SW8011119_Historical File_20021204

oF WATF
Ct� RQG Michael F. Easley, Governor
William G. Ross, Jr., Secretary
Cq North Carolina Department of Environment and Natural Resources
`� Alan W. Klimek, P.E., Director
fa Division of Water Quality
Wilmington Regional Office
December 4, 2002
Ms. Tiffany N. Gay, Vice President
The Village at Mayfaire,LLC
211 East Boulevard
Charlotte,NC 28203
Subject: Permit No. SW8 011119
The Village at Mayfaire
High Density Stormwater Project
Dear Ms. Gay:
New Hanover County
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for The Village at Mayfaire on November 13,2002. Staff review of the plans and
specifications has determined that the project, as proposed,will comply with the Stormwater
Regulations set forth in Title 15A NCAC 2H.1000. We are forwarding Permit No. SW8 011119
dated November 25, 2002,for the construction of The Village at Mayfaire.
This permit shall be effective from the date of issuance until December 4, 2012, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to the
Operation and Maintenance requirements in this permit. Failure to establish an adequate system
for operation and maintenance of the stormwater management system will result in future
compliance problems.
If any parts,requirements,or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing upon written request within thirty(30) days following
receipt of this permit. This request must 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,P.O.Drawer 27447,Raleigh,NC 27611-7447. Unless such demands are made this
permit shall be final and binding.
If you have any questions,or need additional information concerning this matter,please contact
Linda Lewis, or me at(910) 395-3900.
Sincerely,
C_LL— �(_•(��, �
Rick Shiver
Water Quality Regional Supervisor
RSS/arl: S:\WQS\STORMWAT\PERMIT\011119.DEC
cc: Chuck Truby,P.E.
Tony Roberts,New Hanover County Building Inspections
Kent Harrell, City of Wilmington Stormwater Services
Beth E. Wetherill,New Hanover County Engineering •
•
Linda Lewis
Wilmington Regional Office
Central Files
N.C.Division of Water Quality 127 Cardinal Drive Extension Wilmington,N.C.28405 [phone] Fax[phone] Customer Service •
800-623-7748

State Stormwater Management Systems ,
Permit No. SW8 011119
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws,Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
The Village at Mayfaire, LLC
The Village at Mayfaire
New Hanover County
FOR THE
construction, operation and maintenance of an alternative high density stormwater system
consisting of three wet detention storage ponds, each with a pumped discharge to a common
infiltration basin, in compliance with the provisions of 15A NCAC 2H .1000 (hereafter referred
to as the "stormwater rules") and the approved stormwater management plans and specifications
and other supporting data as attached and on file with and approved by the Division of Water
Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until December 4, 2012, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2 _-'This stormwater system has been approved for the management of stormwater runoff as
described on pages 4 and 5 of this permit,the Project Data Sheets. The wet ponds must
provide storage for the runoff from a 1.5" storm event over each individual drainage area.
3. The flow from the orifice of the wet pond must discharge into a spreader swale designed
to force a sheet flow runoff condition into the bermed infiltration area.
4. The orifice size has been designed to allow the wet ponds to draw down in 4 days,
therefore the infiltration basin has been designed to store and infiltrate a maximum
volume per day equivalent to the total volume pumped to the basin from each pond
within the first 24 hours of a 1.5" rain event. •
5. The tract will be limited to the amount of built-upon area indicated on pages 4 and 5 of
this permit, and per the approved plans. The maximum total built-upon area allowed on
the site is 605,360 square feet.
6. All overflows in excess of the 1.5" design storm from the wet ponds must pass through a
50'vegetated filter.
2

State Stormwater Management Systems
Permit No. SW8 011119
7. The runoff from all built-upon area within the permitted drainage area of this project must
be directed into the permitted stormwater control system, as shown on the approved
drainage area plan.
8. Within the 575'AEC,the percent impervious must be maintained at 25% or less. For the
entire Mayfaire development,the area of the AEC is 59.28 acres, and the proposed built-
upon area within the 575'AEC is 14.5 acres.
3

State Stormwater Management Systems
Permit No. SW8 011119
DIVISION OF WATER QUALITY
PROJECT DESIGN DATA SHEET
Project Name: The Village at Mayfaire (Infiltration Basin)
Permit Number: SW8 011119
Location: New Hanover County
Applicant: Ms. Tiffany N. Gay, Vice President
Mailing Address: The Village at Mayfaire, LLC
211 East Boulevard
Charlotte,NC 28203
Application Date: November 13, 2002
Receiving Stream/River Basin/Index#: Cape Fear/Howe Creek/ 18-87-23
Classification of Water Body: "SA ORW"
Design Storm: 1.5"
Infiltration Basin Depth, feet: 1
Drainage Area, acres: 26.85
Offsite Area entering Pond, ftz: none, per engineer
Total Impervious Surfaces, ft2: 605,360
Bottom Elevation, FMSL: 27
Volume from ponds in 24 hours, ft3: 37,219
Provided Volume, ft3: 37,219
Provided Surface Area, ftz: 33,827
Temporary Storage Elevation, FMSL: 28
Type of Soil: Murville
Seasonal High Water Table Elevation: 25
Expected infiltration rate: 1" per hour
Time to draw down entire 1.5" volume: 5 days
4

State Stormwater Management Systems
Permit No. SW8 011119
DIVISION OF WATER QUALITY
PROJECT DESIGN DATA SHEET
Project Name: The Village at Mayfaire(Wet Detention)
Permit Number: SW8 011119
Location: New Hanover County
Applicant: Ms. Tiffany N. Gay, Vice President
Mailing Address: The Village at Mayfaire, LLC
211 East Boulevard
Charlotte,NC 28203
Application Date: November 13, 2002
Receiving Stream/River Basin/Index#: Cape Fear/Howe Creek/ 18-87-23
Classification of Water Body: "SA ORW"
Design Storm: 1.5"
Pond Number: 1 2 3
Pond Depth, ft: 4 4 4.5
Drainage Area, acres: 4.6 9.7 12.55
Built-upon area, ft2: 104,416 179,580 321,364
Permanent Pool elevation,FMSL: 25 25.5 25
Permanent Pool Surface Area Provided, ft2: 11,621 23,510 28,621
Provided Storage Volume, ft3: 19,163 30,228 39,729
Excess Storage Provided, ft3: 65% 29% 39%
*Controlling Orifice pipe: 1.75"y 2.5"cp 2.75" cp
*Designed to draw down the ponds over the course of 4 days.
5

State Stormwater Management Systems
Permit No. SW8 011119
H. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in it's entirety, vegetated and
operational for its intended use prior to the construction of any built-upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately.
3. The permittee shall at all times provide the operation and maintenance necessary to assure
the permitted stormwater system functions at optimum efficiency. The approved
Operation and Maintenance Plan must be followed in its entirety and maintenance must
occur at the scheduled intervals including,but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
c. Mowing and revegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow spreader,
catch basins and piping.
g. Access to the outlet structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon request to
authorized personnel of DWQ. The records will indicate the date, activity, name of
person performing the work and what actions were taken.
5. Decorative spray fountains will not be allowed in the stormwater treatment system.
6. The facilities shall be constructed as shown on the approved plans. This permit shall
become voidable unless the facilities are constructed in accordance with the conditions of
this permit,the approved plans and specifications, and other supporting data.
7. Upon completion of construction,prior to issuance of a Certificate of Occupancy, and
prior to operation of this permitted facility, a certification must be received from an
appropriate designer for the system installed certifying that the permitted facility has been
installed in accordance with this permit,the approved plans and specifications, and other
supporting documentation. Any deviations from the approved plans and specifications
must be noted on the Certification. A modification may be required for those deviations.
8. If the stormwater system was used as an Erosion Control device,it must be restored to
design condition prior to operation as a stormwater treatment device, and prior to
occupancy of the facility.
9. The permittee shall submit to the Director and shall have received approval for revised
plans, specifications, and calculations prior to construction, for any modification to the
approved plans, including,but not limited to, those listed below:
a. Any revision to any item shown on the approved plans, including the stormwater
management measures,built-upon area, details, etc.
b. Project name change.
c. Transfer of ownership.
d. Redesign or addition to the approved amount of built-upon area or to the drainage
area.
e. Further subdivision, acquisition, or sale of the project area. The project area is
defined as all property owned by the permittee, for which Sedimentation and
Erosion Control Plan approval or a CAMA Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved
plan.
6

State Stormwater Management Systems
Permit No. SW8 011119
10. The permittee shall submit final site layout and grading plans for any permitted future
areas shown on the approved plans,prior to construction. If the proposed BUA exceeds
the amount permitted under this permit, a modification to the permit must be submitted
and approved prior to construction.
11. A copy of the approved plans and specifications shall be maintained on file by the
Permittee for a minimum of ten years from the date of the completion of construction.
12. Prior to the sale or lease of any portion of the property,the permittee shall notify DWQ
and provide the name, mailing address and phone number of the purchaser or leasee. An
access/maintenance easement to the stormwater facilities shall be granted in favor of the
permittee if access to the stormwater facilities will be restricted by the sale or lease of any
portion of the property.
13. The permittee must maintain compliance with the proposed built-upon area and ensure
that the runoff from all the built-upon is directed into the permitted system.
14. The Director may notify the permittee when the permitted site does not meet one or more
of the minimum requirements of the permit. Within the time frame specified in the notice,
the permittee shall submit a written time schedule to the Director for modifying the site to
meet minimum requirements. The permittee shall provide copies of revised plans and
certification in writing to the Director that the changes have been made.
III. MONITORING REQUIREMENTS
1. Instream analytical monitoring shall be conducted quarterly, concurrent with
documentation of a system inspection. In addition, instream monitoring shall be required
during four representative storm events in each year of the permit. Monitoring sites shall
be selected both upstream and downstream of the project site on Howe Creek. Monitoring
sites shall be selected by agreement between the permittee and the Division.
2. Each BMP shall be monitored. Grab samples shall be obtained at specified locations in
the BMP to demonstrate the efficiency of the practices (inflow/outflow). The sample
locations will be determined by agreement of the permittee and the Division. Monitoring
of the BMP's shall be concurrent with the instream storm event monitoring.
3 BMP samples shall consist of a grab sample of the first flush inflow and the discharge
outflow. The first flush inflow sample window is within the first 30 minutes of a
discernable inflow from a representative storm event. The discharge outflow sample
window is within the first 30 minutes of discharge from a representative storm event.
Samples must be collected in each quarter of each year of the permit.
4. Monitoring parameters shall include, at a minimum,the below-listed items, a. -h.
Additional monitoring parameters may be required later to address water quality issues in
the affected area.
a. Total Suspended Solids e. Temperature
b. Turbidity f. Conductivity
c. Fecal Coliform g. Flow
d. Dissolved Oxygen h. pH
5. All samples shall be collected from a representative storm event. A representative storm
event is an event that measures greater than 0.1 inches of rainfall and that is preceded by
at least 72 hours during which no storm event measuring greater than 0.1 inches has
occurred. A single storm event may contain up to 10 consecutive hours of no
precipitation. For example, if it rains for 2 hours without producing any collectible
discharge, and then stops, a sample may be collected if a rain producing discharge begins
again within the next 10 hours. The storm event date, total rainfall and duration must be
recorded for both the storm event prior to the sampled event and the sampled event.
7

State Stormwater Management Systems
Permit No. SW8 011119
6. The permittee shall split samples with the DWQ for at least one sample event per year.
The permittee shall make arrangements with Regional Office staff to deliver the samples
to a State-certified lab, certified for the necessary parameters. Since Flow and
Temperature samples cannot be split,they are excluded from the split sample
requirement.
7. The use of portable meters for measuring Temperature, Turbidity, Flow, pH, Dissolved
Oxygen and Conductivity is approved, as long as "Standard Methods" are followed.
8. All sample results shall be submitted to NCDENR within 30 days of receiving the
laboratory results. All submitted data shall reference the project name, location, and
permit number. Results must be submitted to:
NCDENR-DWQ
Stormwater and General Permits Unit
1617 Mail Service Center
Raleigh,NC 27699-1617
A copy of the lab sampling results shall also be submitted to:
NCDENR-DWQ
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington,NC 28405.
9. The permittee may petition DWQ to have monitoring requirements modified,reduced, or
eliminated after 10 valid data points have been submitted for each EMP. The permittee
may opt to monitor more frequently than quarterly to generate the 10 required data points
from 10 different storms, as long as the data is collected over the course of at least one
full year with samples collected in each season. Modification shall be determined on a
case-by-case basis.
10. The permittee shall submit a map designating all sampling point locations, as agreed to
between the permittee and the Division.
III. GENERAL CONDITIONS
1. This permit is not transferable. In the event there is a desire for the facilities to change
ownership, or there is a name change of the Permittee, a formal permit request must be
submitted to the Division of Water Quality accompanied by an application fee,
documentation from the parties involved, and other supporting materials as may be
appropriate. The approval of this request will be considered on its merits and may or may
not be approved. Responsibility for compliance with all permit conditions remains with
the Permittee until such time as the Division approves the formal permit request.
2. Failure to abide by the conditions and limitations contained in this permit may subject the
Permittee to enforcement action by the Division of Water Quality, in accordance with
North Carolina General Statute 143-215.6A to 143-215.6C.
3. The issuance of this permit does not preclude the Permittee from complying with any and
all statutes, rules,regulations,or ordinances which may be imposed by other government
agencies (local, state, and federal)which have jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action, including those
as may be required by this Division, such as the construction of additional or replacement
stormwater management systems.
8

State Stormwater Management Systems
Permit No. SW8 011119
5. The permittee grants DENR Staff permission to enter the property during normal business
hours for the purpose of inspecting all components of the permitted stormwater
management facility.
6. The permit may be modified,revoked and reissued or terminated for cause. The filing of
a request for a permit modification,revocation and reissuance or termination does not
stay any permit condition.
7. Unless specified elsewhere,permanent seeding requirements for the stormwater control
must follow the guidelines established in the North Carolina Erosion and Sediment
Control Planning and Design Manual.
8. Approved plans and specifications for this project are incorporated by reference and are
enforceable parts of the permit.
9. The permittee shall notify the Division any name, ownership or mailing address changes
within 30 days.
Permit issued this the 4th day of December, 2002.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
tZ--.
Alan W. .&limek,P.E., i ector
,�- Division of Water Quality
By Authority of the Environmental Management Commission
9

.. i. K'', '24W.P•rn'='AM ` -.'" OFFICE`.
-" Date Received USE ONI;Y...
Fee Paid
b- p/ Permit Number
scc,i
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I• GENERAL INFORMATION
1. Applicants name(specify the name of the corporation,individual,etc.who owns the ro'
7ge %/KLr96E" '9T MP!!�'F�►/AV:: a.C. p )ect):
2. Print Owner/Signing Officials name and tide(person legally responsible for facility and compliance):
3. Mailing Address for person listed in item 2 above:
2// E
City:___ State: 6cl•e,
Telephone Number: .77 2_37o 3 gyp' 28Zo3
4. Project Name(subdivision,facility,or establishment name-should be cons
plans,specifications,letters,operation and maintenance agreements,etc.):consistent with project name on
MI6 "4c•96E- . •7 1`+0►v 'ee
5. Location of Project(street address):
City: w/C"PAW Th../ •
County: .c/Erti 17",94/OV cam.
6. Directions to project(from nearest major intersection):
()awe- tic .Zurh,/ (AC vOr/fwr /7 *rarer' .rr, r ,,-, M,e,7' s
CUidF= /slJaliY3" Tb
7. Latitude: 4N° /s o
Longitude: 7 - N9
of project
•
8. Contact person who can answer questions about the project: -•
Name:__ Cwc& '7 t'8Y Telephone Number: 33 8/l— c0 Ftj`1 u . 3rY
II. PERMIT INFORMATION:
1. Specify whether project is(check one): New
Renewal Modification
Form SWU-101 Version 3.99
Page 1 of 4

2. If this application is being submitted as the result of a renewal or modification to an existing permit,list the
existing permit number and its Issue date(if known)
3. Specify the type of project (check one):
Low Density 4 High Density Redevelop General Permit Other
4. Additional Project Requirements(check applicable blanks):
_CAMA Major Sedimentation/Erosion Control 404/401 Permit $.NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below,summarize how stormwater will be treated. Also attach a detailed narrative 7y
(one to two pages)describing stormwater management for the project.
..,Ter 477' 7, .055 9.774F
2. Stormwater runoff from this project drains to the River basin.
3. Total Project Area: 3'495 acres 4. Project Built Upon Area: %
5. How many drainage areas does the project have?
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project,attach an additional sheet with the information for each area provided in the same format as below.
P0^6 111 / Po-,0 4 2
Basin Information Drainage At a'1
:.:.:.. �:.. Drainage Arm 2
Receiving Stream Name Amr. cRarx Howe' CLa'E4
Receiving Stream Class fA Cita pit L./
Drainage Area alb Aeg.l l 376 s:F, 9.741«Atez, 2 S.F.
Existing Impervious*Area 0 0
Proposed Impervious"Area /Oer e/16.7.F, 2.efewc3. I79,56o F 2 ACP,
%Impervious"Area(total) 5-2.2 y
mpet+:ious"`Srl"dce Are4 .. .. I. rainage Areal Irainage Area 2 .
On-site Buildings .... ..
47,‘175s,F. 99 30.5 ,F
On-site Streets Zoo Yz5 you 705 $F
On-site Parking ZSf �coo F. 33, 9oo T F.
On-site Sidewalks y7p s yt S IA.
Other on-site 40 -ionE3 /,E 965.F.
Off'sit. a erAt= 5,750Z . S, 2.5'eS,F.
Total: /pi,cm,:. Total: /79,$$D 54., I
*Impervious area is defined as the built upon area including,but not limited to,buildings,roads,parking areas,
sidewalks,gravel areas,etc.
Form SWU-101 Version 3.99 Page 2 of 4

2. If this application is being submitted as the result of a renewal or modification to an existing permit,list the
existing permit number and its issue date(if known)
3. Specify the type of project(check one):
Low Density High Density Redevelop General Permit Other
9. Additional Project Requirements(check applicable blanks):
_CAMA Major Sedimentation/Erosion Control _409/401 Permit , —NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below,summarize how stormwater will be treated. Also attach a detailed narrative +�
(one to two pages)describing stormwater management for the project.
47010 a qn- t
2. Stormwater runoff from this project drains to the Cott) ' River basin.
3. Total Project Area: . /.95 acres 4. Project Built Upon Area: at 76
5. How many drainage areas does the project have? ,3
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project,attach an additional sheet with the information for each area provided in the same format as below.
PO4.0 143
BAsiortiroTtnaPoWt Area Drainage Area 2
Receiving Stream Named
Receiving Stream Class J,g Qtt✓
Drainage Area zTS/ Silk 67$Sdc
Existing Impervious*Area 0
Proposed Impervious"Area 7384C5 / 324,364/ S.F
%Impervious*Area(total) 58.6%
Impery loos Surfnce Aria Dratnag Area 1: Drainage Area 2
On-site Buildings /71,000 S.,c,
On-site Streets
On-site Parking 73, SADO 5
tic
On-site Sidewalks //, 06V,f.0
Qtkerencs1ite 40ta4+TiE3 N7, Zoo 2 lC
Off-site
I Total: 32,/,3 6 y S F Total:
*Impervious area is defined as the built upon area including,but not limited to,buildings,roads,parking areas,
sidewalks,gravel areas,etc.
Form SWU-101 Version 3.99 Page 7 of 4

7. How was the off-site impervious area listed above derived? Q Y co"vevirit
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions,outparcels and future development prior to the sale of any lot. If lot sizes vary significantly,a
table listing each lot number,size and the allowable built-upon area for each lot must be provided as an
attachment.
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit
number as issued by the Division of Water Quality. These covenants may
not be changed or deleted without the consent of the State.
2. No more than square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt,gravel,concrete,brick,stone,slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in,piped,or altered except as necessary to provide driveway crossings.
•
4. Built-upon area in excess of the permitted amount requires a state stormwater management permit modification prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the
integrity and performance of the system as permitted.
By your signature below,you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above,that the covenants will be binding on all parties and
persons claiming under them,that they will run with the land,that the required covenants cannot be changed or
deleted without concurrence from the State,and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s)listed below must be submitted for
each BMP specified for this project. Contact the Stormwater and General Permits Unit at(919)733-5083 for the
status and availability of these forms.
Form SWU-102 Wet Detention Basin Supplement
Form SWU-103 Infiltration Basin Supplement
Form SWU-104 Low Density Supplement
ForniSWU-105 Curb Outlet System Supplement
Form SWU-106 Off-Site System Supplement
Form SWU-107 Underground Infiltration Trench Supplement
Form SWU-108 Neuse River Basin Supplement
Form SWU-109 Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 Page 3 of 4

• ^• .,vW.11l lt1L l..tA.2Ull\t1vit1V Lb
•
.Only complete application packages will be accepted and reviewed by the Division of Water QualityWQl
(D co
mplete omplete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
1. Please indicate that you have provided the following required information by initialing in the space
provided next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form cP r
One copy of the applicable Supplement Form(s)for each BMP
• Permit application processing fee of$420(payable to NCDENR) Cp/
cpr
• Detailed narrative description of stormwater treatment/management
• Two copies of plans and specifications,including:
-Development/Project name
-Engineer and firm
-Legend
-North arrow
-Scale
-Revision number&date •
-Mean high water line
-Dimensioned property/project boundary
-Location map with named streets or NCSR numbers
-Original contours,proposed contours,spot elevations,finished floor elevations
-Details of roads,drainage features,collection systems,and stormwater control measures
-Wetlands delineated,or a note on plans that none exist
-Existing drainage(including off-site),drainage easements,pipe sizes,runoff calculations
-Drainage areas delineated
-Vegetated buffers(where required)
i•
1
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf,please complete this section.
Designated agent(individual or firm): CPT e4/6/• a/el6 Ayi Sut,r,0v6, /41t
Mailing Address: a93S qa/ r.Otpi9•/ ,4 qeE' D,7 /3) .
City: ,1/6// , '&.' " . State: •td r• zip: 77265
Phone: ( - 336 ) B/e- 88v0
Fax: ( 336 ) 6/t—878 v
VIIL APPLICANT'S CERTIFICATION
rin
I,(print or type name of person Iisted in General Information,item 2) 1 ,),), •
certify that the information included on this permit application form is,to the lust of my kn ledge,correct and
that the project will be constructed in conformance with the approved plans,that the required deed restrictions
and protective covenants will be recorded,and that the proposed project complies with the requirements of 15A
NCAC 2H.1000.
Signature: //it,.6 l
Date:
Form SWU-101 Version 3.99 Page 4 of 4

Permit No. 560 8 O f/f/t
State of North Carolina (to be provided by DWQ)
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION
Project Name: THE VI LL q 6 E m AY FA ME
Contact Person: CIh?,g TRt)B`t' Phone Number: (556) $1 y-gg o0 X soq
For projects with multiple basins,specify which basin this worksheet applies to: POND ' l
elevations
Basin Bottom Elevation 2:45 ft. (floor of the basin)
Permanent Pool Elevation Z5.40 ft. (elevation of the orifice)
Temporary Pool Elevation 26.50 ft. (elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area J j j 621 sq. ft. (water surface area at the orifice elevation)
Drainage Area y.to ac. (on-site and of)'=site drainage to the basin)
Impervious Area 2.q ac. (on-site and off-site drainage to the basin)
volumes
Permanent Pool Volume 2122 408 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 191143 cu. ft. (volume detained above the permanent pool)
Forebay Volume 7 130 cu. ft. (approximately 20%of total volume)
Other parameters
SA/DA1 D.0 yS (surface area to drainage area ratio from DWQ table)
Diameter of Orifice IN in. (2 to 5 day temporary pool draw-down required)
Design Rainfall /,S in.
Design TSS Removal 2 90 % (minimum 85%required)
Form SWU-102 Rev 3.99 Page 1 of 4

Footnotes:
1 When using the Division SA/DA tables,the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious%and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
2 In the 20 coastal counties,the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90%TSS removal. The NCDENR BMP manual provides design tables for both 85%TSS removal and 90%TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H.1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form,the agent may initial below. If a requirement has not been met,attach justification.
Applicants Initials
CPT a. The permanent pool depth is between 3 and 6 feet(required minimum of 3 feet).
CPT b. The forebay volume is approximately equal to 20%of the basin volume.
CPT c. The temporary pool controls runoff from the design storm event.
CpT d. The temporary pool draws down in 2 to 5 days.
CPT e. If required, a 30-foot vegetative filter is provided at the outlet(include non-erosive flow
calculations)
CPT f. The basin length to width ratio is greater than 3:1.
CPT g. The basin side slopes above the permanent pool are no steeper than 3:1.
CPT h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less(show detail).
CPT i. Vegetative cover above the permanent pool elevation is specified.
CPT j. A trash rack or similar device is provided for both the overflow and orifice.
CpT k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
CPT _ 1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
CPT m. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin,pretreatment including forebays and the
vegetated filter if one is provided.
This system(check one) does 0 does not incorporate a vegetated filter at the outlet.
This system (check one) 0 does does not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4

Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
?. Inspect the wet detention•basin system for sediment accumulation, erosion,trash accumulation,
vegetated cover,and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately,re-seed as necessary to maintain good vegetative cover,mow vegetative
cover to maintain a maximum height of six inches,and remove trash as needed.
3. Inspect and repair the collection system(i.e. catch basins,piping,swales,riprap,etc.)quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75%of the original design depth(see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality(i.e.
stockpiling near a wet detention basin or stream,etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 3.38 feet in the main pond,the sediment shall be removed.
When the permanent pool depth reads 3.38 feet in the forebay,the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
p Permanent Pool Elevation 25.0
Sediment R oval El. 2142. 75 0
Sediment Removal Elevation 21.42. 75%
Bottom Ele ation 20,5O
Bottom Elevation 20.S0 25%
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50%of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance,the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
Form SWU-102 Rev 3.99 Page 3 of

! '
7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: i�i A . tvf
Title: ViCe, I'f Pkte.vd.- ( CI4ILI ISi/
Address: 211 LAST 8OUL.E VA&D CHki t oTTE, NC 28203
Phone: [phone]
Signature:
Date: 51 10q—
Note: The legally responsible party should not be a homeowners association unless more than 50%of the lots have been sold and a
resident of the subdivision has been named the president.
I, NbP.u.w,,`A. , tea„�s ,a Notary Public for the State of kiarttl._ Cara(,,„q
County of Yhcc,�,(cti�k� ,do hereby certify that Kn4-1:, A.
personally appeared before me this I Ck- day of IA ,ao4.3. ,and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
DEANNA K.JONES
N0111RYPUBLIC
tEC1a.BEuR0cow NC
Medal=B:pias 840.2005
SEAL
My commission expires '�0'a S
Form SWU-102 Rev 3.99 Page 4 of 4

Permit No. SW gO( t'l/9
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION
Project Name: Ti4E VJLLI}(,E AT t4AyFAjRt=
Contact Person: CNi1C.W. 7RUR Phone Number: (336 )B/2—9800 X 36y
For projects with multiple basins,specify which basin this worksheet applies to: poi tD 02_
elevations
Basin Bottom Elevation 21.So ft. (floor of the basin)
Permanent Pool Elevation 25.S O ft. (elevation of the orifice)
Temporary Pool Elevation 2t0.70 ft. (elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area 23,51t sq. ft. (water surface area at the orifice elevation)
Drainage Area 9.7 ac. (on-site and off-site drainage to the basin)
Impervious Area c/.l3_ ac. (on-site and off-site drainage to the basin)
volumes
Permanent Pool Volume 7 3, 70 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 30,228 cu. ft. (volume detained above the permanent pool)
Forebay Volume y/,50O cu. ft. (approximately 20%of total volume)
Other parameters
SA/DA 1 0.63 9 (surface area to drainage area ratio from DWQ table)
Diameter of Orifice 2 /2 a in. (2 to 5 day temporary pool draw-down required)
Design Rainfall 1.5 in.
Design TSS Removal 2 10 % (minimum 85%required)
Form SWU-102 Rev 3.99 Page 1 of 4

Footnotes:
1 When using the Division SA/DA tables,the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious%and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
2 In the 20 coastal counties,the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90%TSS removal. The NCDENR BMP manual provides design tables for both 85%TSS removal and 90%TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H.1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form,the agent may initial below. If a requirement has not been met,attach justification.
Applicants Initials
GnT a. The permanent pool depth is between 3 and 6 feet(required minimum of 3 feet).
CPT b. The forebay volume is approximately equal to 20%of the basin volume.
CPT c. The temporary pool controls runoff from the design storm event.
CPT d. The temporary pool draws down in 2 to 5 days.
CPT e. If required, a 30-foot vegetative filter is provided at the outlet(include non-erosive flow
calculations)
CfT f. The basin length to width ratio is greater than 3:1.
CPT g. The basin side slopes above the permanent pool are no steeper than 3:1.
CPT h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less(show detail).
i. Vegetative cover above the permanent pool elevation is specified.
CPT j. A trash rack or similar device is provided for both the overflow and orifice.
GPT k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
CPT 1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
CPT m. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin,pretreatment including forebays and the
vegetated filter if one is provided.
This system(check one) does 0 does not incorporate a vegetated filter at the outlet.
This system(check one) 0 does Xdoes not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4

Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention•basin system for sediment accumulation, erosion,trash accumulation,
vegetated cover,and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately,re-seed as necessary to maintain good vegetative cover,mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system(i.e. catch basins,piping,swales,riprap,etc.)quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75%of the original design depth(see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality(i.e.
stockpiling near a wet detention basin or stream,etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
3.O
When the permanent pool depth reads 3.36 feet in the main pond,the sediment shall be removed.
When the permanent pool depth reads 3,3% feet in the forebay,the sediment shall be removed.
BASIN DIAGRAM
0111 in the blanks)
p Permanent Pool Elevation 2S•SO
Sediment R oval El. 22.45 5 75 0
Sediment Removal Elevation 22.45 75%
Bottom Ele ation 21.05
Bottom Elevation 2/455 25%
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50%of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance,the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
Form SWU-102 Rev 3.99 Page 3 of

7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: -I r14"i GieLl iahOrts
Title: Vite PreNztenf j Cal of le.
Address: 211 EAST Both.EVA-RP/ C14/fE oTTE, NC 292O3
Phone: pal- 3 2.- 763
Signature:,
Date: ,51 t v
Note: The legally responsible party should not be a homeowners association unless more than 50%of the lots have been sold and a
resident of the subdivision has been named the president.
I, 42—ci.^Ka �• 300.4 s ,a Notary Public for the State of J it Cora I t ,
County of tlAcc.lc.lt,.bu.rj ,do hereby certify that Ire s A. CA lc,
personally appeared before me this 1 day of I(14.4., , aot,a. ,and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
.1
DEANNA K.JONES
NUBBY PUBIJC
MIMICLENBURG COUNTY,NC
Commission Expires 8-20.2005
SEAL
My commission expires -a 5
Form SWI.J-102 Rev 3.99 Page 4 of 4

Permit No. 56V 8 Ol l l i q
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION
Project Name: THE VILLAGE- AT MAVFAMRE
Contact Person: CHOCK 7i¢v9'/ Phone Number: (336 ) BI2-880o X 304
For projects with multiple basins,specify which basin this worksheet applies to: POND /4 3
elevations
Basin Bottom Elevation 745 ft. (floor of the basin)
Permanent Pool Elevation 2S.0 ft. (elevation of the orifice)
Temporary Pool Elevation 26.3 ft. (elevation of the discharge structure overflow)
areas
Permanent Pool.Surface Area 28/V 2/ sq. ft. (water surface area at the orifice elevation)
Drainage Area /2.55 ac. (on-site and off-site drainage to the basin)
Impervious Area 7.38 ac. (on-site and off-site drainage to the basin)
volumes
Permanent Pool Volume MI6 04/ cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 10 899 cu. ft. (volume detained above the permagedt pool)
Forebay Volume IS 700 cu. ft. (approximately 20%of total volume)
Other parameters
SA/DA1 0.057- (surface area to drainage area ratio from DWQ table)
Diameter of Orifice Z3v'4 in. (2 to 5 day temporary pool draw-down required)
Design Rainfall 1.5 in.
Design TSS Removal 2 90 % (minimum 85%required)
Fonn SWU-102 Rev 3.99 Page 1 of 4

Footnotes:
1 When using the Division SA/DA tables,the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious%and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
2 In the 20 coastal counties,the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90%TSS removal. The NCDENR BMP manual provides design tables for both 85%TSS removal and 90%TSS removal.
H. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H.1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form,the agent may initial below. If a requirement has not been met,attach justification.
Applicants Initials
CpT a. The permanent pool depth is between 3 and 6 feet(required minimum of 3 feet).
CPT b. The forebay volume is approximately equal to 20%of the basin volume.
CPT c. The temporary pool controls runoff from the design storm event.
CPT d. The temporary pool draws down in 2 to 5 days.
CPT e. If required, a 30-foot vegetative filter is provided at the outlet(include non-erosive flow
calculations)
CPT f. The basin length to width ratio is greater than 3:1.
GPi g. The basin side slopes above the permanent pool are no steeper than 3:1.
CPT h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less(show detail).
CPT i. Vegetative cover above the permanent pool elevation is specified.
CPT j. A trash rack or similar device is provided for both the overflow and orifice.
CPT k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
CPT 1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
CPT m. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin,pretreatment including forebays and the
vegetated filter if one is provided.
This system(check one) X does 0 does not incorporate a vegetated filter at the outlet.
This system(check one) 0 does Xdoes not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3,99 Page 2 of 4

Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention'basin system for sediment accumulation,erosion,trash accumulation,
vegetated cover,and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately,re-seed as necessary to maintain good vegetative cover,mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system(i.e.catch basins,piping, swales,riprap, etc.)quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75%of the original design depth(see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality(i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 344- feet in the main pond,the sediment shall be removed.
When the permanent pool depth reads 3.0 feet in the forebay,the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Q Permanent Pool Elevation 2545
Sediment R oval El. 2.2,42140 Ai
75 0
Sediment Removal Elevation 24'4 21' 75%
•
Bottom Ele ation ah0020,5 a/o
Bottom Elevation WKa 205 y 25%
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50%of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance,the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
Form SWU-102 Rev 3.99 Page 3 of 4

7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: .k r i A-• E&1 L,noi'e
Title: Via Prt5ident i Co 'io41•ear
Address: 211 EAST ROULEVARA>J CHAELATTE ` NC. 28203
Phone: 71 -37 — 3
Signature: ;• .
Date: i I�
Note: The legally responsible party should not be a homeowners association unless more than 50%of the lots have been sold and a
resident of the subdivision has been named the president.
I, Q 4.6%,A.e% • --4-a,ties IQ a Notary Public for the State of Iv eco'd(,,,0— ,
County of 111,e .due- ,do hereby certify that -risAi A-. Gq tC,,,4(e
personally appeared before me this 151 day of Ph. , a..aJ , and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
DEANNA K.JONES
NOIRRY PUBLIC
1EC1aENBUR000UNTX NC
Cominion aplres 8-20,2005
SEAL
My commission expires $,a 0.0 S
Form SWU-102 Rev 3.99 Page 4 of 4

Permit No.
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a stormwater management permit application, an
infiltration basin supplement for each system, design calculations, soils report and plans and specifications
showing all stormwater conveyances and system details.
I. PROJECT INFORMATION
Project Name : 7 '/'[A6E 47" Poopep90.67
Contact Person: Oize 7 t.16y Phone Number: (331, ) 81e-8800 3051
This worksheet applies to: Basin No. / in Drainage Area 16.85 Aczej
(as identified on plans) (from Form SWU-10l)
II. DESIGN INFORMATION -Attach supporting calculations/documentation. The soils report must be
based upon an actual field investigation and soil borings. County soil maps are not an acceptable source
of soils information. All elevations shall be in feet mean sea level(fmsl).
Soils Report Summary
Soil Type owStar i f.SE / ,1(9$ba /teo•J
Infiltration Rate La in/hr or cf/hr/sf (circle appropriate units)
SHWT Elevation Z3.0 fmsl (Seasonal High Water Table elevation)
Basin Design Parameters
Design Storm I'S inch (1.5 inch event for SA waters,I inch event for others)
Design Volume 75,861.4 c.f.
Drawdown Time '1 days
Basin Dimensions
Basin Size 3 -+S ft. x ft.= 33,8Z7 sq. ft. (bottom dimensions)
Basin Volume Provided 33,8fl c.f.
Basin Elevations
Bottom Elevation 26.17 fmsl
Storage Elevation 27.0 finsl
Top Elevation Z8.0 fmsl
Form SWU-103 Rev 3.99 Page 1 of 3

III. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H.1008.
Initial in the space provided to indicate that the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwatcr Management Permit
Application Form,the agent may initial below. Attach justification if a requirement has not been met.
Applicants Initials
CPT a. System is located 50 feet from class SA waters and 30 feet from other surface waters.
CP7 b. System is located at least 100 feet from water supply wells.
err c. Bottom of system is at least 2 feet above the seasonal high water table.
CPT d. Bottom of the system is 3 feet above any bedrock or impervious soil horizon.
CpT e. System is not sited on or in fill material or DWQ approval has been obtained.
CpT f. System is located in a recorded drainage easement for the purposes of operation and
maintenance and has recorded access easements to the nearest public right-of-way.
CPT g. Drainage area for the device is less than 5 acres.
CPT h. Soils have a minimum hydraulic conductivity of 0.52 inches per hour and soils report is
attached.
CpT is System captures and infiltrates the runoff from the first 1.0 inch of rainfall(1.5 inch event for
areas draining to SA waters). Design volume and infiltration calculations attached.
CPT j. System is sized to take into account the runoff at the ultimate built-out potential from all
surfaces draining to the system,including any off-site drainage.Calculations attached.
CPT k. All side slopes stabilized with vegetated cover are no steeper than 3:1 (H:V).
CPT I. A pretreatment device such as a catch basin,grease trap,filter strip,grassed swale or
sediment trap is provided.
CPT m. Bottom of the device is covered with a layer of clean sand to an average depth of 4 inches or
dense vegetative cover is provided.
CPT n. Vegetated filter is provided for overflow and detail is shown on plans(Required minimum
length is 50 feet for SA waters,30 feet for other waters).
CPT o. Flow distribution mechanism within the basin is provided.
err p. A benchmark is provided to determine the sediment accumulation in the pretreatment device.
en- q. Runoff in excess of the design volume bypasses off-line systems(bypass detail provided).
r PT r. System is designed to draw down the design storage volume to the proposed bottom
elevation under seasonal high water conditions within five days. A soils report and all
pertinent draw-down calculations are attached.
£Pt s. Plans ensure that the installed system will meet design specifications(constructed or
restored)upon initial operation once the project is complete and the entire drainage area is
stabilized.
Form SWU-103 Rev 3.99 Page 2 of 3

IV. INFILTRATION BASIN OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the infiltration system for erosion,
trash accumulation,vegetative cover,and general condition.
2. Repair eroded areas immediately,re-seed as necessary to maintain adequate vegetative cover,mow
vegetated cover to maintain a maximum height of six inches,and remove trash as needed.
3. After every runoff producing rainfall event and at least monthly inspect the bypass,inflow and overflow
structures for blockage and deterioration. Remove any blockage and repair the structure to approved design
specifications.
4. Remove accumulated sediment from the pretreatment system and infiltration basin annually or when depth
in the pretreatment unit is reduced to 75%of the original design depth.The system shall be restored to the
original design depth without over-excavating. Over-excavating may cause the required water table
separation to be reduced and may compromise the ability of the system to perform as designed. Removed
sediment shall be disposed of in an appropriate manner and shall not be handled in a manner that will
adversely impact water quality(i.e. stockpiling near a stormwater treatment device or stream,etc.).
A benchmark shall be established in the pretreatment unit. The benchmark will document the original
design depth so that accurate sediment accumulation readings can be taken. The measuring device used to
determine the depth at the benchmark shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
When the design depth reads 1.0 feet in the pretreatment unit,the sediment shall be
removed from both the pretreatment unit and the infiltration basin.
5. If the Division determines that the system is failing,the system will immediately be repaired to original
design specifications. If the system cannot be repaired to perform its design function,other stormwater
control devices as allowed by NCAC 2H .1000 must be designed,approved and constructed.
I acknowledge and agree by my signature below that I am responsible for the performance of the five
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print Name and Title: Kr s+ A. 6141,4ryloyt P( Cznilo1(ev
Address: 2" EAST &.OD. 049t1o77e1ll.C, 2e203
Phone: /4-'372—3 70 3 Date: 4 i /02._
Signature: �,lA440-i
Note: The legally responsible party s ould not be a homeowners association unless more than SO%ofthe lots have been sold and a
resident of the subdivision has been named the president.
I, 2.4wrut. IA1 N tt
a�;S ,a Notary Public for the State of �A.►. CaraV4,-�. ,County of
k-k4....L.,- ,do hereby certify that Vn S , is,. Q atk t i w e... personally appeared before me this (6_
day of , 4.4,14—,and acknowledge the due execution of the forgoing infiltration basin maintenance requirements.
Witness my hand and official seal,
DEANNA K.JONES
SEAL NOAIRYPLBLIC My commission expires I -aA.tz.s
aciessuRecoumx le
Commission BOMB Haeo05
Form SWU-103 Rev 3.49 Page 3 of 3

NOV-15-2006 12:19P FROM:CPT ENGINEERING 1-336-812-8780 TO:19107949205 P.3/4
The Village at Mayfaire
New Hanover County
Stormwater Project No. SW8 011119
Designer's Certification
I, C'4r iP• Th' Y , as a duly registered _Fle¢Er'Sio✓4tr 64614664.
in
the State of North Carolinas having been authorized to observe eliodial,weekly/
full time) the construction of the project,
(Project)
for T!Y dittogo AT elayretiA6,thU, (Project Owner) hereby state that, to,the
best of my abilities, due care and diligence was used In the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications. •
Required Items to be checked for this certification to be considered complete are on•
page 2 of this form.
Noted deviations from approved plans and specifications:
YEGET47E Rib AA. Apaio ! don iS6epJ m oQilQi o.
„oily% CA130%., I
.Signature s ' •�•�'a SEAL ,
$ ; "t,1
x C'ti• • 14984
w '
Registration Number +. r �3: pew
�,,g`�1?Voitee P,ma�yy..
Date '''� . P.T��� tti�z3 joy
04.
•
cc: NCDENR DWQ Regional Office
Tony.Roberts, New Hanover County'Building inspector

NOV-15 2006 12:19P FROM:CPT ENGINEERING 1 336-812-8780 TO:19107949205 P.4'4
Certification Requirements:
lc 1. The drainage area to the system contains approximately the permitted
acreage.
fig 2. The drainage area to the system contains no more than the permitted
• amount'Of built-upon area.
YES 3. All the built-upon area associated with the project is graded such that the
runoff drains to the system.
YEI 4. The outlet/bypass structure elevations are per the approved plasm
p
Y�5. The outlet structure is located per the approved plans.
in i6• Trash rack is provided on the outlet/bypass structure.
AStn'K 7. All slopes are grassed with permanent vegetation. -- 6606 t •yueQ
str Ti Me 00 lean-Crick/
fs 8• Vegetated slopes are no steeper than 3:1.
Yea 9. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
)65
10. The permitted amounts of surface area and/or volume have been
provided.
11. Required drawdown devices are correctly sized per the approved
pp ved plans.
14 12. All required design depths are provided.
died 13. All required parts of the system are provided,such as a vegetated shelf,
and a forebay. v aeloire9 sot tdais ,,,a. Mum
14. The dimensions of the system, as shown on the approved plans, are
provided.
YES Is. P1001103 Ate 0/00 1744 RS 4F116,1E9
cc: NCDENR-DWQ
Tony Roberts, New Hanover County Building Inspector
+ AS-owvr 14Deto Eter Near j Ae.'id€d fRo•. Fie1.0 3s1s y 8e
MIKE "QJEAwool)

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•
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256 64.5EE So,'S.o" 3.0' = 75c_F.

r
P. 1
* * COMMUNICATION RESULT REPORT ( NOV.13.2002 10:19AM )
TTI NCDENR WIRO
FILE MODE OPTION ADDRESS (GROUP) RESULT PAGE
679 MEMORY TX 8-3368128780 OK P. 1/1
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL E-2) BUSY
E-3) NO ANSWER E-4) NO FACSIMILE CONNECTION
Michael F. Easley, Governor
p r William G. Ross,Jr.,Secretary
I I North Carolina Department of Environment and Natural Resources
i
Alan W. Klimek P,E„ Director
Division of Water Quality
Wilmington Regional Office
-
FAX COVER SHEET
Date: November 13 2002 No. of Pages: 1
To: Mr. Chuck T.uby,P.E. From: Linda Lewis
Company: CPT ngineering Water Quality Section - Stormwater
FAX#: [phone] FAX#[phone]
Phone#[phone]
DWQ Stormwatej P oject Number: SW8 011119
Project Name: The Village @Mayfaire
MESSAGE:
Dear Chuck: •
I did the following tabulation 1,o determine the volume of runoff leaving the design orifice in the
first 24 hours after it stops raining, assuming a static condition where the pond level is right at the
temporary pool elevation.
1. Determine the hiving head from the centerline of the orifice to the temporary pool elevation.
G

OF WAT �,.
.y .Q Michael F. Easley, Governor
� G. Ross,North Carolina Department of Environmlentand NaturalrR sourrces
y
0 „:, Alan W. Klimek, P.E., Director
Division of Water Quality
Wilmington Regional Office
FAX COVER SHEET
Date: November 13,2002 No. of Pages: 1
To: Mr. Chuck Truby,P.E. From: Linda Lewis
Company: CPT Engineering Water Quality Section - Stormwater
FAX#: [phone] FAX#[phone]
Phone#[phone]
DWQ Stormwater Project Number: SW8 011119
Project Name: The Village @Mayfaire
MESSAGE:
Dear Chuck:
I did the following calculation to determine the volume of runoff leaving the design orifice in the
first 24 hours after it stops raining, assuming a static condition where the pond level is right at the
temporary pool elevation.
1. Determine the driving head from the centerline of the orifice to the temporary pool elevation.
2. Calculate Q in cfs.
3. Calculate volume delivered in 24 hours =Q x 86400.
4. Design infiltration area with sufficient volume and area to store and infiltrate this amount.
S:\WQS\STORMWAT\ADDINFO\2002\011119.NOV
NC C:c7i
'ivision of Water Quality 127 Cardinal Drive Extension Wilmington,N.C.28405 [phone] Fax[phone] Customer Service
800-623-7748

ENGINEERING AND SURVEYING, INC.
Land Development Consulting
November 12,2002
Linda Lewis IlEce 1-VpNCDENR ,j
Wilmington Regional Office NOV 3
Water Quality Section-Stormwater 2002
127 Cardinal Drive Extension PROJ DPi,Q
Wilmington, NC 28405
RE: The Village at Mayfaire
DWQ Stormwater Project No.: SW8 011119
Dear Linda:
We have addressed all of the comments in your fax dated October 31, 2002. Listed below
are the revisions which are also reflected on the enclosed plans.
1. We removed Weeping Love Grass from the Seeding Specifications on sheet 13 of
15.
2. The revised calculation pages for the ponds have been signed and sealed.
3. Labeled the outlet structures on the Grading&Drainage Plans.
4. The Vegetative Filter Detail is shown in the lower right hand corner of the Site Detail
Plan, sheet 15 of 15.
5. The density calculation within the 575' AEC is shown on the Overall Stormwater
Management Plan,sheet 1a of 15. This density calculation is for the entire Mayfaire
Development
6. The calculations for the drainage area for Pond 2 has been changed to 9.1 acres.
7. I have adjusted the pen weight of the text shown on the Site Detail Plan, sheet 15 of
15,to be darker.
8. Revised text on details for Ponds 1 and 2 to say,`To vegetative filter".
9. The orifice pipe exiting the outlet structure for Pond 2 has been shown.
10. We removed the Bio-Log Detail from the Site Detail Plan since we are not using
them in our infiltration area. Our infiltration area is bounded by earthen berms with
3:1 slopes having a height of two (2) feet as shown on the revised Infiltration Area
Section Detail, sheet 15 of 15.
3935 Brian Jordan Place • Suite 137
High Point, NC 27265
Telephone 3:36-812-8800 - Fax [phone]

• Page 2 November 12,2002
11. The calculations for minimum surface area required are enclosed.
12. A new page one(1)of the Infiltration Basin Supplement is enclosed.
I have included 2 copies of the revised plans (changes, hilited) and other items mentioned
above for,your use. We hope this will satisfy the requirements for receiving Stormwater
Approval.
Should you have any additional questions or comments, feel free to contact Chuck Truby or
myself.
Sincerely,
CPT Engineering&Surveying, Inc.
Mike Venable
CiviVSurvey Technician

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P. 1
* * COMMUNICATION RESULT REPORT ( OCT.31.2002 4:36PM )
TTI NCDENR WIRO
FILE MODE OPTION ADDRESS (GROUP) RESULT PAGE
420 MEMORY TX 8-3368128780 OIL P. 2/2
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL E-2) BUSY
E-3) NO ANSWER E-4) NO FACSIMILE CONNECTION
, y Michael F.Easley, Governor
William G. Ross,Jr. Secretary
411' =1 North Carolina Department of Environment and Natural Resources
Alan W. Kilrnek RE., Director
Division of Water Quality
i
Wilmington Regional Office
FAX COVER SHEET
Date: October 314 2102 No.of Pages: 2 710,—.1
To: Chuck Trilby,P.E. From: Linda Lewis
Company: CPT E gineering Water Quality Section-Stormmater
and Su eying,Inc. FAX#[phone]
Send to FAX#33t..81: .8780 Phone#[phone]
DWQ Stormwater Pr i ject Number: SW8 011119
Project Name: The Village at Mayfaire
MESSAGE:
Dear Chuck:
I have reviewed the p1 s submitted on August 30,2002, for compliance with the stonnwater
rules and the items in y last comment letter. The following revisions are needed to continue the
review:
1. Please remove eeping Love Grass from the seeding specification. Per Chapter 3 of the
North Carolina rosion and Sediment Control Planning and Design Manual,Weeping
T.FIVA rYrSi4Q Ag n t rarrnrnrnailAe.A J.__ •

WAr�
•
tO R Michael F. Easley, Governor
William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
Wilmington Regional Office
FAX COVER SHEET
Date: October 31,2002 No. of Pages: 2
To: Chuck Truby,P.E. From: Linda Lewis
Company: CPT Engineering Water Quality Section - Stormwater
and Surveying,Inc. FAX#[phone]
Send to FAX#[phone] Phone#[phone]
DWQ Stormwater Project Number: SW8 011119
Project Name: The Village at Mayfaire
MESSAGE:
Dear Chuck:
I have reviewed the plans submitted on August 30, 2002, for compliance with the stormwater
rules and the items in my last comment letter. The following revisions are needed to continue the
review:
1. Please remove Weeping Love Grass from the seeding specification. Per Chapter 3 of the
North Carolina Erosion and Sediment Control Planning and Design Manual, Weeping
Love Grass is not recommended for use in North Carolina due to it's clumping growth
habit and lack of persistence.
2. Please seal the revised calculation pages.
3. You've labeled the outlet structures on the Erosion Control Plans. Since I won't be
approving the Erosion Control plans (i.e,those plans will be removed from the
stormwater approval set)please label the outlet structures on the grading and drainage
plans.
4. Where can I find the details for the vegetated filters?
5. Where can I find the calculation of the density within the 575' ORW AEC?
6. The required minimum volume calculations for Pond 2 still use the old 9.1 acre drainage
area. Please revise.
7. The detail sheet(15 of 15) is very faded and the small writing on the pond and outlet
details has faded to the point that it is almost unreadable. Please provide 2 sets of this
sheet with either darker print(not too dark or else it will be blurred) or an increased font
size.
Av5TA
N.C.Division of Water Quality 127 Cardinal Drive Extension Wilmington,N.C.28405 [phone] Fax[phone] Customer Service
800-623-7748

8. Please add the words "To vegetated filter" after the outlet pipe for the outlet structure
details for Ponds 1 and 2,which currently show either "To infiltration trench" (incorrect)
or"Overland discharge", (inaccurate).
9. Please show the orifice piping exiting the#2 outlet structure on the right side in View B-
B.
10. In areas of the infiltration basin where the "bio-log" will be the only impoundment device,
please alter the detail provided on sheet 15 of 15 slightly to show an earthen berm behind
the log in addition to the 3:1 slope. Please also indicate the height of the berm.
11. As was done at the Town Centre,the minimum amount of infiltration area that must be
provided should be based on the expected volume leaving the ponds during the first 24
hours,which will be the highest daily volume. You have done yours based on an average
daily volume over 4 days. Your method results in a slightly lower calculated minimum
than is actually required. Luckily,the higher minimum area of 18,684 ft2 is still well
within the 33,827 ft2 area provided in the basin,with a safety margin of 1.8. Please
recalculate the required minimum surface area based on the volume leaving the pond in
the first 24 hours.
12. There is only 1 infiltration basin,but I have two supplements in the file. Please complete
a new page one of the supplement for the basin. I can use one of the signature sheets from
the previous supplements.
S:\WQS\STORMWAT\ADDINFO\2002\011119.00T

ENGINEERING AND SURVEYING, INC.
Land Development Consulting
August 29,2002
North Carolina Department of Environment and Natural Resources
Wilmington Regional Office
Water Quality Section
127 Cardinal Drive Extension
Wilmington,NC 28405-3845 VEj D
Attn:Linda Lewis RECEIVED
Re: The Village at Mayfaire AUG 3 0 2002
New Hanover County DwQ
Stormwater Project No. SW8011119
PRr t "
Dear Linda:
Thank you so much for meeting with me last month. I have addressed all of the comments in
your letter dated July 12,2002 and those comments discussed at our meeting. Please find
enclosed the following:
• 2 complete sets of revised construction plans.
• 1 original revised application of miscellaneous pages included in the review comments
• 1 copy of revised application of miscellaneous pages included in the review comments
• 2 copies of the revised narrative
• 2 copies of the revised calculations
• 2 copies of the infiltration calculations
• 1 copy of building floor plan with dimensions
• 1 copy of courtyard plan
• «iP CveVCS 4-1' SPEC'P'C4T7o d3
I left a copy of the soils report with you.
Please review this information a notify me if you have any questions or comments. Thanks again
for your help,with this project.
Very truly yours,
ngineering and Surveying,Inc.
Chuck Truby,
AC
President
3935 Brian Jordan Place • Suite 137
High Point, NC 27265
Telephone [phone] • Fax .[phone]

RECEIVED
THE VILLAGE AT MAYFAIR
PHASE I and II AUG 3 0 2002
STORMWATER NARRATIVE nw
PROJ#SL0 ' G1I1IQ
Site
The existing site is 394.53 acres of undeveloped site consisting of 200±acres of
jurisdictional wetlands. These wetlands subdivide the site resulting in numerous pods of
developable uplands. This site will be developed in phases. This report t`ocuses on the
condominium pod of the Mayfaire development. This pod is located on the most northern
portion of Mayfaire adjacent to Military Cutoff Road. This pod contains 34.95 acres and
is totally located outside the wetland areas.
Site Discharge
This site drains to the existing ditch in Military Cutoff Road and an existing stream that
runs along the western property line of the concominium site. The end discharge point is
located on the west side of Military Cutoff Road(N.C. State Rd.)with(2)two existing
66" CMP Culverts discharging to Howe Creek. Military Cutoff Road is in the design
stage by the NCDOT for improvements.
Wetlands
Ttis 34.95 acre site contains no wetlands. There are no impacts to wetlands as a result of
,;this project.
Storm Design
The wet detention ponds for the Mayfaire site have been designed to meet or exceed State
of North Carolina standards. Appropriate curve numbers and time of concentrations were
chosen by the Engineer after consideration of landforms, soil types, future piping
systems, etc. Proposed contours above the normal water elevation create the stage
storage curve. The outlet structure creates the stage discharge curve. Using the inflow
and outflow hydrographs,the Stage Storage Indication Method predicts the routing
through each pond. Softdesk, a popular civil engineering software was used to design
these wet detention ponds. The Soil Conservation Service(SCS) TR-55 is the engine
inside of Softdesk that is used to create hydrographs. The calculator in Softdesk was also
used to perform the Storage Indication Method calculations. All output from this
program is attached in an organized manner.
As required by City of Wilmington Ordinance Regulations, each pond also reduces the
peak rate of runoff to pre-developed levels for the 10-year level. In addition to
controlling these more frequent storms, the Engineer has analyzed the 50-year event to
pass through all systems.
The North Carolina Department of Environmental and Natural Resources (NCDENR)
requires each wet detention pond to control the first 1.5" of rainfall over the entire
drainage basin for the pond and meet a surface area to drainage ratio(SA/DA)established
by NCDENR publications. Ponds are designed to have varying depths of water when at
normal water elevations (NWE). The SA/DA ratio chart for coastal counties was used to
determine the surface area for each pond (see calculations).

Using the accepted method as published in the Stormwater BMP Manual,the total runoff
was determined for each drainage basin. Drawdown rates established the orifice size.
Now that a volume for the 1.5" of rainfall was determined, an elevation could be chosen
after evaluating the stage storage curve. This information told the Engineer where to set
the first weir called the 10-year weir. Some of the discharge structures are using a 10-year
orifice as a discharge device.
The 10-year weir is constructed so that the rate of flow through the weir and the orifice
does not exceed the 10-year pre-developed rate. Usually, this Engineer would then look
at the barrel size in choosing the box size. The barrel is sized to take the 50-year post
development flow at a minimum. This is to ensure the dam will not be compromised in a
storm of this magnitude. An emergency spillway is provide for the 100-year event in
which the dam may or may not be compromised, for example nicks, ruts, sloughing,
sagging, impact damage from floating debris, etc.
Once the box size is found and after consideration of flow magnitude, a width and height
of the 10-year weir is determined. After routing the 10-year storms through the outlet
structure to confirm rate reduction the 50-year event was analyzed. At this point the
structure is usually almost as high as the dam (because the dam height is limited in the
beginning due to land availability). Therefore, the remaining edge of the box after the
10-year weir has been subtracted, is the 50-year weir. An emergency spillway is
provided to take the excess flow or more,after routing calculations are preformed.
ALL RUNOFF FROM THE FIRST 1.5" OF RAINFALL WILL BE DIRECTED TO
THE INFILTRATION AREA LOCATED TO THE EXTREME SOUTHERN END OF
THE CONDOMINUM SITE. THE INFILTRATION AREA IS 33,827 S.F. THIS AREA
HAS BEEN EVALUATED BY LAND MANAGEMENT GROUP TO DETERMINE
THE HYDRAULIC CONDUCTIVITY AND DEPTH TO GROUND WATER. THIS IS
THE ONLY AREA ON SITE THAT IS FEASIBLE FOR THIS INFILTRATION
AREA. A REPORT DOCUMENTS THESE FINDINGS AND WAS USED TO
DETERMINE INFILTRATION RATES FOR THESE SOILS. THE ONSITE STORM
SEWER SYSTEM WILL CONVEY ALL RUNOFF TO THE THREE WET
DETENTION PONDS PROPOSED FOR THIS PROJECT. A LIFT STATION IS
REQUIRED TO PUMP THE STORM WATER FROM A SMALL HOLDING POND
LOCATED AT THE INTERSECTION OF TOWN CENTER DRIVE AND MILITARY
CUTOFF ROAD TO THE STORM SEWER SYSTEM WHICH ULTIMATELY
DRAINS TO POND #2. THIS IS REQUIRED BECAUSE OF THE ROAD
ELEVATION OF TOWN CENTER DRIVE WITH MILITARY CUTOFF ROAD AND
THE REQUIREMENT THAT ALL IMPERVIOUS AREA MUST DRAIN TO A
POND. ONCE THE STORMWATER ENTERS THE POND IT IS STORED. THE
FIRST 1.5" OF RAINFALL IS STORED AND IS RELEASED OVER A 4 DAY
PERIOD. THIS IS ACHIEVED THROUGH AN ORIFICE IN THE RISER. THE
ORIFICE THEN DRAINS TO A LIFT STATION WHICH WILL PUMP THIS
RUNOFF TO THE INFILTRATION AREA. THE LIFT STATIONS (ONE PER POND)
CONSIST OF A 4.0 DIAMETER PRECAST MANHOLE WITH TWO
SUBMERSIBLE GRINDER PUMPS SIZED FOR FLOW AND TOTAL DYNAMIC
HEAD. THESE PUMPS ARE DESIGNED TO RUN ON AN ALTERNATE BASIS. IF

A FAILURE OCCURS AN ALARM WILL SOUND NOTIFYING MAINTENANCE
PERSONNEL. THESE PUMPS ARE REQUIRED DUE TO THE ELEVATION OF
THE INFILTRATION AREA AND THE LONG DISTANCE BETWEEN THE PONDS
AND INFILTRATION AREA. ONCE THIS RUNOFF REACHED THE
INFILTRATION AREA IT IS DISCHARGED INTO A SPREADER SWALE AND
INFILTRATES IN THE DESIGNATED INFILTRATION AREA.
Pond Specifics
Pond 1
Water Quality(1.5" event discharges to lift station and is pumped to infiltration area.)
Orifice device used for 10 Year Control and is conveyed to flow spreader mechanism and
into vegetative filter.
Alternative design for S/A waters utilized
(zero discharge for 1.5"Water Quality requirement met)
Pond 2
Water Quality(1.5"event discharges to lift station and is pumped to infiltration area.)
Orifice device used for 10 Year Control and is conveyed to flow spreader mechanism and
into vegetative filter.
Alternative design for S/A waters utilized
(zero discharge for 1.5"Water Quality requirement met)
Pond 3
Water Quality(1.5"event discharges to lift station and is pumped to infiltration area.)
Orifice device used for 10 Year Control and is conveyed to flow spreader mechanism and
into vegetative filter.
Alternative design for S/A waters utilized
(zero discharge for 1.5" Water Quality requirement met)
All Ponds
Due to the level terrain in this vicinity all ponds will use a pumping device or system to
drain ponds during emergency and for maintenance and cleaning purposes. The ponds
will treat all stormwater runoff using 90% TSS removal. These ponds will then discharge
the 1.5"storm to infiltration areas. The infiltration areas will allow this runoff to soak
into the ground recharging the existing wetlands.

Aug OR 02 l0:O2a Office 910-794-1343 p_3
O /O$/os 0e:23 PAX MOoot
e eies72s +33;ee i--419-299- .. �......_ aHrn a. c-Cap_ e2
SCHEMATIC. & SUBMITTAL_ DATA
DUPLEX CONTROL PANEL
23OV-1.0-1 HP
FOR
MAY FAIR
SUBMITTED Bar:
JEFF PORCH
OHIO ELECTRIC CONTROL INC.
1881 CLEYELAND AVENUE
ASHLAND,- OHIO-44803
TO:
KEN STONEMAN
HUGHES SUPPLY, INC
8501 AMSTERDAM WAY
WILMINGTON, NC 28405
RECEIVED
AUG 3 0 2002
DWQ
PROJ# 50-7$ 0/ ///q
•
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ieet CLBYElAND AVENUE
( l ( � ASWal n, OHIO 44606
Pg:(419) 888-168S PAX(4L4) 088-4806
N•• e-mMk ohineleeelbrI ht.aet
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CONTROL PANEL NOTES§
1. aanima peedwill be padded Osaka peed'n'm'dteultbresiews,
canneloni beak*bp,ipronod blamed landed Moab.
-2. The alien Biewmbemamleddibsbipd eambol—endeanna
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4. The Goslld pod well be labeled.
3. T e elealid,.. & peed will be"dLs'&led end bladed.
•
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••e18/e6/2102 -99:Ba.. •1-419- i6 .1:04I13 ELECTRIC CLNTI*L PAGE 14
CHID ELECTRIC CONTROL, INC.
Duplex.Altvrneting Relays Model ALT 24/120-XX
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08/21/02, 08:.32. FAX lJ 004
. — -— - 00/21/02 09t0BnM P. 002
4R75M.4-23 7. 125" 270.0 GPM @ 3.0.00 Ft
CATALOG CURVE
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PUMP PERFORMANCE DATA
Gallons Total Dynamic Hydraulic Velocity
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1. Minute. Feet C C FT/9ec
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Service Service NEC
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4R75M4-23 7.5 3 230 150.00 29:00 32.00 8,00 II 9.90 59.70 1.1 J 1.2
Version: 2.0.0.0
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AUG-05-2002 MON 10:49 All STATE STREET COMPANIES FAX NO. 704 370 6436 P. 02
Aud 02 02 09:59a Office 910-794-1343 p.2
_
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Rub 02 02 09:59a Office 910-794-1343 p.3
04/01/02 14:27 FAX MIN3
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ENGINEERING AND SURVEYING,INC.
LAND DEVELOPMENT CONSULTING
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HIGH POINT,NORTH CAROLINA 27265
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3,� Chi 2/4-
/L wt/w
=0,64, Z 5 �"1 oAiFiCt
/ YE4. ex/Per De-bee /Z"
E t "-/9 rat/ S, ,rs-t VD(u-.re- To?,t 4,
/3,9�'? p 0
27.o /y, 758 es,/65 0./,5 tic/5
28, o /4 wo o, 358 O.52 3 7.7/
Fy yF� 79.o /8//78 0. .397 0. 920 9, 96+z8.11= 38.07
W W W
W W W
Nog DE "C0/�'•�I�✓T' /0 !' 9E S%oR^7 ,' ( = ?8 Ci'S.
" % 'O, /hr3 /CA = 92 /f'2Ec,,P= 6,72
; 3
r n r /a57 OE-/E(oPME-/T ..56, Y j,e. J : Q = 38 CP•s
,PEua = 9 o/
0 as-$34,
fb57 -/it'o ' 5-/j /0 f R2 .STAe^07 : krnocr = 2.5.d 6 Cfs
PE�►� a 'oc./= 8,Va CFS
PE4).0 Ele•/ - 28,37-
S (yiEfrG c i -,.L E/ . 28. 03E y O >eV o ' ooe
/SOS" !)&-,/EL.Q/' 5/i yERt ,J•Toe 1.cate p..4g?0 Le,_, 38.o0.-p5
fie o,7Z?o4/ = 23,/9CFS
PER,/ ESE,/. = 28.S
,Si," &sae 6, tWE Rot.. SoYtAlt Srac,.)
7?y 2q" At?: C) D,6A 77
0, (A' 1,oL ) (2)/32.2�(3.3)
21.S cos. o.,y.
)1'Atd 00,44 6:4t( 0r7/1715
We" c/ 4=(O,cocoon)/9 V h
= (o,
0, 0189
I2 sq. a�� > 1,86 Gut- tz
ro-/l'Arre- Bast
Yot u,-0G or E/SCE • go',=4
IT 0.0 9( /0.0) .3/.C/(F
1 py 2-C_.
((i ZY . ')6� -�S,' 9X/.1),5777 �c
W v"F` of re-e,st7t o+¢qutA&O : S,779o88 66":
OSE 446c So;eS o'743.01 = 75c.F.

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NEW HANOVER COUNTY NOTCN,NC
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3� g DATE 4-14-02 1 .8)11 NO.: 180-02 ` DRAW St MY
;It + ENGINEERING AND SURVEYING,INC.
2 LAND DEVELOPMENT GON511LTiNG
3935 BRIAN k7RDAN PLACE-SUITE 137-
HIGH POINT,NORTH(AROMA 21265
PHONE.[phone] - FAX,[phone]

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pv?ut Lw(,rs • 3, 95o
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at
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0 001./6 90% %.J S, �E•+re •i i s,-r� ASf u...7E� -'F'T �'ODl t 6,14 = 410
,C1 C*' ,%.' 'uppA(r #AEA /efov,dE•) -.A51 5,'L / p.rR,,ig6E '�A
(/Z,55At5)(y3,560 YC. OSi) = 24 y2 7 .5"C.
&i/7i-r1 op 10-'0 Ef ' 2/,00
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uW(T L)/-s = 523.8"i Z
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o S-79
\At v''AE )'c pwRF (/.5)(0.5-79)0 Z)(/?.SS)613,540) _39r 566 C.F
/0 Y&144 art/WAY e-( 2.6.30
4/A-TE)Z' rcrrAtt 14/14/0E-0 : (3/,W9)(✓. 3 ) = Vo, 88y e.F e)
�o-,1w7a Qro /'60 E•r?Cot)' -vr
e (-zoo/ n:p,2 r/ J,,Ar, ) eo orb-TA
lee c,i
L woe
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2 fit - 2/Ar= 9.5,4 fio/E = 0, 0033
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T , "o—1 froe,A /.. 1,Z*'
sox i'/'E ' S646497e r , ii•i'rlc- LcoY/ = //P001O/c6#G #0016 0
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W W W / `.3 ✓G tofrfe-// /t, /C•.e d/Vx�1 : /.. : 75Cr
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000 C
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el
It a PE(.P =
errih
tvaa
Q AST 06-'El ore,'/6-,r /0 YE-94. SToAM : Peq-e i••/FIO.v = 75;oo C1L-5
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Arrsx ete-m r, /
So YEA►.t 4i6M EC 2 . 2 We: So 5:o ' eax
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4,e OLTrco G✓ = 49,81 81 r,cc
TOP of Ong/ Elf �4Tio-/ A4t ca-� r,0-/= 28. 1
0,0
eselc rc PO. sb
`to - '/8.8/ CF5
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571.
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PA4w 90G/.../ e-s►(ruot I,c /j USE '/ /JRy ,P_E(..FASP .• Q= (o.OOOe o/2)A
=(0,0o0o0/Z}((p,5lo) I,�i
o.c ill 8
cl ' /Z i f ei 0'eq�b� 7.,(p u3C z3tl ' �61�
3. y
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(rO(/.25 9( /0.0.) = Y9/
206 . b </.
(706.6)(6?.(/) (/2, S q/. gyp,/) : /,1 l 8 l/IJ
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Co/I °"� OWNER/oEVELoPER: STATE STREET LLC
�� �a� Q NEW HANOVER COUNTY 1NLNNOTDH• NC
� DATE 4-29-01 JOB NO.: 160-O2 _ DRAWN BY MV
g 0\
ENGINEERING AND SURVEYING,ING.
LAND DEVELOPMENT COMA 11N6
.4 I a1'I51 1 BRIAN X*)AN PLF GE-¢A IF 137-
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Tie -1/0.9eF 47- /s4.9ere-r.WF
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/l�oe /t./„Tr r /.n
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(9./4c5)('/3,5E0YQ. 03e) = /5, 06 3 5.A
13 c r7O--I of- A'-") e 21.oo
m,.-'"qc fool. 67 . 25.5o --a L5' f fre. -,,V ".9 ' Z3 5)0
re.-e/ots►,,I Ce447E"/ LA*./ - nle 1
it/gr ✓ec ,/ 4Ae•4 ,, 1= 43Al : 809
kv = 0.G•51, D,co r)
O,05* p, 00903,N,
7. D. yvo6
' op)/ olj 2Z-014-
\/Of.•s6 12sOV/oft ) ~ (4 5 O..wog , ' 6o11
<� " . )�y3,s ) 21,831 e.
10 X r ►t. ,,,/ifr✓q) ey.. = 2 6,70
C.a.orTt 6,0.=c'7y 7,N.,-cc fie e,/r0P-,:"1 • 0'5 /90 S.F)0.z ' = 30, 7?R r rn a.
Ccr°Veire Q,4 47
.Y/t ,re e / /7= a 7 y 0-44t//Y.' !t•/f ,#TttTr
9 Fta,,/
` 300 ' G=,300
7 re. • NA - 1-/.5.,/ 6/3i D.0033
\,744 = O,on 3 ' '4 r
TeFAo. 7F1/uGa 1 = 408
jolt Irk : (e r•' r'/v = )9r4/V06/c 614' A' )
CM' 78
/0 Y&i•z - 2 '/y f"*c-ce+'= 6, 7 2
n,r fee":..•... q/.'./"• 7f.%it CI''6,/,' ; " it r.

I
/0 V69L ouc,/ Ge-b((- . 2y-
tY E-,6str, J .Yve,4l6. R,t b,9- \milt .g6 '4C-f/ lym c•
2-G.70 27, 772 ,2S 0 D 0
27.0 �8,63 y O. 19y o.i9`-I 8.2.6
78.0 32, /96' O. 698 D •81/ t'l.Zo
7 9 0 05, 8 7y 0, 78/ 1,03 22.68 4-a, =39:
30.0 39, 897 o. 870 Z.5y3
N ines 77.y1 +88 - 115,
W W W
W W W
=S=
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00
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aaa
n n n r- nsr PG-/Pl oPP-476-/7- 6-0 YE4}� J7v't# i. //� w (- 5
0
PoST i) -1E/oo4-4E-0-- /0 YEAt. 5 i * : pE'qW /4Fto1.i = S.-tea ris.
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&VW E(E•444-720./.• 26, '//
So 5eE„9it 41re( Eta-/RT.oJ 28,50 GCSE y0,'41.0. Box
posi Do t OP-7eleT Sv YF4L S /E4,t A./Reed ' 76,o cr-3
fee i Fto 4.d : 25. 1 eF.s
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jo.2cF'S. (5.r
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9 : o•cbooa/Z)(z5,L'/, ,) z
q -- O. 0337
It .7/y337 - 2.4,9
Co-PC/ETE ost5E (3.0 )(Vo )(Y.o) - yg c.c. GCE 2/L I,rLCE
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/'t/ckre,4T/0-/ /VE<j fR1'('•1/01 j/G-/J
A-/0 �/ cto ceO Z (ter s�ME , / �it&�) RE CEIVED
�o,.q / - ,3As ��� AUG 3 0 2002
9 : yh�ce�e5
I.5-•. 7z 7 -� �� DWQ
/3pV'/C c 'PROD# 5 W ''
A-4446C "1/I'#vl/c ("o-00e7-,,/,7r• = I 0 1•�
IfK
7 Z4 c 4Fa/.eE/) /9exe :/•1E cr •'`i 96 N,cS
v...,E •• /,S�/p,S2oir4)(9g)4s- ) = /3,o zs!v e.F vu_ke
/a/F►trApTio-�/��.����.� /3, rev�`�i,2•9r3 3 z5C cA:/ ► eze4 an
f cai dr e. /,�A,.. .0 a:4 . 3, .5G .in.a f AV v,,3 /p 08 3 - ;63`,/S./F
/4 0;tA7,n-/ Aire. . Far7cL: / 4-3/,C I 5-
= 2/S/5/.T.F
/o ' ? s.-,r Axel : 9 7 s 3.
I. S .. 72‘17-t.,7-.4:/4...r? .• .2/, 83/ cam'
7;7%4 1e 4414(1: Axe Ti /)rn/c ' 96 f
/'tr1 a v'0/ •••96- (/,5)(0.y06)('/t Y9/) `/7, 5560) _ "/, 's/ -,
/-/.7t.rA, /o_f/76e,oq . , 31(. 57 ?5g 4%.vr
/�Ars
A)` z /,083 = z,7y0 s F
/-/fie r#i%ii—/ el,'f 4 , e.Tv/_: 7 740 ;/-� )4/ 5 //O J.F.
7c640°3 605•-' ' 4 -9 - /2.55At5
/,5 ` `Ti?e4r. q- ,/of v.,.,E ; 39'5-6a r.,c
/7-/g-ooe H/l4Ai tic /a,,over,,,Tj= /0 ,.,�.►
t?'Tia c. / pvr*�/) "etc 77.1e = 4 0,9:5 96 lie
L'E�tG /otv.-4e • 0.5)(0. 579 (1�)(/z.55)(y3S6o) = 39/S66 ��
/•/F,rTea„rj✓ /aca/b/J 39, 5t,Gc,/ /
1 / yp,91: = �872. C.F.//4y

"we,' 9M 49, J/408 3 = (1
, 944 07F.
/-/Fit 7A# 7,o_/ �►w�.g t 7� . '/,96 6 S.F. yc /•5 - 7, VY9 s:f
To791 /SIFrC RTns-7 /9-ex fJ ,?egw1F9 : Z,e/5/S.A t U /io S.F t e/ S. F
/`/o/o,S.F
/4./ 1.7,tr1T/o-/ / ' A'o-I,OEI) :33 SZ7 3/

AUG-05-2002 MON 10:50 AM STATE STREET COMPANIES FAX NO, 704 370 6436 P. 04
Aug 02 02 09:59a Office 910-794-1343 p.4
08/01/02 14:27 FAX %out
•
Iftelar—
ME Series .
l Sithrnugh. 1-1/2 HP
Effluent Pumps
•
caz
�
slaw anaarme _ '4. OM
rw„,-� 60► � i �a ,
war.y4mauctet.. . at _ an .sat
lAa �ii �g �= riti 'it
...}
11,
O
M —Q- 0 .li
\ ,
4...
4
t,mir1•+l
mom
F:e t1Q1.Wh►ars PerkwaY.Ashland.Ohb 4190S-1969
410/289-1144•Pa=419128041M•ah wien 0Qm

AUG-05-2002 MON 10:50 AM STATE STREET COMPANIES•
FAX NO 704 370 6436 P. 05
Rue 02 i12 10:00a Office 910-794-1343 p.S
asio110n 14:28 FAX 0005
•
ME SERIES
SINGLE SEAL EFFLUENT PUMPS
SPECIFICATIONS -
FFf1•Vr mo s-Pu"' } be .E.Myers ME series effluent pumps selected in accordance
with the following design criteria:
Number of Pumps: ..__------
Primary Deeign.Flow:
Primary Design Head:
Minimum Shut-oft Nead — -"
Motor Horseppawar: RPM
Motor Spee
d: ��
•
•
•
tank effluent and.be capable of passing 9/4 inch
-
-� shag he.tfssigned to handle seprtic to 140°F Intermit-
tespherical
nt The pump be capable of handling liquidst�
tent and ataedfl.be.capable of running dry without
mama_The pump motor shall be of the eubmerelle type rated 1/2.3/4.1,or 1-12 hp as required.
olts single 200.
Motor shall operate at 3450-RPM end shall baler.115 volts i�&all be of the permanent eplit
cap.450,or 575e-w tons 3 phase, to cyclinge w �e Three
mphase motors shag be squirrel
ago induction
capacitor for wind rho rah of Awl
type. r winding slop be of the open type with Class II inagetion rated-for 130•0 maximum
The winding housing will be filled with dean� all
to ItehricAte bearings,
arils.and transfer�from the windings to the outer The MadtaSsernbly
shall be of the
standard frame design and shall be secured in place by four threaded fasteners allowing for easy held .
s rvicabiity.
The motor shall-be capable-of°germane overlie;fug range of the Performance curare Without
t�ooverload-
ing shall
le noise or vibration_ The common motor pump
be the motor and causing any 1 The motor steal have
be of 4arings to s semiarid l shall be heat to-accommodate radial loads and.a lower ball
two bearing to
b euust loin;l en tapper shell be designed for a 8-10laic!of 50.000 hare-
b1,a.tohcs thrust and radial loads. Ball bearings
A heat sensor thermostat and overload shall be attached to the top end of the motor wiivrngs and
- td the motor tE the Motor winding s reaches
266 . The wired e loadseri thermostatsvaith a�utomadc5Wy when the motor cools to a safe operating
temperature:
.overload mot elf reset 3 overload relay in control box. Overload
temperature: Three phase motors shell be protected by leg
sheaf be of the quick trip ambient compensated type and shell have manual meet button.
-The motor power cord shall be.SJOW/SJOWA or SOWISOWA. The cable jacket
shall be sealed at the motor entrance by means of a rubber compression and the washer a>d ore sic
nut- A heat shrink tube fllied-with epoxy-shell seed tha aver cable!
prevent water from entering the motor housing.
-he motor shall be protected by a rotating mechanical shaft seal..The seal shack have
carbon and cararniC beat faces lapped to a tolerance of one light band. Metal parts and sprngt for
seals shall-be 300 series-stainless steel:

AUG-05-2002 MON 10:50 NI STATE STREET COMPANIES FAX NO, 709 370 6436 P. 06
Rua 02 02 1O flOa t7ffice 910-794-1343 p.6
o8r01/01 18:21 FAX Q008
sha11 he of the two vane enclosed type. The impeller shall be
atn t r cted Eg The-pumpher 1opl s or optional bronze. A stainless steel wear ring shall be
constructed of engineered thermoplastic
molded Into the neck of.rho.plastic impeller to provide a sealing surface. a repla BB as and al-
ing cup shall effect a Beal between the vow and impeller in order to Maintain high
gh efficiency
prevent recirculation. The impeller shall be threaded onto the 416 stainless steel pump/motor shaft.
MOTOR( 4GS-All castings shall be of high t as strength Class 30 grayer t iron.
CS astings shall be treated with phosphate.and chromstorinse•and painted*eh a high quality dry
alkyd enamel.
FAsTENERs-All exposed fasteners shall be of 300 series stainless steel.
•
•
K3835 Wee

AUG-05-2002 MON 10:50 AM STATE STREET COMPANIES FAX NO, 704 370 6436 P. 07
Rug 02 02 10:0Qa Office 910-794-1343 p.7
aoz
aeioiioz 14:U FAI it
M E Series mars,
in through. 1-1/2 HP
Effluent.Pumps.
Performance Curve
CAPACITY 1.111195 ran mans
0 5s0 100 tgo Z00 290 300 350 400 490. . . .
".."1... . . r.. . .. ITIT T r
100
90
riii,
1111: 24 1
1iI !! iii1
i 701— II 2° ;
OD
30 --
O
10 . 1.11. i it
Mill - : II 0 .
D. .10 Z0 30 40 50 50 70 60 90 1e0 110 120 130 ,
. .
w .PAct1Y eau.crs raR MINUTE.
•
Dayezr
I",Myers SaikPoniccAsh�C.OM 4I� 4
88
{j01�. 44-' For >
dia
Prkded In U.S.A.
10S27 46

AUG-05-2002 MON 10:51 AM STATE STREET COMPANIES FAX NO, 704 370 6436 P, 08
Aug 02 02 10:OOa Office 910-794-1343 p.8
oa/01/O2 14:29 FAX boss
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1111 41/0Citt -
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$ lip !'- 110101ITI iG.5TYLFi
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MIn141oMs
PS ndPleas duty delarrsiningDolorIn ; ,i ;••• . F `` ,kr:' .. 0
Or sunrpe and aloes where p Mini-loam control the �:' '. '•�Ti ice'.-'r,..•:-, •:. -"
the sAleo7bn d a 16Ma1 aorN+ol devioa MiN- motor a-, ') • � �. ., S.` •:
function of motor load daites,such as contactors. " + if ,,,,.,,,it-',• , f?'!.: ;r '•':
to automatically cycle pump or J-` 4`� ...;.Jar.. .. . •
�1 Martins.and can W ower As usediOC aIann aipn�n6 dwAesa. r }
�! Mint-Plowto are.neededio►ame� um oparadorn three + k ?
for amp°psrelim. ,r 4. .. .;;
BPECIRCA710N9
.j Cabin . 19.2 $JOWIA i J .
Housing PolYProPgene
I Cluny
Rely ti!i!Type P models) _ - -
mrtipertlrab Ming OW C.
!MODELST1IPE A $ r
nI MinFFlatP6 ire In aaarrbirraiir>n d.AAtounPinO dyke.
alibi,WOW.and.circuit dills .M0 ,,,g,styles
t errs shown at rightplow 1(Type P).and anspoodef! A •.'...� , '+.....
Mona).10.1E.and 264eot cable Nrolt+s an standard.bul gy: :•.: 4.!;
Cansla+9ae cant*apadd Ordarrd,Ebctdoal oonAQ lOn6 'T' ^`• �1 Ill, '.. u
,
t must be specillobek homely open. , PP
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oaten,and norm*dosed.M F�aP� �iti,!c, ' •. � pal,
EXAMPLE ;4: '..1'•.~..•�r" .;•Kg .:..•..... ',
NO + ::v(t;• ,••» ! .• t ;v; '%' •
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Pawning Mint- t Haatriov Jp "'• • p. ';...
t StYI9 Rom Limply Configuration
ELECTRICAL CANE TYPEa'a' 'P' • „' :i.s.!
10 4 50110NO PM PM1DNO
16 IDA 0 NO
v Sf420N0 PM7oND `-N
'� �8Mp6tr0 PPM� s
so 9M30Np
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AUG-05-2002 MON 10:51 AM STATE STREET COMPANIES FAX NO. 704 370 6436 P. 09
Oug 02 02 10:01a Office 510-794-1343 P.9
•
06,01/01 14:20 FAX a Dolt
•
TYPICAL INSTILLATION LIONS
Cible-16 2 W/A34 x 41 strand.oo"C.
M •MOUNTING OR DiSOHAROE PIPE DIAI eTER JO
. r- HOC-Palyplopylsne-
•011• t'WAT Clemp-Stainless6w1.
Ind.Con.Eq.
COwow. 126 VA 115 WAG
I Component 4.6A 0 1201It Ras.
$I�tdt Ra11np 2.2A6 2 ,�•
I.wSt� 3VL mire ...
Ui0Fr PLOAT Rating-60 C.
Nwmety Open-Slue Housing
Norms*Closed-Red Housktg
tlisnsial Comments•• �— SUSPENDED PIPE 11011Wn ..
1)Never work In the slurp with the power on. ELECTRICAL TYPE V TYPE p'
2)Attach Maltp4Plalli'Ra tAthe.mount. CoNflQUMflON LENTEN MOO ND. -I MODELNO.
i,g pipe°Stepumpdil:helpplop.The'oN' — p sMtOND PM10NQ
Soot should be tiE1eM►tlle"on'noa in•'pump .IS•
.M 11 M,i N0 P M is ND
.� so Mln MaQNO PMOlt O
OPEN
the QA M2i N0 PM9tirl0
thei-r ssoftydo
MDOWQ �, SIA 6MMs�" topic 1 PMIONC
4)Trasaid the die strop St oughIhe buckle is a M+S Nc PM 1SNa
wtlhthp ratchet pewlrt ► Ibllt;>tmsed REANC
MEWED aMAiNC PtAi6NC
COBB atmppUp through outer budde slot 11,8 a M3D Nc , P meow
5)Mce5wulgtlmehlthrpnos belsmen mounting -- _
points ghee the'pump down'differentiaL
ASSINN L
ApPllolrA�
‘ipleal Simplex
ate
Ming Sehlimetle
tug ,,.; yte1rE
L I OFFi ON--reg. . ..L2
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1 COL
Plod Dktm+elOns
ASAIIt1ARV CON ACT I..;...;... -Iftporlare MMus-MN'Plove ete Dtlat eim do I�
ey
To Motor cannot be bed lot decay �* dTheeduP i nit use
IVPICSI Alarm in gamins
ess
Wiring Se nmllc-. can Ds wadwiw Wordy*oh relays lorsacs hwrdat
p podmM.Sea Sae.eXt ci Nee
Sr .. —, 12o v ao N= This wenttie Depeaa et In eo oNo tes MeY
tr r— , • s sr tool.eta gotta*s one Femmi emetmens e melotey nem not
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- 7 MR r+a-4s3-role
a.�1, 1"' Typleat Imams ion and aee0Ulcatian
w•101�C J� .l .� .. did*MI MInFfloatr
ALAMM ` NAMe Mini-Float No 2510-8

08/21/02 08:31 FAX _ LI 002
313/21l02 GM:09am P. tbeg
4R.. and 4RX (EXPLOSION-PROOF)
4"Non-clog Wastewater Pumps
Standard (4R)and Explosion-proof(4RX) Construction
- ..1o. DURABLE MOTOR.WiLL.DELIVER MANY TEARS OF
- 2EUA t E SERVICE.
-.ir _-41. - •Recessed Impeller greatly increases bearing .,
�.. tile by reducing radial load.
•Oil-filled motor for maximum heat dissipation
and constant bearing lubrication,
a Heat sensor thermostats imbedded in winding,
protect motor from over heat conditions •
_1. r isSeal leak probes warn of moisture entry.helps
1 prevent costly motor burn-out,
AVAILABLE.WITH OP
TIONAL U.L.APPROVAL
i.
>ZO AL FOR
"' ... — USE IN CLASS I.GROUP D HAZARDOUS LOCATIONS
t 1 (4RX ONLY).
`• V L ■4RX tile number E 68118.
4RX only •Non-sparking rail system file number E 76984N
I� PRODUCT CAPABILITIES
•;," , Capacities To - 565 gprn 35 7 le
.1 1 tends To — • 57.5 tl. 17.5 m
Y I Solids Hamill no 3 in, 76 infra
.iptt:ds Hrrndltnrr raw Ltttscreaned.st wcrrc•
I. tibe!rcU5 w+astowoter-
•
. ,,, . op..
entuent.storm water j•
i lnlermitlenl Liquid Temp, up 1o140°F tip l0 600C
Winding Insulation Term. 266'F 1 l3ITC
(Class B)
t(1
Available Motors 1150 RPM, 1-3 HF
'Slag!phase nnla:7.are
a N. ergetuor story rytx• 3 Phase 2OB/23O/17611/57 siv
Myarm.C°nlrel pO-.f t nr
6QPQIX1°r kns pro 1750 RPM.3.5 HP
• reputrsa tor.preper t Phase.230v,60 Hz
"prv°tbn tine 3.10 HP 60 Hz
warranty.) 3 Phase.20S/230/460/575V
HE 4R AND 4RX(EXPLOSION-PROOF)SUSMEitSThL1E Sid.Third Party Approvr:ls GSA
T WASTEWATER PUMPS ARE THE RIGHT CHOICE WHEN Oput,nat Approvals UL Class 1. Dtv. 1.Group DIFFICULT TO PUMP FI3EROUS OR STRINGY SOLIDS ARE (4RX only)tile E6511 S
TO BE EXPECTED.The 4R series provides smooth.vibration- Act:Arptable pit Runge 6.9
tree operation When operating at heads higher than peek •Sper.:tlic Gravity 9• 1.1 ...I
efficiency For use in municipal lilt stations.treatment
plants and tttdustnat walla applications.Myers offers a Vft`r -� 28- 35 SSU
complete line of warslewater pumps..lift-out rail assemblies. Citscnarge, 11or.1so.nlal 4 In. 101 6 mrr.
controls and accessories to meet your needs.Call your Flanged t,tmeriinp 125 lb,ANSI
Myers distributor.or the Myers Ohio sales office al ten,:Geckos I°CshY lar npr8(rglrrlr.,a.�utsldw;pi mom recornme1167:/7fs
419/28Q-1144 for more details,
Construction Materials
ADVANTAGES BY DESIGN Motor Housing,Sea!Housing, cast iron.C1ass30
• Gars CapPASSES STRINGY TRASH.FI>'JEROVS WASTES,SLURRIES. nd Volute Calm ASTM A8$•76
AND OTHER DIFFICULT TO PUMP SOLIDS TEAT STANDARD 9e;essed Imn?u.r ductile iron-Class is —
ENCLOSED OR SEMI-OPEN IMPELLERS CAN NOT. A511 OWA.53/SOD
■Recessed impeller design has completely open passage Power nit crno Control Cord 25 it. a land W:A
in volute Mechanlcat Seals double tandem.type 31
■PumptnA action is by vertex solids can'tgel caught in standard .carbon ono ceramic
►rrtpeller volute.
6 Optional lower tungsten.carbide
•Operates without vibration or cavitation over entire• Puma.Motor matt 316 SST
performance curve.Operates near shut-oft without. °s1en- 00 Series SST
harm trig pump
WHERE INNOVATION WEETE l`7?ADITION
Myers
rso saaoi ccr,iriea Pentair Temp Group

08/21/02 08:31 FAX Ij 003
0ee=,et2 C59s09am P. 004
4R• and •4 (EXPLOSION-PROOF) ,
4".Non-log wastewater Pumps
Standard(4R)and Explosion-proof(4RX)Construction
POWER Sr CONTROL CORDS cA»s Esem DIMENSIO NS
SOW-A.UL and CSA le saciS!
approves oil-resiston! PrOyldeS.dtxrb SACI
cable \ proled7on.Cable locket Ss/in(---
sealed by compression
sealed b epoxy
dual wires
sealed by epoxy.polltnq...
�- }(EAT SENSOR 5'/at prrd'NtF PPrrotects motorpom burn, -J--- "1 _..
�� due to excessive hoof J
' from any overload condition. 5�/rs _
Automaticallyreliefs when
�a . ��� ,■, motor Tics tooled.
�' SiAToi"
, ti;Jl L . keat.shrunk Into housing ��
��4,1
//J.
for period alignment and �- •
-
`" \\ ��- bed heal transfer.ON-filled
•' ♦1e' ��+�� motor conducls heal and
.r4� ���, — lubrcatesbeartngs. ri
�``'1.k:ei.:i t
ti;- BALL BEARINGS
Upper and lower ball
bearings Suppon shalt and
1 gild a' rotor and lake axial-and' 29
- ZJ.6 radial loads.
II •
gm,_ C7 C Double tandem mechanical shalt.seals protect motor:
Eft Oil-filted seal ciomberpro- '�
•
u I vtdes continuous lubrication.el. _L. — 9 DIA.
_ `ar�}3, ..SAL LEA$PROBES. .. . SS/s i A.
[
, baled water Insect housing. +
�_ Activates Warning light in -—
nr l control panel.(test reslslar j , 4 DIA
i : on UL listed models.) I 4./" .
E.,.
. • d i-•-101/i
...,q i i n.; - IItE1t{►Y41b LEGS OFTI.ONAL
^�•,,••, .....m a ` SST SHAFT
� � Corrosion
�� u, �•��°�� � resistant- PERFORMANCE CURVE
..r�yyy, t -- - — �>: RiES NON-L1OG Ptri1tS
�GL,�`a .,c CAPACr[T LITERS PEa iiINVTE
. ♦.. ail „, ..
w ,a 'Jim .a
�` II1!IIIIIL2I
t1l�11l11O��ra®SLEEVE H1iA>QW6 IL2ITakes radial shock load ��� �fistedprovi pumpses a pant.(UL ����llstt d pumps only.} MM�ZEMI _ .
RECESSED IMPELLER YOLUST CASE " ��®� a
stringy trash and �+�—�=MMIIMM� �+ s
Handles.J'solids.Coro- N. ~ ��
Handles
. A
e strings cloggingi7fi
or binding.Pump out dphinely1SChO open from Intel to is �� `�����
dlxhtr a.0"AN51 125 lb. a1l - �attt/�� • a•
vanes binding.
keep trash �10•mii�- t-
IrOm seal.reduces pressure flange. �11•�Irm
MMIIlt)♦�� �®tell o
orsca1/aces
t APACfTir GAiLONS PEa s(INurs
K3373 7,355 Myers°
F,E,Myers,MI Myers Parkway,Ashland.Ohio 44RD5-1959Printed In J.SA. 419/299-1144.FAX:419/zes.655e.www ternyers.com
Payers(Canaria).259 Trillium Otivc.KsichEM.r•Ontano N2G 4 W5
Pentair Pump Group SI9Rae-5a70_FAX Sittrr4e•2553

Yer/nd eit61/120ye/irtenli 5A01,96,
glot Vas glco 2522
9eihn.Wtan,✓YoetA,Watolina 28402
910-452-0001
Aired 2 J1.1 RECEIVED Mom,¢
Salahia.41 gooney 93eanch MIAs gath
Ayehea atomism JUL 2 6 2002 3805 9fiiarldiviik ohrmute
v. 5; DWQ 9l'�are .28403
PROD# 56u3 alIII�
DATE: May 31, 2002
SUBJECT: Land & soils evaluation of portions of the Mayfaire Condominium Tract for
stormwater infiltration treatment usage. Mayfaire Condominiums or The Village at
Mayfaire, off the north side of Military Cutoff Road (NCSR 1409), Wilmington NE
area, New Hanover County, North Carolina.
TO: Mayfaire Condominiums or The Village at Mayfaire State Street LLC
do Mr. Mike Venable, PE and Mr. Chuck Truby
CPT Engineering & Surveying, Inc.
3935 Brian Jordan Place, Suite# 137
High Point, NC 27265
[phone] [o]; 812-8780 [fx]
The land&soils within the Mayfaire Condominiums or The Village at Mayfaire Tract(-33.3 acres)
were evaluated to determine potential suitability for stormwater infiltration treatment usage. Land
Management Group was requested to evaluate the soil types for current long-term seasonal high
water table levels and permeability rates. NCDENR-DWQ"Stormwater Runoff Disposal"rules and
regulations (NCAC 15-2H-.1000) were used as guidelines in making this evaluation.
The proposed project site is greater than 1 acre in size, has>25% impervious surfaces, drains to
tributaries of Howe Creek to the northeast, which are classified as SA-ORW Waters, and are
[phone] linear feet away. Being at this location and distance from SA-ORW Waters requires
the usage of infiltration systems for stormwater treatment, or an equivalent innovative/alternative
method. Our understanding is this project will utilize a combination of engineered detention &
infiltration basins to meet or exceed minimum NCDENR-DWQ stormwater treatment and water
quality levels. Stormwater treatment only by detention ponds are typically not an option due to the
project's proximity to SA-ORW Waters. Principle soil and site requirements for an infiltration
system are: ---the infiltration system's bottom must be 2 ft or greater from the seasonal high
water table; ---must be capable of complete draw-down within 5 days; --the soil's hydraulic
conductivity must be 0.52 in/hr or greater.
The project site is on nearly level to very gently rolling topography (0 - <5% slopes) of the lower
coastal plains. The enclosed land&soil maps of the respective areas evaluated show the various
land/soil types found (see maps). Seasonal high water table level was determined by field
evaluations of redoximorphic soil indicators, and permeability was determined either through field
evaluation of soil structure and texture or in-situ constant head pemieanneter testing of
representative soil horizons. Detailed soil boring descriptions can be provided upon request. The
following are brief descriptions of the respective soil areas found for stormwater infiltration usage.
Page 1 of 2

"YellowAreas"(see maps)are moderately well to somewhat poorly drained with sandy to coarse-
loamy sediments. The estimated seasonal high static water static water table is between +24-36
inches from the soil surface, pending location and based upon soil wetness indicators. Portions
of these areas also have altered and lowered drainage through existing open ditches 4-5 ft deep.
Soil types are Onslow, Seagate, Mandarin, and Leon-dry phase. These soil areas may have non-
restrictive spodic (hardpans) or argiiiic (fine-loamy textures) horizons between 14-40" depths.
These soil areas are suited for infiltration stormwater treatment usage for shallow to ultra-shallow
basins, with bottoms 0.0 - 0.5 ft into the present ground surface and with man-made sidewall
berms.
"Brown Areas"(see maps)are moderately well to somewhat poorly drained,with historic(<1977)
fill sandy to coarse-loamy sediments. The estimated seasonal high static water static water table
is between +24-26 inches from the soil surface, pending location and based upon soil wetness
indicators. Portions of these areas also have altered and lowered drainage through existing open
ditches 4-5 ft deep. Soil types are historic sandy fill over Mandarin, and Leon soil types. These
soil areas may have non-restrictive spodic(hardpan)horizons between 14-30"depths. These soil
areas are suited for infiltration stormwater treatment usage for ultra-shallow basins,with bottoms
0.0 ft into the present ground surface and with man-made sidewall berms.
In summary, the "yellow" and "brown" soil areas (see map)should be usable for shallow to ultra-
shallow(0.0-0.5 ft bottoms into existing ground surface) infiltration basins with man-made sidewall
berms for additional storage. These areas should meet the+2 ft depths to a seasonal high static
water table and exceed 0.52 in/hr permeability rates to +2 ft depths. A design rate of 1.0 in/hr
should be adequate for the"yellow"soil areas, and a rate of 0.70 in/hr for the"brown"soil areas.
This is a land & soils evaluation of Mayfaire Condominiums or The Village at Mayfaire tract for
potential stormwater treatment infiltration areas. This report and maps should be used for general
planning and engineering design purposes. The usable areas found should meet or exceed
NCDENR-DWQ'S minimum standards for stormwater infiltration with proper design and
construction.
Larry F. Baldwin, CPSS/SC
ARCPACS#2183; NCLSS#1040
(----
#50.... .„,
, ,„.„.
„,... ,.„, ,,,_ ;„ . ,
, ,
Page 2 of 2

LAND a SOILS MAP OF THE MAYFAIRE CONDOMINIUM TRACT FOR STORMWATER INFILT RArON USAGE
NE Wilmington Area - New Hanover County - North Carolina
p+1 - r . r _ - + ' _ - * - 1' - - Y . ••- ' ' - ;•••vr 4, '- ' . • ._ I. , + _ :; SCALE: 1 Inch = 200 Feet
•+ •` * 4 1 'f 1•, r •-- r r.Lk•f ...• r. 4'4 r'1•4
r , .. . , . . , • .4 -.-- . , ...r ; y +▪ ",▪ --1 ,' _. y4ti . ` . ;• .• ,,,�•�•t....,• :�I (all soil fines paced approx)
_ 4,:. "e"�• , •-. •1� _ ,. r+' • _ =�• -�.4•. ,"l1 #1�11W.1. _r-r' No MAY 2002
r _-__ '4 �`4}}�_ + •4`•• • MwT+r'.. I��i �?, l+�,J - k ��a - ,I>v ,. } •�+P
- - .-1;y' 4�- - T -r r4•^a ;�_- _ - __-�_ r T'.. ittiy. ,-' � 1 ' -rr ' . ''N.
•
•
/ 1 •1 I` + yr . - •r •r ...Li--
.% —Y r .� ' ',�•,. I rtir4• r r1- --. .r.
•
I • 1 I I- r r 4r : . .. .• r r _ 7 ' 1 ` r
r I 1 •• ,I T { r M + , F r ' + re7 -'1 + 01 _ .r ' •Tr N . _ - ,.•j 9$�¢..ag�„ .
I +. 1 yr• • 1 1 '••.---�' P , ''l.a+ 1 f.r ..4 .."1...
4 •;` • i44 ... 7 ► f'
� 1 _ rti "ti. r• '•• it Al.1 .. 7' `�'+��
•
•I, 1 1 :1'+\_ f ' ••1� ' -` - 11 r'4 - '3 i 'a 5- r ',r /"r ",� ,s?s � ;r1:.
' • ' • jr' r14 '4• - r•'4. _ '' 4+�r � r' r ''L L '^ r 45• �,r+i'+• 4y Ake.;• `.'•'�, i.ylk :- +N.
✓ . •1 .,. .. _ _ __- :P- +\ )3
r•Y • rl''� l 1'4 ` - . u .y [[ .L2:.: �'•
__ f'r• ' 1 '� r.- 4'. ' — • 'y' • • r' 1 f i r•. ' •, Y+ T• 11 # -' [ .7,1y '9�
4 _ 'r f,r i 44:r r _ r..' .,i r+ ,: T' �►x ''1 •141 'i - ±yr'-.. _ 1_ 4• 't
•
'•f+ ..... . r _ _"-�f•;r•.•,• } ' 1211111
�•zyr '•x 1.'1 �Z +
.+r•.... =�r-11ru,1�,O�1 .... -- -Y -+_., •: -fir▪ •P•/ 110,__ 1 11 SI I k ,k :7W...
, % 4. +}4
-— iiiip...„ lio.......... _.. ."-- : '.. ' 1.1 .•I i j 1 II — 4'744,'"r.
'•• �' T .,t'� .d. C w4.. r+ '. ijr k {, ' : ,; •' '�-_ I 1� r4 + 1 • ,,, 4 '
• r. ▪ ai { ._ut: r G 4.+ r ti'1 1 •'T :.r1�A r t 1' �R
1 r - er r I rr' 1 �• •r 'f 13 K-r 't,+1.�•. •S �4N jy '.� 1 ti 4� I 1 a
i 11 •r' •r./••r'�'' .- - J !-�1� -- -- f i'� r r'•' 1 �,''J .. • — ' �+rT r+' r5 y
.l •'r j .; r• i Y 1 F •f. '�- - - } :t �• 4.11 I +r f. •
•
IL I
•
. . „; L1-71..
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1 + �T - L.
• ..1 •+'''• • • .. 1f,... _5 4 i'- .•1 ..f� ' f••:I • I , , I r+` _ +r•+ .
'.,+ f- - I11 t • I.. \ •,yam, 1 _ -- I •,a+ • •
r ' '' 1 - '.•�pP / " -, - _. 1 .,` , s,PAiwm •P +,
it
' • 1 1 , Rajas"
:C r a_ 11 1 iv4 TT ' - 1
% •1 , _ _ -
If
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+ } r - r
% •x.. _P-S^. •. •_+ •_ -• • _ r•1 r - kr'-�1r•.•• .4* ' e ••. % r'f a wnr.
•
i •�T�4�-• .#tar - a — ._r _. T-• - • -4. 1 1 -.'r. - 1 •,i. 1�� ,r
- 4-1-+1 c.feM K ��T' h-rir_� .z .'I�+- _ -_--.J- _ * r• ._. •
- ••-
..- - '
--- --• _._- ' .' _ _ _- Y'CUT-O▪ FF ROAD
Usable soils for infiltration stormwater treatment with shallow to ultra-shallow basins and man-made sidewall berms. Est seasonal high static water table+24-36"pending location,
based upon long term soil wetness indicators. Permeability 0.8-5.5 in/hr to+24"depths,based upon representative permeameter testing and soil indicators.
Onslow, Leon-dry phase, Foreston, and Mandarin soil types.
`�'�.^:j�
Usable soils for infiltration stormwater treatment with ultra-shallow basins and man-made sidewall berms. Est seasonal high static water table+24-26"pending location, •r
- -- - based upon long term soil wetness indicators. Portions are historic sandy fill(<1977)and appear to have altered drainage through historic open ditching. Permeability 0.6-1.5 in/hr,
based upon representative permeameter testing and soil indicators. Historic sandy fill over Leon and Mandarin soil types.
Historic Open Ditch+3-5 ft deep. Project Boundary Land Management Group, Inc.

LAND & SOILS MAP OF THE MAYFAIRE CONDOMINIUM TRACT FOR STORMWATER INFILTRATION USAGE
NE Wilmington Area - New Hanover County - North Carolina
.. 1..�J ! - J •- - * . - •,' - f w. - * , 1 • ▪- 1''�•` SCALE: 1 Inch = 200 Feet
-- f�— - , �( • _ • - ~ f - 1 - e w - ''• - -f J- 1 • /pit k r; ▪ •• -• ` _ ! - i - •_ J y �".
r-s _'� - „ %. - • • - ' •••.'•;."J • ••, �. •, ••- r.,a1 - ..�J ,. •f •• .1 ':, .. ;• ,� (all soil lines paced&approx)
4_.:•, {-_ - J - • - Y - . ,.rll._. .: •J'•• 1ib-r ., '- �'.4••, , ■f+•• •- .- 45\
■ _
� _______ . - , •'. - - 1' '--•.r r rJ•^ . `r:- ••? -Ja<+ ..r_-t.., Nr\„qj MAY - 2002
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Usable soils for infiltration stormwater treatment with shallow to ultra-shallow basins and man-made sidewall berms. Est seasonal high static water table+24-36"pending location,
based upon long term soil wetness indicators. Permeability 0.8-5.5 in/hr to+24"depths, based upon representative permeameter testing and soil indicators. ' �
Onslow, Leon-dry phase, Foreston, and Mandarin soil types.
.:- ii;i'li.iii,:\,:::_/ii. ;
Usable soils for infiltration stormwater treatment with ultra-shallow basins and man-made sidewall berms. Est seasonal high static water table+24-26'pending location,
based upon long term soil wetness indicators. Portions are historic sandy fill(<1977)and appear to have altered drainage through historic open ditching. Permeability 0.6-1.5 in/hr,
based upon representative permeameter testing and soil indicators. Historic sandy fill over Leon and Mandarin soil types.
Historic Open Ditch+3-5 ft deep. Project Boundary Land Management Group, Inc.

LAND & SOILS MAP OF THE MAYFAIRE CONDOMINIUM TRACT FOR STORMWATER INFILTRATION USAGE
NE Wilmington Area - New Hanover County - North Carolina
Q,1 ! . . , _ ' + ' - , - •. - . , '• •' - ,_ -}_ ,x,• • -_ 1- ! - ! ' SCALE: 1Inch = Z00 Feet
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= - ?r' '"' " r,. \_ r`' MAY 2002
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--- --• __ — -- - _-=�_�--- _ ____•.--- _,_ MILITARY'CU - 1` .�
, ! .CUT-OFF ROAD
Usable soils for infiltration stormwater treatment with shallow to ultra-shallow basins and man-made sidewall berms. Est seasonal high static water table+24-36"pending location, —
based upon long term soil wetness indicators. Permeability 0.8-5.5 in/hr to+24"depths,based upon representative permeameter testing and soil indicators. �"
Onslow, Leon-dry phase, Foreston,and Mandarin soil types. �' ;<
Usable soils for infiltration stormwater treatment with ultra-shallow basins and man-made sidewall berms. Est seasonal high static water table+24-26"pending location, -.
based upon long term soil wetness indicators. Portions are historic sandy fill(<1977)and appear to have altered drainage through historic open ditching. Permeability 0.6-1.5 in/hr,
based upon representative permeameter testing and soil indicators. Historic sandy fill over Leon and Mandarin soil types.
4- • - —Historic Open Ditch+3-5 ft deep. -- Project Boundary Land Management Group, Inc.

mat fox 2522
Vimaiagion,✓Arise.Watolieta 28402
g:9N0-452-0001
Rotted 2 aloal RECEIVED Ai&94
5 Sealimen axone"9eaeee%Opts 9a A
sa#en..4(e..(d0ft J U L 2 6 2002 3805 9r.rgM.ih eritsentee
y.Weaip guinea Misaington,✓Ue8 28408
DWQ
PROJ# 5,0 3 0(r i ICI
DATE: May 25, 2002
SUBJECT: Land & soils evaluation of portions of the Mayfaire Condominium Tract for
stormwater infiltration treatment usage. Proposed stormwater treatment Areas#1,
2, 3, A, & B within the Mayfaire Condominiums or The Village at Mayfaire, off the
north side of Military Cutoff Road(NCSR 1409),Wilmington NE area, New Hanover
County, North Carolina.
TO: Mayfaire Condominiums or The Village at Mayfaire State Street LLC
do Mr. Mike Venable, PE
CPT Engineering & Surveying, Inc.
3935 Brian Jordan Place, Suite# 137
High Point, NC 27265
[phone] [o]; 812-8780 [fx]
The land & soils within the proposed stormwater treatment Areas #1, 2, 3, A, & B within the
Mayfaire Condominiums or The Village at Mayfaire were evaluated to determine potential
suitability for stormwater infiltration treatment usage. Land Management Group was requested
to evaluate the soil types for current long-term seasonal high water table levels and permeability
rates. NCDENR-DWQ"Stormwater Runoff Disposal"rules and regulations(NCAC 15-2H-.1000)
were used as guidelines in making this evaluation.
The proposed project site is greater than 1 acre in size, has>25% impervious surfaces, drains to
tributaries of Howe Creek to the northeast, which are classified as SA-ORW Waters, and are
[phone] linear feet away. Being at this location and distance from SA-ORW Waters requires
the usage of infiltration systems for stormwater treatment, or an equivalent innovative/alternative
method. Our understanding is this project will utilize a combination of engineered detention &
infiltration basins to meet or exceed minimum NCDENR-DWQ stormwater treatment and water
quality levels. Stormwater treatment only by detention ponds are typically not an option due to the
project's proximity to SA-ORW Waters. Principle soil and site requirements for an infiltration
system are: ---the infiltration system's bottom must be 2 ft or greater from the seasonal high
water table; --must be capable of complete draw-down within 5 days; --the soil's hydraulic
conductivity must be 0.52 in/hr or greater.
The project site is on nearly level to very gently rolling topography (0 - <5% slopes) of the lower
coastal plains. The enclosed land &soil maps of the respective areas evaluated show the various
land/soil types found (see maps). Seasonal high water table level was determined by field
evaluations of redoximorphic soil indicators,and permeability was determined either through field
evaluation of soil structure and texture or in-situ constant head permeameter testing of
representative soil horizons. Detailed soil boring descriptions can be provided upon request. The
following are brief descriptions of the respective soil areas found for stormwater infiltration usage.
Page 1 of 3

"YellowAreas"(see maps)are moderately well to somewhat poorly drained with sandy to coarse-
loamy sediments. The estimated seasonal high static water static water table is between +24-36
inches from the soil surface, pending location and based upon soil wetness indicators. Portions
of these areas also have altered and lowered drainage through existing open ditches 4-5 ft deep.
Soil types are Onslow, Seagate, Mandarin, and Leon-dry phase. These soil areas may have non-
restrictive spodic (hardpans) or argillic (fine-loamy textures) horizons between 14-40" depths.
These soil areas are suited for infiltration stormwater treatment usage for shallow to ultra-shallow
basins, with bottoms 0.0 - 0.5 ft into the present ground surface and with man-made sidewall
berms.
"Brown Areas"(see maps)are moderately well to somewhat poorly drained,with historic(<1977)
fill sandy to coarse-loamy sediments. The estimated seasonal high static water static water table
is between +24-26 inches from the soil surface, pending location and based upon soil wetness
indicators. Portions of these areas also have altered and lowered drainage through existing open
ditches 4-5 ft deep. Soil types are historic sandy fill over Mandarin, and Leon soil types. These
soil areas may have non-restrictive spodic(hardpan)horizons between 14-30"depths. These soil
areas are suited for infiltration stormwater treatment usage for ultra-shallow basins,with bottoms
0.0 ft into the present ground surface and with man-made sidewall berms.
"Pink Areas" (see map) are poorly to somewhat poorly drained with sandy to coarse-loamy
sediments. The estimated seasonal high static water static water table is between 0-<24 inches
from the soil surface, pending location and based upon soil wetness indicators. These soil areas
also have restrictive spodic horizons between 10-40 inch depths,with permeabilities<0.52 in/hr.
Portions of these areas have minor altered and lowered drainage. Soil types are Lynn-Haven,
Leon-wet phase, Murville, and Torhunta. These soil areas are considered to be unsuitable for
infiltration stormwater treatment usage due to seasonal wetness conditions at<24"depths and/or
restrictive permeability (<0.52 in/hr) at<24"depths.
In summary,the areas currently proposed for infiltration stormwatertreatment usage are described
as follows:
Area#1 is considered to be unusable for infiltration usage due to restrictive spodic
(hardpan) horizons at <24" depths and seasonal perched water table at <24"
depths. Soil types are Lynn-Haven, Murville, Leon-wet phase, and Torhunta.
Area#2 is considered to be unusable for infiltration usage due to restrictive spodic
(hardpan) horizons at <24" depths and seasonal perched water table at <24"
depths. Soil types are Lynn-haven, Murville, Leon, and Torhunta.
Area #3 is considered to be usable for shallow to ultra-shallow infiltration usage.
The infiltration basin's bottom should be 0.0 to 0.5 ft into the existing ground
surface with man-made sidewall berms for storage capacity. Based upon the
topography survey, general surface elevations range between 24.5-27.0 ft within
this area, and with seasonal high water table indicators at-22.5 ft for 24.5 surface
elevations, and seasonal high water table indicators at-24.5 ft for 27.0 ft surface
elevations. Hydraulic conductivity is 3-6 in/hr to+14-24"depths, and 0.75-1.0 in/hr
to -24-40" depths. Soil types are Onslow, Leon-dry phase, and Mandarin.
Area#A is considered to be usable for ultra-shallow infiltration usage. This area
is historic (<1977) sandy fill 0-2 ft thick over Leon-dry phase soil types. The
infiltration basin's bottom should be 0.0 ft into the existing ground surface with
man-made sidewall berms for storage capacity. Based upon the topography
survey, general surface elevations range between 28-29 ft within this area, and
with seasonal high water table indicators at -26 ft for 28 surface elevations, and
seasonal high water table indicators at-27 ft for 29 ft surface elevations. Hydraulic
conductivity is 1-2 in/hr to +14-24" depths, and 0.6-1.0 in/hr to -24-40" depths.
This area was delineated in the field with "pink/black-striped"flagging.
Page 2 of 3

Area #B is considered to be usable for ultra-shallow infiltration usage. The
infiltration basin's bottom should be 0.0 ft into the existing ground surface with
man-made sidewall berms for storage capacity. Based upon the topography
survey, general surface elevations range between 26-27 ft within this area, and
with seasonal high water table indicators at -24 ft for 26 surface elevations, and
seasonal high water table indicators at—25 ft for 27 ft surface elevations. Hydraulic
conductivity is 0.80-1.5 in/hrto+14-24"depths,and 0.7-1.0 in/hr to—24-40"depths.
Soil types are Leon-dry phase, Mandarin, and Onslow. These areas were
delineated in the field with "pink/black-striped"flagging.
This is a land & soils evaluation of Mayfaire Condominiums or The Village at Mayfaire tract for
potential stormwater treatment infiltration areas. This report and maps should be used for general
planning and engineering design purposes. The usable areas found should meet or exceed
NCDENR-DWQ'S minimum standards for stormwater infiltration with proper design and
construction.
Larry F. Baldwin, CPSS/SC
ARCPACS #2183;
NCLSS #1040
SOIL:,;a
.. , .A— ;';/d) .
!' r Y‘
Ittt row cpf)
Page 3 of 3

. GENERAL LAND &SOILS MAP AREA#3 OF MAYFAIRE CONDOMINIUM SITE
FOR STORMWATER INFILTRATION TREATMENT USAGE
NE Wilmington Area - New Hanover County - North Carolina
.' z
,r t : 4,-*-0,,:1-,-„— ... •
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Usable soils for stormwater infiltration with ultra-shallow basins with bottoms 0-6"into natural ground
surface. Depth to seasonal high static water table 24-36",based upon soil wetness indicators.
Permeability 1.5-5.5 in/hr to+24"depths, based upon permeameter testing and soil indicators.
Onslow, Leon, and Mandarin soil types.
Unusable soils for stormwater treatment due to natural seasonal high static water table <6-12",
based upon soil wetness indicators. Restrictive permeability<0.52 in/hr at shallow depths(<18'),
based upon permeameter and soil indicators. Lynn-Haven, Murville,and Leon soil types.
Limits of proposed Area#3 stormwater infiltration.
f�/��_
SCALE: 1 Inch = 100 Feet -
(all soil lines paced &approx)
[topo &survey by CPT Engineering]
Land Management Group, Inc.
MAY - 2002

• GENERAL LAND & SOILS MAP AREA #2 OF MAYFAIRE CONDOMINIUM SITE
FOR STORMWATER INFILTRATION TREATMENT USAGE
NE Wilmington Area - New Hanover County - North Carolina
1;; ;°•--S z
1
/ fit i1 --
•
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—76---- .‘e ., :„ .- '6.:— —
-
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Unusable soils for stormwater treatment due to natural seasonal high static water table<6-12",
based upon soil wetness indicators. Restrictive permeability<0.52 in/hr at shallow depths(<18"),
based upon permeameter and soil indicators. Lynn-Haven, Murville,and Leon soil types.
Limits of proposed Area#2 stormwater infiltration.
SCALE: 1 Inch = 100 Feet
(all soil lines paced & approx)
[topo &survey by CPT Engineering]
Land Management Group, Inc.
MAY - 2002

GENERAL LAND & SOILS MAP AREA#1 OF MAYFAIRE CONDOMINIUM SITE
FOR STORMWATER INFILTRATION TREATMENT USAGE
NE Wilmington Area - New Hanover County - North Carolina
-1)5.4.1:49Z:\:.--...... ....t.,:;::.\
p {a
y4, # 4 _ .
..„,,. . ,.., ,„ ,-,,,, _ -4-A.,,,,_ 0.:, ,,,,,\N4-.....11._
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Unusable soils for stormwater treatment due to natural seasonal high static water table<6-12" undrained areas
and <12-<24"drained areas, based upon soil wetness indicators. Restrictive permeability<0.52 in/hr at
shallow depths(<18"), based upon permeameter and soil indicators. Lynn-Haven, Murville,and Torhunta
soil types drained&undrained phases..
Existing historic drainage ditching +4-5 ft deep.
/--- Limits of proposed Area#1 stormwater infiltration.
sou
SCALE: 1 Inch = 100 Feet •r .Y ,r: ;
(all soil lines paced &approx)
[topo &survey by CPT Engineering]
Land Management Group, Inc.
MAY - 2002

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CHP Equations When Depth to Restrictive Horizon (s>1 ft) "Glover's Equation"
When s>2H or H>>r: Ksat= Q[sinh-1(H/r)- 1]/(2piH2) or Q{In[(H/r) + (H2/r2+ 1)-5]-1}/(2piH2)
• H= Head of water in auger hole(cm)
r = Radius of auger hole(cm)
Q = Flow rate into auger hole at equilibrium(cm/min)
s= Depth to impermeable layer below auger hole or layer where Ksat<<than strata testing (cm)
H= 15.2400 cm Ksat = 0.0081902 cm/min CHP-#1-3 A Is 3-9"
r = 3.0000 cm 0.1934684 inlhr
Q= 9.0000 cm3/min 0.3869367 ft/day

CHP Equations When Death to Restrictive Horizon (s>1 ft) "Glover's Equation"
When s>2H or H>>r: Ksat= Q[sinh-1(H/r)- 1]/(2piH2) or Q{In[(H/r)+ (H2/r2+ 1).5]- 1}/(2piH2)
• H= Head of water in auger hole(cm)
r = Radius of auger hole(cm)
Q= Flow rate into auger hole at equilibrium(cm/min)
s= Depth to impermeable layer below auger hole or layer where Ksat<<than strata testing (cm)
H= 15.2400 cm Ksat = 0.0059151 cm/min CHP-#1-3 Bh Is 10-16"
r = 3.0000 cm 0.1397272 in/hr
Q= 6.5000 cm3/min 0.2794543 ft/day

•
CHP Equations When Depth to Restrictive Horizon (s>1 ft) "Glover's Equation"
When s>2H or H»r: Ksat=Q[sinh-1(H/r)- 1]/(2piH2) or Q{In[(H/r)+ (H2/r2+ 1)•5]- 1)/(2piH2)
H= Head of water in auger hole(cm)
r = Radius of auger hole(cm)
Q= Flow rate into auger hole at equilibrium(cm/min)
s= Depth to impermeable layer below auger hole or layer where Ksat<<than strata testing (cm)
H = 12.7000 cm Ksat = 0.0113458 cm/min CHP-#2-2 A Is 1-6"
r = 3.0000 cm 0.2680112 in/hr
Q= 10.0000 cm3/min 0.5360224 ft/day

CHP Equations When Depth to Restrictive Horizon (s>1 ft) "Glover's Equation"
When s>2H or H>>r: Ksat= Q[sinh-1(H/r)- 1]/(2piH2) or Q{In[(H/r)+ (H2/r2+ 1)-5]- 1}I(2piH2)
H= Head of water in auger hole(cm)
r = Radius of auger hole(cm)
Q= Flow rate into auger hole at equilibrium(cm/min)
s= Depth to impermeable layer below auger hole or layer where Ksat<<than strata testing (cm)
H= 15.2400 cm Ksat = 0.0091002 cm/min CHP-#2-2 Bh Is 9-15"
r = 3.0000 cm 0.2149649 in/hr
Q= 10.0000 cm3/min 0.4299297 ft/day

•
CHP Equations When Depth to Restrictive Horizon (s>1 ft) "Glover's Equation"
When s>2H or H>>r: Ksat=Q[sinh-1(H/r)- 1]/(2piH2) or Q{In[(H/r)+ (H2/r2+ 1)-5]- 1}/(2piH2)
H= Head of water in auger hole(cm)
r = Radius of auger hole(cm)
Q= Flow rate into auger hole at equilibrium(cm/min)
s= Depth to impermeable layer below auger hole or layer where Ksat<<than strata testing (cm)
H = 16.5100 cm Ksat = 0.2328443 cm/min CHP-#3-2 E s 3-18"
r = 3.0000 cm 5.5002602 in/hr
Q= 283.5000 cm3lmin 11.0005204 ft/day

CHP Equations When Depth to Restrictive Horizon (s>1 ft) "Glover's Equation"
When s>2H or H>>r: Ksat= Q[sinh-1(H/r)- 1]/(2piH2) or Q{In[(H/r) + (H2/r2+ 1).5]- 1}/(2piH2)
•1-(= Head of water in auger hole(cm)
r = Radius of auger hole(cm)
Q= Flow rate into auger hole at equilibrium(cm/min)
s= Depth to impermeable layer below auger hole or layer where Ksat<<than strata testing (cm)
H = 12.7000 cm Ksat = 0.0714786 cm/min CHP-#3-2 Bh Is 17-27"
r = 3.0000 cm 1.6884705 in/hr
Q= 63.0000 cm3/min 3.3769410 ft/day

CHP Equations When Depth to Restrictive Horizon Is>1 ft) "Glover's Equation"
When s>2H or H>>r: Ksat= Q[sinh-1(H/r)- 1]/(2piH2) or Q{In[(H/r)+ (H2/r2+ 1)-9 - 1}/(2piH2)
H= Head of water in auger hole(cm)
r = Radius of auger hole(cm)
Q= Flow rate into auger hole at equilibrium (cm/min)
s= Depth to impermeable layer below auger hole or layer where Ksat<<than strata testing (cm)
H = 15.2400 cm Ksat = 0.0500510 cm/min CHP-#A-1 E s 6-18"
r = 3.0000 cm 1.1823067 in/hr
Q= 55.0000 cm3/min 2.3646134 ft/day

CHP Equations When Depth to Restrictive Horizon (s>1 ft) "Glover's Equation"
When s>2H or H»r: Ksat= Q[sinh-1(H/r)- 1]/(2piH2) or Q{In[(H/r)+ (H2/r2+ 1)•5]- 1}/(2piH2)
K= Head of water in auger hole(cm)
r = Radius of auger hole(cm)
Q= Flow rate into auger hole at equilibrium (cm/min)
s= Depth to impermeable layer below auger hole or layer where Ksat<<than strata testing(cm)
H= 17.7800 cm Ksat = 0.0290522 cm/min CHP-#A-1 Bh Is 18-40"
r = 3.0000 cm 0.6862735 in/hr
Q= 39.0000 cm3/min 1.3725470 ft/day

CHP Equations When Depth to Restrictive Horizon (s>1 ft) "Glover's Equation"
When s>2H or H>>r: Ksat= Q[sinh-'(H/r)- 1]/(2piH2) or Q{In[(H/r) + (H2/r2+ 1)-5]- 1}/(2piH2)
-Hf= Head of water in auger hole(cm)
r = Radius of auger hole(cm)
Q= Flow rate into auger hole at equilibrium (cm/min)
s= Depth to impermeable layer below auger hole or layer where Ksat<<than strata testing (cm)
H = 15.2400 cm Ksat = 0.0373107 cm/min CHP-#B-1 E s 6-17"
r = 3.0000 cm 0.8813559 in/hr
Q= 41.0000 cm3/min 1.7627118 ft/day

CHP Equations When Depth to Restrictive Horizon Is>1 ft) "Glover's Equation"
When s>2H or H>>r: Ksat=Q[sinh-1(H/r)- 1]/(2piH2) or Q{In[(H/r)+ (H2/r2+ 1).5]- 1}/(2piH2)
H.,= Head of water in auger hole(cm)
r = Radius of auger hole(cm)
Q= Flow rate into auger hole at equilibrium(cm/min)
s= Depth to impermeable layer below auger hole or layer where Ksat<<than strata testing (cm)
H= 15.2400 cm Ksat = 0.0300306 cm/min CHP-#B-1 Bh Is 17-28"
r = 3.0000 cm 0.7093840 inlhr
Q= 33.0000 cm3/min 1.4187680 ft/day

wArk.
r '•
' Michael F. Easley, Governor
North Carolina Department of Environment and NaturalrResources
� r
Alan W. Klimek P.E., Director
-c Division of Water Quality
r
Wilmington Regional Office
July 12, 2002
Ms. Tiffany Gay, Vice President
The Village @Mayfaire,LLC
do State Street Construction Co.
211 East Boulevard
Charlotte,NC 28203
Subject: REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 011119
The Village @Mayfaire
New Hanover County
Dear Ms. Gay:
The Wilmington Regional Office received a Stormwater Management Permit Application
for The Village @Mayfaire on May 29, 2002. A preliminary review of that information has
determined that the application is not complete. The following information is needed to continue
the stormwater review:
✓1.. Please provide 2 sets of revised plans-only one set was submitted on May 29,2002.
One set will remain here in the file, and the other will be stamped approved, dated,
and returned to you for your files.
/2. Please submit a revised narrative for this facility which reflects the current proposed
condition.
3. As previously requested,please submit a soils report for this project In the interest
of saving time,and at your request,the Division extended you the courtesy of an on-
site investigation without this report,however, a permit cannot be issued until a
copy of the soils report is provided. The report must provide boring logs, and
conclusions regarding the soil type,expected infiltration rate and estimated seasonal
high water table. The soils report submitted for the adjacent Town Centre
development did not include this site,therefore,it cannot be used as the final soils
report for this project
4. Extended Dry detention alone provides only 50%of the required 85%TSS removal
dek� �' for high density projects.As indicated in Chapter 6 of the BMP manual,an additional
�� treatment measure such as a grassed swale must be provided to make up the
additional 35%.
t-at 5. Dry detention is considered a discharging system,therefore,the runoff from Pond#4
must be directed into one of the 2 proposed infiltration basins, or into a separate
infiltration basin for additional treatment,as is being done for the 3 other discharging
wet pond systems. The overflow from the dry detention pond must also be directed
through a 50'vegetated filter, as is done for the other ponds.
413( 6. If the dry detention area will remain,please provide design calculations that address
the 12 design requirements,point by point,as listed in Sections 6.5 and 6.6 of the
BMP manual.
if/MR
N.C.Division of Water Quality 127 Cardinal Drive Extension Wilmington,N.C.28405 ;(910).395-3900 Fax[phone] Customer Service
800-623-7748

Ms. Gay
July 12, 2002
Stormwater Project No. SW8 011119
Or 7. Please provide a detail of the dry detention area,per the BMP manual.
01Jk 8. Please provide a sign and notarized operation and maintenance plan for the dry
detention area.
9. Please label the vegetated filters for Ponds 1 and 2.Existing wetlands do not qualify
as filters.
9 10. Please provide a detail for each proposed vegetated filter. Be sure to include the
width, and a spreader mechanism with upstream and downstream inverts specified.
Vegetated filters are NOT ditches that simply connect the outfall pipe to the receiving
waters.In order to meet the design requirements for SA ORW waters,the filters must
be designed as wide,flat,heavily grassed areas where a sheet flow condition can be
obtained..
11. Please show the calculation of the built-upon area within the 575'AEC.
V12. Please provide detailed pump specifications,including pump curves,model number,
pump rate and TDH.
- 13. The outlet structure detail for Pond#2 is incorrect.It needs to show the 4"pipe to the
stormwater pump station, as the others do.
✓14. Please label the outlet structures on the grading plans; •
;/15. Please provide a typical building detail with dimensions. Include sidewalks,patios,
etc.
✓16. Please dimension the clubhouse and pool area.
41X 17. The discharge pipe and vegetated filter area for Pond 1 are not located on this
property. Please provide a copy of the easement agreement with the owner of the
adjacent property,Mr. Jeff Zimmer of Brody-Zimmer,LLC. The agreement should
include the understanding that the vegetated filter will remain as permitted.
t/ 18. Please submit a revised page 2 of the application.The drainage areas and built-upon
areas for the proposed wet ponds and Dry Detention Pond 4 (formerly the extended
wetland area)have changed from what was previously submitted.
t/19. Please check the built-upon area total for Pond 1.I get 109,416 ft2.It appears=that the
future development of 5,000 ft2 was not counted in the total. Please revise the
calculations as needed to account for this error.Please also check the orifice size due
to the increased volume.Avoid rounding down too much,as this will only increase
the drawdown time. Based on the Falling Head..calculation, the 1.5" orifice is now
too small to drain the pond within the 4 day allotted time.
/ 20. Please check the surface area proposed for the designpool elevation of 26.7 in Pond
2. The permanent pool surface area is reported as.28,143 at elevation 25.5, but the
the surface area at 26.7 is reported as 27,772. The average surface area used in the
orifice calculation is 25,641, so it appears that the surface area at 25.5 should be
23,510.
Page 2 of 3

Ms. Gay
July 12, 2002
Stormwater Project No. SW8 011119
21. Please check the head used and the average surface area used in the falling head
orifice drawdown calculation for Pond 3. Both appear'to be incorrect. The 2.5"
orifice will draw the pond down in 4.9 days. Since 4 days is the target maximum,
please revise.
22. The issue regarding the location of the 575'ORW AEC and use of wet detention for
this project is still being discussed by the Attorney General's Office and the Division
of Water Quality in Raleigh. At this time,no firm decision has been made. As soon
as a decision is made,you will be contacted regarding any other necessary changes
to the application to comply with the rules. ;
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received by this Office prior to August 12 2002, or the
application will be returned as incomplete.The return of a project will necessitate resubmittal of all
required items, including the application fee.
If you need additional time to submit the information,please mail or fax your request for a
time extension to the Division at the address and fax number at the bottom of this letter.The request
must indicate the date by which you expect to submit the required information. The Division is
allowed 90 days from the receipt of a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to
enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original
documents that need to be revised have been sent to the engineer or agent.All original documents
must be returned or new originals must be provided. Copies are not acceptable. If you have any
questions concerning this matter please feel free to call me at(910) 395-3900.
Sincerely,:
Linda Lewis.
Environmental Engineer
RSS/arl: S:IWQSISTORMWATIADDINFO120021011119.JUL
cc: Linda Lewis
Chuck Truby, P.E.
Page 3 of 3

CPT Engineering and Surveying, Inc.
3935 Brian Jordan Place-Suite 137•High Point,NC 27265•Phone[phone]•Fax[phone]
LETTER OF TRANSMITTAL
To: NC Dept.of Environment and Natural Resources Date: 5-28-02 Job No: 160-02
Wilmington Regional Office—Water Quality Sect. Attention: Linda Lewis
127 Cardinal Drive Extension I Re:The Village at Mayfaire
Wilmington,NC 28405-3845 New Hanover C•
()Z
MAY 2
We are sending you: 9100Z
By,•
x Attached ❑Under separate cover via: Fedex the followin:
❑Plans ❑Diskette(s) ❑For Approval❑For Review ❑ Specifications
❑Other:
Quantity Dwg.No. Description Status
3 - Completed Wet Detention Basin Supplements H
2 - Completed Infiltration Basin Supplements H
1 - infiltration Area Calculations H
3 - Wet Detention Pond Calculations H
1 - Dry Detention Basin Calculations H
- Complete Set of Revised Plans H
Status Code: A. Approved D. Rejected-See Remarks G Approved-As noted
B. Sign and Return E. For your information H. As Requested
C. Amend and Resubmit F. Refer to Remarks L Review and Comment
Remarks:Enclosed are revised plans and calculations for review/approval.Please call if you have any
comments or questions.
cc:
zik:ekrejek,
Mike Venable
CPT ENGINEERING AND SURVEYING,INC.
Ext.305

•.1
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•■ 'Apr' '09 02 12: 07p CPT Engineering 336-812-8780 p. 1
•
■
■
■ ■
C4,
ENGINEERING AND
SURVE'YZNG, INC.
Land Development Consulting
3935 Brian Jordan Place • Suite 137
High Point,1NC 27265
COVER SHEET
FACS E TRANSMISSION
YOU MAY CONTACT US AS FQLLOWS:
Tclephhnc II: 336-8I2-8800
Telecooicr ft: 3 36-8I2-8780
IN CASE OF DIFFICULTY IN 'TRANSMISSION OF TELECOPIES, PLEASE CALL ABOVE
TELEPHONE NUMBER.
TO C:-104- t4dts FAX a: JO — 350- 70°9
FROM: G//4/G Ty{dff f
RE v cmo 4T PemyG411.-
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This facsimile is :mended only for the use of the addressee named herein and may contain privileged and
confidential inforn.ation. IS you are not the intended recipient of this facsimile, you are hereby notified that any
dissemination, di_.t:ibutiom or copying of this facsimile is strictly prohibited. I ..you have received this facsimile in
error, phase Irani: !lately notify us by telephone [phone], if long distance please call collect, and return the
ongtnal facsimile t i the sender's.attention at the address provided via the United States Postal Service.

Apr 09 02 12: O7p CPT Engineering 336-812-8780 p. 2
ENGINEERING AND SURVEYING, INC.
Land Development Consulting
April 9, 2002
North Carolina Department of Environment and Natural Resources
Wilmington Regional Office
Water Quality Section
127 Cardinal Drive Extension
Wilmington,NC 28405-3845
Attn: Linda Lewis
Re: The Village at Mayfaire
New Hanover County
Stonnwater Project No. SW8011119
Dear Linda:
Per your letter dated February 12, 2002, I am requesting a time extension for submittal of the
requested information and revised and corrected plans. We would ask for an extension until May
1, 2002. The plans will be submitted by April 20,2002.
We have redesigned the project and will be pumping runoff to the infiltration areas. Infiltration
area 3 will be increased in size and a new infiltration area is proposed on the sandy ridge. Will
you require additional soils information for this area?
Please respond to this request as soon as possible and let me know if you need any additional
information.
Very truly yours,
C Engineering and Surveying, Inc.
Chuck �
TrubY�.E
President
3935 Brian Jordan Place • Suite 137
High Point, NC 27265
Telephone [phone] • Fax [phone]

State of North Carolina
�� Department of Environment and Natural Resources
(` � 2,312
\ ✓I_ Division of Water Quality (/y
`JJ 1 G E{
�� WATERSHED CLASSIFICATION ATTACHMENT _�'^ __ _�:`
'/ Any changes made to this form will result in the application being retur ied.
(THIS FORM MAY BE PHOTOCOPIED FOR USEASAN ORIGINAL)
INSTRUCTIONS:
To determine the classification of the watershed(s) in which the subject project will be located, you are required to
submit this form, with Items 1 through 8 completed, to the appropriate Division of Water Quality Regional Office
Water Quality Supervisor (see Page 2 of 2) prior to submittal of the application for review. At a minimum, you
must include an 8.5" by 11" copy of the portion of a 7.5-minute USGS Topographic Map that shows the surface
waters immediately downslope of the project. You must identify the location of the project and the closest
downslope surface waters(waters for which you are requesting the classification)on the submitted map copy. If the
facility is located in the Neuse River Basin, also include a copy of the soil survey map for the project location. The
corresponding non-discharge application may not be submitted until this form is completed by the
appropriate regional office and included with the submittal.
1. Applicant's name(name of the municipality,corporation,individual,etc.): STATE STREET LLC
2. Name and complete address of applicant: STATE STREET LLC..
21 I EAST BOULEVARD
City: CL4AgC.LO7TM' State: AIL Zip: 272t,5
Telephone number: ( 704 ) 37Z- 3703 Facsimile number: ( 704 ) 372-370'f
3. Project name(name of the subdivision,facility or establishment,etc.):
7I4E VILLAGE AT 1MAYFALRE
4. County where project is located: t4Eh/ 14AtID/ER
5. Name(s)of closest surface waters: WMWa CREEK
6. River basin(s)in which the project is located: I4 v?E 'It-cc L:/ i NT,A eccritt ,,,/ rye WA''CAPLC FEAR
7. Topographic map name and date: WICP fhwtb-
8. North Carolina Professional Engineer's seal, si 4 04115,"...146,
SEAL 1:
14984 s Q=
TO: REGIONAL Oi'FICE WATER QUALITY SUPEISP •
StMe 4h�0't,
Please provide me with the classification(s)of the surface waters,watershed(s), and appropriate river basin(s)where
these activities will occur,as identified on the attached map segment:
Name(s)of surface waters and river basin(s): Howe Creek ("C2 .- Rivet-ees 111)
Classification(s)(as established by the EMC): SA OR W
Proposed classification(s),if applicable: "
River basiribuif'er rules, if applicable:
R¢yic 112(Of1 t._PerYnnel Si312ture. aeknaeu et PAM( 4-.22-2G62
FORM• WSC.A 10/99 Paop 1 of 2

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P. 1
* * * COMMUNICATION RESULT REPORT ( APR.30.2002 10:58AM )
TTI NCDENR WIRO
FILE MODE OPTION ADDRESS (GROUP) RESULT PAGE
201 MEMORY TX B-3368128780 OK P. 1/1
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL E-2) BUSY
E-3) NO ANSWER E-4) NO FACSIMILE CONNECTION
wA74Michael F. Easley, Governor
North Carolina Department of Environment
and Natural Resources
Gregory.1, Thorpe, Ph.D.,Acting Director
Division of Water Quality
Wilmington Regional Office
FAX COVER SHEET
Date: April 30,2002 No.of Pages: 1
To: Mr. Chuck Truby,P.F. From: Linda Lewis 214-...."
Company: CPT Engineering and Surveying,Inc. Water Quality Section-Stormwater
FAX#: [phone] FAX#[phone]
Phone#[phone]
DWQ Stormwater Project Number: SW8 011119
Project Name: The Village @Mayfaire
MESSAGE:
Dear Chuck:
I received your fax of April 9, 2002, requesting an extension until May 1, 2002 to resubmit the information
requested on February 12,2002. I do not respond to requests for time extensions due to the sheer volume. Please
consider any such time extension request granted unless you hear otherwise from me.

I Michael F. Easley, Governor
William G. Ross, Jr., Secretary
j ` • .— North Carolina Department of Environment and Natural Resources
Gregory J. Thorpe, Ph.D., Acting Director
Division of Water Quality
Wilmington Regional Office
FAX COVER SHEET
Date: April 30,2002 No. of Pages: 1
To: Mr. Chuck Truby,P.E. From: Linda Lewis
Company: CPT Engineering and Surveying,Inc. Water Quality Section - Stormwater
FAX#: [phone] FAX#[phone]
Phone#[phone]
DWQ Stormwater Project Number: SW8 011119
Project Name: The Village @Mayfaire
MESSAGE:
Dear Chuck:
I received your fax of April 9, 2002, requesting an extension until May 1, 2002 to resubmit the information
requested on February 12,2002. I do not respond to requests for time extensions due to the sheer volume. Please
consider any such time extension request granted unless you hear otherwise from me.
Soils information is needed for the proposed infiltration area.Please include this with the resubmitted information.
Since my letter of February 5,2002,an issue has arisen concerning Mayfaire Town Centre that may also affect your
project. It concerns the location of proposed stormwater devices inside the 575'ORW setback.Based on the overall
Master Plan for Mayfaire, a portion of your Wet Pond#3 is located within the 575' setback. This may need to be
changed to maintain compliance with the rules for saltwater ORW's.A meeting has been scheduled for Thursday
for the Division to discuss the issue. You will be notified of any decisions that impact your proposed development.
ki
S:\WQS\STORMWAT\ADDINFO\2002\O 11119.APR
AriZA
NtoM
N.C.Division of Water Quality 127 Cardinal Drive Extension Wilmington,N.C.28405 [phone] Fax[phone] Customer Service
800-623-7748

Michael F. Easley, Governor
O G William G. Ross, Jr., Secretary
1— North Carolina Department of Environment and Natural Resources
• ~ Gregory J. Thorpe, Ph.D., Acting Director
0 -c • Division of Water Quality
Wilmington Regional Office
February 12,2002
Ms. Tiffany N. Gay,Vice President
The Village @Mayfaire,LLC
do State Street Construction Co.
211 East Boulevard
Charlotte,NC 28203
Subject: REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 011119
The Village @Mayfaire
New Hanover County
Dear Ms. Gay:
On February 11,2002,the Wilmington Regional Office conducted a soils investigation in response to the
infiltration Stonnwater Management Permit Application we received for The Village @Mayfaire.The investigation
revealed that two of the proposed three infiltration areas were too wet and did not satisfy the infiltration basin
requirements. At this point,there are several options available:
1. Redesign the site to meet 25%low density.Eliminate all piped collection systems and ponds.Utilize
sheet flow and challow grassed swales only to direct runoff. Direct outlets to SA waters are
prohibited,therefore,all swales must terminate at least 50'prior to the Mean High Water line,and
a 50'vegetated filter with flow spreader must be constructed.
2. The proposed infiltration area for Pond 3 is located on a nice sandy ridge.The runoff from the other
ponds could be pumped to this infiltration area or others created on this sandy ridge.
3. Utilize the grassed areas between the apartments(on the sandy ridge),adjacent the street,and other
open space located on the sandy ridge for the infiltration basins.The bottom of the infiltration basin
must be located at least 2 feet above the seasonal high water table, and the infiltration rate for the
soil must be at least 0.52"per hour.
My additional information letter dated February 1,2002,forgot to include a request for a soils report. Our
soil scientist is only able to verify conclusions drawn from a valid soils report. You must hire the appropriate
professional to evaluate the soils at this site and make recommendations as to where the most suitable soils for
infiltration are,what their hydraulic capacity is,and where the seasonal high water table is. A permit will not be
issued without a complete soils report.
N.C.Division of Water Quality 127 Cardinal Drive Extension Wilmington,N.C.28405 [phone] Fax[phone] Customer Service
800-623-7748

Ms. Gay
February 12, 2002
Stormwater Project No. SW8 011119
Please note that this request for additional information is in response to a preliminary review. The requested
information should be received by this Office prior to March 12, 2002, or the application will be returned as
incomplete.The return of a project will necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information,please mail or fax your request for a time extension
to the Division at the address and fax number at the bottom of this letter. The request must indicate the date by
which you expect to submit the required information. The Division is allowed 90 days from the receipt of a
completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement action
pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original documents that need
to be revised have been sent to the engineer or agent.All original documents must be returned or new originals must
be provided. Copies are not acceptable.If you have any questions concerning this matter please feel free to call me.
at(910)395-3900.
Sincerely,
Linda Lewis
Environmental Engineer
RS S/arl: S:\WQS\STORMWATIADDINFO\2002\011119-2.FEB
cc: Linda Lewis
Chuck Truby,P.E.

$. OF WgTF'Q Michael F. Easley, Governor
...
QG William G. Ross, Jr., Secretary
y North Carolina Department of Environment and Natural Resources
r
0 Gregory J. Thorpe, Ph.D., Acting Director
Division of Water Quality
Wilmington Regional Office
February 1,2002
Ms..Tiffany N. Gay,Vice President
The Village @Mayfaire, LLC
211 East Broad
Charlotte,NC 28203
Subject: REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 011119
The Village at Mayfaire
New Hanover County
Dear Ms. Gay:
The Wilmington Regional Office received a Stormwater Management Permit Application for The
Village at Mayfaire on November 26,2001. A preliminary review of that information has determined that the
application is not complete. The following information is needed to continue the stormwater review:
1. The classification of Howe Creek is SA and ORW,not C Sw.No areas within 575' of Mean
High Water(the AEC)may exceed 25%built-upon.Please delineate the 575'AEC on the plans,
calculate it's area,and demonstrate that no more than 25%of that area is covered by impervious
surface.Be advised that a portion of Town Center Drive is within the AEC.
2. Please provide a completed, signed and notarized infiltration basin supplement for each
proposed infiltration basin.
•
3. Extended detention wetlands are a discharging system,just like a wet pond. Please design an
infiltration area for the runoff which exits from this system as well.The only other approvable
BMP that does not discharge in response to the design storm is a bioretention area,however,this
design is not feasible at this site due to the much tighter water table restrictions.
4. It appears that a portion of the infiltration areas for Ponds 1 and 3 are located in wetlands.Please
relocate all infiltration areas outside of jurisdictional wetlands.
5. Please specify pond/swale side slope vegetation and the wetland species to be planted on the
6:1 shelf
6. Please add the nearest intersection of two major roads to the vicinity map.A major road is any
1, 2 or 3 digit NC,US or interstate highway. In addition,the vicinity map is extremely small.
Can it be enlarged enough to be read easily?
7. Please seal the design calculations.
8. Please delineate the four drainage areas,one for each proposed stormwater system.
h_tbala
N.C.Division of Water Quality 127 Cardinal Drive Extension Wilmington,N.C.28405 [phone] Fax[phone] Customer Service
800-623-7748

Ms. Gay
February 1, 2002
Stormwater Project No. S W 8 011119
9. Section III.7 of the application indicates that the offsite impervious area was derived "by
computer", but the breakdown section of the application does not account for any offsite
drainage. Offsite drainage is runoff generated from property that you don't own that flows onto
your property. You may elect to either account for it in the system's volume and surface area,
or you may reroute that runoff around your system. If offsite runoff is a factor on this project,
please delineate those areas with the drainage areas. If there is no offsite drainage, you may
mark this section N/A.
10. •• Please delete the perforated piping below the infiltration area for Pond 1. The runoff may not
discharge in response to the design storm.
11. In addition to the bio-logs,an earthen berm will be required around the infiltration basin.Runoff
will not be allowed to simply "pass over"the infiltration area-it must pond up and infiltrate.
12. All overflows from the wet detention ponds and from the extended detention wetland which are
in excess of the design storm must pass through a 50'vegetated filter prior to discharge.Please
provide a 50' long filter for each system. Please detail each filter on the plans, including
elevations, slopes, flow spreader mechanism type and inverts, grass type, etc. Please be as
detailed as possible.
13. Please dimension the permanent pool of each wet detention basin and the extended detention
wetlands.
14. The detail shown for the extended detention wetlands is straight from the BMP manual and does
not match up all to the design shown on the plans. Please accurately detail the extended
detention wetlands facility based on the actual proposed design.
15. Pond 1 does not appear to have a spreader swale prior to discharge into the infiltration area.
Please provide.
16. The infiltration area for Pond 2 is partially located on property that does not appear to be part
of the project area.Please make sure that all treatment systems are wholly contained within the
property boundaries where you can maintain control and have access for maintenance.
17. Please provide fmished contour information for each infiltration area.
18. It appears that there will be three inlets into the extended detention wetlands,two of which enter
into the forebay,but the third one enters immediately adjacent the outlet in the micropool area.
In order to function effectively,all inlets should be directed into one forebay, or there should
be only one inlet.
19. Please add the following note to the plans: "All roof drainage shall be directed into either the
parking lot, street or other approved drainage feature,such that it will be collected and sent to
the stormwater facility designed for that drainage area."
20. For each outlet structure detail,please specify the required 3:1 side slope above permanent pool
and the 6:1 vegetated shelf slope.
21. Please add a cross-section detail of the spreader swale into the infiltration area, including
proposed design elevations for each one.

Ms. Gay
February 1,.2002
Stormwater Project No. SW8 011119
22. Please provide a signed and notarized Operation and Maintenance plan for the extended
detention wetlands.Maintenance requirements for extended detention wetlands are the same as
for pocket wetlands and can be found on page 21 of the BMP manual.
23. In order to avoid a nuisance condition and assure that the extended detention wetland doesn't
dry out,it should have a drainage area not less than 10 acres. Only 3.5 acres is proposed.
24. The Division uses the required minimum volume to size the orifice. Please revise the falling
head orifice calculation to use the average surface area between permanent pool and the
elevation where the storage requirement is met.Using the average area and the elevation where
the storage is met accounts for the fact that the area is not constant as the head falls.
25. Please provide a table of surface areas and volumes below permanent pool and calculations to
support the number reported on the supplement for the permanent pool volume.
26. The sediment cleanout depths on the supplements must be reported as depths rather than
elevations.
27. My set of calculations is missing page 1 of the calculations for Pond 2.
28. The BMP manual sets out the design requirements for extended detention wetlands.I don't see
where in the calculations any of those requirements; other than surface area, have been
addressed.Please provide the following calculations:
1. Table 1.1 (SA/DA ratio), referenced in the BMP document, is only for use in the
Piedmont.The Coast uses a different table.Please recalculate the required surface area
using the attached table.
2. Please calculate the required minimum and provided amounts of high(0"-9") and low
marsh(9"-18").
3. Please calculate the required micropool area.
4. A list of the specific wetland species to be planted,where they will be planted,and how
many will be planted. A table of suitable plants for use within the permanent pool zone
is provided on pages 18 and 19 of the BMP manual. A separate plant listing for use in
areas that will not continually be underwater,is provided in Tables 4.1,4.2 and 4.3 in -
Chapter 4 of the BMP manual.

•
,J
Ms. Gay
February 1, 2002
Stormwater Project No. SW8 011119
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to March 1, 2002, or the application will be
returned as incomplete.The return of a project will necessitate resubmittal of all required items,including the
application fee.
If you need additional time to submit the information, please mail or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter.The request must indicate
the date by which you expect to submit the required information. The Division is allowed 90 days from the
receipt of a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement action
pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original documents that
need to be revised have been sent to the engineer or agent. All original documents must be returned or new
originals must be provided. Copies are not acceptable.If you have any questions concerning this matter please
feel free to call me at(910)395-3900.
Sincerely,
6l,K/u P61-60A
Linda Lewis
Environmental Engineer
RS S/arl: S:\WQS\STORMWAT\ADDINFO\2002\011119.FEB
cc: Linda Lewis
Chuck Truby, P.E.

C4,
ENGINEERING AND SURVEYING, INC.
Land Development Consulting
November 21,2001
North Carolina Department of Environment and Natural Resources
Wilmington Regional Office
Water Quality Section
127 Cardinal Drive Extension
Wilmington,NC 28405-3845
Attn: Linda Lewis RE E Ir E D
Re: The Village at Mayfaire
New Hanover County NOV 2 6 200i
Dear Linda: DW
PRoj# ` t S 4 ,�
Enclosed are the following:
• Original and one copy of the Stormwater Management Permit Application Form
• One copy of the applicable Supplement Form for each BMP
• Permit application processing fee of$420.00
• Detailed narrative description of stormwater treatment/management
• Two copies of the plans and calculations.
Please review this submittal package for approval and notify me if you have any questions or
comments.
�
lv
Very truly yours,
n 'neerin_ and Surveying,Inc. A551.9V14
k
c Truby, .E.
President
CPT Engineering&SureytN, Inc,
3935 Brian Jordan Place, Suite 137
High Point NC 27265
MI6-81L-88ao Ecr. 3oy
336-81L-878a FAQ
4600 Charlottesville Road • Greensboro, NC 27410
Telephone [phone] • Fax [phone]
E-mail: [e-mail]

OPERATION AND MAINTENANCE MANUAL
THE VILLAGE AT MAYFAIRE
TOWN CENTER DRIVE
WILMINGTON, NORTH CAROUNA
NOVEMBER 16. 2001
POND OWNER: THE VILLAGE AT MAYFAIRE. LLC
CONTACT PERSON: CH
STATE STREET COMPANY
MAILING ADDRESS: EAST BLVo.
CHARLOTTE, NC 28203
PHONE: ( 704 ) 372-3703
NOTE THIS MANUAL ADDRESSES
THE ROUTINE
AND NON-ROUTINE MAINTENANCE ITEMS IN ACCORDANCE WITH THE WET
DETENTION BASIN SUPPLEMENT WHICH IS PART OF THE STORMWATER
MANAGEMENT STRUCTURES IS THE RESPONSIBIUTY OF THE CPROPERTY OWNER.QUAL[tY

PAGE 2
ROUTINE MAINTENANCE:
A) MOWING - MOW ALL AREAS SURROUNDING POND ON A REGULAR BASIS
DURING THE MOWING SEASON ( APRIL - O CTOBER DR AS
NECCESSARY, PROPERTY OWNER TO CONTRACT THIS WORK )
B) DEBRIS REMOVAL - REMOVE ALL TRASH AND DEBRIS FROM POND AND
SURROUNDING BANKS. INSPECT ORIFICE TRASH GUARD AT
SPILLWAY AND REMOVE DEBRIS AS REQUIRED. ( INSPECT
MONTHLY OR AFTER MAJOR STORMS. INSPECTION BY PROPERTY
OWNER REPRESENTATIVE )
C) MINOR SLOPE FAILURES - REPAIR BY SEEDING OR SODDING AS SOON AFTER
DETECTION AS POSSIBLE. ( PROPERTY OWNER REPRESENTATIVE )
D) PERIODIC INSPECTION - INSPECT POND AFTER ALL MAJOR STORM EVENTS
( MORE THAN 2 INCHES OF RAINFALL IN 24 HOURS ) OR AFTER
EXTENDED PERIODS OF RAIN ( MORE THAN 2 TO 3 DAYS ). LOOK
FOR DAMAGE TO INLET CHANNELS. SPILLWAYS. DEBRIS BUILD-UP
AT SPILLWAY AND TRASH GUARD. AND ERODED OR SLUMPED EMBANK-
MENTS. ( PROPERTY OWNER REPRESENTATIVE )
E) TREES AND BRUSH - TREES AND BRUSH SHOULD NOT BE PERMITTED ON
EMBANKMENTS OR IN SPILLWAYS. REGULAR MOWING WILL PREVENT
UNWANTED GROWTH. ( PROPERTY OWNER REPRESENTATIVE )
F) MISCELLANEOUS. ITEMS - EXCESSIVE PLANT GROWTH, A.GAE BLOOMS, ODORS.
DISCOLORATION. •ANIMAL PESTS, ETC. SHOULD BE ADDRESSED WITH
THE GOVERNMENTAL OFFICE HAVING JURISDICTION FOR WATERSHED
PROTECTION ON AN AS NEEDED BASIS. SOLUTIONS TO THESE TYPES
OF PROBLEMS SHOULD BE NON-CHEMICAL AND DEEMED SAFE FOR
DRINKING WATER SUPPLY RESERVOIR APPLICATION.
G) VALVES AND GATES - OPERATE POND DRAIN VALVE FROM THE FULLY CLOSED
TO THE FULLY OPEN POSITION AT LEAST TWICE A YEAR.
( PROPERTY OWNER REPRESENTATIVE )
H) ANNUAL INSPECTIONS - ANNUAL MAINTENANCE INSPECTIONS WILL BE PERFORMED
BY THE GOVERNMENTAL OFFICE HAVING JURISDICTION FOR WATERSHED
PROTECTION. THE PROPERTY OWNER SHALL BE NOTIFIED OF THE
RESULTS OF THESE INSPECTIONS AND ANY MAINTENANCE REQUIRED.

PAGE 3
NON-ROUTINE MAINTENANCE
THESE MAINTENANCE ITEMS WILL REQUIRE A REGISTERED PROFESSIONAL ENGINEER
TO PREPARE A PLAN. AND/OR DETAILS AND TO CERTIFY COMPLETION IN ACCORDANCE
WITH THE PLAN AND/OR DETAILS. ALL REVISIONS AND REPAIRS SHALL BE DONE IN
ACCORDANCE WITH NCDENR GUIDELINES AND SPECIFICATIONS.
A) SEDIMENT CLEAN-OUT - SEDIMENT REMOVAL FROM THE POND. FOREBAYS. OR
RIP RAP BAFFLES SHALL BE DETAILED TO INDICATE FINISH ELEVATIONS,
REMOVAL AND DISPOSAL METHODS OF SEDIMENT, STABILIZATION OF
DISTURBED AREAS. EROSION CONTROL, AND STABILIZATION OF SPOIL
AREAS. PROPERTY OWNER TO CONTRACT 'NORK WITH FIRM ACCUSTOMED
TO THIS TYPE OF WORK.
B) CHANNEL STABIUZATION - REPAIR SMALL. RILLS BY SODDING. RESHAPING AND
REVEGETATION OF WATERWAY WILL BE NECCESSARY FOR LARGER
FAILURES. MAINTAIN RIP RAP CHANNELS TO PREVENT TREE/BRUSH
GROWTH ON BANKS AND BOTTOMS. REPLACE RIP RAP AS REQUIRED TO
MAINTAIN DESIGN CAPACITY.
C) PRINCIPAL SPILLWAY - INSPECT SPILLWAYS FOR IMPROPER ALIGNMENT,
CRACKS. LEAKS, CORROSION, BLOCKAGE, ETC. SPILLWAY REPAIRS SHALL
BE DETAILED. APPROVED, CONSTRUCTED. AND CERTIFIED IN ACCORDANCE
WITH NCDENR GUIDELINES.
D) DAM FAILURES - FAILURES WHICH ENDANGER THE STRUCTURAL INTEGRITY OR
WATERTIGHTNESS OF THE DAM SHALL HAVE A PLAN AND DETAIL
PREPARED TO REPAIR SAID DAMAGE.
E) SEEPAGE - SEEPAGE CONTROL MEASURES WILL BE REQUIRED IF THE SAFETY OF
THE DAM IS THREATENED. ALL METHODS TO CONTROL SEEPAGE MUST BE
DESIGNED TO AND CONSTRUCTED UNDER THE SUPERVISION OF AND
CERTIFIED BY A PROFESSIONAL ENGINEER I XPERIENCED WITH DAMS.