SW8931222_HISTORICAL FILE_20090513

STORMWATER DIVISION CODING SHEET
POST-CONSTRUCTION PERMITS
PERMIT NO. SW8 IS L act
DOC TYPE ❑ CURRENT PERMIT
❑ APPROVED PLANS
[91HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE ',lcx l oS
o
YYYYMMDD

NCDENR t n
North Carolina Department of Environment and Natural Resources (' J
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins 7/ Dee Freeman
Governor Director i Secretary
May 13, 2009 � � � �
Michael Gardner, Regional VP of Real Estate and Design I� �L/Sam a' And p Lj
2001 East,Iothln t tivo
2001 SE 10 Street j Y/'
Bentonville, AR 72716 A U
\ / . (\ P,
Subject: Approved Plan Revision �t n'1, 1
Sam's Club Expansion Store No. 6573-04 t
Stormwater Project No. SW8 931222MOD
Onslow County
Dear Mr. Gardner: "
On April 22, 2009, the Wilmington Regional Office received a plan revision for Stormwater
Management Permit Number SW8 931222MOD. The revisions include a reconfiguration of the
stormwater pond #2. It has been determined that a formal permit modification is not required for the
proposed changes. We are forwarding you an approved copy of the revised plans for your files.
Please replace the old approved plan sheets (full set) with the new ones as well as pages 2 of 8 and
3 of 8 of the previously approved permit.
Please be aware that all terms and conditions of the permit issued on December 5, 2008, remain
in full force and effect. Please also understand that the approval of this revision to the approved
plans for the subject State Stormwater Permit is done on a case-by-case basis. Any other
changes to this project must be submitted to and approved through the Division of Water Quality
prior to construction. The issuance of this plan revision does not preclude the permittee from
complying with all other applicable statutes, rules, regulations or ordinances which may have
jurisdiction over the proposed activity, and obtaining a permit or approval prior to construction.
If you have any questions concerning this matter, please do not hesitate to call me at [phone].
Sincerely,
Chris Baker
Environmental Engineer II
GDS\csb: S:\WQS\STORMWATER\PERMIT\931222MODPR.mar09
cc: Justin Houston, E.I., Kimley-Horn and Associates, Inc.
Onslow County Building Inspections
Chris Baker
,-Wilmington Regional Office
Central Files
Wilmington Regional Office One
127 Cardinal Drive Extension,Wilmington,North Carolina 28405 w NorthCarojina
I Phone:[phone]\FAX.[phone]\Customer Service:1-877-623-6748 /f roli
Internet: .novatemualily.org N{.�.tu�+1�Ll&

State Stormwater Management Systems
Permit No. SW8 931222MOD
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
Michael E. Gardner and Sam's East, Inc.
Sam's Club Expansion Store No. 6573-04
1170 Western Blvd., Onslow County
FOR THE
construction, operation and maintenance of a wet detention pond in compliance with
the provisions of 15A NCAC 2H .1000 (hereafter referred to as the "stormwaterrules')
and the approved stormwater management plans and specifications and other
supporting data as attached and on file with and approved by the Division of Water
Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until December 5, 2018, and
shall be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of'stormwater
runoff as described in Section 1.6 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 484,410 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 8

State Stormwater Management Systems
Permit No. SW8 931222MOD.
6. The following design criteria have been provided in the wet detention pond and
must be maintained at design condition:
Pond #1 Pond #2
a. Drainage Area, acres: 12.49 4.08
Onsite, ft : 527,938 170,572
Offsite, ft2: 16,126 7,153
b. Total Impervious Surfaces, ft2: 405,979 78,431
C. Design Storm, inches: 1.5 1:5
d. Pond Depth, feet: 9.15 (5.32 avg) 6 (3.5 avg)
e. TSS removal efficiency: 90% 90%
f. Permanent Pool Elevation, FMSL: 40.15 42
g. Permanent Pool Surface Area, ft2: 30,958 23,144
h. Permitted Storage Volume, ft3: 54,845 14,591
i. Temporary Storage Elevation, FMSL: 41.7 42.6
j. Controlling Orifice, inches: 6.25 x 2 3 x 1.5
k. Permitted Forebay Volume, ft3: 26,519 14,300
I. Fountain Horsepower, HP: 1/2 114
M. Receiving Stream: Sandy Run Branch Northeast Creek
n. Drainage Basin: White Oak
n. Stream Index Number: 19-10-1 19-16-(0.5)
o. 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.
Page 3 of 8

Jacksonville NC#6573-04- Drainage Area 2 Breakdown
Subject: Jacksonville NC #6573-04 - Drainage Area 2 Breakdown
From: <[e-mail]>
Date: Tue, 5 May 2009 12:53:27 -0400
To: <[e-mail]>
CC: <[e-mail]>
Chris, the only area where I see the breakdown for Drainage area#2 is in the permit.
Please change the sum to 78,431 square feet.
Thank you.
.Justin M. Houston,EI
Kimley-Horn and Associates,Inc.
4651 Charlotte Park Drive,Suite 300 1 Charlotte,NC 28217
704.954,7489(office) 1704.942.7639(cell) 1704.333.0845(fax)
I of 1 5/11/2009 3:54 PM

® Kimley-Horn
® and Associates, Inc.
REC,F'�VTE11�
APR 2 2 2009
April 21, 2009 ■
BY:
300
Chris Baker 4651sure Charlotte hallotte Park OAve
NCD W Q—Wilmington Office charlotte,North Carolina
127 Cardinal Drive Extension 2 8 21 7-1 911
Wilmington,NC 28405
Subject: Sam's Club Expansion, Store 46573-04, Jacksonville,NC
NPDES Phase II Stormwater Management Permit
Our Ref: 015476084
Dear Mr. Baker:
Please find attached our submittal for the NPDES Phase II Stormwater
Management Permit modification for the approved subject property. This
submittal contains the following:
• 2 Copies of the updated Stormwater Management Calculations
(Containing Pond Supplement Form)
• 2 Full Size sets of Plans(Signed and Sealed)
• Check in the amount of$2,000
If you have any questions or concerns please do not hesitate to call me at
[phone].
Sincerely yours,
EY- IORN A SOCIATES, INC.
stin Houston, E.I.
■
TEL [phone]
FAX [phone]

Permit No.�5L.l� 9 ,-,)IdA*oD
(to be provided by DWQ)r
III. REQUIRED ITEMS,CHECKLIST-
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent,the agent may initial below. If a
requirement has not been met,attach justification.
Pagel Plan
I s Sheet No.
L 1. Plans(1'-50'or larger)of the entire site showing:
-Design at ultimate build-out,
-Off-site drainage(if applicable),
-Delineated drainage basins(include Rational C coefficient per basin),
-Basin dimensions,
-Pretreatment system,
-High flow bypass system, 3
-Maintenance access,
-Proposed drainage easement and public right of way(ROVV),
-Overflow device,and
-Boundaries of drainage easement.
2. Partial plan(1"=30'or larger)and details for the wet detention basin shoving:
-Outlet structure with trash rack or similar,
-Maintenance access,
-Permanent pool dimensions,
-Forebay and main pond with hardened emergency spillway,
f
-Basin cross-section,
-Vegetation specification for planting shelf,and
-Filter strip.
f� 3. Section view of the wet detention basin(1"=20'or larger)showing:
-Side slopes,3:1 or lower,
-Pretreatment and treatment areas,and
-Inlet and outlet structures.
C o3 4. If the basin is used for sediment and erosion control during construction,clean out of the basin is specified
on the plans prior to use as a wet detention basin.
� Y 5. A table of elevations,areas,incremental volumes&accumulated volumes for overall pond and for Forebay,
to verify volume provided.
co3 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
�7
/ I entire drainage area is stabilized.
Aal 7. The supporting calculations.
B. A copy of the signed and notarized operation and maintenance(0&M)agreement.
Y114 4/4 9. A copy of the deed restrictions(if required).
Uryl°r
r��• GO1 10. A soils report that is based upon an actual field investigation,soil borings,and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.5 Part III.Required Items Checklist,Page 1 of 1

® R -:T C' t-NJ P-,1-�
© qpk z i 2009
® ° NPDES Phase II BY �31aam��
0
Stormwater Management Calculations:
m
o Sa ' s Club
m Store No. 6573-04
® Jacksonville, forth Carolina
Prepared for:
Walmart Stores, Inc.
® Sam Walton Development Complex
® 2001 SE 10`h Street
® Bentonville, Arkansas 72716-0550
Prepared by:
Kimley-Horn and Associates, Inc.
4651 Charlotte Park Drive, Suite 300
® Charlotte, North Carolina 28217
p 0 Kimley-Horn
and Associates, Inc.
®Kimley-Horn and Associates,Inc.2009
® 015476084

THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN,AS AN INSTRUMENT OF SERVICE,IS
INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OFAND IMPROPER RELIANCE
ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTATION BY KIMLEY-HORN AND ASSOCIATES,INC.SHALL
BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC.

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® SAM'S CLUB STORE NO. 6573-04
JACKSONVILLE, NORTH CAROLINA
NPDES PHASE II
® STORMWATER MANAGEMENT CALCULATIONS
® Prepared for:
® Walmart Stores, Inc.
® Sam Walton Development Complex
2001 SE 10`h Street
® Bentonville,Arkansas 72716-0550
Prepared by:
I KIMLEY-HORN AND ASSOCIATES, INC.
® 4651 Charlotte Park Drive, Suite 300
® Charlotte, North Carolina 28217
April 2009
015476084
`•,�pnnppp�,
•�.•`P(H CAgO '�ii
Ss
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Austin L. Watts, P.E. �'�i���H111V,Ps�•y(21 /O�

1
® TABLE OF CONTENTS
® OVERVIEW
® SITE MAPS
® SITE LOCATION MAP FIGURE 1
FLOOD INSURANCE RATE MAP FIGURE 2
® USDA SOIL CLASSIFICATION MAP FIGURE 3
® USGS QUADRANGLE MAP FIGURE 4
WATERSHED MAPS
PRE-DEVELOPMENT DRAINAGE MAP FIGURE 5
POST-DEVELOPMENT DRAINAGE MAP FIGURE 6
WATER QUALITY
WET POND CALCULATIONS
WATER QUANTITY CALCULATONS
® STORMWATER POND DESIGN SUMMARY
® TIME OF CONCENTRATION CALCULATIONS
® PRE VS. POST CURVE NUMBER CALCULATIONS
® STORMWATER SCHEMATIC DIAGRAM
® PRE-DEVELOPMENT ROUTING INPUT
® PRE-DEVELOPMENT HYDROLOGY
® POST-DEVELOPMENT ROUTING INPUT
® POST-DEVELOPMENT HYDROLOGY
I
POST-DEVELOPMENT ROUTING RESULTS:
(1-,2-,10-,100-YR,24-HOUR STORM EVENTS)
I
RIP RAP APRON CALCULATIONS
U.S.ARMY CORPS OF ENGINEERS SECION 404

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® OVERVIEW
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OVERVIEW
Background
This report has been prepared to support the Site Plan Submittal for the proposed expansion of
Sam's Club Store No. 6573-04. The approximately 16.57-acre project site is located at 1170
Western Boulevard in Jacksonville, North Carolina (see Figure 1).
The project consists of the following components:
• Expansion of the existing Sam's Club store, which includes the grading, infrastructure,
and roadway improvements, required to serve the proposed lot.
• A stormwater management system comprised of modifying the existing stormwater
wet detention pond and the creation of a second wet detention pond.
Existing Conditions
The majority of the subject property is currently developed as an existing Sam's Club Store with
asphalt-paved parking and drives and a concrete loading dock area. A stormwater detention
pond is located on the northern portion of the site. The southeast portion of the site is
undeveloped and partially wooded. Surrounding properties consist of commercial businesses
and residential properties.
The larger property is currently developed as a Sam's Club store with associated driveways and
parking areas. The Sam's Club store includes a warehouse-type retail area, and a tire and
battery replacement facility. The smaller parcel is vacant and undeveloped.
This information was taken from the Phase I Environmental Site Assessment, provided by
S&ME, Inc.
Flood plain/Flood way
The proposed site does not contain areas within a 100-year floodplain boundary as determined
from FIRM Panel #3720438700J and 3720438800J dated November 3, 2005 (see Figure 2).
Site Topography
Based off survey provided by R.B. Pharr and Associates, the existing topography of the site
ranges from approximately 46 feet along the perimeter of the building to approximately 41 feet
around the existing wet detention pond and 42 feet in the eastern corner of the property near
the existing stream.
Water Quality
Water quality treatment by means of permanent Best management Practices (BMP's)will be
provided using two wet detention ponds as treatment. The ponds are designed to treat the
first one and a half inches of runoff per the Phase II Stormwater Model Ordinance for North
Carolina and will draw down over a period of two to five days. Wet Detention Basin 1 and Wet
Detention Basin 2 have been designed to provide a minimum 90% average annual removal of
Total Suspended Solids (TSS).
NPDES Phase 11 Stormwater Management Calculations 1
Sam's Club Store No. 5573-04
Jacksonville, North Carolina

Water Quantity
The proposed wet detention ponds have been designed using ICPR to address the City of
Jacksonville and State of North Carolina's water quantity requirements to match pre-
development and post-development peak runoff rates for the 1-year, 2-year and 10-year 24-
hour storm events. The outlet structure for the proposed wet detention pond has been sized to
convey the overflow of the 100-yr, 24-hour storm event across a spillway to divert the overflow
for both wet ponds.
Pre-0avalo Ppa velo menl
➢me of met-YR 2-YR 14YR Time of LYR 2RR 10YR
axa0 Oainaga Lune Number Con.erttrwn peak1- peak resort pnY.rvnoH Omnape Cure Number Cm:enlralNn pak rvnc0 peak rvnpfi PoaY.runnrt Ppat<Prei
mo lacl (Gll• 0.1 lo*al (dv) (tic) aea pcl (Cnl' Qol klal (tls� Itls7
O_I 14 aO 1 9a26 500 7.13 9.W I 20.16 120 95.35 500 6.81 5.83 19.90 YES
D>-2 217 76.61 2700 1.68 227 468 406 9333 5,00 1.17 1.Bfi l 366 YES
0A3 071 8942 500 1.51 1,87 3,12 0,71 1 8942 900 151 1.8> 3.12 TES
naa ore,alanra';a azaPlaale
Conclusion
The proposed Stormwater Management measures were designed using methods prescribed by
the aforementioned resources. Based on the analyses provided herein, the proposed systems
will be adequate to address the stormwater requirements of the City of Jacksonville and the
North Carolina Department of Environment, Health, and Natural Resources. Existing
information is based on survey provided by R.B. Pharr and Associates.
NPDES Phase 11 Stormwater Management Calculations 2
Sam's Club Store No. 6573-04
Jacksonville, North Carolina

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THIS o0C0.EM,1ECEIXER T.INE CDNLEPIS AND DESICNS PRESENTED HEREIN,.AN,NBTAa.NI Of SERVICE.IS WIENUE°ONLY FOR INE PURPOSE AND CLIENT FOR X ICH IT BAS PREPARED. REOSE
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SAM'S CLUB F.I.R.M.PANELS: FIGURE
Elm #6573-04 3720438700J; 3720438800J
onn and Associates, nc.Kirnley-H Te�I tl JACKSONVILLE, NC SCALE: 1 900'
THIS DOCUMENT, TYBOTHER AI THE CONCEPTS AND BOSOM PRESENTED HERON.AS AN INSTRU IFNT OF KWI IS INTENDED ONLY FOR THE PURPOSE AND CLIENT FOR AHICH 7 IN,R PREPARED, REUSE
OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN WTHOR12ATION AND AMTATIpI By APALEY-HORN ME ASSOCRATES.INC, SHALL BE WTHOUT LLABILITY TO KIMLE`(-HORN AND ASSOCRTES,INC,

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S CLUB
❑v❑ #6573-04 SOILS MAP FIGURE
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❑�®❑ #6573-04 JACKSONVILLE, NC (1993)
Kimiey-Hom and Associates,Inc. JACKSONVILLE, NC SCALE: 1 1000' 4
.11 I.E.,I.V.PR WITH 111 CDNCPHS AND DESIENM lU.1.1 HERM AS A.INSTRUMENT OF SERRTC1 11 INTENDED DNiY FOR THE PURPOSE AND CLIENT FOR WHICH T WAS PREPARED REUSE
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® P�[®" Kmley-Horn
®'® and Associates,Inc.
WET DETENTION BASIN
® Project Information
Project Name: Sam's Club Expansion Store No. 6573-04
® KHA Project#: 015476084
Designed by: JMH Date: 10/24/2008
® Revised by: Date:
Revised by: Date:
Site Information
Sub Area Location: DA-1 Post
® Drainage Area (DA) = 12.49 Acres
Impervious Area (IA) = 9.32 Acres
Percent Impervious (1) = 74.62 %
Required Surface Area
Permament Pool Depth: 5 ft
SA/DA= 5.32 (90% TSS Removal via Pond)
Min Req'd Surface Area = 28963 sf(at Permanent Pool)
Required Storage Volume:
Design Storm = 1.5 inch (Project Does Not Drain to SA waters)
Determine Rv Value = 0.05 + .009 (1) = 0.72 in/in
Storage Volume Required = 49073 cf(above Permanent Pool)
Elevations Area (s.f.)
Temporary Pool Elevation = 41.70 ft 37514
Permanent Pool Elevation = 40.15 ft 33253.5
Wet Basin Areas[Volumes
Area @ Top of Temporary Pool = 37514 sf (Elevation = 41.70 )
® Area @ Top of Permanent Pool = 33254 sf (Elevation = 40.15 )
Volume of Temporary Storage = 54845 cf
® Side Slopes of Pond =- 3 : 1
® Side Slopes of Maintenance Shelf= 6%
Side Slopes of Pond (below shelf) = 3 : 1
Is Permenant Pool Surface Area Sufficient (yes/no)? Yes ( 33254 > 28963 ) sf
® Volume of Storage for 1.5" Storm = 54845 Yes ( 54845 > 49073 ) cf

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C]®" Kimley-Horn
® �1® and Ass=ales,Inc.
WET DETENTION BASIN
® Project Information
® Project Name: Sam's Club Expansion Store No. 6573-04
KHA Project#: 015476084
Designed by: JMH Date: 10/24/2008
® Revised by: Date:
Revised by: Date:
Site Information
Sub Area Location: DA-1 Post
Drainage Area (DA) = 12.49 Acres
Impervious Area (IA) = 9.32 Acres
Percent Impervious (1) = 74.6 % (Drainage Area)
Orifice Sizing
02 Days= 0.3174 cfs (Flowrate required for a 2 day drawdown)
Q5 Days= 0.1270 cfs (Flowrate required for a 5 day drawdown)
Width of Orifice = 6.25 in (Inches)
Height of Orifice = 2.00 (Inches)
Q oriFM= 0.29 cfs
Drawdown Time = 2.2 days
less than 5 days (yes/no) ? yes
greater than 2 days (yes/no) ? yes
Orifice Equation: Q=CA02gh) Q2 < Q < Q5
1
c = 0.6
A9= Area of Pipe
g = gravity = 32.2 fUs2
® In = orifice head = 1/3 (TPE-PPE-1/2D)
ID TPE = Temporary Pool Elevation
PPE = Permanent Pool Elevation
D = Diameter

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' ®1® and Associates,Inc.
® WET DETENTION BASIN
® Project Information
Project Name: Sam's Club Expansion Store No. 6573-04
KHA Project#: 015476084
® Designed by: JMH Date: 10/24/2008
® Revised by: JMH Date: 4/21/2009
® Revised by: Date:
® Site Information
® Sub Area Location: DA-2 Post
Drainage Area (DA) = 4.08 Acres
® Impervious Area (IA) = 2.03 Acres
Percent Impervious (1) = 49.75 %
Required Surface Area
Permament Pool Depth: 3.5 ft
SA/DA= 4.98 (90% TSS Removal via Pond)
Min Req'd Surface Area = 8843 sf(at Permanent Pool)
Required Storage Volume:
Design Storm = 1.5 inch (Project Does Not Drain to SA waters)
Determine Rv Value = 0.05 + .009 (1) = 0.50 in/in
Storage Volume Required = 11059 cf(above Permanent Pool)
Elevations Area (s.f.)
Temporary Pool Elevation = 42.60 ft 22834.00
Permanent Pool Elevation = 42.00 ft 20566
Wet Basin Areas[Volumes
Area @ Top of Temporary Pool = 25523 sf (Elevation = 42.60 )
Area @ Top of Permanent Pool = 23114 sf (Elevation = 42.00 )
Volume of Temporary Storage= 14591 cf
® Side Slopes of Pond = 2.5 : 1
Side Slopes of Maintenance Shelf= 6%
Side Slopes of Pond (below shelf) = 3 ' '1
® Is Permenant Pool Surface Area Sufficient (yes/no)? Yes ( 23114 > 8843 ) sf
® Volume of Storage for 1.5" Storm = 14591 Yes ( 14591 > 11059 ) cf

plan Kimley-Horn
®l® , and assodales,lnc.
WET DETENTION BASIN
� Project Information
Project Name: Sam's Club Expansion Store No. 6573-04
KHA Project#: 015476084
Designed by: JMH Date: 10/24/2008
Revised by: JMH Date: 4/21/2009
Revised by: Date:
0
' Site Information
Sub Area Location: DA-2 Post
Drainage Area (DA) = 4.08 Acres
® Impervious Area (IA) = 2.03 Acres
Percent Impervious (1) = 49.8 % (Drainage Area)
® Orifice Sizing
® QzDays= 0.0844 cfs (Flowrate required for a 2 day drawdown)
Qs Days= 0.0338 cfs (Flowrate required for a 5 day drawdown)
® Width of Orifice = 3.00 in (Inches)
Height of Orifice = 1.50 (Inches)
® Q orirl�= 0.07 cfs
Drawdown Time = 2.5 days
less than 5 days (yes/no) ? yes
® greater than 2 days (yes/no) ? yes
® Orifice Equation: Q=CA,V(2gh) 02 < Q < Q5
c = 0.6
A9 Area of Pipe
g = gravity= 32.2 fUs2
h = orifice head = 1/3 (TPE-PPE-1/2D)
TPE = Temporary Pool Elevation
PPE = Permanent Pool Elevation
D = Diameter

1
1
D
1
STORMWATER POND DESIGN SUMMARY

v
®" Km[W-Hom
DSl and Ass .ftlnc.
Pre-& Post-Development SUMMARY
Project Information
Project Name: Jacksonville Sam's Club Expansion
KHA Project#: 015476084
Dat Designed by: JMH e: 10/28/2008
Revised by: JMH Date: 11/18/2008
Revised by: JMH Date: 2/26/2009
SCS Method
Pre-Development Post-Development
Drainage Curve Number Time of 1-YR 2-YR 10-YR Drainage Curve Number Time of 1-YR 2-YR 10-YR
Outfall Concentration peak runoff peak runoff peak runoff Concentration peak runoff peak runoff peak runoff post<Pre?
Area(ac) (CN)- (T) (cfs) (cfs) (cfs) Area(ac) (CN)' (T) (cfs) (cfs) (cfs)
DA-1 14.40 95.26 5.00 7.13 9.84 20.16 12.49 95.35 5.00 6.81 9.83 19.60 YES
DA-2 2.17 78.61 27.00 1.68 2.27 4.48 4.08 93.33 5.00 1.17 1.86 3.66 YES
DA-3 0.71 89.42 5.00 1.51 1.87 3.12 0.71 89.42 5.00 1.51 1.87 3.12 YES
Therefore, detention is acceptable
' Curve Numbers from"TR-55, Urban Hydrology for Small Watersheds," pages 2.5 to 2.8
K:\CHL_LDE\A015476 Wal-Mart SileCivil\084 Jacksonville\Calcs\Storm\WET POND\090413 Modification\080808_Copy of Runoff Calc.xls 1 of 1

® TIME OF CONCENTRATION CALCULATIONS
to
40
Go
I

- - 96606666 ® ® ® _ _ ® see ® ®
Pre vs.Post Runoff Analysis
Time of Concentration
pmlect Inlorma hm (TR-55 Math.d.lopy)
Prayed Name:Jachsonvl0e Sams ClVb Expansion
KM project 0154700M
Designe0by: MIA Dale. 10115R000
ReAsed by. Data:
RevlaW by Data:
Manning'f Two-year. 24 Croas Sectional yya0W Average
Wtlers�e0 SUO Brea Flow LengthL RougM1neef M1r rainfall,Pa paved or Ama al Flow, petlmeteq F11Eraullc Vebcity, Travel Time,
Name Locallon Type of Flaw Covet D cmptbn in) Slope,f(MR) Coe r,lant.n (In) Unpavetl a(Ilr) p„(a) =a.r l0) V(Na)'
PRE.DEVELOPMENT
Ild
DA.1 O m I.H PI Fbw pe m9 L _` 1 _...Paik
swap at _ _ _ — — 500
Time of Concentration,Tr min 5.00
Groan-Rage
DA-2 Oolbll SM1eel SM1otl iW 0010 '-00 `0e — N.16
SM1eM _
Concentrated Unpaved / 16a ''A.OID — — V tfi 1.92
OM1annel¢ed Natural Gnannel �.'2]0 '0012' -0.0] 21,p6 12.22 V2n ].I O..
Time of Concemmlloa,Tr)rain P.00
auraPaebne Lots rola, -
OA-J O011ell Pi Flow DMenap.etc — — — — — 5.00
Time of COncecent2tlon.TC m10 = 600
K:W HL LDEWN 5476 We4Man SIIeCivirOM Jacksem,lle1Celca%StommbVET PONDW90211 Modbr.fienW80008_Copy of Runoff Calctla 1 012

® ® @see@@ ® ® ® @Go ® ®
Pre".Post Runoff Analysis
Time of Concentration
Project Information (TR-55 MM,coWirgy)
Prolocl Name:Jacksonville Saln's CIUE Expansion
KRA Proleet e: 015060ea
Deel9neE 0y: JMH Date: 10115n00e
Zvla 0y: Date:
Reed vised 0y: Dale:
MennlnBe Two-yeaq 2a Cmss Sectional Waited Avenge
Watershed SuG Area Flow Leng@.L Roughness hr rain fall,Pa P.o.of Arae of Flow. Pedor.s, Hydmullc Velpclly. Travel Time,
Name Location Typeof Flaw Cover Deecdpllon (on Slope.s(Nn) Co,ffi.ent,n (In) Unpaved a(n') p.On radlue,r(n) V(Nq" T,(min)"'
POST-DEVELOPMENT
OA 1 Oplfell IN Flow wed�reX_o,00b O f:.ooe '!- Soo
Time of Lonce!1r.M.ry To(minl' 6.00
sued dek1LOla Data, �..r. . .y ..
DA.2 0u0eg vl Fbw Orlvewap etc .(...
5.00
dyed a�Ung ob, wla,
DAJ Outlell PI Fbw lMvrnp.ato w $00
5.00
K:CHL LDIMOI M76 Wal.Mad SdaCIvIWSd Jacksoo,MtACakatSlorm\WET PONM90211 ModI0Le11on1000900 Copy of Runoff Galin. 2 of 2

PRE VS. POST CURVE NUMBER CALCULATIONS

Pre vs.Post Runoff Analysis
Composite Curve Number(CN)
© Projett lnforma4on
®
P P Name:Jacksonville Sam'z Fspansion KHA Project#: 0156]60&186
DesiBneE, KKS Date: B13006
evis Retl M' JMH Dale: 10Q812000
Revised by: Dale'
SCS METHOD
mposde
Daina9e Area Dralna0e Wale,ured CoveCSoil Name HyErolopiC Soit Curve Number Curve Number
Name Location Area(ac) (Type) Cover Description' Group (CN) Area(ac) Peranl Area (CN)
PRE-DEVELOPMENT
® sems uw eu9du,v•ua P.,wov
DA4 Duilall 16.60 Ne 90 1027 71.J% 6909
Pond
Na BB 128 0.9Y e70
Gnnlond:Fair GovemBe(Islentlz)
Re O & 283 19.5h 1663
iAk*.:3C.�,.x+;.1.�2x � �.]il�3"i-'mc�i�a'-3"5.�..,FI' 'w..,.�U'"LL5'<'x ..-_�,.;_'.'*r H. :rit�ri i iTidP'� 1660 t.'�`i=Se ,C...s'.y,i•-99.26-.
DA-2 Oullall 2.17 Ne Pnk,Lot 90 0 o6 38% 3)I
Gravel
Na 91. .0.16 id% 6II
Br N:Fei
Pn.Re - D ]] 1.95 899% 691
' :�+�'Lu_.,:..°�`*_._,s•,etil'4'rs.GA x,:IriN�.A°'�ii.4�v ..�il�w:.g;.:. :5�».h1s:.: G _ YUJ_'13_. r:3 21] a:K:'r� _-:: :•;:..:7861
DA-3 Outlell 0,71 N. P rhnB Lm
90 D,39 A B% 53.03
P-d
' rye 90 On] 42% lH
B :Fei
1 Re D � P`� •6.29 e08% 3145
' :C.na »caE':Fu=S=,. Ir..�YJ":ei.i# 7•"z�l�3Z"m: ' 15.'r3"�'L+ 3ssk -*,"�.'*u.!3+ �.wY'Il,4.i;'.�sF - s,r»i?il 0.71 .;,ia,.w
O
K:\CHLLDI:l IW5 W.PMen SftC WBz JacksonvillelCala151orm1WET PON=W211 Motlificab.r=0608_Copyof R...If Cs,o. 1of2

Pre vs.Post Runoff Analysis
Composite Curve Number(CN)
Project Information
Project Name:Jacksonville Sam s Club Evansion
KHA Pmjeq k: DIU760M
Designed by. KKS Dale: 8/9(1008
Revised by: JMH Date: 1028/20DO
Revised by Date:
SCS METHOD
mposne
Drainage Area Drainage Walerimed Cover/Soil Name Hydrologic Soil Curve Number Curve Number
Name Location Area(be)
(Type) Cover DescdpliM• Group (CN) Area(ac) Poment Area (CN)
POST-DEVELOPMENT
DA-1 Oudall 1249 Na WaLefad Building and Parkirp 98 9]2 Tab°A 73.13
Petlure Fev Covenpe
Prt Re D 01 2.J6 IB9% I5.87
PO W
W. a8 aet 6.SK 6.36
2 'w ,I :d'r..kk'ss-e 7�-;.n'f�s3'i'i�, l ,-•-'P 'u "ri"' ,sV- {f .r xLYyt'I 4'3aa ✓.
12.d9 e'Ll...�...0 %�9s]5i.
DA-2 omfan COB I. POed 9e Des 131% 1345
cmawrw:Fe:cea.age .
Pn Re o 1.16 33,3% 2e.Do
Perk,Roll
Ne 98� 2.16 52.9% 51.08
^" ,yy�g 2,g' � n"N 5-g 1 +:d I s,Z »Y,tau ns ?' ..�'`'
�'kIiiv2ti�4Iv'Ok.".FM �Jy�i' "yitlr ��l .� leif➢'�4y1iss.4 ...f �1L'"1iavae'I d OB *r14,
1 Y..19333
DA-3 Oudall 0.71 Ne P."..Lot
Pond
Ne 9B oDJ alit eta
B.Fa: "
Ra '.0 n, on' e0.6% J1 5
x�^.J ° �.: s r3p{�'# :-ta,�, d.., s le ih' rp � 't , .2 D.]1 �K.mm.-�RR..-.. . 09d2,1,
S.a�Fmt..xW.c i k k'k0 ikstM;b
k CHL_LDEN0150]6 WaLMad SileCIviWBd JecksonvillNCelu\Stom11WET POND\D9D311 Modid.b.n1D80808_Co,D1 Runod Calc.xls 2 of 2

1
1
1 STORMWATER SCHEMATIC DIAGRAM
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I
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PRE-DEVELOPMENT STORMWATER SCHEMATIC DIAGRAM
Nodes
A Stage/Area
V Stage/Volume
T Time/Stage
M Manhole
Basins
0 Overland Flow
U SCS Unit Hydro
S Santa Barbara
Links
P Pipe
W weir
C Channel
D Drop Structure A:DA-1 Pond _
D Bridge
R Rating Curve I U:DA_1 D:cs-1
H Breach
T:DA-1 POND OUT
T:DA-2
U:DA-2
T:DA-3
U:DA-3
Interconnected Channel and Pond Routing Model(ICPR) 02002 Streamline Technologies,Inc.

POST-DEVELOPMENT SCHEMATIC DIAGRAM
Nodes
A Stage/Area
V Stage/Volume
T Time/Stage
M Manhole
Basins
O Overland Plow
U SCS Unit Hydro A:DA-1
S Santa Barbara A:pA-zA
DA-1
Links Ui OA-p D:CS-1
P Pipe _ _._ __.__ U:Spillway 1
W Weir _
e Channel P.POND 2 LINK T:pA-1 POND OUT
D Drop Structure
B Bridge
R Rating Curve
H Breach D:CS-2
K:Spillway 2
'1':DA-2 PONG JUI'
T:DA-3
U:OA-3
Intercomlected Channel and Pond Routing Model(ICPR) 02002 Streamline Technologies, Inc.

1
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® PRE-DEVELOPMENT ROUTING INPUT
1
I
O

PRE-DEVELOPMENT ROUTING INPUT
-._.. ..-.a-.==-------------=--------=---------------- ---
Name: DA-1 Node: DA-1 Pond Status: Onsite
Group: BASE Type: SCS Unit Hydrograph
Unit Hydrograph: Uh256 Peaking Factor: 256.0
Rainfall File: Scsiii Storm Duration(hrs): 0.00
Rainfall Amount(in): 0.000 Time of Conc(min): 5.D0
Area(ac): 14.400 Time Shift(hrs): 0.00
Curve Number: 95.26 Max Allowable Q(c£s): 999999.000
DCIA(8): 0.00
----------------------------------------------------------------------------------------------------
Name: DA-2 Node: DA-2 Status: Onsite
Group: BASE Type: SCS Unit Hydrograph
Unit Hydrograph: Uh256 Peaking Factor: 256.0
Q Rainfall File: Scsiii Storm Duration(hrs): O.DO
Rainfall Amount(in): 0.000 Time of Conc(min): 27.00
Area(ac): 2.170 Time Shift(hrs): 0.00
Curve Number: 78.61 Max Allowable Q(c.$): 999999.000
DCIA(5): 0.00
® -----------------------------' --___
® Name: DA-3 Node: GA-3 Status: Onsite
Group: BASE Type: SCS Unit Hydrograph
Unit Hydrograph: Uh256 Peaking Factor: 256.0
Rainfall File: Scsiii Storm Duration(hrs): 0.00
Rainfall Amount(in): 0.000 Time of Conc(min): 5.00
Area(ac): 0.710 Time Shift(hrs): 0.00
® Curve Number: 89.42 Max Allowable Q(cfs): 999999.000
DCIA(8) : 0.00
.�.� NO des .=a --=---------------------=awa-e-------.----------------.-.._.-_..
--..-.------=-E.................=-.=s---------------=s-.ea-------a----------=a.=..-.-
® Name: DA-1 Pond Base Flow(cfs) : 0.000 Init Stage(ft): 40.150
® Group: BASE Warn Stage(ft): 45.000
Type: Stage/Area
® Stage(ft) Area(ac)
® 40.000 1.0178
41.000 1.3280
42.000 1.4182
43.000 1.5103
44.000 1.7984
® 45.000 2.1924
------------------------------------------------------------------------------------------
® Name: DA-1 POND OUT Base Flow(cfs) : 0.000 Init Stage(ft): 40.320
Group: BASE Warn Stage(ft): 45.000
® Type: Time/Stage
® Time(hrs) Stage(ft)
0.00 40.320
999999.00 40.320
------------------------------------------------------------------------------------------
Name: DA-2 Base Flow(c£s) : 0.000 Init Stage(ft): 42.000
Group: BASE Warn Stage(ft) : 45.000
Type: Time/Stage
Time(hrs) Stage(ft)
--------------- ---------------
0.00 42.000
999.00 42.000
Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies,Inc. Page 1 of 4
1

® PRE-DEVELOPMENT ROUTING INPUT
( ---------------------------------------------------------------------- ------
® Name: DA-3 Base F1ow(cfs): 0.000 Init Stage(ft): 40.330
Group: BASE Warn Stage(ft): 42.000
Type: Time/Stage
Time(hrs) Stage(`t)
--------------- ---------------
® 0.00 40.330
999.00 40.330
® -------------------------=====__ ------------- """__===== ------------
® -------- ---------- ---
----------------------------------===_ ===_- _-======__---
® Name: CS-1 From Node: DA-1 Pond Length(ft): 30.28
Group: BASE To Node: DA-1 POND OUT Count: 1
® UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance
Geometry: Circular Circular Solution Algorithm: Automatic
® Span(in): 24.00 24.00 Flow: Both
Rise(in): 24.00 24.00 Entrance Loss Coef: 0.200
Invert(ft): 40.150 40.320 Exit Loss Coef: 0.500
Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw
Top Clip(in): 0.000 0.000 - Inlet Ctrl Spec: Use on
Bot Clip(in): 0.000 0.000 Solution Incs: 10
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
® Circular Concrete: Square edge w/ headwall
® ^a Weir 1 of 3 for Drop Structure CS-1 "`
TABLE
® Count: 1 Bottom Clip(in) : 0.000
Type: Vertical: Mavis Top Clip(in) : 0.000
® Flow: Both Weir Disc Coef: 3.200
Geometry: Rectangular Orifice Disc Coef: 0.600
Span(in): 44.00 Invert(ft): 41.400
® Rise(in): 17.50 Control Elev(ft): 41.400
"' Weir 2 of 3 for Drop Structure CS-1
TABLE
Count: 1 Bottom Clip(in) : 0.000
Type: Horizontal Top Clip(in) : 0.000
Flow: Both weir Disc Coef: 3.200
Geometry: Rectangular Orifice Disc Coef: 0.600
Span(in): 44.00 Invert(ft): 41.400
Rise(in): 41.00 Control Elev(ft): 41.400
Weir 3 of 3 for Drop Structure CS-1
TABLE
Count: 1 Bottom Clip(in) : 0.000
® Type: Vertical: Mavis Top Clip(in) : 0.000
Flow: Both Weir Disc Coef: 3.200
® Geometry: Circular Orifice Disc Coef: 0.600
® Span(in): 5.00 Invert(ft): 40.150
Rise(in): 5.00 Control Elev(ft): 40.150
® _---_------a«----e"e=`-----_- =s_a-=---------------------------========-----""_-_---
Hydrology
® "'_ --------- --- -S= on======___S3_"----------====--------------=====------------------
Name: 02YRO24pre
Filename: K:\CHL-LDEV\015476 Wal-Mart SiteCivil\084 Jacksonville\Calcs\Storm\ICPR\02YRO24pre.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsiii
Rainfall Amount(in): 4.40
Time(hrs) Print Inc(min)
® -30--.-000`--------- -5.---00-----------
® Interconnected Channel and Pond Routing Model (]CPR) 02002 Streamline Technologies,Inc. Page 2 of 4

1
1
PRE-DEVELOPMENT ROUTING INPUT
® Name: 100YR024pre
Filename: K:\CHL_LDEV\015476 Wal-Mart SiteCivil\084 Jacksonville\Calcs\Storm\?CPR\100YRO24pre.R32
® Override Defaults: Yes
Storm Duration(hrs): 24.00
f04 Rainfall File: Scsiii
6/ Rainfall Amount(in) : 9.90
oTime()rs) Print Inc(min)
_______________ _______________
( 30.000 5.00
1� __________________________________________________________________
Name 10YR024pre
1 Filename: K:\CHL_LDEV\015976 Wal-Mart SiteCivil\089 Jacksonville\Calcs\Storm\ICPR\10YR024 pre.R32
Override Defaults: Yes
® Storm Duration(hrs): 24.00
Rainfall File: Scsiii
® Rainfall Amount(in) : 6.90
1 Time(hrs) Print Inc(min)
_______________ _______________
30.000 5.00
________________________________________________ ___________________________________________
® Name: 1YR024pre
Filename: K:\CHL-LDEV\015476 WAL-MART SITECIVIL\084 JACKSONVILLE\CALCS\STORM\ICPR\1YR024pre.R32
® Override Defaults: Yes
Storm Duration(hrs): 24.00
® Rainfall File: Scsiii
Rainfall Amount(in): 3.70
® Time(hrs) Print Inc(min)
_______________ _______________
1 30.000 5.00
Rou
--------ti- = - - -
gSimulations- - _6<_ ---------------- a----------------------a__ae-----
® Name: 02YR24pre Hydrology Sim: 02YRO24pre
® Filename: K:\CHL_LDEV\015416 Wal-Mart SiteCivil\D84 Jacksonville\Calcs\Storm\ICPR\02YR24pre.I32
® Execute: Yes Restart: No Patch: No
Alternative: No
1 Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
® Start Time(hrs): 0.000 End Time(hrs) : 24.00
Min Calc Time(sec): 0.5000 Max Cato Time(sec): 60.0000
Boundary Stages: Boundary Flows:
® Time(hrs) Print Inc(min)
® -I-I
__.__000__________
0 15.000
14.000 5.OD0
1 30.000 15.000
OGroup Run
® BASE Yes
1 -----_----------________ ---------_----______________________________
Name: 100YR24pre Hydrology Sim: 100YR024pre
1 Filename: K:\CHL_LDEV\015476 Wal-Mart SiteCivil\084 Jacksonville\Calcs\Storm\ICPR\100YR24pre.I32
Execute: No Restart: No Patch: No
1 Alternative: No
® Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Stec Optimizer: 10.000
1 Start Time(hrs): 0.000 End Time(hrs): 24.00
Min Cato Time(sec): 0.5000 Max Calc Time(sec): 60.0000
Boundary Stages: Boundary Flouts:
/ Time(hrs) Print Inc(min)
_______________
1 1i.000 15.000
1
1 Interconnected Channel and Pond Routing Model(ICPR) 02002 Streamline Technologies, Inc. Page 3 of 4

PRE-DEVELOPMENT ROUTING INPUT
14.000 5.000
30.000 15.000
Group Run
--------------- -----
BASE Yes
----------------------------------------------------
Name: 10YR24pre Hydrology Sim: 10YRO24pre
Filename: K:\CHL_LDEV\015476 Wal-Mart SiteCivil\064 Jacksonville\Calcs\Storm\ICPR\10YR24pre.I32
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft) : 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
Start Time(hrs) : O.ODO End Time(hrs) : 24.00
Min Calc Time(sec) : 0.5000 Max Calc Time(sec) : 60.0000
Boundary Stages: Boundary Flows:
Time(hrs) Print Inc(min)
ll.ODO 15.000
14.000 5.000
30.000 15.000
Group Run
BASE Yes
----------------------------------------------------------------------------------------------------
Name: 1YR24pre Hydrology Sim: 1YR024pre
Filename: K:\CHL_LDEV\015476 WAL-MART SITECIVIL\OB4 JACKSONVILLE\CALCS\STORM\ICPR\IYR24pre.I32
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(£t) : 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
Start Time(hrs) : 0.000 End Time(hrs) : 24.00
Min Cal. Time(sec) : 0.5000 Max Calc Time(sec) : 60.0000
Boundary Stages: Boundary Flows:
Time(hrs) Print Inc(min)
"------------ ---------------
11.000 15.000
14.000 5.000
( 30.000 15.000
Group Run
BASE Yes
---- Boundary Conditions - e_ -«e_e---ems--- ------------""--------
Interconnected Channel and Pond Routing Model(ICPR) 02002 Streamline Technologies, Inc. Page 4 of 4

00
POST-DEVELOPMENT ROUTING RESULTS: I YR 24 RR STORM EVENT
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft It It ft2 hrs cis hrs cfs
DA-1 POND OUT BASE IYR24pre 0.00 40.320 45.000 0.0000 0 12.65 7.134 0.00 0.000
Interconnected Channel and Pond Routing Model([CPR) 02002 Streamline Technologies, Inc. Page I of I

PRE-DEVELOPMENT HYDROLOGY: INDIVIDUAL BASIN SUMMARY - 1 YR STORM
Basin Name: DA-2
Group Name: BASE
Simulation: 1YRO24pre
Node Name: DA-2
Basin Type: SCE Unit Hydrograph
Unit Hydrograph: Uh256
Peaking Fator: 256.0
Spec Time Inc (min): 3.60
Comp Time Inc (min): 3.60
Rainfall File: Scsiii
Rainfall Amount (in) : 3.700
Storm Duration (hrs): 24.00
Status: Onsite
Time of Conc (min): 27.00
Time Shift (hrs): 0.00
Area (so): 2.170
Vol of Unit Hyd (in): 1.000
Curve Number: 78.610
DCIA (8): O.ODO
Time Max (hrs): 12.42
Flow Max (cfs): 1.684
Runoff Volume (in): 1. 4
Runoff Volume (ft3) : 13344.242
--------------------------------------------------------------------------------
Basin Name: DA-3
Group Name: BASE
Simulation: 1YRO24pre
Node Name: DA-3
Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh256
Peaking Fator: 256.0
Spec Time Inc (min) : 0.67
Comp Time Inc (min): 0.67
Rainfall File: Scsiii
Rainfall Amount (in): 3.700
Storm Duration (hrs): 24.00
Status: Onsite
Time of Conc (min): 5.00
Time Shift (hrs): 0.00
Area (so): 0.710
Vol of Unit Hyd (in): 1.000
Curve Number: 89.420
DCIA (9): 0.000
Time Max (hrs): 12.24
Flo+ Max (cfs): 1.511
Runoff Volume (in): 2581
Runoff Volume (ft3) : 6650.965
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page I of 1

POST-DEVELOPMENT ROOTING RESULTS: 2 YR 24 HR STORM EVENT
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs It It it ft2 hrs CIS hrs CIS
DA-1 POND OUT BASE 02'tR24pae 0.00 40.320 45.000 0.0000 0 12.59 9.837 0.00 0.000
Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies, Inc. Page I of 1

PRE-DEVELOPMENT HYDROLOGY: INDIVIDUAL BASIN SUMMARY - 2 YR STORM
0
® Basin Name: DA-2
Group Name: BASE
® Simulation: 02YRO24pre
Node Name: DA-2
Basin Type: SCS Unit Pydrograph
Unit Hydrograph: Uh256
® Peaking Fator: 256.0
Spec Time Inc (min): 3.60
Comp Time Inc (min): 3.60
Rainfall File: Scsiii
Rainfall Amount (in): 4.400
Storm Duration (hrs): 24.00
Status: Onsite
Time of Cone (min): 27.00
Time Shift (hrs): 0.00
Area (ac) : 2.170
Vol of Unit Hyd (in): 1.000
Curve Number: 78.610
DCIA (8): 0.000
Time Max (hrs): 12.42
Flow Max (cfs): 2.269
Runoff Volume (in). .2.2
Runoff Volume (ft3): 17800.447
--------------------------------------------------------------------------------
Basin Name: DA-3
Group Name: BASE
Simulation: 02YRO24pre
Node Name: DA-3
' Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh256
Peaking Fator: 256.0
Spec Time Inc (min): 0.61
\ Comp Time Inc (min): 0.67
Rainfall File: Scsiii
® Rainfall Amount (in): 4.400
Storm Duration (hrs) : 24.D0
Status: Onsite
Iy Time of Cold (min): 5.00
Time Shift (hrs): 0.00
® Area (ac) : 0.710
Vol of Unit Hyd (in): 1.000
Curve Number: 89.420
DCIA (%): 0.000
® Time Max (hrs) : 12.23
Flow Max (cfs) : 1.866
Q Runoff Volume (in): 3.247
Runoff Volume (ft3): 8352.640
I
I
Interconnected Channel and Pond Routing Model(ICPR) 02002 Streamline Technologies, Inc. Page I of I

POST-DEVELOPMENT ROUTING RESULTS: 10 YR 24 HR STORM EVENT
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
DA-1 POND OUT BASE 10YR24pre 0.00 40.320 45.000 0.0000 0 12.52 20.158 0.00 0.000
Interconnected Channel and Pond Routing Model([CPR) ®2002 Streamline Technologies, Inc. Page I of I

PRE-DEVELOPMENT HYDROLOGY: INDIVIDUAL BASIN SUMMARY - 10 YR STORM
( Basin Name: DA-2
Group Name: BASE
Simulation: 10YR024pre
Node Name: DA-2
Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh256
Peaking Fator: 256.0
Spec Time Inc (min): 3.60
Comp Time Inc (min): 3.60
Rainfall File: Scsiii
Rain'-all Amount (in): 6.900
Storm Duration (hrs) : 24.00
Status: Onsite
Time of Co., (min): 27.00
Time Shift (hrs): 0.00
Area (so): 2.170
Vol of Unit Hyd (in): 1.000
Curve Number: 7B.610
DCIA (8): 0.000
Time Max (hrs): 12.42
Flow Max (cfs): 4.480
Runoff Volume (in):-T-777
Runoff Volume (ft3): 35044.959
---------------------------------------------- -----' ---
Basin Name: DA-3
Group Name: BASE
Simulation: 10YRO24pre
Node Name: DA-3
Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh256
Peaking Fator: 256.0
Spec Time Inc (min): 0.67
Comp Time Inc (min): 0.67
Rainfall File: Scsiii
Rainfall Amount (in): 6.900
Storm Duration (hrs): 24.00
Status: Onsite
Time of Conc (min): 5.00
Time Shift (hrs): 0.00
Area (ac): 0.710
Vol of Unit Hyd (in): 1.000
Curve Number: 89.420
DCIA (i): 0.000
Time Max (hrs): 12.23
Flow Max (cfs): 3.124
Runoff Volume (in): 5.651
Runoff Volume (ft3): 14578.989
v
Interconnected Channel and Pond Routing Model(ICPR) 02002 Streamline Technologies,Inc. Page I of 1

POST-DEVELEOPMENT ROUTING INPUT
ID

i
POST-DEVELOPMENT ROUTING INPUT
BasinS =����.=z �s==---------------- -----a_------w-==--------------------------------
® Name: DA-1 Node: DA-1 Status: Onsite
Group: BASE Type: SCS Unit Hydrograph
® Unit Hydrograph: Uh256 Peaking Factor: 256.0
® Rainfall File: Scsiii Storm Duration(hrs): 0.00
Rainfall Amount(in): 0.000 Time of Conc(min): 5.00
Area(ac): 12.490 Time Shift(hrs): 0.00
Curve Number: 95.35 Max Allowable Q(cfs): 999999.000
DCIA(%): 0.00
® ----- ____ ----- _____ - ------
_________
Name:_ _____________________
Name:-EA-2 Node:
_ ___'___DA-2A Status:'Onsite-------`-"--'--
® Group: BASE Type: SCS Unit Hydrograph
Unit Hydrograph: Uh256 Peaking Factor: 256.0
Rainfall File: Scsiii Storm Duration(hrs): 0.00
Rainfall Amount(in) : 0.000 Time of Conc(min): 5.00
Area(ac): 4.080 Time Shift(hrs) : 0.00
Curve Number: 92.38 Max Allowable Q(cfs) : 999999.000
DCIA(8): 0.00
_________________________ -__________________________________ _______
Name: DA-3 Node: DA-3 Status: Onsite
Group: BASE Type: SCS Unit Hydrograph
Unit Hydrograph: Uh256 Peaking Factor: 256.0
Rainfall File: Scsiii Storm Duration(hrs) : 0.00
Rainfall Amount(in): 0.000 Time of Conc(min): 5.00
Area(ac): 0.710 Time Shift(hrs) : 0.00
Curve Number: 89.42 Max Allowable Q(cfs): 999999.000
DCIA(4): 0.00
Nodes - ---------- ---_--a---==--=----------------= ----------
Name: DA-1 Base Flow(cfs): 0.000 Init Stage(ft): 40.150
Group: BASE warn Stage(ft): 45.000
Type: Stage/Area
® Stage(ft) Area(ac)
40.000 0.7634
® 41.000 0.8205
42.000 0.8789
43.000 0.9385
44.000 0.9995
45.000 1.0618
______________Init'--'-lfU: 90.
Name: DA-1 POND OUT 9ase Flowlcfs) : 0.000 Stage 320
® Group: BASE Warn Stage(ft): 45.000
Type: Time/Stage
Time(hrs) Stage(ft)
___________ _oo ____ ------
D 40.320
® 999999.00 40.320
® ----"-
Name-----_
: DF.--2 POND OUT Base Flow(cfs): 0.000 Init Sta e1.0: 41.500
® Group: BASE Warn Stage(ft): 45.000
Type: Time/Stage
Time(hrs) Stage(ft)
® 0.00 41.500
999999.00 41.500
Interconnected Channel and Pond Routing Model(ICPR) C2002 Streamline Technologies, Inc. Page I of 7

® POST-DEVELOPMENT ROUTING INPUT
---------------------------------------------------------------`__-----------------------
Name: DA-2A Base Flow(cfs): 0.000 Init Stage(ft): 42.000
Group: BASE Warn Stage(ft): 45.000
Type: Stage/Area
Stage(ft) Area(ac)
--------------- ---------------
37.500 0.0224
42.000 0.2513
43.000 0.3030
44.000 0.3357
45.000 0.3979
----------------------------------------------------------------- ____--
Name: DA-2B Base Flow(cfs): 0.000 Init Stage(ft): 42.000
Group: BASE Warn Stage(ft): 45.ODO
Type: Stage/Area
Stage(ft) Area(ac)
--------------- ---------------
37.500 0.0272
42.00D. 0.2793
43.000 0.3401
44.ODO 0.3782
45.000 0.4452
-----------------------------------------------------'-"'-------------------__----------
Name: DA-3 Base Flow(cfs) : 0.000 Init Stage(ft) : 40.330
Group: BASE Warn Stage(ft) : 42.000
Type: Time/Stage
Time(hrs) Stage(ft)
--------------- ---------------
0.00 40,330
999.00 40.330
--`-Pipes --- -aea_s__--»-----------=---------------------=--------a" »-a-tea---
Name: POND 2 LINK From Node: DA-2A Length(ft): 81.00
Group: BASE To Node: DA-2B Count; 1
Friction Equation: Average Conveyance
UPSTREAM DOWNSTREAM Solution Algorithm: Automatic
Geometry: Circular Circular Flow: Both
Span(in) : 36.00 36.00 Entrance Loss Coef: 0.50
Fise(in): 36.00 36.00 Exit Loss Pont: 1.00
Invert(ft): 37.500 37.500 Bend Loss Coef: 0.00
M.anning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw
Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do
Bet Clip(in): 0.000 0.000 Stabilizer Option: None
Upstream FHWA Inlet Edge Description:
® Circular Concrete: Square edge w/ headwall
® Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
=Drop Structures -
es ------------ ---_--_--= -_'______--=--�-- -----------
-a_e»-""""m___-as --=--«--a------------------------s�ee���
® Name: CS-1 From Node: DR-1 Len th(ft) : 30.28
OGroup: BASE To Node: DA-1 POND OUT Count: 1
® UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance
Geometry: Circular Circular Solution Algorithm: Automatic
Span(in) : 24.00 24.00 Flow: Both
® Rise(in): 24.00 24.00 Entrance Loss Coef: 0.200
Invert(ft) : 40.150 40.320 Exit Loss Coef: 0.500
® Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw
Top Clip(in) : 0.000 0.000 Inlet Ctrl Spec: Use do
® Bot Clip(in) : 0.000 0.000 Solution Ines: 10
Interconnected Channel and Pond Routing Model (ICPR) (02002 Streamline Technologies, Inc. Page 2 of 7

POST-DEVELOPMENT ROUTI14G INPUT
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
'•' weir 1 of 4 for Drop Structure CS-1 "'
TABLE
Count: 1 Bottom Clip(in): 0.000
Type: Vertical: Mavis Top Clip(in): 0.000
Flow: Both Weir Disc Coef: 3.200
Geometry: Rectangular Orifice Disc Coef: 0.600
Span(in) : 6.25 Invert(ft) : 40.150
Rise(in) : 2.00 Control Elev(ft): 40.150
•^ weir 2 of 4 for Drop Structure CS-1 "'
TABLE
Count: 1 Bottom Clip(in): 0.000
Type: Vertical: Mavis Top Clip(in) : 0.000
Flow: Both Weir Disc Coef: 3.200
Geometry: Rectangular Orifice Disc Coef: 0.600
\ Span(in): 42.00 Invert(ft): 41.700
Rise(in): 6.00 Control Elev(ft): 41.700
•'� Weir 3 of 4 for Drop Structure CS-1 ^'
ABLE
Count: 1 Bottom Clip(in) : 0.000
Type: Horizontal Top Clip(in): 0.000
Flow: Both Weir Disc Coef: 3.200
Geometry: Rectangular Orifice Disc Coef: 0.600
Span(in): 36.00 (ft): 43.700
Rise(in): 36.00 Controll Elev(ft):(ft): 43.700
"' weir 4 of 4 for Drop Structure CS-1
TABLE
Count: 1 Bottom Clipfin): 0.000
Type: Vertical: Mavis Top Clip(in): 0.000
Flow: Both Weir Disc Coef: 3.200
Geometry: Rectangular Orifice Disc Coef: 0.600
Span(in): 30.00 Invert(ft): 42.250
Rise(in): 4.00 Control Elev(ft) : 42.250
---------------------------------------- __ ____--------__------------_-_____-_
Name: CS-2 From Node: DA-2B Length(ft): 30.00
Group: BASE To Node: DA-2 POND OUT Count: 1
UPSTREAM, DOWNSTREAM Friction Equation: Average Conveyance
Geometry: Circular Circular Solution Algorithm: Automatic
Span(in): 18.00 18.00 Flow: Both
Rise(in): 18.00 18.OD Entrance Loss Coef: 0.200
Invert(ft): 42.000 41.750 Exit Loss Coef: 0.500
Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw
Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use on
Bot Clip(in) : 0.000 0.000 Solution Incs: 10
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA inlet Edge Description:
Circular Concrete: Square edge w/ headwall
" Weir 1 of 3 for Drop Structure CS-2 "'
TABLE
Count: 1 Bottom Clip(in) : D.000
Type: Vertical: Mavis Top Clip(in): 0.000
Flow: Both Weir Disc Coef: 3.200
Geometry: Rectangular Orifice Disc Coef: 0.600
Span(in): 3.00 Invert(ft): 42.000
Rise(in): 1.50 Control Elev(ft): 42.000
" Weir 2 of 3 for Drop Structure CS-2
TABLE
Count: 1 Bottom Clip(in) : 0.000
Type: Vertical: Mavis Top Clip(in): 0.000
Flow: Both Weir Disc Coef: 3.200
Interconnected Channel and Pond Routing Model(ICPR) 02002 Streamline Technologies, Inc. Page 3 of 7

POST-DEVELOPMENT ROUTING INPUT
Geometry: Rectangular Orifice Disc Coed: 0.600
Span(iu) : 15.00 Invert(ft): 42.600
/1 Rise(in) : 6.00 Control Elev(ft): 42.600
•" Weir 3 of 3 for Drop Structure CS-2 "'
TABLE
Count: 1 Bottom C1ip(in) : 0.000
Type: Horizontal Too Clip(in) : 0.000
Flow: Both Weir Disc Coef: 3.200
Geometry: Rectangular Orifice Disc Coef: 0.600
I Span(iN : 24.00 Invert(ft): 44.D00
Rise(in) : 24.00 Control Elev(ft): 44.000
-» Wairs6---=--_----- ---------a-=-____e_--- --_e«--=­--w=«--«------c-----------
�
--------a------=--»a-»«-s«------=-----------=--------a-w----------------------��:
Name: Spillway 1 From Node: DA-1
Group: BASE To Node: DA-1 POND OUT
Flow: Both Count: 1
Type: Vertical: Mavis Geometry: Trapezoidal
Bottom Width(£[): 60.00
' Left Side Slope(h/v): 3.00
Right Side Slope(h/v): 3.00
Invert(ft): 44.050
Control Elevation(ft): 44.050
Struct Opening Dim(ft): 9999.00
TABLE
Bottom Clip(ft): 0.000
Top Clip(ft): 0.000
Weir Discharge Cost: 3.200
Orifice Discharge Coef: 0.600
-__ ------------------- '-----------_-----------
Name: Spillway 2 From Node: DA-2B
Group: BASE To Node: DA-2 POND OUT
Flow: Both Count: 1
Type: Vertical: Mavis Geometry: Trapezoidal
Bottom Width(ft): 34.00
Left Side Slope(h/v): 2.50
Right Side Slope(h/v): 2.50
Invert(ft): 44.000
Control Elevation(ft): 44.000
Struct Opening Dim(ft): 9999.00
TABLE
Bottom Clip(ft): 0.000
Top Clip(ft): 0.000
Weir Discharge Coef: 3.200
Orifice Discharge Coef: 0.600
"=Hydrology Simulations -----a"-""------------_a_-=---- ----- ------__a_-n��e�
«�e« --""®-_--e«--------"" ----"vae----a--
Name: 02YRO24post
Filename: K:\CHL LDEV\015476 Wal-Mart SiteCivil\084 Jacksonville\Calcs\Storm\WET POND\090413 Modification\02YRO24post
Override Defaults: Yes
Storm Duration(hrs) : 24.00
Rainfall File: Scsiii
Rainfall Amount(in) : 4.40
Time(his) Print Inc(min)
--------------- _------_-_-
30.000 5.00
----------------------------------------------------------------------------------------------------
Name 100YR024post
Filename: K:\CHL-LDEV\015476 Wal-Mart SiteCivil\084 Jacksonville\Calcs\Storm\WET POND\090413 Modification\100YR024pos
Override Defaults: Yes
Storm Duration(hrs) : 24.00
Rainfall File: Scsiii
Rainfall Amount(in) : 9.90
Time(hrs) Print Inc(min)
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 4 of 7

POST-D,c _LOPMENT ROUTING INPUT
_______________ _______________
30.000 5.00
__________________________________ ___-_____________-_____-__ __-_______
Name: 20YR024post
Filename: N:\CHL-LDEV\015476 Wal-Mart SiteCivil\084 Jacksonville\Calcs\Storm\WET POND\090413 Modification\10YR024post
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsiii
Rainfall Amount(in): 6.90
Time(hrs) Print Inc(min)
_______________ _______________
30.000 5.00
____________________________________________________________________________________________________
Name: IYR024post
Filename: K:\CHL-LDEV\015476 Wal-Mart SiteCivil\084 Jacksonville\Calcs\Storm\WET POND\090413 Modification\1YRO24post.
Override Defaults: Yes
Storm Duration(hrs) : 24.00
Rainfall File: Scsiii
Rainfall Amountlin) : 3.70
Time(hrs) Print Inc(min)
_______________ _______________
30.000 5.00
' ----------------
_____________________________________________________________________
Name: DRAWDOWN POST
Filename: K:\CHL LDEV\015476 Wal-Mart SiteCivil\084 Jacksonville\Calcs\Storm\WET POND\090413 Modification\DRAWDOWN PO
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsiii
Rainfall Amount(in) : 0.00
Time(hrs) Print Inc(mio)
_______________ _______________
30.000 5.00
Routing Simulations a""---sue-=e___=-_-----w------ ----------=--------------__-_--
Name: 02YR24post Hydrology Sim: 02YRO24post
Filename: K:\CHL-LDEV\015476 Wal-Mart SiteCivil\084 Jacksonville\Calcs\Storm\WET POND\090413 Modification\02YR24post.
Execute: Yes Restart: No Patch: No
Alternative: No
I
Max Delta Z(ft) : 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
Start Time(hrs) : 0.000 End Time(hrs) : 24.00
Min Calc Time(sec) : 0.5000 Max Calc Time(sec) : 60.0000
Boundary Stages: Boundary Flows:
Time(hrs) Print Inc(min)
____ _______________
11.000 15.000
14.000 5.000
30.000 15.000
Grow Run
_______________ -----
BASE Yes
__________________ ________________-_-_-____________________________-_____________
Name: 100YR24po5t Hydrology Sim: 100YR024post
Filename: K:\CHL-LDEV\015436 Wal-Mart SiteCivil\084 Jacksonville\Calcs\Storm\WET POND\090413 Modification\100YR24post
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Time(hrs): 24.00
Min Cato Time(sec): 0.5000 Max Calc Time(sec): 60.0000
Boundary Stages: Boundary Flows:
Interconnected Channel and Pond Routing Model(ICPR) 02002 Streamline Technologies; Inc. Page 5 of 7

POST-DEVELOPMENT ROUTING INPUT
Time(hrs) Print Inc(min)
_______________ _______________
11.000 15 000
14.000 5.600
O 30.000 15.000
oGroup Run
BASE Yes
®
® ___________Name__:---
__
10Y___R24post____-----------
_Hydrology_________Sim:__________10YR024__pos'
__`---------------------------------------
f Filename: K:\CHL-LDEV\015476 Wal-Mart SiteCivil\084 Jacks onville\Cal cs\Storm\WET POND\090913 Modification\SOY R29 post.
Execute: Yes Restart: No Patch: No
IAlternative: No
® Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
® Start Time(hrs): 0.000 End Time(hrs): 24.00
Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000
Boundary Stages: Boundary Floes:
® Time(hrs) Print Inc(min)
_______________ _______________
® 11.000 15.000
14.000 5.000
30.000 25.000
Group Run
BASE Yes
I
® ----------
___---
__________________ _ _ ____________________________________"'
Name: 1YR24post al-Marts Sim: 1YR024 post
Filename: K:\CHL LDEV\01547fi wal-Mart SiteCivil\089 Jacksonville\Gales\Storm\WET POND\090413 Modification\1Y R24 post.I
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Step Ootimizer: 10.0D0
Start Time(hrs): 0.000 End Time(hrs): 24.00
Min Calc Time(sec): 0.50DO Max Cato Time(sec): 60.0000
Boundary Stages: Boundary Flows:
Time(hrs) Print Iac(min)
_______________ _______________
21.000 15.000
14.000 5.000
30.000 15.000
Group Run
_______________ -----
BASE Yes
____________________________________ -____- ____________________
Name: DRAWDOWN POST Hydrology Sim: DRAWDOWN POST
Filename: K:\CHL-LDLV\015476 Wal-Mart SiteCivil\084 Jacksonville\Calcs\Storm\WET POND\090413 Modification\DRAWDOWN PO
Execute: Yes Restart: No Patch: No
asAlternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Time(hrs): 24.00
® Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000
Boundary Stages: Boundary Flows:
® Time(hrs) Print Inc(min)
______ -----__________
® 11.000 15.000
14.000 5.000
® 30.000 15.000
® Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline TechnologieS, Inc. Page 6 of 7

POST-DEVELOPMENT ROUTING INPUT
Group Run
BASE Yes
=-----------a-- --- -------------- --a------------a_--------------�we�
Boundary Conditions �----— -------------------"-""""- `---_-----
------------------------------------------------------------------------------
Interconnected Channel and Pond Routing Model(ICPR) 02002 Streamline Technologies, Inc. Page 7 of 7

POST-DEVELOPMENT HYDROLOGY: INDIVIDUAL BASIN SUMMARY - 1 YR STORM
Basin Name: DA-1
Grouo Name: BASE
Simulation: 1YRD24post
Node Name: DA-1
Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh256
Peaking rater: 256.0
Spec Time Inc (min): 0.67
Comp Time Inc (min): 0.67
Rainfall File: Scsiii
Rainfall Amount (in): 3.700
Storm Duration (hrs): 24.00
Status: Onsite
Time of Cone (min): 5.00
Time Shift (hrs): 0.00
Azea (ac): 12.490
Vol of Unit Hyd (in): 1.000
Curve Number: 95.350
DCIA (9): O.D00
Time Max (hrs): 12.23
Flow Max (cfs): 30.241
Runoff Volume (in): 3.112
Runoff Volume (ft3): 143808.342
--------------------------------------------------------------------------------
Basin Name: DA-2
Group Name: BASE
Simulation: 1YR024post
Node Name: DA-2A
Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh256
Peaking rater: 256.0
Spec Time Inc (min): 0.67
Comp Time Inc (min): 0.67
Rainfall File: Scsiii
Rainfall Amount (in): 3.700
Storm Duration (hrs): 24.00
Status: Onsite
Time of Cone (min): 5.00
Time Shift (hrs): 0.00
Area (ac): 4.080
Vol of Unit Hyd (in): 1.000
Curve Number: 92.780
DCIA (9): 0.000
Time Max (hrs): 12.23
Flow Max (cfs): 9.393
Runoff Volume (in): 2.905
Runoff Volume (ft3): 43028.58B
--------------------------------------------------------------------------------
Basin Name: DA-3
Group Name: BASE
Simulation: 1YR024post
Node Name: DA-3
Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh256
Peaking Pater: 256.0
Spec Time Inc (min): 0.67
Comp Time Inc (min): 0.67
Rainfall File: Scsiii
Rainfall Amount (in): 3.700
Storm Duration (hrs): 24.00
Status: Onsite
Time of Conc (min): 5.00
Time Shift (hrs): O.DO
Area (ac): 0J10
Vol of Unit Hyd (in): 1.000
Curve Number: 89.420
DCIA (i): O.D00
Time Max (hrs): 12.24
Flow Max (cfs): 1.511
Runoff Volume (in): 2.581
Runoff Volume (ft3): 6650.965
Interconnected Channel and Pond Routing Model(ICPR) 02002 Streamline Technologies, Inc. Page I of 1

I
POST-DEVELOPMENT HYDROLOGY: INDIVIDUAL BASIN SUMMARY - 2 YR STORM
Basin Name: DA-1
Group Name: BASE
Simulation: 02YRD24post
Node Name: DA-1
Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh256
Peaking Fator- 256.0
Spec Time Inc (min): 0.67
Come Time Inc (min): 0.67
Rainfall File: Scsiii
Rainfall Amount (in) : 4.400
Storm Duration (hrs) : 24.00
Status: Onsite
Time of Cone (min): 5.00
Time Shift (hrs): 0.00
Area (ac): 12.490
Vol of Unit Hyd (in): 1.000
Curve Number: 95.350
DCIA (e): 0.000
Time Max (hrs): 12.23
Flow Max (cfs): 36.219
Runoff Volume (in): 3.863
Runoff Volume (ft3): 175149.655
----------------------------------------------------------------------------"-
Basin Name: DA-2
Group Name: BASE
Simulation: 02YRO24post
Node Name: DA-2A
Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh256
Peaking Fate.: 256.0
Spec Time Inc (min) : 0.67
Comp Time Inc (min) : 0.67
Rainfall File: Scsiii
Rainfall Amount (in) : 4.400
Storm Duration (hrs): 24.00
Status: Onsite
Time of Conc (min): 5.00
Time Shift (hrs): 0.00
Area (so): 4.080
Vol of Unit Hyd (in): 1.000
Curve Number: 92.780
DCIA (8): 0.000
Time Max (hrs): 12.23
Floe Max (cfs): 11.412
Runoff Volume (in): 3.586
Runoff Volume (ft3): 53103.304
--------------------------------------------------------------------------------
Basin Name: DA-3
Group Name: BASE
Simulation: 02YRO24post
Node Name: DA-3
Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh256
Peaking Fatou 256.0
Spec Time Inc (min): 0.67
Comp Time Inc (min): 0.67
Rainfall File: Scsiii
Rainfall Amount (in): 4.400
Storm Duration (hrs): 24.00
Status: Onsite
Time of Cone (min) : 5.00
Time Shift (hrs) : 0.00
Area (ac) : 0.710
Vol of Unit Hyd (in): 1.000
Curve Number: 89.420
DCIA (6) : 0.000
Time M.ax (hrs): 12.23
Flow Max (cfs); 1.866
Runoff Volume (in): 3.241
Runoff Volume (£t3): 8352.840
Interconnected Channel and Pond Routing Model(ICPR) 02002 Streamline Technologies, Inc. Page 1 of I

POST-DEVELOPMENT HYDROLOGY: INDIVIDUAL BASIN SUMMARY - 10 YR STORM
Basin Name: DA-1
Group Name: BASE
Simulation: 10YR024post
Node Name: DA-1
Basin Type: SCS Unit Hydrocraph
Unit Hydrograph: Uh256
Peaking Fator: 256.0
Spec Time Inc (min): 0.67
Comp Time Inc (min): 0.67
Rainfall File: Scsiii
Rainfall Amount (in) : 6.900
Storm Duration (hrs) : 24.00
Status: Onsite
Time of Conn (min) : 5.00
Time Shift (hrs) : 0.00
Area (ac) : 12.490
Vol of Unit Hyd (in) : 1.000
Curve Number: 95.350
DCIA (%) : 0.000
Time Max (hrs): 12.23
' Flow Max (cfs): 57.744
Runoff Volume (in): 6.345
Runoff Volume (£t3): 287686.670
--------------------------------------------------------------------------------
/ Basin Name: DA-2
Group Name: BASE
Simulation: 10YR024post
Node Name: DA-2A
Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh256
Peaking Fator: 256.0
Spec Time Inc (min): 0.67
Comp Time Inc (min): 0.67
Rainfall File: Scsiii
Rainfall Amount (in): 6.900
Storm Duration (hrs): 24.00
Status: Onsite
Time of Conc (min): 5.00
Time Shift (hrs): 0.00
Area (ac): 4.OBO
Vol of Unit Hyd lin): 1.000
Curve Number: 92.780
DCIA (8): 0.000
Time Max (hrs) : 12.23
Flo. Max (cfs) : 16.537
Runoff Volume (in): 6.045
Runoff Volume (ft3): 89523.624
---------------------------------------------------------------__--_-----------_
Basin Name: DA-3
Group Name: BASE
Simulation: 10YR024post
Node Name: DA-3
Basin Type: SCS Unit 8ydrograph
Unit Hydrograph: Uh256
Peaking Fator: 256.0
Spec Time Inc (min): 0.67
Comp Time Inc (min): 0.67
Rainfall File: Scsiii
Rainfall Amount (in): 6.900
Storm Duration (hrs): 24.00
Status: Onsite
Time of Co.. (min) : 5.00
Time Shift (hrs) : 0.00
Area (ac) : 0.710
Vol of Unit Hyd (in) : 1.000
Curve Number: 89.420
DCIA (%): 0.000
Time Max (hrs): 12.23
Flo. Max (cfs): 3.124
Runoff Volume (in): 5.657
Runoff Volume (ft3): 14578.989
Interconnected Channel and Pond Routing Model(ICPR) 02002 Streamline Technologies, Inc. Page 1 of I

e see ® _ 90 ® ee ® ® 0-� - - eee ® e as
POST-DEVELOPMENT ROUTING RESULTS: 1 YR 24 MR STORM EVENT
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs It It it ft2 hrs cfs hrs cfs
DA-1 POND OUT BASE 1YR24post 0.00 40.320 45.000 0.0000 0 12.61 6.812 0.00 0.000
DA-2 POND OUT BASE 1YR24post 0.00 41.500 45.000 0.0000 0 13.06 0.00 0.000
Interconnected Channel and Pond Routing Model(ICPR) 02002 Streamline Technologies,Inc. Page I of I

POST-DEVELOPMENT ROUTING RESULTS: 2 YR 24 RR STORM EVENT
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft f❑ ft ft2 hrs eta bra CIS
DA-1 POND OUT BASE 02YR24post 0.00 40.320 45.000 0.0000 0 12.55 9.830 0.00 0.000
DA-2 POND OUT BASE 02YR24post 0.00 41.500 45.000 0.0000 0 12.62 1.857 u 0.00 0.000
Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page I of I

sees 0 es
POST-DEVELOPMENT ROUTING RESULTS: 10 YR 24 HR STORM EVENT
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft It It ft2 hrs cfs his cfs
DA-1 POND OUT BASE 10YR24post 0.00 40.320 45.000 0.0000 0 12.48 19.806 0.00 0.000
DA-2 POND OUT BASE 10YR24po3t 0.00 41.500 45.000 0.0000 0 12.67 0.00 0.000
r
Interconnected Channel and Pond Routing Model QCPR) ©2002 Streamline Technologies, Inc. Page 1 of 1

POST-DEVELOPMENT ROUTING RESULTS: 10 YR 24 HR STORM EVENT ELEVATIONS
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft It ft2 hrs cfs hrs cfs
DA-1 BASE 10YR24post 12.48 44.005 45.000 0.0050 43551 12.25 57.225 12.48 19.806
DA-2A BASE 10YR24post 12.64 43.841 45.000 -0.0046 14402 12.25 1B.360 12.25 11.116
DA-2B BASE 10YR24post 12.67 43.832 45.000 -0.0050 16202 12.25 11.116 12.67 3.662
Interconnected Channel and Pond Routing Model(ICPR) 02002 Streamline Technologies, Inc. Page I of I

POST-DEVELOPMENT ROUTING RESULTS: 100 YR 24 HR STORM EVENT ELEVATIONS
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs It It It ft2 hrs cfs hrs cfs
DA-1 BASE 1UDYR24post 12.27 44.419 45.000 0.0050 44675 12.25 82.625 12.27 14.285
DA-2A BASE 100YR24post 12.33 44.389 45.000 0.0032 15685 12.25 26.747 12.30 17.599
DA-2B BASE 100YR24post 12.38 44.203 45.000 0.0038 17073 12.30 17.599 12.35 16.322
Interconnected Channel and Pond Routing Model(ICPR) 02002 Streamline Technologies, Inc. Page 1 of I

.®n=ka
I OUTLET PROTECTION
® DESIGN OF RIPRAP LININGS
Project Information
® Project Name: Jacksonville Sam's Club Expansion
KHA Project#: 015476084
Designed by: JMH Date: 10/28/2008
Revised by: Date:
Revised by: Date:
25
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DIAMETER (Ft.)
Figure 8.06.b.1
All aprons sized using the New York DOT Dissipator Method as outlined by NCDENR(Erosion Control Manual,Section 8.06)
Pipe 10-yr Apron Apron Stone Apron
® Description Diameter Velocity Zone Length Width Class Thickness
(D) (in) (fps) (--) (L) (ft) (P) (ft) (--) (T) (in)
1-FE 24 4A7 1 8 6 A 10
4-FE 18 11.57 2 9 6 B 12
10-FE 42 4.32 2 21 12 B 12
® 30-FE 30 4.14 2 15 9 B 12
® Wet Detention Basin 2 Out 1 18 1 5.24 1 1 1 6 1 4 A 10

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® U.S. ARMY CORPS OF ENGINEERS SECION 404
0
I®

U.S. ARMY CORPS OF ENGINEERS
R'ILMINGTON DISTRICT
Action ID. 2008 2556 County: Onslow USGS Quad: Jacksomiille North
GENERAL PERMIT(REGIONAL AND NATIONWIDE)VERIFICATION
Property Owner : Tony Chow Agent: Kimlev-Horn and Associates
Address: 111 Henderson Drive attn:Tommv Cousins
Jacksonville,NC 28540 4651 Charlotte Park Drive,Suite 300
Charlotte,NC 28217
( Size and location of property(water body, road name/number,town,etc.): The 16.7 acre parcel(Sam's Club
Jacksonville Expansion)is located off Western Blvd Oust north from the intersection with Hwy 17 with an onsite
unnamed tributary that ultimately empties into the Northeast Creek.Onslow County.
Description of projects area and activity: This permit covers a requested impact to 140 linear feet of a relatively
permanent water to facilitate a parking lot expansion with a required stormwater pond.
Applicable Law: ❑X Section 404(Clean Water Act,33 USC 1344)
❑ Section 10(Rivers and Harbors Act,33 USC 403)
Authorization: Regional General Permit Number. _
Nationwide Permit Number NW-39
ATTACHED ARE THE NATIONWIDE CONDMONS AND APPROVED WORK PLAN DRAWINGS.
Your work is authorized by the above referenced permit provided it is accomplished in strict accordance with the attached
conditions and your submitted plans dated 10/1/2008. Any violation of the attached conditions or deviation from your
submitted plans may subject the permittee to a stop work order,a restoration order and/or appropriate legal action.
This verification will remain valid until the expiration date identified below unless the nationwide authorization is modified,
suspended or revoked. If, prior to the expiration date identified below, the nationwide permit authorization is reissued and/or
modified, this verification will remain valid until the expiration date identified below, provided it complies with all requirements of
the modified nationwide permit. If the nationwide permit authorization expires or is suspended,revoked,or is modified, such that the
activity would no longer comply with the terms and conditions of the nationwide permit, activities which have commenced(i.e., are
under construction) or are under contract to commence in reliance upon the nationwide permit, will remain authorized provided the
activity is completed within twelve months of the date of the nationwide permit's expiration, modification or revocation, unless
discretionary authority has been exercised on a case-by-case basis to modify,suspend or revoke the authorization.
Activities subject to Section 404(as indicated above)may also require an individual Section 401 Water Quality Certification. You
should contact the NC Division of Water Quality(telephone[phone])to determine Section 401 requirements.
For activities occurring within the twenty coastal counties subject to regulation under the Coastal Area Management Act(CAMA),
prior to beginning work you must contact the N.C.Division of Coastal Management.
This Department of the Army verification does not relieve the pernittee of the responsibility to obtain any other required Federal,
State or local approvals/permits-
If there are any questions regarding this verification,any of the conditions of the Permit,or the Corps of Engineers regulatory
program,please contact Bmd Shaver at 910-251-4611.
Corps Regulatory Official Id t of UL, Date: 10/20/2008
Expiration Date of Verification: 10/20/2010
The Wilmington District is committed to providing the highest level of support to the public. Io help us ensure we continue to do so,
please complete the attached customer Satisfaction Survey or visit http://wkti .saw.usace.amiv.mi]iWETLANDS/index.htm] to
complete the survey online.
Page 1 of 2

Determination of Jurisdiction:
❑ Based on preliminary information,there appear to be waters of the US including wetlands within the above described project area.
® This preliminary determination is not an appealable action under the Regulatory Program Administrative Appeal Process
(Reference 33 CFR Part 331).
❑ There are Navigable Waters of the United States within the above described project area subject to the permit requirements of
® Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act Unless there is a change in the law or our
published regulations,this determination may be relied upon for a period not to exceed five years from the date of this
notification_
® © There are waters of the US and/or wetlands within the above described project area subject to the permit requirements of Section
0 404 of the Clean Water Act(CWA)(33 USC§ 1344), Unless there is a change in the law or our published regulations, this
' determination may be relied upon for a period not to exceed five years from the date of this notification.
❑ The jurisdictional areas within the above described project area have been identified under a previous action. Please reference
® jurisdictional determination issued— Action ID
® Basis of Jurisdictional Determination: The subject system exhibits an ordinary hieh water mark
Appeals Information (This information applies only to approved jurisdictional determinations,)
® Attached to this verification is an approved jurisdictional determination_ If you are not in agreement with that approved jurisdictional
® determination,you can make an administrative appeal under 33 CFR 331. Enclosed you will find a Notification of Appeal Process
(NAP)fact sheet and request for appeal(RFA)form. If you request to appeal this determination you must submit a completed RFA
form to the following address:
District Engineer, Wilmington Regulatory Division
Attn: Brad Shaver,Project Manager,
Wilmington Regulatory Field Office
P.O. Box 1890
Wilmington,North Carolina 28402-1890
In order for an RFA to be accepted by the Corps,the Corps must determine that it is complete,that it meets the criteria for appeal
under 33 CFR part 331.5,and that it has been received by the District Office within 60 days of the date of the NAP. Should you
decide to submit an RFA form,it must be received at the above address by 12120/2008.
**It is not necessary to submit an RFA form to the District Office if you do not object to the determination in this correspondence-**
Corps Regulatory Official: if#LA
Date 10/20/2008 Expiration Date 1 0/2 012 0 1 0
SURVEY PLATS,FIELD SKETCH,WETLAND DELINEATION FORMS,PROJECT PLANS,ETC,,MUST BE
ATTACHED TO THE FILE COPY OF THIS FORM,IF REQUIRED OR AVAILABLE.
® Copy Furnished:
® NCDENR-DWQ attn:Joanne Steenhuis 127 Cardinal Drive Extension Wilmington,NC 28405
Page 2 of 2

Action ID Number:2008 2SS6 County:Onslow
Permittee: Tonv Chow
Date Verification Issued: 10/20/2008
Project Manager: Shaver
Upon completion of the activity authorized by this permit and any mitigation required by the permit,
sign this certification and return it to the following address:
US ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
WILMINGTON REGULATORY FIELD OFFICE
POST OFFICE BOX 1890
WILMINGTON,NORTH CAROLINA 28402-1890
Please note that your permitted activity is subject to a compliance inspection by a U. S. Army Corps of
Engineers representative. If you fail to comply with this permit you are subject to permit suspension,
modification, or revocation.
I hereby certify that the work authorized by the above referenced permit has been completed in
accordance with the terms and condition of the said permit,and required mitigation was completed in
accordance with the permit conditions.
Signature of Permittee Date

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Cut=11244yards F71=6590,--
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( 27,776 SF EXPANSION(APPROX) I I 1
111,849 SF EGSTING SAMS 1
p I I 139,625 SF PROPOSED TOTAL
—— — DA-3 =`s„
I I AREA = 0.71 ACRES
DA 1 — < \ .ram, I CN = 89.42 0
' AREA = 12.49 ACRES —� — — — — 1 U 1 I, =6
CN =95.35 I + Tc =5.0 Minutes
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1 inch = 150 ft.

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/ Net=4654`!arts CUT LL
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—— — — ———— — — — — Tc = 5.OMinutes RL
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WESTERN BOULEVARD-N.C.S.FF 470 ---a_ - 9 g? w`
IN FEET ) SgeeeW
Ex-ad0"s"^ [x-Rov Ex-Rov x-Rov Ck'R5Y' 1 inch = 150 fL 4^ y^