SW8070727_Historical File_20121025

AN 1.9 WA
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Charles Wakild, P. E. Dee Freeman
Governor Director Secretary
October 25, 2012
Bobby Hall, Executive Vice President
State Employees' Credit Union
P.O. Box 27685
Raleigh, NC 27611
Subject: State Stormwater Management Permit No. SW8 070727 MOD
SECU Myrtle Grove Modification
High Density Commercial Infiltration Basin Project — Alternative Design
New Hanover County
Dear Mr. Hall:
The Wilmington Regional Office received a complete modified Stormwater Management Permit
Application for State Employees Credit Union — Myrtle Grove Office on October 1, 2012. 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 and post construction
requirements under SL 2006-246. We are forwarding Permit No. SW8 070727 MOD dated
October 25, 2012, for the construction, operation, and maintenance of the subject project.
The modifications covered by this permit include:
1. The conversion of an existing wet detention pond to an infiltration basin. The infiltration
basin has been overdesigned per BMP manual Chapter 16.3.9, option 3 in accordance
with the alternative design criteria per Section .1008 (h) of the stormwater rules.
2. The overall site layout and grading are not changing.
3. Plan sets have been combined. Since overall site layout is not changing, we have
combined the new plan set with the old plans per the following instructions:
a. Remove Sheet L0101 Overall Tract Existing Conditions / Demo / EC Plan
b. Remove Sheet C5101 Utility Details
c. Remove Sheet C5102 Stormwater Pond Details
d. Keep Sheet C1201 Grading, Drainage. EC & Stormwater Plan. Cross out wet
detention pond and note that pond has been replaced by infiltration basin.
e. Keep Sheet L1100 Overall Tract Site Plan. Cross out wet detention pond and note
that pond has been replaced by infiltration basin.
f. Keep Sheet L1101 Site Layout Plan. Cross out wet detention pond and note that
pond has been replaced by infiltration basin.
g. Keep Sheet C1101 Utility Layout Plan. Cross out wet detention pond and note that
pond has been replaced by infiltration basin.
h. Keep Sheet L5101 Site Layout Details.
On August 5, 2009, the Governor signed Session Law 2009-406. This law impacts any
development approval issued by the Division of Water Quality under Article 21 of Chapter 143 of
the General Statutes, which is current and valid at any point between January 1, 2008, and
December 31, 2010. The law extends the effective period of any stormwater permit that is set to
expire during this time frame to three (3) years from its current expiration date. On August 2,
2010, the Governor signed Session Law 2010-177, which grants an extra year for a total of four
(4) years extension. Please note that the expiration date of this permit has been adjusted to
reflect this four year extension.
Wilmington Regional Oft
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
Phone: [phone] FAX: [phone] DENR Assistance:1-877-623-6748
Internet www.newaterqualRy.org
An Fnnal Onn—hinity 1 Affirmnfiv Arfinn Fmnlnvar

This permit shall be effective from the date of issuance until December 31, 2021, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to the
conditions listed in this permit regarding the Operation and Maintenance of the BMP(s),
recordation of deed restrictions, certification of the BMP's, procedures for changes of
ownership, transferring the permit, and renewing the permit. Failure to establish an adequate
system for operation and maintenance of the stormwater management system, to record deed
restrictions, to certify the BMP's, to transfer the permit, or to renew the permit, will result in
future compliance problems.
We are forwarding you an approved copy of the revised plans for your files. Please combine
the new plan set with the old plans as per instructions noted above.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing by filing a written petition with the Office of
Administrative Hearings (OAH). The written petition must conform to Chapter 150B of the North
Carolina General Statutes, and must be filed with the OAH within thirty (30) days of receipt of
this permit. You should contact the OAH with all questions regarding the filing fee (if a filing fee
is required) and/or the details of the filing process at 6714 Mail Service Center, Raleigh, NC
27699-6714, or via telephone at 919-431-3000, or visit their website at www.NCOAH.com.
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
Steve Pusey, at [phone].
Sinc9rely,
sill
O Charles akild P.E. Director
Division of Water Quality
GDS/sgp: S:1WQS1StormwaterlPermits & Projects120071070727 HD12012 10 permit 070727
cc: Dale Hyatt, PE — McKim & Creed Inc.
New Hanover County Building Inspections
Beth E. Wetherill, New Hanover County Engineering
City of Wilmington Development Services
Wilmington Regional Office Stormwater File
Pane ?. of

State Stormwater Management Systems
Permit No. SW8 070727 MOD
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL DEVELOPMEN T
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
State Employees' Credit Union
SECU — Myrtle Grove
141 Sanders Rd., Wilmington, New Hanover County
FOR THE
construction, operation and maintenance of one (1) alternative design, 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 31, 2021, 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 in Section 1.7 of this permit. The stormwater control has been
designed to handle the runoff from 171,189 square feet of impervious area.
3. The tract will be limited to the amount of built -upon area indicated in Sections 1.2
and 1.7 of this permit, and per approved plans. The built -upon area for the future
development is limited to 100,889 square feet.
4. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded shoving all such required easements, its accordance with the
approved plans.
5. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 070727 MOD
6. Per section .1008 (h) of the stormwater rules, the alternative design basin
provides excess storage volume for 2.5 times the design storm of 1.5 inches and
will infiltrate the volume within 5 days using one half the infiltration rate found in
the soils report. Therefore, the basin may be operated without an offline bypass
or a level spreader / vegetated filter strip. The deep parts of the wet detention
pond will be filled with sand in order to construct a level basin bottom elevation.
7. The following design criteria have been permitted for the infiltration basin and
must be provided and maintained at design condition:
a. Drainage Area, ycres:
Onsite, ft
Offsite, ft2:
b. Total Impervious Surfaces, ft2:
C. Design Storm, inches:
d. Basin Depth, feet:
e. Bottom Elevation, FMSI :
f. Bottom Surface Area, ft
g. Bypass Weir Elevation, FMS6:
h. Permitted Storage Volume, ft
i. Type of Soil:
j. Expected Infiltration Rate, in/hr:
k. Seasonal High Water Table, FMSL:
I. Time to Draw Down, hours:
M. Receiving Stream/River Basin:
n. Stream Index Number:
o. Classification of Water Body:
II. SCHEDULE OF COMPLIANCE
5.24
228,254
None
171,189
3.75 (no VFS/offline bypass)
5
33.0
10,870
37.64
70,000
Kureb
16.0
31.0
8.0
Mott Creek / Cape Fear
18-82
"C• Sw"
1. The stormwater management system shall be constructed in its 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 bypass structure, infiltration media, flow
spreader, catch basins, piping and vegetated filter.
a. A clear access path to the bypass 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.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 070727 MOD
5. 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.
6. 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.
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. Access to the stormwater facilities shall be maintained via appropriate recorded
easements at all times.
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 development, subdivision, acquisition, lease or sale of any, all or
part 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.
10. Prior to the construction of any permitted future areas shown on the approved
plans, the permittee shall submit final site layout and grading plans to the
Division for approval.
11. A copy of the approved plans and specifications shall be maintained on file by
the Permittee at all times. At the time the permit is transferred to a new owner,
the permittee shall forward the approved plans to the new owner.
12. 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.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 070727 MOD
III. GENERAL CONDITIONS
1. This permit is not transferable to any person or entity except after notice to and
approval by the Director. At least 30 days prior to a change of ownership, or a
name change of the owner or of the project, or a mailing address change, the
permittee shall submit a completed and signed Name/Ownership Change form to
the Division of Water Quality, accompanied by the supporting documentation as
listed on the form. The approval of this request will be considered on its merits
and may or may not be approved.
2. The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request. Neither the sale of the project
nor the conveyance of common area to a third party constitutes an approved
transfer of the stormwater permit.
3. Any individual or entity found to be in noncompliance with the terms and
conditions of this permit or with the requirements of the stormwater rules, is
subject to enforcement action by the Division of Water Quality, in accordance
with North Carolina General Statute 143, Article 21.
4. 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) having jurisdiction.
5. 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.
6. 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.
7. The permit remains in force and effect until modified, revoked, terminated, or
renewed. The permit may be modified, revoked and reissued cr terminated for
cause. The filing of a request for a permit modification, revocation and
reissuance, renewal or termination does not stay any permit condition.
8. 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.
9. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
10. The permittee shall submit a permit renewal application at least 180 days prior to
the expiration date of this permit. The renewal request must include the
appropriate documentation and the processing fee.
Permit modified and reissued this the 25t" day of October, 2012.
NO TH CAROLINA ENVIRONMENTAL_ MANAGEMENT COMMISSION
Tor- Charled Wakild, P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

Casmer, Jo
From: Casmer, Jo
Sent: Friday, October 26, 2012 10:48 AM
To: '[e-mail]'
Subject: SECU Myrtle Grove
Attachments: 2012 10 permit 070727.pdf
Dale: Steve Pusey indicated you wished to have a copy of the permit modification emailed to you. This is
attached. A hard copy (signed) is forthcoming in the mail.
Jo Caswer
Administrative Assistant IV
NC Dept. of Environment & Natural Resources
Division of Water Quality -Surface Water Protection Section
127 Cardinal Drive Extension
Wilmington, NC 28405
Phone: [phone]
Fax: [phone]
Pease note envii address has &r d.
Email correspondence to and from this address may be subjed to the North Carolina Public Records Law and may be disdosed to third
parties
Cf
f
7/7

V
Mq<IM&CREED
1730 VARSITY DRIVE, SUITE 500, RALEIGH, NC 27606
TEL [phone] - FAX [phone]
LETTER OF TRANSMITTAL
ADDRESS: 127 Cardinal Drive Extension
Wilmington, NC 28405
TTENTION: NCDENR DWQ - Wilmington Regional Office
Steve Pusey
DATE: October 19, 2012
PROJECT #: 01517-0226
TASK #: REIMB
RE: SECU Myrtle Grove Modification
TRANSMITTAL #:
PAGE OF
WE ARE SENDING: ® Originals Z Prints ❑ Shop Drawings ❑ Samples
❑ Specifications ® Calculations ❑ Other -
Quantity
Drawing No.
Rev.
Description
Status
1
Signed and Sealed permit drawings
G.
Issue Status Code: A. Preliminary B. Fabrication Only . C. For Information D. Bid
E. Construction F. For Review & Comments G. For Approval H. See Remarks
Action Status Code: 1. No Exceptions Taken 2. Make Corrections Noted 3.Other
4. Amend & Resubmit 5. Rejected - See Remarks
REMARKS:
If you have any questions, or require additional information, feel free to contact me at [phone].
Thank you,
CC:
ECEIVEt
OCT 2.2 2012
6Y:
McKIM & CREED, INC.
Signed
Dal -, PE

INFILTRATION BASIN DESIGN
SECU MYRTLE GROVE
Infiltration Basin
Project: 01517-0226
Prepared by: DNH
Date: 8/20/2012
Drainage area: 228,254 sf
Impervious area: 171,189 sf
Volume to Catch The First 3.75 Inchs of Runoff.
Runoff : Rv = 0.05 + 0.9 * la Simple Method, Schueler
la (ac/ac)= 0.750
Rv =
0.725
`` ,,,,1lqWrIt"� A Rf f
* * *
.� �� '=
Volume: V = 3630 P Rv A
P =
3.75 in
- f
Rv =
0.725
037 ..4
A =
5.24 ac
.�
�j4iruupp�y�
OCT 16 2012
BY:-_

SECU MYRTLE GROVE
Drawdown Time
A. Infiltration Rate:
k= 8.00 in/hr
B. Infiltration Area
A= 10,870 sf
C. Volume to Drawdown:
V= Cf
D. ti otal Draw Down Time
T= 0.40 days
1/2 minimum rate reported on soils report
area of bottom of basin (elev. 33)
Page 2 of 3
T(days) = Volume / (2 * Infiltrating Area * Infiltration Rate)
i= -
OCT 16 2012
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v MgKIM&CREED
1730 VARSITY DRIVE, SUITE 500, RALEIGH, NC 27606
TEL [phone] FAX [phone]
LETTER OF TRANSMITTAL
ADDRESS: 127 Cardinal Drive Extension
Wilmington, NC 28405
ATTENTION: NCDENR DWQ - Wilmington Regional Office
Steve Pusey
DATE: October 15, 2012
PROJECT #: 01517-0226
TASK #: REIMB
RE: SECU Myrtle Grove Modification
TRANSMITTAL #:
PAGE OF
WE ARE SENDING: ® Originals ® Prints ❑ Shop Drawings ❑ Samples
❑ Specifications ® Calculations ❑ Other —
Quantity
Drawing No.
Rev.
Description
Status
1
Revised HydroCAD 1-yr 24hr Storm Report
G.
1
Signed and Sealed Basin Volume Calculation
G.
1
Signed and Sealed Drawdown Calculation
G.
1
Signed and Sealed Elevation, Area, Volume Table
G.
U
BY: -
Issue Status Code: A. Preliminary B. Fabrication Only C. For Information D. Bid
E. Construction F. For Review & Comments G. For Approval H. See Remarks
Action Status Code: 1. No Exceptions Taken 2. Make Corrections Noted 3.Other
4. Amend & Resubmit 5. Rejected - See Remarks
REMARKS:
If you have any questions, or require additional information, feel free to contact me at [phone].
Thank you,
CC:
McKIM & CREED, INC.
f�2
Signed
Ae—
Dale�,PE

v MqK M&CREED
V
1730 VARSITY DRIVE, SUITE 500, RALEIGH, NC 27606
TEL [phone] _ FAX [phone]
LETTER OF TRANSMITTAL
ADDRESS: 127 Cardinal Drive Extension
Wilmington, NC 28405
ATTENTION: NCDENR DWQ - Wilmington Regional Office
DATE: August 20, 2012
PROJECT #: 01517-0226
TASK #: REIMB
RE: SECU Myrtle Grove Modification
TRANSMITTAL #:
PAGE / OF
WE ARE SENDING: ® Originals ® Prints ❑ Shop Drawings ❑ Samples
❑ Specifications ® Calculations ❑ Other —
Quantity
Drawing No.
Rev.
Description
Status
2
Stormwater Management Permit Application Form (1 original, 1 copy)
1
Supplement Form (original)
O&M agreement
1
1
Check — permit application processing fee ($505)
1
Narrative with supporting calculations and documentation
2
Sets of plans morRIVE
1
Soils report
1
Copy of most current deed
Issue Status Code: A. Preliminary B. Fabrication Only C. For Information D. Bid
E. Construction F. For Review & Comments G. For Approval H. See Remarks
Action Status Code: 1. No Exceptions Taken 2. Make Corrections Noted 3.Other
4. Amend & Resubmit 5. Rejected - See Remarks
REMARKS:
Please find the above information enclosed for the State Employees Credit Union Modification in Myrtle Grove, NC. If
you have any questions, or require additional information, feel free to contact us at [phone].
Thank you,
■
CC:
McKIM & CREED, INC.
Signed

STORWATER CALCULATIONS
State Employees' Credit Union
SECU Myrtle Grove
New Hanover County, North Carolina
August 20, 2012
Prepared for:
North Carolina State Employees' Credit Union
Prepared By:
McKim & Creed, Inc
1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone]
Fax: [phone]
F1222
M&C Project No. 01517-0226
C q R 0
?O
F Z'
N. "
EpENED
AUG 22 2012
gV*.-------�

STOR A` ER C ALCULATIO S
State Employees' Credit Union
SECU Myrtle Grove
New Hanover County, North Carolina
September 6, 2012
Prepared for:
North Carolina State Employees' Credit Union
NEW HANOVER COUNTY ENGINEERING DEPARTMENT
STORM WATER REGULATION
Reviewed for compliance with applicable County Storm Water Policies and
regulations.
*Approved
Prepared By:
*Approved as noted. McKim L Creed, Inc
1730 Varsity Drive, Suite 500
*Rcvisc as nosed and resubmit %�'%,,h North Carolina 27606
Review Engine Date: P'7/ f�: [phone]
Fax: [phone]
COMPLETE SET OF STAMP APPROVED PI.ANSMUST BEONJOB SITE F1222
UNTILCOMPLETION OF f ROIECT.
ANY VARIANCE FROM THE APPROVED PLANS' REQUIRESRestsrfQftjest No. 01517-0226
RYTHE DESIGNER TO THE COUNTYFOR APPROVAL.
a,,i,1}iS}}}}:1}e777 •itia,a
so
i 03, 1 J
1
PECeIVIE '
OCT 01 2012
BY:

PROJECT DESCRIPTTON
The purpose of this project is to convert an existing wet detention pond to an infiltration basin.
No changes in impervious area, storm drainage infrastructure, or new infrastructure are
proposed. The existing wet detention pond was approved on ranuary 25, 2008 under NC DWQ
permit number SW8070727. The existing forebay berm has eroded twice after rainfall events and
the pond does not hold water due to the high infiltration rates of the in situ soil.
The site is located at 141 Sanders Road approximately 800 linear teet west of the intersection of
US Highway 421 and Sanders Road (SR 1187).
SITE DESCRIPTION
The existing project area is a 5.47 acre tract consisting of two parcels located in Myrtle Grove,
New Hanover County, North Carolina. The parcels share a common wet detention pond on the
eastern side of the tract. The western parcel, Lot No. 1, contains a State Employees Credit Union
bank and parking lot with storm water infrastructure in place. Lot No. 1 is approximately 2.77
acres and 75% impervious. The eastern parcel, Future Development Area No. 1, is to be
developed at a future time. Future Development Area No. 1 is approximately 2.47 acres. The
existing pond and stormwater infrastructure are designed for this area to be built out with 75%
impervious area (80,694 SF of impervious) at a later date. No impervious area or changes to
stormwater infrastructure are proposed for this BMP modification.
The site is located in New Hanover County and is in the Cape Fear River basin.
SOILS
According to the NRCS Web Soil Survey, the majority of uplands within the site are classified as
Kureb Sand (Kr). Lynn Haven fine sand (Ly) is also found on the site. The following soil
descriptions are associated with the soils found on the tract:
Kr - Kureb sand, 1 to 8% slopes
Ly- Lynn Haven fine sand
STORMWATER IMPROVEMENTS
The purpose of this project is to convert an existing wet detention pond to an infiltration basin.
The existing wet detention pond was originally permitted in 2008 (SW8070727) and has had
problems related to the forebay berm. In order to alleviate those problems, converting the wet
detention basin to an infiltration basin has been proposed. The proposed infiltration basin has
been overdesigned per the NCDENR Stormwater BMP Manual Chapter 16.3.9. Off line Bypass &
Vegetated Filter Strip. The basin provides approximately 58,000 cubic feet storage for 2.5 times
the design storm of 1.5 inches and the basin will infiltrate the volume within 5 days using one half
the infiltration rate (+/- 8 inches per hour) found in the attached soils report. Based on these
criteria, the offline bypass and vegetated filter strip requirements have been waived for the
proposed infiltration basin.
The total disturbed area for the site will be .96 acres.

PLANNED EROSION AND SEDIMENTATION CONTROL PRACTICES
1. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT
A temporary gravel construction entrance/exit will be installed at the entrance drive to
the site to provide a buffer area for construction vehicles to drop their mud and sediment
to avoid transporting it onto public roads.
2. SILT FENCE
Silt fence will be installed in areas of fill around the perimeter of the site to maintain
drainage into temporary diversion ditches. Silt fence will be used in natural outfall areas
to prevent any sediment from leaving the site.
3. ENERGY DISSIPATOR
A 6prap energy dissipator will be located on the downstream end of the stormwater
outlet pipe to slow velocities and prevent scour at the outlet of the infiltration basin.
MAINTENANCE CONSIDERATIONS
The contractor shall be responsible for seeking permit for any borrow and/or spoil areas not
shown on these plans.
The Contractor shall be responsible for periodic inspection and maintenance of all temporary
erosion control measures and permanent stormwater devices. Any measure that fails to
function as intended shall be repaired immediately.

SUPPORTING DOCUMENTATION

i3i ffli U -.. --- AaJcuvu.I--, -- Aaaauuu..,.. ---
Disclaimer: We make no warranties or guarantees regarding the accuracy or completeness of geographic features shown on this map. Spatial accuracy of measurement provided by source agencies can be obtained by contacting me.

USDA United States
Department of
Agriculture
NRCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
New Hanover
County, North
Carolina
SECU Myrtle Grove
August 6, 2012

Contents
Preface....................................................................................................................2
Soil'Map..................................................................................................................5
SoilMap ....... :........................................................................................................ 6
Legend..................................................................................................................7
MapUnit Legend..................................................................................................8
MapUnit Descriptions..........................................................................................8
New Hanover County, North Carolina.............................................................10
Kr—Kureb sand, 1 to 8 percent slopes.......................................................10
Ly—Lynn Haven fine sand..........................................................................11
4

Soil Map
The soil map section includes the soil map for the defined area of interest, a list of soil
map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
5
I

A
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Custom Soil Resource Report
Map Unit Legend
r:
`` �i� tioy �llap. r+tl la r :, ► JitAr4
Kr Kureb sand, 1 to 8 percent slopes S A 82.3%
Ly Lynn Haven fine sand 1.4 17.7%
Totals for Area of Interest 7.8 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils
or miscellaneous areas in the survey area. The map unit descriptions, along with the
maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits forthe properties of the soils. On the landscape,
however, the soils are natural phenomena, and they have the characteristic variability
of all natural phenomena. Thus, the range of some observed properties may extend
beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic
class rarely, if ever, can be mapped without including areas of other taxonomic
classes. Consequently, every map unit is made up of the soils or miscellaneous areas
for which it is named and some minor components that belong to taxonomic classes
other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They generally
are in small areas and could not be mapped separately because of the scale used.
Some small areas of strongly contrasting soils or miscellaneous areas are identified
by a special symbol on the maps. If included in the database for a given area, the
contrasting minor components are identified in the map unit descriptions along with
some characteristics of each. A few areas of minor components may not have been
observed, and consequently they are not mentioned in the descriptions, especially
where the pattern was so complexthat itwas impractical to make enough observations
to identify all the soils and miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the usefulness
or accuracy of the data. The objective of mapping is not to delineate pure taxonomic
classes but rather to separate the landscape into landforms or landform segments that
have similar use and management requirements. The delineation of such segments
on the map provides sufficient information for the development of resource plans. If
intensive use of small areas is planned, however, onsite investigation is needed to
define and locate the soils and miscellaneous areas.
L

Custom Soil Resource Report
An identifying symbol precedes the map unit name in the map unit descriptions. Each
description includes general facts about the unit and gives important soil properties
and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major horizons
that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity,
degree of erosion, and other characteristics that affect their use. On the basis of such
differences, a soil series is divided into soil phases. Most of the areas shown on the
detailed soil maps are phases of soil series. The name of a soil phase commonly
indicates a feature that affects use or management. For example, Alpha silt loam, 0
to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps. The
pattern and proportion of the soils or miscellaneous areas are somewhat similar in all
areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present or
anticipated uses of the map units in the survey area, it was not considered practical
or necessary to map the soils or miscellaneous areas separately. The pattern and
relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -
Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas that
could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion of
the soils or miscellaneous areas in a mapped area are not uniform. An area can be
made up of only one of the major soils or miscellaneous areas, or it can be made up
of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil material
and support little or no vegetation. Rock outcrop is an example.
9
I

L.
Custom Soil Resource Report
New Hanover County, North Carolina
Kr—Kureb sand, 1 to 8 percent slopes
Map Unit Setting
Elevation: 0 to 20 feet
Mean annual precipitation: 42 to 58 inches
Mean annual air temperature: 61 to 64 degrees F
Frost -free period. 190 to 270 days
Map Unit Composition
Kureb and similar soils: 85 percent
Minor components: 5 percent
Description of Kureb
Setting
Landform: Rims on carolina bays, ridges on marine terraces
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Crest
Down -slope shape: Convex
Across -slope shape: Convex
Parent material. Eolian sands and/or sandy fluviomarine deposits
:properties and qualities
Slope: 0 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Excessively drained
Capacity of the most limiting layer to transmit water (Ksat). High to very high (5.95
to 19.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding. None
Frequency of ponding: None
Available water capacity. Very low (about 1.8 inches)
Interpretive groups
Land capability (nonirrigated): 7s
Typical profile
0 to 3 inches: Sand
3 to 26 inches: Sand
26 to 89 inches: Sand
Minor Components
Leon
Percent of map unit: 5 percent
Landform: Flats on marine terraces
Down -slope shape: Linear
Across -slope shape: Concave
10
L

Custom Soil Resource Report
Ly—Lynn Haven fine sand
Map Unit Setting
Elevation: 20 to 160 feet
Mean annual precipitation: 40 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period. 200 to 280 days
Map Unit Composition
Lynn haven, undrained, and similar soils: 85 percent
Description of Lynn Haven, Undrained
Setting
Landfonn: Flats on marine terraces
Down -slope shape: Linear
Across -slope shape: Linear
Parent material.* Sandy fluviomarine deposits and/or eolian sands
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class. Poorly drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 6.95 in/hr)
Depth to water table: About 0 to 6 inches
Frequency of flooding. None
Frequency of ponding. None
Maximum salinity: Nonsaline (0.0 to 2.0 mmhos/cm)
Available water capacity: Moderate (about 8.3 inches)
Interpretive groups
Land capability (noninigated): 4w
Typical profile
0 to 9 inches. Sand
9 to 12 inches. Fine sand
12 to 80 inches: Sand
11

Soil & Environmental. Consultants, PA
11010 Rav= Ridgy Road • Raldgi . NW& Cualma 27614 - Mme [phone] • Fax: [phone]
www.SendBCcom
June 29, 2012
Job # 11893.Sl
Obrien Atkins
Attn: David Kaiser
5001 S. Miami Blvd.
Durham, NC 27703
Re: Detailed soils evaluation adjacent to the existing wet detention basin of the Myrtle
Grove State Employee's Credit Union, located off of Sanders Road, New Hanover
County, NC.
Dear Mr. Kaiser:
Soil & Environmental Consultants, PA (S&EC) performed a detailed soil evaluation
around the perimeter of the existing wet pond location on the site mentioned above. The
purpose of this evaluation was to provide additional information to aid in the stormwater
BMP design by providing applicable soil morphological and hydraulic conductivity data.
Soil borings were advanced to a depth of 8 to 11 feet from the existing ground surface.
The following is a brief report of the methods utilized in this evaluation and the results
obtained.
Soll/Site Evaluation Methodol
The site evaluation was performed by advancing hand auger borings to a depth of 8 to 11
feet from the existing ground surface. Soil morphological conditions were described at
each location using standard techniques outlined in the "Field Book for Describing and
Sampling Soils" published by the Natural Resources Conservation Service (MRCS,
2002). A detailed soil profile description is included in Attachment 1.
Soil/Site Conditions
Field investigation revealed that the soils on site are most similar to the Kureb soil series.
Kureb series soils are considered excessively drained and rapidly permeable. S&EC
identified soil morphological features indicative of a seasonal high water table (SHWT)
at a depth of 131" below top of ground (TOG). Based on the existing topography, this
depth to SHWT corresponds to an approximate elevation of 31 feet above MSL. Under
current NC-DWQ regulations, the bottom of the proposed infiltration basin must be at
least 2 feet above the Seasonal High Water Table (SHWT).

Hydraulic Conductivity Analysis:
Three Saturated hydraulic conductivity (Ksat) measurements were conducted by the
constant head well permcameter technique (also known as shallow well pump -in
technique and bore hole permeameter method). This procedure is described in Methods
of Soil Analysis, Part 1., Chapter 29 — Hydraulic Conductivity of Saturated Soils: Field
Methods, 29 — 3.2 Shallow Well Pump In Method, pp. 758-763 and in the Soil Science
Society of America Journal, Vol. 53, no. 5, Sept. — Oct. 1989, "A Constant -head
Permeameter for Measuring Saturated Hydraulic Conductivity of the Vadose Zone" and
"Comparison of the Glover Solution with the Simultaneous — Equations Approach for
Measuring Hydraulic Conductivity." In essence, a volume of water was applied and
measured with time until a steady state of water flow was achieved. This volumettime
with steady state was used to calculate the saturated hydraulic conductivity of the subsoil
by the Glover equation.
S&EC conducted three Ksat measurements around the perimeter of the existing wet
pond. Ksat measurement #1 was conducted at a depth of 91 inches from top of ground
while Ksat #2 and Ksat #3 were run at 95 inches and 72 inches from top of ground,
respectively. Ksat data calculations/field data are also included in Attachment 3.
Measured Ksat Values.
Location
Testing Depth
Soil Texture
Ksat (Inlhr)
Ksat 1
91"
Sandy loam
16.435
Ksat 2
95"
Sandy loam
21.365
Ksat 3
7Z1
Sand
22.859
Average=
20.22
Under current NC-DWQ regulations, soils underlying the infiltration basin must have a
drainage rate of greater than 0.52 in/hr. Based on measurements collected, the tested
underlying soil horizons have an average Ksat of 20.22 in/hr. Based on this data, S&EC
believes that the soil horizons that underlie the proposed infiltration basin would have
adequate capacity to assimilate storm water at a rate of at least 0.52 in/hr.
Soil & Environmental Consultants, PA is pleased to be of service in this matter and we
look forward to assisting in the successful completion of the project. If requested, S&EC
can meet on -site with NC-DWQ to discuss our findings and recommendations. Please
feel free to call with any questions or comments.
Sincerely,
Soil & Environmental Consultants, P,
Dicky Pontello -
NC Licensed Soil Scientist #1232
112.

Boring Location
1
Horizon 1 Depth (in)
0-6
Horizon Desoistion
Matrix Color
I OYR 416
Mottle Color
Texture:
sand
St —re
st ra►in
Moist Consf Brett
km$
Horizon 2 De
$ in-23 in
Horizon Designation
A eft Color
7.5YR 616
WOO Color
Texture
sand
Structure
si2ole grain
WE r> me nce
loose
Horizon 3 in
w - 69 rn
Horizon 2Mnatwn,
Matrix Color
7 6YR 716
!Mottle Color
Texture
sand,
Structure,
sirs le grej .n
n—=
louse
Fs
icy sand
granddr
... ,. -
very friable
HorFzodt 5 DOPM in
f
tIOF
Mob*
Modle Ccir r
__
ext+.er+e
Ieafn
Sbucturrswow
bed{
uw-isrrm-
S gea,lti
MEN*
118-4.31
n `nation
_
Matt Color
10YR 714
Made
Teatic+re
sand
tructurO
granular
loose
Horizon Qesi w
Matrix Color
SYR fie
Mottles Color
IOVR 711
T"- re
sand
Structure
granulat
wast its
loose
Attachment 1. Soil Profile Description
Project Name. Myrtle Grove SECU
Job Number: 11893.S1
Date: Q6126112
Conducted By: RP
Depth to seasonal ho der
table 131"from TOG
HWT eievab+on 31'

INFORMATION r
Date
6/26/2012
Measurement Conducted S
IMP
Job Name
MYRTLE GROVE §ECU
Job Numbe,
11893.51
Weather Condition
,( r
Temperature
90
Loc,stim. _
KSAT #7
_
Honzon.�..�
C 5 -sce of Water
T
Value
Units
Radius of Hole
3.5
crn
Depth of Hole
231A4
ImPal Depth of eater in Hwe 'H)
7:62
cm
Final Repo of }Nater in Dote (H)
7,62
Ratio Hfr
2,1771;
Start ,Saturation T;m
1113
No of Reservoirs Used at Stead tate
2
A factor in Equation (2] of Manual �-Agi
ffi�
i
CIO-ck
a[gr LP.YeI!
Neadiri
TGYI@ tltt@! Va
t11Time
Minufa
Watu Level
cm
crri
11.16
16.3
11 17
"3.9.
1.IX1
_
2.�
1 1-18
11 0
1.00
21
11 19
81
1.00
2.S
11.20
15 3
1.00i
2A
1121
26j
1.00
2.x
11.22
t? U
1.00
A
Inches
Hole Dew: 91
H{inidbo: 3
H{flr�s>�: 3
AVERAGES
246.76,.. 41.74 16.435 �
5�

INFORMATION
Date
612612012
Measurement Conducted By
RP
Job Name
MYRTLE GROVE SEI U
Job Number
T 1593. S 1
Weather Condition
Clear
Temperature
90
IKSAT#2
Loaat:on
Horvon
kcm, ce � WAter
Tara
Value
Lin c
f vd%'-J�6 of Hole
3.5
cm
Devith of Hole
241. 3
fiat De0h of Water
7.62
cm
utet Depth of 11�at�sr I" -
T 62
cm
iP�r
2't �'71
0-4188
L
f Used at Stead-State�.��+
A tBCtOr in Eq=lffa
Inches
Hole Depth:
H(lnhial):
H(flnal):

INFORMATION
Date
612612012
Measurement Conducted By
RP
Job Name
MYRTLE GROVE SECT!
Job Number
11893.81
Weather Condition
Clear
Temperature
90
Location
KSAT #3
Horizon
source of Water
.T
Ta
Tatra¢
t lnit
Radius of Hole
3.5
cm
Depth of Hole
182.88
lttttal Depth of WSW to ia H
7 62
ern
l l VIM Water' ut e H .
7.62
cm
#�tr
2.t77t
�
iar(
11.5s
a•
No, of Reservoirs Used at Steady -State
2
A factor in Equation 121 of Manual -
0.002
Inches
Hole Depth: 72
H(lniflal): 3
H(Nnal): 3
- A+VERI�GE�S
3a f z2 58.06 22.t359 B

State Stormwat6r Management Systems
Permit No. M8 070727
-NKT #06003 & 09009
State Employees. Credit Union - Myrtle Grove office
Stornwvater Permit No. SW8 070727
New Hanover County
Designer's Certi feation
1, John A. Kuske, III, P.E. , as a duly registered Professional Engineer
in the State of North Carolina, haying been authorized to observe (periodically/ weekly!
full time) the construction of the project,
State Employees' Credit Union - Myrtle Grove Office
tProject)
for State Employees' Credit Union (Project Qwnbr) hereby state that, to the
best of my abiirtfes, 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 specllicadons.
The checklist of items on page 2 of this form Is included in the Certification
Noted deviations from approved plans and specification:
Signature J. : ` ,
Registration
Date
.4. KU
'0�l9-Faa
Page 6of7
SEAL

State Storrnwater Management Systems
Permit Ng. SW8 070727
Certification Requirements:
-QtQ 1.
The drainage area to the system contains approximately the permitted
acreage.
. 2.
The d ramage area to the system contains no more than the permitted
amount ofbulk-upon area.
3.
All the built -upon area associated with the project is graded such that the
runoff drains to the system.
ING.
All roof chains are located such that the runoff is directed into the system.
wag 5.
The outleUbypass structure elevations are per the approved plan.
The outlet structure is located per the approved plans.
7.
Trash rack is provided on the outlet/bypass structure.
�iL
All slopes are grassed with permanent vegetation.
9
Vegetated slopes are no steeper than 3:1.
10.
The inlets are ioca6ed per the approved plans and do not cause short-
circuiting of the system.
dw—, 1.Tihe
pad amounts of surface area and/or volume have been"
dtfiLRequired
drawdown devices -are correctly sued per the approved plans.
(3.
All required design depths are provided.
AN required parts ofthe system are provided, such as a vegetated shelf,
and a forebay.
The required system dimensions are provided per the approved plans.
ccV NCDENR-DWQ Regional Office
New Hanover County Building Inspections
David Kaiser, RLA, ASLA, LEE} AP / 4Brien Atkins Associates, P.A.
JAKIIUasn
05003 & 09M 10-20-09-s-sw-Dart.
Page 7 of 7

RSVSl10R ftA WS : $3, 600.01k
R07600-006-006-000
Grantee's Mailing Address:
FOR REGISTRATION REGISTER OF DEEDS
REBECCA P. SMITH
NEW HANOVER CWNTY NC
2886 A 27 83 :33 t PIS
BK:5857 PG:478-482 FEE:$23.80
NC REV SiP63300A
I6MEN1 # ION2570
ft1kned to:
Jouph C Hearne, If
R07600-006-006-001
State Employees Credit Union
5011 Randall Parkway
Wilmington, NC 28403
DRAM BY: CALDER S C&LDER, LLS,
703 Saint Joseph Street, Unit 301, Carolina Beach, NC 28420
(Preparer expresses no opinion on title.)
Brief Description: Pt Godwin -Sanders Div Pt
and
(8.0 Acres) Trl Goodwin -Sanders Pt
This deed, made and entered into this, the 26t1�, day of
July, 2006, by and between Zzw5a A. M abr uk &ad 9P�LZw, Jaogaralyn J.
]Wbeck, and Walter O. *inter and wife, Leigh linter, the GRANTOR
herein; and, State►IMployees Credit Union, the GRANTEE herein.
W T T R$ S S R T S:
That the Grantor, for and in the consideration of the sum of
One Dollar and other valuable consideration, the receipt of which
is herebyacknowledged, has and by these presents, does grant,
bargain, sell and convey unto the Grantees in fee simple, that real
estate located in the County of New Hanover, State of NORTH
CAROLINA, more particularly described as follows:
SEE ATTACHED EXHIBIT A
To have and to hold the aforesaid lot or parcel, together with
all privileges and appurtenances thereto, heretofore belonging to
the Grantee in fee simple.

The Grantor covenants With the Grantee that Grantor is seized
of the premises in fee simple, has the right to convey the same in
fee simple, that the title is marKetable and free and clear of all
encumbrances, and that Grantor will warrant and defend the title
against the lawful claims of all persons whomsoever except for the
exceptions hereinafter stated. Title to the property herei.nabove
described is subject to the following exceptions: The provisions
of all applicable zoning and land use ordinances, statutes and
regulations; 2006 ad valorem taxes, and all applicable restrictive
covenants and utility easements of record.
In witness whereof, the Grantor(a) have hereunto set their
hands and seals this the day and year first above written..
/6 { SEAL) I nn . SEAL)
A. Rttbect Walter 01 Winter��-
32&= of 8 ChR=XKIL
C MM oS B IIOVa�
I, I I i I U a Notary Public of the
County and State afor aid, certify that Bruce A. MWmm:k and wife,
iacqpelyn J. Kdbec& personally appeared before me this day, having
been identified by a driver's license or other photographic
identification, and each acknowledged the voluntary execution of
the foregoing instrument for the purposes contained therein and in
the capacity stated.
Witness my hand andofficial stamp or seal, this the
day of July, 2006.
V '
® ? fl?Ali ;o .
Typed or pri ted nacre a �$
My Commission Expires:

I, a Notary Public of the
county and State afordjaid, certify that Walter O. Winter and wife,
Leigh Winter personally appeared before me this day, having been
identified by a driver's license or other photographic
identification, and each acknowledged the voluntary execution of
the foregoing instrument for the purposes contained therein and in
the capacity stated.
Witness my hand and official stamp or seal, this the ,�•
zoos.
A _.
xot�aryi i & lR F-MVE 40f�
Typed or printed name Q�fl�Og
My Commission Expires:
L.

MINIT A
TRACT' 1:
BEGINNING at an old iron pipe in the western right of way line of Carolina
Beach Roan (u.S. Highway 421) (80.0 feet from the centerline thereof), said point
being the southeastern corner of the Bowen Chapel *2 Pion Church property, said
beginning point being South 30 deg. 36 min. best 320.0 feet from an old iron pipe
in the dividing line betraen 1 and 2 of the Division of the J. H. McDonald
land as shown on a map prepared by E. J. W. Anders, C. E., and duly recorded in
Book 285 at Page 304-1/2 of the New Hanover County Registry; said dividing
corner being the northeastern corner of Tract i of the Division of Tract 1 of
the Division of the J. H. McDonald land as recorded in Map Book 13 at Page 4 of
the blew Hanover County Registry; running thence Fran said beginning point, along
the western right of way line of said Carolina Beach Road, South 26 deg. 37
min. West 54.2 feet to a right of way m rAment, the beginning of a sight right of
way at the intersection of said Carolina Beach Road and S. R. #1187; running
thence along saki eight right of way litre, South 57 deg. 17 rein. hest 90.6 feet
to a right of way monument at the end of said sight riot of way in the nor" IRM
right of way line of said S. R. #1187 (50.0 feet frm the centerline thereof);
running thence along the northern right of way line of said S. R. #1181, south
84 deg. 04 min. west 130.0 feet to an iron pipe; running ttaex = North 12 deg. 02
min. 30 sec. East 160.0 feet, to an iron pipe; running thence South 76 deg. 47
gain. 30 sec. East 203.52 feet to the point of beginning, containing 0.53 acres
of land, more or less, the same being a portion of aforen►entio®ea Tract 1 of the
Division of Tract 1 of the Division of the J. H. McDonald land. And also being that
same property conveyed by Hampton Sanders (widow) to Lillie Leonard and husband,
Elijah 7,eonard, by deed dated August 15, 1974, and recorded September 5, 1.974,
in Boots 1013 at Page 299, of the New F.anover County Registry. Being the same
property described in that stead recorded in BOOK 1391r Page 1471, New Hanover County
Registry.
TRW.T 2:
BEGFINMM at a concrete 11Aomzmnt marled "N.S. n which is located in the
northern line of Secondary Road #1187 whist) saidd stone marks the southwestern
corner of Tract "1" as snom on crap recorded in Map Book 13 at Page 4 in the New
Hanover County Registry, whistle said temp is entitles) "Cammiasioners Division Tract
#1 Division of the Jr. li. McDonald Land, Federal Point Township, Blew Hanover
County, North Carolina, for E. W. Coddin - Hampton Sanders - Xftl.son Sanders* dated
Nwwoer 3, 1971 and prepared by M. F. Una rm000, R. L. S. lamming tr=100 fray said
beginning point North 6 degrees 01' Nest 285.1 feet to another concrete morANWL
marked wK.S."; thence Nortm. 81 degrees 59' Fast 1192.9 feet to a point; thence
southwardly 347.75 feet to a point in the northern right of tray li.tn of S. R. #1187
wni.ah is located North 83 degrees 59' Fast 162.2 feet and North 84 degrees East
922.6 feet from the point of beginning; thence South 84 degrees 04' West 922.6
feet to a concrete right of. way Pconent; thence South 93 degrees 59' West 152.2
feet to the point of beginning, the same being the western portion of Tract 1 of
the aforeeanticned Commissioners Division. Being the same property described in
that deed recorded in Boor 1359, Page 1686, New Hanover County ilegistxy.

REBECCA P. SMITH
REGISTER OF DEEDS, NEW HANOVER
216 NORTH SECOND STREET
WILMINGTON, NC 28401
Filed For Registration: 0712712006 03:33:57 PM
Book: RE 5057 Page: 478.482
Document No.: 2006042570
DEED 5 PGS $23.00
NC REAL ESTATE EXCISE TAX: $3,800.00
Recorder: SCOTT, NANCY A
State of North Carolina, County of Now Hanover
YELLOW PROBATE SHEET IS A VITAL PART OF YOUR RECORDED DOCUMENT.
PLEASE RETAIN WITH ORIGINAL DOCUMENT AND SUBMIT FOR RE-RECORDING.
*2006042570*
200€042570

SUPPORTING CALCULATIONS

111MMI&I
��&
�1730 Varsity Drive, Suite 500
Raleigh, North Carolina 27606
Phone: [phone], Fax: (919),
License: F-1222
www.mekimcreed.com
K W
I W
W
W W W W
W W M W W W W W
W W W W W Y W W W W W
W„ W V• W W
W W W W W W W W
SANDERS ROAD (S.R-
1187)
,100 PUBLIC
0 60' 120'
DATE: AUGUST 2012
MCEMCE PROD#_01517-0226
DRAWN MAM
DESIGNED DNH
CHECKED DNH
PROJ. MGR.
ISCALE MZ FILE NIINLiER
IHORIZONTAL: oRnwNc NUMBER
1"-60'
VERTICAL:
NA
STATUS: REMypN

POINT PRECIPITATION
FREQUENCY ESTIMATES .r
FROM NOAA ATLAS 14
WILMINGTON 7 N, NORTH CAROLINA (31-9467) 34.3167 N 77.9167 W 32 feet
from "Precipitation -Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonr*4 D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Thu Jul 22 20, 0
Confidence Limits Seasonalky Related Inlo GIS data aWMaps Does-P RetM to State Map
'These precipitation frequency estimates are based on a partial duration series.ARI is the Average Recurrence Interval.
Please referto NOMMas 14 Documentfor more information. NOTE: Formatting forces estimates near zero to appear as zero.
* Upper bound of the 90% confidence interval
_ Precipitation Frequency Estimates (inches) _
ARI**ii �5 YO 15 30 120 3 j 6 f 12 24 48 4 - 7 10 20 30 45 60
11171n lulu i� hr I hr h day day day day day day day f
�'ears�iL"""_lL"""11 L"'' !L�J[6?
0.56 s9 1.12 1.53 1.91 2.29 .46 I�OS 3.59 r 4.29 5.03 j 5�70 6.47 7.27 9.65 1 ] .74 14.57 17.44
0.66 i 1.06 1.33 1.84 2.31 2.79 2.99 3.71 4.36 5.21 6.09 6.87 7.81 8.71� 11.5l 13.94 17.22 20.55 i
ICi
I=
0.78
1.24
1.57
2.23
2.86
3.55 �
3.82
4.75 f
5.63]
6.73 ,
8.05�
10.10'
7.81 18.70_I
12.60
9.80�
l l .48'
g93 (15.05
10.79
12.53 1
14.01
16A7 t
19.02
16.72
18.98
22.12
20.40 , 24.02
22.99 26.77
26.56 30.51
10
0_86 t
0.97 ''
1.38
1.55
1.75
1.97 `
2.53
2.91
! 3.29
3.88 IF5.11
4.19 _s
4.5-4
5.64
FF
6.72
8.39
9.30 110.27J
11�.591
25 f
5.60 16.98
b5:0:JE061
1.14
2.13
3.21
3.52
4.35
i 4.85
5.90
6. 66
16.02
18.32
17.21�
19.52
21.49
24.14
24.66
27.32
29.42 33.45
32.39 36.43
6.54�
7.58
8.17] 9.86
9.49 111.54
11.93
14.03a
13.63 ;K64
15.93
16.93
100�
1.82
2.30
` 200
1.23 11.95
2.46 3.83
5.37
7.69
8.73 _i
10.99j
13.44i
16.41
18.591
19.47
20.82
22.07
27.02
30.12
35.53
39.44
S00 l
1.35 12.13
2.68 4.26
16.42
20.22 122.64
23.60
123.38
26.26E
1
26.84
24.64
27.86
25.8813
29.14
I.17
34.65
34.10
37.28
39.81
43.33 i
43.56 .
46.80
16.12
9.12
10.50
13.29
1000
l .44
.27 i
2.85 j 4.61
16.72
10.37
12.07
15.35 119.03
i no upper oouno ottne commence imervan at aumo connpence ieven is ate venue wnncn 57b ottne simuiama quanite values for a gmen trequencyare greater tnan.
"These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to NOAAMas 14 Documentfor more information. NOTE: Formatting pretends estimates nearzero to appear as zero.
j� Lower bounds of the 90% confidence interval i
Precipitation Frequency Estimates (inches)
I ARI** 5 10F15! 3�0 60 1�20 3[h�r
7hr
2�4 48 4 7 10 ( 20 30 45 60
(Years)L"""_1 """�"_'...�L""� mm�Il""f ..- L ' hr day day aay I aay . day ; day.. i�
r 1 F648 � 0.77 ; 0.97 11.33 i 1.65 1.94 12.08E 2.57 2.98 i 3.45 14.09 14.63 15.46 ; 6.1 I 18.26 � 10.25 j 12.86 (I 5.48

INFILTRATION BASIN ANALYSIS requires input by reviewer
FILENAME: s:lwgslstormwaterlpermits & projects120071070727 HD12012 09 excel IB 070727
PROJECT NUMBER: SW8 070727 First Run Date: 9/18
PROJECT NAME: SECU-Myrtle Grove Last Modified: 03-Oct-12
REVIEWER: S. Pusey
Basin 1 I Basin 2 I Basin 3 I Basin 4 I Basin 5 I Basin 6
Receiving Stream Moil Greek
River Basin Cape Fear
Index Number 18-82
Classification C; SW
IMPERVIOUS AREA CALCULATION
Buildings
Parking & Streets
Concrete & SW
Other/Future
TOTAL
VOLUME CALCULATION
Drainage Area =
Drainage Area (acres)
% Impervious, 1=
Cc=
Rv=
SHWT Elev.=
Infiltration Rate, In/hr =
Bottom Elevation=
Bottom Surface Area =
Top/Storage Elevation =
Top/Storage SA =
Design Storm =
Design Volume =
Total Volume Provided=
Storage met at elevation=
Time to Draw Down =
9700
54100
6500
100889
171189
0
0
0
0
0
228254
5.24
0.00
0.00
0.00
0.00
0.00
75.00%
#DIV/0!
#DIV/01
#DIV/01
#DIV/0!
#DIV/01
0.05
#DIV/0!
#DIV/01
#DIV/01
#DIV/0!
#DIV/0!
0.72
#DIV/0!
#DIV/01
#DIV/0!
#DIV/0!
#DIV/0!
31.0
8.0
33
10870
37.64
18250
3.75
51713
#DIV/0!
#DIV/0!
#DIV/0!
#DIV/0!
#DIV/0! I
67558
0
0
0
0
0
36.55
#DIV/0!
#DIV/0!
#DIV/0!
#DIV/0!
#DIV/01
7.14
#DIV/0!
#DIV/01
#DIV/0!
#DIV/0!
#DIV/0!
APF-11i
COMMENTS
Volume and drawdown are (not) within. Design Requirements.
Cc
sf
sf
acres
msl
n/hr
msl
>f
msl
if
in
cf
cf
fmsl
hrs.
days

Pre -Development
3S
Post -Development
4P
Proposed Infiltration
Basin
S4
Reach on Link
IItt11111l1111►/!�,
••,,,•�� N -GAR ''���"',
037894 _
Pil OCT 16 2012

Myrtle Grove Type H/ 24-hr 1-YR Rainfall=3.81"
Prepared by McKim & Creed ,Printed 10/15/2012
HydroCAD® 9.10 s/n 03870 02010 HydroCAD Software Solutions LLC Page 5
Time span=0.00-48.00 hrs, dt=0.01 hrs. 4801 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre -Development Runoff Area=5.240 ac 0.00% Impervious Runoff Depth=0.00"
Flow Length=430' Tc=44.9 min CN=30 Runoff=0.00 cfs 0.000 of
Subcatchment 3S: Post -Development Runoff Area=5.240 ac 75.00% Impervious Runoff Depth=2.12"
Flow Length=950' Tc=4.7 min CN=83 Runoff=13.67 cfs 0.927 of
Pond 4P: Proposed Infiltration Basin Peak Elev=34.59' Storage=19,971 cf Inflow=13.67 cfs 0.927 of
Discarded=1.18 cfs 0.926 of Primary=0.00 cfs 0.000 of Secondary=0.00 cfs 0.000 of Outflow=1.18 cfs 0.926 of
Total Runoff Area = 10.480 ac Runoff Volume = 0.927 of Average Runoff Depth = 1.06"
62.50% Pervious = 6.550 ac 37.50% Impervious = 3.930 ac

Myrtle Grove Type 11124-hr 1-YR Rainfall=3.81"
Prepared by McKim & Creed Printed 10/15/2012
HydroCAD® 9.10 s/n 03870 02010 HydroCAD Software Solutions LLC . Page 6
Summary for Subcatchment 1S: Pre -Development
[45] Hint: Runoff=Zero
Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00"
Runoff by 5C5 TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type III 24-hr 1-YR Rainfall=3.81"
Area (ac) CN Description
5.240 30 Woods, Good, HSG A
5.240 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
43.0 300
0.0200
0.12
Sheet Flow, Sheet Flow
Woods: Light underbrush n= 0.400 P2= 4.62"
1.9 130
0.0540
1.16
Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fps
44.9 430 Total
Subcatchment'IS: Pre -Development
Hydrograph
iic
Runoff
0.00 Ors
Type III 24-h r 1 YR
Rail: fall=3.81'"
Run®ff Area=5.240 arc
Runoff Volume=0.000 of
Runoff :Depth=0.00,
Flow Length=430'
70=44.9 m i n
CN=30
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32.. 34 36 38 40 42 44 46 48
Time (hours)

Myrtle Grove Type 11124-hr 9-YR Rainfall=a89"
Prepared by McKim & Creed Printed 10/15/2012
HydroCAD® 9.10 s/n 03870 ©2010 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 3S: Post -Development
Runoff = 13.67 cfs @ 12.07 hrs, Volume= 0.927 af, Depth= 2.12"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type III 24-hr 1-YR Rainfall=3.81"
Area (ac) CN Description
3.930 98 impervious
1.310 39 open space good condition (A soil)
5.240 83 Weighted Average
1.310 25.00% Pervious Area
3.930 75.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
1.0
70
0.0100
1.17
Sheet Flow, Sheet Flow
Smooth surfaces n= 0.011 P2= 4.62"
3.7
880
0.0030
3.94
12.39 Pipe Channel, Pipe Flow
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
3
0
LL
4.7
14
12
1�
11
1C
950 Total
Subcatchment 3S: Post -Development
Hydrograph
-------------------------•--------------------.
-- - 73.67eh
'..e-.
T; a III 24 -hr 1 YR
Yp
-
5
4 "
3'
2 "
..., rainfall=3.91ee
---- ----- ----- ------ ----- Runoff-Area=5,240--ad--
Rl n ff VOIUme-0-�927- of--
Runoff.Depfh
-
Flow Len jth=9 - - -- 50'
TCX4.'7 tn i n
CN=83
4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
Runoff

Myrtle Grove Type/1/ 24-hr 9-YR Rainfall=3.89"
Prepared by McKim & Creed Printed 10/15/2012
HydroCAD® 9.10 s/n 03870 ©2010 HydroCAD Software Solutions LLC Page 8
Summary for Pond 4P: Proposed Infiltration Basin
Inflow Area = 5.240 ac, 75.00% Impervious, Inflow Depth = 2.12" for 1-YR event
Inflow = 13.67 cfs @ 12.07 hrs, Volume= 0.927 of
Outflow = 1.18 cfs @ 13.07 hrs, Volume= 0.926 af, Atten= 91 %, Lag= 59.9 min
Discarded = 1.18 cfs @ 13.07 hrs, Volume- 0.926 of
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 34.59' @ 13.07 hrs Surf.Area= 13,982 sf Storage= 19,971 cf
Plug -Flow detention time= 252.2 min calculated for 0.926 of (100% of inflow)
Center -of -Mass det. time= 252.1 min ( 1,075.9 - 823.8 )
Volume Invert Avail.Storage Storage Description
#1 33.00' 87,025 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
33.00 10,869 0 V
34.00 13,079 11,974 11,974
35.00 14,607 13,843 25,817
36.00 16,148 15,378 41,195
37.00 17,715 16,932 58,126
38.00 19,338 18,527 76,653
38.50 22,150 10,372 87,025
Device Routing Invert Outlet Devices
#1 Discarded 33.00' 16.000 in/hr Exfiltration over Surface area above 33.00'
Conductivity to Groundwater Elevation = 0.00'
Excluded Surface area = 10,869 sf
#2 Primary 37.64' Special & User -Defined
Head (feet) 0.00 0.06 0.16 0.26 0.36 0.46 0.56 0.66 0.76 0.86
Disch. (cfs) 0.000 0.710 3.070 6.360 10.370 14.980 20.120
25.740 29.830 30.210
#3 Secondary 38.14' 20.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Discarded OutFlow Max=1.18 cfs @ 13.07 hrs HW=34.59' (Free Discharge)
+�1=Exfiltration ( Controls 1.18 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=33.00' (Free Discharge)
�2=Special & User -Defined ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=33.00' (Free Discharge)
t3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

Myrtle Grove Type 11124-hr 1-YR Rainfall=3.81"
Prepared by McKim & Creed Printed 10/15/2012
HydroCAD® 9.10 s/n 03870 02010 HydroCAD Software Solutions LLC Page 9
Pond 4P: Proposed Infiltration Basin
Hydrograph
--------------------------------- -------- ---------------
LI-I.Discarded
w
13s� ers Outflow
- 1f1=�4r=5:240-a ..
------------ --- ----- ------ ------------------------------------ - ----•- -- ,y4 ary15 ' Peak-Elev=34.a9'... ondary
14
13 " ; - " - Storage=l 9,;971 d
12
10 -- --- ----------- --------------- --............... ------- ---------- ---- -
9 ------------------ ------ ------------. ...
8 .
----.- ---- - -- --- ---- ----------- --- -- ----- ---
LL
6 -- ---
5
4 riffs
3-
2, - ..
6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

Pussy, Steven
From: Pusey, Steven
Sent: Friday, October 12, 201211:52 AM
To: Dale Hyatt (dhyatt(amckimcreed.com)
Subject: Request for Addlnfo - SECU Project
Dale,
After final review of the application for this state stormwater permit SW8 070727, we have one additional request. We
need for you to provide a revised copy of the HydroCAD printouts with the 1-yr, 24 hr storm pre and post. Previously,
your HydroCAD data sheet listed primary overflow elevation at 37.0' when it actually should be 37.64 as shown on your
SMP supplement page. Please make this correction to your HydroCAD program and submit the revised data sheets
ASAP. If you have any questions or comments, please don't hesitate to call.
I will set a deadline for one week from today, or Oct.19, 2012. This should wrap things up so we can provide a permit.
Thanks,
Steve
Crfavaft 0. A
Environmental Engineer
NCDENR - Div. of Water Quality
Surface Water Protection
Ph [phone] / Fax [phone]
Before printing this email, please consider your budget and the environment
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disclosed to third parties.

v MCKIM&CREED ENGINEERS
V
SURVEYORS
P L A N N E R S
September 28, 2012
Steve G. Pusey
NCDENR — DWQ Wilmington Regional
127 Cardinal Drive Extension mv7CIFIVE
Wilmington, NC 28405 •°
Subject: Request for Additional Information
Stormwater Project No. SW8 070727 MOD gyp
State Employees' Credit Union
New Hanover County
Dear Mr. Pusey:
In response to your comments dated September 19, 2012, we provide the
following responses below in RED:
1. Please adjust the latitude and longitude shown on page 1 of the application
such that it's in the center of the main entrance.
Latitude & longitude have been adjusted and a revised page 1 has been
included with this submittal.
2. The maximum runoff to each inlet of the infiltration basin shall not exceed 2
acre -inches. Please reference Section 16.3.3 in the BMP manual.
` #a 16.3.3 also states exceptions to the 2-acre inch runoff maximum. Borings and
visual site inspections indicate that the water table does not fluctuate over the
area of the infiltration basin and the width of the basin is no more than twice
the length of a "long reach" backhoe. A long reach backhoe will be required
Venture I V Building to reach all parts of the infiltration basin given the design of the original wet
Site 500 pond. Additionally the large rip -rap pretreatment area should prohibit
erosion of the inlet.
1 730 Varsity Drive /3. Please locate each BMP and all swales in access/drainage easements and
show their width.
Raleigh, NC 27606
Access/drainage easements have been extended to include entire BMP.
Easement lines have been dimensioned, labeled, and added to the legend on
sheets C-101 and C-102.
919.2 3 3.8091
Fax [phone]
www.mckimcreed.com -k% A4� /�, /vt C.IC r ., , `,. — e .. ;I

State Employees' Credit Union
September 28, 2012
Stormwater Application No. SW8 070727
4. Please show property / project boundary lines, bearings, and distances on the
plans.
Property lines, bearings, and distances have been shown on sheets C-101 and
C-102.
5. Please show 3: 1 side slopes on the infiltration basin sectim detail.
3(H):1(V) side slopes have been shown on both infiltration basin section
details on sheet C-501.
6. Please show the dimensions for each line and arc formed by the bottom
contour of an infiltration basin.
An exhibit has been included with this submittal that dimensions each line
that forms the 33' MSL contour (bottom contour of infiltration basin).
7. Please remember that a change to one number may have a domino effect on
other numbers. Please check all plans, calculations and forms and make
changes as needed.
Revised plans and supporting documentation/calculations have been
included based upon the above comments and comments received from New
Hanover County.
If you have any questions during your review, please do not hesitate to give me a
call at 919.233.8091. Thank you.
Sincerely,
McKIM & CREED, Inc.
Dale Hyatt, PE, LEED AP
Project Engineer
EI
OCT 01 2012
BY:
-41 McIQM&CREED

NORTH CAROLINA STATE EMPLOYEES CREDIT UNION
MYRTLE GROVE, NC
SUPPORTING STORM114ATER CALCULATIONS
PREPARED BY:
MCKIIVI & CREED, INC
1730 VARSITY DRIVE SUITE 500
RALEIGH, NC 27607
PHONE: [phone]
FAX: [phone]
NC# F-1222
NEW HANOVER COUNTY ENGINEERING DEPA*Wk&PROJECT #01 51 7-0218
STORM WATER REGULATION
Reviewed for coinpliance with applicable County Storm Water Policies and
ngblations: �
*Approved
*Approved as awed
«Revise as noted and :rcsubmit
Review En
COMP m seT Old S,�A D APPROVED PLANS MUST BE ON J08 SITE
UNTIL COMPLETION OF FROJECP.
ANY VARIA14CE FROMTHEAPPROVED PLANS REQUIRES RESUBMI71TAL
BY THE DESIG M TO THECOUNTY FOR APPROVAL.

Pre -Development
z S
. C3, Z�
Post -De lopment
4P \
Proposed Infiltration
Basin
I
C_Subcat� EReachl Ink Drainage Diagram for Myrtle Grove
Prepared by McKim & Creed, Printed 9/6/2012
HydroCAD® 9.10 s/n 03870 0 2010 HydroCAD Software Solutions LLC

-YEAR, PRE -DEVELOPMENT

Myrtle Grove Type Ill 24-hr 1-YR Rainfall=3.81"
Prepared by McKim & Creed Printed 9/6/2012
HydroCAD®910 s/n 03870 ® 2010 HydroCAD Software Solutions LLC Page 5
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre -Development Runoff Area=5.240 ac 0.00% Impervious Runoff Depth=0.00"
Flow Length=430' Tc=44.9 min CN=30 Runoff=0.00 cfs 0.000 of
Subcatchment 3S: Post -Development Runoff Area=5.240 ac 75.00% Impervious Runoff Depth=2.12"
Flow Length=950' Tc=4.7 min CN=83 Runoff=13.67 cfs 0.927 of
Pond 4P: Proposed Infiltration Basin Peak Elev=34.59' Storage=19,971 cf Inflow=13.67 cfs 0.927 of
Discarded=1.18 cis 0.926 of Primary=0.00 cfs 0.000 of Secondary=0.00 cfs 0.000 of Outflow=1.18 cfs 0.926 of
Total Runoff Area = 10.480 ac Runoff Volume = 0.927 of Average Runoff Depth =1.06"
62.60% Pervious = 6.550 ac 37.60% Impervious = 3.930 ac

Myrtle Grove Type Ill 24-hr 1-YR Rainfall=3. 81 "
Prepared by McKim & Creed Printed 9/6/2012
HydroCAD®9 10 s/n 03870 © 2010 HydroCAD Software Solutions LLC Pape 6
Summary for Subcatchment 1S: Pre -Development
[45] Hint: Runoff=Zero
Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type III 24-hr 1-YR Rainfall=3.81"
Area (ac) CN Description
5.240 30 Woods, Good, HSG A
5.240 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
43.0
300
0.0200
0.12
Sheet Flow, Sheet Flow
Woods: Light underbrush n= 0.400 P2= 4.62"
1.9
130
0.0540
1.16
Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fps
44.9 430 Total
Subcatchment 1S: Pre -Development
Hydrograph
Runoff
Type III 24-h r 1-YR
Rainfall=3.91"
Runoff Area=5.240 ac
Runoff Volume=0.000 of
Runoff Depth=0.00"
Flow Length=430'
Tc=44.9 m i n
CN=30
G 2 4 0 a 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

-YEAR, POST -DEVELOPMENT

Myrtle Grove Type /// 24-hr 1-YR Rainfall=3.81"
Prepared by McKim & Creed Printed 9/6/2012
HydroCAD®9 10 s/n 03870 © 2010 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 3S: Post -Development
Runoff = 13.67 cfs @ 12.07 hrs, Volume= 0.927 af, Depth= 2.12"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type III 24-hr 1-YR Rainfall=3.81"
Area (ac) CN Description
* 3.930
98 impervious
* 1.310
39 open space good condition (A soil)
5.240
83 Weighted Average
1.310
25.00% Pervious Area
3.930
75.00% Impervious Area
Tc Length
Slope
Velocity Capacity
Description
(min) (feet)
(ft/ft)
(ft/sec) (cfs)
1.0 70
0.0100
1.17
Sheet Flow, Sheet Flow
Smooth surfaces n= 0.011 P2= 4.62"
3.7 880
0.0030
3.94 12.39
Pipe Channel, Pipe Flow
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
4.7 950 Total
Subcatchment 3S: Post -Development
doro9roph
o.
15
14 _ 1367.Cfs !. --
13 Type III 24-hr 1-YR
12 Rainfall=3.81"
11 Runoff Area-=5.2240--ac
10 Runoff Volume=0.927 of
in 9 -
---Runoff Depth=2:
8 .........
0 7 Flow Length=950'
LL
6 Tc=4.7 m i n
5 �m ww'�
V N=83
4
3
0 1 4 fi 8 10 12 i4 16 i8 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
■ Runoff

Myrtle Grove Type 111 24-hr 1-YR Rainfall=3.81"
Prepared by McKim & Creed Printed 9/6/2012
HVdroCADO 9.10 s/n 03870 ® 2010 HydroCAD Software Solutions LLC Page 8
Summary for Pond 4P: Proposed Infiltration Basin
Inflow Area = 5.240 ac, 75.00% Impervious, Inflow Depth = 2.12" for 1-YR event
Inflow = 13.67 cfs @ 12.07 hrs, Volume= 0.927 of
Outflow = 1.18 cfs @ 13.07 hrs, Volume= 0.926 af, Atten= 91%, Lag= 59.9 min
Discarded = 1.18 efs @ 13.07 hrs, Volume= 0.926 of
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 34.59' @ 13.07 hrs Surf.Area= 13,982 sf Storage= 19,971 cf
Plug -Flow detention time= 252.2 min calculated for 0.926 of (100% of inflow)
Center -of -Mass det. time= 252.1 min (1,075.9 - 823.8 )
Volume Invert Avail Storage Storage Description
#1 33.00' 87,025 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
33.00 10,869 0 0
34.00 13,079 11,974 11,974
35.00 14,607 13,843 25,817
36.00 16,148 15,378 41,195
37.00 17,715 16,932 58,126
38.00 19,338 18,527 76,653
38.50 22,150 10,372 87,025
Device Routing Invert Outlet Devices
ti Discarded 33.00' 16.000 in/hr E011tration over Surface area above 33.00'
e?Conductivity to Groundwater Elevation = 0.00'
f, Excluded Surface area = 10,869 sf
#2 Primary 37.00' Special & User -Defined
Head (feet) 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90
--� - 1.00 1.10 1.20 1.30 1.40 1.50
Disch. (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.710
3.070 6.360 10.370 14.980 20.120 25.740 29.830 30.210
#3 Secondary 38.14' 20.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
iscarded OutFlow Max=1.18 cfs @ 13.07 hrs HW=34.59' (Free Discharge)
=Exfiltration ( Controls 1.18 cis)
Primary OutFlow Max=0.00 cfs @ 0.00' hrs HW=33.00' (Free Discharge)
'-2=Special & User -Defined (Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=33.00' (Free Discharge)
t3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

Myrtle Grove Type 111 24-hr 1-YR Rainfall=3.89"
Prepared by McKim & Creed Printed 9/6/2012
HydroCAD89 10 s/n 03870 02010 HydroCAD Software Solutions LLC Page 9
0
3
0
LL
Pond 4P: Proposed Infiltration Basin
i ime tnours)
Inflow
El Outflow
9 Discarded
II Primary
C2 Secondary

2-YEAR, PRE -DEVELOPMENT

Myrtle Grove T -2-
Prepared by McKim & Creed Printed 9/6/2012
HydroCADO 9 10 s/n 03870 © 2010 HydroCAD Software Solutions LLC Page 5
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by 5tor-Ind method
Subcatchment 1S: Pre -Development Runoff Area=5.240 ac 0.00% Impervious Runoff Depth=0.00"
Flow Length=430' Tc=44.9 min _ Runoff=0.00 cfs 0.000 of
Subcatchment 3S: Post -Development Runoff Area=5.240 ac 75.00% Impervious Runoff Depth=2.83"
Flow Length=950' Tc=4.7 min Runoff=18.19 cfs 1.237 of
Pond 413: Proposed Infiltration Bain Peak Elev=35.00' Storage=25,882 cf Inflow=18.19 cfs 1.237 of
Discarded=1.96 cfs 1.237 of Primary=0.00 cfs 0.000 of Secondary=0.00 cfs 0.000 of Outflow=1.96 cfs 1.237 of
Total Runoff Area = 10.480 ac Runoff volume = 1.237 of Average Runoff Depth = 1.42"
62.50% Pervious = 6.550 ac 37.60% Impervious = 3.930 ac

Myrtle Grove Type 111 24-hr 2-YR Rainfall=4.62"
Prepared by McKim & Creed Printed 9/6/2012
HydroCAD®9 10 s/n 03870 © 2010 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 1S: Pre -Development
(45] Hint: Runoff=Zero
Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type III 24-hr 2-YR Rainfall=4.62"
Area (ac) CN Description
5.240 30 Woods, Good HSG A
5.240 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
43.0 300
0.0200
0.12
Sheet Flow, Sheet Flow
Woods: Light underbrush n= 0.400 P2= 4.62"
1.9 130
0.0540
1.16
Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fps
44.9 430 Total
Subcatchment 1S: Pre -Development
Hydrograph
Runoff
Type III 24-hr 2-YR
Rainfall=4.62"
Runoff Area=5.240 ac
Runoff Volume=0.000 of
Runoff Depth=0.00"
U.
Flow Length=430"
1 Tc=44.9 m i n
GN=30
0 2 4 6 8 i0 12 14 16 16 20 22 24 26 28 30 32 3A 36 38 40 42 44 46
Time (hours)

2-YEAR, POST -DEVELOPMENT

Myrtle Grove Type 8124-hr 2-YR Rainfall=4.62"
Prepared by McKim & Creed Printed 9/6/2012
HydroCAD®9 10 s/n 03870 © 2010 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 3S: Post -Development
Runoff = 18.19 cfs @ 12.07 hrs, Volume= 1.237 af, Depth= 2.83"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type III 24-hr 2-YR Rainfall=4.62"
Area (ac) CN Description
3.930
98 impervious
1.310
39 open space good condition (A soil)
5.240
83 Weighted Average
1.310
25.00% Pervious Area
3.930
75.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft) ,
(ft/sec)
(cfs)
1.0
70
0.0100
1.17
Sheet Flow, Sheet Flow
Smooth surfaces n= 0.011 P2= 4.62"
3.7
880
0.0030
3.94
12.39 Pipe Channel, Pipe Flow
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
4.7 950 Total
Subcatchment 3S: Post -Development
Hydrograph
181 I Type-11-124-hr 2-YR
1
16 Rainfall=4.62"
15 Runoff Area=5.240 ac
14
13 Runoff Volume=1.237 of
12
11 Runoff -Depth=2:33
LL 19 Flow Length=950°
8 - Tc=4.7 ruin
----- CN=33
U 2 4 6 8 10 12 14 16 18 2�0 22 24 2G 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

Myrtle Grove Type ill 24-hr 2-YR Rainfall=4.62"
Prepared by McKim & Creed Printed 9/6/2012
HydroCAD09 10 s/n 03870 ©2010 HydroCAD Software Solutions LLC Page 8
Summary for Pond 4P: Proposed Infiltration Bain
Inflow Area = 5.240 ac, 75.00% Impervious, Inflow Depth = 2.83" for 2-YR event
Inflow = 18.19 cfs @ 12.07 hrs, Volume= 1.237 of
Outflow = 1.96 cfs @ 12.82 hrs, Volume= 1.237 af, Atten= 89%, Lag= 44.8 min
Discarded = 1.96 cfs @ 12.82 hrs, Volume= 1.237 of
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 35.00' @ 12.82 hrs Surf.Area= 14,614 sf Storage= 25,882 cf
Plug -Flow detention time= 213.3 min calculated for 1.236 of (100% of inflow)
Center -of -Mass det. time= 213.4 min ( 1,028.9 - 815.5)
Volume Invert Avail Storage Storage Description
#1 33.00' 87,025 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
33.00 10,869 0 0
34.00 13,079 11,974 11,974
35.00 14,607 13,843 25,817
36.00 16,148 15,378 41,195
37.00 17,715 16,932 58,126
38.00 19,338 18,527 76,653
38.50 22,150 10,372 87,025
Device Routing Invert Outlet Devices
#1 Discarded 33.00' 16.000 in/hr Exfiltration over Surface area above 33.00'
Conductivity to Groundwater Elevation = 31.00'
Excluded Surface area = 10,869 sf
2 Primary 3".0C Special & User -Defined
Head (feet) 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90
1.00 1.10 1.20 1.30 1.40 1.50
Disch. (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.710
3.070 6.360 10.370 14.980 20.120 25.740 29.830 30.210
43 38.14' 20.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Discarded OutFlow Max--1.96 cfs @ 12.82 hrs HW=35.00' (Free Discharge)
't--1=Exfiltration ( Controls 1.96 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=33.00' (Free Discharge)
't--2=Special & User -Defined ( Controls 0.00 cfs)
§condary OutFlow Max=0.00 cfs @ 0.00 hrs HW=33.00' (Free Discharge)
3=Sroad-Crested Rectangular Weir ( Controls 0.00 cfs)

Myrtle Grove Type 11124-hr 2-YR Rainfall=4.62"
Prepared by McKim & Creed Printed 9/6/2012
HydroCAD®9 10 s/n 03870 ©2010 HydrOCAD Software Solutions LLC Page 9
Pond 4P: Proposed Infiltration Bain
Hydrograph
M Inflow
tatscrs
C:`.' Ouil.
Inflow ac
�'°iscarded
rea=5.240
0, Primary
20
Peak EIev=35.00'
Secondary
19
18
Storage=25,882 cf
17
16
15
14
13
.......
y 12
11
3 10
_.
0 9
- -
LL
8
7
5
1.96 cfs
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

0-YEAR, PRE -DEVELOPMENT

Myrtle Grove Type rrr 18"
Prepared by McKim & Creed Printed 9/6/2012
HydroCAD® 9.10 s/n 03870 ©2010 HydroCAD Software Solutions LLC Page 10
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre -Development Runoff Area=5.240 ac 0.00% Impervious Runoff Depth=0.24"
Flow Length=430' Tc=44.9 min CN=30 Runoff=0.18 cfs 0.107 of
Subcatchment 3S: Post -Development Runoff Area=5.240 ac 75.00% Impervious Runoff Depth=5.20"
Flow Length=950' Tc=4.7 min D iv=83 Runoff=32.76 cfs 2.270 of
Pond 4P: Proposed Infiltration Rain Peak Elev=36.45' Storage=48,573 cf Inflow=32.76 cfs 2.270 of
Discarded=3.63 cfs 2.269 of Primary=0.00 cfs 0.000 of Secondary=0.00 cfs 0.000 of Outflow=3.63 cfs 2.269 of
Total Runoff Area = 10.480 ac Runoff volume = 2.376 of Average Runoff Depth = 2.72"
62.50% Pervious = 6.560 ac 37.50% Impervious = 3.930 ac

Myrtle Grove Type Ill 24-hr 10-YR Rainfall= 7.18 "
Prepared by McKim & Creed Printed 9/6/2012
HydroCAD®9 10 s/n 03870 © 2010 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 1S: Pre -Development
Runoff = 0.18 cfs @ 14.32 hrs, Volume= 0.107 af, Depth= 0.24"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type Ill 24-hr 10-YR Rainfall=7.18"
Area (ac) CN Description
5.240 30 Woods, Good, HSG A
5.240 100.00% Pervious Area
Tc Length
Slope
Velocity Capacity
Description
(min) (feet)
(ft/ft)
(ft/sec) (cfs)
43.0 300
0.0200
0.12
Sheet Flow, Sheet Flow
Woods: Light underbrush n= 0.400 P2= 4.62"
1.9 130
0.0540
1.16
Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fps _
44.9 430 Total
Subcatchment 1S: Pre -Development
Hydrograph
0.19
0.18 O.ts cfs ... _ .. .
0.17 Type III 24-hr 10-YR
0.16 Rainfall=7.18"-
0.15 A
0.14 --- - Runoff Area=5.240 ac
0.13
0.12 Runoff Volume=0.107 of
Oo; Runoff -Dep#h=0.24"
LL o.09 Flow Length=430°
0.08
0.07 Tc=44.9 ruin
0.06 ...... --CN=30
0.05 '
n na
0.01
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
Runoff

0-YEAR, POST -DEVELOPMENT

Myrtle Grove Type Ill 24-hr 10-YR Rainfall=7.18"
Prepared by McKim & Creed Printed 9/6/2012
HydroCAD®9 10 s/n 03870 © 2010 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 3S: Post -Development
Runoff = 32.76 cfs @ 12.07 hrs, Volume= 2.270 af, Depth= 5.20"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-YR Rainfall=7.18"
Area (ac)
CN
Description
3.930
98
impervious
1.310
39
open space good condition (A soil)
5.240
83
Weighted Average
1.310
25.00% Pervious Area
3.930
75.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
_
1.0
70
0.0100
1.17
Sheet Flow, Sheet Flow
Smooth surfaces n= 0.011 P2= 4.62"
3.7
880
0.0030
3.94
12.39 Pipe Channel, Pipe Flow
24.0" Round Area= 3.1 sf Perim= 6.3 r= 0.50'
n= 0.013
4.7 950 Total
Subcatchment 3S: Post -Development
Hydrograpt.
Runoff
32 - Type III 24-hr 10-YR
30 Rainfall=7.13"
28
26 Runoff Area-=5r240 .ac
24 Runoff Volume=2.270 of
22
20 Runoff Depth=5.20°'
18 Flow Length=950'
14 Tc=4.7 m i n
12
,CN=93
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

Myrtle Grove Type 111 24-hr 10-YR Rainfall=7.18"
Prepared by McKim & Creed Printed 9/6/2012
HydroCAD®9 10 s/n 03870 ©2010 HydroCAD Software Solutions LLC Page 13
Summary for Pond 4P: Proposed Infiltration Bain
Inflow Area = 5.240 ac, 75.00% Impervious, Inflow Depth = 5.20" for 10-YR event
Inflow = 32.76 cfs @ 12.07 hrs, Volume= 2.270 of
Outflow = 3.63 cfs @ 12.72 hrs, Volume= 2.269 af, Atten= 89%, Lag= 39.3 min
Discarded = 3.63 cfs @ 12.72 hrs, Volume= 2.269 of
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 36.45' @ 12.72 hrs Surf.Area= 16,849 sf Storage= 48,573 cf
Plug -Flow detention time= 217.5 min calculated for 2.269 of (100% of inflow)
Center -of -Mass det. time= 217.7 min ( 1,016.0 - 798.3 )
Volume Invert Avail Storage Storage Description
#1 33.00' 87,025 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
33.00 10,869 0 0
34.00 13,079 11,974 11,974
35.00 14,607 13,843 25,817
36.00 16,148 15,378 41,195
37.00 17,715 16,932 58,126
38.00 19,338 18,527 76,653
38.50 22,150 10,372 87,025
Device Routinq Invert Outlet Devices
#1 Discarded 33.00' 16.000 in/hr Exfiltration over Surface area above 33.00'
Conductivity to Groundwater Elevation = 31.00'
Excluded Surface area = 10,869 sf
#2 Primary '' ^"' Special & User -Defined
Head (feet) 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90
1.00 1.10 1.20 1.30 1.40 1.50
Disch. (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.710
3.070 6.360 10.370 14.980 20.120 25.740 29.830 30.210
#3 19ry .1 20.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Discarded OutFlow Max=3.63 cfs @ 12.72 hrs HW=36.45' (Free Discharge)
'1-'-1=Exfi1tration ( Controls 3.63 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=33.00' (Free Discharge)
"�--2=Speciai & User -Defined ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=33.00' (Free Discharge)
L3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

Myrtle Grove Type 1/124-hr 10-YR Rainfall=7.18"
Prepared by McKim & Creed Printed 9/6/2012
HydroCAD09 10 s/n 03870 ©2010 HydroCAD Software Solutions LLC Pape 14
Pond 4P: Proposed Infiltration Bain
Hydrograph
20
i 18
LL 16
14
12
10
8
6
flow
InflowArea=5.240 ac
Lrinw
arded
ary
Peak Elev=36.45'
ondary
Storage=46,573 cf
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

25-YEAR, PRE -DEVELOPMENT

Myrtle Grove "" YR `i f . ^ „
Prepared by McKim & Creed Printed 9/6/2012
HydroCADO 9.10 s/n 03870 © 2010 HydroCAD Software Solutions LLC Page 15
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by 5tor-Ind method
Subcatchment 1S: Pre -Development Runoff Area=5.240 ac 0.00% Impervious Runoff Depth=0.68"
Flow Length=430' Tc=44.9 min Runoff=0.88 cfs 0.299 of
Subcatchment 3S: Post -Development Runoff Area=5.240 ac 75.00% Impervious Runoff Depth=6.96"
Flow Length=950' Tc=4.7 min Runoff=4323 cfs 3.037 of
Pond 4P: Proposed Infiltration Bain Peak Elev=37.40' Storage=65,320 cf Inflow=43.23 cfs 3.037 of
Discarded=4.86 cfs 3.037 of Primary=0.00 cfs 0.000 of Secondary=0.00 cfs 0.000 of Outflow=4.86 cfs 3.037 of
Total Runoff Area = 10.480 ac Runoff Volume = 3.336 of Average Runoff Depth = 3.82"
62.50% Pervious = 6.550 ac 37.50% Impervious = 3.930 ac

Myrtle Grove Type/1/ 24-hr 25-YR Rainfall=9.02"
Prepared by McKim & Creed Printed 9/6/2012
HydroCAD®9 10 s/n 03870 © 2010 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment 1 S: Pre -Development
Runoff = 0.88 cfs @ 12.92 hrs, Volume= 0.299 af, Depth= 0.68"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type III 24-hr 25-YR Rainfall=9.02"
Area (ac) CN Description
5.240 30 Woods, Good, HSG A
5.240 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
43.0 300
0.0200
0.12
Sheet Flow, Sheet Flow
Woods: Light underbrush n= 0.400 P2= 4.62"
1.9 130
0.0540
1.16
Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fps
44.9 430 Total
0.9 "
0.85
0.8
0.75
0.7
0.65
0.6 _.
w 0.55
v 0.5
0 0.45
LL
0.4
0.35
0.3
0.25 "
0.2
0.15
0.1
0.05
0
0
2
4 6
Subcatchment 1S: Pre -Development
Type Ill 24-h r 25-YR
Rainfall=9.02"
Runoff Area=5.240 ec
Runoff Volume-0.299 of
Runoff Depth 0.68"
Flow Length=430'
Tc=44.9 to i n
... Clot=30
10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
Runoff

25-YEAR, POST -DEVELOPMENT

Myrtle Grove Type 11124-hr 25-YR Rainfall=9.02"
Prepared by McKim & Creed Printed 9/6/2012
HydroCAD®9 10 s/n 03870 © 2010 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 3S: Post -Development
Runoff = 43.23 cfs @ 12.07 hrs, Volume= 3.037 af, Depth= 6.96"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type III 24-hr 25-YR Rainfall=9.02"
Area (ac) CN Description
* 3.930 98 impervious
* 1.310 39 open space good condition (A soil)
5.240 83 Weighted Average
1.310 25.00% Pervious Area
3.930 75.00% Impervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(fi/sec) (cfs)
1.0
70
0.0100
1.17
Sheet Flow, Sheet Flow
Smooth surfaces n= 0.011 P2= 4.62"
3.7
880
0.0030
3.94 12.39
Pipe Channel, Pipe Flow
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
4.7 950 Total
Subcatchment 3S: Post -Development
Hydrograph
■ Runoff
44 -
ype h -
42 TI 1 124 r 25-YR
40 Rainfal-1=9002"..
38
36
34 Runoff Area=5.240 ac-
32
30 Runoff Volume=3.037-af
26 Runoff Depth=6.96°°
24 Flow heng-t-h=950'
LL 20
16 ... Tc=4.7 min
14 CN=83
U 2 4 6 8 10 1?.. i4 i6 i8 20 22 24 2G 28 30 32 34 3fi 38 4Q 42 44 ?6 48
Time (hours)

Myrtle Grove Type 111 24-hr 25-YR Rainfall=9.02"
Prepared by McKim & Creed Printed 9/6/2012
HydroCADO 9.10 s/n 03870 © 2010 HydroCAD Software Solutions LLC Page 18
Summary for Pont! 4P: Proposed Infiltration Bain
Inflow Area = 5.240 ac, 75.00% Impervious, Inflow Depth = 6.96" for 25-YR event
Inflow = 43.23 cfs @ 12.07 hrs, Volume= 3.037 of
Outflow = 4.86 cfs @ 12.68 hrs, Volume= 3.037 af, Atten= 89%, Lag= 36.9 min
Discarded = 4,86 cfs @ 12.68 hrs, Volume= 3.037 of
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 37.40' @ 12.68 hrs Surf.Area= 18,362 sf Storage= 65,320 cf
Plug -Flow detention time= 219.2 min calculated for 3.037 of (100% of inflow)
Center -of -Mass det. time= 219.1 min ( 1,009.4 - 790.3 )
Volume Invert Avail Storage Storage Description
#1 33.00' 87,025 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
33.00 10,869 0 0
34.00 13,079 11,974 11,974
35.00 14,607 13,843 25,817
36.00 16,148 15,378 41,195
37.00 17,715 16,932 58,126
38.00 19,338 18,527 76,653
38.50 22,150 10,372 87,025
Device Routing Invert Outlet Devices -
#1 Discarded 33.00' 16.000 in/hr Exfiltration over Surface area above 33.00'
Conductivity to Groundwater Elevation = 31.00'
Excluded Surface area = 10,869 sf
#. Primary _ Special & User -Defined
Head (feet) 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90
1.00 1.10 1.20 1.30 1.40 1.50
Disch. (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.710
3.070 6.360 10.370 14.980 20.120 25.740 29.830 30.210
#3 ry .` _0.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Discarded OutFlow Max=4.86 cfs @ 12.68 hrs HW=37.40' (Free Discharge)
't--1=Exflltration ( Controls 4.86 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=33.00' (Free Discharge)
L2=Special & User -Defined ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=33.00' (Free Discharge)
3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

Myrtle Grove Type i1124-hr 25-YR Rainfall=9.02"
Prepared by McKim & Creed Printed 9/6/2012
HydroCAD®9 10 s/n 03870 © 2010 HVdroCAD Software Solutions LLC Pape 19
Pond 4P: Proposed Infiltration Bain
Hydrograph
43.E d5
Inflow Area=6.240 ac
Peak Elev=37.40'
45
Storage=66,320 cf
40
35
_ 30
u
�• 25
LL 20
15 ! 4.86 ci8
10
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

50-YEAR, PRE -DEVELOPMENT

Myrtle Grove 1 24- 'YR Rom- 1 /,.
Prepared by McKim & Creed Printed 9/6/2012
HydroCADO 9.10 s/n 03870 © 2010 HydroCAD Software Solutions LLC Page 5
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre -Development Runoff Area=5.240 ac 0.00% Impervious Runoff Depth=1.23"
Flow Length=430' Tc=44.9 min d4vft Runoff=2.15 cfs 0.536 of
Subcatchment 3S: Post -Development Runoff Area=5.240 ac 75.00% Impervious Runoff Depth=8.55"
Flow Length=950' Tc=4.7 min CN=83 Runoff=52.57 cfs 3.735 of
Pond 4P: Proposed Infiltration Bain Peak Elev=38.20' Storage=80,561 cf Inflow=52.57 cfs 3.735 of
!_ _A 2.142 of &gOOn&Wy=O_e
S cfs 0.008 of Outflow=20.62 cfs 2.150 of
Total Runoff Area=10.480 ac Runoff Volume = 4.271 of Average Runoff Depth = 4.89"
62.50% Pervious = 6.560 ac 37.50% Impervious = 3.930 ac
4i N0 T rr IA ;- 1595%A

Myrtle Grove Type 11124-hr 50-YR Rainfall=10.67"
Prepared by McKim & Creed Printed 9/6/2012
HydroCAD®9 10 s/n 03870 © 2010 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 1 S: Pre -Development
Runoff = 2.15 cfs @ 12.82 hrs, Volume= 0.536 af, Depth= 1.23"
Runoff by SOS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type III 24-hr 50-YR Rainfaii=10.67"
Area (ac) CN Description
5.240 30 Woods, Good, HSG A
5.240 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
43.0 300
0.0200
0.12
Sheet Flow, Sheet Flow
Woods: Light underbrush n= 0.400 P2= 4.62"
1.9 130
0.0540
1.16
Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fps
44.9 430 Total
Subcatchment 1S: Pre -Development
Hydrograph
Runoff
--- + Type III 24-hr--50-YR
2 Rainfall=10.67"
Runoff Area=5.240 ac
Runoff Volume=0.536 of
Runoff Depth=1.23"
LL Flow Length=430e
1
c=44.6 min
CN=30
4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

50-YEAR, POST -DEVELOPMENT

Myrtle Grove Type 111 24-hr 50-YR Rainfall= 10. 67"
Prepared by McKim & Creed Printed 9/6/2012
HydroCAD®9 10 s/n 03870 © 2010 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 3S: Post -Development
Runoff = 52.57 cfs @ 12.07 hrs, Volume= 3.735 af, Depth= 8.55"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type III 24-hi 50-YR Rainfall=10.67"
Area (ac) CN Description
3.930 98 impervious
1.310 39 open space good condition (A soil)
5.240 83 Weighted Average
1.310 25.00% Pervious Area
3.930 75.00% Impervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
1.0 70
0.0100
1.17
Sheet Flow, Sheet Flow
Smooth surfaces n= 0.011 P2= 4.62"
3.7 880
0.0030
3.94
12.39 Pipe Channel, Pipe Flow
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
4.7 950 Total
Subcatchment 3S: Post -Development
Runoff
50 Type III 24-hr 50-YR
Rainfalt=1 0.67
45
Runoff Area=5.240 ac
40
Runoff Volume=3.735 of
35
Runoff Depth=8.55'A
30
LL 25 Flow Length=950'
Tc=4.7 m i n
20
CN=83
0 ?. 4 6 8 i0 i2 i4 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 4A 48
'time (hours)

Myrtle Grove Type Ill 24-hr 50-YR Rainfall= 10. 67"
Prepared by McKim & Creed Printed 9/6/2012
HydroCAD®9 10 s/n 03870 ©2010 HydroCAD Software Solutions LLC Page 8
Summary for Pond 4P: Proposed Infiltration Bain
Inflow Area = 5.240 ac, 75.00% Impervious, Inflow Depth = 8.55" for 50-YR event
Inflow = 52.57 cfs @ 12.07 hrs, Volume= 3.735 of
Outflow = 20.62 cfs @ 12.27 hrs, Volume= 2.150 af, Atten= 61 %, Lag= 12.1 min
Primary = 19.94 cfs @ 12.27 hrs, Volume= 2.142 of
Secondary = 0.68 cfs @ 12.27 hrs, Volume= 0.008 of
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 38.20' @ 12.27 hrs Surf.Area= 20,443 sf Storage= 80,561 cf
Plug -Flow detention time= 219.0 min calculated for 2.149 of (58% of inflow)
Center -of -Mass det. time= 113.4 min ( 898.1 - 784.7 )
Volume Invert Avail Storage Storage Description
#1 33.00' 87,025 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
33.00 10,869 0 0
34.00 13,079 1 1,974 11,974
35.00 14,607 13,843 25,817
36.00 16,148 15,378 41,195
37.00 17,715 16,932 58,126
38.00 19,338 18,527 76,653
38.50 22,150 10,372 87,025
Device Routing Invert Outlet Devices
#1 Primary 37..0Y Special & User -Defined
Head (feet) 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90
1.00 1.10 1.20 1.30 1.40 1.50
Disch. (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.710
3.070 6.360 10.370 14.980 20.120 25.740 29.830 30.210
#2 38. 1 4' 20.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=19.94 cfs @ 12.27 hrs HW=38.20' (Free Discharge)
�-1=Special & User -Defined (Custom Controls 19.94 cfs)
Secondary OutFlow Max=0.67 cfs @ 12.27 hrs HW=38.20' (Free Discharge)
't-2=13road-Crested Rectangular Weir (Weir Controls 0.67 cfs @ 0.59 fps)

Myrtle Grove Type /// 24-hr 50-YR Rainfall=10.67"
Prepared by McKim & Creed Printed 9/6/2012
HydroCAD®9 10 s/n 03870 © 2010 HydroCAD Software Solutions LLC Page 9
Pond 4P: Proposed Infiltration Bain
Hydrograph
Inflow Area-5.240 ac
55 Peak Elev=38.20°
50
45 Storage=80,561 cf
40
35
u
3 30 , 2o.e2 ch
0
25 19 94 ers
20
15 '
10
eFeC, - -
0 , .... , .... ,� ;-- � :-.-.- :-: �-rr*+,y-*r„-r+-T�; ' ' .. , . _..::• • . :. ;:;,�-::� . :.42.. ...46 48 4. .
0 2 4 6 8 10 12 14 16 18 20 22 2416 28 30 32 34 36 38 404
Time (hours)
G Inflow
Outflow
Primary
Secondary

100-YEAR, PRE -DEVELOPMENT

Myrtle Grove
Prepared by McKim & Creed Printed 9/6/2012
HydroCAD® 9.10 s/n 03870 © 2010 HydroCAD Software Solutions LLC Pape 5
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre -Development Runoff Area=5.240 ac 0.00% Impervious Runoff Depth=1.98"
Flow Length=430' Tc=44.9 min - Runoff=4.15 cfs 0.865 of
Subcatchment 3S: Post -Development Runoff Area=5.240 ac 75.00% Impervious Runoff Depth=10.37"
Flow Length=950' Tc=4.7 min `� - Runoff=63.04 cfs 4.527 of
Pond 4P: Proposed Infiltration Bain Peak Elev=38.46' Storage=86,116 cf Inflow=63.04 cfs 4.527 of
Pffttv fs 2.805 of ,yam, 4 cfs 0.137 of Outflow=39.19 cfs 2.942 of
Total Runoff Area = 10.480 ac Runoff Volume = 6.393 of Average Runoff Depth = 6.18"
62.50% Pervious = 6.650 ac 37.50% Impervious = 3.930 ac

Myrtle Grove Type Ill 24-hr 100-YR Rainfall=12.53"
Prepared by McKim & Creed Printed 9/6/2012
HydroCAD®9 10 s/n 03870 © 2010 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 1S: Pre -Development
Runoff = 4.15 cfs @ 12.77 hrs, Volume= 0.865 af, Depth= 1.98"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type III 24-hr 100-YR Rainfall=12.53"
Area (ac) CN Description
5.240 30 Woods, Good HSG A
5.240 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
43.0
300
0.0200
0.12
Sheet Flow, Sheet Flow
Woods: Light underbrush n= 0.400 P2= 4.62"
1.9
130
0.0540
1.16
Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fps
44.9 430 Total
Subcatchment 1S: Pre -Development
Hydrograph
Runoff
4 - Type III 24-hr 100-YR
Rainfall=12.53i'
Ru_n.off Area__=5.240 . asp . -
3 Runoff Volume=0.865 of
Runoff ®e.pth=1.98"
LL 2 plow Leingth=430°
Tc=44.9 rn i n
CN=30
6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 A.0 42 44 4
Time (hours)

00-YEAR, POST -DEVELOPMENT

Myrtle Grove Type 111 24-hr 100-YR Rainfall=12.53"
Prepared by McKim & Creed Printed 9/6/2012
HydroCAD®9 10 s/n 03870 © 2010 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 3S: Post -Development
Runoff = 63.04 cfs @ 12.07 hrs, Volume= 4.527 af, Depth=10.37"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type III 24-hr 100-YR Rainfall=12.53"
Area (ac) CN Description
3.930
98 impervious
1.310
39 open space good condition (A soil)
5.240
83 Weighted Average
1.310
25.00% Pervious Area
3.930
75.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs) --
1.0
70
0.0100
1.17
Sheet Flown, Sheet Flow
Smooth surfaces n= 0.011 P2= 4.62"
3.7
880
0.0030
3.94
12.39 Pipe Channel, Pipe Flown
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
4.7 950 Total
Subcatchment 3S: Post -Development
Hydrograph
Runoff
60 Type III 24-hr 100-YR
55 Rainfall=12.53'r
50 Runoff Area=5.240 ac
45 -Runoff Votume=4.527. af..
40 Runoff Depth=10.37"
3 35
LL 30 Flow Length=950'
25 Tc::4..7A�m i In
20 C N=53
0 2 4 68 10 12 i4 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

Myrtle Grove Type 11124-hr 100-YR Rainfall= 12.53 "
Prepared by McKim & Creed Printed 9/6/2012
HydroCAD®9 10 s/n 03870 © 2010 HydroCAD Software Solutions LLC Page 8
Summary for Pond 4P: Proposed Infiltration Bain
Inflow Area = 5.240 ac, 75.00% Impervious, Inflow Depth = 10.37" for 100-YR event
Inflow = 63.04 cfs @ 12.07 hrs, Volume= 4.527 of
Outflow = 39.19 cfs @ 12.15 hrs, Volume= 2.942 af, Atten= 38%, Lag= 5.2 min
Primary = 30.05 cfs @ 12.15 hrs, Volume= 2.805 of
Secondary = 9.14 cfs @ 12.15 hrs, Volume= 0.137 of
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 38.46' @ 12.15 hrs Surf.Area= 21,918 sf Storage= 86,116 cf
Plug -Flow detention time= 192.5 min calculated for 2.942 of (65% of inflow)
Center -of -Mass det. time= 94.4 min ( 874.0 - 779.6 )
Volume Invert
Avail Storage Storage Description
#1 33.00'
87,025 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
33.00
10,869
0 0
34.00
13,079
11,974 11,974
35.00
14,607
13,843 25,817
36.00
16,148
15,378 41,195
37.00
17,715
16,932 58,126
38.00
19,338
18,527 76,653
38.50
22,150
10,372 87,025
Device Routing
Invert
Outlet Devices
91 ,- 0 r nary
:3 .t
Special & User -Defined
Head (feet) 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90
1.00 1.10 1.20 1.30 1.40 1.50
Disch. (cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.710
3.070 6.360 10.370 14.980 20.120 25.740 29.830 30.210
#2 Seocovd
3R.IN
20.0' long x 10A' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2,69 2.68 2.69 2.67 2.64
Primary OutFlow Max=30.05 cfs @ 12.15 hrs HW=38.46' (Free Discharge)
L1=Special & User -Defined (Custom Controls 30.05 cfs)
Secondary OutFlow Max=9.08 cfs @ 12.15 hrs HW=38.46' (Free Discharge)
t--2=13road-Crested Rectangular Weir (Weir Controls 9.08 cfs @ 1.43 fps)
` ���� ' r'
1�0sl�f

Myrtle Grove Type Ill 24-hr 100-YR Rainfall=12.53"
Prepared by McKim & Creed Printed 9/6/2012
HydroCADO 9 10 s/n 03870 ©2010 HydroCAD Software Solutions LLC Page 9
Pond 4P: Proposed Infiltration Bain
Hydrograph
.63.04 crs
Inflow Area=5.240 ac
70
65
Peak Elev=38.46°
'
Storage=86,1 6 d
5560
50
` 39 49 cis
'
45
w 40
3 35
30.05are
a 30 '
1
1
. ..
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time (hours)
J Inflow
L- Outflow
0 Primary
Secondary

SUPPORTING CALCULATIONS
NEW HANOVER COUNTY ENGINEERING DEPARTMENT
STORM WATER REGULATION
Reviewed for compliance with applicable County Storm Water Policies and
regulations.
*Approved
*Approved as noted
*Revise as noted and r_°suhmit
Review Engin Date:
COMPLETE SETOF STAM DAPI'R()Vf:DPLANS MUSREONJOB SITE
UNTILCOM!" -., I ION OF FROIEX T.
ANY VARIANCE FROM THE APPRt )Vlil) PI . ANS ki QUIRLS RESUBMiTTAL
BY THE DESIGNER Ta t'I'1IF. C'OUN'rY FOR APPROVAL.
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Culvert Calculator Report
24" Outlet
Solve For. Headwater Elevation
Culvert Summary
Allowable HW Elevation
0.00 ft
Headwater Depth/Height
1.52
Computed Headwater Elev.
36.34 ft
Discharge
20.59 cfs
Inlet Control HW Elev.
36.34 ft
Tailwater Elevation
0.00 ft
Outlet Control HW Elev.
36.22 ft
Control Type
Inlet Control
Grades
Upstream Invert
33.30 ft
Downstream Invert
32.86 ft
Length
55.50 ft
Constructed Slope
0.007928 ft/ft
Hydraulic Profile
Profile
M2
Depth, Downstream
1.63 ft
Slope Type
Mild
Normal Depth
1.68 ft
Flow Regime
Subcritical
Critical Depth
1.63 ft
Velocity Downstream
7.52 #A
Critical Slope
0.008394 Wit
Section
Section Shape
Circular
Mannings Coefficient
0.013
Section Material
Concrete
Span
2.00 ft
Section Size
24 inch
Rise
2.00 ft
Number Sections
1
Outlet Control Properties
Outlet Control HW Elev.
36.22 ft
Upstream Velocity Head
0.83 ft
Ke
0.50
Entrance Loss
0.41 ft
Inlet Control Properties
Inlet Control HW Elev.
36.34 ft
Flow Control
Submerged
Inlet Type Square edge w/headwall
Area Full
3.1 ft=
K
0.00980
HDS 5 Chart
1
M
2.00000
HDS 5 Scale
1
C
0.03980
Equation Form
1
Y
0.67000
Project Engineer dhyatt
untitled.cvm McKim & Creed Raleigh Master CuivertMester v3.3 [03.03.00.041
09/06/12 09:13:239ki8entley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1

New York DOT Dissipator Method For Use in Defined ,Channel -
(soumc;: ' B=& and cnzsu-,el lm=q s auY s° , Xtw Ycrl_ De r w of
T: gortxbou, Divri;,i a of Desimr m-Ad Cormuwa-t;eu, lt?1.)
Guide to Color Key: sw 1..u(Oeia . fCalcutoted. Value . AO". M9 t
Designed By:
Dale Hyatt Date: 9/(2012
Checked By:
Grant Lwartgt od Date: 915/2012
Company:
MC IMA acre
Project Name:
Afiyrge Grave
Project No •
fO17-0226
Site Location (Cityfrown) M rffeQ ve.Ne.
Culvert Id. 2d" BasinC?vilot
Estimation of Stone Size and Dimensions For Culvert Aprons
5.:� f) Ca�i�Sts t2�.^ a•�'acaty to 2t Culrer8 cr F'-•- e3 rI �aate:_
step 2) i~'a: ts� ct ltwntk 13. is Ak= ei-.
V41 JT .R& S.^'Cs, citi.F2 aLd bw. Cif : eft4 a f: c v c.i C�:. Ezi C?i' .•:5-
D. = A. -c.i ele_ = sues -seen! men offiow a1 w va rrt
Fcz amdtsple ase F.1, = i _1s` ,x D. Qf=2[f; CU:Ve;._
Velocity (ft/s)
7;2
Opening type
Pipe Culvert
Single or multiple openings?
Single
Outlet pipe diameter, Do (ft)
2
NOTE 1: If opening type is anything other than "Pipe Culvert', Da Ao
(Cross -sectional area of flow at outlet).
NOTE 2: If multiple openings, Do 1.25 x Do of single culvort.
sLa 3j Fe e�,orz Vie° �f it:aa cs c :r-�da, r�c�•�- :.-sz��
Zone 2
Will apron have >/=10% grade? No
NOTE: For apron slopes equal to or greater than 10%, use next higher Zone in Figure 6.06d to
determine apron length.
Apron length (ft) 1:2. tl+

Figure 8.06d: Length of Apron
APRON MATERIAL
LeNGTH OF APFM
TO PROTECT
Li
TO PREVEW SCOJR
WUE USE L2 AUMYS
L2
STONE MM-2 TWAE1 CL. A
3 x 0,
4 x D,
jSTONE FDj-M wMM CL a
3X0,
6 x El.
S71:A4,-r-IwILI-M3(MMKW-jcL I
4XD,
i3 x
4
a 9ZME FMXWG (HEAVY) CL. I
4X�
SX0,
5
C-MONEMUM.4(MAVY) CL-2
5 x D,
10
6 x D"
J 10 x
4,1' . EC.URED (ENERGY OMOMTOW STLUING
7 CL9F-C;'c tT;J,7,,F
W,M OR "RGERSAM
NOTS: For apron slopes equal to or greater than 10%, user ext
higher Zone to determine Apron Length.
[Retum to fAWn-Wgr—kSt

v MCII&CREED
V
1730 VARSITY DRIVE, SUITE 500, RALEIGH, NC 27606
TEL [phone] FAX [phone]
LETTER OF TRANSMITTAL
127 Cardinal Drive Extension
Wilmington, NC-28405
ATTENTION: NCDENR DWQ - Wilmington Regional Office
Christine Nelson
DATE: September 4, 2012
PROJECT #: 01517-0226
TASK #: REIMB
RE: SECU Myrtle Grove Modification
TRANSMITTAL #:
PAGE OF
WE ARE SENDING: ® Originals ® Prints ❑ Shop Drawings ❑ Samples
❑ Specifications ® Calculations ❑ Other —
Quantity
Drawing No.
Rev.
Description
Status
2
Stormwater Management Permit Application Form (1 original, 1 copy)
G.
1
O&M agreement
G.
C r E 11 F
Issue Status Code: A. Preliminary B. Fabrication Only C. For Information D. Bid
E. Construction F. For Review & Comments G. For Approval H. See Remarks
Action Status Code: 1. No Exceptions Taken 2. Make Corrections Noted 3.Other
4. Amend & Resubmit 5. Rejected - See Remarks
REMARKS:
. If you have any questions, or require additional information, feel free to contact us at [phone]
Thank you,
CC:
McISI�.�I & CREED, INC.
Signed
D Hyatt, PE

Completeness Review Checklist
Project Name: (A� -� PIZ> �+ Received Date: ��Zz f Z
Project Location: ® 6-n 4,- ;/wu Accepted Date: Q%j j a'
Rule(s) F-12008 Coastal 95 Coastal FlPhase II (WiRO) Universal 01988 Coastal
Type of Permit: New or o or PR Existing Permit # (Mod or PR):,5&* O 7t-.27 �PE Cert on File?
Density: D or LD Type: Commercial or Residential E3NCG:
%: ___O(% 00) Stream Class: EISA Map 00ffsite to SW8
Subdivided?: Subdivision or Single Lot II rIORW Map I r IExempt I
Pape ork Emailed Engineer on:
Supplements) (1 original per BMP) BMP Type(s):
Mao, M with correct/original signatures (1 original per BMP except LS/VFS and swales)
®Application with correct/original signatures
OCorp or LLC: Sig. Auth. per SoS or letter Note to Reviewer:
®$505 (within 6mo)
S�alculations
s Report with SHWT
(signed/sealed)
131robvious errors
Weedensity includes common areas, etc
Restrictions, if subdivided:
igned & Notarized S�f r pia lac�7�'r•Gki��'� �, A/AAAzi
e tlso"'OCorrect Template (Comm/Res & HD/LD) or Dec. Covenants & Rest
Plans
Sets O�Yetlancls:
tails (roads, cul-de-sacs, curbs, sidewalks, BMPs, Buildings, etc)
D1615
ing Delineated or No Wetlands Map ®Layout (proposed BUA dimensions)
�DA Maps El Project Boundaries
Infiltration Wet Pond Offsite
Soils Report MSoils Report MPE Cert for Master Lot #:
SHWT: SHWT: MDeed Rest for Master Lot # Matches Master
Bottom: PP: BUA Permitted (Master): sf
Visited: BUA Proposed (Offsite): sf
Additional Information:
Permitted
BUA (sf)
DA (sf)
PP (el)
SHWT (el)
Depth (ft)
SA (sf)
Pro

��,
DELI �
North Carolina Department of Environment and Natural
Division of Water Quality
Beverly Eaves Perdue Charles Wakild, P. E.
Governor Director
September 19, 2012
Bobby Hall, Executive Vice President
State Employees' Credit Union
P.O. Box 27685
Raleigh, NC 27611
Subject: Request for Additional Information
Stormwater Project No. SW8 070727 MOD
State Employees' Credit Union
New Hanover County
Dear Mr. Hall:
Resources
Dee Freeman
Secretary
The Wilmington Regional Office received and accepted a modified State Stormwater
Management Permit Application for State Employees' Credit Union on September 5,
2012. A preliminary in-depth review of that information has determined that the
application is not complete. The following information is needed to continue the
stormwater review:
1. Please adjust the latitude and longitude shown on page 1 of the
application such that it's in the center of the main entrance.
2. The maximum runoff to each inlet of the infiltration basin shall not exceed
2 acre -inches. Please reference Section 16.3.3 in the BMP manual.
3. Please locate each BMP and all swales in access/drainage easements
and show their width.
4. Please show property / project boundary lines, bearings, and distances on
the plans.
5. Please show 3:1 side slopes on the infiltration basin section detail.
6. Please show the dimensions for each line and arc formed by the bottom
contour of an infiltration basin.
7. Please remember that a change to one number may have a domino effect
on other numbers. Please check all plans, calculations and forms and
make changes as needed.
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received in this Office prior to October 19,
2012, or the application will be returned as incomplete. The return of a project will
necessitate resubmission of all required items, including the application fee.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
Phone: [phone] FAX- 910-350-20041 DENR Assistance:1-877-623-6748
Internet: www.ncwaterquallty.org

State Employees' Credit Union
September 19, 2012
Stormwater Application No. SW8 070727
If you need additional time to submit the information, please mail, email 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 [phone] or email me at [e-mail].
Sincerely,
Steve G. Pusey
Environmental Engineer
GDS/sgp: SAMMStormwaterTermits & Projects120071070727 HD12012 09 addinfo 070727
cc: Dale Hyatt, PE — McKim & Creed, Inc.
Wilmington Regional Office Stormwater File
PaoP '? of

STORMWATER SUBMITTAL REQUIREMENTS
INFILTRATION/EXFILTRATION SYSTEMS
Basins and Trench
Objective
A. Collect all runoff from all BUA (proposed and/or existing and/or offsite) as the case may be, by
any means including piping or swales, and direct it to the infitration system.
B. Check the proposed basin/ trench design to make sure it meets or exceeds the minimum
design criteria for design storm, volume and drawdown.
II. What makes up a complete infiltration basin / trench application package?
�A. Two sets of sealed, signed & dated layout & grading plans with appropriate details.
✓B. Completed application (SWU-101) with supplement(s), SW401-Infiltration Basin, SW 401-
Infiltration Trench, SW 401-Level Spreader, and inspection.and maintenance agreements.
Deed restriction document, if applicable. (subdivisions & projects with out parcels)
Sealed, signed & dated calculations.
✓� A soils report containing information in regard to the soil type, boring locations, seasonal high
water table elevation and expected infiltration rate.
III. BIMS entry (for DWQ use only)
Enter & track application acknowledged date, review date, add info requested/received dates, permit
issue dates, and drainage area and stream/waterbody info. Best done after the add info letter is
written and before sending permit up for signature.
IV/ Shell documents (for DVVQ use only)
Permit shells: s:\wqs\stormwater\shell\shighcominbasin
S:\wqs\stormwater\shells\highcomintrench
s:\wqs\stormwater\shells\highsubinbasin
s:\wqs\stormwaterlshells\highsubintrench
Calculations: s:\wqs\stormwater\excel spreadsheets\inbasin
s:\wqs\stormwaterlexcel spreadsheets\intrench
V. Review Procedure- look for consistency between the various elements of the package- application,
plan and calculations.
A. PPLICATION
1. Original signatures are required. Photocopied signatures cannot be accepted.
VZ A completed infiltration basin or infiltration trench supplement, one for each proposed
system. A signed, dated and notarized Inspection and Maintenance Agreement for
each proposed system with an original signature.
The elevations, areas and volumes reported on the supplement match up to the
/ numbers used in the calculations and shown on the plan details.
ram. Built -upon areas are reported in square feet in Section 111.9.
Receiving stream name and classification.
Section 111.9 is filled in -cannot be left blank. One column must be filled in for each
proposed infiltration basin or trench.
If the applicant is a corporation, partnership or LLC, look it up on the Secretary of State
Corporations Database. Make sure corporation is spelled correctly (capitalization and
punctuation matter) and that the person signing the application is at least a vice-
president in the corporation, a General Partner in the partnership, a member in a
member -managed LLC, or the manager of a manager -managed LLC. Need
documentation to support if the Articles of incorporation do not list the members or
managers of the LLC. If an agent signs, then a letter of authorization is needed from the
president, vice president, general partner, member or manager.
For subdivided projects, a signed and notarized deed restriction statement must be
provided.
Soils report with the SHWT, Soil type and expected infiltration rate_
Page 7 of 12

Infiltration Basin & Trench, cont.
B.�/ CALCULATIONS
The basin or trench must draw down within 5 days. Spray irrigation is not acceptable as
the sole means of drawdown.
For sites with high infiltration rates, the maximum infiltration rate to use for the design
is10 in/hr, per Vincent Lewis.
1 (D40'The
design storm is 1.5" if the project is subject to Phase II or is sited within'/ mileof
and draining to SA waters. Otherwise, use 1" design storm.
For Phase II projects that are within 'h mile of and draining to SR waters, the difference
in runoff from the predevelopment and post -development conditions for the 1 year 24
hour storm must be controlled and treated.
Report the bottom surface area.
Report the surface area at the overflow elevation.
Show the calculation for the minimum required volume.
Provide a table of elevations, areas, incremental volumes and accumulated volumes to
demonstrate that the minimum required volume has been provided.
Calculations are signed, sealed & dated.
Report the Drainage Area and Built -upon area for each basin or trench.
11
The seasonal high watertable must be at least 24" below the proposed bottom elevation
'-
of the system. For Phase II projects, at least 12" of this must be in naturally occurring
soils.
All runoff in excess of the design storm must bypass to a vegetated filter prior to entering
/0
the basin or trench. If the system is designed to store a larger design storm (generally 2-
3 times the minimum), the requirement for an offline bypass can be waived. Please
contact the Division to determine what design storm is appropride for the project.
?c aQ"Srsn V, q&o)
4 SJ -P Vf�s- -G I
S:1WQSISTORMWATERIFORMSICHECKLIST
Page 8 of 12

Infiltration Basin & Trench, cont.
C. PLANS - Plan sheets should be kept to a minimum. For small commercial single basin
projects, the plan set could consist of only 2 or 3 sheets, layout, grading and details. For larger
projects, show as much information as possible on as few sheets as possible, without
ttering them up.
I Development/Project Name
Engineer name and firm.
p, Legend
t North Arrow
r/5. Location Map with nearest intersection of two major roads shown. Major road is any 1, 2,
or 3 digit NC, US or interstate highway.
Scale- standard engineering scale, no off-the-wall stuff.
Date
Revision number and date, if applicable.
r Original contours, proposed contours, spot elevations, finished floor elevations, pipe
inverts, swale inverts, etc.
_A-07 Existing drainage (piping, swales, ditches, ponds, etc.), including off -site. Include a map
delineating the offsite drainage areas.
Property/Project boundary lines, bearing & distances.
Mean High Water Line or Normal High Water Line, if applicable.
Drainage easement locations shown on the plans along with their width.
Wetlands delineated, or a note on the plans that none exist. Provide a copy of the
wetlands delineation map signed by the Corps of Engineers, or contact the appropriate
field rep for the Corps to see if they can email a statement regarding the status of the
,delineation. Infiltration systems may not be located in wetlands.
Details for the roads, parking, cul-de-sacs, including sidewalk width, radii, dimensions &
�stopes.
Apartment / Condo development- provide a typical building footprint with dimensions,
nd note all concrete and wood deck areas.
�I'�7 The drainage area for each basin or trench is clearly delineated and numbered to match
up to the calculations and supplement. Drainage area delineation is best done as a
separate plan sheet.
A basin section detail showing bottom and storage elevations, 3:1 sidees�slo�ppe��s. The side
slopes of an infiltration basin are not restricted to vegetation. They mayue hardened
with rock, timber, concrete, decorative brick, etc.
-,A trench section detail with the perforated pipe diameter, filter fabric wrapped around the
pipe and around the trench, trench height and width, rock fill type.
If using a pre-fab chamber structure, provide details of the chamber, including model #,
length, width, chamber volume and number of chambers being used.
�A bypass structure detail is provided showing a trash rack with s6" square openings,
and the necessary bypass weir or pipe elevation. Several types of bypass structure
designs are acceptable.
imensions for each line and arc formed by the bottom contour of an infiltration basin.
All runoff in excess of the design storm must pass through a vegetated filter prior to
being discharged into the receiving stream. The filter must be 50' long for SA waters and
_,30' long for non -SA waters.
VII infiltration systems must be located at least 50' from the MHW line of surface waters.
egetation is specified for basin slopes not being hardened. Weeping Love Grass is not
suitable as a permanent vegetated cover for side slopes.
, ""All roof drainage must be directed to the system. Show the roof drain collection piping
on the plans. This is especially necessary for projects where the buildings back up the
property lines where roof drainage may leave the site prior to going through the system.
27. Monitoring wells may be required on a case -by -case basis.
Page 9 of 12

Nelson, Christine
From: Dale Hyatt [[e-mail]]
Sent: Tuesday, September 04, 2012 3:37 PM
To: Nelson, Christine
Subject: RE: SECU Mrytle Grove SW permit modification - completeness review
Attachments: Stormwater Application Form.pdf; Infiltration Basin O&M.pdf
Christine,
Attached are the signed stormwater application form and 0&M manual. I will overnight these to you. If you do not
receive them tomorrow please contact me.
Thank you,
Dale Hyatt, PE
From: Nelson, Christine[mailto:christine.nelsoncancdenr gov]
Sent: Wednesday, August 29, 2012 11:06 AM
To: Dale Hyatt
Subject: RE: SECU Mrytle Grove SW permit modification - completeness review
Dale,
Have you had any luck obtaining the new signature?
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.
From: Nelson, Christine
Sent: Wednesday, August 22, 2012 3:40 PM
To: '[e-mail]'
Subject: SECU Mryde Grove SW permit modification - completeness review
Dale,
A completeness review has been conducted of the package submitted to modify the SW permit for the SECU at Myrtle
Grove (SW8070727). The completeness review has found a few items need to be corrected:
? Section 111.1a of the application: The organization submitting the modification (as registered with the Secretary
of State's website) should be listed in the first line. The vice president's name and title should be listed on the
second line.
? Section IX and X of the application: The vice president signed the wrong section of the application. Section X
should be completed.
Please submit the corrected items as soon as possible in order for the Division to log in the modification.
Thanks,
Christine
Christine Nelson
Environmental Engineer
State Stormwater Program
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
Phone: [phone]

Nelson, Christine
From: Nelson, Christine
Sent: Wednesday, August 22, 2012 3:40 PM
To: '[e-mail]'
Subject: SECU Mrytle Grove SW permit modification - completeness review
Dale,
A completeness review has been conducted of the package submitted to modify the SW permit for the SECU at Myrtle
Grove (SW8070727). The completeness review has found a few items need to be corrected:
• Section 111.1a of the application: The organization submitting the modification (as registered with the Secretary
of State's website) should be listed in the first line. The vice president's name and title should be listed on the
second line.
• Section IX and X of the application: The vice president signed the wrong section of the application. Section X
should be completed.
Please submit the corrected items as soon as possible in order for the Division to log in the modification.
Thanks,
Christine
Christine Nelson
Environmental Engineer
State Stormwater Program
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
Phone: [phone]
Email correspondence to and from this address is subject to the North Carolina Public Records Law
and may be disclosed to third parties unless the content is exempt by statute or other regulation.

DIVISION OF WATER QUALITY
INFILTRATION SYSTEM INVESTIGATION
Complete and email this form to [e-mail]. If there are more than 7 areas to be tested,
attach a second sheet ¢ /'
State Soil Scientist Confirmation Visit date/time:
Project Name: SECU Myrtle Grove County: New Hanover
Street Address: 141 Sanders Road, Myrtle Grove, NC
Directions from the nearest intersection of two major roads: From the
intersection of Sanders Road and Carolina Beach Road travel west alona Sanders
Road for approximately 800 feet. Wet detention basin is on the east side of the
undeveloped lot to the east of the existing SECU.
>1 acre being disturbed? ❑YES ®NO CAMA Major required? DYES ®NO
Consultant Name: Branch Smith, PE Phone: [phone]
Consultant Firm Name: McKim & Creed, Inc.
Bore Number
1
2
3
4
5
8
7 1
a Existing Ground Elevation
39
38.5
b Proposed Bottom Elevation
33
33
c Difference a minus b
6
5.5
d Add 2 ft. Min. Bore Depth)
8
7.5
e Hardpan Depth?
Approx. Elev. Of SHWT
31
31
Max. lowest bottom elev.
33
33
h Infiltration Rate OK? * I
V:
I'
i Confirmation of SHWT *
i f '
T,
For projects requiring more than 5 hand borings, manpower or equipment to
conduct the excavation must be provided by the consultant.
*State Soil Scientist Use ONLY
Comments 6r eti(tr An, 2A
Required Attachments:
1. Legible vicinity map.
2. Complete Soils Report.
3. PDF formatted site plan with the boring locations to be tested. Site plans should
be emailed or hand -delivered only. Illegible faxed maps will not be accepted.
All proposed infiltration areas and existing, active utility lines located within the proposed
basin4rench must be marked and flagged. !f these areas are not flagged, the Soils Scientist
reserves the right to decline to do the investigation. if the proposed infiltration system will be
located in an area of existing pavement and there is no open area nearby, equipment capable
of breaking through the impervious layer must be provided. The soils investigation does not take
the place of a soils report prepared by an appropriate professional. The Soils Scientist will only
verify the soil conditions that are reported in the Soils Report, and make a determination as to
the suitability of the site to meet the infiltration design requirements under NCAC 2H.1000, and
assumes no liability should, the system fail.

Lewis, Vincent
From: Dale Hyatt [[e-mail]]
Sent: Thursday, August 09, 2012 9:47 AM
To: Lewis, Vincent
Cc: Branch Smith
Subject: SECU Myrtle Grove Infiltration Basin -141 Sanders Road Myrtle Grove, NC
Affachments: SSW-inf-site-visit-request-DWQ-SPU[1].pdf; Vicinity Map.pdf; Soils Report.pdf; Site Plan with
Boring Locations.pdf; S&EC Soils Evaluation.pdf
Vincent,
Attached are the infiltration system visit request form and the required attachments. I have also included a soils
evaluation done by S&EC for the site. I have copied Branch Smith from our Wilmington office as he will be the one
meeting you on site at 11:00 am Monday August 13t". To summarize our work, we are looking at converting/modifying
the existing wet pond on site into an infiltration basin. Please let me know if you have any questions.
Thank you,
Dale Hyatt, PE, LEED AP I Project Engineer
Tel [phone] x133
1730 Varsity Drive, Suite 500 1 Raleigh, NC 27606
[e-mail] I httn://www.mckimcreed.com
Follow us on: YouTube I twitter I facebook I Unkedln
To send me a file larger than 10MB please click here
This e-mail and any files transmitted with it are confidential
and intended solely for the use of the individual or entity to
whom they are addressed. If you have received this e-mail in
error please notify the system manager. Please note that any
views or opinions presented in this e-mail are solely those of
the author and do not necessarily represent those of the
company. Finally, the recipient should check this e-mail and
any attachments for the presence of viruses. The company
accepts no liability for any damage caused by any virus
transmitted by this e-mail.
1

�' � w `�,
� z �------- '��

M
Soll & Environmental Consultants, PA
11010 Rzm RWp Road • ltaldA Nor.1h Cudin 27614 • AM [phone] • Fac (919) 84&M
www.8andMmm
June 29, 2012
Job # 11893.Sl
Obrien Atkins
Attn: David Kaiser
5001 S. Miami Blvd.
Durham, NC 27703
Re: Detailed soils evaluation adjacent to the existing wet detention basin of the Myrtle
Grove State Employee's Credit Union, located off of Sanders Road, New Hanover
County, NC.
Dear Mr. Kaiser:
Soil & Environmental Consultants, PA (S&EC) performed a detailed soil evaluation
around the perimeter of the existing wet pond location on the site mentioned above. The
purpose of this evaluation was to provide additional information to aid in the stormwater
BMP design by providing applicable soil morphological and "hydraulic conductivity data.
Soil borings were advanced to a depth of 8 to l 1 feat from the existing ground surface.
The following is a brief report of the methods utilized in this evaluation and the results
obtained.
Soil/Site Evaluation Methodel
The site evaluation was performed by advancing hand auger borings to a depth of 8 to 11
feet from the existing ground surface. Soil morphological conditions were described at
each location using standard techniques outlined in the "Field Book for Describing and
Sampling Soils" published by the Natural Resources Conservation Service (NRCS,
2002). A detailed soil profile description is included in Attachment 1.
Soil/Site Conditions
Field investigation revealed that the soils on site are most similar to the Kureb soil series.
Kureb series soils are considered excessively drained and rapidly permeable. S&EC
identified soil morphological features indicative of a seasonal high water table (SHWT)
at a depth of 131" below top of ground (TOG). Based on the existing topography, this
depth to SHWT corresponds to an approximate elevation of 31 feet above MSL. Under
c—z t NC_Dtun reg., ,lion;, the bottom rf be proposed infiltration basin must be at
least 2 feet above the Seasoril High Water Table (SHWT).

Hvdranlie Conductivity Analysis:
Three Saturated hydraulic conductivity (Ksat) mcasurements were conducted by the
constant head well permeameter technique (also known as shallow well pump -in
technique and bore hole permeameter method). This procedure is described in Methods
of Soil Analysis, Part I., Chapter 29 — Hydraulic Conductivity of Saturated Soils: Field
Methods, 29 — 3.2 Shallow Well Pump In Method, pp. 758-763 and in the Soil Science
Society of America Journal, Vol. 53, no. 5, Sept. — Oct. 1989, "A Constant -head
Permeameter for Measuring Saturated Hydraulic Conductivity of the Vadose Zone" and
"Comparison of the Glover Solution with the Simultaneous — Equations Approach for
Measuring Hydraulic Conductivity." In essence, a volume of water was applied and
measured with time until a steady state of water flow was achieved. This volume/time
with steady state was used to calculate the saturated hydraulic conductivity of the subsoil
by the Glover equation.
S&EC conducted three Ksat measurements around the perimeter of the existing wet
pond. Ksat measurement #1 was conducted at a depth of 91 inches from top of ground
while Ksat #2 and Ksat #3 were run at 95 inches and 72 inches from top of ground,
respectively. Ksat data calculations/field data are also included in Attachment 3.
Measured Ksat Values.
Location
I
Testing Depth
Soil Texture
Ksat (InAhr)
Ksat 1
91"
Sandy loam
16.435
Ksat 2
95"
Sandy loam
21.365
Ksat 3
72"
Sand
22.859
a�ege=
2o.a2
Under current NC-DWQ regulations, soils underlying the infiltration basin must have a
drainage rate of greater than 0.52 in/hr. Based on measurements collected, the tested
underlying soil horizons have an average Ksat of 20.22 in/hr. Based on this data, S&EC
believes that the soil horizons that underlie the proposed infiltration basin would have
adequate capacity to assimilate storm water at a rate of at least 0.52 in/hr.
Soil & Environmental Consultants, PA is pleased to be of service in this matter and we
look forward to assisting in the successful completion of the project. If requested, S&EC
can meet on -site with NC-DWQ to discuss our findings and recommendations. Please
feel free to call with any questions or comments.
Sincerely,
Soil & Environmental Consultants, P,
Ricky Pontello
NC Licensed Soil Scientist #1232
112.

Boring LoCatFOn
1
Horizon 1 Depth (in)
0-8
Horizon Designation
Matrix Color
10YR 4/6
Mottle Color
Texture
sand
Structure
single grain
Moist nsis rice
loose
Horizon 2 in
5 n-23 in
Horizon Designation
Matrix Color
7.5YR 6/6
Mottle Color
Texture
sand
Structure
single grain
Moist ns s rice
loose
Horizon 3 Depth23
in - W in
Horizon Designation
Matrix Color
7.5YR 7/6
Mottle Color
Texture
sand
Structure
single grgin
16st Consistence
loose
Horizon 4 De m
Grin - 84 in
Horizon Designation
Matrix Color
10YR fiffi
Mottle for
Texture
loamy sand
Structure
granular
o s consistence
very frlable
Horizon 5 De in
- -- 84-118 - -
Horizon Lion
Matrix Color__
Mottle Color
Texture
San loair,
Structure r
ois s erica
y asular
: ' rig e
--118-131
orizon t in
Horizon Des nation
10YR 714
-�_ _-=-, - ----
Matrix Color
Mottle Color
Texture
sand
Structure
granular
Moist is
loose
Horizon 7 e t , m
131-144
Horizon Designation
Matrix Color
5YR 5/8
Mottle Color
10YR 7/1
Ti eAjre
sand
Structure
granulat
Moist ons s ence
loose
Attachment 1. Soil Profile Description
Pro)acs dame: Myrtle Grove SEW
Job Number: 11893.S1
Date: 06/26/12
Conducted By: RP
Depth W seasonal high water
table 131" from TOG
WT elevation 311

Aviqt:wmEq r z
INFORMATION
Date
6126/2012
Measurement Conducted By
RP
Job Name
MYRTLE GROVE SEW
Job Number
11893.S1
Weather Condition'
Clear
Temperature
90
Location
KSAT #1
Hcnzon
'rap — ---- - __
Source of Water
Value
Units
Radius of Hole
3.5
cm
Reg of How
231.14,
Initta] Depth of Water in Hole (HJ
Final Depth of Water in Hole (H)
7.662 crr.._,.r
7.621rm
2.1 t i I
0.4188 _�_.... .v
Ratio H/r �.
a ime
11:13
ING Of I NG..__.irs UU .._a , �'
2
A factor in t= uatior 1z, of Manual
0.00240945
Inches
Hole Depth. 91
H(lnitlao: 3
H(flnaQ: 3
AVERAGES NJW
246.718 41.74 16.435 J

INFORMATION
Date
V2612012
Measurement Conducted By
iRP-
Job Nowne
MYRTLE GROVE SECU
Job Number
1693.51
Weather Condition
Gear
Temperature
Locabon
so
KSAT#2
HorzDn
Source of Water
Ta
e Valu
ft�Units
Radius of Hole 1
3.5 cm
i of Hole
241.3
DaAh of Water m Hole U
7 62 cm
V;WI Depth of Water tn Hole (H)
7-62 cm
we
2.1771
0.4188
Sailummon Time
R Re"nows Used at SQ;:lGete
2
Vl� a lasow M ;rv—, ,,.I
0.00242945_
;ciock --
r —,Me
Wafer Levei
lReadmY
Time Interva
Change in
Water Level,
CM
Minute
lcm
-18
143
1139
105
1.00
,Ah,
1140
33
361
-IL
.3.2.
c) L 3-OL
A i.00i
Inches
Hole Depth; 95
H(kidso: 3
fl N(niml); 73
AVERAGES
0 S
3200.79 54.27 21.365

INFORMATION
Date
a/2012
Measurement Conducted B
RP
Job Name
MYRTLE GROVE SECU
Job Number
11893.S1
Weather Condition
Clear
Temperature
90
Location
#3
Horizon
�ojrce of Water
rap
Vallue
Units
Radius of Hole
3.5
cm
Pepth of Hale
182.88
lal Dspth of 'dater in Hole `H
7.62
;rn
Final Rgth cif 1Alater !rl Hole
, �.
7.62
cw
Rat10_ H/r
-.�_ ... .
Start ait�t ujilt n Time
2.1771
y
0.4188
11:65
o. of Reservoirs Used at ail -State
2
A factor in Equation {2) of Manual •10.00240945
Gluck
lime
W atei Level f
ReadingWater
GM
Time into rva Change in
_Level
[Minuta�crr4 —_
i i 55
15-3
1157
1116
1.001 3.7
11,58
1159
1200
4211
L P�
�T 1.i4 4
i.er_=-k.1
r.,y7iid1F }ti�11,�1VT.'
Inches
Hole Depth: 72
H(Initiel): 3
H(tina�: 3
AVERAGES
f!1 r iflrjlf
n 343.22 58.06 22.850

USDA United States
A product of the National
Custom �01� Resource
Department of
Cooperative Soil Survey,
Agriculture
a joint effort of the United
Report for
FC
States Department of
Agriculture and other
New Hanover,
Hanover,
Federal agencies, State
Natural
Resources
agencies including the
Agricultural Experiment
County, N o rth
Conservation
Stations, and local
Service
participants
Carolina
SECU Myrtle Grove
August 6, 2012

Contents
Preface ............................
.........
.........
........................,.............
...... 2
SoilMap ................................ ....................... ...,..................................... ..................5
SoilMap ..................................................... .................................... ....... ............... .S
Legend...............................................................................................................7
MapUnit Legend...................................................................................:...............8
MapUnit Descriptions.................................................. ....... ...... ... ........ .8
New Hanover County, North Carolina.............................................................10
Kr—Kureb sand, 1 to 8 percent slopes........................................................1 Q
Ly—Lynn Haven fine sand.. »............ ................................ 11
4

Soil Mafia
The soil map section includes the soil map for the defined area of interest, a list of soil
map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
5

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Custom Soil Resource Report
Map Unit Legend
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils
or miscellaneous areas in the survey area. The map unit descriptions, along with the
maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the landscape,
however, the soils are natural phenomena, and they have the characteristic variability
of all natural phenomena. Thus, the range of some observed properties may extend
beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic
class rarely, if ever, can be mapped without including areas of other taxonomic
classes. Consequently, every map unit is made up of the soils or miscellaneous areas
for which it is named and some minor components that belong to taxonomic classes
other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They generally
are in small areas and could not be mapped separately because of the scale used.
Some small areas of strongly contrasting soils or miscellaneous areas are identified
by a special symbol on the maps. If included in the database for a given area, the
contrasting minor components are identified in the map unit descriptions along with
some characteristics of each. A few areas of minor components may not have been
observed, and consequently they are not mentioned in the descriptions, especially
where the pattern was so complex that it was impractical to make enough observations
to identify all the soils and miscellaneous areas on the landscape.
The presence of minor components in a map unit in noway diminishes the usefulness
or accuracy of the data. The objective of mapping is not to delineate pure taxonomic
classes but rather to separate the landscape into landforms or landform segments that
have similar use and management requirements. The delineation of such segments
on the map provides sufficient information for the development of resource plans. If
intensive use of small areas is planned, however, onsite Investigation is needed to
define and locate the soils and miscellaneous areas.

Custom Soil Resource Report
An identifying symbol precedes the map unit name in the map unit descriptions. Each
description includes general facts about the unit and gives important soil properties
and qualities.
Sails that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major horizons
that are similar in composition, thickness, and arrangement.
Soils of one series can differ.in texture of the surface layer, slope, stoniness, salinity,
degree of erosion, and other characteristics that affect their use. On the basis of such
differences, a soil series is divided into soil phases. Most of the areas shown on the
detailed soil maps are phases of soil series. The name of a soil phase commonly
indicates a feature that affects use or management. For example, Alpha silt loam, 0
to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps. The
pattern and proportion of the soils or miscellaneous areas are somewhat similar in all
areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present or
anticipated uses of the map units in the survey area, it was not considered practical
or necessary to map the soils or miscellaneous areas separately. The pattern and
relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -
Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas that
could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion of
the soils or miscellaneous areas in a mapped area are not uniform. An area can be
made up of only one of the major soils or miscellaneous areas, or it can be made up
of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys Include miscellaneous areas. Such areas have little or no soil material
and support little or no vegetation. Rock outcrop is an example.

Custom Soil Resource Report
New Hanover County, North Carolina
Kr--Kureb sand, i to 8 percent slopes
Map Unit Setting
Elevation: 0 to 20 feet
Mean annual precipitation: 42 to 58 inches
Mean annual air temperature: 61 to 64 degrees F
Frost -free period: 190 to 270 days
Map Unit Composition
Kureb and similar soils. 85 percent
Minor components: 5 percent
Description of Kureb
Setting
Landfonn. Rims on caroling bays, ridges on marine terraces
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Crest
Down -slope shape: Convex
Across -slope shape: Convex
Parent material. Eolian sands and/or sandy fluviomarine deposits
Properties and qualities
Slope: 0 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Excessively drained
Capacity of the most limiting layer to transmit water (Ksat): High to very high (5.95
to 19.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity. Very low (about 1.8 inches)
Interpretive groups
Land capability (nonirrigated): 7s
Typical profile
0 to 3 inches: Sand
3 to 26 inches: Sand
26 to 89 inches: Sand
Minor Components
Leon
Percent of map unit. 5 percent
Landform. Flats on marine terraces
Down -slope shape: Linear
Across -slope shape: Concave
10

Custom Soil Resource Report
Ly—Lynn Haven fine sand
Map Unit Setting
Elevation: 20 to 160 feet
Mean annual precipitation: 40 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost --free period, 200 to 280 days
Map Unit Composition
Lynn haven, undrained, and similar soils. 85 percent
Description of Lynn Haven, Undrained
Setting
Lancform: Flats on marine terraces
Down -slope shape: Linear
Across -slope shape: Linear
Parent material., Sandy fluviomarine deposits and/or eolian sands
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 5.95 in/hr)
Depth to water table: About 0 to 6 inches
Frequency of flooding. None
Frequency of ponding: None
Maximum salinity., Nonsaline (0.0 to 2.0 mmhos/cm)
Available water capacity: Moderate (about 8.3 inchesl
Interpretive groups
Land capability (nonirrigated): 4w
Typical profile
0 to 9 inches: Sand
9 to 12 inches: Fine sand
12 to 80 inches: Sand
11