: The input state and alarm state for all active
alarms shall be shown.
Master Specifications Verticle VFD 12

• Pump Runtime and Starts: Runtime and number of starts for each pump shall be
readily. The starts and runtime must be verified by electrical pump feedback. The
OID will include a grand total and since reset value for each pump.
• Alarm History: The last nine alarms shall stored in PLC Memory with detailed
information about time, pressure and flow at the time of occurrence. The log will also
include diagnostic and recommendations for correction of condition.
• Total Flow Output: This total shall include a grand total since commission and a
total since reset.
• Stations Events: The last 255 events shall be stored in PLC memory. This will
include all alarms, individual pump starts and stops, and change in system status.
• The display shall provide detailed diagnostic information to the operator about the
logical state, which starts and stops irrigation pumps. This diagnostic information will
provide direct insight to controller internal logic.
• The pump station software program shall be user friendly enough to enable the set
point pressure from being raised or lowered by the end user at the pump station or
through the remote monitoring software package if provided. The pump station
software ladder logic shall be written in such a way that no other value would require
changing if the set point pressure had to be adjusted. Pressure maintenance pump
and main irrigation pump start pressures, the pressure maintenance pump stop
pressure, low discharge shutdown and high discharge shutdown shall not be at a
specific value but a differential pressure off of set point (i.e. pressure maintenance
pump (PMP) to start 5 psi below set point and stop 5 psi above setpoint).
• The pump station software program shall be user friendly enough to enable the set
point pressure from being raised or lowered by the end user at the pump station or
through the remote monitoring software package if provided. The pump station
software ladder logic shall be written in such a way that no other value would require
changing if the set point pressure had to be adjusted. Pressure maintenance pump
and main irrigation pump start pressures, the pressure maintenance pump stop
pressure, low discharge shutdown and high discharge shutdown shall not be at a
specific value but a differential pressure off of set point (i.e. pressure maintenance
pump (PMP) to start 5 psi below set point and stop 5 psi above setpoint).
7.80 Operation. The pump station shall adhere strictly to the following operational guidelines.
These guidelines are written to provide clear operation of the station and prevent
unneeded pump cycling and excessive electrical usage.
During non -irrigation times, the pressure maintenance pump (PM) will cycle on and
off as required to maintain irrigation system pressure. The start and stop pressures
shall be a differential off of set point. The cycling pressures can be user selected
and can be set substantially below normal set point pressure, if desired. If the PM
pump cannot maintain the desired pressure, then the VFD will start the first pump
and will gradually ramp the pressure up to desired irrigation pressure. The start
pressure of the VFD pump shall be a differential below the set point. The pump
speed will be modulated to hold a constant discharge pressure regardless of flow. As
the flow rate increases and the VFD pump can no longer maintain pressure while at
maximum speed, the next sequential pump will be started and the VFD driven pump
will accordingly reduce its speed and modulate. An algorithm shall be included for
accurately reducing the VFD pump speed as the next sequential pump is started so
that no pressure surges are generated during the transition (even with across the line
starting). If the user prefers to switch the VFD from pump to pump for sequential
starting, he can select this option with the OID. As the flow continues to increase,
pumps will sequentially be started until all pumps are running. As the flow begins to
decrease, pumps will be sequentially turned off until only a single VFD driven pump is
Master Specifications Verticle VFD 13

operating. When a no flow condition occurs, PLC must check and verify pump curve
position prior to station shutdown.
Part 8 — Set and Start -Up
8.00 General. Others shall be responsible for providing all materials, equipment, and
labor necessary to install all items associated with the pump station.
8.10 Unloading and Setting Supervision. Setting of the pump station is the responsibility
of the manufacturer, unless specifically called out elsewhere in the specification.
• Crane to off-load and set the pump station on the concrete slab is to be provided
by others.
8.20 Start Up. When discharge piping, electrical connections, and electrical inspection have
been completed, the pump station manufacturer shall be contacted for start up.
• A minimum one -week notice shall be given to manufacturer prior to scheduled start
up date.
• During start up, the complete pumping system shall be given a running test of normal
start and stop, and fully loaded operating conditions.
• During this test, each pump shall demonstrate its ability to operate without undue
vibration, or overheating and shall demonstrate its general fitness for service.
• All defects shall be corrected and adjustments made at the expense of the pump
station manufacturer. Test shall be repeated until satisfactory results are obtained.
• Start up assistance will be provided but will be limited to one 8-hour day unless
otherwise specified.
• After the station startup has been completed, but before leaving the job site, a
training session will be given. The training session will be given to the owner or the
owner's representative to familiarize them with the pumping system operation,
maintenance and adjustments.
Part 9 — Remote Monitoring
9.00 Scope. Pump station manufacturer shall provide the following remote monitoring system.
Remote monitoring and control software shall have been developed internally by the
pump system manufacturer and shall operate within the Windows® operating platform.
9.10 Remote Pump Station control and Monitoring. Remote PC compatible pump station
monitoring software shall be provided which allows user to remotely view all specified
items in section 3.55 -- Operator Interface Device. Pump station monitoring software
shall be included that is 100% compatible with the Microsoft Windows 95 (or later)
operating system. Software shall be graphic with full mouse (point and click) control.
The monitoring system shall be capable of communicating at baud rates from 300 Baud
to 19,200 baud. User shall be able to view and/or change any and all station operating
parameters (i.e., set point pressure, lockout times, ramp up speed, etc.) and also
acknowledge and reset fault conditions. The pump station software shall be field
configurable for direct hardware connect, phone modem, radio modem, or cellular
modem.
The software shall enable users to locally and/or remotely access (the same or multiple)
pump stations simultaneously. Software shall support program -to -program network
communications via TCP/IP to allow the exchange of settings and data with other
applications hosted on the same or a remote PC. Software shall support simultaneous
monitoring to the same pump station by any computer networked (LAN, WAN or WWW)
to the PC that is connected to the station via radio modem. Complete historical reporting
capabilities shall be included. All required PLC interface card(s), modem and hardware
Master Specifications Verticle VFD 14

required (other than computer, monitor screen, and direct burial cable) shall be supplied
by pump station manufacturer.
• Manufacturer shall provide the capability to monitor and control the pump system
from a remote location. The following equipment to be supplied by owner.
Monitoring program shall require:
• PC with Pentium (or higher) processor
• Microsoft Windows 95 (or later) operating system with TCP/IP networking
installed
• 32 MB or RAM minimum (64 MB recommended)
• Hard disk space required: 200 MB
• VGA or higher -resolution (SVGA recommended) video card and monitor
• CD-ROM drive
• Microsoft or compatible pointing device
• Available serial port
• The monitoring software shall provide the ability for auto -data log -download. This
feature shall allow the timed retrieval of pump station historical data in order for
complete station history storage and recall. Display of historical information shall be
in a logical, graphical format. The data shall also be available as tabular information,
either for screen viewing or for ASC11 export to external programs. The file format
shall be non-proprietary and a description supplied with the software.
• The monitoring system shall store up to 4 channels of data for analysis and system
performance verification. These 4 channels shall be easily user selectable at any
time through the graphic interface in the Windows environment. These 4 channels
shall be capable of recording any of the following information:
• Irrigation system pressure as well as set -point pressure
• Pump station tank pressure (if so equipped)
• System flow rate
• Auxiliary system pressure (as equipped)
• Auxiliary system flow rate (as equipped)
• VFD motor speed (as equipped)
• Any auxiliary analog equipment such as level and temperature sensors
The system shall also store all station events for retrieval and graphical display. The
events, which are recorded, shall be as follows:
• Pump start XL (across the line)
• Pump start VFD (variable speed drive)
• Pump stop
• All pump switch setting changes
• Controller power loss
• System switch setting changes
• Faults - system and individual pump
• Automatic and manual fault reset
The pump monitoring system shall graphically display the following real time
information:
• Pump run status
• Pump RPM
• Motor/pump hours
• Pump system fault
• Individual pump faults
• Pump control panel switch status
• System flow rate
• System total flow
• All pump control system monitoring pressures
Master Specifications Verticle VFD 15

The pump monitoring system shall allow remote control of the pump system.
Functions are to include:
• Ability to read from or write to any valid register within the station controller (PLC)
• User defined set of register synonyms for routine setting changes
• System fault information including time of occurrence
• Pump system lockout scheduling
Manufacturer shall provide the following monitor and control items:
• Software - to be developed "in-house" and be fully documented and serviceable.
• Hardware - limited to pump system and communication support, including PLC
interface card (Hardware support for software is by user -- i.e., Computer,
Monitor, Mouse, Phone Modem, Printer, Printer Cable etc.).
• Graphical display of datalog values will be included with user selectable ranges
of 15 minutes, 1/2 hour, 1 hour, 12 hour, and 24 hours per screen.
• Monitoring software shall be user configurable. Communications shall be
selected between two basic modes as detailed in technical specifications:
• Password security shall be provided to guard against unauthorized system
changes
Part 10 — Additional Equipment
10.0 Auto -flush Wye Strainer. The pump station manufacturer shall provide an automatic
flushing Wye strainer mounted and wired on skid.
• The Wye strainer basket shall be piloted in both body and cover and fabricated from
24-gauge stainless steel with perforations as shown in the technical specifications.
• The body of the strainer shall be cast iron with flanged connections.
• Pressure drop through the strainer shall be not more than 1.75 PSI at full station
capacity.
• The strainer shall be automatically flushed after a specific pump station run duration
period. This timer is adjustable through the computer operator interface device (OID)
as called out for in these specifications.
• An H.O.A. selector switch shall be mounted on the control panel face.
• Provided, as an integral part of the strainer package shall be a normally closed
solenoid operated valve.
• The PLC shall initiate the flushing cycle by opening the 2" solenoid valve for 15
seconds. The flushing duration shall be an adjustable timer through the computer
interface device.
• A 2" ball valve shall be supplied to isolate the solenoid valve from the irrigation
system.
• The Wye strainer size shall be specified in the technical data sheet.
• The flush line shall be piped to skid edge. Others to supply flush line back to supply
pond.
10.10 Lake Level Controls - AC. Reservoir level shall be continuously monitored by a liquid
level sensor. When low level is sustained for a period of time, a 120v AC signal shall be
directed to start reservoir pump, or open filling valve, through dry -contact closure of a
relay which shall be mounted at the filling source. Signal shall be maintained until
reservoir is filled to the upper sensor. Upon cessation of signal, relay shall drop out and
pump shall stop or valve shall close. An HOA selector switch with green light shall be
mounted on the control panel face.
10.30 Reservoir Inlet Screen. A reservoir inlet screen shall be provided at the inlet to the
horizontal inlet flume leading to the wet well. The entire screen is to be in the vertical
plane with the total inlet screened area called out in the technical data sheets. The
Master Specifications Verticle VFD 16

screen shall be fabricated from 304 stainless steel plate and angle with 3/8" x 7/8"
stainless steel square mesh screen bolted to three vertical sides with stainless bolts.
The screen outlet connection shall be compatible with the horizontal inlet flume. The inlet
screen shall be installed by others.
10.40 Discharge Dog Leg. The pump station manufacturer shall supply the discharge pipe
connecting the pump station discharge to the irrigation main line. ASTM A105
SCHEDULE 40 PIPE OR HEAVIER. The discharge pipe shall be painted the same as
the main pump station and shall be size per the technical data sheets.
Part 11 — Warranty
11.00 Warranty. The manufacturer shall provide to the end user the following minimum
capabilities and warranty.
Length of Warranty
• The manufacturer warrants that the water pumping system or component will be free
of defects in workmanship for one-year from date of authorized start-up but not later
than fifteen months from date of manufacturer's invoice.
Service Network
• Manufacturer shall maintain a Factory Trained and Managed Service Network to
execute all warranty claims.
• All service entities must maintain as their primary core business the maintenance,
service and repair of pump systems.
• Authorized Service Technicians must be Factory Trained and maintain a minimum of
25 hours per year of on going in -factory training.
• The manufacturer shall provide 24/7 technical phone support to the end user during
and after the warranty period.
Component Replacement
• Provided that all installation and operation responsibilities have been properly
performed, manufacturer will provide a replacement part or component and field
installation during the warranty life.
• Repairs done at manufacturer's expense must be pre -authorized. Start-up certificate
must be on file with manufacturer to activate warranty.
• Upon request, manufacturer will provide advice for trouble shooting of a defect during
the warranty period.
• Reasonable access must be provided to allow for repairs or replacement of any
components.
Maintenance. The manufacturer shall use only high quality material. As with any
mechanical or electrical device, some preventative maintenance efforts are required to
enhance service life. The customer is encouraged to establish a methodical
maintenance service program to avoid premature failure. Manufacturer supports a wide
network of technical service agents and recommends they be utilized for service.
Because of varied conditions beyond the control of manufacturer, this warranty does not
cover damage under the following condition or environment unless otherwise specified in
writing:
• Default of any agreement with manufacturer.
• The misuse, abuse of the pumping equipment outside is intended and specified use.
• Failure to conduct routine maintenance.
• Handling any liquid other than irrigation water.
• Exposure to electrolysis, erosion, or abrasion.
• Presence of destructive gaseous or chemical solutions.
Master Specifications Verticle VFD 17

• Over voltage or unprotected low voltage.
• Unprotected electrical phase loss or phase reversal.
The foregoing constitutes manufacturer's sole warranty and has not nor does it make any
additional warranty, whether express or implied, with respect to the pumping system or
component. Manufacturer makes no warranty, whether express or implied, with respect
to fitness for a particular purpose or merchantability of the pumping system or
component. Manufacturer shall not be liable to purchaser or any other person for any
liability, loss, or damage caused or alleged to be caused, directly or indirectly, by the
pumping system. In no event shall the manufacturer be responsible for incidental,
consequential, or act of God damages nor shall manufacturer's liability for damages to
purchaser or any other person ever exceed the original factory purchase price.
Master Specifications Verticle VFD 18

State of North Carolina
nWR Department of Environment and Natural Resources
Division of Water Resources
15A NCAC 02U — RECLAIMED WATER SYSTEMS — PROJECT INFORMATION
Division of Water Resources INSTRUCTIONS FOR FORM: RWPI 11-13 & SUPPORTING DOCUMENTATION
Please use the following instructions as a checklist in order to ensure all required items are submitted. Adherence to these
instructions and checking the provided boxes will help produce a quicker review time and reduce the amount of additional
information requested. Failure to submit all of the required items will lead to additional processing and review time for the
permit application.
For more information, visit the Water Quality Permitting Section Non -Discharge Permitting Unit web site:
h ttp://Portal. ncdenr. or,-/weblwglapsllau
General —This form is required for all projects involving the generation, utilization , and or distribution of reclaimed water. At least
one of the following forms must also be included in the application package. However, multiple forms may be applicable.
Unless otherwise noted, the Applicant shall submit one original and two conies of the application and supporting
documentation. Please check the boxes below as appropriate to indicate which additional forms are included in the
application package:
❑ Reclaimed Water Generation (FORM: RWG) — for wastewater treatment facilities producing reclaimed water.
® Non -Conjunctive Utilization (FORM: RWNC) — for reclaimed water utilization activities, when the reclaimed water
utilization activity is required in order to meet the wastewater disposal needs of the facility.
❑ Conjunctive Utilization (FORM: RWCU) — for reclaimed water utilization activities, when the reclaimed water option is
not necessary to meet the wastewater disposal needs of the facility and other wastewater utilization/disposal methods are
available.
❑ Bulk Distribution (FORM: RWBD) — for distribution of reclaimed water in a bulk manner.
❑ Distribution Lines (FORM: RWDL) — for construction of reclaimed water distribution lines.
❑ Wetland Augmentation (FORM: RWWA) — for projects seeking to utilize reclaimed water for the purpose of wetland
augmentation.
❑ Local Program Approval (FORM: RWLPA) — for projects seeking permitting delegation for reclaimed water users.
A. Cover Letter (All Application Packages):
® List all items included in the application package, as well as a brief description of the requested permitting action.
B. Application Fee (All New and Major Modification Application Packages):
® Submit a check, money order or electronic funds transfer made payable to: North Carolina Department of Environment and
Natural Resources (NCDENR) according to the following fee schedules:
® STANDARD REVIEW — Submit the appropriate fee for all new and major modification applications as listed in the
table below.
Facility Classification
Major Generator/User (ADF > 10,000 gallons per day)
Minor Generator/User (ADF < 10,000 gallons per day)
Reclaimed Water Distribution Lines
New Permit I Major Modification 1
$1,310 1 $395
$810 1 $245
$480 1 N/A
' - A major modification shall be defined as any permit modification that: increases the generating facility's
average daily flow (ADF); increases the utilization area acreage; adds additional utilization areas not
previously approved; or includes the addition of new treatment units/processes not previously permitted.
There is no fee for minor permit modifications.
INSTRUCTIONS FOR FORM: RWPI 11-13 & SUPPORTING DOCUMENTATION Page 1 of 2

C. Reclaimed Water Project Information Form (FORM: RWPI 11-13) (All application packages):
® Submit the completed and appropriately executed Reclaimed Water Project Information (FORM: RWPI 11-13) form. Please
do not make any unauthorized content changes to this form.
® The applicant name in Item I.1. shall be consistent with the applicant name on the plans, specifications, agreements, etc.
® The Applicant's Certification on Page 3 of this form shall be signed in accordance with 15A NCAC 02T .0106(b). The
application must be signed by a principal executive officer of at least the level of vice-president or his authorized
representative for a corporation; by a general partner for a partnership or limited partnership; by the proprietor for a
sole proprietorship; and by either an executive officer, an elected official in the highest level of elected office, or other
authorized employee for a municipal, state, or other public entity. An alternate person may be designated as the signing
official if a delegation letter is provided from a person who meets the criteria in 15A NCAC 02T .0106(b).
❑ If this project is for a renewal without modification, use the Non -Discharge System Renewal (FORM: NDSR) application.
There is no fee for permit renewal without modification.
D. Existing Permit: (All Modification Packages):
® Submit the most recently issued existing permit.
® Provide a list of any items within the permit the Applicant would like the Division to address during the permit modification
(i.e., compliance schedules, permit description, monitoring, permit conditions, etc.).
ONE ORIGIANL AND TWO COPIES OF THE COMPLETED APPLICATION AND SUPPORTING DOCUMENTATION
SHALL BE SUBMITTED TO:
NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER RESOURCES
WATER QUALITY PERMITTING SECTION
NON -DISCHARGE PERMITTING UNIT
By U.S. Postal Service:
1636 MAIL SERVICE CENTER
RALEIGH, NORTH CAROLINA 27699-1636
TELEPHONE NUMBER: [phone]
By Courier/Special Delivery:
512 N. SALISBURY STREET
RALEIGH, NORTH CAROLINA 27604
FAX NUMBER: [phone]
INSTRUCTIONS FOR FORM: RWPI 11-13 & SUPPORTING DOCUMENTATION Page 2 of 2

State of North Carolina
DWR
Department of Environment and Natural Resources
Division of Water Resources
Division of Water Resources 15A NCAC 02U — RECLAIMED WATER SYSTEMS — PROJECT INFORMATION
FORM: RWPI 11-13
I. GENERAL INFORMATION:
1. Applicant's name: Old North State Water Company, LLC
Mailing address: 4700 Homewood Court, Suite 108
City: Raleigh State: NC Zip: 27609-
Telephone number: [phone] Email Address: mmyers&envirolinkinc.com
2. Signature authority's name: Michael J. Myers (per 15A NCAC 2U .0106) Title: Assistant Secretary
3. Applicant type (check all that apply):
❑ Government > ❑ Federal ❑ State ❑ Municipal ❑ County
❑ Individual
® Corporation
✓ For new permits, submit documentation that the company is registered for business with the NC Secretary of State.
❑ General Partnership
✓ For new permits, submit a copy of the certificate filed with the Register of Deeds in the county of business.
® Privately Owned Public Utility
✓ For new permits, submit a Certificate of Public Convenience and Necessity from the NC Utilities Commission, or a
letter from the NC Utilities Commission's Water and Sewer Division Public Staff stating an application for a
franchise has been received and that the service area is contiguous to an existing franchised area or that franchise
approval is expected.
❑ Home Owners Association
✓ For new permits, submit a properly executed Operational Agreement (FORM: HOA); and proposed or approved
Articles of Incorporation, Declarations and By-laws.
❑ Developer (where residential lots are to be sold)
✓ For new permits, submit a properly executed Operational Agreement (FORM: DEV)
4. Demonstration of historical consideration for permit approval:
Has the Applicant or any parent, subsidiary or other affiliate exhibited the following?
a. Has been convicted of environmental crimes under Federal law or G.S. 143-215.613? ❑ Yes or ® No
b. Has previously abandoned a wastewater treatment facility without properly closing that facility? ❑ Yes or ® No
c. Has unpaid civil penalty where all appeals have been abandoned or exhausted? ❑ Yes or ® No
d. Is non -compliant with an existing non -discharge permit, settlement agreement or order? ❑ Yes or ® No
e. Has unpaid annual fees in accordance with 15A NCAC 02T .0105(e)(2)? ❑ Yes or ® No
FORM: RWPI 11-13 Page 1 of 3

IL PROJECT INFORMATION
1. Application type: Select (See Instruction B) Fee Submitted$395.00 (See Instruction B)
2. For modifications, provide the existing permit number: WQ0028552 and most recent issuance date: October 7, 2013
3. Provide a brief description of the activities proposed for permitting: conjunctive and non -conjunctive spray with pond
4. What is the status of the following associated permits and/or certifications ? (if not applicable, please mark as N/A)
Permit/Certification
Date Submitted
Date Approved
Permit/Certification No.
Agency Reviewer
Erosion & Sedimentation
Control Plan
4/5/14
6/3/14
2014-020
Chatham County
Nationwide 12 or 404
N/A
Wetlands 401
N/A
Stormwater Management Plan
N/A
Dam Safety
N/A
Sewer System
N/A
NPDES
N/A
Other:
✓ For any of the permits and certifications listed above that will directly impact the construction of the proposed reclaimed
water project, please provide documentation of permit approval or final certification. Note: This application may be
considered incomplete, or the resulting permit may be issued conditionally if a pending issuance of any of the related
permits/certifications directly impacts the proposed facility.
5. Documentation of the presence or absence of threatened or endangered aquatic species at the project site utilizing
information provided by the Department's Natural Heritage Program is required for construction of all new WWTP
projects and/or non conjunctive utilization sites, and for any project involving expansion of a WWTP and/or non
conjunctive utilization site in accordance with 15A NCAC 02T .0105(c)(10). Provide the location in application package
where this documentation is located: Attached; or explain why this item is N/A.
6. Does this project utilize public monies or lands? ❑ Yes or ® No
✓ If yes, was an Environmental Assessment required under 15A NCAC O1C?
Yes ® No
Include one of the following final environmental documents with this submittal:
❑ Finding of No Significant Impact, or ❑ Record of Decision
Describe any mitigating factors from the Environmental Assessment that impact the design and/or construction of the
reclaimed water project:
7. Is any portion of the proposed project (reclaimed water treatment units, storage units, distribution lines, or utilization areas)
located within the 100 year flood plain? ❑ Yes or ® No
✓ If yes, specify which portion(s) of the project are affected?
✓ If yes, has the Applicant submitted written documentation of compliance with § 143 Article 21 Part 6? ❑ Yes or ❑ No
Documentation should consist of a letter from the local authority (i.e., county/municipality) stating that the project
complies with any local floodplain ordinance that may apply.
FORM: RWPI 11-13 Page 2 of 3

Applicant's Certification (signing authority must be in compliance with 15A NCAC 02U .0106):
I, Lee Bowman Authorized Signatory
(signing authority name — PLEASE PRINT) (title)
attest that this application for Briar Cha el Post Constructed Western Irrigation Pond and Transmission
Line
(facility name)
has been reviewed by me and is accurate and complete to the best of my knowledge. I understand that any discharge of wastewater
from this non -discharge system to surface waters or the land will result in an immediate enforcement action that may include civil
penalties, injunctive relief, and/or criminal prosecution. I will make no claim against the Division of Water Resources should a
condition of this permit be violated. I also understand that if all required parts of this application package are not completed and that
if all required supporting information and attachments are not included, this application package will be returned to me as incomplete.
I further certify that the applicant or any affiliate has not been convicted of an environmental crime, has not abandoned a wastewater
facility without proper closure, does not have an outstanding civil penalty where all appeals have been exhausted or abandoned, are
compliant with any active compliance schedule, and do not have any overdue annual fees under Rule 15A NCAC 02U .0105. Note:
In accordance with NC General Statutes 143-215.6A and 143-215.613, any person who knowingly makes any false statement,
representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may include a fine not to
exceed $10,000 as well as civil penalties up to $25,000 per violation.
Signature: 1_zOY1P.2, V Date: 4/23120
FORM: RWPI 11-13 Page 3 of 3

State of North Carolina
Department of Environment and Natural Resources
DWR Division of Water Resources
15A NCAC 02U — RECLAIMED WATER SYSTEMS — NON -CONJUNCTIVE UTILIZATION
Division of Water Resources INSTRUCTIONS FOR FORM: RWNC 11-13 & SUPPORTING DOCUMENTATION
Please use the following instructions as a checklist in order to ensure all required items are submitted. Adherence to these
instructions and checking the provided boxes will help produce a quicker review time and reduce the amount of additional
information requested. Failure to submit all of the required items will lead to additional processing and review time for the
permit application.
For more information, visit the Water Quality Permitting Section's Non -Discharge Permitting Unit web site at:
http: //portal. ncdenr. orb/web/wg/aps/lau
General — This application is for projects involving the non -conjunctive use of reclaimed water. Non -conjunctive use means that
reclaimed water utilization is required to meet the wastewater disposal needs of the facility (the reclaimed water utilization
is not optional). Unless otherwise noted, the Applicant shall submit one original and two copies of the application
and supporting documentation.
Do not submit this application without an associated Reclaimed Water Project Information (FORM: RWPI) form.
Note that use of reclaimed water for the purpose of wetland augmentation requires submittal of FORM: RWWA.
A. Non -Conjunctive Use of Reclaimed Water (FORM: RWNC 11-13) Application (All application packages):
® Submit the completed and appropriately executed Non -conjunctive Use of Reclaimed Water (FORM: RWNC 11-13) form.
Please do not make any unauthorized content changes to this form. If necessary for clarity or due to space restrictions,
attachments to the application may be made, as long as the attachments are numbered to correspond to the section and item to
which they refer.
® The user name in Item IL 1. shall be consistent with the user name on the plans, specifications, agreements, etc.
® The Professional Engineer's Certification on Page 8 of this form shall be signed, sealed and dated by a North Carolina licensed
Professional Engineer.
® The Applicant's Certification on Page 8 of this form shall be signed in accordance with 15A NCAC 02T .0106(b). The
application must be signed by a principal executive officer of at least the level of vice-president or his authorized representative
for a corporation; by a general partner for a partnership or limited partnership; by the proprietor for a sole proprietorship;
and by either an executive officer, an elected official in the highest level of elected office, or other authorized employee for a
municipal, state, or other public entity. An alternate person may be designated as the signing official if a delegation letter is
provided from a person who meets the criteria in 15A NCAC 02T .0106(b).
❑ If this project is for a renewal without modification, use the Non -Discharge System Renewal (FORM: NDSR) application.
B. Property Ownership Documentation (All Application Packages involving new or expanding uses of reclaimed water):
® Per 15A NCAC 02U .0202(f ), the Applicant shall provide property ownership documentation for all reclaimed water utilization
sites. Property ownership documentation shall consist of one (or more) of the following:
® Legal documentation of ownership (i.e., GIS, deed or article of incorporation), or
❑ Written notarized intent to purchase agreement signed by both parties with a plat or survey map, or
❑ An easement running with the land specifically indicating the intended use of the property and meeting the requirements
of 15A NCAC 02L .0107(f), or
❑ A written notarized lease agreement signed by both parties, indicating the intended use of the property, as well as a plat or
survey map.
INSTRUCTIONS FOR FORM: RWNC 11-13 & SUPPORTING DOCUMENTATION Page 1 of 4

C. Soil Evaluation for Non -Conjunctive Irrigation Systems (For application packages including new irrigation areas not previously
approved)
❑ Per 15A NCAC 02U .0202(b), submit a soil evaluation of the irrigation site(s) that has been signed, sealed and dated by a North
Carolina Licensed Soil Scientist and includes at a minimum:
❑ The report shall identify all the proposed irrigation sites with project name, location, and include a statement that the areas
were recommended for the proposed reclaimed water utilization activity.
❑ A field description of soil profile, based on examinations of excavation pits and auger borings, within seven feet of the
land surface or to bedrock describing the following parameters by individual diagnostic horizons:
❑ Thickness of horizon ❑ Texture ❑ Color and other diagnostic features
❑ Structure ❑ Internal drainage ❑ Depth, thickness, and type of restrictive horizon(s)
Presence or absence and depth of evidence of seasonal high water table (SHWT)
❑ Provide all soil boring logs performed at the site.
❑ Annual hydraulic loading rates shall be based on in -situ measurements of saturated hydraulic conductivity in the most
restrictive horizon for each soil mapping unit.
❑ Maximum reclaimed water application rate for each irrigation area.
❑ A representative soils analysis (Standard Soil Fertility Analysis) conducted on each irrigation site. The Standard Soil
Fertility Analysis shall include the following items:
❑ Acidity ❑ Exchangeable sodium percentage (by calculation) ❑ Phosphorus
❑ Base saturation (by calculation) ❑ Magnesium ❑ Potassium
❑ Calcium ❑ Manganese ❑ Sodium
❑ Cation exchange capacity ❑ Percent humic matter ❑ Zinc
❑ Copper ❑ pH
❑ A soil map delineating soil mapping units within each utilization site and showing all physical features, location of pits
and auger borings, legends, scale, and north arrow.
❑ Guidance on completing soil evaluations for non conjunctive reclaimed water systems is provided in the Soil Scientist
Evaluation Policy.
D. Agronomist Evaluation (For application packages that include new irrigation areas not previously approved):
❑ Per 15A NCAC 02U .020I N or .0202(i), submit an agronomist evaluation that has been signed, sealed and dated by a qualified
professional and includes at a minimum:
❑ Proposed nutrient uptake values for each cover crop based upon each field's dominant soil series and percent slope.
❑ Plant available nitrogen calculations for each cover crop using the expected effluent concentrations and appropriate
mineralization and volatilization rates.
❑ Historical site consideration, soil binding and plant uptake of phosphorus.
❑ Seasonal irrigation restrictions, if appropriate.
❑ Management plan for all specified crops.
E. Hydrogeologic Report (For systems treating industrial waste or having a design flow over 25,000 GPD):
❑ Per 15A NCAC 02U .0202(e), submit a detailed hydrogeologic investigation that has been signed, sealed and dated by a North
Carolina Licensed Geologist, a North Carolina Licensed Soil Scientist or a North Carolina licensed Professional Engineer and
includes at a minimum:
❑ A description of the regional and local geology and hydrogeology based on research of literature for the area;
❑ A description, based on field observations of the site, topographic setting, streams, springs, and other groundwater
discharge features, drainage features, existing and abandoned wells, rock outcrops, and other features that may affect
the movement of treated wastewater;
❑ Changes in lithology underlying the site;
❑ Depth to bedrock and occurrence of any rock outcrops;
❑ They hydraulic conductivity and transmissivity of the affected aquifer(s);
❑ Depth to the seasonal high water table;
❑ A discussion of the relationship between the affected aquifers of the site to local and regional geologic/hydrogeologic
features;
❑ A discussion of the groundwater flow regime of the site prior to operation of the proposed facility and post operation of
the proposed facility focusing on the relationship of the system to groundwater receptors, groundwater discharge features,
and groundwater flow media;
❑ A mounding analysis to predict the level of the seasonal high water table after reclaimed water augmentation.
❑ A mounding analysis to predict the level of the seasonal high water table after reclaimed water augmentation.
❑ Note: Guidance on completing Hydrogeologic Evaluations is provided in the Hydrogeologic Investigation and Reporting
Policy, the Groundwater Modeling Policy, and the Performance and Analysis of Aquifer Slug Tests and Pumping Tests
Policy.
INSTRUCTIONS FOR FORM: RWNC 11-13 & SUPPORTING DOCUMENTATION Page 2 of 4

F. Water Balance (For all application packages that include wet -weather storage located at the non -conjunctive user site, changes in
flow, or changes in storage):
❑ Per 15A NCAC 02U .0202(k), submit a water balance that has been signed, sealed and dated by a qualified professional and
includes at a minimum:
❑ The water balance should be run over at least a two year iteration, should consider precipitation into and evaporation from
all open atmosphere storage impoundments, and should use variable number of days per month and include:
❑ Precipitation based on the 801 percentile and a minimum of 30 years of observed data.
❑ Potential Evapotranspiration (PET) using the Thomthwaite method, or another approved methodology, using a
minimum of 30 years of observed temperature data.
❑ Soil drainage based on the geometric mean of the in -situ KSAT tests in the most restrictive horizon and a drainage
coefficient ranging from 4 to 10% (unless otherwise technically documented).
❑ Other factors that may restrict the hydraulic loading rate when determining a water balance include:
❑ Depth to the SHWT and lateral groundwater movement.
❑ Nutrient limitations and seasonal application times to ensure reclaimed water is applied at appropriate agronomic
rates.
❑ Note: Guidance on completing a water balance for non -conjunctive systems is available in the Water Balance Calculation
Policy.
G. Engineering Plans (All Application Packages):
® Per 15A NCAC 02U .0202(c)(1), submit standard size and 11 x 17-inch plan sets that have been signed, sealed and dated by a
North Carolina licensed Professional Engineer.
® Table of contents with each sheet numbered.
® A general location map with at least two geographic references and a vicinity map.
® Location and details of all distribution piping, valves, flow meters, etc.
® Plan and profile views of all onsite storage units including inlet and outlet (if applicable) structures.
® The irrigation area with an overlay of the suitable irrigation areas depicted in the Soil Evaluation.
® Each nozzle/emitter and their wetted area influence, and each irrigation zone labeled as it will be operated.
® Locations within the irrigation system of air releases, drains, control valves, highest irrigation nozzle/emitter, etc.
❑ For irrigation of food chain crops, plans shall clearly show the method of irrigation (i.e. direct or indirect).
❑ For automated irrigation systems, provide the location and details of the precipitation/soil moisture sensor.
® Plans shall represent a completed design and not be labeled with preliminary phrases (e.g., FOR REVIEW ONLY, NOT
FOR CONSTRUCTION, etc.) that indicate they are anything other than final specifications. However, the plans may be
labeled with the phrase: FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION.
H. Specifications (All Application Packages):
® Per 15A NCAC 02U .0202(c), submit specifications that have been signed, sealed and dated by a North Carolina licensed
Professional Engineer.
® At a minimum, the specifications shall include the following items:
® Table of contents with each section/page numbered.
® Detailed specifications for the proposed reclaimed water utilization system, including all piping, valves, pumps, flow
meters, high water alarms, cross connection controls, etc. For irrigation systems, include details for spray heads and/or
drip emitters.
® Detailed specifications for any onsite storage units, including dimensions, storage volume, liner requirements, etc.
® Site Work (i.e., earthwork, clearing, grubbing, excavation, trenching, backfilling, compacting, fencing, seeding, etc.)
® Materials (i.e., concrete, masonry, steel, painting, method of construction, etc.)
® Electrical (i.e., control panels, transfer switches, automatically activated standby power source, etc.)
® Means for ensuring quality and integrity of the finished product, including leakage, pressure and liner testing.
® Specifications shall represent a completed design and not be labeled with preliminary phrases (e.g., FOR REVIEW ONLY,
NOT FOR CONSTRUCTION, etc.) that indicate they are anything other than final specifications. However, the specifications
may be labeled with the phrase: FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION.
Engineering Calculations (All Application Packages):
® Per 15A NCAC 02U .0202(c), submit engineering calculations that have been signed, sealed and dated by a North Carolina
licensed Professional Engineer.
® At a minimum, the engineering calculations shall include the following items:
® Total and effective storage calculations for each storage unit;
® Friction/total dynamic head calculations and system curve analysis for each pump used;
® Manufacturer's information for all pumps, flow meters, spray heads/emitters, etc;
® Flotation calculations any storage units constructed partially or entirely below grade;
® For irrigation systems, demonstrate the designed maximum precipitation and annual loading rates do not exceed the
recommended rates;
❑ For non -irrigation uses, demonstrate how reclaimed water usage was determined.
INSTRUCTIONS FOR FORM: RWNC 11-13 & SUPPORTING DOCUMENTATION Page 3 of 4

Site Map (All Application Packages):
® Per 15A NCAC 02U .0202(d), submit standard size and 11 x 17-inch site maps that have been signed, sealed and dated by a
North Carolina licensed Professional Engineer and/or Professional Land Surveyor.
® For clarity, multiple site maps of the facility with cut sheet annotations may be submitted.
® At a minimum, the site map shall include the following:
® A scaled map of the utilization site with topographic contour intervals not exceeding 10 feet or 25 percent of total site
relief and showing all facility -related structures and fences within the reclaimed water storage and utilization areas.
® Soil mapping units shown on all irrigation sites.
® The location of all wells (including usage and construction details if available), streams (ephemeral, intermittent, and
perennial), springs, lakes, ponds, and other surface drainage features within 500 feet of all reclaimed water storage and
utilization sites.
® Setbacks as required by 15A NCAC 02U .0701.
® Site property boundaries within 500 feet of all reclaimed water storage and utilization sites.
ONE ORIGINAL AND TWO COPIES OF THE COMPLETED APPLICATION AND SUPPORTING DOCUMENTATION
SHALL BE SUBMITTED TO:
NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER RESOURCES
WATER QUALITY PERMITTING SECTION
NON -DISCHARGE PERMITTING UNIT
By U.S. Postal Service:
1636 MAIL SERVICE CENTER
RALEIGH, NORTH CAROLINA 27699-1636
TELEPHONE NUMBER: [phone]
By Courier/Special Delivery:
512 N. SALISBURY STREET
RALEIGH, NORTH CAROLINA 27604
FAX NUMBER: [phone]
INSTRUCTIONS FOR FORM: RWNC 11-13 & SUPPORTING DOCUMENTATION Page 4 of 4

State of North Carolina
DWR
Department of Environment and Natural Resources
Division of Water Resources
Division of Water Resources 15A NCAC 02U — RECLAIMED WATER SYSTEMS — NON -CONJUNCTIVE UTILIZATION
FORM: RWNC 11-13
L CONTACT INFORMATION:
1. Applicant's name: Old North State Water Company, LLC
Mailing address: 4700 Homewood Court, Suite 108
City: Raleigh State: NC Zip: 27609-
Telephone number: [phone] Email Address: mmyers&envirolinkinc.com
2. Signature authority's name: Michael J Myers (per 15A NCAC 02T .0106) Title: Asst. Secretary
3. Consulting Engineer's name: Mark P. Ashness License Number: 18894 Firm: CE Group
Mailing address: 301 Glenwood Avenus, Suite 220
City: Raleigh State: NC Zip: 27603-
Telephone number: [phone] Email Address: mark&c� egroupinc.com
4. Consulting Soil Scientist's name: Jim Beeson License Number: 1114 Firm: Piedmont Environmental
Mailing address: 5401 Thacker Drive
City: Greensboro State: NC Zip: 27406-
Telephone number: [phone] Email Address: jbeesonkgmail.com
5. Consulting Geologist's name: Eric Lappala License Number: 319 Firm: Eagle Resources
Mailing address: PO Box 11189
City: Southport State: NC Zip: 28461-
Telephone number: [phone] Email Address: elappalageagleresources.com
6. Consulting Agronomist's name: Jim Beeson Firm: Piedmont Environmental
Mailing address: 5401 Thacker Drive
City: Greensboro State: Nc Zip: 27406-
Telephone number: [phone] Email Address: jbeeson&gmail.com
IL USER INFORMATION
1. Reclaimed water user name(s): Briar Chapel Utilities LLC
City: Chapel Hill State: NC Zip: 27516-
User facility physical address: 640 Boulder Point Drive
County: Chatham
FORM: RWNC 11-13 Page 1 of 9

2. Facility status: Existing
3. What is the proposed beneficial use(s) of the reclaimed water in accordance with 15A NCAC 02U .0101(a) ?
(Check all that apply)
❑ Irrigation (non food crop) ❑ Irrigation (food chain crops) ❑ Industrial process water make up
❑ Cooling towers ❑ Chiller/Boiler makeup ❑ Urinal/Toilet flushing (non-residential)
❑ Fire protection (non-residential) ❑ Other (specify):
4. Amount of reclaimed water to be used: 135425 gallons per day
5. Does the reclaimed water source facility already have a permit for generation of reclaimed water? ® Yes or ❑ No
✓ If Yes, list permit number: W00028552
✓ If No, then the Reclaimed Water Generation application (FORM: RWG) must also be included in this package.
IL USER INFORMATION (Continued)
6. Explanation of how usage volume was calculated:
7. In accordance with 15A NCAC 02U .0501(a)(2) and (b)(2), how will the public and/or employees be notified about the use of
reclaimed water?
8. Specify the location within the application package where examples of notification materials can be found:
III. UTILIZATION AREA SETBACKS (15A NCAC 02U .0701)
1. Provide the actual minimum distance in feet from the storage units and utilization areas to each item listed (distances greater
than 500 feet may be marked N/A):
Setback Parameter
Utilization Areas
Final Effluent Storage
Units
Required
Actual
Required
Actual
Any private or public water supply source
%,
100
over 600
FT
Any property line
50
250 FT
Any well with exception of monitoring wells
100
100
over 600
FT
Surface waters (streams — intermittent and perennial,
100
50
N/A
perennial waterbodies, and wetlands) classified as SA
Surface waters (streams — intermittent and perennial,
25
50
Over 100
perennial waterbodies, and wetlands) not classified as SA
FT
2. Do the utilization areas and storage units comply with all setbacks found in the river basin rules (15A NCAC 213 .0200)?
®Yes or❑No
✓ If no, list non -compliant setbacks:
3. Are any setback waivers required in order to comply with 15A NCAC 02U .0701? ❑ Yes or ® No
✓ If yes, have these waivers been written, notarized signed by all parties involved and recorded with the County Register of
Deeds? ❑ Yes or ❑ No
✓ If yes, has a Non -Discharge Wastewater System Waiver (FORM: NDWSW) been included with this application package?
❑Yes or❑No
FORM: RWNC 11-13 Page 2 of 9

IV. DESIGN CRITERIA FOR UTILIZATION AND DISTRIBUTION SYSTEMS (15A NCAC 02U .0402 and .0403
1. Fill in the table below to indicate the location in the plans and specifications where the following items can be located:
Distribution System Design Element
Plan Sheet
Specification Page
Number
Number
Labeling of valves, storage facilities, and outlets to inform the public or
employees that reclaimed water is not intended for drinking in
3
8
accordance with 15A NCAC 02U .0403(12)
Identification of piping, valves, and outlets as reclaimed water
(i.e., color coding purple, labeling, taping, etc.) in accordance with 15A
3
8
NCAC 02U .0403 c a
Method of securing valves and outlets the permits operation by
3
8
authorized personnel only in accordance with 15A NCAC 02U .0403 d
Hose bibs locked for use by authorized personnel in accordance with
6
8
15A NCAC 021J.0403 e
a. Identification of existing underground distributions systems shall be incorporated within 10 feet of crossing any waterline
or sanitary sewer line.
2. Will potable water be used to supplement the reclaimed water system? ❑ Yes or ® No
✓ If yes, what cross connection control measures will betaken in accordance with 15A NCAC 02U .0403(f)?
Plan Sheet Number Specification Page Number
✓ If yes, is documentation that the proposed cross -connection control measures have been approved by the Division of
Environmental Health's Public Water Supply Section included in this application package? ❑ Yes or ❑ No
3. What is the method to provide power reliability? 3 Phase Power on grid system
4. Will a certified operator of a grade equal or greater than the facility classification be on call 24 hrs/day? ® Yes or ❑ No
5. Will each utilization area be equipped with a flow meter to measure the volume of reclaimed water used? ® Yes or ❑ No
FORM: RWNC 11-13 Page 3 of 9

V. DESIGN INFORMATION FOR EARTHEN STORAGE IMPOUNDMENTS: 15A NCAC 02U .0401
IF MORE THAN ONE IMPOUNDMENT, PROVIDE ADDITIONAL COPIES OF THIS PAGE AS NECESSARY.
1. Are there any earthen reclaimed water storage impoundments located at the utilization site(s)? ❑ Yes or ® No
✓ If no, then skip the remaining items in Section V. and proceed to Section VI.
2. What is the storage impoundment type? Select
✓ For required wet weather storage, does the amount of storage provided meet or exceed the amount of required storage
calculated in the Water Balance (Instruction F)? ❑ Yes or ❑ No
3. Storage Impoundment Coordinates (Decimal Degrees): Latitude: Longitude: - °
4. Do any impoundments include a discharge point (pipe, spillway, etc)? ❑ Yes or ❑ No
✓ If Yes, has the required NPDES permit been obtained to authorize the discharge of reclaimed water? ❑ Yes or ❑ No
➢ Provide the NPDES permit number , or the date when NPDES application was submitted:
5. Is the impoundment designed to receive surface runoff? ❑ Yes or ❑ No
If yes, what is the drainage area? ft2
6. Is a liner provided with a hydraulic conductivity no greater than 1 X 10 -6 cm/s? ❑ Yes or ❑ No
If No, has the Applicant provided predictive calculations or modeling demonstrating that such placement will not result in a
contravention of GA groundwater standards? ❑ Yes or ❑ No
7. What is the depth to bedrock from the earthen impoundment bottom elevation? ft
✓ If the depth to bedrock is less than four feet, has the Applicant provided a liner with a hydraulic conductivity no greater
than 1 x 10-' cm/s? ❑ Yes, ❑ No or ❑ N/A
➢ If Yes, has the Applicant provided predictive calculations or modeling demonstrating that surface water or
groundwater standards will not be contravened? ❑ Yes or ❑ No
✓ If the earthen impoundment is excavated into bedrock, has the Applicant provided predictive calculations or modeling
demonstrating that surface water or groundwater standards will not be contravened? ❑ Yes, ❑ No or ❑ N/A
8. If the earthen impoundment is lined and the mean seasonal high water table is higher than the impoundment bottom elevation,
how will the liner be protected (e.g., bubbling, groundwater infiltration, etc.)?
9. If applicable, provide the specification page references for the liner installation and testing requirements:
10. If the earthen impoundment is located within the 100-year flood plain, has a minimum of two feet of protection (i.e., top of
embankment elevation to 100-year flood plain elevation) been provided? ❑ Yes or ❑ No
11. Provide the requested earthen impoundment design elements and dimensions:
Earthen Impoundment Design Elements
Earthen Impoundment Dimensions
Liner type:
® Clay
❑ Synthetic
Top of embankment elevation:
494 ft
❑ Other
I ❑ Unlined
Liner hydraulic conductivity:
1 x 10 -6 cm/s
Freeboard elevation:
492 ft
Hazard class:
Not Applicable
Toe of slope elevation:
470 ft
Designed freeboard:
2 ft
Impoundment bottom elevation:
169 ft
Total volume:
4763353 ft3
35629876
gallons
Mean seasonal high water table depth:
N/A It
Effective volume:
ft3
gallons
Embankment slope:
3 : 1
Effective storage time:
days
Top of dam water surface area:
300536 ft2
Plan Sheet Reference:
6
Freeboard elevation water surface area:
285802 ft2
Specification Section:
5.0
Bottom of impoundment surface area:
148122 ft2
FORM: RWNC 11-13 Page 4 of 9

VI. DESIGN INFORMATION FOR NON -CONJUNCTIVE IRRIGATION SYSTEMS
1. Will reclaimed water be used for irrigation? ❑ Yes or ❑ No
✓ If no, then skip the remaining items in Section VI., and proceed to Section VII.
2. The irrigation system is: ® existing ❑ proposed
3. The irrigation system is: Spray
4. Does the irrigation area contain any subsurface drainage structures? ❑ Yes or ® No
✓ If yes, where does the drainage system discharge?
5. Provide the minimum depth to the seasonal high water table within the irrigation area: F
NOTE: The vertical separation between the seasonal high water table and the ground surface shall be at least one foot.
6. Provide the equipment information below for spray and/or drip systems:
Spray Utilization Design Element
Plan Sheet
Number
Specification
Page Number
Wetted diameter of nozzles
ft
Wetted area of nozzles
ft2
Nozzle capacity
gpm
Nozzle manufacturer / model
/
Drip Utilization Design Element
Plan Sheet
Number
Specification
Page Number
Wetted area of emitters
ft2
Distance between laterals
ft
Distance between emitters
ft
Emitter capacity
gpm
Emitter manufacturer / model
/
7. If applicable, provide the location of each design element in the specifications and engineering plans for irrigation dosing
systems:
FORM: RWNC 11-13 Page 5 of 9

Utilization Pump Tank
Plan Sheet
Number
Specification
Page Number
Internal dimensions (L x W x H or (p x H)
ft
ft
ft
Total volume
ft3
gallons
Dosing volume
ft3
gallons
Audible & visual alarms
Equipment to prevent utilization during rain events
FORM: RWNC 11-13 Page 6 of 9

VI. DESIGN INFORMATION FOR NON -CONJUNCTIVE IRRIGATION SYSTEMS (Continued)
8. Provide the following information for each irrigation zone within the system:
Zone
Latitude a
Longitude
gia
Area
(ft2)
Recommended
Loading Rate n
(in/hr)
Recommended
Loading Rate n
(in/yr)
Design
Precipitation
Rate e(in/hr)
Design Annual
Loading Rate n
(in/yr)
Soil
Series
Crop
Type
Waterbody
Stream Index
No.
Classification
O ''I
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
Level of accuracy? Nearest second Method of measurement? Aerial photography with ground control Datum? NAD83
For seasonal loading rates, list appropriate months.
Instructions for determining the waterbody stream index number and its associated classification can be found here: http://portal.ncdenr.ora/web/wq/aps/lau/applications#Agreements
FORM: RWNC 11-13 Page 7 of 9

VI. DESIGN INFORMATION FOR NON -CONJUNCTIVE IRRIGATION SYSTEMS (Continued)
9. Provide the following cover crop information to demonstrate the reclaimed water will be applied at or below agronomic rates:
Cover Crop
Soil Series
% Slope
Nitrogen Uptake Rate
lbs/ac r
Phosphorus Uptake
Rate lbs/ac r
a. Specify where the nitrogen and phosphorus uptake rates for each cover crop were obtained: NC Nutrient Management
Workshop 2003, NCSU Nutrient Management Manual, Waste Coefficient Worksheet 1999
b. Proposed nitrogen mineralization rate:
c. Proposed nitrogen volatilization rate:
d. Minimum irrigation area from the Agronomist Evaluation's nitrogen balance: ft2
e. Minimum irrigation area from the Agronomist Evaluation's phosphorus balance: ft2
f. Minimum irrigation area from the water balance: ft2
VILLOCATION INFORMATION FOR NON -CONJUNCTIVE UTILIZATION AREAS (other than irrigation)
1. Will reclaimed water be utilized for purposes other than irrigation? ❑ Yes or ® No If No, skip this Section.
2. Provide the following information for all other reclaimed water utilization sites (non -irrigation):
Site ID
Latitude a
Longitude a
Allowable Use
Waterbody
Stream Index No. b
Classification b
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
O 1 II
a. Level of accuracy? Select Method of measurement? Select Datum? Select
b. Instructions for determining the waterbody stream index number and its associated classification:
http://portal.ncdenr.ora/web/Wq//ps/csu/classifications
FORM: RWNC 11-13 Page 8 of 9

VIIL IRRIGATION OF FOOD CHAIN CROPS
1. Will the system be used to irrigate food chain crops? ❑ Yes or ® No
2. If Yes, please complete the flowchart below by checking the appropriate yes/no responses. If No, skip this Section.
Will the portion of the crop intended for
human consumption be peeled, skinned,
cooked, or thermally processed prior to
human consumption?
Yes
Type 1 reclaimed water
allowed pursuant to
NCAC 02U .0301(b)), for
direct or indirect contact
irrigation.
No
Will the irrigation activity result in the
direct contact of reclaimed water on
the portion of the crop intended for
human consumption (direct contact
irrigation)?
Yes
This activity is not allowed
without further study pursuant
to 15A NCAC 02U .1401(a)(5).
No
Type 2 reclaimed water
allowed pursuant to
15A NCAC 02U .0301(a), for
indirect contact irrigation.
3. What type of notification will be provided at the irrigation site(s) to inform the public about the use of reclaimed water in
accordance with 15A NCAC 02U .1401?
FORM: RWNC 11-13 Page 9 of 9

Professional Engineer's Certificatl n:
attest that this application for
fLrMJLNo. W00028552 Briar Chanel Development Reclaimed Water Generation, Conjunctive Reclalmee
Wnterutillyallan. Ron-conrunctive Reclaimed Water Utillration and Wastewater 1rri ati n System. Chatham C u h-
has been reviewed by me and is accurate, complete
and consistent with the information supplied in the engineering plans, calculations, and all other supporting documentation to the best of
my knowledge. I further attest that to the best of my knowledge the proposed design has been prepared in accordance with this
application package and its instructions as well as all applicable regulations and statutes. Although other professionals may have
developed certain portions of this submittal package, inclusion of these materials under my signature and seat signifies that I have
reviewed this material and have judged it to be consistent with the proposed design. Note. In accordance with NC General Statutes
143-215.6A and 143-215.6B, any person who knowingly makes any false statement, representation, or certification in any application
package shall be guilty of a Class 2 misdemeanor, which may include a line not to exceed S10,000 as well as civil penalties up to
S25,000 per violation.
North Carolina Professional Engineer's seat, signature, and date;
Applicant's Certification (signing authority must be in compliance wlth I SA_NCAC 021.0106):
r ceBowman Author zed Signatory
(signing authority name —PLEASE PRIM) (title)
attest that this application for Permit No. *V00028552 Briar Chanel Development Reclaimed Water Grarrnunn ,r anfyinrrty,, Rrrtalmed
Water Udlizad n N - u rclaimc W cr Utilization and Waslc►vatcr Irrigation System. Chalham Coun �
(facility name)
has been reviewed by me and is accurate and complete to the best of my knowledge. I understand that any discharge of wastewater from
this non -discharge system to surface waters or the land will result in an immediate enforcement action that may include civil penalties,
injunctive relief, and/or criminal prosecution. I will make no claim against the Division of Water Resources should a condition of this
permit be violated. I also understand that if all required parts of this application package are not completed and that if all required
supporting information and attachments are not included, this application package will be returned to me as incomplete. I further certify
that the applicant or any affiliate has not been convicted of an environmental crime, has not abandoned a wastewater facility without
proper closure, does not have an outstanding civil penalty where al appeals have been exhausted or abandoned, are compliant with any
active compliance schedule, and do not have any overdue annual fees under Rule 15A NCAC 02T .0105. Note: In accordance with NC
General Statutes 143-215.6A and 143-215.6B, any person who knowingly makes any false statement, representation, or certification in
any application package shall be guilty of a Class 2 misdemeanor, which may include a line not to exceed S 10,000 as well as civil
penalties up to S25,000 per violation.
Signature: Date:
4/23/20
FORM: RWNC 11-13 Page 10of9

j�
May 6, 2020
Ms. Tessa Monday
NCDENR, Division of Water Quality
Aquifer Protection Section
1636 Mail Service Center
Raleigh, North Carolina 27699-1636
CE GROUP
301 GLENWOOD AVENUE, SUITE 220
RALEIGH, NC 27603
Phone: [phone]
E-Mail: [e-mail]
Hand Delivery
Existing Permit # WQ0028552
Briar Chapel Modification to Permit, Reclaimed Quality Water Irrigation, Post constructed
Western Irrigation Pond and Transmission Line in Chatham County, NC
Dear Ms. Monday
On behalf of Briar Chapel Utilities, please find attached the Package for Reclaimed Quality Water Irrigation, Post
Constructed Western Irrigation Pond, Pump Station and Transmission Line. A transmittal is attached detailing the
submission package.
Reclaimed Quality Water Irrigation, Post constructed Western Irrigation Pond and Transmission Line (Non -
Conjunctive).
The western irrigation pond (previously constructed and used to store captured surface and rain water will now be
converted to a 21 reuse storage pond. The pond is designed such that reclaimed water can flow back and forth
between the central irrigation pond (f 3,775 if of 10", f 1,000 if of 8" and ±225 if of 6" Transmission Line). The
pump station also has the capacity to support irrigation areas in the central irrigation district should the Central Pond
Irrigation Pump require maintenance.
Please contact this office should you require additional information.
Sincerely,
Mark P. Ashness, PE
Enclosures

Briar Chapel
eelad eel Quality ' Reuse Water
for
Post Constructed Transmission Line between Western
Irrigation Pond and Central Irrigation Pond
Modification to Existing Permit WQ0028552
C hatham City,, SIC
Supporting Calculations for Post Constructed Transmission Line between
Western Irrigation Pond and Central Irrigation Pond
April 9, 2020
CE GROUP
301 GLENWDDO AVENUE, SUITE 220, R4LElGH, NC 27603
Phone: [phone] Uscense # C-1739

Scenario: Base
Bentley Systems, Inc. Haestad Methods Solution Center
27 Seeman Company Drive Su-te 200 W Watertown, CT 06795 USA [phone]

Scenario: Base
Steady State Analysis
Junction Report
Label
Elevation
(ft)
Zone
Type
Base Flow
(gpm)
Pattern
Demand
Calculated
(gpm)
Calculated
iydraulcGrad
(ft)
Pressure
(psi)
J-1
494.00
Zane
Demand
0.00
Fixed
0.00
796.16
130.73
J-2
526.00
Zone
Demand
0.00
Fixed
0.00
789.91
114.18
J-3
540.00
Zone
Demand
0.00
Fixed
0.00
789.91
108.13
J4
531.00
Zone
Demand
0.00
Fixed
0.00
789.91
112.02
J-5
518.00
Zone
Demand
0.00
Fixed
0.00
789.91
117.64
J-6
472.00
Zone
Demand
0.00
Fixed
0.00
789.91
137.55
J-7
475,00
Zone
Demand
0.00
Fixed
0.00
790.17
136.36
J-8
518.00
Zone
Demand
0.00
Fixed
0.00
780.05
113.38
J-9
519.00
Zone
Demand
200.00
Fixed
200.00
77451
110.55
J-10
522.00
Zone
Demand
200.00
Fixed
200.00
754.53
100.60
J-11
480.00
Zone
Demand
300.00
Fixed
300.00
784.03
131.54
J-12
445.00
Zone
Demand
300.00
Fixed
300.00
772.79
141.82
J-13
524.00 1
Zone
Demand 1
200.001
Fixed 1
200.001
774221
108261
Title: Package H Water Modeling Project Engineer. MPA
p:1... lcalcslmodelinglpkg h modeling,wcd CE Group WaterCAD v7.0 [07.00.061.001
10/05/18 03:46:32 P&O Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of i

Scenario: Base
Steady State Analysis
Pipe Report
Label
Length
Diameter
Material
Hazen-
Check
Minor
Control
ischarg
pstream Struct
wnstream Strudu
ressure
Headloss
elocity
(ft)
(in)
William
Valve?
Loss
Status
(gpm)
HydrauficGrade
HydraullcGrade
Pipe
Gradient
(fV,)
C
oeffiden
(ft)
(ft)
Headlos
(f /10004)
(ft)
P-1
1.00
10.0
PVC
120.0
false
0.00
Open
1,200,00
474.00
473.99
0.01
10.01
4.90
P-2
1.00
10.0
PVC
120.0
false
0.00
Open
1,200.00
796.17
796.16
0.01
10.01
4,90
P-3
1,598.00
8.0
PVC
120.0
false
0.00
Open
401.62
796.16
789.91
6.25
3.91
2.56
P-4
1,909.00
6.0
PVC
120.0
false
0.00
Open
1.62
789.91
789.91
0.00
0.00
0.02
P-5
979.00
6.0
PVC
120.0
false
0.00
Open
1.62
789.91
789.91
0.00
0.00
0.02
P-6
663.00
6.0
PVC
120.0
false
0.00
Open
1.62
789.91
789.91
0.00
0.00
0.02
P 7
1.501.00
10.0
PVC
120.0
false
0.00
Open
1.62
789.91
789.91
0.00
0.00
0,01
P-8
378.00
10.0
PVC
120.0
false
0.00
Open
-281.33
789.91
790.17
0.26
0.68
1.15
P-9
1,273.00
10.0
PVC
120.0
false
0.00
Open
-798.38
790.17
796.16
5.99
4.71
3.26
P-10
626.00
6.0
PVC
120.0
false
0.00
Open
400.00
789,91
780.05
9.87
15.76
4.54
P-11
176.00
4.0
PVC
120.0
false
0.00
Open
200.00
780.05
774.51
5.54
31.47
5.11
P-12
811.00
4.0
PVC
120.0
false
0.00
Open
200.00
780.05
754.53
25.52
31.47
5.11
P-13
242.00
6.0
PVC
120.0
false
0.00
Open
517.05
790.17
784.03
6.14
25.36
5.87
P-14
2.214.00
6.0
PVC
120.0
false
0.00
Open
217.05
784.03
772.79
11.25
5.08
2.46
P-15
1,579.00
6.0
PVC
120.0
false
0.00
Open
-82.95
772.79
774.22
1.44
0.86
0.94
P-16
1,890.00
6.0
PVC 1
120.01
false 1
0.00 1
Open1
-282,951
774.221
789.911
15.691
8.30
3.21
Title: Package H Water Modeling er. MPA
Project Engine
p:1... Vcalcslmodelinglpkg h modeling.wcd CE Group WalerCAD v7.0 Engineer
MPA
10/05/18 03 59:16 PM O Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1

700.0
500.0
400.0
200.0
100
Pump Head Curve
PMP-1 (Relative Speed Factor = 1.00)
----------,----------;--- -----
ODU.0 'I UUU.0 1500.0 2000.0 2500.0 3000.0
Discharge
(gpm)
3500.0 4000.0 4500.0 5000.0 5500.0
Title: Package H Water Modeling Project Engineer ngineer MPA
g h modeling.wcd CE Group WaterCAD v7A ngine.0 MPA
10/05l18 04:02:12 PM 0 Bentley Systems, Inc, Haestad Methods Solution Center Watertown. CT 06795 USA [phone] Page 1 of 1

Scenario: Base
Steady State Analysis
Pump Report
Label
Elevation
Control
Intake
Discharge
bischarge'Pump
Calculated
(ft)
Status
Pump
Pump
(gpm)
Head
Water
Grade
Grade
(ft)
Power
(ft)
Ift)
(Hp)
PMP-1
474.00
On
473.99
796.17
1,200.00
322.18
97.61
Title: Package H Water Modeling Project Engineer. MPA
p:L..lcalcslmodelinglpkg h modeling.wcd CE Group WaterCAD v7.0 (07.00.061.00)
10/05/18 03:47:33 PKO Bentley Systems, Inc. Haestad Methods Solution Center Watertown, C7 06795 USA [phone] Page 1 of 1

m
M
700.0 1
500.0
EUf f u
200.0
100.0
y
Pump Head Curve
PMP-1 (Relative Speed Factor = 1.00)
----------------------
UUU.0 -1UUU.0 IbUU.0 ZODU.0 2500.0 3000.0 3500.0 4000.0 4500.0
Discharge
(gpm)
5000.0 5500.0
Title: Package H Water Modeling Project Engineer. MPA
p:l ..lcalcslmodelinglpkg h modeling.wcd CE Group WaterCAD v7.0 [07.00.061.001
10/05/18 04:02:12 PM 0 Bentley Systems, Inc. Haestad Methods Solution Center Watertown. CT 06795 USA +1-203-755.1666 Page 1 of 1

Scenario: Base
Steady State Analysis
Junction Report
Label
Elevation
(ft)
Zone
Type
Base Flow
(gpm)
Pattern
Demand
Calculated
(gpm)
Calculated
iydraulic Grad
(ft)
Pressure
(psi)
J-1
494.00
Zone
Demand
0.00
Fixed
0.00
796.16
130.73
J-2
526.00
Zone
Demand
0.00
Fixed
0.00
7M911
114.18
J-3
540.00
Zone
Demand
0.00
Fixed
0.00
789.91
108.13
J-4
531.00
Zone
Demand
0.00
Fixed
0.00
789.91
112.02
J-5
518.00
Zone
Demand
0.00
Fixed
0.00
789.91
117.64
J-6
472.00
Zone
Demand
0.00
Fixed
0.00
789.91
137.55
J-7
475.00
Zone
Demand
0.00
Fixed
0.00
790.17
136.36
J-8
518.00
Zone
Demand
0.00
Fixed
0.00
780.05
11338
J-9
519.00
Zone
Demand
200.00
Fixed
200.00
77451
110.55
J-10
522.00
Zone
Demand
200.00
Fixed
200.00
754.53
100.60
J-11
480.00
Zone
Demand
300.00
Fixed
300.00
78403
131.54
J-12
445.00
Zone
Demand
300.00
Fixed
300.00
772.79
141,82
J-13 1
524.00
Zane
Demand 1
200.001
Fixed 1
200.001
774.221
108.26
Title: Package H Water Modeling
Project Engineer. MPA
p:1... lcaicslmodelinglpkg h modeling.wcd CE Group WaterCAD v7.0 (07.00.061.001
10/05/18 03:46:32 Ph® Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1

Scenario: Base
Steady State Analysis
Pipe Report
Label
Length
Diameter
Material
Hazen-
Check
Minor
Control
Dischargil
rpstream Struckili
ownstream Structui
PressureHeadloss
Velocity
{R)
(in)
WilliamsValve?
Loss
Status
(gpm)
HydrauicGrade
Hydraulic Grade
Pipe
Gradient
(Ills)
C
Coefficiew
(R)
{it)
Headlos
(II1100Dft)
(R}
P-1
1.00
10.0
PVC
120.0
false
0.00
Open
1,200.00
474.00
473.99
0.01
19.01
4.90
P-2
1.00
10.0
PVC
120.0
false
0.00
Open
1,200.00
796.17
796.16
0.01
10.01
4.90
P-3
1,598.00
8.0
PVC
120.0
false
0.00
Open
401.62
796.16
789.91
6.25
3.91
2.56
P-4
1,909.00
6.0
PVC
120.0
false
0.00
Open
1.62
789.91
7B9.91
000
0.00
002
P-5
979.00
6,0
PVC
120.0
false
0.00
Open
1.62
789.91
789.91
0.00
000
0.02
P-6
663.00
6,D
PVC
120.0
false
0.00
Open
1.62
789.91
789.91
0.00
0.00
0.02
P-7
1,501.00
10.0
PVC
120.0
false
0.00
Open
1.62
789.91
789.91
0.00
0.00
0.01
P-8
378.00
10.0
PVC
120.0
false
0.00
Open
-281.33
789.91
790.17
0.25
0,68
1.15
P-9
1.273.00
10.0
PVC
120.0
false
0.00
Open
-798.38
790.17
796.16
5.99
4.71
3.26
P-10
626.00
6.0
PVC
120.0
false
0.00
Open
400.00
789.91
780.05
9.87
1576
454
P-11
176.00
4.0
PVC
120.0
false
0.00
Open
200.00
780.05
774.51
5.54
31.47
511
P-12
811.00
4.0
PVC
120.0
false
0,00
Open
200.00
780.05
754.53
25.52
31 47
5.11
P-13
242.00
6.0
PVC
120.0
false
0.00
Open
517.05
79017
784.03
6.14
25.36
5.87
P-14
2,214.00
60
PVC
120.0
false
0.00
Open
217.05
78403
772.79
11.25
508
2.46
P-15
1,679.00
6.0
PVC
1200
false
0.00
Open
-82.95
772.79
774.22
1.44
0.86
094
P-16
1.890,001
6.0
PVC 1
120.01
false 1
0 00 1
Open1
-281951
774.221
789.91
15.69
8.30
321
Title: Package H Water Modeling Project Engineer. MPA
PA ... lcalcslmodelinglpkg h modeltng.wcd CE Group WaterCAD v7.0 107.00.06 1.001
10/05/18 03:59:16 PM 0 Bentley Systems, Inc. Haestad Methods Solutlon Center Watertown, CT 06795 USA [phone] Page 1 of 1

Scenario: Base
Steady State Analysis
Pump Report
Label
Elevation
Control
I Intake
ischarg
ischarg
Pump
alculated
(ft)
Status
Pump
Pump
(gpm)
Head
Water
Grade
Grade
(ft)
Power
(ft)
(ft)
(Hp)
PMP-1
474.00
On
473.99
796.17
1,200.00 ,322.18
9761
'title: Package H Water Modeling Project Engineer. MPA
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10/05/18 03:47:33 PMD Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1

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Fiowtronex
Vertical Turbine Variable Speed
Prefabricated Pump Station Specification ITT Industries
Briar Chapel Reuse Project Engineered for life
Part 1 - Manufacturer
1.00 Manufacturer. To provide a single source responsibility for the manufacture, Warranty,
service and operation of a prefabricated, skid mounted fully automatic variable speed
pumping system (systems). The pumping system shall automatically maintain a constant
discharge pressure regardless of varying flow demands within the station rating. Pumping
system shall conform to the following specifications in all respects. This specification
covers the minimum requirements, however, it should not be construed as all inclusive. It
is the successful manufacturer's responsibility to include all necessary components to
provide for a complete, automatic, smooth operating, and reliable pumping system.
The Manufacturer shall provide the following:
• A complete set of general arrangement drawings, including all dimensions.
• Electrical power schematics, and control schematics
• UL Listed as a Packaged Pumping System.
The pumping system shall be of the type manufactured by FLOWTRONEX PSI Inc.,
Dallas, Texas, U.S.A., or equal, approved by the purchaser and irrigation consultant prior
to bid opening. The station shall be of the model number and capacities as shown in the
attached technical data sheet. For consideration of a proposed equal system, the
manufacturer shall furnish the following data to the irrigation consultant at least 10 days
prior to the date of the bid opening:
• General:
• A complete specification for the pumping system proposed as an equal.
• A statement of full conformance to the following specifications signed by
an Officer of the manufacturer.
• Drawing showing overall dimensions and all piping layouts.
• Complete submittal data for all major equipment:
• Pumps:
+ Provide name of manufacturer
• Pump curves
• Material specification sheet
• Warranty
• Motors:
• Provide name of manufacturer
• Specification sheet
• Warranty
• Electrical Components (starters, disconnect
• Provide name of manufacturer
• Pressure Transducer
• Specification sheet
• Warranty
• Variable Frequency Drive (VFD)
• Provide name of manufacturer
• Specification sheet
Master Specifications Vertide VFD

• Warranty
• Guaranteed replacement time
• Operating Computer
• Provide name of manufacturer
• Specification sheet
• Warranty
• Valves
• Provide name of manufacturer for each type
• Specification sheet for each
• Warranty
• Filtration (if applicable)
• Manufacturer
• Screen type including micron size
• Specification sheet
• Operations manual
• Warranty
• Fertigation (if applicable)
• Manufacturer
• Pump size, type and detail sheet
• Operation manual
• Dimensional drawing
• Warranty
• An electrical schematic showing power wiring.
• Installation list of 200 golf course variable frequency drive pumping
systems of comparable size and performance that have been in
operation for a minimum of 3years.
• Location of closest VFD factory trained service centers with contact
information.
• Manufacturer's electrical control panels U.L. file number.
Manufacturer's complete pump station U.L. file number.
• A copy of manufacturer's certificate of insurance showing as a minimum,
a general liability coverage of $1,000,000, and an excess liability
coverage of $10,000,000.
If, in the opinion of the purchaser and or the irrigation consultant, the data submitted
shows the pumping system to be an equal to the system specified, the bidding
contractors shall be notified not less than 7 days prior to the bid opening date.
Part 2 - Mechanical
2.00 Scope. Pump station shall be a completely skid mounted vertical turbine VFD pump
station built by a single manufacturer. All equipment including but not limited to pumps,
motors, piping, filters, valves, instrumentation and controls (unless otherwise noted in the
technical specifications or drawings) shall be mounted on a common structural base to
form a complete operating pumping station.
2.10 Station base. The pump station base shall be designed and fabricated to provide proper
structural support for all attached equipment. The base shall supply sufficient rigidity to
withstand the stresses of reasonable and competent transportation to site, off loading,
installation, and operation.
• Main structural frame members shall be constructed from heavy weight
channel.
Master Specifications Verdde VFD

• Internal structural members shall be constructed from steel tubing. Provisions
shall be made in the station base for off-loading and handling the station at the
site of installation.
• Deck Plate the structural base shall be covered in 3f16" checkered deck plate.
• Pump Plate 1" steel plate shall be welded to the structural base to support the
pumps and pump heads.
• Welding All 3116" deck plate and 1" steel plate shall be 100% seal welded to
main structural members. Maximum allowable deflection on skid assembly shall
not exceed 0.1" per linear foot. Skip welding Is not acceptable. The pump
steel skid shall completely cover the wet well with integral, framed access
hatches. Wet well access shall be made of 3116" deck plate.
2.20 Station Piping. All Station piping shall conform to the following detailed specifications.
• Construction All piping shall be constructed from ASTM A105 schedule 40
pipe or heavier as required to maintain a 3 to 1 pressure safety factor (including 1116"
corrosion allowance).
• All piping shall be hydrostatically tested to 150% of maximum shutoff
pressure.
• Piping shall be grit -blasted with #50 steel grit per SSPC-10 to a white metal
condition.
• The cleaned steel surface shall be immediately primed with an industrial
grade primer to thickness of 3 mils epoxy primer.
• The finish coat shall be acrylic enamel to a thickness of no less than 3 mils
and applied through an electrostatic method to insure proper adhesion.
2.30 Paint. Structural steel, attached piping, and supports shall be grit -blasted wlt�i"P5-0 stee
grit per SSPC-10 to a near white metal condition. The cleaned steel surface shall be
Immediately primed with an Industrial grade primer to thickness of 2112 to 3 mils epoxy,
primer. The finish coat shall be acrylic enamel to a thickness of no less than 3 mils ana
applied through an electrostatic method to insure proper adhesion. Manufacture shall
provide a touch up kit for owners use. Powder coating will noli be an aoceeted.paini�
process sir ,powder coating can not jLe field applied -
2.40 Bolts. All bolts used in the assembly of the pumping system shall be zinc plated to
retard Corrosion. Anti -corrosion washers to be used on each side of fastener.
Part 3 - Pumps
3.00 Scope. Pump station manufacturer shall strictly adhere to the following pump
specifications. All pumps shall be of the same pump manufacturer.
3.10 Vertical Turbine Pumps. The main irrigation pump(s) shall be of the vertical turbine
type with flow and head defined in the attached technical specifications.
• The vertical turbine pumps shall be manufactured according to the standards of the
Hydraulic Institute and to ANSI specification No. B58.1.
• The bowl assemblies, column pipe, line -shaft, head shaft, and discharge head shall
be of U.S. manufacture.
• The pumping systems manufacturer shall have a network of service centers, which
shall have available spare parts and trained pump technicians to handle service,
repair and warranty procedures_
3.20 Pump Discharge Head. The pump discharge head shall strictly adhere to the
following pump head specification.
• The discharge head shall be of the fabricated steel type with a minimum 60,000 PSI
tensile strength.
Master Specifications Vertide VFD

• The discharge head shall have a working pressure of not less than 275 PSI and
incorporate a 150 ANSI discharge flange.
• The discharge head shall incorporate an integral air separation chamber, allowing
air to be discharged through an air release line mounted on top of head.
• Complete discharge head shall be hydrostatically tested to a minimum of 413 PSI.
• A product lubricated high-pressure stuffing box containing at least six rings of packing
and two lantern rings shall be provided. Packing shall be compressed around the
shaft by an adjustable two-piece gland. Dual bypass tubing shall be included for
proper packing lubrication and cooling. The discharge head stuffing box area shall
also include a drain, which will be piped back to the wet well. Discharge head to be
designed to include leakless configuration. Stuffing box bushing shall be SAE 660
Cast Iron.
The head shaft shall be of the two piece type, 416 stainless steel and shall be turned
and ground. The pump manufacturer shall include a method for adjusting the
impeller running clearance at the top of the head shaft. Adequate space shall exist to
couple the head shaft and the line shaft above the stuffing box. Coupling shall be
extra heavy duty AISI 416 SS with a minimum service factor of 2 to 1.
3.30 Pump Column Pipe. Column pipe shall be A53, Grade B schedule 40 material, in
inter -changeable sections not more than 10 feet in length. Pump line shaft shall be AISI
416 SS. The size of the shaft shall be no less than determined by ANSI specification
B58.1, Section 4.2, Table 4. Bearing retainers shall be bronze with rubber bearings.
3.40 Pump Wet End. The pump bowls shall be ASTM A48 Class 30 cast iron free of
detrimental defects. All bowls larger than 8" should be of the flanged type construction.
All pump bowls shall have porcelain enamel lined water passageways for high
efficiencies.
• The impellers shall be C83800 bronze and of the enclosed type design.
• Pump shaft shall be AISI 416 SS turned and ground.
• The shaft shall be supported by bronze bearings above and below each impeller.
• The suction bell bearing shall be extra long and permanently greased packed and
sealed with a bronze sand collar.
• A stainless steel clip on type inlet strainer shall be mounted on the bottom of each
pump.
• Inlet area shall not be less than 4 times the suction bell inlet area.
• Pump bowl assemblies shall be as manufactured by Goulds.
3.50 Pressure Maintenance Pump. A pressure maintenance pump shall be provided to
maintain system pressure during non -irrigation periods.
• The pump shall be of the submersible type with stainless steel housing and
stainless steel impeller.
• Pump shall be sized to prevent main pump cycling.
• Pressure maintenance pump shall be as manufactured by Goulds.
Part 4 — Motors
4.00 Scope. All motors shall be of the same manufacturer. Pump station manufacturer shall
strictly adhere to the following specifications.
4.10 Vertical Hollow Shaft Motors. Motor(s) for irrigation pump(s) shall be of the vertical
Hollow shaft high thrust design.
• Motor shall have a WP-I enclosure, 1.15 service factor, and class F insulation.
• Motors shall be wound for the starting configuration as called out in the technical data
sheet.
Master Specifications Ver icle VFD 4

• Design pump brake horsepower shall not exceed 98% of motor horsepower exclusive
of service factor. Maximum pump run out horsepower shall not be greater than 8%
higher than motor rating exclusive of service factor.
• Motor shall be rated for continuous duty and be designed to carry the maximum
thrust load of the pump and will have B10 bearing life of no less than 5 years.
• Motors shall be rated and tagged for VFD service, proper ambient temperature and
proper altitude per motor manufacturer recommendations.
• Motors shall be as manufactured by U.S. Motors, or Brook Hansen.
4.20 Motor Space Heater. The pump station manufacturer shall provide on each pump
motor a 120volt, single phase space heater of ample size to prevent condensation from
occurring within the motor during non operating periods. The space heater shall be de -
energized when the motor is running.
4.30 Motor Pressure Maintenance Pump. Motor for pressure maintenance pump shall be a
stainless steel submersible type with a 1.15 service factor. Motor shall be as
manufactured by Franklin.
Part 5 — Valves and Gauges
5.00 Scope. Pump station manufacturer shall strictly adhere to the following specifications.
5.10 Pump Check Valve. Silent check valves shall be installed on the discharge of each
pump between the pump discharge head and the pump isolation valve.
• The check valve shall be of the silent operating type that begins to close as the
forward flow diminishes and is fully closed at zero velocity preventing flow reversal
and resultant water hammer or shock.
• The valve design shall incorporate a center guided spring loaded disc, guided at
opposite ends and having a short linear stroke that generates a flow area equal to
the pipe size.
• Valves shall be sized to permit full pump capacity to discharge through them without
exceeding a pressure drop of 2.5 PSI.
• All component parts shall be field replaceable without the need of special tools.
• A replaceable guide bushing shall be provided and held in position by the spring.
The spring shall be designed to withstand 100,000 cycles without failure and provide
cracking pressure of 0.5 PSI and to fully open at a flow velocity of 4 ft/sec.
• The valve disc shall be concave to the flow direction providing for disc stabilization,
maximum strength, and a minimum flow velocity to open the valve.
• The valve disc and seat shall have a seating surface finish of 32 micro -inch or better
to ensure positive seating at all pressures.
• The leakage rate shall not exceed one-half of the allowable rates for metal seated
valves allowed by AWWA Standard C508 or 0.5 oz per hour per inch of valve
diameter
• The valve body shall be constructed of ASTM A126 Class B cast iron for class 125
and Class 250 valves.
• The seat and disc shall be ASTM B584 Alloy C83600 cast bronze or ASTM B148
aluminum bronze covered in Buna-N to provide resilient sealing.
• The compression spring shall be ASTM A313 Type 302 stainless steel with ground
ends.
• Valves 4" and smaller to be pressure rated for 250 PSI, 6" to 10" to be pressure rated
to 150 PSI. Valves 12" and larger check valves to be globe style with 150 PSI rating.
• Dual disc style check valves are not acceptable.
• Check valve shall be as manufactured by Valmatic.
Master Specifications Vertide VFD

5.20 Pump Discharge Isolation Valves. Pump isolation valves shall be of the butterfly type
with grooved ends to provide for expansion and vibration dampening and a lever
operator.
• Valve body shall be constructed of ductile iron with a polyphenylene sulfide coating.
• Valve disc is rubber coated ductile iron.
• Valve shall be rated to 200 PSI.
• The pump isolation valve shall be sized as shown in the technical data sheet.
• Isolation valve shall be as manufactured by Victaulic Or Grinnell Company.
• Lug style isolation valves are not acceptable.
5.30 Station Discharge isolation Valve. Station isolation valve shall be installed on the
discharge of the pump station to completely isolate the pumping system from the
irrigation system.
• The pump isolation valve shall be sized as shown in the technical data sheet.
• The pump isolation valve shall be sized as shown in the technical data sheet.
• Valve shall be of the lug style butterfly type.
• Valve shall have one piece body cast from ASTM A126 cast iron.
• Stem shall be 416 stainless steel.
• Disc shall be nickel -plated ductile iron.
• Stem bushings shall be Acetyl to prevent stem seizure to body during prolonged
periods of non-use.
• Seat shall be Buna-N elastomer, one-piece construction, and shall also form the
flange sealing gaskets.
• Valves 8" and smaller shall have a lever operator. Valves 10" and larger shall have a
gear operator with hand wheel.
• Valve shall be rated at 200PSI-bubble shutoff.
• Station isolation valve shall be as manufactured by Watts.
5.40 Pressure Relief Valve. A pilot operated modulating pressure relief valve shall be
included and sized per the technical data sheet.
• Valve body shall be ductile iron with 125-LB inlet and outlet flanges, and shall be
rated for 250 PSI.
• The valve shall be set 10 to 14 PSI above operating pressure and will relieve when
inlet pressure exceeds spring setting on pilot. Valve shall be quick opening and slow
closing to minimize surging.
• The pressure relief valve shall work hydraulically and shall not be operated or opened
from any electrical external source or control. The relief valve shall work solely as a
safety for over pressure relief and shall not function as a normal part of the station
controls.
• Pressure relief valve or lug valve shall not be used as integral part of normal
irrigation pressure control.
• Electric Butterfly valve or any type valve dependent on the PLC or the electrical
system is not allowed.
• Discharge of relief valve shall be piped back to wet well
• A Wye strainer shall be installed in the inlet side of the valve body to provide clean
water to the CRL pilot.
• A wafer style butterfly valve shall be installed on the inlet of the relief valve.
Specifications for this isolation valve will be the same as for the station isolation valve
found in the specification.
• Relief valve shall be as manufactured by CLA-VAL no other manufacture shall be
acceptable.
5.50 Pressure Gauge. A pressure gauge shall be mounted on the discharge header with a
'/s" isolation ball valve.
Master Specifications Vertide VFD 6

• All gauges shall be glycerin silicon filled to reduce wear due to vibration.
• Accuracy shall be within 2%. Gauge diameter shall be 4"- 3 1 /2" minimum.
• Range shall be at least 50% higher than the highest pressure attainable from the
pumps at shutoff head conditions.
• The gauge shall incorporate a stainless steel back & bronze internal.
• Pressure gauge shall be as manufactured by Wika.
Part 6 - Electrical
6.00 Scope. To provide complete instrumentation and controls to automatically start, stop and
modulate pump speed(s) to smoothly, efficiently and reliably pump variable flow rates at
a constant discharge pressure. Full alarms and safety features needed to protect the
equipment and irrigation piping system. All electrical controls shall be U.L. Listed as an
Industrial Control Device.
6.10 Control Enclosure. Controls shall be housed in a NEMA 4 enclosure with integral
latches.
• The control enclosure should be constructed of 12 gauge steel and the back plate
assembly shall be constructed of 12 gauge steel.60" wide and larger to be 10 gauge
or thicker.
• The enclosure shall be Powder coat painted or as specified in the paint specification
listed under Section 2.0 Mechanical.
• All enclosure cutouts to be done by laser for proper fit, sealing and coating retention.
• All indicating lights, reset buttons, speed potentiometer, selector switches and the
operator interface device shall be mounted on enclosure door and also be rated
NEMA 4.
• All internal components shall be mounted and secured to the removable back plate
assembly.
• A closed type cooling system shall be included to cool the enclosure and reject heat
from the VFD.
• Open type -cooling systems allowing outside ambient air to enter the panel are
not acceptable.
• No water line connections shall be permitted inside of the control enclosure. VFD
status and internal parameters must be viewable without the opening of the
enclosure door.
6.20 Codes. The control panel with controls shall be built in accordance N.E.C., and U.L,
standards.
• The pump station including electrical components and enclosure shall be
labeled as a complete U.L. Listed assembly with manufacturer's U.L. label
applied to the pump station.
• All equipment and wiring shall be mounted within the enclosure and labeled for
proper identification.
• All adjustments and maintenance shall be able to be done from the front of the
control enclosure.
• A complete wiring circuit and legend with all terminals, components, and wiring
identification shall be provided.
• Main disconnect shall be interlocked with door.
• Cabinet to be lockable.
6.30 Panel Paint. The control panel shall be dip cleaned, acid etched and neutralized, iron
phosphate coated and painted with a finish coat of 1 1/2 to 2 mils of polyurethane.
Master Specifications Vertide VFD

6.40 Lightning and Surge Arrester. All electrical equipment shall be protected by a U.L.
Listed approved Category C and Category B surge arrester to suppress voltage surges
on incoming power.
• The devise under IEEE C62.41 Category C will withstand a impulse of 1OKv/1 OKa
and Category B to withstand a ringwave of 6Kv/500a and a impulse of 6Kv/3K8.
• Pass voltage for a 480v devise to the end equipment shall not exceed 150OV-1800V
when subjected to a 8ms * 20ms waveshape resulting in the following performance
statistics: 3720 joules minimum with a power dissipation of 82,500,OOOVA at 1800V
maximum pass voltage to the protected equipment.
• Response time shall be less that 5 nanoseconds.
6.50 Main Disconnect. A non -fusible main disconnect shall be provided to completely
isolate all controls and motor starting equipment from incoming power.
• Main disconnect shall have a through the door operator, and shall be sized as shown
in the technical data sheet including horsepower rating.
• Disconnect shall be as manufactured by ABB or Allen-Bradley.
• Disconnect shall not be rated as a service disconnect.
6.60 Control Power. Power for the controls shall be provided by a control power transformer,
which will provide low voltage, single-phase power for the pumping system control
operation.
• Control power transformer shall not be used for any other external load.
• The control power transformer shall be protected on the primary side by current
limiting fuses of adequate size and voltage rating.
• All control components will be protected by time delay circuit breakers of adequate
size.
• The control power transformer shall be as manufactured by Acme.
6.70 Skid Conduit. All on skid conduit shall be flexible conduit with watertight connections at
enclosure and termination device. All conduits shall be fastened to the skid every 24".
6.80 Junction Boxes. All off skid devices requiring control interface shall be terminated in a
junction box. The junction box shall be located at the skid edge nearest the installation
point of the off skid device. Fertigation and monitoring systems shall be terminated in a
NEMA 4 junction box located on the top left side of the main controls enclosure to allow
end user connection.
Part 7 - Station Controls
7.00 Scope. To provide complete instrumentation and controls to automatically start, stop and
modulate pump speed(s) to smoothly, efficiently and reliably pump variable flow rates at
a constant discharge pressure. Full alarms and safety features needed to protect the
equipment and irrigation piping system. All electrical controls shall be U.L. Listed as an
Industrial Control Device.
.10 Motor Starting E uq iipmerift. elf motor startersfothe-pumping station shall�e mounted
ort a single back panel in a single NEMA 4 enclosure as specified in section 3.10,
• Motor starters shall meet I.E.C. standards ar]dd shall be rated for a minimum of
`1,250,000 operations, ...
• Each main Irrigation motor shall have dual contactors, which are both electrically
end mechanically interlocked to allow ie-1 D to n�perate on @11y of. tftie mpto as
balled out in the technical data sheet,
• Motor overload relays shall be I.E.C. rated class- 10 ambient compensated;
• Fuses shall supply short circuit protection to each motor and shall be rated for 1i
imurp 200,I)GO_amp.interruptin-gcapac�t +, -
Master Specifications Verticle VFD

Motor starters shall be -as manufactured by Allen Bradley,
im Motor over4oads shall be manual reset only. Auto -reset of.motor overloads shalt not
permlttedx -- -� —
7.20 Variable Frequency Drive. The variable speed drive shall be a digital, pulse width
modulation (PWM) variable frequency drive (VFD) with 1GBT transistors.
• The VFD shall include a 3% input line reactor to protect against voltage transients.
• The VFD shall have a minimum wire to wire efficiency of 98.5%, and shall be rated
up to 550-volt operation in order to eliminate nuisance tripping at marginally high
voltage conditions.
• Incoming power end shall be protected by fast acting semiconductor fuses.
• Any VFD error messages shall be displayed on a 80 character LCD readout in
English or any one of 11 other languages.
• The following fault protection circuits shall be included:
• Over -current (240%)
• Over -voltage (130%)
• Under -voltage (65%)
• Over -temperature (700 C)
• Ground fault, and motor overload.
• The VFD shall be capable of starting into a rotating load and accelerate or decelerate
to set -point without safety tripping.
• The VFD shall have an automatic extended power loss ride through circuit, which will
utilize the inertia of the pump to keep the drive powered.
• Minimum power loss ride -through shall be one cycle based on full load and no inertia.
• The VFD shall be optimized for a 3 kHz carrier frequency to reduce motor noise.
• The VFD shall employ three current limit circuits to provide "tripless" operation.
• The following operating information shall be displayed on the VFD LCD:
• kWh, elapsed time
• Output frequency (Hz)
• Motor speed (RPM)
• Motor current (amps), and voltage.
• Line reactor will be installed on input of VFD to protect against voltage transients.
• The VFD LCD display shall continuously scroll through all operating information and
shutdown faults while the drive is running and while stopped. The information shall
be viewable through a water tight Plexiglas window on the control panel door as
specified in Section 3.10.
• VFD shall be as manufactured by ABB.
7.30 Pressure Transducer. Pressure transducer shall be utilized for providing all pressure
signals for the control logic_
• Pressure transducer shall be a solid-state bonded strain gage type with an accuracy
of plus/minus 0.20%
• The pressure transducer shall be constructed of 316L stainless steel.
• Transducer shall be rated for station discharge pressure as shown on technical data
sheet, and shall provide gauge pressure output, rather than an absolute.
• Pressure transducer constructed of plastic is not acceptable.
• Threshold transducers are not acceptable.
• Pressure transducer shall be as manufactured by GEMS.
1,4 Flow nn ter. The pump station shall have a flow sensor installed which will wide the
pump station flow rate and total flow through the operator interface device (O_ ID} as
bpecifed in Section 3.55. The flow sensor shall be a six bladed design whfcEl provides A
how impedance signal pro
jx"onal to the -Row. The accuracy shall be pluslminus 2 of
actual flow rate _between oWYelocltles of 1-30 ftJsec. A $ meter run shall be inc ud
Master Specifications Verticte VFD 9

Wit a minimum of 5 pipe diamefers s ighi run upstream and 2.5 pipe diameters
downstream for proper meter accuracy. Flow sensor model must have internal noise
- internal
fliterina feature. Flaw sensor wire must be encased In 1'/figpick llgtit conduit from
sensor to enclosure. Meter run shall be sized as sho_ 4yn_ in. _tiwhnki al _data sheet. Flow_
fimpprslfall,beas ma tt!red.by,Data fndustipl'
7.50 Controls. An industrial grade programmable logic controller (PLC) shall handle all
control logic.
• PLC shall provide demand controlled sequential pump start-up, shutdown and safety
features through its pressure sensing, flow sensing and voltage sensing devices.
• PLC shall have LED indicators for: Input, output, and six diagnostic read-outs
showing PC Run, CPU Fault, and two communications, (battery and force).
• An LED visual status light is provided for each 1/0 to indicate on/off status.
• PLC shall be provided with a built in EEPROM, capacitor, and battery for memory
backup.
• All logic for system control, timing, and control of VFD speed shall be handled by the
PLC.
• A separate set point controller is not acceptable.
• PLC shall have a built in clock calendar.
• The PLC shall be as manufactured by Allen Bradley.
Control software shall be parameter driven, fully documented, and allow user to easily
change ALL operational parameters.
Standard control features and equipment, which need to be included as a minimum, are
as follows:
Alarms and shutdowns:
• Low discharge pressure
• High discharge pressure (Attempts restart)*
• Low water level (Attempts restart )
• Phase loss (Attempts restart)*
• Low voltage (Attempts restart)*
• Phase unbalance (Attempts restart)*
• Phase reversal
• Individual motor overload/phase loss (indicates which individual motor was shut
down) Manual reset only. Automatic reset is not acceptable.
• VFD fault (shutdown VFD pump only and attempts restart)*
*Three unsuccessful restarts in 60-minute period will give hard shutdown.
A red general alarm light will indicate all alarms. Specific alarm conditions along with
procedures for correction will be displayed in English on the operator interface display
(OID).
Panel face switches and lights: Controls shall be designed so operator can discretely
start and stop all pumps in all modes of operation including manual mode, operator
interface failure, VFD bypass and PLC bypass modes with enclosure doors closed and
disconnect switch fully engaged. Enclosure shall include the following switches/ or
indicator lights:
• Individual pump run lights
• Individual pump on/off switches
• System Hand / Off I Automatic switch
Master Specifications Venice VFD 10

• Mode select switch — allows automatic bypass mode of operation which can be used
in the even of VFD failure
• VFD selector switch — in manual mode, allows user to select which pump will be run
of the VFD
• Reset — Acknowledges pump station alarms
• Speed potentiometer — in manual mode allows user to adjust VFD pump speed
• Low discharge pressure over -ride switch — disables low discharge pressure alarm
Individual pump run lights
• Individual pump on/off switches
• System Hand 1 Off / Automatic switch
• Mode select switch — allows automatic bypass mode of operation which can be used
in the even of VFD failure
• VFD selector switch — in manual mode, allows user to select which pump will be run
of the VFD
• Reset — Acknowledges pump station alarms
• Speed potentiometer — in manual mode allows user to adjust VFD pump speed
• Low discharge pressure over -ride switch — disables low discharge pressure alarm
• PLC bypass switch allows user to manually operate pumps should PLC fail. The
bypass switch shall be din -rail mounted inside the enclosure. When in bypass the
station shall be capable of running all pumps in the manual mode with door operator
switches. Any excess flow and pressure shall be bypassed through the pump station
relief valve
• Six distinct set point pressures (normal, lockouts 1 & 2, and 3 high elevation). The
lockout feature gives the user the flexibility to lower the set point pressure
automatically at days and times, and "locking out" the operation of one or more of
main pumps if local power authority imposes penalties for operating these pumps
during such times. It also allows user to set a maximum RPM for the VFD pump
during these lockout times so that user can limit amperage draw during penalty
periods. The high elevation set point can be tied into a computerized irrigation
system, or directly linked to high elevation satellites. When high elevation satellites
are operating, control software will automatically and gradually elevate the pressure
to the new desired set point. When finished, the high set point will be lowered back
to normal. The high elevation set point will only be used if called out on the technical
data sheet.
• Software will be included to automatically and gradually ramp up irrigation system
pressure to the desired operating pressures (i.e., 1 PSI every 4 seconds) without
overshooting design pressure. This feature operates whenever pressure drops
below set point pressure. This ramp up time is fully adjustable by the operator. This
control feature is based on an increase in pressure over a pre -defined time period.
The acceleration control on the VFD is NOT an acceptable means of adjusting
pressure ramp up speed.
Software will be included for optionally maintaining a lower irrigation system pressure
when not irrigating. Reduced pressure values will be shown in the technical data
sheet. Controls will cycle the PM pump at these reduced pressures during non -
irrigation times and pressure will gradually increase to design pressure when the
irrigation periods begin.
Neither flow meter nor VFD output frequency shall be used for shutting down last
VFD driven pump. Controls and software shall incorporate a method to eliminate
excessive cycling of VFD pump at very low flow conditions, yet not run the pump
excessively at no flow conditions.
Automatic alternation of VFD driven pumps. This shall be accomplished by
incorporating dual mechanically and electrically interlocked contactors allowing
alternation of the VFD between pumps. The controls shall alternate pumps based on
individual run time allowing each pump to acquire equal operation.
Master Specifications Verticle VFD

• Real time clock calendar allows PLC to internally provide all date, time and day of
week functions used above.
• Two separately adjustable PID control loops for both low flow and high flow pressure
stability.
• User shall be able to field select either of two modes of VFD operation. Auto switch
VFD option allows VFD to sequentially start each pump. The standard mode of
operation starts the first main pump on the VFD and the remaining pumps start
across the line as required.
• Shutoff algorithm for fixed speed pumps to minimize pump cycling while also
remaining responsive to sudden flow reductions. Minimum run timers alone for
minimizing fixed speed pump cycling is not acceptable. Discharging through relief
valve during pump transitions is not acceptable.
• Full manual operation capability with panel face mounted speed potentiometer for
manually adjusting VFD speed.
• Light tests sequence: Pressing the reset button for 5 seconds illuminates all lights.
• All pump station shutdowns shall be of the controlled type that sequentially retires
pumps at user selectable intervals to reduce water hammer within the irrigation
system. Phase fault shutdown shall have accelerated rate to minimize motor
damage. All pump system shut downs shall be of a controlled type that sequentially
retires pumps at intervals appropriate to the specific individual alarms.
7.60 Individual motor phase failure and low voltage safety circuitry shall retire any pump
that experiences low voltage, phase failure or phase unbalance as monitored at the load -
side of each pump motor contactor.
• Each pump motor shall have its individual protective device and time delay to allow
for transient low voltage during motor starting to allow maximum motor protection.
• Separate main phase failure and low voltage safety circuit shall also be provided to
retire the pumping system if it experiences low voltage, phase failure or phase
reversal as monitored at line -side of control enclosure.
• Phase monitor shall have a time delay to allow for transient low voltage during motor
starting and to allow maximum motor protection_ Operator interface device (OID),
mounted in enclosure door, shall signal phase failure for any affected pump.
• The individual pumps or pumping system shall not operate until the voltage problem
has been corrected and safety has been manually reset.
• Single incoming phase monitor safety circuit is not acceptable.
1.70 Opeiator Interface DeVice (O D)_. The pump station shal _i F ude a NEMA 4, 40
character LED display and load mounted on the control panel door. This devlce will
allow the operator to view and selectively modtfy all registers in the PLC. The unit shah
Vore its messages in non-volatile mempy. The operator interface device shah
Cncorporate password protection for protecting data inte_grft. The device will allow for
display and modification of all timers, set points, lockout times, etc. The device shall
communicate with the PLC through the programming port, and shall include an R5232
pornmunications port.allowina. a printer to be attached for real time station stags IoggIng,
In itloii tot a data a to ke sithe following shall_he 1=10e_d an the systems
main menu,
Pressure, Flow and System Status: The current pressure, flow, V.FD RPM and a
Oystem status w rylew shall be dlsp*.ed. Codes or Faults ID cumbers shall not be
adequate,
Current Condition of all Alarms: The input state and aiarm_siate. ali active
alarms shall be shown,
Master Specifications Vertide VFD 12

• Pump Runtime and Starts: Runtime and number of starts for each pump shall be
Peadily. The starts and runtime must be verified by electrical pump feedback. The
Olt)will include a grand total and since reset value for each pump.
• Alarm History: The last nine alarms shall stored in PLC Memory with detalla�
information about time, pfessure and flow at the time of occurrence. The lcuwOl also
Include diagnostic and recommendations for correction of condition,
• Total Flow Output: This total shall include a.gra€ld total since commission and _
fatal since reset,
• Stations Events: The last 255 events shall be stored in PLC memory. This wilt
include all alarms, individual pump stars and stops, and change in system status,
• The display shall provide detailed diagnostic Information to the operator about the
logical state, which starts and stops frOption pumps. 'als diagnostic inform_ atian w_ iII
provide direct insight to controller internal logic.
• The pump station software program shall be user frlendly ahMh to enable tl e set
point pressure from being raised or lowered by the end user at the pump station W
through the remote monitoring software package if provided. The pump stetioo
O.ftware ladder loMc shall be written in such a way that no other value would require
changing if the set point pressure had to be adjusted. Pressure maintenance pump
and main irrigatlon pump start pressures, the pressure maintenance pump stop
pressure, law discharge shutdown and high discharge shutdown shall not be at a
specific value but a differential pressure off of set.point (i.e. pressure maintenance
pump (PMP) to start 5 psi below set point and stop 5 psi above setpoint).
• The pump station software program shall be userfrlend enough to enable the set
point pressure from being raised or lowered by the end user at the pump station or
through the remote monitoring software package if provided. The pump station-
�aftware ladder logic shall be written In such a way that no other value would require
chang'Lng if the set point pressure had to be adjusted. Pressure maintenance pump
and main irrigation pump start pressures, the pressure maintenance pump stop
pressure, low discharge shutdown and high discharge shutdown shall not be at a
specific value beat a differential pressure off of set point (i.e. pressure maintenance
puma (PMP) to start 5 psi below set ppAend stogy 5 psi above setpoint).
7.80 Operation. The pump station shall adhere strictly to the following operational guidelines.
These guidelines are written to provide clear operation of the station and prevent
unneeded pump cycling and excessive electrical usage.
During non -irrigation times, the pressure maintenance pump (PM) will cycle on and
off as required to maintain irrigation system pressure. The start and stop pressures
shall be a differential off of set point. The cycling pressures can be user selected
and can be set substantially below normal set point pressure, if desired. If the PM
pump cannot maintain the desired pressure, then the VFD will start the first pump
and will gradually ramp the pressure up to desired irrigation pressure. The start
pressure of the VFD pump shall be a differential below the set point. The pump
speed will be modulated to hold a constant discharge pressure regardless of flow. As
the flow rate increases and the VFD pump can no longer maintain pressure while at
maximum speed, the next sequential pump will be started and the VFD driven pump
will accordingly reduce its speed and modulate. An algorithm shall be included for
accurately reducing the VFD pump speed as the next sequential pump is started so
that no pressure surges are generated during the transition (even with across the line
starting). If the user prefers to switch the VFD from pump to pump for sequential
starting, he can select this option with the OiD. As the flow continues to increase,
pumps will sequentially be started until all pumps are running. As the flow begins to
decrease, pumps will be sequentially turned off until only a single VFD driven pump is
Master Specifications Vertide VFD 13

operating. When a no flow condition occurs, PLC must check and verify pump curve
position prior to station shutdown.
Part 8 — Set and Start -Up
8.00 General. Others shall be responsible for providing all materials, equipment, and
labor necessary to install all items associated with the pump station.
8.10 Unloading and Setting Supervision. Setting of the pump station is the responsibility
of the manufacturer, unless specifically called out elsewhere in the specification.
• Crane to off-load and set the pump station on the concrete slab is to be provided
by others.
8.20 Start Up. When discharge piping, electrical connections, and electrical inspection have
been completed, the pump station manufacturer shall be contacted for start up.
• A minimum one -week notice shall be given to manufacturer prior to scheduled start
up date.
• During start up, the complete pumping system shall be given a running test of normal
start and stop, and fully loaded operating conditions.
• During this test, each pump shall demonstrate its ability to operate without undue
vibration, or overheating and shall demonstrate its general fitness for service.
All defects shall be corrected and adjustments made at the expense of the pump
station manufacturer. Test shall be repeated until satisfactory results are obtained.
• Start up assistance will be provided but will be limited to one 8-hour day unless
otherwise specified.
• After the station startup has been completed, but before leaving the job site, a
training session will be given. The training session will be given to the owner or the
owner's representative to familiarize them with the pumping system operation,
maintenance and adjustments.
Part 9 — Remote Monitoring
9.00 Scope. Pump station manufacturer shall provide the following remote monitoring system..
Remote monitoring and control software shall have been developed internally by the
pump system manufacturer an-d shall operate within the Windows® operating platform_
9.10 Remote Pump Station control and Monitoring, Remote PC compatible pump station
ronitoring software shall be provided which allows user to remotely view all specified
Items In section 3.55 — Operator Interface Device. Pump station monitoring software
shall be Included that Is 100% compatible with the Microsoft Windows 95 (or later)
operating system. Software shall be graphic with full mouse (point and click) control,
The monitoring system shall be capable of communicating at baud rates from 300 Baud
to 19,200 baud. User shall be able to view and/or change any and all station operat_#n_g
parameters (i.e., set point pressure; lockout times, ramp up speed, etc_) and alsn
acknowledge and reset fault conditions. The pump station software shall be fle14
configurable for direct hardware cotes phone mader ,.rgdio modem, or.aellulal,
rnodem. _
The software shall enable users to locally and/or remotely access (the same or mult< I
pump stations simultaneously. Software shall support program -to -program networK
communications via TCP/IP to allow the exchange of settings and data with other
1 pplicatlons hosted on the same or a remote PC_ Software shall support simultaneous
ronitoring to the same pump station by any computer networked (LAN, WAN or WWW)
to the PC that is connected to the station via radio modem_ Complete historical reporting
papa bi[itles _shall be included. All required PLC interface card.Csj, modem and hardware
Master Specifications Verticle VFD 14

required (other than computer, monitor screen., and direct burial cable). shall be suppi
by pump station manufacturer..
Manufacturer shall provide the capabiiity to monitor and control the pump systems
from a remote location. The following aq"I Ment to be supplied by owned
Monitoring program shall require!
• PC with Pentium (or higher) processor _
MicrosofLWiridgM 85 {or later)-ppgrati_N.systam wi - TC /IP retworki p
fnsta[IW
• 32 MB or RAM minimum (64 MB recommends
■ Hard disk space required: 200 MB
VGA or higher -resolution SVG mmended)video card and Mon'
• CD --ROM drive
• Microsoft or compatible pointing device
Available serial port
The monitoring software shall provide the ability for auto-dataiog-download. This
feature shall allow the timed retrieval of pump station historical data in order for
complete station history storage and recall- Display of historical information shd1 be
In a logical, graphical format. The data shall also be available as tabular Information,
either for screen viewing or for ASCII export to external programs. The file format
shall be non-proprietary and a description supplied with the software,
The monitoring system shall store up to 4 channels of data for analysis and systerrj
performance verification- These 4 channels shall be easily user selectable at any.
time through the graphic Interface in the Windows environment. These 4 channels
shall be capable of recording any of the following information;
Irrigation system pressure as well as set-poirtxessure
■ Pump station tank pressure L so equipped)
• System flow rate
* Auxiliary system pressure (as equipped)
• Auxiliary system flow rate (as equipped)
VFD motor speed (as equipped)
• Any auxiliary analog equipment such as level and temperature sensors
The system shall also store all station events for retrieval and graphical dfspla The
events, which are recorded, shall b$ as follows:
Pump start XL (across the line)
■ Pump start VFD {vpdcjblp speed drivel
■ Pump stop
= All pump switch setting charges
■ Controller power lost
■ System switch setting changes
► Faults -system and individual pub
Op Automatic and manual fault reset
The pump mo lta�irtg system shall.grap�cali dis�the Ioliowino real fte
Information;
• Pump run status
• Pump RPM
Ph Motor/pump hours
• Purnp system fault
= Individual pump faults
Pump control panpLsw s.#att
System flow rato
System total flow _
■ AlJ pump stejr.lnor toxin-2
Master Specifications Verticie VFD 15

The pump monitoring system shall allow remote control of the pumo_ystemti
Functions are to include:
Ability to read from or write to any valid register within the station controller {PL
User defined set of register synonyms for routine setting changes
F System fault Information including time. f occurrence
• Pump system lockout. scheduling
Manufacturer shall provide the following monitor and control items,
• Software - to be developed "in-house" and be fully documented and serviceable
• Hardware - limited to pump system and communication support, including P
Interface card (Hardware support for software is by user -- i.e., Computer,
Monitor, Mouse, Phone Modem, Printer, Printer Cable etc.).
• Graphical display of datalag values will be Included with user selectable ra e
bf 15 minutes, 112 hour, 1 hour, 12 hour, and 24 hours per screen,
D Monitoring software shall be user configurable, Communications shall be
selected between two basic modes as detailed in technical specifications;
• Password security shall be provided to guard against unaWhgdzed system
nhanges
Part 10 — Additional Equipment
JOAC Auto -flush Wye Strainer. The pump station manufacturer shad j�oylde an aut_omaW
flushing Wye strainer mounted and wired on skid,
• The Wye strainer basket shall be piloted in both body and cover and fabricated from
24-gauge stainless steel with perforations as shown In the technical specifications,
• The body of the strainer shall be cast iron with flanged connections.
• Pressure drop throughthe steer shall be not more than 1.75_P§LatJUNAt0Odd
uapacity, -
• The strainer shall be automatically flushed after a specific pump station run duration(
period. This timer is adjustable through the computer operator interface device (OID)
as called out for In these specifications,
• An H.O.#_ selector switch shall be mounted on the control panel face,
Provided, as an integral part of the strainer pack2ge shall be a normally g ose�
solenoid operated valve,
• The PLC shall initiate the flushing cycle by opening the 2" solenoid valve for 15
seconds. The flushing duration shall be an adjustable firner #braugh the compute
interface device,
A 2" ball valve shall be supplied to Isofate.ft solenoidy1_6 6m_t6j,�
system
• The Wye strainer size shall be specified in the technical data sheet.
The flush line shall be piped to skid g�Othefs to sul r us jEne back to supply
110.9 0 Lake bevel Controls -AC. Reservoir level shall be contihuously monitored by a liquid
level sensor. When low level Is sustained for a period of time, a 120v AC signal shall be
rlirected to start reservoir pump, or open filling valve, through dry -contact closure of a
Way which shall be mounted at the filling source. Signal shall be maintained until
reservoir is filled to the upper sensor. Upon cessation of signal, relay shall drop out and
pump shall stop or valve shall dose. An JFOA selector switch with green Iight. ..shall i
Mowtit% on the control panel face,
RU,30 Reservoir Inlet Screen. A reservoir inlet screenshall be provided aft t ie inlet to the
horizontal inlet flume leading to the wet well. The entire screen is to be In the vertig6
&rLee with the total Met screened area ce led out In the technical data sheets. ih
Master Specifications Verticle VFD 16

screen shall be fabricated from 304 stainless steel plate and angle with 318" x 718
stainless steel square mesh screen bolted to three vertical sides with stainless bolts,
The screen outlet connection shall be tible with the. horizontal inlet e. The lniel
screen shall be CnWed_ by others,
10.40 Oiscl�arge Dog Leg, The.pump station 4nufacturer shall supply file discharge pipe
ortnectir��g the pump station discharge to the irrigation maim line. ASTM A105
CHEDULE 40 PIPE OR HEAVIER. The discharge pipe shah t�e..painted_the.sa a$
Ih.e_main_bumpstationAM shall be si eper the technical.dalla sleets.
Part 11 — Warranty
11.00 Warranty. The manufacturer shall provide to the end user the following minimum
capabilities and warranty.
Length of Warranty
• The manufacturer warrants that the water pumping system or component will be free
of defects in workmanship for one-year from date of authorized start-up but not later
than fifteen months from date of manufacturer's invoice.
Service Network
• Manufacturer shall maintain a Factory Trained and Managed Service Network to
execute all warranty claims.
• All service entities must maintain as their primary core business the maintenance,
service and repair of pump systems.
• Authorized Service Technicians must be Factory Trained and maintain a minimum of
25 hours per year of on going in -factory training.
• The manufacturer shall provide 24/7 technical phone support to the end user during
and after the warranty period.
Component Replacement
• Provided that all installation and operation responsibilities have been properly
performed, manufacturer will provide a replacement part or component and field
installation during the warranty life.
• Repairs done at manufacturer's expense must be pre -authorized. Start-up certificate
must be on file with manufacturer to activate warranty.
• Upon request, manufacturer will provide advice for trouble shooting of a defect during
the warranty period.
• Reasonable access must be provided to allow for repairs or replacement of any
components.
Maintenance. The manufacturer shall use only high quality material. As with any
mechanical or electrical device, some preventative maintenance efforts are required to
enhance service life. The customer is encouraged to establish a methodical
maintenance service program to avoid premature failure. Manufacturer supports a wide
network of technical service agents and recommends they be utilized for service.
Because of varied conditions beyond the control of manufacturer, this warranty does not
cover damage under the following condition or environment unless otherwise specified in
writing:
• Default of any agreement with manufacturer.
• The misuse, abuse of the pumping equipment outside is intended and specified use.
• Failure to conduct routine maintenance.
• Handling any liquid other than irrigation water.
• Exposure to electrolysis, erosion, or abrasion.
• Presence of destructive gaseous or chemical solutions.
Master Specifications Vertide VFD 17

• Over voltage or unprotected low voltage.
• Unprotected electrical phase loss or phase reversal.
The foregoing constitutes manufacturer's sole warranty and has not nor does it make any
additional warranty, whether express or implied, with respect to the pumping system or
component. Manufacturer makes no warranty, whether express or implied, with respect
to fitness for a particular purpose or merchantability of the pumping system or
component. Manufacturer shall not be liable to purchaser or any other person for any
liability, loss, or damage caused or alleged to be caused, directly or indirectly, by the
pumping system. In no event shall the manufacturer be responsible for incidental,
consequential, or act of God damages nor shall manufacturer's liability for damages to
purchaser or any other person ever exceed the original factory purchase price.
Master Specifications Vertide VFD Is

Project Summary
For
Reclaimed Quality Water
Post Constructed Western Irrigation Pond, Pump Station & Transmission Line
Briar Chapel Community
PROPOSED PERMIT ADDITION
This Package includes the western storage pond that has a maximum storage availability
of 31,254,540 Gallons, f3,775 LF 10", ±1,000 LF of 8" and ±225 LF of 6" Transmission
Line.

...........
POST CONSTRUCTED
WESTERN IRRIGATION POND
TRANSMISSION LINE
(5 NOTE
NORTH
SIGN
loo lo loo lo, FINAL
DE' Tle Ro—, ­e, om D, ­e NOT RELEASED
CONSTRUCTION
FOR l
f
TY,
'T
JOPAMTEI%,
AIL,
400 RESIDENCE OFFSET
OEXISTING WELL LOCATION
EXISTING RESIDENCE
Q
POST CONSTRUCTED
WESTERN IRRIGATION POND
TRANSMISSION LINE
(5 NOTE
NORTH
SIGN
loo lo loo lo, FINAL
DE' Tle Ro—, ­e, om D, ­e NOT RELEASED
CONSTRUCTION
FOR l
f
TY,
'T
JOPAMTEI%,
AIL,
400 RESIDENCE OFFSET
OEXISTING WELL LOCATION
EXISTING RESIDENCE
Q

GENERAL CONSTRIMMIN NOTES 40 OW WIL
77 I I ALL C­TRUC ON AND MATER — ­L BE N ACC==H
11 TCHoENC0`NUTC=EC'0NTRCT NORTH CRROLINRON
AT 11- LE-T 11HOURI—OR TO -1 E CIL
1) IL CONII RUCTION IT BE IN RCCORD.CE ­H ITATE RND COUNTI RE �U RE MENT,
4) THE BOUNDARY �U­ Y RND T01 0-1HY -RE IROIIDED BY Mc aj n�+'
'oHNRM_AM' NC
5) RCL PROP-ED RR GAT o N p p E D BE L" ­L BE ­ 2' L CL"
""'C RCLP R opoED RR GAT N p p E 4 D o' AN � 1H RCL BE DR 14
0­1 2110111) ­ (PURPLE PIPE PANTONE 122) RE
1H ­ AR E B = oN EDDE U NGDNEB Y IROoHUNN D = AN DAND RUILYT'� � E
N G
CONTR " TOR ­LL F ELD " R Fy C OND T oN =TCoR`P­C
Co N 'TRU CT ON M D N oT FY THE EN G NEER oF E El
1) 1L1ATER=o(CFR'011NG1) 1HALL BE OIR THE RRIGATION PIPING 400 RESIDENCE OFFSET TER
AND IR R=N TARILEL)IHIL HAFE, IEPARATION IA MINIMUM OF 2 HORSONTAL ' E
8) "L RR GAT oN P P NG CRo'
=FDUCTNAGE P� P.G IHALL
BE CONITRUCTE D ­ ONE (I R RMEDIRON POE CENTERED
ON THE ITORM P IPE OR011ING
ALLITREETIARE PUBLIC
11) IRRIGATION HEADI ARE TO BE LOCATED IN MAINTAINED AREA1 ONLY
11) -TTED ARE � ARE TO BE 111 (MIN) FROM P OT—E - LLI
12) -TTED ARE I TO IETBAC11 1HALL ME ET IURFACE —TE R .2 E.ISTINI WELL LOC.TION
RE.UREMENT, N"ANCRC'2U
13) RENT
­LL N­L DU SCAT TAPE OIR TOP DEBT EU'E RR AT
oN LINE
14) IDENT FCATON TAPE ­LBE AT L­ DE AND HAVE U
BLOCC LETTER NGoN PURPLE T_N� 3'2�
N RECLAMEDATER'o NoT DR'N' 2) BRCC GRoUN r , TA EXISTING RESIDENCE
CLALUVTAo 11) A ULTIAIOCATED�THRECL.MED�ATERIHILBE NLOO­
_T oN
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16) RR GAT ONAR�R� �,=LREB�ETD�PTLEADUBALTCAACCE��EPR 'ANCRC'2U L D LL RCC
1�) CET='IORNEICTL=U'EYEAPTREOVIDED BY
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460 RESIDENCE OFFSET
41W d
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8
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- - -- -- —::. - .—_.mac-.- _ . •- -- ---'r-•_ ..f... _;, - / / 'I'155 , 936�}5
y. j i•, } �1 . I NORTH
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EXISTING
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POND
EX. 10" IRRIGATION LINE �c
�a �t . 1. «E:
—
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++ -

REPORT OF SUBSURFACE EXPLORATION AND
GEOTECHNICAL ENGINEERING SERVICES
BRIAR CHAPEL REUSE POND
GRANITE MILLS BOULEVARD
CHAPEL HILL, NORTH CAROLINA
i �TM
PREPARED FOR:
Mr. Lee Bowman
Newland Communities
16 Windy Knoll Circle
Chapel Hill, NC 27516
ECS Project Number 06:21042
November 11, 2013

ECS CA RO L I N AS, LLP "Setting the Standard for Service"
_.- - �".. Geotechnical • Construction Materials - Environmental - Facilities NC Registered Engineering Firm F-1078
November 11, 2013
Mr. Lee Bowman
Newland Communities
16 Windy Knoll Circle
Chapel Hill, NC 27516
RE: Report of Subsurface Exploration and Geotechnical Services
Briar Chapel Reuse Pond
Chapel Hill, North Carolina
ECS Project Number: 06:21042
Dear Mr. Bowman -
As authorized, ECS Carolinas, LLP has completed the subsurface exploration and geotechnical
analysis for the above referenced project.
This report presents the findings of our subsurface exploration and our evaluations, as well as
recommendations, regarding geotechnical -related design and construction considerations for
the pond.
Thank you for the opportunity to work with you on this project. We would also at this time like to
express our interest in providing more specific exploration once the site plans are finalized, and
the field construction testing and observation services that will be required during the
construction phase of this project.
Should you have any questions or if we could be of further assistance, please do not hesitate to
contact us.
Respectfully,
ECS CAROLINAS, LLP
Firm License No. F-1078
Robert C. Mixson, E.I.
Project Manager
11R0
F ip
: SE
° 19 37 '
• F 11 I 1
C. Nathan Nallainatha ° •�Gt E : " ���
Principal Engineer ii��q Ip It4N
NC PE License No. 019937
I A PROJECTS,, T21000 T21999121042 - BC West Pond (GE%Report\21042.doc
9001 Glenwood Avenue, Raleigh, NC 27617-7505 • T: 919-861-9910 • F: 919-861-9911 • www.ecslimited.com
ECS Capitol Serv,ces, PLLC • ECS Carolinas, LLP • ECS Florida, LLC • ECS Midwest. LLC • ECS Mid -Atlantic, LLC • ECS Southeast, LLC • ECS Texas, LLP

TABLE OF CONTENTS
EXECUTIVESUMMARY...........................................................................................................................................1
1.0 PROJECT OVERVIEW.......................................................................................................................................2
1.1 PROJECT DESCRIPTION AND SCOPE OF WORK.................................................................................................2
1.2 PROPOSED CONSTRUCTION...............................................................................................................................2
2.0 EXPLORATION....................................................................................................................................................3
2.1 FIELD EXPLORATION...........................................................................................................................................3
2.2 LABORATORY TESTING.......................................................................................................................................3
3.0 EXPLORATION RESULTS................................................................................................................................4
3.1 SITE CONDITIONS................................................................................................................................................4
3.2 SITE GEOLOGY....................................................................................................................................................4
3.3 SUBSURFACE CONDITIONS.................................................................................................................................4
3.4 GROUNDWATER..................................................................................................................................................4
3.5 LABORATORY TEST RESULTS.............................................................................................................................4
4.0 ANALYSIS AND RECOMMENDATIONS.........................................................................................................6
4.1 FOUNDATIONS.....................................................................................................................................................6
4.2 SETTLEMENT.......................................................................................................................................................6
4.3 FLOOR SLABS.....................................................................................................................................................6
4.4 SITE DRAINAGE...................................................................................................................................................7
4.5 GROUNDWATER CONTROL.................................................................................................................................7
4.6 EXCAVATION CONSIDERATIONS.........................................................................................................................7
4.7 CUT AND FILL SLOPES........................................................................................................................................7
4.8 POND LINER CONSIDERATIONS..........................................................................................................................8
5.0 CONSTRUCTION CONSIDERATIONS............................................................................................................9
5.1 SITE PREPARATION AND CLEARING...................................................................................................................9
5.2 FILL PLACEMENT AND SOIL COMPACTION..........................................................................................................9
5.3 POND LINER MATERIAL PLACEMENT................................................................................................................10
5.4 ROCK EXCAVATION...........................................................................................................................................11
6.0 GENERAL COMMENTS...................................................................................................................................12
APPENDICES:
Appendix A
Figures
Appendix B
Boring Logs, Reference Notes for Boring Logs & USCS
Appendix C
Laboratory Results
Appendix D
General Conditions
Appendix E
Procedures Regarding Field Logs, Laboratory Data Sheets and Samples
Appendix F
Rock Excavation

Report of Subsurface Exploration and Geotechnical Services
Briar Chapel Reuse Pond
Chapel Hill, North Carolina
ECS Project Number: 06:21042
EXECUTIVE SUMMARY
ECS Carolinas, LLP (ECS) has completed a report of subsurface exploration and geotechnical
engineering services for the proposed reuse pond project located within the Briar Chapel
Community in Chapel Hill, North Carolina. This summary should not be considered apart from
the entire text of the report with all the qualifications and conditions mentioned herein.
Based on information provided by CE Group, it is our understanding the proposed project will
include construction of a reuse irrigation pond. The proposed project will also include an
irrigation pump station at the top of a 15 foot wide dam. The preliminary grading plans show
the top of the proposed dam is at an elevation of 494 feet. The proposed bottom of the pond is
at an elevation of 469 feet. Estimated total cut of the proposed pond is in excess of 78,000
cubic yards and estimated total fill is in excess of 67,000 cubic yards. ECS understands a
12-inch thick 1 x10-6 cm/sec liner material will be needed for the pond.
A topsoil layer of 7 to 8 inches was encountered in Borings B-2 and B-3. The residual soils
encountered consisted of sandy or silty CLAY (CL), sandy or clayey SILT (ML), and silty or
clayey SAND (SM, SC). The SPT N-values for the residual soils ranged from 3 to 65 blows per
foot. Materials causing auger refusal were encountered in the borings at depths ranging from
5.5 to 21 feet below existing site grades. Auger refusal materials on this site are more likely
due to boulders and not intact bedrock; however, this can only be verified through rock coring
techniques. Groundwater was not observed during drilling operations. Cave-in depths in the
borings ranged from approximately 8 to 17 feet below the existing grades.
Based on the laboratory values and visual inspection, the on -site soils appear to be suitable for
use as pond liner material as they exceed the required permeability value as identified by the
client.
Grading operations at this site will be more economical if performed during the drier periods of
the year (typically April to November). Wet soils probably can be dried by using discing or other
drying procedures, such as lime or cement stabilization, to achieve moisture contents
necessary to achieve adequate degrees of compaction. The site should be graded to enhance
surface water runoff to reduce the ponding of water. Ponding of water often results in softening
of the near -surface soils. When rainfall is anticipated during grading operations, we
recommend areas of disturbed soil be rolled with a smooth drum roller and that the grading
activities cease until the site has had a chance to dry.
Due to shallow auger refusals encountered in some of the borings, difficult excavation should
be anticipated. It has been our experience that subsurface material with a Standard
Penetration Resistance value of 50/6, 50/5, and 50/4 inches of penetration can likely be
loosened and ripped using a D-8 dozer equipped with a single -tooth ripper. For confined
excavations, such material may be removed with a CAT 330 or equivalent excavator equipped
with rock teeth. Subsurface materials that exhibit a Standard Penetration Resistance value of
50/3, 50/2, and 50/1 inches of penetration or less will likely require blasting for removal.

Report of Subsurface Exploration and Geotechnical Services
Briar Chapel Reuse Pond
Chapel Hill, North Carolina
ECS Project Number: 06:21042
1.0 PROJECT OVERVIEW
1.1 Project Description and Scope of Work
This report presents the results of the subsurface exploration and geotechnical engineering
services for the proposed irrigation reuse pond construction. The site was explored by drilling
three borings and sampling the soils to depths of 10 to 21 feet below existing site grades. Boring
locations were chosen by CE Group and laid out in the field by surveyors. Elevations were
obtained from the plan provided by the client and therefore should be considered approximate.
The Boring Location Plan is provided in Appendix A of this report.
This report was prepared based upon the results of the boring and laboratory data. The purpose
of this exploration is to describe the soil and groundwater conditions that were encountered in the
test borings, to analyze and evaluate the test data obtained, and to submit recommendations
regarding pond liner, earthwork, construction, and other geotechnical-related considerations of
design and construction.
1.2 Proposed Construction
Based on information provided by CE Group, it is our understanding the proposed project will
include construction of a reuse irrigation pond. The proposed project will also include an
irrigation pump station at the top of a 15 foot wide dam. The preliminary grading plans show
the top of the proposed dam is at an elevation of 494 feet. The proposed bottom of the pond is
at an elevation of 469 feet. Estimated total cut of the proposed pond is in excess of 78,000
cubic yards and estimated total fill is in excess of 67,000 cubic yards. We understand a 12-
inch-thick 1 x10-6 cm/sec liner material will be needed for the pond.

Report of Subsurface Exploration and Geotechnical Services
Briar Chapel Reuse Pond
Chapel Hill, North Carolina
ECS Project Number: 06:21042
2.0 EXPLORATION
2.1 Field Exploration
The soil borings were performed with an IR A-300 auger drilling rig, which utilized hollow -stem
augers to advance the boreholes. Drilling fluid was not used on this project.
Representative soil samples were obtained by means of the split -barrel sampling procedure in
general accordance with ASTM Specification D-1586. In this procedure, a 2 inch O. D. split -
barrel sampler is driven into the soil a distance of 18 inches by a 140 pound hammer with a free
fall of 30 inches. The number of blows required to drive the sampler through the final 12 inch
interval is termed the Standard Penetration Test (SPT) N-value and is indicated for each
sample on the boring logs.
The SPT N-value can be used to provide a qualitative indication of the in -place relative density
of cohesionless soils. In a less reliable way, SPT N-values provide an indication of consistency
for cohesive soils. These indications of relative density and consistency are qualitative, since
many factors can significantly affect the SPT N-value and prevent a direct correlation between
drill crews, drill rigs, drilling procedures, and hammer -rod -sampler assemblies.
Field logs of the soils encountered in the borings were maintained by the drill crew and on -site
ECS personnel. The soil samples obtained from the drilling operations were sealed and were
brought to our laboratory for further examination and testing.
2.2 Laboratory Testing
Representative soil samples obtained during our field exploration were selected and tested in
our laboratory to verify field classifications and to help estimate pertinent engineering properties
of the site soils. Laboratory testing included visual classifications in accordance with the Unified
Soil Classification System (USCS as described in ASTM D 2487), water content tests (ASTM D
2216), liquid and plastic limits tests (ASTM D 4318), wash No. 200 grain size tests (ASTM D
1140), standard Proctor tests (ASTM D 698), and permeability tests (ASTM D 5084). The
laboratory testing was performed in general conformance with the referenced ASTM standards.
The laboratory test results are presented in Appendix C of this report and certain laboratory test
results are on the individual test data sheets.

Report of Subsurface Exploration and Geotechnical Services
Briar Chapel Reuse Pond
Chapel Hill, North Carolina
ECS Project Number: 06:21042
3.0 EXPLORATION RESULTS
3.1 Site Conditions
The site consists of a heavily wooded property with rolling terrain. The property generally
slopes down from the north and the south towards the center of the property. The subject
property is bound by a power line easement to the south, a creek to the east, and woodlands to
the north and west.
3.2 Site Geology
The subject property is located near the transition line of Carolina Slate Belt of the Piedmont
Physiographic Province and the Triassic Sub -Basin within the Chatham Group formation of
North Carolina. The Piedmont is characterized by gently rolling topography, deeply weathered
bedrock, and a relative paucity of solid outcrop. Rocks are strongly weathered in the Piedmont's
humid climate and bedrock is generally buried under a thick (6-60 ft) blanket of saprolite.
Outcrops are commonly restricted to stream valleys where saprolite has been removed by
erosion. According to the Geologic Map of North Carolina (1985), the site comprised of intrusive
rock deposits referred to as "Felsic Metavolcanic Rock (CZfv)." The Triassic sub -basin area is
characterized by arkosic sandstone, tan, medium- to very -coarse grained, micaceous with
intrusive diabase dikes and sills, gray to black and floating boulders.
3.3 Subsurface Conditions
The specific soil conditions at each boring location are noted on the individual boring logs
presented in Appendix B. A general description is also provided below. Subsurface conditions
may vary between boring locations.
A topsoil layer of 7 to 8 inches was encountered in Borings B-2 and B-3. The residual soils
encountered consisted of sandy or silty CLAY (CL), sandy or clayey SILT (ML), and silty or
clayey SAND (SM, SC). The SPT N-values for the residual soils ranged from 3 to 65 blows per
foot.
Materials causing auger refusal were encountered in the borings at depths ranging from 5.5 to
21 feet below existing sitegrades.
3.4 Groundwater
Groundwater observations were made shortly after completion of the drilling operations at each
boring location. Groundwater was not observed during drilling operations. Cave-in depths in the
borings ranged from approximately 8 to 17 feet below the existing grades. Seasonal variations
in groundwater levels should be anticipated due to precipitation changes, evaporation, surface
water runoff, water levels in existing drainage features at the site, and other factors. Also,
perched water conditions should be anticipated on top of cohesive soil layers.
3.5 Laboratory Test Results
Laboratory test results indicate the in -situ moisture contents of the tested samples ranged from
approximately 9.2 to 27.2 percent. Grain size analyses performed on a split -spoon and bulk
samples indicated 19.5 to 62.9 percent materials passing the No. 200 sieve. Bulk samples

Report of Subsurface Exploration and Geotechnical Services
Briar Chapel Reuse Pond
Chapel Hill, North Carolina
ECS Project Number: 06:21042
obtained from auger cuttings recovered consisted of sandy CLAYS and had standard Proctor
(ASTM D 698) maximum dry densities ranging from 88.9 to 107.0 pounds per cubic foot at
optimum moisture contents of 17.1 to 32.2 percent. Permeability testing indicated flow rates of
8.32x10-8 to 6.32x10-7 cm/sec. The laboratory test results are included on the Laboratory
Testing Summary and individual test data sheets in Appendix C.

Report of Subsurface Exploration and Geotechnical Services
Briar Chapel Reuse Pond
Chapel Hill, North Carolina
ECS Project Number: 06:21042
4.0 ANALYSIS AND RECOMMENDATIONS
The following design and construction recommendations are based on our above -stated
understanding of the proposed construction and on the data obtained from the field exploration,
laboratory testing, and visual soil classification. Once the geometry, grading plans, and
proposed pond locations are finalized or additional/new information becomes available from
nearby sites/projects, we request the opportunity to review our recommendations in light of the
new information and revise them as necessary. The following recommendations are for design
purposes and may require modification. Additional exploration is recommended once
development plans are finalized. Any environmental, wetland, or contaminant assessment
efforts are beyond the scope of this exploration.
4.1 Foundations
After the subgrade has been prepared, as recommended in Section 5 of this report, the
proposed irrigation pump station may be supported on conventional shallow foundations and
ground -supported floor slabs. A design bearing pressure of 2,000 psf is recommended for
footings supported on firm residual soils. Design bearing pressure may be increased to up to
3,000 psf if constructed on new -engineered fill placed according to the criteria given in Section
5.2 Fill Placement and Soil Compaction. If, during construction, differing subsurface conditions
are encountered, it may be necessary to adjust the design bearing pressure and/or perform
selective over -excavation to remove soft or loose material to achieve the desired bearing
pressure. Additional testing such as dynamic cone penetrometer test should be utilized during
construction to further evaluate the bearing materials and to verify the recommendations
provided.
4.2 Settlement
We anticipate that foundations designed
experience settlements on the order of
previously recommended provided newly
this should limit differential settlements to
used in masonry, and other settlement
settlement.
4.3 Floor Slabs
according to the above recommendations should
1 inch for footings designed and constructed as
placed fill settlement have stabilized. In our opinion,
magnitudes of 1/2 inch. Expansion joints should be
sensitive walls, to accommodate the anticipated
Floor slab subgrades should be prepared as outlined in Sections 5.1 and 5.2 of this report. The
floor slabs should be nominally reinforced with welded wire mesh for shrinkage crack control
and to help maintain the integrity of the slabs should minor differential movement occur. In
order to allow for some relative displacement, the floor slabs should be structurally separated
from both columns and load bearing walls. In addition, slabs should be provided with sufficient
joints to control cracking associated with concrete volume changes. To reduce curling of the
floor slab and the resulting cracking, proper curing techniques should be used. A modulus of
subgrade reaction of 125 pci is recommended for approved residual soils and compacted
structural fill.

Report of Subsurface Exploration and Geotechnical Services
Briar Chapel Reuse Pond
Chapel Hill, North Carolina
ECS Project Number: 06:21042
We recommend that a capillary cutoff layer be provided under the floor slabs to prevent the rise
of water through the slab. The capillary layer should consist, at a minimum, of a 4-inch thick
clean, crushed stone or washed gravel layer, having a maximum size of 1.5 inches with a
maximum of 2 percent passing the No. 200 sieve. A vapor barrier should be utilized on top of
the stone to provide additional moisture protection. This vapor barrier should be placed
immediately before the placement of the floor slab concrete to minimize damages. Prior to
placing the stone for the capillary cutoff layer, the floor slab subgrade soil should be properly
compacted and should be free of standing water, mud, or frozen materials.
4.4 Site Drainage
Positive drainage should be provided around the perimeter of the pond to reduce the potential
for moisture infiltration into the subgrade soils. We recommend landscaped areas adjacent to
the structures be sloped away from the structures with at least a 2 percent slope. Any other
paved areas should also be sloped to divert surface water away from the proposed structures
and existing retaining walls.
4.5 Groundwater Control
Based on the results of the borings, we anticipate dewatering will not be necessary during
construction. If groundwater or perched water is encountered during construction, especially in
the vicinities of the existing drainage features near the center of the site, it probably can be
controlled through the use of ditches, sumps, and pumps. If water is encountered that cannot
be controlled by such procedures, ECS should be further consulted. Earthwork and trench
excavation in saturated materials may require sheeting and shoring, slope flattening, or
benching to control sloughing of soils.
Establishing a system of drainage ditches to carry surface and shallow groundwater away from
sites and roadways should reduce grading costs.
4.6 Excavation Considerations
The site soils are OSHA Type C soils for the purpose of temporary excavation support.
Excavations should be constructed in compliance with current OSHA standards for excavation
and trenching safety. Excavations should be observed by a "competent person", as defined by
OSHA, who should evaluate the specific soil type and other conditions, which may control the
excavation side slopes or the need for shoring or bracing.
4.7 Cut and Fill Slopes
We recommend any cut and fill slopes be constructed at 2.51-1:1 V (horizontal to vertical) or
flatter. A slope of 31-1:1 V or flatter is recommended for safer operation of landscape equipment.
Fill slopes should be compacted to 95 percent of the standard Proctor maximum dry density.
Fill slopes should be overbuilt and cut back to expose well compacted fill on the face of the
slope. Where fill is being placed on existing slopes, the new fill should be benched into the
existing slope.
To protect the integrity of exposed soils, we recommend that the slopes be adequately
vegetated to reduce the risk of erosion. Slopes should be graded such that surface water does

Report of Subsurface Exploration and Geotechnical Services
Briar Chapel Reuse Pond
Chapel Hill, North Carolina
ECS Project Number: 06:21042
not flow over the face of the slope. Drains should be extended to below the toe of the slope
rather than discharged onto the face of the slope.
4.8 Pond Liner Considerations
The materials identified within the on -site samples and from the lab testing appear to be
suitable as pond liner materials. ECS understands a 12-inch thick 1 x10-6 cm/sec liner material
will be needed for the pond. The lab testing permeability exceeded this value and would be
suitable as pond liner material. Construction regarding these pond liner materials should be
conducted according to the criteria given in Section 5.3 Pond Liner Material Placement.

Report of Subsurface Exploration and Geotechnical Services
Briar Chapel Reuse Pond
Chapel Hill, North Carolina
ECS Project Number: 06:21042
5.0 CONSTRUCTION CONSIDERATIONS
5.1 Site Preparation and Clearing
Areas that are being rough graded and used as staging areas or left for more than a few weeks
should be crowned and left 12 inches above the final subgrade elevation to help protect the
finished subgrade from disturbance. Leaving the subgrade high may reduce the disturbance
and saturation of the subgrade that would normally require undercutting.
The site should be cleared of existing topsoil, vegetation, and other deleterious materials. We
anticipate average topsoil stripping depth of approximately 8 inches with deeper stripping
depths in heavily vegetated areas. We recommend any soft or unsuitable material be removed
from the proposed construction area. Any underground utilities within the proposed
construction areas that will not be removed shall be abandoned in -place properly and
adequately, as approved by qualified geotechnical personnel. Areas where underground
utilities will be removed and/or be re-routed, the excavations should be backfilled according to
the criteria given in Section 5.2 Fill Placement and Soil Compaction.
Exposure to the environment may weaken the soils at the linear bearing levels if the pond
excavations remain open for an extended period of time. If the bearing soils are softened by
surface water intrusion or exposure, the softened soils must be removed from the pond
excavations prior to placement of liner material.
Once the site is stripped, cleared and prepared as outlined above, the site should be proofrolled
using a loaded dump truck, having an axle weight of at least 10 tons, and observed by an
experienced geotechnical engineer, or his representative, at the time of construction to aid in
identifying any areas with soft or unsuitable materials. Probing may be used at this time to aid
in identifying areas of soft or unsuitable material. Any soft or unsuitable materials encountered
during this proofrolling should be removed and replaced with an approved backfill compacted to
the criteria given in Section 5.2 Fill Placement and Soil Compaction.
Grading operations at this site will be more economical if performed during the drier periods of
the year (April to November). If grading is attempted during the wet winter months, extra costs
for undercutting of wet soils should be anticipated. However, during the drier periods of the
year, wet soils probably can be dried by using discing or other drying procedures to achieve
moisture contents necessary to achieve adequate degrees of compaction.
The site should be graded to enhance surface water runoff to reduce the ponding of water.
Ponding of water often results in softening of the near -surface soils. In the event of heavy
rainfall within areas to receive fill, we recommend that the grading activities cease until the site
has had a chance to dry.
5.2 Fill Placement and Soil Compaction
Soils used as fill should be approved materials, free of organics, debris, frozen and foreign
material, and generally having a maximum Liquid Limit of 50 and a maximum Plasticity Index of
20. Some of the on -site soils (CL, ML) should be able to be used as backfill material for this
project. Highly plastic (MH, CH) and expansive soils that do not meet these criteria may be
9

Report of Subsurface Exploration and Geotechnical Services
Briar Chapel Reuse Pond
Chapel Hill, North Carolina
ECS Project Number: 06:21042
used as fill in landscaped areas, or may be adequately blended with other granular and non -
/low -plastic soils and reused in structural areas.
Any fill or backfill placed in footing, slab, utility trench, or sidewalk areas should be compacted
to a minimum of 95 percent of the maximum dry density obtained in accordance with ASTM D
698, Standard Proctor Method. Fill should be placed in loose lifts of approximately 8 inches in
loose thickness near optimum moisture contents, with fill operations continuing until the
subgrade elevations are achieved. To aid in achieving compaction, we recommend that the
moisture content of the fill materials at the time of placement be within +/- 3 percentage points
of the optimum moisture content established by the above referenced laboratory compaction
tests. We recommend a minimum cover of 2 feet be placed over any buried pipes.
Any fill or backfill placed in landscaped areas should be compacted to a minimum of 90 percent
of the maximum dry density obtained in accordance with ASTM Specification D-698, Standard
Proctor Method.
We recommend that the placement of compacted structural fill and recompaction of the
subgrade soils in the construction area be carefully observed to determine if proper compaction
is being achieved. In -place density tests made in accordance with ASTM Designation D-1556
or equivalent should be used to verify compaction. We recommend a minimum of one test per
lift for every 5,000 square foot area, or fraction thereof. We also recommend at least one test
per lift for every 100 linear feet of utility trench backfill, or fraction thereof.
5.3 Pond Liner Material Placement
Portions of soils located within the site appear to be suitable for purposes of pond liner material.
The subgrade on which the soil liner is placed should be properly prepared according to the
criteria given in Section 5.2 Fill Placement and Soil Compaction. The completed soil liner
should be protected from damage caused by desiccation or freezing temperatures.
Soil liner materials placed in BMP area should typically be compacted to 95 to 97 percent of the
ASTM D 698 maximum dry density and typically within 2 to 6 percent wet of optimum moisture
contents, as established/determined through pre -construction permeability windows in
accordance with the design requirements. These materials should be placed in no more than
6-inch lifts and compacted with a CAT 815 sheepsfoot roller.

Report of Subsurface Exploration and Geotechnical Services
Briar Chapel Reuse Pond
Chapel Hill, North Carolina
ECS Project Number: 06:21042
5.4 Rock Excavation
Difficult excavation should be anticipated during mass grading and utility trench excavation. We
expect that the soils encountered for this project should generally be excavatable with
conventional earth moving equipment such as pans/scrapers, loaders, bulldozers, rubber tired
backhoes, etc. Harder boulders, partially weathered rock (PWR) and rock materials will
normally require blasting for removal in all types of excavations. Any blasting must be done
carefully to prevent overshooting materials and damage to the bearing materials and nearby
buildings or roadways/utilities.
It has been our experience that subsurface material with a Standard Penetration Resistance
value of 50/6, 50/5, and 50/4 inches of penetration can likely be loosened and ripped using a D-
8 dozer equipped with a single -tooth ripper. For confined excavations, such material may be
removed with a CAT 330 or equivalent excavator equipped with rock teeth. Subsurface
materials that exhibit a Standard Penetration Resistance value of 50/3, 50/2, and 50/1 inches of
penetration or less will likely require blasting for removal. A sample rock excavation clause has
been added to this preliminary report as Appendix F.
If blasting is required for any excavations, we recommend a video survey be made of adjacent
structures to establish a record of the condition of these structures, and during blasting
activities we recommend that selected foundations be monitored with a seismograph. Test
blasts to determine the appropriate weight of charge per delay should be made and monitored
to help control production blasting and keep the maximum particle velocities below damaging
levels. Recording and documenting the pre -blast condition of the structures and the maximum
particle velocity during blasting may help reduce claims related to possible foundation damage
that may have occurred during the blasting operations.
As a general guide, we recommend the following definitions be used to define rock:
General Excavation Definitions
Rip Rock: Any material that cannot be removed by scrapers, loaders, pans, dozers, or
graders; and requires the use of a single -tooth ripper mounted on a crawler
tractor having a minimum draw bar pull rated at not less than 56,000 pounds
Blast Rock: Any material which cannot be excavated with a single -tooth ripper mounted on a
crawler tractor having a minimum draw bar pull rated at not less than 56,000
pounds (Caterpillar D-8K or equivalent) or by a Caterpillar 977 front-end loader or
equivalent; and occupying an original volume of at least one (1) cubic yard.
Trench Excavation Definitions
Blast Rock: Any material which cannot be excavated with a backhoe having a bucket curling
force rated at not less than 28,700 pounds (Caterpillar Model 320 or equivalent),
and occupying an original volume of at least one-half (1/2) cubic yard.
As noted in the Regional Geology section of this report, the weathering process in the Triassic
basin of the Piedmont Region can be erratic and significant variations of the depths of the more
dense materials can occur in relatively short distances. In some cases, isolated boulders or thin
rock seams may be present in the soil matrix.
11

Report of Subsurface Exploration and Geotechnical Services
Briar Chapel Reuse Pond
Chapel Hill, North Carolina
ECS Project Number: 06:21042
6.0 GENERAL COMMENTS
This report has been prepared in order to aid in the evaluation of this property and to assist the
architect and/or engineer in the design of this project. The scope is limited to the specific
project and locations described herein and our description of the project represents our
understanding of the significant aspects relative to soil and foundation characteristics. In the
event any changes in the nature or location of the proposed construction outlined in this report
are planned, we should be informed so the changes can be reviewed and the conclusions of
this report modified or approved in writing by the geotechnical engineer. It is recommended all
construction operations dealing with earthwork and foundations are reviewed by an experienced
geotechnical engineer to provide information as to whether the design requirements are fulfilled
in the actual construction. We would welcome the opportunity to provide field construction
services for you during construction.
The analysis and recommendations submitted in this report are based upon the data obtained
from the soil borings performed at the locations as indicated on the Boring Location Diagram
and other information referenced in this report. This report does not reflect any variations which
may occur between the borings. In the performance of the subsurface exploration, specific
information is obtained at specific locations at specific times. However, it is a well-known fact
that variations in soil conditions exist on most sites between boring locations and also such
situations as groundwater levels vary from time to time. The nature and extent of variations may
not become evident until the course of construction. If site conditions vary from those identified
during the exploration, the recommendations contained in this report may require revision.
12

APPENDIX A
FIGURES

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SITE LOCATION MAP
Briar Chapel Reuse Pond
Granite Mill Boulevard
Chapel Hill, North Carolina
SOURCE: Google Maps
JOB NO.
FIGURE NO.
21042
1 OF 2
DRAWN BY
CHECKED BY
RCM
CN01
SCALE
DATE
NTS
11-01-2013

Approximate Locations
of Borings
BORING LOCATION DIAGRAM JOB NO. FIGURE NO.
21042 2 of 2
Briar Chapel Reuse Pond
DRAWN BY
CHECKED BY
Granite Mill Boulevard
RCM
CN01
SCALE
DATE
Chapel Hill, North Carolina
NTS
1 1-01-2013
SOURCE: CE Group, Inc.
TM

APPENDIX B
UNIFIED SOIL CLASSIFICATION SYSTEM,
REFERENCE NOTES FOR BORING LOGS, AND BORING LOGS

CLIENT
JOB#
BORING#
SHEET
Newland Communities
21042
I B-1
1 OF 1
ECR
PROJECT NAME
ARCHITECT -ENGINEER
Briar Chapel Reuse Pond
+:
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT'
Granite Mill Boulevard Chapel Hill NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% — — — REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
W
c
c
LIMIT% CONTENT% LIMIT%
�/ A
Oz
F
;
BOTTOM OF CASING LOSS OF CIRCULATION 1W
w
ZO
J
LL
o
w
_
o
SURFACE ELEVATION 487
a
W
0
W
0
W
0
OO
Q >
0
® STANDARD PENETRATION
C)
<
O
w
m
BLOWS/FT
Moist, Very Stiff, Reddish Brown, Fine to
17.0:
Medium Sandy SILT, With Clay and Trace
• :26-X - �-65
ULK
S-1
SS
18
12
Roots (MH)
485
a
s
: 16 27.2 —81
10
28:
Moist, Hard to Very Stiff, Reddish Tan, White,
S-2
SS
18
12
Fine to Medium Sandy SILT, With Trace Clay
1 5
5
(ML)
17
:32
4
S-3
SS
18
12
480
6
i0
16
Moist, Very Dense, Light Brown, Tan, White,
S�
SS
18
12
Silty Fine to Medium SAND (SM)
s
12
9.2;
10
......
50
AUGER REFUSAL @ 10.00'
Offset 5'
AUGER REFUSAL @ 5.50'
475
15
470
20
465
25
460
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
�Z WL DRY wS ❑ WD ❑
BORING STARTED 10/28/13
WL(BCR) 1 WL(ACR)
BORING COMPLETED 10/28/13
CAVE IN DEPTH @ 8.00'
WL
RIG IRA-300 FOREMAN Kelly/Stan
DRILLING METHOD 2.25" I.D. HSA

CLIENT
JOB#
BORING#
SHEET
Newland Communities
21042
I B-2
1 OF 1
ECR
PROJECT NAME
ARCHITECT -ENGINEER
Briar Chapel Reuse Pond
+:
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT'
Granite Mill Boulevard Chapel Hill NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
W
c
c
LIMIT% CONTENT% LIMIT%
�/ A
Oz
F
;
BOTTOM OF CASING LOSS OF CIRCULATION 1WZ
w
ZO
J
LL
o
w
_
o
SURFACE ELEVATION 486
a
W
�
W
�
W
�
OO
a >
0
® STANDARD PENETRATION
o
�
O
w
m
BLOWS/FT
—Topsoil Depth 7"
485
5
Moist, Very Stiff, Dark Tan, Reddish Brown,
S-1
SS
18
14
Fine Sandy CLAY (CL)
8
2
12
Moist, Stiff, Red, Gray, Tan, Clayey SILT, With
S-2
SS
18
15
Fine Sand (ML)
a
10
5
6
480
3
S-3
SS
18
16
5
13
8
2
S-4
SS
18
15
5
12,
10
7
475
Moist, Medium Stiff, Gray, Brown, Silty CLAY
(CH)
2
S-5
SS
18
18
3
8
15
5
: 30 : �73
ULK
470
Moist, Hard, Dark Brown, Tan, Silty CLAY, With
Fine Sand (CL)
6
S-6
SS
18
18
12
20
39
5.1
465
AUGER REFUSAL @ 5.50'
Offset 5'
AUGER REFUSAL @ 21.00'
25
460
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
�Z WL DRY wS ❑ WD ❑
BORING STARTED 10/28/13
WL(BCR) 1 WL(ACR)
BORING COMPLETED 10/28/13
CAVE IN DEPTH @ 17.00'
WL
RIG IRA-300 FOREMAN Kelly/Stan
DRILLING METHOD 2.25" I.D. HSA

Newland Communities 21042
PROJECT NAME ARCHITECT -ENGINEER
Briar Chapel Reuse Pond
SITE LOCATION
Granite Mill Boulevard Chapel Hill NC
NORTHING EASTING STATION
z
DESCRIPTION OF MATERIAL
F
Oz
w
F
F
co;
z
BOTTOM OF CASING
SURFACE ELEVATION 493
a
w
�
w
�
w
�
w
o
co
co
co
af
Topsoil Depth 8"
Moist, Very Loose, Dark Brown,
S-1
SS
18
18
Fine SAND, With Trace Rock F
Moist, Very Stiff to Hard, Reddi
S-2
SS
18
16
CLAY, With Fine Sand (CL)
5
S-3ISS1 181 18
S-4 SS 18 16
10
=Nunn
B-3
ENGLISH UNITS
ragments
sh
� F
LOSS OF CIRCULATION 1WZ
w
J ZO
_
W <
w
a w
n
O
w
IQTan,
z
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(SC)
z
3
490
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8
12
n
6
9
12
485
13
15
18
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to Medium Sandy CLAY (CL) 480
19
29
36
20 S-6 SS 18 18
AUGER REFUSAL @ 20.00'
25
30
475
21
zz
36
470
465
SHEET 0
1 OF 1
�} CALIBRATED PENETROMETER TONS/FT2
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
X 0 A
® STANDARD PENETRATION
BLOWS/FT
21
15.o♦:
19 46
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
�Z WL DRY wS ❑ WD ❑ BORING STARTED 10/24/13
V WL(BCR) 1 WL(ACR) BORING COMPLETED 10/24/13 CAVE IN DEPTH @ 15.00'
2Z WL RIG IRA-300 FOREMAN Kelly/Stan DRILLING METHOD 2.25" I.D. HSA

APPENDIX C
LABORATORY RESULTS

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PROJECT INFORMATION
NAME: BC Pond
NUMBER: 21042
DATE: 11 /6/2013
ENGINEER: C. Nathan
Sample Properties
Initial
Final
Diameter (in)
2.789
2.755
Height (in)
3.967
3.950
Area ling
6.104
5.958
Volume (W)
0.0140
0.0136
Mass(g)
763.60
789.10
Water Content(%)
22.4%
25.2%....
Dry Density(pcf)
98.0
101.8
Saturation (%)
95 %
96 %
MEASUREMENT OF HYDRAULIC CONDUCTIVITY
USING A FLEXIBLE WALL PERMEAMETER
ASTM D5084 METHOD F
DESCRIPTION: Orange, Sandy Silty Clay
BORING: B-1
DEPTH: BULK 1 to 3 feet
PREPARATION: Remolded
Testing Data
Specific Gravity (assumed)
2.65
Cell Pressure (psi) s 70
Base Pressure /
Area of Burette Tubes (cm2)
Sample Pressure _ 60
(psi)
N/A
Top Pressure (psi) I N/A
Permeant Liguid
Drinking Water
ECS Carolinas, LLP
9001 Glenwood Avenue
Raleigh, NC 27617
Phone: [phone]
Fax: [phone]
www.ecslimited.com
SAMPLE INFORMATION
Sample: N/A
Test Results
Hydraulic Conductivity (k) (cm/sec)
6.32E-07
DATE
TIME
READINGS
ELAPSED TIME
(sec)
TOTAL ELAPSED
TIME
GRADIENT
HYDRAULIC CONDUCTIVITY (k)
11/7/2013
10:39:00
10.7
0
0
11.7
0
11/7/2013
10:42:00
9.2
180
180
11.7
6.45E-07
11/7/2013
10:44:00..
8.3
120....
300
9.7
6.21E-07
11/7/2013
10:52:00..
5.8
480....
780
8.6
6.25E-07
11/7/2013
11:08:00..
3.2
960....
1740
5.2
6.36E-07
AVERAGE
6.32E-07
Hydraulic Conductivity vs. Time
1.00E-06
1.00E-07
1.00E-08
0 200 400 600 800 1000 1200 1400 1600 1800 2000
Time (s)
Page 1

PROJECT INFORMATION
NAME: BC Pond
NUMBER: 21042
DATE: 11 /6/2013
ENGINEER: C. Nathan
Sample Properties
Initial
Final
Diameter (in)
2.790
2.750
Height (in)
3.989
3.950
Area ling
6.108
5.937
Volume (W)
0.0141
0.0136
Mass(g)
730.40
743.80
Water Content (%)
35.6%
40.3%....
Dry Density (pcf)
84.1
86.0
Saturation(%)
99%
96%
MEASUREMENT OF HYDRAULIC CONDUCTIVITY
USING A FLEXIBLE WALL PERMEAMETER
ASTM D5084 METHOD F
DESCRIPTION: Orangeish Brown, Sandy Clay
BORING: B-2
DEPTH: BULK 15 to 17 feet
PREPARATION: Remolded
Testing Data
Specific Gravity (assumed)
2.65
Cell Pressure (psi) s 70
Base Pressure /
Area of Burette Tubes (cm2)
Sample Pressure _ 60
(psi)
N/A
Top Pressure (psi) I N/A
Permeant Licuid
Drinking Water
ECS Carolinas, LLP
9001 Glenwood Avenue
Raleigh, NC 27617
Phone: [phone]
Fax: [phone]
www.ecslimited.com
SAMPLE INFORMATION
Sample: N/A
Test Results
Hydraulic Conductivity (k) (cm/sec)
4.58E-08
DATE
TIME
READINGS
ELAPSED TIME
(sec)
TOTAL ELAPSED
TIME
GRADIENT
HYDRAULIC CONDUCTIVITY (k)
11/5/2013
5:36:00
11.9
0
0
13.1
0
11/5/2013
5:43:00
11.6
420
420
13.1
4.39E-08
11/5/2013
5:47:00....
11.4
240....
660
12.8
5.25E-08
11/5/2013
5:55:00
11.1
480
1140
12.5
4.04E-08
11/5/2013
6:01:00....
10.9
360....
1500
12.1
4.63E-08
AVERAGE
4.58E-08
Hydraulic Conductivity vs. Time
1.00E-06
1.00E-07
1.00E-08
0 200 400 600 800 1000 1200 1400 1600
Time (s)
Page 1

PROJECT INFORMATION
NAME: BC Pond
NUMBER: 21042
DATE: 11 /6/2013
ENGINEER: C. Nathan
Sample Properties
Initial
Final
Diameter (in)
2.790
2.770
Height (in)
3.968
3.950
Area ling
6.108
6.023
Volume (W)
0.0140
0.0138
Mass(g)
796.50
811.50
Water Content(%)
23.7%
26.3%....
Dry Density(pcf)
101.0
102.7
Saturation(%)
99%
99%
MEASUREMENT OF HYDRAULIC CONDUCTIVITY
USING A FLEXIBLE WALL PERMEAMETER
ASTM D5084 METHOD F
DESCRIPTION: Light Brown Sandy Clay
BORING: B-3
DEPTH: BULK 15 to 17 feet
PREPARATION: Remolded
Testing Data
Specific Gravity (assumed)
2.65
Cell Pressure (psi) s 70
Base Pressure /
Area of Burette Tubes (cm2)
Sample Pressure _ 60
(psi)
N/A
Top Pressure (psi) I N/A
Permeant Liguid
Drinking Water
ECS Carolinas, LLP
9001 Glenwood Avenue
Raleigh, NC 27617
Phone: [phone]
Fax: [phone]
www.ecslimited.com
SAMPLE INFORMATION
Sample: N/A
Test Results
Hydraulic Conductivity (k) (cm/sec)
8.32E-08
DATE
TIME
READINGS
ELAPSED TIME
(sec)
TOTAL ELAPSED
TIME
GRADIENT
HYDRAULIC CONDUCTIVITY (k)
11 /5/2013
4:00:00
14.9
0
0
17.0
0
11 /5/2013
4:16:00
13.2
960
960
17.0
8.58E-08
11/5/2013
4:24:00
12.5
480
1440
14.9
8.04E-08
11/5/2013
4:32:00
11.8
480
1920
14.0
8.58E-08
11/5/2013
4:48:00....
10.6
960....
2880
13.1
8.10E-08
AVERAGE
8.32E-08
Hydraulic Conductivity vs. Time
1.00E-06
1.00E-07
1.00E-08
0 500 1000 1500 2000 2500 3000 3500
Time (s)

/_1»:11kiU1E4�:
GENERAL CONDITIONS
The analysis, conclusions, and recommendations submitted in this report are based on the
exploration previously outlined and the data collected at the points shown on the attached
location plan. This report does not reflect specific variations that may occur between test
locations. The borings were located where site conditions permitted and where it is believed
representative conditions occur, but the full nature and extent of variations between borings and
of subsurface conditions not encountered by any boring may not become evident until the
course of construction. If variations become evident at any time before or during the course of
construction, it will be necessary to make a re-evaluation of the conclusions and
recommendations of this report and further exploration, observation, and/or testing may be
required.
This report has been prepared in accordance with generally accepted soil and foundation
engineering practices and makes no other warranties, either express or implied, as to the
professional advice under the terms of our agreement and included in this report. The
recommendations contained herein are made with the understanding that the contract
documents between the owner and foundation or earthwork contractor or between the owner
and the general contractor and the caisson, foundation, excavating and earthwork
subcontractors, if any, shall require that the contractor certify that all work in connection with
foundations, piles, caissons, compacted fills and other elements of the foundation or other
support components are in place at the locations, with proper dimensions and plumb, as shown
on the plans and specifications for the project.
Further, it is understood the contract documents will specify that the contractor will, upon
becoming aware of apparent or latent subsurface conditions differing from those disclosed by
the original soil exploration work, promptly notify the owner, both verbally to permit immediate
verification of the change, and in writing, as to the nature and extent of the differing conditions
and that no claim by the contractor for any conditions differing from those anticipated in the
plans and specifications and disclosed by the soil exploration will be allowed under the contract
unless the contractor has so notified the owner both verbally and in writing, as required above,
of such changed conditions. The owner will, in turn, promptly notify this firm of the existence of
such unanticipated conditions and will authorize such further exploration as may be required to
properly evaluate these conditions.
Further, it is understood that any specific recommendations made in this report as to on -site
construction review by this firm will be authorized and funds and facilities for such review will be
provided at the times recommended if we are to be held responsible for the design
recommendations.

APPENDIX E
PROCEDURES REGARDING FIELD LOGS, LABORATORY DATA SHEETS, AND SAMPLES
In the process of obtaining and testing samples and preparing this report, procedures are
followed that represent reasonable and accepted practice in the field of soil and foundation
engineering.
Specifically, field logs are prepared during performance of the drilling and sampling operations
which are intended to portray essentially field occurrences, sampling locations, and other
information.
Samples obtained in the field are frequently subjected to additional testing and reclassification
in the laboratory by more experienced soil engineers, and differences between the field logs
and the final logs exist.
The engineer preparing the report reviews the field and laboratory logs, classifications and test
data, and his judgment in interpreting this data, may make further changes.
Samples are taken in the field, some of which are later subjected to laboratory tests, are
retained in our laboratory for sixty days and are then discarded unless special disposition is
requested by our client. Samples retained over a long period of time, even if sealed in jars, are
subject to moisture loss which changes the apparent strength of cohesive soil generally
increasing the strength from what was originally encountered in the field. Since they are then no
longer representative of the moisture conditions initially encountered, an inspection of these
samples should recognize this factor.

APPENDIX F
ROCK EXCAVATION CLAUSE
EXCAVATION
Excavation consists of removal and disposal of material encountered when establishing required finish
grade elevations.
EXCAVATION CLASSIFICATIONS:
If the following classifications of excavation are encountered in work:
Do not perform such work until material to be excavated has been cross -sectioned and classified by a
geotechnical engineer. Such excavation will be paid on basis of contract conditions relative to changes in
work.
Earth excavation includes removal and disposal of pavements and other obstruction visible on ground
surface, underground structures and utilities indicated to be demolished and removed, material of any
classification indicated in data on subsurface conditions, and other materials encountered that are not
classified as rock excavation or unauthorized excavation.
Rock excavation consists of the removal and disposal of a formation that cannot be excavated without
systematic drilling and blasting, except such materials that are classified as earth excavation.
Boulders larger than 1/2 cubic yard or more in volume shall be classified as rock. Typical of materials
classified as rock are:
• "Rip" rock — all subsurface materials that cannot be excavated using pans / scrapers, loaders,
bulldozers, etc. and required pre -loosening with a bulldozer equipped with a single tooth ripper having
a minimum bar pull rating of at least 56,000 pounds. (i.e. Caterpillar D-8K), or a Caterpillar 977 track
loader (or its equivalent to achieve excavation.
• Blast rock — all subsurface materials that cannot be excavated or pre -loosened with the above
described equipment or its equivalent and occupying an original volume of at least one cubic yard.
• Trench rock — all subsurface materials that cannot be excavated or pre -loosened with a track
mounted backhoe having a minimum bucket curling force rating of at least 25,500 pounds and
occupying an original volume of at least'/2 cubic yard.
The Contractor may provide a demonstration that materials encountered cannot be ripped with the above
rated equipment and should be classified as rock.
The Contractor, at the A/E option, shall provide equipment specification data verifying the above minimum
equipment will be used for the demonstration.
The Designer shall be the final judge as to what is to be classified as rock excavation.
Intermittent drilling or ripping performed to increase production and not necessary to permit excavation of
material encountered will be classified as earth excavation.

Natural and
Cultural Resources
January 31, 2017
Perry Isner
Wetlands & Waters, Inc.
2712 Minden Rd.
Pleasant Garden, NC 27313
RE: Briar Chapel West
Dear Perry Isner:
PAT IUCRORY
Gov r
SUSAN KLUTTZ
NCNHDE-2866
The North Carolina Natural Heritage Program (NCNHP) appreciates the opportunity to provide information
about natural heritage resources for the project referenced above.
A query of the NCNHP database, based on the project area mapped with your request, indicates that there are
no records for rare species, important natural communities, natural areas, or conservation/managed areas
within the proposed project boundary. Please note that although there may be no documentation of natural
heritage elements within the project boundary, it does not imply or confirm their absence; the area may not have
been surveyed. The results of this query should not be substituted for field surveys where suitable habitat exists.
In the event that rare species are found within the project area, please contact the NCNHP so that we may
update our records.
The attached `Potential Occurrences' table summarizes rare species and natural communities that have been
documented within a one -mile radius of the property boundary. The proximity of these records suggests that
these natural heritage elements may potentially be present in the project area if suitable habitat exists and is
included for reference. Tables of natural areas and conservation/managed area within a one -mile radius of the
project area, if any, are also included in this report.
Please note that natural heritage element data are maintained for the purposes of conservation planning, project
review, and scientific research, and are not intended for use as the primary criteria for regulatory decisions.
Information provided by the NCNHP database may not be published without prior written notification to the
NCNHP, and the NCNHP must be credited as an information source in these publications. Maps of NCNHP
data may not be redistributed without permission.
The NC Natural Heritage Program may follow this letter with additional correspondence if a Dedicated Nature
Preserve (DNP), Registered Heritage Area (RHA), Clean Water Management Trust Fund (CWMTF) easement,
or Federally -listed species are documented near the project area.
If you have questions regarding the information provided in this letter or need additional assistance, please
contact Suzanne Mason at suzanne.mason(d)ncdcr.gov or 919.707.8637.
Sincerely,
NC Natural Heritage Program
"lathing Compares.,_
StARANorlhCMUR I DepmlmeutafNahsaland CulmealRes=Es
109 East Janes Shea I Raleigh NC 27501
9194(7-730d

Natural Heritage Element Occurrences, Natural Areas, and Managed Areas Within a One -mile Radius of the Project Area
Briar Chapel West
January 31, 2017
NCNHDE-2866
Element Occurrences Documented Within a One -mile Radius of the Project Area
Taxonomic EO ID Scientific Name Common Name Last Element Accuracy Federal State Global State
Group Observation Occurrence Status Status Rank Rank
Date Rank
Natural 25454 Dry-Mesic Oak --Hickory --- 2010 C 3-Medium --- --- G4G5 S4
Community Forest (Piedmont
Subtype)
Natural Areas Documented Within a One -mile Radius of the Project Area
Site Name Representational Rating Collective Rating
Bennett Mountain 5-General 5-General
No Managed Areas are Documented Within a One -mile Radius of the Project Area
Definitions and an explanation of status designations and codes can be found at httos://ncnhde.natureserve.ora/content/help. Data query generated on January 31, 2017; source: NCNHP, Q3 October 2016. Please resubmit
your information request if more than one year elapses before project initiation as new information is continually added to the NCNHP database.
Page 2 of 3

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January 31, 2017
Project Boundary
Buffered Project Boundary
NHP Natural Area (NHNA)
NCNHDE-2866: Briar Chapel West
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Page 3 of 3
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Sources: Esri, HERE, DeLorme, Intermap, increment P Corp., GEBCO, USGS,
FAO. NPS, NRCAN, GeoBase, IGN, Kadaster NL, Ordnance Survey, Esri Japan,
MET,, Esri China (Hong Kong), s isstopo, Mapmylndia, © OpenStreetMap
contributors, and the GIS User Community

�OF wArFRQ State of North Carolina
,o G Department of Environment and Natural Resources
�? r Division of Water Quality
WATERSHED CLASSIFICATION ATTACHMENT
(WSCAS-12/07)
FOR SEWER SYSTEMS
The Division of Water Quality (Division) will not consider this attachment form to be
complete unless all the instructions are followed. Failure to follow the instructions or to
submit all of the required items will lead to additional application processing and review
time.
For more information or for an electronic version of this form, visit our web site at:
http://www.nccgl.net/Engineering/Sewer%20Permits.html
INSTRUCTIONS TO THE APPLICANT:
A. Attachment Form:
✓ If the sewer system project area is a minimum of 100 feet from any surface water or wetlands, this
classification is NOT necessary. If any portion of the sewer system project is within 100 feet of any
surface water or wetlands, this form must be completed if there are proposed design conflicts with
setbacks or buffers as listed in 2T .0305 (f)..
✓ Do not submit this attachment form for review without a corresponding permit application (Form FTA
-12/07) unless requested by the Division.
✓ Any changes to this attachment form will result in the application package being returned.
B. Prepare the attachment form with the requested information for each portion or location of the
sewer system that is in conflict with a waterbody or wetlands.
✓ Use the Division's guidance document entitled, "DETERMINING STREAM CLASSIFICATIONS FOR
FORM WSCAS-12107 (SEWER SYSTEMS)" to collect the stream classification data. This document
is available from our web site at the address shown above or by contacting the appropriate Division
of Water Quality regional office.
✓ The same Professional Engineer who certified the permit application form should seal this form.
Different Professional Engineering seals may be accepted from engineers within the same firm.
✓ Submit an 8.5-inch by 11-inch COLOR copy of a USGS Topographic Map of sufficient scale to identify
the entire project area and the closest surface waters. Each map or maps must show the location of
the sewer line and pump stations and be of reproducible quality. For instance, the project involves 4
miles of interceptor sewer that traverses over or near several different waterbodies (or counties,
basins, etc.). The map should have location ID's for each different waterbody (where the sewer line
is within the setback/buffer) and corresponding classifications should be recorded.
C. Include the attachment form and the map portions with the permit application for submittal to
the appropriate regional office.
✓ A list of the Division's regional offices, their county coverage, and their contact information may be
downloaded from the web site at: http://www.enr.state.nc.us/html/regionaloffices.htmi.
***THESE INSTRUCTIONS DO NOT NEED TO BE SUBMITTED***
INSTRUCTIONS FOR FORM: WSCAS-12/07

FORM WSCAS-12/07 `ot0",
FWATF9oG
WATERSHED CLASSIFICATION ATTACHMENT
d T
FOR SEWER SYSTEMS
Applicant Name
Project Name
William Mumford
Briar Chapel Mod to Permit #W00028552
Post Construction of the Western Irrigation Pond
and Transmission Line
Professional Engineer Name
Engineering Firm Name
Mark P. Ashness, PE
CE Group, Inc
301 Glenwood Avenue, Suite 220
Raleigh, NC 27603
Location
ID
Name of Waterbody'
County
River
Basin
Waterbody
Stream Index No.
Waterbody
Classification
A
Wilkinson Creek
Chatham
Cape Fear
16-35
WS-IV; NSW
' If unnamed, indicate "unnamed tributary to V, where X is the named waterbody to which the unnamed tributary joins.
I certify that as a Registered Professional Engineer in the State of North
Carolina that I have diligently followed the Division's instructions for
classifying waterbodies and that the above classifications are inclusive of the
stated project, complete and correct to the best of my knowledge and belief.
PE Seal, Signature and Date
*** END OF FORM WSCAS-12/07 ***
FORM: WSCAS-12/07 Page 1 of 1

Existing Western
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NORTH

&*4®r
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Resources
Water Quality Programs
Pat McCrory Thomas A. Reeder
Governor Director
October 7, 2013
WILLIAM MumFORD — ASSISTANT SECRETARY
BRIAR CHAPEL UTILITIES, LLC
16 WINDY KNOLL CIRCLE
CHAPEL HILL, NORTH CAROLINA 27516
Dear Mr. Mumford:
John E. Skvarla, III
Secretary
Subject: Permit No. WQ0028552
Briar Chapel Development
Reclaimed Water Generation,
Conjunctive Reclaimed Water
Utilization, Non -Conjunctive
Reclaimed Water Utilization and
Wastewater Irrigation System
Chatham County
In accordance with your permit renewal request received August 22, 2013, we are forwarding
herewith Permit No. WQ0028552 dated October 7, 2013, to Briar Chapel Utilities, LLC for the continued
operation of the Phase A wastewater treatment plant, the 5-day upset pond, portions of the Phase 1-A and
1-C non -conjunctive reclaimed water utilization system, portions of the Phase 1-E and 1-F conjunctive
reclaimed water utilization system, and the main wet weather storage pond; as well as the construction
and operation of the remaining subject wastewater treatment, wastewater irrigation, non -conjunctive and
conjunctive reclaimed water utilization facilities. Please note that this renewed permit shall become
effective on April 1, 2014 (i.e. the day after the expiration date of the existing pen -nit), which may differ
from the issuance date of this letter.
This permit shall be effective from April 1, 2014 until March 31, 2019, shall void Permit No.
WQ0028552 issued April 1, 2013, and shall be subject to the conditions and limitations as specified
therein. Please pay particular attention to the monitoring requirements listed in Attachments A and B for
they may differ from the previous permit issuance. Failure to establish an adequate system for collecting
and maintaining the required operational information shall result in future compliance problems.
For your convenience, customized electronic copies of your facility's NDMR and NDAR-1
reporting forms are available for download at: http://pot-tal.ncdenr.or web/wq/aps/lau/reporting.
WATER QUALITY PERMITTING SECTION
1636 Mail Service Center, Raleigh, North Carolina 27699-1636
Location: 512 N. Salisbury St., Raleigh, North Carolina 27604
Phone: [phone] FAX: [phone]
Internet: http://portal.ncdenr.org/weblwg
An Equal Opportunity 1 Affirmative Action Employer

Mr. William Mumford
October 7, 2013
Page 2 of 2
If any parts, requirements or limitations contained in this permit are unacceptable, the Permittee
has the right to request an adjudicatory hearing upon written request within 30 days following receipt of
this permit. This request shall be in the form of a written petition, conforming to Chapter 150B of the
North Carolina General Statutes, and filed with the Office of Administrative Hearings at 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 Nathaniel Thornburg at
[phone] or nathaniel.thoniburjna.ncdenr.gov.
Sincerely,
horn s�der
cc: Chatham County Health Department
Raleigh Regional Office, Water Quality Programs
Permit File WQ0028552
Notebook File WQ0028552

�,,
FIMMUM-011
Do V, 1 '1 •
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
Briar Chapel Utilities, LLC
Chatham County
FOR THE
operation of a wastewater treatment, non -conjunctive reclaimed water, conjunctive reclaimed water and
wastewater irrigation facility consisting of the:
continued operation of a 250,000 gallon per day (GPD) extended aeration wastewater treatment plant (i.e.,
Phase A) consisting of: dual static screens for grit removal (serving Phases A, B and Q a manually
cleaned bar screen; a 75,400 gallon aerated flow equalization basin with two 225 gallon per minute
(GPM) variable speed pumps each with an influent flow meter and one 7.5 horsepower (hp) aerator; two
31,500 gallon anoxic chambers each with two 3 hp mixers; two 189,000 gallon aeration basins each with
two 10 hp aerators; two 31,500 gallon clarifiers each with one variable speed sludge return pump; a
75,400 gallon sludge holding basin with one variable speed decanting pump and one 7.5 hp aerator; a
10,730 gallon chlorine contact chamber with two variable speed chlorine injection pumps; a 16,800
gallon mudwell with two 200 GPM return pumps; two 90 square foot (W) tertiary filters; a 13,800 gallon
clearwell with four 675 GPM backwash pumps (pumps serve Phases A, B and Q dual banks of
ultraviolet (UV) modules each with 10 bulbs; a 6,850 gallon dechlorination chamber with two air
diffusers; an effluent flow measuring device (serving Phases A, B and Q an effluent turbidimeter
(serving Phases A, B and Q a permanent auxiliary generator (serving Phases A, B and C); and all
associated piping, valves and appurtenances; the
continued operation of a 3.5 million gallon (MG) clay lined five day upset pond; a five day upset return
pump station with two 400 GPM submersible pumps and audible/visual high-water alarms; and a 21.3
MG clay lined central storage pond with dual 2,000 GPM flooded suction pumps; the
continued operation of portions of the Phase 1-A non -conjunctive reclaimed water utilization system
consisting of: portions of eight irrigation zones (E-lA, E-2A, E-313, E-3C, E-31), E-4A, E-413 and E-4C)
and irrigation zone E-3A comprising approximately 31.9 acres with a hydraulic capacity of approximately
79,240 GPD; and all associated piping, valves and appurtenances; the
continued operation of portions of the Phase 1-C non -conjunctive reclaimed water utilization system
consisting of: approximately 7.5 acres of the permitted 9.48 acre irrigation zone C-1 with a hydraulic
capacity of approximately 17,195 GPD; and all associated piping, valves and appurtenances; the
WQ0028552 Version 2.0 Shell Version 130918 Page 1 of 14

continued operation of portions of the Phase 1-E conjunctive reclaimed water utilization system
consisting o£ three irrigation zones (E-1, E-2 and E-4) comprising 9.2 acres; and all associated piping,
valves and appurtenances; the
continued operation of portions of the Phase 1-F conjunctive reclaimed water utilization system
consisting of portions of two irrigation zones (F-2 and F-3) and irrigation zone F-4 comprising
approximately 3.84 acres; and all associated piping, valves and appurtenances; the
construction and operation of two additional 250,000 GPD extended aeration wastewater treatment plants
to be constructed (i.e., Phases B and C) with each phase consisting of. a manuallycleaned bar screen; a
75,400 gallon aerated flow equalization basin with two 225 GPM variable speed pumps each with an
influent flow meter and one 7.5 hp aerator; two 31,500 gallon anoxic chambers each with two 3 hp
mixers; two 189,000 gallon aeration basins each with two 10 hp aerators; two 31,500 gallon clarifiers
each with one variable speed sludge return pump; a 75,400 gallon sludge holding basin with one variable
speed decanting pump and one 7.5 hp aerator; a 10,730 gallon chlorine contact chamber with two
variable speed chlorine injection pumps; a 16,800 gallon mudwell with two 200'GPM return pumps; two
90 ft2 tertiary filters, dual banks of ultraviolet (UV) modules each with 10 bulbs; a 6,850 gallon
dechlorination chamber with two air diffusers; and all associated piping, valves and appurtenances; the
construction and operation of the remaining portions of the Phase 1-A non -conjunctive reclaimed water
utilization system consisting of: portions of eight irrigation zones (E-lA, E-2A, E-3B, E-3C, E-31), E-4A,
E-4B and E-4C), and 30 irrigation zones (C-lA through C-20A) comprising approximately 82.9 acres
with a hydraulic capacity of approximately 205,686 GPD; a 14.1 MG clay lined east storage pond with
dual 1,200 GPM vertical turbine pumps; a single 600 GPM temporary booster pump station and all
associated piping, valves and appurtenances; the
construction and operation of the Phase 1-B wastewater irrigation system consisting of. 16 irrigation
zones (B-IA through B-9C) comprising approximately 22.0 acres with a hydraulic capacity of
approximately 55,508 GPD; and all associated piping, valves and appurtenances; the
construction and operation of the remaining portions of the Phase 1-C non -conjunctive reclaimed water
"izafionsystem`consisfmg o£ approximate1y-17-.98 acres of irr gation-zone C=1=with a=h dra�tl c ca aci —
of approximately 4,540 GPD; and all associated piping, valves and appurtenances; the
construction and operation of the Phase 1-D non -conjunctive reclaimed water utilization system
consisting of: 22 irrigation zones (D-2 through D-26) comprising approximately 16.89 acres with a
hydraulic capacity of approximately 35,527 GPD; and all associated piping, valves and appurtenances;
the
construction and operation of portions of the Phase 1-E conjunctive reclaimed water utilization system
consisting of. two irrigation zones (E-3 and E-5) comprising 2.8 acres; and all associated piping, valves
and appurtenances; and the
construction and operation of the Phase 1-F conjunctive reclaimed water utilization system consisting of:
one irrigation zone (F-1) and portions of two irrigation zofies (F-2 and F-3) comprising 11.26 acres; and
all associated piping, valves and appurtenances;
to serve the Briar Chapel Development, with no discharge of wastes to surface waters, pursuant to the
application received August 22, 2013, and in conformity with the project plans, specifications, and other
supporting data subsequently filed and approved by the Department of Environment and Natural
Resources and considered a part of this permit.
This permit shall be effective from April 1, 2014 until March 31, 2019, shall void Permit No.
WQ0028552 issued April 1, 2013, and shall be subject to the following specified conditions and
limitations:
WQ0028552 Version 2.0 Shell Version 130918 Page 2 of 14

I. SCHEDULES
1. Prior to commencing initial irrigation activities, an updated soil scientist site evaluation shall be
submitted for all areas that have been significantly impacted during construction or altered by
grading, cutting or filling. For conjunctive utilization areas, this report shall address soil compaction
and the soil's ability to accept the designed hourly precipitation rate. For non -conjunctive utilization
areas, this report shall specifically address, but not be limited to, soil features such as soil compaction
and saturated hydraulic conductivity of the least permeable layer, as well as any other properties that
might impact the soil's ability to accept 'irrigation water. The report shall certify that the disturbed
areas are capable of accepting the designed annual hydraulic loading rate. The requested information
must be received and acknowledged in writing by the Raleigh Regional Office, 1628 Mail Service
Center, Raleigh, NC 27699-1628.
2. The old farm gullies present in Phase 1-A, Field C-15C shall be properly filled with suitable soil
material prior to its operation.
In accordance with 15A NCAC 02T .0116, upon completion of construction and prior to operation of
any of the facilities permitted herein, a certification (attached) shall be submitted from a licensed
North Carolina Professional Engineer certifying that the permitted facility has been installed in
accordance with this permit, Division approved plans and specifications, and other supporting
documentation, including the location of all monitoring wells as applicable. If this project is to be
completed in phases and partially certified, the Permittee shall retain the responsibility to track further
construction approved under the same permit, and shall provide a final certificate of completion once
the entire project has been completed. Mail the Certification to the Division of Water Resources,
Water Quality Permitting Section, 1636 Mail Service Center, Raleigh, NC 27699-1636.
4. The Raleigh Regional Office, telephone number [phone], shall be notified at least 48 hours in
advance (excluding weekends and holidays) of operation of any installed facilities such that an in -
place inspection can be made. Notification to the regional supervisor shall be made from 8:00 a.m.
until 5:00 p.m. on Monday through Friday, excluding State Holidays.
5. Prior to operation of any Phase 1-C spray heads that throw within 100 feet of water supply well
WSW-38, said well shall be permanently abandoned. Within 30 days of abandonment, a Well
Abandomnent Record (Form GW-30) listing this permit number and the appropriate well
identification number shall be completed and mailed to the Division of Water Resources, Water
Quality Permitting Section, 1636 Mail Service Center, Raleigh, NC 27699-1636. A North Carolina
Certified Well Contractor shall abandon the well according to the North Carolina Well Construction
Standards (15A NCAC 02C .0113) and local county rules.
6. A gauge to monitor waste levels in the east storage pond shall be installed prior to operation. Caution
shall be taken not to damage the integrity of the liner when installing the gauge.
7. No later than six months prior to the expiration of this permit, the Permittee shall request renewal of
this permit on official Division forms. Upon receipt of the request, the Division will review the
adequacy of the facilities described therein, and if warranted, will renew the permit for such period of
time and under such conditions and limitations as it may deem appropriate. Please note Rule 15A
NCAC 02T .0105(d) requires an updated site map to be submitted with the permit renewal
application.
WQ0028552 Version 2.0 Shell Version 130918 Page 3 of 14

The subject non -discharge facilities shall be effectively maintained and operated at all times so there
is no discharge to surface waters, nor any contravention of groundwater or surface water standards.
In the event the facilities fail to perform satisfactorily, including the creation of nuisance conditions
due to improper operation and maintenance, failure of the irrigation areas to adequately assimilate the
effluent, or failure of the utilization areas to adequately assimilate the reclaimed water, the Permittee
shall take immediate corrective actions including Division required actions, such as the construction
of additional or replacement wastewater treatment, disposal or utilization facilities.
2. This permit shall not relieve the Permittee of their responsibility for damages to groundwater or
surface water resulting from the operation of this facility.
3. Effluent limitations shall not exceed those specified in Attachment A.
4. Application rates shall not exceed those specified in Attachment B.
5. The irrigation/utilization system (excluding conjunctive utilization sites) shall be connected to a rain
or moisture sensor, which shall indicate when reclaimed water application is not appropriate in
accordance with Conditions III.6. and 1II.7. of this permit.
6. The following shall be requirements for the reclaimed water distribution, storage and utilization
facilities (at a minimum Phases 1-A, 1-C, 1-D, 1-E and 1-F, but may include Phase 1-13 at the
Permittee's discretion):
a. All reclaimed water valves, storage facilities and outlets shall be tagged or labeled to warn the
public or employees that reclaimed water is not intended for drinking. Where appropriate, such
warning shall inform the public or employees to avoid contact with reclaimed water.
b. All reclaimed water piping, valves, outlets and other appurtenances shall be color -coded, taped or
otherwise marked to identify the source of the water as being reclaimed water.
and appurtenances shall be either colored purple (i.e., Pantone
522) and embossed or integrally stamped or marked "CAUTION: RECLAIMED WAVE —
DO NOT DRINK" or be installed with a purple (i.e., Pantone 522) identification tape or
polyethylene vinyl wrap. The warning shall be stamped on opposite sides of the pipe and
repeated every three feet or less.
ii. Identification tape shall be at least three inches wide and have white or black lettering on
purple (i.e., Pantone 522) field stating "CAUTION: RECLAEVIED WATER — DO NOT
DRINK." Identification tape shall be installed on reclaimed water pipelines in a visible
manner, fastened at least every 10 feet to each pipe length and run continuously the entire
length of the pipe.
iii. Existing underground distribution systems retrofitted for the purpose of distributing
reclaimed water shall be taped or otherwise identified as noted above. This identification
need not extend the entire length of the distribution system, but shall be incorporated within
10 feet of crossing any potable water supply line or sanitary sewer line.
c. All reclaimed water valves and outlets shall be of a type, or secured in a manner, that permits
operation by authorized personnel only.
d. Hose bibs shall be located in locked, below grade vaults that shall be labeled as being of non -
potable quality. As an alternative to the use of locked vaults with standard hose bib services, other
locking mechanisms such as hose bibs which can only be operated by a tool may be placed above
ground and labeled as non -potable water.
WQ0028552 Version 2.0 Shell Version 130918 Page 4 of 14

7. No direct cross -connections shall be allowed between the reclaimed water (i.e., at a minimum Phases
1-A, 1-C, 1-D, 1-E and 1-F, but may include Phase 1-B at the Permittee's discretion) and potable
water systems, unless such connection has been approved by the Department pursuant to 15A NCAC
18C .0406.
8. Reclaimed water distribution lines (at a minimum Phases 1-A, 1-C, 1-D, 1-E and 1-F, but may
include Phase 1-B at the Permittee's discretion) shall be located 10 feet horizontally from and 18
inches below any water line where practicable. Where these separation distances cannot be met, the
piping and integrity testing procedures shall meet water main standards in accordance with 15A
NCAC 18C.
9. Reclaimed water distribution lines (at a minimum Phases 1-A, 1-C, 1-D, 1-E and 1-F, but may
include Phase 1-B at the Permittee's discretion) shall not be less than 100 feet from a well unless the
piping and integrity testing procedures meet water main standards in accordance with 15A NCAC
18C, but in no case shall they be less than 25 feet from a private well or 50 feet from a public well.
10. Reclaimed water distribution lines (at a minimum Phases 1-A, 1-C, 1-D, 1-E and 1-17, but may
include Phase 1-13 at the Permittee's discretion) shall be located at least two feet horizontally from
and 18 inches above any sewer line where practicable. Where these separation distances cannot be
met, the piping and integrity testing procedures shall meet water main standards in accordance with
15A NCAC 18C.
11. The compliance and review boundaries for the Phase 1-A non -conjunctive reclaimed utilization areas
are established at the property boundary. Any exceedance of standards at the compliance or review
boundary shall require action in accordance with 15A NCAC 02L .0106.
12. The compliance and review boundaries for the Phase 1-C and 1-D non -conjunctive reclaimed
utilization areas, the Phase 1-E and 1-F conjunctive reclaimed utilization areas, and the Phase 1-B
wastewater irrigation areas complying with 15A NCAC 02T .0506(c) are established at the
irrigation/utilization area boundaries. Any exceedance of standards at the compliance or review
boundary shall require action in accordance with 15A NCAC 02L .0106.
13. The Permittee shall apply for a permit modification to establish a new compliance boundary prior to
any sale or transfer of property affecting a compliance boundary.
14. In accordance with 15A NCAC 02L .0107(d), no wells, excluding Division approved monitoring
wells, shall be constructed within the compliance boundary except as provided for in 15A NCAC 02L
.0107(g).
15. Except as provided for in 15A NCAC 02L .0107(g), the Permittee shall ensure any landowner who is
not the Permittee and owns land within the compliance boundary shall execute and file with the
Chatham County Register of Deeds an easement running with the land containing the following
items:
a. A notice of the permit and number or other description as allowed in 15A NCAC 02L .0107(f)(1);
b. Prohibits construction and operation of water supply wells within the compliance boundary; and
c. Reserves the right of the Permittee or the State to enter the property within the compliance
boundary for purposes related to the permit.
The Director may terminate the easement when its purpose has been fulfilled or is no longer needed.
WQ0028552 Version 2.0 Shell Version 130918 Page 5 of 14

16. The facilities permitted herein shall be constructed according to the following setbacks:
a. The setbacks for the Phase 1-A, 1-C and 1-D non -conjunctive reclaimed utilization sites, and the
Phase 1-E and 1-F conjunctive reclaimed utilization sites shall be as follows (all distances in
feet):
i. Surface waters not classified SA:
25
ii. Surface waters classified SA:
100
iii. Any well with exception to monitoring wells:
100
b. The setbacks for the Phase 1-B wastewater irrigation sites shall be as follows (all distances in
feet):
i. Any habitable residence or place of public assembly under separate ownership:
400
ii. Any habitable residence or place of public assembly owned by the Permittee:
200
iii. Any private or public water supply source:
100
iv. Surface waters:
100
v. Groundwater lowering ditches:
100
vi. Surface water diversions:
25
vii. Any well with exception of monitoring wells:
100
viii. Any property line:
0'
ix. Top of slope of embankments or cuts of two feet or more in vertical height:
15
x. Any water line from a disposal system:
10
xi. Subsurface groundwater lowering drainage systems:
100
xii. Any swimming pool:
100
xiii. Public right of way:
50
xiv. Nitrification field:
20
-_--.—._--.—. ___ xv.. Any -building foundation_or.basement: ______ - -.--
1 The Permittee is complying with 15A NCAC 02T .0506(c), therefore the setback to property
lines is reduced from 150 feet to 0 feet.
c. The setbacks for treatment units shall be as follows (all distances in feet):
i. Any habitable residence or place of public assembly under separate ownership: 100
ii. Any private or public water supply source: 100
iii. Surface waters: 50
iv. Any well with exception of monitoring wells: 100
v. Any property line:
50
17. Areas in Phases 1-C and 1-D affected by significant compaction shall be identified and the soil
aerated prior to any irrigation within the Phases 1-C and 1-D utilization sites listed in Attachment B.
WQ0028552 Version 2.0 Shell Version 1'30918 Page 6 of 14

1. The facilities shall be properly maintained and operated at all times. The facilities shall be effectively
maintained and operated as a non -discharge system to prevent the discharge of any reclaimed water or
partially treated effluent resulting from the operation of this facility.
2. The Permittee shall maintain an Operation and Maintenance Plan pursuant to 15A NCAC 02T .0507
and 15A NCAC 02U .0801, which at a minimum shall include the following:
a. Description of the system in sufficient detail to show what operations are necessary for the
system to function and by whom the functions will be conducted;
b. A map of all distribution lines and record drawings of all utilization systems under the
Permittee's control;
c. Description of anticipated maintenance activities;
d. Include provisions for safety measures including restriction of access to sites and equipment; and
e. Spill control provisions including response to upsets and bypasses including control, containment,
remediation, and contact information for plant personnel, emergency responders and regulatory
agencies.
3. Upon the Water Pollution Control System Operators Certification Commission's (WPCSOCC)
classification of the subject non -discharge facilities, in accordance with 15A NCAC 08G .0200 the
Permittee shall designate and employ a certified operator in responsible charge (ORC) and one or
more certified operator(s) as back-up ORC(s). The ORC or their back-up shall visit the facilities in
accordance with 15A NCAC 08G .0200, and shall comply with all other conditions specified in the
previously cited rules.
4. An operator certified by the Water Pollution Control System Operators Certification Commission
(WPCSOCC) of a grade equivalent or greater than the facility classification shall be on call 24 hours
per day.
A suitable year round vegetative cover shall be maintained at all times, such that crop health is
optimized, allows for even distribution of effluent/reclaimed water and allows inspection of the Phase
1-B wastewater irrigation, Phases 1-A, 1-C and 1-D non -conjunctive reclaimed utilization, and Phases
1-E and 1-F conjunctive reclaimed utilization systems.
6. Adequate measures shall be taken to prevent effluentireclaimed water ponding in or runoff from the
Phase 1-B wastewater irrigation, Phases 1-A, 1-C and 1-D non -conjunctive reclaimed utilization, and
Phases 1-E and 1-F conjunctive reclaimed utilization sites listed in Attachment B.
7. Wastewater irrigation and reclaimed utilization shall not be performed during inclement weather or
when the ground is in a condition that will cause ponding or runoff.
8. All wastewater irrigation and non -conjunctive reclaimed utilization equipment shall be tested and
calibrated at least once per permit cycle. Calibration records shall be maintained at the facility for a
period of no less than five years, and shall be made available to the Division upon request.
9. Only effluent/reclaimed water from the Briar Chapel Development shall be irrigated/utilized on the
sites listed in Attachment B.
10. An automatically activated standby power source capable of powering all essential treatment units
shall be on site and operational at all times. If a generator is employed as an alternate power supply,
it shall be tested weekly by interrupting the primary power source.
11. No automobiles or machinery shall be allowed on the wastewater irrigation sites (Phase 1-B) except
during equipment installation or while maintenance is being performed.
WQ0028552 Version 2.0 Shell Version 130918 Page 7 of 14

12. Public access to the wastewater irrigation sites (Phase 1-B), wastewater treatment facilities and five
day upset pond shall be prohibited.
13. Public access to reclaimed water utilization sites (Phases 1-A, 1-C, 1-D, 1-E and 1-F) shall be
controlled during active site use. Such controls may include the posting of signs showing the
activities being conducted at each site.
14. Diversion or bypassing of untreated or partially treated wastewater from the treatment facilities is
prohibited.
15. Freeboard in the five-day upset pond, central storage pond and east storage pond shall not be less than
two feet at any time.
16. Gauges to monitor waste levels in the five-day upset pond, central storage pond and east storage pond
shall be provided. These gauges shall have readily visible permanent markings at inch or tenth of a
foot increments indicating the following elevations: maximum liquid level at the top of the temporary
liquid storage volume; minimum liquid level at the bottom of the temporary liquid storage volume;
and the lowest point on top of the dam.
17. A protective vegetative cover shall be established and maintained on all earthen embankments (i.e.,
outside toe of embankment to maximum allowable temporary storage elevation on the inside of the
embankment), berms, pipe runs, erosion control areas, and surface water diversions. Trees, shrubs,
and other woody vegetation shall not be allowed to grow on the earthen dikes or embankments.
Earthen embankment areas shall be kept mowed or otherwise controlled and accessible.
18. All effluent shall be routed to the five-day upset pond should the limit for fecal coliform (e.g., daily
maximum concentration of 25 colonies per 100 ml) or turbidity (e.g., instantaneous maximum of 10
NTU) be exceeded, until the problems associated with the wastewater treatment plant have been
corrected. The wastewater in the five-day upset pond shall be pumped back to the treatment plant
headworks for re -treatment or treated in the five-day upset pond prior to utilization.
- -° 19: The—Permittee—shal°l=-develo and-=im lement-an education-= ro am -=to--inform--users— =mcludm ------ - - -- --
P- P P .tn ( g
employees) about the proper use of reclaimed water. Educational material shall be provided to all
residents and/or other facilities provided with reclaimed water, and these materials shall be
maintained consistent with the reclaimed water uses. All educational materials shall be made
available to the Division upon request.
20. In accordance with 15A NCAC 02U .0501, the Permittee shall provided notification to the public
and/or employees about the use of reclaimed water, and that reclaimed water is not intended for
drinking. Such notification shall be provided to employees in a language they can understand.
21. The residuals generated from the wastewater treatment facilities shall be disposed or utilized in
accordance with 15A NCAC 02T .1100. The Permittee shall maintain a residual management plan
pursuant to 15A NCAC 02T .0508 and 02U .0802.
22. The subject permitted wastewater treatment facility shall only treat domestic wastewater. The
wastewater treatment plant shall not accept any wastewater from commercial facilities deemed
industrial (i.e., from processes of trade or business, Laundromats, or vehicle/equipment washes) under
15A NCAC 02T .0103(20).
WQ0028552 Version 2.0 Shell Version 130918 Page 8 of 14

N ►��►� i��►1 it T1 �3:i 1►C!!_�►1T�� 7� : '1► : � '' 11: ►� f
1. Any Division required monitoring (including groundwater, plant tissue, soil and surface water
analyses) necessary to ensure groundwater and surface water protection shall be established, and an
acceptable sampling reporting schedule shall be followed.
2. Per 15A NCAC 02H .0800, a Division certified laboratory shall conduct all laboratory analyses for
the required effluent, groundwater or surface water parameters.
3. Flow through the reclaimed water generating facility shall be continuously monitored, and daily flow
values shall be reported on Form NDMR.
The Permittee shall install and maintain an appropriate flow measurement device to ensure the
accuracy and reliability of flow measurement consistent with accepted engineering and scientific
practices. Selected flow measurement devices shall be capable of measuring flows with a maximum
deviation of less than ten percent from true flow; accurately calibrated at a minimum of once per year;
and maintained to ensure the accuracy of measurements is consistent with the selected device's
accepted capability. The Permittee shall maintain records of flow measurement device calibration on
file for a period of at least five years. At a minimum, documentation shall include:
a. Date of flow measurement device calibration,
b. Name of person performing calibration, and
c. Percent from true flow.
4. The Permittee shall monitor the reclaimed water from the generating facility at the frequencies and
locations for the parameters specified in Attachment A.
5. The Permittee shall maintain adequate records tracking the amount of conjunctive reclaimed water
utilized. Records shall be maintained for a minimum of five years. At a minimum, these records
shall include the following information for each utilization site listed in Attachment B:
a. Date of reclaimed water distributed; and
b. Volume of reclaimed water distributed (monthly total).
Monthly tracking records shall be summed and reported on Form NDMR (see Attachment A) under
parameter WQO1 (Flow, Reclaimed Water Distributed). This value shall represent the total volume
of reclaimed water distributed for conjunctive utilization that month.
6. The Permittee shall maintain adequate records tracking the amount of effluent irrigated / non -
conjunctive reclaimed water utilized. Records shall be maintained for a minimum of five years. At a
minimum, these records shall include the following information for each utilization site listed in
Attachment B:
a. Date of irrigation / utilization;
b. Volume of effluent irrigated / reclaimed water utilized;
c. Site irrigated / utilized;
d. Length of time site is irrigated / utilized;
e. Continuous weekly, monthly, and year-to-date hydraulic (inches/acre) loadings;
f. Continuous monthly and year-to-date loadings for any non -hydraulic parameter specifically
limited in Attachment B;
g. Weather conditions; and
h. Maintenance of cover crops.
WQ0028552 Version 2.0 Shell Version 130918 Page 9 of 14

7. Freeboard (i.e., waste level to the lowest embankment elevation) in the 5-day upset pond, central
storage pond and east storage pond shall be recorded weekly. Weekly freeboard records shall be
maintained at the facility for a period of no less than five years, and shall be made available to the
Division upon request.
8. Three copies of all monitoring data (as specified in Conditions IV.3., IVA. and IV.5.) on Form
NDMR, and three copies of all operation and disposal/utilization records (as specified in Conditions
IV.6. and IV.7.) on Form NDAR-1 shall be submitted on or before the last day of the following
month. If no activities occurred during the monitoring month, monitoring reports are still required
documenting the absence of the activity. All information shall be submitted to the following address:
Division of Water Resources, Information Processing Unit, 1617 Mail Service Center, Raleigh, North
Carolina, 27699-1617.
9. Pursuant to § 143-215.1C., the Permiee shall provide to its users and the Division of Water
Resources an annual report summarizing the performance of the wastewater treatment and utilization
facility and the extent to which the facility has violated this permit, or federal or State laws,
regulations, or rules related to the protection of water quality. This report shall be prepared on either
a calendar or fiscal year basis and shall be provided no later than 60 days after the end of the calendar
or fiscal year. Two copies of the annual report provided to the Permittee's users shall be submitted
to: Division of Water Resources, Water Quality Permitting Section, 1636 Mail Service Center,
Raleigh, North Carolina 27699-1636.
10. A record shall be maintained of all residuals removed from this facility. This record shall be
maintained at the facility for a period of no less than five years, and shall be made available to the
Division upon request. At a minimum, this record shall include:
a. Name of the residuals hauler;
b. Non -Discharge permit number authorizing the residuals disposal, or a letter from a municipality
agreeing to accept the residuals;
c. Date the residuals were hauled; and
11. A maintenance log shall be maintained at this facility. This log shall be maintained at the facility for
a period of no less than five years, and shall be made available to the Division upon request. At a
minimum, this log shall include:
a. Visual observations of treatment plant and plant site;
b. Date of calibration of flow measurement device(s);
c. Date and results of power interruption testing on alternate power supply;
d. Record of preventative maintenance (e.g., changing/adjusting of equipment, pump and valve
maintenance, cross connection control, testing, inspections and cleanings, etc.; and
e. Record of all unpermitted releases of reclaimed water to surface water or land surface including
date of occurrence, estimated volume of release, cause, and corrective action taken.
WQ0028552 Version 2.0 Shell Version 130918 Page 10 of 14

12. An annual representative soils analysis (i.e., Standard Soil Fertility Analysis) shall be conducted on
each wastewater irrigation field in Phase I-B (See Attachment B). These results shall be maintained
at the facility for a period of no less than five years, and shall be made available to the Division upon
request. At a minimum, the Standard Soil Fertility Analysis shall include the following parameters:
Acidity
Exchangeable Sodium Percentage
Phosphorus
Base Saturation (by calculation)
Magnesium
Potassium
Calcium
Manganese
Sodium
Cation Exchange Capacity
Percent Humic Matter
Zinc
Copper
pH
13. Noncompliance Notification:
The Permittee shall report by telephone to the Raleigh Regional Office, telephone number (919) 791-
4200, 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 any of the following:
a. Any occurrence at the facility resulting in the treatment of significant amounts of wastes that is
abnormal in quantity or characteristic, includingthe known passage of a hazardous substance.
b. Any process unit failure (e.g., mechanical, electrical, etc.), due to known or unknown reasons,
rendering the facility incapable of adequate wastewater treatment.
c. Any failure resulting in a discharge of reclaimed water directly to surface waters or any
unpermitted release of reclaimed water to land surface greater than or equal to 5,000 gallons.
Unpermitted releases less than 5,000 gallons to land surface shall be documented by the permittee
in accordance with Condition IV.I Le., but do not require Regional Office notification.
d. Any time self -monitoring indicates the facilities permitted herein have gone out of compliance
with the limitations contained in this permit.
e. Ponding in or runoff from the irrigation / utilization sites.
Any emergency requiring immediate reporting (e.g., discharges to surface waters, imminent failure of
a storage structure, etc.) outside normal business hours shall be reported to the Division's Emergency
Response personnel at telephone number [phone], [phone], or [phone].
Persons reporting such occurrences by telephone shall also file a written report in letter form within
five days following first knowledge of the occurrence. This report shall outline the actions taken or
proposed to be taken to ensure the problem does not recur.
WQ0028552 Version 2.0 Shell Version 130918 Page 11 of 14

V.
1. The Permittee shall provide adequate inspection and maintenance to ensure proper operation of the
wastewater treatment, irrigation and utilization facilities.
2. The Permittee or their designee shall inspect the wastewater treatment, irrigation and utilization
facilities to prevent malfunctions, facility deterioration and operator errors resulting in discharges,
which may cause the release of wastes to the environment, a threat to human health or a public
nuisance. The Permittee shall maintain an inspection log that includes, at a minimum, the date and
time of inspection, observations made, and any maintenance, repairs, or corrective actions taken. The
Permittee shall maintain this inspection log for a period of five years from the date of the inspection,
and this log shall be made available to the Division upon request.
3. Any duly authorized Division representative may, upon presentation of credentials, enter and inspect
any property, premises or place on or related to the wastewater treatment, irrigation and utilization
facilities permitted herein at any reasonable time for the purpose of determining compliance with this
permit; may inspect or copy any records required to be maintained under the terms and conditions of
this permit, and may collect groundwater, surface water or leachate samples.
VI. GENERAL CONDITIONS
1. Failure to comply with the conditions and limitations contained herein may subject the Permittee to
an enforcement action by the Division in accordance with North Carolina General Statutes 143-
215.6A to 143-215.6C.
2. This permit shall become voidable if the permitted facilities are not constructed in accordance with
the conditions of this permit, the Division approved plans and specifications, and other supporting
documentation.
3. This permit is effective only with respect to the nature and volume of wastes described in the permit
application, Division approved_ plans and specifications, and other supporting documentation. No
variances to applicable rules governing the construction or operation of the permiited-facilities —are--
granted, unless specifically requested and approved in this permit pursuant to 15A NCAC 02T
.0105(n).
4. The issuance of this permit does not exempt the Permittee from complying with any and all statutes,
rules, regulations, or ordinances, which may be imposed by other jurisdictional government agencies
(e.g., local, state, and federal). Of particular concern to the Division are applicable river buffer rules
in 15A NCAC 02B .0200; erosion and sedimentation control requirements in 15A NCAC Chapter 4
and under the Division's General Permit NCGO10000; any requirements pertaining to wetlands under
15A NCAC 02B .0200 and 02H .0500; National Pollutant Discharge Elimination System (NPDES)
requirements under 15A NCAC 02H .0100, and documentation of compliance with Article 21 Part 6
of Chapter 143 of the General Statutes.
5. In the event the permitted facilities change ownership or the Permittee changes their name, a written
permit modification request shall be submitted to the Division. This request shall be made on official
Division forms, and shall include appropriate property ownership documentation and other supporting
documentation as necessary. The Permittee of record shall remain fully responsible for maintaining
and operating the facilities permitted herein until a permit is issued to the new owner.
6. The Permittee shall retain a set of Division approved plans and specifications for the life of the
facilities permitted herein.
7. The Permittee shall maintain this permit until all permitted facilities herein are properly closed or
permitted under another permit issued by the appropriate permitting authority pursuant to 15A NCAC
02T .01050).
WQ0028552 Version 2.0 Shell Version 130918 Page 12 of 14

8. This permit is subject to revocation or unilateral modification upon 60 days notice from the Division
Director, in whole or part for the requirements listed in 15A NCAC 02T .0110.
9. Unless the Division Director grants a variance, expansion of the permitted facilities contained herein
shall not be granted if the Permittee exemplifies any of the criteria in 15A NCAC 02T .0120(b).
10. The Permittee shall pay the annual fee within 30 days after being billed by the Division. Failure to
pay the annual fee accordingly shall be cause for the Division to revoke this permit pursuant to 15A
NCAC 02T .0105(e)(3).
Permit issued this the 7"' day of October 2013
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMNIISSION
o s A. Reeder, Director
Division of Water Resources
By Authority of the Environmental Management Commission
Permit Number WQ0028552
WQ0028552 Version 2.0 Shell Version 130918 Page 13 of 14

Permit No. WQ0028552 Conjunctive & Non -Conjunctive Reclaimed & Wastewater Irrigation System
Briar Chapel Utilities, LLC October 7, 2013
Briar Chapel Development Chatham County
ENGINEERING CERTIFICATION
❑ Partial ❑ Final
hi accordance with 15A NCAC 02T .0116, I, ,
as a duly registered Professional Engineer in the State of North Carolina, having the Permittee's
authorization to ❑ periodically ❑ weekly ❑ fully observe the construction of the permitted facility,
hereby state to the best of my abilities that due care and diligence was used in the observation of the
construction, such that the facility was built within substantial compliance and intent of this permit, the
Division approved plans and specifications, and other supporting documentation.
❑ Any variation to this permit, the Division approved plans and specifications,, and other supporting
documentation has been documented in the attached as -built drawings, and shall serve as the
Permittee's minor modification request to amend the permit accordingly.
Provide a brief narrative description of any variations:
THE COMPLETED ENGINEERING CERTIFICATION, INCLUDING ALL SUPPORTING
INFORMATION AND MATERIALS, SHALL BE SENT TO THE FOLLOWING ADDRESS:
NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER RESOURCES
WATER QUALITY PERMITTING SECTION
NON -DISCHARGE PERMITTING UNIT
By U.S. Postal Service:
1636 MAIL SERVICE CENTER
By Courier/Special Delivery:
512 N. SALISBURY STREET
RALEIGH, NORTH CAROLINA 27699-1636 RALEIGH, NORTH CAROLINA 27604
WQ0028552 Version 2.0 Shell Version 130918 Page 14 of 14

ATTACHMENT A - LD41TATIONS AND MONITORING REQUIREMENTS
PPI 001— Reclaimed Water Generation System Effluent
Permit Number: WQ0028552 Version: 2.0
EFFLUENT CHARACTERISTICS
EFFLUENT LIMITS
MONITORING REQUIREMENTS
PCS
Code
Parameter Description
Units of
Monthly
Monthly
Daily Minimum
Daily Maximum
Measurement
Sample
Measure
Average
Geometric Mean
Frequency
Type
00310
BOD, 5-Day (20 °C)
mg/L
10
15
2 x Month
Composite
00940
Chloride (as Cl)
mg/L
3 x Year 1
Composite
50060
Chlorine, Total Residual
mg/L
5 x Week
Grab
31616
Coliform, Fecal MF, M-FC Broth, 44.5 °C
#/100mL
14
25
2 x Month
Grab
50050
Flow, in conduit or thru treatment plant
GPD
329,548 z
Continuous
Recording
00610
Nitrogen, Ammonia Total (as N)
mg/L
4
6
2 x Month
Composite
00620
Nitrogen, Nitrate Total (as N)
mg/L
2 x Month
Composite
00400
pH
su
6
9
5 x Week
Grab
70300
Solids, Total Dissolved - 180 °C
mg/L
3 x Year t
Composite
00530
Solids, Total Suspended
mg/L
5
10
2 x Month
Composite
00076
Turbidity, HCH Turbidimeter
NTU
10
Continuous
Recording
1. 3 x Year monitoring shall be conducted in March, July and November.
2. The monthly average daily flow is limited to 329,548 GPD due to available wet weather storage capacity.
PPI 002 — Reclaimed Water Distributed for Conjunctive Utilization (Phases 1-E and 1-I+)
EFFLUENT CHARACTERISTICS EFFLUENT LIMITS MONITORING REQUIREMENTS
PCS Units of Monthly Monthly Measurement Sample
Code Parameter Description Measure Average Geometric Mean Monthly Total Daily Maximum Frequency Type
WQ01 Flow, Reclaimed Water Distributed Gallons Continuous Recording
WQ0028552 Version 2.0 Attachment A Page 1 of 1

ICI
I
THIS 'PAGE BLANK

ATTACHMENT B - APPROVED LAND APPLICATION SITES AND LIMITATIONS
Briar Chapel Utilities, LLC - Briar Chapel Development
Permit Number: WQ0028552 Version: 2.0
IRRIGATION / UTILIZATION AREA INFORMATION
APPLICATION LIMITATIONS
Phase
Field
Use i
Owner
County
Latitude
Longitude
Net Acreage
Dominant
Soil Series
Parameter
Hourly
Rate
Yearly
Max
Units
1-A
C-lA
NCRW
Briar Chapel Utilities, LLC
Chatham
35° 48' 35"
-79' 0647"
8.00
Wedowee
0 1284 - Non -Discharge Application Rate
0.10
37.31
inches
1-A
C-2A
NCRW
Briar Chapel Utilities, LLC
Chatham
35° 48' 45"
-7910638"
1.40
Helena
0 1284 - Non -Discharge Application Rate
0.10
19.95
inches
1-A
C-2C
NCRW
Briar Chapel Utilities, LLC
Chatham
35° 48' 38"
-79' 0635"
5.90
Wedowee
01284 -Non-Discharge Application Rate
0.10
37.31
inches
1-A
C-21)
NCRW
Briar Chapel Utilities, LLC
Chatham
35" 48' 41"
-7910636"
1.80
Wedowee
0 1284 - Non -Discharge Application Rate
0.10
37.31
inches
1-A
C-3A
NCRW
Briar Chapel Utilities, LLC
Chatham
35' 48' 52"
-79' 0655"
0.90
Wedowee
01284 -Non-Discharge Application Rate
0.10
19.95
inches
1-A
C-3B
NCRW
Briar Chapel Utilities, LLC
Chatham
35° 48' 50"
-79' 0650"
0.80
Wedowee
01284-Non-Discharge Application Rate
0.10
19.95
inches
1-A
C-3C
NCRW
Briar Chapel Utilities, LLC
Chatham
35' 48' 47"
-790 0649"
0.40
Wedowee
0 1284 - Non -Discharge Application Rate
0.10
19.95
inches
1-A
C-3D
NCRW
Briar Chapel Utilities, LLC
Chatham
35' 48' 43"
-79' 06' 46"
0.10
Wedowee
0 1284 - Non -Discharge Application Rate
0.10
19.95
inches
1-A
C-3E
NCRW
Briar Chapel Utilities, LLC
Chatham
35' 48' 50"
-790 0653"
9.80
Wedowee
01284 -Non-Discharge Application Rate
0.10
37.31
inches
I -A
C-317
NCRW
Briar Chapel Utilities, LLC
Chatham
350 48' 42"
-790 0644"
3.40
Wedowee
01284 -Non-Discharge Application Rate
0.10
37.31
inches
1-A
C-5A
NCRW
Briar Chapel Utilities, LLC
Chatham
35' 49' 05"
-79' 0625"
4.10
Wedowee
01284-Non-Discharge Application Rate
0.10
37.31
inches
I -A
C-6A
NCRW
Briar Chapel Utilities, LLC
Chatham
35' 49' 10"
-790 0601"
0.30
Rion
01284-Non-Discharge Application Rate
0.10
19.95
inches
1-A
C-6C
NCRW
Briar Chapel Utilities, LLC
Chatham
350491 13"
-790 06' 58"
0.20
Wedowee
0 1284 - Non -Discharge Application Rate
0.10
37.31
inches
1-A
C-9A
NCRW
Briar Chapel Utilities, LLC
Chatham
350 49' 21"
-790 07' 11"
4.20
Helena
0 1284 - Non -Discharge Application Rate
0.10
19.95
inches
1-A
C-9B
NCRW
Briar Chapel Utilities, LLC
Chatham
350491 15"
-790 07' 09"
3.20
Wedowee
0 1284 - Non -Discharge Application Rate
0.10
37.31
inches
1-A
C-12A
NCRW
Briar Chapel Utilities, LLC
Chatham
350 49' 29"
-790 07' 23"
2.00
Rion
01284 - Non -Discharge Application Rate
0.10
19.95
inches
1-A
C-12B
NCRW
Briar Chapel Utilities, LLC
Chatham
350 49' 28"
-79' 07' 12"
2.60
Helena
01284 -Non-Discharge Application Rate
0.10
19.95
inches
1-A
C-12C
NCRW
Briar Chapel Utilities, LLC
Chatham
35' 49' 25"
-79' 07' 19"
3.40
Wedowee
0 1284 - Non -Discharge Application Rate
0.10
37.31
inches
1-A
C-12D
NCRW
Briar Chapel Utilities, LLC
Chatham
35° 49' 18"
-790 07' 15"
0.40
Wedowee
01284 - Non -Discharge Application Rate
0.10
37.31
inches
1-A
C-13A
NCRW
Briar Chapel Utilities, LLC
Chatham
35' 49' 26"
-79' 07' 00"
0.40
Helena
0 1284 - Non -Discharge Application Rate
0.10
19.95
inches
I -A
C-13B
NCRW
Briar Chapel Utilities, LLC
Chatham
35' 49' 29"
-79' 06' 59"
1.00
Helena
01284-Non-Discharge Application Rate
0.10
19.95
inches
1-A
C-13C
NCRW
Briar Chapel Utilities, LLC
Chatham
350 49' 33"
-790 0703"
1.10
Rion
0 1284 - Non -Discharge Application Rate
0.10
19.95
inches
1-A
C-13D
NCRW
Briar Chapel Utilities, LLC
Chatham
35' 49' 36"
-790 06' 59"
1.00
Rion
0 1284 - Non -Discharge Application Rate
0.10
19.95
inches
I -A
C-13E
NCRW
Briar Chapel Utilities, LLC
Chatham
35° 49' 31"
-790 0659"
2.70
Pacolet
0 1284 - Non -Discharge Application Rate
0.10
37.31
inches
WQ0028552 Version 2.0 Attachment B Page 1 of 4

Phase
Field
Use 1
Owner
County
Latitude
11
Longitude
d
Net Acreage
Dominant
Soil Series
Parameter
Hourly
Rate
Yearly
Max
Units
1-A
C-13F
NCRW
Briar Chapel Utilities, LLC
Chatham
35° 49' 28"
-79° 07'
03"
6.40
Wedowee
01284 -Non-Discharge Application Rate
0.10
37.31
inches
1-A
C-15B
NCRW
Briar Chapel Utilities, LLC
Chatham
35° 49' 38"
-790 05'
i
40"
0.90
Helena
01284-Non-Discharge Application Rate
0.10
19.95
inches
1-A
C-15C
NCRW
Briar Chapel Utilities, LLC
Chatham
35° 49' 25"
-79° 06
38"
1.30
Wedowee
01284-Non-Discharge Application Rate
0.10
37.31
inches
1-A
C-15E
NCRW
Briar Chapel Utilities, LLC
Chatham
35° 49' 40"
-79° 06'
fl
45"
1.40
Wedowee
01284 -Non-Discharge Application Rate
0.10
37.31
inches
1-A
C-16A
NCRW
Briar Chapel Utilities, LLC
Chatham
35° 49' 25"
;i
-79° 06'
26"
3.20
Wedowee
01284-Non-Discharge Application Rate
0.10
37.31
inches
1-A
C-20A
NCRW
Briar Chapel Utilities, LLC
Chatham
35° 49' 48"
-79° 07'
00"
0.40
Helena
01284-Non-Discharge Application Rate
0.10
37.31
inches
1-A
E-IA
NCRW
Briar Chapel Utilities, LLC
Chatham
35° 49' 21"
-79° Ofi
01111
10.40 / 8.50 2
Wedowee
01284 -Non-Discharge Application Rate
0.10
37.31
inches
1-A
E-2A
NCRW
Briar Chapel Utilities, LLC
Chatham
35° 49' 16"
-79° 06
49"
9.00 / 4.90 2
Wedowee
01284 -Non-Discharge Application Rate
0.10
37.31
inches
1-A
E-3A
NCRW
Briar Chapel Utilities, LLC
Chatham
35° 49' 13"
-79° 05
30"
0.80 s
Helena
01284-Non-Discharge Application Rate
0.10
19.95
inches
1-A
E-3B
NCRW
Briar Chapel Utilities, LLC
Chatham
35° 49' 11"
i
-79° OS'
22"
2.20 / 1.80 2
Helena
01284 -Non-Discharge Application Rate
0.10
19.95
inches
1-A
E-3C
NCRW
Briar Chapel Utilities, LLC
Chatham
35° 49' 10"
11
-790 05'
27"
3.50 / 2.50 2
Wedowee
01284 -Non-Discharge Application Rate
0.10
37.31
inches
1-A
E-3D
NCRW
Briar Chapel Utilities, LLC
Chatham
350 49' 12"
-79° OS11
' 39
0.90 / 0.30 2
Rion
01284-Non-Discharge Application Rate
0.10
37.31
inches
1-A
E-4A
NCRW
Briar Chapel Utilities, LLC
Chatham
35° 49' 16"
-79° 05'
35"
3.10 / 2.00 2
Helena
01284 -Non-Discharge Application Rate
0.10
19.95
inches
1-A
E-4B
NCRW
Briar Chapel Utilities, LLC
Chatham
35° 49' 18"
-79° 05'
18"
2.90 / 2.60 2
Helena
01284 -Non-Discharge Application Rate
0.10
19.95
inches
1-A
E-4C
NCRW
Briar Chapel Utilities, LLC
Chatham
35° 49' 16"
-79° 05'
26"
9.30 / 8.50 2
Rion
01284 -Non-Discharge Application Rate
0.10
37.31
inches
it
it
1-B
B-IA
WWI
Briar Chapel Utilities,JLLC
Chatham
35° 49' 28"
-79° 05'
58"
9.90
Wedowee
01284 -Non-Discharge Application Rate
0.10
37.31
inches
1-B
B-IB
WWI
Briar Chapel Utilities,Chatham
35° 49' 25"
-79° 06'
i
05"
1.70
Helena
01284 -Non-Discharge Application Rate
0.10
19.95
inches
1-B
B-2A
WWI
Briar Chapel Utilities, LLC
Chatham
35° 49' 22"
-79° 06' 15"
0.30
Helena
01284-Non-Discharge Application Rate
0.10
19.95
inches
1-B
B-3B
WWI
Briar Chapel Utilities, LLC
Chatham
35° 49' 36"
i
-79° 06' 11"
0.20
Wedowee
01284-Non-Discharge Application Rate
0.10
37.31
inches
1-B
B-3C
WWI
Briar Chapel Utilities, LLC
Chatham
35° 49' 41"
-79° 06' 11"
0.20
Wedowee
01284-Non-Discharge Application Rate
0.10
37.31
inches
1-B
B-4A
WWI
Briar Chapel Utilities, LLC
Chatham
350 49' 42"
-790 06' 17"
0.60
Wedowee
01284 -Non-Discharge Application Rate
0.10
37.31
inches
1-B
B-5A
WWI
Briar Chapel Utilities, LLC
Chatham
35° 49' 07"
-79° 06' 34"
0.40
Wedowee
01284-Non-Discharge Application Rate
0.10
37.31
inches
1-B
B-6A
WWI
Briar Chapel Utilities, LLC
Chatham
35° 49' 07"
-79° 0,6' 31"
1.10
Wedowee
01284 -Non-Discharge Application Rate
0.10
37.31
inches
i-B
B-7A
WWI
Briar Chapel Utilities, LLC
Chatham
35° 49' 59"
-790 06' 28"
2.30
Wedowee
01284 -Non-Discharge Application Rate
0.10
37.31
inches
1-B
B-7B
WWI
Briar Chapel Utilities, LLC
Chatham
35° 50' 16"
-790 06' 32"
r
0.60
Wedowee
01284 -Non-Discharge Application Rate
0.10
1 37.31
inches
WQ0028552 Version 2.0
i
�I
9
I� Attachment B
I
Page 2 of 4

Phase
Field
Use I
Owner
County
Latitude
Longitude
Net Acreage
Dominant
Soil Series
Parameter
Hourly
Rate
Yearly
Max
Units
1-B
B-8A
WWI
Briar Chapel Utilities, LLC
Chatham
35° 50' 14"
-79' 0626"
0.10
Wedowee
01284 -Non-Discharge Application Rate
0.10
37.31
inches
1-B
B-8B
WWI
Briar Chapel Utilities, LLC
Chatham
35' 50' 32"
-79' 0627"
1.90
Wedowee
01284 -Non-Discharge Application Rate
0.10
37.31
inches
1-B
B-8D
WWI
Briar Chapel Utilities, LLC
Chatham
351 50'25"
-7910625"
0.70
Helena
01284-Non-Discharge Application Rate
0.10
19.95
j inches
1-B
B-8E
WWI
Briar Chapel Utilities, LLC
Chatham
3505013711
-790 06' 22"
0.50
Helena
0 1284 - Non -Discharge Application Rate
0.10
19.95
inches
1-B
B-9A
WWI
Briar Chapel Utilities, LLC
Chatham
3505014211
-790 062611
1.10
Helena
01284-Non-Discharge Application Rate
0.10
19.95
inches
1-B
B-9C
WWI
Briar Chapel Utilities, LLC
Chatham
350 50' 41"
-790 0620"
0.40
Wedowee
0 1284 - Non -Discharge Application Rate
0.10
37.31
inches
1-C
C-1
NCRW
Briar Chapel Utilities, LLC
Chatham
35149' 14"
-79105' 46"
9.48 / 7.5 2
Wedowee
01284 -Non-Discharge Application Rate
0.10
30.84
inches
1-D
D-2
NCRW
Briar Chapel Utilities, LLC
Chatham
3504912511
-790 0638"
0.37
Wedowee
01284-Non-Discharge Application Rate
0.10
37.31
inches
1-D
D-3
NCRW
Briar Chapel Utilities, LLC
Chatham
35149' 26"
-790 0643"
0.47
Helena
0 1284 - Non -Discharge Application Rate
0.10
19.95
inches
1-D
D-4
NCRW
Briar Chapel Utilities, LLC
Chatham
35149' 41"
-79' 0648"
0.26
Fill
0 1284 - Non -Discharge Application Rate
0.10
37.31
inches
1-D
D-5
NCRW
Briar Chapel Utilities, LLC
Chatham
35' 49' 48"
-79' 0635"
1.02
Wedowee
0 1284 - Non -Discharge Application Rate
0.10
37.31
inches
1-D
D-6
NCRW
Briar Chapel Utilities, LLC
Chatham
35' 49' 51"
-79' 0642"
0.63
Wedowee
01284.-Non-Discharge Application Rate
0.10
37.31
inches
1-D
D-7
NCRW
Briar Chapel Utilities, LLC
Chatham
350 49' 12"
-790 0704"
1.83
Helena
01284 - Non -Discharge Application Rate
0.10
19.95
inches
1-D
D-8
NCRW
Briar Chapel Utilities, LLC
Chatham
3504911211
-790 0615211
2.62
Fill
01284-Non-Discharge Application Rate
0.10
19.95
inches
1-D
D-9
NCRW
Briar Chapel Utilities, LLC
Chatham
350 49' 10"
-790 06' 49"
0.15
Helena
0 1284 - Non -Discharge Application Rate
0.10
19.95
inches
1-D
D-10
NCRW
Briar Chapel Utilities, LLC
Chatham
350 49' 05"
-790 0648"
0.06
Wedowee
01284-Non-Discharge Application Rate
0.10
37.31
inches
1-D
D-11
NCRW
Briar Chapel Utilities, LLC
Chatham
35' 49' 05"
-79' 06' 48"
0.04
Wedowee
0 1284 - Non -Discharge Application Rate
0.10
37.31
inches
1-D
D-12
NCRW
Briar Chapel Utilities, LLC
Chatham
35' 49' 08"
-790 0650"
2.12
Fill
0 1284 - Non -Discharge Application Rate
0.10
37.31
inches
1-D
D-13
NCRW
Briar Chapel Utilities, LLC
Chatham
35' 49' 06"
-790 06' 46"
0.62
Wedowee
01284 -Non-Discharge Application Rate
0.10
37.31
inches
1-D
D-15
NCRW
Briar Chapel Utilities, LLC
Chatham
35' 49' 02"
-79' 0646"
0.25
Wedowee
0 1284 - Non -Discharge Application Rate
0.10
37.31
inches
1-D
D-16
NCRW
Briar Chapel Utilities, LLC
Chatham
350 48' 59"
-790 0647"
0.31
Fill
0 1284 - Non -Discharge Application Rate
0.10
37.31
inches
1-D
D-17
NCRW
Briar Chapel Utilities, LLC
Chatham
35° 49' 01"
-79' 0647"
0.03
Wedowee
0 1284 - Non -Discharge Application Rate
0.10
37.31
inches
1-D
D-18
NCRW
Briar Chapel Utilities, LLC
Chatham
350 48' 52"
-790 0640"
1.56
Fill
01284-Non-Discharge Application Rate
0.10
19.95
inches
1-D
D-19
NCRW
Briar Chapel Utilities, LLC
Chatham
35' 48' 51"
-790 06' 35"
1.40
Fill
0 1284 - Non -Discharge Application Rate
0.10
37.31
inches
I-D
D-20
NCRW
Briar Chapel Utilities, LLC
Chatham
35' 48' 49"
-79' 06' 34"
0.17
Wedowee
0 1284 - Non -Discharge Application Rate
0.10
37.31
inches
I-D
D-21
NCRW
Briar Chapel Utilities, LLC
Chatham
350 48' 52"
-790 0632"
0.54
Wedowee
01284 -Non-Discharge Application Rate 1
0.10
37.31
inches
WQ0028552 Version 2.0 Attachment B Page 3 of 4

Phase
Field
Use L
Owner
County
Latitude
Longitude
Net Acreage
Dominant
Soil Series
Parameter
Hourly
Rate
Yearly
Max
Units
1-D
D-22
NCRW
Briar Chapel Utilities, LLC
Chatham
35° 48' 56"
-790 06'
33"
0.08
Wedowee
01284-Non-Discharge Application Rate
0.10
37.31
inches
1-D
D-23
NCRW
Briar Chapel Utilities, LLC
Chatham
35° 49' 57"
-79' 06'
33"
0.20
Wedowee
01284-Non-Discharge Application Rate
0.10
37.31
inches
1-D
D-26
NCRW
Briar Chapel Utilities, LLC
Chatham
35° 49' 11"
-79' 06
57"
2.16
Helena
01284 -Non-Discharge Application Rate
0.10
19.95
inches
it
1-E
E-1.
CRW 4
Briar Chapel Utilities, LLC
Chatham
35° 49' 47"
-79' 06
i
28"
1.0 s
Fill
01284-Non-Discharge Application Rate
0.25
NIA
inches
1-E
E-2
CRW 4
Briar Chapel Utilities, LLC
Chatham
35' 49' 44"
-79' 06'
fl
08"
4.93
Fill
01284 -Non-Discharge Application Rate
0.25
N/A
inches
1-E
E-3
CRW 4
Briar Chapel Utilities, LLC
Chatham
35' 49' 35"
-79' 06'
09"
1.0
Fill
01284-Non-Discharge Application Rate
0.15
NIA
inches
1-E
E-4
CRW 4
Briar Chapel Utilities, LLC
Chatham
35° 49' 34"
-79' 06
18"
3.3 s
Fill
01284 -Non-Discharge Application Rate
0.25
N/A
inches
1-E
E-5
CRW ¢
Briar Chapel Utilities, LLC
Chatham
35' 49' 06'
-79' 05'
50"
1.8
Fill
01284-Non-Discharge Application Rate
0.15
N/A
inches
9i
1-F
F-1
CRW 4
Briar Chapel Utilities, LLC
Chatham
35' 49' 27"
-79° 06'
49"
4.1
Fill
01284 -Non-Discharge Application Rate
0.25
N/A
inches
1-F
F-2
CRW 4
Briar Chapel Utilities, LLC
Chatham
35° 49' 30"
-79005'
44"
4.1 / 0.51 2
Fill
01284 -Non-Discharge Application Rate
0.25
N/A
inches
1-F
F-3
CRW 4
Briar Chapel Utilities, LLC
Chatham
35' 49' 33"
�i
-79' 06'
43"
4.3 / 0.73 2
Fill
01284-Non-Discharge Application Rate
0.25
N/A
inches
1-F
F-4
CRW 4
Briar Chapel Utilities, LLC
Chatham
35' 49' 35"
-79' 06'
50"
2.6 s
Fill
01284 -Non-Discharge Application Rate
0.25
N/A
inches
I�
1-A
NCRW
114.8 / 31.9 2
1-B
WWI'
22.0
1-C
NCRW
!
9.48 / 7.5 2
1-D
NCRW
16.89
1-E
_
CRW4
!j
12.0/9.22
1-F
CRW 4
it
15.1 / 3.8 2
Total
j
190.27 / 52.4 2
i
1. The acronyms for the "Use" column are described as follows:
CRW = Conjunctive Reclaimed Water Utilization l
NCRW = Non -Conjunctive Reclaimed Water Utilization j
WWI = Wastewater Irrigation
2. The second value represents portions of that field which are certified and operational,
i
3. This notation represents fields that are entirely certified and operational.
4. Records for conjunctive utilization sites are not required to be reported on Form ND, -1
i
Instead, the total monthly flow distributed should be reported on Form NDMR for PPI 002.
WQ0028552 Version 2.0 11 Attachment B
I)
Page 4 of 4

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Pat McCrory Thomas A. Reeder
Governor Acting Director
September 30, 2013
William S. Mumford, Vice President, Development
Briar Chapel Utilities, LLC
13777 Ballantyne Corporate Place, Suite 550
Charlotte, North Carolina 238277
Subject: Adjusted Daily Sewage Flow Rate Approval
Briar Chapel Development
Permit No. WQ0028552
Chatham County
Dear Mr. Mumford:
John E. Skvarla, 111
Secretary
On July 15, 2013, the Division of Water Resources (Division) received an adjusted daily sewage flow rate
(flow reduction) request that would apply to all permitted but not yet tributary residential connections
and all future residential connections tributary to the Briar Chapel Development collection system.
In accordance with 15A NCAC 02T .0114(f)(2), the Division has evaluated all the submitted data and
based on the data submitted, the Division hereby approves for use by the Briar Chapel Development an
adjusted daily sewage design flow rate of 56 gallons per day per bedroom effective immediately.
For new sewer extension applications with proposed flows tributary to the Briar Chapel Development
collection system:
The flow reduction is applicable to residential single family dwellings only.
The minimum flow for 1 and 2 bedroom dwellings shall be 112 gallons per day.
This flow reduction .shall not apply to sewer extension applications and/or permits for any other
public or private organizations whose wastewater flows are or might become tributary to the
Booth Mountain (Westfall) Project collection system.
For existing permits with flow not yet tributary to the Briar Chapel Development collection system:
• The Division will not reissue permits for previously permitted projects. If reissued permits are
desired, a permit modification application with the appropriate fee must be submitted for each
permit to be modified.
1617 Mail Service Center, Raleigh, North Carolina 27699.1617
t.ocab= 512 N. Salisbury St. Raleigh, North Carolina 27604
Phone: [phone] FAX: [phone]
lntemet: www.ncwaterouality.oru
Nor thCarofina
Naturall#
An Equal Opportunity 1 Affirmative Action Employer

William S. Mumford, Vice President, Development
September 30, 2013
Page 2 of 2
Future sewer extension applications should be made using the flow reduction amount stated above. All
other aspects of the permitting process remain unchanged, and all applications must be in compliance
with the statues, rules, regulations and minimum design criteria as certified by the owner and engineer.
Regardless of the ad'usted design dailv wastewater flow rate at no time shall the wastewater flows
exceed the effluent limits defined in the Non -discharge Permit for the treatment facility or exceed the
capacity of the sewers downstream of any new sewer extension or service connection(s).
The granting of this flow reduction does not prohibit the Division from reopening, revoking, reissuing
and/or modifying the flow reduction as allowed by the laws, rules, and regulations contained in 1SA
NCAC 02T, NCGS 143-215.1, or as needed to address changes in State and/or Federal regulations with
respect to wastewater collection systems, protection of surface waters and/or wastewater treatment.
If you have any questions, please contact Michael Leggett at [phone], or via e-mail at
[e-mail]. if the reviewer is unavailable, you may leave a message, and they will
respond promptly. Please refer to the above application number when making inquiries on this project.
Sincerely,
for Thomas A. Reeder, Director
Division of Water Resources
cc: Mark P. Ashness, P.E. — CE Group
301 Glenwood Avenue, Suite 220, Raleigh, NC 27603
Danny Smith, Surface Water Protection Supervisor, Raleigh Regional Office
Jon Risgaard, Land Application Unit Supervisor
Central Files: WQ0028552

CE GROUP
301 GLENWOOD AVENUE, SUITE 220
RALEIGH, NC 27603
Phone: [phone]
E-Mail: [e-mail]
July 9, 2013
Mr. Michael Leggett
NCDENR (PERCS) Unit
512 North Salisbury Street
Raleigh, NC 27604
Re: Adjusted Daily Sewage Flow Design Rate (flow Reduction) Request
Briar Chapel Utilities, LLC Permit # WQ0028552
Chatham County
Dear Mr. Leggett:
In response to your letter dated January 28, 2013, please find attached the following
information for your review:
Question 1: Brief Explanation on Request for Flow Reduction
Prior to initiating the project, our client sought and received a flow reduction based upon
each residential unit generating 250 GPD. Since that time over 300 homes have been built
and occupied. We have been tracking the actual flow rates since the inception of the project.
Briar Chapel is marketed as a green community with emphasis on sustainability and
conservation of resources. All the homes have been constructed with low flow fixtures (a
project requirement). As a result the monthly DMR reports reflect average daily wastewater
generation below 125 GPD per residential unit. The original flow reduction allowed our client
to project future infrastructure requirements for the project. This further flow reduction allows
refinement of future reuse spray area and storage requirements as the project continues to
build out. The enclosed information supports a residential flow reduction of 56 GPD/
bedroom for the project.
Question 2: Flow Meter Calibration During Evaluation
Meter Calibration Information is attached. There were no adjustments required.
Question 3: Historical Information on Bedroom Data for project
We have received detailed information from Chatham County Inspections (attached)
regarding quantity of bedrooms for each residential unit. The project is predominantly 3 and
4 bedroom units. The actual weighted average based upon this data is 3.35 bedrooms per
unit.
Question 4: Inflow 1 Infiltration Issues and Infrastructure Capacity
The data provided reflects all current inflow and infiltration. The monthly DMR reports when
compared with rainfall data show no significant I&I issues. Presently all of the developed
project's wastewater is collected and pumped to the WWTP from PS -A. A second regional
pump station has recently been permitted to convey wastewater from the school sites and
development planned on the southern side of the project back to the WWTP in a separate

July 9, 2013
Question 5: Flow Projections Based upon Assumption of All Homes Occupied.
Spec Homes and Pre -Sales are not included in the summary unless they are occupied. The
Briar Chapel HOA provided a recent monthly sample of all existing homes and found that 12
units were unoccupied as a result of someone moving and now listing as a resale. We have
reviewed the highest (3) day peak month with and without the 12 vacant units accounted for;
the resulting impact is that the flow rate per bedroom increases from 54 GPD to 56 GPD.
Please contact us if you have any questions.
Respectfully submitted,
CE Group, Inc.
N4W'�' F44z--,
Mark P. Ashness, PE ASLA
LEED AP
cc: Lee Bowman, Briar Chapel Utilities, LLC
Attachments:
1. Monthly DMR Reports (May 2012 -April 2013)
2. (12) Month Wastewater Data Summary
3. Chatham County Inspections Bedroom Report
4. WWTP Flowmeter Calibration Report

FORM: NDMR 08-11 NON -DISCHARGE MONITORING REPORT (NDMR) Page _i` of _2_
Permit No.: WQ0028552 Facility Name: Briar Chapel Development
PP[. n ue uen o ow genera
001 Flow Measuring Dint: Parameter
County: Chatham
ue n wa er owe
Monitoring pint:
Month: May Year: 2012
ace
Parameter Code IN
50050
00310
00940
50060
31616
00610
00620
00400
70300
00530
00076
00010
00300
00545
00615
00630
>
2:O
¢
O
c
m
-
o
O
m
m
LLo
o
E
E
!
v
uo
[4W
y
r_
_n
v e. o
1 0s
m
a
ain
m
n
a
P O
rn
+ m
cc
z
24-hr
hrs
GPD
mg/L
mgi
mg1L
#1100 mL
mg/L
I mglL
Su
mg1L
I mg1L
NTU
°C
mg/L
mLIL
mg/L
mg1L
1
14-15
1.25
31,680
0.9
7.08
121
17.5
7.21
2
12:40
2
35,260
0.81
7.14
1.24
18.8
7.03
3
15:00
1
33,790
0.85
7.54
1,94
22.5
6.93
4
13:15
1
27,190
0,9
7.56
2,31
22.3
6.38
5
35.737
1 8
6
35.737
_
1,75
71
13:50
2
35.737
0.99
6.96
1 A6
23.9
6.96
8
1 08:40
3.75
21,500
0.94
7.52
2,36
22.3
7.52
9
1 11:15
1.25
44.740
0.74
7.16
1.74
23.7
7.16
101
10:00
1
22,720
<2 0
0.98
<1.0
<C 045
0.074
7.1
<1.0
1.36
22.5
7.1
0.0072
0.081
111
09:55
1.75
36,260
0.89
7.09
1.3
23.4
7.09
12
39,313
1 3
13
1 39,313
1.35
14
12:50
1
39.313
0.99
1
7.1
1.1
24.1
7.1
15
11:10
1.25
45,320
0.59
7.01
1.3
24
7.01
16
13:40
1
40,310
0.77
7.07
1.29
24
7,07
171
11:45
1.25
30,900
0.66
6.99
1,45
23-6
6,99
181
11:40
1.25
35,330
0.77
6.7
1,38
23.2
6.7
191
32,383
1.35
201
1
32,383
1.35
211
15:20
1 0.75
32,383
0.55
6.79
1.31
23.9
6.79
22
11:15
1.5
36,300
0.65
6.51
1.51
23.7
6,51
23
11:20
1.5
24,250
0.87
6.91
1.8
22.9
6-91
24
08:55
1
36.660
<2 0
0.91
<1.4
<0.045
0.58
7.01
2 4
1.6
23.1
7.01
0,0086
0 59
25
12:10
1.25
37,570
1 0.84
1
1 6.98
1.71
22.9
6.98
26
33,680
1 6
271
33,680
16
28
08:30
1.5
33,680
0.91
7.24
1.62
23.9
7.19
29
13:15
1
42,590
0.84
7.28
1,68
23.7
7.08
30
07:00
1.25
29,220
0.82
7.39
237
24.1
7.16
31
13:10
1.5
45,440
0.68
7.11
1.38
23.1
6.39
Average:
34,851
0.82
0.33
2.40
1.57
22.92
6.97
001
034
Daily Maximum:
45,440
0,99
0.58
7.56
2.40
2.37
24.10
7.52
001
0.59
Daily Minimum:
21,500
0.55
0.07
6.51
2.40
1.10
17.50
6.38
001
0.08
Sampling Type:
Recorder
Composite
Co�iposiie
Grab
Grab
Composite
Composite
Grab
Composite
Composite
Recorder
Monthly Limit:
331,533
10
14
4
5
Daily Limit:
15
25
6
6-9
1
10
10
Sample Frequency:
Continuous
2 x Month
3 x Year
5 x Week
2 x Mcnlh
2 x Month
L_2x.Morlth
1 5 x Week
1 3 x Year
2 x Month
Continuous

FORM: NDMR
08-11
NON -DISCHARGE
MONITORING
REPORT
(NDMR)
Page _i_
of_2_
Permit No.:
PPI: 001
Parameter Code - 10
R m
S m E w
� E
v
p �
o O
24 hr hrs
1 12:35 1.25
2
Flow Measuring
50050
LL
GPO
34.980
39,487
Facility
F�oint:
04310
to
m IL
Name:
00940
mglL
Briar Chapel
60060
cw o
~
WU
mglL
0.5$
Development
31616
E
�o
°[a
c)
iY1100 mL
00610
MH]
rz
mglL
00620
m
mg/L
Parameter
00400
x
su
7-D7
County: Chatham
Monitoring omt
70300 00530 00076
°om '
0
mCno°
mg1L mg/L NTU
1.36
Month:
°
00010
�m}
a
C
22.8
.June
00300 00545
9 m
1
om°
rn
o
mg/L mLIL
6.81
Year: 2012
00615 00630
`.mU
^y+
z 'z
mglL m L
gJ
3
39.487
1.3
4
5
6
7
8
9
13:30 1.25
11:20 1.25
07;30 1.25
11:15 1.25
11:30 1
39.487
31,270
24,530
39,140
28,530
31,667
0.74
0.89
0.81
0.77
0.89
ifl10
6.79
6.89
7.3
7.03
7.04
1.4
1.23
1.63
1.5
1.23
1.43
1.4
23.6
22.9
21.2
22.4
23.9
7.03
7.07
7.19
7.61
7.1
31,667
1.45
11
12
13
14
15
16
13:15 1
11:15 1
47:30 1.25
11:30 1
11:30 L5
3i,667
39.200
24,880
36,560
29,013
29,013
2
0 9
0.55
0 7S
0.85
0.$
<1
0,07
7.84
7,16
7.27
7.48
7.29
7.39
1.61
23.3
6.51
2.5
1.31
23.7
fi.73
1.3
22.8
6.87
1.39
22.9
6.73
1.36
23.6
6.8
1.4
17
29,013
1.45
18
19
28
21
22
231
1145 1.25
13:15 1.25
D7:00 1.25
11:00 1
11:15 1.5
29,013
36,620
26,510
28,200
37,260
34,567
<2.0
0.7
0.65
0.66
0.58
0.68
<1
0.07
1.4$
7.1
6.99
7.31
6.97
6.71
<2.5
1.55
22.9
6.55
1.25
1.25
23-9
7.04
23.9
6.04
83
1.41
24.3
6.69
1.4
24.9
6.55
241
34,567
#.3
1.45
1.35
25
26
27
28
29
30
11:30 1
11:35 1
13:40 1
11:35 1.5
11750 1
34,657
31,270 1
25,420
24,620
35,870
56.117
0.91
0.68
0,61
0.77
0.51
6.69
6,73
7.06
7.37
7.22
24.4
6.45
1.45
24.7
7.13
1.38
1.3
1.35
25.9
6.44
25.6
7.07
25.7
6-$3
31
1.4
Average:
33.180
Daily Maximum:
56,117
Daily Minimum:
24.530
Recorder
Sampling Type:
Monthly Limit-
Daily Limit
Sample Frequency:
Recorder
331,533
COnbnuou5 1
Composite
10
15
2 x Month 1
Composite
3 x Year
Grab
5 x Week
Grab
14
25
2 x Month
Composite
4
6
2 x Month
Composite
2 x Month
Grab
6-9
5 x Week
Camposite
3 x Year
Composite
5
14
2 x Month
10
Continuous

FORM: NOMR 08-11 NON -DISCHARGE MONITORING REPORT (NDMR) Page _1_of,2
Permit No.: W00028552 Facility Name: Briar Chapel Development county: Chatham Month: July Year: 2012
PPI: 001 Flow Measuring Dint: Parameter Monitoring ointVVarW
Parameter Code - r 50050 00310 00940 50060 31616 00610 00620 00400 70300 00630 00076 00010 00300 00545 00615 00630
m m m m a
m E« u, mto
~mo = +G v cu m
m y
E wa
a p c`
a -QUO m o
K r
L
¢ z a) CL QO
caS O �pZ zZ
LO
rn � y
14-hr hrs GPD mg/L mg/L mg1L #1100 mL mg/L mg/L su mg/L mg1L NTU °C mg/L mUL mg/L mglL
1 , 35.953 1.54
2 i13:15 1 35,953 0.61 6A9 1.45 26.9 6.44
3 11:10 2.75 49,060 0.99 6.71 1.4 27.1 6.45
4 HOLIDAY 33.865 14
5
10:20
0.75
33,865
<2,0
10
0.69
<1
0.26
3.58
6.78
147
<2.5
2.44
27.2
6.3
6
i'11:30
1
34,740
6.83
7_11
1.8
27.7
6.24
7
35.033
1.9
8
35,033
1.61
9
13:50
'14:50
1
35.033
0.68
7.39
L55
27.7
fi.88
10
1
35,500
0.8
7.73
1.6
27.6
6.4
11
111:45
1.5
36,090
0.77
7.51
1.61
27.1
6.73
12
15:20
1.25
31,850
0.84
7.68
1.7
26.1
6.84
13
07:55
1,25
20,1120
0.79
7.99
1.65
25.8
7.02
14
38.777
1.5
15
i
38,777
1.55
16
13:00
1
38,777
0.74
7.37
1.62
27.7
6.48
17
1220
1.25
39,050
0.41
7,16
1.52
27.9
6.29
18
11:35
1.25
30,010
0.52
7,59
1,54
27,2
6.64
19
09:10
2
39,918
<2.0
0.76
<1
0.18
2.7
6.97
<2.5
1.51
27.5
6.48
20
12:00
1.5
27.372
0.63
7.33
1.5
27.2
676
21
42,300
1
22
42,300
1.7
23
:14:10
1.5
42,300
0.58
6.55
1.42
27.7
6.39
24
'.'1015
1.25
31,420
0.61
6.9
1.63
27.4
6.81
25
''07:50
1.5
32,500
0.63
6.93
1.75
25.9
6.87
26
w 12:15
1.25
39.350
0.87
7.03
1.77
27.9
6.51
27
' 11:40
1
51,720
0.77
7
1.63
27.7
6.39
28
36,620
1.5
29
36,620
1.6
30
13:35
1
36,620
0.41
6.79
1.89
27.6
6.33
31 12:30 4,25
35,770
0.37
6.51
1,66
27.9
6.39
Average:
36,522
10.00
0.68
0.22
3.19
147.03
1.63
27.28
6.55
Daily Maximum:
51.720
10.00
0.99
0.26
3.68
7.99
147.00
2.44
27.90
7.02
Daily Minimum:
20,020
10.00
0.37
0.18
2.70
6.51
147.00
1.44
1 25.80
6,24
Sampling Type:
Recorder
Composite
Composite
Grab
Grab
Composite
Composite
Grab
Composite
Composite
Recorder
Monthly Limit:
331,533
10
14
4
5
Daily Limit:
15
25
6
6-9
- 0
10
Sample Frequency:
Continuous
2 x Month
3 x Year
5 x Week
2 x Month
2 x Month
2 x Month
5 x Week
3 x Year
1 2 x Month
Continuous

FORM; NDMR 1313-11
NON -DISCHARGE
MONITORING REPORT
(NDMR)
Page_1-of_2_
Permit No.: W00028552 Facility
Name: Briar Chapel Development
Parameter
county: Chatham
Monitoring Dint:
Month: August Year: 2012
PPI:
001
Flow Measuring
pint:
c
Parameter
O
1
2
3
4
9
6
7
8
9
1
11
12
13
14
15
16
17
18
19
20
21
22
Code
m
24-hr
07:00
12:45
11 10
13:30
12:35
07:00
12:10
11:30
12:35
12:30
11:55
12:00
05:50
13:45
12:30
1130
-0
Cl)
hrs
1.5
15
1.5
1.25
1.25
1.25
1.5
1
1.25
1.25
1
1.5
1.5
1.25
1.5
1.75
50050
GPD
20,750
40,510
33,210
35,227
35,227
35.227
31,770
25,410
47.180
3,0
37,530
37.530
37,530
30.970
31,800
37,840
18,750
43,793
43,793
43,793
37,820
39,470
00310
mglL
<2.0
00940
mg/L
50060
c
e
mg/L
0.44
0.31
0.36
0.4
0.69
0.58
0.7
0.61
0,77
0.39
0.2
0.31
0.43
0.56
0.66
0.1
31616
`
° oom
#1100 mL
<1
00610
°o
s
m L
0.11
00620 00400
m
mglL su
6.77
6.8
6,92
7.03
6.84
6.88
2.07 7.12
7.18
7.38
7.46
7.51
7.55
7.68
7.03
7,04
7.08
70300 00530 00076
9 c a
qn
°
H ~
mglL mg/L NTU
2.09
1.79
2.54
2.Ofi
1.9
2.91
1.9
2.67 1
<2.5 1.7
1.55
.6
1 1.6
.65
1.46
1.5
1.49
1.71
1.89
1.75
1.8
2.17
1.96
1.99
00010 00300 00545 00615 00630
>
a_:
n
h
rn
m
`E
z
°C
26.8
27.7
27.3
27.6
27.3
26.8
26.9
26.8
27.7
26.4
26.6
26A
25.9
23.9
24A
25.4
mglL
6.64
6.51
6.77
mL/L
m
m jL
9
6.8
6.53
6.72
6.8
6.7
6.38
6.29
6.33
6.21
6.71
7,19
6.91
6.7
23
24
09:30
13:45
1.5
1
41,620
36,520
<2.0
0,77
0.83
38
0.19
1.64
6.97
7.01
<2.5
1.88
1,76
24.9
26.1
6.58
6.19
25
37,438
1 8
26
27
28
13:40
13:45
1
2.25
37.438
37.438
47,327
0.7
0.99
6.71
6.65
1.8
1.46
1.72
24.9
25.7
6.65
6.34
29
07:00
1.25
29.410
1.08
6.98
2.08
24.2
6.78
30 11:15 1.25
31 10:00 1.25
Average:
Daily Maximum:
Daily Minimum:
Sampling Type:
Monthly Limit.
Daily Limit:
-Sample Frequency:
44,160
49.430
36,864
49.430
18,750
Recorder
331,533
Continuous
Composite
tq
i5
2 x Month
Composite
3 x Year
0.79
0.99
0.59
1.08
0.10
Grab
5 x Week
38.00
38.00
38,00
Grab
14
25
2 x Month
0.15
0.19
0.11
Composite
4
6
2 x Month
1.96
2.07
1,84
Composite
2 x Monih
6.8
6.79
7.68
6,65
Grab
6-9
5 x Week
Composite
1
3 x Year
Composite
5
10 110
2 x Month I
1.83
1.8
1.88
2.91
1,46
Retarder
Continuous
25.1
25
26.08
27,70
23.90
6.19
6,58
6.59
7.19
6.19

FORM: NDMR08-11 NON -DISCHARGE MONITORING REPORT (NDMR) Page _1_of_2_
Permit No.: WQ0028552 Facility Name: Briar Chapel Development County: Chatham
n ue s uen v ow genera J ree r n a er vwer
PPI: 001 Flow Measuring Dint: Parameter Monitoring oint:
Month: September
Year: 2012
u e a
Parameter Code 0
50050
00310
00940
50060
31616
00610
00620
00400
70300
00530
00076
00010
00300
00545
00615
00630
s
a E
�~
O
c
'
O
a
LL
O
c'7Q
°
°en
_
E
<
z
'_❑
°
°
Qy�
E
F
N
Q
m
°H
r/}
.t=
:: m
.
z
24-hr
hrs
GPD
mg/L
mg1L
mg1L
#l100 mL
mg/L
mg/L
su
I mg1L
mg/L
NTU
°C
mglL
mL/L
mg1L
mg1L
1
39,110
1.88
2
3
11:55
1.25
39,110
39,110
0.8
6.79
1.9
1.84
25.5
6.71
4
13:15
1.25
62,040
0.83
6.7
1-56
25.5
6.77
5
14:00
1
46,730
0.83
6.55
1.77
25.7
6.37
fi
1 10:40
1
42,720
<2.0
0.7
<1
012
1.79
6.21
5
1.9
26.2
6.47
71
11:30
1.25
48,370
0.84
6.69
2-01
26.8
6-72
81
39,217
2
91
101
14:39
1
39,217
39,217
0.93
6.89
2.05
2.88
24.3
6.98
11
12
13
13:50
18:40
11:55
1
1
1.25
36,820
33,790
33,100
0.28
0.55
0.33
7.05
7.09
7A8
2.19
2.02
2.13
24.7
24.3
24.2
6.59
6.62
7.01
14
15
13:50
1.25
36,620
37,537
0.37
17.23
2.96
2.06
24.9
7.27
16
37,537
2 1
17
13:45
1.25
37,537
0.39
7.2
199
24.2
6.72
18
10:10
1
41,510
2.0
0.39
<1
0 13
0.81
7.19
<2.5
1 86
24.1
6.18
19
08:00
3.25
20,100
0.51
7.2
2.15
24
6.28
20
11:40
1.5
46,256
0.1
6.91
2.85
24
6.55
211
05:40
1.25
24,694
0.09
7.13
2.91
22 7
6.8
22
39,493
2.8
23
39,493
2.9
24
15:00
1.25
39,493
0.16
7.09
4,7
20
6.72
25
09:55
3
34,790
0.11
6.68
2.98
24.1
6.59
26
11:30
1.25
45,320
0.2
6.6
1.76
23.6
6.86
27
28
13:10
11:20
1
1.5
38,530
36,960
0.21
0.2
6.24
6.19
1-98
2.18
24
23.7
6.53
6.31
29
112.950
2.2
30
112.950
2,2
31
Average:
44,014
0.44
013
1.30
5.70
229
24.33
6.65
Daily Maximum:
112,950
0.93
0.13
1 79
7.23
5.70
470
26.80
727
Daily Minimum:
20,100
0.09
0.12
0.81
6.19
5.70
1,56
20.00
6,18
Sampling Type:
Recorder
Composite
Composite
Grab
Grad
Composite
Composite
Grab
Composite
Composite
Recorder
Monthly Limit:
331,533
10
14
4
15
Daily Limit:
15
25
6
6-9
10
10
Sample Frequency:1
Continuous
2 x Month
3 x Year
5 x Week
2 x Month
2 x Month
2 x Month
5 x Week
3 x Year
2 x Month
Continuous

FORM: NDMR 08-11 NON -DISCHARGE MONITORING REPORT (NDMR) Page _1_ of_2_
Permit No.: W00028552 Facility Name: Briar Chapel Development County: Chatham Month: October Year: 2012
n ue uen o ow genera uen roun wa r Lowering Surfacewater
PPI: 001 Flow Measuring Dint: Parameter Monitoring Dint:
Parameter Code 11
50050
00310
00940
50060
31616
00610
00620
00400
703t�C1 "
00530
00076
00010
00300
00545
00615
00630
❑
`
U h
C
D
O
L
G7
W m
LLwin
U
Q
Z
7.
N
pN
O
a
�
E
6 cn
X
❑ O
01
ro '0
O
aN
En
0
`
Z
zO
1
24-hr
0915
hrs
2
GPD
72,680
mg1L
mg1L
mg1L
0.1
#1100 mL
mg1L
mglL
su
6.19
mgiL
mg1L
NTU
°C
23.6
mg1L
7.07
mLL
mg1L
mg1L
2
10:00
1
120,330
0.19
6.29
24
6.41
3
11:50
1.25
42,710
0.11
6.26
24.2
6. 33
4
13:50
1,25
44,130
0.21
6.19
24
6.55
5
06:00
1,25
25,990
0.14
6.23
231
7.19
6
71
41,690
41,690
8
9
10
1 14:20
12:45
06:15
1
1,25
1.5
41,690
37,600
25,290
0.19
0.19
0.17
6.2
6.15
6-23
21.8
20.7
20.4
6.51
6.98
6.87
11
12:15
0.75
36,870
0.29
6.65
20.9
6,9
12
131
141
11:15
1.5
34,870
42,886
42.886
0.63
7.05
21.1
6.34
15
14:00
1
42,886
0.79
6.62
21.4
709
16
11:15
1.25
39.652
0.77
7.09
20.3
6-8
17
12:20
1.25
36,930
0.91
7.09
19.9
6.91
18
11:05
1.25
28,870
<2 0
0.99
<1
0 OE
2-74
T21
<2.5
19.9
7,07
19
20
11:05
1.25
37,860
36,373
0.77
7.07
19.9
7.2
21
36,373
22
13:45
1
36,373
0.51
7.7
18.9E6.19
23
08:20
1.25
29,220
0.76
7.35
19
24
06:30
1.25
33,390
0.69
7.64
18.325
12:05
1
39,030
<2 0
0.77
<1
029
323
7.39
<2.5
18.826
11:45
1.25
47,6440
0.81
7.41
18.8
27
35,983
28
35,983
29
12:10 1
1
35,983
0.94
6.92
15.6
7.07
30
12:50
41,230
0.88
6.81
15.1
T35
31 11:15 1.25
Average:
49,570
41,763
j 0.83
0.55
0.18
2.99
7.08
15.2
20.21
716
6.85
Daily Maximum:
120,330
0.99
029
3.23
7.70
24.20
7.35
Daily Minimum:
25,290
0.10
0.06
2.74
6.15
15.10
6.34
Sampling Type:
Recorder
Composite
Composite
Grab
Grab
Composite
Composite
Grab
Composite
Compcsi e
Recorder
Monthly Limit:
331.533
10
14
4
5
Daily Limit:
15
25
6
6-9
10
10
Sample Frequency:
Continuous
2 x Month
L 3 x Year
5 x Week
2 x Month
2 x Month
2 x Month
5 x Week
3 x Year
2 x mont7
Continuous

FORM: NDMR 03-12 NON -DISCHARGE MONITORING REPORT (NDMR) Page 1 of 2
Permit No.: W00028552 Facility Name: Briar Chapel Development County: Chatham Month: November Year: 2012
V ,
PPI: 001 Flow Measuring Point: Parameter Monitoring Point:
Parameter Code --►
50050
00310
00940
50060
31616
00610
00620
00400
70300
00530
00076
00010
00300
00545
00615
00630
C3
m
��
c
OLn
v�
m
ar
to
c�
m
c
� mt
t�
ii o
L)
c
E
Q
:;
a
y v
ir°
a y
� �
�+
E
ro
w x
O
m
O us
B a
m rn
z
+ m
z
24-hr
hrs
GPD
mg/L
mg/L
mg/L
#1100 mL
mg/L
mg/L
su
mg/L
mg/L
NTU
°C
I mg/L
mL/L
mg/L
mg/L
1
11:45
1.75
37,110
0.75
6.97
2,58
15.3
6.81
2
11:40
1.25
32,550
0,9
7.08
2.48
14.9
7,16
3
35,006
2.6
4
35,006
2 6
5
12:40
1.25
35,006
0.92
7.12
2.55
14.1
7,31
6
11:00
1
28.341
1 0.77
7.08
2.6
13.7
6.91
71
1015
1.5
32,500
<2 0
11
0.84
<1
C 32
0.99
7.14
98
�2 5
2.86
12.6
7,24
8
12:15
1.25
27,870
0.94
7.09
2.55
13.7
6.57
9
11:40
1.25
47,640
0.65
7.08
2.6
12.9
.7.21
10
44,585
2e75
11
1 44,585
2.75
12
1145
1
44..585
0.68
7.11
2.8
13.9
7.14
131
14
13:00
06:50
1
1.25
31..604
32.030
0.9
0.65
7.01
7.22
2.73
3.37
13.1
12.9
6.86
7.81
15
11:40
1.25
46,270
0.91
6.94
2.65
12.3
6.61
16
11:15
1.5
35,200
0.81
7.07
2.67
12.4
7.18
17
40,730
2.75
18
40.730
2 8
19
12:45
1
40,730
0.89
7.13
2.69
13.4
7.21
20
21
22
11:00
07:50
Holiday
1.5
1,25
37,550
31,940
44.210
0.73
0.55
7.01
7.52
2.59
2,71
2.8
13.5
12.1
6.65
7.37
23
11:15
1.5
44,210
0.61
7.31
2.91
121
7.18
241
40.700
2 8
251
40,700
29
26
13:40
1.25
40.700
0.91
7.04
2.8
12.3
6.8
27
11:30
2.5
36,270
0.55
6.9
313
12.8
6.55
28
06:55
1.5
5,090
<2 0
0.6
<1
G. 1
6,73
6.93
<2 5
3.77
12.2
6.72
29
08:30
6.75
72,963
0.51
7.04
3.59
11.9
7.13
30
10:40
1.25
9.777
0.55
7.09
3.9
11.1
7.13
31
Average:
37,206
0.00
11.00
0.74
1.00
021
386
98.00
0.00
2,84
13.01
7.03
Daily Maximum:
72,963
2.00
11.00
0.94
1.00
032
6.73
752
98.00
2.50
3.90
15.30
7,81
Daily Minimum:
Sampling Type:
5,090
Recorder
2.00
Composite
11.00
Composite
0.51
Grab
1.00
Grab
0.10
Composite
0,99
Composite
6 90
Grab
98.00
Co:rrposite
2.50
Composite
248
Recorder
11.10
6.55
Monthly Avg. Limit:
331,533
10
14
4
5
Daily Limit:
Sample Frequency:
Continuous 1
15 1
2 x month 1
3 x Year
5 x week
25
2 x month
6
2 x month
2 x morih
9-Jun
5 x week
3 x Year
10 j
2 x month I
10
Continuous

FORM:
NDMR
08-11
NON -DISCHARGE
MONITORING
REPORT
(NDMR)
Page _1_
of _2_
Permit No.:
WQ0028562
Facility
Name:
ue uen
Briar Chapel
o ow
Development
genera
Parameter
County:
Chatham
Month:
December
Year:
2012
PPI:
001
Flow Measuring
n
oint:
pen
Monitoring
roue wa
oint:
er Owen
u ace Water
Parameter
Code
50050
00310
00940
50060
31616
00610
00620
00400
70300
00530
00076
00010
00300
00545
00615
00630
i ai
¢
c
O
9
°�
a
w:m
5
m
O
°
° W 2
E
_
m
gy
v
r
u_wm
E
z
�°
rn
Q
°
°p
cn�
U
a
E
°
i.yE
zO
24-hr
hrs
GPD
mg/L
mg/L
mg/L
#1100 mL
mglL
mg/L
SU
mg1L
mg1L
NTU
°C
mglL
mUL
mg1L
mg1L
1
37,863
t3.13
2
37,863
3.25
3
13:00
3
37,863
0.91
7.13
.329
11
7.09
4
09:45
6.25
28,180
0.69
7.04
3.12
11.1
7.18
5
13:00
1.25
1 45,880
0.77
7.18
416
12.3
7.33
6
11:15
1.5
1 38,810
0.69
7.21
3.33
11.1
7,18
7
11:15
1.25
39,270
0.79
7.08
3.38
10.4
7.01
8
44,953
3.5
9
44,953
3.5
10
14:15
1.25
44,953
0.59
6.81
3-48
11.4
7.11
11
11:15
1.5
34,420
0.66
6.99
3-15
11.4
7.19
12
10:55
1.25
42,290
1 <2.0
0.65
<1
0.24
3.32
7.03
<2.5
3-98
11.2
7.07
13
14:15
1.25
45,940
0.61
7.16
4.09
11.9
23
14
09:55
1.25
36,260
0.58
6.93
5.16
10.8
E7.12
EEf
15
43,240
3,7
16
43,240
3.75
17
12:55
1
1 43,240
0.59
6.88
3.41
11.2
7.01
18
07:30
1,25
39,470
0.68
6.9
3.71
11.1
7.11
191
07:00
1.25
43,010
0.51
6.83
3-63
11.7
7.04
201
11:00
1.75
37,300
0.69
6.83
3.8
11
7,18
211
11:25
2.5
49.910
0.68
6.99
3.47
10.7
7.18
221
1
37,417
3.5
23
37,417
3.5
24
12:00
1
37,417
0.88
7.01
3.51
10.9
6,88
25
Holiday
45,945
3.55
26
12:10
1.25
45,945
0.94
7.05
3,09
10.8
7.16
27
10:40
1.25
59,010
<2.0
0.91
<1
<0.04
5-76
7.02
<2 5
3.59
10.4
7e21
28
18:20
1.75
38,730
0.88
7.02
3.03
101
7,07
29
39,430
3.5
30
39,430
3.5
7.31
31 11:55 1.25
39,430
0.68
7.03
308
9.8
Average:
41,261
0.72
0.24
454
354
11.02
7.13
Daily Maximum:
59,010
0.94
0.24
5.76
7.21
5.16
12.30
7.33
Daily Minimum:
28,180
0.51
0.24
3.32
6.81
3.03
9.80
6.88
Sampling Type:
Recorder
Composite
Composite
Grab
Grab
Composite
Composite
Grab
Composite
Com➢Osi:e
Recorder
Calculated
Grab
Monthly Limit:
331.533
10
14
4
5
Daily Limit:
15
25
6
6-9
10
10
Sample Frequency:
Continuous
2 x Month
3 x Year
5 x Week
2 x Month
2 x Month
2 x Month
5 x Week
3 x Year
2 x Pr
Continuous
5 x Week
5 x Week

FORM: NDMR 08-11 NON -DISCHARGE MONITORING REPORT (NDMR)
Permit No.:
WQ0028552
Facility
Name:
ue uen
Briar Chapel
Development
Paramet
PPI:
001
Flow Measuring
n
oint:
o ow
genera
Parameter Code
- ►
50050
00310
00940
50060
31616
00610
00620
00400
t
O
m
R ¢�
y
m
❑ U�
FL
+n_
Z
a
0
C)
tr U
Q
O
24-hr
hrs
GPD
mg/L
mg1L
mg/L
#1100 mL
mg1L
mg/L
su
1 Holiday
37,395
2 08:35
0.75
37,395
0.94
7.63
3 19:00
0.75
40,272
0.83
7.41
4 12:10
1.75
39,507
0.96
7.27
5
45,204
6
45,204
7 14:20
1.25
45,204
0.69
6.97
8 10:55
0.75
58,310
<2.0
0.8
<1.0
042
1.43
6.79
9 11:00
1.25
21,820
0.66
7.19
10 14:00
1.5
17,060
0.83
6.99
11 13:00
1
78,640
0.71
7.04
12
44.383
13
44,383
14 12:45
115
44,383
0.39
7.28
15 13:55
1
46,790
1.16
7.35
16 07:00
1.25
29,820
0.91
7.42
17 13:35
2
53,550
0.44
7.38
18 12:00
2
62,270
0.66
7.35
19
43,110
20
43,110
21 12:45
1.5
43,110
0.94
7.1
22 10:40
1.25
58.870
?
0.8
7.26
23 09:15
1
46.830
5A
0.91
<1.0
0 07
4.84
7.09
24 11:55
0.75
19,500
0.83
7.08
25 09:05
1.25
37,850
0.71
7.06
26
46,760
27
46 760
28 14;20
1.25
46,760
0.83
6.22
29 12:20
1.25
37,230
0.71
7.19
30 11:30
1.25
41,930
0.59
7.26
31 12:50
2.5
45.540
0.59
7.16
Average:
43,518
5.40
0.77
0.25
3.14
Daily Maximum:
78.640
5.40
1.16
0.42
4,84
7.63
Daily
Minimum:
17,060
5,40
0.39
0.07
1.43
6.22
Sampling
Type:
Recorder
Composite
Composite
Grab
Grab
Composite
Composde
Grab
Monthly
Limit:
331.533
10
14
4
Daily
Limit:
15
25
6
6-9
Sample Frequency:
Continuous
2 x Month
3 x Year
5 x Week
2 x Monti'!
2 x Month
2 x Month
5 x Week
Page _1_ of ^2i
County:
Chatham
Month:
January
Year:
2013
� uen
!r Mon!toring
roun wa
oint:
er ower
u ace a
r
70300
00530
000.76
00010
00300
00545
00615
00630
.f° a
c
m
M
OE
> 0
wO
rav v
y�
°'
Z
y m
=Z
mg1L
mg/L
NTU
°C
mg1L
mL/L
mg/L
mg/L
3.1
341
8.8
T71
3
9
7.28
3.05
9.4
7.23
3.2
3.2
3.13
1.01
7.2
<2 5
3.3
10
7.16
4.06
9.6
7.09
3,34 ..
9.4
6.9
3.39
9.4
7A
3.5
3.55
3.18
10.9
6.83
3.16
10.2
7.23
3 19
10.1
7,19
3.3
9.7
7.2
3.9
9.6
7,16
4
4
3,77
9.7
7,25
3.8
8.8
7.37
<2.5
3.85
9.4
7.41
3.3
94
7.2
3.5
9 7
7.28
3.55
3.6
4.04
9.7
7,09
4.09
9.9
7.2
3.8
10.8
7,03
3.99
10.1
7.28
3.52
9.30
7.21
4.09
10.90
7.71
3.00
1.01
6.83
Composite
Composite
Recorder
Calculated
Grab
5
10
10
3 x Year
2 x Month
Continuous
5 x v'je, 1
5 x week

FORM: NDMR 08-11 NON -DISCHARGE MONITORING REPORT (NDMR) Page _1_ of-2_
Permit No.: W00028552 Facility Name: Briar Chapel Development County: Chatham
Month: February
Year: 2013
PPI, n ue �l uen o ow genera pen roun wa er wen
001 Flow Measuring pint: Parameter Monitoring oint:
u ace a r
Parameter Code
11,
50050
00310
00940
1 50060
31616
00610
00620
00400
70300
00530
00076
00010
00300
00545
00615
00630
m
i
O
1=
1L7
:C
_
- C
E
O
y
a7
C
d
>, Q E
l0
P N
O ..
O
O
~O
O tB -
v O 6
W `�
`=
M
2
:2.
«� D
0
.m..
i5 qGS
A
01
O ?„
m .�
."`�`
x.
N
0
"
m
Q
mitt,
ILL -6
a
_
Z
w ©s6
=,
7
y
N
z
y
Z
o~
0
N
F
rn
Z
24-hr
hrs.
GPD
mglL
m.giL
mg/L
W100 mL
mg/L
mg/L
su
mg/L
mg/L
NTU
°C
I mg/L
mL1L
mWL
mg/L
1
11:35
2.75
45,700
0.61
7.61
3,99
8.7
7.13
2
43,167
2.61
3
43,167
2.65
4j
14:10
1.25
43,167
0.62
6.7
3.74
9.9
7.16
51
09:10
1 2
33,490
0.59
6.71
3.45
10.2
7,18
6
09:45
5.25
34,080
0.66
7.01
3.5
9.9
7.06
7
12:20
1.45
42,290
0.61
7.47
2.94
8.7
7,09
8
11:15
1.5
53,470
0.5
7.55
2.99
9.4
T05
9
39,617
3.05
10
39,617
3.1
11
12:20
1.25
39,617
0,31
7.2
2.96
10.7
7,13
121
10:10
1.5
38,120
0.31
7.21
2,94
10.6
7.18
131
07:00
1 5
41.420
<2 0
059
<1
3 86
2,16
7.64
<2.5
2,61
10.3
7.81
141
11:55
1-25
41,570
1.14
7.2
2,66
10
7,14
151
11 30
1
26,820
0,92
7.21
2.83
1-01
7,17
161
47,627
2.9
17
47,627
2.96
18
14:10
1.5
47,627
0.69
6.99
2.76
9.8
7.09
19
11:45
1.5
37,720
0.83
7,1
2.6
10.9
7,18
20
06:30
1.25
26,560
0.79
7.13
1,62
9.6
7.29
21
12:10
1.5
56,540
0.83
7.03
2,31
10.9
7,17
22
12:10
1.25
37,220
0.8
7.03
2 09
10.6
7.09
23
45,043
2
24
45,043
2.15
25
13:40
1.25 1
45,043
0.84
6.51
2.09
10.6
7.16
26
12:15
1.5 1
40,710
74
6.61
2.19
10.1
7.09
271
09:00
2.5
53,640
<2 0
0.88
<1
3.86
216
6.71
<2.5
2.14
10.3
7.08
28
11:30
1.25
3T 190
0.85
7.19
1.96
9.8
7.33
29
30
31
Average:
41,889
4.37
3.86
2.16
2.71
9.60
7 7.18
Daily Maximum:
56.540
74.00
3.86
216
7 64
13.99
10.90
7.81
Daily Minimum:
26,560
0.31
3.86
2.16
6.51
1.62
1.01
7.05
Sampling Type:
Recorder
Composite
Composite
Grab
Grab
Composite
Compos€te
Grab
Composite
Composite
Recorder
Caiculated
Grab
Monthly Limit:
331,533
10
14
4
5
Daily Limit
15
25
6
6-9
10
10
Sample Frequency:
Continuous
2 x Month
3 x Year
5 x 'meek
2 x Month
2 x Month
2 x Mon,h
5 x Week
.3 x Year
2 x Month
Continuous
5 x Week
5 x Week

FORM: NDMR 08-11 NON -DISCHARGE MONITORING REPORT (NDMR) " IE5P7`1_of-2-
Permit No.: W00028552
Facility
Name: Briar Chapel
17"luento t1ow
Development
genera
Parameter
County: Chatham
uen roan wa er wer
Monitoring oint:
Month: March
u ace a
Year: 2013
PPI:
001
Flow Measuring
jnT1ue1,Lj
oint:
Parameter Code
0.
50050
00310
00940 50060
31616 00610 1 00620
00400
70300 00530 00076
00010 00300 00545
00615 00630
is
E
c
d
E
a) m
:°
f
u
;
y
>
a, ¢
m V�
o
i
o a
_ o
oo
u,o 0_
as
T
¢
0mmo
V
N
(ro0
m po
Z'
zd
i-
24-hr
hrs
GPD
mglL
mg/L mg/L
#11100 mL mg1L mgiL
Su
mglL mg/L NTU
°C mglL mLlL
mgiL mglL
1 1 i:50
1
37,270
0-87
7.52
1.59
8.7 7.27
2
39,130
1.75
3
39,130
1.8
4 14:30
1
39,130
0.73
7.39
1.74
11.1 7.16
5 13:05
1.25
1 41,270
0.94
7.24
1.9
12.6 7.21
6
09:45
1
42,400
<2.0
16
0.94
<1
015
3.01
7.29
82
<2 5
1-82
10.8
7.22
7
12:10
1.5
31,334
0.84
7.26
1, 86 J
11.1
7.07
8
11:20
1.25
32,516
0.91
7.18
193
11.9
7.19
9
42.440
19
10
42,440
1 95
11
14:00
1.25
42,440
0.91
6.97
2.12
12.9
7.12
12
13:30
1.5
57,260
0.99
6.97
216
12.9
716
13
07:00
1.25
38,580
0.88
7.23
2.35
11
7.39
14
11:40
1.5
39,920
0.74
7.09
2.2
12.4
7.18
15
11:55
1.25
35,000
0.69
7.07
i
i
2.15 :
12.7
7.1
16
33,529
2.25
17
33,529
2.4
181
10:30
1
33,529
0.83
d
7.24
2.09
12.1
729
191
09:50
1
64,982
<2.0
0.88
<1
C 12
4,4
7.06
<2.5
2,09
12.3
7,16
20
07;00
1
15,550
0.88
7.39
2.2
11.4
733
21
12:15
2.75
43,680
0.84
7.13
2.44
12.3
7.1
22
10:30
1.5
47,300
0.87
7.1
2,34
12.7
719
23
34,690
24
24
34.690
2.5
25
14:15
1
34,690
0.79
6.69
2,48
12.4
7.19
26
12:15
1.25
55,020
0.8
6.99
2,46
12.6
7.09
27
06:35
1
30,040
0.79
7.19
3.89
11.8
7.22
28
08:50
1.5
11,950
0.8
7.19
2.8
11.8
7.19
291
Holiday
43,528
2.8
30
43,528
2,9
311
43,528
2.7
Average:
38,839
16.D0
0.85
0.14
3.71
82.00
2.26
11.88
7,19
Daily Maximum:
64,982
16.00
0.99
0.15
4.40
- 52
82.00
3.89
12.90
7.39
Daily Minimum:
11,950
16.00 ::
0,69
0.12
3.01 1
6 69
82.00
1.59
8,70
7.07
Sampling Type:
Recorder
Composite
Composfte
Grab
Grab
Composite
Composite
Crab
Composite
Compcs:te
Recorder
Calculated
Grab
Monthly Limit:
331,533
10
14
4
5
Daily Limit:
15
25
6
G 9
10
10
Sample Frequency:
Continuous
2 x Month
3 x Year
5 x Week
2 x Month
7 x Month
2 x Month
z tvee�
3 x Year
2 x Mc 1h
Continuous
5 x Week
5 x Week

FORM: NDMR 08-11 NON -DISCHARGE MONITORING REPORT (NDMR) Page _1` of _2_
Permit No.: WQ0028552
Facility Name: Briar Chapel Development
County: Chatham
Month: April Year: 2013
PPI: 001
Parameter Code -►
n ue uen o ow genera
Flow Measuring oint:
50050 00310 00940 50060 31616 00610 00620
Parameter
00400
j pen roue wa er wen ce a r
Monitoring oint:
70300 00530 00076 00010 00300 00545 00615 00630
y
c
O
d
a
10
'2
7 C
F r
E .0
co
E
Q
-
N
Ho
CD
N
FQ -6.0
LA CID
CA
T3
?
+�+
aIKU
E
F
N C
CD
TO
4d)wC
=
2
+
•ZY Z.`�
24-hr
hrs
I GPD
mglL
mglL
mg]L
W100 mL
mg1L
mg1L
su
mg/L
mg/L
NTU
°C
mg1L
mL1L
mg/
mglL
1
2
3
12:40
11:35
07:30
1.25
2.5
1.25
43,528
35,000
29,550
0.83
0.89
0.6
6.71
6.83
7.06
2.8
2.4
2,77
13.1
13.4
11.4
7.09
7.13
7.2
4
12:40
1.5
53,200
0.71
7.09
2 79
12.1
7.16
5
6
7
8
10:40
10:00
1.25
1
51,140
45,313
45,313
45,313
0.97
0.9
_
6.81
6.71
2.8
2.9
2.95
2,56
12.6
13.4
7.2
7.08
9
13:10
1
50,310
0.99
6.61
19.6
13.9
7.24
10
14:25
1
25,770
<?
0.71
1
0.79
3.62
6.79
<2 5
2
14
7.2
11
11:00
1.25
27,750
0.8
6.61
1.57
14.9
7.13
12
10:50
1.25
76,800
0.75
7.26
1,6
18.5
7.29
13
14
15
13:35
1.25
41,063
41,063
41,063
0.32
7.29
1.56
1.6
2.54
15.3
7,08.
16
08A0
1 1.25
36,960
0.29
7.03
2.61
15.5
7.1
17
15:15
1.25
42,730
0.22
7.27
3.88
18.7
7,19
18
10:45
1.25
34,430
0.3
6.9
2.9
18.3
7,03
19
12:10
1.5
34,550
0.28
6.51
2.66
18.9
7,07
20
38,007
2.7
21
38,00
2.75
22
15:30
1
38,007
0.79
6.82
3.2
17A
7.13
23
11:50
2.5
40,670
0.69
6.86
2.9
18A
7.11
24
25
07:20
11:55
1.25
1.25
16,540
42,320
<2 0
0.77
0.61
1
1.23
4.32
7.13
7.07
<2 v
2,77
2.94
1137
17.9
7.26
7.16
26
12:20
1
44,750
0.79
7.09
2.73
18.9
7.13
271
1
39,873
2-9
l
28
39,873
3
29
13:35
1
39,873
0.31
7.02
248
19.3
7.09
I
30
12:25
3
50,500
0,31
7.07
2.6
18.8
7.09
31
i
Average:
40,976
0.63
100
1.01
3.97
3.18
15.95
7.14
Daily Maximum:
76,800
0.99
1,00
1.23
4.32
7,29
19.60
19.30
7.29
Daily Minimum:
16,540
0.22
1,00
0.79
3.62
6.51
1 56
11.40
7.03
Sampling Type:
Recorder
Composite
Composite
Grab
Grab
Composite
Cornpesite
Grab
Composite
Composite
Recorder
Calculated
Grab
Monthly Limit:
331,533
10
14
4
5
Daily Limit:
15
25
6
6-9
10
10
Sample Frequency:
Continuous
2 x Month
3 x Year
5 x Week
2 x Month
2 x Month
2.x.Month
5 x Weei<
3 x Year
2 x Month
Continuous
5 x Week
5 x Week

Briar Chapel Wastewater Flow Data
May 2012 thru April 2013
Month
MAY 2012
Dale
Flow
1
31680
2
35260
3
33790
4
2719D
5
35737
6
35737
7
35737
8
21500
9
44740
10
22720
11
362M
12
39313
13
39313
14
39313
15
45320
16
40310
17
309N
18
35330
19
32383
20
32383
21
32383
22
36300
23
24250
24
36660
25
37570
26
33M
27
33680
28
33690
29
42590
30
29220
31
45W
AVG
34851 GPD
AVG Non Residential Demand
AVG Residential
Demand (Total)
Number of Residential Units
AVG Residential Demand / Unit
(3) Peak Day
Residential Demand / Unit
1.3 PF
1.3 PF
1.3 PF
8705
26146
274
Month JUN 2012
Date Flow
1 34980
2 39487
1.2 PF
3 39487
1.2 PF
4 39487
5 31270
6 24530
7 39140
8 28530
9 31667
10 31667
11 31667
12 39200
13 24980
14 36560
15 30130
16 29013
17 29013
18 29013
19 36620
20 26510
21 28200
22 37260
23 34567
24 34567
25 34567
26 31270
27 25420
28 24620
29 35870
30 56117
1.7 PF
AVG 33177 GPD
AVG Non Residential Demand
8705
AVG Residential Demand (Totat)
24472
Number of Residential Units
283
AVG Residential Demand / Unit
86
(3) Peak Day Residential Demand / Unit
128
Month
JUL 2012
Dale
Flow
1
35953
2
35953
3
49060
4
33865
5
33865
6
34740
7
35033
8
35033
9
35033
10
355M
11
36090
12
31850
13
20020
14
38777
15
38777
16
38777
17
39050
18
3001a
19
39910
20
27372
21
42300
22
42300
23
42300
24
31420
25
32500
26
39350
27
51720
28
36620
29
36620
30
36620
31
35770
AVG 36522 GPD
AVG Non Residential Demand
AVG Residential Demand (Total)
Number of Residential Units
AVG Residential Demand / Unit
(3) Peak Day Residential Demand / Unit
1 3 PF
1.2 PF
1.4 PF
10748
25774
291
89271

Briar Chapel Wastewater Flow Data
May 2012 thru April 2013
Month
AUG 2012
Date
Flow
1
20750
2
40510
3
33210
4
35227
5
35227
6
35227
7
31770
8
25410
9
47150
10
36870
11
37530
12
37530
13
37530
14
30970
15
3180D
16
37840
17
18750
18
43793
19
43793
20
43793
21
37820
22
39470
23
41620
24
36520
25
37438
26
37438
27
37438
28
47327
29
29410
30
44160
31
49430
AVG 36864 GPD
AVG Non Residential Demand
AVG Residential Demand (Total)
Number of Residential Units
AVG Residential Demand / Unit
(3) Peak Day Residential Demand / Unit
1.3 PF
1.3 PF
1.3 PF
10748
26116
307
85
Month SEPT 2012
Date Flow
1 39110
2 39110
3 39110
4 62040
1.4 PF
5 46730
1.1 PF
6 42720
7 48370
1.1 PF
8 39217
9 39217
10 39217
11 36820
12 33790
13 33100
14 36620
15 37537
16 37537
17 37537
18 41610
19 20100
20 46256
21 24694
22 39493
23 39493
24 39493
25 34790
26 45320
27 38530
28 36960
29 112950
Pool Drained
30 112950
Pool Drained
AVG 39090 GPD
AVG Non Residential Demand
8705
AVG Residential Demand (Total)
30385
Number of Residential Units
309
AVG Residential Demand / Unit
g8
(3) Peak Day Residential Demand / Unit
141
Month OCT 2012
Date Flow
1 72680
Pool Drained
2 120330
Pool Drained
3 42,710
4 44,130
1.1 PF
5 25,990
6 41,690
7 41,690
8 41,690
9 37,600
10 25.290
11 36,870
12 34.870
13 42,886
14 42.886
15 42.886
16 39,652
17 36.930
18 28,870
19 37.860
20 36.373
21 36,373
22 36,373
23 29,220
24 33,390
25 39,030
26 47,640
1.1 PF
27 35,983
28 35,983
29 35,983
30 41,230
31 49,570
1 2 PF
AVG 37988 GPD
AVG Non Residential Demand
4205
AVG Residential Demand (Total)
33783
Number of Residential Units
314
AVG Residential Demand / Unit
108
{3) Peak Day Residential Demand / Unit
125

Briar Chapel Wastewater Flow Data
May 2012 thru April 2013
Month NOV 2012
Date Flow
1 37,110
2 32, 550
3 35,006
4 35,006
5 35,006
6 28,341
7 32,500
8 27.870
9 47,640
1 3 PF
10 44,585
11 44,585
12 44,585
13 31,604
14 32.D30
15 46,270
1.2 PF
16 35,200
17 40,730
18 40,730
19 40.730
20 37,550
21 31,940
22 44.210
23 44,210
24 40,700
25 40,700
26 40,700
27 36,27D
28 5,090
29 72,96]
2,0 PF
30 9,777
AVG 37206 GPD
AVG Nan Residential Demand
4205
AVG Residential Demand (Total)
33001
Number of Residential Units
320
AVG Residential Demand / Unit
103
(3) Peak Day Residential Demand / Unit
161
Month DEC 2012
Date Flow
1 37.863
2 37,863
3 37,863
4 28,180
5 45,880
6 38,810
7 39,270
8 44,953
9 44,953
10 44,953
11 34.420
12 42,290
13 45.940
14 36.260
15 43,240
16 43,240
17 43,240
18 39,470
19 43,010
20 37,300
21 49,910
1.2 PF
22 37,417
23 37,417
24 37,417
25 45,945
26 45,945
1 1 PF
27 59,010
1 4 PF
28 38.730
29 39,430
30 39.430
31 39,430
AVG 41261 GPD
AVG Non Residential Demand
4205
AVG Residential Demand (Total)
37056
Number of Residential Units
333
AVG Residential Demand / Unit
(3) Peak Day Residential Demand / Unit
142
Month JAN 2013
Date Flow
1 37,395
2 37,395
3 40,272
4 39,507
5 45,204
6 45,204
1 45,204
8 58,310
9 21,820
10 17,060
11 75,640
1 7 PF
12 44,383
13 44,383
14 44.383
15 46,790
16 29,820
17 53,650
18 62,270
1.4 PF
19 43,110
20 43,110
21 43,110
22 5a,870
1 3 PF
23 46.830
24 19,506
25 37,850
26 46,760
27 46,760
28 46,760
29 37,230
30 41,930
31 L 45.540
AVG 43518 GPD
AVG Non Residential Demand
4205
AVG Residential Demand (Total)
39313
Number of Residential Units
344
AVG Residential Demand / Unit
114
(3) Peak Day Residential Demand / Unit
161

Briar Chapel Wastewater Flow Data
May 2012 thru April 2013
rviumn
Data
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
Ft8 1013
Flow
AVG 41889 GPI)
AVG Non Residential Demand
AVG Residential Demand (Total)
Number of Residential Units
AVG Residential Demand / Unit
(3) Peak Day Residential Demand / Unit
1.3 PF
1.3 PF
1.3 PF
4205
37684
350
too
144
Month MAR 2013
Date Flow
1 37270
2 39130
3 39130
4 39130
5 41270
6 42400
7 31334
8 32516
9 42"0
10 42440
11 42440
12 57260
1.5 PF
13 38580
14 39920
15 35000
16 33529
17 33529
18 33529
19 64982
1.7 PF
20 15550
21 43680
22 47300
23 34690
24 34590
25 34690
26 55020
1.4 PF
27 30D40
28 11950
29 43528
30 43528
31 43528
AVG 38839 GP❑
AVG Non Residential Demand
4205
AVG Residential Demand {Total)
34634
Number of Residential Units
352
AVG Residential Demand / Unit
98
(3) Peak Day Residential Demand / Unit
156
Month APR 2013
Date Flow
1 43528
2 35000
3 29550
4 53200
1.3 PF
5 51140
1.2 PF
6 45313
7 45313
8 45313
9 50310
10 25779
11 27750
12 76800
1.9 PF
13 41063
14 41063
15 41063
16 36960
17 42730
18 34430
19 34550
20 38007
21 38007
22 38007
23 40670
24 16540
25 42320
26 44750
27 39873
28 39873
29 39873
30 50500
AVG 4D976 GPD
AVG Non Residential Demand
4205
AVG Residential Demand (Totall
36771
Number of Residential Units
357
AVG Residential Demand / Unit
103
(3) Peak Day Residential Demand / Unit
157

Briar Chapel Wastewater Flow Data
May 2012 thru April 2013
Month JAN 2013
Date Flow
1 37.395
2 37,395
3 40,272
4 39.507
5 45,204
6 45,204
7 45,204
8 58,310
9 21.820
10 17,060
11 78,640
1 7 PF
12 44,383
13 44.383
14 44,383
15 46,790
16 29,820
17 53,650
18 62,270
1.4 PF
19 43.110
20 43.110
21 43.110
22 58,870
1.3 PF
23 46.830
24 19,500
25 37,850
26 46,760
27 46,760
28 46,760
29 37,230
30 41,930
31 45,540
AVG 44968 GPD
AVG Non Residential Demand
4205
AVG Residential Demand {Total)
40763
Number of Residential Units
332 F
AVG Residential Demand / Unit
123
(3) Peak Day Residential Demand / Unit
187.9
Highest 3 Day Peak Month
revised Flow based upon 12 units not occupied
3.35 Bedrooms/Home
56 Gal/Bedroom

Mark Ashness
From:
Jenny Williams <[e-mail]>
Sent:
Thursday, February 28, 2013 3:06 PM
To:
Mark Ashness
Subject:
RE: Briar Chapel Bedroom Summary
2 bedroom
3 bedroom
4 bedroom
5 bedroom
6 bedroom
7 bedroom
Total
2009
4
31
14
49
2010
4
46
26
3
79
2011
1
59
34
2
96
2012
4
78
35
4
1
1
1
123
Total
13
214
109
1
1
1
347
1;6 (�e + 4�
From: Mark Ashness [mailto:markicegroupinc.com]
Sent: Thursday, February 28, 2013 11:27 AM
To: Jenny Williams
Subject: RE: Briar Chapel Bedroom Summary
Jenny: thank you.
Is it possible to get a summary like that for 2011, 2010, and 2009? Or you can run it for all (3) years together if that is
easier.
If that's a lot of work let me know.
thx
Mark Ashness
RE, ASLA, LEED AP
301 Glenwood Avenue, Suite 220
Raleigh, NC 27603
Phone: [phone]
Cell: [phone]
US Green Building Council Member
�b 41 � e�,
N+!,i'(N J,a-4- Owls.
4+ 6PFb/�b�l
.6G�oll U-f re>)2-
i

JOHNSTON, INC. Website: www.jinc.com
132 CORPORATE BOULEVARD / P.O. BOX 580 / INDIAN TRAIL, NORTH CAROLINA 28079
TOLL FREE 800-947-0852 / LOCAL 704-821-6777 / FAX [phone]
May 10, 2012
Mr. William Lamm
Fnvirolink, Inc.
PO Box 670
Bailey, NC 27807
Re: Calibration - Briar Chapel Utilities
Dear Mr. Lamm,
This is to certify that on April 30, 2012, I calibrated the Isco Model 4210 Flow Meter (Serial No.
206G00705) with 90 Degree V-Notch Weir; checked Battery Backed Power Pack; and calibrated
HACH Turbidity Meter with 400ONTU at the Briar Chapel Utilities location, according to factory
specifications. A calibration sticker was placed on the equipment.
If you have any questions, or if I can be of assistance in any manner, please contact me at
[phone].
Best Regards,
Johnston, Inc.
Aid 91'cwi�venyl o
Micah Brewington
Service Technician
MB:dg
FIELD OFFICES- CLINTON, NC • CHARLESTON. SC • LYNCHBURG, VA

� ID �-� 0 4
SOH NSToNANC.
f-VV 1 OLiAV., a EQUIPMENT SERVICE / CALIBRATION
\r�M'--
CUSTOMER
DATE
RE
CONTACT
CITY STATE ZIP MDE
0 MC 4(
TELEPHONE #
SERIAL UMBER 0 G C) ?4S
PURCHASE ORDER #
/�
TOTALIZER QQ l 0�0 d O C A-L-
V
PLEASE PROVIDE PO# AT TIME OF SERVICE OR CALL OR EMAIL PO# TO
MAIN OFFICE AT 800-947.0852 or LVNN@J[NC.Com
BEGIN LEVEL Q L, a 1
NEXT SERVICE VISIT
❑ 3 months ❑ 6 months 12 months
END LEVEL 6 ,
t S re
CALIBRATION
REPAIR
EQUIPMENT
SIZE
PRIMARY DEVICE
SERVICE
PRICE
❑ ❑
❑
4210 Ultrasonic Flow Meter
❑
Trapezoidal Flume
❑ ❑ ❑
❑
4220 Submerged Probe Flow Meter
❑
Parshall Flume
❑ ❑ ❑
❑
4230 Bubbler Flow Meter
❑
Palmer-Bowfus Flume
01
❑ ❑ ©
❑
4250 Area Velocity Flow Meter
o
V-notch Weir
5o o `
❑ ❑ ❑
❑
3010 Ultrasonic Flow Transmitter
❑
Rectangular Weir
❑ ❑ ❑
❑
3210 Flow Meter
❑
❑ ❑ ❑
❑
3230 Flow Meter
PARTS REPLACED
❑ ❑ ❑
❑
Mag Meter:
QTY
PIN
DESCRIPTION
PARTS PRICE
❑ ❑ ❑
❑
3710 Sampler
60-9004-126
Isco double ju nctlon pHltemp probe
❑ ❑ ❑
❑
4700 Sampler
60-3213.098
Printer Assembly
❑ ❑ ❑
6712 Sampler
60-2313-019
Plotter Paper
❑ ❑ 191,
❑
250-0200.000
Printer Ribbon
❑ Confined Space Service
❑ Calibrated pH @ 4, 7 & 10 Buffers
❑ Cleaned Bubble Tube a Line ❑ Checked Chart Recorder [tKignal Strength (4210): 7�
❑ D ' cant Change ❑ Pump Duty Cycle (4230):
Checked Battery Backed Power Pack - Supply Voltage: 13 , Y I—
❑ Mileage miles @
TOTALS
COMMENTS
vl I w/rr
j�fIS WWN INVOICE. PLEASE DO NOT PAY FROM THIS SERVICE FORM **
Inc.
Customer

JOHNSTON, INC. Webs#te: www,jinc.com
132 CORPORATE BOULEVARD 1 PO. BOX 5801 INDIAN TRAIL, NORTH CAROLINA 28079
TOLL FREE 800-947.0852 1 LOCAL 704-821-67771 FAX [phone]
July 15, 2013
Ms. Heather Adams
Envirolink, Inc.
PO Box 670
Bailey, NC 27807
Re: Calibration - Briar Chapel Utilities
Dear Ms. Adams,
This is to certify that on April 17, 2013, I calibrated the Isco Model 4210 Flow Meter (Serial No.
206G00705) with 90 Degree V-Notch Weir; and HACH Turbidly Meter with 4000 NTU at the
Briar Chapel Utilities location, according to factory specifications. A calibration sticker was
placed on the equipment.
If you have any questions, or if I can be of assistance In any manner, please contact me at
[phone].
Best Regards,
Johnston, Inc.
Micah Brewington
Service Technician
MB:dg
FIELD OFFICES CLINTON, NC • CHARLESTON, SC • LYNCHBURG. VA

CHATHAM COUNTY
N O R T H C A R D L I N A
Certificate of Sedimentation and Erosion Control Plan Approval and
Land -Disturbing Permit
For
Briar Chapel- Western Storage Pond
Project Name
2014-020
Permit Number
The posting of this certificate certifies that an erosion and sedimentation
control plan has been approved for this project by Chatham County, North
Carolina in accordance with North Carolina General Statute 113A-57 (4) and
113A-54 (d) (4), the North Carolina Administrative Code, Title 15A, Chapter
4B.0007 (c) and as per applicable sections of the Chatham County Soil Erosion
and Sedimentation Control Ordinance. This certificate must be posted at the
primary entrance of the job site before construction begins and until
establishment of permanent ground cover as required by North Carolina
Administrative Code, Tide 15A, Chapter 4B.0027 (b) and as per Chatham
County's Erosion and Sediment Control Ordinance, Section 5 (i).
Responsible Person: Laurie Ford Phone: [phone]
This plan was approved with "modifications" ❑ Yes —h�o and / or
"performance reservations" L.-fes ❑ No.
r
Re��ew Date: # _
THE ORDINANCE REQUIRES THAT A COPY OF
THE EROSION CONTROL PLAN
MUST BE KEPT AVAILABLE AT THE JOB SITE
AT ALL TIMES FOR INSPECTION

STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
GENERAL PERMIT - NCG 010000
TO DISCHARGE STORMWATER UNDER THE
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
for
CONSTRUCTION ACTIVITIES
In compliance with the provision of North Carolina General Statute 143-215.1, other lawful
standards and regulations promulgated and adopted by North Carolina Environmental
Management Commission and the Federal Water Pollution Control Act as amended:
All owners or operators of stormwater point source discharges associated with
construction activities including clearing, grading or excavation activities resulting in
the disturbance of land greater than or equal to one acre, or that are part of a common
plan of development of that size, are hereby authorized to discharge stormwater to the
surface waters of North Carolina or to a separate storm sewer system conveying
stormwater to the surface waters in accordance with the terms and conditions set forth
herein. Failure to receive coverage under this permit or violations of any of the
conditions listed may result in assessment of state or federal civil or criminal penalties
for each day of violation.
The General Permit shall become effective on August 3, 2011.
The General Permit shall expire at midnight on July 31, 2016.
Signed this day July, 201
/YL--*i--
\-�c�en H. llins, Director
Division of Water Quality
By the Authority of the Environmental Management Commission
Page 1 of 16

TABLE OF CONTENTS
Page
SECTION I - COVERAGE UNDER THE GENERAL PERMIT .................... 3
SECTION II — STORMWATER POLLUTION PREVENTION REQUIREMENTS... 4
Section II.A. - Stormwater Pollution Prevention Requirements in the E&SC Plan ......... 4
Section II.B. - Stormwater Pollution Prevention Requirements in the Construction GP ...... 5
Section II.B.1. - Construction Site Pollutants ...................................... 5
Section II.B. 2 - Ground Stabilization ...... ............. ......................... 6
Section II.B. 3. - Self Inspection and Reporting Requirements .......................... 6
Section II.B.4. - Sediment Basins ................................................ 8
Section II.B.5. -Discharges to Special or Threatened Waters ........................... 8
SECTION III — FRAMEWORK OF PERMIT COVERAGE ........................ 8
SECTION IV — OPERATION AND MAINTENANCE OF POLLUTION CONTROLS. 10
SECTION V — PERMIT ADMINISTRATION AND COMPLIANCE ISSUES .........11
SECTION VI — DISCHARGE MONITORING AND TURBIDITY LIMITATIONS .... 15
SECTION VII — DEFINITIONS ................ ............................. . .. 15
SECTION VIII — DIVISION OF WATER QUALITY CONTACTS .................. 16
Page 2 of 16

SECTION I
COVERAGE UNDER THE GENERAL PERMIT
Until this State of North Carolina General Permit expires or is modified or revoked, the permittee is
authorized to discharge stormwater in accordance with the terms and conditions of this permit and in
accordance with an approved Erosion and Sedimentation Control Plan by the North Carolina Division
of Land Resources, Land Quality Section, or a delegated local program under the provisions and
requirements of North Carolina General Statutes in Article 4 of Chapter l 13A to the surface waters of
North Carolina or to a separate storm sewer system. The permit, along with state statutes (N.C.G.S.
143-215.1) and rules (NCAC 2H .0100) relating to stormwater permitting are designed to work
together to assure compliance with the NPDES requirements of the Clean Water Act. Furthermore,
North Carolina rules in Title 15A NCAC 2H .0126 adopt by reference the federal stormwater
permitting requirements.
Any other point source discharge to surface waters of the state is prohibited unless covered by another
permit, authorization or approval. The discharges allowed by this General Permit shall not cause or
contribute to violations of North Carolina Water Quality Standards for surface waters and wetlands (15A
NCAC 2B .0200). Discharges allowed by this permit must meet all applicable water quality certification or
permit requirements as outlined in 15A NCAC 2H .0500 and 2H .1300. This permit does not relieve the
permittee from responsibility for compliance with any other applicable federal, state, or local law, rule,
standard, ordinance, order, judgment, or decree.
This General Permit is applicable to point source discharges from construction activities disturbing
one or more acres of land. The application to the Division of Land Resources or a delegated local
program for approval of a local Erosion and Sedimentation Control Plan (E&SC Plan) shall be considered
to take the place of a Notice of Intent for coverage under this General Permit for those projects requiring
this Permit coverage. Coverage under this General Permit shall become effective upon issuance of an
approval for the E&SC Plan by the Division of Land Resources or delegated local program that includes
the following:
a. Designation on the plans where the specific ground stabilization requirements apply as per Section
II.B.2 of this permit.
b. Designs of basins with surface withdrawal as per Section II.B.4 of this permit.
Prior to the commencement of construction and land disturbing activities, approval of the E&SC Plan shall
be obtained.
This General Permit revision reflects changes made in the federal regulations effective February 1,
2010. The federal regulations were a result of litigation that mandated that construction activities over a
certain size must contain additional specifications that would result in reduced wastes and sediment
loading reaching the nation's waters. The Division of Water Quality and the Division of Land Resources
established a Construction General Permit Technical Advisory Group (CTAG) to provide them guidance
in developing the permit. The CTAG was comprised of 14 members who represented a broad range of
environmental, regulatory, government and development interests. A Draft Construction General Permit
was prepared and made available for review on May 13, 2011. A public meeting was held on June7th.
This permit reflects the input received during the twelve- month development process.
Any owner or operator not wishing to be covered or limited by this General Permit may apply for an
individual NPDES permit in accordance with NPDES procedures in 15A NCAC 2H .0100, stating the
reasons supporting the request. Any application for an individual permit should be made at least 180 days
prior to the time the permit is needed unless waived, by the Director.
This General Permit does not cover activities or discharges covered by an individual NPDES permit until
the individual permit has expired or has been rescinded. Any person conducting an activity covered by an
Page 3 of 16

individual permit but which could be covered by this General Permit may request that the individual
permit be rescinded and coverage under this General Permit be provided.
The Division of Water Quality partners with the Division of Land Resources to implement a complete
program for construction site coverage that includes state sedimentation control and NPDES
stormwater control. The Division of Land Resources implements their control programs through an
Erosion and Sedimentation Control Plan (E&SC Plan) issued for each construction site in the state
disturbing one or more acres of land. An E&SC Plan is required for each site by the Division of Land
Resources or a delegated local government program. The NPDES Construction Stormwater permit
(NCGO10000) is attached to Erosion and Sedimentation Control Plan approvals. The permittee is
responsible for abiding by the conditions of both of these documents.
The Sedimentation Pollution Control Act of 1973 places a duty upon the Sedimentation Control
Commission to "develop recommended methods of control of sedimentation and prepare and make
available for distribution publications and other materials dealing with sedimentation control techniques
appropriate for use by persons engaged in land -disturbing activities." The Sedimentation Control
Commission and the Division of Land Resources have adopted the North Carolina Erosion and Sediment
Control Planning and Design Manual as the document to provide that guidance for use at all constructions
sites in the state. The individual Erosion and Sedimentation Control Plans are developed based on this
guidance and become a condition of the Division of Water Quality's Construction Stormwater General
Permit. As provided in this permit, "deviation from the approved E&SC Plan, or approved amendment to
that plan, shall constitute a violation of the terms and conditions of this general permit."
SECTION II
STORMWATER POLLUTION PREVENTION REQUIREMENTS
The State construction -related stormwater pollution prevention program provides for: (a) identification
of the potential sources of stormwater pollution at the individual construction site; (b) description of
the stormwater control measures to reduce or eliminate pollutants in stormwater discharges from the
construction site; and (c) identification of the procedures the operator will implement to comply with
the terms and conditions of this general permit and the Erosion and Sedimentation Control Plan
(E&SC Plan). In North Carolina, the approved Erosion and Sedimentation Control Plan for the site,
and the NCGOI Construction General Permit are considered the Stormwater Pollution Prevention
Plan (SWPPP) for that site. These two documents, and any specifically -added water quality
conditions for that site, contain the provisions necessary to meet the federal regulatory requirements of
the NPDES program including provisions implementing the Effluent Limitations Guidelines effective
at the time of this permit.
SECTION H.A. - STORMWATER POLLUTION PREVENTION REQUIREMENTS
IN THE EROSION AND SEDIMENTATION CONTROL PLAN
The Erosion and Sedimentation Control program is mandated and funded according to state statutes.
The majority of the technology -based requirements needed to satisfy the federal stormwater pollution
prevention specifications are addressed in the approved E&SC Plan. Each applicant for an E&SC Plan
approval is required to comply with a "checklist" of over 50 site -specific conditions*. The categories
of these conditions include:
1) location information,
2) site features,
3) control measures,
4) drainage features,
5) stormwater calculations,
6) stabilization,
7) ownership information and
8) construction sequencing.
Page 4 of 16

*The individual requirements to be addressed in each E&SC Plan application can be found at
http://portal.nedenr.org/web/lr/erosion . See "Plan check list for designers."
SECTION U.B. - STORTMWATER POLLUTION PREVENTION REQUIREMENTS IN THE
NC CONSTRUCTION GENERAL PERMIT
In addition to the stormwater pollution prevention controls found in the E&SC Plan, this Construction
General Permit contains additional conditions that must be met in order to comply with the NPDES
program requirements. They are as follows:
1) Construction Site Pollutants
Permittee must manage activities on the site such that water quality standards are not violated from site
activities or allowed discharges. In addition to stream pollution from sediment discharge, other
activities on construction and development sites can result in pollutants reaching the state's waters.
EPA has prepared guidance documents that provide best management practices that address many
activities. See h fpub.epa govinpdes/stonnwater/menuofbmps/index.cfm?action=min_measura&min_mmure_id=4
The following activities, and others on a site -specific basis, require oversight throughout the
construction and development process to assure that all water quality standards are protected:
a) Equipment Operation and Maintenance - Equipment utilized during the construction activity on
a site must be operated and maintained in such a manner as to prevent the potential or actual
pollution of the surface or ground waters of the state. Fuels, lubricants, coolants, and hydraulic
fluids, or any other petroleum products, shall not be discharged onto the ground or into surface
waters. Spent fluids shall be cleaned up and disposed of in a manner so as not to enter the
waters, surface or ground, of the state and in accordance with applicable state and federal
regulations.
b) Material Handling - Herbicide, pesticide, and fertilizer usage during the construction activity
shall be consistent with the Federal Insecticide, Fungicide, and Rodenticide Act and shall be in
accordance with label restrictions.
c) Building Material Waste Handling
i) All wastes composed of building materials shall be disposed of in accordance with North
Carolina General Statutes, Chapter 130A, Article 9 - Solid Waste Management, and rules
governing the disposal of solid waste (North Carolina Administrative Code Section 15A
NCAC 13B).
ii) Locate areas dedicated for management of land clearing and demolition debris, construction
and domestic waste, and hazardous or toxic waste. This location shall be at least 50 feet
away from storm drain inlets and surface waters unless it can be shown that no other
alternatives are reasonably available.
iii) Dumping of paint and other liquid building material wastes in storm drains is prohibited.
iv) Litter and Sanitary Waste - The permittee shall control the management and disposal of litter
and sanitary waste from the site.
d) Location of Stock Piles - Locate earthen -material stock pile areas at least 50 feet away from
storni drain inlets and surface waters unless it can be shown that no other alternatives are
reasonably available.
e) Handling of Concrete
i) Concrete materials onsite, including excess concrete, must be controlled and managed to avoid
contact with surface waters, wetlands or buffers. No concrete or cement slurry shall be
discharged from the site. (Note that discharges from onsite concrete plants require coverage
under a separate NPDES permit — NCG 140000.)
ii) Any hardened concrete residue will be disposed of, or recycled on site, in accordance with
local and state solid waste regulations.
Page 5of16

2) Ground Stabilization
a) Soil stabilization shall be achieved on any area of a site where land -disturbing activities have
temporarily or permanently ceased according to the following schedule:
i) All perimeter dikes, swales, ditches, perimeter slopes and all slopes steeper than 3
horizontal to 1 vertical (3:1) shall be provided temporary or permanent stabilization with
ground cover as soon as practicable but in any event within 7 calendar days from the last
land -disturbing activity.
ii) All other disturbed areas shall be provided temporary or permanent stabilization with
ground cover as soon as practicable but in any event within 14 calendar days from the last
land -disturbing activity.
b) Conditions - In meeting the stabilization requirements above, the following conditions or
exemptions shall apply:
i) Extensions of time may be approved by the permitting authority based on weather or
other site -specific conditions that make compliance impracticable.
ii) All slopes 50' in length or greater shall apply the ground cover within 7 days except when the
slope is flatter than 4:1. Slopes less than 50' shall apply ground cover within 14 days except
when slopes are steeper than 3:1, the 7 day -requirement applies.
iii) Any sloped area flatter than 4:1 shall be exempt from the 7-day ground cover requirement.
iv) Slopes 10' or less in length shall be exempt from the 7-day ground cover requirement except
when the slope is steeper than 2:1.
v) Although stabilization is usually specified as ground cover, other methods, such as chemical
stabilization, may be allowed on a case -by -case basis.
vi) For portions of projects within the Sediment Control Commission -defined "High Quality Water
Zone" (15A NCAC 04A. 0105) , stabilization with ground cover shall be achieved as soon as
practicable but in any event on all areas of the site within 7 calendar days from the last land -
disturbing act.
vii) Portions of a site that are lower in elevation than adjacent discharge locations and are not
expected to discharge during construction may be exempt from the temporary ground cover
requirements if identified on the approved E&SC Plan or added by the permitting authority.
s) Self Inspection and 1Reportina Requirements
Minimum self inspection -and reporting requirements are as follows unless otherwise approved in
writing by the Division of Water Quality.
a) A rain gauge shall be maintained in good working order on the site unless another rain -
monitoring device has been approved by the Division of Water Quality.
b) A written record of the daily rainfall amounts shall be retained and all records shall be made
available to Division of Water Quality or authorized agent upon request. If no daily rain gauge
observations are made during weekend or holiday periods, and no individual -day rainfall
information is available, the cumulative rain measurement for those un-attended days will
determine if a site inspection is needed. (Note: if no rainfall occurred, the permittee must record
"zero").
c) Erosion and sedimentation control measures shall be inspected to ensure that they are operating
correctly. Inspection records must be maintained for each inspection event and for each
measure. At a minimum, inspection of measures must occur at the frequency indicated below:
i) All erosion and sedimentation control measures must be inspected by or under the
direction of the permittee at least once every seven calendar days, and
ii) All erosion and sediment control measures must be inspected by or under the direction
of the permittee within 24 hours after any storm event of greater than 0.50 inches of
rain per 24 hour period.
d) Once land disturbance has begun on the site, stormwater runoff discharge outfalls shall be
inspected by observation for erosion, sedimentation and other stormwater discharge
characteristics such as clarity, floating solids, and oil sheens. Inspections of the outfalls shall be
made at least once every seven calendar days and within 24 hours after any storm event of
greater than 0.50 inches of rain per 24 hour period.
Page 6of16

e) Inspections are only required to be made during normal business hours. When adverse
weather conditions would cause the safety of the inspection personnel to be in jeopardy,
the inspection can be delayed until it is deemed safe to perform these duties. (Times when
inspections were delayed because of safety issues should be noted in the Inspection
Record.) If the inspection cannot be done on that day, it must be completed on the
following business day.
f) Twenty-four Hour Reporting for visible sediment deposition
i) The permittee shall report to the Division of Water Quality central office or the
appropriate regional office any visible sediment being deposited in any stream or
wetland or any noncompliance which may endanger health or the environment. (See
Section VIII of this permit for contact information.) Any information shall be provided
orally or electronically within 24 hours from the time the permittee became aware of the
circumstances.
ii) A written submission shall be provided to the appropriate regional office of the Division
of Water Quality within 5 days of the time the permittee becomes aware of the
circumstances. The written submission shall contain a description of the sediment
deposition and actions taken to address the cause of the deposition. The Division of
Water Quality staff may waive the requirement for a written report on a case -by -case
basis.
g) Records of inspections made during the previous 30 days shall remain on the site and available
for agency inspectors at all times during normal working hours, unless the Division of Water
Quality provides a site -specific exemption based on unique site conditions that make this
requirement not practical. Older records must be maintained for a period of three years after
project completion and made available upon request. The records must provide the details of
each inspection including observations, and actions taken in accordance with this permit. The
permittee shall record the required rainfall and monitoring observations on the Inspection Record
form provided by the Division or a similar inspection form that is inclusive of all of the elements
contained in the Division's form. Use of electronically -available records, in lieu of the required
paper copies for inspection will be allowed if shown to provide equal access and utility as the
hard -copy records.
h) Inspection records must include, at a minimum, the following:
i) Control Measure Inspections: Inspection records must include at a minimum: 1)
identification of the measures inspected, 2) date and time of the inspection, 3) name of
the person performing the inspection, 4) indication of whether the measures were
operating properly, 5) description of maintenance needs for the measure, 6) corrective
actions taken (7) date of actions taken, as well as the date and amounts of rainfall
received.
ii) Stormwater Discharge Inspections: Inspection records must include at a minimum: 1)
identification of the discharge outfall inspected, 2) date and time of the inspection, 3)
name of the person performing the inspection, 4) evidence of indicators of stormwater
pollution such as oil sheen, floating or suspended solids or discoloration, 5) indication of
visible sediment leaving the site, 6) actions taken to correct/prevent sedimentation and
7) date of actions taken.
iii) Visible Sedimentation Found Outside the Site Limits: Inspection records must include:
1) an explanation as to the actions taken to control future releases, 2) actions taken to
clean up or stabilize the sediment that has left the site limits and 3) the date of actions
taken.
iv) Visible Sedimentation Found in Streams or Wetlands: All inspections should include
evaluation of streams or wetlands onsite or offsite (where accessible) to determine if
visible sedimentation has occurred.
i) Visible Stream Turbidity - If the discharge from a site results in an increase in visible stream
turbidity, inspection records must record that evidence and actions taken to reduce sediment
contributions. Sites discharging to streams named on the state's 303(d) list as impaired for
sediment -related causes may be required to perform additional monitoring, inspections or
Page 7 of 16

application of more -stringent management practices if it is determined that the additional
requirements are needed to assure compliance with the federal or state impaired -waters
conditions. If a discharge covered by this permit enters a stream segment that is listed on the
Impaired Stream List for sediment -related causes, and a Total Maximum Daily Load (TMDL)
has been prepared for those pollutants, the permittee must implement measures to ensure that the
discharge of pollutants from the site is consistent with the assumptions and meets the
requirements of the approved TMDL. The Division of Water Quality 303(d) list can be found
at: http://h2o.enr.state.nc.us/tmdl/General_303d.htm/
4.) Sediment Basins
Sediment basins and traps shall meet the following requirements:
a) Outlet structures shall be utilized that withdraw water from the surface.
b) For basins or traps that have a drainage area of less than 1.0 acre, draw -down designs specified
in the Division of Land Resources or delegated local program requirements are acceptable.
c) Chemical treatment
i) All treatment chemicals must be stored in leak -proof containers that are kept under
storm -resistant cover or surrounded by secondary containment structures designed to
protect adjacent surface waters.
ii) All treatment chemicals must be used in accordance with dosing specifications and
application rates provided by the manufacturer, supplier and as specified by the Division
of Water Quality.
iii) The Permittee must only use chemicals that have been approved by the NC Division of
Water Quality and posted on their "North Carolina Division of Water Quality Approved
PAMS/Flocculants List" found on their web site at:
http://portal.ncdenr.org/web/wq/ws/s .
iv) The Permittee must route stormwater treated with polymers, flocculants, or other
treatment chemicals through sediment trapping, filtering, and/or settling devices(s) to
ensure adequate removal of sediment flocculent prior to discharge to surface waters.
d) Discharge requirement - Discharges must meet the statutory requirements of the Sediment
Pollution Control Act and utilize the provisions of Section 6.74 of the Erosion and Sediment
Control Planning and Design Manual to assure that buffers and vegetated areas will be used to
reduce the potential for visible siltation outside of the 25% buffer zone nearest the land -
disturbing activity.
5) Discharges to Special or Threatened Waters
a) Disturbed areas within one mile of and draining to waters where federally -listed threatened or
endangered aquatic species are present shall be limited at any time to a maximum total area
within the boundaries of the tract of 20 acres. These projects shall also use control measures
that are designed, installed and maintained in accordance with criteria set forth in 15A NCAC
04B .0124 — Design Standards in Sensitive Watersheds. The Division of Water Quality may
require additional/alternative protection measures or require coverage under an individual
Construction NPDES Stormwater permit. Other management practices may be acceptable if
these designs are shown by the applicant, to the satisfaction of the Director, to provide
equivalent protection.
b) Construction activities in High Quality Waters Zones require quicker ground stabilization
provisions as specified in Section II.B.2.b. of the permit.
SECTION III
FRAMEWORK OF PERMIT COVERAGE
During the period beginning on the effective date of the permit and lasting until expiration, the Permittee is
authorized to discharge stormwater associated with construction activity including clearing, grading and
excavation activities resulting in the disturbance of land and related support activities. Such discharges
shall be controlled, limited and monitored as specified in this permit.
Page 8 of 16

1) Continuation of Previously Permitted Projects - Projects and their corresponding activities
permitted under the previous version of the NC general permit for construction activities will
continue to be valid with the previous permit conditions and will be considered covered under this
general permit.
2) Projects submitted prior to the effective date of the permit — Complete project applications that
were received prior to the effective date of this permit, but not approved by the permitting
authority until after approval of this NPDES permit, can rely on design and management practices
effective at the time of application submittal.
3) Implementation of the Erosion and Sedimentation Control Plan [E&SC Plan):
a) The Permittee must implement and follow the E&SC Plan, which has been approved by the
Division of Land Resources or local delegated program.. The approved E&SC Plan is
considered a condition of this general permit.
b) Deviation from the approved E&SC Plan, or approved amendment, shall constitute a violation
of the terms and conditions of this general permit except that deviation from the approved plan
will be allowed:
i) to correct an emergency situation where sediments are being discharged off the site,
or,
ii) when minor modifications have been made that result in an alteration or relocation of
an erosion or sedimentation control measure and does not affect the ability of the
measure to perform as intended.
c) Allowed deviations must be noted on the approved E&SC Plan and maintained at the job site.
d) Prior to the commencement of any land disturbance onsite, and during the construction
activities, a copy of the approved E&SC Plan and this NPDES construction permit shall be
maintained on the site. These documents must be kept current and up to date.
4) BMPs and Control Measures - Consistent with the provisions contained in this permit and the
E&SC Plan, the permittee must select, install, implement and maintain best management practices
(BMPs) and control measures that minimize pollutants in the discharge to meet the requirements
of this permit.
5) Additional Action - If there is evidence indicating that the stormwater discharges from the site are
impacting or have the potential to impact surface waters or wetlands, the Division of Water
Quality may take appropriate actions including any or all of the following:
a) take compliance and enforcement action;
b) require the permittee to include and implement appropriate control and restoration measures;
c) require the permittee to develop and implement additional site -specific stormwater pollution
prevention measures;
d) require the permittee to obtain an individual permit.
6) When an Individual Permit may be Required - The Director may require any owner/operator
authorized to discharge under a certificate of coverage issued pursuant to this general permit to
apply for and obtain an individual permit or a general permit with additional conditions. Any
interested person may petition the Director to require an individual permit pursuant to 15A NCAC
2H .0127. Cases where an individual permit may be required include, but are not limited to, the
following:
a) The receiving stream is of a unique quality and the standard conditions may not provide
adequate protection;
b) The discharger is a significant contributor of pollutants;
c) Conditions at the permitted site change, altering the constituents and/or characteristics of the
discharge such that the discharge no longer qualifies for a General Permit;
Page 9 of 16

d) A change has occurred in the availability of demonstrated technology or practices for the
control or abatement of pollutants applicable to the point source;
e) The discharge violates the terms or conditions of this general permit;
f) Effluent limitations are promulgated for the point sources covered by this general permit;
g) A Water Quality Management Plan containing requirements applicable to such point sources is
approved after the issuance of this general permit.
7) When an Individual Permit may be Requested - Any permittee operating under this general permit
may request to be excluded from the coverage of this general permit by applying for an individual
permit. When an individual permit is issued to an owner/operator the applicability of this general
permit is automatically terminated on the effective date of the individual permit.
SECTION IV
OPERATION AND MAINTENANCE OF POLLUTION CONTROLS
l ) Proper Operation and Maintenance - The permittee shall at all times properly operate and maintain
all control measures and systems of treatment and control (and related appurtenances) which are
installed or used by the permittee to achieve compliance with the conditions of this general permit.
2) Need to Halt or Reduce not a Defense - It shall not be a defense for a permittee in an enforcement
action that it was necessary to halt or reduce the permitted activity in order to maintain compliance
with the condition of this general permit.
3) Bypassing of Stormwater Control Facilities
a) Bypass Not Exceeding Limitations.
The permittee may allow any bypass to occur which does not cause effluent limitations to be
exceeded, but only if it also is for essential maintenance to assure efficient operation or as part
of a planned action specified in the approved Erosion and Sedimentation Control Permit.
These bypasses are not subject to the provisions of Paragraphs b. and c. of this section.
b) Notice
i) Anticipated bypass - If the permittee knows in advance of the need for a bypass, it shall
submit prior notice, if possible at least ten days before the date of the bypass; including an
evaluation of the anticipated quality and effect of the bypass.
ii) Unanticipated bypass - The permittee shall submit notice to the Division contact (See
Section VIII.) within 24 hours of the occurrence of an unanticipated bypass.
c) Prohibition of Bypass
Bypass is prohibited and the Director may take enforcement action against a permittee for
bypass, unless:
i) Bypass was unavoidable to prevent loss of life, personal injury or severe property damage;
ii) There were no feasible alternatives to the bypass, such as the use of auxiliary control
facilities, retention of stormwater or maintenance during nonnal periods of equipment
downtime or dry weather. This condition is not satisfied if adequate backup controls
should have been installed in the exercise of reasonable engineering judgment to prevent a
bypass which occurred during normal periods of equipment downtime or preventive
maintenance; and
iii) The permittee submitted notices as required under Paragraph b. of this section.
d) The Director may approve an anticipated bypass, after considering its adverse effects, if the
Director determines that it will meet the three conditions listed above in Paragraph c. of this
section.
4) Upsets
a) Definition - "Upset" means an exceptional incident in which there is unintentional and
temporary noncompliance with technology -based permit effluent limitations because of factors
beyond the reasonable control of the permittee. An upset does not include noncompliance to
the extent caused by operational error, improperly designed treatment or control facilities,
Page 10 of 16

inadequate treatment or control facilities, lack of preventive maintenance, or careless or
improper operation.
b) Effect of an Upset - An upset constitutes an affirmative defense to an action brought for
noncompliance with technology based permit effluent limitations if the requirements of
paragraph c. of this condition are met. No determination made during administrative review of
claims that noncompliance was caused by upset, and before an action for noncompliance, is
final administrative action subject to judicial review.
c) Conditions Necessary for a Demonstration of Upset - A permittee who wishes to establish the
affirmative defense of upset shall demonstrate, through properly signed, contemporaneous
operating logs, or other relevant evidence that:
i) An upset occurred and that the permittee can identify the cause(s) of the upset;
ii) The permitted facility was at the time being properly operated;
iii) The permittee submitted notice of the upset as required in this general permit, and,
iv) The permittee complied with any remedial measures required in this general permit.
d) Burden of Proof - In any enforcement proceeding, the permittee seeking to establish the
occurrence of an upset has the burden of proof.
5) Inspection and Entry - The permittee shall allow the Director or an authorized representative
(including an authorized contractor acting as a representative of the Director), upon the
presentation of credentials and other documents as may be required by law, to:
a) Enter upon the permittee's premises where a regulated facility or activity is located or
conducted, or where records must be kept under the conditions of this general permit;
b) Have access to and copy, at reasonable times, any records that must be kept under the
conditions of this general permit;
c) Inspect at reasonable times any facilities, equipment (including monitoring and control
equipment), practices, or operations regulated or required under this general permit; and
d) Sample or monitor at reasonable times, for the purposes of assuring general permit compliance
or as otherwise authorized by the Clean Water Act, any substances or parameters at any
location.
SECTION V
PERMIT ADMINISTRATION AND COMPLIANCE ISSUES
I ) Time of compliance — Erosion and sedimentation control measures shall be maintained, and self -
monitoring shall continue, after the completion of construction and development until the
establishment of permanent ground cover sufficient to restrain erosion or until the financially
responsible party has conveyed ownership or control of the tract of land for which the erosion and
sedimentation control plan has been approved and the agency that approved the plan has been
notified. If the financially responsible party has conveyed ownership or control of the tract of land
for which the Erosion and Sedimentation Control Plan has been approved, the new owner or
person in control shall conduct and document self -monitoring until the establishment of permanent
ground cover sufficient to restrain erosion.
Upon establishment of permanent ground cover sufficient to restrain erosion, the permittee shall
request an inspection by the permitting authority to verify the adequacy of the ground cover.
Coverage under the permit shall end when a Sedimentation Inspection Report is issued
documenting the final stabilization of the site with adequate permanent ground cover. The signed
Sedimentation Inspection Report shall serve as a notice of termination.
2) Operation efficiency - During construction and until the completion of construction or
development and the establishment of permanent stabilization, the permittee shall provide the
operation and maintenance necessary to operate the stone water control measures and all erosion
and sedimentation control measures at optimum efficiency.
3) Corrective action - If inspections required by this permit identify a need for maintenance of control
measures, modifications or additions to control measures, or corrective actions to control sediment
Page 1 l of 16

or other pollutants these actions must be performed as soon as possible and before the next storm
event to maintain the effectiveness of the control measures.
4) Duty to Comply - The permittee must comply with all conditions of this general permit. Any
permit noncompliance constitutes a violation of the Clean Water Act and is grounds for
enforcement action; certificate of coverage termination, revocation and reissuance, or
modification; or denial of a certificate of coverage upon renewal application.
a) The permittee shall comply with effluent standards or prohibitions established under section
307(a) of the Clean Water Act for toxic pollutants and with standards for sewage sludge use or
disposal established under section 405(d) of the CWA within the time provided in the
regulations that establish these standards or prohibitions or standards for sewage sludge use or
disposal, even if the permit has not yet been modified to incorporate the requirement.
b) The Clean Water Act provides that any person who violates section 301, 302, 306, 307, 308,
318 or 405 of the Act, or any permit condition or limitation implementing any such sections in
a permit issued under section 402, or any requirement imposed in a pretreatment program
approved under sections 402(a)(3) or 402(b)(8) of the Act, is subiect to a civil penalty not to
exceed $27,000 per day for each violation. The Clean Water Act provides that any person
who negligently violates sections 301, 302, 306, 307, 308, 318, or 405 of the Act, or any
condition or limitation implementing any of such sections in a permit issued under section 402
of the Act, or any requirement imposed in a pretreatment program approved under section
402(a)(3) or 402(b)(8) of the Act, is subject to criminal penalties of $2,500 to $25,000 per day
of violation, or imprisonment of not more than 1 year, or both. In the case of a second or
subsequent conviction for a negligent violation, a person shall be subject to criminal penalties
of not more than $50,000 per day of violation, or by imprisonment of not more than 2 years, or
both. Any person who knowingly violates such sections, or such conditions or limitations is
subject to criminal penalties of $5,000 to $50,000 per day of violation, or imprisonment for not
more than 3 years, or both. In the case of a second or subsequent conviction for a knowing
violation, a person shall be subject to criminal penalties of not more than $100,000 per day of
violation, or imprisonment of not more than 6 years, or both. Any person who knowingly
violates section 301, 302, 303, 306, 307, 308, 318 or 405 of the Act, or any permit condition or
limitation implementing any of such sections in a permit issued under section 402 of the Act,
and who knows at that time that he thereby places another person in imminent danger of death
or serious bodily injury, shall, upon conviction, be subject to a fine of not more than $250,000
or imprisonment of not more than 15 years, or both. In the case of a second or subsequent
conviction for a knowing endangerment violation, a person shall be subject to a fine of not
more than $500,000 or by imprisonment of not more than 30 years, or both. An organization,
as defined in section 309(c)(3)(B)(iii) of the CWA, shall, upon conviction of violating the
imminent danger provision, be subject to a fine of not more than $1,000,000 and can be fined
up to $2,000,000 for second or subsequent convictions.
c) Under state law, a daily civil penalty of not more than twenty-five thousand dollars ($25,000)
per violation may be assessed against any person who violates or fails to act in accordance
with the terms, conditions, or requirements of a permit. [Ref: NC General Statute 143-
215.6A].
d) Any person may be assessed an administrative penalty by the Administrator of the U.S.
Environmental Protection Agency for violating section 301, 302, 306, 307, 308, 318 or 405 of
the Clean Water Act, or any permit condition or limitation implementing any of such sections
in a permit issued under section 402 of this Act. Administrative penalties for Class I
violations are not to exceed $16,000 per violation, with the maximum amount of any Class I
penalty assessed not to exceed $37,500. Penalties for Class II violations are not to exceed
$16,000 per day for each day during which the violation continues, with the maximum amount
of any Class II penalty not to exceed $177,500.
5) Duty to Mitigate - The permittee shall take all reasonable steps to minimize or prevent any
discharge in violation of this general permit that has a reasonable likelihood of adversely affecting
human health or the environment.
Page 12 of 16

6) Civil and Criminal Liability- Except as provided in Section IV.3. of this permit regarding
bypassing of stormwater control facilities, nothing in this general permit shall be construed to
relieve the permittee from any responsibilities, liabilities, or penalties for noncompliance pursuant
to NCGS 143-215.3, 143-215.6A, 143-215.6B, 143-215.6C or Section 309 of the Federal Act, 33
USC 1319. Furthermore, the permittee is responsible for consequential damages, such as fish
kills, even though the responsibility for effective compliance may be temporarily suspended.
7) Oil and Hazardous Substance Liability - Nothing in this general permit shall be construed to
preclude the institution of any legal action or relieve the permittee from any responsibilities,
liabilities, or penalties to which the permittee is or may be subject to under NCGS 143-215.75 et
seq. or Section 311 of the Federal Act, 33 USC 1321. Furthermore, the permittee is responsible
for consequential damages, such as fish kills, even though the responsibility for effective
compliance may be temporarily suspended.
8) Property Rights - The issuance of this general permit does not convey any property rights in either
real or personal property, or any exclusive privileges, nor does it authorize any injury to private
property or any invasion of personal rights, nor any infringement of Federal, State or local laws or
regulations.
9) Severability - The provisions of this general permit are severable, and if any provision of this
general permit, or the application of any provision of this general permit to any circumstances, is
held invalid, the application of such provision to other circumstances, and the remainder of this
general permit, shall not be affected thereby.
10) Duty to Provide Information - The permittee shall furnish to the Director, within a reasonable time,
any information which the Director may request to determine whether cause exists for modifying,
revoking and reissuing, or terminating the certificate of coverage issued pursuant to this general
permit or to determine compliance with this general permit. The permittee shall also furnish to the
Director upon request, copies of records required to be kept by this general permit.
11) Si ng atoryRequirements
a) All applications, reports, or information submitted to the Director shall be signed and certified
as follows:
i) For a corporation: by a responsible corporate officer. For the purpose of this Section, a
responsible corporate officer means: (a) a president, secretary, treasurer or vice president
of the corporation in charge of a principal business function, or any other person who
performs similar policy or decision making functions for the corporation, or (b) the
manager of one or more manufacturing production or operating facilities provided the
manager is authorized to make management decisions which govern the operation of the
regulated facility including having the explicit or implicit duty of making major capital
investment recommendations, and initiating and directing other comprehensive measures
to assure long term environmental compliance with environmental laws and regulations;
the manager can ensure that the necessary systems established or actions taken to gather
complete and accurate information for permit application requirements; and where
authority to sign documents has been assigned or delegated to the manager in accordance
with corporate procedures.
ii) For a partnership or sole proprietorship: by a general partner or the proprietor,
respectively; or
iii) For a municipality, State, Federal, or other public agency: by either a principal executive
officer or ranking elected official.
b) All reports required by the general permit and other information requested by the Director
shall be signed by a person described above or by a duly authorized representative of that
person. A person is a duly authorized representative only if:
i) The authorization is made in writing by a person described above;
ii) The authorization specified either an individual or a position having responsibility for the
overall operation of the regulated facility or activity, such as the position of plant manager,
operator of a well or well field, superintendent, a position of equivalent responsibility, or
an individual or position having overall responsibility for environmental matters for the
Page 13 of 16

company. (A duly authorized representative may thus be either a named individual or any
individual occupying a named position.); and
iii) The written authorization is submitted to the Director.
c) Any person signing a document under paragraphs a. or b. of this section shall make the
following certification:
"I certify, under penalty of law, that this document and all attachments were prepared
under my direction or supervision in accordance with a system designed to assure that
qualified personnel properly gather and evaluate the information submitted. Based on my
inquiry of the person or persons who manage the system, or those persons directly
responsible for gathering the information, the information submitted is, to the best of my
knowledge and belief, true, accurate, and complete. I am aware that there are significant
penalties for submitting false information, including the possibility of fines and
imprisonment for knowing violations."
12) Penalties for Tampering -The Clean Water Act provides that any person who falsifies, tampers
with, or knowingly renders inaccurate, any monitoring device or method required to be maintained
under this general permit shall, upon conviction, be punished by a fine of not more than $10,000
per violation, or by imprisonment for not more than two years per violation, or by both. If a
conviction of a person is for a violation committed after a first conviction of such person under this
paragraph, punishment is a fine of not more than $20,000 per day of violation, or by imprisonment
of not more than 4 years, or both.
13) General Permit Modification Revocation and Reissuance or Termination - The issuance of this
general permit does not prohibit the Director from reopening and modifying the general permit,
revoking and reissuing the general permit, or terminating the general permit as allowed by the
laws, rules, and regulations contained in Title 40, Code of Federal Regulations, Parts 122 and 123;
Title 15A of the North Carolina Administrative Code, Subchapter 2H .0100; and North Carolina
General Statute 143-215.1 et. seq.
14) Availability of Reports - Except for data determined to be confidential under NCGS 143-
215.3(a)(2) or Section 308 of the Federal Act, 33 USC 1318, all reports prepared in accordance
with the terms shall be available for public inspection at the offices of the Division of Water
Quality. As required by the Act, discharge data shall not be considered confidential. Knowingly
making any false statement on any such report may result in the imposition of criminal penalties as
provided for in NCGS 143-215.613 or in Section 309 of the Federal Act.
15) Penalties for Falsification of Reports - The Clean Water Act provides that any person who
knowingly makes any false statement, representation, or certification in any record or other
document submitted or required to be maintained under this general permit, including monitoring
reports or reports of compliance or noncompliance shall, upon conviction, be punished by a fine of
not more than $10,000 per violation, or by imprisonment for not more than two years per violation,
or by both.
16) Anticipated Noncompliance - The permittee shall give advance notice to the Director of any
planned changes in the permitted facility or activity that may result in noncompliance with the
general permit requirements.
17) Other Information - Where the pennittee becomes aware that it failed to submit any relevant facts
in any report to the Director, it shall promptly submit such facts or information.
18) Limitations Reopener - This general permit shall be modified or alternatively, revoked and
reissued, to comply with any applicable effluent guideline or water quality standard issued or
approved under Sections 302(b) (2) (c), and (d), 304(b) (2) and 307(a) of the Clean Water Act, if
the effluent guideline or water quality standard so issued or approved:
a) contains different conditions or is otherwise more stringent than any effluent limitation in the
general permit; or
b) controls any pollutant not limited in the general permit.
c) The general permit as modified or reissued under this paragraph shall also contain any other
requirements in the Act then applicable.
Page 14 of 16

SECTION VI
DISCHARGE MONITORING AND TII RBIDITY LIMITATIONS
This General Permit does not include requirements for numeric limits for discharges from construction
sites. However, the next reissuance of this North Carolina Construction General Permit (NCG 01) is
scheduled for five years from the date of approval of this permit and will contain effluent limitations as
required in Subpart B-Construction and Development Effluent Guidelines of Part 450 of the Code of
Federal Regulations.
SECTION VII
DEFINITIONS
1) Act or "the Act" or CWA - The Federal Water Pollution Control Act, also known as the Clean
Water Act, as amended, 33 USC 1251, et. seq.
2) Best Management Practices (BMPs) - Schedules of activities, prohibitions of practices,
maintenance procedures, and other management practices to prevent or reduce the pollution of
waters of the United States. BMPs also include treatment requirements, operation procedures,
and management practices to control site runoff, spillage or leaks, sludge or waste disposal, or
drainage from raw material storage.
3) Bypass - The intentional diversion of stormwater from any portion of a stormwater control
facility.
4) Control Measures - Refers to any BMP or other structural or non-structural practices and
procedures used to prevent or reduce the discharge of pollutants including practices to control
erosion and sedimentation.
5) Director - The Director of the Division of Water Quality.
6) Division - The Division of Water Quality, Department of Environment, and Natural Resources.
7) EMC - The North Carolina Environmental Management Commission.
8) Erosion and Sedimentation Control Plan - A plan developed in compliance with the North
Carolina Sedimentation Pollution Control Act of 1973 to prevent the erosion and deposition of
sediment and other materials into the waters of the State from construction or other land -
disturbing activities that disturb one or more acres of land. Each plan must be approved by the
NC Sedimentation Control Commission or a program delegated by the Commission to a local
government.
9) Ground cover - Any vegetative growth or other material which, when applied to the soil
surface, renders the soil surface stable against accelerated erosion.
10) Normal Business Hours - These are generally considered to be between the hours of 6 a.m. and 6
p.m., or when workers are normally present on the construction site. Weekends and federal holidays
are not considered normal business hours unless construction activities are taking place on the site
during those times.
1 l) Permitting Authority - The permitting authority is the agency that issues the permit. The Division of
Water Quality is the delegated NPDES permitting authority and issues this permit. However, some
erosion and sedimentation control activities are performed by Division of Land Resources or the
locally -delegated programs. Other activities may be shared by the two divisions and the local
programs. The Land Quality Section of the Division of Land Resources and the Surface Water
Protection Section of the Division of Water Quality maintain a Memorandum of Understanding that
specifies specific roles of the two divisions and the local programs and will be used to assign
specific control and oversight activities between the agencies.
12) Permanently Cease - When all or part of the land disturbing activity is complete and no additional
alteration or disturbance of the land surface is planned prior to final stabilization.
13) Permanent Stabilization - When all soil disturbing activity is completed and exposed soils have been
stabilized with a vegetative cover with a density of at least 80% or covered with a structural
stabilization method. Permanent perennial vegetation may include the use of sod, shrubs and ground
cover plants mixed with mulching, aggregate or other landscaping techniques. Structural methods
include concrete, asphalt, retaining wall or other stabilization techniques.
Page 15 of 16

14) Permittee -The person, firm or organizational entity that signed as the financially responsible
party on the Erosion and Sedimentation Control Plan.
15) Point Source Discharge - Any discernible, confined and discrete conveyance, including but
specifically not limited to, any pipe, ditch, channel, tunnel, conduit, discrete fissure, or container
from which pollutants are or may be discharged to waters of the state.
16) Soil Stabilization - The use of vegetative, physical or chemical coverage techniques that will
restrain accelerated erosion on disturbed soils for temporary or permanent control needs.
17) Stormwater Pollution Prevention Plan (SWPPP) — The elements of the State's stormwater
pollution prevention program that provide the technology -based requirements designed to
protect the state's waters from the adverse impacts of sediments. In North Carolina, the
combination of the NCGO1 Construction General and the Erosion and Sedimentation Control
Plan are considered the SWPPP. It should be noted that on sites that involve multiple or
complex sources of pollution, the Division may require additional control measures as needed to
assure that water quality is protected and these additional measures will also be considered part
of the SWPPP.
18) Temporarily Cease - When all or part of the site that is and will remain un-worked for a
period of days but where site land disturbing activity is not complete and additional land
disturbing activity is planned.
19) Temporary Stabilization — When the establishment of ground cover over all disturbed areas
(such as mulching, rolled erosion control products, vegetation, or other material) renders the
surface stable against accelerated erosion. Stabilization shall be achieved with the
establishment of a uniform and evenly -distributed (i.e., without large bare areas) ground
cover with a cover density of at least 80%.
20) Severe property damage — Substantial physical damage to property, damage to the control
measures that cause them to become inoperable, or substantial and permanent loss of natural
resources that can reasonably be expected to occur in the absence of a bypass. Severe
property damage does not mean economic loss caused by delays in production.
SECTION VIII
NC DIVISION OF WATER QUALITY CONTACTS
Asheville Regional Office
2090 U.S. Highway 70
Swannanoa, NC 28778
828/296-4500
FAX [phone]
Winston-Salem Regional
Office
585 Waughtown Street
Winston-Salem, NC 27107
336/771-5000
FAX [phone]
Raleigh Regional Office
3800 Barrett Drive
Raleigh, NC 27609
919/791-4200
FAX [phone]
Fayetteville Regional Office
Systel Building,
225 Green St., Suite 714
Fayetteville, NC 28301-5094
910/433-3300
FAX [phone]
Washington Regional Office
943 Washington Square Mall
Washington, NC 27889
252/946-6481
FAX [phone]
Raleigh Regional Office
Mail to:
1628 Mail Service Center
Raleigh, NC 27699-1628
Page 16 of 16
Mooresville Re Tonal Office
610 East Center Ave.
Mooresville, NC 28115
704/663-1699
FAX [phone]
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
910/796-7215
FAX [phone]

0 0a warFRpP North Carolina Division of Water Quality
r NPDES Stormwater Discharge Permit
P ^ter
for Construction Activities
Cover Sheet for NCG010000
What is this permit?
This is your General Stormwater Permit for
Construction Activities, developed to meet federal
National Pollutant Discharge Elimination System
(NPDES) requirements. It is separate from your
Erosion and Sedimentation Control (E&SC) Plan,
which- has been a North Carolina requirement for
over 35 years.
Federal regulations adopted by the U.S.
Environmental Protection Agency (EPA) and North
Carolina Division of Water Quality (DWQ) require an
NPDES permit for your project. The EPA has
delegated DWQ authority to administer the NPDES
program in North Carolina. Two divisions of the
Department of Environment and Natural Resources
are responsible for different parts of the federal
permitting requirements.
The E&SC plan approved by the Division of Land
Resources (or a delegated local program) contains
the core erosion control requirements for your
project. The NPDES General Permit issued by
DWQ contains additional requirements related to a
broader range of water quality issues. These
permits are related, but separate. Both contain
conditions your project site must meet.
What does this permit require me to do?
You should read and become
familiar with the provisions of this
permit. Below is a list of the
major requirements, with
indications where those differ
from the previous Construction
General Permit.
EROSION AND
SEDIMENT CONTROL PLAN
You must implement the Erosion
and Sedimentation Control Plan
approved for your project by the
Division of Land Resources or by
an approved local program.
Adherence to that E&SC Plan is
an enforceable component of the
Stormwater Permit.
Revised August 2, 2011
Are there new requirements
in this permit?
This General Permit reflects changes made in the
federal regulations effective February 1, 2010, that
regulate discharges from construction sites. The
federal regulations resulted from litigation decisions
that mandated construction activities over a certain
size must contain additional specifications to reduce
the amount of wastes and sediment loading that
reach the nation's waters.
The Division of Water Quality and the Division of
Land Resources established the Construction
General Permit Technical Advisory Group (CTAG)
to guide the development of this NPDES permit. A
draft permit was available for public review in May
2011, and the final permit became effective on
August 3, 2011.
The most notable change in the new permit is a
requirement that ground stabilization, such as wheat
straw application, be applied within 14 days from the
last land -disturbing activity. For steep slopes, that
area must be stabilized within 7 days. Please see
page 2 of this document for details.
Your E&SC plan will identify
areas where the more stringent
7 and 14 day ground
stabilization requirements
apply. See "New Ground
Stabilization Requirements" on
page 2.
MONITORING & INSPECTIONS
/ You must keep a rain gauge
on site.
/ Dedicated demolition and
other waste areas and earthen
material stockpiles must be
located at least 50' from storm
drains or streams unless no
alternative is feasible (new
requirement).
/ You must inspect all E&SC
measures at least once a week
and within 24 hours after any
storm event greater than a half
inch (during a 24-hour period).
You must take immediate
corrective action for any device
failure.
/ You must inspect all outlets
where stormwater runoff leaves
your site and evaluate the effect
on nearby streams or wetlands.
Corrective action must be taken if
sediment is deposited off site or
into a stream or wetland, or
causes a visible increase in
turbidity (cloudiness) of any
waterbody.
(continued on reverse side)

N DES 5tormwater Discharge Permit for Construction Activities
Permit Requirements (continued)
► You must keep records of
these inspections and any
corrective actions taken.
OPERATION & MAINTENANCE
You must provide the operation
and maintenance necessary to
maintain optimal performance of
stormwater controls. This means
take corrective action if erosion
and sediment control facilities are
not operating properly! Operation
and maintenance includes, but is
not limited to:
• Regularly cleaning out
sedimentation basins.
• Stabilizing eroded banks or
spillway structures.
• Repairing/clearing out inlets
and outlets.
• Repairing piping, seepage
and mechanical damage.
• Repairing silt fence damage.
REPORTING
Regular inspections are a chance
to check impacts to nearby
waters. If you observe sediment
that has deposited in a stream
or wetland, you must notify the
Division of Water Quality
regional office within 24 hours
and provide written notice
within 5 days (see # 3 on page 6
of the General Permit). Please
send a copy of this
correspondence to the Division of
Land Resources (DLR).
NON-COMPLIANCE & FINES
Take compliance seriously!
Projects that violate Stormwater
Permit conditions and/or have
unauthorized water quality
impacts are subject to fines. Civil
penalties of up to $25,000.00
per day for each violation may
be assessed.
Revised August 2 201 1
Who inspects me for what?
DWQ coordinates with DLR's
Land Quality Section to ensure
compliance with state rules and
regulations governing
construction activities. That
means your project is subject to
enforcement by both divisions. In
general, Land Quality staff will
inspect your site on a regular
basis. DWQ staff may also do
inspections. The inspections may
be routine in nature, or, the result
of public complaints.
Do I need to submit a Notice
of Intent to have coverage
under this permit?
No. Once your E&SC Plan is
approved, your site is
automatically covered under this
permit. You do not need to
submit a Notice of Intent for a
Certificate of Coverage.
NEW STABILIZATION 1'IM1EFRAMES
Site Area Description
Stabilization
Timehame Exceptions
Op Perimeter dikes, swales, ditches and slopes
7 days
None
<11 High Quality Water (HOW) Zones
7 days
None
Slopes steeper than 3:1
7 days
If slopes are 10' or less in length and are not
steeper than 2:1, 14 days are allowed.
p Slopes 3:1 or flatter
14 days
7 days for slopes greater than 50' in length.
v All other areas with slopes flatter than 4:1
14 days
None, except for perimeters and HQW Zones.
Do you need more information?
WAr6.9 NC Stormwater Permitting
http://t)ortal.ncdenr.orci/web/wo/ws/su
o�aF
NCG01 Permit Information
http://Portal.ncdenc,o►glweb/wq/ws/su/construction
aQyMap of Regional Offices
htto://Dortal.ncdenr.ora/web/w4/home
Still have questions? Call the DWQ Regional Office nearest your project's location:
Asheville Office [phone]
Washington Office [phone]
Fayetteville Office [phone]
Wilmington Office [phone]
Mooresville Office [phone]
Winston-Salem Office [phone]
Raleigh Office [phone]
Central Office [phone]

LAND & WATER IUD SOURCF,S DIVISION
Environmental (Quality Department
P.O. Box 548
���7'��7 Pittsboro, NC 27312
CHATHAM COUNTY PHONE: [phone]
NORTH CAROLINA
Fax: [phone] • E-mail: rachael.thorn@,chathamnc.org • Website: www.chathamnc.org
Soil Erosion & Sedimentation Control Program
LETTER OF APPROVAL WITH PERFORMANCE RESERVATIONS
NNP- Briar Chapel, LLC
Attn: Laurie Ford
16 Windy Knoll Circle
Chapel Hill, NC 27516
RE: Project Name:
Project Number:
Acres approved:
Total Acres:
Submitted By:
Date Received:
June 3, 2014
Briar Chapel Western Storage Pond
2014-020
40.23
311.34
McKim & Creed, Inc
May 21, 2014
To the Above Named Person and Entity:
This office has reviewed the subject erosion and sedimentation control plan.
We find the plan to be acceptable with performance reservations and hereby issue
this letter of Approval With Performance Reservations. The areas of concern are
listed on the attached page. This plan approval shall expire two (2) years following
the date of approval, if no land -disturbing activity has been undertaken.
Please be advised that Section 6 (1) of the Chatham County Sedimentation
and Erosion Control Ordinance requires that a copy of the approved erosion control
plan be on file at the job site. Also, you should consider this letter to give the Notice
required by G.S. 113A-61.1(a) of our right of periodic inspection to insure
compliance with the approved plan.
North Carolina's Sedimentation Pollution Control Program is performance -
oriented, requiring protection of existing natural resources and adjoining properties.
If, following the commencement of this project, it is determined that the erosion and
sedimentation control plan is inadequate to meet the requirements of the Chatham
County Sedimentation and Erosion Control Ordinance, this office may require
revisions to the plan and implementation of the revisions to insure compliance with
the Act.
Soil Erosion & Sedimentation Control Program
80 East Street, PO Box 548, Pittsboro, NC 27312 Phone: [phone]

Page 2 of 3
Acceptance and approval of this plan is conditioned upon your compliance
with Federal and State water quality laws, regulations, and rules. In addition, local city
or county ordinances or rules may also apply to this land -disturbing activity. This
approval does not supersede any other permit or approval.
Please be aware that your project will be covered by the enclosed NPDES
General Stormwater Permit NCGO1000 (Construction Activities). You should first
become familiar with all of the requirements for compliance with the enclosed
general permit.
Please note that this approval is based in part on the accuracy of the
information provided in the Financial Responsibility Form, which you have
provided. You are requested to file an amended form if there is any change in the
information included on the form. Please notify us when you would like to schedule
a preconstruction conference. Notification shall be given at least 7 days prior to
initiation of activity.
Your cooperation is appreciated.
Sincerely,
:Z
L
Rachael Thorn, CPESC
Lead Sedimentation and Erosion Control Officer
Chatham County Environmental Quality Department
Soil Erosion & Sedimentation Control Program
80 East Street, PO Box 548, Pittsboro, NC 273 12 Phone: [phone]

Page 3 of 3
PERFORMANCE RESERVATIONS
1. The Owner is responsible to provide any and all measures needed to prevent
potential impacts from sedimentation. Installation of additional controls may be
required by this office at any time if the approved erosion and sediment control
measures are deemed insufficient.
2. The Owner will be required to submit revised erosion control plans for
approval if additional measures are needed. All site work except that
which is necessary to control erosion and retain sediment must cease
until the revised plan is approved by this office and permission to resume
construction activity is given in writing from Environmental Quality
Department staff.
Soil Erosion & Sedimentation Control Program
80 East Street, PO Box 548, Pittsboro, NC 27312 Phone: [phone]

r� d IRRIGATION MAIN BUFFER
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IMPACT B3 \ POND �!
(RELOCATED)PK
Jr I
Ir ZON - ZONE
1V ` 13� 12 PKG'I' ,
PKG J �g ZONE 8 lI ,F ZONE tg,: PKG J
NORTH
600' 300' 0 600'
SCALE: 1" = 600' IMPACT
r
I­MPA£T$� /
71,
P P
s � -A
�X
IMPACT B5
I
G
ZONE4
SS
ZONE 1� SEC_ TION 1[ IL—
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A 10" GV
PROPOSED 10" HDPE
(HDPE SHALL EXTEND
A MIN. OF 10' BEYOND
BUFFER)
1001 p
TOP OF BON
TEMP SILT FENCE
(TYP.) 10- EA SIDE, TO
TOP OF BANK
PROPOSED 10" DR
14 CL. 200 PVC
IRRIGATION MAIN
PROPOSED TEM
BUFFERIMPACT
UTILITY IMPACT AR
± 4,392 SF
DIRECTI AL BORE
SEE DETAIL SHT 3
PROPOSED 10" DR
14 CL. 200 PVC
IRRIGATION MAIN
10" GV
PROPOSED 10" HDPE
(HDPE SHALL EXTEND
A MIN. OF 10' BEYOND
BUFFER)
TOP OF BANK
(TYP.)
lOp p
Tnr, __ROM
468.70' a5a.a6'
ass.as ass.ss
IRRIGATION MAIN BUFFER
IMPACT MAP B3 (RELOCATED)
AUGUST 18, 2015
BRIAR CHAPEL
BRIAR CHAPEL UTILITIES, INC.
CHATHAM COUNTY, NORTH CAROLINA
Sheet 2 of 3
(Ag�
CE GROUP
301 GLENWOOD AVE. 220
RALEIGH, NC 27603
PHONE: [phone]
FAX. [phone]
-cegroupinc.com
License # C-1739
TEMP SILT FENCE SCALE: 1 " = 30'
(TYP.) 10- EA SIDE, TO
I TOP OF BANK
PROPOSED TREELINE
100' STREAM BUFFER
. / (TYP.)
3 18894
_ �1

WIDTH OF BUFFER
10' MIN.
SEE NOTE 4
DISTANCE TO
BEAPPROVED OBUILD
PE PIPE TO BE
BYTHE
INSTALLED WITH A MIN.
ENGINEER
OF 10'HORIZONTAL
10'MAX. EXISTING CREEK
PRIORTOTHE
RUN. INSPECTION
SPACING PROFILE
START OF
HOLE ONLYALLOWED
FOR DEPTH
WORK
THIS LOCATION.
MEASUREMENT EXISTING
GRADE
DIRECTIONAL
BORE MACH IN E
& RODS
MEGA -COUPLING SERIES
NOTE 1 NOTE 1
3810 RESTRAINED COUPLING
OR APPROVED EQUAL(TYP.)
3' MIN. COVER
(0
CE GROUP
301 GLENWOOD AVE. 220
RALEIGH, NC 27603
PHONE: [phone]
FAX [phone]
W cegroupinc.com
License # C-1739
NOTES
1. A PROFLE AND PLAN SHALL BE PROVIDED FROM ENTRYTO EXIT FOR EACH
DII
RECTONAL BORE SECTION BY THE DIRECTIONAL BORE CONTRACTOR.
2. ALL FUSED HDPE SHALL BE AIR TESTED PRIOR TO BORING.
3. ALL BORE SECTIONS SHALL BE HYDROSTATICALLY TESTED PER SPECIFICATION
STANDARDS UPON COMPLETION OF INSTALLATION AND PRIOR TO PLACINGTHE
WATER MAIN ONLINE.
4. LENGTH OF CROSSING, LOCATION OF INSPECTION/OBSERVATION EXCAVATION,
NUMBER OF PE PIPE JOINTS, LOCATION OF BORE MACHINE, AUGER ENTRANCE
LOCATION, AND TIE-IN POINTS ARE TO BE APPROVED BY THE ENGINEER PRIOR TO
ANY START OF WORK.
5. THIS DETAIL IS ALSO APPLICABLE TO STREAMS, WETLANDS, LARGE STORM DRAINS,
AND SIMILAR APPLICATIONS FOR DIRECTIONAL BORE WITH POLY -ETHYLENE PIPE.
6. CONTRACTOR SHALL FURNISH TO THE ENGINEER THE AS -BUILT LOCATION OF THE
BORE IN ACCORDANCE WITH THE SPECIFICATIONS FOR DIRECTIONAL BORING.
7. SEED AND MULCH ALL DENUDED AREAS INSIDE BUFFER WITHIN 7 WORKING DAYS
OF COMPLETION OF ANY PHASE OF CONSTRUCTION.
REUSE IRRIGATION DIRECTIONAL BORE FOR
POLYETHYLENE (PE) PIPE
NTS
IRRIGATION MAIN BUFFER
IMPACT DETAILS
AUGUST 18, 2015
BRIAR CHAPEL
BRIAR CHAPEL UTILITIES, INC.
CHATHAM COUNTY, NORTH CAROLINA
Sheet 3 of 3
3' (TYP.)
MIN. 10 GA.
LINE WIRES
—SELF RESTRAINED PE/PVC
ADAPTERS APPROVED
FOR REUSE IRRIGATION
MINIMUM 1 O' OF HDPE
INSTALLED ON PARALLEL
PLANE WITH EXISTING
GRADE (BEYOND BUFFER)
8' MAX.
VARIABLE AS DIRECTED BY THE ENGINEER
L FRONT VIEW
CTEEL POST
UVOVEN IN FABRIC
SILT FENCE GEOTEXTILE FABRIC
NOTE:
-USE SILT FENCE ONLY WHEN DRAINAGEAREA r FILL SLOPE
DOES NOT EXCEED 1/4 ACRE AND NEVER IN
FOR REPAIR OF SILT
AREAS OF CONCENTRATED FLOW
FENCE FAILURES, USE
-END OF SILT FENCE NEEDS TO BE TURNED UPHILL.
No. 57 WASHED STONE.
FORANCHOR WHEN SILT
GRADE
FENCE IS PROTECTING
CATCH BASIN.
6'.MIN. COVER
- I� OVER SKIRT
ANCHOR SKIRT AS
II DIRECTED BY ENGINEER
SIDE VIEW
MAINTENANCE:
'
INSPECT SEDIMENT FENCES AT LEAST ONCE AVVEEK AND AFTER EACH RAINFALL. MAKE ANY
II
REQUIRED REPAIRS IMMEDIATELY.
pr�
••i '����
SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR DECOMPOSE OR BECOME
INEFFECTIVE, REPLACE IT PROMPTLY.
Nq(9
REMOVES E DIVERT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME
SEAL _
FOR THE NEXT RAIN HOLD REDUCE PRESSURE ON THE FENCE. TAKE CARE TO AVOID
18894
UNDERMINING THE FENCE DURING CLEANOUT.
REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE
G i��•
AREATO G RAGE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN
PROPERLY STABILIZED.
TEMPORARY SILT FENCE
NTS
2-1 /2 GA. I
MEDIATE
GRADE

STATE OF NORTH CAROLINA
UTILITIES COMMISSION
RALEIGH
APPENDIX A
DOCKET NO. W-1300, SUB 9
BEFORE THE NORTH CAROLINA UTILITIES COMMISSION
OLD NORTH STATE WATER COMPANY, LLC
is granted this
CERTIFICATE OF PUBLIC CONVENIENCE AND NECESSITY
to provide sewer utility service
in
BRIAR CHAPEL SUBDIVISION SERVICE AREA
(including HERNDON WOODS SUBDIVISION)
Chatham County, North Carolina
subject to any orders, rules, regulations,
and conditions nor or hereafter lawfully made
by the North Carolina Utilities Commission
ISSUED BY ORDER OF THE COMMISSION.
This the 20th day of April , 2015.
NORTH CAROLINA UTILITIES COMMISSION
rau L � .'f 6um*
Gail L. Mount, Chief Clerk

OPERATION AND MAINTENANCE PLAN
"Post Construction Western Irritation Pond and Transmission Line"
OVERVIEW
This irrigation system was designed and installed to apply irrigation water to meet the
hydraulic needs of the vegetation and soils without causing erosion or runoff. The
performance life of this system can be assured and usually increased by developing and
carrying out a good operation and maintenance program.
This practice will require you to perform periodic operation and maintenance to maintain
satisfactory performance. The following recommendations will help you in performing
adequate operation and maintenance.
GENERAL RECOMMENDATIONS
• Operate the system when needed to furnish water for landscape and plant growth.
• Operate the system at the pressure, discharge rate, duration and frequency as
designed and permitted by a licensed operator through the State of NC.
• Check to make sure that all connections are watertight and all valves are working
properly.
• Visually check all irrigation areas daily and maintain the system on
a regular schedule per manufacturers recommendations.
• Check the sprinkler heads monthly for wear, and replace with proper parts when
defective or excessive wear is found. Raise or adjust sunken heads. Make sure that
sprinklers are discharging at the correct angle and that impact sprinkler heads are rotating
properly.
• Controller and controller programming monthly Check the controller to make
sure it is operating and programmed properly.
• Valves Monthly Use the controller to manually operate the valves through a
cycle to make sure they are operating properly. Adjust the flow control stems on
the valves if needed
• Field wiring Monthly, Check to see if the automatic valves are receiving the
proper voltage and current, check for shorts in the wiring.
• Promptly repair all leaks or weeping heads, by replacing gaskets or worn parts.
All irrigation heads are located in zones isolated from main transmission line.
Utilize electronic or manual gate valve to isolate a specific zone. For repairs to
main transmission line, close in line gate valves and deactivate irrigation pump
station.

• During limited -seasonal use, drain and place the removable part of the system in
an area where it will not be damaged. Annually or more often as required isolate
and flush heads in each given spray zone.
• Maintain all pumps, piping, valves and other electrical and mechanical equipment
in good operating condition following the manufacturer's recommendations
• Immediately repair any vandalism.
• Maintain soils and turfgrass to maximize water absorption and
reduce runoff potential, including: maintain soil cover,
improve soil structure, add or maintain natural organic matter in the soil, and
improve drainage).
• Monitor daily water use per zone as required in permit. Limit irrigation dose to
Y' with a minimum 2 hour soak cycle between re -application. Inspect Spray
patterns to insure discharge is not blocked by plant material. Remove vegetation
restricting effective discharge.
• Monitor flow sensors entering each zone and compare with daily flow allocation
to each spray zone in master control system. Inspect zone if significant variations
are identified.
Contacts:
• NCDENR Regional Office
Mail to:
1628 Mail Service Center
Raleigh, NC 27699-1628
Chatham County Emergency Operations
Location: 3800 Barrett Drive
Raleigh, NC 27609
919/791-4200
FAX [phone]
12 East Street, P.O. Box 1809, Pittsboro, NC 27312
TEL [phone] FAX [phone]