SW8041130_HISTORICAL FILE_20050208 (2)

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 �4 �� .30
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2005 00 $
YYYYMMDD

AT,c Michael F. Easley, Governor
RQG William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
Y Alan W. Klimek, P.E. Director
Division of Water Quality
February 8, 2005
Bailey & Southstar, LLC
Warren G. Bailey, Member
405-D Western Boulevard
Jacksonville, NC 28546
Subject: Stormwater Permit No. SW8 041130
Walgreen's Drugstore - Jacksonville, NC
High Density Project
Onslow County
Dear Mr. Bailey:
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Walgreen's Drugstore - Jacksonville, NC on February 4, 2005. Staff review of
the plans and specifications has determined that the project, as proposed, will comply with the
Stormwater Regulations set forth in Title 15A NCAC 2H.1000. We are forwarding Permit No.
SW8 041130 dated February 8, 2005, for the construction of the subject project.
This permit shall be effective from the date of issuance until February 8, 2015, 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 Rhonda Hall, or me at [phone].
Sincerely,
Ed Beck
Acting Regional Supervisor
Surface Water Protection Section
ENB/rbh: S:\WQS\STORMWAT\PERMIT\041130.feb05
cc: C. Lawrence Sneeden, Jr. P.E., Andrew & Kuske Consulting Engineers, Inc.
Onslow County Building Inspections
Rhonda Hall
(Wilmington -Regional -Office
Central Files
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone [phone] Customer Servicel-877.623-6748 One
Wilmington Regional Office Wilmington, NC 28405-3845 FAX [phone] Internet h2o.encstate.nc.us NorthCarolina
An Equal Opportunity/Affirmative Action Employer— 50% Recycled/l0% Post Consumer Paper Naturally

State Stormwater Management Systems
Permit No. SW8 041130
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Warren G. Bailey, Bailey & Southstar, LLc
Walgreen's Drugstore - Jacksonville, NC
Onslow County
FOR THE
construction, operation and maintenance of two dry detention basins in compliance with
the provisions of 15A NCAC 2H .1000 (hereafter referred to as the "stormwater rules')
and the approved stormwater management plans and specifications and other
supporting data as attached and on file with and approved by the Division of Water
Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until February 8, 2015, and shall
be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.6 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 63,620 square feet of
impervious area.
3. The tract will be limited to the amount of built -upon area indicated on page 3 of
this permit, and per approved plans.
4. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
5. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 041130
6. The following design criteria have been provided in the two dry detention basins
and must be maintained at design condition:
Basin A
Basin B
a. Drainage Area, acres:
1.18
0.47
Onsite, ft2:
51,510
20,400
Offsite, ft2-
None
None
b. Total Impervious Surfaces, ft2:
46,120
17,500
C. Bottom Elevation, FMSL:
34.0
36.0
d. Permitted Surface Area, ft2:
3,400
590
e Storage Elevation, FMSL:
36.8
36.8
f. Permitted Storage Volume, ft3:
3,430
480
g. Controlling Orifice:
0.75"0 pipe
0.50"0 pipe
h. Additional BMP:
Grassed Swales
Grassed Swales
I Receiving Stream
Mill Creek
Mill Creek
j. River Basin:
White Oak
White Oak
k. Stream Index Number:
19-9
19-9
1. Classification of Water Body:
"SC; NSW"
"SC; NSW"
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 times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in
its entirety and maintenance must occur at the scheduled intervals including, but
not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowin.9 and revegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow
spreader, catch basins and piping.
g. Access to the outlet structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 041130
The facilities shall be constructed as shown on the approved plans. This permit
shall become voidable unless the facilities are constructed in accordance with
the conditions of this permit, the approved plans and specifications, and other
supporting data.
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.
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.
Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
9. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
10. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
11. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
12. 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 except after notice to and approval by the Director.
In the event of a change of ownership, or a name change, the permittee must
submit a formal permit transfer request to the Division of Water Quality,
accompanied by a completed name/ownership change form, documentation
from the parties involved, and other supporting materials as may be appropriate.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 041130
The approval of this request will be considered on its merits and may or may not
be approved. The permittee is responsible for compliance with all permit
conditions until such time as the Division approves the transfer request.
2. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
3. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the creation
of nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
5. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
7. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
8. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
9. The permittee shall notify the Division any name, ownership or mailing address
changes within 30 days.
Permit issued this the Bch day of February, 2005.
INA ENVIRONMENTAL MANAGEMENT COMMISSION
4n A lime , P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 041130
Walgreen's Drugstore - Jacksonville, NC
Stormwater Permit No. SW8 041130
Onslow Countv
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 specification:
Signature
Registration Number
Date
SEAL
Page 6 of 7

State Stormwater Management Systems
Permit No. SW8 041130
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/bypass 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/bypass 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 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.
cc: NCDENR-DWQ Regional Office
Onslow County Building Inspections
Page 7 of 7

NORRIS, KUSKE &TUNSTALL
CONSULTING ENGINEERS, INC,
February 4, 2005
Ms. Rhonda Hall
NC DENR
Division of Water Quality
Water Quality Section
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: Walgreen's Drug Store
Jacksonville, NC
NKT Project No. 03308
Dear Ms. Hall:
J. Phillip Norris, P.E.
John A. Kuske, III, P.E.
John S. Tunstall, P.E.
J.A. Kuske, P.E. of Counsel
Per our discussions, we are enclosing two (2) sets of revised plans, the revised Page 2
of 4 of the State Stormwater Permit application (SWU-101), the revised State
Stormwater Extended Dry Detention Basin Supplement applications for Basin A & Basin
B, and one (1) set of revised calculations.
Please contact us if you have any further questions or comments. Thank you for your
assistance on this project.
Sincerely,
NORRIS, KUSKE & TUNSTALL
CONSULTING ENGINEERS,, INC.� - -hw ^ u n
�_� �\ 1 � � Vn . OOP.
C. Lawrence Sneeden, Jr., P.E. YYY
CLS/asn
03308 02-04-05-s-sw response-Itr
FEB 0 4 21}O5
BY:_____
902 Market Street • Wilmington, NC 28401-4733 • Phone: [phone] • Fax: [phone]

NORRIS, KUSKE &TUNSTALL
CONSULTING ENGINEERS, INC.
December 20, 2004
Ms. Rhonda Hall
NC DENR
Division of Water Quality
Water Quality Section
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: Walgreen's Drug Store
Jacksonville, NC
NKT Project No. 03308
Dear Ms. Hall:
J. Phillip Norris, P.E.
John A. Kuske, III, P.E.
John S. Tunstall, P.E.
J.A. Kuske, P.E. of Counsel
Per our discussions, we are enclosing two (2) sets of revised plans, the revised Page 2
of 4 of the State Stormwater Permit application (SWU-101), the original State
Stormwater Extended Dry Detention Basin Supplement applications for Basin A & Basin
B, one (1) set of revised calculations, and one (1) copy of the revised stormwater
narrative.
Please contact us if you have any further questions or comments. Thank you for your
assistance on this project.
Sincerely,
NORRIS, KUSKE & TUNSTALL
CONSULTING^ ENGINEERS, INC.
&Lam- U '� ujl -L -L
C. Lawrence Sneeden Jr. P.E. I
CLS/asn
03308 12-20-04-s-sw response-Itr
902 Market Street • Wilmington, NC 28401-4733 0 Phone: [phone] • Fax: [phone]

NKT #03308
Permit No. S� g p ¢/ / 3 U
(To be provided by D Q)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
EXTENDED DRY DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original.
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a dry detention basin supplement for each
basin, design calculations, plans and specification showing all basin and outlet structure details, and a
fully executed operation and maintenance agreement.
PROJECTINFORMATION (Please complete the following information):
Project Name: Walgreen's Drug Store — Jacksonville NC
ContaclPerson: Larry Sneeden, ,P.E
Phone Number: 910 - 3 4 3- 9 6 5 3
For projects with multiple basins, specify which basin this worksheet applies
Design Storm: 1 " (Please choose either the 1 yr, 24 hr storm, or the 1 "storm)
Drainage Area: 5 1 , 510 square feet Built -upon Area: 46, 120 square feet
Required Volume: 3,550 cubic feet SHWT elevation: 3 5. 0 +/- FMSL
Basin Dimensions:
* Bottom Elevation: 3 4_ feet, MSL Area: Irregular itlong x ft wide = 6 0 ft 2
Storage Elevation: 3 6_ A feet, MSL Area: I rre u l or
t long x ft wide= a, a o o ft 2
Detention Volume Provided: 3 , 4 3 0 cubic feet
* Sediment Storage Provided: N/A cubic feet (Equivalent to 20%of the detention volume)
Drawdown Orifice: 0.7 5 " Vertica 1 Orifice (please indicate size and type ojorifice)
Additional BMP to achieve 85%TSS (checkone):
Grassed swale 0 Vegetated Filter 0 Other

Permit No. 3 a
(To be prodded by DWQ)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices
Manual (N.C. Department of Environment, Health, and Natural Resources, November, 1995) and
Administrative Section 15A NCAC 2H.1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management
Permit Application Form, the agent may initial below. If a requirement has not been met, attach
written justification.
Zey a.
The basin captures the runoff from the 1 year, 24 hour storm and releases it over a period
of 48 hours
GGi N/A b.
OR the basin captures the runoff from the 1 inch storm and allows it to draw down over a
period of 2-5 days.
eLF N/A C.
d.
The minimum flow length ratio is 3:1, L:W.
Basin
Gil
sideslopes are no steeper than 3:1.
GN�r e.
A small permanent pool has been provided at the outlet to reduce clogging.
e- / f.
Cleanout access has been provided, sufficient for heavy equipment.
"Ie-/ g.
A drain has been provided which will completely empty the basin for cleanout.
-e r h.
Sufficient volume has been provided for any local government peak flow requirements.
G �r i.
If the basin was used during construction as a sediment basin or trap, it must be cleaned
out to design specifications prior to operation as a dry detention basin.
Cu 4 j.
A vegetation plan has been prepared by a N.C. licensed professional. Consideration must
be given to the grasses specified due to the frequent inundation.
Gui k.
The basin must be stabilized within 14 days of construction.
G4 /V k 1.
The design provides for the sediment storage in addition to the detention volume that is
Gam/ in.
equal to 20% of the detention volume.
Inlet and outlet channels have been protected from scour during high flows from large
eu tz n.
storms.
In areas of easily erodible soils, an additional plunge pool at the inlet has been provided,
or riprap is used as an energy dissipator.
«i o.
641 p.
A forebay to capture sediment is recommended to make cleanout easier.
The basin is located in
uncompacted natural soils.
ecL_VA q.
The seasonal high water table is located at least 1 foot below the bottom of the extended
dry detention basin.
ev r.
An additional BMP (such as a swale or vegetated filter) has been designed to operate in
conjunction with this dry detention basin to meet the required minimum 85% TSS
removal.

Permit No. _�/,J!�'D¢l/ F�()
(To be provided by DWQ)
EXTENDED DRY DETENTION OPERATION AND MAINTENANCE AGREEMENT
The extended dry detention system is defined as the dry detention basin, forebay, and the required
additional BMP.
This system (check one) 0 does n does not incorporate a vegetated filter.
This system (check one) X
does 0 does not incorporate non-integrated pretreatment.
Maintenance activities shall be performed as follows:
1. All grassed areas of the basin shall be mowed at least twice annually, more frequently as needed.
2. Debris must be removed from the basin, outlet and orifice whenever it accumulates or at least
twice annually.
3. Annually- inspect the basin after a rain event to ensure it is functioning properly.
4. Repair any erosion of the side slopes and around the inlets and outlet immediately.
5. Accumulated sediment shall removed if it has reduced the available volume to 75% of the
original depth.
6. The emergency spillway shall be kept in good working order.
7. Woody vegetation shall be removed from the banks.
8. Any areas of the system found to be deficient shall be repaired or replaced to design standards.
9. Written records of the inspections and maintenance activities shall be kept on file.
I acknowledge and agree by my signature below that I am responsible for the performance of the above
maintenance procedures. I agree to notify DWQ of any problems with the system or changes in the name
of the project, responsible party, or address.
Printname: Warren G. Bailey Title: Member
Address: c pailel& TM A Wastern Blvd. JaJ-rnrille, tE 28546
Phone: [phone] Fax:
Signature: e,^ Date: ZO U
I, I a Not Public for the State of
Q County of V e_�r
do hereby certify that f {- personally appeared before me this
the Qw''_- day of tyt�e. mh- r and acknowledge the due execution
of the forgoing dry detention basin maintenance requirements. Witness my hand and official seal,
S.
Signature /,,pTA ,9�
My Commission expires
0 zci;�, i°C1BL1G
V

NKT #03308
Permit No. J75GV? 614 // 3()
(To be provided by DJVQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
EXTENDED DRY DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original.
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a dry detention basin supplement for each
basin, design calculations, plans and specification showing all basin and outlet structure details, and a
fully executed operation and maintenance agreement.
I. PROJECT INFORMATION (Please complete the following information):
ProjeclName: Walgreen's Drug Store - Jacksonville NC
Contact Person:_r.arry Sn eA2n P E Phone Number: 910-343-9653
For projects with multiple basins, specify which basin this worksheet applies to: B
Design Storm: 1 " (Please choose either the 1 yr, 24 hr storm, or the 1 " storm)
Drainage Area: 0 q 0 p square feet Built -upon Area: 17,500 square feet
Required Volume: 1, 360 cubic feet SIiWT elevation: 35 /- FMSL
Basin Dimensions:
*Bottom Elevation: 3 6 feet, MSL AreIrregular
long x ft wide = 2 0 R12
Storage Elevation: 36. 8 feet, MSL Are3rregu ft long x R wide= 590 ft 2
Detention Volume Provided: a R n cubic feet
*Sediment Storage Provided: N/A cubic feet (Equivalent to 20% of the detention volume)
Drawdown Orifice: 0.5 " (Please indicate size and t)pe of orifice)
Additional BMP to achieve 85% TSS (check one):
O'Grassed swale 0 Vegetated Filter 0 Other

Permit No. Slnl $G4l / 3 b
(To be provided by DWQ)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices
Manual (N.C. Department of Environment, Health, and Natural Resources, November, 1995) and
Administrative Section 15A NCAC 2H.1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management
Permit Application Form, the agent may initial below. If a requirement has not been met, attach
written justification.
1�4J_ a.
The basin captures the runoff from the 1 year, 24 hour storm and releases it over a period
of 48 hours
Gr-/ t A b.
OR the basin captures the runoff from the 1 inch storm and allows it to draw down over a
period of 2-5 days.
Gcf A C.
The minimum flow length ratio is 3:1, L:W.
Cu d.
Basin sideslopes are no steeper than 3:1.
GL.1 e.
A small permanent pool has been provided at the outlet to reduce clogging.
Gam! f.
Cleanout access has been provided, sufficient for heavy equipment.
G�f g.
A drain has been provided which will completely empty the basin for cleanout.
C<< It.
Sufficient volume has been provided for any local government peak flow requirements.
Cc I i.
If the basin was used during construction as a sediment basin or trap, it must be cleaned
euj.
out to design specifications prior to operation as a dry detention basin.
A vegetation has been
-p�
plan prepared by a N.C. licensed professional. Consideration must
A k.
be given to the grasses specified due to the frequent inundation.
The basin must be
stabilized within 14 days of construction.
ez2 vk 1.
The design provides for the sediment storage in addition to the detention volume that is
A
equal to 20% of the detention volume.
Inlet
CtJ N M.
and outlet channels have been protected from scour during high flows from large
G U n.
storms.
In areas of easily erodible soils, an additional plunge pool at the inlet has been provided,
or riprap is used as an energy dissipator.
o.
A forebay to capture sediment is recommended to make cleanout easier.
p.
The basin is located in uncompacted natural soils.
q.
The seasonal high water table is located at least 1 foot below the bottom of the extended
dry detention basin.
r.
An additional BMP (such as a Swale or vegetated filter) has been designed to operate in
conjunction with this dry detention basin to meet the required minimum 85% TSS
removal.

Permit No. 614J 8 0` 1 f 3 O
(To be provided by D{VQ)
EXTENDED DRY DETENTION OPERATION AND MAINTENANCE AGREEMENT
The extended dry detention system is defined as the dry detention basin, forebay, and the required
additional BMP.
This system (check one) 0 does does not incorporate a vegetated filter.
This system (check one) does 0 does not incorporate non-integrated pretreatment.
Maintenance activities shall be performed as follows:
1. All grassed areas of the basin shall be mowed at least twice annually, more frequently as needed.
2. Debris must be removed from the basin, outlet and orifice whenever it accumulates or at least
twice annually.
3. Annually- inspect the basin after a rain event to ensure it is functioning properly.
4. Repair any erosion of the side slopes and around the inlets and outlet immediately.
5. Accumulated sediment shall removed if it has reduced the available volume to 75% of the
original depth.
6. The emergency spillway shall be kept in good working order.
7. Woody vegetation shall be removed from the banks.
8. Any areas of the system found to be deficient shall be repaired or replaced to design standards.
9. Written records of the inspections and maintenance activities shall be kept on file.
I acknowledge and agree by my signature below that I am responsible for the performance of the above
maintenance procedures. I agree to notify DWQ of any problems with the system or changes in the name
of the project, responsible party, or address.
Printname: Warren G. Bailey Title: Member
Address: c/o/Bailey s�ssxiat s, Inc. 405-D Western Blvd. Jacksonville NC 28546
Phone: 91(Y 3 4 6- 42� (A I n- 2 11 1 - <I I 2 ri
0
I S a Notary Public for the State of
\,J County of NP ll) C "OVQ (-
do hereby certify that IiA rre n ,l I ICU ersonally appeared before me this
the li �= day of np p p,m f ,� ( , tX1 and acknowledge the due execution
of the forgoing dry detention basin maintenance requirements. Witness my hand and official seal,
UanngP'141
.A
Signature %pTgyY
My Commission expires
VEk

f
STORMWATER SYSTEM NARRATIVE
JACKSONVILLE WALGREENS
ONSLOW COUNTY
For
Bailey & Southstar, LLC
405-D Western Boulevard
Jacksonville, NC 28546
[phone]
OkA C
SEAL
vit 10972
/a//'F/e¢
November2004
Revised December 14, 2004 —
Prepared by:
ANDREW & KUSKE CONSULTING ENGINEERS, INC.
902 Market Street
Wilmington, North Carolina 28401
[phone]
[phone] — (Fax)
A & K Project No.03308

li-
i
NARRATIVE
DESCRIPTION:
The site is a 1.82-acre tract in the north quadrant of the intersection of Gum
Branch Road (SR 1308) and Henderson Drive Extension (SR 1336). The tract is bounded
by right-of-way to the southeast and southwest and parking lot to the northeast and
northwest. The site is presently vacant, containing remnants of asphalt, concrete and
building foundation over the entire area. The site is basically flat and drains to stornwater
inlets on the adjacent properties. There are no wetlands on this tract.
The project is new development consisting of clearing, grading, and construction of
a building, parking, utilities, and stormwater management system. Design impervious for
the entire site is computed at 80%. Approximately 1.94 acres will be disturbed by the
construction work. An erosion control permit will be required from the City of Jacksonville.
STORMWATER MANAGEMENT MEASURES:
The site does not have adequate space to install a wet detention pond nor depth to
water table and the soils for an underground infiltration system. Because the new
construction will reduce the site impervious surface by 20%, we are employing best
management practices and draining most of the runoff through grassed swales prior to
discharge to an underground dry detention system, then over two days to a piped system.
The exceptions are roof runoff, which will drain directly to detention. All of the new open
area will be grassed or landscaped with approximately 13 new canopy trees.
The grading contractor and developer will provide maintenance during
construction. The tenant will provide maintenance after completion.

NORRIS, KUSKE &TUNSTALL
CONSULTING ENGINEERS, INC.
November 22, 2004
Ms. Rhonda Hall
NC DENR Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: State Stormwater Permit Submittal
Walgreen's Drugstore
Jacksonville, NC
NKT Project No. 03308
Dear Ms. Hall:
J. Phillip Norris, P.E.
John A. Kuske, III, P.E.
John S. Tunstall, P.E.
J.A. Kuske, P.E. of Counsel
Enclosed are two (2) sets of plans for the subject project, one (1) set of
calculations, the original Division of Water Quality Stormwater Management
Permit application, one (1) copy of the stormwater narrative and a $420.00 check
for the processing fee.
Please review this information for approval and contact us with any questions or
comments you may have. Thank you for your assistance on this project.
Sincerely,
NORRIS, KUSKE, & TUNSTALL
CONSULTING ENGINEERS, INC.
. 4wu� I , I azk
C. Lawrence Sneeden, Jr., P.E. 1
CLS/asn
03300 11.22-04-s-sw-Itr
Enclosures
cc: Warren Bailey / Bailey & Southstar, LLC
RECEIVED
NOV2 3 2004
BY: 0*13o
902 Market Street • Wilmington, NC 28401-4733 • Phone: [phone] • Fax: [phone]

CITE' OF JACKSONVILLE
PUBLIC SERVICES DEPARTMENT
ENGINEERING
P, CA 1,E1VFD
DEC U 3 2004
BY:
TO:
4'cc
M:i-w Lij I
Go,
+_�4
®�W R.
mces N
LETTER OF TRANSMITTAL
Division of linvironmental Management
127 Cardinal Drive Factension
Wilmington. N.C. 28405
Phone # [phone]
Linda:
WE ARE SENDING YOU
_ PRINTS
_ COPY OF LETTER
DESCRIPTION:
Date: December 2, 2004
Attn: Ms. Linda Lewis
Ref. Erosion & Sedimentation
Walgreens Drugstore
XX ATTACHED _ UNDER SEPARATE COVER
XX PLANS _ SPECIFICATIONS
XX OTHER copy of the financial responsibility statement
THESE ARE TRANSMITTED AS CHECKED BELOW:
_ FOR APPROVAL
_ FOR REVIEW AND COMMENT
DOCUMENTS ARE DUE TO BE RETURNED BY:
_ PRINTS RETURNED AFTER LOAN TO US
OTHER
REMARKS:
COPIES TO: File
—AS REQUESTED
XX FOR YOUR USE
Tom Anderson, Construction Specialist
Post Office Box 128 ♦ Jacksonville, North Carolina 28541 ♦ [phone] ♦TDD# [phone] ♦ Fax [phone]

NKT #03308
FINANCIAL RESPONSIBILITY/OWNERSHIP FORM
SEDID,'ENTATION POLLUTION CONTROL ACT
No person may initiate a land -disturbing activity on one or more acres as covered
by the Act before this form and an acceptable erosion and sedimentation control plan
have been completed and approved by the Land Quality Section, N.C. Department of
Environment, Health, and Natural Resources. (Please type or print and, if question is
not applicable, place N/A in the blank).
Part A.
1. Project Name WalgreensDrugstore- Jacksonville,NC
2. Location of land -disturbing activity: County
Onslow
City or Township Jacksonville and Highway/Street Gum Branch Road
3. Approximate date land -disturbing activity will be commenced: December2004
4. Purpose of development (residential, commercial, industrial, etc.): Commercial
5. Total acreage disturbed or uncovered (including off -site borrow and waste areas):
6. Amount of fee enclosed $ 300.00
7. Has an erosion and sedimentation control plan been filed? Yes ® No 0
Enclosed X
8. Person to contact should sediment control issues arise during land -disturbing
activity.
Name C. Lawrence Sneeden, Jr., P.E. Telephone [phone]
9. Landowner(s) of Record (Use blank page to list additional owners):
Bailey & Southstar, LLC
Name(s)
c/o Bailey & Associates, Inc. 405-D Westem Boulevard
Current Mailing Address
Jacksonville NC 28546
City State Zip
10. Recorded in Deed Book No.
Current Street Address
City State Zip
Page No.
Part B.
S7erson(s) or firm(s) who are financially responsible for this land -disturbing
activity (Use a blank page to list additional persons or firms):
Bailey & Southstar, LLC
Name of Person(s) or Firm(s)
c% Bailey & Associates, Inc. 405-D Westem Boulevard
Mailing Address
Jacksonville NC 28546
City State Zip
910-346-8443
Telephone
Street Address
City State Zip
Telephone

2. (a) If the Financially Responsible Party is not a resident of North Carolina give
name and street address of a North Carolina Agent
Name
ling Address
Street Address
ty State Zip City State Zip
Telephone Telephone
(b)If the Financially Responsible Party is a Partnership or other person engaging
business under an assumed name, attach a copy of the certificate of assumed name.
the Financially Responsible Party is a Corporation give name and street address
the Registered Agent.
in
If
of
Name of Registered Agent
Mailing Address Street Address
City State Zip City State Zip
Telephone Telephone
The above information is true and correct to the best of my knowledge and belief and
was provided by me under oath. (This form must be signed by the financially
responsible person if an individual or his attorney -in -fact or if not an individual
by an officer, director, partner, or registered agent with authority to execute
instruments for the financially responsible person). I agree to provide corrected
information should there be any change in the information provided herein.
WarTeV G. Baile c Member
Type Ar pript naiKe ' Title or Authority
l— l_.i I1/1?Zd
Signature// Date
I, /A uyy- © a Notary Public of the County of
State of North Caroli a, hereby certify that W A P-Un c¢l l �
appeared personally before me this day and being duly sworn acknowle ged that
the above form was executed by him.
Witness my hand and notarial seal, this I day of
Seal Notary
My commission expires
20 ©�1-

A&K #03308
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORM WATER MANAGEMEN'r PERMIT APPLICATION FORM
This form may be photocopied for use as an original
1. GENERAL INFORMATION
I. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
Bailey & Southstar, LLC
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Warren G. Bailey, Member
3. Mailing Address for person listed in item 2 above:
405-D Western Boulevard
City: Jacksonville State: NC Zip: 28546
Telephone Number: [phone]
4. Project Name (subdivision, facility, or establishment name — should be consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc.):
Walgreen's Drugstore - Jacksonville, NC
5. Location of Project (street address):
1600 Gum Branch Road
City: Jacksonville
6. Directions to project (from nearest major intersection):
County:
Onslow
Proceed NE from intersection of US 17 & NC 24 On us 17 in Jacksonville 1.4 miles, turn left on
Gum Branch Road and cio NW 1.6 miles to Intersection wl Henderson. Site on north corner
7. Latitude: 340 47' 06"
Longitude: 770 25' 29"
of project
8. Contact person who can answer questions about the project:
Name: C. Lawrence Sneeden, Jr., P.E. 'relephoneNumber: [phone]
11. PERMIT INFORMATION
Specify whether project is (check one)
X New
Form SWU-101 Version 3.99 Page 1 of 4
Renewal Modification

2.
3
If this application is being submitted as the result of a renewal or modification to an existing permit, list the
Existing permit number N/A And its issue date (if known) N/A
Specify the type of project (check one):
Low Density X High Density Redevelop General Permit Other
4. Additional Project Requirements (check applicable blanks):
_CAMA Major X Sedimentation/Erosion Control _ 404/401 Permit NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJL'CT INFORMATION
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.
Site is redevelopment of existino paved lot and former aas station. Runoff is directed throuoh
swales to dry detention systems, then to the public piped system. Runoff from the
roof drains directly though roof drains to detention system.
2. Stornwater runoff from this project drains to the
3. Total Project Area: 1.82 AC
White Oak
5. How many drainage areas does the project have? 2
River Basin.
4. Project Built Upon Area: 80 %
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information
Drainage Area I
Drainage Area 2
Receiving Stream Name
Mill Creek
Mill Creek
Receiving Stream Class
SC; NSW
SC; NSW
Drainage Area
51,510 SF / 1.18 AC
20,400 SF / 0.47 AC
Existing Impervious * Area
51,510 SF / 1.18 AC
20,400 SF / 0.47 AC
Proposed Impervious* Area
46,120 SF / 1.06 AC
17,500 SF / 0.40 AC
% Impervious* Area total
90%
85%
Irn )ervious* Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings
14,820 SF / 0.34 AC
N/A
On -site Streets
N/A
N/A
On -site Parking
28,400 SF / 0.65 AC
16,000 SF / 0.37 AC
On -site Sidewalks
2,900 SF / 0.07 AC
1,500 SF / 0.03 SF
Other on -site 3- 1-
N/A
N/A
Off -site
%aO N/A
N/A
Total: 63;7-96 SF / 1.06 AC
Total: 17,500 SF / 0.40 AC
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas
sidewalks, gravel areas, etc.
Form SWU-101 Version 3.99 Page 2 of 4 h 3 X (�a

How was the off -site impervious area listed above derived? Measurement of proposed walks
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale ofany lot. If lot sizes vary significantly, a
table listing each lot number, size and the allowable built -upon area for each lot must be provided as an
attachment.
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit
number as issued by the Division of Water Quality. These covenants may
not be changed or deleted without the consent of the State.
2. No mare than N/A square feet ofany lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include
wood decking or the water surface of swimmning pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built -upon area in excess of the permitted amount requires a state stormwater management permit modification
prior to construction.
5. All permitted runofff•oin oulparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the
integrity and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement fonn(s) listed below must be submitted for
each BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for
the status and availability of these forms.
Form SWU-102
Form SWU-103
Dorm SWU-104
Form SWU-105
Form SWU-106
Form SWU-107
Form SWU-108
Form SWU-109
Wet Detention Basin Supplement
Infiltration Basin Supplement
Low Density Supplement
Curb Outlet System Supplement
Off -Site System Supplement
Underground Infiltration Trench Supplement
Neuse River Basin Supplement
Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 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.
Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
• Original and one copy of the Stormwater Management Permit Application Form
• One copy of the applicable supplement form(s) for each BMP
• Permit application processing fee of $420 (payable to NCDEN R)
• Detailed narrative description of stornwater treatment / management
Two copies of plans and specifications, including:
- Development / Project name
- Engineer and firm
Initials
car
C-/
- 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
- 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 authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
C. Lawrence Sneeden, Jr., P.E.
Designated agent (individual or firm): Andrew & Kuske Consulting Engineers, Inc.
Mailing Address: 902 Market Street
City: Wilmington State: NC Zip:
Phone: [phone] Fax: [phone]
VIII. APPLICANT'S CERTIFICATION
28401
1, Q)rint or type name of person listed in General /nformation, item 2) Warren G. Bailey, Member
Certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project wyl be constructs i iformance with the approved plans, that the required deed restrictions and
protective coves nts will be rec rded, and the proposed project complies with the requirements of 15A NCAC
21-1.1000.
Signature:
Form SWU-101 Version 3.99 Page 4 of 4
Date: -u �5 Lcv�

Date
I d
Deslgn
GL
NORRIS, KUSKE & TUNSTALL
902Market St. CONSULTING ENGINEERS, INC. Wilmington, N.C.28401
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03308 Jacksonville Walgreens Detention R1 Type 111 24-hr 2 Yr Rainfall=4.50"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 2
HydroCADO 7.01 s/n 000479 @ 1986-2004 Applied Microcomputer Systems 2/4/2005 7:49:48 AM
Time span=11.00-66.00 hrs, dt=0.01 hrs, 5501 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment A-2A: AREA TO CURB CUT AT DI A-2
Subcatchment A-3B: AREA TO CURB CUT A-3A
Subcatchment A-3D: AREA TO CURB CUT A-3C
Subcatchment A-4A: AREA TO CURB CUT @ DI A-4
Subcatchment A-5B: AREA TO CURB CUT A-5B
Subcatchment A-51): BUILDING & CANOPY
Subcatchment A-5F: AREA TO CURB CUT A-51F
Subcatchment B-1B: AREA TO CURB CUT B-1A
Subcatchment B-1D: AREA TO CURB CUT B-1D
Subcatchment B-2B: AREA TO CURB CUT B-2B
Runoff Area=2,960 sf Runoff Depth=3.14"
Tc=10.0 min CN=92 Runoff=0.24 cfs 0.018 of
Runoff Area=8,160 sf Runoff Depth=3.14"
Tc=10.0 min CN=92 Runoff=0.66 cfs 0.049 of
Runoff Area=5,200 sf Runoff Depth=3.14"
Tc=10.0 min CN=92 Runoff=0.42 cfs 0.031 of
Runoff Area=4,330 sf Runoff Depth=3.14"
Tc=10.0 min CN=92 Runoff=0.35 cfs 0.026 of
Runoff Area=6,380 sf Runoff Depth=3.14"
Tc=10.0 min CN=92 Runoff=0.52 cfs 0.038 of
Runoff Area=15,420 sf Runoff Depth=3.40"
Tc=10.0 min CN=98 Runoff=1.37 cfs 0.100 of
Runoff Area=9,060 sf Runoff Depth=3.14"
Tc=10.0 min CN=92 Runoff=0.74 cfs 0.054 of
Runoff Area=8,470 sf Runoff Depth=3.14"
Tc=10.0 min CN=92 Runoff=0.69 cfs 0.051 of
Runoff Area=7,360 sf Runoff Depth=3.14"
Tc=10.0 min CN=92 Runoff=0.60 cfs 0.044 of
Runoff Area=4,560 sf Runoff Depth=3.14"
Tc=10.0 min CN=92 Runoff=0.37 cfs 0.027 of
Reach A-1: PIPE FROM DI A-2 TO EXIST. SD Peak Depth=0.58' Max Vet=4.3 fps Inflow=2.71 cfs 0.317 of
D=18.0" n=0.013 L=30.0' S=0.0067'/' Capacity=8.58 cfs Outflow=2.71 cfs 0.317 of
Reach A-3: PIPE FROM D1 A-3 TO DI A-2 Peak Depth=0.27' Max Vet=6.2 fps Inflow=1.06 cfs 0.080 of
D=12.0" n=0.013 L=34.0' S=0.0353'P Capacity=6.69 cfs Outflow=1.06 cfs 0.080 of
Reach A-3A: SWALE FROM CC A-3A TO DI AReak Depth=0.21' Max Vet=3.0 fps Inflow=0.66 cfs 0.049 of
n=0.024 L=25.0' S=0.0480 7' Capacity=42.17 cfs Outflow=0.66 cfs 0.049 of
Reach A-3C: SWALE FROM CC A-3C TO DI AReak Depth=0.24' Max Vet=1.4 fps Inflow=0.42 cfs 0.031 of
n=0.026 L=130.0' S=0.0100'P Capacity=17.77 cfs Outflow=0.41 cfs 0.031 of
Reach A4: PIPE FROM DI A4 TO JB A-2 Peak Depth=0.79' Max Vet=3.6 fps Inflow=2.95 cfs 0.219 of
D=15.0" n=0.013 L=75.0' S=0.0040'/' Capacity=4.09 cfs Outflow=2.94 cfs 0.219 of

03308 Jacksonville Walgreens Detention R1 Type Ill 24-hr 2 Yr Rainfall=4.50"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 3
HydroCADO 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 2/4/2005 7:49 48 AM
Reach A-5: PIPE FROM FES A-5 TO DI A-4 Peak Depth=0.66' Max Vet=4.0 fps Inflow=2.61 cfs 0.193 of
D=15.0" n=0.013 L=130.0' S=0.00547 Capacity=4.74 cfs Outflow=2.60 cfs 0.193 of
Reach A-5A: SWALE FROM CURB CUT A-5BPeak Depth=0.24' Max Vet=1.8 fps Inflow=0.52 cfs 0.038 of
n=0.026 L=50.0' S=0.0180'/' Capacity=23.84 cfs Outflow=0.52 cfs 0.038 of
Reach A -BC: ROOF DRAIN FROM BLDG A-51yeak Depth=0.50' Max Vet=3.5 fps Inflow=1.37 cfs 0.100 of
D=12.0" n=0.013 L=50.0' S=0.0060'f Capacity=2.76 cfs Outflow=1.36 cfs 0.100 of
Reach A -BE: SWALE FROM CURB CUT A-51F Peak Depth=0.29' Max Vet=1.7 fps Inflow=0.74 cfs 0.054 of
n=0.026 L=60.0' S=0.0117'/' Capacity=19.19 cfs Outflow=0.73 cfs 0.054 of
Reach B-1A: SWALE FROM CURB CUT B-1BPeak Depth=0.25' Max Vet=2.2 fps
Inflow=0.69 cfs
0.051 of
n=0.026 L=30.0' S=0.0233 '/' Capacity=27.14 cfs
Outflow=0.69 cfs
0.051 of
Reach BA C: SWALE FROM CURB CUT B-1 DPeak Depth=0.25' Max Vet=1.9 fps
Inflow=0.60 cfs
0.044 of
n=0.026 L=40.0' S=0.0175'/' Capacity=23.51 cfs
Outflow=0.60 cfs
0.044 of
Reach B-2: PIPE FROM FES B-2 TO DI B-1 Peak Depth=0.18' Max Vet=3.7 fps
Inflow=0.37 cfs
0.027 of
D=12.0" n=0.013 L=104.0' S=0.0192'/' Capacity=4.94 cfs
Outflow=0.37 cfs
0.027 of
Reach B-2A: SWALE FROM CC B-28 TO FESPeak Depth=0.17' Max Vet=2.6 fps
Inflow=0.37 cfs
0.027 of
n=0.026 L=40.0' S=0.0550 T Capacity=41.67 cfs
Outflow=0.37 cfs
0.027 of
Pond A2: DI A-2 W/DETENTION Peak Elev=37.15' Storage=4,675 cf Inflow=4.22 cfs 0.317 of
Outflow=2.71 cfs 0.317 of
Pond B-1: DI B-1 W/DETENTION Peak Elev=37.05' Storage=615 cf Inflow=1.65 cfs 0.123 of
Outflow=1.60 cfs 0.123 of
Total Runoff Area = 1.651 ac Runoff Volume = 0.440 of Average Runoff Depth = 3.20"

03308 Jacksonville Walgreens Detention R1 Type Ill 24-hr 2 Yr Rainfall=4.50"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 4
HydroCADG 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 2/4/2005 7:51:26 AM
Subcatchment A-2A: AREA TO CURB CUT AT DI A-2
Runoff = 0.24 cfs @ 12.14 hrs, Volume= 0.018 af, Depth= 3.14"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-66.00 hrs, dt= 0.01 hrs
Type III 24-hr 2 Yr Rainfall=4.50"
2,960 92 Urban commercial, 85% imp, HSG B
Tc Length Slope Velocity Capacity Description
10.0 Direct Entry,
Subcatchment A-3B: AREA TO CURB CUT A-3A
Runoff = 0.66 cfs @ 12.14 hrs, Volume= 0.049 af, Depth= 3.14"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-66.00 hrs, dt= 0.01 hrs
Type III 24-hr 2 Yr Rainfall=4.50"
Area (so CN Description
8,160 92 Urban commercial, 85% imp, HSG B
Tc Length Slope Velocity Capacity Description
10.0 Direct Entry,
Subcatchment A-31): AREA TO CURB CUT A-3C
Runoff = 0.42 cfs @ 12.14 hrs, Volume= 0.031 af, Depth= 3.14"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-66.00 hrs, dt= 0.01 hrs
Type III 24-hr 2 Yr Rainfall=4.50"
Area (so CN Description
5,200 92 Urban commercial, 85% imp, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment A-4A: AREA TO CURB CUT @ DI A-4
Runoff = 0.35 cfs @ 12.14 hrs, Volume= 0.026 af, Depth= 3.14"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-66.00 hrs, dt= 0.01 hrs
Type III 24-hr 2 Yr Rainfall=4.50"

03308 Jacksonville Walgreens Detention R1 Type 111 24-hr 2 Yr Rainfall=4.50"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 5
HydroCAD® 7.01 s/n 000479 @ 1986-2004 Applied Microcomputer Systems 2/4/2005 7:51:26 AM
Area (sf) CN Description
4,330 92 Urban commercial, 85% imp, HSG B
Tc Length Slope Velocity Capacity Description
10.0
Runoff =
Direct Entry,
Subcatchment A-5B: AREA TO CURB CUT A-5B
0.52 cfs @ 12.14 hrs, Volume= 0.038 af, Depth= 3.14"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-66.00 hrs, dt= 0.01 hrs
Type III 24-hr 2 Yr Rainfall=4.50"
Area (sf) CN Description
6,380 92 Urban commercial, 85% imp, HSG B
Tc Length Slope
Description
10.0 Direct Entry,
Subcatchment A-51): BUILDING & CANOPY
Runoff = 1.37 cfs @ 12.13 hrs, Volume= 0.100 af, Depth= 3.40"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-66.00 hrs, dt= 0.01 hrs
Type III 24-hr 2 Yr Rainfall=4.50"
Area (so CN Description
15,420 98 Paved parking & roofs
Tc Length Slope Velocity Capacity Description
10.0 Direct Entry,
Subcatchment A-51F: AREA TO CURB CUT A-517
Runoff = 0.74 cfs @ 12.14 hrs, Volume= 0.054 af, Depth= 3.14"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-66.00 hrs, dt= 0.01 hrs
Type III 24-hr 2 Yr Rainfall=4.50"
Area (so CN Description
9,060 92 Urban commercial, 85% imp, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ff) (f /sec) (cfs)
10.0 Direct Entry,

03308 Jacksonville Walgreens Detention R1 Type 111 24-hr 2 Yr Rainfall=4.50"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 6
HydroCADO 7.01 s/n 000479 @ 1986-2004 Applied Microcomputer Systems 2/4/2005 7 51 26 AM
Subcatchment BAB: AREA TO CURB CUT B-1A
Runoff = 0.69 cfs @ 12.14 hrs, Volume= 0.051 af, Depth= 3.14"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-66.00 hrs, dt= 0.01 hrs
Type III 24-hr 2 Yr Rainfall=4.50"
Area (sf) CN Description
8,470 92 Urban commercial, 85% imp, HSG B
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment B-1 D: AREA TO CURB CUT B-1 D
Runoff = 0.60 cfs @ 12.14 hrs, Volume= 0.044 af, Depth= 3.14"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-66.00 hrs, dt= 0.01 hrs
Type III 24-hr 2 Yr Rainfall=4.50"
Area (sf) CN Description
7,360 92 Urban commercial, 85% imp, HSG B
Tc Length Slope
Description
10.0 Direct Entry,
Subcatchment B-2B: AREA TO CURB CUT B-2B
Runoff = 0.37 cfs @ 12.14 hrs, Volume= 0.027 af, Depth= 3.14"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-66.00 hrs, dt= 0.01 hrs
Type III 24-hr 2 Yr Rainfall=4.50"
Area (sf) CN Description
4,560 92 Urban commercial, 85% imp, HSG B
Tc Length Slope Velocity Capacity Description
_(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Reach A-1: PIPE FROM DI A-2 TO EXIST. SD
Inflow Area =
1.183 ac,
Inflow Depth = 3.22"
for 2 Yr event
Inflow =
2.71 cfs @
12.30 hrs, Volume=
0.317 of
Outflow =
2.71 cfs @
12.31 hrs, Volume=
0.317 af, Atten= 0%, Lag= 0.2 min

03308 Jacksonville Walgreens Detention R1 Type 111 24-hr 2 Yr Rainfall=4.50"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 7
HydroCADO 7.01 sln 000479 0 1986-2004 Applied Microcomputer Systems 2/4/2005 7:51:26 AM
Routing by Stor-Ind+Trans method, Time Span= 11.00-66.00 hrs, dt= 0.01 hrs
Max. Velocity= 4.3 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 1.2 fps, Avg. Travel Time= 0.4 min
Peak Depth= 0.58' @ 12.31 hrs
Capacity at bank full= 8.58 cfs
Inlet Invert= 32.50', Outlet Invert= 32.30'
18.0" Diameter Pipe n= 0.013 Length= 30.0' Slope= 0.0067 'P
Reach A-3: PIPE FROM D1 A-3 TO DI A-2
Inflow Area = 0.307 ac, Inflow Depth = 3.14" for 2 Yr event
Inflow = 1.06 cfs @ 12.16 hrs, Volume= 0.080 of
Outflow = 1.06 cfs @ 12.16 hrs, Volume= 0.080 af, Atten= 0%, Lag= 0.2 min
Routing by Stor-Ind+Trans method, Time Span= 11.00-66.00 hrs, dt= 0.01 hrs
Max. Velocity= 6.2 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 2.3 fps, Avg. Travel Time= 0.2 min
Peak Depth= 0.27' @ 12.16 hrs
Capacity at bank full= 6.69 cfs
Inlet Invert= 33.70', Outlet Invert= 32.50'
12.0" Diameter Pipe n= 0.013 Length= 34.0' Slope= 0.0353'P
Reach A-3A: SWALE FROM CC A-3A TO DI A-3
Inflow Area =
0.187 ac,
Inflow Depth = 3.14"
for 2 Yr event
Inflow =
0.66 cfs @
12.14 hrs, Volume=
0.049 of
Outflow =
0.66 cfs @
12.14 hrs, Volume=
0.049 af, Atten= 0%, Lag= 0.2 min
Routing by Stor-Ind+Trans method, Time Span= 11.00-66.00 hrs, dt= 0.01 hrs
Max. Velocity= 3.0 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 1.3 fps, Avg. Travel Time= 0.3 min
Peak Depth= 0.21' @ 12.14 hrs
Capacity at bank full= 42.17 cfs
Inlet Invert= 36.90', Outlet Invert= 35.70'
0.00' x 1.00' deep channel, n= 0.024 Length= 25.0' Slope= 0.0480 '/'
Side Slope Z-value= 5.0'/'
Reach A-3C: SWALE FROM CC A-3C TO DI A-3
Inflow Area =
0.119 ac,
Inflow Depth = 3.14"
for 2 Yr event
Inflow =
0.42 cfs @
12.14 hrs, Volume=
0.031 of
Outflow =
0.41 cfs @
12.18 hrs, Volume=
0.031 af, Atten= 2%, Lag= 2.7 min
Routing by Stor-Ind+Trans method, Time Span= 11.00-66.00 hrs, dt= 0.01 hrs
Max. Velocity= 1.4 fps, Min. Travel Time= 1.6 min
Avg. Velocity = 0.6 fps, Avg. Travel Time= 3.6 min

03308 Jacksonville Walgreens Detention R1 Type 11124-hr 2 Yr Rainfall=4.50"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 8
Peak Depth= 0.24' @ 12.15 hrs
Capacity at bank full= 17.77 cfs
Inlet Invert= 37.00', Outlet Invert= 35.70'
0.00' x 1.00' deep channel, n= 0.026 Length= 130.0' Slope= 0.01007
Side Slope Z-value= 5.0'f
Reach A-4: PIPE FROM DI A-4 TO JB A-2
Inflow Area = 0.808 ac, Inflow Depth = 3.26" for 2 Yr event
Inflow = 2.95 cfs @ 12.16 hrs, Volume= 0.219 of
Outflow = 2.94 cfs @ 12.17 hrs, Volume= 0.219 af, Atten= 0%, Lag= 0.6 min
Routing by Stor-Ind+Trans method, Time Span= 11.00-66.00 hrs, dt= 0.01 hrs
Max. Velocity= 3.6 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 1.4 fps, Avg. Travel Time= 0.9 min
Peak Depth= 0.79' @ 12.16 hrs
Capacity at bank full= 4.09 cfs
Inlet Invert= 32.80', Outlet Invert= 32.50'
15.0" Diameter Pipe n= 0.013 Length= 75.0' Slope= 0.0040'f
Reach A-5: PIPE FROM FES A-5 TO DI A-4
Inflow Area =
0.708 ac,
Inflow Depth = 3.27"
for 2 Yr event
Inflow =
2.61 cfs @
12.15 hrs, Volume=
0.193 of
Outflow =
2.60 cfs @
12.16 hrs, Volume=
0.193 af, Atten= 0%, Lag= 1.0 min
Routing by Stor-Ind+Trans method, Time Span= 11.00-66.00 hrs, dt= 0.01 hrs
Max. Velocity= 4.0 fps, Min. Travel Time= 0.5 min
Avg. Velocity = 1.5 fps, Avg. Travel Time= 1.4 min
Peak Depth= 0.66' @ 12.15 hrs
Capacity at bank full= 4.74 cfs
Inlet Invert= 33.50', Outlet Invert= 32.80'
15.0" Diameter Pipe n= 0.013 Length= 130.0' Slope= 0.0054 'f
Reach A-5A: SWALE FROM CURB CUT A-5B TO FES A-5
Inflow Area = 0.146 ac, Inflow Depth = 3.14" for 2 Yr event
Inflow = 0.52 cfs @ 12.14 hrs, Volume= 0.038 of
Outflow = 0.52 cfs @ 12.15 hrs, Volume= 0.038 af, Atten= 0%, Lag= 0.8 min
Routing by Stor-Ind+Trans method, Time Span= 11.00-66.00 hrs, dt= 0.01 hrs
Max. Velocity= 1.8 fps, Min. Travel Time= 0.5 min
Avg. Velocity = 0.8 fps, Avg. Travel Time= 1.0 min
Peak Depth= 0.24' @ 12.14 hrs
Capacity at bank full= 23.84 cfs
Inlet Invert= 36.90', Outlet Invert= 36.00'
0.00' x 1.00' deep channel, n= 0.026 Length= 50.0' Slope= 0.0180 T
Side Slope Z-value= 5.07

03308 Jacksonville Walgreens Detention R1 Type 111 24-hr 2 Yr Rainfall=4.50"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 9
HydroCADO 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 2/4/2005 7:51:26 AM
Reach A-5C: ROOF DRAIN FROM BLDG A-513 TO FES A-5
Inflow Area =
0.354 ac,
Inflow Depth = 3.40"
for 2 Yr event
Inflow =
1.37 cfs @
12.13 hrs, Volume=
0.100 of
Outflow =
1.36 cfs @
12.14 hrs, Volume=
0.100 af, Atten= 0%, Lag= 0.4 min
Routing by Stor-Ind+Trans method, Time Span= 11.00-66.00 hrs, dt= 0.01 hrs
Max. Velocity= 3.5 fps, Min. Travel Time= 0.2 min
Avg. Velocity = 1.3 fps, Avg. Travel Time= 0.6 min
Peak Depth= 0.50' @ 12.14 hrs
Capacity at bank full= 2.76 cfs
Inlet Invert= 33.80', Outlet Invert= 33.50'
12.0" Diameter Pipe n= 0.013 Length= 50.0' Slope= 0.0060'P
Reach A-5E: SWALE FROM CURB CUT A-5F TO FES A-5
Inflow Area =
0.208 ac,
Inflow Depth = 3.14"
for 2 Yr event
Inflow =
0.74 cfs @
12.14 hrs, Volume=
0.054 of
Outflow =
0.73 cfs @
12.15 hrs, Volume=
0.054 af, Atten= 0%, Lag= 1.0 min
Routing by Stor-Ind+Trans method, Time Span= 11.00-66.00 hrs, dt= 0.01 hrs
Max. Velocity= 1.7 fps, Min. Travel Time= 0.6 min
Avg. Velocity = 0.7 fps, Avg. Travel Time= 1.4 min
Peak Depth= 0.29' @ 12.14 hrs
Capacity at bank full= 19.19 cfs
Inlet Invert= 36.70', Outlet Invert= 36.00'
0.00' x 1.00' deep channel, n= 0.026 Length= 60.0' Slope= 0.0117 T
Side Slope Z-value= 5.07
Reach B-1A: SWALE FROM CURB CUT B-1BT0 DI B-1
Inflow Area =
0.194 ac,
Inflow Depth = 3.14"
for 2 Yr event
Inflow =
0.69 cfs @
12.14 hrs, Volume=
0.051 of
Outflow =
0.69 cfs @
12.14 hrs, Volume=
0.051 af, Atten= 0%, Lag= 0.4 min
Routing by Stor-Ind+Trans method, Time Span= 11.00-66.00 hrs, dt= 0.01 hrs
Max. Velocity= 2.2 fps, Min. Travel Time= 0.2 min
Avg. Velocity = 0.9 fps, Avg. Travel Time= 0.5 min
Peak Depth= 0.25' @ 12.14 hrs
Capacity at bank full= 27.14 cfs
Inlet Invert= 36.80', Outlet Invert= 36.10'
0.00' x 1.00' deep channel, n= 0.026 Length= 30.0' Slope= 0.0233 T
Side Slope Z-value= 5.07

03308 Jacksonville Walgreens Detention R1 Type /// 24-hr 2 Yr Rainfall=4.50"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 10
HydroCADO 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 2/4/2005 7:51:26 AM
Reach B-1C: SWALE FROM CURB CUT B-1D TO DI B-1
Inflow Area =
0.169 ac,
Inflow Depth = 3.14"
for 2 Yr event
Inflow =
0.60 cfs @
12,14 hrs, Volume=
0.044 of
Outflow =
0.60 cfs @
12.15 hrs, Volume=
0.044 af, Atten= 0%, Lag= 0.6 min
Routing by Stor-Ind+Trans method, Time Span= 11.00-66.00 hrs, dt= 0.01 hrs
Max. Velocity= 1.9 fps, Min. Travel Time= 0.4 min
Avg. Velocity = 0.8 fps, Avg. Travel Time= 0.8 min
Peak Depth= 0.25' @ 12.14 hrs
Capacity at bank full= 23.51 cfs
Inlet Invert= 36.80', Outlet Invert= 36.10'
0.00' x 1.00' deep channel, n= 0.026 Length= 40.0' Slope= 0.0175 T
Side Slope Z-value= 5.07
Reach B-2: PIPE FROM FES B-2 TO DI B-1
Inflow Area =
0.105 ac,
Inflow Depth = 3.14"
for 2 Yr event
Inflow =
0.37 cfs @
12.14 hrs, Volume=
0.027 of
Outflow =
0.37 cfs @
12.16 hrs, Volume=
0.027 af, Atten= 0%, Lag= 0.8 min
Routing by Stor-Ind+Trans method, Time Span= 11.00-66.00 hrs, dt= 0.01 hrs
Max. Velocity= 3.7 fps, Min. Travel Time= 0.5 min
Avg. Velocity = 1.4 fps, Avg. Travel Time= 1.3 min
Peak Depth= 0.18' @ 12.15 hrs
Capacity at bank full= 4.94 cfs
Inlet Invert= 35.00', Outlet Invert= 33.00'
12.0" Diameter Pipe n= 0.013 Length= 104.0' Slope= 0.0192'/'
Reach B-2A: SWALE FROM CC B-213 TO FES B-2
Inflow Area =
0.105 ac,
Inflow Depth = 3.14"
for 2 Yr event
Inflow =
0.37 cfs @
12.14 hrs, Volume=
0.027 of
Outflow =
0.37 cfs @
12.14 hrs, Volume=
0.027 af, Atten= 0%, Lag= 0.4 min
Routing by Stor-Ind+Trans method, Time Span= 11.00-66.00 hrs, dt= 0.01 hrs
Max. Velocity= 2.6 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 1.1 fps, Avg. Travel Time= 0.6 min
Peak Depth= 0.17' @ 12.14 hrs
Capacity at bank full= 41.67 cfs
Inlet Invert= 37.20', Outlet Invert= 35.00'
0.00' x 1.00' deep channel, n= 0.026 Length= 40.0' Slope= 0.0550 T
Side Slope Z-value= 5.0 7'

03308 Jacksonville Walgreens Detention
Prepared by Norris, Kuske, & Tunstall Consultir
HydroCADO 7.01 s/n 000479 © 1986-2004 Applied M
R1 Type Ill 24-hr 2 Yr Rainfall=4.50"
g Engineers, Inc. Page 11
Pond A2: DI A-2 WIDETENTION
Inflow Area = 1.183 ac, Inflow Depth = 3.22" for 2 Yr event
Inflow = 4.22 cfs @ 12.16 hrs, Volume= 0.317 of
Outflow = 2.71 cfs @ 12.30 hrs, Volume= 0.317 af, Atten= 36%, Lag= 8.3 min
Primary = 2.71 cfs @ 12.30 hrs, Volume= 0.317 of
Routing by Stor-Ind method, Time Span= 11.00-66.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 37.15' @ 12.30 hrs Surf.Area= 4,115 sf Storage= 4,675 cf
Plug -Flow detention time= 478.7 min calculated for 0.317 of (100% of inflow)
Center -of -Mass det. time= 479.0 min ( 1,304.1 - 825.1 )
# Invert
Avail.Storage Storage Description
1 34.00'
8,740 cf Custom Stage Data (Prismatic�isted below
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
34.00
60
0 0
35.00
480
270 270
36.00
1,540
1,010 1,280
37.00
3,840
2,690 3,970
38.00
5,700
4,770 8,740
# Routing
Invert
Outlet Devices
1 Primary
32.40'
18.0" x 30.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 32.30' S= 0.0033'/' n= 0.013 Cc= 0.900
2 Device 1
32.50'
0.7" Vert. Orifice/Grate C= 0.600
3 Device 1
36.80'
4.0' long x 2.5' high Sharp -Crested Rectangular Weir 2 End Contraction(s)
1.00' Rise
Primary OutFlow Max=2.71 cfs @ 12.30 hrs HW=37.15' (Free Discharge)
t1=Culvert (Passes 2.71 cfs of 17.01 cfs potential flow)
�2=Orifice/Grate (Orifice Controls 0.03 cfs @ 10.3 fps)
3=Sharp-Crested Rectangular Weir (Weir Controls 2.68 cfs @ 2.0 fps)
Pond B-1: DI B-1 W/DETENTION
Inflow Area =
0.468 ac,
Inflow Depth = 3.14"
for 2 Yr event
Inflow =
1.65 cfs @
12,15 hrs, Volume=
0.123 of
Outflow =
1.60 cfs @
12.17 hrs, Volume=
0.123 af, Atten= 3%, Lag= 1.6 min
Primary =
1.60 cfs @
12.17 hrs, Volume=
0.123 of
Routing by Stor-Ind method, Time Span= 11.00-66.00 hrs, dt= 0.01 hrs
Peak Elev= 37.05' @ 12.17 hrs Surf.Area= 709 sf Storage= 615 cf
Plug -Flow detention time= 97.9 min calculated for 0.123 of (100% of inflow)
Center -of -Mass det. time= 98.0 min ( 923.0 - 825.0 )
# Invert Avail.Storage Storage Description
1 35.00' 1,570 cf Custom Stage Data (Prismatic�isted below

03308 Jacksonville Walgreens Detention R1 Type 111 24-hr 2 Yr Rainfall=4.50"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 12
HydroCADO 7.01 s/n 000479 @ 1986-2004 Applied Microcomputer Systems 2/4/2005 7:51:26 AM
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
35.00
20
0 0
36.00
220
120 120
37.00
680
450 570
38.00
1,320
1,000 1,570
# Routing
Invert
Outlet Devices
1 Primary
32.40'
15.0" x 20.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 32.20' S= 0.0100'P n= 0.013 Cc= 0.900
2 Device 1
32.50'
0.5" Vert. Orifice/Grate C= 0.600
3 Device 1
36.80'
4.0' long x 3.0' high Sharp -Crested Rectangular Weir 2 End Contraction(s)
1.00' Rise
Primary OutFlow Max=1.59 cfs @ 12.17 hrs HW=37.04' (Free Discharge)
L1=Culvert (Passes 1.59 cfs of 11.85 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.01 cfs @ 10.2 fps)
t
3=Sharp-Crested Rectangular Weir (Weir Controls 1.58 cfs @ 1.6 fps)

03308 Jacksonville Walgreens Detention R1 Type 11124-hr 10 Yr Rainfall=7.00"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 13
HydroCADO 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 2/4/2005 7:52:03 AM
Time span=11.00-66.00 hrs, dt=0.01 hrs, 5501 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment A-2A: AREA TO CURB CUT AT DI A-2
Subcatchment A-313: AREA TO CURB CUT A-3A
Subcatchment A-3D: AREA TO CURB CUT A-3C
Subcatchment A-4A: AREA TO CURB CUT @ DI A-4
Subcatchment A-513: AREA TO CURB CUT A-56
Subcatchment A-51): BUILDING & CANOPY
Subcatchment A-51F: AREA TO CURB CUT A-5F
Subcatchment B-1B: AREA TO CURB CUT B-1A
Subcatchment B-1D: AREA TO CURB CUT B-1D
Subcatchment 13-26: AREA TO CURB CUT B-26
Runoff Area=2,960 sf Runoff Depth=5.11"
Tc=10.0 min CN=92 Runoff=0.39 cfs 0.029 of
Runoff Area=8,160 sf Runoff Depth=5.11"
Tc=10.0 min CN=92 Runoff=1.08 cfs 0.080 of
Runoff Area=5,200 sf Runoff Depth=5.1 V
Tc=10.0 min CN=92 Runoff=0.69 cfs 0.051 of
Runoff Area=4,330 sf Runoff Depth=5.11"
Tc=10.0 min CN=92 Runoff=0.57 cfs 0.042 of
Runoff Area=6,380 sf Runoff Depth=5.11"
Tc=10.0 min CN=92 Runoff=0.85 cfs 0.062 of
Runoff Area=15,420 sf Runoff Depth=5.31"
Tc=10.0 min CN=98 Runoff=2.13 cfs 0.157 of
Runoff Area=9,060 sf Runoff Depth=5.11"
Tc=10.0 min CN=92 Runoff=1.20 cfs 0.089 of
Runoff Area=8,470 sf Runoff Depth=5.11"
Tc=10.0 min CN=92 Runoff=1.12 cfs 0.083 of
Runoff Area=7,360 sf Runoff Depth=5.11"
Tc=10.0 min CN=92 Runoff=0.98 cfs 0.072 of
Runoff Area=4,560 sf Runoff Depth=5.11"
Tc=10.0 min CN=92 Runoff=0.60 cfs 0.045 of
Reach A-1: PIPE FROM DI A-2 TO EXIST. SD Peak Depth=0.86' Max Vet=5.1 fps Inflow=5.40 cfs 0.509 of
D=18.0" n=0.013 L=30.0' 5=0.0067'P Capacity=8.58 cfs Outflow=5.40 cfs 0.509 of
Reach A-3: PIPE FROM D1 A-3 TO DI A-2 Peak Depth=0.35' Max Vet=7.2 fps Inflow=1.74 cfs 0.130 of
D=12.0" n=0.013 L=34.0' 5=0.0353'/' Capacity=6.69 cfs Outflow=1.73 cfs 0.130 of
Reach A-3A: SWALE FROM CC A-3A TO DI AFeak Depth=0.25' Max Vet=3.4 fps Inflow=1.08 cfs 0.080 of
n=0.024 L=25.0' S=0.0480'/' Capacity=42.17 cfs Outflow=1.08 cfs 0.080 of
Reach A-3C: SWALE FROM CC A-3C TO DI AFeak Depth=0.29' Max Vet=1.6 fps Inflow=0.69 cfs 0.051 of
n=0.026 L=130.0' S=0.0100 V Capacity=17.77 cfs Outflow=0.68 cfs 0.051 of
Reach A-4: PIPE FROM DI A-4 TO JB A-2 Peak Depth=1.25' Max Vet=3.8 fps Inflow=4.72 cfs 0.350 of
D=15.0" n=0.013 L=75.0' S=0.0040 '/' Capacity=4.09 cfs Outflow=4.25 cfs 0.350 of

03308 Jacksonville Walgreens Detention R1 Type 11124-hr 10 Yr Rainfall=7.00"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 14
HydroCADO 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 2/4/2005 7:52:03 AM
Reach A-5: PIPE FROM FES A-5 TO DI A-4 Peak Depth=0.91' Max Vet=4.4 fps Inflow=4.17 cfs 0.307 of
D=15.0" n=0.013 L=130.0' 5=0.0054'P Capacity=4.74 cfs Outflow=4.16 cfs 0.307 of
Reach A-5A: SWALE FROM CURB CUT A-SBPeak Depth=0.29' Max Vet=2.1 fps Inflow=0.85 cfs 0.062 of
n=0.026 L=50.0' 5=0.0180 T Capacity=23.84 cfs Outflow=0.84 cfs 0.062 of
Reach A -SC: ROOF DRAIN FROM BLDG A-51[peak Depth=0.66' Max Vet=3.9 fps Inflow=2.13 cfs 0.157 of
D=12.0" n=0.013 L=50.0' S=0.0060'/' Capacity=2.76 cfs Outflow=2.13 cfs 0.157 of
Reach A-5E: SWALE FROM CURB CUT A-51F Peak Depth=0.35' Max Vet=1.9 fps Inflow=1.20 cfs 0.089 of
n=0.026 L=60.0' S=0.0117'/' Capacity=19.19 cfs Outflow=1.20 cfs 0.088 of
Reach B-IA: SWALE FROM CURB CUT B-1 BPeak Depth=0.30' Max Vet=2.4 fps Inflow=1.12 cfs 0.083 of
n=0.026 L=30.0' S=0.0233'/' Capacity=27.14 cfs Outflow=1.12 cfs 0.083 of
Reach B-1C: SWALE FROM CURB CUT B-1DPeak Depth=0.30' Max Vet=2.1 fps Inflow=0.98 cfs 0.072 of
n=0.026 L=40.0' S=0.0175'/' Capacity=23.51 cfs Outflow=0.97 cfs 0.072 of
Reach B-2: PIPE FROM FES B-2 TO DI B-1 Peak Depth=0.24' Max Vet=4.3 fps Inflow=0.60 cfs 0.045 of
D=12.0" n=0.013 L=104.0' S=0.0192 T Capacity=4.94 cfs Outflow=0.60 cfs 0.045 of
Reach B-2A: SWALE FROM CC B-219 TO FESPeak Depth=0.20' Max Vet=2.9 fps Inflow=0.60 cfs 0.045 of
n=0.026 L=40.0' S=0.0550 'P Capacity=41.67 cfs Outflow=0.60 cfs 0.045 of
Pond A2: DI A-2 W/DETENTION Peak Elev=37.35' Storage=5,653 cf Inflow=6.30 cfs 0.509 of
Outflow=5.40 cfs 0.509 of
Pond B-1: DI B-1 W/DETENTION Peak Elev=37.14' Storage=712 cf Inflow=2.70 cfs 0.199 of
Outflow=2.63 cfs 0.199 of
Total Runoff Area = 1.651 ac Runoff Volume = 0.709 of Average Runoff Depth = 5.15"

03308 Jacksonville Walgreens Detention R1 Type 11124-hr 25 Yr Rainfall=&00"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 15
HydroCAD® 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 2/4/2005 7:52:04 AM
Time span=11.00-66.00 hrs, dt=0.01 hrs, 5501 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment A-2A: AREA TO CURB CUT AT DI A-2
Subcatchment A-313: AREA TO CURB CUT A-3A
Subcatchment A-31): AREA TO CURB CUT A-3C
Subcatchment A-4A: AREA TO CURB CUT @ DI A-4
Subcatchment A-513: AREA TO CURB CUT A-513
Subcatchment A-51): BUILDING & CANOPY
Subcatchment A-5F: AREA TO CURB CUT A-51F
Subcatchment B-1B: AREA TO CURB CUT B-1A
Subcatchment B-1D: AREA TO CURB CUT B-1D
Subcatchment B-2B: AREA TO CURB CUT B-213
Runoff Area=2,960 sf Runoff Depth=5.89"
Tc=10.0 min CN=92 Runoff=0.45 cfs 0.033 of
Runoff Area=8,160 sf Runoff Depth=5.89"
Tc=10.0 min CN=92 Runoff=1.25 cfs 0.092 of
Runoff Area=5,200 sf Runoff Depth=5.89"
Tc=10.0 min CN=92 Runoff=0.80 cfs 0.059 of
Runoff Area=4,330 sf Runoff Depth=5.89"
Tc=10.0 min CN=92 Runoff=0.66 cfs 0.049 of
Runoff Area=6,380 sf Runoff Depth=5.89"
Tc=10.0 min CN=92 Runoff=0.98 cfs 0.072 of
Runoff Area=15,420 sf Runoff Depth=6.08"
Tc=10.0 min CN=98 Runoff=2.44 cfs 0.179 of
Runoff Area=9,060 sf Runoff Depth=5.89"
Tc=10.0 min CN=92 Runoff=1.39 cfs 0.102 of
Runoff Area=8,470 sf Runoff Depth=5.89"
Tc=10.0 min CN=92 Runoff=1.30 cfs 0.095 of
Runoff Area=7,360 sf Runoff Depth=5.89"
Tc=10.0 min CN=92 Runoff=1.13 cfs 0.083 of
Runoff Area=4,560 sf Runoff Depth=5.89"
Tc=10.0 min CN=92 Runoff=0.70 cfs 0.051 of
Reach A-1: PIPE FROM DI A-2 TO EXIST. SD Peak Depth=0.90' Max Vet=5.2 fps Inflow=5.78 cfs 0.585 of
D=18.0" n=0.013 L=30.0' S=0.0067 '/' Capacity=8.58 cfs Outflow=5.78 cfs 0.585 of
Reach A-3: PIPE FROM D1 A-3 TO DI A-2 Peak Depth=0.38' Max Vet=7.4 fps Inflow=2.01 cfs 0.150 of
D=12.0" n=0.013 L=34.0' S=0.0353'/' Capacity=6.69 cfs Outflow=2.00 cfs 0.150 of
Reach A-3A: SWALE FROM CC A-3A TO DI AReak Depth=0.27' Max Vet=3.5 fps Inflow=1.25 cfs 0.092 of
n=0.024 L=25.0' S=0.0480 '/' Capacity=42.17 cfs Outflow=1.25 cfs 0.092 of
Reach A-3C: SWALE FROM CC A-3C TO DI AReak Depth=0.31' Max Vet=1.6 fps Inflow=0.80 cfs 0.059 of
n=0.026 L=130.0' S=0.0100'/' Capacity=17.77 cfs Outflow=0.78 cfs 0.059 of
Reach A-4: PIPE FROM DI A-4 TO JB A-2 Peak Depth=1.25' Max Vet=3.8 fps Inflow=5.42 cfs 0.402 of
D=15.0" n=0.013 L=75.0' S=0.0040'P Capacity=4.09 cfs Outflow=4.20 cfs 0.402 of

03308 Jacksonville Walgreens Detention R1 Type 11124-hr25 Yr Rainfall=&00"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 16
HydroCAD® 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 2/4/2005 7:52:04 AM
Reach A-5: PIPE FROM FES A-5 TO DI A-4 Peak Depth=1.03' Max Vet=4.4 fps Inflow=4.79 cfs 0.353 of
D=15.0" n=0.013 L=130.0' S=0.0054'/' Capacity=4.74 cfs Outflow=4.77 cfs 0.353 of
Reach A-5A: SWALE FROM CURB CUT A-5BPeak Depth=0.30' Max Vet=2.1 fps Inflow=0.98 cfs 0.072 of
n=0.026 L=50.0' S=0.0180'P Capacity=23.84 cfs Outflow=0.97 cfs 0.072 of
Reach A -SC: ROOF DRAIN FROM BLDG A-5131eak Depth=0.73' Max Vet=4.0 fps Inflow=2.44 cfs 0.179 of
D=12.0" n=0.013 L=50.0' S=0.0060'/' Capacity=2.76 cfs Outflow=2.44 cfs 0.179 of
Reach A-5E: SWALE FROM CURB CUT A-5F Peak Depth=0.37' Max Vet=2.0 fps Inflow=1.39 cfs 0.102 of
n=0.026 L=60.0' S=0.0117 '/' Capacity=19.19 cfs Outflow=1.38 cfs 0.102 of
Reach B-1A: SWALE FROM CURB CUT B-1BPeak Depth=0.32' Max Vet=2.5 fps Inflow=1.30 cfs 0.095 of
n=0.026 L=30.0' S=0.0233'P Capacity=27.14 cfs Outflow=1.29 cfs 0.095 of
Reach B-IC: SWALE FROM CURB CUT B-1DPeak Depth=0.32' Max Vet=2.2 fps Inflow=1.13 cfs 0.083 of
n=0.026 L=40.0' S=0.0175'/' Capacity=23.51 cfs Outflow=1.12 cfs 0.083 of
Reach B-2: PIPE FROM FES B-2 TO DI B-1 Peak Depth=0.25' Max Vet=4.4 fps Inflow=0.70 cfs 0.051 of
D=12.0" n=0.013 L=104.0' S=0.0192'/' Capacity=4.94 cfs Outflow=0.70 cfs 0.051 of
Reach B-2A: SWALE FROM CC B-26 TO FESPeak Depth=0.22' Max Vet=3.0 fps Inflow=0.70 cfs 0.051 of
n=0.026 L=40.0' S=0.0550 T Capacity=41.67 cfs Outflow=0.70 cfs 0.051 of
Pond A2: DI A-2 W/DETENTION Peak Elev=37.38' Storage=5,776 cf Inflow=6.54 cfs 0.585 of
Outflow=5.78 cfs 0.585 of
Pond B-1: DI B-1 W/DETENTION Peak Elev=37.18' Storage=747 cf Inflow=3.11 cfs 0.230 of
Outflow=3.04 cfs 0.230 of
Total Runoff Area = 1.651 ac Runoff Volume = 0.815 of Average Runoff Depth = 5.93"

03308 Jacksonville Walgreens Detention R1 Type 111 24-hr 50 Yr Rainfall=9.00"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 17
HydroCADO 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 2/4/2005 7:52:05 AM
Time span=11.00-66.00 hrs, dt=0.01 hrs, 5501 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment A-2A: AREA TO CURB CUT AT DI A-2
Subcatchment A-36: AREA TO CURB CUT A-3A
Subcatchment A-313: AREA TO CURB CUT A-3C
Subcatchment A-4A: AREA TO CURB CUT @ DI A-4
Subcatchment A-56: AREA TO CURB CUT A-513
Subcatchment A-51): BUILDING & CANOPY
Subcatchment A-5F: AREA TO CURB CUT A-5F
Subcatchment B-1B: AREA TO CURB CUT B-1A
Subcatchment B-1 D: AREA TO CURB CUT B-1 D
Subcatchment B-2B: AREA TO CURB CUT B-2B
Runoff Area=2,960 sf Runoff Depth=6.66"
Tc=10.0 min CN=92 Runoff=0.51 cfs 0.038 of
Runoff Area=8,160 sf Runoff Depth=6.66"
Tc=10.0 min CN=92 Runoff=1.41 cfs 0.104 of
Runoff Area=5,200 sf Runoff Depth=6.66"
Tc=10.0 min CN=92 Runoff=0.90 cfs 0.066 of
Runoff Area=4,330 sf Runoff Depth=6.66"
Tc=10.0 min CN=92 Runoff=0.75 cfs 0.055 of
Runoff Area=6,380 sf Runoff Depth=6.66"
Tc=10.0 min CN=92 Runoff=1.11 cfs 0.081 of
Runoff Area=15,420 sf Runoff Depth=6.84"
Tc=10.0 min CN=98 Runoff=2.75 cfs 0.202 of
Runoff Area=9,060 sf Runoff Depth=6.66"
Tc=10.0 min CN=92 Runoff=1.57 cfs 0.115 of
Runoff Area=8,470 sf Runoff Depth=6.66"
Tc=10.0 min CN=92 Runoff=1.47 cfs 0.108 of
Runoff Area=7,360 sf Runoff Depth=6.66"
Tc=10.0 min CN=92 Runoff=1.28 cfs 0.094 of
Runoff Area=4,560 sf Runoff Depth=6.66"
Tc=10.0 min CN=92 Runoff=0.79 cfs 0.058 of
Reach A-1: PIPE FROM DI A-2 TO EXIST. SO Peak Depth=0.94' Max Vet=5.3 fps Inflow=6.15 cfs 0.662 of
D=18.0" n=0.013 L=30.0' S=0.0067'/' Capacity=8.58 cfs Outflow=6.15 cfs 0.662 of
Reach A-3: PIPE FROM D1 A-3 TO DI A-2 Peak Depth=0.40' Max Vet=7.7 fps Inflow=2.27 cfs 0.170 of
D=12.0" n=0.013 L=34.0' S=0.0353 '/' Capacity=6.69 cfs Outflow=2.27 cfs 0.170 of
Reach A-3A: SWALE FROM CC A-3A TO DI AReak Depth =0.28' Max Vet=3.6 fps Inflow=1.41 cfs 0.104 of
n=0.024 L=25.0' S=0.0480'/' Capacity=42.17 cfs Outflow=1.41 cfs 0.104 of
Reach A-3C: SWALE FROM CC A-3C TO DI AReak Depth=0.33' Max Vet=1.7 fps Inflow=0.90 cfs 0.066 of
n=0.026 L=130.0' S=0.0100 T Capacity=17.77 cfs Outflow=0.89 cfs 0.066 of
Reach A-4: PIPE FROM DI A-4 TO JB A-2 Peak Depth=1.25' Max Vet=3.8 fps Inflow=5.80 cfs 0.454 of
D=15.0" n=0.013 L=75.0' S=0.0040'/' Capacity=4.09 cfs Outflow=4.20 cfs 0.454 of

03308 Jacksonville Walgreens Detention R1 Type 111 24-hr 50 Yr Rainfall=9.00"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 18
HydroCADO 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 2/4/2005 7:52:05 AM
Reach A-5: PIPE FROM FES A-5 TO DI A4 Peak Depth=1.25' Max Vet=4.4 fps Inflow=5.41 cfs 0.398 of
D=15.0" n=0.013 L=130.0' S=0.0054'f Capacity=4.74 cfs Outflow=5.05 cfs 0.398 of
Reach A -BA: SWALE FROM CURB CUT A-SBPeak Depth=0.32' Max Vet=2.2 fps Inflow=1.11 cfs 0.081 of
n=0.026 L=50.0' S=0.0180 '/' Capacity=23.84 cfs Outflow=1.10 cfs 0.081 of
Reach A-5C: ROOF DRAIN FROM BLDG A-5(Yeak Depth=0.82' Max Vet=4.0 fps Inflow=2.75 cfs 0.202 of
D=12.0" n=0.013 L=50.0' S=0.0060 T Capacity=2.76 cfs Outflow=2.74 cfs 0.202 of
Reach A-5E: SWALE FROM CURB CUT A-5F Peak Depth=0.39' Max Vet=2.1 fps Inflow=1.57 cfs 0.115 of
n=0.026 L=60.0' S=0.0117 ? Capacity=19.19 cfs Outflow=1.57 cfs 0.115 of
Reach B-1A: SWALE FROM CURB CUT B-1BPeak Depth=0.33' Max Vet=2.6 fps Inflow=1.47 cfs 0.108 of
n=0.026 L=30.0' 5=0.0233 '/' Capacity=27.14 cfs Outflow=1.47 cfs 0.108 of
Reach B-1C: SWALE FROM CURB CUT B-1DPeak Depth=0.34' Max Vet=2.3 fps Inflow=1.28 cfs 0.094 of
n=0.026 L=40.0' S=0.0175 7' Capacity=23.51 cfs Outflow=1.27 cfs 0.094 of
Reach B-2: PIPE FROM FES B-2 TO DI B-1 Peak Depth=0.27' Max Vet=4.6 fps Inflow=0.79 cfs 0.058 of
D=12.0" n=0.013 L=104.0' S=0.0192 T Capacity=4.94 cfs Outflow=0.79 cfs 0.058 of
Reach B-2A: SWALE FROM CC B-26 TO FESPeak Depth=0.23' Max Vet=3.1 fps Inflow=0.79 cfs 0.058 of
n=0.026 L=40.0' S=0.0550'/' Capacity=41.67 cfs Outflow=0.79 cfs 0.058 of
Pond A2: DI A-2 W/DETENTION Peak EIev=37.40' Storage=5,894 cf Inflow=6.86 cfs 0.662 of
Outflow=6.15 cfs 0.662 of
Pond B-1: DI B-1 W/DETENTION Peak EIev=37.21' Storage=781 cf Inflow=3.52 cfs 0.260 of
Outflow=3.45 cfs 0.260 of
Total Runoff Area = 1.651 ac Runoff Volume = 0.922 of Average Runoff Depth = 6.70"

03308 Jacksonville Walgreens Detention R1 Type 111 24-hr 100 Yr Rainfall=10.00"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 19
HydroCADO 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 2/4/2005 7:52:06 AM
Time span=11.00-66.00 hrs, dt=0.01 hrs, 5501 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment A-2A: AREA TO CURB CUT AT DI A-2
Subcatchment A-313: AREA TO CURB CUT A-3A
Subcatchment A-3D: AREA TO CURB CUT A-3C
Subcatchment A-4A: AREA TO CURB CUT @ DI A-4
Subcatchment A-513: AREA TO CURB CUT A-5B
Subcatchment A-5D: BUILDING & CANOPY
Subcatchment A -SF: AREA TO CURB CUT A-5F
Subcatchment B-1B: AREA TO CURB CUT B-1A
Subcatchment BAD: AREA TO CURB CUT BAD
Subcatchment B-2B: AREA TO CURB CUT B-26
Runoff Area=2,960 sf Runoff Depth=7.44"
Tc=10.0 min CN=92 Runoff=0.57 cfs 0.042 of
Runoff Area=8,160 sf Runoff Depth=7.44"
Tc=10.0 min CN=92 Runoff=1.58 cfs 0.116 of
Runoff Area=5,200 sf Runoff Depth=7.44"
Tc=10.0 min CN=92 Runoff=1.01 cfs 0.074 of
Runoff Area=4,330 sf Runoff Depth=7.44"
Tc=10.0 min CN=92 Runoff=0.84 cfs 0.062 of
Runoff Area=6,380 sf Runoff Depth=7.44"
Tc=10.0 min CN=92 Runoff=1.23 cfs 0.091 of
Runoff Area=15,420 sf Runoff Depth=7.60"
Tc=10.0 min CN=98 Runoff=3.05 cfs 0.224 of
Runoff Area=9,060 sf Runoff Depth=7.44"
Tc=10.0 min CN=92 Runoff=1.75 cfs 0.129 of
Runoff Area=8,470 sf Runoff Depth=7.44"
Tc=10.0 min CN=92 Runoff=1.64 cfs 0,121 of
Runoff Area=7,360 sf Runoff Depth=7.44"
Tc=10.0 min CN=92 Runoff=1.42 cfs 0.105 of
Runoff Area=4,560 sf Runoff Depth=7.44"
Tc=10.0 min CN=92 Runoff=0.88 cfs 0.065 of
Reach A-1: PIPE FROM DI A-2 TO EXIST. SD Peak Depth=0.98' Max Vet=5.3 fps Inflow=6.51 cfs 0.737 of
D=18.0" n=0.013 L=30.0' S=0.0067 '/' Capacity=8.58 cfs Outflow=6.51 cfs 0.737 of
Reach A-3: PIPE FROM D1 A-3 TO DI A-2 Peak Depth=0.43' Max Vet=7.9 fps Inflow=2.54 cfs 0.190 of
D=12.0" n=0.013 L=34.0' S=0.0353 '/' Capacity=6.69 cfs Outflow=2.54 cfs 0.190 of
Reach A-3A: SWALE FROM CC A-3A TO DI AReak Depth=0.29' Max Vet=3.7 fps Inflow=1.58 cfs 0.116 of
n=0.024 L=25.0' S=0.0480'/' Capacity=42.17 cfs Outflow=1.58 cfs 0.116 of
Reach A-3C: SWALE FROM CC A-3C TO DI AReak Depth=0.34' Max Vet=1.7 fps Inflow=1.01 cfs 0.074 of
n=0.026 L=130.0' S=0.0100'/' Capacity=17.77 cfs Outflow=0.99 cfs 0.074 of
Reach A-4: PIPE FROM DI A-4 TO JB A-2 Peak Depth=1.25' Max Vet=3.8 fps Inflow=5.76 cfs 0.505 of
D=15.0" n=0.013 L=75.0' S=0.0040'/' Capacity=4.09 cfs Outflow=4.16 cfs 0.505 of

03308 Jacksonville Walgreens Detention R1 Type 111 24-hr 100 Yr Rainfall=10.00"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 20
HydroCAD® 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 2/4/2005 7:52:06 AM
Reach A-5: PIPE FROM FES A-5 TO DI A-4 Peak Depth=1.25' Max Vet=4.4 fps Inflow=5.74 cfs 0.444 of
D=15.0" n=0.013 L=130.0' S=0.0054 T Capacity=4.74 cfs Outflow=4.97 cfs 0.444 of
Reach A-5A: SWALE FROM CURB CUT A-5BPeak Depth=0.33' Max Vet=2.3 fps
Inflow=1.23 cfs
0.091 of
n=0.026 L=50.0' S=0.0180'P Capacity=23.84 cfs
Outflow=1.23 cfs
0.091 of
Reach A-5C: ROOF DRAIN FROM BLDG A-5CPeak Depth=1.00' Max Vet=4.0 fps
Inflow=3.05 cfs
0.224 of
D=12.0" n=0.013 L=50.0' S=0.0060'/' Capacity=2.76 cfs
Outflow=2.91 cfs
0.224 of
Reach A-5E: SWALE FROM CURB CUT A-5F Peak Depth=0.41' Max Vet=2.1 fps
Inflow=1.75 cfs
0.129 of
n=0.026 L=60.0' S=0.0117'P Capacity=19.19 cfs
Outflow=1.75 cfs
0.129 of
Reach B-1A: SWALE FROM CURB CUT B-1BPeak Depth=0.35' Max Vet=2.7 fps
Inflow=1.64 cfs
0.121 of
n=0.026 L=30.0' S=0.0233 'P Capacity=27.14 cfs
Outflow=1.64 cfs
0.120 of
Reach B-1C: SWALE FROM CURB CUT B-1DPeak Depth=0.35' Max Vet=2.3 fps Inflow=1.42 cfs 0.105 of
n=0.026 L=40.0' S=0.0175'r Capacity=23.51 cfs Outflow=1.42 cfs 0.105 of
Reach B-2: PIPE FROM FES B-2 TO DI B-1 Peak Depth=0.29' Max Vet=4.8 fps Inflow=0.88 cfs 0.065 of
D=12.0" n=0.013 L=104.0' S=0.0192'/' Capacity=4.94 cfs Outflow=0.88 cfs 0.065 of
Reach B-2A: SWALE FROM CC B-213 TO FESPeak Depth=0.24' Max Vet=3.2 fps Inflow=0.88 cfs 0.065 of
n=0.026 L=40.0' S=0.0550 '/' Capacity=41.67 cfs Outflow=0.88 cfs 0.065 of
Pond A2: DI A-2 W/DETENTION Peak Elev=37.43' Storage=6,005 cf Inflow=7.19 cfs 0.737 of
Outflow=6.51 cfs 0.737 of
Pond B-1: DI B-1 W/DETENTION Peak Elev=37.24' Storage=813 cf Inflow=3.94 cfs 0.290 of
Outflow=3.85 cfs 0.290 of
Total Runoff Area = 1.651 ac Runoff Volume = 1.028 of Average Runoff Depth = 7.47"

State of North Carolina
Department of the Secretary of State
Limited Liability Company
ARTICLES OF ORGANIZATION
SOSID: 735478
Date Filed: 7/22/2004 2:25:00 PM
Elaine F. Marshall
North Carolina Secretary of State
C200420400023
Pursuant to §57C-2-20 of the General Statutes of North Carolina, the undersigned does hereby submit
these Articles of Organization for the purpose of forming a limited liability company.
The name of the limited liability company is:Bailey & Southstar, LLC
2. If the limited liability company is to dissolve by a specific date, the latest date on which the
limited liability company is to dissolve: (If no dale for dissolution is specified, there shall be no
limit on the duration of the limited liability company.)
3. The name and address of each person executing these articles of organization is as follows:
(State whether each person is executing these articles of organization in the capacity of a
member, organizer or both. Note: This document must be signed by all persons listed here).
Charles S. Lanier ORGANIZER
114 Old Bridge Street
Jacksonville, North Carolina 28540
4. The street address and county of the initial registered office of the limited liability company is:
Number and Street 405-D Western Blvd.
City, Slate, Zip Code Jacksonville, North Carolina 28540 County Onslow
5. The mailing address, if different from the street address, of the initial registered office is:
6. The name of the initial registered agent is: Warren G. Bailey
7. Principal office information: (Select either a or b)
a. ❑✓ The limited liability company has a principal office.
The street address and county of the principal office of the limited liability company is
Number and Street 405-D Western Blvd.
City, State, "Lip Code Jacksonville, North Carolina 28541-0400 County Onslow
The mailing address, if differentfrom the street address, of the principal office of the corporation is:
b. 0 The limited liability company does not have a principal office.

S. Check one of the following:
✓ (i) Member -managed LLC: all members by virtue of their status as members shall be
managers of this limited liability company.
(ii) Manager -managed LLC: except as provided by N.C.G.S. Section 57C-3-20(a), the
members of this limited liability company shall not be managers by virtue of their status as
members.
Any other provisions which the limited liability company elects to include are attached.
10. These articles will be effective upon filing, unless a date and/or time is specified:
This is the 20 day of July 20 04
Signature
Charles S. Lanier, Organizer
Type or Print Name and Tille
NOTES:
I. Filing fee is S125. This document must be filed with the Secretary of Slate.
CORPORATIONS DIVISION P.O. Box 29622 RALEIGH, NC 27626-0622
(Revised January 2002) (Form L-01)
Instructions for Filing

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DEPARTMENT OFTI-IE
SECRETARY OF STATE
PO Box 29622 Raleigh, NC 27626-0622 t919j807-2000
Date: 2/7/2005
View Document Filings 1
Print apre-populated Annual Report Form I File an Annual Report I
Corporation Names
Name Name Type
NC Bailey & Southstar, LLC Legal
Limited Liability Company Information
SOSID:
0735478
FID:
Status:
Current-Active
Date Formed:
7/22/2004
Citizenship:
Domestic
State of Inc.:
NC
Duration:
Perpetual
Registered Agent
Agent Name:
Bailey, Warren G
Registered Office Address:
405-D Western Blvd.
Jacksonville NC 28540
Registered Mailing
405-D Western Blvd.
Address:
Jacksonville NC 28540
Principal Office Address:
405-D Western Blvd.
Jacksonville NC 28540
Principal Mailing Address:
405-D Western Blvd.
Jacksonville NC 28540
For questions or comments about the North Carolina Secretary of State's web site, please send e-mail to Webmaster.
http://www.secretary.state.nc.us/Corporations/Corp.aspx?Pltemld=6497760 2/7/2005