19990243 Ver 1_COMPLETE FILE_19990317

State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
Kerr T. Stevens, Director
NC ENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
March 31, 1999
Cabarrus County
DWQ Project # 990243 APPROVAL of
401 Water Quality Certification and ADDITIONAL CONDITIONS, WRP
Ald; Inc.
Att: David Niekamp
8301 University Executive Par'Dave
Suite 110
Raleigh N.C. 28262
Dear Mr. Neikamp
You have our approval, in accordance with the attached conditions and those listed below, to place fill
material in 475 linear feet of waters for the purpose of constructing a food store at Ald; Inc. site Cabamts County, as
you described in your application dated 10 March, 1999. After reviewing your application, we have decided that
this fill is covered by General Water Quality Certification Number 3108.This certification allows you to use
Nationwide Permit Number 26 when the Corps of Engineers issues it. In addition, you should get any other federal,
state or local permits before you go ahead with your project including (but not limited to) Sediment and Erosion
Control, Coastal Stormwater, Non-Discharge and Water Supply Watershed regulations. This approval will expire
when the accompanying 404 or CAMA permit expires unless otherwise specified in the General Certification.
This approval is only valid for the purpose and design that you described in your application except as
modified below. If you change your project, you must notify us and you may be required to send us a new
application for a new certification. If the property is sold, the new owner must be given a copy of this Certification
and approval letter and is thereby responsible for complying with all conditions. If total wetland fills for this
project (now or in the future) exceed one acre, compensatory mitigation may be required as described in 15A NCAC
2H .0506 (h). For this approval to be valid, you must follow the conditions listed in the attached certification and
any additional conditions listed below.
1. Deed notifications or similar mechanisms shall be placed on all lots with remaining jurisdictional
wetlands and waters to notify the state in order to assure compliance for future wetland and/or water
impact. These mechanisms shall be put in place within 30 days of the date of this letter or the
issuance of the 404 Permit (whichever is later).
2. An additional condition is that a final, written stormwater plan including a wet detention basin must be
approved by DWQ before wetland (or stream) impacts occur. Also, before any building is occupied at the
subject site the stormwater treatment facilities shall be constructed and operational and the stormwater
management plan be implemented.
We understand that you have chosen to contribute to the Wetland Restoration Program in order to compensate
for these impacts to wetlands and/or streams. In accordance with 15A NCAC 2R.0402, this contribution will
satisfy our compensatory mitigation requirements under 15A NCAC 2H.0506(h). According to 15A NCAC 2H
.0506(h), feet of restoration will be required. Until the Wetland Restoration Program receives and clears your check
(made payable to: DEHNR - Wetland Restoration Program), wetland or stream fill shall not occur. Mr. Ron Ferrell
should be contacted at 919-733-5083 ext. 358 if you have any questions concerning the Wetland Restoration
Program. You have one month from the date of this Certification to make this payment. For accounting purposes,
this Certification authorizes the fill of 475 feet of streams, in 030711 river and subbasin and 475 feet of
riparian restoration are required. Please be aware that the Wetland Restoration Program (WRP) rules
require rounding of acreage amounts to one-quarter acre increments (15A 2R .0503(b)).
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You must
act within 60 days of the date that you receive this letter. To ask for a hearing, send a written petition which
conforms to Chapter 150B of the North Carolina General Statutes to the Office of
Division of Water Quality • Environmental Sciences Branch
Non-Discharge Branch, 4401 Reedy Creek Rd., Raleigh, NC 27607 Telephone [phone] FAX # [phone]
An Equal Opportunity Affirmative Action Employer • 50% recycled/10% post consumer paper
Administrative Hearings, P.O. Box 27447, Raleigh, N.C. 27611-7447. This certification and its conditions are final
and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act.
If you have any questions, please telephone John Dorney at 919-733-1786.
Attachment
cc: Wilmington District Corps of Engineers
Corps of Engineers Asheville Field Office
Mooresville DWQ Regional Office
Mr. John Dorney
Central Files
Ron Ferrell; Wetland Restoration Program
Todd St. John
Pe?Sic l
S tevens
f
990243.1tr
NORTH CAROLINA-DIVISON OF WATER QUALITY
401 WATER QUALITY CERTIFICATION
SUMMARY OF PERMITTED IMPACTS AND MITIGATION REQUIREMENTS
In accordance with 15A NCAC 2 H .0500, Aldi; Inc. has permission as outline below for the purpose(s) of
proposed food store. All activities associated with these authorized impacts must be conducted with the conditions
listed in the attached cetification transmitttal letter. THIS CERTIFICATION IS NOT VLID WITHOUT THE
ATTACHMENTS.
COMPENSATORY MITIGATION REQUIREMENT WETLAND RESTORATION PROGRAM
LOCATION: Wolf Meadow Branch
COUNTY: Cabarrus
BASIN/SUBBASIN: 030711
As required by 15A NCAC 2H .0506, and the conditions of this certification, you are required to compensate
for the above impacts through the restoration, creation, enhancement or preservation of wetlands and surface waters
as outlined below prior to conducting any activities that impact or degrade the waters of the state.
Note: Acreage requirements proposed to be mitigated through the wetland Restoration Programs must be rounded
to one-quarter acre increments according to 15 2r.0503(b)
acres of Class WL wetlands
acres of riparian wetland
acres of non-riparian wetlands
acres of Class SWL wetlands
475 linear feet of stream channel
- (other)
One of the options you have available to satisfy the compensatory mitigation requirements is through the
payment of a fee to the Wetlands Restoration Fund per NCAC 2R .0503. If you choose this option, please sign this
form and mail it to the Wetlands Restoration Fund at the address listed below. An invoice for the appropriate
amount of payment will be sent to you upon receipt of this form. PLESES NOTE, THE ABOVE IMPACTS ARE
NOT AUTHORIZED UNTIL YOU RECEIVED NOTIFICATION THAT YOUR PAYMENT HAS BEEN
PROCESSED BY THE WETLANDS RESTORATION PROGRAM.
Signature Date
WETLANDS RESTORATION PROGRAM
DIVISON OF WATER QUALITY
P.O. BOX 29535
RALEIGH, N.C. 27626-0535
[phone] ext. 358
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
Kerr T. Stevens, Director
Mr. David Niekamp
Aldi, Inc.
8301 University Executive Park Drive
Suite 110
Charlotte, NC 28202
Dear Mr. Gavin:
A4?j?
NCDENR
DIVISION OF WATER QUALITY
June 4, 1999
Subject: Stormwater Ponds
Aldi, Inc.
Cabarrus County, NC
DWQ# 990243
This Office is in receipt of the plans dated May 18, 1999 for the stormwater management
pond at the subject facility prepared on your behalf by Freeland and Kauffman, Inc. and
submitted to the Division on Staff from the Wetlands Unit reviewed the lan_1 and
found them acceptable Also, please find the attached c eck rom ree an an Kauffman that is
eing returne to you as no fee was necessary to review the stormwater management plan.
If you have axe questions regarding this matter, please contact Mr. Todd St. John at (919)
733-1786. ff
Sincerely,
n John R. Domey
t? Wetlands Unit Supervisor
cc: Mr. Todd St. John, Wetlands Unit ?- t
Mooresville Regional Office
}
(Oad w '/C*t"
tlf? 9
4401 Reedy Creek Road, Raleigh, NC 27607 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper
NCDENR
DIVISION OF WATER QUALITY
May 26, 1999
Memorandum To: John Dorney
From: Todd St. John
Subject: Aldi
Cabarrus County
DWQ# 990243
Please find the attached plans for the Aldi wet detention basin. As we discussed
the basin has 2:1 side slopes (that will be stabilized with staked sod); however, the
surface area is twice the required size. As such I recommend the plans be approved.
Re: Aldi
Subject: Re: Aldi
Date: Tue, 25 May 1999 13:59:45 -0700
From: "John Dorney" <[e-mail]> Internal
To: "Todd St. John" <[e-mail]>
make it so number one (or number whatever!)
"Todd St. John" wrote:
> In reference to the Aldi Food Store project in Cabarrus County:
> They have proposed what appears to be an adequate stormwater wet
> detention pond except for it has 2:1 sisde slopes. However, the pond
> will have double the reqired surface area. I assume it was designed this
> way due to detention requirements by Concord or Cabarrus County. Soils
> in the area tend to be more stable because of high clay content so 2:1
> slopes may be acceptable in this case. Also, the design includes a
> littoral shelf just below the pond surface with 4:1 slopes which should
> make the pond safer than it would be with just 2:1 slopes. I think we
> should allow the 2:1 slopes considering the fact that the surface area
> is approximately twice as large as required. Do you agree?
4CO
1 of 1 5/26/99 F
)
Project No. DWQ 990243
Project Name: Aldi
SUBMITTED DESIGN:
REQUIRED DESIGN:
elevations status
Bottom of Basin (ft) 6665
Permanent Pool (ft) 669.5 3 ft. depth ok
Temporary Pool (ft) 670.55 1.05 ft. depth ok
areas
Permanent Pool SA (sq ft)
6094
3087 sq. ft.
ok
Drainage Area (ac) 2.556
Impervious Area (ac) 1.806 70.7 % -

volumes
Permanent Pool (cu ft) 6600
Temporary Pool (cu ft) 6894 6364 cu. ft. ok
Forebay (cu ft) 1350 20.5 % ok

other parameters
SA/DA 2.79 2.77 - eq diameter
Orifice Diameter (in) 2 0.08 cfs drawdown - 3.535534
Design Rainfall (in) 1 1.0 day drawdown check drawdown
area
9.8175
Linear Interpolation of Correct SAIDA ***
3 ft. Permanent Pool Depth
% impervious SA/DA from Table
Next Lowest 70 2.75
Project Impervious 70.7 2.77
Next Highest 80 3.1
NOTES*
*This spreadsheet is designed to perform a quick preliminary check of design requirements and should not
be considered a complete evaluation of any project. Use 'tab' instead of 'enter' to automatically advance
to the next data entry window.
**This spreadsheet is designed to roughly calculate the draw-down time using the average temporary pool
depth and the orifice equation to estimate the change in driving head over time.
***Calculation of the required design parameters requires the SA/DA be computed in the linear
interpolation table provided. If the project % impervious is an even value that can be found directly in
the table then enter this as either the next higher or lower value and complete the table.

State of North Carolina
ent of Environment and Natural Resources
Division of Water Quality
AGEMENT PERMIT APPLICATION FORM
may be photocopied for use as an original
I.
1. AppliclK ria?ftecify the name of the corporation, individual, etc. who owns the project):
` Aldi, Inc.
2. Print Owner Signing Official's name and titl (the person who is legally responsible for the facility and
its compliance):
Jeffrey J. Newton - Authorized Agent For Aldi, Inc.
3. Mailing Address for person listed in item 2 above:
8301 University Exec. Park Drive Suite 110
Charlotte State NC Zip. 28202
Telephone Number: ( 7 0 4 548-1804
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc.):
Aldi Food Store
5. Location of Facility (street address):
961 Concord Parkway South
City. Concord Cry Cabarrus
6. Directions to facility (from nearest major intersection):
Travel north on U.S. 29 Site is approximately 850' north
cell Commercial Park Drive on the east side of rl _ .q ?a
7. Latitude: 35023' Longitude 8 0° 3 7' of facility
8. Contact person who can answer questions about the facility:
Name Jeffrey J. Newton Telephone Number. ( 864 233-5497
II. PERMIT INFORMATION:
1. Specify whether project is (check one): X New Renewal Modification
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list
the exsjaa Pmt raimber and its issue date (if lmown)
Form SWU-101 April 1998 Page I of 4
,r.. ••r-. Y _- ?yt,c vt Yiu)ct i k4a=%;ac vine):
Low Density High Density Redevelop X General Permit Other
4. Additional Project Requirements (check applicable blanks):
LAMA Major Sedimentation/Erosion Control x_404 -Permit # 1 9 9 9 3 0 5 7 2
III. PROJECT INFORMATION
-,
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project .
A wet detention basin will be installed that meets the design guide-
Lines outlined in the North Carolina-Best Management Practices
This facility should provide at least 85% removal of total suspended
solids.
2. Stormwater runoff from this project drains to the River basin.
3. Total Project Area2. 9 5 -8 acres
4. Project Built Upon Area: 61 %
5. How many drainage basins does the project have?.
6. Complete the following information for each drainage basin. If there are more than two drainage basins in
the project, attach an additional sheet with the information for each basin provided in the same format as
below.
;a$asli?Qi g

o

Receiving Stream Name
v

a
IEaiEi
Unnamed

"Fias
Receiving Stream Class
Drainage Basin Area 2 : 5 5 6 '-Ac.
Existing lm emous* Area 0.00 Ac.
Proposed Imvervious*Area 1 . 8 0 6 Ac.
% Lmvervious* Area (total) 71%
... .:mow::..,
On-site Buildings ..
0.348 Ac. ......... w
On-site Streets 0.00 Ac.
On-site Parkin 1 .366 Ac.
On-site Sidewalks 0.092 Ac.
Other on-site 0. 00 Ac.
Off-site 0. 00 Ac.
Total: S= 1 .8 0 6 Ac.
--t- -w "i Q" &a ucfutcu us = ouIli u-pun area 171cluaing, our nor 11MItea to, ouvaings, roads, parking
areas, sidewalks, gravel areas, etc.
7. How was the off-site impervious area listed above derived? N/A
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
Deed restrictions and protective covenants are required to be recorded for all low density projects and all
subdivisions prior to the sale of any lot. Please see Attachment A for the specific items that must be recorded.
Form SWU-101 April 1998 Page 2 of 4
1j)- ) vul J17'1LCLLULC Delow, you cerary UME me recoraea aeert restncuonS and protective covenants for this project
shall include all the items required by the permit, that the covenants will be binding on all parties and persons
claiming under them, that they will nut 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. AGENT AUTHORIZATION
If you wish to designate submittal authority to another individual or firm so that they may provide
information on your behalf, please complete this section r
Deli atedagentOnd dual orfirm); Freeland and Kauffman, Inc.
Mailing A 209 West Stone Avenue
Greenville Staff SC Mp: 29609
Phone: ( 864 ) 233-5497
Fax ( 864 ) 233-8915
VI. STJBN=AL REQUIREMENTS
This application package will not be accepted by the Division of Water Quality unless all of the applicable
items are included with the submittal
1. Please indicate that you have provided the following required information by signing your initials 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 (see Attachment A)
• Permit application processing fee (see Attachment A)
• Two copies of plans and specifications including:
• Detailed narrative description of stormwater treatment/ management
• Two copies of plans and specifications, including: Ole
- Development/Project name
- Engineer and firm
- Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
-.Details of roads, parking, cul-de-sacs, sidewalks, and curb and"o tter
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
- Drainage basins delineated
- Vegetated buffers (where required)
VII. APPLICANTS CERTIFICATION
I, (print or type name of person listed in General lnfnrniatian, item 2) Jeffrey J. Newton for A 1 d i ,Inc .
certify that the information included on this permit application form is correct, that the project will be
constructed in confo ce with the approved plans, that the deed restrictions in accordance with Attachment
A of this form will b corded with all re ed permit conditions, and that to the best of my knowledge the
proposed project co p ** ept* ients_a-16X NCAC 2H .1000.
Date 5-14-99
Form SWU-101 April 1998 Page 3 of 4
A l-IAC:HMENl A
Y: Deed Restriction Language
The following statements must be recorded for all low density projects and for all projects that involve the
subdivision and selling of lots or outparcels:
1. No more than square feet of any lot, including that portion of the right-of-way between the
edge of pavement and the front lot line, shall be covered 'by impervious structures including
asphalt, gravel, concrete, brick, stone, slate or similar material but not including wood decking or
the surface of swimming pools. This covenant is intended to insure continued compliance with the
stormwater permit issued by the State of North Carolina. The covenant may not be changed or
deleted without the consent of the State.
2. No one may fill in, pipe, or alter any roadside Swale except as necessary to provide a minimum
driveway crossing.
NOTE: If lot sizes vary significantly, the owner/developer must provide an attachment listing each lot
number, size and the allowable built-upon area for each lot.
For commercial projects that have outparcels or future development the following statements must also be
recorded:
3. The connection from the outparcel or future area into the stormwater system must be made into the
forebay such that short-circuiting of the system does not occur.
4. All built-upon area from the outparcei or future development must be directed into the permitted
stormwater control system.
5. Built-upon area in excess of the permitted amount will require a permit modification prior to
construction
For curb outlet systems, the following statement in addition to items 1 and 2 above must be recorded:
6. No one may pipe, fill in or alter any designated 100 foot long grassed Swale used to meet the
requirements of NCAC 2H .1008(g).
2 SupplementFormm
The applicable supplement form(s) listed below must be submitted for each BMP specified for this project:
Form SWU-102 Wet Detention Basin Supplement
Form SWU-103 Infiltration Basin Supplement
Form SWU-104 Low Density Supplement.
Form SWU-105 Curb Outlet System Supplement
Form SWU 106 Off-Site System Supplement
Form SWU 107 Underground hiMtration Trench Supplement
Form SWU-108 Neuse River Basin Nutrient Management Strategy Supplement
3. Permit Application Fees (check made payable to NCDENR and submitted to the appropriate Regional
Office)
Type of Permit
Low Density
High Density
Other
Director's Certification
General Permit
New, Modification, or
Late Renewal
$225
$385
5235
$350
$50
Timely Renewal Without
Modification
n/a
$25
n/a
n/a
n/a
Form SWU-101 April 1998 Pale 4 of 4
Permit No.
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
Thu form may be photocopied for use as an original
DW Stormwater Management Plan Review:
A complete stormwater management p an su mittal includes a wet detention basin supplement for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a signed and
notarized operation and maintenance agreement
I. PROJECT INFORMATION (please complete the following information):
Project Name : Aldi Food Store
Contact Person: Jeffrey J. Newton Phone Number: ( 864) 233-5497
For projects with multiple basins, specify which basin this worksheet applies to:
Basin Bottom Elevation
Permanent Pool Elevation
Temporary Pool Elevation
Permanent Pool Surface Area
Drainage Area
Impervious Area
Permanent Pool Volume
Temporary Pool Volume_
Forebay Volume
SA/DA1 used
Diameter of Orifice
Design TSS Removal
666.50
669.50
670.55
6,094
2.556
1.806
6,600
'61894
1,350
2'`: 79
85
ft (average elevation of the floor of the basin)
ft. (elevation of the orifice)
_ ft. (elevation of the discharge structure overflow)
_ sq. ft. - (water surface area at the orifice elevation)
ac. (on-site and off-site drainage to the basin)
ac. (on-site and off-site drainage to the basin)
cu. ft. (combined volume of main basin and forebay)
cu. ft. (volume detained above the permanent pool)
cu. ft.
(surface area to drainage area ratio
in.
% (85% TSS removal required, see item k below)
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 Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Form SWU-102 Rev 1/August 1998 Page 1 of 3
* The temporary pool controls runoff from the 1 inch storm event.
* The basin length to width ratio is greater than 3:1-:
The basin side slopes above the permanent pool are no steeper than 3:1.
1. A submerged and vegetated perimeter shelf at less than 6:1 is provided (show detail).
e. Vegetation above the permanent pool elevation is specified.
f. An emergency drain is provided to empty the basin.
g. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
h. The temporary pool draws down in 2 to 5 days.
i. A trash rack is provided for both the overflow and orifice.
j. The forebay volume is approximately equal to 20% of the total basin volume.
k. Sediment storage is provided in the permanent pool.
1. A 304oot vegetative filter is provided at the outlet2 (include erosive flow calculations)
m. Recorded drainage easement for each basin including access to nearest right-of-way.
n. A site specific operation and maintenance (O&M) plan is provided.
o. A vegetation management/mowing schedule is provided in the O&M plan.
p. Semi-annual inspections are specified in the O&M plan.
q. A debris check to be performed after every storm event is specified in the O&M plan.
r. Specific clean-out benchmarks are specified in the O&M plan (elevation or depth).
s. A legally responsible party is designated in the O&M plan3 (include name and title).
t. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified to be performed prior to use as a wet detention basin.
Footnotes:
1 When using the Division SA/DA tables, the correct SAIDA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
= The requirement for a vegetative filter may be waived if the wet detention basin is designed to meet 90% TSS removal.
3 The legally responsible parry should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
M. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, forebay, non-integrated pretreatment
systems (pretreatment other than forebays), and the vegetated filter if one is provided.
This system (check one) ? does 2 does not incorporate a vegetated filter.
This system (check one) ? does 2 does not incorporate non-integrated pretreatment.
Maintenance activities shall be performs as follows:
After every significant runoff producing rainfall event and at least monthly:
Form SWU-102 Rev 1/August 1998 Page 2 of3
.a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation, grass
cover, and general condition. _
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth. Removed sediment shall be disposed of in an appropriate
manner and shall not be handled in a manner that will adversely impact water quality (i.e. stockpiling near a
wet detention basin or stream, etc.).
The original design depth is: 3.0 0 '
The sediment removal benchmark epth is: 2.25'
5. Remove cattails and other indigenous wetland plants when they cover 75% of the basin surface. These
plants shall be encouraged to grow along the basin perimeter.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the 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.
Print name: Jeffrey J. Newton
Address: 8301 University Exec. Park Drive Suite 110
Phone-.. (704), 704) 548-1 804
Title: Au iz t for Aldi, Inc.
Signature:
Date: 5 _ 14 _
I, Phillip L. Stollar aNotary Public for the State of South Carolina
County of Greenville do hereby certify that Jeffrey J. Newton
personally appeared before me this 14 day of _ May 1999 , and acknowledge the
due execution of the forgoing infiltration system maintenance requirements. Witness my hand and official seal,

My commission expires February 2 2006
SEAL
Form SWU-102 Rev 1/August 1998 Pane 3 of 3
April 1, 1999
To Whom It May Concern:
4400 S. Charleston Pike
P.O. Box 2997
Springfield, OH 45501-2997
Tel: [phone]
FAX: [phone]
Please allow this letter to serve as a Notice of Authorization that Jeffrey J. Newton, P.E. is
authorized to sign, on behalf of Aldi Inc., all permits, applications, or other required documents
necessary for site development.
Thank you.
S7ne y,
Daniel Jtent
Vice PrAldi Inc. - Springfield Division
DJG/tlk
a
STORM DRAIN
CALCULATIONS
a
ALDI FOOD STORE
U.S.# 29
CONCORD, NORTH CAROLINA

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Freeland and Kauffman, Inc.
209 West Stone Avenue
Greenville, South Carolina 29609
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Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length EL Dn EL Up slope down up loss line
(S) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) No.
1 1-2 9.44 18 c 22.0 669.00 669.11 0.500 672.17* 672.35* 0.44 End
2 2-3 9.67 18 c 108.0 669.21 669.75 0.500 672.79* 673.71* 0.23- 1
3 3-4 6.03 18 c 125.0 669.85 670.48 0.504 673.94* 674.35* 0.23 2
4 4-5 2.85 15 c 117.0 670.58 671.17 0.504 674.58* 674.81 * 0.08 3
Project File: Concord-1a.stm I-D-F File: Concord.IDF Total No. Lines: 4 Run Date: 05-13-1999
NOTES: c = circular, e = elliptical; b = box; Return period = 10 Yrs.; * Indicates surcharge condition.
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Page 1
Line Line 1D Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length EL Dn EL Up slope down up loss line
(Cfs) (in) (ft) (ft) (ft) l%) (ft) (ft) (ft) No.
1 21-22 2.84 15 c 20.0 669.26 669.36 0.500 672.17* 672.21* 0.06 End
2 22-23 2.90 15 c 97.0 669.46 669.95 0.505 672.27" 672.47" 0.07 1
3 22-roof 2.28 10 c 5.0 669.95 670.00 1.000 672.54* 672.60* 0.27 2
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Project File: Concord-21.stm I-D-F File: Concord.IDF Total No. Lines: 4 Run Date: 05-13-1999
NOTES: c = circular, e = elliptical; b = box; Return period = 10 Yrs.; ' Indicates surcharge condition.
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FREELAND and KAUFFMAN, INC.
ENGINEERS - LANDSCAPE ARcHmEc7,5
209 West Stone Avenue JobOreenville, South Carolina 29609 JO
JOO No. Date 4
Telephone [phone]
Computed By CL7�
Fax [phone]
Checked By Date
REFERENCE
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Existing 60" CMP
Worksheet for Circular Channel
Project Description
Project File d:\haestad\fmw\concord.fm2
Worksheet Creek Re-Route
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Capacity

Input Data
Mannings Coefficient 0.024
Channel Slope 0.021739 ft(ft
Diameter 60.00 in

Results
Depth 5.00 ft
Discharge 207.99 cfs
Flow Area 19.63 ft2
Wetted Perimeter 15.71 ft
Top Width 0.00 ft
Critical Depth 4.11 ft
Percent Full 100.00
Critical Slope 0.021640 fttft
Velocity 10.59 ftts
Velocity Head 1.74 ft
Specific Energy FULL ft
Froude Number FULL
Ma)amum Discharge 223.74 cfs
Full Flow Capacity 207.99 cfs
Full Flow Slope 0.021739 fttft
04/05/99 FlowMaster v5.15
04:35:01 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Downstream of Pond
Worksheet for Circular Channel
Project Description
Project File d:\haestad\fmw\concord.fm2
Worksheet Creek Re-Route
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Diameter
Input Data
Mannings Coefficient 0.013
Channel Slope 0.006500 ft/ft
Discharge - 208.00 cfs
Results
Depth 59.8 in
Diameter 59.79 in
Flow Area 19.50 ft2
Wetted Perimeter 15.65 ft
Top Width 0.00 ft
Critical Depth 4.11 ft
Percent Full 100.00
Critical Slope 0.006426 ft/ft
Velocity 10.67 ft/s
Velocity Head 1.77 ft
Specific Energy FULL ft
Froude Number FULL
Maximum Discharge 223.75 cis
Full Flow Capacity 208.00 cfs
Full Flow Slope 0.006500 fttft
04/05/99 FlowMaster v5.15
05:04:07 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Pond Outlet Pipe
Worksheet for Circular Channel
Project Description
Project File d:\haestad\fmw\concord.fm2
Worksheet Creek Re-Route
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.010
Channel Slope 0.020000 ft/ft
Diameter 24.00 in
Discharge 21.00 cfs
Results
Depth 12.1 in
Flow Area 1.58 ft2
Wetted Perimeter 3.15 ft
Top Width 2.00 ft
Critical Depth 1.64 ft
Percent Full 50.29
Critical Slope 0.005085 ft/ft
Velocity 13.27 ft /s
Velocity Head 2.74 ft
Specific Energy 3.74 ft
Froude Number 2.63
Maximum Discharge 44.74 cfs
Full Flow Capacity 41.59 cfs
Full Flow Slope 0.005099 ft/ft
Flow is supercritical.
04/05/99 FlowMaster v5.15
07:28:26 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
1 r
Upstream of pond
Worksheet for Circular Channel
Project Description
Project File d:Xhaestad\fmw\concord.fm2
Worksheet Creek Re-Route
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.010
Channel Slope 0.010000 ft/ft
Diameter 48.00 in
Discharge 198.00 cfs
Results
Depth 42.7 in
Flow Area 11.81 if
Wetted Perimeter 9.86 ft
Top Width 2.50 ft
Critical Depth 3.84 ft
Percent Full 88.98
Critical Slope 0.009797 ft/ft
Velocity 16.76 ft/s
Velocity Head 4.37 ft
Specific Energy 7.93 ft
Froude Number 1.36
Mabmum Discharge 200.86 cfs
Full Flow Capacity 186.73 cfs
Full Flow Slope 0.011244 ft/ft
Flow is supercritical.
04/05/99 FlowMaster v5.15
07:26:55 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
• I I'
FREELAND and KAUFFMAN, INC.
ENGINEERS • LANDSCAPE ARCHITECTS
209 West Stone Avenue
Greenville, South Carolina 29609
Telephone [phone]
Fax [phone]
mac,` ?° `„? a
Job Job No. Date
Computed By»
Checked By Date
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Plate 3.18-4
111- 165
0
0
0
STORMWATER
MANAGEMENT REPORT
ALDI FOOD STORE
961 CONCORD PARKWAY SOUTH
CONCORD, NORTH CAROLINA
?4?rNor•rrrrrr
N I;ARp '•.
?i+ ???.•• ESS/ ..9
{ S AL
10565 s
•
Freeland and Kauffman, Inc.
209 West Stone Avenue
Greenville, South Carolina 29609
[phone]
[phone] fax
LI
Introduction 1
Methods and Procedures 1
Analysis 2
Design Summary 2
A. Discharge Summary 2
B. Facility Discharge Summary 3
C. Facility Summary 3
Conclusions 3
Appendices 4
A. USGS Map 5
B. Soils Map 6
C. Pre-Development Drainage Area Map 7
D. Pre-Development TR-55 Computations 8
E. Post-Development Drainage Area Map 11
F. Post-Development TR-55 Computations 12
G. Hydrograph Summary (2-year) 16
H. Pre-Development Discharge Hydrographs (2-year) 17
K. Resevior Report (2-year) 19
L. Post-Development Discharge Hydrographs (2-year) 22
M. Hydrograph Summary (10-year) 28
N. Pre-Development Discharge Hydrograph (10-year) 29
0. Resevior Report (10-year) 31
P. Post-Development Discharge Hydrographs (10-year) 34
Q. Hydrograph Summary (100-year) 40
R. Pre-Development Discharge Hydrograph (100-year) 41
S. Resevior Report (100-year) 43
T. Post-Development Discharge Hydrographs (100-year) 46
r
Tables
Discharge Summary 2
Facility Discharge Summary 3
Facility Summary 3
0
Figures
USGS Map 5
Soils Map 6
Pre-Development Drainage Area Map 7
Post-Development Drainage Area Map 11
Stage / Storage Curve (2-year) 20
Stage / Discharge Curve (2-year) 21
Stage / Storage Curve (10-year) 32
Stage / Discharge Curve (10-year) 33
Stage / Storage Curve (100-year) 44
Stage / Discharge Curve (100-year) 45
r
0
Introduction
The subject property consists of a 2.958-acre parcel of land, which is to be developed into a retail
food store. The majority of the proposed development area is currently a wooded parcel with a
drainage way bisecting the property. The drainage way is fed by approximately 43 acre
watershed. A small area of gravel, which lies in the northwestern portion of the site, was ignored
for the purposes of pre-development runoff calculations. All areas that were not wooded were
considered to be grass covered. The development (the Aldi Food Store) will introduce impervious
area of approximately 1.87 acres, while disturbing approximately 3.0 acres.
The site currently drains in two directions. The majority of the site drains to the existing drainage
1 way, which discharges to the southwest of the property into an existing 60" corrugated metal pipe
and ultimately to Wolf Meadow Branch. The remainder of the site drains onto the adjacent
parking lot for Concord Nissan.
The development of the subject property will include the re-routing of the existing drainage way
through a storm drain system. The majority of the offsite drainage will be collected in the
northeastern portion of the site in the above mentioned storm drain system or will be diverted by a
permanent berm on the south side of the site. Therefore, the majority of the offsite drainage has
been neglected for use in pre-development and post-development portions of this analysis in order
to study the increase in stormwater runoff and pond performance locally. The development will
include the construction of a stormwater management facility in the southern portion of the site.
The stormwater management facility is designed to provide water quality benefits and to manage
the increase in stormwater runoff as a result of the ultimate development. Water quality has been
provided through the use of a permanent pool of water, the use of a forebay for initial settling,
vegetation and the release of the first 1 " of rain over a 2 to 5 day period. The facility has been
designed in accordance with the North Carolina "Stormwater Best Management Practices" for the
removal of at least 85% of the total suspended solids. Stormwater quantity has been managed in
such a way that the 2-year and 10-year pre-development discharge rates will not be exceeded
during the 2-year and 10-year post-development storm events respectively. Additionally, the
facility has been designed to safely release the 100-year post-development storm discharge
through the outlet pipe. All pond design has been performed in conformance with state and local
guidelines.
Methods and Procedures
"Urban Hydrology for Small Watersheds" (TR-55) was used in determining runoff curve numbers
(RCN's) and times of concentration (TA's). The resulting RCN's and Tc's were then entered into
Intelisolve's software package entitled "Hydraflow - Hydrographs," which was used to determine
peak discharge rates, elevation vs. storage and elevation vs. discharge relationships, and routed
storm volumes and discharge rates. The hydrographs generated by this program are based on the
Unit Hydrograph method, and the routings are based on the Storage Indication method. Due to
P Page 1
the fact that the discharge from the pond is being directed into a closed system, the effect of
tailwater was taken into consideration for each design storm. The 2-year tailwater was assumed to
be at the center of the downstream pipe, the 10-year tailwater was assumed to be at the crown of
the downstream pipe, and the 100-year tailwater was assumed to be at the rim of the downstream
manhole. For the purposes of this study, fluctuations of less than 1 cfs were considered negligible
due to the empirical nature of the calculation method.
Analysis
The site is mapped as a combinaflon of Chewacla Sandy Loam, Mecklenburg Loam which are
classified as a type "C" soil by TR-55, and Iredell Loam which is classified as a type "D" soil. The
1 post-development condition was based on proposed ground cover conditions and proposed flow
paths for the areas which discharge into the proposed facility and the areas which bypass the
facility. The points of interest for the purposes of this analysis are indicated on the drainage area
map.
The pre-development hydrograph summaries at each point of interest are shown below. The post-
development composite hydrographs may not exceed the peak discharges during their respective
storm events. Discharge from the pond is controlled through a riser structure. The riser structure
is equipped with a 2" diameter PVC inverted siphon orifice and a 13" low flow orifice set at
different elevations which will provide control of peak discharge during the 2-year and 10-year
design storm events. The 100-year peak discharge is will be released from the pond through the
riser structure.
Design Summary
10
Total Discharge Summary
Nissan
Storm Frequency Pre-Development Post-Development
2-year 3.79 cfs 4.20 cfs
10-year 6.05 cfs 6.55 cfs
100-year 9.35 cfs 9.95 cfs
Creek
Storm Frequency Pre-Development Post-Development
2-year 4.27 cfs 4.22 cfs
10-year 8.29 cfs 8.25 cfs
100-year 14.74 cfs 23.51 cfs
0 Page 2
Facility Discharge Summary
0
Storm Frequency Inflow Outflow Water Surface
Elevation
2-year 12.06 cfs . 2.54 cfs 671.44
10-year 18.00 cfs 5.53 cfs 672.17
100-year 26.59 cfs 19.78 cfs 672.60
Facility Summary
Outlet Pipe
Inverted Siphon Orifice (1 " Rain)
Low Flow Orifice (10-year)
Riser Size
Spillway Length
Emergency Drain
Riser Crest
Conclusions
24" RCP
2" Diameter PVC @ Elev. 669.50
13" Diameter @ Elev. 670.60
4'x2'-8" (Interior) Concrete Box
NCDOT 840.04 W/ 4 12" High Openings
13.33'
4" PVC W/ OS&Y Valve
672.10
The proposed development of the site will include the re-routing of the existing drainage way. The
majority of the approximate 43-acre watershed will be diverted through this storm drain system.
Therefore, the majority of the offsite drainage has been neglected for use in pre-development and
post-development portions of this analysis in order to study the increase in stormwater runoff and
pond performance locally. The proposed stormwater management facility meets or exceeds the
requirements for management of discharge quantity, protection of downstream property, and
safety as required local and state regulations. The facility has been designed and is to be
constructed in conformance with Nationally accepted guidelines.
Additionally, the wet detention pond meets the design criteria of the North Carolina "Stormwater
Best Management Practices" providing at least 85% removal efficiency of total suspended solids
prior to downstream discharge.
0 Page 3
Appendices
USGS Map
Soils Map
Pre-Development Drainage Area Map
Pre-Development TR-55 Computations
Post-Development Drainage Area Map
Post-Development TR-55 Computations
2-Year Hydrograph Summary
2-Year Pre-Development Discharge Hydrographs
2-Year Reservoir Report
2-Year Post-Development Hydrograph Summary
10-Year Hydrograph Summary
10-Year Pre-Development Discharge Hydrographs
10-Year Reservoir Report
10-Year Post-Development Hydrograph Summary
100-Year Hydrograph Summary
100-Year Pre-Development Discharge Hydrographs
100-Year Reservoir Report
100-Year Post-Development Hydrograph Summary
0 Page 4
�ul
0
0

0

AdA

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#

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This soil survey map was compiled by the U. S. Department of
Agriculture, Solt Conservation Service, and cooperating agencies.
Base maps ate orthophotographs prepared by the U. S. Depart-
ment of Interior, Geological Survey from 1976 aerial photography.
Coordinate grid ticks and land division corners, if shown, are
approximately positioned.

5000 4000 3000 2000

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a
as fs?Lrnav wdo a. +v?«Mia tirauyr?s e3ra -m - )NI 'ICI V

6Z ma sn

RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : Aldi - Concord User: CLD Date: 04-02-99
County : Cabarrus State: NC Checked: Date:
Subtitle: Pre-Development
Subarea : US 2 9 •- N ::_tA,,;
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab.)
Open space (Lawns,parks etc.)
Good condition; grass cover > 75% - - .374(74) .086(80)
Impervious Areas
i Paved parking lots, roofs, driveways
.499(98) -
Total Area (by Hydrologic Soil Group) .873 .086
-------------------------------------------------------------------------------
SUBAREA: US 29 TOTAL DRAINAGE AREA: .959 Acres WEIGHTED CURVE NUMBER: 87
-------------------------------------------------------------------------------
1
I
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : Aldi - Concord User: CLD Date: 04-02-99
County : Cabarrus State: NC Checked: Date:
Subtitle: Pre-Development
Subarea : Pipe-60"C;,#,?
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab.)
Open space (Lawns,parks etc.)
Good condition; grass cover > 75% -
Impervious Areas
Paved parking lots, roofs, driveways -
- .581(74) .399(80)
- .333(98) -
OTHER AGRICULTURAL LANDS
Woods good - - 2.01(70) .296(77)
Total Area (by Hydrologic Soil Group)
2.92 .695
-------------------------------------------------------------------------------
SUBAREA: Pipe TOTAL DRAINAGE AREA: 3.619 Acres WEIGHTED CURVE NUMBER: 75
-------------------------------------------------------------------------------
b
P
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project : Aldi - Concord User: CLD Date: 04-02-99
County : Cabarrus State: NC Checked: Date:
Subtitle: Pre-Development
Subarea #1 - US 29
Flow Type 2 year Length Slope Surface n Area Wp Velocity Time
rain (ft) (ft/ft) code
------- (sq/ft)
-------- (ft) (ft/sec)
---------------- (hr)
------
------------------
Sheet 3.5 -----------
190 ----------
.032 ---
a 0.027
Sheet 40 .05 a 0.052
Shallow Concent'd 180 .027 u 0.019
Time of Concentration = 0.10*
r
------------------ ----------- - Subarea #2 - Pipe -------- ---------------- ------
Flow Type 2 year Length Slope Surface n Area Wp Velocity Time
rain (ft) (ft/ft) code
------ (sq/ft)
--------- (ft) (ft/sec)
---------------- (hr)
------
------------------
Sheet 3.5 -----------
30 ----------
.09 ---
a 0.033
Sheet 270 .09 h 0.415
Shallow Concent'd 60 .055 u 0.004
Open Channel 100 3 0.009
Time of Concentration = 0.46*
--- Sheet Flow Surface Codes -- -
A Smooth Surface F Grass, Dense --- Shallow Concentrate d ---
B Fallow (No Res.) G Grass, Burmuda --- Surface Codes ---
C Cultivated < 20 % Res. H Woods, Light P Paved
D Cultivated > 20 % Res. I Woods, Dense U Unpaved
E Grass-Range, Short J Range, Natural
* - Generated for use by TABULAR method
a
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?FQ??? ?_? tl s n a A A 11.1
X56 6 Ill

RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : Aldi - Concord User: CLD Date: 04-02-99
County : Cabarrus State: NC Checked: Date:
Subtitle: Post-Development
Subarea : US29 --61Ja4--,,k.%;
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab.)
Open space (Lawns,parks etc.)
Good condition; grass cover > 75% - - .353(74) .053(80)
Impervious Areas
Paved parking lots, roofs, driveways - - .590(98) -
Total Area (by Hydrologic Soil Group)
.943 .053
-------------------------------------------------------------------------------
SUBAREA: US29 TOTAL DRAINAGE AREA: .996 Acres WEIGHTED CURVE NUMBER: 89
-------------------------------------------------------------------------------

0
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : Aldi - Concord User: CLD Date: 04-02-99
County : Cabarrus State: NC Checked: Date:
Subtitle: Post-Development
Subarea : Pond
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab.)
Open space (Lawns,parks etc.)
Good condition; grass cover > 75% - - .576(74) .013(80)
Impervious Areas
Paved parking lots, roofs, driveways - - 1.97(98) -
Total Area (by Hydrologic Soil Group) 2.54 .013
-------------------------------------------------------------------------------
SUBAREA: Pond TOTAL DRAINAGE AREA: 2.559 Acres WEIGHTED CURVE NUMBER: 93
-------------------------------------------------------------------------------
b
0

RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : Aldi - Concord User: CLD Date: 04-02-99
County : Cabarrus State: NC Checked: Date:
Subtitle: Post-Development
Subarea : Bypass
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab.)
Open space (Lawns,parks etc.)
Good condition; grass cover > 75% - - .327(74) .409(80)
Impervious Areas
r Paved parking lots, roofs, driveways - - .262(98) -
Total Area (by Hydrologic Soil Group)
.589 .409
-------------------------------------------------------------------------------
SUBAREA: Bypass TOTAL DRAINAGE AREA: .998 Acres WEIGHTED CURVE NUMBER: 83
-------------------------------------------------------------------------------
b
D
I
TIME OF CONCENTRATION AND TRAVEL TIME
Project : Aldi - Concord User: CLD
County : Cabarrus State: NC Checked:
Subtitle: Post-Development
Subarea #1 - US29
Version 2.00
Date: 04-02-99
Date:
Flow Type 2 year Length Slope Surface n Area Wp Velocity Time
rain (ft) (ft/ft) code
--- (sq/ft) (ft) (ft/sec) (hr)
---------------------------------
-------
Sheet -------------
3.5 --------
150 --------
.05 -------
a 0.019
Sheet 20 .06 a 0.028
Shallow Concent'd 130 .026 u 0.014
Shallow Concent'd 60 .026 p 0.005
Time of Concentration = 0.07*
r
Subarea #2 - Pond
Flow Type 2 year Length Slope Surface n Area Wp Velocity Time
rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr)
-------------------------------------------------------------------------------
Sheet 3.5 220 .4 a 0.011
Open Channel 520 3 0.048
Time of Concentration = 0.06*
Subarea #3 - Bypass
Flow Type 2 year Length Slope Surface n Area Wp velocity Time

----- rain (ft)
-
- (ft/ft) code
---------- (sq/ft) (ft) (ft/sec)
------------------------ (hr)
------
Sheet -
---------------------
3.5 100 ----------
.05 a 0.013
Sheet 70 .15 a 0.052
Open Channel 570 3 0.053
Time of Concentration = 0.12*
--- Sheet Flow Surface Codes -- -
A Smooth Surface F Grass, Dense --- Shallow Concentrate d ---
B Fallow (No Res.) G Grass, Burmuda --- Surface Codes ---
C Cultivated < 20 % Res. H Woods, Light P Paved
D Cultivated > 20 % Res. I Woods, Dense U Unpaved
E Grass-Range, Short J Range, Natural
* - Generated for use by TABULAR method
0
D
C
Hydrograph Summary Report
Page 1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Return
period
(Yrs) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 SCS Runoff 4.3 1 731 16,853 2 - Pre-601n. CMP
3 SCS Runoff 12.1 1 717 26,169 2 - Pond
4 Reservoir 2.5 1 726 18,655 2 3 671.44 13,624 Pond
5 SCS Runoff 1.7 1 730 6,643 2 - - Bypass
7 Combine 4.2 1 728 25,298 2 4+5 - - Post-601n. CMP
9 SCS Runoff 3.8 1 717 7,824 2 - - Pre-Nissan
10 SCS Runoff 4.2 1 717 8,778 2 - - Post-Nissan
Proj. file: A-Concord-3.GPW OF file: Storm.lDF Run date: 05-18-1999
0
1
r
P
Hydrograph Plot
English
Hyd. No. 1
Pre-60in. CMP
Hydrograph type = SCS Runoff Peak discharge = 4.27 cfs
Storm frequency = 2 yrs Time interval = 1 min
Drainage area = 3.62 ac Curve number = 75
Basin Slope = 7.2% Hydraulic length = 460 ft
Tc method = USER Time of conc. (Tc) = 27.6 min
Total precip. = 3.50 in Distribution = Type 11
Storm duration = 24 hrs Shape factor = 484
Total Volume = 16,853 cuft
1 - SCS Runoff - 2 Yr - Qp = 4.27 cfs
5-
4-
t 3
Hyd. 1
Ot
2
1
0 5 10 15 20 25
Time (hrs)
D
0
Reservoir Report
Page 1
Reservoir No. 4 - Wet Pond
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation
ft ft
Contour area Incr. Storage Total storage
sqft cult cuft
0.00 669.50
0.50 670.00
1.50 671.00
2.50 672.00
3.50 673.00
4.10 673.60
1
6,094 0 0
6,388 3,121 3,121
7,534 6,961 10,082
8,710 8,122 18,204
9,917 9,314 27,518
10,657 6,172 33,690
Culvert / Orifice Structures
[A] [el [C] [D]
Rise in = 24.0 2.0 13.0 0.0
Span in = 24.0 2.0 13.0 0.0
No. Barrels = 1 1 1 0
Invert El. ft = 667.00 669.50 670.60 0.00
Length ft = 50.0 0.0 0.0 0.0
Slope % = 2.00 0.00 0.00 0.00
N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = - Yes No No
English
Weir Structures
[A] [B]
Crest Len ft = 13.3 0.0
Crest El. ft = 672.10 0.00
Weir Coeff. = 3.00 0.00
Eqn. Exp. = 1.50 0.00
Multi-Stage = Yes No
[C]
0.0
0.00
0.00
0.00
No
Aa
0.0
0.00
0.00
0.00
No
Tailwater Elevation = 665.00 ft
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A
ft cuft ft cfs
0.00 0 669.50 18.52
0.50 3,121 670.00 21.39
1.50 10,082 671.00 26.20
2.50 18,204 672.00 30.25
3.50 27,518 673.00 33.82
4.10 33,690 673.60 35.79
Note: All outflows have been analyzed under inlet and outlet control.
CIv B CIv C CIv D Wr A Wr B Wr C Wr D Discharge
cfs cfs afs as cfs as cfs cfs
0.00 0.00 - 0.00 - - - 0.00
0.07 0.00 -- 0.00 - - - 0.07
0.13 0.70 - 0.00 - - - 0.83
0.16 4.11 --- 0.00 -- - - 4.27
0.12 6.05 - 34.15 - - - 39.87
0.00 6.96 - 73.47 - - - 42.75
0
b
0
0
Wet Pond
5
/ Total
4 Culy A
3 Culv B
/ Culy C
2 Culv D
Weir A
Weir B
/ Weir C
0
0 10 20 30 40 50 / Weir D
Discharge (cfs)

Hydrograph Plot
English
1
1
Hyd. No. 3
Pond
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
2 yrs
= 2.56 ac
3.8%
= USER
= 3.50 in
= 24 hrs
Peak discharge = 12.06 cfs
Time interval = 1 min
Curve number = 93
Hydraulic length = 740 ft
Time of conc. (Tc) = 6 min
Distribution = Type II
Shape factor = 484
Total Volume = 26,169 cuft
3 - SCS Runoff - 2 Yr - Qp = 12.06 cfs
15
10-
Hyd. 3
C
5-
01
0 5 10 15 20
Time (hrs)

Hydrograph Plot
English
r
Hyd. No. 4
Pond
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 3
Max. Elevation = 671.44 ft
Peak discharge
Time interval
Reservoir name
Max. Storage
= 2.54 cfs
= 1 min
= Wet Pond
= 13,624 cuft
Storage Indlcadon method used.
Total Volume = 18,655 cult
4 - Reservoir - 2 Yr - Qp = 2.54 cfs
1
/ Hyd. 3
1
N
V
cY
/ Hyd.4
1
Time (hrs)
0 5 10 15 20 25
D
Hydrograph Plot
English
I
Hyd. No. 4
Pond
Hydrograph type = Reservoir
Storm frequency 2 yrs
Inflow hyd. No. = 3
Max. Elevation = 671.44 ft
Peak discharge
Time interval
Reservoir name
Max. Storage
= 2.54 cfs
= 1 min
= Wet Pond
= 13,624 cuft
Storage Indication method used.
Total Volume = 18,655 cuft
4 - Reservoir - 2 Yr - Max. El. = 671.44 ft
672.
1
671
671
as
w 670
670
669
0 5 10 15 20 25
Time (hrs)
Hydrograph Plot
English
r
0
Hyd. No. 5
Bypass
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Drainage area = 1.00 ac
Basin Slope = 3.8%
Tc method = USER
Total precip. = 3.50 in
Storm duration = 24 hrs
Peak discharge = 1.74 cfs
Time interval = 1 min
Curve number = 83
Hydraulic length = 740 ft
Time of conc. (Tc) = 27.6 min
Distribution = Type II
Shape factor = 484
Total Volume = 6,643 cuft
5 -SCS Runoff -2Yr-Qp= 1.74 cfs
2.0-
1.5-
1.0- / Hyd. 5
0.5-
0.0
0 5 10 15 20 25
Time (hrs)
Hydrograph Plot
English
Hyd. No. 7
Post-60in. CMP
Hydrograph type = Combine
Storm frequency = 2 yrs
1 st inflow hyd. No. = 4
Peak discharge = 4.22 cfs
Time interval = 1 min
2nd inflow hyd. No.= 5
Total Volume = 25,298 cult

D
7 - Combine - 2 Yr - Qp = 4.22 cfs
5
4 Hyd.4
rn 3
CY / 2 Hyd. 5
1-
01 / Hyd. 7
0 5 10 15 20 25
Time (hrs)

r

Hydrograph Plot
English
Hyd. No. 9
Pre-Nissan
Hydrograph type = SCS Runoff Peak discharge = 3.79 cfs
Storm frequency = 2 yrs Time interval = 1 min
Drainage area = 0.96 ac Curve number = 87
Basin Slope = 3.2% Hydraulic length = 410 ft
Tc method = USER Time of conc. (Tc) = 6 min
Total precip. = 3.50.in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Total Volume = 7,824 cuft
9-SCS Runoff -2Yr-Qp=3.79 cfs
4
3-
2- CY Hyd. 9
1
0
0 5 10 15 20 25
Time (hrs)
Hydrograph Plot
English
1

Hyd. No. 10
Post-Nissan
Hydrograph type
Stone frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 2 yrs
= 1.00 ac
= 3.8%
= USER
= 3.50 in
= 24 hrs
Peak discharge = 4.20 cfs
Time interval = 1 min
Curve number = 89
Hydraulic length = 360 ft
Time of conc. (Tc) = 6 min
Distribution = Type II
Shape factor = 484
Total Volume = 8,778 cult
10 - SCS Runoff - 2 Yr Qp = 4.20 cfs
5
4
rn 3
Hyd. 10
2-
1
01 1
0 5 1,0 15 20 25
Time (hrs)
Hydrograph Summary Report
Page 1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Return
period
(yrs) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuft) Hydrograph
description
1 SCS Runoff 8.3 1 730 31,737 10 - - - Pre-60in. CMP
3 SCS Runoff 18.0 1 717 40,170 10 - Pond
4 Reservoir 5.5 1 724 32,209 10 3 672.17 19,773 Pond
5 SCS Runoff 3.0 1 730 11,352 10 - Bypass
7 Combine 8.2 1 725 43,562 10 4+5 - - Post-601n. CMP
9 SCS Runoff 6.0 1 717 12,791 10 - - Pre-Nissan
10 SCS Runoff 6.5 1 717 14,047 10 - Post-Nissan
Proj. file: A-Concord-IGPW OF file: Storm.IDF Run date: 05-18-1999
10
Hydrograph Plot
English
L
P
Hyd. No. 1
Pre-60in. CMP
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 3.62 ac
= 7.2%
= USER
= 5.00 in
= 24 hrs
Peak discharge = 8.29 cfs
Time interval = 1 min
Curve number = 75
Hydraulic length = 460 ft
Time of conc. (Tc) = 27.6 min
Distribution = Type II
Shape factor = 484
Total Volume = 31,737 cuft
1 - SCS Runoff -10 Yr - Qp = 8.29 cfs
10
8
rn 6
Hyd. 1
CJ
4
2
0
0 5 10 15 20 25
Time (hrs)
0
Reservoir Report Page 1
English
Reservoir No. 4 - Wet Pond
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation
ft ft
Contour area Incr. Storage Total storage
sgft cuft cult
0.00 669.50
0.50 670.00
1.50 671.00
2.50 672.00
3.50 673.00
4.10 673.60
0
6,094 0 0
6,388 3,121 3,121
7,534 6,961 10,082
8,710 8,122 18,204
9,917 9,314 27,518
10,657 6,172 33,690
Culvert / Orifice Structures
[A] [B] [C] [D]
Rise in = 24.0 2.0 13.0 0.0
Span in = 24.0 2.0 13.0 0.0
No. Barrels = 1 1 1 0
Invert El. ft = 667.00 669.50 670.60 0.00
Length ft = 50.0 0.0 0.0 0.0
Slope % = 2.00 0.00 0.00 0.00
N-Value = .013 .013 .013 .000
Cirif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = - Yes No No
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A
ft cult ft cfs
0.00 0 669.50 18.52
0.50 3,121 670.00 21.39
1.50 10,082 671.00 26.20
2.50 18,204 672.00 30.25
3.50 27,518 673.00 33.82
4.10 33,690 673.60 35.79
Weir Structures
[A] [B] [C] [D]
Crest Len ft = 13.3 0.0 0.0 0.0
Crest El. ft = 672.10 0.00 0.00 0.00
Weir Coeff. = 3.00 0.00 0.00 0.00
Eqn. Exp. = 1.50 0.00 0.00 0.00
Multi-Stage = Yes No No No
Taiiwater Elevation = 665.00 ft
Note: All outflows have been analyzed under inlet and outlet control.
Clv B Civ C Clv D Wr A Wr B Wr C Wr D Discharge
cfs cfs afs cfs cfs cfs cfs cfs
0.00 0.00 - 0.00 --- - - 0.00
0.07 0.00 - 0.00 -- - - 0.07
0.13 0.70 - 0.00 - - - 0.83
0.16 4.11 -- 0.00 - - - 4.27
0.12 6.05 - 34.15 - - - 39.87
0.00 6.96 - 73.47 --- - - 42.75
b
D
Wet Pond
5-
4-
3-
- a?
-ca
2
1
0
0 10000 20000 30000 40000
Storage (cult)
0
0
1
Wet Pond
5
/ Total
4
Culy A
3 Culv B
/ Culy C

2
U)
/
Culv D
Weir A
1 / Weir B
/ Weir C
0
0 10 iO 30 40 50 Weir D
Discharge (cfs)
Hydrograph Plot
English
1
1
Hyd. No. 3
Pond
Hydrograph type
Storm frequency
Drainage area.
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 2.56 ac
= 3.8%
= USER
= 5.00 in
= 24 hrs
Peak discharge = 18.00 cfs
Time interval = 1 min
Curve number = 93
Hydraulic length = 740 ft
Time of conc. (Tc) = 6 min
Distribution Type II
Shape factor = 484
Total Volume = 40,170 cuft
3 - SCS Runoff -10 Yr - Qp = 18.00 cfs
20-
15
Hyd.3
CY 10
5
0
0 5 10 15 20
Time (hrs)
Hydrograph. Plot
English

1
Hyd. No. 4
Pond
Hydrograph type
Storm frequency
Inflow hyd. No.
Max. Elevation
= Reservoir
= 10 yrs
= 3
= 672.17 ft
Peak discharge
Time interval
Reservoir name
Max. Storage
= 5.53 cfs
= 1 min
= Wet Pond
= 19,773 cult
Storage Indiaatlon method used.
Total Volume = 32,209 cult
4 - Reservoir -10 Yr - Qp = 5.53 cfs
20-
15- / Hyd. 3
CY 10
5
® Hyd.4
0
0 5 10 15 20 25
Time (hrs)
Hydrograph Plot
English
r
Hyd. No. 4
Pond
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 3
Max. Elevation = 672.17 ft
Peak discharge
Time interval
Reservoir name
Max. Storage
= 5.53 cfs
= 1 min
= Wet Pond
= 19,773 cuff
Storage Indication method.used.
Total Volume = 32,209 cuft
4 - Reservoir -10 Yr - Max. E1. = 672.17 ft
673
1
672
671
as
w 670
670
669
Time (hrs)
0 5 10 15 20 25
Hydrograph Plot
English

1
Hyd. No. 5
Bypass
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 1.00 ac
Basin Slope = 3.8%
Tc method = USER
Total precip. = 5.00 in
Storm duration = 24 hrs
Peak discharge = 2.98 cfs
Time interval = 1 min
Curve number = 83
Hydraulic length = 740 ft
Time of conc. (Tc) = 27.6 min
Distribution = Type II
Shape factor = 484
Total Volume = 11,352 cuft
5-SCS Runoff-10Yr-Qp=2.98 cfs
3.0-
2.5-
2.0-
1.5- Hyd. 5
1.0-
0.5-
0.01
0 5 10 15 20 25
Time (hrs)
Hydrograph Plot
English
Hyd. No. 7
Post-60in. CMP
Hydrograph type = Combine
Storm frequency = 10 yrs
1 st inflow hyd. No.= 4
Peak discharge = 8.25 cfs
Time interval = 1 min
2nd inflow hyd. No. 5
Total Volume = 43,562 cuft
1
1
7-Combine -10Yr-Qp=8.25 cfs
10-
8- Hyd. 4
rn 6
Cl / 4 Hyd. 5
2
0 / Hyd. 7
0 5 10 15 20 25
Time (hrs)
Hydrograph Plot
r
0
English
Hyd. No. 9
Pre-Nissan
Hydrograph type = SCS Runoff Peak discharge = 6.05 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 0.96 ac Curve number = 87
Basin Slope = 3.2% Hydraulic length = 410 ft
Tc method = USER Time of conc. (Tc) = 6 min
Total precip. = 5.00 in Distribution = Type it
Storm duration = 24 hrs Shape factor = 484
Total Volume = 12,791 cuft
9-SCS Runoff-10Yr-Qp=6.05 cfs
8
6
0 ,?+? Hyd. 9
C1 4
2
0
0 5 10 15 20 25
Time (hrs)
Hydrograph Plot
r
1
English
Hyd. No. 10
Post-Nissan
Hydrograph type = SCS Runoff Peak discharge = 6.55 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 1.00 ac Curve number = 89
Basin Slope = 3.8% Hydraulic length = 360 ft
Tc method = USER Time of conc. (Tc) = 6 min
Total precip. = 5.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Total Volume = 14,047 cult
10 - SCS Runoff -10 Yr - Qp = 6.55 cfs
8
6
Hyd. 10
CY 4
2
0
0 5 10 15 20
Time (hrs)
Hydrograph Summary Report
Page 1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Return
period
(yrs) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 SCS Runoff 14.7 1 730 56,096 100 - - Pre-601n. CMP
3 SCS Runoff 26.6 1 717 60,952 100 - - - Pond
4 Reservoir 19.8 1 721 52,656 100 3 672.60 23,814 Pond
5 SCS Runoff 4.8 1 730 18,666 100 - Bypass
7 Combine 23.5 1 721 71,322 100 4+5 Post-601n: CMP
9 SCS Runoff 9.3 1 717 20,342 100 - - - Pre-Nissan
10 SCS Runoff 10.0 1 717 21,987 100 - - - Post-Nissan
Proj. file: A-Concord-IGPW OF file: Storm.IDF Run date: 05-18-1999

Hydrograph Plot
English
0
III,
Hyd. No. 1
Pre-60in. CMP
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 3.62 ac
Basin Slope = 7.2%
Tc method = USER
Total precip. = 7.20 in
Storm duration = 24 hrs
Peak discharge = 14.74 cfs
Time interval = 1 min
Curve number = 75
Hydraulic length = 460 ft
Time of conc. (Tc) = 27.6 min
Distribution = Type II
Shape factor = 484
Total Volume = 56,096 cuft
0
III
Reservoir Report
Page 1
English
Reservoir No. 4 - Wet Pond
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation
ft ft
Contour area Incr. Storage Total storage
sgft cuft cuft
0.00 669.50
0.50 670.00
1.50 671.00
2.50 672.00
3.50 673.00
4.10 673.60
D
6,094 0 0
6,388 3,121 3,121
7,534 6,961 10,082
8,710 8,122 18,204
9,917 9,314 27,518
10,657 6,172 33,690
Culvert / Orifice Structures
[A] [B] [C] [D]
Rise in = 24.0 2.0 13.0 0.0
Span in = 24.0 2.0 13.0 0.0
No. Barrels = 1 1 1 0
Invert El. ft = 667.00 669.50 670.60 0.00
Length ft = 50.0 0.0 0.0 0.0
Slope % = 2.00 0.00 0.00 0.00
N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = -- Yes No No
Weir Structures
[A] [13] [C] [D]
Crest Len ft = 13.3 0.0 0.0 0.0
Crest El. ft = 672.10 0.00 0.00 0.00
Weir Coeff. = 3.00 0.00 0.00 0.00
Eqn. Exp. = 1.50 0.00 0.00 0.00
Multi-Stage = Yes No No No
Taiiwater Elevation = 665.00 ft
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A
ft cuft ft afs
0.00 0 669.50 18.52
0.50 3,121 670.00 21.39
1.50 10,082 671.00 26.20
2.50 18,204 672.00 30.25
3.50 27,518 673.00 33.82
4.10 33,690 673.60 35.79
Note: Al outflows have been analyzed under inlet and outlet control.
Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
cfs cfs cfs cfs cfs cfs afs cis
0.00 0.00 - 0.00 - - - 0.00
0.07 0.00 - 0.00 - - - 0.07
0.13 0.70 - 0.00 - - - 0.83
0.16 4.11 - 0.00 - - - 4.27
0.12 6.05 34.15 - - - 39.87
0.00 6.96 - 73.47 - - - 42.75

Wet Pond
5
4
3
2
U
1
0
0 10000 20000 30000 40000
Storage (cuft)

0
r
r
Wet Pond
5
/ Total
4
Culv A
3 Culy B
/ Culy C
Cn 2 / Culv D
Weir A
1 / Weir B
/ Weir C
0
0 10 20 30 40 Weir D
Discharge (cfs)
b
0
Hydrograph Plot
English
r
b
Hyd. No. 3
Pond
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff Peak discharge = 26.59 cfs
= 100 yrs Time interval = 1 min
= 2.56 ac Curve number = 93
= 3.8% Hydraulic length = 740 ft
= USER Time of conc. (Tc) = 6 min
= 7.20 in Distribution = Type II
= 24 hrs Shape factor = 484
Total Volume = 60,952 cuft
3 - SCS Runoff -100 Yr - Qp = 26.59 cfs
30-
25-
20-
15- .
Hyd. 3
10-
5-
01 0 5 1,0 15 20
Time (hrs)
0
It
Hydrograph Plot
English
0

Hyd. No. 4
Pond
Hydrograph type
Storm frequency
Inflow hyd. No.
Max. Elevation
Storage Indication method used.
= Reservoir
= 100 yrs
= 3
= 672.60 ft
Peak discharge
Time interval
Reservoir name
Max. Storage
= 19.78 cfs
= 1 min
= Wet Pond
= 23,814 cuft
Total Volume = 52,656 cuft
4 - Reservoir -100 Yr - Qp = 19.78 cfs
30
25
/ Hyd. 3
20
y
1
CY
10-
5- / Hyd.4
0
0 5 10 15 20 25
Time (hrs)

Hydrograph Plot
English
r,
Hyd. No. 4
Pond
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 3
Max. Elevation = 672.60 ft
Peak discharge
Time interval
Reservoir name
Max. Storage
= 19.78 cfs
= 1 min
= Wet Pond
= 23,814 tuft
Storage Indication method used.
Total Volume = 52,656 cuft
4 - Reservoir -100 Yr - Max. El. = 672.60 ft
673
L
672
/\
671
m
w 670
670
669
0
0 5 10 15 20 25
Time (hrs)
0
Hydrograph Plot
English
r

Hyd. No. 5
Bypass
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 1.00 ac
= 3.8%
= USER
= 7.20 in
= 24 hrs
Peak discharge = 4.83 cfs
Time interval = 1 min
Curve number = 83
Hydraulic length = 740 ft
Time of conc. (Tc) = 27.6 min
Distribution = Type II
Shape factor = 484
Total Volume = 18,666 cult
5-SCS Runoff -100Yr-Qp=4.83 cfs
4
rn 3
Hyd. 5
CY
2
1
0
0 5 10 15 20 25
Time (hrs)
Hydrograph Plot
English
Hyd. No. 7
Post-60in. CMP
Hydrograph type = Combine
Storm frequency = 100 yrs
1st inflow hyd. No. = 4
Peak discharge = 23.51 cfs
Time interval = 1 min
2nd inflow hyd. No. 5
Total Volume = 71,322 cuft
0

7 - Combine -100 Yr - Qp = 23.51 cfs
25-
20- Hyd.4
15-
10- / Hyd.5
5
0 ,! Hyd.7
0 5 10 15 20 25
Time (hrs)
0
Hydrograph Plot
English
1
LI
Hyd. No. 9
Pre-Nissan
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 0.96 ac
= 3.2%
= USER
= 7.20 in
= 24 hrs
Peak discharge = 9.35 cfs
Time interval = 1 min
Curve number = 87
Hydraulic length = 410 ft
Time of conc. (Tc) = 6 min
Distribution = Type II
Shape factor = 484
Total Volume = 20,342 cuft
9 - SCS Runoff - -100 Yr - Op = 9.35 cfs
10
8
N 6
Hyd.9
Cat
4
2
0
0 5 10 15 20
Time (hrs)
0
Hydrograph Plot
English

10
Hyd. No. 10
Post-Nissan
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 1.00 ac
= 3.8%
= USER
= 7.20 in
= 24 hrs
Peak discharge = 9.95 cfs
Time interval = 1 min
Curve number = 89
Hydraulic length = 360 ft
Time of conc. (Tc) = 6 min
Distribution = Type II
Shape factor = 484
Total Volume = 21,987 cuft
10 - SCS Runoff -100 Yr - Qp = 9.95 cfs
10
8
6
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MEMORANDUM
TO: John Dorney
Non=Discharge Branch
Regional Contact: Samar Bou-ghazale
WQ Supervisor: Rex Gleason
Dater 2123,49
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name Aldi, Inc.
Project Number 99 0243
Recvd From APP
Received Date 3/15/99 Recvd By Region 3/19/99
Project Type Stream impact
County Cabarrus
County2
Region Mooresville
Certificates Stream
Permit Wetland Wetland Wetland Stream Class Acres Feet
Type Type Impact Score Index Prim. Supp. Basin Req. Req.
F26 Stream O Y O N F- - 13-17-6-7 F C ?- 30,711. ? ?-
Mitigation Wetland
MitigationType Type Acres Feet
Is Wetland Rating Sheet Attached? Q Y 0 N Did you request more info? Q Y 0 N
Have Project Changes/Conditions Been Discussed With Applicant? Q Y QQ N
Is Mitigation required?p Y O N Recommendation: Q Issue O Issue/fond O Deny
Provided by Region: Latitude (ddmmss) 35-23-50
Longitude (ddmmss) 80-37-45
Comments:
The above lydect was inspected on December 18, 1998 by Samar Bou-Ghazale of this Office.
Crayfish were noted in the stream, therefore, mitigation is required for disturbing more than 150 feet
of stream It is recommended that the 401 certification be issued provided that the proposed
mit]gation is approved by the wetlands gip.
cc: Regional Office
Central Office Page Number 1
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612 Wade Avenue Suite 200 Raleigh, NC 27605 Telephone: [phone] Fax: [phone]
EcoScience
March 10, 1999 AX
Mr. Steve Chapin
U.S. Army Corps of Engineers
Asheville Regulatory Field Office
151 Patton Avenue, Room 143
Asheville, North Carolina 28001-5006
Re: Aldi Inc., Concord Site, Permit Request
Dear Steve:
Aldi Inc. proposed development of a food store with associated amenities to be located adjacent to
Highway US 29 in Concord, Cabarrus County, North Carolina (see attached Figure 1). The site is
approximately 3 acres in size, positioned near the crest of a ridge dividing the drainages of Wolf
Meadow Branch and Irish Buffalo Creek in the Yadkiri/Pee Dee River drainage basin. This site is
in a highly urbanized section of town surrounded by a car dealership to the southwest, a self-storage
lot the south, and bounded by US 29 to the north.
EcoScience Corporation has been retained to assist with environmental planning for the project. The
tract was investigated in July 1998 by our staff. A wetland delineation was conducted as part of field
investigations.
No jurisdictional wetlands were identified on the subject property. However, a small linear
intermittent headwater tributary, approximately 550 feet in length, traverses the site. This bank-to-
bank system is entrenched to bedrock approximately 6 feet below ground level. The width of the
trench varies from 3 to 7 feet at the surface and 2 to 3 feet at the bottom. Water is supplied to this
degraded system by two pipes carrying stormwater runoff from a series of large commercial
developments and a 4-lane divided highway. This system is subject to jurisdictional consideration
under Section 404 of the Clean Water Act (33 CFR 320 et seq). Information on this determination
was forwarded to you on August 19, 1999, and we have received verbal confirmation accepting this
determination.
The position of this degraded system through the center of the property has limited avoidance and
minimization opportunities. Approximately 475 linear feet of degraded stream channel will be
impacted by development. However, the current system will be culverted, allow for continued
-1-
stormwater conveyance through this system. Stormwater treatment has been proposed on the subject
property, including a 0.1 acre stormwater basin sized for a 10-year storm event and for treatment of
runoff from an increase in impervious surfaces caused by development. Erosion control measures
will include the use of diversion dikes, silt fencing, and inlet protection at storm drains (use of stone
filters).
We understand proposed impacts can be authorized under Nationwide Permit (NP) #26 (33 CFR 330
Appendix A). By copy of this letter, we are requesting NWP #26 review and concurrence from your
office.
In support of NWP #26 issuance, 401 Water Quality Certification is required from the N.C. Division
of Water Quality (DWQ)., Mr. Samar Boughazale from the regional DWQ office, visited the Aldi
Concord site on December 18, 1998. Mr. Boughazale sampled the site and found evidence of
aquatic life in the stream. Mitigation is therefore required for project related impacts. Aldi Inc.
proposes to acquire needed mitigation from the N.C. Wetland Restoration program for 475 linear
feet of stream impact. By copy of this letter and completed Pre-Construction Notification (PCN)
application package (7 copies provided), we are requesting review and concurrence from DWQ for
Water Quality Certification. We understand that payment in the amount of $59,375.00 will be
forwarded to NCWRP as a condition of 401 issuance.
If I can provide additional information to assist in your review of this project, please feel free to call
contact me at your convenience. We would appreciate your immediate attention to this matter.
Sincerely,
ECOSCIENCE CORPORATION
A?e?x KA?
Jerry McCrain, Ph.D, CEP
President
cc: Mr. John Dorney, DWQ
Mr. Jeff Newton
Mr. David Niekamp
-2-
c \+11t2?C%b!?
d ? 11P 1 Ake ? e• : r?'•,• ?.-?1 , . _ :•\ pY/ %ii - - ? ?t $de
- - Ala): ?•b/ T .?--;;,. .?• ??. ? 8 ? - '=? / _ ?..
-ben
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Site Location' n, r ..?` ''? - 1...a? _ - -'; =_ - Tc
' ?_ 1 v + ? ?4;/ . 650 \ , t
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EcoScience
19 Corporation
612 Wa Avenue. S.* 200
Raleigh, Norm Ca otma 27605
919 828 3433 fax: [phone]
Dwn. by:
MAF FIGURE
Cka by: JRM
Date:
3/12/99
Protect:
98-059
DEM ID: CORPS ACTION ID:
NATIONWIDE PERMIT REQUESTED (PROVIDE NATIONWIDE PERMIT #): 26
PRE-CONSTRUCTION NOTIFICATION APPLICATION
FOR NATIONWIDE PERMITS THAT REQUIRE:
1) NOTIFICATION OF THE CORPS OF ENGINEERS
2) APPLICATION FOR SECTION 01 CERTIFICATION
3) COORDINATION WITH THE NC DIVISION OF COSTAL
MANAGEMENT
SEND THE ORIGINAL AND (1) COPY OF THIS COMPLETED FORM TO THE
APPROPRIATE FIELD OFFICE OF THE CORPS OF ENGINEERS (SEE AGENCY
ADDRESSES SHEET). SEVEN (7) COPIES SHOULD BE SENT TO THE N.C. DIVISION
OF ENVIRONMENTAL MANAGEMENT (SEE AGENCY ADRESSES SHEET). PLEASE
PRINT
1. OWNERS NAME: Aldi Inc Attn: Mr. David Niekamp
2. MAILING ADDRESS: 8301 University Executive Park Drive, Suite 110
SUBDIVISION NAME: NfA
CITY: Raleigh STATE: NC ZIP CODE: 28262
PROJECT LOCATION ADDRESS, INCLUDING SUBDIVISION NAME (IF DIFFERENT
FROM MAINLING ADDRESS ABOVE): US Route 29 (Concord Parkway) between two
functions with Commercial Drive loop road (see attached copy of USGS quad map)
3. TELEPHONE NUMBER (HOME): [phone] WORK: [phone]
4. IF APPLICABLE: AGENT'S NAME OR RESPONSIBLE CORPORATE OFFICIAL,
ADDRESS, PHONE NUMBER: David Niekamp Director of Real Estate, 8301
University Executive Park Drive Suite 110, Charlotte NC 28262
5. LOCATION OF WORK (PROVIDE A MAP, PREFERABLY A COPY OF USGS
TOPOGRAPHIC MAP OR AERIAL PHOTOGRAPHY WITH SCALE):
COUNTY: Cabarrus NEAREST TOWN OR CITY: Concord
SPECIFIC LOCATION (INCLUDE ROAD NUMBERS, LANDMARKS, ECT.): The site is
located on the south side of US 29, immediately east of a Nissan automobile
dealership and immediately north of a self-storage lot.
6. IMPACTED OR NEAREST STREAM/RIVER: Wolf Meadow Branch (not directly
impacted) RIVER BASIN: Yadkin/Pee Dee
7a. IS THE PROJECT LOCATED NEAR WATER CLASSIFIED AS TROUT, TIDAL
SALTWATER (SA), HIGH QUALITY WATERS (HQW), OUTSTANDING RESOURCE
WATERS (ORW), WATER SUPPLY (WS-I OR WS-II)? YES NO X
IF YES EXPLAIN:
7b. IS THE PROJECT LOCATED WITHIN A NORTH CAROLINA DIVISION OF
COASTAL MANAGEMENT AREA OF ENVIRONMENTAL CONCERN (AEC)?
YES _ NO X
7c. IF THE PROJECT IS LOCATED WITHIN A COASTAL COUNTY SEE PAGE 7 FOR
LIST OF COASTAL COUNTIES), WHAT IS THE LAND USE PLAN (LUP) DESIGNATION?
8a. HAVE ANY SECTION 404 PERMITS BEEN PREVIOUSLY REQUESTED FOR USE
ON THIS PROPERTY? YES NO X IF YES, PROVIDE ACTION I.D.
NUMBER OF PREVIOUS PERMIT AND ANY ADDITIONAL INFORMATION (INCLUDE
PHOTOCOPY OF 401 CERTIFICATION):
8b. ARE ADDITIONAL PERMIT REQUESTS EXPECTED FOR THIS PROPERTY IN THE
FUTURE? YES X NO IF YES, DESCRIBE ANTICIPATED WORK:
Culverting of approximately 475 linear feet of stream
Construction on more than 7 0 acre of a food mart and associated parking
9a. ESTIMATED TOTAL NUMBER OF ACRES IN TRACT OF LAND: 3.0
9b. ESTIMATED TOTAL NUMBER OF ACRES OF WETLANDS LOCATED ON PROJECT
SITE: N/A
10a. NUMBER OF ACRES OF WETLANDS IMPACTED BY THE PROPOSED PROJECT
BY:
FILLING:
FLOODING:
DRAINAGE:
TOTAL ACRES TO BE IMPACTED:
N/A
10b. (1) STREAM CHANNEL TO BE IMPACTED BY THE PROPOSED PROJECT (IF
RELOCATED, PROVIDE DISTANCE BOTH BEFOREAND AFTER RELOCATION):
LENGTH BEFORE: 524 linear feet FT AFTER: 49 /inear feet FT
WIDTH BEFORE (based on normal high water contours): 3 to 7 feet FT
WIDTH AFTER: 3 to 7 feet placed in culvert and filled FT
AVERAGE DEPTH BEFORE: 2 inches of water: entrenchment up to 6 feet in depth
AFTER: culverted with fill placement to grade
(2) STREAM CHANEL IMPACTS WILL RESULT FROM: (CHECK ALL THAT
APPLY)
OPEN CHANNEL RELOCATION: PLACEMENT OF PIPE IN CHANNEL: X
CHANNEL EXCAVATION: _ CONSTRUCTION OF A DAM/FLOODING: _
OTHER:
11. IF CONSTRUCTION OF A POND IS PROPOSED, WHAT IS THE SIZE OF THE
WATERSHED DRAINING TO THE POND? An on-site 0. 1-acre storm water pond will
be constructed in uplands to treat on-site runoff
WHAT IS THE EXPECTED POND SURFACE AREA?
12. DESCRIPTION OF PROPOSED WORK INCLUDING DISCUSSION OF TYPE OF
MECHANICAL EQUIPMENT TO BE USED (ATTACH PLANS: 8 %2" X 11 " DRAWINGS
ONLY): On-site construction of an approximately 15,150 sq ft Aldi food store and
associated 116 space parking lot fronting US 29 (see attached plan view and cross-
section). Upstream flow through the existing stream will be piped under the
construction and outfall into the existing stream channel. On-site runoff will be treated
in a 0. 1-acre storm water pond (sized for a 10-year storm event). Erosion control
measures will include the use of.- diversion dikes, silt fences, inlet protection for storm
drains (stone filter) stone construction of the entrance road crossing of the stream,
and a temporary ditch/berm around the site perimeter during construction.
EXCAVATION
OTHER:
13. PURPOSE OF PROPOSED WORK: Provide the public with an Aldi food store
convenient to the heavily-traveled US 29 facility.
14. STATE REASONS WHY IT IS BELIEVED THAT THIS ACTIVITY MUST BE
CARRIED OUT IN WETLANDS. (INCLUDE ANY MEASURES TAKEN TO MINIMIZE
WETLAND IMPACTS): The existing stream courses diagonally through the small
proiect site making avoidance impracticableTotal avoidance of the stream would
reduce usable space within the site eliminating the economic feasibility of the
proposed proiect Approximately 25 linear feet of stream will be avoided at both the
upstream and downstream portions of the stream.
15. YOU ARE REQUIRED TO CONTACT THE U.S. FISH AND WILDLIFE SERVICE
(USFWS) AND/OR NATIONAL MARINE FISHERIES SERVICE (NMFS) (SEE AGENCY
ADDRESSES SHEET) REGARDING THE PRESENCE OF ANY FEDERALLY LISTED OR
PROPOSED FOR LISTING ENDANGERED OR THREATENED SPECIES OR CRITICAL
HABITAT IN THE PERMIT AREA THAT MAY BE AFFECTED BY THE PROPOSED
PROJECT. DATE CONTACTED: Not required, according to COE, March 1999.
16. YOU ARE REQUIRED TO CONTACT THE STATE HISTORIC PRESERVATION
OFFICER (SEE AGENCY ADDRESSES SHEET) REGARDING THE PRESENCE OF
HISTORIC PROPERTIES IN 'THE PERMIT AREA WHICH MAY BE AFFECTED BY THE
PROPOSED PROJECT. DATE CONTACTED: Not required, according to COE, March
1999
17. DOES THE PROJECT INVOLVE AN EXPENDITURE OF PUBLIC FUNDS OR THE
USE OF PUBLIC (STATE) LAND?
YES _ NO X (IF NO, GO TO 18)
a. IF YES, DOES THE PROJECT REQUIRE PREPARATION OF AN
ENVIRONMENTAL DOCUMENT PURSUANT TO THE REQUIREMENTS
OF THE NORTH CAROLINA ENVIRONMENTAL POLICY ACT?
YES _ NO
b. IF YES, HAS THE DOCUMENT BEEN REVIEWED THROUGH THE
NORTH CAROLINA DEPARTMENT OF ADMINISTRATION STATE
CLEARINGHOUSE?
YES _ NO _
IF ANSWER TO 17b IS YES, THEN SUBMIT APPROPRIATE DOCUMENTATION FROM
THE STATE CLEARINGHOUSE TO DIVISION OF ENVIRONMENTAL MANAGEMENT
REGARDING COMPLIANCE WITH THE NORTH CAROLINA ENVIRONMENTAL POLICY
ACT.
QUESTIONS REGARDING THE STATE CLEARINGHOUSE REVIEW PROCESS SHOULD
BE DIRECTED TO Ms. CHRYS BAGGETT, DIRECTOR STATE CLEARINGHOUSE,
NORTH CAROLINA DEPARTMENT OF ADMINISTRATION, 116 WEST JONES STREET,
RALEIGH, NORTH CAROLINA 27603-8003, TELEPHONE [phone]
18. THE FOLLOWING ITEMS SHOULD BE INCLUDED WITH THIS APPLICATION IF
PROPOSED ACTIVITY INVOLVES THE DISCHARGE OF EXCAVATED OR FILL
MATERIAL INTO WETLANDS:
a. WETLAND DELINEATION MAP SHOWING'ALL WETLANDS, STREAMS,
LAKES, AND PONDS ON THE PROPERTY (FOR NATIONWIDE PERMIT
NUMBERS 14, 18, 21 ,26, 29, AND 38). . ALL STREAMS
(INTERMITTENT AND PERMANENT) ON THE PROPERTY MUST BE
SHOWN ON THE MAP. MAP SCALES SHOULD BE 1 INCH EQUALS 50
FEET OR 1 INCH EQUALS 100 FEET OF THEIR EQUIVALENT.
b. IF AVAILABLE, REPRESENTATIVE PHOTOGRAPH OF WETLANDS TO BE
IMPACTED BY PROJECT.
C. IF DELINEATION WAS PERFORMED BY A CONSULTANT, INCLUDE ALL
DATA SHEETS RELEVANT TO THE PLACEMENT OF THE DELINEATION
LINE.
d. ATTACH A COPY OF THE STORMWATER MANAGEMENT PLAN IF
REQUIRED.
e. WHAT IS LAND USE OF SURROUNDING PROPERTY? Road facility to
the north Nissan dealership to the west self-stora4e lot to the west, and
current development underway to the east.
f. IF APPLICABLE, WHAT IS PROPOSED METHOD OF SEWAGE
DISPOSAL?
g. SIGNED AND DATED AGENT AUTHORIZATION LETTER, IF APPLICABLE.
NOTE: WETLANDS OR WATERS OF THE U.S. MAY NOT BE IMPACTED PRIOR TO:
1) ISSUANCE OF A SECTION 404 CORPS OF ENGINEERS PERMIT,
2) EITHER THE ISSUANCE OR WAIVER OF A 401 DIVISION OF
ENVIRONMENTAL MANAGEMENT (WATER QUALITY)
CERTIFICATION, AND
3) (IN THE TWENTY COASTAL COUNTIES ONLY), A LETTER FROM THE
NORTH CAROLINA DIVISION OF COASTAL MANAGEMENT STATING
THE PROPOSED ACTIVITY IS CONSISTENT WITH THE NORTH
'SLKGENT'S S
(AGENT'S SIGNATURE VALID ONLY
IF AUTHORIZATION LETTER FROM
THE OWNER IS PROVIDED (18g.))
DATE'
5

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