SW8070319_Historical File_20100128

��'h
NCDENR
North Carolina Department of Environment and Natural Resources
Beverly Eaves Perdue
Governor
Januaryy 28, 2010
Mr. Jon Vincent, Managing
Hwy 421 Properties, LLC
1508 Military Cutoff Road,
Wilmington, NC 28403
Division of Water Quality
Coleen H. Sullins
Director
Member
Suite 302
Subject: State Stormwater Management Permit No. SW8 070319
Wolseley, N.A. — U.S. Hwy 421 Project
High Density Commercial Wet Pond and Infil. Trench Project
New Hanover County
Dear Mr. Vincent:
Dee Freeman
Secretary
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Wolseley, N.A. — U.S. Hwy 421 Project on January 6, 2010. 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 Session Law
2008-211. We are forwarding Permit No. SW8 070319 dated January 28, 2010, for the
construction of the subject project.
This permit shall be effective from the date of issuance until August 8, 2017, and shall
be subject to the conditions and limitations as specified therein. Please pay special
attention to the Operation and Maintenance requirements in this permit. Failure to
establish an adequate system for operation and maintenance of the stormwater
management system will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you
have the right to request an adjudicatory hearing upon written request within thirty (30)
days following receipt of this permit. This request must be in the form of a written
petition, conforming to Chapter 150B of the North Carolina General Statutes, and filed
with the Office of Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-
7447. Unless such demands are made this permit shall be final and binding. If you
have any questions, or need additional information concerning this matter, please
contact Kelly Johnson, or me at [phone].
Sin rely,
, &4z-_4
G eorgette Scott
Stormwater Supervisor
Division of Water Quality
GDS/ KPJ: S:\WQS\S T ORMWA T ER\PERMI T \0703119MOD.jani0
cc: Jay Carmine, P.E., Coastal !_and Design
New Hanover County Building Inspections
Beth E. Wetherill, New Hanover County Engineering
Division of Coastal Management
Wilmington Regional Office Stormwater File
Central Files
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 ' One
Phone: [phone] FAX: [phone] Customer Service: 1-877-623.6748 North C arolina
Internet: www.ncwaterquality.org ��,tur��l�
An Equal Opportunity 1 Affirmative Action Employer

State Stormwater Management Systems
Permit No. SW8 070319
STATE OF NORTH CAROLINA Jftlkllo nf%
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Jon Vincent & Hwy 421 Properties, LLC
Wolseley, N.A. — U.S. Hwy 421 Project
3881 U.S. Highway 421 North, New Hanover County
FOR THE
construction, operation and maintenance of one (1) wet detention pond and one (1)
infiltration trench in compliance with the provisions of 15A NCAC 2H .1000 and Session
Law 2008-211 (hereafter collectively referred to as the "stormwater rules') the approved
stormwater management plans and specifications and other supporting data as
attached and on He 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 August 8, 2017, 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 Sections 1.7 and 1.8 of this permit. The stormwater controls
have been designed to handle the runoff from a total of 394,165 square feet of
impervious area. The wet pond will treat 387,915 sf and the infiltration trench will
treat 6,250 sf.
3. A 50' wide vegetative buffer must be provided adjacent impounded structures,
streams, rivers and tidal waters.
4. The tract will be limited to the amount of built -upon area indicated on paqe 3 of
this permit, and per approved plans. The built -upon area for the future
development is limited to 240,185 sf to drain to the pond, which is included in the
387,915sf total impervious to drain to the pond.
5. 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 showing all such required easements, in accordance with the
approved plans.
Page 2 of 8

State Stormwater Management Systems
Permit No. SW8 070319
[:
7.
The runoff from all built -upon area within the permitted drainage areas of this
project must be directed into the permitted stormwater control system.
The following design criteria have been provided in the wet detention pond and
must be maintained at design condition:
a. Drainage Area, acres:
Onsite, ft
Offsite, ft2:
b. Total Impervioul Surfaces, ft2:
Onsite, ft
Offsite, ft2:
C. Design Storm, inches:
d. Average Pond Design Depth, feet:
e. TSS removal efficiency:
f. Permanent Pool Elevation, FMSL:
gg Permanent Pool Surface Areq, ft
Fi. Permitted Storage Volume, ft
i. Temporary Storage Elevation, FMSL:
j. Pre-dev. 1 yr-24 hrdischarge rate, cfs:
k. Controlling Orifice:
I. Orifice flowrate, cfs:
M. Permitted Forebay Volume, ft3:
n. Fountain Horsepower
o. Receiving Stream/River Basin:
P. Stream Index Number:
q. Classification of Water Body:
12.44
542,000
0
387,915
387,915
0
1.5
5.0
90%
14.5
36,203
61,308
16.0
0.62
3.0" 0 pipe
0.16
36,473
3/4
Cape Fear River / Cape Fear
15-25-1-9
"C; SW"
8. The following design criteria have been permitted for the infiltration trench system
and must be provided and maintained at design condition. The infiltration trench
has been designed to infiltrate the 10yr24hr storm event without discharging as
calculated using one-half of the infiltration rate reported in the soils report.
Therefore, no bypass or vegetated filter strip is required. The trench drains to the
same receiving stream as the wet pond:
a. Drainage Area, acres:
Onsite, ft :
Offsite, ft2:
b. Total Impervious Surfaces, ft2:
Onsite, ft
Offsite, ft2:
C. Design Storm (10yr24hr), inches:
d. Trench Length, feet:
e. Trench Width, feet:
f. Trench Depth, feet:
g. Bottom Elevation, FMSL:
h. Bottom Surface Area, ft
*j. Perforated Pipe Diameter, in.:
*k. Perforated Pipe Length, ft: s
I. Permitted Storage Volume, ft
M. Predevelopment 1 yr 24 hr peak flow, cfs:
n. Type of Soil:
o. Infiltration Rate from Soils Report, in/hr:
P. Seasonal High Water Table, FMSL:
q. Time to Draw Down 10yr24hr Event, hours
0.143
6,250
0
6,250
6,250
0
7.13
105.00
13.25
1.25
13.20
1,391
12
105
745
0.01
Medium Sand
24.0 (12" used for calc)
11.2
2.54
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 070319
II. SCHEDULE OF COMPLIANCE
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 time 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. Mowinq and re -vegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow
spreader, catch basins and piping.
g. Access to the outlet structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
5. Decorative spray fountains will be allowed in the wet detention pond, subject to
the following criteria:
a. The fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the
deepest part of the pond.
c. The falling water from the fountain must be centered in the pond, away
from the shoreline..
d. The maximum horsepower for a fountain in this pond is 3/4 horsepower.
6. The facilities shall be constructed as shown on the approved plans. This permit
shall become void unless the facilities are constructed in accordance with the
conditions of this permit, the approved plans and specifications, and other
supporting data.
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the .Certification. A
modification may be required for those deviations.
8. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
9. Access W. the stormwater facilities for inspection and maintenance shall be
maintained via appropriate recorded easements at all times.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 070319
10. 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.
11. 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.
12. A copy of the approved plans and specifications shall be maintained on file by
the Permittee at all times.
13. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
III. GENERAL CONDITIONS
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 permittee or project, or a mailing address change, the
permittee must submit a completed and signed Name/Ownership Change Form,
to the Division of Water Quality, accompanied by the supporting documentation
as listed on page 2 of 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. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
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.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 070319
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 or terminated for
cause. The riling of a request for a permit modification, revocation and re -
issuance 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 request 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 issued this the 28th day of January 2010.
NOEtTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
. UC�.f 17
Or Coleen JK Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

State Stormwater Management Systems '
Permit No. SW8 070319
Wolseley. N.A. — U.S. Hwy 421 Project
Stormwater Permit No. SW8 070319
New Hanover County
Designer's Certification
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/ weekly/ full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 7 of 8

State Stormwater Management Systems
Permit No. SW8 070319
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. Required drawdown devices are correctly sized and located per the
approved plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf,
and a forebay.
15. The required system dimensions are provided per the approved plans.
16. All components of the stormwater BMP are located in either recorded
common areas, or recorded easements.
cc: NCDENR-DWQ Regional Office
New Hanover County Building Inspections
Page 8 of 8

1
State of North Carolina
impartment of Environment and Natural Resources.
AUG 13 2009 Division of Water Quality
By. STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
L GENERAL INFORMATION:
1. Applicant's name (specify the name of the corporation, individual, etc. who owns the project):
Hwy 421 Properties, LLC
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
McKinley D..Dull — Member (see authorization letter from Jon T. Vincent — Managing Member)
3. Mailing Address for person listed in item 2 above:
1508 .Military Cutoff Road, Suite 302
City: Wilmington State: North Carolina Zip: 28403
Phone: ( 910 ) 395 — 6036 Fax: ( 910 ) 395 — 6605
Email: [e-mail]
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Wolseley, N.A. — U.S..Hwy 421 .Project
5. Location of Project (street address):
3881 U.S. Highway 421 North
City: Wilmington County: New Hanover Zip: 28451
6. Directions to project (from nearest major intersection): '
On West side of U.S. Highway 421, approximately 0.8mi North of the intersection of the I-140 Wilmington'
Bypass and U.S. Highway 421.
7. Latitude: 340 18' 00" N Longitude: 770 58' 40" W of project
8. Contact person who can answer questions about the project:
Name: Walter "Pete" Avery Telephone Number: (91.0) 395 — 6036
Email: [e-mail]
H. PERMIT INFORMATION:
1. Specify whether project is (check one): ❑ New ❑ Renewal ® Modification
Form: SWU-101 Version 09.25.08 Page 1 of 4

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number SW8 070319MOD and its issue date (if known) May 15, 2008
3. Specify the type of project (check one):
❑ Low Density 0 High Density ❑ Redevelop ❑ General Permit ❑ Universal SMP ❑ Other
4. Additional Project Requirements (check applicable blanks; information on required state permits can be obtained by contacting
the Customer Service Center at 1-877-623-6748):
❑ CAMA Major ❑ Sedimentation/Erosion Control ❑ 404/401 Permit ❑ NPDES Stormwater
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative (one to two pages)
describing stormwater management for the project.
Stormwater will be treated by one on -site infiltration trench for the warehouse dock pit and one conventional
stormwater pond for the remainder of the BUA.
2. Stormwater runoff from this project drains to the Cape Fear River basin.
3. Total Property Area: 13.8686 acres 4. Total Coastal Wetland Area: -0- acres
5. Total Property Area (3) —Total Coastal Wetlands Area (4) = Total Project Area**: 13.8686 acres
6. (Total Impervious Area / Total Project Area) X 100 = Project Built Upon Area (BUA): 65.25 %
7. How many drainage basins does the project have? 1
8. Complete the following information for each drainage area. If there are more than two drainage areas in the project, attach an
additional sheet with the information for each area provided in the same format as below. For high density projects, complete
the table with one drainage area for each engineered ctnrmwater device
Basin Information
Draina *e Bassin #i (Pond)
Drainaue Basin n2 (Trench)
Receiving Stream Name
Cape .Fear River
Cape Fear River
Receiving Stream Class & Index No.
Q Sw; 15-25-1-9
C; Sw; 15-25-1.-9
Total Drainage Area (sf)
542,000 ftz
6,250 ftz
On -Site Drainage Area (sf)
542,000 f'
6,250 ftz
Off -Site Drainage Area (si)
-0-
-0-
Existing Impervious* Area (sf)
-0-
-0-
Proposed Impervious* Area (sf)
387,915 f
6,250 ftz
% Impervious* Area (total)
71.57 %
100.00 %
Impervious* Surface Area
Drainage Basin 4-1 (Pond)
Drainage Basin #2 (Trench)
On-Site Buildings (st)
70,365
-0- — ~
On -Site Streets (sf)
5,815 fC
-0-
On-Site Parking (sf)
67,050 ft
6,250 If
On -Site Sidewalks (sf)
4,500 W
-0-
Other On -Site (sf) [Future, Develop]
240,185 ft
-0-
Off -Site (st)
-0-
-0-
Total (sf):
387,915 ftz
6,250 ftz
r Impervious area is aejinea as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc. wr��._�
**Total project area shall be calculated based on the currentpolicy regarding inclus7 i the built upon area
percentage calculation.
JAN 0 6 2010
Form: SWU-101 Version 09.25.08 Page 2 of 4
BY:

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
e 'sting permit number SW8 070319MOD and its issue date (if known) May 15, 2008
3. Spe 'fy the type of project (check one):
❑ L Density ® High Density ❑ Redevelop ❑ General Permit ❑ Universal SMP ❑ Other
4. Additional Project Requirements (check applicable blanks; information on required state permits can be obtained by contacting
the Customer ice Center at 1-877-623-6748):
❑ CAMA Major ❑ Sedimentation/Erosion Control ❑ 404/401 Permit ❑ NPDES Stormwater
III. PROJECT ORMATION
1. In the space provided low, summarize how stormwater will be treated. Also attach a detailed narrative (one to two pages)
describing stormwater gement for the project.
Stormwater will be treate by one (1) on -site conventional stormwater Dond.
2. Stormwater runoff from this proje drains to the Cape Fear River basin.
3. Total Property Area: 13. 86 acres 4. Total Coastal Wetland Area: -0- acres
5. Total Property Area (3) — Total Coastal tlands Area (4) = Total Project Area**: 13.8686 acres
6. (Total Impervious Area / Total Project Area) 100 = Project Built Upon Area (BUA): 65.25 %
7. How many drainage basins does the project have 1
8. Complete the following information for each drainake area. If there are more than two drainage areas in the project, attach an
additional sheet with the information for each area pravided in the same format as below. For high density projects, complete
the table with one drainage area for each engineered stormwater device_
Basin Information
Overall Pro`' _ ty Boundary
Drainage Basin 41
Receiving Stream Name
Cape Fear\River
Cape Fear River
Receiving Stream Class & Index No.
Q Sw; 15-2--1-9
C. Sw; 15-25-1-9
Total Drainage Area (sf)
604,118 ftN
542,000 ft
On -Site Drainage Area (sf)
604,118 ft2
542,000 fe
Off -Site Drainage Area (sf)
-0- ,
-0-
Existing Impervious* Area (sf)
-0-
-0-
Proposed Impervious* Area (sf)
394,165 fl ,
387,915 fe
% Impervious* Area (total)
65.25 %
71.57 %
Impervious* Surface Area
Overall Property Boundary
Drainage Basin 41
On -Site Buildings (sf)
70,365 fe
701365
On -Site Streets (sf)
-0-
-0-
On-Site Parking (sf)
73,300 If
67,050
On -Site Sidewalks (sf)
4,500 if
4,500
Other On -Site (sf) [Future Develop]
246,000 W
246,000 fe
Off -Site (sf)
-0-
-0-
Total (sf):
394,165 fe
387,915 W
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
** Total project area shall be calculated based on the current policy regarding inclusion of wetlands in the built upon area
percentage calculation.
Form: SWU-101 Version 09.25.08 Page 2 of 4

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number SW8 070319MOD and its issue date (if known) May 15, 2008
3. Specify the type of project (check one):
❑ Low Density ® High Density ❑ Redevelop ❑ General Permit ❑ Universal SUP ❑ Other
4. Additional Project Requirements (check applicable blanks; information on required state permits can be obtained by contacting
the Customer Service Center at 1-877-623-6748):
❑ CAMA Major ❑ Sedimentation/Erosion Control ❑ 404/401 Permit ❑ NPDES Stormwater
in. PROJECT INFORMATION
1. In the space provided below, suinmarize how stormwater will be treated. Also attach a detailed narrative (one to two pages)
describing stormwater manageme`gt for the project.
Stormwater will be treated b:
on -site conventional stormwater
2. Stormwater runoff from this project drains'
3. Total Property Area: 13.8686
the Cape Fear River basin.
5. Total Property Area (3) — Total Coastal Wetlands
acres 4. Total Coastal Wetland Area: -0- acres
-ea (4) = Total Project Area**: 13.8686 acres
6. (Total Impervious Area / Total Project Area) X 100 =
7. How many drainage basins does the project have?
Built Upon Area (BUA): 65.25 %
8. Complete the following information for each drainage area. If there are more than two drainage areas in the project, attach an
additional sheet with the information for each area provided in the same format as below. For high density projects, complete
the table with one drainage area fnr each enuineered cnrmwater rlevirn
Basin information
Qvgall Pros qty Boundary
Drainage Basin #1
Receiving Stream Name
Cape Fear River
Cape .Fear River
Receiving Stream Class & Index No.
Q Sw; 15-25-1-9
C; Sw; 15-25-1-9
Total Drainage Area (st)
604,118 ff2
542,000 ftz
On -Site Drainage Area (sf)
604,118 W
542,000 tf
Off -Site Drainage Area (sf)
-0-
-0-
Existing Impervious* Area (sf)
-0-
-0-
Proposed Impervious* Area (st)
394,165 fe
387,915 ft2
% Impervious* Area (total)
65.25 %
71.57 %
Impervious* Surface Area
Overall 11'ropem, Boundary
inage Basin # I
On -Site Buildings (sf)
_
70,365
70,365 W
On -Site Streets (sf)
5,815 if
5"815
On -Site Parking (sf)
73,300 W
67,650 W
On -Site Sidewalks (sf)
4,500 ft2
4,500 If
Other Or. -Site (st) [Future Develop]
240,185 W
2405185
Off -Site (sf),
-0-
-0-
Total (sf):
394,165 ft2
387,915 ft2
I Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
** Total project area shall be calculated based on the current policy regarding inclusion of wetlands in the built upon area
percentage calculation. RECEIVED
Form: SW-101 Version 09.25.08 Page 2 of 4 NOV 2 4 2009

9. How was the off -site impervious area listed above derived? There is no off -site drainage to this project.
Projects in Union County: Contact the DWQ Central Office staff to check to see if your project is located within a
Threatened & Endangered Species watershed that may be subject to more stringent stormwater requirements
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following deed restrictions and protective covenants are required to be recorded for all subdivisions, outparcels, and
future development prior to sale of any lots. If lot sizes vary significantly, a table listing each lot number, size, and the allowable
built -upon area for each lost must be provided as an attachment.
Form DRPC-1
High Density Commercial Subdivisions
Form DRPC-2
High Density Developments with Outparcels
Form DRPC-3
High Density Residential Subdivisions
Form DRPC-4
Low Density Commercial Subdivisions
Form DRPC-5
Low Density Residential Subdivisions
Form DRPC-6
Low Density Residential Subdivisions with Curb Outlets
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land , that the required covenants cannot be changed or deleted
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each BNIP
specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status and
availability of these forms.
Form SW401-Low Density
Low Density Supplement
Form SW401-Curb Outlet System
Curb Outlet System Supplement
Form SW401-Off-Site System
Off -Site System Supplement
Form SW401-Wet Detention Basin
Wet Detention Basin Supplement
Form SW401-Infiltration Basin
Infiltration Basin Supplement
Form SW401-Infiltration Trench
Underground Infiltration Trench Supplement
Form SW401-Bioretention Cell
Bioretention Cell Supplement
Form SW401-Level Spreader
Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Form SW401-Grassed Swale
Grassed Swale Supplement
Form SW401-Sand Filter
Sand Filter Supplement
Form SW401-Permeable Pavement
Permeable Pavement Supplement
Form SW401-Cistern
Cistern Supplement
Form: SVIU-101 Version 09.25.08 Page 3 of 4

VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ). A
complete package includes all of the items listed below. The complete application package should be submitted to the
appropriate DWQ Regional Office. (Appropriate office may be found by locating project on the interacted online map at
bgp://h2o.enr.state.nc.us/su/msi maps."bn
Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form
• Original and one copy of the Deed Restrictions & Protective Covenants Form (rf required as
per Part IV above)
• Original of the applicable Supplement Form(s) and O&M agreement(s) for each BMP _
• Permit application processing fee of $505 (Express: $4,000 for HD, $2,000 for LD) payable to
NCDENR
• Calculations and detailed narrative description of stormwater treatment /management
• Copy of any applicable soils report
• Three copies of plans and specifications, including:
-Development/Project name
-Engineer and firm
-Legend
-North Arrow
-Scale
-Revision number & date
-Mean high water line
-Dimensioned property / project boundary
-Location map with named streets or NCSR numbers
-Original contours, proposed contours, spot elevations, finished floor elevations
-Details of roads, drainage features, collection systems, and stormwater control measures
-Wetlands delineated, or a note on plans that none exist
-Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
-Drainage areas delineated
-Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate submittal authority to another individual or firm so that they may provide information on your behalf,
please complete this section:
Designated agent (individual or firm): Coastal Land Design, PLLC
Mailing Address: P.O. Box 1.172
City: Wilmington
Phone: ( 910 ) 254 - 9333
Email: [e-mail]
VIII. APPLICANT'S CERTIFICATION
State: North Carolina Zip: 28402
Fax: ( 910 ) 245 - 0502
I, (print or type name ofperson listed in GeneralIgformation, item 2) McKinley D. Dull
certify that the information included on this permit application form is, to the best of my knowledge, correct and that the
project will be constructed in conformance with the approved plans, that the required deed restrictions and protective
covenants will be, f#orge"nd +at thq'Np r lect complies with the requirements of 15A NCAC 2H .1000.
Signature:
Date: S -1 O - G
Form: SWU-101 Version 09.25.08 Page 4 of 4

State Stormwater Management Systems
Permit No. SW8 070319
Wolseley. N.A. - U.S. Hwy 421 Project
Stormwater Permit No. SW8 070319
New Hanover County
Designer's Certification
I, JJJY R, C'MmrNm , as a duly registered -PRoF6s,oNHL_ in the
State of North Carolina, having been authorized to observe ( eriodicall / weekly/ full
time) the construction of the project,
1NaLSI-2L^f, N. A. — Q. S . J+w Y 421 409W gcT (etfase- -_
(Project)
for HWY 4zi PfZeP6erli3. LLc (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specifications:
1 5i WND IS Si71.L 8'9JVC7 LM41-R&D As 4SeBjM&,.rj- govN MK Pfi6_5e-=
ebnls772uC1)uN, Rlst?2 4/1LL &6 MojFreB7b PWMIM7 0 61MMALCOONSs
( Iz� M- THE L-am -6-naN OF PltasE-'n.
(WIL) & ner%M WILL S6 RZtX4C0hb W1i6tiu ntE S)Tr )S Cc+rpi'UM.
Signature
Registr n Number ?f033196
Date ?_o- Prep L-2o)0

State Stormwater Management Systems
Permit No. SW8 070319
Certification Requirements:
Je.c 1.
The drainage area to the system contains approximately the
permitted
acreage.
sec- 2.
The drainage area to the system contains no more than the permitted
amount of built -upon area.
uRc 3.
All the built -upon area associated with the project is that the
graded such
runoff drains to the system.
Jec- 4.
All roof drains are located such that the runoff is directed into the system.
5.
The outlet structure elevations are per the approved plan.
J2c, 6.
The outlet structure is located per the approved plans.
1. 7.
Trash rack is provided on the outlet structure.
JWc 8.
All slopes are grassed with permanent vegetation.
J2c 9.
Vegetated slopes are no steeper than 3:1.
2c 10.
The inlets are located per the approved plans and do not cause short-
circuiting of the system.
Jac. 11.
The permitted amounts of surface area and/or volume have been
provided.
—12.
Required drawdown devices are correctly sized and located per the
approved plans.
13.
All required design depths are provided..
14.
All required parts of the system are provided, such as a vegetated shelf,
and a forebay.
15.
The required system dimensions are provided per the approved plans.
--16.
All components of the stormwater BMP are located in either recorded
common areas, or recorded easements.
cc: NCDENR-DWQ
Regional Office
New
Hanover County Building Inspections

aaoq URcam.
coastal. Land Design, PLLC
Civil Engineering / Landscape Architecture / Construction Management
P.O.Box 1172
Wilmington, NC 28402
January 27, 2010
NCDENR — Division of Water Quality
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
Attn: Kelly Johnson
Phone:[phone]
Fax:[phone]
Re: Request for Additional Information (SW8 070319)
Dear Ms. Johnson:
Coastal Land Design, PLLC (CLD) has received and reviewed your Request for Additional Information dated
January 26, 2009 pertaining to the Wolseley, N.A. — U.S. Hwy 421 Project stormwater application. For
clarity, your comments are repeated in bold, and our responses are shown in normal font.
1) JB-3 to JB-4: Please add to the proposed piping system.
There was a text error on in the labeling of JB-3 in the piping schedule. JB-4 connects to JB-3 in
the plans, calculations, and models, but was listed as JB-4 connecting to JB-1 in the table. The
text error has been changed to reflect JB-4 connecting to JB-3. Please refer the revised piping
schedule on the revised Sheet SW-01 of the plans included with this response.
2) Drainage Area Map: Please add this to the plan.
There actually is a line around the dock pit that indicates the separate drainage area. However, I
do admit that the drawing is rather busy and it may not show up very clearly. I apologize for the
crowded drawing. The linetype has been darkened to show up more distinctly on the plans.
Please refer to the revised Sheet SW-01 included with this response.
3) Updating Calculations: Please note that a revision to one number may have a domino effect on
other numbers, which may require revision of the applications, calculations, supplements,
plans, details, and associated documentation. Please verify all numbers are correct to ensure
consistency in the application documents. I have made considerable effort to identify areas of
concern, however, because substantial changes are warranted please carefully review your
resubmittal in order to ensure that all of the required items are submitted and correct. Please
also note that any calculations in your resubmittal must be stamped.
No changes are required to the submittal other than the revisions to Sheet SW-01.
Sincerel
/ Jay R. Carmine, P.E.
RECEIVED
JAN 2 7 2010

Coastal Land Design, PLLC.
P. O. Box 1172 Wilmington, NC 28402
Phone:[phone] Fax:[phone]
To:
NCDENR — Wilmington Regional Office
i27 Cardinal Drive Extension
Wilmington, NC 28405
(910) 796 — 7215
Attn: I Keliv .iofflnson. P.E.
❑ As Requested
Sent via Mail
❑ For Your Files
❑ Sent via Courier
REC'D JAN 2 7 2010
Transmittal
Date: January 27, 2010
File: 650-04
Subject:
Stock Building Supply (SW8 070319M1OD)
Stormwater Modification Submittal
❑ For Distribution ® For your Review / Action / Approval
Quantity Drawing No. Description
1 Original Response Letter to Request for Additional Information
2 Rev-3 Sheet SW-01of the Stormwater Construction Plans
JAN 2 7 2010
REMARKS I Please contact our office if you have any questions or concerns.
650-04 Transmittal NCDENR-DWQ 012710.doex

Ay
�"A
WNW
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
January 26, 2010
Mr. McKinley Dull
Hwy 421 Properties, LLC
1508 Military Cutoff Road, Suite 302
Wilmington, NC 28403
Subject: Request for Additional Information
Stormwater Project No. SW8 070319
Worsley, N.A. — U.S. Hwy 421 Project
New Hanover County
Dear Mr. Dull:
The Wilmington Regional Office received a State Stormwater Management Permit Application for the
project located at 3881 US Highway 421 North in Wilmington on January 6, 2010. The Division of
Water Quality has conducted a preliminary review of that information and determined that the application
is not complete. The following information is needed to continue the stormwater review:
1 J13-3 to JB-4: Please add to the proposed piping system table.
2. Drainage Area Map: Please add this to the plans.
3. Updating calculations: Please note that a revision to one number may have a domino effect
on other numbers, which may require revision of the applications, calculations, supplements,
plans, details, and associated documentation. Please verify all numbers are correct to ensure
consistency in the application documents. I have made considerable effort to identify areas of
concern, however, because substantial changes are warranted please carefully review your re -
submittal in order to ensure that all of the required items are submitted and correct. Please
also note that any calculations in your re -submittal must be stamped.
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 February 2, 2010, or the application will
be returned as incomplete. The return of a project will necessitate resubmittal of all required items,
including the application fee.
If you need additional time to submit the information, please mail, 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
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX [phone] Customer Service:1-877-623-6748 NorthCarolina
Internet www.ncwaterquality.org
An Equal opportunity l Afflrmadve Action Employer Aahw1i r�

SW8 070319
January 26, 2010
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].
Sincer ly,
Kelly`Johnson
Environmental Engineer
GS/KJ: S:\WQS\STORMWATER\ADDINFO\2009\070319MOD.jan10
CC: Jay Carmine, PE, Coastal Land Design. PLLC
Stormwater Permitting, WiRO files
Page 2 of 2

Coastal Land Design, PLLC.
P. O. Box 1172 Wilmington, NC 28402
Phone:[phone] Fax:[phone]
To:
NCDENR — Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
(910) 796 — 7215
Attn:
Kelm• Johnson, P.E.
RED JAN 0 6 2010
2L11
Transmittal
Date: January 6, 2010
File: 650-04
Subject:
Stock Building Supply (SW8 0703I9mbD)
Stormwater Modification Submittal
❑ As Requested ❑ For Your Files ❑ For Distribution ® For your Review / Action / Approval
❑ Sent via Mail ❑ Sent via Courier
Quantity
Drawing No.
Description
1
Original
Response Letter to Request for Additional Information
2
Copies
Revised Sheet 2 of the Stormwater Management Permit Application Form (Revised Table 1II.8)
1
Original
Infiltration Trench Supplement
1
Original
Infiltration Trench Operation and Maintenance Agreement
1
Copy
Revised Stormwater Narrative
1
Copy
Infiltration Trench Capacity Design
1
Copy
Soils Report for Infiltration Trench Addition
3
Copies
Revised Construction Plans
1614
�-TUX
JAN0201
BY:
650-04 Transmittal NCDF,NR-DWQ 010610.doex

Coastal. Land Design, PLLC
Civil Engineering / Landscape Architecture / Construction Management
P.O.Box 1172 Phone: [phone]
Wilmington, NC 28402 Fax: [phone]
January 6, 2010 JAN 0 6 2010
NCDENR — Division of Water Quality BY:
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
Attn: Kelly Johnson
Re: Request for Additional Information (SW8 070319)
Dear Ms. Johnson:
Coastal Land Design, PLLC (CLD) has received and reviewed your Request for Additional Information dated
December 11, 2009 pertaining to the Wolseley, N.A. — U.S. Hwy 421 Project stormwater application. For
clarity, your comments are repeated in bold, and our responses are shown in normal font.
1) Impervious Area Treated: The overall property has 394,165sf of impervious area, and the pond
is designed for 387,915sf of impervious area. The narrative indicates that 6,250sf of impervious
from the dock pit does not drain to the pond, however all impervious area (including the
loading dock) must drain to the pond.
An infiltration trench has been designed, per your suggestion, to treat the runoff from the dock
pit area. Please refer to Sheet SW-01 of the revised plan set included with this response.
2) Impervious Dimensions: Please show all known dimensions of impervious area not already
shown on the plans (such as the loading dock).
Additional supplemental dimensions have been added to the plans for your convenience. Please
refer to the Sheet SW-01 of the revised plan set included with this response.
3) Updating Calculations: Please note that a revision to one number may have a domino effect on
other numbers, which may require revision of the applications, calculations, supplements,
plans, details, and associated documentation. Please verify all numbers are correct to ensure
consistency in the application documents. I have made considerable effort to identify areas of
concern, however, because substantial changes are warranted please carefully review your
resubmittal in order to ensure that all of the required items are submitted and correct. Please
also note that any calculations in your resubmittal must be stamped.
Included with this response are Sheet SW-01 of the revised plan set, the revised stormwater
narrative, the infiltration trench capacity design calculations, the infiltration trench supplement,
the infiltration trench operation and maintenance agreement, the soils report performed by ECS
Carolinas, LLP, and the two revised copies of Sheet 2 of the stormwater application.
Sincerely,
Jay R. Carmine, P.E.

Stormwater Narrative
For
Wolseley, N.A. — U.S. Hwy 421
New Hanover County, North Carolina
Prepared by:
Coastal Land Design, PLLC
Civil Engineering / Landscape Architecture I Construction Management
P.O.Box 1172
Wihuington, NC 29402
Prepared for:
Phone: [phone]
Fax:[phone] �01-(V iArI ./
EA4
Hwy 421 Properties, LLC .��.,�. «. • : �_.o
1508 Military Cutoff Road, Suite 302
4ilmington, NC 28403 op
Project
JAN 0 6 2010
January 4, 2010
BY:��—

Narrative
Proiect Description
The Wolseley, N.A. — U.S. Hwy 421 Project is an approximately 13.9 acre proposed commercial development off of
N.C. Highway 421 i.-i New Hanover County. The stormwater permit that this site is applying for is a modification to
the previously approved stormwater permit SW8 070319MOD. That permit was issued on May 15, 2008. The land
owners have changed and the layout of the development has changed slightly. This project will also be a high
density stormwater project. The project will use a proposed on -site stormwater pond and an on -site infiltration
trench to treat stormwater from this site. Stormwater will be collected by drop grates throughout the property and
will be directed towards the pond through a piping system that is designed for the 25-year storm event; as per New
Hanover County stormwater requirements.
Some of the pond dimensions have be modified slightly from the previous permit for this land (SW8 070319MOD),
and the overall drainage basin has been reduced and the impervious surface draining toward the proposed pond has
been increased. The drainage basin has been reduced from 602,992sf to 542,000sf and the proposed impervious has
been increased from 382,411sf to 387,915sf. A 5' wide berm has been added in between the main pond and forebay.
The emergency spillway is located on the berm of the forebay and it has not moved from the previously permitted
location. It was positioned in that location so the natural discharge point for the drainage basin would be maintained.
The proposed stormwater pond is designed to meet both NCDENR's and New Hanover County's stormwater
requirements.
The proposed building will require the use of a four (4) foot below grade dock pit to facilitate level unloading and
loading from delivery trucks into the building. The drainage area from this dock pit is 6,250sf. Previous designs had
the dock pit discharging the site with without treatment. However, through conversations with the State, an
infiltration trench has been designed to handle the drainage fi•om this area. It will be collected by a 12" slotted drain
line in the dock pit and directed to the infiltration trench. The trench dimensions are 13.25ft wide, 105ft long, and
15" deep. This will allow a 12" perforated pipe and washed #57 stone to be wrapped in filter fabric and still remain
24" above the seasonal high water table. A junction box with a weir is set the downstream portion of the infiltration
trench such that after the design storm volume is reached (743cf), the remainder of the drainage can outlet the
system. The system is designed such that the 10yr-24hr storm can be infiltrated using half of the infiltration rate so
no bypass, vegetated filter is required, or additional storage is required.
The total amount of impervious surface for this project is 394,165sf which will consist of a building, parking lot,
sidewalk, and an allocation for future development.
Site Description
The topography of this site is slightly rolling with mild slopes ranging from 0.5% to 1% and is heavily vegetated
with a thick pine forest. The site ultimately drains to the Cape Fear River (15-25-1-9), a waterway classified as
C:Sw. The elevations on this project range from 14 feet MSL to 18 feet. The majority of the soils, according to the
Soil Survey of New Hanover County, are Lakeland sands and Leon sands. These soils have a soil hydrologic group
of A and D respectively. This property is zoned IND-2. A seasonal high water table (SHWT) evaluation was
performed by ECS Carolinas, LLP, at the main pond basin and the SHWT was determined to exist approximately 36
inches below grade. The existing grade at the boring location is approximately 16finsl, so the seasonal high water
table is estimated to be at an elevation of 13.00fmsl. Please refer to the soil boring tests included with this submittal.
This elevation is approximately 1.5 feet below the permanent pool elevation for the proposed pond. The permanent
pool elevation was set by the hydraulics necessary to outlet the pond from the site. Setting the permanent pool
elevation approximately at the SHWT elevation would mean that the permanent pool elevation was lower than the
outlet for the site. Another seasonal high water table evaluation was performed by ECS Carolinas, LLP on
December 18, 2009 and it was determined that the seasonal high water table at the infiltration trench was
approximately 36" below grade. The existing grade has been surveyed and is at elevation 14.2, so the elevation of
the SHWT is 11.2. Vince Lewis, of the State, verified this result on December 29, 2009. The infiltration test was
performed at 12" depth which corresponds to the bottom of the proposed infiltration trench. The medium sand soils
were determined to have an infiltration rate of 24in/hr; however, a rate of 12in/hr was used in the design calculations
as per the bypass and vegetated filter policy for infiltration systems.

Stormwater Treatment
Storm sewers will be installed to route stormwater to the proposed stormwater pond. This site will be graded such
that stormwater is directed towards inlet boxes where all drainage from impervious surfaces will be collected and get
routed to the proposed stormwater pond. The proposed stormwater pond is designed according to NCDENR's and
New Hanover County's stormwater requirements.
Stormwater Pond Capacity Reauirements
The permanent pool elevation for the pond is 14.50finsl and has a surface area of 36,203sf. The minimum surface
area is 27,493sf The forebay is approximately 20% of the total volume for this pond. A three inch (3") draw -down
orifice is designed to drain down the first 1.5" of runoff volume of 47,028cf in 3.4days. The minimum elevation of
the riser is 15.66fms1, but in order to satisfy New Hanover County's pre -post requirement, the riser elevation is set at
a higher elevation of 16.00fmsl. The volume stored between the riser elevation and the permanent pool is 61,308cf.
The draw -down orifice was designed to also drain this volume within 4.4days. The emergency spillway elevation is
at 17.5' and provides 1.5' of freeboard above the riser invert. NCDENR requires that the draw -down orifice
discharge for a pond be less than the pre -development conditions for the I -yr storm event for the same drainage
area. The drawdown rate through the orifice is 0.16cfs. The pre -development discharge for the 1-yr storm event for
the basin is 0.62cfs. The top of the pond is 18.4' which was set more than 0.50' above the elevation of water in the
stormwater pond during the 100-yr storm event. The width of the emergency spillway was designed to be 35' wide
and that ensures that the 100-yr storm event can pass through the spillway without overtopping the pond in the event
that the riser structure is not functioning. With the design conditions set as listed above, the conventional stormwater
pond meets both NCDENR and New Hanover County's stormwater requirements.
Infiltration Trench Capacity Requirements
The infiltration trench will be 13.25ft wide, 105ft long, and 15" deep. This will allow a 12" perforated pipe and
washed #57 stone to be wrapped in filter fabric and still remain 24" above the seasonal high water table. The total
volume stored in this system is 745cf. The minimum storage volume is 743cf, which was determined from capturing
the first 1.5" of runoff from the dock pit. The surface area of the infiltration trench is 1,391 sf and combined with the
infiltration rate of 12in/hr, the exfiltration rate of the infiltration trench is approximately 0.39cfs. The 10yr-24hr
runoff rate is estimated to be 0.041cfs. Since, the 10yr-241ir storm event can be infiltrated, this system does not
incorporate the use of an off-line bypass or vegetated filter. The slot drain rim in the dock pit is set at elevation
14.65. The `downstream' junction box has overflow weir set at elevation 14.45 (below the slotted drain rim) which
is also the top of the infiltration system. The entire storage volume is contained underneath that weir. For storm
events greater than 1.5", the stormwater will drain over the weir and discharge from the site.
Routing Requirements
New Hanover County requires that the post -development site discharge for the 2-, 10-, and 25-year storm events are
lower than the pre -development discharge for the same storm events. The pre -development discharge for this site for
the 2-, 10-, and 25-year storm events are 1.6cfs, 13.1cfs, and 20.3cfs, respectively. The post -development discharge
for the same three storm events are 1.5cfs, 11.9cfs, and 20.2cfs, respectively. Since the post -development discharge
is not greater than the pre -development discharge for the 2-, 10- and 25-year storm events, this site meets New
Hanover County's pre -post discharge requirement.

Infiltration Trench Capacity Design
New to Project: 01/04/10
SSA 1� )
i w ,SEAL r �.
.24
r
r
JAN 0 6 2010
BY:

Storage Volume Calculations
Minimum Storage Requirement
Drainage Area, A
Minimum Runoff Amount, Pm
Percent Impervious, Imp%
Runoff Coefficient, Rv
Minimum Storage Volume, Vm
Height of System, Hs
Length of System, Ls
Width of System, Ws
Surface Area of Trench, At
Stone Void Space, ns
Perforated Pipe Diameter, D
Number of Pipes, Np
Length of Perforated Pipe(s), Lp
Pipe Cross -Sectional Area, Apipe
Trench Cross -Sectional Area, Atrench
Stone Cross -Sectional Area, Astone
Total Storage Volume Provided, Vp
Acre -In of Storage Provided, Vp-ai
Drawdown Calculations
Infiltration Rate of Underlying Soils, R
Exfiltration Rate of System, Qx
Time to Drain Through System, Tsys
Seasonal High Water Table Elev, SHWT
Infiltration Tank Invert, Bot
Depth of Soil to SHWT, Ds
Time to Drain Through Soil, Tsoil
Total Time to Drain Provided Vol, Ttp
" 6,250
[sf] Giver.: Dock Pit Drainage Area
[in] Pm = NCDENR, Minimum Design Criteria
r0.95742
Given: Only Dock Pit Drainage
Rv = 0.05 + 0.009*(Imp%)
[cf] V = (P)*(Rv)*(A) - (12in/ft)
1.25
[ft] Given: Total System Dimension
105
[ft] Given: Total System Dimension
13.25
[ft] Given: Total System Dimension
1,391
[sf] At = Ls * Ws
40
[%] Given: Washed #57 Stone
12
[in] Given: Plans
u
[each] Given: Plans
105
[ft] Given: Plans
0.79
[sf] Apipe = 0.25ir(D/12)'
16.6
[sf] Atrench = Hs * Ws
15.8
[sf] Astone = Atrench - Apipe
✓
[cf] Vp = (Ls)*((Astone)*(ns/100) + Apipe)
745
0.21
[ac-in] Vp-ai = Vp - 3,630cf/ac-in
12.0
[in/hr]
0.39
[cfs]
0.02
[days]
11.20
[finsl]
13.20
[finsl]
2.00
[ft]
0.08
[days]
0.11
[days]
Given: 1/2 Soil Report Value of 24.0in/hr
Qx = (Ai*R) _ (12in/ft*3,600sec/hr)
Tsys = ( Vp / Qx) - 86,400sec/day
Given: Plans
Given: Plans
Ds = Bot - SHWT
Tsoil = (Ds / 24hr/day) _ (R/12in/hr)
Tt = Tsys + Tsoil

Determine Influent Rate into System
Area = 6,250sf (Drainage Area #2)
po = 7.13in 4hr (NOAA Atlas -14 Precipitation Estimate)
2
%Imp =100% (Percent Impervious)
Rv = 0.05 + 0.009 * %Inip
Rv = 0.05 + 0.009 * (100)
Rv = 0.95 (Runoff Coefficient)
Vol = (Pio-v,• )* (Rv)* (Area)
7.13in
Vol = 24hr * (0.95)* (6,250sf )
12hi f,
t
✓Vol = 3,528 c�4hr (Runoff Volume)
Qin = 3,528 cf * 24hr
24hr) (86,400sec)
Qiii = 0.041cfs (Rate of Runoff Influent)
Determine Exfiltration Rate of System
Ls =105 ft (Length of System)
Ws =13.25 ft (Width of System)
Ai = (Ls) * (Ws)
Ai = (105 ft)* (13.25 ft)
Ai=1,391.25sf (Area of Infiltration)
R =12.0 i�l,,, (Half of Infiltration Rate of Soils)
Qx (Ai)* (R)
} Qx = (1,391.25sf) * (12 Z12 laf•/*
lhr )*(Ift)
3,600 sec 12in
Qx = 0.39cfs (Exfiltration Rate of System)
Store Difference of Rates
NCDENR requested an evaluation of the system to determine if it could infiltrate an evenly
distributed 10yr-24hr siorrn even[ in order io be exempt from ilie off-line bypass and vegetated
filter requirement for the infiltration system. The evenly distributed runoff rate into the system
was approximated to be 0.041cfs. The system is able to exfiltrate approximately 0.39cfs through
the bottom surface. Since the exfiltration rate of the system is greater than the rate of influent as
calculated above, this system can adequately handle the 10-yr storm event.

._.:
(Ut
"PECS CAROLINAS, LLP "Sqttng� the Standard fbr Sen -
cAii OLIWAr. Geoff :t nccal • Constructi n Materials • Enviromriental Facilities
December 18,2009
t J
Highway 421 Properties, LLCRZC " 1NMD
Wilmington, North Carolina 2W3
JAN t) 6 2010
ReWenm Report of IaMmtbn Evaluation
Htftway 421 Site BY
WPrrdngton, New Hanover County, North Cerolkw
SOS Pr of No. 22.15468
Door Mr. Avery.
ECS Carolkms, l.LP (ECS) recently conducted d an Infilftation mmivation for live
prgmW starmwater best mar agernent practice (I MP) areasat the Hlghway 421 ate
In 1A►ilrrr art, Now Harmer County, North Caroko. a
. This lettm with attachments. is
the report of our evaluations.
�..;�,.I
• air: �: l�* t i #.a_w: F
..•. `. P F -8 ^. (6 I► i.: r I v.' P P t # 'A : lit $ ' i " •
- 9 =1 P Q P '1'C tl ti • OPN#. ;;.i
.1 1 1 F 1 i - e a# F e
The groundwater level ar)d the SHWT were admated at the borkg location below the
Wdsting grade elevation. A summary of the hidings am as follows:
ECS has conducted an trMrelion test utHWng a compact constant head perrneameter
near the hand suger boring to estimate the infr7t etion rate for the subawface nobs.
tnfit on are typically conducted at two feet above the St-WT. tf ttm ;SFFW is
Wu then three feet, the tat are conducted at ten inches below the surface gyration.
7211 Arden Business Park, Suitta 201, Wilmingion, NC 28,111 T: 910-688•-9114 ° F: 910- 9666 ' wrm.ecalimited,c m
FGS CanA1rcu, LLP • iC5 Fk,rk1a, LLC ' ECS lkinlJiS, LLu . C3 M4-At1a(4jc, LLC ` r CS SutAhea&iL LLC ' ECS Texos. LLP

Report ©11aftafton Evalustf n
H y 42180
WfhOrWM WwHanmer Coem #y, Ak)rM Ga rAv
P€ject No. 2Z 1$M
December 18,
Field Test Results
Below is a summary of the infiftiataon test resuft:
#nfltraWn rates and SHWr may very within the proposed site due to changes in
elevation and subsurface conditions.
Closure
1tia activWes and evaluafw approaches used In this assessment aura caonslaW with
those normally employed in assessments of this We. EC&s evaluation of site conditions
has been based on our understanding of the project information and the data obtained
during our Add acithfifies..
,, ►► E s ►s k0 ► 0 '► a •�4` A s s fi o t E- w ,e
® •' f-f i'�+ 8 l i t t i i- • '.:►+ F' ✓�F: o R's #'. M ° s c-a
w
Respecwl.
PC$ CAROUNAS.. LLP
K. Brooks ball Kris J. Stamm
Project Eager Principal
CC: Jay Carmine RE -- Coastal Land Design, PLLC
Attachments: Figure 1 - Test Location Plan
Infikakin Evaluation
2

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NghwW 421 Site Figure t--ie c Lam, man
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Provided by: CossW Land
ECS Project No.224SM jO Resign, F .LC
KB W 44iCt Liinld

Infiltration Evaluation
Highway 421 Site
Wilmington, New Hanover County, North Carolinas
ECS Project No. 22.1 a468
December 18, 2009
L cation th
1 0-14"
14"-36#
3$°-4:2"
Spoil Qescriipon
Tenlgray► fine to med. SAND
!dray fins SAND
Black silty SAND (Hardpan)
Seasonal High Water Table was estimated to be at 36 inches below the
existing grade elevation.
Infiltration Rate. 24.0 inches per .hour
Test was conducted at 12 inches below existing grade elevation
Groundwater was encountered at 42 inches below the existing grade
elution.

DIVISION OF WATER QUALITY
INFILTRATION SYSTEM INVESTIGATION
Complete and email this form to Vincent. [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: kXVS&Y1 k,N, U5 df Mgzl &2W,County:_ AI�LU tt uoye2
Street Address: 3$tI u. S, #a, #21 , kc�r� M#u, A1c
Directions from the nearest intersection of two major roads:
69MkI,ylfiT al O S'O IWILAX AXIC7H 0&3 US MY( y21 Pt T 7T1.1± 1NTAWStr_7Zc4-v
Or' V.S. Hke 4zi Atz 7nE 1=14o f3m%s
>1 acre being disturbed? RYES ENO CAMA Major required? DYES XNO
Consultant Name: T4Y CA+emjmE PF Phone: Aloe 2V4-9333
Consultant Firm Name: (10MML 64wu, P44C
Bore Number
1
2
3
4
5
5
7
a) Existing Ground Elevation
1k•�
— �j
b) Proposed Bottom Elevation
t , y
c Difference a minus b
apt-
-�-
d Add 2 ft. Min. Bore Depth)
y.c
e Hardpan Depth?
--.
Approx. Elev. Of SHWT
11. y
Max. lowest bottom elev.
13 , ti
h Infiltration Rate OK? *
Q Confirmation of SHWT *
'�
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 z&j/ Y-JUYe. Cb iNe- Sg4J
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
basin4r ench must be marked and flagged. If these areas are not flagged, the Soils Scientist
reserves the right to decline to do the investigation. If the prr�nosed 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 systern fail'.
S:\WQS\STORMWATER\FORMS\infiltration site visit Revised 3/08

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NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
December 11, 2009
Mr. McKinley Dull
Hwy 421 Properties, LLC
1508 Military Cutoff Road, Suite 302
Wilmington, NC 28403
Subject: Request for Additional Information
Stormwater Project No. SW8 070319
Worsley, N.A. — U.S. Hwy 421 Project
New Hanover County
Dear Mr. Dull:
The Wilmington Regional Office received a State Stormwater Management Permit Application for the
project located at 3881 US Highway 421 North in Wilmington on November 24, 2009. The Division of
Water Quality has conducted a preliminary review of that information and determined that the application
is not complete. The following information is needed to continue the stormwater review:
1. Tmpervious Area Treated: The overall property has 394,165sf of impervious area, and the
pond is designed for 387,915sf of impervious area. The narrative indicates that 6,250sf of
impervious from the dock pit does not drain to the pond, however all impervious area
(including the loading dock) must drain to the pond.
2. Impervious Dimensions: Please show all known dimensions of impervious area not already
shown on the plans (such as the loading dock).
Updating calculations: Please note that a revision to one number may have a domino effect
on other numbers, which may require revision of the applications, calculations, supplements,
plans, details, and associated documentation. Please verify all numbers are correct to ensure
consistency in the application documents. I have made considerable effort to identify areas of
concern, however, because substantial changes are warranted please carefully review your re -
submittal in order to ensure that all of the required items are submitted and correct. Please
also note that any calculations in your re -submittal must be stamped.
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 January 2, 2010, or the application will be
returned as incomplete. The return of a project will necessitate resubmittal of all required items, including
the application fee.
If you need additional time to submit the information, please mail, 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.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] Customer Service: 1-877.623-6748 NorthCarohna
Internet vmw.ncwaterqualiiy.org �R'tura«�
An Equal OpportunitylAffirmaliveAdon Employer

SW8 070319
December 11, 2009
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,
Jy ohn n
Environmental Engineer
GS/KJ: S:\WQS\STORMWATER\ADDINFO\2009\070319MOD.dec09
CC: Jay Carmine, PE, Coastal Land Design. PLLC
Stormwater Permitting, WiRO files
Page 2 of 2

Johnson, Kelly
From:
Johnson, Kelly
Sent:
Friday, December 11, 2009 9:08 AM
To:
'Jay Carmine'
Cc:
Lewis,Linda
Subject:
SW8 070319
Attachments:
070319.dec09.pdf
Jay,
There is still one issue with this application. The loading dock must drain to the pond, even if it has to be pumped. The
attached letter will be mailed today.
KJ
*** My email has changed to [e-mail]
W2LLIiokmsow
Kelly Johnson
Environmental Engineer
Division of Water Quality
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Office: 910.796.7345
Fax: [phone]
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.

qW ZAAD 1#a �05FOA.3SE
Coastal Land Desim PLLC
Civil Engineering / Landscape Architecture / Construction Management
P.O.Box 1172
Wilmington, NC 28402
November 24, 2009
NCDENR — Division of Water Quality
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
Attn: Kelly Johnson
Phone:[phone]
Fax: [phone]
Re: Request for Additional Information (SW8 070319)
Dear Ms. Johnson:
RECD NOV 2009.
Coastal Land Design, PLLC (CLD) has received and reviewed your Request for Additional Information dated
November 19, 2009 pertaining to the Wolseley, N.A. — U.S. Hwy 421 Project stormwater application. For
clarity, your comments are repeated in bold, and our responses are shown in normal font.
—. 1) Impervious Area Treated: The overall DroDerty has 394,165sf of impervious area, and the pond
is designed for 387,915sf of impervious area. The narrative indicates that 6,250sf of impervious
from the dock pit does not drain to the pond, however all impervious area must drain to the
pond.
That small area (6,250sf) is unfeasible to be captured and directed towards the pond. The
previously submitted narrative goes into a little more detail as to why, but basically is it because
that area is too low to be directed towards the pond. It would not be realistic or functional to
raise the entire site enough to drain a 6,250sf dock pit into the pond. It is only about 1.5% of the
total BUA. We accounted for it on all permit documentation as well as in the design of the site
such that it could still meet New Hanover County's stringent pre- and post -discharge regulations.
It does drain into a discharge swale that has 5:1 side slopes. There will be some stormwater
treatment in the discharge swale. We feel that this small uncaptured impervious is comparable
to driveway accesses that are unable to be captured on most other sites with the exception that
we are providing some treatment.
�2) Drainage Areas: Please clearly show the drainage area to the pond on the plan.
The drainage area is clearly shown on Sheet SW-01 of the plans that were submitted to your
office with the original submittal; the line type is indicated in the legend on the same sheet.
vB) Subdivision: In your resubmittal please confirm that this project is not intended to be
permitted as a subdivision for this modification. Previous permits for this site have been
subdivisions, but it does not appear that will be the case for this modification. If the project is
intended to be permitted as a subdivision, please show the lot lines on the plans, provide the
sizes of the lot areas, the amounts of BUA per lot and submit deed restriction.
It was not designed to be subdivided.
4) Drainage Easements: Please show all applicable easement widths.
The stormwater pond easements are non -uniform, but otherwise are to scale. We are providing
supplemental dimensions for your convenience.

Details: Please provide details for sidewalk and parking. Details should included width,
dimensions, and slopes.
Supplemental sidewalk and parking details have been added to sheet SW-02 for your
convenience.
�6) Impervious Dimensions: Please show all known dimensions of impervious area on the plans.
The previously provided impervious calculations have been checked and verified from our digital
files. Supplemental dimensions have been added to the impervious areas for your convenience in
verifying our results.
✓f) Permanent Pool: Please show dimensions of the length of each line and arc formed by the
permanent pool. Typically, these dimensions are shown outside of the edge of the pond. Curve
radii are also required information.
The permanent pool of the pond is dimensioned on sheet SW-01 of the plans that were
submitted to your office with the original submittal. Curve radii were not shown on the
rectangular pond because they provide no substantial design information and were impractical
to show. However, they are shown as a supplement on the revised drawings.
Vegetated shelf: Please show the length on the plans.
The vegetated shelf length is shown pond cross-section detail on Sheet SW-02 of the plans that
were submitted to your office with the original submittal.
Wet pond SHWT data: The soils report shows that the SHWT is 36" below the existing grade.
The supplement shows that the SHWT is at 13.00fmsi. Please verify that the existing grade was
at 16.00fmsl at the location of the boring when it was bored.
The SHWT elevation, as per the application and the previously permitted project, is correct and
consistent.
Updating Calculations: Please note that a revision to one number may have a domino effect on
other numbers, which may require revision of the applications, calculations, supplements,
plans, details, and associated documentation. Please verify all numbers are correct to ensure
consistency in the application documents. I have made considerable effort to identify areas of
concern, however, because substantial changes are warranted please carefully review your
resubmittal in order to ensure that all of the required items are submitted and correct. Please
also note that any calculations in your resubmittal must be stamped.
An A.B.C. access road for use by the Fire Department has been added along the western side of
the propose building. The road is approximately 5,815sf of stone. That amount of impervious has
been deducted from the future allocations such that the overall site impervious does not change.
One additional drop grate is to be added to collect stormwater from the gravel access road.
Please see the revised Collection System Design Calculations and Stormwater Pond Capacity
Design calculations included with this response.
Sincerely,
Jay R. Carmine, P.E.

Coastal Land Design, PLLC.
P. O. Box 1172 Wilmington, NC 28402
Phone:[phone] Fax:[phone]
To:
NCDENR — Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
(910) 796 — 7215
Attn:
Kelly Johnson
❑ As Requested
❑ Sent via Mail
❑ For Your Files
❑ Sent via Courier
3D
Transmittal � -) 5
Date: November 24, 2009
File: 650-04
Subject:
Stock Building Supply (SW8 070319MOD)
Stormwater Modification Submittal
❑ For Distribution ® For your Review / Action / Approval
Quantity
Drawing No.
Description
1
Original
Response Letter to Request for Additional Information
2
Copies
Revised Sheet 2 of the Stormwater Management Permit Application Form (Revised Table II1.8)
1
Copy
Revised Collection System Design Calculations (Added Additional Drop Grate)
1
Copy
Revised Stormwater Pond Design Calculations (Revised Impervious Breakdown)
3
Copies
Revised Construction Plans
REMARKS I Please contact our office if you have any questions or concerns.
650-04 Transmittal NCDENR-DWQ 112409.docx

Collection System Design Calculations
Added Drop Grate-18: 11/24/09
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Stormwater Pond Capacity Design
Revised Impervious Breakdown: 11/24/09
SEAL
nil

Wet Detention Basin Design Sheet
Wolseley, N.A. - U.S. Hwy 421 Project
- --Storwmater Pond #1 - - -
Total Drainage Area, Ad = 11 542.000 I [sf]
On -Site Buildings Impervious =
On -Site Streets Impervious =
On -Site Parking Impervious =
On -Site Sidewalks Impervious =
Other [Future -Parking] On -Site Impervious =
Other [Future -Development] On -Site Impervious =
Off -Site Impervious =
Surface Area Calculations
70,365
5,815
67,050
4,500
107,605
132,580
11 0
[sfl
[sfl
[sf]
[sf]
[sfl
[sf]
[sf]
Total Impervious Area, Ai = 1 387,915 [sf]
Forbay Permanent Volume
Forebay
Contour Elevation
Forebay
Contour Area
Incremental
Volume
Accumulative
Volume
fmsl1
[sq ftl
rcu ft
cu ft
6.00
2,149
Sediment Storage
7.00
2,644
0
0
8.00
3171
2,908
2,908
9.00
3,730�
3,451
6,358
10.00
1 4,321
4,026
10,384
11.00
4,633
15,016
12.00 --'��
- 5,599
5,272 --
-- 20,288
13.00
6,286
5,943
26,230
14.00
7,008
6,647
32,877
14.50
7,377
3,596
36,473
Main Pond Permanent Volume
Main Pond
Contour Elevation
Main Pond
Contour Area
Incremental
Volume
Accumulative
Volume
rfrnsll
fsqftl
rcu. ftl
rcu ft
6.00-11,548
Sediment Storage
7.00
13,023
0
0
8.00
14,571
13,797
13,797
9.00
16,190
15,381
29,178
10.00
l7 882
1 17,036
46,214
11.00
19,645
18,764
64,977
12.00
21480
20,563
85,540
13.00
23,388
22,434
107,974
14.00
14.50
25,367
24,378
132,351
28,826
13,548
145,899
Average Depth (d) = Accumulative Volume / Permanant Pool S.A.
d (ft) = 182,373 = 5 ft
36,203
it Minimum Average Depth = 3ft < 5 ft < 7.5ft = Maximum Average Depth OK II
Percent Impervious (Imp):
Imp = EAi / Ad
Imp = 387915 / 542000
Imp = F 71.57 [°/u]

Sediment Removal Efficiency = 11 90 1 [%]
SA/DA-Ratio-Deter-mination
- - -- -
-- — --
Higher Percentage =
80
SAIDA %
Higher Depth =
Lower Depth =
5.5
5
5.20
5.70
Lower Percentage =
70
SA/DA
Higher Depth =
Lower Depth =
5.5
5
4.50
5.00
Pond Shall Have an Average Depth of 5 ft and Be Designed to Remove 90% TSS
SAIDA = 1 5.07 1 [%]
Required Surface Area at Permanent Pool Elevation (14.5 ft) for Pond
SAREQ_ _ (SA/DA)*Ad
SAuQ. _ (5.07/100)*542000sf
SAmQ. =1 27,493 [sf]
Interpolation (Bi-Directional)
l st - SAIDA @ Depth Interpolation
SAIDA %
SAIDA at Imp = 80%, d =5 ft
SAIDA at Imp = 70%, d =5 ft
5.66
4.96
2nd - SAIDA @ Impervious Interpolation
SAIDA %
SAIDA Ratio at Imp=71.57% and d=5 ft
5.07
FE--- 5A Provided = 36,203 > 27,493 = SA Required OK
Tem orary Storage Volume Calculations
Minimum Required Volume (Simple Method by Tom Scheuler):
Receiving water body name ........................... Cape Fear River
Receiving water body classification ................. C;Sw
Receiving water body location ....................... New Hanover Count, North Carolina
First Flush Volume Required, P = 1.5 [in]
Rv = 0.05 + 0.009 * ( Imp )
Rv = 0.05 + 0.009*(71.57)
Rv = 1 0.694
Volume = P * Rv * Ad
Volume= (1.5/12)*(0.694)*(542000sf)
Volume= 1 47,028 1 [sf]
Forebav: Storm Storage Volume
Contour
Elevation
Contour
Area
Incremental
Storage
Accumlative
Storage
rfinsll
rsf1c
c
14.50
7,377
0
0
15.00
7,944
3,830
3,830
16.00
9.1.2.0
8,532
12,362
17.00
10.352
9,736
22,098
18.00
11,641
1 10,997
33,095
':Main Pond: Storm Storage Volume
Contour
Elevation
Contour
Area
Incremental
Storage
Accumlative
Storage
rfmsll
rsqcrcfl
14.50
28,826
0
0
15.00
32,484
15,328
15,328
16.00
34,752
33,618
48,946
17.00
37,076
35,914
84,860
18.00
39455 1
38,266
123,125

Total Pond: Stnrm Stnraue Vnlume
Contour
Elevation
Contour
Area
Incremental
Storage
Accumlative
Storage
-finsl-- ... ..
s...... ........
...............e._..... . .
--c
14.50
36.203
0
0
15.00
40-428
19,158
19,158
16.00
43,872
42,150
61,308
17.00
47,428
45,650
106,958
18.00
51,096
49,262
1561220
18.40
53,150
20,849
177,069
Minimum Temporary Storage Volume .......................................
47.028
[cf]
Height of First Flush of Runoff ................................................
1.161
IN
Permanent Pool Elevation.......................................................
14.50
[ftnsl]
Minimum Temporary Pool Elevation .........................................
15.66
[fmsl]
Designed Temporary Pool Elevation .........................................
16.00
[fmsl]
Surface Area at Temporary Pool Elevation ..................................
43,872
[sf]
Designed Temporary Storage Volume ........................................
61 308
[cf]
FE--- Vol. Provided = 61,308 > 47,028 = Vol Required OK
Forbay Sizing Calculations
Total Permanent Volume= 1 182,373 (Forebay Volume + Main Pond Volume)
Minimum Forbay Volume= (18%)*(Total Permanent Volume)
Minimum Forbay Volume = (18%) * 182373c
Minimum Forbay Volume = F 32,827 [ef]
Maximum Forbay Volume= (22%)*(Total Permenant Volume)
Maximum Forbay Volume= (22%) * 182373c
Maximum Forbay Volume = 40,122 [cf]
Min Vol = 32,827
Drawdown Orifice Sizing Calculations
Orifice Diameter, D = 3.0 [in]
Orifice Coefficient, Cd = 0.6
Ao = 0.25*a*W
Ao = 0.78540*(3in/12in/ft)^2
Ao = 1 0.049 1 [sf]
36,473
Qoriftce = Cd*Ao*(2g*H°4x)o.50
Qoriftce =(0.6)*(0.049sf)*(64.4fpss*0.46ft)^0.5
Qoriftce = L 0.160 1 [cfs]
40,122 = Max Vol OK
I-L,8= (DTPE- PPE -D/2)/3
H,,.s = ( 16ft - 14.5ft - 0.50*3in/l2in/ft) / 3
%,, = 0.46 [ft]
tdd = Minimum Storage Volume / Qoriftce
tdd = ( 47028cf / 0.16cfs ) / 86,400sec/day
tdd= 3.4 [days]
2 days < 3.4 days < 5 days OK
Time to Drawdown Minimum Volume
tdd = Design Storage Volume / Qoriftce
tdd = ( 61308cf / 0.16cfs) / 86,400sec/day
tdd = 4.4 [days]
2 days < 4.4 days < 5 days OK
Time to Drawdown Design Volume

Emergency Outlet Weir Sizing Calculations
100-yr Post -Development Inflow Q = 80:1 7 1-[efs] See Hydrograph Routing
Top of Pond = 18.4 11 [finsl]
100-yr Pond Elevation, PE = I 17.80 I [finsl] - See Hydrograph Routing
Emergency Spillway Elevation, SE= 17.5 [fins]] - See Hydrograph Routing
Emergency Spillway Length, L = 35 [ft] - See Hydrograph Routing
Emergency Spillway Coefficient, Cw = 3.0 (Rip -Rap Lined)
Emergency Spillway Side Slope, in = 3 [m:l]
Spillway Roughness Coefficient, n = 0.076 (18" Rip Rap, 1-2ft depth)
Minimum Weir Height, Hw = (Q / Cw*L )^(1/1.50)
Minimum Weir Height, Hw= (80.1efs / 3*35ft 1/1.50)
Minimum Weir Height, Hw = 1 0.83 1 [ft]
Minimum Top of Pond w.r.t. Weir = SE+ Hw
Minimum Top of Pond w.r.t. Weir = 17.5fmsl + 0.83ft
Minimum Top of Pond w.r.t. Weir = F 18.33 j [fmsl]
Minimum Top of Pond w.r.t. Elev. = PE+0.50ft
Minimum Top of Pond w.r.t. Elev. = 17.8finsl + 0.50ft
Minimum Top of Pond w.r.t. Elev. = F 18.30 j [fmsl]
Minimum Top of Pond = Maximum of (0.59+100-yr Elev) or Minimum Weir Height
Minimum Top of Pond = 1 18.33 1 [fins]]
FE___ Minimum Top of Pond = 18.33 < 18.40 = Top of Pond OK
Capacity Conveyance Factor, Kc = (B*d +m*d2)1.667 _ (B + 2*d*(l+In)O.IIf667
Capacity Conveyance Factor, Kc = (35*0.83 + 3*0.83^2)AI.667 - (35 + 2*0.83*(1+3^2)^0.50)^0.667
Capacity Conveyance Factor, Kc = 1 26.470
Mimimum Spillway Slope, Sm = 100*(Amax / (1.49*Kc/n))Z
Mimimum Spillway Slope, Sin = 100* 80.1 / (1.49*26.47/0.076))^2
Mimimum Spillway Slope, Sin = 2.38 ION
Designed Spillway Slope, Sd = 5.00 IIN
Slope Provided = 5.00 > 2.38 =Min Slope OK
Depth of Flow in Spillway Channel, D = 1 0.67 [ft] <-- Solver, with Rip Rap Annourment
Velocity Conveyance Factor, Kv = ( (B*d + m*dZ) _ (B + 2*d*(l i1172)0.3))0.667
Velocity Conveyance Factor, Kv = 35*0.67 + 3*0.67^2) _ (35 + 2*0.67*(1+3^2)^0.50) )^0.667
Velocity Conveyance Factor, Kv = 1 0.736
Channel Velocity, Vel = (1.49*Kv / n)*Soso
Channel Velocity, Vel = (1.49*0.736 / 0.076 *(5/100)^0.50
Channel Velocity, Vel = 1 3.2 [fps]
Permissable Unit Shear Stress = 1 6.00 [lb/sf]
Shear Stress, T = y*d*s
Shear Stress, T = 62.4lb/cf)*(0.83ft)*(0.05ft/ft)
Shear Stress, T = 1 2.6
Shear Stress Provided = 2.6 < 6.00 = Max Shear Stress OK

IMP 25%
Al�c x j
AUG I 3 2009
BY:
Stormwater Design Calculations
For
Wolseley, N.A. — U.S. Hwy 421 Project
New Hanover County, North Carolina
Prepared by:
Coastal Land Design, PLLC
Civil Engineering / Landscape Architecture / Construction Management
P.O-Box 1172
Wilmington, NC 28402
Prepared for:
Phonc: 910-254=9333
Fax: [phone]
Hwy 421 Properties, LLC
1508 Military Cutoff Road, Suite 302
Wilmington, NC 28403
July 6, 2009

Collection System Design

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Stormwater Pond Capacity Design

Wet Detention Basin Design Sheet
Wolseley, N.A. - U.S. Hwy 421 Project
Storwmater Pond # 1
Total Drainage Area, Ad = 542,000 [sf]
On -Site Buildings Impervious =
On -Site Streets Impervious =
On -Site Parking Impervious =
On -Site Sidewalks Impervious =
Other [Future -Parking] On -Site Impervious =
Other [Future -Development] On -Site Impervious =
Off -Site Impervious =
Surface Area Calculations
70,365
0
67,050
4,500
109,000
137,000
[- 0
[sf]
[sf]
[sf]
[sf]
[sf]
[sf]
[sf]
Total Impervious Area, Ai = 1 387,915 [sf]
Forbay Permanent Volume
Forebay
Contour Elevation
Forebay
Contour Area
Incremental
Volume
Accumulative
Volume
[fmslj
rsqftj
rcu ft
cu ft
6.00
2,149
Sediment Storage
7.00 11
2,644
0
0
8.00 11
3171
2,908
2,908
9.0
1 3,730
3,451
6,358
10.0
1 4,321
4,026
10,384
11.00
11 4.944
4,633
15,016
12.00
5,599
5,272
20,288
13.00
11 6,286
5,943
26,230
14.00
7,008
6,647
32,877
14.50
7,377
J1 3,596
36 473
Main Pond Permanent Volume
Main Pond
Contour Elevation
Main Pond
Contour Area
Incremental
Volume
Accumulative
Volume
ffmsll
1sqftl
rcu ft
cu ft
6.00
11,548
Sediment Storage
7.00
13,023
0
0
8.00
14,571
13,797
13,797
9.00
16,190
15,381
29,178
10.00
17,882
17,036
46,214
11.00
11 19,645
18,764
64,977
12.00
11 21,480
20,563
85,540
13.00
11 23.388
22,434
107,974
14.00
11 25,367
24,378
132,351
14.50
11 28,826
13 548
145,899
Average Depth (d) = Accumulative Volume / Permenent Pool S.A.
d (ft) = 182,373 = 5 ft
36,203
Minimum Average Depth = 3ft < 5 ft < 7.5ft = Maximum Average Depth OK
Percent Impervious (Imp):
Imp = rAi / Ad
Imp = 387915 / 542000
Imp = 71.57 j [%]

Sediment Removal Efficiency
SA/DA Ratio Determination
Higher Percentage = 80 SA/DA %
Higher Depth = 5.5 5.20
Lower Depth = 5 5.70
Lower Percentage = 70 SA/DA %
Higher Depth = 5.5 4.50
Lower Depth = 5 5.00
Pond Shall Have an Average Depth of 5 ft and Be Designed to Remove 90% TSS
SA/DA = 1 5.07 [%]
Required Surface Area at Permanent Pool Elevation (14.5 ft) for Pond
SAREQ. _ (SA/DA)*Ad
SAREQ. _ (5.07/100)*542000sf
SAREQ. =1 27,493 1 [sf]
Interpolation (Bi-Directional)
1 st - SA/DA @ Depth Interpolation
SA/DA %
SA/DA at Imp = 80%, d =5 ft
SA/DA at Imp = 70%, d =5 ft
5.66
4.96
2nd - SA/DA rQ Impervious Interpolation
SA/DA %
SA/DA Ratio at Imp=71.57% and d=5 ft
5.07
11 SA Provided = 36,203 > 27,493 = SA Required OK
ITemporary Storage Volume Calculations
Minimum Required Volume (Simple Method by Tom Scheuler):
Receiving water body name ........................... Ca Fear River
Receiving water body classification ................. C;Sw
Receiving water body location ....................... New Hanover Count North Carolina
First Flush Volume Required, P = 1 1.5 [in]
Rv = 0.05 + 0.009 * ( Imp )
Rv = 0.05 + 0.009* 71.57
Rv = 1 0.694
Volume = P * Rv * Ad
Volume= 1.5/12 *(0.694)*(542000sf)
Volume = 1 47,028 1 [sf]
Fnrehav- Rtnrm Rtnraae Vnlnme
Contour
Elevation
Contour
Area
Incremental
Storage
Accumlative
Storage
[finsll
rsf1c
14.50
7,377
0
0
15.00
7,944
3,830
3,830
16.00
9120
8,532
12,362
17.00
11 10.352
9,736
22,098
18.00
11641
10,997
33,095
Main Pnnde Qtnrm Stnrnoe Vnhlme
Contour
Elevation
Contour
Area
Incremental
Storage
Accumlative
Storage
ffmslj
Isilc
c
14.50
28,826
0
1. 0
15.00
32,484
15,328
15,328
16.00
34.752
33,618
48,946
17.00
37,076
35,914
84,860
18.00
39455
38,266
123,125

Tnt91 P-1- c.., .., Q-- a v,.i..
Contour
Elevation
Contour
Area
Incremental
Storage
Accumlative
Storage
ffffisll
rsflc
c
14.50
36,203
0
0
15.00
40,428
19,158
19,158
16.00
43,872
42,150
61,308
17.00
47,428
45,650
106,958
18.00
51,096
49,262
156,220
18.40
53,150
1 20,849
177,069
Minimum Temporary Storage Volume .......................................
47,028
[cf]
Height of First Flush of Runoff ................................................
1.161
[ft]
Permanent Pool Elevation.......................................................
14.50
[fmsl]
Minimum Temporary Pool Elevation .........................................
15.66
[fmsl]
Designed Temporary Pool Elevation .........................................
16.00
[fmsl]
Surface Area at Temporary Pool Elevation ..................................
43,872
[sf]
Designed Temporary Storage Volume ........................................
61 308
[cf]
I1 Vol. Provided = 61,308 > 47,028 = Vol Required OK II
Forbay Sizing Calculations
Total Permanent Volume= 1 182,373 (Forebay Volume +Main Pond Volume)
Minimum Forbay Volume= (18%)*(Total Permanent Volume)
Minimum Forbay Volume= 18% * 182373c
Minimum Forbay Volume= 1 32,827 [cf]
Maximum Forbay Volume= (22%)*(Total Permenant Volume)
Maximum Forbay Volume = 221/o* 182373c
Maximum Forbay Volume= 1 40,122 [cf]
II Min Vol = 32,827 < 36,473 < 40,122 = Max Vol OK 11
Drawdown Orifice Sizing Calculations
Orifice Diameter, D = 3.0 [in]
Orifice Coefficient, Cd = IL0.6
Ao = 0.25*n*(Df
Ao = 0.78540*(3in/12in/ftr2
Ao = 1 0.049 1 [sf]
Qorifice= Cd*Ao*(2g*H,,.R)o.50
Qorifice =(0.6)*(0.049sf)*(64.4fpss*0.46ft)^0.5
Qorifice= 0.160 [cfs]
2 days < 3.4 days
0
Time to Drawdown Minimum Volume
tdd = Design Storage Volume / Qorifice
tdd = ( 61308cf / 0.16cfs) / 86,400sec/day
tdd = 4.4 [days]
2 days < 4.4 days <
Time to Drawdown Design Volume
H,�B = (DTPE - PPE - D/2) / 3
H,R = ( 1611 - 14.5ft - 0.50*3in/12in/ft) / 3
H,,.R = 0.46 [ft]
tad = Minimum Storage Volume / Qorifice
tdd = ( 47028cf/ 0.16cfs ) / 86,400sec/day
tdd =t 3.4 1 [days]
5 days OK
5 days OK

Emer ency Outlet Weir Sizing Calculations
100-yr Post -Development Inflow, Q = 80.1 j [cfs] - See Hydrograph Routing
Top of Pond = 18.4 j [fins]]
100-yr Pond Elevation, PE = 17.80 1 [fmsl] - See Hydrograph Routing
Emergency Spillway Elevation, SE = 17.5 j [fmsl] - See Hydrograph Routing
Emergency Spillway Length, L = 35 j [ft] - See Hydrograph Routing
Emergency Spillway Coefficient, Cw = 3.0 j (Rip -Rap Lined)
Emergency Spillway Side Slope, in = 3 j [m:l]
Spillway Roughness Coefficient, n = 0.076 j (18" Rip Rap, 1-2ft depth)
Minimum Weir Height, Hw = (Q / CNv*L )^(1/1.50)
Minimum Weir Height, Hw= 80.Icfs / 3*35ft ^(1/1.50)
Minimum Weir Height, Hw = 1 0.83 [ft]
Minimum Top of Pond w.r.t. Weir = SE + Hw
Minimum Top of Pond w.r.t. Weir = 17.Sfmsl + 0.83ft
Minimum Top of Pond w.r.t. Weir = 18.33 j [fins]]
Minimum Top of Pond w.r.t. Elev. = PE + 0.50ft
Minimum Top of Pond w.r.t. Elev. = 17.8ftnsl + 0.5011
Minimum Top of Pond w.r.t. Elev. = F 18.30 j [fins!]
Minimum Top of Pond = Maximum of 0.50+100-yr Elev) or Minimum Weir Height
Minimum Top of Pond = 18.33 [fins(]
Minimum Top of Pond = 18.33 < 18.40
Capacity Conveyance Factor, Ke= (B*d+m*d2)1'667 . (B+2*d*(l+m)o.50)a.667
Capacity Conveyance Factor, Ke = 35*0.83 + 3*0.83^2ri.667 _ (35 +2*0.83*(1+3^2)^0.50)^0.667
Capacity Conveyance Factor, Kc = 1 26.470
Mimimum Spillway Slope, Sin = 100*(Qmax / (1.49*Kc/n))
Mimimum Spillway Slope, Sm = 100*(80.1 / 1.49*26.47/0.076))^2
Mimimum Spillway Slope, Sin= 2.38 [%]
Designed Spillway Slope, Sd = 5.00 1 [°/u]
Slope Provided = 5.00
2.38
Depth of Flow in Spillway Channel, D = r 0.67 [ft] <-- Solver, with Rip Rap Armourment
Velocity Conveyance Factor, Kv = ((B*d + m*dZ) + (B + 2*d*(I+mZ)o.$))'-"'
Velocity Conveyance Factor, Kv = (35*0.67 + 3 *0.67^2) _ (35 + 2*0.67*(1+3^2)A0.50) y`0.667
Velocity Conveyance Factor, Kv = 1 0.736
Channel Velocity, Vel = (1.49*Kv / n)*So-so
Channel Velocity, Vet = 1.49*0.736 / 0.076)*(5/100)^0.50
Channel Velocity, Vel = 3.2 [fps]
Permissable Unit Shear Stress = 6.00 [lb/sf]
Shear Stress, T = y*d*s
Shear Stress, T = 62.4lb/c *(0.83fL)*(0.05ft/ft)
Shear Stress, T = 2.6
= Top of Pond OK
= Min Slope OK
Shear Stress Provided = 2.6 < 6.00 = Max Shear Stress OK

Stormwater Pond Routing Design

Watershed Model Schematic HydraflowHydrographsbylntelisolvev9.2
1 2

Hydrograph Report
Hydraflow Hydrographs by Intellsolve v9.2
Hyd. No. 1
Pre -Development Out
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
= 1 min
Drainage area
= 12.440 ac
Basin Slope
= 0.7 %
Tc method
= KIRPICH
Total precip.
= 3.96 in
Storm duration
= 24 hrs
- Uomposite (Area/CN) _ [(7.780 x 30) + (4.220 x 77) + (0.440 x 30)] / 12.440
Q (cfs)
Tuesday, Jul 14, 2009
Peak discharge = 0.623 cfs
Time to peak =
749 min
Hyd. volume =
8,948 cuft
Curve number =
46*
Hydraulic length =
1100 ft
Time of conc. (Tc) =
11.58 min
Distribution =
Type III
Shape factor =
484
Pre -Development Out
Hyd. No. 1 -- 1 Year Q (cfs)
1.00
1.00
0.90
0.90
0.80
0.80
0.70
0.70
0.60
0.60
r
0.50
0.50
0.40
M
0.40
0.30
0.30
0.20
0.20
0.10
"
0.10
0.00
�.......
...,. d�..:._
.
�„
0
2 4 6 8 10 12 14 16 18 20 22 24 26 v vv
Hyd No. 1
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 2
Pond Influent
Hydregraph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 12.450 ac
Basin Slope
= 0.3 %
Tc method
= KIRPICH
Total precip.
= 3.96 in
Storm duration
= 24 hrs
Tuesday, Jul 14, 2009
Peak discharge = 21.29 cfs
Time to peak =
732 min
Hyd. volume =
88,363 cuft
Curve number =
79*
Hydraulic length =
1100 ft
Time of conc. (Tc) =
16.04 min
Distribution =
Type III
Shape factor =
484
* Composite (Area/CN) _ [(8.910 x 98) + (3.540 x 30)] / 12.450
Pond Influent
Q (cfs) Hyd. No. 2 --1 Year Q (cfs)
24.00 24.00
20.00 20.00
K.
16.00
16.00
12.00 12.00
8.00 ... _ . _... � . 8.00
4.
4.00
0.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

Hydrograph Return Period Recap Hydraflow Hydrographs by Intelisolve v9.2
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
Hyd(s)
description
(origin)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr
1
SCS Runoff
------- -------
1.637
-------
6.238 13.14
20.29 27.51
35.63 Pre -Development Out
2
SCS Runoff
- - --•- -
26.28
------
38.74 50.49
60.85 70.24
80.13 Pond Influent
3
Reservoir
2 -----
1.431
------
4.387 11.79
20.09 28.94
44.27 Pond Discharge
4
SCS Runoff
----------
0.650
---
0.841 1.016
1.169 1.308
1.454 Dock Pit Discharge
5
i
Combine
3, 4 .......
1.451
----
4.445 11.91
20.24 29.18
I
44.65 Post -Development Out
LPrG
j. file: 650-03
Pre -Post 070109-A.gpw
Monday,
Jul 6, 2009

Pond Report
Hydraflow Hydrographs by Intelisolve v9.2 Monday, Jul 6, 2009
Pond No. 1 - Stormwater Pond
Pond Data
Contours - User -defined contour areas. Average end area method used for volume calculation. Begining Elevation = 6.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
0.00
6.00
1.00
7.00
2.00
8.00
3.00
9.00
4.00
10.00
5.00
11.00
6.00
12.00
7.00
13.00
8.00
14.00
8.50
14.50
9.00
15.00
10.00
16.00
11.00
17.00
12.00
18.00
12.40
18.40
Contour area (sgft)
13,697
15,667
17,742
19,920
22,203
24,589
27,079
29,674
32,375
36,203
40,428
43,872
47,428
51,096
53,150
Incr. Storage (cuft)
0
14,682
16,705
18,831
21,062
23,396
25,834
28,377
31,025
17,145
19,158
42,150
45,650
49,262
20,849
Total storage (cult)
0
14,682
31,387
50,218
71,279
94,675
120,509
148,886
179,910
197,055
216,212
258,362
304,012
353,274
374,123
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in) = 36.00
3.00 0.00
0.00
Crest Len (ft)
= 2.00
35.00
4.00
2.00
Span (in) 36.00
3.00 0.00
0.00
Crest El. (ft)
= 16.50
17.50
16.80
16.00
No. Barrels = 1
1 0
0
Weir Coeff.
= 3.33
3.00
3.33
3.33
Invert El. (ft) = 14.40
14.50 0.00
0.00
Weir Type
= Rect
Broad
Rect
Rect
Length (ft) - 36.00
1.00 0.00
0.00
Multi -Stage
= Yes
No
Yes
Yes
Slope (%) = 1.00
0.00 0.00
n/a
N-Value = .011
.011 .013
n/a
Orifice Coeff. = 0.60
0.60 0.60
0.60
Exfll.(In/hr)
= 0.000 (by Wet area)
Multi -Stage = n/a
Yes No
No
TW Elev. (ft)
0.00
Note:
Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A
Clv B Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D
Exfil User
Total
ft cuft ft
cfs
cfs cfs
cfs cfs
cfs
cis
cfs
cis cfs
cfs
0.00 0 6.00
0.00
0.00 ---
--- 0.00
0.00
0.00
0.00
-- -
0.000
1.00 14,682 7.00
0.00
0.00 ---
0.00
0.00
0.00
0.00
0.000
2.00 31,387 8.00
0.00
0.00 ---
0.00
0.00
0.00
0.00
--
0.000
3.00 50,218 9.00
0.00
0.00 --
0.00
0.00
0.00
0.00
---
0.000
4.00 71,279 10.00
0.00
0.00 -
--- 0.00
0.00
0.00
0.00
--- ---
0.000
5.00 94,675 11.00
0.00
0.00 --
-- 0.00
0.00
0.00
0.00
---
0.000
6.00 120,509 12.00
0.00
0.00 --
0.00
0.00
0.00
0.00
--- ---
0.000
7.00 148,886 13.00
0.00
0.00 --
0.00
0.00
0.00
0.00
--- ---
0.000
8.00 179,910 14.00
0.00
0.00 --
0.00
0.00
0.00
0.00
---
0.000
8.50 197,055 14.50
0.00
0.00 ---
0.00
0.00
0.00
0.00
--- ---
0.000
9.00 216,212 15.00
0.15 is
0.14 is ---
0.00
0.00
0.00
0.00
--- ---
0.145
10.00 258,362 16.00
0.29 is
0.28 is ---
--- 0.00
0.00
0.00
0.00
--- ---
0.277
11.00 304,012 17.00
10.68 oc
0.27 is
- 2.35
0.00
1.19
6.66
--- ---
10.48
12.00 353,274 18.00
32.88 oc
0.15 is ---
--- 8.32 s 37.12
12.87 s
11.54 s
--- --
70.00
12.40 374,123 18.40
43.02 oc
0.15 is
- 10.86
s 89.65
17.85 s
14.15 s
--- -
132.67

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 1
Pre -Development Out
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 2 yrs
= 1 min
= 12.440 ac
= 0.7 %
= KIRPICH
= 4.50 in
= 24 hrs
* Composite (Area/CN) = [(7.780 x 30) + (4.220 x 77) + (0.440 x 30)] / 12.440
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.05
0.021
12.38
1.637 <<
12.72
0.858
13.05
0.699
13.38
0.634
13.72
0.600
14.05
0.549
14.38
0.520
14.72
0.497
15.05
0.468
15.38
0.434
15.72
0.396
16.05
0.355
16.38
0.332
16.72
0.315
17.05
0.297
17.38
0.278
17.72
0.258
18.05
0.237
18.38
0.227
18.72
0.222
19.05
0.217
19.38
0.212
19.72
0.206
20.05
0.200
20.38
0.194
20.72
0.187
21.05
0.181
21.38
0.174
21.72
0.168
22.05
0.194
22.38
0.167
22.72
0.162
23.05
0.157
23.38
0.152
23.72
0.146
Time -- Outflow
(hrs cfs)
24.05 0.128
End
Monday, Jul 6, 2009
Peak discharge = 1.637 cfs
Time to peak =
12.38 hrs
Hyd. volume =
60,689 cuft
Curve number =
46*
Hydraulic length =
1100 ft
Time of conc. (Tc) =
11.6 min
Distribution =
Type III
Shape factor =
484
( Printed values >= 1.00% of Qp. Print interval = 20)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 2
Pond Influent
Hydrograph "type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 2 yrs
= 1 min
= 12.450 ac
= 0.3 %
= KIRPICH
= 4.50 in
= 24 hrs
* Composite (Area/CN) _ [(8.910 x 98) + (3.540 x 30)] / 12.450
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
9.45
0.268
21.45
0.530
9.78
0.391
21.78
0.506
10.12
0.533
22.12
0.602
10.45
0.737
22.45
0.500
10.78
0.999
22.78
0.483
11.12
1.317
23.12
0.465
11.45
2.044
23.45
0.448
11.78
5.166
23.78
0.430
12.12
23.20
24.12
0.328
12.45
14.24
12.78
5.114
...End
13.12
3.538
13.45
2.959
13.78
2.631
14.12
2.297
14.45
2.088
14.78
1.926
15.12
1.760
15.45
1.592
15.78
1.421
16.12
1.251
16.45
1.150
16.78
1.075
17.12
1.000
17.45
0.924
17.78
0.848
18.12
0.772
18.45
0.735
18.78
0.713
19.12
0.690
19.45
0.668
19.78
0.645
20.12
0.622
20.45
0.599
20.78
0.576
21.12
0.553
Monday, Jul 6, 2009
Peak discharge = 26.28 cfs
Time to peak =
12.20 hrs
Hyd. volume =
209,773 cult
Curve number =
79*
Hydraulic length =
1100 ft
Time of conc. (Tc) =
16.0 min
Distribution =
Type III
Shape factor =
484
( Printed values >= 1.00 % of Qp. Print interval = 20)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2 Monday, Jul 6, 2009
Hyd. No. 3
Pond Discharge
Hydrograph type
= Reservoir
Peak discharge
= 1.431 cfs
Storm frequency
= 2 yrs
Time to peak
= 15.77 hrs
Time interval
= 1 min
Hyd. volume
= 165,289 cuft
Inflow hyd. No.
= 2 - Pond Influent
Reservoir name
= Stormwater Pond
Max. Elevation
= 16.31 ft
Max. Storage
= 272,437 cuft
Storage Indication method used. Wet pond routing start elevation = 14.50 ft.
Hydrograph Discharge Table (Printed values >= 1.00% of Qp. Print interval =20)
Time
Inflow
Elevation
Civ A
Civ B
Clv C PfRsr Wr A
Wr B Wr C Wr D
Exfil
Outflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs cfs
cfs cfs cfs
cfs
cfs
11.00
1.193
14.60
0.023
0.022
---- ----- -----
----- ----- -----
-----
0.022
11.33
1.731
14.65
0.040
0.040
----- ---- -
----- ----- -----
-----
0.040
11.67
3.186
14.72
0.075
0.071
----- ---- -----
---- -----
-----
0.071
12.00
12.82
14.93
0.134
0.130
----- ----- -----
----- -----
--
0.130
12.33
20.99
15.56
0.231
0.229
----- ----- -----
----- ----- ----
0.229
12.67
6.978
15.92
0.290
0.269
----- ----- -----
----- ---- -----
-
0.269
13.00
3.961
16.05
0.392
0.281
----- ----- -----
----- --• 0.101
-----
0382
13.33
3.081
16.13
0.600
0.285
----- ----- -----
----- ----- 0.310
-----
0.595
13.67
2.747
16.18
0.820
0.286
----- ----- -----
---- ----- 0.532
-----
0.819
14.00
2.412
16.23
1.029
0.287
----- ---- -----
----- ----- 0.732
----
1.018
14.33
2.146
16.26
1.194
0.287
----- ----- -----
----- ----- 0.884
-----
1.171
14.67
1.983
16.28
1.313
0.287
----- ----- -----
----- ----- 0.994
-----
1.281
15.00
1.818
16.30
1.395
0.287
----- -----
----- ----- 1.070
1.357
15.33
1.651
16.30
1.447
0.287
----- ---- -----
----- ----- 1.120
-----
1.407
15.67
1.481
16.31
1.470
0.287
---- ---- -----
----- ---- 1.142
-----
1.430
16.00
1.309
16.31
1.465
0.287
•---- ----- -----
----- ---- 1.137
-----
1.424
16.33
1.177
16.30
1.437
0.287
---- ----- ----
----- ----- 1.109
----
1.397
16.67
1.101
16.30
1.401
0.287
----- ----- -----
---- ---- 1.075
-----
1.363
17.00
1.026
16.29
1.362
0.287
----- ----- -----
----- ----- 1.039
-----
1.326
17.33
0.951
16.28
1.317
0.287
----- ----- ----
----- ----- 0.997
1.284
17.67
0.875
16.27
1.267
0.287
----- ---- -----
----- ----- 0.951
-----
1.238
18.00
0.798
16.26
1.214
0.287
----- ----- -----
---- ----- 0.902
-----
1.189
18.33
0.744
16.25
1.157
0.287
----- ----- -----
----- ----- 0.850
-----
1.137
18.67
0.721
16.24
1.103
0.287
----- ----- -----
----- ----- 0.800
-----
1.087
19.00
0.698
16.23
1.053
0.287
----- ----- -----
----- ----- 0.754
-----
1.040
19.33
0.676
16.22
1.006
0.287
----- ----- -----
----- ----- 0.710
-----
0.997
19.67
0.653
16.21
0.962
0.287
---- ----- -----
----- ---- 0.669
-----
0.956
20.00
0.630
16.21
0.920
0.286
---- ---- -----
----- ----- 0.631
-----
0.917
20.33
0.607
16.20
0.881
0.286
----- ----- -----
----- ----- 0.594
-----
0.881
20.67
0.584
16.19
0.854
0.286
---- ----- -----
----- ----- 0.567
-----
0.853
21.00
0.561
16.19
0.827
0.286
----- ----- -----
----- ----- 0.540
-----
0.826
21.33
0.538
16.18
0.801
0.286
----- ----- -----
----- ----- 0.513
-----
0.799
21.67
0.515
16.17
0.775
0.286
----- ----- -----
----- ----- 0.487
-----
0.773
22.00
0.491
16.17
0.749
0.286
----- ----- -----
----- ----- 0.461
-----
0.747
22.33
0,568
16.16
0.734
0.286
----- ----- -----
----- ----- 0.446
-----
0.732
22.67
0.489
16.16
0.713
0.286
-• ----- -----
----- ----- 0.425
-----
0.710
23.00
0.471
16.15
0.691
0.286
----- -----
----- ----- 0.402
-----
0.688
23.33
0.454
16.14
0.670
0.286
----- ----- -----
----- ----- 0.381
-----
0.666
23.67
0.436
16.14
0.649
0.285
----- ----- -----
----- ----- 0.359
-----
0.645
24.00
0.418
16.13
0.628
0.285
----- ----- -----
----- ----- 0.338
-----
0.624
Continues on next page...

Pond Discharge
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B
Civ C PfRsr Wr A Wr B Wr C
Wr D
Exfil
Outflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs cfs cfs cfs
cfs
cfs
cfs
24.33
0.037
16.12
0.591
0.285
----- ----- ----- ----- ----
0.301
-----
0.586
24.67
0.000
16.11
0.536
0.285
---- ----- ----- ----- -----
0.245
-----
0.530
25.00
0.000
16.10
0.493
0.285
----- ----- ----- ----- -----
0.201
-----
0.486
25.33
0.000
16.08
0.466
0.284
----- ----- ----- ----- -----
0.175
-----
0.459
25.67
0.000
16.07
0.442
0.283
----- ---- ----- ----- -----
0.151
-----
0.433
26.00
0.000
16.06
0.418
0.282
----- ----- ----- ----- -----
0.127
-----
0.409
26.33
0.000
16.05
0.396
0.281
----- ----- ----- ----- -----
0.105
-----
0.386
26.67
0.000
16.04
0.375
0.280
----- ----- ----- ----- -----
0.085
-----
0.365
27.00
0.000
16.03
0.356
0.280
----- ----- ----- ----- -----
0.065
-----
0.344
27.33
0.000
16.02
0.337
0.279
----- ----- ----- ----- -----
0.046
----
0.325
27.67
0.000
16.01
0.319
0.278
----- ----- ----- ----- -----
0.029
-----
0.307
28.00
0.000
16.01
0.303
0.278
---- ----- ----- ----- -----
0.012
-----
0.290
28.33
0.000
16.00
0.290
0.277
----- ----- ----- ----- -----
----
-----
0.277
28.67
0.000
15.99
0.290
0.276
----- ----- ----- ---- -----
----
-----
0.276
29.00
0.000
15.98
0.290
0.275
----- ----- ----- ----- -----
----
-----
0.275
29.33
0.000
15.97
0.290
0.275
----- ----- ----- ---- -----
----
-----
0.275
29.67
0.000
15.97
0.290
0.274
----- ---- ----- ----- -----
----
-----
0.274
30.00
0.000
15.96
0.290
0.273
----- ----- ----- ----- -----
-----
-----
0.273
30.33
0.000
15.95
0.290
0.272
----- ---- ----- ----- -----
-----
-----
0.272
30.67
0.000
15.94
0.290
0.271
----- ----- ----- ----- - - -
-----
-----
0.271
31.00
0.000
15.94
0.290
0.271
----- ----- ----- ----
-----
-----
0.271
31.33
0.000
15.93
0.290
0.270
---- ----- ---- -----
----
-----
0.270
31.67
0.000
15.92
0.290
0.269
-- ----- ----- ----- -----
----
-----
0.269
32.00
0.000
15.91
0.290
0.268
----- ----- ----- ----- -----
----
-----
0.268
32.33
0.000
15.91
0.290
0.267
----- ----- ---- ----- -----
-----
----
0.267
32.67
0.000
15.90
0.290
0.267
----- ----- ----- ----- -----
-----
-----
0.267
33.00
0.000
15.89
0.287
0.266
----- ----- ----- ----- -----
-----
-----
0.266
33.33
0.000
15.88
0.285
0.265
----- ----- ---- -----
-----
-----
0.265
33.67
0.000
15.88
0.282
0.264
----- ----- ----- ----- -----
-----
-----
0.264
34.00
0.000
15.87
0.280
0.263
----- ----- ----- ---- -----
-----
-----
0.263
34.33
0.000
15.86
0.277
0.263
----- ----- ----- ----- -----
-----
----
0.263
34.67
0.000
15.85
0.275
0.262
----- ----- ----- ----- -----
---
-----
0.262
35.00
0.000
15.85
0.272
0.261
----- ---- ----- ----- -----
----
-----
0.261
35.33
0.000
15.84
0.270
0.260
---- ----- ----- -----
----
-----
0.260
35.67
0.000
15.83
0.267
0.259
----- ---- ----- ----- -----
----
-----
0.259
36.00
0.000
15.82
0.265
0.259
---- ----- ----- ----- -----
-----
-----
0.259
36.33
0.000
15.82
0.263
0.258
----- ----- ----- ----- -----
----
-----
0.258
36.67
0.000
15.81
0.260
0.257
----- ----- ----- ----- -----
-----
-----
0.257
37.00
0.000
15.80
0.258
0.256
----- ----- ----- ----- -----
-----
-----
0.256
37.33
0.000
15.79
0.258
0.255
----- ----- ----- ----- -----
-----
----
0.255
37.67
0.000
15.79
0.258
0.255
----- ----- ----- ----- -----
-----
----
0.255
38.00
0.000
15.78
0.258
0.254
----- ----- ----- ----- -----
-----
----
0.254
38.33
0.000
15.77
0.258
0.253
----- ----- ----- ----- -----
-----
-----
0.253
38.67
0.000
15.76
0.258
0.252
----- ----- ----- ----- -----
-----
-----
0.252
39.00
0.000
15.76
0.258
0.251
----- ----- ----- ----- -----
-----
-----
0.251
39.33
0.000
15.75
0.258
0.251
----- ----- ----- ----- -----
-----
-----
0.251
39.67
0.000
15.74
0.258
0.250
----- ----- ----- ----- -----
-----
-----
0.250
40.00
0.000
15.74
0.258
0.249
----- ----- ----- ----- -----
-----
-----
0.249
40.33
0.000
15.73
0.258
0.248
----- ----- ----- ----- -----
-----
-----
0.248
40.67
0.000
15.72
0.258
0.247
----- ----- ----- ----- -----
-----
-----
0.247
41.00
0.000
15.72
0.258
0.247
----- ----- ----- ----- -----
-----
-----
0.247
41.33
0.000
15.71
0.258
0.246
----- ----- ----- ----- -----
-----
-----
0.246
41.67
0."u00
15.70
0.258
0.245
----- ----- ----- ----- -----
-----
-----
0.245
42.00
0.000
15.69
0.256
0.244
----- ----- ----- ----- -----
-----
-----
0.244
Continues on next page...

Pond Discharge
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B
Clv C PfRsr Wr A Wr B Wr C Wr D
ExfII Outflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs cfs cfs cfs cfs
cfs cfs
42.33
0.000
15.69
0.254
0.244
----- ----- ----- ----- ----- -----
----- 0.244
42.67
0.000
15.68
0.253
0.243
---- ----- ----- ----- ----- -----
----- 0.243
43.00
0.000
15.67
0.251
0.242
----- ---- ----- ----- ----- -----
----- 0.242
43.33
0.000
15.67
0.249
0.241
----- ----- ----- ----- ----- -----
----- 0.241
43.67
0.000
15.66
0.248
0.240
----- ----- ---- ----- ----- -----
----- 0.240
44.00
0.000
15.65
0.246
0.240
----- ----- ----- ----- ----- -----
----- 0.240
44.33
0.000
15.65
0.244
0.239
----- ----- ----- ----- ----- ----
----- 0.239
44.67
0.000
15.64
0.243
0.238
----- ----- ----- ----- ----- -----
----- 0.238
45.00
0.000
15.63
0.241
0.237
----- ----- ----- ---- ----- -----
----- 0.237
45.33
0.000
15.63
0.240
0.236
----- ---- ----- ----- ----- -----
----- 0.236
45.67
0.000
15.62
0.238
0.236
----- ----- ----- ----- ----- ----
----- 0.236
46.00
0.000
15.61
0.236
0.235
----- ----- ----- ----- ----- -----
----- 0.235
46.33
0.000
15.61
0.235
0.234
----- ---- ---- ----- ----- ----
----- 0.234
46.67
0.000
15.60
0.233
0.233
----- ---- ----- ----- ----- -----
----- 0.233
47.00
0.000
15.59
0.233
0.232
---- ----- ----- ----- ----- -----
----- 0.232
47.33
0.000
15.59
0.233
0.232
----- ----- ----- ----- ----- -----
----- 0.232
47.67
0.000
15.58
0.232
0.231
----- ----- ----- ----
----- 0.231
48.00
0.000
15.57
0.232
0.230
----- ------ ----- ----- ----- -----
----- 0.230
... End

1
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 4
Dock Pit Discharge
Monday, Jul 6, 2009
Hydrograph type
= SCS Runoff
Peak discharge =
0.650 cfs
Storm frequency
= 2 yrs
Time to peak =
12.07 hrs
Time interval
= 1 min
Hyd. volume =
3,619 cuft
Drainage area
= 0.143 ac
Curve number =
98
Basin Slope
= 0.0 %
Hydraulic length =
0 ft
Tc method
= USER
Time of conc. (Tc) =
5.0 min
Total precip.
= 4.50 in
Distribution =
Type III
Storm duration
= 24 hrs
Shape factor =
484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
4.50
0.007
16.83
0.015
4.83
0.007
17.17
0.014
5.17
0.008
17.50
0.013
5.50
0.008
17.83
0.011
5.83
0.008
18.17
0.011
6.17
0.009
18.50
0.010
6.50
0.010
18.83
0.010
6.83
0.011
19.17
0.010
7.17
0.013
19.50
0.009
7.50
0.014
19.83
0.009
7.83
0.015
20.17
0.009
8.17
0.017
20.50
0.008
8.50
0.019
20.83
0.008
8.83
0.022
21.17
0.008
9.17
0.024
21.50
0.007
9.50
0.027
21.83
0.007
9.83
0.030
22.17
0.008
10.17
0.033
22.50
0.007
10.50
0.038
22.83
0.007
10.83
0.044
11.17
0.053
...End
11.50
0.074
11.83
0.229
12.17
0.404
12.50
0,123
12.83
0.064
13.17
0.047
13.50
0.042
13.83
0.037
14.17
0.032
14.50
0.029
14.83
0.027
15.17
0.024
15.50
0.022
15.83
0.019
16.17
0.017
16.50
0.016
( Printed values >= 1.00% of Qp. Print interval = 20)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 5
Post -Development Out
Monday, Jul 6, 2009
Hydrograph type
= Combine
Peak discharge =
1.451 cfs
Storm frequency
= 2 yrs
Time to peak =
15.73 hrs
Time interval
= 1 min
Hyd. volume =
168,909 cuft
Inflow hyds.
= 3, 4
Contrib. drain. area=
0.143 ac
Hydrograph Discharge Table
Time Hyd. 3 + Hyd. 4 =
(hrs) (cfs) (cfs)
( Printed values >= 1.00% of op. Print interval = 20)
Outflow
(cfs)
8.00
0.000
0.016
0.016
8.33
0.000
0.018
0.018
8.67
0.000
0.020
0.020
9.00
0.000
0.023
0.023
9.33
0.001
0.026
0.027
9.67
0.002
0.028
0.030
10.00
0.003
0.031
0.034
10.33
0.005
0.036
0.041
10.67
0.012
0.041
0.053
11.00
0.022
0.046
0.069
11.33
0.040
0.063
0.103
11.67
0.071
0.131
0.202
12.00
0.130
0.463
0.593
12.33
0.229
0.221
0.450
12.67
0.269
0.074
0.343
13.00
0.382
0.053
0.435
13.33
0.595
0.045
0.640
13.67
0.819
0.039
0.858
14.00
1.018
0.034
1.052
14.33
1.171
0.031
1.202
14.67
1.281
0.028
1.309
15.00
1.357
0.026
1.382
15.33
1.407
0.023
1.430
15.67
1.430
0.020
1.450
16.00
1.424
0.018
1.442
16.33
1.397
0.016
1.413
16.67
1.363
0.015
1.378
17.00
1.326
0.014
1.340
17.33
1.284
0.013
1.297
17.67
1.238
0.012
1.250
18.00
1.189
0.011
1.200
18.33
1.137
0.010
1.147
18.67
1.087
0.010
1.097
19.00
1.040
0.010
1.050
19.33
0.997
0.009
1.006
19.67
0.956
0.009
0.965
20.00
0.917
0.009
0.926
20.33
0.881
0.008
0.889
20.67
0.853
0.008
0.861
21.00
0.826
0.008
0.834
21.33
0.799
0.007
0.807
21.67
0.773
0.007
0.780
Continues on next page...

Post -Development Out
Hydrograph Discharge Table
Time
Hyd. 3 +
Hyd. 4 =
Outflow
(hrs)
(cfs)
(cfs)
(cfs)
22.00
0.747
0.007
0.754
22.33
0.732
0.007
0.739
22.67
0.710
0.007
0.717
23.00
0.688
0.006
0.695
23.33
0.666
0.006
0.672
23.67
0.645
0.006
0.651
24.00
0.624
0.006
0.630
24.33
0.586
0.000
0.586
24.67
0.530
0.000
0.530
25.00
0.486
0.000
0.486
25.33
0.459
0.000
0.459
25.67
0.433
0.000
0.433
26.00
0.409
0.000
0.409
26.33
0.386
0.000
0.386
26.67
0.365
0.000
0.365
27.00
0.344
0.000
0.344
27.33
0.325
0.000
0.325
27.67
0.307
0.000
0.307
28.00
0.290
0.000
0.290
28.33
0.277
0.000
0.277
28.67
0.276
0.000
0.276
29.00
0.275
0.000
0.275
29.33
0.275
0.000
0.275
29.67
0.274
0.000
0.274
30.00
0.273
0.000
0.273
30.33
0.272
0.000
0.272
30.67
0.271
0.000
0.271
31.00
0.271
0.000
0.271
31.33
0.270
0.000
0.270
31.67
0.269
0.000
0.269
32.00
0.268
0.000
0.268
32.33
0.267
0.000
0.267
32.67
0.267
0.000
0.267
33.00
0.266
0.000
0.266
33.33
0.265
0.000
0.265
33.67
0.264
0.000
0.264
34.00
0.263
0.000
0.263
34.33
0.263
0.000
0.263
34.67
0.262
0.000
0.262
35.00
0.261
0.000
0.261
35.33
0.260
0.000
0.260
35.67
0.259
0.000
0.259
36.00
0.259
0.000
0.259
36.33
0.258
0.000
0.258
36.67
0.257
0.000
0.257
37.00
0.256
0.000
0.256
37.33
0.255
0.000
0.255
37.67
0.255
0.000
0.255
38.00
0.254
0.000
0.254
38.33
0.253
0.000
0.253
38.67
0.252
0.000
0.252
39.00
0.251
0.000
0.251
39.33
0.251
0.000
0.251
39.67
0.250
0.000
0.250
Continues on next page...

Post -Development Out
Hydrograph Discharge Table
Time
Hyd. 3 +
Hyd. 4 =
Outflow
(hrs)
(cfs)
(cfs)
(cfs)
40.00
0.249
0.000
0.249
40.33
0.248
0.000
0.248
40.67
0.247
0.000
0.247
41.00
0.247
0.000
0.247
41.33
0.246
0.000
0.246
41.67
0.245
0.000
0.245
42.00
0.244
0.000
0.244
42.33
0.244
0.000
0.244
42.67
0.243
0.000
0.243
43.00
0.242
0.000
0.242
43.33
0.241
0.000
0.241
43.67
0.240
0.000
0.240
44.00
0.240
0.000
0.240
44.33
0.239
0.000
0.239
44.67
0.238
0.000
0.238
45.00
0.237
0.000
0.237
45.33
0.236
0.000
0.236
45.67
0.236
0.000
0.236
46.00
0.235
0.000
0.235
46.33
0.234
0.000
0.234
46.67
0.233
0.000
0.233
47.00
0.232
0.000
0.232
47.33
0.232
0.000
0.232
47.67
0.231
0.000
0.231
48.00
0.230
0.000
0.230
... End

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 1
Pre -Development Out
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 1 min
= 12.440 ac
= 0.7 %
= KIRPICH
= 7.00 in
= 24 hrs
* Composite (Area/CN) = [(7.780 x 30) + (4.220 x 77) + (0.440 x 30)] / 12.440
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.80
0.179
12.13
12.63
12.47
7.196
12.80
3.140
13.13
2.391
13.47
2.157
13.80
1.952
14.13
1.734
14.47
1.623
14.80
1.514
15.13
1.398
15.47
1.274
15.80
1.143
16.13
1.014
16.47
0.952
16.80
0.895
17.13
0.836
17.47
0.775
17.80
0.713
18.13
0.653
18.47
0.633
18.80
0.615
19.13
0.698
19.47
0.580
19.80
0.562
20.13
0.544
20.47
0.525
20.80
0.506
21.13
0.487
21.47
0.467
21.80
0.447
22.13
0.630
22.47
0.445
22.80
0.431
23.13
0.416
23.47
0.401
Time -- Outflow
(hrs cfs)
23.80 0.385
24.13 0.180
End
Monday, Jul 6, 2009
Peak discharge = 13.14 cfs
Time to peak =
12.17 hrs
Hyd. volume =
60,689 cult
Curve number =
46*
Hydraulic length =
1100 ft
Time of conc. (Tc) =
11.6 min
Distribution =
Type III
Shape factor =
484
( Printed values >= 1.00% of Qp. Print interval = 20)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 2
Pond Influent
Monday, Jul 6, 2009
Hydrograph type
= SCS Runoff
Peak discharge =
50.49 cfs
Storm frequency
= 10 yrs
Time to peak =
12.18 hrs
Time interval
= 1 min
Hyd. volume =
209,773 cuft
Drainage area
= 12.450 ac
Curve number =
79*
Basin Slope
= 0.3 %
Hydraulic length =
1100 ft
Tc method
= KIRPICH
Time of conc. (Tc) =
16.0 min
Total precip.
= 7.00 in
Distribution =
Type III
Storm duration
= 24 hrs
Shape factor =
484
" Composite (Area/CN) = [(8.910 x 98) + (3.540 x 30)] / 12.450
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
8.43
0.509
20.43
1.024
8.77
0.685
20.77
0.984
9.10
0.891
21.10
0.944
9.43
1.127
21.43
0.904
9.77
1.392
21.77
0.864
10.10
1.685
22.10
0.996
10.43
2.116
22.43
0.868
10.77
2.656
22.77
0.822
11.10
3.276
23.10
0.791
11.43
4.747
23.43
0.761
11.77
10.64
23.77
0.731
12.10
42.90
24.10
0.594
12.43
27.56
12.77
9.443
... End
13.10
6.358
13.43
5.236
13.77
4.640
14.10
4.038
14.43
3.650
14.77
3.358
15.10
3.064
15.43
2.767
15.77
2.467
16.10
2.169
16.43
1.986
16.77
1.855
17.10
1.724
17.43
1.592
17.7'l
1.460
18.10
1.329
18.43
1.261
18.77
1.221
19.10
1.182
19.43
1.143
19.77
1.103
20.10
1.063
( Printed values >= 1.00% of Qp. Print interval = 20)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Monday, Jul 6, 2009
Hyd. No. 3
Pond Discharge
Hydrograph type
_ Reservoir
Peak discharge
= 11.79 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.68 hrs
Time interval
= 1 min
Hyd. volume
= 165,289 cuft
Inflow hyd. No.
= 2 - Pond Influent
Reservoir name
= Stormwater Pond
Max. Elevation
= 17.05 ft
Max. Storage
= 306,371 cuft
Storage Indication method used. Wet pond routing start elevation = 14.50 ft.
Hydrograph Discharge Table (Printed values >= 1.00% of op. Print interval =20)
Time
Inflow
Elevation
Clv A
Clv B
Clv C PfRsr
Wr A
Wr B Wr C
Wr D Exfil
Outflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs
cfs
cfs cfs
cfs cfs
cfs
11.00
3.071
14.89
0.127
0.121
----- -----
-----
----- -----
----- -----
0.121
11.33
4.190
14.99
0.150
0.143
----- -----
-----
----- -----
----- -----
0.143
11.67
7.228
15.14
0.177
0.169
----- -----
-----
---- -----
----- -----
0.169
12.00
26.27
15.55
0.230
0.227
----- -----
--
----- -----
----- -----
0.227
12.33
39.08
16.68
4.568
0.289
----- -----
0.520
----- --•
3.742 -----
4.551
12.67
12.50
17.05
11.96
0,266
----- -----
2.706
----- 1.664
7.145 -----
11.78
13.00
7.021
16.99
10.40
0.274
----- -----
2.283
----- 1.109
6.556 -----
10.22
13.33
5.430
16.91
8.255
0.282
---- -----
1.731
----- 0.474
5.754 -----
8.241
13.67
4.820
16.84
7.044
0.285
---- -----
1.346
----- 0.180
5.158 ----
6.969
14.00
4.216
16.79
6.150
0.287
----- -----
1.052
---- ----
4.692 ----
6.031
14.33
3.740
16.75
5.459
0.288
----- -----
0.821
---- ----
4.291 ----
5.400
14.67
3.446
16.71
4.860
0.289
---- ----
0.621
----- -----
3.944 ----
4.853
15.00
3.153
16.67
4.453
0.289
----- -----
0.480
----- ---
3.659 -----
4.428
15.33
2.856
16.64
4.096
0.289
----- -----
0.356
----- -----
3.399 -----
4.044
15.67
2.557
16.61
3.760
0.290
----- -----
0.239
----- -----
3.154 -----
3.683
16.00
2.257
16.58
3.450
0.290
---- -----
0.164
----- ---
2.931 ----
3.385
16.33
2.026
16.55
3.146
0.290
----- -----
0.102
-----
2.714 -----
3.106
16.67
1.894
16.52
2.870
0.290
---- -----
0.046
----- -----
2.516 -----
2.851
17.00
1.763
16.50
2.631
0.290
---- -----
-----
-----
2.341 -----
2.630
17.33
1.632
16.48
2.491
0.289
---- -----
-----
-----
2.190 -----
2.479
17.67
1.499
16.45
2.353
0.289
----- -----
-----
----- ----
2.042 -----
2.331
18.00
1.367
16.43
2.218
0.289
----- ----
-----
----- -----
1.897 -----
2.186
18.33
1.273
16.41
2.087
0.289
---- -----
-----
----- ----
1.755 -----
2.044
18.67
1.233
16.39
1.969
0.289
---- -----
-----
----- ----
1.634 -----
1.923
19.00
1.194
16.37
1.866
0.288
----- -----
-----
----- -----
1.532 -----
1.820
19.33
1.154
16.36
1.772
0.288
----- -----
-----
----- ----
1,439 -----
1.727
19.67
1.115
16.34
1.685
0.288
----- -----
-----
----- -----
1.354 -----
1.642
20.00
1.075
16.33
1.605
0.288
----- -----
-----
----- -----
1.276 -----
1.563
20.33
1.036
16.32
1.531
0.287
----- -----
-----
----- -----
1.202 -----
1.490
20.67
0.996
16.31
1.462
0.287
----- -----
-----
----- -----
1.134 ----
1.421
21.00
0.956
16.30
1.399
0.287
----- ----
-----
----- -----
1.074 -----
1.361
21.33
0.916
16.29
1.343
0.287
----- -----
-----
----- -----
1.021 -----
1.308
21.67
0.876
16.28
1,288
0.287
----- -----
-----
----- -----
0.971 -----
1.258
22.00
0.836
16.27
1.234
0.287
----- -----
-----
----- -----
0.921 -----
1.208
22.33
0.967
16.26
1.208
0.287
----- -----
-----
----- -----
0.896 -----
1.183
22.67
0.831
16.25
1.165
0.287
----- -----
-----
----- -----
0.857 -----
1.144
23.00
0.801
16.24
1.121
0.287
----- -----
-----
----- -----
0.817 -----
1.104
23.33
0.770
16.24
1.079
0.287
----- -----
-----
----- -----
0.778 -----
1.064
23.67
0.740
16.23
1.038
0.287
----- -----
-----
----- -----
0.740 -----
1.026
24.00
0.710
16.22
0.998
0.287
----- -----
-----
----- -----
0.703 -----
0.989
Continues on next page...

Pond Discharge
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Civ B
Clv C PfRsr Wr A Wr B
Wr C Wr D
Exfil
Outflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs cfs cfs
cfs cfs
cfs
cfs
24.33
0.064
16.21
0.920
0.286
----- ----- ----- -----
---- 0.630
-----
0.917
24.67
0.000
16.18
0.823
0.286
---- ----- ----- -----
----- 0.535
----
0.822
25.00
0.000
16.16
0.745
0.286
----- ---- ----- -----
----- 0.456
-----
0.742
25.33
0.000
16.15
0.674
0.286
----- ----- ----- -----
---- 0.385
-----
0.671
25.67
0.000
16.13
0.610
0.285
----- ----- ----- -----
----- 0.320
_----
0.606
26.00
0.000
16.11
0.553
0.285
----- ----- ----- -----
----- 0.262
----
0.547
26.33
0.000
16.10
0.501
0.285
----- ----- ----- -----
----- 0.210
-----
0.495
26.67
0.000
16.09
0.475
0.284
----- --- - ----- -----
----- 0.183
-----
0.467
27.00
0.000
16.08
0.449
0.283
----- ----- ----- -----
----- 0.158
-----
0.441
27.33
0.000
16.06
0.425
0.282
----- ----- ----- -----
----- 0.134
-----
0.417
27.67
0.000
16.05
0.403
0.281
----- ---- ----- -----
----- 0.112
-----
0.393
28.00
0.000
16.04
0.382
0.280
----- --- ----- -----
----- 0.091
-----
0.371
28.33
0.000
16.03
0.362
0.280
----- ----- ----- -----
----- 0.071
-----
0.351
28.67
0.000
16.02
0.343
0.279
----- ----- ----- -----
----- 0.052
-----
0.331
29.00
0.000
16.02
0.325
0.278
----- ----- ----- -----
----- 0.034
-----
0.313
29.33
0.000
16.01
0.308
0.278
----- ---- ----- -----
----- 0.017
-----
0.295
29.67
0.000
16.00
0.292
0.277
----- ----- ----- -----
----- 0.002
-----
0.279
30.00
0.000
15.99
0.290
0.276
----- ----- ----- ----
----- -----
-----
0.276
30.33
0.000
15.99
0.290
0.276
----- ----- ----- -----
----- ----
----
0.276
30.67
0.000
15.98
0.290
0.275
----- ----- ----- -----
---- -----
-----
0.275
31.00
0.000
15.97
0.290
0.274
----- ----- ---- -----
----- ----
-----
0.274
31.33
0.000
15.96
0.290
0.273
---- ----- ---- -----
----- -----
-----
0.273
31.67
0.000
15.95
0.290
0.272
----- ----- ----- -----
---- -----
-----
0.272
32.00
0.000
15.95
0.290
0.272
----- ---- ---- -----
----- -----
----
0.272
32.33
0.000
15.94
0.290
0.271
--- ---- ----- -----
----- -----
-----
0.271
32.67
0.000
15.93
0.290
0.270
---- ----- ----- -----
----- ----
-----
0.270
33.00
0.000
15.92
0.290
0.269
----- ----- ----- -----
----- -----
----
0.269.
33.33
0.000
15.92
0.290
0.268
----- ----- =----
----- -----
----
0.268
33.67
0.000
15.91
0.290
0.268
----- ----- ----- -----
----- -----
-----
0.268
34.00
0.000
15.90
0.290
0.267
----- ----- ----- -----
----- -----
-----
0.267
34.33
0.000
15.89
0.288
0.266
----- ----- ----- -----
----- -----
-----
0.266
34.67
0.000
15.88
0.285
0.265
----- ----- ----- -----
----- -----
-----
0.265
35.00
0.000
15.88
0.283
0.264
----- ----- ---- -----
----- ----
-----
0.264
35.33
0.000
15.87
0.281
0.264
----- ---- ----- ----
----- ----
-----
0.264
35.67
0.000
15.86
0.278
0.263
--- ----- ----- -----
----- -----
-----
0.263
36.00
0.000
15.85
0.276
0.262
---- ----- ----- -----
----- -----
-----
0.262
36.33
0.000
15.85
0.273
0.261
----- ----- ----- -----
----- -----
----
0.261
36.67
0.000
15.84
0.271
0.260
- ----- ----- -----
---- -----
-----
0.260
37.00
0.000
15.83
0.268
0.260
----- ----- ----- -----
----- -----
----
0.260
37.33
0.000
15.83
0.266
0.259
----- ----- ---- -----
----- -----
-----
0.259
37.67
0.000
15.82
0.263
0.258
----- ----- ----- -----
----- -----
-----
0.258
38.00
0.000
15.81
0.261
0.257
----- ----- ----- ----
----- -----
-----
0.257
38.33
0.000
15.80
0.259
0.257
----- ----- ----- -----
----- -----
-----
0.257
38.67
0.000
15.80
0.258
0.256
----- ----- ----- -----
----- -----
-----
0.256
39.00
0.000
15.79
0.258
0.255
----- ----- ----- -----
----- -----
-----
0.255
39.33
0.000
15.78
0.258
0.254
•- --- ----- ----- -----
----- -----
-----
0.254
39.67
0.000
15.77
0.258
0.253
----- ----- ----- -----
----- -----
-----
0.253
40.00
0.000
15.77
0.258
0.252
----- ----- ----- -----
----- -----
-----
0.252
40.33
0.000
15.76
0.258
0.252
----- ----- ----- -----
----- -----
-----
0.252
40.67
0.000
15.75
0.258
0.251
----- ----- ----- -----
----- -----
-----
0.251
41.00
0.000
15.75
0.258
0.250
----- ----- ----- -----
----- -----
-----
0.250
41.33
0.000
15.74
0.258
0.249
----- ----- ----- -----
----- -----
-----
0.249
41.67
0.000
15.73
0.258
0.249
----- ----- ----- -----
----- -----
0.249
42.00
0.000
15.72
0.258
0.248
----- ----- ----- -----
----- -----
-----
0.248
Continues on next page...

Pond Discharge
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Civ B
Clv C PfRsr Wr A Wr B Wr C Wr D Exfil
Outflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs cfs cfs cfs cfs cfs
cfs
42.33
0.000
15.72
0.258
0.247
----- ----- ----- ---- ----- ----- -----
0.247
42.67
0.000
15.71
0.258
0.246
----- ----- ----- ---- ----- ----- -----
0.246
43.00
0.000
15.70
0.258
0.245
----- ----- ----- ----- ----- ----- -----
0.245
43.33
0.000
15.70
0.257
0.245
----- ----- ----- ----- ----- ----- -----
0.245
43.67
0.000
15.69
0.255
0.244
----- ----- ----- ----- ----- ----- -----
0.244
44.00
0.000
15.68
0.253
0.243
----- ----- ----- ----- ----- ----- -----
0.243
44.33
0.000
15.68
0.252
0.242
----- ----- ----- ----- ----- ----- -----
0.242
44.67
0.000
15.67
0.250
0.241
----- ----- ----- ----- ----- ----- -----
0.241
45.00
0.000
15.66
0.248
0.241
---- ----- ----- ----- ----- ----- -----
0.241
45.33
0.000
15.65
0.247
0.240
----- ----- ----- ----- ----- ----- -----
0.240
45.67
0.000
15.65
0.245
0.239
----- ----- ----- ----- ----- ----- -----
0.239
46.00
0.000
15.64
0.243
0.238
----- ----- ----- ----- ----- ----- -----
0.238
46.33
0.000
15.63
0.242
0.237
----- ----- ----- ----- ----- ----- -----
0.237
46.67
0.000
15.63
0.240
0.237
----- ----- ----- ----- ----- ----- -----
0.237
47.00
0.000
15.62
0.238
0.236
----- ----- ----- ----- ----- ----- -----
0.236
47.33
0.000
15.61
0.237
0.235
----- ---- ----- ----- ----- ---- -----
0.235
47.67
0.000
15.61
0.235
0.234
----- ----- ----- ----- ----- ----- -----
0.234
48.00
0.000
15.60
0.234
0.233
---- ----- ----- ----- ----- ----- ____
0.233
... End

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 4
Dock Pit Discharge
Monday, Jul 6, 2009
Hydrograph type
= SCS Runoff
Peak discharge =
1.016 cfs
Storm frequency
= 10 yrs
Time to peak =
12.07 hrs
Time interval
= 1 min
Hyd. volume =
3,619 cuft
Drainage area
= 0.143 ac
Curve number =
98
Basin Slope
= 0.0 %
Hydraulic length =
0 ft
Tc method
= USER
Time of conc. (Tc) =
5.0 min
Total precip.
= 7.00 in
Distribution =
Type III
Storm duration
= 24 hrs
Shape factor =
484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
3.77
0.010
16.10
0.027
4.10
0.011
16.43
0.025
4.43
0.012
16.77
0.023
4.77
0.012
17.10
0.022
5.10
0.013
17.43
0.020
5.43
0.014
17.77
0.018
5.77
0.014
18.10
0.017
6.10
0.015
18.43
0.016
6.43
0.017
18.77
0.016
6.77
0.019
19.10
0.015
7.10
0.021
19.43
0.015
7.43
0.022
19.77
0.014
7.77
0.024
20.10
0.013
8.10
0.026
20.43
0.013
8.43
0.030
20.77
0.012
8.77
0.034
21.10
0.012
9.10
0.038
21.43
0.011
9.43
0.042
21.77
0.011
9.77
0.046
22.10
0.017
10.10
0.051
22.43
0.011
10.43
0.059
22.77
0.010
10.77
0.067
11.10
0.078
...End
11.43
0.109
11.77
0.297
12.10
0.963
12.43
0.253
12.77
0.105
13.10
0.076
13.43
0.067
13.77
0.059
14.10
0.051
14.43
0.047
14.77
0.043
15.10
0.039
15.43
0.035
15.77
0.031
( Printed values >= 1.00% of op. Print interval = 20)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Monday, Jul 6, 2009
Hyd. No. 5
Post -Development Out
Hydrograph type = Combine Peak discharge = 11.91 cfs
Storm frequency = 10 yrs Time to peak = 12.68 hrs
Time interval = 1 min Hyd. volume = 168,909 cuft
Inflow hyds. = 3, 4 Contrib. drain. area= 0.143 ac
Hydrograph Discharge Table
Time Hyd. 3 + Hyd. 4 =
(hrs) (cfs) (cfs)
( Printed values - 1.00% or Qp. Print interval = 20)
Outflow
(cfs)
10.33
0.078
0.056
0.135
10.67
0.100
0.065
0.164
11.00
0.121
0.073
0.194
11.33
0.143
0.100
0.243
11.67
0.169
0.206
0.376
12.00
0.227
0.724
0.951
12.33
4.551
0.345
4.896
12.67
11.78
0.115
11.90
13.00
10.22
0.083
10.31
13.33
8.241
0.069
8.311
13.67
6.969
0.061
7.030
14.00
6.031
0.053
6.084
14.33
5.400
0.048
5.448
14.67
4.853
0.044
4.897
15.00
4.428
0.040
4.468
15.33
4.044
0.036
4.080
15.67
3.683
0.032
3.715
16.00
3.385
0.028
3.413
16.33
3.106
0.026
3.131
16.67
2.851
0.024
2.875
17.00
2.630
0.022
2.653
17.33
2.479
0.020
2.500
17.67
2.331
0.019
2.350
18.00
2.186
0.017
2.203
18.33
2.044
0.016
2.060
18.67
1.923
0.016
1.938
19.00
1.820
0.015
1.836
19.33
1.727
0.015
1.742
19.67
1.642
0.014
1.656
20.00
1.563
0.014
1.577
20.33
1.490
0.013
1.503
20.67
1.421
0.013
1.434
21.00
1.361
0.012
1.373
21.33
1.308
0.012
1.320
21.67
1.258
0.011
1.269
22.00
1.208
0.011
1.219
22.33
1.183
0.011
1.194
22.67
1.144
0.010
1.154
23.00
1.104
0.010
1.114
23.33
1.064
0.010
1.074
23.67
1.026
0.009
1.036
24.00
0.989
0.009
0.998
Continues on next page...

Post -Development Out
Hydrograph Discharge Table
Time
Hyd. 3 +
Hyd. 4 =
Outflow
(hrs)
(cfs)
(cfs)
(cfs)
24.33
0.917
0.000
0.917
24.67
0.822
0.000
0.822
25.00
0.742
0.000
0.742
25.33
0.671
0.000
0.671
25.67
0.606
0.000
0.606
26.00
0.547
0.000
0.547
26.33
0.495
0.000
0.495
26.67
0.467
0.000
0.467
27.00
0.441
0.000
0.441
27.33
0.417
0.000
0.417
27.67
0.393
0.000
0.393
28.00
0.371
0.000
0.371
28.33
0.351
0.000
0.351
28.67
0.331
0.000
0.331
29.00
0.313
0.000
0.313
29.33
0.295
0.000
0.295
29.67
0.279
0.000
0.279
30.00
0.276
0.000
0.276
30.33
0.276
0.000
0.276
30.67
0.275
0.000
0.275
31.00
0.274
0.000
0.274
31.33
0.273
0.000
0.273
31.67
0.272
0.000
0.272
32.00
0.272
0.000
0.272
32.33
0.271
0.000
0.271
32.67
0.270
0.000
0.270
33.00
0.269
0.000
0.269
33.33
0.268
0.000
0.268
33.67
0.268
0.000
0.268
34.00
0.267
0.000
0.267
34.33
0.266
0.000
0.266
34.67
0.265
0.000
0.265
35.00
0.264
0.000
0.264
35.33
0.264
0.000
0.264
35.67
0.263
0.000
0.263
36.00
0.262
0.000
0.262
36.33
0.261
0.000
0.261
36.67
0.260
0.000
0.260
37.00
0.260
0.000
0.260
37.33
0.259
0.000
0.259
37.67
0.258
0.000
0.258
38.00
0.257
0.000
0.257
38.33
0.257
0.000
0.257
38.67
0.256
0.000
0.256
39.00
0.255
0.000
0.255
39.33
0.254
0.000
0.254
39.67
0.253
0.000
0.253
40.00
0.252
0.000
0.252
40.33
0.252
0.000
0.252
40.67
0.251
0.000
0.251
41.00
0.250
0.000
0.250
41.33
0.249
0,000
0.249
41.67
0.249
0.000
0.249
42.00
0.248
0.000
0.248
Continues on next page...

Post -Development Out
Hydrograph Discharge Table
Time
Hyd. 3 +
Hyd. 4 =
Outflow
(hrs)
(cfs)
(cfs)
(cfs)
42.33
0.247
0.000
0.247
42.67
0.246
0.000
0.246
43.00
0.245
0.000
0.245
43.33
0.245
0.000
0.245
43.67
0.244
0.000
0.244
44.00
0.243
0.000
0.243
44.33
0.242
0.000
0.242
44.67
0.241
0.000
0.241
45.00
0.241
0.000
0.241
45.33
0.240
0.000
0.240
45.67
0.239
0.000
0.239
46.00
0.238
0.000
0.238
46.33
0.237
0.000
0.237
46.67
0.237
0.000
0.237
47.00
0.236
0.000
0.236
47.33
0.236
0.000
0.235
47.67
0.234
0.000
0.234
48.00
0.233
0.000
0.233
w�I

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 1
Pre -Development Out
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 25 yrs
= 1 min
= 12.440 ac
= 0.7 %
= KIRPICH
= 8.05 in
= 24 hrs
" Composite (Area/CN) = [(7.780 x 30) + (4.220 x 77) + (0.440 x 30)] / 12.440
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.65
0.245
11.98
6.590
12.32
14.23
12.65
5.377
12.98
3.698
13.32
3.025
13.65
2.751
13.98
2.446
14.32
2.223
14.65
2.077
14.98
1.921
15.32
1.757
15.65
1.585
15.98
1.407
16.32
1.283
16.65
1.208
16.98
1.130
17.32
1.050
17.65
0.969
17.98
0.886
18.32
0.835
18.65
0.812
18.98
0.789
19.32
0.766
19.65
0.742
19.98
0.717
20.32
0.693
20.65
0.668
20.98
0.643
21.32
0.617
21.65
0.591
21.98
0.565
22.32
0.585
22.65
0.566
22.98
0.546
23.32
0.527
Time -- Outflow
(hrs cfs)
23.65 0.507
23.98 0.487
End
Monday, Jul 6, 2009
Peak discharge = 20.29 cfs
Time to peak =
12.15 hrs
Hyd. volume =
60,689 cuft
Curve number =
46*
Hydraulic length =
1100 ft
Time of conc. (Tc) =
11.6 min
Distribution =
Type III
Shape factor =
484
( Printed values >=1.00 % of Qp. Print interval = 20)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 2
Pond Influent
Monday, Jul 6, 2009
Hydrograph type
= SCS Runoff
Peak discharge =
60.85 cfs
Storm frequency
= 25 yrs
Time to peak =
12.18 hrs
Time interval
= 1 min
Hyd. volume =
209,773 cuft
Drainage area
= 12.450 ac
Curve number =
79*
Basin Slope
= 0.3 %
Hydraulic length =
1100 ft
Tc method
= KIRPICH
Time of conc. (Tc) =
16.0 min
Total precip.
= 8.05 in
Distribution =
Type III
Storm duration
= 24 hrs
Shape factor =
484
* Composite (Area/CN) = [(8.910 x 98) + (3.540 x 30)] / 12.450
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
8.13
0.609
20.13
1.242
8.47
0.795
20.47
1.195
8.80
1.027
20.80
1.148
9.13
1.293
21.13
1.101
9.47
1.593
21.47
1.054
9.80
1.923
21.80
1.007
10.13
2.289
22.13
1.233
10.47
2.843
22.47
0.994
10.80
3.512
22.80
0.959
11.13
4.296
23.13
0.923
11.47
6.238
23.47
0.888
11.80
15.08
23.80
0.853
12.13
57.47
12.47
29.13
...End
12.80
10.45
13.13
7.283
13.47
6.112
13.80
5.401
14.13
4.694
14.47
4.264
14.80
3.918
15.13
3.570
15.47
3.218
15.80
2.865
16.13
2.517
16.47
2.317
16.80
2.163
17.13
2.008
17.47
1.853
17.80
1.698
18.13
1.546
18.47
1.474
18.80
1.428
19.13
1.382
19.47
1 143.5
19.80
1.289
( Printed values >=1.00% of Qp. Print interval = 20)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2 Monday, Jul 6, 2009
Hyd. No. 3
Pond Discharge
Hydrograph type
= Reservoir
Peak discharge
= 20.09 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.58 hrs
Time interval
= 1 min
Hyd. volume
= 165,289 cuft
Inflow hyd. No.
= 2 - Pond Influent
Reservoir name
= Stormwater Pond
Max. Elevation
= 17.35 ft
Max. Storage
= 321,095 cuft
Storage Indication method used. Wet pond routing start elevation = 14.50 ft.
Hydrograph Discharge Table
(Printed values >= 1.00% of Qp. Print interval =20)
Time
Inflow
Elevation
Clv A
Clv B Clv C PfRsr
Wr A
Wr B Wr C
Wr D
Exfil
Outflow
(hrs)
cfs
ft
cfs
cfs cfs cfs
cfs
cfs cfs
cfs
cfs
cfs
12.00
32.15
15.85
0.274
0.261 ----- -----
-----
----- -----
-----
-----
0.261
12.33
46.76
17.11
13.59
0.258 ----- --
3.154
2.274
7.749
-----
13.43
12.67
14.82
17.33
19.81
0.218 ----- -----
5.000
----- 5.157
9.279
-----
19.65
13.00
8.302
17.16
15.17
0.248 ----- -----
3.584
---- 2.906
8.235
14.97
13.33
6.413
17.02
11.26
0.270 ----- ----
2.515
----- 1.407
6.882
---
11.07
13.67
5.686
16.93
8.731
0.280 ----- -
1.853
0.615
5.932
-----
8.680
14.00
4.969
16.86
7,312
0.285 --- -----
1.434
---- 0.242
5.296
-----
7.257
14.33
4.405
16.80
6.338
0.287 -----
1.114
----- 0.014
4.797
6.212
14.67
4.057
16.76
5.677
0.288 ----- -----
0.894
----- -----
4.418
5.599
15.00
3.709
16.72
5.108
0.288 -----
0.704
-----
4.088
-----
5.080
15.33
3.359
16.69
4.643
0.289 ----- -
0.546
----- ----
3.797
-----
4.632
15.67
3.006
16.65
4.279
0.289 ----- -----
0.419
----- ----
3.532
----
4.241
16.00
2.652
16.62
3.924
0.290 ---- -----
0.296
----- -----
3.274
- ---
3.859
16.33
2.380
16.59
3.588
0.290 ----- --
0.192
----- -----
3.030
----
3.512
16.67
2.225
16.56
3.296
0.290 ---- -----
0.133
----- -----
2.821
-----
3.244
17.00
2.070
16.54
3.031
0.290 -----
0.079
----- -----
2.632
----
3.000
17.33
1.915
16.51
2.788
0.290 ----- ---
0.029
----- -----
2.458
-----
2.777
17.67
1.760
16.49
2.594
0.290 ----- -----
----
----- -----
2.300
-----
2.590
18.00
1.604
16.47
2.457
0.289 ----- -----
----
----- -----
2.153
-----
2.443
18.33
1.494
16.45
2.321
0.289 ----- -----
----
----- -----
2.007
-----
2.296
18.67
1.446
16.43
2.197
0.289 ----- ----
-----
----- -----
1.874
-----
2.163
19.00
1.400
16.41
2.086
0.289 ----- -----
-----
---- -----
1.754
-----
2.043
19.33
1.354
16.39
1.987
0.289 ----- -----
-----
----- -----
1.651
----
1.940
19.67
1.307
16.38
1.898
0.288 ----- -----
-----
----- -----
1.563
-----
1.852
20.00
1.261
16.37
1.815
0.288 ----- -----
-----
----- -----
1.482
-----
1.770
20.33
1.214
16.35
1.737
0.288 ----- -----
-----
----- ----=-
1.405
-----
1.693
20.67
1.167
16.34
1.664
0.288 ----- -----
-----
----- -----
1.333
-----
1.620
21.00
1.120
16.33
1.594
0.288 ----- -----
-----
----- -----
1.264
----
1.552
21.33
1.073
16.32
1.527
0.287 ----- -----
-----
----- -----
1.199
-----
1.486
21.67
1.026
16.31
1.464
0.287 ----- -----
-----
----- -----
1.136
-----
1.423
22.00
0.979
16.30
1.404
0.287 ----- ----
----
----- -----
1.078
-----
1.365
22.33
1.132
16.29
1.380
0.287 ----- -----
-----
----- -----
1.055
-----
1.342
22.67
0.973
16.28
1.335
0.287 ---- -----
-----
----- ----
1.015
-----
1.302
23.00
0.938
16.28
1,289
0.287 ----- -----
-----
----- -----
0.972
-----
1.259
23.33
0.902
16.27
1.244
0.287 ----- -----
-----
---- -----
0.930
-----
1.217
23.67
0.867
16.26
1.200
0.287 ----- -----
-----
----- -----
0.889
-----
1.176
24.00
0.831
16.25
1.156
0.287 ----- -----
-----
----- -----
0.849
-----
1.136
24.33
0.075
16.23
1.068
0.287 ----- -----
-----
----- ----
0.767
----
1.054
24.67
0.000
16.21
0.929
0.286 ----- ----
-----
----- -----
0.639
-----
0.925
25.00
0.000
16.19
0.828
0.286 ----- -----
-----
----- -----
0.541
-----
0.827
Continues on next page...

Pond Discharge
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B
Civ C PfRsr Wr A
Wr B Wr C Wr D
Exfil
Outflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs cfs
cfs cfs cfs
cfs
cfs
25.33
0.000
16.17
0.749
0.286
----- ---- -----
----- ----- 0.461
-----
0.747
25.67
0.000
16.15
0.678
0.286
----- ----- -----
----- ----- 0.389
-----
0.675
26.00
0.000
16.13
0.614
0.285
----- ----- -----
----- ----- 0.324
-----
0.610
26.33
0.000
16.11
0.556
0.285
----- ----- -----
---- ----- 0.266
-----
0.551
26.67
0.000
16.10
0.504
0.285
----- ----- -----
----- ----- 0.213
-----
0.497
27.00
0.000
16.09
0.476
0.284
----- ----- -----
----- ----- 0.185
0.469
27.33
0.000
16.08
0.451
0.283
----- ---- ----
----- ----- 0.160
-----
0.443
27.67
0.000
16.06
0.427
0.282
----- ----- -----
----- ----- 0.136
-----
0.418
28.00
0.000
16.05
0.404
0.281
----- ----- -----
----- ----- 0.113
-----
0.395
28.33
0.000
16.04
0.383
0.281
----- ----- -----
----- ----- 0.092
-----
0.373
28.67
0.000
16.03
0.363
0.280
---- ----- -----
----- ----- 0.072
-----
0.352
29.00
0.000
16.03
0.344
0.279
----- ----- -----
----- ----- 0.053
-----
0.332
29.33
0.000
16.02
0.326
0.278
----- ----- -----
----- ----- 0.035
-----
0.314
29.67
0.000
16.01
0.309
0.278
----- ----- -----
----- ---- 0.018
-----
0.296
30.00
0.000
16.00
0.293
0.277
----- ----- -----
----- 0.002
-----
0.280
30.33
0.000
15.99
0.290
0.276
----- ----- -----
----- - -----
-----
0.276
30.67
0.000
15.99
0.290
0.276
----- ---- -----
----- -----
-----
0.276
31.00
0.000
15.98
0.290
0.275
---- ----- -----
----- -----
----
0.275
31.33
0.000
15.97
0.290
0.274
----- ----- -----
----- -----
-----
0.274
31.67
0.000
15.96
0.290
0.273
----- ----- -----
----- ----- -----
---
0.273
32.00
0.000
15.95
0.290
0.272
----- ----- -----
----- ---- -----
---
0.272
32.33
0.000
15.95
0.290
0.272
----- ----- -----
----- ---- ----
0.272
32.67
0.000
15.94
0.290
0.271
----- ----- -----
----- _____ ___
-----
0.271
33.00
0.000
15.93
0.290
0.270
----- ----- -----
----- ----- -----
---
0.270
33.33
0.000
15.92
0.290
0.269
----- ---- -----
----- ----- ----
-----
0.269
33.67
0.000
15.92
0.290
0.268
----- ----- -----
----- ----- -----
-----
0.268
34.00
0.000
15.91
0.290
0.268
----- ----- -----
---- ----- ---
-----
0.268
34.33
0.000
15.90
0.290
0.267
----- ----- -----
----- ----- -----
-----
0.267
34.67
0.000
15.89
0.288
0.266
----- ---- -----
----- ---- -----
-----
0.266
35.00
0.000
15.89
0.286
0.265
----- ---- -----
----- ----- -----
-----
0.265
35.33
0.000
15.88
0.283
0.264
----- ----- -----
----- ----- -----
-----
0.264
35.67
0.000
15.87
0.281
0.264
----- ----- -----
----- ----- -----
-----
0.264
36.00
0.000
15.86
0.278
0.263
----- ----- -----
----- ----- -----
-----
0.263
36.33
0.000
15.86
0.276
0.262
----- ---- -----
----- ----- -----
-----
0.262
36.67
0.000
15.85
0.273
0.261
----- ---- -----
----- ----- -----
-----
0.261
37.00
0.000
15.84
0.271
0.260
----- ----- -----
----- ---- -----
-----
0.260
37.33
0.000
15.83
0.268
0.260
----- ----- -----
----- ----- -----
-----
0.260
37.67
0.000
15.83
0.266
0.259
--- ----- ----
----- ----- -----
-----
0.259
38.00
0.000
15.82
0.264
0.258
----- ----- -----
----- ----- ----
-----
0.258
38.33
0.000
15.81
0.261
0.257
-_--- ----- -----
----- ----- -----
-----
0.257
38.67
0.000
15.80
0.259
0.257
----- ----- -----
----- ----- -----
-----
0.257
39.00
0.000
15.80
0.258
0.256
----- ----- -----
----- ----- -----
-----
0.256
39.33
0.000
15.79
0.258
0.255
----- ----- -----
----- ----- -----
-----
0.255
39.67
0.000
15.78
0.258
0.254
----- ----- -----
----- ----- -----
-----
0.254
40.00
0.000
15.77
0.258
0.253
----- ----- -----
----- ----- -----
-----
0.253
40.33
0.000
15.77
0.258
0.253
----- ----- -----
----- ----- -----
-----
0.253
40.67
0.000
15.76
0.258
0.252
----- ----- -----
----- ----- -----
-----
0.252
41.00
0.000
15.75
0.258
0.251
----- ----- -----
----- ----- -----
-----
0.251
41.33
0.000
15.75
0.258
0.250
----- ----- -----
----- ----- ---
-----
0.250
41.67
0.000
15.74
0.258
0.249
----- ----- -----
----- ----- -----
-----
0.249
42.00
0.000
15.73
0.258
0.249
----- ---- -----
----- ----- -----
-----
0.249
42.33
0.000
15,72
0.258
0.248
----- ----- -----
----- ____ -----
-----
0.248
42.67
0.000
15.72
0.258
0.247
----- ----- -----
----- ----- -----
-----
0.247
43.00
0.000
15.71
0.258
0.246
----- ----- -----
----- ----- -----
-----
0.246
Continues on next page...

Pond Discharge
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B
Clv C PfRsr Wr A Wr B Wr C Wr D Exfil
Outflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs cfs cfs cfs cfs cfs
cfs
43.33
0.000
15.70
0.258
0.245
----- ----- ----- ----- ----- ----- -----
0.245
43.67
0.000
15.70
0.257
0.245
----- ----- ----- ----- ----- ----- -----
0.245
44.00
0.000
15.69
0.255
0.244
----- ----- ----- ----- ----- ----- -----
0.244
44.33
0.000
15.68
0.253
0.243
----- ----- ----- ----- ----- ----- -----
0.243
44.67
0.000
15.68
0.252
0.242
----- ----- ----- ----- ----- ----- -----
0.242
45.00
0.000
15.67
0.250
0.241
----- ----- ----- ----- ----- ----- -----
0.241
45.33
0.000
15.66
0.248
0.241
----- ----- ----- ----- ----- ---- -----
0.241
45.67
0.000
15.66
0.247
0.240
---- ----- ----- ----- ----- ----- -----
0.240
46.00
0.000
15.65
0.245
0.239
----- ----- ----- ----- ----- ----- -----
0.239
46.33
0.000
15.64
0.243
0.238
----- ----- ----- ----- ----- ---- -----
0.238
46.67
0.000
15.63
0.242
0.237
----- ----- ----- ----- ---- ----- -----
0.237
47.00
0.000
15.63
0.240
0.237
----- ----- ----- ----- ----- ----- -----
0.237
47.33
0.000
15.62
0.239
0.236
----- ----- ----- ----- ----- ---- -----
0.236
47.67
0.000
15.61
0.237
0.235
----- ----- ----- ----- ----- ----- -----
0.235
48.00
0.000
15.61
0.235
0.234
----- ----- ----- ----- ----- ----- -----
0.234
... End

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 4
Dock Pit Discharge
Monday, Jul 6, 2009
Hydrograph type
= SCS Runoff
Peak discharge =
1.169 cfs
Storm frequency
= 25 yrs
Time to peak =
12.07 hrs
Time interval
= 1 min
Hyd. volume =
3,619 cuft
Drainage area
= 0.143 ac
Curve number =
98
Basin Slope
= 0.0 %
Hydraulic length =
Oft
Tc method
= USER
Time of conc. (Tc) =
5.0 min
Total precip.
= 8.05 in
Distribution =
Type III
Storm duration
= 24 hrs
Shape factor =
484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
3.57
0.01
15.90
0.034
3.90
0.013
16.23
0.030
4.23
0.013
16.57
0.028
4.57
0.014
16.90
0.026
4.90
0.015
17.23
0.024
5.23
0.016
17.57
0.022
5.57
0.017
17.90
0.020
5.90
0.017
18.23
0.019
6.23
0.019
18.57
0.018
6.57
0.021
18.90
0.018
6.90
0.023
19.23
0.017
7.23
0.025
19.57
0.016
7.57
0.027
19.90
0.016
7.90
0.029
2n')'A
0,015
8.23
0.032
20.57
0.015
8.57
0.037
20.90
0.014
8.90
0.041
21.23
0.013
9.23
0.046
21.57
0.013
9.57
0.051
21.90
0.012
9.90
0.055
22.23
0.013
10.23
0.062
22.57
0.012
10.57
0.072
22.90
0.012
10.90
0.082
11.23
0.104
...End
11.57
0.151
11.90
0.483
12.23
0.510
12.57
0.162
12.90
0.107
13.23
0.083
13.57
0.073
13.90
0.064
14.23
0.056
14.57
0.052
14.90
0.047
15.23
0.043
15.57
0.038
( Printed values : 1.00% of Qp. Print interval = 20)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Monday, Jul 6, 2009
Hyd. No. 5
Post -Development Out
Hydrograph type = Combine
Peak discharge = 20.24 cfs
Storm frequency = 25 yrs
Time to peak = 12.58 hrs
Time interval = 1 min
Hyd. volume = 168,909 cuft
Inflow hyds. = 3, 4
Contrib. drain. area= 0.143 ac
Hydrograph Discharge Table
Time Hyd. 3 + Hyd. 4 =
(hrs) (cfs) (eft)
( Printed values - 1.00% of Qp. Print interval = 20)
Outflow
(cfs)
10.67
0.130
0.075
0.205
11.00
0.151
0.084
0.235
11.33
0.172
0.115
0.287
11.67
0.200
0.238
0.438
12.00
0.261
0.833
1.094
12.33
13.43
0.396
13.83
12.67
19.65
0.132
19.79
13.00
14.97
0.096
15.07
13.33
11.07
0.080
11.15
13.67
8.680
0.070
8.751
14.00
7.257
0.061
7.318
14.33
6.212
0.055
6.267
14.67
5.599
0.050
5.649
15.00
5.080
0.046
5.125
15.33
4.632
0.041
4.673
15.67
4.241
0.037
4.277
16.00
3.859
0.032
3.891
16.33
3.512
0.030
3.542
16.67
3.244
0.028
3.271
17.00
3.000
0.026
3.026
17.33
2.777
0.024
2.800
17.67
2.590
0.022
2.611
18.00
2.443
0.020
2.462
18.33
2.296
0.019
2.315
18.67
2.163
0.018
2.181
19.00
2.043
0.017
2.060
19.33
1.940
0.017
1.956
19.67
1.852
0.016
1.868
20.00
1.770
0.016
1.785
20.33
1.693
0.015
1.708
20.67
1.620
0.014
1.635
21.00
1.552
0.014
1.566
21.33
1.486
0.013
1.499
21.67
1.423
0.013
1.436
22.00
1.365
0.012
1.377
22.33
1.342
0.013
1.355
22.67
1.302
0.012
1.314
23.00
1.259
0.012
1.271
23.33
1.217
0.011
1.228
23.67
1.176
0.011
1.187
24.00
1.136
0.010
1.146
24.33
1.054
0.000
1.054
Continues on next page...

Post -Development Out
Hydrograph Discharge Table
Time
Hyd. 3 +
Hyd. 4 =
Outflow
(hrs)
(cfs)
(cfs)
(cfs)
24.67
0.925
0.000
0.925
25.00
0.827
0.000
0.827
25.33
0.747
0.000
0.747
25.67
0.675
0.000
0.675
26.00
0.610
0.000
0.610
26.33
0.551
0.000
0.551
26.67
0.497
0.000
0.497
27.00
0.469
0.000
0.469
27.33
0.443
0.000
0.443
27.67
0.418
0.000
0.418
28.00
0.395
0.000
0.395
28.33
0.373
0.000
0.373
28.67
0.352
0.000
0.352
29.00
0.332
0.000
0.332
29.33
0.314
0.000
0.314
29.67
0.296
0.000
0.296
30.00
0.280
0.000
0.280
30.33
0.276
0.000
0.276
30.67
0.276
0.000
0.276
31.00
0.275
0.000
0.275
31.33
0.274
0.000
0.274
31.67
0.273
0.000
0.273
32.00
0.272
0.000
0.272
32.33
0.272
0.000
0.272
32.67
0.271
0.000
0.271
33.00
0.270
0.000
0.270
33.33
0.269
0.000
0.269
33.67
0.268
0.000
0.268
34.00
0.268
0.000
0.268
34.33
0.267
0.000
0.267
34.67
0.266
0.000
0.266
35.00
0.265
0.000
0.265
35.33
0.264
0.000
0.264
35.67
0.264
0.000
0.264
36.00
0.263
0.000
0.263
36.33
0.262
0.000
0.262
36.67
0.261
0.000
0.261
37.00
0.260
0.000
0.260
37.33
0.260
0.000
0.260
37.67
0.259
0.000
0.259
38.00
0.258
0.000
0.258
38.33
0.257
0.000
0.257
38.67
0.257
0.000
0.257
39.00
0.256
0.000
0.256
39.33
0.255
0.000
0.255
39.67
0.254
0.000
0.254
40.00
0.253
0.000
0.253
40.33
0.253
0.000
0.253
40.67
0.252
0.000
0.252
41.00
0.251
0.000
0.251
41.33
0.250
0.000
0.250
41.67
0.249
0.000
0.249
42.00
0.249
0.000
0.249
42.33
0.248
0.000
0.248
Continues on next page...

Post -Development Out
Hydrograph Discharge Table
Time
Hyd. 3 +
Hyd. 4 =
Outflow
(hrs)
(cfs)
(cfs)
(cfs)
42.67
0.247
0.000
0.247
43.00
0.246
0.000
0.246
43.33
0.245
0.000
0.245
43.67
0.245
0.000
0.245
44.00
0.244
0.000
0.244
44.33
0.243
0.000
0.243
44.67
0.242
0.000
0.242
45.00
0.241
0.000
0.241
45.33
0.241
0.000
0.241
45.67
0.240
0.000
0.240
46.00
0.239
0.000
0.239
46.33
0.238
0.000
0.238
46.67
0.237
0.000
0.237
47.00
0.237
0.000
0.237
47.33
0.236
0.000
0.236
47.67
0.235
0.000
0.235
48.00
0.234
0.000
0.234
... End

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 1
Pre -Development Out
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 1 min
= 12.440 ac
= 0.7 %
= KIRPICH
= 10.00 in
= 24 hrs
* Composite (Area/CN) _ [(7.780 x 30) + (4.220 x 77) + (0.440 x 30)] / 12.440
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
11.22
0.374
23.22 0.767
11.55
1.235
23.55 0.739
11.88
7.847
23.88 0.710
12.22
31.98
12.55
11.92
End
12.88
6.196
13.22
4.738
13.55
4.289
13.88
3.819
14.22
3.392
14.55
3.162
14.88
2.924
15.22
2.675
15.55
2.418
15.88
2.152
16.22
1.921
16.55
1.806
16.88
1.689
17.22
1.571
17.55
1.451
17.88
1.329
18.22
1.228
18.55
1.193
18.88
1.158
19.22
1.123
19.55
1.087
19.88
1.051
20.22
1.015
20.55
0.978
20.88
0.941
21.22
0.904
21.55
0.866
21.88
0.828
22.22
1.034
22.55
0.824
22.88
0.796
Monday, Jul 6, 2009
Peak discharge = 35.63 cfs
Time to peak =
12.15 hrs
Hyd. volume =
60,689 cult
Curve number =
46*
Hydraulic length =
1100 ft
Time of conc. (Tc) =
11.6 min
Distribution =
Type III
Shane factor =
484
( Printed values >=1.00% of Qp. Print interval = 20)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 2
Pond Influent
Monday, Jul 6, 2009
Hydrograph type
= SCS Runoff
Peak discharge =
80.13 cfs
Storm frequency
= 100 yrs
Time to peak =
12.18 hrs
Time interval
= 1 min
Hyd. volume =
209,773 cuft
Drainage area
= 12.450 ac
Curve number =
79*
Basin Slope
= 0.3 %
Hydraulic length =
1100 ft
Tc method
= KIRPICH
Time of conc. (Tc) =
16.0 min
Total precip.
= 10.00 in
Distribution =
Type III
Storm duration
= 24 hrs
Shape factor =
484
* Composite (Area/CN) _ [(8.910 x 98) + (3.540 x 30)] / 12.450
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
7.60
0.803
19.60
1.674
7.93
0.972
19.93
1.614
8.27
1.181
20.27
1.555
8.60
1.488
20.60
1.495
8.93
1.840
20.93
1.435
9.27
2.231
21.27
1.375
9.60
2.658
21.60
1.315
9.93
3.117
21.93
1.255
10.27
3.683
22.27
1.529
10.60
4.520
22.60.
1.244
10.93
5.442
22.93
1.199
11.27
6.928
23.27
1.154
11.60
10.46
23.60
1.109
11.93
32.79
23.93
1.064
12.27
72.15
12.60
24.18
...End
12.93
11.37
13.27
8.493
13.60
7.469
13.93
6.546
14.27
5.737
14.60
5.273
14.93
4.826
15.27
4.377
15.60
3.925
15.93
3.472
16.27
3.081
16.60
2.874
16.93
2.676
17.27
2.478
17.60
2.280
17.93
2.081
18.27
1.917
18.60
1.852
18.93
1.793
19.27
1.733
( Printed values >= 1.00 % of op. Print interval = 20)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2 Monday, Jul 6, 2009
Hyd. No. 3
Pond Discharge
Hydrograph type
= Reservoir
Peak discharge
= 44.27 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.42 hrs
Time interval
= 1 min
Hyd. volume
= 165,289 cuft
Inflow hyd. No.
= 2 - Pond Influent
Reservoir name
= Stormwater Pond
Max. Elevation
= 17.80 ft
Max. Storage
= 343,285 cuft
Storage Indication method used. Wet pond routing start elevation =14.50 ft.
Hydrograph Discharge
Table
(Printed values >= 1.00% of Qp. Print interval =20)
Time
Inflow
Elevation
Clv A
Clv B
Civ C PfRsr
Wr A
Wr B Wr C
Wr D Exfil
Outflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs
cfs
cfs cfs
cfs cfs
cfs
12.00
43.16
16.41
2.068
0.289
----- -----
-----
----- -----
1.735 -----
2.024
12.33
60.98
17.73
26.44
0.151
----- -----
6.700
11.82 9.679
9.911 -----
38.26
12.67
19.10
17.64
25.52
0.163
----- -----
6.461
5.789 8.998
9.848 -----
31.26
13.00
10.67
17.37
20.76
0.211
----- -----
5.306
----- 5.740
9.431 -----
20.69
13.33
8.227
17.16
15.22
0.248
----- -----
3.598
----- 2.926
8.250 -----
15.02
13.67
7.285
17.03
11.58
0.268
----- -----
2.603
----- 1.525
7.003 ----
11.40
14.00
6.360
16.95
9.296
0.278
----- -----
1.999
---- 0.782
6.143 -----
9.202
14.33
5.633
16.88
7.761
0.284
----- -----
1.582
----- 0.348
5.525 -----
7.738
14.67
5.184
16.83
6.890
0.286
----- -----
1.295
----- 0.143
5.079 -----
6.803
15.00
4.736
16.80
6.212
0.287
----- -----
1.072
----- -----
4.728 -----
6.087
15.33
4.287
16.76
5.688
0.288
----- -----
0.897
----- -----
4.424 -----
5.609
15.67
3.835
16.73
5.173
0.288
---- -----
0.725
----- ----
4.125 -----
5.139
16.00
3.381
16.69
4.694
0.289
---- -----
0.564
----- -----
3.835 -----
4.688
16.33
3.034
16.66
4.317
0.289
---- -----
0.433
----- -----
3.560 ----
4.282
16.67
2.834
16.63
3.979
0.289
----- ----
0.315
----- -----
3.314 -----
3.918
17.00
2.637
16.60
3.682
0.290
----- -----
0.212
----- -----
3.098 -----
3.599
17.33
2.439
16.58
3.426
0.290
----- ----
0.159
----- -----
2.914 -----
3.363
17.67
2.240
16.55
3.178
0.290
----- -----
0.109
----- -----
2.737 -----
3.135
18.00
2.041
16.53
2.938
0.290
---- -----
0.060
----- -----
2.565 -----
2.914
18.33
1.901
16.51
2.707
0.290
----- -----
0.013
----- -----
2.400 -----
2.702
18.67
1.840
16.49
2.559
0.290
----- -----
-----
----- -----
2.263 -----
2.553
19.00
1.781
16.47
2.448
0.289
----- -----
-----
----- -----
2.143 -----
2.433
19.33
1.721
16.45
2.345
0.289
----- -----
----
----- -----
2.033 -----
2.322
19.67
1.662
16.44
2.250
0.289
----- -----
-----
---- -----
1.931 -----
2.220
20.00
1.602
16.42
2.162
0.289
----- -----
-----
----- -----
1.836 -----
2.125
20.33
1.543
16.41
2.079
0.289
----- -----
-----
----- -----
1.747 -----
2.036
20.67
1.483
16.40
2.001
0.289
----- -----
-----
----- -----
1.665 -----
1.953
21.00
1.423
16.38
1.928
0.288
----- -----
-----
----- -----
1.593 -----
1.881
21.33
1.363
16.37
1.856
0.288
----- -----
-----
----- -----
1.523 -----
1.811
21.67
1.303
16.36
1.787
0.288
----- -----
-----
----- -----
1.454 -----
1.742
22.00
1.243
16.35
1.718
0.288
----- -----
-----
----- ----
1.386 -----
1.674
22.33
1.438
16.35
1.692
0.288
----- -----
-----
----- -----
1.361 -----
1.649
22.67
1.235
16.34
1.639
0.288
----- -----
-----
---- -----
1.309 -----
1.596
23.00
1.190
16.33
1.583
0.288
----- -----
-----
----- -----
1.253 -----
1.541
23.33
1.145
16.32
1.529
0.287
---- -----
-----
----- -----
1.200 ----
1.487
23.67
1.100
16.31
1.475
0.287
----- -----
-----
----- -----
1.147 -----
1.435
24.00
1.055
16.30
1.423
0.287
----- -----
----
----- -----
1.096 ---
1.383
24.33
0.095
16.28
1.319
0.287
----- -----
----
----- -----
0.999 -----
1.286
24.67
0.000
-16.25
1.149
0.287
----- -----
-----
----- -----
0.842 -----
1.129
25.00
0.000
16.22
0,999
0.287
----- -----
-----
----- -----
0.703 -----
0.990
Continues on next page...

N
Pond Discharge
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B Civ C PfRsr Wr A Wr B
Wr C Wr D Exfil
Outflow
(hrs)
cfs
ft
cfs
cfs cfs cfs cfs cfs
cfs cfs cfs
cfs
25.33
0.000
16.20
0.872
0.286 ----- ----- ----- -----
----- 0.585 -----
0.871
25.67
0.000
16.18
0.789
0.286 ----- ----- ----- -----
----- 0.501 -----
0.787
26.00
0.000
16.16
0.714
0.286 ----- ----- ----- -----
----- 0.425 -----
0.711
26.33
0.000
16.14
0.646
0.285 ----- ----- ----- -----
----- 0.357 -----
0.642
26.67
0.000
16.12
0.585
0.285 ----- ----- ----- -----
----- 0.295 -----
0.580
27.00
0.000
16.11
0.530
0.285 ----- ----- ----- -----
----- 0.239 -----
0.524
27.33
0.000
16.09
0.490
0.284 ----- ----- ----- -----
----- 0.199 -----
0.483
27.67
0.000
16.08
0.464
0.284 ---- ----- ----- -----
----- 0.173 -----
0.456
... End

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 4
Dock Pit Discharge
Monday, Jul 6, 2009
Hydrograph type
= SCS Runoff
Peak discharge =
1.454 cfs
Storm frequency
= 100 yrs
Time to peak =
12.07 hrs
Time interval
= 1 min
Hyd. volume =
3,619 cuft
Drainage area
= 0.143 ac
Curve number =
98
Basin Slope
= 0.0 %
Hydraulic length =
0 ft
Tc method
= USER
Time of conc. (Tc) =
5.0 min
Total precip.
= 10.00 in
Distribution =
Type III
Storm duration
= 24 hrs
Shape factor =
484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
3.28
0.015
15.62
0.046
3.62
0.016
15.95
0.041
3.95
0.017
16.28
0.037
4.28
0.018
16.62
0.035
4.62
0.019
16.95
0.032
4.95
0.020
17.28
0.030
5.28
0.020
17.62
0.027
5.62
0.021
17.95
0.025
5.95
0.022
18.28
0.023
6.28
0.024
18.62
0.023
6.62
0.027
18.95
0.022
6.95
0.029
19.28
0.021
7.28
0.032
19.62
0.020
7.62
0.034
19.95
0.020
7.95
0.037
20.28
0.019
8.28
0.041
20.62
0.018
8.62
0.047
20.95
0.017
8.95
0.053
21.28
0.017
9.28
0.058
21.62
0.016
9.62
0.064
21.95
0.015
9.95
0.070
22.28
0.016
10.28
0.080
22.62
0.015
10.62
0.091
10.95
0.103
...End
11.28
0.136
11.62
0.234
11.95
0.718
12.28
0.558
12.62
0.175
12.95
0.126
13.28
0.101
13.62
0.089
13.95
0.077
14.28
0.069
14.62
0.064
14.95
0.058
15.28
0.052
( Printed values >= 1.00% of Qp. Print interval = 20)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2
Hyd. No. 5
Post -Development Out
Monday, Jul 6, 2009
Hydrograph type = Combine Peak discharge = 44.65 cfs
Storm frequency = 100 yrs Time to peak = 12.42 hrs
Time interval = 1 min Hyd. volume = 168,909 cuft
Inflow hyds. = 3, 4 Contrib. drain. area= 0.143 ac
Hydrograph Discharge Table
( Printed values - 1.00% of Qp. Print interval = 20)
Time
Hyd. 3 +
Hyd. 4 =
Outflow
(hrs)
(cfs)
(cfs)
(cfs)
11.67
0.252
0.296
0.547
12.00
2.024
1.036
3.059
12.33
38.26
0.493
38.75
12.67
31.26
0.164
31.42
13.00
20.69
0.119
20.81
13.33
15.02
0.099
15.12
13.67
11.40
0.087
11.49
14.00
9.202
0.075
9.278
14.33
7.738
0.068
7.807
14.67
6.803
0.063
6.866
15.00
6.087
0.057
6.144
15.33
5.609
0.051
5.660
15.67
5.139
0.046
5.185
16.00
4.688
0.040
4.728
16.33
4.282
0.037
4.318
16.67
3.918
0.034
3.952
17.00
3.599
0.032
3.631
17.33
3.363
0.029
3.392
17.67
3.135
0.027
3.162
18.00
2.914
0.024
2.939
18.33
2.702
0.023
2.725
18.67
2.553
0.022
2.575
19.00
2.433
0.022
2.454
19.33
2.322
0.021
2.343
19.67
2.220
0,020
2.240
20.00
2.125
0.019
2.144
20.33
2.036
0.019
2.054
20.67
1.953
0.018
1.971
21.00
1.881
0.017
1.899
21.33
1.811
0.017
1.827
21.67
1.742
0.016
1.758
22.00
1.674
0.015
1.689
22.33
1.649
0.016
1.665
22.67
1.596
0.015
1.611
23.00
1.541
0.014
1.555
23.33
1.487
0.014
1.501
23.67
1.435
0.013
1.448
24.00
1.383
0.013
1.396
24.33
1.286
0.000
1.286
24.67
1.129
0.000
1.129
25.00
0.990
0.000
0.990
25.33
0.871
0.000
0.871
Continues on next page...

Post -Development Out
Hydrograph Discharge Table
Time
Hyd. 3 +
Hyd. 4 =
Outflow
(hrs)
(cfs)
(cfs)
(cfs)
25.67
0.787
0.000
C.787
26.00
0.711
0.000
0.711
26.33
0.642
0.000
0.642
26.67
0.580
0.000
0.580
27.00
0.524
0.000
0.524
27.33
0.483
0.000
0.483
27.67
0.456
0.000
0.456
...End

Culvert Design

Culvert-1 Design Worksheet
(North Entrance)
1 - Total Drainage Area
2 - Total Impervious Drainage Area
3 - New Hanover County 25-year Intensity
4 - Rational C for Impervious
5 - Rational C for Pervious
- Composite C for Drainage Basin
17 - 25-year Flow
Culvert-2 Drainage Basin
(South Entrance)
1 - Total Drainage Area
2 - Total Impervious Drainage Area
3 - New Hanover County 25-year Intensity
4 - Rational C for Impervious
5 - Rational C for Pervious
16 - Composite C for Drainage Basin
- 25-year Flow
107.718
8.15
0.95
0.15
0.455
[sf]
[sf]
[in/hr7
9.17 [cfs]
134.751
8.15
0.95
0.15
0.449
[sf]
[sf]
[in/hr]
11.32 [cfs]

Culvert Design Worksheet
Inputs:
1 - Flow to Pipe(s) (QdeSlgn):
9.17
[cfs]
2 - Number of Pipes (Np):
1
[each]
3 - Flow Per Pipe (QdeS1gn,p1pJ:
9.17
[cfs]
4 - Pipe Length (L):
92
[ft]
5 - Pipe Invert In:
13.85
[finsl]
6 - Highway Surface Elevation at Pipe Crossing:
16.50
[finsl]
7 - Allowable Headwater Elevation (AHW):
16.00
[fmsl]
AHW = Highway Surface Elevation EOP - .50'
8 - Headwater Depth (HW;):
2.15
[ft]
HW = AHW - Pipe Invert In
9 - Expected Tailwater Elevation at Q100 (Zb):
n/a
[fmsl]
10 - Head Water Under Outlet Control (HWo):
n/a
[ft]
HWo=AHW-Zb
11 - Coefficients:
Orifice Coefficient (Cd)
0.65
Manning's Roughness
0.013
Aggregate Loss Coefficient (Ke)
1.2
Check for Inlet Control
Conventional Orifice Equation:
Q = CdA(2gh)'2
Can be Converted to
Q = 0.0437*Cd*DZ*(HWi - D/24)irz
in which Q = discharge (cfs)
D = Pipe Diameter (in)
HW; = Inlet Headwater Depth (ft)
Cd = Coefficient of discharge
Try D until Q* is tolerably close to Q (within a pipe size)
n=o»
Try D in)
Q* (cfs)
Pipe Remark
12
5
Too Small
15
8
Slightly Small
18
11
Too Large
24
18
Too Large
Under Inlet Control, Pipe(s) Needs To Be: 18" RCP
Check for Outlet Control
Ditch is extremely flat and tailwater conditions cannot be determined.
Thus, pipe size as showy, in Inlet Control is large enough to pass the
required storm events without creating a large headwater.

Culvert Design Worksheet
1 - Flow to Pipe(s) Mcsig„):
2 - Number of Pipes (Np):
3 - Flow Per Pipe (Qdes1gn,p1pJ:
4 - Pipe Length (L):
5 - Pipe Invert In:
6 - Highway Surface Elevation at Pipe Crossing:
7 - Allowable Headwater Elevation (AHW):
AHW = Highway Surface Elevation EOP - .50'
8 - Headwater Depth (HW1):
HW = AHW - Pipe Invert In
9 - Expected Tailwater Elevation at Q100 (Zb):
10 - Head Water Under Outlet Control (HWo):
HWo = AHW - Zb
11 - Coefficients:
Orifice Coefficient (Cd)
Manning's Roughness
Aggregate Loss Coefficient (Ke)
Check for Inlet Control
Conventional Orifice Equation:
Q = CdA(2gh)v2
Can be Converted to
11.32 [cfs]
I [each]
11.32 [cfs]
92 [ft]
13.32 [finsl]
16.50 [finsl]
16.00 [finsl]
2.68 [ft]
n/a [fmsl]
n/a [ft]
0.65
0.013
1.2
Q = 0.0437*Cd*DZ*(HW1- D/24)1"2
in which Q = discharge (cfs)
D = Pipe Diameter (in)
HW1= Inlet Headwater Depth (ft)
Cd = Coefficient of discharge
Try D until Q} is tolerably close to Q (within a pipe size)
0=11 42
Try D (in)
Q* (cfs)
Pine Remark
12
6
Too Small
15
9
Too Small
18
13
Slightly Large
24
21
Too Large
Under Inlet Control, Pipe(s) Needs To Be: ii 18" RCP
Check for Outlet Control
Ditch is extremely flat and tailwater conditions cannot be determined.
Thus, pipe size as shown in Inlet Control is large enough to pass the
required storm events without creating a large headwater.

Outlet Channel Design

Outlet Channel Design
Wolseley, N.A. - U.S. Hwy 421 Project
Outlet Channel Capacity Design (Max Principal Spillway Barrel Flow)
Max Channel Flow, Qmax = 11 27.55 [cfs] <-- See Hydrograph Routing
Depth of Channel, d = 1.25 [ft]
Bottom Width of Channel, B = [ft]
Channel Roughness, n = 0.035 [earthern]
Channel Side Slope, m = ! [m:l]
Capacity Conveyance Factor, Kc = (B*d + m*d2)1.667 _ (B + 2*d*(1+m2)1.11)1.667
Capacity Conveyance Factor, Kc = 5*1.25 + 5*1.25^2)^1.667 = (5 + 2*1.25*(1+5^2)^0.50)^0.667
Capacity Conveyance Factor, Kc = 12.041
Mimimum Channel Slope, Sm = 100*(Qmax / (1.49*Kc/n))2
Mimimum Channel Slope, Sm= 100*(27.55 / (1.49*12.041/0.035))^2
Mimimum Channel Slope, Sm = 0.29 [%]
Designed Channel Slope, Sd = 0.33 [%]
Slope Provided = 0.33 > 0.29 = Slope Req'd OK
Outlet Channel Velocity Design (Max Principal Spillway Barrel Flow)
Depth of Flow in Spillway Channel, D = 1 1.2 [ft] <-- Solver
Velocity Conveyance Factor, Kv = ( (B*d + m*d2) _ (B + 2*d*(I+m2)0"0) )a.667
Velocity Conveyance Factor, Kv = (5*1.21 + 5*1.21^2) _ (5 + 2*1.21*(1+5^2)^0.50))^0.667
Velocity Conveyance Factor, Kv = 1 0.841
Channel Velocity, Vet = (1.49*Kv / n)*So-so
Channel Velocity, Vet = (1.49*0.841 / 0.035)*(0.33/100)^0.50
Channel Velocity, Vel = 2.1 [fps]
Maximum Channel Velocity, Vmax = 2.5 [fps]
Velocity Provided = 2.1 < 2.5 = Max Velocity OK

Rip Rap Apron Design

RIP RAP APRON DESIGN SHEET
DATE: Juye, 2009 04:24 PM SHEET 1 OF 1
PROJECT: Wal5e4_v. N.A. -U.S. Hwy 421 Proied LD. NO.: DESIGN BY: JRC
PROJECT NO.: 650-04 FEE: CHECKED BY. JBP
DESCRIPTION: Rip Rap Apron at Principal Spilhvay Bartel LOCATION: New Hanmr county, North Carolina
Rip Rap Zone Delineation
25
20
0 , I I
0 5 10 15 20 25
Do, Depth of Flow (ft.)
Noter. 1. Use next hi9herzone forgrades �10%.
2. For pipe arch, arch, box ryhert, paced channel outlets, use Do=Cross sectional area of ou0d flow.
Number of Culverts: 1
Design Velocity, Vd : 3.74 Mrs
Flow, Q : 26.44 IL
Pipe Diameter, Do: 3 tL
Slope, Sap a- 0.01 MAI,
Using NCDOT Rip Rap Apron Design:
Use: Zone 2
L,: 9 ft.
L2: 18 ft.
W: 6.6 ft.
W: 10.2 ft.
CLASS W RIP RAP
USE MINIMUM 18" STONE THICKNESS
TOTAL STONE VOLUME= 89.1 ft3
275.4 ft
■ Design Point j
'Based upon L1
`Based upon L2
MINIMUM
CLASS
L1
STONE
NCDOT RIP
OF
Coefficient
LrCoeffident
THICKNESS
ZONE
RAP CLASS
STONE
ft.
fL
n,
1
'A'
FINE
3
4
12
2
.1
LIGHT
3
e
18
3
1
MEDIUM
4
e
24
4
1
HEAVY
4
8
36
5
2
HEAVY
5
10
38
8
2
HEAVY
5
10
38
7
Des' n is Beyond
the Sco
a o1This Method
71
L7=Length to Pro led Cuh rt
L2 =Length to Prevent Scour Hob
NAME I WEIGHT SIZE
SPECIFICATIONS
LBS
RIP
-RAP
CLASS
30%SHALL WEIGH AT LEAST 80 LBS.
EACH. NOMORE THAN 10% SHALL WEIGH
P11--21.0
LESS THAN 15 LBS. EACH
80%SHALL WEIGH AT LEAST 80 LBS.
EACH, NO MORE THAN 5% SHALLWEW
LESS THAN 50 LBS. EACH
EROSIO
CONT KUL51UNh
CLASS A
24r
10%TCP 6 BOTTOM SIZES.
NO GRADATION SPECIFIED
CLASS B
I 15300
5-15"
NO GRADATION SPECIFIED

0
RIP RAP APRON DESIGN SHEET
DATE: July, 6, 2009 04:33 PM SHEET 1 OF 1
PROJECT. Walselev. N.A.-U.S. Hwy 421 Prolect I.D. NO.: DESIGN BY: JRC
PROJECT NO.: 850-04 FILE: CHECKED BY: JBP
DESCRIPTION: Rip Rap Apron for Dock Pit Line LOCATION: New Hanover County, North CaroS,e
25
20
w
15
O
10
v
5
0
Rip Rap Zone Delineation
0 5 10 15 20 25
Do, Depth of Flow (ft.)
Notes: 1. Use nod highermne for grade..10%.
2. For pipe arch, arch, box cuhrert, paved channel outlets, use De --Cross sectional area of outlet Am.
Number of Culverts: 1
Design Velocity, Vd : 3.18 It./s
Flow, Q : 1.11 It.
Pipe Diameter, Do: D.e7 ft.
Slope, Saprori 0.0023 ILAt
Using NCDOT Rip Rap Apron Design:
Use: Zone 1
L,: 2.01 ft.
1-2: 2.66 ft.
W: 6.0 ft.
W. 6.0 ft.
CLASS W RIP RAP
USE MINIMUM 12" STONE THICKNESS
TOTAL STONE VOLUME= 12.1 ft3
16.1 ft
■ Design Point
*Based upon L,
*Based upon L2
MINIMUM
CLASS
L,
STONE
NCDOT RIP
OF
Coefficient
L, Coefficient
THICKNESS
ZONE
RAP CLASS
STONE
fL
ft.
in,
1
'A'
FINE
3
4
12
2
'B'
LIGHT
3
6
18
3
1
MEDIUM
4
8
24
4
1
HEAVY
4
8
38
5
2
HEAVY
6
10
38
6
2
HEAVY
5
10
38
7
DegonISB
nd the Scope
of Th®Method
LI =Length to Protect Culvert
L2 length to Prevent Scour Hob
NAME WEIGHT SIZE
I SPECIFICATIONS
LBS
RIP
-RAP
CLASS 1
5.200
30%SHALL WEIGH AT LEAST 60 LBS,
EACH. NO MORE THAN 10%SHALL WEIGH
LESS THAN 15 LBS. EACH
CLASS 2
25-250
80%SHALL WEIGH AT LEAST 601.BS.
EACH. NO MORE THAN 5%SHALL WEIGH
LESS THAN 50 LBS. EACH
bi ON
CONTROL STONE
CLASS A
2-0"
10%TOPS BOTTOM SIZES.
NO GRADA ON SPECIFIED
CLASB B
15-000
5.15"
NO GRADATION SPECIFIED

NEW HANOVER COUNTY
Engineering Department
230 Government Center Drive • Suite 160
Wilmington, North Carolina 28403
TELEPHONE [phone]
Eax(910)798-7051
November 19, 2009
HWY 421 Properties, LLC
1508 Military Cutoff Road, Suite 302,
Wilmington, North Carolina 28403
�J
� Sys
CERTIFIED
Beth E. Wetherill, C.P.E.S.C.
Soil Erosion Specialist
RE: Notice of Violation of Land Disturbing Activity
Grading Permit Numer: 17-08 revision # 1, Worsley North America located at
3881 US Highway 421 North
Location/Description of Violation(s): This project has failed to conduct activity in
accordance with the approved plan by clearing outside the approved limits of
disturbance, failed to submit plan revisions, failed to install erosion control measures
and stabilize the area cleared outside the limits of disturbance and failed to maintain
the erosion control measures.
Dear Mr. Jon Vincent:
This letter constitutes a Notice of Violation of Section 23-237 (3),(4), Section 23-
241, Section 23-243 and Section 23-28 (b),(i),U) of the New Hanover County's Soil
Erosion and Sedimentation Control Ordinance.
Section 23-237. Mandatory standards for land disturbing activity.
No land disturbing activity subject to the control of this Article shall be undertaken
except in accordance with the following mandatory standards:
(3) Ground cover. Whenever land disturbing activity that will disturb more than one
acre is undertaken on a tract, the person conducting the land disturbing activity shall
install such sedimentation and erosion control devises and practices as are sufficient
to retain the sediment generated by the land disturbing activity within the boundaries
of the tract during construction upon and development of said tract, and shall plant or
otherwise provide a permanent ground cover sufficient to restrain erosion after
completion of construction or development. Except as provided in section 23-238(b)
(5), provisions for a ground cover sufficient to restrain erosion must be accomplished
within 15 working days or 90 calendar days following completion of construction or
development whichever period is shorter.

(4) Prior plan approval. No person shall initiate any land disturbing activity that will
disturb more than one acre on a tract unless 30 or more days prior to initiating the
activity, an erosion and sedimentation control Plan must be both filed with and
approved by the county. Once a plan has been approved, the land disturbing activity
must be conducted in accordance . ith the plan and permit conditions. The county
shall forward to the Director of the Division of Water Quality a copy of each erosion
and sedimentation control plan for a land disturbing activity that involves the
utilization of ditches for the purpose of dewatering or lowering the water table of the
tract. (Code 1978, § 7-7; Ord. of 12-6-1999)
Section 23-241. Access and haul roads.
Temporary access and haul roads, other than public roads, constructed or used in
connection with any land disturbing activity shall be considered a part of such
activity. )Code 1978, §. 7-11)
Section 23-243 Responsibility for maintenance
During the development of a site, the person conducting the land disturbing activity
shall install and/or maintain all temporary and permanent erosion and sedimentation
control measures as required by the approved Plan, permit conditions or any provision
of this Ordinance, the Act, or any other adopted pursuant to the Ordinance or the Act.
After site development, the land owner or person in possession or control of the land
shall install and/or maintain all necessary permanent erosion and sediment control
measures, except those measures installed within a road or street right of way or
easement accepted for maintenance by a governmental agency.
Section 23-248 Erosion and sedimentation control plans
(b) Persons conducting land disturbing activity on a tract which covers one or more
areas shall file three copies of the erosion control plan with the county at least 30 days
prior to beginning such activity and shall keep another copy of the approved plan and
a posted copy of the permit at the job entrance, or on the job site before construction
begins. No land disturbing activity is allowed until both the land disturbing permit
and, if applicable, a County Stormwater ATC permit has been approved. After
approving the Plan, if the county either upon review of such plan or inspection of the
iob site, determines that a significant risk of accelerated erosion or offsite
sedimentation exists or if design changes have been made to the original plan, the
county will require a revised Plan. Pending the preparation of the revised plan, work
shall cease or shall continue under conditions outlined by the approved plan and/or
appropriate regulatory authority.
(i) Applications for amendment of an erosion control plan in written and/or graphic
form may be made at any time under the same conditions as the original application.
Until such time as said amendment is approved by the county, the land disturbing
activity shall not proceed except in accordance with the erosion control plan as
originally approved.
6) Any person engaged in land disturbing activity who fails to file a Plan in accordance
with the Ordinance or who conducts a land disturbing activity except in accordance

with provisions of an approved Plan and/or the permit conditions shall be deemed in
violation of this article.
Section 23-250 Inspections and investigations
(b) If through inspection it is determined that a person engaged in land disturbing
activity has failed to comply with the Act, this Ordinance, or rules or orders adopted or
issued pursuant to this Ordinance, or has failed to comply with an approved Plan or
permit conditions, a notice of violation shall be served upon that person by registered
or certified mail or other means reasonably calculated to give actual notice. The notice
shall set forth the measures necessary to achieve compliance with the Plan, specify a
reasonable time period within which such measures must be completed, and warn
that failure to correct the violation within the time period will result in additional civil
and criminal penalties for a continuing violation. However, no time period for
compliance need be given for failure to submit an erosion control Plan for approval or
for obstructing, hampering or interfering with an authorized representative while in
the process of carrying out his official duties. If the person engaged in land disturbing
activity fails to comply within the time specified, enforcement action shall be initiated.
Section 23-251 Penalties
(a) Civil penalties.
(1) Any person who violates any of the provisions of this Ordinance, or rules or
orders adopted or issued pursuant to this Ordinance, or order adopted or
issued pursuant to this Ordinance or the Act by the commission, or who
initiates or continues a land disturbing activity for which an erosion control
Plan is required except in accordance with the terms, conditions, and provisions
of an approved plan, shall be subject to a civil penalty. The maximum civil
penalty for a violation is $5,000.00 per calendar day. A civil penalty may be
assessed from the date of the violation. Each day of a continuing violation shall
constitute a separate violation. The person alleged to be in violation will be
notified of the violation by registered or certified mail, return receipt requested
or other means reasonably calculated to give actual notice. The notice shall
describe the violation with reasonable particularity, specify a reasonable time
period within which the violation must be corrected, and warn that failure to
correct the violation within the time period will result in the assessment of a
civil penalty or other enforcement action. If, after the allotted time period has
expired, the violator has not completed corrective action, a civil penalty may be
assessed from the date of the notice of violation. However, no time period for
compliance need be given for failure to submit an erosion control Plan for
approval or for obstructing, hampering or interfering with an authorized
representative while in the process of carrying out his official duties.
(2) The County Manager or his designee shall determine the amount of the civil
penalty to be assessed under this subsection and shad notify the person who is
assessed the civil penalty of the amount of the penalty and the reason for
assessing the penalty. In determining the amount of the penalty the County
Manager or his designee shall consider the degree and extent of harm caused
by the violation and the cost of rectifying the damage, the amount of money the
violator saved by noncompliance, whether the violation was committed willfully,

and the prior record of the violator in complying or failing to comply with this
article and shall direct the violator to either pay the assessment or contest the
assessment within 30 days after the receipt of the notice of assessment, by
written demand for a hearing before the Board of County Commissioners.
Notice of the assessment shall be by registered or certified mail or other means
reasonably calculated to give actual notice.
(b) Criminal Penalties. Any person who knowingly or willfully violates any
provision of this article, or rule or order adopted or issued pursuant to this
article, or who knowingly or willfully initiates or continues a land disturbing
activity for which an erosion control plan is required except in accordance with
terms, conditions, and provisions or an approved plan, shall be guilty of a Class
2 misdemeanor which may include a fine not to exceed $5,000.00 per calendar
day.
Section 23-252 Injunctive relief
(a) Whenever the governing body has reasonable cause to believe that any person is
violating or threatening to violate this article or any rule or order adopted or issued
pursuant to this article, or any term, condition, or provision of an approved erosion
control plan, it may, either before or after the institution of any other action or
proceeding authorized by this article, institute a civil action in the name of the county,
for injunctive relief to restrain the violation or threatened violation. The action shall
be brought in the superior court of the county.
(b) Upon determination by a court that an alleged violation is occurring or is
threatened, it shall enter such orders or judgments as are necessary to abate the
violation to ensure that restoration is performed, or to prevent the threatened
violation. The institution of an action for injunctive relief under this section shall not
relieve any party to such proceedings from any civil or criminal penalty prescribed for
violations of this article.
Section 23-253 Stop -work orders
(a) The County may issue a stop -work order if they find that a land -disturbing activity
is being conducted in violation of the Ordinance, the Act, or any rule adopted or order
issued pursuant to the Act, that the violation is knowing and willful, and that either:
(1) Off -site sedimentation has eliminated or severely degraded a use in a lake
or natural watercourse or that such degradation is imminent.
(2) Off -site sedimentation has caused severe damage to adjacent land or that
such damage is imminent.
(3) The land disturbing activity is being conducted without an approved plan.
(b) The stop -work order shall be in writing and shall state what work is to be stopped
and what measures are required to abate the violation. The order shall include a
statement of the findings made by the County pursuant to subsection (a) of this
section, and shall list the conditions under which work that has been stopped by the
order may be resumed. The delivery of equipment and materials which does not
contribute to the violation may continue while the stop -work order is in effect. A copy
of this section shall be attached to the order.

(c) The stop -work order shall be served by the sheriff of the county in which the land
disturbing activity is being conducted or by some other person duly authorized by law
to serve process as provided by G.S.1-A, Rule 4, and shall be served on a person at the
site of the land disturbing activity who is in operational control of the land disturbing
activity. The sheriff or other person duly authorized by law tp serve process shall post
a copy of the stop -work order in a conspicuous place at the site of the land disturbing
activity. The county shall also deliver a copy of the stop -work order to any person that
they have reason to believe may be responsible for the violation.
(d) The directives of a stop -work order become effective upon service of the order.
Thereafter, any person notified of the stop -work order who violates any of the
directives set out in the order may be assessed a civil penalty as provided in Sec.23-
251A. A stop -work order issued pursuant to this section may be issued for a period
not to exceed five days.
(e) The County Manager or his designee shall designate any employee or the Erosion
Control Specialist to monitor compliance with the stop -work order. The name of the
employee so designated shall be included in the stop -work order. The employee so
designated, or the County Manager or his designee, shall rescind the stop -work order
if all the violations for which the stop -work order are issued are corrected, no other
violations have occurred, and all measures necessary to abate the violations have been
taken. The Erosion Control Specialist shall rescind a stop -work order that is issued in
error.
(fl The issuance of a stop -work order shall be a final agency decision subject to
judicial review in the same manner as an order in a contested case pursuant to Article
4 of Chapter 150B of the General Statues. The petition for judicial review shall be filed
in the Superior Court of the county in which the land -disturbing activity is conducted.
(g) As used in the section, days are computed as provided in. G.S. IA-1, Rule 6.
Except as otherwise provided, the County Manager or his designee may delegate any
power or duty under this section to any person who has supervisory authority over the
project. The County manager or his designee may delegate any power or duty to the
Erosion Control Specialist.
(h) The County shall file a cause of action to abate the violations which resulted in the
issuance of the stop -work order within two business days of the service of the stop -
work order. The cause of action shall include a motion for an ex parte temporary
restraining order to abate the violation and to effect necessary remedial measures.
The resident superior court judge or any judge assigned to hear the motion for the
temporary restraining order shall hear and determine the motion within two days of
the filing of the complaint. The Clerk of Superior Court shall accept complaints filed
pursuant to this section without the payment of filing fees. ailing fees shall be paid to
the Clerk of the Superior Court within 30 days of the filing of the complaint.

Corrective measure(s) needed and Time to Comply:
Immediately install erosion control measures to prevent offsite damages on the area
cleared outside the approved limits of disturbance, stabilize the offsite area within 15
working days of 30 calendar days, whichever is shorter, within 3 days of receipt of this
notice maintain the erosion control measures on the approved plan and within 20
working days submit revised plans with a copy of the deed and an offsite agreement
allowing work to be done offsite.
A civil penalty in the amount of 15000 has automatically been assessed for thei
violation. If the deadlines for corrective measures are not met, an additional daily
$5000 civil penalty will be assessed. Once the plans have been approved and the
revised Land Disturbing Permit has been issued, you will have the opportunity to
appeal this assessment. You can then contact Dave Weaver, Assistant County
Manager with New Hanover County at [phone] to request an appeal of this
Notice of Violation.
You can contact me, Beth Easley Wetherill New Hanover County's Erosion Control
Specialist in the Engineering Department at 230 Government Center Drive, Suite 160,
Wilmington, North Carolina 28403 or by calling [phone], regarding the
required compliance action.
Sincerely,
Beth Easley Wetherill
Erosion Control Specialists
New Hanover County
Cc: Dave Weaver, Assistant County Manager
Kemp Burpeau, NHC Deputy County Attorney
Jim Iannucci, P.E., CFM, NHC County Engineer
Mark Boyer, NHC Public Information
Ann Hines, NHC Zoning
Jo Casmer, NCDENR Water Quality

NCDENR
North Carolina Department of Environment and Natural
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
November 19, 2009
Mr. McKinley Dull
Hwy 421 Properties, LLC
1508 Military Cutoff Road, Suite 302
Wilmington, NC 28403
Subject: Request for Additional Information
Stormwater Project No. SW8 070319
Worsley, N.A. — U.S. Hwy 421 Project
New Hanover County
Dear Mr. Dull:
Resources
Dee Freeman
Secretary
The Wilmington Regional Office received a State Stormwater Management Permit Application for the
project located at 3881 US Highway 421 North in Wilmington on September 29, 2009. The Division of
Water Quality has conducted a preliminary review of that information and determined that the application
is not complete. The following information is needed to continue the stormwater review:
1. Impervious Area Treated: The overall property has 394,165sf of impervious area, and the
pond is designed for 387,915sf of impervious area. The narrative indicates that 6,250sf of
impervious from the dock pit does not drain to the pond, however all impervious area must
drain to the pond.
2. Drainage areas: Please clearly show the drainage area to the pond on the plans.
3. Subdivision: In your resubmittal please confirm that this project is not intended to be
permitted as a subdivision for this modification. Previous permits for this site have been
subdivisions, but it does not appear that that will be the case for this modification. If the
project is intended to be permitted as a subdivision, please show the lot lines on the plans,
provide the sizes of the lot areas, the amounts of BUA per lot, and submit deed restrictions.
4. Drainage easements: Please show all applicable easement widths.
5. Details: Please provide details for sidewalks and parking. Details should include width,
dimensions, and slopes.
6. Impervious Dimensions: Please show all known dimensions of impervious area on the plans.
7. Permanent pool: Please show dimensions of the length of each line and arc formed by the
permanent pool. Typically, these dimensions are shown outside of the edge of the pond.
Curve radii are also required dimensions.
8. Vegetated shelf: Please show the length on the plans
9. Wet pond SHWT data: The soils report shows that the SHWT is 36" below the existing
grade. The supplement shows that the SHWT is at 13.00fms1. Please verify that the existing
grade was 16.00finsl at the location of the boring when it was bored.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX [phone] Customer Service:1-877-623-6748 NO�� Carohila,
Internet: ;Nww.ncvra`uarquality.org �,tura" fy'
An Fqual Opportunity 1 Affirmative Action Employer J

SW8 070319MOD
November 19, 2009
10. Updating calculations: Please note that a revision to one number may have a domino effect
on other numbers, which may require revision of the applications, calculations, supplements,
plans, details, and associated documentation. Please verify all numbers are correct to ensure
consistency in the application documents. I have made considerable effort to identify areas of
concern, however, because substantial changes are warranted please carefully review your re -
submittal in order to ensure that all of the required items are submitted and correct. Please
also note that any calculations in your re -submittal must be stamped.
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 December 18, 2009, or the application
will be returned as incomplete. The return of a project will necessitate resubmittal of all required items,
including the application fee.
If you need additional time to submit the information, please mail, 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,
Y11Yy son
Environmental Engineer
GS/KJ: S:\WQS\STORMWATERIADDINFO\2009\070319MOD.nov09
CC: Jay Carmine, PE, Coastal Land Design. PLLC
Stormwater Permitting, WiRO files
Page 2 of 2

Johnson, Kel
From: Jay Carmine [e-mail]]
Sent: Tuesday, September 29, 2009 9:52 AM
To: Johnson, Kelly
Subject: Ferguson (SW8 070319)
0103laq
This email is as per our phone conversation this morning (8/29/09) regarding the property boundary bearing segment that was not the
same on both permits. The actual line -work of the property boundary segment is correct, however, there was a text error in the
segment information for the Wolseley project modification (SW8 070319). It is listed correctly in the 421 Industrial Park project as
S60°27' 10" and incorrectly in the Wolseley project as S60°17'25". However, they are exactly the same line.
We authorize the State to make a `by -hand' modification to the aforementioned property boundary segment text in the Wolseley
project from S60°17'25" to S60027' 10".
Thank you, and please feel free to contact this office should you have any further questions or concerns.
Sincerely,
Jay Carmine, P.E.
Coastal Land Design, PLLC
P.O. Box 1172
Wilmington, NC 28402
(910) 254 - 9333 x 1005
(910) 254 - 0502 Fax
http://www.coastallanddesian.net

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director
Secretary
September 23, 2009
Mr. D. Dull McKinley, Member
Highway 421 Properties, LLC
1508 Military Cutoff Road, Suite 302
Wilmington, NC 28403
Subject: Request for Additional Information
Stormwater Project No. SW8 070319
New Hanover County
Dear Mr. McKinley:
The Wilmington Regional Office received a State Stormwater Management Permit
Application for the project located at Highway 421 South in New Hanover County on
August 13, 2009. The Division of Water Quality has conducted a preliminary review of
that information and determined that the application is not complete. The following
information is needed to continue the stormwater review:
It appears that this project and SW8 050217 (421 Industrial). overlap. I have
summarized the drainage area data in the attached file. Please make any
corrections to the drainage area(s) and update the application, calculations and
all other required paperwork items as appropriate.
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 7,
2009, or the application will be returned as incomplete. The return of a project will
necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail, 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.
Wilmington Regional office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
Phone: [phone] FAX: [phone] Customer Service:1-877-623-6748
internet www.ncwaterqualky.org
ONq Carohna
AdAM711Y
U
An Equal Opportunity 1 Affirmative Action Employer

SW8 070319
September 23, 2009
If you have any questions concerning this matter please feel free to call me at (910)
796-7215 or email me at [e-mail].
5Sincerek-
Kelly Johnson
Environmental Engineer
GS/KJ: S:IWQSISTORMWATERIADDINFO120091070319.sep09
CC: Jeffrey Petroff, PE, Coastal Land Design (SW8 050217 Engineer)
Jay Carmine, PE, Coastal Land Design (SW8 070319 Engineer)
Stormwater Permitting, WiRO files
Page 2 of 2

Locational Summary (Not to Scale)
Proposed
Locational Summary (Not to Scale)
Current
sn
~ pMp
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2
SZ9'Z8'Ab"E & F00 00(t
swe 060217
421lndustriai Park
S92 46'1&'E
b32'47.32"E
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SW8 070319
Ferguson. Distributors N29'29'40 W&33.58R
N29 32'50"W a 973 &aft
W
0

Johnson, Kelly
From: Johnson, Kelly
Sent: Monday, August 17, 2009 7:56 AM
To: 'Jay Carmine'
Subject: RE: SW8 070319, Ferguson Distributors
Thanks, Jay. I will look at the 6,250sf issue more carefully once it is in the review stage. But, for now I will give it to our
admin to be logged into the system.
Kelly
From: Jay Carmine[mailto:[e-mail]]
Sent: Thursday, August 13, 2009 3:38 PM
To: Johnson, Kelly
Subject: RE: SW8 070319, Ferguson Distributors
Thank you for your pre -review of the Wolseley Project. Please see my responses to your questions shown below your comments.
Please feel free to contact me should you have any further questions or concerns.
Impervious area: All of the impervious area must be addressed for a high density permit. What is happening to
the 6,250 sf of BUA not draining to the onsite pond?
That small area (6,250sf) is unfeasible to be captured and directed towards the pond. The narrative goes into a little more
detail as to why, but basically is it because that area is too low to be directed towards the pond. It would not be realistic or
functional to raise the entire site enough to drain a 6,250sf dock pit into the pond. It is only about 1.5% of the total BUA. We
accounted for it on all permit documentation as well as in the design of the site such that it could still meet New Hanover
County's stringent pre- and post -discharge regulations. It does drain into a discharge swale that has 5:1 side slopcs. There
will be some intrinsic treatment in the discharge swale. It is no different that the portions of driveway accesses that are unable
to be captured on most sites. It is not the case for this site, however, because the existing road grades along NC Highway 421
allowed a high point at the property boundary.
2. Property area: The property area was 13.84ac, and it is now 13.8686ac? Is that correct, or is that a typo?
The property area is 13.8686 acres as indicated in the current submittal you have in your office.
LLC: Mr. Vincent signed a letter authorizing, "McKinley D. Dull, Member of Hwy 421 Properties, LLC" to sign.
But, Mr. Dull is not shown to be a member on the LLC's annual report?
Hwy 421 Properties, LLC is a manager -managed limited liability corporation. Mr. Dull is a member of that company, but in
the NCDENR system he does not outright entitlement to sign on behalf of the company. However, Mr. Vincent, who is a
manager of the company, and listed on the LLC's annual report, has given Mr. Dull (member) documented authorization for
him to sign on behalf of Hwy 421 Properties, LLC. The original documentation is included in submittal package. This sort of
signatory authorization isn't uncommon if signing officials are either silent investors or consistently unavailable.
4. PE Certification: Has this pond been built, or is it still in the planning stage? If it is built or partially built, we will
need a PE Cert.
The site has just started construction. At this point, I am not sure what could be certified, if anything. We are trying to get the
modification to the pond shape permitted before the sediment basin needs to be converted into a stormwater pond. The only
significant difference is the addition of the forebay weir which will allow for a more efficient and functional connection
between the forebay and main pond. The remainder of the site remains essentially the same as permitted.
Sincerely,
Jay Carmine, P.E.
Coastal Land Design, PLLC
P.O. Box 1172
Wilmington, NC .=02
(910) 254 - 9333 x 1005

(910) 254 - 0502 Fax
ho://www.coastallanddesim.net
From: Johnson, Kelly [mailto:[e-mail]]
Sent: Thursday, August 13, 2009 2:48 PM
To: Jay Carmine
Subject: SW8 070319, Ferguson Distributors
Jay,
We received the application for this project and I have the following questions for you:
Impervious area: All of the impervious area must be addressed for a high density permit. What is happening to
the 6,250 sf of BUA not draining to the onsite pond?
2. Property area: The property area was 13.84ac, and it is now 13.8686ac? Is that correct, or is that a typo?
3. LLC: Mr. Vincent signed a letter authorizing, "McKinley D. Dull, Member of Hwy 421 Properties, LLC" to sign.
But, Mr. Dull is not shown to be a member on the LLC's annual report?
4. PE Certification: Has this pond been built, or is it still in the planning stage? If it is built or partially built, we will
need a PE Cert.
Thanks,
KJ
*** My email has changed to kellv.p.iohnson0ricdenr.eov
K.eUd johwsow
Kelly Johnson
Environmental Engineer
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Office: 910.796.7345
Fax: [phone]
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.

Johnson, Kelly
From:
Johnson, Kelly
Sent:
Thursday, August 13, 2009 1:02 PM
To:
'[e-mail]'
Cc:
'[e-mail]'
Subject:
Ferguson (SW8 070319) & 421 Industrial Park (SW8 050217)
Jeff,
Since talking with you about the 421 Industrial Park (SW8 050217), and the neighboring/related Ferguson Distributors
(SW8 070319) project yesterday, I wanted to let you know that I have received a mod request from Ferguson today. (It
is being designed by Jay Carmine, so you may already know about this.) But, Ferguson is going to reduce from a
drainage area of 602,992sf to 542,000sf. it looks like Ferguson will be primarily (completely?) west of 421 Industrial, and
so I am not sure if or how this will impact the 421 Industrial Park area. But, I wanted to ensure that you are aware of
this change so that you can account for it appropriately.
Thanks,
Kelly
*** My email has changed to [e-mail]
KeLLW A III w,
Kelly Johnson
Environmental Engineer
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Office: 910.796.7345
Fax: [phone]
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.

Coastal Land Design, PLLC.
P. O. Box 1172 Wilmington, NC 28402
Phone:[phone] Fax:[phone]
To:
NCDENR — Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
(910) 796 — 7215
Attn:
Stormwater Review Staff
❑ As Requested
❑ Sent via Mail
❑ For Your Files
❑ Sent via Courier
9: D6
Transmittal
Date: August 13, 2009
File: 650-04
Subject:
Stock Building Supply (SW8 070319MOD)
Stormwater Modification Submittal
❑ For Distribution ® For your Review / Action / Approval
Quantity
Drawing No.
Description
1
Check
In the Amount of $505 (Check #10023)
1
Original
Letter of Authorization for McKinley Dull to sign for Hwy 421 Properties, LLC
1
Original
Stormwater Management Application
1
Copy
Stormwater Management Application
1
Original
Wet Detention Basin Operation and Maintenance Agreement Form
1
Original
Wet Detention Basin Supplement
1
Copy
Stormwater Narrative
1
Copy
Stormwater Calculations
1
Copy
Soils Report (Same as in SW8 070319MOD)
1
Copy
Existing Stormwater Permit to be Modified (SW8 070319MOD)
1
Copy
Hwy 421 Properties, LLC Annual Report
1
Copy
Property Deed (Deed Book: 5312, Page: 2375)
1
Copy
USGS Map of Property
AUG 009
REMARKS I Please contact our office if you have any questions or concerns. ~'�
The forms on the BUT website changed while the client had the forms for signature, so I included all of the
supplemental information that the new application requests with this submittal.
650-04 Transmittal NCDENR-DWQ 071309.docx

rMevex% io
BY:
AUG 13 2009
Stormwater Narrative
For
Wolseley, N.A. — U.S. Hwy 421 Project
New Hanover County, North Carolina
Prepared by:
Coastal Land Design, PLLC
Cij I Engineenng / Landscape Architecture / Construction Manage -,lent
P.O.Box 1172
Wilmington, NC 28402
Prepared for:
Phone: [phone]
Fax: [phone]
Hwy 421 Properties, LLC
1508 Military Cutoff Road, Suite 302
Wilmington, NC 28403
July 6, 2009
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Narrative
Project Description
The Wolseley, N.A. — U.S. Hwy 421 Project is an approximately 13.9 acre proposed commercial development off of
N.C. Highway 421 in New Hanover County. The stormwater permit that this site is applying for is a modification to
the previously approved stormwater permit SW8 070319MOD. That permit was issued on May 15, 2008. The land
owners have changed and the layout of the development has changed slightly. This project will also be a high
density stormwater project. The project will use a proposed on -site stormwater pond to treat stormwater from this
site. Stormwater will be collected by drop grates throughout the property and will be directed towards the pond
through a piping system that is designed for the 25-year storm event; as per New Hanover County stormwater
requirements.
Some of the pond dimensions have be modified slightly from the previous permit for this land (SW8 070319MOD),
and the overall drainage basin has been reduced and the impervious surface draining toward the proposed pond has
been increased. The drainage basin has been reduced from 602,992sf to 542,000sf and the proposed impervious has
been increased from 382,411sf to 387,915s# A 5' wide berm has been added in between the main pond and forebay.
The emergency spillway is locdtaad_r�aieberm of the forebay and it has not moved from the previously permitted
location. It was positioned in that location q the natural discharge point for the drainage basin would be maintained.
The proposed building will require the use ofa four (4) foot below grade dock pit to facilitate level unloading and
loading from delivery trucks into the building. The drainage area from this dock pit is 6,250sf. That small amount of
impervious is not able to be treated by the stormwater pond because of the rim elevation of the dock pit. The
proposed permanent pool elevation is 14.50fmsl, and the dock pit grate invert is 14.50fmsl. If the dock pit pipe was
connected to the collection system, the dock pit would end up having standing water in it at an elevation equal to
that of the pond. During storm events the dock pit%could potentially have several feet of water in it due to the
tailwater conditions caused by the proposed stormw er pond. For those reasons, the small amount of impervious
from the dock pit will not be directed towards stormw ter pond. It will be collected by an 8" drain line and directed
to the discharge channel for the proposed stormwater p nd.
All other remaining impervious for this site is designi
amount of impervious surface for this project is' 394,1
and an allocation for future development. The propbw
New Hanover County's stormwater requirements,
Site Description
treated by the proposed stormwater pond. The total
ich will consist of a building, parking lot, sidewalk,
vater pond is designed to meet both NCDENR's and
The topography of this site is slightly rolling with mild slopes ranging from 0.5% to 1% and is heavily vegetated
with a thick pine forest. The site ultimately drains to the Cape Fear River (15-25-1-9), a waterway classified as
C:Sw. The elevations on this project range from 14 feet MSL to 18 feet. The majority of the soils, according to the
Soil Survey of New Hanover County, are Lakeland sands and Leon sands. These soils have a soil hydrologic group
of A and D respectively. This property is zoned IND-2. A seasonal high water table (SHWT) evaluation was
performed by ECS Carolinas, LLP, at the main pond basin and the SHWT was determined to exist approximately 36
inches below grade. The existing grade at the boring location is approximately 16finsl, so the seasonal high water
table is estimated to be at an elevation of 13.00fmsl. Please refer to the soil boring tests included with this submittal.
This elevation is approximately 1.5 feet below the permanent pool elevation for the proposed pond. The permanent
pool elevation was set by the hydraulics necessary to outlet the pond from the site. Setting the permanent pool
elevation approximately at the SHWT elevation would mean that the permanent pool elevation was lower than the
outlet for the site.
Stormwater Treatment
Storm sewers will be installed to route stormwater to the proposed stormwater pond. This site will be graded such
that stormwater is directed towards inlet boxes where all drainage from impervious surfaces will be collected and get
routed to the proposed stormwater pond. The proposed stormwater pond is designed according to NCDENR's and
New Hanover County's stormwater requirements.

Canacitv Reauirements
The permanent pool elevation for the pond is 14.50finsl and has a surface area of 36,203sf. The minimum surface
area is 27,493sf. The forebay is approximately 20% of the total volume for this pond. A three inch (3") draw -down
orifice is designed to drain down the first 1.5" of runoff volume of 47,028cf in 3.4days. The minimum elevation of
the riser is 15.66fmsl, but in order to satisfy New Hanover County's pre -post requirement, the riser elevation is set at
a higher elevation of 16.00fmsl. The volume stored between the riser elevation and the permanent pool is 61,308cf.
The draw -down orifice was designed to also drain this volume within 4.4days. The emergency spillway elevation is
at 17.5' and provides 1.5' of freeboard above the riser invert. NCDENR requires that the draw -down orifice
discharge for a pond be less than the pre -development conditions for the 1-yr storm event for the same drainage
area. The drawdown rate through the orifice is 0.16cfs. The pre -development discharge for the 1-yr storm event for
the basin is 0.62cfs. The top of the pond is 18.4' which was set more than 0.50' above the elevation of water in the
stormwater pond during the 100-yr storm event. The width of the emergency spillway was designed to be 35' wide
and that ensures that the 100-yr storm event can pass through the spillway without overtopping the pond in the event
that the riser structure is not functioning. With the design conditions set as listed above, the conventional stormwater
pond meets both NCDENR and New Hanover County's stormwater requirements.
Routine Requirements
New Hanover County requires that the post -development site discharge for the 2-, 10-, and 25-year storm events are
lower than the pre -development discharge for the same storm events. The pre -development discharge for this site for
the 2-, 10-, and 25-year storm events are 1.6cfs, 13.lcfs, and 20.3cfs, respectively. The post -development discharge
for the same three storm events are 1.5cfs, 11.9cfs, and 20.2cfs, respectively. Since the post -development discharge
is not greater than the pre -development discharge for the 2-, 10- and 25-year storm events, this site meets New
Hanover County's pre -post discharge requirement.

HWY 421 PROPERTIES, LLC
1508 Military Cutoff Road
Suite 302
Wilmington, NC 28403
[phone]
February 3, 2009
To Whom It May Concern:
This letter is written to inform you that Jon T. Vincent, Managing Member of Hwy 421
Properties, LLC authorizes McKinley D. Dull, Member of Hwy 421 Properties, LLC to sign
storm water management permit and all other development permit applications on behalf of the
company.
Please feel free to contact me if you have any questions regarding this letter.
AUC,
2 2009
J`r'V/sIg
c: Ken Dull
GSFNC

.. r
STATE OF NORTH CAROLINA
COUNTY OF NEW HANOVER
I --P�lb - M_P' j A 15 a Notary Public of New Hanover County and State
aforesaid, do hereby certify that Jon T. Vincent, personally appeared before me this day and
acknowledged the due execution of the foregoing instrument for the purposes therein expressed.
WITNESS my hand and notarial seal, this3_ day of �- 2009.
-(AFFIX NOTARIAL SEAL)
�._�1�� x, A�1'�1
n
My Commission Expires: It _ X -IS

C200812200546
,.... , SOSID:0928943
LIMITED LIABILITY COMPANY Date Filed: 5/1/200810:19:00 AM
Elaine F. Marshall
ANNUAL REPORT North Carolina Secretary of State
C200812200546
NAME OF LD IITED LIABILITY COMPANY. HWY 421 PROPERTIES, LLC GS ` �� 16 -
STATE OF INCORPORATION: NC
SECRETARY OF STATE L.L.C. ID NUMBER: 0928943
NATURE OF BUSINESS: a a-k CS L , �,
REGISTERED AGENT: YINCENT, JON T.
REGISTERED OFFICE MAILING ADDRESS: 1508 Military Cuto, f f Road, Suite 302
Wilmington, NC 28403
REGISTERED OFFICE STREET ADDRESS: 1508MilitaryCutoff Road, Suite 302
Wilmington, NC 28403 New Hanover County
SIGNATURE OF THE NEW REGISTERED AGENT
PRINCIPAL OFFICE TELEPHONE NUMBER:
PRINCIPAL OFFICE MAILING ADDRESS:
PRINCIPAL OFFICE STREET ADDRESS:
Name: �oti • i V
Title: �"- ,, 5ti m
Address: 15aS M.1: 1Qry
City: W; I ,, h,,,
state:MG • 7010:
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Name:
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Title:
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City:
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SIGNATURE CONsmurn CONSENT TO THE APPOINTMENT
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1508MilitaryCutaffRoad, Suite 302
Wibntngton, NC 28403
1508Military Cutq (Road, Suite 302
Wilmington, NC 28403
Name:
Title:
Address:
City:
Sta Zip:
MUST BE COMPLETED BY ALL LIMITED LIABILITY COMPANIES
BY A MANArmimEMBER
DATE
,)N 1/INC&NI MAW61 i NCB-
TYPE OR PRINT NAME TYPE OR PRINT Trnz
PORT FEE: S200 MAIL, TO: SaaetM of Stets • Corporations Mvidw • Poet Oftloe Box 29525 • Raleigh, NC 27626.0525
11111iII11111 1111111111111111 1111111111iiiiIIIIiIII

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LIMITED LIABILITY COMPANY
ANNUAL REPORT
NAME OF LIlOUTED LIABILITY COMPANY: HWY 421 PROPERTIES, LLC GS �- -I0.'
`(1-
SECRETARY OF STATE L.I,.C.IDNUMBER: 0928943
NATURE OF BUSINESS: & C_k cS 1
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REGISTERED AGENT: YINCENT, JON T.
SOSID: 0928943
Date Filed: 5/1/2008 10:19:00 AM
Elaine F. Marshall
North Carolina Secretary of State
C200812200546
STATE OF INCORPORATION: NC
REGISTERED OFFICE MAILING ADDRESS: 1508 Military Cutoff Road, Suite 302
Wilmington, NC 28403
REGISTERED OFFICE STREET ADDRESS: 1508 Military Cutgrf Road, Suite 302
Wilmington, NC 28403 New Hanover County
SIGNATURE OF THE NEW REGISTERED AGENT
PRINCIPAL OFFICE TELEPHONE NUMBER:
PRINCIPAL OFFICE MAILING ADDRESS:
PRINCIPAL OFFICE STREET ADDRESS:
Namc: V Ni
Title:. ti,�j M
Address: �Sfl9 Mtl; far.
City: W; I,"!,s h,
state: NG 70fa
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State: .
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AUG 13 2009
BY:
SIGNATURE CONSTIT LYM CONSENT TO THE APPOINTMENT
910 - 75'(0-0)01
1508Military Cutoff Road, Suite 302
Wibnington, NC 28403
1508MilitaryCuto fRoad, Suite 302
Wilmington, NC 28403
Name:
Title:
CiAddt,esI
Sta - zip:
MUST BE COMPLETED BY ALL LIMITED LIABILITY COMPANIES
BY A MANAGER/MEMBER
DATE
)l _( • U[NCANi MAW(�t NG- AV_'m65Z
TYPE OR PRINT NAME TYPE OR PRINT TITLE
MT FEE: $200 MAIL. TO: Seudwy of State - Corporations Division - Post Ofilm Box 29525 - RaWg% NC 27626-0525

(Excise Tax) $2550.00
i200602Mmmn
FOR R
MREB MISTER
NC
of DEEDS
20 013 12*3 i rn
BK:5312 PG:2375-2379 FEE:$23.N
K REV giW:$2,0-N
1%SR g 1 2wal
Recording time, Book and Page
Tax Parcel No. R03200-001-033-000, R03200-001-034-M and R03200-001-035-000
Prepared By and James A. MacDonald
Return To: Allen, MacDonald & Davis, PLLC
1508 Military Cutoff Road, Suite 102
Wilmington, NC 28403
After recording mail to: HWY 421 Properties, LLC
1508 Military Cutoff Road, Suite 302
Wilmington, North Carolina 28403
STATE OF NORTH CAROLINA
WARRANTY DEED
COUNTY OF NEW HANOVER
THIS DEED, made this Stltlay, of May, 2008, by and between CAPE FEAR INVESTMENT
& DEVELOPMENT, LLC, a North Carolina limited liability company, hereinafter called the
Grantor, and HWY 421 PROPERTIES, LLC, a North Carolina limited liability company,
hereinafter called the Grantee. The designation Grantor and Grantee as used herein shall include said
parties, their heirs, successors, and assigns, and shall include singular, plural, masculine, feminine or
neuter as required by context.
WITNESSETH:
THAT said Grantor, for a valuable consideration paid by the Grantee, the receipt of which is
hereby acknowledged, have granted, bargained, sold and conveyed and by these presents does hereby
grant, bargain, sell and convey unto the said Grantee, their heirs, successors and assigns, in fee simple,
all that certain lot or parcel of land situated in New Hanover County, North Carolina, and more
particularly described as follows:
BEING ALL OF THAT PROPERTY SHOWN ON EXHIBIT "A" WHICH IS
HERETO ATTACHED AND INCORPORATED BY REFERENCE.
Together with all and singular the tenements, hereditaments and appurtenances thereunto
belonging, or in anywise appertaining.
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and
appurtenances thereto belonging to the Grantee in fee simple.
And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee
simple, and has the right to convey the same in fee simple, that title is marketable and free and clear
of all encumbrances, except 2008 ad valorem taxes, ordinances and municipal building code
restrictions, if any, and those matters set forth in the attached Exhibit B, and that Grantor will
WARRANT and DEFEND the title against the lawful claims of all persons whomsoever except for
exceptions herein stated.

IN WITNESS WHEREOF, the Grantor has caused this instrument to be signed by its duly
authorized manager, the day and year first above written.
CAPE FEAR INVESTMENT &
DEVELOPMENT, LLC,
a North Carolina limited liability company
BY: E
ROBE T E. HUCKAB Member
BY:
V., ' Y M. STOKLEY, SR., Member
STATE OFN" ORTH CAROLINA
COUNTY �OF NEW'HANOVER
I cerhfrthdt'lb&following person personally appeared before me this day, acknowledging
to me that its vMtieaprily signed the foregoing document for the purpose stated therein and in the
capacity indicaIWA1 �ERT E. HUCKABEE, III, Member of CAPE FEAR INVESTMENT
& DEVEU.0PD R; LLC, a North Carolina limited liability company [CHECK ONE] i F
(i) I have pt rscitt4lMdiWedge of the identity of the principal; or ❑ (ii) I have seen satisfactory
evidence of the Anna l's identity by a current state or federal identification, with the principal's
photograph; -in fe flow of a
r
may a , 2008.
r yfr
ary Pub c Signature
Lynn R. Ward
Notary Public's Printed Name
My Commission Expires: 5-18-08
STATE OF NORTH CAROLINA
COUNTY OF NEW HANOVER
I certify that the following person personally appeared before me this day, acknowledging
to me that he voluntarily signed the foregoing document for the purpose stated therein and in the.
capacity indicated: JEFFREY M. STOKLEY, SR., Member of CAPE FEAR INVESTMENT
& DEVELOPMENT, LLC, a North Carolina limited liability company [CHECK ONE] 13
(i) I have personal knowledge of the identity of the principal; or ❑ (ii) I have seen satisfactory
evidence of the principal's identity by a current state or federal identification, with the principal's
photograph, in the form of a
e: X" 8 , 2008*
Cotary blic z atu*e
(Official Seal of Notary) Lynn R. Ward
Notary Public's Printed Name
My Commission Expires: 5-18-08

EXHIBIT "A"
BEING all of Tract "B", consisting of 7 acres, Tract "C", consisting of 5 acres, and Tract
"D", consisting of 5 acres, as the same are shown on a man entitled "INVISTA S.A-R.L.
DIVISION TRACTS "A", "B", "C", "D", on plat prepared by Michael Underwood and
Associates, P.A. dated September, 2004, and recorded in Map Book 46, at Page 325 of the
New Hanover County Registry (the "Property').

EXHIBIT "B"
1. Various rights of way granted to Carolina Power and Light Company recorded in
Book 528, at Page 73; Book 560, at page 253; Book 628, at Page 651; Book 814, at
Page 160; Book 953, at Page 766; Book 1023, at Page 336; Book 1142, at Page 56,
and Book 1187, at Page 991 of the New Hanover County Registry.
2. Easement to City of Wilmington recorded in Book 1699, at Page 1272 of the New
Hanover County Registry.
3. Easement to the Lower Cape Fear Water & Sewer Authorityrecorded in Book 1147,
at Page 243 of the New Hanover County Registry.
4. Easement as shown on the map recorded in Map Book 8, at Page 90 of the New
Hanover County Registry.

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SL� ECS CAROLINAS, LLP
CAROMmAn GeotedWmwdCoush-actionMoudgbgEuvironmentW-FacMtjes
Mr. Jay Care, P.L. -V.-y 12, 2008
Coastal Land Design, M-Le
P.O. Box 1172 AUG 1 3 2009
Wflmbgkmo North Carolina 28402
ft Seasonal Mo Water Level Estimation
Forgason Distdibutors
WilmfiWn, North Carolina
ECS Project No. 22.14M
Dew Mr, Carmine.,
RCS Carolinas, LLP (ECS) recently conducted an estimation of the Seasonal High Water Level (SHWL)
for the proposed wet pond area at the Ferguson Distributors Site in Wilmington, North Carolina, This
10ftM with attach rents, is the report of our estimation,
FMd Ted
On May 12, 2008 BCS met with Mr. Jay Camino with Coastal 14vid Design in order to locate the
requested boring location. ECS then conducted an exploration of the subsurkee sod conditions at one
requested location shown an the attubod Site Diagram The purpose of this expkmigm was to estimate
the SHWL of the in -place mils for the proposed wet pond areas. we explored the A*&Ujm soil
condtions by advandn one hand auger bot-mg into the anaing ground surface at the requested boring
location. We vkuaUy classified the submrface, soils and obftmed representative samples of owh soil type
encountered. The a1twhod M% died provides a summary of the submrfeco conditions oncountowd at
each hand uW boring location.
The SHWL was estimated at the boring location below the ematIng grade elavabojL Bolow Is a ffinnniffy
of each boring looeflom
ilocatim SHWL
I — 36 inches
The SHWL may vary wid& the proposed site due to changes in subsurface conditions and elevation.
If you bave any questiow rogarding this report; please contact its at [phone].
R=TwtMy,
ECS CAROLINAS, LLP
It Brooks Wall
Staff Geologist
AftachmenU: Site DiagnuWSHWL sheet
I
Walid M, Sobb, P. E.
Principal En&eer
721. i 09—ft B k1sin ft-A- -Park Y -50e 201 - V*111ming M NC 28411 - 19101, 686-911.4 - Fax [phone] - VnMecalimite,�1 com
Ash0v1HF- NC - ChadOft- NC - Greensboro, NC - Grewvdle, SC - Raleigh. NC - Swausbarm NC VAInwipm NC
* testing services only

Season High Water Level Estimation
Ferguson Distributors
Wilmington, North Carolina
ECS Project No. 22.14056
May 111, 4005
cation Depth Soil Description
1 0-12" Grey fine SAND
12"-36" Tan fine SAND
Seasonal High Water Table was estimated to be at 36 inches below the existing
grade elevation.

Mastec Pond Repairs
Subject: Mastec Pond Repairs
From: "Pete Avery" <[e-mail]>
Date: Thu, 5 Mar 2009 10:52:37 -0500
To: "Jay Carmine" <[e-mail]>
CC: "Christine Nelson" <[e-mail]>
Jay,
The sod is being laid on reworked swale this morning. Other repairs are also being made. You
should be able to visit the site later today or in the morning for an inspection and hopefully
prepare the needed certification as well, assuming the work has been done per the way the
State says it should. Thanks,
Walter Pete Avery
Vice President -Administration
McKinley Building Corporation
3807 Peachtree Avenue - Suite 200
Wilmington, NC 28403
910-395-6036 (T)
910-395-6606 (F)
Pavery0mckinleybulid ino.com
1 Of 1 3/6/2009 10:20 AM

RE: Stock Building Supply - modification to SW8 070319
Subject: RE: Stock Building Supply - modification to SW8 070319
From: "Pete Avery" <[e-mail]>
Date: Wed, 4 Mar 2009 10:51:58 -0500
To: "Christine Nelson" <[e-mail]>
CC: <[e-mail]>, "Jay Carmine"<[e-mail]>, "ion
vincent" <[e-mail]>, "ken dull' <[e-mail]>, "Robert Huckabee"
<[e-mail]>, "Jeffrey stokley" <[e-mail]>
Ms. Neslon,
The work on the pond repairs and changes to bring the pond into compliance with the approved permit
began yesterday. I expect to sod the grass swales by tomorrow or Friday —waiting on sod order. I think
it would safe for the State to do a final inspection next Tuesday, and feel free of course to visit the site
any time to check on the progress. I am relying on Jeff Pertroff of Coastal Land Design to provide any
certifications you need.
I want to thank you and Ms. Scott for allowing us to move forward with our project's permit based on
our commitment to make pond repairs. As with nearly every project I do, time is of the essence and the
State's concession in this matter is greatly appreciated and a huge help. We will work diligently to make
sure the pond repairs are completed to the State's satisfaction. Have a good day,
Regards,
Pete Avery
HWY 421 Properties, LLC
From: Christine Nelson [mailto: Christine. [e-mail]]
Sent: Wednesday, March 04, 2009 10:20 AM
To: Jay Carmine
Cc: Georgette Scott; [e-mail]; Pete Avery; Angela Hammers; [e-mail];
Janet Russell
Subject: Re: Stock Building Supply - modification to SW8 070319
Jay,
DENR has received a copy of your letter dated March 2, 2009 to Cape Fear Investment and
Development, LLC regarding the Notice of Inspection issued for 421 Industrial Park. DENR has found
your letter detailing the plan of action and schedule to bring the pond associated with 421 Industrial Park
into compliance to be acceptable. Please be aware that DENR inspectors will be conducting follow up
inspections to ensure that the work is being completed as scheduled.
The application for modifying SW8 070319 to direct runoff offsite to the 421 Industrial Park pond can
now be submitted into the Stormwater Permitting program, however the permit cannot be issued until_
the pond is in compliance (Items 1-3 and 5 of the Notice of Inspection letter). If you wish to submit the
modification through the Express process, please contact Janet Russell to schedule a submittal meeting.
Christine
Georgette Scott wrote:
1 of 2 3/4/2009 11:52 AM

RE: Stock Building Supply - modification to SW8 070319
Subject: RE: Stock Building Supply - modification to SW8 070319
From: "JAY" <[e-mail]>
Date: Wed, 4 Mar 2009 10:51:55 -0500
To: "'Christine Nelson"' <[e-mail]>
Christine;
Thank you. We have contacted Janet Russell to set up a re -submittal date for this project. Please let me know if you have any
further questions or concerns. Have a nice day.
Sincerely,
Jay Carmine, P.E.
Coastal Land Design, PLLC
P.O. Box 1172
Wilmington, NC 28402
(910) 254 - 9333 x 1005
(910) 254 - 0502 Fax
http://www.coastallanddesian.net
From: Christine Nelson [mailto:[e-mail]]
Sent: Wednesday, March 04, 2009 10:20 AM
To: Jay Carmine
Cc: Georgette Scott; [e-mail]; [e-mail]; Angela Hammers;
[e-mail]; Janet Russell
Subject: Re: Stock Building Supply - modification to SW8 070319
Jay,
DENR has received a copy of your letter dated March 2, 2009 to Cape Fear Investment and
Development, LLC regarding the Notice of Inspection issued for 421 Industrial Park. DENR has found
your letter detailing the plan of action and schedule to bring the pond associated with 421 Industrial Park
into compliance to be acceptable. Please be aware that DENR inspectors will be conducting follow up
inspections to ensure that the work is being completed as scheduled.
The application for modifying SW8 070319 to direct runoff offsite to the 421 Industrial Park pond can
now be submitted into the Stormwater Permitting program, however the permit cannot be issued until
the pond is in compliance (Items 1-3 and 5 of the Notice of Inspection letter). If you wish to submit the
modification through the Express process, please contact Janet Russell to schedule a submittal meeting.
Christine
Georgette Scott wrote:
Gentlemen,
This e-mail is to re -cap our meeting this morning on the compliance status of 421 Indusirial Park (SW8
050217) in connection with the application to modify the Stock Building Supply permit (SW8 070319)
to direct runoff offsite to the 421 Industrial Park pond. A Notice of Inspection (NOI) was issued on
February 19, 2009 indicating that 421 Industrial Park was out of compliance with its stormwater permit.
Jeff Petroff, Coastal Land Design, indicated that 14WY 421 Properties; LLQ the applicant for the Stock
Building Supply project; was willing to perform the required pond maintenance and submit a PE
1 of 2 3/4/2009 11:52 AM

Re: Stock Building Supply - modification to SW8 070319
Subject: Re: Stock Building Supply - modification to SW8 070319
From: Christine Nelson <[e-mail]>
Date: Wed, 04 Mar 2009 10:20:14 -0500
To: Jay Carmine<jcarmine(acoastallanddesign.net>
CC: Georgette Scott <[e-mail]>, [e-mail];
[e-mail], Angela Hammers <[e-mail]>,
[e-mail], Janet Russell <[e-mail]>
Jay,
DENR has received a copy of your letter dated March 2, 2009 to Cape Fear Investment and
Development, LLC regarding the Notice of Inspection issued for 421 Industrial Park. DENR has found
your letter detailing the plan of action and schedule to bring the pond associated with 421 Industrial Park
into compliance to be acceptable. Please be aware that DENR inspectors will be conducting follow up
inspections to ensure that the work is being completed as scheduled.
The application for modifying SW8 070319 to direct runoff offsite to the 421 Industrial Park pond can
now be submitted into the Stormwater Permitting program, however the permit cannot be issued until
the pond is in compliance (Items 1-3 and 5 of the Notice of Inspection letter). If you wish to submit the
modification through the Express process, please contact Janet Russell to schedule a submittal meeting.
Christine
Georgette Scott wrote:
Gentlemen,
This e-mail is to re -cap our meeting this morning on the compliance status of 421 Industrial Park
(SW8 050217) in connection with the application to modify the Stock Building Supply permit (SW8
070319) to direct runoff offsite to the 421 Industrial Park pond. A Notice of Inspection (NOI) was
issued on February 19, 2009 indicating that 421 Industrial Park was out of compliance with its
stormwater permit.
Jeff Petroff, Coastal Land Design, indicated that HWY 421 Properties, LLC; the applicant for the
Stock Building Supply project; was willing to perform the required pond maintenance and submit a
PE certification (Items 1-3 and 5 of the NOI) on behalf of Cape Fear Investment & Development,
LLC; the permittee for 421 Industrial Park.
Based on your agreement above, DWQ has agreed to accept a phased approach to bringing SW8
050217 into compliance. This will allow the permit modification for Stock Building Supply to be
accepted by DWQ upon receipt of a written schedule for completion of Items 1-3, 5 AND, a permit
to be issued once phase 1 is complete and in compliance.
Tile initial phase of compliance will be to bring the Bond into compliance and submit a PE
certification (items 1-3 and 5 of the NOt). The second phase of compliance will be to address item
#4 of the NOI and to either submit a plan revision or modification of the permit to address the
construction on lots in areas identified in the permit as future development as well as the sale of
some of these lots.
In order to move forward with the first phase of compliance, a letter detailing the plan of action and
3/4/2009 10:20 AM

Coastal Land Design, PLLC.
P. O. Box 1172 Wilmington, NC 28402
Phone:[phone] Fax:[phone]
To:
NCDENR — Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
(910) 796 — 7215
Attn:
Christine Nclsoi-,
WCO MAR 0 2 2009
Transmittal
Date: March 2, 2009
File: 650-04
Subject:
Stock Building Supply
Express Stormwater Submittal
❑ As Requested ❑ For Your Files ❑ For Distribution ® For your Review / Action / Approval
❑ Sent via Mail ❑ Sent via Courier '
Quantity Drawing No. Description
1 Copy Notice of Inspection Letter to Cape Fear Investment and Development, LLC
REMARKS I Please contact our office if you have any questions or concerns.
CC: File gn, PLLC
Si ed
Jay R. Carmine, P.E.
650-04 Transmittal NCDENR-DWQ 030209.docx

coastal Land Design, PLLC
Civil Engineering / Landscape Architecture / Construction Management
P.n.13ox 1172
Wilmington, NC 28402
March 2, 2009
Phone: [phone]
Fax:[phone]
Cape Fear Investment and Development, LLC
1611 Castle Hayne Road; Building B
Wilmington, NC 28401
Attn: Jeffrey Stokely
Re: Notice of Inspection (NOI) for 421 Industrial Park — NCDENR Stormwater
Project No.: SW8 050217
Dear Mr. Stokely:
Coastal Land Design, PLLC (CLD) is the engineering firm currently designing and
permitting the "Stock Supply Building" for Hwy 421 Properties, LLC adjacent to your
421 Industrial Park. Per Stormwater Permit # SW8 050217, our project has an offsite
allocation to your pond that we plan to utilize. However, due to the recent Notice of
Inspection (NOI) dated 2/19/09 on your property, we are unable to proceed with our
project until the deficiencies declared in the NOI are addressed.
On Thursday, February 26, 2009, Jeff Petroff, P.E. of CLD and I met with Christine
Nelson (Project Reviewer) and Georgette Scott (Stormwater Supervisor) of NCDENR-
DWQ regarding the aforementioned NOI. The NOI states that there are five (5)
deficiencies that must be resolved. Items #1, #2, #3, and #5 are in regards to construction
and maintenance issues with the stormwater pond on your site. Item #4 is related to the
submittal of a plan revision, or modification, to NCDENR that represents the current
condition and ownership of the site.
As per our meeting with NCDENR, they have allowed the deficiencies in your permit to
be viewed as two separate tiers; the first tier involving the site deficiencies and the
second tier involving the permitting revisions. Although addressing all these items are
ultimately your responsibility, through an agreement between yourself and our client
(Hwy 421 Properties, LLC), our client will have items #1, #2, #3, and #5 of the NOI
corrected in the field. By correcting the items in the first tier of the NOI, your pond that
is currently out of compliance will be brought back into compliance and match the
original specifications of the permitted plans. This will allow our project to utilize our
offsite allocation in your stormwater pond. Item #4 of the NOI is still your responsibility
to address before a Notice of Violation and possible civil penalties are issued.
From our meeting with NCDENR, we recommend that your course of action for
resolving the deficiency of item #4 is to submit a plan revision to the State designating

each lot as "Off -Site". Because the lots were sold and are no longer owned by Cape Fear
Investment and Development, LLC, each lot will also have to submit for individual off -
site permits. Our firm is available to address these issues on your behalf if you wish to
contract with us separately.
Please see the summary below addressing the recent NOI:
1) Installation of a grassed swale at the west side of the pond as approved in the
plan, instead of gravel.
The gravel in the swale along the west side of the pond will be removed and the
swale will be properly stabilized with grass. This will be completed by
Wednesday, March 11, 2009.
2) Pond slope repair, accumulated sediment removal & swale maintenance.
The slopes of the pond that have been eroded will be repaired, the accumulated
sediment in the stormwater pond will be removed, and the swales will be properly
re-established. This will be completed by Wednesday, March 11, 2009.
3) Swale maintenance per approved permit and signed O&M Agreement.
The swale will be properly re-established. This will be completed by Wednesday,
March 11, 2009.
4) Submittal of a plan revision or modification.
Please see the previous paragraph before this section.
5) Submittal of clarification on the designer's certificate deviations dated on March
14, 2006.
The designer's certification that was completed by David Bowman, P.E. is not in
agreement with what was installed and noted in the NOI. After the pond has been
brought back into compliance, we will certify that the modifications have been
made, and we will address the discrepancies with David Bowman, P.E. 's
certification and the inspection report. This will be completed by within two days
after the State accepts the required maintenance on the existing pond per the N01.
We are also copying NCDENR as per their request on this letter. We anticipate that with
your cooperation and active response to NCDENR's NOI that this matter can be resolved
in a timely and efficient manner. If you have any questions or conurtents relating to this
NOI, please feel free to contact me.
Sincerely,
Jay R. Carmine, P.E.
Coastal Land Design, PLLC

RE: ,Stock Building Supply -modification to SW8 070319
Subject: RE: Stock Building Supply - modification to SW8 070319
From: Georgette Scott <[e-mail]>
Date: Thu, 26 Feb 2009 15:01:44 -0500
To: Jay Carmine<[e-mail]>, [e-mail],
[e-mail], Christine Nelson <[e-mail]>
CC: Angela Hammers <[e-mail]>, [e-mail]
Gentlemen,
This e-mail is to re -cap our meeting this morning on the compliance status of 421 Industrial Park (SW8
050217) in connection with the application to modify the Stock Building Supply permit (SW8 070319)
to direct runoff offsite to the 421 Industrial Park pond. A Notice of Inspection (NOI) was issued on
February 19, 2009 indicating that 421 Industrial Park was out of compliance with its stormwater permit.
Jeff Petroff, Coastal Land Design, indicated that HWY 421 Properties, LLC; the applicant for the Stock
Building Supply project; was willing to perform the required pond maintenance and submit a PE
certification (Items 1-3 and 5 of the NOI) on behalf of Cape Fear Investment & Development, LLC; the
permittee for 421 Industrial Park.
Based on your agreement above, DWQ has agreed to accept a phased approach to bringing SW8 050217
into compliance. This will allow the permit modification for Stock Building Supply to be accepted by
DWQ upon receipt of a written schedule for completion of Items 1-3, 5 AND, a permit to be issued once
phase 1 is complete and in compliance.
The initial phase of compliance will be to bring the pond into compliance and submit a PE certification
(items 1-3 and 5 of the NOI). The second phase of compliance will be to address item #4 of the NOI and
to either submit a plan revision or modification of the permit to address the construction on lots in areas
identified in the permit as future development as well as the sale of some of these lots.
In order to move forward with the first phase of compliance, a letter detailing the plan of action and
schedule necessary to address items 1-3 and 5 in the NOI and bring the pond into compliance must be
submitted and approved by DWQ. Upon approval of this initial plan of action, the application for
modifying SW8 070319 can be submitted into the program. The schedule included in this initial plan of
action must have the pond in compliance prior to the permit being issued. DWQ inspectors will
periodically conduct site visits to check the compliance with this schedule and with the permitted plan.
In order for the permit for the Stock Building Supply to be issued the offsite pond must be in
compliance.
Please be advised that this letter from Coastal Land Design/HWY 421 Properties, LLC, for the initial
phase of compliance, is not a substitute for the plan of action requested from Cape Fear Investment &
Development, LLC. It is Cape Fear Investment & Development, LLC's responsibility to provide a plan
of action prior to March 20,2009 that outlines how all the violations in the NOI will be addressed. Their
plan must include phase 1 (items 1-3,5) and phase 2 (item 4). It is important that you work with Cape
Fear Investment & Development, LLC to insure your letter/schedule for compliance is included as phase
1 in their plan of action that they will submit to our office.
Georgette Scott
WIRO Stormwater Supervisor
1 of 2 2/26/2009 3:56 PM

RE: Stock Building Supply - modification to SW8 070319
"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."
2 of 2 2/26/2009 3:56 PM

Stock Building Supply - modification to SW8 070319
Subject: Stock Building Supply - modification to SW8 070319
From: Christine Nelson <[e-mail]>
Date: Tue, 24 Feb 2009 14:37:02 -0500
To: Jay Carmine<[e-mail]>, [e-mail]
CC: Janet Russell <[e-mail]>
Z50a 17
Gentlemen,
I talked with Georgette Scott, Stormwater Supervisor for the Wilmington regional
office, regarding the scenario of your proposed project to get further clarification
on the extent of compliance needed prior to submitting this modification. In order
to accept the application for the proposed permit modification to drain runoff from
your site off -site into the 421 Industrial Park pond, the compliance issues
identified in the Notice of Inspection need to be addressed, including items 4 and 5,
prior to submittal.
If you still wish to submit with the Express program once the concerns have been
taken care of, please contact Janet to schedule a new submittal meeting .
Let me know if I can be of further assistance.
Christine
Email correspondence to and from this address may be subject to the North Carolina
Public Records Law and may be disclosed to third parties.
1 of 1 2/24/2009 2:37 PM