20000057 Ver 1_Complete File_20000118

DWQ# 000057
Subject: DWQ# 000057
Date: Fri, 04 Oct 2002 10:45:02 -0400
From: "Todd St. John" <[e-mail]>
Organization: DWQ Wetlands Unit
To: [e-mail]
CC: "Todd St. John" <[e-mail]>
Ms. Mills,
Per your correspondence of 9/26/02, I sent copies of the 401 Water
Quality Certification (01/17/01) and later correspondence dated 2/1/02
that references the stormwater management plans. As long as you comply
with the 401 Water Quality Certification and the correspondence dated
2/1/02, there should be no additional approvals required from this
Office.
Todd St. John, P.E.
Environmental Engineer II
DWQ
Wetlands Unit
3
1 of 1 10/4/02 10:45 AM
SEP-26-02 03:20PM FROM-Engineering Services Inc 757-468-4966 T-703 P.001/001 F-109

engineering services inc
September 26, 2002
Civil Engineering
Land Gur'veYing
Gerard P. ®runick, Jr., L.S-
Wo1Lon P. Burkhirrtier, Jr.. P.E.
J. Rendall Royal. P.E.
Ctlr,isropt7E1, T- Aebel. P.E.
C. Cregary Johnson, -
E-Todd St. John, P.E., Environmental Engineer 11 Jo`.eph A, M,?rr,ews, c.L.A.
NCDENRWaterQuality Michaei dt qe r L.S.
EdwsrCJ F. Rud?yG-f`, Jr., L,S-
z321 Crabtree Blvd., Suite 250 cr,r.i=;topher. A. WorKmen, P.S,
Raleigh, NC 27604
Via %Csimile 1(919) 733-6893) and US Postal Service
Reference: PROJECT ID 00344 "C" - THE HOME DEPOT AT MAIN STREET STATION - Broad
Street Extended - Fuquay-Varina, North Carolina
DWQ Project #000057: 401 Quality Certification and
Additional Conditions January 17, 2001
Dear Mr. St John_
Thank you for taking time out of your busy schedule to speak to me about the above
of the approvalpfo roject
the
Pursuant to our telephone conversation, we are formally requesting apoper copy Center in
stormwater ponds associated with the Wal" Mart which is located in Main Street Shopping
Fuquay Varina, NC. It is our understanding that the approval from your office is for the two enhanced s was
designed ponds behind the off from our sitour understanding that one of the e which is adjacent to the Wal*Mart dWe were told tha? salonlg
the post development ent runoff
as we do not modify the ponds, and we keep the impervious area equal to or lower than that which was
approved, there is no need for your office to review our plan-
As advised by you, by copy of this letter, we are informing our client that the BMP on the Home Depot
Parcel will become The Home Depot's responsibility upon closing on the property, With this responsibility
comes the fact that nayou allowed for no planting of turally establish itself Within two years, iIt snouthis pond as an r understanding tthatiafter the two-year
waiting period, your office will be inspecting the site to find out if the landowner has to vegetate the B MP. lease Please prepare a confirmation letier or email
. in either case, we9rethat our spectfu y dregsrt a ding copy of correct, or
grant d email
letter our understanding as necessarypermit and/or any A ila address is?k_o Construct
ofya_corn Should yo des reea y furthee nforrnation or
of confirmation, my
assistance, please contact either Randy Royal of this office or me.
Very truly yours,
ENGINEERING SERVICES OF VIRGINIA, INC.
i%? ) '! ?' I a- ?/'
Kelly O. Mills. EIT
Project Engineer
KDM'km 'r:1PROJECnoo3"'Zt3olin DENRwater Quallty 09-26-".130c
cc: Mr. Nick Bessho/The Home Depot
Ms. Kristi Ashburn/Greenberg Farrow Architecture
Mr. Michael Sorenson/1Nske County
3351 St:oneshore Road
Virginia Beach, VA 23452
1:7573 408-125000
FAX: [phone]
email@engnsrVCS-com
OW AT ??QG Michael F. Easley
Governor
tom-- William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Kerr T. Stevens
Division of Water Quality
February 1, 2002
Main Street Station of NC, LP
Marc Hagle
Main Street Station of NC LP
100 East Sybelia Drive, Suite 225
Maitland, FL 32751
Subject: Stormwater Wetlands
Main Street Station
Wake County, NC
DW Q# 000057
Dear Mr. Fuller:
This Office is in receipt of the request dated January 24, 2001 regarding the stormwater management wetlands
at the subject facility prepared on your behalf by Freeland and Kauffman and submitted to the Division on
January 28, 2001. It is our understanding that both wetlands have been constructed, but that you would prefer
to plant extended detention wetland # 1 instead of extended detention wetland # 2 as indicated in the 401
Water Quality Certification dated January 17, 2001. This Office has no objection and hereby gives you
permission to plant extended detention wetland # 1 and wait two years to plant extended detention wetland #
2, if needed (as indicated in the Certification). This approval does not change the condition in the Certification
except to switch the planting plans of the two wetlands.
If you have any questions regarding this matter, please contact Mr. Todd St. John at [phone].
cc:
Mr. Todd St. John, Wetlands Unit
Raleigh Regional Office
Mr. Scott Stannard, P.E., Freeland and Kauffman, 209 West Stone Avenue, Greenville, NC 29609
file
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd__ Raleigh. NC 27604-2260 (Location)
` State of North Carolina
F
" Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Bill Holman, Secretary
Kerr T. Stevens, Director
This letter completes the review of the Division of
questions, please telephone John Dorney at 919-733-9646.
Attachment
cc: Corps of Engineers Raleigh Field Office
Raleigh DWQ Regional Office
File copy
Central Files
Raleigh Division of Land Resources
Todd St. John
Ben Wilson; ECS, Ltd
n 401 of the Clean Water Act. If you have any

r `
Division of Water Quality • Wetlands/401 Unit
1621 Mail Service Center • Raleigh NC 27669-1621 .Telephone [phone] • FAX # [phone]
An Equal Opportunity Affirmative Action Employer
50% recycled/10% post consumer paper
1 ? •
N.CDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES

Main Street Station/Lodestar
Subject: Main Street Station/Lodestar
Date: Tue, 29 Jan 2002 16:34:11 -0500
From: "Scott Stannard" <[e-mail]>
To: "NCDENR -Todd St. John" <todd.st [e-mail]>
Todd
I talked to the developer. He said he would be happy to plant pond #1 but
one catch. He is supposed to turn the store over to Wal-Mart this week and
obviously can not get the planting done by then. Can he post a bond, letter
of credit, etc., send you a letter stating as such, whatever is needed, to
get NCDENR to agree to sign off on the pond knowing that the planting will
not be done this week but will be done as soon as it can.
Scott K. Stannard, P.E.
Freeland and Kauffman, Inc.
[phone]
1 of 1 2/1/02 2:06 PM
FREELAND and KAUFFMAN, INC.
ENGINEERS - LANDSCAPE ARCHITECTS
January 24, 2002
Affiliate
Freeland-Kauffman
and Fredeen, Inc.
Bentonville, Arkamea5
Mr. Todd St. John
North Carolina Department of
Environment and Natural Resources
Division of Water Quality
4401- Reed Creek Road
Raleigh, N.C. 27607 2 d 2(w
Re: Main Street Station
Fuquay-Varina, N.C.
Dear Mr. St. John:
Per our recent conversation, I air writing to inform you of the n in Fuquay-Varina
regarding Main Street Station.
Per the permit, we are required to inform you of when the pond and plantings are complete. At
this time, both ponds have been constructed and slopes stabilized and outlet structures are,in
place. If you recall, Pond #I was to be allowed to grow naturally and Pond #2 was to be planted
with wetlands plantings per the plan prepared by ECS, Ltd.
Pond #2 was to serve a proposed Home Depot development. Home Depot has not chosen to not
build and we now have a graded site that will not be paved or built upon for some time. Mr. Dave
Parnell, Wake County, and the Contractor are now concerned that if we plant the pond, silt may
enter the pond and kill the plantings.
By virtue of this letter we are asking for your recommendation on how we can finish Pond 2 and
receive final sign-off by your office. As you are aware, Wake County and your office need to give
your approval in order for us to receive the C.O. for Wal-Mart. Thank you for your help in this
matter and we look forward to hearing from you.
Sincerely,
Scott K. Stannard, P.E.
209 West 5tone Avenue - Greenville, South Carolina 29609- Telephone [phone]- Fax [phone]
OAF wAT??QG Michael F. Easley
Governor
Cl) William G. Ross, Jr., Secretary
> 'Department of Environment and Natural Resources
,. Kerr T. Stevens
Division of Water Quality
DIVISION OF WATER QUALITY
March 6, 2001
Memorandum To: John Dorney
From: Todd St. John f
Subject: Main Street Starn
Lodestar Properties
Wake County
DWQ# 000057
The applicant appears to have met the requirements of the 401 WQC with the last submission.
recommend that we approve the project.
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
n1n']001?on /..0.......\ nin 74 c CC0?/i....\ L.H..•:/4.0......rna..?...... .... /..........al......1..I
W AT ?R pG Michael F. Ea
Gove
r William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Kerr T. Stevens
Division of Water Quality
March 6, 2001
Main Street Station of NC, LP
c/o Mr. Stuart Fuller, P.E.
Freeland and Kauffman
209 West Stone Avenue
Greenville, NC 29609
Subject: Stormwater Wetlands
Main Street Station
Wake County, NC
DWQ# 000057
Dear Mr. Fuller:
This Office is in receipt of the plans dated February 20, 2001 for the stormwater management wetlands at the
subject facility prepared on your behalf by Freeland and Kauffman and submitted to the Division on March 2,
2001. Staff from the Wetlands Unit reviewed the plans and found them acceptable. Please note that this
approval shall not be construed as an approval of the dam design for Dam Safety purposes.
Additionally, this Office would like to be informed when the wetlands are completed.
If you have any questions regarding this matter, please contact Mr. Todd St. John at [phone].
*Slie y
Dorn ey
s Unit Supe isor
cc: Mr. Todd St. John, Wetlands Unit
Raleigh Regional Office
file
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
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PI,.ANS .AND SPECIFICATIONS FOR
CONSTRUCTED WETLANDS FOR STORMWATER DETENTION BASINS
MAIN STREET STATION
FUQUAY-VARINA, NORTH CAROLINA
PREPARED FOR;
MAIN STREET STATION OF N.C., L.P.
100 EAST SYBELIA AVENUE, SUITE 225
. MAITLAND, FLORIDA 32751
ECS, LTD. PROJECT NUMBER T-2839
FEBRUARY 23, 200].
';nk:.
FEB-09-2001 FRI 10:17 PM
Slale of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr,, Governor
Bill Holman, Secretary
Kerr T. Stevens, Director
FAX NO.
4 •.
NCDENR
EwRONMENT AND NATURAL RESOURCES
January17, 2001
Wake County
DWQ Project #: 000057
APPROVAL OF 401Qualiity Certification and ADDrf IONAII, CONDITIONS tend Meuse River Huffer Rules
I .oti,aar Properties
181 North Harbin Dr, Ste F
Davidson, NC 28036
P. 01
Dear Sirs,
You have; our approval, in accordasice with the attached conditions and those listed below, to impact 0.78 acres of wetlands. to
construct a development ay US 401 and Broad Street in Fuquay-Varina. as you described in your application dated Janunry 12. 2001.
revised August 18, 2000 and January 4,'_001. After reviewing your application, we have decided that this fill is covered by Ounctul
Water Quality Certification Number 3103. This certiticadon allows you to use Nationwide Permit Number 26 when the Corps of
Engineers issues it. This approval is also valid for the Neuse Inver buffer rules (15A NCAC 2B .033). In addition, you should Let 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 accompati ing
404 or CAM.A permit expires unless otherwise specified in the General Certification.
This approval is only vnlid for the purpose and design that you described in your application except as nioditted below, rr you
change your project, you must notify us and you may be required to send us a new application.. If the property is sold, the new owner
must be given a copy of this Certification and approval letter and is thereby respomible 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 13A
NCAC 2H .0506 (h) (6) and (7). This approval shall expire when the corresponding Nationwide Permit expires or as otherwise provided
in the General Certification. For this approval to be valid. you must follow the conditions listed in the attached certification and any
additional conditions listed below.
1. Decd notifications or similar mechanismq shall be placed on all remaining jurisdictional wetlands and waters or areas within 50
feet of all streams and ponds to notify the state in order to assure compliance for future wctland and/or water impact. These
mechanisms shall be put in place within 30 days of the date of this letter or the issuance orthe 404 Permit (whichcvct is tatgr).
2. 0.78 acres of wetland impact
3. The fill slopo adiacent to and directly north of "Shops D" as shown on the Grading Plan dated January 4, 2001 shall
be removed from zone
4. An additional condition is that a final, written stormwatcr management plan shall be approved in writing by this Office before
the impact specified in this Certification occur. The stormwatcr management plan must include plans and specifications for the
proposed stormwatcr wetlands designed to remove 8590 I*.SS according to the most recent version of the NC DEER soormwawr
Best Management Practices Manual. The plans dated January 4, 2001 and submitted on your behalf by Frcelnnd and Kauffman.
Inc. are adequately sized to meet the above condition; however, the area below the permanent pool elevation trust be contoured
according to the criteria established in the NC DENR Stormwarer Best Management Practices Maitual. Additionally, the
Operation and Maintenance Agreement must be revised to reflect inainicnance required for an extended detention weeiland.
Finally, a planting plun must be developed by qualified North Carolina professional. However, for this project. die Division will
only require that the stormwater wctland labeled Stormwt;atcr Management pond 42 be planted immcdiately. The atermwawr
wetland labeled Stormwatcr Management pond #1 does not have to be planted immediately. This pond shall can be allowed to
naturally vegetate for two years from the date that Stormwatcr bianagcmcrit pond tit is planted. If Stormwater Pond #1 does not
become naturally vegetated in 2 years. then upon written notification from the Division the wutlaud sball be planted according to
the planting plan. Also, before any permanent building is occupied at the subject site, the facilities, as appruved by this Office,
shall be constructed and operational, and the stormwatcr management plan, as approved by this Office, shall be implemented.
The structural storinwater practices as approved by this Offlcc iLS well as die dt;iiuagc parterns must be maintainetl in parpetuity.
No changes to the structural stormwatcr practices shall be made without written authorization from the Division of Water
Quality.
if you do not accept any of the conditions or this cerdlicadun, yuu they ask for an adjudicatory hearing. You muat act within
60 days of the date that you receive this letter. To ask for a hearing, send a written petition, which conforms to Chaptcr 15013 of the
North Carolina Gerieral Statutes to the Office of Administrative Hearings, P.O. Box 27447, Raleigh, N.C. 27611.7417. This
certification and its conditions arc final and binding unless yuu ask for a haaring.
Division of Water Quality - Wetlands/401 Unit
1621 Mail Service Center • Raleigh NO 27669-1621 -Telephone [phone] - FAX # 13y-9959
An Equal Opportunity Affirmative Action Employer
500J. rer..yr.lAtil10°/n post consumer paper
f "N
POND MAINTENANCE REQUIREMENTS
For Extended Detention Wetland
Project Name: Main Street Station Shopping Center -
Permittee: Main Street Station of NC Limited Partnership
Address : _100 East Sybelia Drive. Suite 225, Maitland, FL 32751 Phone No. [phone]
1. Monthly, or after every runoff producing rainfall event, whichever comes first:
A. Inspect the trash rack for each pond; remove accumulated debris, repair / replace
if it is not functioning.
B. Inspect and clear the orifice of any obstructions. If a pump is used as the
drawdown mechanism, pump operation will be checked. A log of test runs of the
pump will be kept on site and made available to DWQ personnel upon request.
C. Inspect the pond side slopes and grassed inlet swales; remove trash, and repair
eroded areas before the next rainfall event.
D. If the pond is operated with a vegetated filter, the filter will be checked for
sediment accumulation, trash accumulation, erosion and proper operation of the
flow spreader mechanism. Repairs/cleaning will be done as necessary.
II. Quarterly (Four times a year):
A. Inspect the collection system (i.e. catch basins, piping, grassed swales) for proper
functioning. Accumulated trash will be cleaned from the basin grates, basin
bottoms, and piping will be checked for obstructions and cleared as required.
B. Pond inlets will be checked for undercutting. Riprap or other energy dissipation
structures will be replaced, and broken pipes will be repaired.
III. Semi-annually (twice a year):
A. Accumulated sediment from the bottom of the outlet structure will be removed.
B. The forebay and exit pool depths will be checked at various points. Sediment
removal is required when the depth of these areas is reduced to 75% of the
original design depth of 3.0 feet for Pond #1 and 3.0 feet for Pond #2.
C. Grassed swales, including the vegetated filter if applicable, will be re-seeded
twice a year as necessary.

POND MAINTENANCE REQUIREMENTS
For Extended Detention Wetland
Project Name: Main Street Station Shopping Center -
Permittee: Main Street Station of NC Limited Partnership
Address : 100 East Sybelia Drive, Suite 225, Maitland, FL 32751 Phone No. [phone]
1. Monthly, or after every runoff producing rainfall event, whichever comes first:
A. Inspect the trash rack for each pond; remove accumulated debris, repair / replace
if it is not functioning.
B. Inspect and clear the orifice of any obstructions. If a pump is used as the
drawdown mechanism, pump operation will be checked. A log of test runs of the
pump will be kept on site and made available to DWQ personnel upon request.
C. Inspect the pond side slopes and grassed inlet swales; remove trash, and repair
eroded areas before the next rainfall event.
D. If the pond is operated with a vegetated filter, the filter will be checked for
sediment accumulation, trash accumulation, erosion and proper operation of the
flow spreader mechanism. Repairs/cleaning will be done as necessary.
II. Quarterly (Four times a year):
A. Inspect the collection system (i.e. catch basins, piping, grassed swales) for proper
functioning. Accumulated trash will be cleaned from the basin grates, basin
bottoms, and piping will be checked for obstructions and cleared as required.
B. Pond inlets will be checked for undercutting. Riprap or other energy dissipation
structures will be replaced, and broken pipes will be repaired.
III. Semi-annually (twice a year):
A. Accumulated sediment from the bottom of the outlet structure will be removed.
B. The forebay and exit pool depths will be checked at various points. Sediment
removal is required when the depth of these areas is reduced to 75% of the
original design depth of 3.0 feet for Pond #1 and 3.0 feet for Pond #2.
C. Grassed swales, including the vegetated filter if applicable, will be re-seeded
twice a year as necessary.
n I-
POND MAINTENANCE REQUIREMENTS
PAGE 2
IV. General:
A. Mowing of the side slopes will be accomplished according to the season.
Maximum grass height will be 6".
B. Cattails are encouraged along the perimeter, however they will be removed when
they cover more than %2 the surface area of the pond. The best time to cut them is
at the end of the growing season, in November. Environmentally sensitive
chemicals for use in killing cattails can also be used. Contact your nearest
Agricultural Extension Agent.
C. The orifice is designed to draw down the pond in the 2-5 days. If drawdown is not
accomplished in that time, the orifice will be replaced with a larger or smaller
orifice. Slow drawdown may be attributed to a clogged system. The source of the
clogging will be found and eliminated.
D. All components of the detention pond systems (2) will be kept in good working
order. Repair or replacement components will meet the original design
specifications as per the approved stormwater plan. If previously approved
components are determined to be ineffective, the component must be redesigned
and/or replaced.
E. Only the stormwater wetland labeled Stormwater Management Pond #2 will be
planted immediately. The stormwater wetland labeled Stormwater Management
Pond #I does not have to be planted immediately. The pond shall be allowed to
naturally vegetate for two years from the date that Stormwater Management Pond
#2 is planted. If Stormwater Management Pond #1 does not become naturally
vegetated in two years, then upon written notification from the Division the
wetland shall be planted according to the planting plan.
F. Maintain wetland vegetation in each of the designed depths (0-9" and 9-18") of
the permanent pool in accordance with the planting plan.
V. Special Requirements:
I, Marc Hagle as CEO of Main Street Station of NC Limited Partnership and Fuquay SC,
Inc, as General Partner, hereby acknowledge that I am the financially responsible party
for maintenance of this detention pond. I will be responsible for the performance of the
maintenance as outlined above, as part of the Stormwater Management Permit received
for this project.
Signature: Date: o (;

STATE OF FLORIDA
COUNTY OF SEMINOLE
I, Mary Otto, a Notary Public for the County and State aforesaid, certify that Marc Hagle
personally appeared before me this day and acknowledged the execution of the foregoing
instrument.
WITNESS my hand and official stamp or seal, this 15th day of February, 2001
tary Public
(NOTARY SEAL/STAMP)
Y MARY L. OTTO
Notary Pubk. State of Florida
My own. sxpfts May 7, 2001
Carom. No. CC 644919
_IDT_?D
FREELAND and KAUFFMAN. INC.
ENGINEERS -LANDSCAPEARCHlmc-r5
MEMORANDUM
Date: February 28, 2001
To: Todd St. John
NCDENR
Division of Water Quality
2321 Crabtree Blvd., Suite 250
Raleigh, NC 27604
- Affiliate
rrs Freeland-Kauffman
/Ij
and Fredeen, Inc.
M
AR Bentonville, Arkansas
2 2901
From: Stuart Fuller
Freeland & Kauffman, Inc.
Subject: Main Street Station of N. C. L.P.
DWQ Project No. 000057
Fuquay Marina, NC Store #2836
Todd,
In response to the comments made on the 401 Additional Conditions, we have made the
following changes:
1) The fill slope adjacent to and directly north of "Shops D" have been pulled back
in order to remove the slope from the 30' Stream Buffer. Please observe this
change on the attached Grading Plan.
2) The Operation and Maintenance Agreement has been revised to reflect
maintenance required for an extended detention wetland. The document also
denotes the normal vegetation of Pond #1. - The original agreement is enclosed for
your records.
3) A planting plan has been developed by an environmental consulting company for
your use. A copy of this plan is included.
4) The ponds have been contoured as requested to allow for different species of
vegetation. We have designed the extended detention wetlands per the
Stormwater Best Management Practices manual.
Please give me a call if you have any questions. ');hank you for your continuous
assistance throughout the duration of this project.
209 West Stone Avenue • Greenville, South Carolina 29609 - Telephone [phone] - Fax [phone]
' PLANS AND SPECIFICATIONS FOR
CONSTRUCTED WETLANDS FOR STORMWATER DETENTION BASINS
MAIN STREET STATION
' FUQUAY-VARINA, NORTH CAROLINA
PREPARED FOR:
' MAIN STREET STATION OF, N.C. L.P.
100 EAST SYBELIA AVENUE, SUITE 225
' MAITLAND, FLORIDA 32751
PREPARED BY:
ENGINEERING CONSULTING SERVICES, LTD.
' P. O. BOX 12015
RESEARCH TRIANGLE PARK, NC 27709
ECS, LTD. PROJECT NUMBER T-2839
' BENJAMIN V. WILSON, P.E.
S(`j(q.fir(. Y
?0??sssu?se7.?°
NCPE REGISTRATION NO. 10361
FEBRUARY '23, 2001

1
TABLE OF CONTENTS
1.0 SPECIFICATIONS FOR WETLANDS FILL ......................................................................... ..........1
2.0`SPECIFICATTONS FOR WETLANDS PLANTS ....................................................»............. ..........2
3.0 OPERATION PROCEDURES ............................................................... .............................. .......... 3
3.2 INTRODUCTION .... ..................................................................................:.:................................. ..........3
3.2 MAINTENANCE PROCEDURES ........................... .................................................................... ..........3

1
1
0 SPECIFICATIONS FOR WETLANDS FILL
1.
1. All procedures will be observed by an experienced geotechnician working under the .direct
supervisionof a geotechnical engineer. No material will be placed in any section of
wetlands until the proper subgrade has been established:

2. No wetlands fill material may be placed in any section of the wetlands unless it has. been
approved and tested in the laboratory by the engineer.
d
t
3. o the desired depth and place
loose and
Fill material in the wetlands area will be placed
graded with a high floatation bulldozer D-6 or smaller.

4. All construction equipment will be kept off of the proposed wetland construction area to
prevent over-compaction of the created:wetland soils.

5. The inspector will make field moisture density test in accordance with ASTIVI D-2.167, D-
1557,. D-2922, or other approved means. Those areas which are over-compacted due to
construction traffic will be loosened by digging with a track backhoe and replacing in-place.
1
1
1
1
1
1

l

CIFICATIONS FOR WETLANDS PLANTS
S
S
PE
CAPING SEQUENCE AND
2 .0 POND
' e
nce
2.1 PondscaPing Sequ
' The pondscaping sequence will be as follows:
1. Temporary stabilization of all disturbed areas to be performed within 72 hours of final grade.
' 2. The aquatic planting window is from April l to June 15.
3. Reconfirm planting elevations one week prior to planting.
4. The planting plan should be revised as necessary, and the site should be staked and flagged.
' 5. De-water wetlands 24 hours prior to planting.
6. Plant wetland, remaining trees and shrubs.
7. Mulch and water stock as needed
8. Inspect landscape twice per year.
9. Reinforce planting at end of first and second growing season.
10. Restrict mowm to designated areas.
' 11. Suppress weeds; and vines on trees and shrubs during years 2 and 3.
' 2.2 Wetlands-Plants byPondscaping Zone
' Plants should be planted in the pondscaping zone as follows:
Pool Denth 0" - Hieh Marsh

Species Quantity Size
Common 3 Square 2000 Containers orpeat pot
Soft-stem bulrush 2000 Containers or peat pot
Lizard's Tail 1000 Containers or peat pot.
Sweet Flag 1000 Containers or peat pot
Rice Cutgrass 1000 Containers or.peat pot_
Sedges 1000 Containers or peat pot
Pool Denth 9" -18": Low Marsh
Species Quantity Size
Duck Potato 1300 Containers or peat pot
Pickerelweed 1200 Containers or peat pot
Arrow Arum 1100 Containers or peat pot
Wild Rice 800 - Containers or peat pot
2

' E
3.0 OPERATION PROCEDUR

3.1 Introduction
' It is important to note that the condition of the wetland and the stormwater detention pond"
depend on numerous, and constantly changing internal and external conditions and. are
evolutionary in nature.' It would be incorrect to assume that the condition of the wetlands and
' detention ponds will not be different at some point in the future. Only through. continued care,
maintenance and inspection can we be assured that the function of the wetlands will be effective.
' '
Maintenance Procedures
3.2
' 1. The wetlands and detention ponds shall be inspected a minimum of twice a year for the first
five years for evaluation of continued effectiveness by the designer. After the first five years. , -
annual inspections shall be performed. Inspections should be conducted with the as-built
' and pondscaping plans in hand and should take specific note of species distribution/survival,
sediment accumulation, water elevations, and condition of the wetlands outlet structure..
Records shall be kept by the engineer and owner so that the. progressive development of the
wetland system over time can be tracked.
2. In the forebay areas and in the detention ponds, if the storage area at the bottom of the
forebay reaches. 40% utilization, the detention ponds will be cleaned out utilizing a track

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that continued high water table is present to ensure function of the wetlands. ?e
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4. Mowing" - the maintenance access areas shall be mowed twice per year to prevent woody
1 growth. All remaining areas can be managed as a wet meadow or forest.

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Main Street Station Shopping Ce, ener
Tricor Development Co. ,.?,ZF
U.S. 401 at Academy Street a
City of Fuquay Varina J?
Wake County, N.C.
STORMWATER MANAGEMENT REPORT
The following is the stormwater management report for the new Main Street Station Shopping
Center to be built along Broad Street near U.S. Highway 401 at Academy Street in Fuquay Varina,
N.C. The site will be developed to contain +/- 154,450 s.f. Wal-Mart Store, 58,584 s.f. of Retail
Shops and a pad site with the potential for further development. The pad site is approximately
11.0 acres. Development will also include all the parking, landscaping and utilities to accompany
the buildings. The layout also contains a small pad in the front of the parking lot for future
development, about 1.5 acres, and a small outparcel on the south side of Broad Street that may
be developed at some point in the future. Also included in this study is about 11.0 acres of off-site
runoff from the south side of U.S. 401. The off-site runoff is picked up by existing piping in U.S.
401 and is dispensed via a 36" pipe near the railroad tracks. This pipe also picks up the drainage
from the railroad right-of-way. Since there is no practical way to pipe the off-site runoff around
our proposed site, we will "treat" this runoff as well and include it in the water quantity
calculations. All graded areas will be immediately stabilized with grass.
Construction will include the buildings plus accompanying parking and landscape areas. The
stormwater system will utilize both sheet flow across the pavement and underground pipes that
will convey runoff to two ponds located at the northwestern edge of the property next to the
small drainage way / intermittent stream. These ponds will be common ponds sized to handle the
Wal-Mart Store, the retail shops, the remaining pad, the outparcels, all of the parking areas, and
the off-site runoff. Per N.C. state regulations, the ponds are sized to handle the first 1 " of runoff
while maintaining the water quality to capture 85% of the total suspended solids (TSS). The ponds
are also sized to control the 10 year storm event to pre-developed levels and will also capture and
store a large portion of the 100 year storm and pass the remaining runoff through the outlet
structures. The P' release will be restricted to be released over a 2 day period. A very small
amount of runoff will directly enter the wet area to the northwest of the site from the grassed
slopes along the north side of the development.
The stormwater ponds will also serve as the sedimentation and erosion control ponds during the
construction phase. This will be accomplished by the availability of 3 feet of depth in each pond
and this will provide more than adequate storage volume for the sediment. The release pipe will be
protected during construction to keep it from being plugged and the ponds will be cleaned of silt
when each has collected one half of its storage volume in sediment. Since the ponds are wet
ponds no dewatering pipe is needed but an emergency release will be provided to allow for
servicing of the outlet structure and pond. After the site has been completely stabilized the ponds
will be cleaned of silt to their final configuration. The erosion and sediment control calculations
are also included in this report.
. ft-
The stormwater runoff calculations shown in this report are based on the SCS TR-55 Method as
required by the City of Fuquay Varina and the North Carolina Department of Environment and
Natural Resources.
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Fuquay Varlha
Main Street Station
Stormwater.Report
Main Street Station Shopping Center
U.S. 401 at Academy Street
Fuquay Varina, N.C.
ORIGINAL SUBMITTAL
December 20, 2000

CAR
o,.?oFESSl
SEAL
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tlot?
k? SST
FREELAND & KAUFFMAN, INC.
ENGINEERS - LANDSCAPE ARCHITECTS
209 WEST STONE AVE.
GREENVILLE, SOUTH CAROLINA 29609
1

Main Street Station Shopping Center
Tricor Development Co.
' U.S. 401 at Academy Street
City of Fuquay Varina
Wake County, N.C.
STORMWATER MANAGEMENT REPORT
1; The following is the stormwater management report for the new Main Street Station Shopping
Center to be built along Broad Street near U.S. Highway 401 at Academy Street in Fuquay Varina,
N.C. The site will be developed to contain +/- 154,450 s.f. Wal-Mart Store, 58,584 s.f. of Retail
Shops and a pad site with the potential for further development. The pad site is approximately
11.0 acres. Development will also include all the parking, landscaping and utilities to accompany
the buildings. The layout also contains a small pad in the front of the parking lot for future
development, about 1.5 acres, and a small outparcel on the south side of Broad Street that may
be developed at some point in the future. Also included in this study is about 11.0 acres of off-site
runoff from the south side of U.S. 401. The off-site runoff is picked up by existing piping in U.S.
401 and is dispensed via a 36" pipe near the railroad tracks. This pipe also picks up the drainage
from the railroad right-of-way. Since there is no practical way to pipe the off-site runoff around
our proposed site, we will "treat" this runoff as well and include it in the water quantity
calculations. All graded areas will be immediately stabilized with grass.
Construction will include the buildings plus accompanying parking and landscape areas. The
stormwater system will utilize both sheet flow across the pavement and underground pipes that
will convey runoff to two ponds located at the northwestern edge of the property next to the
small drainage way / intermittent stream. These ponds will be common ponds sized to handle the
Wal-Mart Store, the retail shops, the remaining pad, the outparcels, all of the parking areas, and
the off-site runoff. Per N.C. state regulations, the ponds are sized to handle the first 1" of runoff
while maintaining the water quality to capture 85% of the total suspended solids (TSS). The ponds
are also sized to control the 10 year storm event to pre-developed levels and will also capture and
store a large portion of the 100 year storm and pass the remaining runoff through the outlet
structures. The I" release will be restricted to be released over a 2 day period. A very small
amount of runoff will directly enter the wet area to the northwest of the site from the grassed
slopes along the north side of the development.
The stormwater ponds will also serve as the sedimentation and erosion control ponds during the
construction phase. This will be accomplished by the availability of 3 feet of depth in each pond
and this will provide more than adequate storage volume for the sediment. The release pipe will be
protected during construction to keep it from being plugged and the ponds will be cleaned of silt
when each has collected one half of its storage volume in sediment. Since the ponds are wet
ponds no dewatering pipe is needed but an emergency release will be provided to allow for
servicing of the outlet structure and pond. After the site has been completely stabilized the ponds
will be cleaned of silt to their final configuration. The erosion and sediment control calculations
are also included in this report.

1

The stormwater runoff calculations shown in this report are based on the SCS TR-55 Method as
required by the City of Fuquay Varina and the North Carolina Department of Environment and
Natural Resources.

1
I
11

1
f

1
a
I Existing Conditions:
The site is comprised of a large field of grass and some small pockets of light of woods. It is our
understanding that the site was previously cultivated but from our observations it appears that the
fields have not been farmed in some time. There is also an area (+/- 11.0 acres) that is considered
off-site that drains from south of U.S. 401 to the site. For the purpose of this report we will
assume it be developed to 85% impervious. A recent field visit showed that the area is currently
being developed and will no longer drain towards our site but to be conservative we will assume
that it will. The total on-site area is comprised of +/- 35.8 acres. There are some small areas of the
development that do not drain to the existing low in the existing condition. For this reason we will
not include these areas although in the developed condition these areas will drain to the ponds.
The existing low area, considered "wet" does not show on the USGS Maps as a blue line stream
but on the SCS maps shows as an intermittent stream. The stream does not have a name. It flows
from the middle of the site to the northwest, leading to the rear western corner where it drains
into a residential development.
All the runoff currently drains via sheet flow and shallow concentrated flow from southeast to
northwest across the site. Once the runoff gets into the low area we consider the flow to be open
channel. Slopes vary from 1 to 5 percent with the flatter areas being adjacent to the Norfolk
Southern Railroad right-of-way. Steeper areas can be found next to the stream.
The closest body of water to the site is the before mentioned small creek which leads north. The
creek eventually flows into Terrible Creek which in turn leads eventually to the Neuse River. No
portion of the site is within the 100 year Flood Hazard Zone as per FEMA Map Panel No. 370183
.f 0688 E and as provided on the survey by Joyner, Keeny & Associates dated May 4, 1999.
11

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1

1

I Developed Conditions:
The developed condition will drain to two new stormwater ponds to be constructed on either side
of the wet area. The total developed area draining to the ponds will be 29.3 acres to "Pond #1 ",
and 11.04 acres to "Pond #2". There will also be the aforementioned 1 1 acres of off-site drainage
that will be picked up in storm drain piping and taken to Pond #1. The 29.3 acres includes the
outparcels located next to Broad Street. For the purpose of the study we assumed these areas
being 85% impervious when developed.
All areas not paved or roofed will be heavily landscaped and/or grassed to stabilize the slopes. The
slopes of the parking lot will range from 1 % to 3.0 % with driveways ranging up to 5% and will
drain to a series of catch basins which will lead via underground pipes to the detention ponds.
Pond 31 will pick the Wal-Mart and the retail shops with Pond #2 picking up the 11.0 acre pad
site. Final grading will be restricted to be outside of the stream area, maintaining a minimum 30
foot buffer from the stream. The outlets into the pond will be submerged in a permanent pool and
will have rip-rap aprons at each outlot.

There will also be some small areas of fill banks that we will let runoff directly to the creek. This
area is located along the fill slope on the northern side of the rear drive and only the grassed area
will be allowed to drain directly. This is done because it is impractical to put this area into either
one of the ponds. Since the bottom of the slope is below the pond elevation this area cannot
enter the pond. This should not pose any problems since the ponds "overstore" the runoff and the
total release from the site will still be minimal. The hydrographs will show that for the 100 year
condition the ponds handle and pass the runoff without overtopping the ponds.

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1

Runoff Calculations;
The runoff for both of the ponds will be based on the first one (1) inch of runoff over the entire
drainage basin, the 10 year storm event and the 100 year runoff to each pond. All will be
calculated using the TR-55 Method. This method considers land use, time of travel for runoff, and
rainfall events as prescribed by the US National Weather Service for this particular area, and the
size of the area to determine stormwater runoff. Calculations are provided for existing conditions,
developed conditions to Pond #1, and developed conditions to Pond #2. Calculations for the first
1 " of runoff are based strictly on 1 " of water over the drainage basin. Storage of the first 1 " of
runoff is based on the BMP Manual as provided by NCDENR. The equations used are as follows:
The rainfall amounts will vary based on the design storm and these numbers are taken from the
precipitation maps issued by the U.S. National Weather Service. The area is also analyzed to
determine it current land use and a Runoff Curve Number is then generated for the site. Next the
time of concentration (travel in minutes) of the runoff from the most remote point of the drainage
basin to the outlet point is determined and these items are used in the calculations to determine
the runoff 0.
Pre-Developed Conditions:
The runoff for the pre-developed condition shows 35.8 acres with 23.3 acres being brush/weeds
and 12.5 acres being light woods. Soils types for this development are comprised mostly of Type
B soils so we will base the runoff curve number from TR-55 on this soil type.
Brush/Weeds Mix, Woods - fair
good condition: 23.3 condition, 12.5 acres.
acres.
j CN = 48 CN = 60
The weighted CN value is = 52
The time of concentration is based on three types of flow conditions as per TR-55. The first is
sheet flow across ground conditions not in a defined channel, shallow concentrated flow for any
sheet flow after 300 feet, and open channel flow for any flow in a defined channel, ditch, pipe,
etc. The time of concentration is a function of slope, land use, and, in the case of open channel
flow, velocity. For sheet flow the time, T, is equal to;
Tc = {0.007(nL)^0.8)/P^0.5S^0.4
For shallow concentrated flow the time is based on the velocity and length per Plate 5-2, and
open channel flow is based on Mannings Equation for open channel flow.
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The time of concentration for the existing conditions is:
Sheet Flow for 300 Shallow Conc. Flow Open Channel Flow
feet, S=3.0%, Dense for 1000 feet, for 750 feet, V=3.0
Grass. S=2.4%, Unpaved ft/s
Tc = 27.54 min. I Tc= 6.66 min. I Tc = 4.14 min.
The total Tc = 38.4 min.

There is 11.02 acres on the south side of U.S. 401 that appears to drain towards our site via a
36" pipe. We will assume that this area is developed to 85% impervious. Using the same TR-55
calculations we have calculated the runoff to the 36" pipe. From this point we route the runoff to
the creek where it leaves the on-site property at the northwest corner of the site. We then can
combine the runoff with the on-site runoff to generate the total runoff for the pre-developed
condition.
Based on these criteria we calculate the runoff using the TR-55 method in the computer models.
The runoff for the existing conditions is as follows:
2 Year Storm 10 Year Storm.::.. M Year Storm
On-Site 2.98 cfs 20.92 cfs 60.47 cfs
Off-Site 28.65 cfs 46.84 cfs 70.45 cfs

Total 27.20 cfs 61.40 cfs 122.47 cfs
I FREELAND and KAUFFMAN, INC.
ENawms • L wDBc4PE ARCHITECTS
209 West Stone Avenue Job
Greenville, South Carolina 29609
Telephone [phone]
Fax [phone]
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FREELAND and KAUFFMAN, INC.
ENG/NEERS • LANDSCAPE ARCHITECTS
209 West Stone Avenue
Greenville, South Carolina 29609 Job ?i b2 Y /Qc ?? L?; Job No.
Telephone [phone]
Fax [phone] Computed By
Checked By _

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FREELAND and KAUFFMAN, INC.
&aa/NEERS •LAn/DSc4nARCH/TECTS
209 West Stone Avenue Job
Greenville, South Carolina 29609
Telephone [phone]
Fax [phone]
R?FEkENGE Calculation For.

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US4j S - I It _ (000,
3-D TopoQuads Copyright 0 1999 DeLorme Yarmouth, ME 040% Source Data: USGS 1-- 250 ft Scale: 1: 7,200 Detail: 14-0 Datum: WGSM
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1992
AVERAGE VELOCITIES FOR ESTIMATING TRAVEL TIME
FOR SHALLOW CONCENTRATED FLOW
Source: USDA-SCS
V-12
Plate 5-2
1
7
11 Project : FUQUAY VARINA User: SKS Date: 12-13-2000
FUQPRE.PRN
RUNOFF CURVE NUMBER COMPUTATION Version 2.10
County : WAKE State: NC Checked: Date:
Subtitle: PRE-DEVELOPED ON SITE
Subarea : AREA
-------------------------------------------------------------------------------
COVER DESCRIPTION A HYdrologic Soil C Group D
Acres (CN)
-------------------------------------------------------------------------------
OTHER AGRICULTURAL LANDS
Brush - brush, weed, grass mix good - 23.3(48) - -
woods
fair 12.5(60) - -
III Total Area (by Hydrologic Soil Group)
35.8
-----------------------------
SUBAREA: AREA1 TOTAL DRAINAG -------------------
E A
35
8 ------------------------------
*
--------I-------------------- REA:
.
Acres
------------------- WEIGHTED CURVE NUMBER: 52
-------------------------------
* - Generated for use by GRAP HIC method
0 TIME OF CONCENTRATION AND TRAVEL TIME Version 2.10
Project : FUQUAY VARINA User: SKS Date: 12-13-2000
County : WAKE State: NC Ch ecked: Date:
Subtitle: PRE-DEVELOPED ON SI TE
----------------------------- ------------------- -------------------------------

Flow Type 2 year L
su
e n Area Wp Velocit Time

rain
(ft) (ft/ft)
code (sq/ft) (ft) (ft/sec) (hr)
Sheet 3.6 300
' .03 F 0.459
shallow Concent
d 1000 .024 U 0.111
open channel 750 3 0.069
Time of concentration = 0_64*
--- sheet Flow surface codes ---
A smooth surface
B Fallow (No Res.) F Grass, Dense
G Grass, Burmuda --- shallow concentrated ---
--- 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

1
1
* - Generated for use by GRAPHIC method
0 GRAPHICAL PEAK DISCHARGE METHOD
Project : FUQUAY VARINA
County : WAKE State: NC
Subtitle: PRE-DEVELOPED ON SITE
Data: Drainage Area . 35.8 * Acres
Page 1
User: SKS
Checked:
version 2.10
Date: 12-13-2000
Date:

1
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1
1
1
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1
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1
FUQPRE.PRN
Runoff Curve Number . 52 *
Time of concentration: 0.64 * Hours
Rainfall Type II
Pond and swamp Area NONE
Storm Number
-----------------
Frequency (yrs)
24-Hr Rainfall (in)
Ia/P Ratio
4
100
8.0
0.23
1
2
3.6
0.51
2
10
5.5
0.34
3
25
6.4
0.29
1 used 1 0.50 1 0.34 1 0.29 1 0.23 i
1 Runoff (in) 1 0.28 1 1.04 1 1.50 1 2.46 1
1 unit Peak Discharge 1 0.314 1 0.553 1 0.604 1 0.641 1
1 (cfs/acre/in) I I I I
I
Pond and swamp Factorl 1.00 1 1.00 1 1.00 1 1.00 1
I 0.0% Ponds used I .I I I I
?----------------------1
1 Peak Discharge (cfs) 1 ------1
3 1 ------1
21 1 ------1
33 1 ------i
56 1
* - value(s) provided from TR-55 system routines
0
Page 2

FOQOFF.PRN
RUNOFF CURVE NUMBER COMPUTATION Version 2.10
Project FUQUAY VARINA User: SKS Date: 12-13-2000
County WAKE State: NC Ch ecked: Date:
Subtitle: PRE-DEVELOPED OFF SITE
Subarea : AREA1
- -------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
----------- -- ------------
--------------- - -
-
------ --------Acres (CN)
--
------
-----

FULLY
DEVELOPED
ULLY DEVELOPED URBAN AREAS (Veg Estab.) ---
-
-
urban Districts Avg % imperv
1 Commercial & business 85 - 11.0(92) - -
Total Area (by Hydrologic Soil Group) -_11
------------------------------------------------
SUBAREA: AREA1 TOTAL DRAINAGE AREA: 11 Acres---
------------------------------------------ -------------------------------
-----WEIGHTED-CURVE NUMBER: 92*
---------------
* - Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.10
. Project : FUQUAY VARINA User: SKS Date: 12-13-2000
County : WAKE State: NC Ch ecked: Date:
Subtitle: PRE-DEVELOPED OFF SITE
Flow Type 2
Slope
inr Length h
Su
ee n Area w
t
(
t
ra
(f
t/ft)
cod (s
q/ft) (f
)
f
/sec) (hr)
------------------------------------------------
Sheet 3.6 300 0.02 E
open channel 800 -------------------------------
0.371
5.0 0.044
Time of concentration = 0.42*
--- Sheet Flow Surface codes ---
A smooth surface F Grass, Dense --- shallow concentrated ---
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 7 Range, Natural
* - Generated for use by GRAPHIC method
D GRAPHICAL PEAK DISCHARGE METHOD version 2.10
Project FUQUAY VARINA User: SKS Date: 12-13-2000
County WAKE State: NC Ch ecked: Date:
Subtitle: PRE-DEVELOPED OFF SITE
Data: Drainage Area 11 * Acres
Runoff curve Number • 92 *
Time of concentration: 0.42 * Hours
Page 1
11

FOQOFF.PRN
Rainfall Type II
Pond and Swamp Area NONE
=====___ ___=
= __= =
===
storm Number
I 1
I 2
I 3
I 4
I i
1---------------------
Frequency (yrs) -1------
i 2 1------
i 10 1------
i 25 1------1
i 100
24-Hr Rainfall (in) i 3.6 i 5.5 i 6.4 i 8.0
Ia/P Ratio 1 0.05 1 0.03 1 0.03 1 0.02 1
used i 0.10 i 0.10 i 0.10 i 0.10
Runoff (in) i 2.73 i 4.58 i 5.46 i 7.04
1 unit Peak Discharge 10.903 10.903 10.903 10.903 1
1 (cfs/acre/in) I I I I I
1 Pond and swamp Factorl 1.00 1 1.00 1 1.00 1 1.00 1
I 0.0% Ponds used I I I I I
1---------------------
1 Peak Discharge (cfs) -1------
1 27 1------
1 45 1------
1 54 i------1
1 70 1

- value(s) provided from TR-55 system routines
0

11
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t
Page 2

1
1
1
i
1
1
1
1
1
1
1
i
1
i
1
1
1
e4f-- pe,/E1'0 FE.) - d1,4 S i ri;-
1 - SCS Runoff - 2 Yr - Qp = 2.98 cfs
3.0--
2.5--
2.0--
1.5--
1.0--
0.5--
0.0 0
5 10 15 20 25
Time (hrs)
/ Hyd. 1
i
1
1
1
1
1
1
1
1
i
1
1
1
i
1
1
1
1
1
Pe.?-(?" rc.Vr lsaP?? 'bFF -Gi?T?
2 - SCS Runoff - 2 Yr - Qp = 28.65 cfs

0 5 10 15 20 25
Time (hrs)
/ Hyd. 2
1
t
1
1
1
1
1
i
1
1
1
1
1
1
1
1
1
1
1
ol
v
Or
oFF - 41 re.
3 - Reach - 2 Yr - Qp = 24.95 cfs
/ Hyd. 2 / Hyd. 3
0 5 10 15 20 25
. Time (hrs)
1
1
1
1
1
i
1
1
1
1
1
1
1
1
1
1
1
1
1
_ oTAL P?• ?EU?.I-dpi ?va..?
4 - Combine - 2 Yr - Qp 27.20 cfs
c?
0 5 10 15 20 25
.. Time (hrs)
Hyd. 1 / Hyd. 3 / Hyd. 4
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Hydrograph Plot
Hyd. No. 1
Pre-Developed On-Site
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 35.80 ac
Basin Slope = 3.0%
Tc method = USER
Total precip. = 5.50 in
Storm duration = 24 hrs
English
Peak discharge = 20.92 cfs
Time interval = 2 min
Curve number = 52
Hydraulic length = 2050 ft
Time of conc. (Tc) = 38.4 min
Distribution = Type II
Shape factor = 484
Total Volume = 134,654 cuft
1 - SCS Runoff -10 Yr - Qp = 20.92 cfs
car
0 5 10 15 20 25
Time (hrs)
/ Hyd. 1
1
1
1
t
1
1
1
1
1
1
Hydrograph Plot
English
Hyd. No. 2
Pre-Developed Off-Site
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 11.00 ac
Basin Slope = 2.0%
Tc method = USER
Total precip. = 5.50 in
Storm duration = 24 hrs
Peak discharge = 46.84 cfs
Time interval = 2 min
Curve number = 92
Hydraulic length = 1100 ft
Time of conc. (Tc) = 25.2 min
Distribution = Type II
Shape factor = 484
Total Volume = 179,966 cult
2 - SCS Runoff -10 Yr - Qp = 46.84 cfs
.12
CY
0 5 10 15 20 25
Time (hrs)
/ Hyd. 2
f
1
1
1
1
1
t
1
1
1
1
1
1
1
1
1
1
1
1
Hydrograph Plot
English
Hyd. No. 3
Off-Site Reach
Hydrograph type = Reach
Storm frequency = 10 yrs
Inflow hyd. No. = 2
Reach length = 1430.0 ft
Manning's n = n/a
Side slope = n/a
Rating curve x = 1.000
Ave. velocity = 2.90 ft/s
Peak discharge = 41.80 cfs
Time interval = 2 min
Section type = Known x / m
Channel slope = n/a
Bottom width = n/a
Max. depth = n/a
Rating curve m = 1.220
Routing coeff. = 0.2583
Modified Aft-Kin routing method used.
i
w
Car
0 5 10 15 20
Time (hrs)
/ Hyd. 2 / Hyd. 3
25
3 - Reach -10 Yr - Qp = 41.80 cfs

1
1
1
1
1
1
1
1
1
1
1
1
1
1
Hydrograph Plot
English
Hyd. No. 4
Total Pre-Developed
Hydrograph type = Combine
Storm frequency = 10 yrs
1 st inflow hyd. No. = 1
Peak discharge = 61.40 cfs
Time interval = 2 min
2nd inflow hyd. No. 3
Total Volume = 314,616 cuft
4 - Combine - 10 Yr - Qp = 61.40 cfs
c?
0 5 10 15 20 25
Time (hrs)
Hyd. 1 / Hyd. 3 / Hyd. 4
t
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Hydrograph Plot
English
Hyd. No. 1
Pre-Developed On-Site
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 35.80 ac
Basin Slope = 3.0%
Tc method = USER
Total precip. = 8.00 in
Storm duration = 24 hrs
Peak discharge = 60.47 cfs
Time interval = 2 min
Curve number = 52
Hydraulic length = 2050 ft
Time of conc. (Tc) = 38.4 min
Distribution = Type II
Shape factor = 484
Total Volume = 319,887 cuft
1 SCS Runoff -100 Yr - Qp = 60.47 cfs
w
car
0 5 10 15 20 25
Time (hrs)
/ Hyd. 1
1
1
1
1
1
1
1
Hydrograph Plot
Hyd. No. 2
Pre-Developed Off-Site
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 11.00 ac
Basin Slope = 2.0%
Tc method = USER
Total precip. = 8.00 in
Storm duration = 24 hrs
English
Peak discharge = 70.45 cfs
Time interval = 2 min
Curve number = 92
Hydraulic -length = 1100 ft
Time of conc. (Tc) = 25.2 min
Distribution = Type II
Shape factor = 484
Total Volume = 276,852 cult
2 - SCS Runoff -100 Yr - Qp = 70.45 cfs

0 5 10 15 20 25
Time (hrs)
/ Hyd. 2
t
1
1
1
1
1
1
1
1
1
1
Hydrograph Plot
English
Hybl. No. 3
Off-Site Reach
Hydrograph type = Reach
Storm frequency = 100 yrs
Inflow hyd. No. = 2
Reach length = 1430.0 ft
Manning's n = n/a
Side slope = n/a
Rating curve x = 1.000
Ave. velocity = 3.19 ft/s
Peak discharge = 63.89 cfs
Time interval = 2 min
Section type = Known x / m
Channel slope = n/a
Bottom width = n/a
Max. depth = n/a
Rating curve m = 1.220
Routing coeff. = 0.2804
Modified Att-Kin routing method used. Total Volume = 276,848 cuft
I
3 - Reach -100 Yr - Qp = 63.89 cfs
(A
'! car
0 5 10 15 20 25
Time (hrs)
/ Hyd. 2 / Hyd. 3
1
1
1
1
1
1
1
1
1
1
1
Hydrograph Plot
Hyd. No. 4
Total Pre-Developed
Hydrograph type = Combine
Storm frequency = 100 yrs
1 st inflow hyd. No.= 1
English
Peak discharge = 122.47 cfs
Time interval = 2 min
2nd inflow hyd. No: 3
Total Volume = 596,735 cult
CY
i
1
1
4 - Combine - 100 Yr - Qp = 122.47 cfs
0 5 10 15 20 25
Time (hrs)
Hyd. 1 / Hyd. 3 / Hyd. 4

11

1
1
r]

1

Post Developed Conditions:
In the post developed condition we will calculate the runoff to Pond #I and to Pond #2 in order
to perform pond routing calculations. The ponds are designed to accomplish four things. The first
is to handle the first 1 " of runoff and release it over a 48 hour period. The second is to handle the
10 year storm event and release it at the pre-developed rate. The third is to take in the 100 year
storm event and pass it without overtopping the pond embankment. The fourth is to provide
surface area for water treatment in accordance with NCDENR regulations.
First 1" of Runoff:
The first 1" of runoff is calculated for the entire drainage basin to each pond. The runoff volume is
based on the equation;
Rv = 0.005 + 0.0091 where I = Impervious Area (%)
Based on 1" of runoff for the site the results are as follows: (see included hand calculations)
Pond #1: Impervious Pond #2: Impervious
Area = 87.1 % Area = 82.7%
Vol. = 121,975 c.f. Vol. = 31,820 c.f.
In both cased this volume will be released over a 48 hour period. For Pond # 1 this equates to
Q=0.71 cfs and for Pond #2 this will be Q = 0.184 cfs
SA / DA Calculations:
Per the State of North Carolina requirements the Surface Area to Drainage Area ratio must be
calculated to find the required pond surface and depth. Per conversations with NCDENR the
permanent pool elevations in each pond need to be limited to 3 feet in depth. The SA/DA
calculation is based on the ratio of paved area to total area for each pond. The calculations are
included in handwritten form in this report. The results above show the percent impervious that
each pond will pick up. Based on this and the 3 foot depth we can read from the table in the BMP
manual the SA/DA ratio. Knowing the DA (drainage area) we can then calculate the surface area.
The surface areas must be provided at the top of the wet storage. The results are as follows:
Pond #1 Required
Surface Area =
63,708 s.f.
Pond #2 Required
Surface Area =
16,639 s.f.
Provided = 74,796 s.f. I Provided = 32,518 s.f.
The depth and surface areas provided are based on 85% removal of TSS.

?FREELAND and KAUFFMAN, INC.
ENGINEERS • L wDsavr ARCH/TEGTS -
209 West Store Avenue Job Job No.
Gnsenville, South Carolina 29609
Telephone [phone] Computed By
Fax [phone]
Checked E3y
REFEREM L E Calculati©n For.
Date
i
Date
11C?
FREELAND and KAUFFMAN, INS
ENGINEERS • LmPsc4YEARCHITECTS
209 West Stone Avenue
Job
Greenville, South Carolina _
29609
Telephone [phone]
Fax [phone]
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RZ FERENCE Calculation For i
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FUQPOSTI.PRN
RUNOFF CURVE NUMBER COMPUTATION Version 2.10
Project : FUQUAY VARINA User: SKS Date: 12-14-2000
County : WAKE State: NC Checked: Date:
Subtitle: POST DEVELOPED TO POND 1
Subarea : AREA
----- ---- ----------------------------------------------
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% - 1.45(61) - -
Impervious Areas
Paved parking lots, roofs, driveways - 26.1(98) - -
urban Districts Avg % imperv
commercial & business 85 - 1.72(92) - -
Total Area (by Hydrologic Soil Group)
29.2
-- ---------------------------------
SUBAREA: AREA TOTAL DRAINAGE AREA: 29.27 Acres WEIGHTED CURVE NUMBER: 96*
-------------------------------------------------------------------------------
* - Generated for use by GRAPHIC method
Q TIME OF CONCENTRATION AND TRAVEL TIME Version 2.10
Project FUQUAY VARINA User: SKS Date: 12-14-2000
County WAKE State: NC Checked: Date:
Subtitle: POST DEVELOPED TO POND 1
----------------------------
Flow Type 2 year Length -----------
slope su ---------
rface n -------------------------------
Area Wp Velocity Time
_ rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr)
----------------------------
sheet 3.6 220 -----------
.02 ----------
A ------------------------------
0.036
open channel 1859 5 0.103
Time of concentration = 0.14*
--- sheet Flow surfa ce codes -- -
A smooth Surface F Grass, Dense --- shallow concentrated ---
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 GRAPHIC method
GRAPHICAL PEAK DISCHARGE METHOD
Project : FUQUAY VARINA
Page 1
User: SKS
version 2.10
Date: 12-14-2000

1

1

L

1

FUQPOSTI.PRN
County : WAKE State: NC Checked:
Subtitle: POST DEVELOPED TO POND 1
Data: Drainage Area . 29.27 * Acres
Runoff curve Number . 96 *
Time of concentration: 0.14 * Hours
Rainfall Type II
Pond and swamp Area . NONE
I Storm Number
1----------------------
Frequency (yrs)
24-Hr Rainfall (in)
Ia/P Ratio
used
100
8.0
0.01 1
0.10 j
2
3.6
0.02
0.10
10
5.5
0.02
0.10
--25--
6.4
0.01
0.10
Runoff (in) i 3.14 5.03 i 5.93 i 7.52
I Unit Peak Discharge 11.421 1.421 11.421 11.421 1
(cfs/acre/in) I I I
Pond and swamp Factor 1.00 11.00 11.00 1 1.00
0.0% Ponds used I I I I
----------------------1------1------ ------1------1
1 Peak Discharge (cfs) 1 131 1 209 247 1 313 1
* - Value(s) provided from TR-55 system routines
0
Page 2
Date:

i
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P?? r??u ?oPE? Po,?? I 6N -s,T?
5 - SCS Runoff - 2 Yr - Qp = 97.37 cfs
1
1
1
w
1
1
CJ
7 -Combine -2Yr-Qp= 118.47 cfs
0 5 10 15 20 25
Time (hrs)
/ Hyd.2 / Hyd. 5 / Hyd. 7
t
1
1
1
1
1
1
1
1
1
r
i
Hydrograph Plot
English
Hyd. No. 5
Post Developed Pond 1
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 29.29 ac
Basin Slope = 2.0%
Tc method = USER
Total precip. = 5.50 in
Storm duration = 24 hrs
Peak discharge = 173.77 cfs
Time interval = 2 min
Curve number = 85
Hydraulic length = 2000 ft
Time of conc. (Tc) = 8 min
Distribution = Type II
Shape factor = 484
Total Volume = 407,526 cuft
5 - SCS Runoff -10 Yr - Qp = 173.77 cfs
w
i
i
Hydrograph Plot
English
Hyd. No. 7
Total Post Developed to Pond 1
Hydrograph type = Combine
Storm frequency = 10 yrs
1 st inflow hyd. No.= 2
Peak discharge = 206.83 cfs
Time interval = 2 min
2nd inflow hyd. No. 5
Total Volume = 587,492 cult
7 - Combine -10 Yr - Qp = 206.83 cfs
1
t
1
1
1
1
1
1
1
1
A
1
1
1
1
1
1
Hydrograph Plot
Hyd. No. 5
Post Developed Pond 1
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs .
Drainage area = 29.29 ac
Basin Slope = 2.0%
Tc method = USER
Total precip. = 8.00 in
Storm duration = 24 hrs
English
Peak discharge = 274.56 cfs
Time interval = 2 min
Curve number = 85
Hydraulic length = 2000 ft
Time of conc. (Tc) = 8 min
Distribution = Type II
Shape factor = 484
Total Volume = 660,608 cuft
5 - SCS Runoff -100 Yr - Qp = 274.56 cfs
C3?
0 5 10 15 20 .25
Time (hrs)
/ Hyd. 5
1
1
L
I
1
1
1
1
1
1
1
1
1
1
Hydrograph Plot
Hyd. No. ' 7
Total Post Developed to Pond 1
Hydrograph type = Combine
Storm frequency = 100 yrs
1 st inflow hyd. No.= 2
English
Peak discharge = 324.45 cfs
Time interval = 2 min
2nd inflow hyd. No. 5
Total Volume = 937,459 cuft
7 - Combine -100 Yr - Qp = 324.45 cfs
car
0 5 10 15 20 25
Time (hrs)
Hyd. 2 / Hyd. 5 / Hyd. 7
Date Z I
Date
1 k
i.
FUQPOST2.PRN
-Data: Drainage Area . 11.04 * Acres
Runoff curve Number . 94 *
Time of concentration: 0.12 * Hours
Rainfall Type . II
Pond and Swamp Area . NONE
1 storm Number 1 1 1 2 1 3 1 4 1
1---------------------
Frequency (yrs) - 1------I
i 2 II ------1
10 i ------
25 i 1 ------I
100
24-Hr Rainfall (in) 3.6 i 5.5 i 6.4 i 8.0
Ia/P Ratio i 0.04 i 0.02 i 0.02 i 0.02
1 used 1 0.10 1 0.10 1 0.10 1 0.10 1
j Runoff (in) j 2.93 1 4.80 1 5.69 1 7.28 I
unit Peak Discharge 11.494 11.494 11.494 11.494
(cfs/acre/in)
Pond and Swamp Factor
0.0% Ponds used
----------------------
Peak Discharge (cfs)
1.00
48
1.00
79
1.00
94
1.00
120
* - value(s) provided from TR-55 system routines
D
Page 2
1
1

1
Per p is
Po,-.o Z
6 - SCS Runoff - 2 Yr - Qp = 47.90 cfs
1
1
1
1
1
1
1
t
1
1
1
1
1
1
1
Hydrograph Plot
English
Hyd. No. 6
Post Developed to Pond 2
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 11.00 ac
Basin Slope = 2.5%
Tc method = USER
Total precip. = 5.50 in
Storm duration = 24 hrs
Peak discharge = 76.09 cfs
Time interval = 2 min
Curve number = 94
Hydraulic length = 1725 ft
Time of conc. (Tc) = 7.2 min
Distribution = Type II
Shape factor = 484
Total Volume = 191,737 cuft
6 - SCS Runoff -10 Yr - Qp = 76.09 cfs
c?
0 5 10 15 20 25
Time (hrs)
/ Hyd. 6
1
i
1
t
1
L
1
1
1
1
1
1
1
Hydrograph Plot
English
Hyd. No. 6
Post Developed to Pond 2
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 11.00 ac
Basin Slope = 2.5%
Tc method = USER
Total precip. = 8.00 in
Storm duration = 24 hrs
Peak discharge = 112.72 cfs
Time interval = 2 min
Curve number = 94
Hydraulic length _ = 1725 ft
Time of conc. (Tc) = 7.2 min
Distribution = Type II
Shape factor = 484
Total Volume = 290,767 cuft
6 - SCS Runoff -100 Yr - Qp = 112.72 cfs

I Total Storage Requirements:
The ponds are then checked for total storage for the 3.0 feet of permanent water plus the
required 1 " runoff volume, the 10 year storage, and the 100 year storm pass through.
For Pond #1 the first 1" of runoff is stored at an elevation of 393.65. Using this elevation we
design an orifice to release the volume over a 48 hour period. Refer to the hand calculations for
this computation. The results show the orifice for Pond #1 needs to be 4.0 inches in diameter.
For Pond #2 the first 1 " is stored at an elevation of 385.97. The release is shown to be:
Pond # 1 - Q Pond #2 - Q
allowable = 0.71 cfs allowable = 0.184 cfs
r . Q = 0.72 cfs Q = 0.18 cfs

1

1

As can be seen both ponds will provide the required storage for both the permanent pool and the
first 1 " of Storage.
For the 10 year storm event the pond must store the 10 year runoff and release it at the 10 year
pre-developed rate. Since we have two ponds the total release from the two ponds must not
exceed the pre-developed rate. For practicle matters we then assigned the release rates to each
pond based on the percentage of the drainage basin that each pond takes in. Pond #1 picks up
approximately 78% of the total drainage basin. Subsequently we assign 78% of the total allowable
release of 61.40 cfs to Pond # 1, i.e. 46.05 cfs. In Pond #I the first 1 " volume is large enough to
cause the 10 year storage to effectively be "on top" of the 1 " volume. Based on this we will place
the 10 release at the top of the 1 " volume. The required 10 storage volume is estimated to be
249,684 cf. This would be accomplished at elevation 395.29. Using this elevation we've sized a
weir to release the 10 year storm. For Pond #2 the first 1" of runoff was small enough to as not
dramatically effect the 10 storage. We estimate the storage for the 10 year storm to be 87,240
c.f. This is accomplished at elevation 387.50. We then sized a weir, and placed it at the top of the
1 " storage to release the 10 year storm. The results and hydrographs of these calculations can be
seen in the enclosed hand and computer models. The final results are as follows:
10 Year Storm
Allowable 10 Year Storm Actual _Storage Elevastion
Pond #1 46.05 cfs 32.44 cfs 396.15
Pond #2 15.35 cfs 19.06 cfs 387.86 cfs

Total 61.40 cfs 48.62 cfs

FREELAND and KAUFFMAN, INC.
EmaINEERS • LAND5c4PE ARcHimcrs
209 Weet Stone Avenue 1 '
Greenville, South Carolina 29609 Job ?Jz? ?J A`/ - V A I-? A Job No.
Telephone [phone] Computed By _
Fax [phone]
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f FREELAND and KAUFFMAN, INC.
ENGINEERS • LANDSCAPE ARCHITECTS
209 West StonsAvenue Job
Greenvilis, South Carolina 29609
Telephone [phone]
Fax [phone]
R:FEiZEN {E calculation For
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FREELAND and KAUFFMAN, INC.
ENwNEERS • L wDSCAVE ARCHITECTS
209 West Stone Avenue
Orsenvilis, South Carolina 29609 Job
Telephone [phone]
Fax [phone]
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t' FREELAND and KAUFFMAN, INC.
ENGINEERS • LANDSCAPE ARCH?ECTS
209 West Stone Avenue
Greenville, South Carolina 29609 Job Job No.
Telephone [phone] Computed By
Fax [phone]
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209 West Stone Avenue
Greenville, South Carolina 29609 Job
Telephone [phone]
Fax M4-233-8915
Job No.
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Input requirements and procedures
Use figure 6-1 to estimate storage volume NO
required or peak outflow discharge (qo). The most
frequent application is to estimate V., for which the
required inputs are runoff volume (VA qo, and peak
inflow discharge (qi). To estimate qo, the required
inputs are Vr, V3, and qi.
?.6
.5
In L
4
E
0 0
v
L O
O O
N ?

Estimating V9
Use worksheet 6a to estimate Vs, storage volume
required, by the following procedure.
1. Determine qa. Many factors may dictate the
selection of peak outflow discharge. The most
common is to limit downstream discharges to a
desired level, such as predevelopment discharge.
Another factor may be that the outflow device
has already been selected.
2. Estimate qi by procedures in chapters 4 or 5. Do
not use peak discharges developed by any other
procedure. When using the Tabular Hydrograph
method to estimate qi for a subarea, only use
I
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1 .2 .3 .4 .5 .6 .7 .8
Peak outflow discharge 10)
Peak inflow discharge Figure 6-1.-.approximate detention basin muting for rainfall types 1. IA. 11. and III.
6.2 (214-VI-TR-55, Second Ed., .June 1986)

Reservoir Report
Page 1

Reservoir No. 1 - Pond # 1 English
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation Contour area Incr. Storage Total storage
ft ft sgft cult cult
0.00 392.00 71,444 0 0
1.00 393.00 74,036 72,740 72,740
2.00 394.00 76,656 75,346 148,086
3.00 395.00 79,304 77,980 226,066
4.00 396.00 81,978 80,641 306,707
5.00 397.00 84,681 83,330 390,037
6.00 398.00 87,410 86,046 476,082
Culvert / Orifice Structures Weir Structures
[A] [I31 [C] [D] [A] [Bl [C] [D]
Rise in = 36.0 4.0 0.0 0.0 Crest Len ft = 2.50 12.56 0.00 0.00
Span in = 36.0 4.0 0.0 0.0 Crest El. ft = 393.70 396.50 0.00 0.00.
No. Barrels = 1 1 0 0 Weir Coeff. = 3.30 3.00 0.00 0.00
Invert El, ft = 389.00 392.00 0.00
Length ft = 55.0 0.0 0.0 0.00
0.0 Eqn. Exp. = 1.50
Multi-Stage = Yes 1.50 0.00
Yes No 0.00
No
Slope % = 5.45 0.00 0.00 0.00
N-Value = .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.00 .000
0.00
Multi-Stage = ---- Yes No No Tailwater Elevation = 0.00 ft

Note: All outflows have been analyzed under inlet and outlet control.
Stage / Storage / Disch arge Table
1 Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00
1.00 0
72,740 392.00
393.00 41.68
53.81 0.00
0.38 - - 0.00
- 0.00 0.00 -
0.00 - 0.00
0.38
2.00 148,086 394.00 63.67 0.57 - 1.36 0.00 1.92
3.00 226,066 395.00 72.19 0.71 - - 12.23 0.00 - - 12.94
4.00 306,707 396.00 79.81 0.82 28.78 0.00 --- - 29.60
5.00 390,037 397.00 86.76 0.80 -
49.46 13.32 -- 63.58
6.00 476,082 398.00 93.20 0.00 - - 73.56 69.22 - - 93.20

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5
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20 40 60
Discharge (cfs)
80 100
/ Total
Culy A
Culy B
/ Culy C
Culv D
Weir A
Weir B
/ Weir C
Weir D
1
1
1
1
1
1
1
1
1
1
1
1
1
I '
Pond # 1
6 ,
5
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0' 100000 200000 300000 400000 500000
Storage (cuft)
FREELAND and KAUFFMAN, INC.
ENGINEERS • LrwvsavE ARCHITECTS
209 West Stone Avenue Job
Oreenville, South Carolina 29609
Telephone [phone]
Fax [phone]
R FEI2EN E Calculatibn For.
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Hydrograph Plot
English
Hyd. No. 11
First 1 Inch thru Pond
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Inflow hyd. No. = 10
Max. Elevation = 393.61 ft
Storage Indication method used.
5(
4(
3(
a
2(
1(
60
Peak discharge = 0.72 cfs
Time interval = 2 min
Reservoir name = Pond # 1
Max. Storage = 118,507 cuft
Total Volume = 76,156 cuft
11 - Reservoir -1 Yr - Qp = 0.72 cfs
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0 1 0 20 3n an
Time (hrs)
/ Hyd. 10 / Hyd. 11
I'' of F-O NoFF

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Hydrograph Plot
Hyd. No. 11
First 1 Inch thru Pond
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Inflow hyd. No. = 10
Max. Elevation = 393.61 ft
English
Peak discharge = 0.72 cfs
Time interval = 2 min
Reservoir name = Pond # 1
Max. Storage = 118,507 cuft
Storage Indication method used. Total Volume = 76,156 cult
11 - Reservoir -1 Yr - Max. El. = 393.61 ft
as
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10 of Futl6Fr-
0 10 20 30 40 50
Time (hrs)
1
1
1
1
1
1
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1
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Hydrograph Plot
English
Hyd. No., 12
Pond 1 - 10 Year Routi
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 7
Max. Elevation = 396.15 ft
Storage Indication method used.
Peak discharge = 32.44 cfs
Time interval = 2 min
Reservoir name = Pond # 1
Max. Storage = 319,029 cuft
Total Volume = 500,049 cuft
12 - Reservoir -10 Yr - Max. El. = 396.15 ft
j 397-
396
i
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W 394
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j 30 40 50
Time (hrs)
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1
1
1
1
1
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1
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Hydrograph Plot
Hyd. No. 12
Pond 1 - 10 Year Routi
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 7
Max. Elevation = 396.15 ft
English
Peak discharge = 32.44 cfs
Time interval = 2 min
Reservoir name = Pond # 1
Max. Storage = 319,029 cuft
Storage Indication method used. Total Volurne = 500,049 cult
12-Reservoir -10Yr-Qp=32.44 cfs
car
0 10 . 20 30 40 50
Time (hrs)
/ Hyd. 7 / Hyd. 12

1
1
1
1
1
1
1
Hydrograph Plot
English
Hyd. No. 16
Total 10 Year Release
Hydrograph type = Combine
Storm frequency = 10 yrs
1 st inflow hyd. No. 12
Peak discharge = 48.62 cfs
Time interval = 2 min
2nd inflow hyd. No. 15
Total Volume = 669,140 cult
16-Combine -10Yr-Qp=48.62 cfs
50
40
.I
30
v
20-
.10-
I
01
0 10 20 30 40 50
Time (hrs)
Hyd. 12 / Hyd. 15 / Hyd. 16

0

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FREELAND and KAUFFMAN, INC.
ENGINEERS • LmDsavEAwHITECTS
209 West Stone Avenue
Oremrvills, South Carolina 29609
Telaphons 864-233-5497
Fax [phone]
Job ?Q IlI Job No.
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Reservoir Report Page 1
English
Reservoir No. 2 - Pond 2
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation Contour area Incr. Storage Total storage
ft ft sgft cult cuft
0.00 385.00 32,518 0 0
1.00 386.00 34,814 33,666 33,666
2.00 387.00 37,147 35,981 69,647
3.00 388.00 39,517 38,332 107,979
4.00 389.00 41,925 40,721 148,700
Culvert / Orifice Structures
[A] [B] IC] [D]
Rise in = 36.0 2.5 0.0 0.0
Span in = 36.0 2.5 0.0 0.0
No. Barrels = 1 1 0 0
Invert El. ft = 382.00 385.00 0.00 0.00
Length ft = 40.0 0.0 0.0 0.0
Slope % = 7.50 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = -- Yes No No
Weir Structures
[A] IB] [C] [D]
Crest Len ft = 2.48 12.56 0.00 0.00
Crest El. ft = 386.00 388.00 0.00 0.00
Weir Coeff. = 3.00 3.00 0.00 0.00
Eqn. Exp. = 1.50 1.50 0.00 0.00
Multi-Stage = Yes Yes No No
Tailwater Elevation = 0.00 ft
Note: All outflows have been analyzed under inlet and outlet control.
Stage / Storage / Disch arge Table
Stage Storage Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 385.00 41.68 0.00 -- -- 0.00 0.00 - - 0.00
1.00 33,666 386.00 53.81 0.16 -- -- 0.00 0.00 - - 0.16
2.00 69,647 387.00 63.67 0.23 -- -- 7.44 0.00 - - 7.67
3.00 107,979 388.00 72.19 0.28 - - 21.04 0.00 -- - 21.32
4.00 148,700 389.00 79.81 0.19 -- - 38.66 37.68 -- - 76.53

a?
Cu
U)
Pond 2
/ Total
Cult' A
s Cult' B
/ Cult' C
Cult' D
Weir A
Weir B
/ Weir C
/ Weir D
0 20 40 60 80
Discharge (cfs)
1
i
1
1
1
1
Pond 2

a)
rn
cu
0 50000 100000
Storage (cuft)
150000
Job No.
Computed By
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Hydrograph Plot
English
Hyd. No. 14
First 1 Inch Pond 2
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Inflow hyd. No. = 13
Max. Elevation = 385.97 ft
Peak discharge = 0.18 cfs
Time interval = 2 min
Reservoir name = Pond 2
Max. Storage = 32,503 cuft
Storage Indication method used.
Total Volume = 20,719 cuft
14 - Reservoir -1 Yr - Qp = 0.18 cfs
car
0 10 20 30 40 50
Time (hrs)
/ Hyd. 13 / Hyd. 14
1
1
1
1
1
1
1
1
1
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1
1
1
Hydrograph Plot
English
Hyd. No. 14
First 1 Inch Pond 2
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Inflow hyd. No. = 13
Max. Elevation = 385.97 ft
Peak discharge = 0.18 cfs
Time interval = 2 min
Reservoir name = Pond 2
Max. Storage = 32,503 cuft
Storage Indication method used.
Total Volume = 20,719 cuft
14 - Reservoir -1 Yr - Max. El. = 385.97 ft
i

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11

FREELAND and KAUFFMAN, INC.
ENwNEERa • lrV110aa4mARCHimcr.5 -
209 West Stone Avenue
Greenville, South Carolina 29609
Telephone [phone]
Fax [phone]
Job r-UO P &, V Vr-1 4 4 Job No.
Computed By
Checked By_
Date
R FEIZEN E Calculatabn For. ? O Z _ i Disci II €

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Hydrograph Plot
English
Hyd. No. 15
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 6
Max. Elevation = 387.86 ft
Peak discharge = 19.06 cfs
Time interval = 2 min
Reservoir name = Pond 2
Max. Storage = 102,548 cuft
Storage Indication method used.
UW1 wwuic- IUU,vai cwt
15 - Reservoir -10 Yr - Qp = 19.06 cfs
c?
0 10 20 30 40 50
Time (hrs)
/ Hyd. 6 / Hyd. 15
s
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Hydrograph Plot
Hyd. No. 15
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 6
Max. Elevation = 387.86 ft
English
Peak discharge = 19.06 cfs
Time interval = 2 min
Reservoir name = Pond 2
Max. Storage = 102,548 cuft
Storage Indication method used.
Total Volume = 169,091 cuft
15 - Reservoir -10 Yr - Max. E1. = 387.86 ft
388.0
387,
386.
>
d
W 386.
385.
385.00
I

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8
2
6
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10 20 30 40 50
Time (hrs)

I 100 Year Storm Event:
' For the 100 year storm event we analyzed each pond to show that the pond can handle the 100
year storm without overtopping. To do this we estimated the volume used at an assume elevation,
for Pond #1 this is elevation is 397.5, volume = 433,060 c.f., and for Pond #2 the elevation is
388.5, volume being = 128,340 c.f. We then took these volumes and the total runoff volume for
each pond during the 100 year storm and calculated the Vs/Vr ratio. We can then go into figure
6-1 and read off the Qo/Qi ratio. Knowing the Qi rate we can than calculate the Qo rate that
needs to be released over the top of the riser to keep the ponds from overtopping. Refer to the
calculations included for exact numbers and hydrographs. These calculations show that for Pond
# 1 the 10 year weir will also pass the 100 year storm. For Pond #2 we also find that the 10 year
weir will release the 100 year storm. Results are as follows:
r
100 Release Rate 100 Year Storage
Elevation Top of Pond
Elevation
Pond #1 91.44 cfs 397.72 398.0
Pond #2 53.25 cfs 388.67 389.0
Forebay and Exit Pool Design:
The two ponds will each have a "forebay" and an "exit pool' that serve to help in the settlement of
suspended solids. The forebays are typically sized based on 20% of the total volume. Based on
conversations with NCDENR we've been instructed to make to total of the forebay and the exit
pool to be 30% of the total surface area. These areas are then shown in the pond by grading in a
"berm" that separates the forebay and exit pool area from the main pond. All inlets into the pond
are supposed to enter into the forebay first. The tops of the forebay and exit pool berms are just
below the permanent water table. The two ponds also have a vegetative shelf that has a maximum
slope of 6:1 and is 10 feet wide. This shelf is shown on the Grading Plan and on the pond
sections. The shelf is to be planted with aquatic species per the Maryland DNR requirements as
referenced by the NCDENR. Best Management Practices.
from clogging.

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FREELAND and KAUFFMAN, INC.
ENGINEERS • LmDscvE ARCHITECTS -
209 West Stone Avenue
Orsenvilie. South Carolina 29609
Telephone [phone]
Fax [phone]
Job f?u'6? V Ay \/4 Q_) a s Job No.
Computed By
Checked By _
Date
R, FEREN E j aiculati n Far.

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FREELAND and KAUFFMAN, INC.
ElV6wmw • L 4.wsa4m ARCHITECTS
209 Weet Stone Avenue
Greenville, South Carolina 29609 JOB
Telephone [phone]
Fax [phone]
Job No.
Computed By
Checked By _
Date
Date
i
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Hydrograph Plot
English
Hyd. No. 12
Pond 1 100 Year Routi
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 7
Max. Elevation = 397.72 ft
400
Storage Indication method used.
30(
20(
Cy
10(
Peak discharge = 91.44 cfs
Time interval = 2 min
Reservoir name = Pond # 1
Max. Storage = 452,032 cuft
1 UU71 V UIUIIIC - 0Y.7.U.7U uUll
12-Reservoir -100Yr-Qp=91.44 cfs
i j
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0 1 0. 20 30 in
5
Time (hrs)
/ Hyd. 7 / Hyd. 12

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Hydrograph Plot
Hyd. No. 12
Pond 1 100 Year Routi
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 7
Max. Elevation = 397.72 ft
English
Peak discharge = 91.44 cfs
Time interval = 2 min
Reservoir name = Pond # 1
Max. Storage = 452,032 cuft
Storage Indication method used.
i vwi wwnic - Q4U,UUU tJUll
12 - Reservoir-100 Yr - Max. El. = 397.72 ft
a?
w
0 10 20 30 40 50
Time (hrs)

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FREELAND and KAUFFMAN, INC.
ENGINEERS • LANDSGIPE ARCHITECTS
209 weet Stone Avenue Job
Greenville, South Carolina 29609
Telephone [phone]
Fax [phone]
Job No.
Computed Dy
Checked by _
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Hyd. No. 15
Pond 2 100 Yr Release
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 6
Max. Elevation = 388.67 ft
English
Peak discharge = 53.25 cfs
Time interval = 2 min
Reservoir name = Pond 2
Max. Storage = 135,095 cuft
Storage Indication method used.
10(
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15 - Reservoir -100 Yr - Qp = 53.25 cfs
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English
Hyd. No. 15
Pond 2 100 Yr Release
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 6
Max. Elevation = 388.67 ft
Peak discharge = 53.25 cfs
Time interval = 2 min
Reservoir name = Pond 2
Max. Storage = 135,095 cuft
Storage Indication method used.
Total Volume = 267,855 cuft
15 - Reservoir -100 Yr - Max. El. = 388.67 ft
as
W
0 5 10 15 20 25 30
Time (hrs)

I Emergency Drains:
Since the ponds are wet ponds (permanent pool) it is required that they be equipped with
emergency drains to allow for the pond to be drained if needed to permit corrective work to be
performed on the outlet structure and/or the pond. The emergency drain, per State of N.C.
requirements should be sized to release the water over a 24 hour period. For Pond #1 this
permanent water volume 161,274 c.f. Releasing this over a 24 hr. period equates to a release rate
of 1.87 cfs. From this we determine that a minimum 6.4" orifice will be required. We intend to
install an 8" dia. Pipe to act as the orifice to drain the pond. The 8" pipe will have a valve to open
and close the line. For Pond #2 the required release rate would be lower so by default an 8" line
will also drain Pond #2 in less than 24 hours.

1

1

FREELAND and KAUFFMAN, INC.
Et,vw Rs • L wDScwEARCHITECTS
209 Weet Stone Avenue
Job No. Date
Groenville, South Carolina 29609 Job ri ] LI Ag Y A a a
Telephone [phone]
Fax [phone] Computed by
Checked By S - s Date IA ax?

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EROSION & SEDIMENT CONTROL
The following is the report of the sediment and erosion control devices to be used on the Fuquay
Varina project. The erosion will be controlled with the use of the two ponds being built for the
stormwater. We will also use a temporary sediment basin, temporary diversion ditches, inlet
protection, silt fence and a stone construction entrance. These items will be implemented per the
NC SCS Erosion and Sediment Control Handbook and maintained on a regular basis to insure
their proper operation. We will also provide all calculations for the sediment basin based on
temporary grading conditions and permanent grading conditions to show basin efficiency is met.
The entire site to be graded will consist of approximately 48.72 acres. It is currently somewhat
wooded with the other half being large grassed areas. In its graded condition the site will drain
towards the small, before referenced creek. Because the ponds are on the low side of the

t property the detention ponds will also serve as the sediment basins. Diversion ditches will be
installed to direct runoff to the ponds. In the interim, the remaining small areas that can not be
i incorporated to the pond will be directed to a temporary silt fence. This area is 5.22 acres as a
maximum and will be reduced as grading continues.
The permanent ponds must be built as the first items on the site. Temporary diversions will direct
runoff to the ponds. Secondly, the temporary sediment basin will be installed. This will allow for
placement of fill in the low area without impacting the creek. As the fill is placed, the diversions
can be re-graded to direct runoff to the permanent ponds. Eventually, the low area will be filled
enough to allow for the removal of the temporary sediment basin and all runoff will drain to the
two permanent ponds. As grading continues and the site can be stabilized, the sediment can be
removed from the ponds and the ponds can be graded to their final configuration. The
calculations provided show that the ponds will work when the site is initially graded and will also
work in their final configurations. Note that the drainage area to each pond in the first stages is
different than the last stages as the stormwater pipes and grading will redirect the runoff to each
pond as required. In all cases the basins will provide at minimum of 85% trapping efficiency based
on the TSS calculations and the fact that they will be wet ponds both in grading and in final
configuration.
When the stormwater system is installed, inlet protection will be installed at each catch basin to
collect sediment. There will also be "super silt fence" installed along the downhill perimeter of the
site adjacent to the creek and buffer areas and temporary stone construction entrances along
Broad Street and the new Judd Parkway. Super silt fence is a chain-link fence with steel poles to
anchor the fabric in place. This is done in areas we deem critical rather than using the typical silt
fence detail.

FREELAND and KAUFFMAN, INC.
ENGINEERS • LAND5GG4PE ARCHTECTS -
209 West Suns Avenue Job
Greenville, South Carolina 29609
Telephone [phone]
Fax [phone]
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Job No.
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SEDI.PRN
RUNOFF CURVE NUMBER COMPUTATION Version 2.10
Project : FUQUAY VARINA User: SKS Date: 12-20-2000
County : WAKE State: NC Checked: Date:
Subtitle: SEDIMENT BASIN #1
Subarea : AREA
------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
- -----------
URBAN AREA (No Ve
etation) --------Acres (CN)
g
Newly graded area (pervious only) - 24.5(86) - -

Total Area (by Hydrologic Soil Group) 24.5
r ------------------------------ -- -------------- -------------------------------
SUBAREA: AREA TOTAL DRAINAGE AREA: 24.5 Acres WEIGHTED CURVE NUMBER: 86*
--
--------------------------- ------------------ -------------------------------
Generated for use by GRAPH
- IC method
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.10
M
Project : FUQUAY VARINA User: SKS
Date: 12-20-2000
County : WAKE State: NC ch ecked: Date:
Subtitle: SEDIMENT BASIN #1
------------------------------
Flow Type 2raenr L(fttjh ( ------------------
ft/ft) su
d
e n -------------------------------
Time
/f
ft
(
r
-
-
-
-
---------
- --------------- co
e
------------------ (sq
t) (
)
ft/sec
-

Sheet
3.6 .300
.03 A -
-----------------------------
0.039
shallow concent'.d 400 .03 U 0.040
open channel 400 5 0.022
Time of concentration = 0_10*
--- Sheet Flow surface codes ---
A Smooth Surface F Grass, Dense shallow concentrated ---
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 GRAPHIC method
0 GRAPHICAL PEAK DISCHARGE METHOD Version 2.10
Project : FUQUAY VARINA User: SKS Date: 12-20-2000
County : WAKE State: NC Checked: Date:
Subtitle: SEDIMENT BASIN #1
Data: Drainage Area . 24.5 * Acres
Runoff curve Number . 86 *
Time of concentration: 0.10 * Hours
Page 1
1

SEDI.PRN
Rainfall -Type II
Pond and swamp Area . NONE
b
I Storm Num
er
1--- 1 2 3 4
------------------
Frequency (yrs)
24-H
R
i
f
ll (i
) -I------
2
3
6 1------
10
5
5 1------
25
4
6 1------1
i 100
r
a
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a
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. i
. . i 8.0
Ia/P Ratio 0.09 0.06 I
0.05 0.04
used i
i 0.10 i
i 0.10 i
10.10 i
i 0.10
Runoff (in) i 2.19 i 3.94 4.79 i 6.33
1 unit Peak Discharge 1.578 11.578 11.578 1.578 1
(cfs/acre/in) I I
1 Pond and swamp Factorl 1.00

0.0%
Ponds
used
1
I 1 1.00

I 1 1.00

I i 1.00 1

I I
-
-
---
1-------
I Peak Discharge (cfs) -
1 -----
1 85 1------
1 152 ------
1 185 ------1
245 1
* - value(s) provided from TR-55 system routines
a

1

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I Page 2

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1

FREELAND and KAUFFMAN, INC.
&owms • L wDSCAPE ARCHimcm -
209 West Stone Avenue
Oreenville, South Carolina 29609
Telephone [phone]
Fax [phone]
Job rL?6t11/_Ny V4 P "JPs Job No.
Computed By
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Date
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SEDI.PRN
RUNOFF CURVE NUMBER COMPUTATION Version 2.10
Project : FUQUAY VARINA User: SKS Date: 12-20-2000
County : WAKE State: NC Checked: Date:
subtitle: SEDIMENT BASIN #2
Subarea : AREA
-------------------------
Hydrologic soil Group
COVER DESCRIPTION A B C D
Acres (CN)
--------------------------------------------------------------------
DEVELOPING URBAN AREA (No Vegetation)
Newly graded area (pervious only) - 19.0(86) - -
Total Area (by Hydrologic soil Group)
t
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19
-------------------------------------------------------------------------------
SUBAREA: AREA TOTAL DRAINAGE AREA: 19 Acres WEIGHTED CURVE NUMBER: 86*
-------------------------------------------------------------------------------
* - Generated for use by GRAPHIC method
D TIME OF CONCENTRATION AND TRAVEL TIME Version 2.10
Project : FUQUAY VARINA User: SKS Date: 12-20-2000
County : WAKE State: NC Ch ecked: Date:
Subtitle: SEDIMENT BASIN #2
-----------------------------
Flow Type 2
year Length -------------------
slope
surface n -------------------------------
Area
Time
t
ra (f
t/ft) (sq
) (ft/sec)
/ft) (f
-----------------------------
sheet 3.6 300 ----------
.03 ---------
A -------------------------------
0.039
shallow Concent'd 540 .03 U 0.054
Time of concentration = 0.09*
--- Sheet Flow surfac e codes -- -
A smooth surface F Grass, Dense --- shallow concentrated ---
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 7 Range, Natural
* - Generated for use by GRAPHIC method
0 GRAPHICAL PEAK DISCHARGE METHOD
Project : FUQUAY VARINA User: SKS
County : WAKE State: NC Checked: _
Subtitle: SEDIMENT BASIN #2
Data: Drainage Area 19 * Acres
Runoff curve Number . 86 *
Time of concentration: 0.09 * Hours
Rainfall Type II
Page 1
Version 2.10
Date: 12-20-2000
Date:

1
1
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SEDI.PRN
Pond and Swamp Area NONE
1 storm Number
I 1 1 2 1 3 1 4 1
-----
1----------------
Frequency (yrs) -
1------
i 2 1------
i 10 1------
i 25 1------i
i 100
24-Hr Rainfall (in) i 3.6 i 5.5 i 6.4 1 8.0
Ia/P Ratio 1 0.09 1 0.06 1 0.05 0.04 1
j used j 0.10 j 0.10 j 0.10 10.10 j
Runoff (in) j 2.19 i 3.94 j 4.79 j 6.33 I
I
1 unit Peak Discharge I
11.625 I
11.625 I
11.625 I I
11.625 1
(cfs/acre/in) I I I 1
I I
l Pond and swamp Factorl 1.00 1 1.00 1 1.00 1 1.00 1
I 0.0% Ponds used I I I I I
I----------------------
1 Peak Discharge (cfs) I ------
1 68 ------
: 122 1------
1 148 1------1
1 196 I
* - value(s) provided from TR-55 system routines
0
Page 2
FREELAND and KAUFFMAN, INC.
ENGINEERS • L wDSC„ wE ARCHITECTS
209 West Stone Avenue
Orsenvills, South Carolina 29609
Telephone [phone]
Fax [phone]

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FREELAND and KAUFFMAN, INC.
ENoINEER9 • LANDsawE ARCHITECTS -
' 209 Weet Stone Avenue
Greenville, South Carolina 29609 Job Job NO.
Telephone [phone]
Computed By
Fax[phone] Checked By_
RI FERENG#E Caiculatibn For. EI-d 1 i Y JI
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SEDI.PRN
RUNOFF CURVE NUMBER COMPUTATION Version 2.10
Project : FUQUAY VARINA User: SKS Date: 12-20-2000
County : WAKE State: NC Checked: Date:
Subtitle: TEMP SEDIMENT POND
Subarea : AREA1
----
-- -------------------------
Hydrologic soil Group
COVER DESCRIPTION A B C D

---------------
DEVELOPING URBAN AREA (No Vege
------------------
tation) ------Acres (CN)
-- ------------------
Newly graded area (pervious on ly) - 5.22(86) - -
'
Total Area (by Hydrologic Soil Group) 5.22
----- ----------------------- ------------------ -------------------------------
SUBAREA: AREA1 TOTAL DRAINAGE AREA: 5.22 Acres WEIGHTED CURVE NUMBER: 86*
------------------------------ ------------------ -------------------------------
* - Generated for use by GRAPH IC method
0 TIME OF
j CONCENTRATION AND TRAVEL TIME version 2.10
Pro
ect : FU UAY VARINA
Q
user: sKS Date: 12-20-2000
County : WAKE State: NC Ch ecked: Date:
Subtitle: TEMP SEDIMENT POND
------------------------------
Flow Type 2 year Length
rain (ft) ( ------------------
slope surface n
ft/ft)
d -------------------------------
Area wp Velocity Time
(
f
f
f

----------------------------- co
e
------------------ sq/
t) (
t) (
t/sec) (hr)
-----

Sheet 3 6 300
0.033 A --------------------------
0.038
Shallow concent'd 375 .0027 U 0.124
Time of concentration = 0.16*
--- sheet Flow surface Codes ---
A smooth surface F Grass, Dense --- shallow concentrated ---
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 ] Range, Natural
*
- Generated for use by GRAPHIC method
0 GRAPHICAL PEAK DISCHARGE METHOD Version 2.10

Project : FUQUAY VARINA User: SKS Date: 12-20-2000
County : WAKE State: NC Checked: Date:
' Subtitle: TEMP SEDIMENT POND
Data: Dr
ina
A
22 *
5
a
ge
rea .
Acres
Runoff Curve Number . 86 *
Time of concentration: 0.16 * Hours
Rainfall Type II
Page 1

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
SEDI.PRN
Pond and Swamp Area . NONE
storm Number i 1 I 2 I 3 1 4
---------------------- 1------
Frequency (yrs) 1 2 i------
1 10 1------
1 25 1------
1 100
24-Hr Rainfall (in) i 3.6 I 5.5
' l 6.4 1 8.0
i
Ia/P Ratio 1 0.09 l I
0.06 I
1 0.05 l I
0.04
used 1 0.10 1 0.10 0.10 1 0.10
Runoff (in) 1 2.19 1 3.94 1 4.79 1 6.33
unit Peak Discharge 11.357 1 1.357 1 1.357 1 1.357
(cfs/acre/in) I I I I
Pond and swamp Factorl 1.00 1 1.00 1.00 1 1.00
0.0% Ponds used I I I
Peak Discharge (cfs) 1 15 1 28 3-4-1 45
* - value(s) provided from TR-55 system routines
a
Page 2
FREELAND and KAUFFMAN, INC.
ENGINEERS •LmDsc4mARcwmcm-
209 West Stone Avenue Job_
Greenville, South Carolina 29609
Telephone [phone]
Fax [phone]
i
i
1
Job No.
Computed by
Checked By_
Date

RFEIZEN
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Calculation For.
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FREELAND and KAUFFMAN, INC.
ENGINEERS • LwDSc m ARCHITECTS
r 209 West Stone Avenue Job_
Greenville, South Carolina 29609
Telephone [phone]
Fax [phone]
R FEREN E Calcw'latibn Far: P
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Appendices
30
Outlet W = Do + La 99
pipe ":.. .I
diameter (Do)
La -? 80
T ilwater < 0.51)o
Y ` il"
?r } • iltj
QkPptoGO.:
tr y f ti
J?(\ 54 i t ! I r I i t i
4 0-
t. 9
t t
ryl r:r; if j'I i r s -
3
20 15Y td s ,
2 1 1 _ `r?
10 r.
HIM
r 1 F. ill. t?'il -
.f
f a a
« v,? y gb
f - G?iWl? o o
J ?.
J y 35
j I it F I 1I _ r V I r
1 i ,' V-15 > ri r C.
q n, r 1. - i . . , : «I
t ri iii! .i, r! fill InrtI
y_ ?" n
10
3 5 10 20 50 100 200 500 1000
Discharge (ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Rev. 17!93
4
3
v
2 N
a
as
.2
cc
0
1 -`o
8.06.3
1
Pipe Sizing Calculations:
The following are the pipe sizing calculations for the proposed stormdrain system on the Fuquay
Wal-Mart project. Per the City of Fuquay design standards we have analyzed the inlet spreads
using the 2 year storm event and the pipes using the 10 year storm event. Per the standards
' we've designed all the inlets to be installed in Broad Street and Judd Parkway to limit spreads to
be less than 8.0 feet. This was done based on using the catch basin from the city standards
having the item number Std. 8.03 and frame no. CB-SO-1. To keep spreads in line with the
requirements we've used two of the catch basins side by side to effectively double the inlet
length. This is noted in the stormdrain schedule included on the plans.
' Pipe calculations were performed using the "HydroFlow" program. This program uses the Rational
Method to calculate the runoff to each basin and subsequently through the pipes. Hydraulic grade
lines, velocities, inlet spreads, etc are generated and displayed in the print outs. All pipes shown
have been analyzed to show that they can carry the runoff without the hydraulic grade line
exceeding the rim of the catch basins.

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Hydraflow Summary Report

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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
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) No.
1 2 TO 1 67.94 48 c 29.0 389.00 389.14 0.483 391.50 391.60 0.55 End
2 3 TO 2 65.67 42 c 209.0 389.24 390.29 0.502 392.14 392.91 0.79 1
3 4 TO 3 59.88 42 c 177.0 390.39 391.27 0.497 393.70 394.12 0.40 2
4 5T04 53.18 42 c 110.0 391.37 391.92 0.500 394.52 394.69 0.33 3
5 6 TO 5 47.44 42 c 136.0 392.02 392.70 0.500 395.02 395.16 0.84 4
6 7 TO 6 46.64 42 c 239.0 392.80 394.00 0.502 396.00 396.29 0.53 5
7 8 TO 7 42.42 36 c 111.0 394.10 394.66 0.505 396.82 397.14 0.50 6
8 9 TO 8 39.91 36 c 190.0 394.76 395.71 0.500 397.64 398.14 0.99 7
9 9A TO 9 24.84 36 c 186.0 395.81 396.74 0.500 399.13 399.34 0.11 8
10 9B TO 9A 9.02 30 c 186.0 396.84 397.77 0.500 399.45 399.52 0.09 9
11 7A TO 7 3.14 18 c 43.0 394.10 394.31 0.488 396.82• 396.86' 0.05 6
12 7B TO 7A 1.58 18 c 43.0 394.41 394.63 0.512 396.92' 396.93' 0.01 11
13 10 TO 9 6.97 30 c 209.0 395.81 399.99 2.000 399.13 400.87 0.47 8
14 10A TO 10 3.08 24 c 41.0 400.09 400.91 2.000 401.34 401.53 0.15 13
15 10B TO 10A 2.60 18 c 97.0 401.01 402.95 2.000 401.68 403.56 0.16 14
16 10C TO 10B 1.31 15 c 38.0 403.05 403.81 2.000. 403.72 404.27 0.16 15
17 11 TO 10 3.77 18 c 177.0 396.86 397.75 0.503 401.34" 401.57' 0.11 13
18 12 TO 11 1.91 18 c 237.0 397.85 400.22 1.000 401.68 401.72 0.03 17
19 13 TO 12 0.90 15 c 40.0 400.32 400.72 1.000 401.75 401.75 0.01 18
20 11 A TO 11 1.03 15 c 40.0 397.85. 398.25 1.000 401.68' 401.69' 0.01 17
Project File: FUQUAYI.STM I-D-F File: Raleigh.IDF Total No. Lines: 20 Run Date: 12-29-2000
NOTES: c = circular, e = elliptical; b = box; Return period = 10 Yrs.; ' Indicates surcharge condition.

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Hydraflow Summary Report

i

1

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
(Cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) No.
1 15 TO 14 90.45 48 c 83.0 389.00 389.42 0.506 391.97 392.32 2.00 End
2 16 TO 15 79.20 42 c 228.0 389.52 390.73 0.531 394.32' 395.74' 1.58 1
3 17 TO 16 59.42 42 c 135.0 390.83 391.47 0.474 397.32" 397.79' 0.65 2
4 18 TO 17 58.02 42 c 205.0 391.57 392.64 0.522 398.44' 399.12' 0.85 3
5 19 TO 18 42.08 42 c 147.0 392.74 393.48 0.503 399.97' 400.23' 0.21 4
6 20 TO 19 30.75 36 c 113.0 393.58 394.14 0.496 400.44' 400.68' 0.44 5
7 21 TO 20 5.29 24 c 204.0 394.24 396.28 1.000 401.12" 401.23" 0.06 6
8 22 TO 21 2.63 18 c 386.0 396.38 400.24 1.000 401.28 401.51 0.06 7
9 23 TO 22 1.25 15 c 41.0 400.34 400.75 1.000 401.58 401.58 0.03 8
10 15A TO 15 13.26 24 c 99.0 389.52 390.51 1.000 394.32' 394.66" 0.19 1
11 15B TO 15A 9.51 24 c 110:0 390.61 391.71 1.000 394.86" 395.05' 0.06 10
12 15C TO 15B 9.75 24 c 104.0 391.81 392.85 1.000 395.12" 395.31' 0.15 11
13 18A TO 18 12.95 36 c 193.0 392.74 393.70 0.497 399.97* 400.04' 0.05 4
14 20A TO 20 24.00 36 c 250.0 394.24 399.24 2.000 401.12 401.37 0.31 6
15 21A TO 21 1.17 15 c 40.0 396.38 396.78 1.000 401.28' 401.30' 0.01 7
16 24 TO 16 14.43 36 c 332.0 390.83 395.81 1.500. 397.32 397.48 0.14 2
17 25 TO 24 4.32 24 c 187.0 395.91 397.78 1.000 397.62 398.52 0.40 16
18 26 TO 25 2.24 24 c 302.0 397.88 403.68 1.921 398.91 404.21 0.26 17
19 27 TO 26 1.01 15 c 40.0 403.78 404.04 0.650 404.47 404.48 0.10 18
20 25A TO 25 1.17 15 c 40.0 397.88 398.08 0.500 398.91 398.92 0.03 17
Project File: FUQUAY2.STM 1-0-F File: Raleigh.IDF Total No. Lines: 20 Run Date: 12-29-2000
NOTES: c = circular, e = elliptical; b = box; Return period = 10 Yrs.; ' Indicates surcharge condition.

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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
(cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) No.
1 29 TO 28 59.65 42 c 53.0 382.00 382.53 1.000 383.98 385.19 1.34 End
2 30 TO 29 57.29 42 c 226.0 382.63 383.76 0.500 386.54 387.25 0.28 1
3 31 TO 30 56.41 36 c 164.0 383.86 384.68 0.500 387.53" 388.70' 1.09 2
4 32 TO 31 53.97 36 c 81.0 384.78 385.18 0.494 389.79' 390.32' 0.68 3
5 33 TO 32 55.75 36 c 145.0 385.28 386.01 0.503 391.00' 392.02' 0.48 4
6 34 TO 33 45.74 36 c 255.0 386.11 387.38 0.498 392.50' 393.70' 0.98 5
7 35 TO 34 44.55 36 c 53.0 387.48 387.75 0.509 394.68' 394.91 0.62 6
Project File: FUQUAY3.STM I-D-F File: Raleigh.IDF Total No. Lines: 7 Run Date: 12-29-2000
NOTES: c = circular, e = elliptical; b = box; Return period = 10 Yrs.; ' Indicates surcharge condition.
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MEMO From: 2 Date: 00
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NCDENR
North Carolina Department of Environment and Natural Resources
PO Box 29535, Raleigh, North Carolina 27626-0535 / Phone: [phone]
(Division of Water Quality
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To: T04-^-? ! Subject: L oc?°C C5 +
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North Carolina Department of Environment and Natural Resources
PO Box 29535, Raleigh, North Carolina 27626-0535 / Phone: [phone]
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STORM WATER
1
MANAGEMENT REPORT
MAIN STREET STATION SHOPPING CENTER DEVELOPMENT
BROAD STREET. EXTENSION AND ACADEMY STREET EXTENSION
FUGUAY VARINA, NORTH CAROLINA
i
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Freeland and Kauffman, Inc.
209 West Stone Avenue
Greenville, South Carolina 29609
[phone]
[phone] fax
1

' Main Street Station Shopping Center Development
Lodestar Properties, Inc.
Broad Street Extension and Academy Street Extension
' Town of Fuquay Varina
Wake County, NC

0
STORMWATER MANAGEMENT REPORT
The following is the stormwater management report for the new Shopping Center Development to
be built at the intersection of Broad Street Extension and Academy Street Extension in Fuquay
Varina, NC. The site will be developed to contain +/ 276,847 square feet of retail shops and all
the parking, landscaping and utilities to accompany the buildings. The layout also contains two out
parcels that are included in the stormwater calculations and pond sizing calculations.' Runoff from
both out parcels will be routed through catch basins located in the parking area just north of each
out parcel.
Construction will include the buildings plus accompanying parking and landscape areas, as well as
the construction of the Broad Street and Academy Street extensions. The underground
stormwater system will utilize catch basins and pipes that will convey runoff to a pond located at
the north west comer of the property behind the retail shops. This pond will be a wet detention
pond sized to handle the retail shops, all parking, the two out parcels, and the road extensions.
The pond is sized to hold l" of rainfall and release this over a period of forty-eight hours. The
pond will also store and release the 10-year and 100-year storms at pre-developed rates. A
staged outlet. structure has been designed to manage each condition. The pond will have
sufficient storage for the 100-year storm runoff; therefore, no emergency spillway is needed.
The stormwater pond (basin #1) will also serve as the sedimentation and erosion control pond
during, the construction phase. One other basin (basin #2) will be constructed and utilized in the
first (1st)'phase of grading until the large retail shop building pad is complete.
Basin #1 will utilize the same riser structure for sediment control and stormwater management.
The bottom five feet of the pond will be allowed for sediment storage with a temporary 24"
dewatering orifice at elevation 388.0 (top of cleanout level). After the site has been stabilized. the
dewatering orifice will be "plugged" and the pond will be graded to its final configuration. The
erosion and sediment control calculations are also included in this report.
The stormwater runoff calculations and pond sizing calculations shown in this report are based on
the SCS TR-55 Method and the. Stormwater Best Management Practices as required by the Town
of Fuquay Varina and the North Carolina Department of Environment and Natural Resources.

n

' Existing Conditions:
The +/- 35.8 acre site is comprised of grass fields with a large wooded area extending from the
' southeast corner to the northwest corner of the property. Drainage occurs primarily from the
southeast to northwest, eventually draining into Terrible Creek.
' The runoff currently drains via sheet flow and shallow concentrated flow. The site is relatively flat
with slopes varying from 1 to 5 percent. Runoff from an existing 36" pipe currently drains onto
the site. This runoff will be routed through a ditch into the proposed stormwater system,
therefore this runoff was considered in the stormwater calculations.
The closest body of water to the site is Terrible Creek, which leads northeast. No portion of the
' site is within a "Flood Hazard Zone" as shown on FEMA map panel #370183 0688 E.
' Developed Conditions:
The areas draining to the new stormwater pond are comprised of 4.98 acres of grassed areas,
' 3.16 acres of steets and roads, and 32.8 acres of parking area. The two out parcels were
considered to be 85% impervious. All remaining property will be grassed with a permanent grass
mixture upon completion of grading. These numbers will be used to obtain the.Runoff Curve
Number (CN).
The slopes of the parking lot will range from 1 %to 3% with driveways ranging up to 5%. The
' parking area runoff will be directed to a series of catch basins, which will lead, via underground
stormwater pipes, to the detention pond. The outlets into the pond will be reinforced with rip-rap
and a non-woven geotextile fabric to keep these areas from eroding.
Runoff Calculations; Existing Conditions:
Runoff for both the existing and developed conditions will be calculated using the TR-55 Method.
This method considers land use, time of travel for runoff, and rainfall events as prescribed by the
US National Weather Service for this particular area, and the size of the area to determine
' stormwater runoff. The equation used is as follows:
The rainfall amounts wiil vary based on the design storm and' hese numbers are taken from the
precipitation maps issued by the U.S. National Weather Service. The area is also analyzed to
determine current land use and a Runoff Curve Number is then.generated for the site. Next the
' time of concentration (travel in minutes) of the runoff from the most remote point of the drainage
basin to the outlet point is determined and these items are used in the calculations to determine
the runoff Q.

Runoff Curve Number:
The runoff curve number is based on land use for each area and the percent of the area with that
' type of use. For example, pavement has a runoff number of 98 as it.is almost entirely made up of .
impervious area. This number also takes into account the soil type as determined by the Soil
Conservation Service. The soils are then classified as type A, B, C & D, which each have varying
' rates at which water runs off. This site is comprised of mostly Type B soils. Since the majority of
this site is one use type we will use this CN number for the entire site which will give us a more
conservative design. The site consists of grass-brush and woods. The CN for this use is as
' follows.
Brush; fair-brush, Woods -fair condition
weed,; grass,miz A = 12.5 ac
A-23.3 ac
CN = 56 CN = 60'
The total pre-developed area is 35.8 acres and the weighted CN value is 57.
' c
Ti
f C
t
tio
me o
en
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on
ra
' The time of concentration for the drainage areas in both the existing and developed conditions
will be calculated using three types of flow: Sheet flow for flow overland, not in a defined channel,
shallow concentrated flow for any sheet flow after 300 feet assuming that the flow has
' concentrated somewhat, and open channel flow for any flow through pipes or ditches. The time of
concentration is a function of slope, the roughness coefficient of the surface the water is flowing

' over, and in the case of open channel flow, the velocity. For sheet flow the
T = {0.007(nQ^0.8)/P^0.5 s^0.4 and for shallow concentrated flow the time is based on the
velocity and the length per Fig. 3-1 from TR-55. The open channel time is based on the velocity
from Manning's equation and this velocity is divided into the length to get the time. All of this
t information is fed into the TR-55 computer program and the Tc is as follows for each area:
Sheet'Fiow'for First Shallow Concentrated
300 ft_ @ 3.0 o,slope, . Flow for next 1770 ft.
Grass-Denser @3?0%, Unpaved,
Tc = 27.6 min Tc =10.8 min
' Total Tc = 38.4 min

' RUNOFF CURVE NUMBER COMPUTATION Version 2.00
roject : FUQUAY VARINA User: TRC Date: 08-27-99
ounty : WAKE State: NC Checked: Date:
Subtitle: PRE-DEVELOPED
ubarea AREA1
--
---
-
-
-
-
-
-
-
-
-
--------------------- ----
--
----- ----
---
---
--
---
Hydrologic -----------------
Soil Group
COVER DESCRIPTION A B C D

---- ---- -------------------
------------- Acres
------- (CN)

OTHER AGRICULTURAL LANDS ------------ -----------------
bush - brush, weed, grass mix fair - 23.3•(56) - -
Woods fair - 12.5•(60) - -

otal Area (by Hydrologic Soil Group) 35.8
-------------------------
1UBAREA
AREA1 T
TAL DRAINAGE -------------------------------------------------'
AREA
35
8 A
*
:-
O
----------------------------- :,
.
------------- cres WEIGHTED
------------------- CURVE NUMBER: 57
-----------------

Generated for use by GRAPHIC method

TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
roject FUQUAY VARINA User: TRC Date: 08-2 7-99
?ounty :
WAKE State: NC Checked: Date:
,
Subtitle: PRE-DEVELOPED
- ----------------- --
e ------ ---- ----- --- ------I-------------------- - -----.
low Typ
. 2 year Length Slope Surface n Area W Velocity Time..
rain (ft) - (ft/ft) code (sq/ft) (ft) (ft/sec) (hr),
=---------
------------- --------
- --
-- -
-
? - -
--- --------------------------- ---
-
heet 3.6 300 0.03 F 0.459
Shallow Concent'd 1770 0.03 U 0.176
Time of Concentration = 0_64*
--- Sheet Flow Surface Codes --
A Smooth Surface F Grass, -
Dense
Shallow Concentrated
---
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
EGrass-Range, Short J Range, Natural
' - Generated for use by GRAPHIC method

1

' GRAPHICAL PEAK DISCHARGE METHOD
roject : FUQUAY VARINA User: TRC
ounty : WAKE State: NC Checked:
Subtitle:-PRE-DEVELOPED'
Data: Drainage Area 35.8 * Acres
Runoff Curve Number 57

' Time of Concentrations
Rainfall Type 0.64 * Hours
II
Pond and Swamp Area NONE

Storm Number 1 2 3 4 5
----------------------
Frequency (yrs) ------
2 ------
5 ------
10 ------
25 ------
10,0
24-Hr Rainfall (in) 3.6 4.75 5.5 6.4 8
Ia/P Ratio 0.42 0.32 0.27 0.24 0.19
Runoff (;in) 0.45 .0.97 1.38 1.92 3.00
Unit Peak Discharge 0.441 0.575 0.613.' 0.637 0.668
(cfs/acre/in )
Pond and Swamp Factor 1.00 1.00 1.00 1.00 1.00
0.0% Ponds Used
----------------------
Peak Discharge (cfs) ------
7 ------
20 ------
30 ------
44 ------
72
' - Value(s) provided from TR-55 system routines
Version 2.00
Date: 08-27-99
Date:

' RUNOFF CURVE NUMBER COMPUTATION Version 2.10
?roject : Wal-Mart Fuquay Varina User: JPA Date: 02-17-2000
County : Wake State: NC Checked: Date:
?ubtitle
------------------------------------------ ------------------- ---

Hydrologic --------------
Soil Group
1 COVER DESCRIPTION A B C D
Acres (CN)

?ULLY DEVELOPED URBAN AREAS (Veg Estab.) --
---------
rban Districts. Avg °s imperv
Commercial & business 85 - 7(92) - -
I
H
T
ER AGRICULTURAL. LANDS.
asture, grassland; or range poor - 4.02(79) - -
Total Area (by Hydrologic Soil Group) 11.0 J
'------------------------------------------ -------------------
-
------------.---
TOTAL DRAINAGE AREA: 11.02 Acres WEIGHTED CURVE NUMBER. 87
- ----------------------------------- ------------------- -----------------
* - Generated for use by GRAPHIC method
1 ?.
1

1
1
1
1
1

' TIME OF CONCENTRATION AND TRAVEL TIME V
si
2
er
on
.10
roject : Wal-Mart Fuquay Varina User: JPA Date: 02-17-2000
County : Wake. State: NC Checked: Date:
lubtitle:
----------------------

low Type 2 year- Length
-------
----------
Slope Su
---------
rface n
---------------------------------
Area Wp Velocity Time
'
rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr)
-----------------------------
eet 3.6 150 ----------
.03 ---------
f -------------------------------
0.264
allow Concent'd 950 .03 u 0.094
Time of Concentration = 0.36*

--- Sheet Flow Surface Codes -- -
A Smooth Surface F Grass, Dense --- Shallow Concentrated ---
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 GRAPHIC method

r
r GRAPHICAL PEAK DISCHARGE METHOD
? roject : Wal-Mart Fuquay Varina Us er: JPA
County : Wake State: NC Check ed:
ubti.tle
Data: Drainage Area 11.021 * Acres
Runoff Curve Number 87 *
r Time of Concentration: 0.36 * Hours
Rainfall Type II
Pond and Swamp Area NONE

Storm.Number 1 2 3 4 5
-----------------------
Frequency (yrs), ------
2 -------
5 ------
10 - -------
25 ------
100 -
24-Hr Rainfall (in) 3.6 4.75 5.5 6.4 8
Ia/P Ratio 0.08 0.06 0.05 0.05 0.04
Used 0.10 0.10 0.10 0.10 0.10
Runoff (in) 2.27 3.33 4.04 4.90 .6.45
Unit Peak Discharge 0.972 0.972 0.972 0.972 0.972
(cfs/acre/in)
Pond and Swamp Factor 1.00 1.00 1.00 1.00 1.00
0.0% Ponds Used
----------------- ------
Peak Discharge (cfs) 24 -------
36 ------
43 ------
52 ------
69
- Value(s). provided from TR-55 system routines
-r
1
1
1
1
s.
1

Version 2.10
Date: 02-17-2000
Date
rxusung 3o Incn ripe
Hydrograph type = SCS Runoff Peak discharge = 48.56 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 11.00. ac Curve number. _ 87
Basin 'Slope = 0.0% f Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 21.6 min
Total precip. = 5.50 in Distribution = Type 11
Storm duration = 24 hrs Shape factor = 484

Total Volume =162,261 cult

Ath-vMIN& CW?CITY
1 "
36
PIPE
Worksheet for Circular Channel
1
Project Description
1 Project, File , d:lhaestadlfmwlfuquay.fm2
Worksheet . EXISTING`36'"PIPE"
Flow Element Circular Channel
1 Method Manning's Formula
Solve For Discharge
i Input Data
Mannings Coefficient 0.013
Channel Slope 0.005900 ft(ft
Depth 1.50 ft
Diameter 36.00 in
i
Results

1 Discharge.
Flow Area 25.61 cfs
3.53 ftz
Wetted Perimeter 4.71 ft
Top Width 3,00 ft
i Critical Depth 1.63 ft
Percent Full 50.00
Critical Slope 0.004440 ft/ft
i Velocity 7.25 fUs
Velocity Head 0.82 ft
Specific Energy 2.32 ft
1 Froude Number 1.18
Maximum Discharge 55.11 cfs
Full Flow Capacity 51.23 cfs
Full Flow Slope 0.001475 ft(ft
1 Flow is supercritical
?i
1
1
1
1
08/27/99
i 05:03:26 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone]
7
FlowMaster v5.15
Page 1 of 1
' Rainfall

' From the U.S. National Weather Service maps the rainfall amounts can be determined. These
maps show. the rainfall amounts for various design storms (i.e. 2, 10, 100yr.) with the totals
being in inches. These are derived for Wake County and the various storms are as follows:
' 10 yr.-5.5in

100 yr.-8.0in
Runoff Calculations
Per the TR-55 Method the runoff will be calculated for the existing condition and a hydrograph
will be generated for this runoff showing Q vs. time. The existing conditions include the additional
runoff from the existing 36" pipe that drain onto the site. Hydrographs will be done for the
10 year and 100 year storm events. The results are as follows:
Pre0eveloped Rainfall Runoff
Storm Event Q in cfs

10 year 5.5 in 72.53 cfs
100 year 8.0 in 142.43 cfs
Developed Condition to Pond
Next the developed condition will be evaluated for the drainage area to the pond. The runoff
number will then be compared to the pre-developed rate and the pond will be designed to limit
outflow to less than the pre-developed rate.
Runoff Curve Number:
The developed condition will consist of parking areas, the roof areas of the shopping center, the
road extensions, and the two out parcels (at 85% impervious). This water will sheet across the
parking lot to catch basins and be conveyed via pipes and ditches to the pond. The runoff curve
numbers are as follows:
Paved parking lots, roofs, Open space, good Streets and roads, paved;
and driveways, Type B condition, grass cover> curbs and storm sewers
soils 75%,
A = 32.8,ac A 4.98 ac A = 3..16., ac
CN = 98 CN = 61 CN = 98
The total developed area is 40.9 acres and the weighted CN value is 93.

' Time of Concentration
The time of concentration for the developed condition will be comprised of sheet flow for the first
t 300 feet across pavement, then via shallow concentrated flow for the next 230 feet to a new
catch basin. From there the water will flow via open channel flow through the pipes for the next
2408 feet into the pond.
Sheet Flow first 300 ft @ Shallow Concentrated Open Channel Flow
3.0%`slope; grass, dense Flow for 230 ft @ 1.0% last 2408 ft @ velocity
' slope, paved 4 fps
Tc = 27.6 min Tc =1.8 min Tc =10.2 min
= 39
i
l
6
n
Tota
Tc
.
m
Runoff Calculations
Per the TR-55 Method the runoff will be calculated for the proposed condition and a hydrograph
will be generated for this runoff showing Q vs. time. This will be done for the 10 year and 100
year storm events. The results are as follows:
host Dey@loped Rainfall, Rate Runoff'(cfs)
Storm Event Q in cfs

10 year 5.20 in 137.0 cfs
100 year 7.50 in 209.0 cfs
These numbers will be used to develop hydrographs through the pond.

' RUNOFF CURVE NUMBER COMPUTATION Version 2..10
roject : FUQUAY VA-INA User: TRC Date: 08-27-1999,
ounty : WAKE State: NC Checked: Date:
ubtitle: POST-DEVELOPED
ubarea
AREA1
-
-
--
--------------
----------
- --------------------
Hydrologic -----------------
Soil Group
I COVER DESCRIPTION A B C D
Acres (CN)

ULLY DEVELOPED URBAN AREAS (Veg Estab.) -------------
pen space (Lawns,parks etc.)
Good condition; grass cover > 75% - 4.98(61) - -
'mpervious Areas

Paved parking lots, roofs, driveways -
32.8(98) - -
Streets and roads
'
Paved; curbs and storm sewers -
3.16(98) - -
t
otal Area (by Hydrologic Soil Group) 40.9
------------
-
-
----
------------
-------------
"UBAREA: AREA1 TOTAL DRAINAGE AREA: 40.94
------------------------------------------ ------------------------------------
Acres WEIGHTED CURVE NUMBER: 93*
------------------------------------
- Generated for use by GRAPHIC method

TIME OF CONCENTRAT ION AND TRAVEL TIME Version 2.10
?roject FUQUAY VARINA User: TRC Date: 08-2 7-1999
County WAKE -State: NC Checked: Date:
ubtitle: POST-DEVELOPED
------- ------
----------
--------
---------------------------
-----
Flow Type 2 year Length Slope. Surface n Area Wp Velocity Time
rain (ft)
(ft/ft) _
code
_
(sq/ft)
(ft)
(ft/sec)
(hr)
---
-Sheet 3.6 300 --
0.03 ----
F --
--
--
- -
0.459
allow Concent'd 230 0.01 P 0.031
luen Channel 2408 4.0 0.167
- Time of Concentration = 0 .66*

--- Sheet -Flow Surface.Codes -- -
A-Smooth Surface F Grass, Dense --- Shallow Concentrated =--
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 GRAPHIC method

' GRAPHICAL PEAK DISCHARGE METHOD ..Version 2.10
roject FUQUAY VARINA User: TRC Date: 08-27-1999
ounty WAKE State: NC Checked: Date:
ubtitle: POST-DEVELOPED

Data: Drainage Area
40.94 *
Acres
Runoff Curve Number 93 * -
Time of Concentration 0.66 * Hours
:
Rainfall Type II
Pond and Swamp Area NONE
Storm Number 1 2 3 4 5
---------------------- ------
Frequency (yrs)` 2 ------
9 ------
10 ------
25 ------
100
24-Hr Rainfall (in) 3.6 4.75 5.5 6.4 8
Ia/P Ratio' 0.04 0.03 0.03 0.02 0.02
Used 0.10 0.10 0.10 0.10 0.10
Runoff (in) 2.83 3.95 4.69 5.58 7.16
Unit Peak Discharge 0.712 0.712 0.712 0.712 0.712
(cfs/acre/in)
Pond and Swamp Factor 1.00 1.00 1:00 1.00 1.00
0.0% Ponds Used
- --------------------- ------
Peak Discharge (cfs) 83
115
------ ------
137 ------
163 ------
209
* - Value(s) provided from TR-55 syste m routines

1

' STORAGE VOLUME FOR DETENTION BASINS
?roject FUQUAY VARINA User: TRC
County WAKE State.: NC Checked:
Version 2.10
Date: 08-27-1999
Date:
?ubtitle: POST-DEVELOPED
Drainage Area: 40.94 Acres Rainfall Frequency: 10 years
Rainfall-Type:
Runoff 4.7
Peak Inflow.:
Peak Outflow:
Detention Basi
II
inches
169.77 cfs
30.00 cfs
a Storage Volume: 2.23 inches or
7.6 acre feet
33 i , 0 5v G? • FT
?cK ?N?t.oW = ?7 p V- 10 - y? (?UNOF? + X lh 1 G t?'' 10• `I TL
t ? 13v .?? t 33 .
IU9 17 C,FS

A STORAGE VOLUME FOR.DETENTION BASI NS Version 2.10
roject : FUQUAY VARINA User: TRC Date: 08-27-1999
C ounty : WAKE State: NC Checked: Date:
ubtitle: POST-DEVELOPED
"Drainage Area: 40.94 Acres Rainfall Frequency: 100 years
Rainfall-Type: II;
Runoff: 7.2 inches
Peak Inflow: 257.89 cfs
Peak Outflow:- 72.00 cfs
Detention Basin Storage Volume: 2.82 inches or 9.6 acre feet
qI8 I"?L cu• FT
' .. FbNp 5,T0KE:5 l co • `I tz `)To 2
E ?GAY, I NFww = Fb5 T M%4. LCD - `i rz R•Q NOS t S16T.. `6& Ioo _ y

= 7.016 &9 + Alq
' = Z 57.8

r

POND SIZING AND ROUTING
The pond, as can be seen on the grading plan, will be a surface pond with a bottom elevation of
383.0 and atop elevation of 395.0. This gives a total volume of 492,033 cubic feet with 0.38
feet of freeboard. The five bottom feet of the pond will be used as a permanent pool with a
forebay at the front of the pond. The Stage / Discharge and Stage,/ Storage charts are included
in this report. Once the pond volume is known an outlet structure must be designed to limit
outflow from the pond to a pre-determined amount. The outlet structure is designed to limit flow
in stages, limiting the l " rainfall to be released over 48 hours, the l 0-year storm event to the 10-
year pre-developed rate, and the 100-year storm to the 100-year pre-developed rate. The outlet
structure will consist of a riser placed in the pond with a series of release points at various
elevations. The l" rainfall will be released through an orifice at the top of the permanent pond and
the 10 year storm will be released through weirs in the riser with inverts at the top of the l"
rainfall storage elevation: The 100-year will be released over the top of the riser at the top of the
10 year storage elevation and through the outlet pipe based on the pre-developed rate. Since the
' pond' is large enough to store the 100-year storm, no emergency spillway will be used to release
the entire 100-year`event. The outlets will be sized as follows:
Orifice Equation - Q = 0.6 x Ax (42gh) x l
' Weir Equation - Q 3.0 x (L) x (1-111.5)
From-these equations it is determined that a 4.0 inch diameter orifice at elevation 388.0 will
control the 1" rainfall. The maximum storage elevation for the 1" rainfall is 390.3. The 10-year
release is then designed to be at the top of the 1'" rainfall storage elevation (el. 390.3). The 10-
year storm will be passed through two 2.0 foot wide weirs at elevation 390.3. The 4' x4'
concrete riser will extend to elevation 393.12, which will allow for 1.5 feet of head and 1.81 feet
of freeboard.' At each stage the flow through the lower outlets (i.e. the release through the 1 "
rainfall orifice during the 10-year storm, etc.) is subtracted from the allowable to determine the
t required size of the next outlet. Refer to the hydrographs for reservoir routing showing storage
elevations, release rates, etc. The results are as follows:
J

POND Stage Storage
Volume Allowable Release. Actual Release
1"rainfall 390.3 138,384 cf 0.80 cfs 0.61 cfs
10 yr. 393.19 346,485 cf ' 72.53 cfs 64.85 cfs
100 yr. 394.79 474,952 cf N/A 104.0 cfs
As can be seen in the above table the release rate from the pond for the 1 " rainfall and 10-year
storm events is below the allowable release rates in the pre-developed condition. Also, the 100-
year 'storm is stored and passed through the pond without overtopping.

REELAND and KAUFFMAN, INC.
%NaiNEERs - L4ND5CAPE ARCHITECTS v1 `V J?
9W est Stone Avenue Job rUQ U A V M A
reenviile; South Carolina 29609 job NO. Date
Iephone 864-233-5497 Computed Dy T /
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NGINEERS • LANDSCAPE ARCHrmcrs
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Hydrograph Summary Report Page 1

Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cis) 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` 48.6 1 726 162,556 10 - - Existing 36 Inch P
2 SCS Runoff 32.7 1 738 176,380 10 - Pre-Constr. Site
3 Reach 43.3 1 731 162,346 10 1 36 Inch Pipe to Po
4 Combine 72.5 1 734 338,726 10 2+3 - Combine Pre Site &
Proj. file: FuquayPre.GPW OF file: FuquayV.IDF '
'
Run date: 02-17-2000
Hydrograph Plot
English
Hyd. No 4
' Combine Pre Site &36 Inch 'Pipe
Hydrograph type = Combine Peak discharge = 72.53 cfs
' Storm frequency = 10 yrs Time interval = 1 min
1st inflow hyd. No..= 2 2nd inflow hyd. No. 3
' Total Volume = 338,726 cult

1
1
1
1

1
1

1
1

Hydrograph Plot
' English _
Hyd. `No. 4
' Combine Pre Site & 36 Inch Pipe
Hydrograph type = Combine Peak discharge = 142.43 cfs
' Storm frequency 100 yrs Time interval = 1 min
1st inflow hyd. No. 2 2nd inflow hyd. No.= 3
' Total Volume = 643,502 cuft
Reservoir Report
Page 1
English
'
Reservoir No. 1 -Storm Water Pond

' Pond Data
Pond stora
e is based on known contou
r areas
g
Stagel Storage Table
Stage Elevation Contour area Incr. Storage Total storage
ft ft sgft cuft cult
0.00 388.00 56,733 0 0
1.00 389.00 60,488 58,611 58,611
2.00 390.00 64,272 62,380 120,991
' 3.00 391.00 68,178 66,225 187,216
4.00 392.00 72,142 70,160 257,376
5.00' 393.00 76,161 74,152 331,528

' 6.00 394.00 80,238
00 84
7
00 395
372 78,200 409,728
82
305 ' 492
033
,
.
. ,
,

' Culvert/ Orifice Structures Weir Structures
[A] [B] [C] , [D] [A] [13C D
Rise in = 42.0 4.0 0.0 0.0 Crest Len ft = 4.0 16.0 0.0 0.0
Span in = 42.0 4.0 0.0 0.0 Crest El. ft = 390.30 393.50 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.27 3.27 0.00 0.00
' Invert El. ft = 388.00 388.00 0.00 0.00 Eqn. Exp. = 1.50 1.50 0.00 0.00
Length ft = 95.0 0.0 0.0 0.0 Multi-Stage = Yes Yes No No

' Slope % = 5.00 0.00 0.00
N-Value = .013 .013 .000 0.00
.000
Orif. Coeff. = 0.60 0.60 0.00 0.00
' Multi-Stage = Yes No No Tailwater Elevation = 0.00 ft
Note: All outflows have been analyzed under inlet and outlet control.
Stage /Storage /'Discharge Table

Stage Storage Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs

0.00 0 388.00 0.00 0.00 - -- 0.00 0.00 - - 0.00
1.00 58,611 389.00 7.91 0.38 --- 0.00 0.00 - - 0.38
2.00 120,991 390.00 27.76
3.00 187,216 391.00 52.26 0.56
0.61 -- - 0.00 0.00
- 7.66 0.00 - 0.56
8.27
4.00 257,376 392.00 69.48 0.60 28.99 0.00 _ 29.59
5.00 331,528 ` 393.00 83.50 0.57 - - 58.03 0.00 --- - 58.60
6.00 409,728 394.00 95.49 0.00 93.09 18.50 --- 95.49
' 7.00 492,033 395.00 106.13 0.00 _
133.28 96.12 -
- 106.13
,Hydrograph Summary Report

i
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 137.3 1 737 691,872 10 - Post Developed Run
2 SCS Runoff 48.6 1 726 162,556 10 - 36 Inch Pipe RR
3 Reach 2.8 1 822 103,179 10 . 2 Ex. 36 Pipe to Pon
4 Combine. 139.6 1 737 795,051 10 1+3 Combine 36 Pipe &
5 Reservoir 64.9 1 763 624,907 10 4 393.19 346,485 Release
Proj. file: FuquayPst.GPW OF file: FuquayV.IDF Run date: 02-17-2000

' Release
Hydrograph type. = Reservoir Peak discharge = 64.85 cfs
Storm frequency" = 10 yrs Time interval = 1 min
' Inflow.hyd. No. = 4 Reservoir, name = Storm Water Pon
Max. Elevation = 393.19 ft Max. Storage = 346,485 cuft

storage Indication method used.
Total Volume = 624,907 cult

Hydrograph Plot
English
Hyd. No. 5

' Release ,
Hydrograph type = Reservoir Peak dischar9e = 64.85 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 4 Reservoir name = Storm Water Pon
Max. Elevation = 393.19 ft Max.. Storage = 346,485 cult

storage Indication method used. Total Volume = 624,907 tuft
Hydrograph Plot
English
Hyd. No. 5

' Release
Hydrograph type = Reservoir Peak discharge = 64.85 cf
s
Storm frequency = 10 yrs Time. interval = 1 min
Inflow hyd.- No. = 4 Reservoir name = . Storm Water Pon
Max. Elevation = 393.19 ft Max. Storage _ 346,485 cult

' Storage Indication method used. Total Volume = 824,907 cult

EROSION 8 SEDIMENT CONTROL
' The following. s the re
i h port .. of the sediment and erosion control devices. to be used on the Fuquay
Varina project. The erosion will be controlled via a series of temporary diversion ditches, a
t sediment basin,' temporary sediment traps, inlet protection, silt fence and a stone construction
entrance. These items will be implemented per the NCDENR Erosion and Sediment Control
Handbook and maintained on a regular basis to insure their proper operation. Calculations are
also provided for the sediment basin based on temporary and permanent grading conditions to
show basin efficiency is met:
' The site to be graded will consist of approximately 40.9 acre
s. It is currently grass and brush with
a large wooded area. In its graded condition the site will drain southeast, to northwest to two
' sediment ponds. The stormwater pond to be located in the northwest corner of the property will
also serve as a sediment basin. Diversion ditches will be installed to direct runoff to the ponds. In
the interim,,the remaining areas, which can not be incorporated to the pond, will be directed to
silt fence. These areas are small and consist mainly of the fill slope along the western property
line.
' When the stormwater system is installed, inlet protection will be installed at each catch basin to
collect sediment. Basin #2 will be eliminated when the large retail shop building pad has been
completed.
Sediment Basin Calculations:
' The on-site detention pond to the rear of the site will also serve as a sediment basin during
construction. The pond is sized to handle all of the runoff in the developed condition. Based on
the NC Erosion Control Handbook the basin should be sized to handle sediment at a rate of 1800
c.f. per disturbed acre per year. The basin will pick up 40.9 acres directly. This equates to:
' 40.9 acres x 1800 c.f. / ac= 73,620 cf
From the Soil. Conservation Service Soil Survey the soil types on site consist mainly of clayey
' soils. From the chart provide by NCDENR (fig. 6.61) and based on a surface area to peak
discharge ratio of 0.0 1, the efficiency should be 75%. For clay loam the efficiency is 80%. In
both cases this meets the state requirements.
The main release will be through a temporary 24 inch orifice at the top of the silt storage (388.0).
The storage provided is 678,896 c.f. at the top elevation of 395.0. This well exceeds the required
' 73,620 c.f. This will provide all the storage needed for silt without compromising the stormwater
runoff storage.
Another sediment basin (Basin #2) will be located in the center of the site. This sediment basin
will be temporary and utilized only during phase one of the erosion control plan. The basin will
pick up a maximum area of 17.4 acres. At a rate of 1800 c.f. per disturbed acre, 31320 c.f. of
storage is required. The storage of silt provided is 15,660 c.f. at the cleanout elevation of 391.5

' and 100,042 c.f. at the riser crest elevation of 394.0. The main release will be through a 10 inch
dewatering orifice at the bottom of the pond
el
v
ti
n 391
0. A 3
c
,
e
a
o
.
6 in
h corrugated riser with a
30 inch barrel will be used based upon Tables 8.07a and 8.07b in the NC Erosion and Sediment
Control Manual. An 8 foot emergency spillway will be constructed to pass the 25-year storm.
' The efficiency of the basin is 80%.

r

t

FREELAND and KAUFFMAN INC. -
209 GINEERS • LANDSCAPE ARCHITECTS j
West Stone Avenue auAy
Greenville, V4P INA
Greenville, South Carolina 29609 Job Fv Job NO. Date /O aS
phone [phone] Computed D y SO
864-233-8915 -
Checked By Date
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JOINEERS • LANDSCAPE ARCHITECTS
209 West Stone Avenue / t gg / ? p ?a
I`;n,I:'!:,85::233-5497 hCarolina29609 JOb ?/©y%t ?!V Job No. 1O .2 COm uteri E
864233-8915 p Y
Checked By Date
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P
1
age
'
Reservoir No. 1 -Sediment Basin English
Pond Data
Pond storage is based on known contour areas
Stage' / Storage Table
Stage Elevation Contour area Incr. Storage Total storage
' ft ft sgft cuft cuft
0.00 383.00 27,391 0 0
1.00 384.00 , 30,795 29,093 29,093
' 2.00 385.00 34,335 32,565 61,658
3.00 386.00 38,146 -36,241 97,899
4.00 387.00 42,089 40,118 138,017
5.00 388.00 56,736 49,413 187,430
' 6.00 389.00 60,430 58,583 246,013
7.00 390.00. 64,239 62,335 308,348
8.00 391.00 68,140 66,190 374,538
9.00 392.00 72,106 70,123 444,661
10.00 393:00 76? 139 8,784
84
J1.DO X04. oe Ed 3 91
/O 1
12.00 311.06 Zq 3S9 8?,0d3 678 49G
Culvert / Orifice Structures Weir Structures
A
B
C
D
[
] [
] [
] [
] [A] [B] [C] [D]
Rise in = 0.0 0.0 0.0 0.0 Crest Len ft = 0.0 0.0 0.0 0
0
' Span in : = 0.0 0.0 0.0 0.0 Crest El. ft = 0.00 0.00 .
0.00 0.00
No. Barrels = 0 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00

' Invert El. ft = 0.00 0.00 0.00 0.00
Length ft = 0.0 0.0 0.0 0.0 Eqn. Exp. = , 0.00
Multi-Stage = No 0.00
No 0.00 0.00
No No
Slope % = 0.00 0.00 0.00 0.00
N" Value = .000 .000 .000 .000
Orif. Coeff. 0.00 0.00 0.00 0.00
Multi-Stage No No No Tailwater Elevation = 0.00 ft

Stage / Storage / Discharge Table Note: All oultlows have been analyzed under inlet and outlet control.
Stage Storage Elevation Civ A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
' ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 383.00 0.00
1.00 29,093 384:00 - --- --- - - --- --- - 0.00
2.00 61,658 385.00 - -- ---
?- 0.00
3.00 97,899 386.00 _ -- _
_ -- --- ' 0.00
4.00 138,017 387.00 - --- --- --- --- - - --- 0.00
5.00 187,430 388.00 --- - -=- --- 0
00
' 6.00 246,013 389.00
- .
0:00
_?
7.00 308,348 390.00 r -„ --
0.00
8.00 374,538 391.00 - --- - --- --- 0.00
9.00 444,661 392.00 - - - - --- 0
00
10.00 518,784 393.00 --- --- --- - --- --- .
- 0.00

1
1
1
1
0
8
6
0000,-
4
2
0
0 1000002000003000004000005000006001

RUNOFF CURVE NUMBER COMPUTATION Version 2.10
Project : FUQUAY VARINA User; SMF Date: 10-22-1999
l
unty' State: Checked: Date:
Subtitle: SEDIMENT BASIN #2
-area AREA 1
----------
-
-
-
-
---
-
---
-
-----
-
-------
------ -------------------
Hydrologic ----------------
Soil Group
COVER DESCRIPTION

---------------
- A B
Acres C D

-
-------------------------
-
DEVELOPING`URBAN AREA (No Vegetation) -------------- ---- --
--
wly graded area (pervious only) - 17.4(86)
- -
Ital Area (by Hydrologic Soil Group) 17.4
______________________________ __________ _______ ____ _ _ _
SUBAREA: AREA 1 TOTAL DRAINAGE AREA: 17.4 Acres WEIGHTED CURVE NUMBER: 86*
----------------------------------------- ------------------- -----------------
- Generated for use by GRAPHIC method

1

TIME OF CONCENTRATION AND TRAVEL TIME Version 2.10
Project FUQUAY VARINA
L User: SMF Date: 10-2 2-1999
unty' State:. C hecked: Date:
Subtitle: SEDIMENT BASIN #2

F
T --
---
----- --------------------------- -----
ow
ype.2 year Length Slope Surface n Area Wp Velocity Time
rain (ft)
-- -----
------
---- (ft/ft).
--
----- code
-
----
- (sq/ft) (ft) (ft/sec)
-
- (hr)
-
eet
3.6
300 .03 E
- ---------
---------------- --
--
0.315
Shallow Concent'd 880 .03 U 0
087
' Time of Concentration 0 .
.40*
--- Sheet Flow Surface Codes -- -
'
A Smooth Surface
F Grass,
Dense --
- Shallow Concentrated --
-
B Fallow (No Res.) G Grass, '`Burmuda --- Surface Codes -.-- "
C Cultivated < 20% Res.
' D Cultivated > 20 °s Res H Woods,
I Woods Light
Dense P Paved
a
. , U Unp
ved
E Grass-Range, Short J Range, Natural
?- G
t
d f
u
R
enera
e
or
se by G
AP HIC method

GRAPHICAL PEAK DISCHARGE METHOD
Project 'FUQUAY VARINA User: SMF
a
unty State: Checked:
Subtitle:` SEDIMENT BASIN #2
Data: Drainage Area 17.4 * Acres
Runoff Curve Number 86 *
Time of Concentration:
' Rainfall Type 0.40 *
II Hours
Pond and Swamp Area NONE
Storm Number- 1
--------- 2 3 4---
-------------
Frequency (yrs) ------
2 -------
10 ------
25 ------
100
24-Hr Rainfall (in) 3.6 5.5 6.4 8
Ia/P Ratio 0.09 0.06 0.05 0.04
Version.2.10
Date: 10-22-1999
Date:
Used 0.10 0.10 0.10 0.10
Runoff (in) 2.19 3.94 4.79 6.33
Unit Peak Discharge 0.924 0.924 0.924 0.924
(cfs/acre/in)
Pond and Swamp Factor 1.00 1.00 1-00 1.00
0.0% Ponds Used
Peak `Discharge (cfs) 35 63 77 102
------- ------- -----
* Value(s)
- Value(s) provided from TR-55 system rout ines

FREELAND and KAUFFMAN, INC.
GINEERS • LANDSCAPE ARCHITECTS
209 West Stone Avenue ?? (? (? [? ?? V .? Job NO. Date I" ID-.) outh Carolina 29609 Job
hon64-233-5 497 Com uted B SM F
233-8915 p y
Checked By Date
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NEERS • LANDscA,-E ARcHtmcm / , q nA I
209 West Stone , South Avenue QuA- V V NA Job No. Date
t'O d
enviile South Carolina 29609 Job / V
phone [phone] Computed 13y
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864-233-8915 Checked By Date
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Reservoir Report
P
age 1
'
Reservoir Na 1 -.Temp. Sediment B
asin English
Pond Data
' Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation Contour area Incr. Storage Total storage
ft ft sgft cuff cuft
0.00 391.00. 29,664 0 0
1.00 392.00 32,084 30,874 30,874
' 2.00 393.00 39,950. 36,017 66,891
3.00 394.00 43,707 41,829 108,720
4.00 395.00 54,852 49,280 158,000
5.00 396.00 642152 59,502 217,502
Culvert /Orifice Structures Weir Structures
1 [A] [B] [C] [D] [A] [B] [C] [D]
Rise in = 0.0 0.0 0.0 0.0 Crest Len ft = 0.0 0.0 0.0 0.0
Span in ` = 0.0 0.0 0.0 0.0 Crest EL ft = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0 Weir Coeff. = 0.00 0.00 .0.00 0.00
Invert El. ft = 0.00 0.00 0.00 0.00 Eqn. Exp. = 0.00 0.00 0.00 0.00
Length ft= .0.0 0.0 0.0 0.0 Multi-Stage = No No No No
Slope % = 0.00 0.00 0.00 0.00
N-Value = .000 .000 .000 .000
Orif. Coeff. = 0.00 0.00 0.00 0.00
' Multi-Stage = No No No. Taiiwater Elevation = 0.00 ft
Stage / Storage / Discharge Table Nye: al outflows have been analyzed underInlet and outlet control.
Stage Storage Elevation _ Clv A CIv B Civ C Clv D Wr A Wr B Wr C Wr D Discharge

' ft cuff ft ' cis cis
0.00 0
91 ds cis cfs cfs cfs cfs ais
.00 w
3 0.00
1.00 30,874 392.00 -- - - - --- --- --- 0.00
2.00 66,891 393.00 -- - --- - --- --- 0.00
3.00 108,720 394.00 --- w =- 0.00
--
4.00 158,000 395.00 r 0.00
5.00 217,502 396.00 --- --- --- --- --- - -- ` --- 0.00

F EELAND and KAUFFMAN, INC.
IHEERS • LANDSCAPE ARCHITECTS
209 West Stone Avenue Job )5'0 a U/ ? V,4n IN A Job No. Date
nville, South Carolina 29609
TMphone 864233-5497
864233-8915 Computed by _S/14 r
FIF
Checked Dy Date
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209 West Store Avenue Job FU Q vA Y VAR I NA Job No. Date 0 as 4
enville, South Carolina 29609
phone [phone] Computed Dy
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FRELAND and KAUFFMAN, INC.
GINEERS • LANDSCAPE ARCHITECTS
209 West Stone Avenue Job UQUkv V MAA Job No. Date U ?G 4 '
jenvi'l South Carolina 29609 tiJ
phoe 864-233-5497 Computed D y 510F
864-233-8915 Checked Dy Date
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PIPE SIZING CALCULATIONS:
Included in this report are the pipe sizing calculations for the on-site pipes and catch basins. These
are generated by the rational method and are based on a 10 year storm intensity for Fuquay
Varina. These calculations show total flow for each pipe section, velocity, hydraulic grade
elevations based on the pond being full to the 10 year elevation, and spreads at. each inlet. The
' flow, velocity, percent full and hydraulic grades have also been placed on the stormdrain profile
drawings.
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FREELAND and KAUFFMAN, INC. Freelndl'Kauffnan
ENGINEERS • LANDSCAPEARCHITECrS and Fredeen, Inc.
Bentonville, Arkansas
8 2001 MEMORANDUM
,: Use p 'January 5, 2001,
To: Todd St. John
NCDENR
Division of Water Quality
4401 Reedy Creek Road
Raleigh, NC 27607
From: Stuart Fuller
Freeland & K , Inc.
Subject: Tricor Development/Lodestar Properties
DWQ Project No. 000057
Fuquay harina, NC Store #2836
Mr St. John,
Please find the two copies of the Pond Sections and Details for Fuquay Varina, NC.
These were left out of our submittal to DWQ dated January 4, 2001. Please add these
sheets to the submittal package to be reviewed. Thank you.
o o r s o 5?????
a c ?,?; ye? ??? y c
7W
209 West Stone Avenue - Greenville, South Carolina 29609 - Telephone [phone] • Fax [phone]
FREELAND and KAUFFMAN, INC.
ENGINEERS • LANDSCAPE ARCHITECTS
MEMORANDUM
Date: January 4; 2001
To: Todd St. John
Affiliate
Freeland-Kauffman
and Fredeen, Inc.
Bentonville, Arkansas
NCDENR
Division of Water Quality
4401 Reedy Creek Road
Raleigh, NC 27607
From: Stuart Fuller
Freeland & Kauffman, Inc.
Subject: Tricor Development/Lodestar Properties
DWQ Project No. 000057
Fuquay marina, NC Store #2836
Mr. St. John, -
Please find attached 2 copies. of the grading plan, erosion control plan, and corresponding
details and profiles. We have provided the additional information requested in order to
complete the review.of the above referenced project. Please feel free to give me a call at
[phone] if you have any questions Thank you for your assistance in the
permitting of this project.
209 West Stone Avenue • Greenville, South Carolina 29609 • Telephone [phone]• Fax [phone]
Project No. DWQ
Project Name: Lodestar pond 1
SUBMITTED DESIGN: REQUIRED DESIGN.
elevations status
Bottom of Basin (ft) 389
Permanent Pool (ft) 392 3 ft. depth ok
Temporary Pool (ft) 393.65 1.65 ft. depth ok
areas
Permanent Pool SA (sq ft)
74796
63716 sq. ft.
ok
Drainage Area (ac) 40.29
Impervious Area (ac) 35.1 87.1 % -
volumes
Permanent Pool (cu ft)
Temporary Pool (cu ft) 121975 121984 cu. ft. check temp(
Forebay (cu ft) #DIV/0! % #DIV10!
other parameters
SA/DA 0 3.63 -
Orifice Diameter (in) 4 0.38 cfs drawdown -
Design Rainfall (in) 1 3.7 day drawdown ok
Linear Interpolation of Correct SAIDA * * *
% Im ervious
Next Lowest 80
Project Impervious 87.1
Next Highest 90
3 ft. Permanent Pool Depth
SA/DA from Table
3.36
3.63
3.74
ENGINEERING CONSULTING SERVICES, LTD.
Geotechnical • Construction Materials • Environmental
Mr. John Dorney
NC DENR - Wetlands 401 Unit
1621 Mail Service Center
Raleigh, North Carolina 27669-1621
May 19, 2000
Mr. Steve Mitchell
NC DENR
1628 Mail Service Center
Raleigh, North Carolina 27699-1628
RE: Lodestar Properties in Fuquay Varina Property
Located 'in Wake County, North Carolina
ECS Project Number 2839
Dear Mr. Dorney:
Enclosed please find one copy of stormwater management plan for the proposed Main
Street Station in Fuquay Varina, North Carolina. The stormwater management plan as
well as the preliminary plats showing minimization of impact to streams and wetlands
should provide final information for the requested 401 Permit for discharge of fill
material in .97 acres of wetlands and 90 linear feet of stream located at US 401 on Broad
Street, Fuquay Varina in Wake County.
This is the information that was requested in your February 16, 2000 letter and our
response letter dated March 17, 2000 both of which are attached. One set of carbon
copies have been sent to Steve Mitchell in the Raleigh Regional Office.
If you have any questions please do not hesitate to contact us.
Respectively,
Engineering yConsu ting S rvices Ltd.
Benj in V. Wilson, P.E.
Principal Engineer!
Vice President
cc: cover letter only
Joe Looney/Tricore
Freeland and Kauffinen Architech
L• Dept7\BVW\Domey-5-18-00
.ate
?,- MAY 2'2. ?t00
P.O.Box 12015, Research Triangle Park, North Carolina 27709• (919)544-17359 Fax[phone]. www.ecslimited.com
Aberdeen, MD - Atlanta, GA - Austin, TX - Baltimore, MD - Chantilly, VA - Charlotte, NC - Chicago, IL - Danville, VA* - Frederick, MD - Fredericksburg, VA • Greensboro, NC
Greenville, SC - Norfolk, VA - Research Triangle Park, NC - Richmond, VA • Roanoke, VA • Williamsburg, VA • Wilmington, NC* - Winchester, VA*
*Testing Services Only

Mar 17 00 03:28p ecs 1Td 9195440610 p.2
.a s
ENGINEERING CONSULTING SERVICES, LTD.
Geotechnical • Construction Materials • Environmental
March 17, 2000
Mr. John R. Dorney
North Carolina Department of Environment and Natural Resources
Wetlands 401 Unit
1621 Mail Service Center
Raleigh, North Carolina 27669-1621
Via fax [phone] March 17, 2000
Re: Lodestar Properties
Fuquay Varina Property
Wake County, North Carolina
ECS Project Number: T6698
Dear Mr. Dorney:
??_ ono
We are in receipt of your letter dated February 16, 2000. This letter provides a narrative with
regard to the development of the Fuquay Varina property.
Several alternative developments were proposed for the Wal-Mart shopping center to be located
on the property located at the intersection of U.S. 401 at Broad Street in, Fuquay Varina in Wake
County or as described in our application dated December 23, 1999. However, all of the various
development alternatives would have impacted more than 90 linear feet of stream as proposed in
the present development alternative. Two other alternatives, as shown on the attached
preliminary drawings by Freeland & Kauffman, Inc. would have impacted up to 140 linear feet
of streams.
Also supplied are the following:
1. Detailed map from surveyor, which shows the point of stream origin determined in the
field by Mr. Danny Smith and the fill slope of the shopping center. (A detailed map was
given to Mr. Smith in the field on February 10, 2000).
2. Stormwater Protection Plan, which removes 85% of total suspended solids and sheetflow
some stormwater through the protected stream buffer.
These will be supplied with the separate cover as they are currently being developed. Please
keep this application for permit active.
P.O. Box 12015, Research TrianglePark, NorthCarolina27709• [phone]* Fax [phone]* 1-900-327-58329 www.ecsliraited.com
Aberdeen, MD • Atlanta, GA • Austin, TX - Baltimore, MD • Chantilly, VA • Charlotte:, NC • Chicago, IL • Danville, VA* • Frederick, MD • Fredericksburg, VA • Greensboro, NC
Greenville, SC • Norfolk, VA • Research Triangle Park, NC - Richmond, VA • Roanoke, VA • Williamsburg, VA • Wilmington, NC* • Winchester, VA*
*Testing Services Only
If you have any questions, please do not hesitate to contact us.
Respectfully,
Engineering Consulting Services, Ltd.
w
Trent D. Richardson
Project Scientist
i
tenj V. Wilson, P.E.
Prin Engineer/Vice-President
cc: Mr. Joe Looney, Lodestar Properties
Mr. Lee Danley, Freeland & Kauffinan, Inc.
I:\Projects\T6000-T6999\T6698\Domey2.doc
Page 2
i

March 17, 2000
Mr. John R. Dorney
North Carolina Department of Environment and Natural Resources
Wetlands 401 Unit
1621 Mail Service Center
Raleigh, North Carolina 27669-1621
Via fax [phone] March 17, 2000
Re:' Lodestar Properties
Fuquay Varina Property
Wake County, North Carolina
ECS Project Number: T6698?
a B'
Dear Mr. Dorney:
We are in receipt of your letter dated February 16, 2000. This letter provides a narrative with
regard to the development of the Fuquay Varina property.
Several alternative developments were proposed for the Wal-Mart shopping center to be located
on the property located at the intersection of U.S. 401 at Broad Street in Fuquay Varina in Wake
County or as described in our application dated December 23, 1999. However, all of the various
development alternatives would have impacted more than 90 linear feet of stream as proposed in
the present development alternative. Two other alternatives, as shown on the attached
preliminary drawings by Freeland & Kauffinan, Inc. would have impacted up to 140 linear feet
of streams.
Also supplied are the following:
1. Detailed map from surveyor, which shows the point of stream origin determined in the
field by Mr. Danny Smith and the fill slope of the shopping center. (A detailed map was
given to Mr. Smith in the field on February 10, 2000).
2. Stormwater Protection Plan, which removes 85% of total suspended solids and sheetflow
some stormwater through the protected stream buffer.
These will be supplied with the separate cover as they are currently being developed. Please
keep this application for permit active.
Fuquay Varina Shopping Center
Wake County, North Carolina
March 17, 2000
If you have any questions, please do not hesitate to contact us.
Respectfully,
Engineering Consulting Services, Ltd.
Trent D. Richardson
Project Scientist
enj in V. Wilson, P.E.
Prin ipal EngineerNice-President
cc; Mr. Joe Looney, Lodestar Properties
Mr. Lee Danley, Freeland & Kauffman, Inc.
I:\Projects\T6000-T6999\T6698\Dorney2.doc
Page 2
Engineering Consulting Services, Ltd..
FAX MESSAGE
TO: Mr. John Dorney
NCDER
Phone
Fax Phone [phone]
REMARKS:
? Urgent
Fuquay Varina Property
Benjamin V. Wilson
I March 17, 2000
I Number of pages including cover sheet 3
FROM. Amie L. Nelson
Accounts Receivable
Collection Department
Administrator
Engineering Consulting
Services, Ltd.
P. O. Box 12015
RTP, NC 27709
Phone [phone]
Fax Phone [phone]
® For your review ? Reply ASAP ? Please Comment
THE INFORMATION CONTAINED IN THIS FACSIMILE IS CONFIDENTIAL, PROPRIETARY, AND/OR
LEGALLY PRIVILEGED INFORMATION INTENDED ONLY FOR THE USE OF THE INDIVIDUAL OR
ENTITY NAMED ABOVE. IF THE READER OF THIS MESSAGE IS NOT THE INTENDED RECEIPIENT,
YOU ARE HEREBY NOTIFIED THAT ANY COPYING, DISSEMINATION, OR DISTRIBUTION OF
CONFIDENTIAL, PROPRIETARY OR PRIVILEGED INFORMATION IS STRICKLY PROHIBITED. IF
YOU HAVE RECEIVED THIS COMMUNICATION IN ERROR, PLEASE IMMEDIATELY NOTIFY SENDER
BY TELEPHONE AND DESTROY THE FACSIMILE. THANK YOU.
HP Fax Series 900
Plain Paper Fax/Copier
Last Fax
Date Time Twe
Mar 17 3:28pm Sent
Result:
OK - black and white fax
Identification
7339959
Fax History Report for
ecs 1Td
9195440810
Mar 17 2000 3:29pm
Duration Pages Result
1:05 3 OK
SENT BY: HP LASERAT 3150;
• 9 N.
17048926710;
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Bill Holman, Secretary
Kerr T. Stevens, Director
CFRTIFIFD MAiL-RETURN RECEIPT REQUESTED
FEB-24-00 9:54;
LT4 A? hoe -0- W2
PAGE 2/2
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
February 16, 2000
DWQ Projcet #: W057
Wake County
Lodestar Properties
181 North Harbor Drive, Suite E
Davidson, North.Carolina 28036
Dear Sir or Madam: .
The Division of Water Quality has reviewed your plans for the discharge of 1111 material into 0.97
acres of wetlands and 9Q linear feet of stream,, located at US 401 at Broad Street in Fuquay-Varina in Wake
County commen iaE development as described in your application dated 23 December, 1999 Insufficient
evidence is present in our riles to conclude that your project must be built as planned in waters and/or
wetlands in accordance with 15A NCAC 2H.0506. 'T'herefore, unless modifications of the proposal are
made as described below. we will have to move toward denial of your 401 Certification as required by 15A
NC41C 2H 0507(e) and will place this project on hold as incomplete until we r ei Engineers additional
information, we are requesting (by copy of this letter) that the U.S. Army Corps g place your
project on administrative hold.
Please provide us with information supporting your position that states your project must be
constructed as planned and that you have no practicable alternative to placing fill in these waters and/or
wetlands. Specifically can you 1) supply a detailed map which shows the points of stream orgin as
determined in the field by Danny Smith and the fill slope for the shipping center'! 2) supply s stormwater strearn plan which will remove 85% TSS and sheet low some stormwao a dress t ernat ve de. gns fir youer? r Any
documentation such as maps and narrative that you can supply
project may be helpful in our review of your 401 Certification. Please respond within fl, R is of the
date of this letter by sending a copy of this information to me and one copy
Regional Office at 3$00 Barrett Drive, Raleigh. NC 27609 919-571-4718. If we do not bear from you in
three weeks, we will assume that you no longer want to putsue this project and we will consider the project
as withdrawn. I can be reached at 919-733-9646 if you have any questions.
./?
p•
KRR.rney
cc Raleigh DWQ Regional Office
Central Files
File Copy
Raleigh Field Office Corps of Engineers
Ben Wil%on; Engineering Consulting Services, Ltd.- P0120145, Research Triangle Park. NC 21709
1621 Mail Service Center Raleigh, North Carolina 27669-1621
WetlardrJ401 Unit FAX 41733-9`159
Telephone [phone]$6 5f)% rccy?letVt U4i? post consmucr paper
An equal opportunity Affirmative Action E?upinyer
SENT BY: HP LASERJET 3150;
T0: ECS DURHAM
r
P.O. Box 1831
181 North Harbor Drive. Suite E
Davidson, NC 28038
704-892-6505
704.892-6710(Fax)
17048926710; FER-24.00 9:54; PAGE 1/2
AT: 19195440810
LODESTAR
PROPERTIES
Q
ftx.
TO, Scott Stannard From: Joe Looney
Fax: Pages: 2
Ph=M game: February 23, 2000
Re: Fuquay Varina-NCDENR CCU
Urgent ? For Review D Please Co:emeet ? Please Reply 0 Please Recycle
• conwnents: Letter from NCDENR for your review... please coordinate with Ben Wilson and Joe
Looney before taking any action. Thanks.
yes
?A Ad ke
G Af
(A
N®irrm CARALINA Depwr 1RENT or
ENNIRONmmy AND NATURAL REsouiaczs
RALEIGH REGIONAL OPaYCE '

February 15, 2000
Jig Jason Autry
Freeland & Kauffinan
209 West Stone Avenue
Greenville, S.C. 29609
Subject:
Dear 1W. Autry:

Neuse River Basin
Riparian Buffer Rules
Main Street Shopping Center
Fuquay Varina
NBRRO 00-014
Wake County
The features represented on the Wake County Soils and the Fuquay Varina USGS maps were evaluated to
determine their subjectivity to the Neuse Buffer Rule. This specific project is referenced by the Raleigh
Regional Office as NBRRO-00-014.
It was determined as a result that there are no features depicted on either map and therefore, this site is not
subject to the Neuse River Basin: Nutrient Sensitive Waters Management Strategy; Protection and
Maintenance of Existing Riparian Areas, Administrative CodvT15A:0213.0233 (NCAC 0233).
This letter addresses only the applicability of the Neuse Buffer Rules. For information relative to the
Wetlands 401/404 issues, please contact Mr. John Domey at 919-733-9646. Thank you for your attention
to this matter and if this Office canoe of any assistance or if you have additional questions, please do not
hesitate tocontact us.
Sincerely,
Steve Mitchell
Environmental Scientist
.014
3600 BARke(Tr ON(vs. SUITE 101, RALEIGH, NORTH CAROLINA 77909
PMVNE 999-879.4700 FAX 949-$91.4746
IRTUNI4Y J APFfRNAT1VE ACTION EMPLOYER - 50% RECYeL3tV10% ?06T.a0Nz0MER PAPER
1101001106.- _ . _ ...E
FREELAND and KAUFFMAN, INC. FreelandJKauffrnan
&G1NM3 • LANDScvEARCN/TECTS and Benton v vililll ee r Inc.
e, Arkansas
4
To., Ben Wilson From: Lee Danley
Fax: [phone] Pages: 2
phone: Date: 3/1/2000
Re: Fuquay-Varina NC cc.
O urgent 0 For Review ? Please Comment ? Please Reply ? Please Recyde
Message: The letter from DWQ addressing the Neuse River Buffer Rules applicability to the
site. Please let me know ityou need anything else.
209 West Stone Avenue . Greenville, South Carolina 29609 • Telephone [phone] • Fax [phone]
ER 00-8758
Received 2/4/00
y Due 2/18/00
North Carolina Department of Cultural Resources B/? 00
James B. Hunt Jr., Governor NATIONWIDE PERMIT REVIEW Division of Archives and History
Betty Ray McCain, Secretary Jeffrey J. Crow, Director
APPLICANT: Benjamin V. Wilson
Engineering Consulting Services, Ltd.
PO Box 12015
Research Triangle Park, NC 27709
Project Location: Wake County
Proposed Project: Lodestar Properties, shopping center, Fuquay Varina
We have received the application for the above project from the Division of
Environmental Management and our comments are noted below.
Additional information is needed (maps, photographs, other).
No comment.
We have reviewed the requested information and have no comment.
Signed a_t'? W_ajo" 'r.
Renee Gledhill-Earley
Environmental Review Coordinator
Historic Preservation Office
919/733-4763
FAX [phone]
Date ?-?
FEB 14 2000]
FEB 0 S 20
1 nn c..... i....e.. c.--+. Dale:.. A7..-L n __u__ nncni non, I ?
SENT BY: HP LASERJET 3150;` 17048026710; MAR-1-00 li:37;
TOWN OF R)QUAY wiNA
1300 East Academy Street
Fuquvy-Vorinv. North Corolina 27526
[phone]
hit-
RMI-w ru.Imm CAN"
February 22, 2000
NCDENR
Division of Environmental.Health - r ., `• ,,.?
Public Water Supply Section C
1634 Mail Service Center
Raleigh, NC 27699-1634
To Whom It May Concern:
The previously submitted WSMP No. 00-00024 entitled Town of Fuguay: Varina: Water
System 'hir-wement Plan contains the information required by rule .0307(c) for the project
defined as: Water Main Extension, Town of Fuquay-Varina to serve the Main Street Station
Shopping.Cent;r, Wake County.
If I can be of fiuther of assistance, please call me at [phone].
Sincerely,
Larry e nett Jr.
Town onager
mIj
PAGE 2/2
SEjJT BY: HP LASERJET 3150; 17048926710; MAR-1-00 11:37; PAGE 1/2
10: ECS DURHAM AT: 19195440810
P.O. Box 1831
f8f Nodh 142fb . `iv:;- E
Wvhfem, NC .:' ..
7TRICOR
04-882-650$ .
784-092-6710 QP mt)
Fax
To: From:
Fax' _ Pages;
Phones Date: a .r
Re: CC:
? Urgent Q For R•• mlew ? Please Comment ? Please Reply ? Please Recycle
0 Comments:
?l

r?
\?a1?
As per your request:
Main Street Fuquay shopping Center Recommendations:
1) Place on hold, request additional information:
a)- current plans show stream origin and parts of zone I in fill slope for shopping center. ?.
-Need to provide DWQ with a map that details how they propose to t with NBRs
(will likely need a retaining wall). Gf9' ?df?
` b)-provide appropriate stormwater management plan to achieve 85% TSS reduction
c) -Provide appropriate stormwater cpn t °is t t achieves sheet flow (diffuse flow) as required by
NCAC 2B .0233. [! ?!? ?,
(Consider requiring/requesting them to propose a nutrient management plan due to the garden
center that will coincide with the shopping center. (e.g. ask them to detail house keep or nutrient removal
structures they propose to install to prevent garden center fertilizers from being discharged) -just a
thought, since such stores often represent a chronic sources of nutrients and the receiving stream is NSW
waters?
Fuquay Varina Shopping Center
Wake County, North Carolina
March 17, 2000
If you have any questions, please do not hesitate to contact us.
Respectfully,
Engineering Consulting Services, Ltd.
Trent D. Richardson
Project Scientist
t V. Wilson, P.E.
EngineerNice-President
cc: Mr. Joe Looney, Lodestar Properties
Mr. Lee Danley, Freeland & Kauffman, Inc.
I:\Projects\T6000-T6999\T6698\Dorney2.doc
MAR 2 0 2000
,i ANRDS GROUP
CUAIITY SECTION
Page 2
ENGINEERING CONSULTING SERVICES, LTD.
Geotechnical • Construction Materials • Environmental
July 27, 2000
Mr. Bob Zarzecky
NCDENR
Division of Water Quality/ 401/Wetlands Unit X
1621 Mail Services Center
Raleigh, NC 27699
Via Fax [phone]
Via Hand Delivery 7/31/2000
RE: Lodestar Properties
Wake County Project
DWQ Project No. 000057
ECS Project # 2839
Dear Mr. Zarzecky:
(?dd ,Y. Y,
L/.110
This letter is in response to the July 12, 2000 letter from John Dorney. If you recall we
spoke on July 10 regarding this project at which time you asked for three items to justify
the request for a 401 permit for a road crossing on this site:
1. A drawing showing the stream and the Neuse River Buffers.
2. A drawing showing the roadway providing access behind the structure with the stream
and buffers shown.
3. A cross section showing the location of the toe of slope with and without the roadway.
We also agreed to discuss these items at our meeting on the Allen Property in Clayton on
Monday July 31.
Attached are the above referenced items. If you have any questions please call me
tomorrow at 215-2061 (mobile #)
Respectfully,
Engin g Consul ' g Services, Ltd.
a,:: ter'"
Ben' in V. Wilson, P.E.
P ncipal Engineer/Vice President
Cc: Lodestar/ Joe Looney
Attachments
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Aberdeen, MD* • Atlanta, GA • Austin, TX • Baltimore, MD • Chantilly, VA • Charlotte, NC • Chicago, IL • Danville, VA* • Frederick, MD • Fredericksburg, VA
Greensboro, NC • Greenville, SC • Norfolk, VA • Raleigh, NC • Richmond, VA • Roanoke, VA • Williamsburg, VA • Wilmington, NC* • Winchester, VA*
*Testing Services Only

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State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Bill Holman, Secretary
Kerr T. Stevens, Director
1 • NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
February 16, 2000
DWQ Project #: 000057
Wake County
CER'T'IFIED MAIL-RETURN RECEIPT REQUESTED
Lodestar Properties
181 North Harbor Drive, Suite E
Davidson, North Carolina 28036
Dear Sir or Madam:
The Division of Water Quality has reviewed your plans for the discharge of fill material into 0.97
acres of wetlands and 90 linear feet of streams located at US 401 at Broad Street in Fuquay-Varina in Wake
County commercial development as described in your application dated 23 December, 1999. Insufficient
evidence is present in our files to conclude that your project must be built as planned in waters and/or
wetlands in accordance with 15A NCAC 2H .0506. Therefore, unless modifications of the proposal are
made as described below, we will have to move toward denial of your 401 Certification as required by 15A
NCAC 2H .0507(e) and will place this project on hold as incomplete until we receive this additional
information, we are requesting (by copy of this letter) that the U.S. Army Corps of Engineers place your
project on administrative hold.
Please provide us with information supporting your position that states your project must be
constructed as planned and that you have no practicable alternative to placing fill in these waters and/or
wetlands. Specifically can you 1) supply a detailed map which shows the points of stream orgin as
determined in the field by Danny Smith and the fill slope for the shipping center? 2) supply a stormwater
plan which will remove 85% TSS and sheetflow some stormwater through the protced stream buffer? Any
documentation such as maps and narrative that you can supply to address alternative designs for your
project may be helpful in our review of your 401 Certification. Please respond within three weeks of the
date of this letter by sending a copy of this information to me and one copy to Steve Mitchell, Raleigh
Regional Office at 3800 Barrett Drive, Raleigh, NC 27609 919-571-4718. If we do not hear from you in
three weeks, we will assume that you no longer want to pursue this project and we will consider the project
as withdrawn. I can be reached at 919-733-9646 if you have any questions.
cerely,
o R. rney
cc Raleigh DWQ Regional Office
Central Files
File Copy
Raleigh Field Office Corps of Engineers
Ben Wilson; Engineering Consulting Services, Ltd. - PO 120145, Research Triangle Park, NC 27709
Wetlands/401 Unit 1621 Mail Service Center Raleigh, North Carolina 27669-1621
Telephone [phone] FAX # [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/l0% post consumer paper
MEMORANDUM
TO: John Dorney Regional Contact: Charles Brown
Non-Discharge Branch r WQ Supervisor: Ken Schuster
Date:
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name Lodestar Properties
Project Number 00 0057
Recvd From APP
Received Date 1/18/00 RecvdBy Region
Project Type commercial
County Wake
County2
Region Raleigh
Certificates Stream Stream Impacts (ft.)
Permit Wetland Wetland Wetland Stream Class Acres Feet F -
Type Type Impact Score Index Prim. Supp. Basin Req. Req. j'
26 r? O Y O N -27-43-15-8 F c NSW 3F- F- 04.0 0.97 90.00 r- r_
?I -PY ON ?-Ir ????Ir ? I -
Mitigation Wetland
MitigationType Type Acres Feet

Is Wetland Rating Sheet Attached? Q Y pQ N Did you request more info? pQ Y O N
Have Project Changes/Conditions Been Discussed With Applicant? Q Y O N
Is Mitigation required? p Y O N Recommendation: Q Issue O Issue/COnd 0 Deny
Provided by Region: Latitude (ddmmss) 353536 Longitude (ddmmss) 784653
Comments:
Place on hold at this time. The eject needs to be redrawn showing the avoidance of the neuse
buffer requirement. Need to provide a stormwater management plan due to the large amount of
iious surface area Due to that fact need to require stormwater be sheet flow into the buffer.
The stormwater pond needs to be sued enough to allow for diffuse flow.
cc: Regional Office
Central Office Page Number 1
Facility Name Lodestar; Properties County Wake
Project Number 00 0057 Regional Contact: Charles Brown
Date:
Comments (continued from page 1):
cc: Regional Office
Central Office Page Number 2
State of North Carolina
Deparfn`t of Environment and Natural Resources
sion of Water Quality
A
1
STORMWATE`AGEMENT PERMIT APPLICATION FORM
form may be photocopiers for use as an original
1
L GENERAL INFORMATION]
V
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
MAIN STRpsT ST.4Tie,v 'n- w L P
2. Pri
nt Owner/Signing official's name.and title (person legally responsible for facility and compliance):
AAA A
3. Mailing Address for person listed in item 2 above:
I L?.4 S . S"El- JA .41?? + S1'0 Ir 2L S
City /k,4 / TL.4N State: ?G. zip:
_ 32 731
Telephone Number- ( 1/0 2 1 Z 9 - ZO YO
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc.):
_AAlni S7-fl'=FT- SrA7/oAi
S. Location of Project (street address):
ff7'E SrEe,T i*at of BRoR.n S7'AA,h- i v Q? P/4? Y
C?ty:.. vo. LEA y u,?Q,N?
County:_ MAR 6 Co U"VT
6. Directions to project (from nearest major intersection):
_tloRTi4 WEST o.C rNTEASEG T/o o? iN?4? s?'R?FT
4er_b Ty? a P?Rk wA V FoR?11 FRl y ACAfi AA Y SS 773
7. Latitude:/ 3,5.5 Longitude:- W 79 Y7 of project
8. Contact person who can answer questions about the project: -
Name: _ SCOTT S Tr4AIAl A R Telephone Number. (-S& ) l0 7 2 ' 2Y1 7
_
II. PERMIT INFORMATION:
1. Specify whether project is (check one): New Renewal Modification
Form SWU-101 Version 3.99 Page I of 4
2. If this application is being submitted as the resultrof a-renewal or modification to an existing permit, list the
existing permit number and its issue date (if known)
3. Specify the type of project (check one):
Low Density LAZHIgh Density Redevelop General Permit Other
4. Additional Project Requirements (check applicable blanks):
_CAMA Major Sedimentation/Erosion Control L4C /401 Permit ZNPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
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.
1NF STeRM6iATEQ SYSThr? IvlLL f/T/LI L ?' /5?,? LT ?60tiJ Ak?Qet ? ?i1t?i6,y k7
d ERrrReuw IA pI PE t Ti5l.4T wI s 1CA"Li-E f Q Ii "For 70 714"0
oN aTF n A.T TM NW F F cF r P.PeP ?.F. r __-
2. Stormwater runoff from this project drains to the N €US F River basin.
3. Total Project Area: i , acres 4. Project Built Upon Area $ 5
5. How many drainage areas does the project have?__L_
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Receiving Stream Name
Receiving Stream Class
Drainage Area
Existing Impervious' Area
Proposed Impervious*Area
% Impervious' Area
On-site Buildings
On-site Streets
On-site Parking
On-site Sidewalks
Other on-site-
Off-site
.Z

//.0 ON TAP)-,
Total: yf('r Total:
Impervious area is defined as the bunt upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version 3.99 Page 2 of 4
How was the off-site impervious area listed above derived?,
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS.
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a
table listing each lot number, size and the allowable built-upon area for each lot must be provided as an
attachment.
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit
number as issued by the Division of Water Quality. These covenants may
not be changed or deleted without the consent of the State.
2. No more than square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built-upon area in excess of the permitted amount requires a state stormwater management permit modification prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the
integrity and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protect ive covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and
persons claiming under them, that they will run with the land, that the required covenants cannot be changed or
deleted without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for
each BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the
status and availability of these forms.
Form SWU-102 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 Infiltration Trench Supplement
Form SW-U-108 Neuse River Basin Supplement
Form SWU-109 Innovative. Best Management Practice Supplement
Form SWU-101 Version 3.99 Page 3 of 4
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. Time complete application package should be
submitted to the appropriate DWQ Regional Office.
1. Please indicate that you have provided the following required information by initialing in the space
provided next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form
• One copy of the applicable Supplement Form(s) for each BMP
• Permit application processing fee of $420 (payable to NCDENR)
• Detailed narrative description of stormwater treatment/management
• Two copies of plans and specifications, including:
- Development/Project name
- Engineer and firm
-Legend
North arrow
-Scale
- kevision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section:
Designated agent (individual or firm):
Mailing Address:
City:
Phone: (- )
State: Zip.
Fax: ( )
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2) Kttft- '(,_ 4 aL 1Q- Ct?©,pJl?.
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of 15A
NCAC 2H .1000. AA
A
Date: d7?

Form SWU-101 Version 3.99 Page 4 of 4
FI MNCIAL RESPONSIBILITY/O*MMSHIP FORM
SEDIMENTATION POLLUTION CONTROL ACT
No person may initiate a land-disturbing activity on one or more acres as covered
by the Act before this fora and>ari?tx°eceptable erosion and sedimentation control plan ,
have been completed and apprope`,;b'y the Land Quality Section, N. C. Department of
Environment, Health, and Natura ao ces (Please type or print and, if question is
not applicable, place N/A inde 1.
rAS
Part A. `v
f
1. Project Name /w/ ;S E STAT/ON
2. Location of land-disturbi acflirity: County WAKE OV T
City or Township X_U V ngA• A , and Highway Street
3. Approximate date land-disturbing activity will be commenced: Le '
4. Purpose of development (residential, commercial, industrial, "etc.): CommirRe-IoL
S. Total acres a disturbed or uncovered (including off-site borrow and waste areas):
35.8 ORES
6. Amount of fee enclosed $
7. Has an erosion and sedimentation control plan been filed? Yes, No
Enclosed ./
a.
9.
Person to contact should sediment control issues arise during land-disturbing
activity.
Name - RC IjA 1z LE .q ?.r,ry Telephone ZOyb
?- I.,w•?:dl.?pv.? w
Landowner(s) of Record (Use blank page to list additional owners):
AA11-M STA*71ow of N-e-10
Name (a)
/Oa B*ST SYBEL/A A•V9F. , Sur TFzzS
Current Mailing Address
AWITLANb FL 2275)
City State Zip
10. Recorded in Deed Book No. /Soy
Part B.
1. Person(s) or firm(s) who are
-activity (Use a blank page tc
MAtAf 57R?ET STArom 4f-
Name of Person(s) or Firm(s)
60 EAST SYiEG/A 44
Hailing Address
finar
list
•C
?'V/TE/TE
Current Street Address
City Stag Zip
Page No. t,?(Q
=ially'responsible?for this land-disturbing
additional persons or "firms)e .
Street Address
MAin"t Al. 3275 /
City State Zip
(yO-?) Z9- ZoNo
Telephone
City State Zip .
Te ephone
2. (a) If the Financially Responsible Party is not,a resident of North Carolina give
name and street address of a North Carolina Agent.
Name
Mailing Address
City State Zip
Telephone
Str Address
City State. - Zip
Telephone -.
(b) if the Financially Responsible Party is a Partnership or other pe=sch engaging
in business under an assumed name, attach a copy of the certificate of assumed
name. If the Financially Responsible Party is a corporation give name'and street
address of the Registered Agent.
Name of Registered Agent
\00 N , T Sl1?T ?,aD?l
Mai ing A der ss
City State Zip
l ? ??> ?3 ? ?? y ?q
Telephone
street-Address
City State Zip
Telephone
The above information is true and correct•to the best cf my knowledge and belief
and was provided by me under oath. (This foYm must be signed by••the-.financially
responsible person if, an individual or-:his attorney-in-fact or if not-an
individual by an officer, director, partner, or*registered agent with'authority
to execute instruments for the.financially•..responsible person). I agree to
provide corrected information should there 4be any change in the information
provided herein. .
Type or print name Title or Authority
Signature Date
2 , a Notary Public-of the County of.e.StM
rLZ
State of tea, hereby certify that . \'1 1A1LC? !'?Ao??Sc
appeared personally before me this day and bein-9- duly sworn, cknowledged that the
above form was 'executed by'. him.
Witness my hand and notarial seal.,. this N day of 1.001
Seal Notary
My,commission expires
MARY L. OTTO
?l4Y Notary Pubfic, Mate of Flor{da
My comm. expres May 7, 200'
Comm W. CC 644919

ENGINEERING CONSULTING SERVICES, LTD.
Geotechnical • Construction Materials • Environmental
PAYMENT
RECEIVED
December 23, 199-9
Mr. John Dorney
Wetland/401 Unit
1621 Mail Service Center
Raleigh, North Carolina 27699-1621
RE: Pre-Construction Notification Application for the Proposed Retail Shopping Center, Main
Street, Fuquay Varina, North Carolina
ECS, Ltd. Project Number 2839C
Mr. Dorney:
Enclosed, please find seven copies of the Pre-Construction Notification Application for the above
referenced site. Lodestar Properties is planning to construct a shopping center at the site. The site is
approximately 42 acres in size. The proposed wetland's fill will impact 0.97 acre of wetlands. A
tributary to Terrible Creek is located on the north-central portion of the site. Mr. Danny Smith of
NCDWQ affirmed that Terrible Creek is located in the Neuse River Basin. During a meeting at the
site with Mr. Smith in April of 1999, it was determined that a point of significance- was located in the
wetlands on the subject property. It appears as though approximately 90 linear feet of stream would
be impacted by piping the existing stream area from above the point of significance to the north-
central property boundary (see attached site plan).
We are requesting a Nationwide Permit for the proposed 7T
from shopping center construction. Please feel free to conti 0
questions concerning this request or if additional informatic
your timely consideration of this matter.
Respectfully,
ENGINEERING CONSULTING SERVICES, LTD.
Trent D. Richardson
Wetland cientist
- . -1 Z
*BenjV. Wilson, P.E .
ineerNice President
cc: Mr. Todd Tugwell/USACE
Mr. Joe Looney, Lodestar Properties
Attachment: Pre-Construction Notification Application
Site Plan and Wetlands Location Map
Wetland Data Point
Agent Authorization Letter
M

) - (? 6 g r6vG/
Le ?tiL
i?ti
P.O. Box 10 oSdc?le6?? C2998t?tr?.doarolina 27709 • (919) 32
Offices: Baltimore, MD • Frederick, MD • Chantilly,VA • Winchester, VA Frederic
Norfolk, VA • Williamsburg, VA • Charlotte, NC • Raleigh, NC • Greensboro,
i
DEM ID: CORPS ACTION ID:F.
NATIONWIDE PERMIT REQUESTED (PROVIDE NATIONWIDE PERMIT #):'>
PRE-CONSTRUCTION NOTIFICATION.APP CATION - y.
FOR NATIONWIDE PERMITS THAT REQUIRE:
1) NOTIFICATION TO THE CORPS OF ENGINEERS
2) APPLICATION FOR SECTION 401 CERTIFICATION
3) COORDINATION WITH THE NC DIVISION OF COASTAL MANAGEMENT
SEND THE ORIGINAL AND (1) ONE 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 ADDRESSES SHEET). PLEASE PRINT.
1. OWNER'S NAME
L.oDE s-rAw PRO&nTa£s
2. MAILING Q
ADRESS : U 1 i(IoIeTH HfI AO.e I)RIII?, SUl-rg
SUBDIVISION NAME:
CITY: 0,4111,0SOAl STATE: ItIc ZIP CODE: 2'9036
PROJECT LOCATION ADDRESS, INCLUDING SUBDIVISION NAME (IF DIFFERENT FROM MAILING
ADDRESS ABOVE):
us dos.
15
4D Tlic" 7" iQ00S /T.4?LRof!-!? Tt !<S ?'o f? ?l/o%' T/{ 5 T
3. TELEPHONE NUMBER (HOME):
WORK: hoy) 0 r,;z " 6 SOS
T
4. IF APPLICABLE: AGENT'S NAME OR RESPONSIBLE CORPORATE OFFICIAL, ADDRESS,
PHONE NUMBER:. &?7) S4 f - /735_
,Befit/, /"1 W V Gy/G.S oly P. GS L 1D.
;9-q 3 Soil Ty Aom 8ooz.4?oxleP ,?Vc- a ? 70 3 -
5. LOCATION OF WORK (PROVIDE A MAP, PREFERABLY A COPY OF USGS TOPOGRAPHIC MAP OR
AERIAL PHOTOGRAPHY WITH SCALE) :
COUNTY: kmfkj!i? NEAREST TOWN OR CITY: Foy(1.91 !//?RJjo
ROAD, NUMBERS, LANDMARKS, ETC.):
?Syol}
6. IMPACTED OR NEAREST STREAM/RIVER: TRIBUTAQ O` ?L1C??0? C.K?'G/l
RIVER BASIN: AyUS '
7A. IS 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 [?] 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.
YES [
ARE ADDITIONAL PERMIT REQUESTS EXPECTED FOR THIS PROPERTY IN THE FUTURE?
] NO [ ] IF YES, DESCRIBE ANTICIPATED WORK:
9A. ESTIMATED TOTAL NUMBER OF ACRES IN TRACT OF LAND:
9B. ESTIMATED TOTAL NUMBER OF ACRES OF WETLANDS LOCATED ON PROJECT SITE:
??- • 3 /f c& S
SPECIFIC LOCATION (INCLUDE
2
10 A. NUMBER OF ACRES OF WETLANDS IMPACTED BY THE PROPOSED PROJECT BY:
FILLING: O. I EXCAVATION:
FLOODING: OTHER:
DRAINAGE: TOTAL ACRES TO BE IMPACTED:
10 B.
(1)STREAM CHANNEL.TO BE IMPACTED BY THE PROPOSED PROJECT (IF RELCOCATED, PROVIDE
Pw£ iI P9Ro?t l?n?T£c 4/ ?O L??• fEi T OF
DISTANCE BOTH BEFORE AND AFTER RELOCATION): STR?l?
LENGTH BEFORE: FT AFTER: FT
WIDTH BEFORE: (based on normal high water contours): FT
WIDTH AFTER: FT
AVERAGE DEPTH BEFORE: FT AFTER FT
(2) STREAM CHANNEL IMPACTS WILL RESULT FROM: (CHECK ALL THAT APPLY)
OPEN CHANNEL RELOCATION: PLACEMENT OF PIPE IN CHANNEL:
CHANNEL EXCAVATION: CONSTRUCTION OF A DAM/FLOODING:
11. IF CONSTRUCTION OF A POND IS PROPOSED, WHAT IS THE SIZE OF THE WATERSHED
DRAINING TO THE POND?
WHAT IS THE EXPECTED POND SURFACE AREA?
12. DESCRIPTION OF PROPOSED WORK INCLUDING DISCUSSION OF TYPE OF MECHANICAL
EQUIPMENT TO BE USED (ATTACH PLANS: 81t X 11" DRAWINGS ONLY):
ST•9 ?RD X92 Ti/ for11A1' CQ 090 e1T 4/ ILL 86 yTW1-7-cD IN 6oNT'v41C7/a?
WSTN 4AI £RaSIV•J coal,, 1- -P14?v to Fla 4 PoRVVAI O.c 7/11E 141E764.,VDS Lect-rip
/ti TNf No12 T,a C T/24z. Por1T/o,y o p 7-#C' s/m •
PURPOSE OF PROPOSED WORK: ?O
13 ?l?p(,?/ ll S? D` Tff? P?Dr7T ?J
.
corns/?? SffOoP/•!?G G?.t% T? AND
3
14. STATE REASONS WHY IT IS BELIEVED THAT THIS ACTIVITY MUST BE CARRIED OUT IN
WETLANDS. (INCLUDE ANY MEASURES TAKEN TO MINIMIZE WETLAND IMPACTS):
/yIIH/mil/ ?
j?? S?/? PGg r/ 5 10
//11?1?G1 S To THE ?x T??/T PDSS/6G?.. Tf1? S/1-YE' of We P?eo?" K
,INP Tfff, fhcI -r#.If 7/( &/ETG/I??S BISEcT A A/FFCUG-r fIRV
,f? pil TIC
15. YOU ARE REQUIRED TO CONTACT THE U.S. FISH AND WILDLIFE SERVICE (USF&WS)
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 P R IT AREA THAT
MAY BE AFFECTED BY THE PROPOSED PROJECT. DATE CONTACTED: 1,'L r Qq
(ATTACH RESPONSES FROM THESE AGENCIES.)
16. YOU ARE REQUIRED TO CONTACT THE STATE HISTORIC PRESERVATION OFFICER (SHPO)
(SEE AGENCY ADDRESSES SHEET) REGARDING THE PRESENCE OF HISTORIC PROPERTIES
IN THE PERMIT AREA WHICH MAY BE AFFECTED BY THE PROPOSED PROJECT.
DATE CONTACTED: /AZ-7*z9y
-T
1
17. DOES THE PROJECT INVOLVE AN EXPENDITURE OF PUBLIC FUNDS OR THE USE OF PUBLIC
(STATE.) LAND?
YES [ ] NO [%,)<] (IF NO, GO TO 18)
A. IF YES, DOES THE PROJECT REQUIRE PREPARATION OF AN ENVIRONMENTAL
DOCUMENT PURSUANT TO THE REQUIREMENTS OF TH. 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].
4
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 ONTHE MAP. MAP SCALES SHOULD BE 1 INCH EQUALS 50 OR 1 INCH
EQUALS 100 FEET OR THEIR EQUIVALENT.
B. IF AVAILABLE, REPRESENTATIVE PHOTOGRAPH OF WETLANDS TO BE IMPACTED
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?
-Pam iAlhW 71,y FIRALq^''P )PVC RiSivilVTIrF 70 7ff£. W157, N09 T#
-+/D ?gST ADS?tt/d7' To T/f? SovTy l5 A 50 / M11R.v, D RJdt(?o w4 Y.
U YoNa Tffi'S /5 CeM ih ER c%4G 440AIX In,41 -,v S7z" T
F. IF APPLICABLE, WHAT IS PROPOSED METHOD OF SEWAGE DISPOSAL?
60't11vf e--"/n1/ 70 59?//7fIQ f scwrx
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 CAROLINA
COASTAL MANAGEMENT PROGRAM.
r
OWNER'S / AGENT'S SIGNATURE DATE
(AGENT'S SIGNATURE VALID ONLY IF
AUTHORIZATION LETTER FROM THE
OWNER IS PROVIDED (18G.) )
5
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8`162 5699.845320 5278.495B80 WL#36
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3165 :'669.896490 5284.209090 WL#3
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8179 5406.772900 5669.501270 WL422
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8196 1,V270.626."80 5969.230,:40 WL#14
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8188 5160.496470 6054.502950 WL4112
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ENGINEERING CONSULTING SERVICES, LTD.
o Geotechnical • Construction Materials • Environmental
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: VAWIIVfI ?ROPOS>rfl l,?fiG 2T Date: y 1d 99
Applicant/Owner: Country:
Investigator. '?rliC RfGfIA,?OSo State:
Do Normal Circumstances exist on the site? (57 N Community 10:,
Is the site significantly disturbed (Atypical Situation)? Yas Transect ID:
Is the area a potential Problem Area? Yes I Pict ID: ,
(if needed,,. plain on reverse.)
VEGETATION
j Commant Plant Soecies -
s
d Straturn incicator
?G Dominant ?!am Species Stratum 'nricator
.
f/lL?
A/16/
1: Q lA T 9.
2 ?USf /Ki?-
f 10.
3. ZA U 611" _ ?
e
_C!1= 1 t
: 11?1G1T.se" `T
s. S/j7IL9? /1aTrrvp rFou,¢- , vw? ? s. 1

Percent of Dominant species that are 08L, FAUN or FAC•
-)._
(exp:udin PAC
C-M
RemarXS: V£Gv74-71'01V FeO^ PAlkS IfIt " Flf t- b :ED6

HYDROLOGY
Recorded Data (Describe in Remarks): Wetland Hycrology Indicators: ;
Stream, Lake, or l ice Gauge Primary indicators:
_ Aerial Photographs nuncated
Other Saturated in Upper 12'rcnes
_ No Recorded Data Available 'Natar ,Narks
I
)4 orb Lnes
X Sediment Deposits
Field vbservaticns:.
Drainage Patterns :n Wetlands y
secondary Indicators (2 or more required)
Depth of Surface Water: (in.) X Oxidized Rcot Channels !n Upper t2 :nc^es

1
`Nater-Stained Leaves

(in.)
Depth :o Free Water in Pit: -Local Sod Surrey Data
, FAC -Neutral Test
Depth ;oSaturated Soil (in.) Cther (Explain in Remarks)
I
I
Remarks: U/ pt .': OF Dlo Gt/ r#47- 1'T?P/5
Z- Z- sT'/Cf4-" DorvNPI'DA"/T.
RO. Box 12015, Research TtiahToIe Park North Carolina 27709 • (919) 54=1-173 • Fax_'(919)`544-081b'-'I_860-327-5 832
Offices: Washington. DC Baltimore, MD • Frederick, MD • Richmond, VA Roanoke, VA • Williatnshurg, Via Northlk, VA
Fredericksburg; Via Danville, VA • Research Triangle Park, NC Jacksonville/Wilmington, NC • Charlotte, NC • Greenshoro, NC • Atlanta, GA
SOILS

Map Linit Name
(Series and Phase):
Drainage Class:
Taxonomy (Subgrouo Field Observations
Confirm Mapped 77pe? Yes Tb
Profile CP?rnpti n
Depth
(inches) NOriZOn Matrix Color
(Munseil Mois
) Mottle Colors Mottle Abundance/ Texture. Concretions.
(Munsell Moist') Ci7°I?ontrast'
?rn. ?urP eis.
0-3 f? t
`
/0YR 3zt -- '_ Sf1N? Goyim, I
/ - 59yD Y ???
HVcdc Soil ?.ncicators:
stosol
Concretions
:isuc Eo!cedon Ffgn Crgaruc Content in Surface Laver in Sandy

ACUIC Moisture Regime -Organic Streaking in Sancy Soils
i
n

aducing Conditions
]?' _ l
sted o
Local Hydric Soils t_ist i
listeo on National Hvdric Soils List
Oleyed or L0V%?Clroma Colors _ Other (cx lain iz-,Remarks)
3emarks: I-Z'61
i e11woln A' ?? 1 Tl+-?l) SO ? L S ---
vitI LAVU DETERMINATION
HycroRnyic Vegetation Present? No (Circle)
(Circle)
Netland Hydrology Present? No
NyCricSciis ,Present?
Yes No is ihls, Sampi;ng ?;r ?,'N ',,hin N
an - o
Remarks:
f S w/ /ly/i? /9 w?L 7!?/!/f i
i
Lodesta r
DEVELOPMENT LEASING CONSULTING INVEST IOrtn Harbor HOPLANNING
rive
Davidson, NC 2880
36
704-892-6505
(FAX) 704-892-6710
December 14, 1999
Mr. Trent Richardson
Engineering Consulting Services
P.O. Box 12015
Research Triangle Park, NC 27709
RE: Fuquay-Varina, NC Site
Dear Trent:
We have contracts to purchase the property on which you have completed your
wetland study in Fuquay-Varina. Under the terms of those contracts the Owners
have authorized us to have access to the site and to conduct whatever studies
are reasonably prudent to be undertaken in the course of our site investigations..
You may accept this letter as permission to be on the site with agency
representatives and to conduct the wetlands investigation, which the United
States Army Corp of Engineers and North Carolina Department of Environment
and Natural Resources require.
If you have any questions or any thing further please do not hesitate to call.
Sincerely,
Joe Looney-
Lodestar Properties
JUgv
CC: Marc Hagle

ENGINEERING CONSULTING SERVICES, LTD.
E
Geotechnical e Construction Materials e Environmental
0 5T.-
December 23, 19-90 -
Mr. ! ti
John Domey
Wetland/401 Unit
Raleigh, North Carolina 27699-1621 PAYMENT
1621 Mail Service Center ?A

RE: Pre-Construction Notification Application for the Proposed Retail Shopping Center, Main
Street, Fuquay Varina, North Carolina
ECS, Ltd. Project Number 2839C
Mr. Dorney:
Enclosed, please find seven copies of the Pre-Construction Notification Application for the above
referenced site. Lodestar Properties is planning to construct a shopping center at the site. The site is
approximately 42 acres in size. The proposed wetland's fill will impact 0.97 acre of wetlands. A
tributary to Terrible Creek is located on the north-central portion of the site., Mr. Danny Smith of
NCDWQ affirmed that Terrible Creek is located in the Neuse River Basin. During a meeting at the
site with Mr. Smith in April of 1999, it was determined that a point of significance was located in the
wetlands on the subject property. It appears as though approximately 90 linear feet of stream would
be impacted by piping the existing stream area, from above the point of significance to the north-
central property boundary (see attached site plan)..,
We are requesting a Nationwide Permit for the proposed impact to 0.97 acre of wetlands resulting
from shopping center construction. Please feel free to contact me at [phone] if you have any
questions concerning this request or if additional informat is required. Thbnk you in advance for
your timely consideration of this matter.
Respectfully,
ENGINEERING CONSULTING A VICES, LTD.
uJ?1 S
Trent D. fthardson
Wetlandentist
L
Beae V\
en a V. Wt on, P.E. I
Princ• al Enginee Nice President
cc: Mr. Todd T ell/USACE
Mr. Joe Loon? Lodestar Properties
Attachment: Pre-Construction Notification Application
Site Plan and Wetlands Location Map ?, ?l!? dye ffj
Wetland Data Point `s
Agent Authorization Letter
P.O. Box 12015 tc?s _T24?3?J??PCN 1trN8?} ?rolina 27709 • [phone] • FAX [phone]-??3
Offices: Baltimore, MD • Frederick, MD • Chantilly,VA Winchester, VA • Fredericksburg, VA • Richmond, VA • Roanoke, VA • Danville, VA
Norfolk, VA • Williamsburg, VA • Charlotte, NC Raleigh, NC • Greensboro, NC • Wilmington, NC • Greenville, SC • Atlanta, GA
DEM ID: CORPS ACTION ID:
i
NATIONWIDE PERMIT REQUESTED (PROVIDE NATIONWIDE PERMIT
PRE-CONSTRUCTION NOTIFICATION APPIatC- TION
FOR NATIONWIDE PERMITS THAT REQUIRE:
1) NOTIFICATION TO THE CORPS OF ENGINEERS
2) APPLICATION FOR SECTION 401 CERTIFICATION
3) COORDINATION WITH THE NC DIVISION OF. COASTAL MANAGEMENT
SEND THE ORIGINAL AND (1) ONE 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 ADDRESSES SHEET). PLEASE PRINT.
1. OWNER'S NAME
LODE ST.g/1 P,eo?nTi?s
2. MAILING
ADRESS:
151 /UokTR Nakg PRIVE, 5'1/6rg
SUBDIVISION NAME:
CITY: D,4opSo/t/ STATE: G ZIP CODE: ?2 '3036
PROJECT LOCATION ADDRESS, INCLUDING SUBDIVISION NAME (IF DIFFERENT FROM MAILING
ADDRESS ABOVE):
t fro s. (IndLILI-5??`6 % ? 7 ?Ro?D 7- , PRattg T
D G?,t/7" A 2?4s /591 x,90,12 T/CAr 5 VP WE &io/? 7W 5 7-
3. TELEPHONE NUMBER (HOME):
WORK: `Dy) 0 [a J oS
4. IF APPLICABLE: AGENT'S NAME OR RESPONSIBLE CORPORATE OFFICIAL, ADDRESS,
PHONE NUMBER:
_?II91 ,?? - I ?3S
-T
'61w wl l.?,/ G?//LS oN , CGS L 1D•
3
1q_q 3 3 Sov ?'H ? 1 ?z,4a,1A2D D V&M Alc x '770
5. LOCATION OF WORK (PROVIDE A MAP, PREFERABLY A COPY OF USGS TOPOGRAPHIC MAP OR
AERIAL PHOTOGRAPHY WITH SCALE):
COUNTY: ?k? NEAREST TOWN OR CITY: l UQUg ?/¢?J/??
c
ROAD, NUMBERS, LANDMARKS, ETC.): 61
SPECIFIC LOCATION (INCLUDE
%1F? l US9o1}
6 IMPACTED OR NEAREST STREAM/RIVER: 1g(I?A/Q? o/'
RIVER BASIN: ?VL Us?
7A. IS 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 [?] 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 [?] 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 [ ] NO [ ] IF YES, DESCRIBE ANTICIPATED WORK:
9A. ESTIMATED TOTAL NUMBER OF ACRES IN TRACT OF LAND:
9B. ESTIMATED TOTAL NUMBER OF ACRES OF WETLANDS LOCATED ON PROJECT SITE:
2
10 A. NUMBER OF,ACRES OF WETLANDS, IMPACTED BY THE PROPOSED PROJECT BY:
FILLING: O. 9 EXCAVATION:
FLOODING: OTHER:
DRAINAGE: TOTAL ACRES TO BE IMPACTED:
10 B.
(1)STREAM CHANNEL TO BE IMPACTED BY THE PROPOSED PROJECT (IF RELCOCATED, PROVIDE
DISTANCE BOTH BEFORE AND.AFTER RELOCATION) flpg hp"0X11n4- gjy $o 1J'41.fEi,T OF
ST•f?A?
LENGTH BEFORE: FT AFTER: FT
WIDTH BEFORE: (based on normal high water contours): FT
WIDTH AFTER: FT
AVERAGE DEPTH BEFORE: FT AFTER FT
(2) STREAM CHANNEL IMPACTS WILL RESULT FROM: (CHECK ALL THAT APPLY)
OPEN CHANNEL RELOCATION: PLACEMENT OF PIPE IN CHANNEL: I/
CHANNEL EXCAVATION: CONSTRUCTION OF A DAM/FLOODING:
11. IF CONSTRUCTION OF A POND IS PROPOSED, WHAT IS THE SIZE OF THE WATERSHED
DRAINING TO THE POND?
WHAT IS THE EXPECTED POND SURFACE AREA?
12. DESCRIPTION OF PROPOSED WORK INCLUDING DISCUSSION OF TYPE OF MECHANICAL
EQUIPMENT TO BE USED (ATTACH PLANS: 81-i2" X 11"- DRAWINGS ONLY):
STi9 ?RD v27-/l lwzl y6 iQ v/mft1r &/lu- 8£ yTl?-l c? 1,V CONZrvdGT/oar/
W1711 ASV £RaSlo.? G0417i¢01- ,4L4,V td F/a A Poe?/oN Ot 7-91E W970-vDS too7EO
lit/ THE No2 T? LFit/"jM4 PonTiAN o -r#C' S/TE
PURPOSE OF PROPOSED WORK: -rO
13 AuoW V S? O? Tff? PwD??7T
.
GDi!?/!i¢f1G/?G Sf/oPP1416 66fo The AtiD 4.5Syc /AT 041?If I l _S
3

14. STATE REASONS WHY IT IS BELIEVED THAT-THIS ACTIVITY MUST BE CARRIED OUT IN
WETLANDS. (INCLUDE ANY MEASURES TAKEN TO MINIMIZE WETLAND IMPACTS):
//I mcT5 To THE ;?'X TF.yT /,9551gl E THE Shut E of THE
,jNp Tyr, fgcr Tfftr Tf-i- cJ£TG,fvPS 815ECT A A/FF166'G7' N4,4
'flAx' Tw Sites
15. YOU ARE REQUIRED TO CONTACT THE U.S. FISH AND WILDLIFE SERVICE (USF&WS)
AND/OR NATIONAL MARINE FISHERIES SERVICE (NMFS) (SEE AGENCY ADDRESSES SHEET
REGARDING THE PRESENCE OF ANY FEDERALLY LISTED OR PROPOSED FOR LISTING
,E_ V
ENDANGERED OR THREATENED SPECIES OR CRITICAL HABITAT IN THE P R IT AREA THAT
MAY BE AFFECTED BY THE PROPOSED PROJECT. DATE CONTACTED: 1;1. q9
(ATTACH RESPONSES FROM THESE AGENCIES.)
16. YOU ARE REQUIRED TO CONTACT THE STATE HISTORIC PRESERVATION OFFICER (SHPO)
(SEE AGENCY ADDRESSES SHEET) REGARDING THE PRESENCE OF HISTORIC PROPERTIES
IN THE PERMIT AREA WHICH MAY BE AFFECTED BY THE PROPOSED PROJECT.
DATE CONTACTED: /a/7/9g
17.. DOES THE PROJECT INVOLVE AN EXPENDITURE OF PUBLIC FUNDS OR THE USE OF PUBLIC
(STATE) LAND?_
YES [ ] NO [)41 (IF NO, GO TO 18)
A. IF YES, DOES THE PROJECT REQUIRE PREPARATION OF AN ENVIRONMENTAL
DOCUMENT PURSUANT TO THE REQUIREMENTS OF TH. NORTH CAROLINA
ENVIRONMENTAL POLICY ACT? YES;[ ] NO [ ]
B. IF YES, HAS THE
DEPARTMENT OF A
IF ANSWER TO 17B IS
STATE CLEARINGHOUSE
COMPLIANCE WITH THE
DOCUMENT BEEN REVIEWED THROUGH THE NORTH CAROLINA
DMINISTRATION STATE CLEARINGHOUSE?
YES [ J NO [
YES, THEN SUBMIT APPROPRIATE DOCUMENTATION FROM THE
TO DIVISION OF ENVIRONMENTAL MANAGEMENT REGARDING
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].
4
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, OR 1 INCH
EQUALS 100 FEET OR THEIR EQUIVALENT.
B. IF AVAILABLE,' REPRESENTATIVE PHOTOGRAPH OF WETLANDS TO BE IMPACTED
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?
PRA Aom ml ew7L Y FV A L9ND' lfND as I D ciyng G To ?ff? W r(5 /!/e, r#
AA/D 5 7' 0119efl ' 7'o 7'#C SovTy !S A So ? Al LAO fD Qt6it7 of u?.9Y,
8? YnN? 7'N/S Is eem-h ER GlAG pek4;& y Pnay ?94vAIX InAi AI S7A"6 T kqoj)
F. IF APPLICABLE, WHAT IS PROPOSED METHOD OF SEWAGE DISPOSAL?
6o411/ f 6-r1ate/ To s-*y174x y S1c w Q
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 CAROLINA
COASTAL MANAGEMENT PROGRAM.
1a- 9A
OWNER'S / AGENT'S SIGNATURE ATE
(AGENT'S SIGNATURE VALID ONLY IF
AUTHORIZATION LETTER FROM THE
OWNER IS PROVIDED (18G.) )
5
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COMMENTS':

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TOTAL P.01
ENGINEERING CONSULTING SERVICES, LTD.
D Geotechnical • Construction Materials • Environmental
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: ?Q(/? l//?/?INfI MMOSSIED LO-1-1719/e7-
Z
161f q
Date: y
Applicant/Owner: County: G?fllC£
Investigator: I?r4A( eLS State: N?
Do Normal Circumstances exist on the site? (57 iijq, Community ID:
Is the site significantly disturbed (Atypical Situation)? Yes Transect ID:
Is the area a potential Problem Area? Yes Plat ID: 1-
(If needed, . lain on reverse.)
vtr_?TeT)n,u
Cor^inant Plant Species
J
S' Stratum Inricator
?G Cominant Pant Soec,es Stratum nricator
_? .
fijGa
t . _ Qr
.VJb/ 1/I T s.
U
z. to.
``
AAC
3. CU I' 411h it.

a.
XLA,- k.g??2R 51, k ug
I
.S?IL9? /1oTv?t?vu/f vw? •? ,

i tG 1

Percent or Dominant Species that are CBL. FAUN or FAC 1
(exc!uein FAC•).
Remarks: /h'V ?£G vT e.? f?a? O?/1??1 5 it/?¢R F/? L D ?(]6J E ?.

HYDROLOGY
_ Reccrced Data (Describe in Remarks): Wetland ,^ycrc!ogy'ndicators: ,
_ Stream, lake, or Tide Gauge Primary Indicators:
Aerial Photographs _ Inuncated `
_ Other Saturated in Upper 12 'nches
_ No Recorded Data Available 'Hater Marks ;
Drift Lanes
L Seciment Deposits
Field Observaticns: Drainage Patterns in'Netlands
Secondary Indicators (2 or mere recuired):
Depth of Surface Water: (in.) X Oxidized Rcot Channels n Upper t2 arches
y, Water-Stained Leaves i
Depth to Free Water in Pit: (in.) _ Local Soil Survey'Data
FAGNeuval Test I
I Depth :o Saturated Soil: (in.)
t _ Other (Explain in ?emar%z) i

i
Remarks: U?y;i,?,2 /C `YTvrI ?? ? ? P 10 Gtl 7-#,17- f'7?P/?f s
r/Cf4-*1 POCVW&?'f
1?.O. 'gox 12015, Research Tr'ian'gle Park; North Carolina 27709 • (919) 544-173 • Fax`'(919) 54=1-0810 •:1=800-327-5832
Offices: Washington, DC • Baltimore, NID • Frederick, IvID • Richniond, VA • Roanoke, VA • Williamsburg, VA • Norfolk, VA
Fredericksburg, VA • Danville, VA • Research Triangle Park, NC • Jacksonville/Wilmington, NC - Charlotte, NC - Greensboro, NC • ALlanta, GA
? r
a>
SOILS
Map Unrt Name 1 -

(Sens antl Phase):
Drainage Class:
1
Taxonomy (Subgroup): Field Observations i
Confirm Mapped Type? Yes W
Profile C rspf tioly
Depth
inchas Horizon Matrix Color
(Munsell Moist) Mottle Colors Mottle Abundance/ Texture. Concretions.
(Munsell Moist) Size/Contr
st
a
Structure. ?tr,
D - 3 /0YR - - . BIND `per 1,
3-d+ }3 /0 2
I
- i
Hyc ric Soil Indicators: -
__ i?IStOSOt

_ Fastic Epipedon - i
_ Concretions
_ Hgh Organic Content in Surface Layer in
Sandy Soils
Sulfidic Cdor
:KAouic Moisture Regime - Organic Streaking in Sandy Soils
o

Reducing Conditions
? _ Listed
n Local Hydric Soils List
- Listed on National Hydnc Soils List
Gleyed or '_ow Chroma Colors - Cther (Explain is Remarks)
Remarks:
i?
I
Wt I LAND DETERMINATION
Hycropnyic Vegetation Present? No (Circle) (Circle)
Wetland Hydrology Present? No
Hydric Soils Present? Yes No Is ;his Sampling ?o,nt Within a Watland? ? No
Remarks:
approved `by HQUS-Ac 5 21cp
Appendix 8 Blank and Example Data Forms
L od star_
DEVELOPMENT LEASING CONSULTING INVEST?Q IOrih Harbo HDeLANNING
??D'"'a``?vidson, NC 2u8036
704-892-6505
(FAX) 704-892-6710
December 14, 1999
Mr. Trent Richardson
Engineering Consulting Services
P.O. Box 12015
Research. Triangle Park, NC 27709
RE: Fuquay-Varina, NC Site
Dear Trent:
We have contracts to purchase the property on which you have completed your
wetland study in Fuquay-Varina. Under the terms of those contracts the Owners
have authorized us to have access to the site and to conduct whatever studies
are reasonably prudent to be undertaken in the course of our site investigations.
You may accept this letter as permission to be on the site with agency
representatives and to conduct the wetlands investigation, which the United
States Army Corp of Engineers and North Carolina Department of Environment
and Natural Resources require.
If you have any questions or any thing further please do not hesitate to call.
Sincerely,
Joe LooneT----'
Lodestar Properties
JL/gv
CC: Marc Hagle
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Bill Holman, Secretary
Kerr T. Stevens, Director
Division of Water Quality
September 14, 2000
Mr. Benjamin Wilson, P.E.
ECS
PO BOX 12015
RTP, NC 27709
Subject: Lodestar Properties
DWQ Project No. 000057
Wake County
Dear Mr. Wilson:
The Wetlands Unit staff reviewed the stormwater management plans for the subject variance proposal and
determined that additional information is necessary to complete the technical review process. The required
additional information is as follows:
1. Draw Down Orifice Outlet
The plan view indicates that the drawdown invert for the permanent pool is at 385'. The details
indicate 388'. Please clarify.
2. SA/DA Ratio
Please provide the permanent pool surface area.
3. Emergency Drain
Please provide design details for the emergency drain.
4. Vegetative Shelf
A vegetative shelf around the perimeter of the pond is required. The shelf shall be gently sloped (6:1
or flatter) and shall consist of native vegetation. Please specify this on the engineering plans.
5. Access
Access to the pond must be adequate to allow for maintenance of the basin and associated structures.
Please specify access routes on the engineering plans.
6. Operation and Maintenance Agreement
An operation and maintenance agreement is required. Typical requirements for an operation and
maintenance plan include the following:
4401 Reedy Creek Road, Raleigh, NC 27607 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper
• Vegetation management/mowing schedule
• Semi-annual inspections
• Debris check after every storm event
• Benchmark for sediment removal (specific elevations listed)
• Designation of a responsible party
The operation and maintenance agreement must also be signed by the responsible party and
notarized.
7. Level Spreader
Please provide design details and calculations for the level spreader.
Division wetlands unit staff will strive to complete a final technical review within 10 working days of
receipt of the requested information. Completing the enclosed worksheet will greatly decrease the staff
review time. If you have any questions or would like to discuss this project, please contact Todd St. John at
[phone]. Also, please note that the NCDENR Stormwater Best Management Practices Manual.
April 1999, and other documents and information can be downloaded from the Wetlands Unit web site at
http://h2o.ehnr.state.nc.us/ncwetlands/.
Domey
ands Unit
Attachment
cc: Todd St. John, Wetlands/401 Unit
Raleigh Regional Office
File

Project No. DWQ 0.00057
Project Name: Lodestar=
SUBMITTED DESIGN: REQUIRED DESIGN:
elevations status
Bottom of Basin (ft) 383
Permanent Pool (ft) 388 5 ft. depth ok
Temporary Pool (ft) 390.3 2.3 ft. depth ok
areas
Permanent Pool SA (sq ft) 49500 estimate 51455 sq. ft. check surf ac
Drainage Area (ac) 45.55
Impervious Area (ac) 39.91 87.6 % -
volumes
Permanent Pool (cu ft) 141910
Temporary Pool (cu ft) 138384 138653 cu. ft. check tempc
Forebay (cu ft) 30776 21.7 % ok
other parameters
SA/DA 0 2.59 -
Orifice Diameter (in) 4 0.45 cfs drawdown -
Design Rainfall (in) l 3.6 day drawdown ok
Linear Interpolation of Correct SAIDA***
5 ft. Permanent Pool Depth
% Impervious SA/DA from Table
Next Lowest 80 2.38
Project Impervious 87.6 2.59
Next Highest 90 2.66
1,

are? Sk
?Zmi 04?0?

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a7o*?
r? Ler?? sB?
V
Project No. DWQ 0.00057
Project Name: Lodestar
SUBMITTED DESIGN:
elevations
Bottom of Basin (ft) 383
Permanent Pool (ft) 388
Temporary Pool (ft) 390.3

areas
Permanent Pool SA (sq ft) 49500 estimate
Drainage Area (ac) 45.55
Impervious Area (ac) 39.91

volumes
Permanent Pool (cu ft) 141910
Temporary Pool (cu ft) 138381
Forebay (cu ft) 30776
other parameters
SA/DA 0
Orifice Diameter (in) 4
Design Rainfall (in) 1
Linear Interpolation of Correct SAIDA***
% Im ervious
Next Lowest 80
Project Impervious 87.6
Next Highest 90
REQUIRED DESIGN:
5 ft. depth
2.3 ft. depth
51455 sq. ft.
87.6 %
status
ok
ok
check surfac
138653 cu. ft. check tempt
21.7 % ok
2.59 -
0.45 cfs drawdown -
3.6 day drawdown ok
5 ft. Permanent Pool Depth
SA/DA from Table
2.38
2.59
2.66
od SA ?alc>
y
?'?
r? C.ev? 510W'?-'-
AAA
NCDENR
DIVISION OF WATER QUALITY
May 30, 2000
Memorandum To: Bob Zarzecki
From: Todd St. John
Subject: Lodestar
DWQ# 000057
Wake County
I discussed this application with Ben Wilson today. Apparently there is. subject
stream that the applicant wants to fill with the side slope for the back end of the al-
Mart. I advised that this may require a variance. I asked you and Steve and you both
thought that it wou . It would seem prudent to wait to determine whether or not the
applicant pursues a variance before I review the ?tormwater plan. If this can be approved
as is I will go ahead and review the plan; otherwise I think we need to see if the plan will
change for a variance.
1

ENGINEERING CONSULTING SERVICES, LTD.
Geotechnical • Construction Materials • Environmental

August 18, 2000
Raleigh, North Carolina 27669-1621 -ftp
BUG ?) 2000 _
Mr. Bob Zarzacky
Mr. John R. Dorney
North Carolina Department of Environment and Natural Resources
Division of Water Quality, 401 Unit
1621 Mail Service Center
Via fax [phone] August 18, 2000
Re: Lodestar Properties
Wake County Pro
DWQ Project: 005
ECS Project Num er: T2839
Dear Zarzacky:

This letter is in response to our July 31, 2000 meeting at the Allen property in Clayton, North
Carolina regarding the above referenced project.
The project has been redesigned so that the only impacted is from the slope at the upper end of
the stream impacting the outer 20 foot of the buffer. Therefore, only a minor variance is
required.
We have included the minor variance request form along with a copy of the 404 permit .f6r, the
project and two copies of the revised grading plan.
If you have any questions, please do not hesitate to contact us.
Respectfully,
Engineering Consulting S i s, Ltd.
nil n V. Wilson, P.E.
Principal EngineerNice-President
P.O. Box 12015, Research Triangle Park, North Carolina 277099 [phone] *Fax [phone] e www.ecslimited.com
,rierdeen, MD* - Atlanta, GA • Austin, TX • Baltimore, MD • Chantilly, VA • Charlotte, NC • Chicago, IL • Danville, VA* • Frederick, MD • Fredericksburg, VA
/ reensboro NC • Greenville, SC • Norfolk, VA • Raleigh, NC • Richmond, VA • Roanoke, VA • Williamsburg, VA • Wilmington, NC* • Winchester, VA*
*Testing Services Only
4 an
MCDENR
DIVISION OF WATER QUALITY
September 5, 2000
Memorandum To: Bob Zarzecki
From: Todd St. John
Subject: Lodestar Properties
Wake County
DWQ# 000057
I looked at the stormwater pond and level spreader. I need more details on the
emergency draw down and some clarification of the draw down pipe invert level of the
pond. Most importantly, however, I need the calculations for the pond and the level
spreader in order to ensure that they are adequately sized. Please find the attached
worksheet that could be sent with any correspondence. Nevertheless, a combined wet
pond and level spreader should be adequate, if sized properly.
O ?
,
'Icy acv .?' ,? Uo
1

NV ?
?pU
Q?C? ?
Project No. DWQ
Project Name: Lodestar pond 2
SUBMITTED DESIGN: REQUIRED DESIGN:
elevations status
Bottom of Basin (ft) 389
Permanent Pool (ft) 392 3 ft. depth ok
Temporary Pool (ft) 392.95 0.95 ft. depth ok
areas
Permanent Pool SA (sq ft)
32518
16652 sq. ft.
ok
Drainage Area (ac) 11.04
Impervious Area (ac) 9.13 82.7 % -
volumes
Permanent Pool (cu ft)
Temporary Pool (cu ft) 31820 31831 cu. ft. check tempc
Forebay (cu ft) #DIV/0! % #DIV10!
other parameters
SA/DA 0 3.46 -
Orifice Diameter (in) 2.5 0.11 cfs drawdown -
Design Rainfall (in) 1 3.3 day drawdown ok
Linear Interpolation of Correct SAIDA***
OX Impervious
Next Lowest 80
Project Impervious 82.7
Next Highest 90
3 ft. Permanent Pool Depth
SA/DA from Table
3.36
3.46
3.74
1
OFFICE USE ONLY: Date Received Request #
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
Variance Request Form - for Minor/ ri i es t y
s=??
Protection and Maintenance of Riparian Areas Rule
, ty 0
NOTE: This form may be photocopied for use as an original.
Please identify which Riparian Area Protection Rule applies.
Neuse River Basin: Nutrient Sensitive Waters Management Strategy
Protection and Maintenance of Riparian Areas Rule (15A NCAC .0233)
? Tar-Pamlico River Basin: Nutrient Sensitive Waters Management
Strategy Protection and Maintenance of Riparian Areas Rule (15A
NCAC .0259)
Part 1: General Information
(Please include attachments if the room provided is insufficient.)
1. Applicant's name (the corporation, individual, etc. who owns the property):
2.
Print Owner/Signing Official (person legally responsible for the property and its compliance)
Name: -- cJ •c
Title: LVE7 NO:
Street address: L n{. ?2. --,Lj M15,
City, State, Zip: rJ C_ 44
Telephone:) 2-
Fax: (Tb4) Act Z - (0110
3.
Contact person who can answer questions about the proposed project:
Name: 1?J N/tl..?.xti^1
Telephone:
Fax:
Email:
4. Project Name (Subdivision, facility, or establishment name -consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc.):
tA PA N1 '%ra(EUrV a
5. Project Location:
Street address: M r j S
City, State, Zip: A .C .
County:
Latitude/longitude:
-too 4& 1 .39
-A,
Version 1: February 2000
6. Directions to site from nearest major intersection (Also, attach an 8 %2 x 11 copy of the USGS
topographic map indicating the location of the site):
Not ?hA +J S
1 ?J P? ?! 1 riA
7. Stream to be impacted by the proposed activity:
Stream name (for unnamed streams label as "UT" to the nearest named stream):
Orr- :7M Cxja?K
Stream classification [as identified within the Schedule of Classifications 15A NCAC 2B
.0315 (Neuse) or.0316 (Tar-Pamlico)]:
8. Which of the following permits/approvals will be required or have been received already for
this project?
Required: Received: Date received: Permit Type:
CAMA Major
CAMA Minor
_X_ 401 Certification/404 Permit On-site Wastewater Permit
NPDES Permit (including stormwater)
Non-discharge Permit
Water Supply Watershed Variance
Others (specify)
Part 2: Proposed Activity
(Please include attachments if the room provided is insufficient.)
2. State reasons why this plan for the proposed activity cannot be practically accomplished,
reduced or reconfigured to better minimize or eliminate disturbance to the riparian buffers:
3.
Variance Request Form, page 2
Version 1: February 2000
Description of proposed activity [Also, please attach a map of sufficient detail (such as a plat
map or site plan) to accurately delineate the boundaries of the land to be utilized in carrying
out the activity, the location and dimension of any disturbance in the riparian buffers
associated with the activity, and the extent of riparian buffers on the land. Include the area
of buffer impact in ft2.1:
Description of any best management practices to be used to control impacts associated with
the proposed activity (i.e., control of runoff from impervious surfaces to provide diffuse flow,
re-planting vegetation or enhancement of existing vegetation, etc.):
4. Please provide an explanation of the following:
(1) The practical difficulties or hardships that would result from the strict application of this
Rule.
(2) How these difficulties or hardships result from conditions that are unique to the property
involved.
(3) If economic hardship is the major consideration, then include a specific explanation of the
economic hardships and the proportion of the hardship to the entire value of the project.
Part 3: Deed Restrictions
By your signature in Part 5 of this application, you certify that all structural stormwater best
management practices required by this variance shall be located in recorded stormwater
easements, that the easements will run with the land, that the easements cannot be changed or
deleted without concurrence from the State, and that the easements will be recorded prior to the
sale of any lot.
Part 4: Agent Authorization
If you wish to designate submittal authority to another individual or firm so that they may provide
information on your behalf, please complete this section:
Designated agent (indil
Mailing address:
City, State, Zip:
Telephone:
Fax:
Email:
Part 5: Applicant'
I, 14cxa: ly010`1JE)( (print or type name of person
listed in Part I, Item 2), certify that the information included on this permit application form is
correct, that the project will be constructed in conformance with the approved plans and that the
deed restrictions in accordance with Part 5?f this form will be recorded with all required permit
conditions.
Signature:
Date:
Variance Request Form, page 3
Version 1: February 2000
o N

Title:
Variance Request Form, page 4
Version 1: February 2000
JAN-11-2001 14:01 ECS LTD.
D
Engineering Consulting Services, Ltd..
FAX MESSAGE
TO: VOW 97-e f oe3J
Phone ( )
Fax Phone ( ) 73?
ROM: Benjamin V. Wilson, P.E.
Engineering Consulting
Services, Ltd.
P. O. Box 12015
RTP, NC 27709
;i
I-W&
1-800-327-5832
ax [phone]
Cc: !
REMARKS: ? Urgent ? For your review ? Reply ASAP ? Please Comment
f
N Z-? Ai ?r
GEOTECHNICAL CONSTRU"ON MATEFOALS ENVIRONMENTAL

JAN-11-2001 14:01 ECS LTD.
U,S. ARMY CORPS OF ENGIN
Wilmington District
Action ID: 2 0 55 -
GENERAL PERMIT (RIrGIONAL AND NA
Property Authorize,
Owj,,r 1?'r es Agent
Address- 181 North Harbor Dri ni a l Address-
',C 28036 -?
Telephone Nntaber Telephone
919 544 9082 P.02
VERIFICATION
919-5 173
Sju We Lotati of w sterbody. Highw- no pmdna : The projWtY is
approxim9tcly 42 actrs in size and is locaW on ft north side of S 401, 2000 fcct west of Sutaset Lake
Road (SR 1301), in Fuquny-Vatina, Wake County, North CamG.. The site is adjacent to an unnattaed
tributsty? ofIertible Creek. above headwatcm, in the Neuse River .
it authorizes mechanized ?adctca ing, and the pl.cnt of fill
Aec.;ntien of ActiviiYl This Pew p g is to wetlands and
associated with the t;p?tructiott of a retail shopping cetuar and m facilities lmpac
waters authorized by this permit total 099 acre avid linear feet f stream channel
M
Appl=ble La,., ___&,Section 404 (Clean Water Act, 33 USC
? ectiion 10 (River and Harbor Act of 11
Antborizatioa` ?.? (;*sera' Permit Nam
' 6 Na ide Peraait 14vinber
Any V101Won of the conditions of the Re69na1 General or r
subject the perpo+ttee to s stop work order. a reRoration or,
This Dot of the Army Re&nsl General Per0ft or
relieve the pcnvmtec of the responsibility to obtain say
appro„ah4wrMits. The permitter may need to contact ¦PI
begin ling work. If you have any questions repsrdidR the
pienve contact odd Tu Wei at telephone numbs'
Regulatory Pt^Oject M"Wr
2000 LXpmaoI
Date
StTRVBY PLATS. FMM SKETCH, WETLAKD PELMA
TO THE YELLOW (FILE) COPY OF THIS FORM, IF R1
CF:
. .. how
rr? t
t) only.
Only.
; ,awide Permit refwc aced above aesy
and/or aPPrGPriate legal action"
ationwide Permit verification dose not
her required Federal, State, or local
,prince State and local agenda before
rps of Engineers regulate" program,
FORM, E7C.. M1JS7 BE ATTACHED
ED OR AVAR,ABLIr.
TOTAL P.02
ewn
MCDENR
DIVISION OF WATER QUALITY
January 11, 2001
Memorandum To John Dorney
From: Todd St. John 0/1
Subject: Lodestar Properties
Wake County /
DWQ# 000057 I G DD `
t (-
I have reviewed the stormwater management plan and the wetlands appear to be 1%,9(;e411*w*J `L
adequately sized. The wetlands still need proper contouring of the bottom, a planting plan
and a revised Operation and Maintenance Agreement. These should be minor details.
Also, the applicant appears to be willing to conduct the planting plan as we discussed to
at least begin to provide some data as to whether or not planting plans are needed for
extended detention wetlands. I discussed this same idea with Jeanette Powell and Steve
Kroeger who think it is a good idea, also. Additionally, the engineer has indicated that all
off site runoff, including anticipated development on the off-site portion are accounted
for in the wetland sizing. We also discussed the side slope encroachment by the
development into zone 1. The engineer agreed to avoid the zone 1 impact (except for the
side slopes of wetland pond #2). I contacted Ben Wilson of ECS today and he will fax a
copy of the USACE permit which he indicated was a NW 26. Also, the impacts to
wetlands have been reduced to 0.78 acres according to Ben Wilson. The following are my
recommendations for conditions:
1) 0.78 acres of wetland impacts
2) The fill slope adjacent to and directly north of "Shops D" as shown on the Grading
Plan dated January 4, 2001 shall be removed from zone 1. The fill slopes from
"stormwater management pond #2" may remain in zone 1.
3) An additional condition is that a final, written stormwater management plan shall be approved in
writing by this Office before the impacts specified in this Certification occur. The stormwater
management plan.must include plans and specifications for the proposed stormwater wetlands
designed to remove 85% TSS according to the most recent version of the NC DENR Stormwater Best
Management Practices Manual. The plans dated January 4, 2001 and submitted on your behalf by
Freeland and Kauffman, Inc. are adequately sized to meet the above condition; however, the area
below the permanent pool elevation must be contoured according to the criteria established in the NC
DENR Stormwater Best Management Practices Manual. Additionally, the Operation and Maintenance
Agreement must be revised to reflect maintenance required for an extended detention wetland. Finally,
a planting plan must be developed by qualified North Carolina professional. However, for this project,
the Division will only require that the stormwater wetland labeled Stormwater Management pond #2
be planted immediately. The stormwater wetland labeled Stormwater Management pond #1 does not
have to be planted immediately. This pond shall can be allowed to naturally vegetate for two years
from the date that Stormwater Management pond #2 is planted. If Stormwater Pond #1 does not
become naturally vegetated in 2 years, then upon written notification from the Division the wetland
shall be planted according to the planting plan. Also, before any permanent building is occupied at the
subject site, the facilities, as approved by this Office, shall be constructed and operational, and the
stormwater management plan, as approved by this Office, shall be implemented. The structural
stormwater practices as approved by this Office as well as the drainage patterns must be maintained in
perpetuity. No changes to the structural stormwater practices shall be made without written
authorization from the Division of Water Quality.
I OFFICE USE ONLY: Date Received Request #
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
Variance Request Form -for Minor V s
Protection and Maintenance of Riparian Areas Rules
NOTE. This form maybe photocopied for use as an original. ' ;
cruet t
Please identify which Riparian Area Protection Rule applies. Neuse River Basin: Nutrient Sensitive Waters Management Strategy
Protection and Maintenance of Riparian Areas Rule (15A NCAC .0233)
? Tar-Pamlico River Basin: Nutrient Sensitive Waters Management
Strategy Protection and Maintenance of Riparian Areas Rule (15A
NCAC.0259)
Part 1: General Information
(Please include attachments if the room provided is insufficient.)
1. Applicant's name (the corporation, individual, etc. who owns the property):
2
3.
Print Owner/Signing Official (person legally responsible for the property and its compliance)
Name: _144a t"i le
Title: _ _PtZ5-112e7 N':- ---
Street address:
City, State, Zip: :2^4 C_ - 990 54
Telephone: LZDA) IS Z- 4, *
Fax: (164) Act 7- - &T 10
Contact person who can answer questions about the proposed project:
Name: J??iltj V. \VILO??rA_J IF-a'
Telephone:
Fax:
Email:
4. Project Name (Subdivision, facility, or establishment name - consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc.):
M AI L.t liyz g7r S -rwrkc
5. Project Location:
Street address: tANP J
City, State, Zip:
County:
Latitude/longitude: SG03r
Version 1: February 2000
6. Directions to site from nearest major intersection (Also, attach an 8 %2 x 11 copy of the USGS
topographic map indicating the location of the site):
?3 0g 0!s-r ,M +J S
on-
?1J ?+.?. ?(? CIA
7. Stream to be impacted by the proposed activity:
Stream name (for unnamed streams label as "UT" to the nearest named stream):
VT !:m TM&A_5 C-095K
Stream classification [as identified within the Schedule of Classifications 15A NCAC 2B
.0315 (Neuse) or.0316 (Tar-Pamlico)]:
8. Which of the following permits/approvals will be required or have been received already for
this project?
Required: Received: Date received: Permit Type:
CAMA Major
CAMA Minor
_X 401 Certification/404 Permit
On-site Wastewater Permit
NPDES Permit (including stormwater)
Non-discharge Permit
Water Supply Watershed Variance
Others (specify)
Part 2: Proposed Activity
(Please include attachments if the room provided is insufficient.)
2. State reasons why this plan for the proposed activity cannot be practically accomplished,
reduced or reconfigured to better minimize or eliminate disturbance to the riparian buffers:
3.
Variance Request Form, page 2
Version 1: February 2000
Description of proposed activity [Also, please attach a map of sufficient detail (such as a plat
map or site plan) to accurately delineate the boundaries of the land to be utilized in carrying
out the activity, the location and dimension of any disturbance in the riparian buffers
associated with the activity, and the extent of riparian buffers on the land. Include the area
of buffer impact in ft2.1:
Description of any best management practices to be used to control impacts associated with
the proposed activity (i.e., control of runoff from impervious surfaces to provide diffuse flow,
re-planting vegetation or enhancement of existing vegetation, etc.):
4. Please provide an explanation of the following:
(1) The practical difficulties or hardships that would result from the strict application of this
Rule.
(2) How these difficulties or hardships result from conditions that are unique to the property
involved.
(3) If economic hardship is the major consideration, then include a specific explanation of the
economic hardships and the proportion of the hardship to the entire value of the project.
Part 3: Deed Restrictions
By your signature in Part 5 of this application, you certify that all structural stormwater best
management practices required by this variance shall be located in recorded stormwater
easements, that the easements will run with the land, that the easements cannot be changed or
deleted without concurrence from the State, and that the easements will be recorded prior to the
sale of any lot.
Part 4: Agent Authorization
If you wish to designate submittal authority to another individual or firm so that they may provide
information on your behalf, please complete this section:
Designated agent (individual or firm): iT y4INJ V \?11?S4t ? gr,. ??GS, 1?TO
Mailing address:
City, State, Zip: y1--rPJrJ.C-. Z-11
Telephone:
Fax: -e> La
4 15c-
Email:
Part 5: Applicant'
I, cart o,-1 (print or type name of person
listed in Part I, Item 2), certify that the information included on this permit application form is
correct, that the project will be constructed in conformance with the approved plans and that the
deed restrictions in accordance with Part 5?f this form will be recorded with all required permit
conditions.
Signature:
Date:
Variance Request Form, page 3
Version 1: February 2000
To f-4 tN Ill 12 Q 4wIPrsc- U.
f ..
Title:
Variance Request Form, page 4
Version 1: February 2000
?f
FREELAND and KAUFFMAN, INC. Freeland-(Kauffman
ENGINEERS - LANvscAPEA cHnwnq and Fredeen, Inc.
Bentonville; Arkansas
MEMORANDUM
Date: October 3, 2000
To: John, Dorney
NCDENR
Division of Water Quality
4401 Reedy Creek Road
Raleigh, NC 27607
OCT 5

From: Stuart Fuller --°°-??
WEI LId GROUP
Freeland & Kauffman, Inc. MT?
Subject: Lodestar Properties -
DWQ Project No. 000057
Wake County
We recently received a your letter requesting additional information necessary to
complete the review of the above referenced project. We have addressed each of
the comments as follows:
1. The permanent pool elevation is 385' as noted on plans. The details
have been changed to reflect an elevation of 385'.
2. The permanent pool will have a surface area of 42;100 square feet.
As shown in the attached calculations, a site area of 40.94 acres provided an
SA/DA ratio of 0.024. As a result, 75% trapping efficiency will be achieved.
3. The emergency drain detail is illustrated in the attached drawing. This
detail has also been added to the erosion control details (Sheet 23). The
drain will consist of a 185' section of 8" SDR-35 pipe at a slope of 0.5%.
The invert up will be at, the bottom of the pond (elevation 383'). A gate valve
and valve box will be located on the pipe directly beneath the 10' vegetative
buffer (access road). - A valve stem connected to the gate valve will extend
209 West.Stone Avenue - Greenville, South Carolina 29609 - Telephone [phone] - Fax [phone]
vertically to the surface of the dike. A wheel assembly attached to the valve
stem will enable the gate valve to be turned on and off from the top of the
dike. The drain will continue at a constant slope until it reaches a wing wall
and outlets at 382.
4. A 10' vegetative shelf will be constructed around,the perimeter of the pond,
as shown on the grading plan. The plan specifies,a 6:1 slope.
5. An access road to the pond has been added to the plans. The road will be
10' wide and will be graded at a 109o slope. A break in the guardrail and
construction of a rollover curb will allow for pond access from the rear of the
store.
6. A copy of our operation and maintenance agreement has been included.
Although this copy is not signed, you should be receiving a signed copy from
Joe Looney of Lodestar Properties (financially responsible party). The signed
copy should arrive with a day or so upon receipt of this re-submittal
7. The details for the level spreader have been attached and placed on the,
erosion control details (Sheet 23). The calculations are also included. The
level spreader size was determined using Table 6.40a (included).
The level spreader with riprap lining was determined to be 12' wide, 12"
deep, and 65' long using the flow out of the outlet structure. A second level
spreader lined with vegetation was determined to be 12' wide, 12" deep, and
65' long.
FREELAND and KAUFFMAN, INC.
ENGINEERS • LANDSCAPE ARCHITECTS
209 West Stone Avenue Job /- UQ OA Y VAR IA11 No.
9reenville, South Carolina 29609 Job
864233-5497 Computed 13y
Fax[phone] Checked By

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POND MAINTENANCE REQUIREMENTS
Project Name: Fuquay Varina Shopping Center, N.C.
Permittee: Fuquay Varina Partnership ??
Address : -181 N. Harbor Dr. Suite E. Davidson, NC 28036 Phone No. 704 892-6710
Monthly, or after every runoff producing rainfall event, whichever comes first:
A. Inspect the trash rack; remove accumulated debris, repair / replace if it is not
functioning.
B. Inspect and clear the orifice of any obstructions. If a pump is used as the
drawdown mechanism, pump operation will be checked. A log of test runs of the
pump will be kept on site and made available to DWQ personnel upon request.
C. Inspect the pond side slopes and grassed inlet swales; remove trash, and repair
eroded areas before the next rainfall event.
D. If the pond is operated with a vegetated filter, the filter will be checked for
sediment accumulation, trash accumulation, erosion and proper operation of the
flow spreader mechanism. Repairs/cleaning will be done as necessary.
H. Quarterly (Four times a year):
A. Inspect the collection system (i.e. catch basins, piping, grassed swales) for proper
functioning. Accumulated trash will be cleaned from the basin grates, basin
bottoms, and piping will be checked for obstructions and cleared as required.
B. Pond inlets will be checked for undercutting. Riprap or other energy dissipation
structures will be replaced, and broken pipes will be repaired.
III. Semi-annually (twice a year):
A. Accumulated sediment from the bottom of the outlet structure will be removed.
B. The forebay depth will be checked at various points. Sediment removal is
required when the depth is reduced to 75% of the original forebay design depth of
12.0 feet.
C. Grassed swales, including the vegetated filter if applicable, will be re-seeded
twice a year as necessary.
POND MAINTENANCE REQUIREMENTS
PAGE 2
IV. Annually (Once a year):
A. The pond depth will be checked at various points. Sediment removal is required
when the depth is reduced to 75% of the original design depth or 5.6 feet,
whichever is greater. The design depth for the pond is 12.0 feet, therefore the 5.6
foot minimum would apply. The depth is measured vertically from the orifice
down to the pond's bottom. Sediment must be removed to at least the original
design depth.
V. General:
A. Mowing of the side slopes will be accomplished according to the season.
Maximum grass height will be 6".
B. Cattails are encouraged along the perimeter, however they will be removed when
they cover more than '/z the surface area of the pond. The best time to cut them is
at the end of the growing season, in November. Environmentally sensitive
chemicals for use in killing cattails can also be used. Contact your nearest
Agricultural Extension Agent.
C. The orifice is designed to draw down the pond in the 2-5 days. If drawdown is not
accomplished in that time, the orifice will be replaced with a larger or smaller
orifice. Slow drawdown may be attributed to a clogged system. The source of the
clogging will be found and eliminated.
D. All components of the detention pond systems (2) will be kept in good working
order. Repair or replacement components will meet the original design
specifications as per the approved stormwater plan. If previously approved
components are determined to be ineffective, the component must be redesigned
and/or replaced.
VI. Special Requirements:
I, , hereby acknowledge that I am the financially
responsible party for maintenance of this detention pond. I will be responsible for the
performance of the maintenance as outlined above, as part of the Stormwater
Management Permit received for this project.
Signature: Date:
.6ELAND and KAUFFMAN, INC.
VGINEERB • LANDSCAPE ARCHITECTS
>9 West Stone Avenue
eenville, South Carolina 29609
lephone 864233-5497
K5454-233-,5915
REFERENCE Calculation For
Job 7'U QIIAY VA-RI AM- ., AX Job No.
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Computed by _
Checked by
Date

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Sheet of
Date /G 9 oo
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Practice Standards and Specifications
6.40 =UNW1111:42121
Definition A non-erosive outlet for concentrated runoff constructed to disperse flow.
unifonmlyacross a slope.
Purpose To convert concentrated flow to sheet flow and release it uniformly over a sta-
bilized area.
Conditions Where Where sediment-free storm runoff can be released in sheet flow down a stabi-
Practice Applies lizedslopewithout causing erosion.
Where a level lip can be constructed without filling.
Where the area below the spreader lip is uniform with the slope of 10% or less
and is stable for anticipated flow conditions, preferably well-vegetated.
Where the runoff water will not re-concentrate after release.
Where there will be no traffic over the spreader.
Planning The level spreader is a relatively low-cost structure to release small volumes of
Considerations concentrated flow where site conditions are suitable (Figure 6.40a). The outlet
area must be uniform and well-vegetated with slopes of 10% or less. Particular
care must be taken to construct the outlet lip completely level in a stable, undis-
turbed soil. Any depressions in the lip will concentrate the flow, resulting in
erosion. Evaluate the outlet system to be sure that flow does not concentrate
below the outlet (Figure 6.40b). The level spreader is most often used as an out-
let for temporary or permanent diversions and diversion dikes. Runoff water
containing high sediment loads must be treated in a sediment trapping device
before release in a level spreader.
Design Criteria Capacity-Determine the capacity of the spreader by estimating peak flow
from the 10-yr storm. Restrict the drainage area so that maximum flows into the
spreader will not exceed 30 cfs.
Table 6.40a
Minimum Dimensions for
Level Spreader
Spreader dimensions-When water enters the spreader from one end, as from
a diversion, select the appropriate length, width, and depth of the spreader from
Table 6.40a.
Construct a 20-ft transition section in the diversion channel so the width of the
diversion will smoothly meet the width of the spreader to ensure uniform
outflow.
Design Flow Entrance Width Depth End Width Length
cfs ----minimum dimension in feet----
0-10 10 0.5 3 10
10-20 16 0.6 3 20
20-30 24 0.7 3 30
6.40.1

Level Spreader (riot to scale).
M.' M..w Wi.h •.
?11g'?dl ,•?I\: ` ?r, ??.r,,.',,KI.wF. .....I....A..••
Vegetated ^ `A1 :?:,, ;wt1;)••..;;..1A ,..
Transition
diversion :?. 1 h` ?. ,1.•,?,; ?:'.w to 0 grade
,6 ' n ill all Y r ? ?? L ..
,'1tlia?ti
,1 a1o.1 ?,.. IIJ MII ;?v.`, d+.. ?r `, a?" y?t ?,. },y. \?•
'???dl, ;a''?", a+l ?.tY,..,L. ?u.u??, •m? II?? ? ? ,:i. V?? rl ,,. .?' .aM'?' \IV' 1?a, .
fJ'?1??`.u?a„`mK1••?ya` ai I V`.;1?`I?, vp,.\ a,., r11?" \ jk
? `wua? "?;u`n•??„<„? ?t.,,` ?1 \ `\? ?? \w? .,1 "' ?,, "w'-Stabilized
?„r,AA,Y• ,d,• ?1,. ?, e,d,. v? .. al 190
?.. ,al. Z. ` .,,. Ilk,
,Ma` slope
a\^ JZ\ ? . \lu " \/rr.` l? /) a?•' `," ..,?' ?: tee.,... ? ??
Stable
undisturbed A1.?11,?
outlet ,.I"' k".
`t1?.Y ??, Ir 111 Ih ?'' ?`1\\l?l. \l.. 111 ?.. Yt t. 44p1 .?`\ ® \ ?t ? ",,VY \`? ?\•?y• "•
a? r? ,? `. due / ???" vf•" ?\,.
Ytll sll . X41 `?r.1 1111 ?t. ?,1. ' \Il 1 /p/• V'i' ` ?Ir \\ ?? ??`` ,/
l„1 kl,• ?rl V,1 II DIY 1' \LLr V
..1,...11,1 n?i %1.• All. 11.V16. tY11H
? 1, 1' 1 11
X11, ,,\1• ,A,. 4'•' ddtA ..1( ?, a1( \4%11 ?I"[ 11.
'•( \ h. 11 Ali-
Figure
Figure 6.40a Level spreader is designed to disperse small volumes of concentrated flow across stable slopes.
Grade-The grade of the last 20 feet of the diversion channel should provide
a smooth transition from channel grade to level at the spreader. The grade of the
spreader should be 0%.
Spreader lip-Construct the level lip on undisturbed soil to uniform height and
zero grade over the length of the spreader. Protect it with an erosion-resistant
material, such as fiberglass matting, to prevent erosion and allow vegetation to
become established.
Outlet area-The outlet disposal area must be generally smooth and
well-vegetated with a maximum slope of 10%.
Vegetate all disturbed areas.
Construction 1. The matting should be a minimum of 4 ft wide extending 6 inches over the
Specifications lip and buried 6 inches deep in a vertical trench on the lower edge. The upper
edge should, butt against smoothly cut sod and be securely held in place with
closely spaced heavy duty wire staples at least 12 inches long.
2. Ensure that the spreader lip is level for uniform spreading of storm runoff.
3. Construct the level spreader on undisturbed soil (not on fill).
4. Construct a 20-ft transition section from the diversion channel to blend
smoothly to the width and depth of the spreader.
6.40.2
Practice Standards and Specifications
Cross Section
Material Variable
stapled in
place ? -- - 6 get,
II (-? 1 1= _ min _I
Level lip -=1111 X1111=-1I J (- O(
of spreader ?illl lll1=.1111= ?1?1? ?II! ????1?= = W
IJ11?1f11?1111`((' 1,---(1111.-T??II-=
Buried =11111= I?I?I 1111
6,, min
Figure 6.40b Detail of level spreader cross section.
5. Disperse runoff from the spreader across a properly stabilized slope not to
exceed 10%. Make sure the slope is sufficiently smooth to keep flow from con-
centrating.
6. Immediately after its construction, appropriately seed and mulch the entire
disturbed area of the spreader.
Maintenance Inspect level spreaders after every rainfall until vegetation is established, and
promptly make needed repairs. After the area has been stabilized, make peri-
odic inspections and keep vegetation in a healthy, vigorous condition.
References Surface Stabilization
6.10, Temporary Seeding
6.11, Permanent Seeding
Runoff Control Measures
6.20, Temporary Diversions
6.21, Permanent Diversions
6.40.3
FREELAND and KAUFFMAN, Io yea"???
ENaj ,-Er,5 m LAjvv6cAF ARcl-i/TEcTS and Fredeen, Inc.
5entonville; A taneas
MEMORANDUM
Date: October 3, 2000
To: John- Dorney
NCDENR
Division of Water Quality
4401 Reedy Creek Road
Raleigh, NC 27607
From: Stuart Fuller
Freeland & Kauffman, Inc.
Subject: Lodestar Properties -
DWO Project No. 000057
Wake County
We recently received a your letter requesting additional information necessary to
complete the review of the above referenced project. We have addressed each of
the comments as follows;
1. The permanent pool elevation is 385' as noted on plans. The details
have been changed to reflect an elevation of 385'.
2. The permanent pool will have a surface area of 42,100 square feet.
As shown in the attached calculations, a site area of 40.94 acres provided an
SA/DA ratio of 0.024. As a result, 75% trapping efficiency will be achieved.
3. The emergency drain detail is illustrated in the attached drawing. This
detail has also been added to the erosion control details (Sheet 23). The
drain will consist of a 185' section of 8" SDR-35 pipe at a slope of 0.5%.
The invert up will be at the bottom of the pond (elevation 383'). A gate valve
and valve box will be located on the pipe directly beneath the 10' vegetative
buffer (access road). A valve stem connected to the gate valve will extend
209 West Stone Avenue - Greenville, South Carolina 29609 o Telephone [phone]- Fag, 2A-235wb915
vertically to the surface of the dike. A'wheel assembly attached to the valve
stem will enable the gate valve to be turned on and off from the top of the
dike. The drain will continue at a constant slope until it reaches a wing wall
and outlets at 382'.
4. A 10' vegetative shelf will be constructed around the perimeter of the pond,
as shown on the grading plan. The plan specifies,a 6:7 slope.
5. An access road to the pond has been added to the plans. The road will be
10' wide and will be graded at a 1.091 slope. A break in the guardrail and
construction of a rollover curb will allow for pond access from the rear of the
store.
6. A copy of our operation and maintenance agreement has been included.
Although this copy is not signed, you should be receiving a signed copy from
Joe Looney of Lodestar Properties (financially responsible party). The signed
copy should arrive with a day or so upon receipt of this re-submittal.
7. The details for the level spreader have been attached and placed on the,
erosion control details (Sheet 23). The calculations are also included. The
level spreader size was determined using Table 6.40a (included).
The level spreader with riprap lining was determined to be 12' wide, 12"
deep, and 65' long using the flow out of the outlet structure. A second level
spreader lined with vegetation was determined to be 12' wide, 12" deep, and
65' long.
FREELAND and KAUFFMAN, INC.
ENGINEERS • LANDSCAPE ARCHITECTS
209 West Stone Avenue
3reenville, South Carolina 29609
Telephone [phone]
Fax [phone]
.. _.... _.. ._ ... W.... ...,....
REFERENCE Calculation For. _
Job FUo olf-? v0lmA Job No.
Computed By
Checked By _

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POND MAINTENANCE REQUIREMENTS
Project Marne: Fuquay Marina Shopping Center. N.C.
Permittee: Fuquay Varina Partnership
Address : 181 N. Harbor Dr. Suite E. Davidson, NC 28036 Phone No. 704 892-6710
I. Monthly, or after every runoff producing rainfall event, whichever comes first:
A. Inspect the trash rack; remove accumulated debris, repair / replace if it is not
functioning.
B. Inspect and clear the orifice of any obstructions. If a pump is used as the
drawdown mechanism, pump operation will be checked. A log of test runs of the
pump will be kept on site and made available to DWQ personnel upon request.
C. Inspect the pond side slopes and grassed inlet swales; remove trash, and repair
eroded areas before the next rainfall event.
D. If the pond is operated with a vegetated filter, the filter will be checked for
sediment accumulation, trash accumulation, erosion and proper operation of the
flow spreader mechanism. Repairs/cleaning will be done as necessary.
II. Quarterly Four times a year):
A. Inspect the collection system (i.e. catch basins, piping, grassed swales) for proper
functioning. Accumulated trash will be cleaned from the basin grates, basin
bottoms, and piping will be checked for obstructions and cleared as required.
E. Pond inlets will be checked for undercutting. Riprap or other energy dissipation
structures will be replaced, and broken pipes will be repaired.
III. Semi-annually (twice a year):
A. Accumulated sediment from the bottom of the outlet structure will be removed.
E. The forebay depth will be checked at various points. Sediment removal is
required when the depth is reduced to 75% of the original forebay design depth of
12.0 feet.
C. Grassed swales, including the vegetated filter if applicable, will be re-seeded
twice a year as necessary.
POND 1 IlVTENANCE IIEQUHU- /MNTS
IMAGE 2
ICI. Annually (Once a year):
A. The pond depth will be checked at various points. Sediment removal is required
when the depth is reduced to 75% of the original design depth or 5.6 feet,
whichever is greater. The design depth for the pond is 12.0 feet, therefore the 5.6
foot minimum would apply. The depth is measured vertically from the orifice
down to the pond's bottom. Sediment must be removed to at least the original
design depth.
V. General:
A. Mowing of the side slopes will be accomplished according to the season.
Maximum grass height will be 6".
E. Cattails are encouraged along the perimeter, however they will be removed when
they cover more than '/z the surface area of the pond. The best time to cut their is
at the end of the growing season, in November. Environmentally sensitive
chemicals for use in billing cattails can also be used. Contact your nearest
Agricultural Extension Agent.
C. The orifice is designed to draw down the pond in the 2-5 days. If drawdown is not
accomplished in that time, the orifice will be replaced with a larger or smaller
orifice. Slow drawdown may be attributed to a clogged system. The source of the
clogging will be found and eliminated.
D. All components of the detention pond systems (2) will be kept in good working
order. Repair or replacement components will meet the original design
specifications as per the approved stormwater plan. If previously approved
components are determined to be ineffective, the component must be redesigned
and/or replaced.
VI. Special Requirements:
hereby acknowledge that I am the financially
responsible party for maintenance of this detention pond. I will be responsible for the
performance of the maintenance as outlined above, as part of the Stormwater
Management Permit received for this project.
Signature: Date:
REELAND and KAUFFMAN, INC.
vawaRS - LANDSCAPE ARCH/TECTS
)9 West Stone Avenue / } 3
Job
Job No
t
D
/05/
•eenville, South Carolina 29609 . a
e
Oa
lephone 864233-5497
Computed by s/
x,564-233-8915
Checked 5y Date
REFERENCE Calculation For. G
Discipline

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Praclice Standards and,Spegq Tica on.T
6.40 - - . g ?-
.
Definition Anon-erosive outlet ,. for concentrated runoff constructed. to. disperse flow
unifonniy across a slope. _
Purpose To convert concentrated flow to sheet flow and release it uniformly over a sta-
bilized area.
Conditions Where Where sediment-free storm runoff can be released in sheet flow down a stabi-
Practice Applies lized slope without causing erosion..
Where a level lip can be constructed without filling.
Where the area below the spreader lip is uniform with the slope of 10% or less
and is stable for anticipated flow conditions, preferably well-vegetated.
Where the runoff water will not re-concentrate after release.
Where there will be no traffic over the spreader.
Planning The level spreader is a relatively low-cost structure to release small volumes of
Considerations concentrated flow where site conditions are suitable (Figure 6.40a). The outlet
area must be uniform and well-vegetated with slopes of 10% or less. Particular
care must be taken to construct the outlet lip completely level in a stable, undis-
turbed soil. Any depressions in the lip will concentrate the flow, resulting in
erosion. Evaluate the outlet system to be sure that flow does not concentrate
below the outlet (Mgure 6.40b). The level spreader is most often used as an out-
let for temporary or permanent diversions and diversion dikes. Runoff water
containing high sediment loads must be treated in a sediment trapping device
before release in a level spreader.
Design Criteria Capacity-Determine the capacity of the spreader by estimating peak flow
_ from the 10-yr storm. Restrict the drainage area so that maximum flows into the
spreader will not exceed 30 cfs.
Table 6.40a
Minimum Dimensions for
Level Spreader
Spreader dimensions-When water enters the spreader from one end, as from
a diversion, select the appropriate length, width, and depth of the spreader from
Table 6.40a.
Construct a 20-ft transition section in the diversion channel so the width of the
diversion will smoothly meet the width of the spreader to ensure uniform
outflow.
Design Flow Entrance Width Depth End Width Length
cfs --minimum dimension in feet----
0-10 10 0.5 3 10
10-20 16 0.6 3 20
20-30 24 0.7 3 30
6.40.1

Level Spreader (not to scale)
d/ ?.\: ? ' .1, a=? ' '??•? .,.....u,,.•d• • •..•
Vegetated
diversion :-' a.:`?•a ?* ?*? ?,;;' ?..4 to 0 grade
? " I4 ?t V'?r~y YV y? 4 Ywtl ?Y" y . ?,:
l ? s?,',...?,1y4?.u..7,..1V ???'???? ,tea" •r ` 1Y ?a•• ?I?'?„?!1 fit`, \`? -lU
??.•yP' ?i' a4• ..q N 1 r c: ? .?'Y. 1l• ( V im,..
Y) A ,`.:f 5'?"n °\". ,MI .k.- „i,. ytv.1all •WJ. .Jr 4? n. `'Wd ?, v. ?,•
:kal?y ?"??'\l??'?•al?ah1- '1-1 -fm- Stabilized
?,,.Y;t?•? , ?,?,. ',?' ?a \ ?? ?' ?,` ?. ??y` slope
Stable a- ?.; as b,
undisturbed s` \I, a.. "A, Al ,??,.
outlet t 1• ,'1 9 t? dill >,? ,t. t{. u.. K,. Lu,, . , ?`"? uV Il•"••
alb ,,I<.. 1`I ? ?I... ,?.. y?,, . ,u lNi• yi' u.• ?ur\ ? ?\?\I
J,- All.
,
??.•, .d ?„ ill, `' I,.
Figure 6.40a Level spreader is designed to disperse small volumes of concentrated flow across stable slopes.
Grade-T"ne grade of the last 20 feet of the diversion channel should provide
a smooth transition from channel grade to level at the spreader. The grade of the
spreader should be 0%.
Spreader lip-Construct the level lip on undisturbed soil to uniform height and
zero grade over the length of the spreader. Protect it with an erosion-resistant
material, such as fiberglass matting, to prevent erosion and allow vegetation to
become established.
Outlet area-The outlet disposal area must be generally smooth and
well-vegetated with a maximum slope of 10%.
Veaetate all disturbed areas.
Construction i. The matting should be a minimum of 4 ft wide extending o inches over the
pECITlCcdtl©r3S hp and buried 5 inches deep in a vertical trench on the lower edge. The upper
edge should butt against smoothly cut sod and be securely held in place with
closely spaced heavy duty wire staples at least 12 inches long.
2. Ensure that the spreader lip is level for uniform spreading of storm runoff.
I Construct the level spreader on undisturbed soil (not on fill).
4. Construct a 20-ft transition section from the diversion channel to blend
smoothly to the width and depth of the spreader.
5.40.2
1
Gross
Material
stapled in
place
F7actac2 Standards and Sped.,fit;ations
n
v ie
`TF 'If I I I I EH?i I_
i?<<=??<< r1_I((1III IM1TI
Level lipI(II_?(?I IIIIT
of spreader
II I =1 I -.? III [? J I 1 l l l j Buried
6,, min _
Figure 6.40b Detail of level spreader cross section.
J
_6 _
min Imo, f
itlj-lI-a(11=_I? I(?-ill''
?tll1 ?I! I ?_
ill
-=VIII 1I T 1 I I ??
S. Disperse runoff f ; spreader across a properly stabilized slope not to
exceed 10%. Make s- slope is sufficiently smooth to keep flow from con-
centrating.
6. Immediately afte. -istruction, appropr_ately seed and mulch the entire
disturbed area of the -Ir.
Maintenance inspect levei spreadF - every rainfall until vegetation is established, and
promptly make need- its. After the area has been stabilized, make peri-
odic inspections and : %getation in a healthy, vigorous condition.
References Surface Stabilization
6.10, Temporary Se° .
6.11, Permanent Se`.
Runoff Control Mea.; :
6.20, Temporary Di?, s
6.21, Permanent Di-
6.40.3
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Bill Holman, Secretary
Kerr T. Stevens, Director
0.9!?FA
,&1410 *
NCDENR
Division of Water Quality
September 14, 2000
Mr. Benjamin Wilson, PE.
ECS
PO BOX 12015
RTP, NC 27709
Subject. Lodestar Properties
DWQ Project No. 000057
Wake County
Dear Mr. Wilson:
The Wetlands Unit staff reviewed the stormwater management plans for the subject variance proposal and
determined that additional information is necessary to complete the technical review process. The required
additional information is as follows:
1. Draw Down Orifice Outlet
The plan view indicates that the drawdown invert for the permanent pool is at 385'. The details
indicate 388'. Please clarify.
2. SAIDA Ratio
Please provide the permanent pool surface area.
3. Emergency Drain
Please provide design details for the emergency drain.
4. Vegetative Shelf
A vegetative shelf around the perimeter of the pond is required. The shelf shall be gently sloped (6:1
or flatter) and shall consist of native vegetation. Please specify this on the engineering plans.
S. Access
Access to the pond must be adequate to allow for maintenance of the basin and associated structures.
Please specify access routes on the engineering plans.
6. Operation and Maintenance Agreement
An operation and maintenance agreement is required. Typical requirements for an operation and
maintenance plan include the following:
4401 Reedy Creek Road, Raleigh, NC 27507 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycle& 10% post-consumer paper

• Vegetation management/mowing schedule
• Semi-annual inspections
• Debris check after every storm event
• Benchmark for sediment removal (specific elevations listed)
• Designation of a responsible party
The operation and maintenance agreement must also be signed by the responsible party and
notarized.
7. Level Spreader
please provide design details and calculations fQr the level spreader.
Division wetlands unit staff will strive to complete a final technical review within 14 working days of
receipt of the requested information. Completing the enclosed worksheet will greatly decrease the staff
review time. If you bave any questions or would like to discuss this project, please contact Todd St John at
[phone]. Also, please note that the NCDENR Stormwater Best Management Pracrices Manual.
April 1999, and other documents and information can be downloaded from the Wetlands Unit web site at
http:l/h2o.ehnr.state_nc.us/ncwetlands/.

Dorney
ands Unit
Attachment
cc: Todd St. John, Wedands/401 Unit
Raleigh Regional Office
File
TOTAL P.0:3
ECS, LTD.
TO
Phone
Fax Phone
REMARKS:
Mr. John Dorney
Date 1-12-00
FROM: Trent D. Richardson
Engineering Consulting
Services, Ltd.
P. O. Box 12015
RTP, NC 27709
Phone [phone]
Fax Phone [phone]
? Urgent ? For your review ? Reply ASAP ? Please Comment
Dear Mr. Dorney,
Attached is the original submittal that we sent to you that was returned due to a lack of an
attached check for processing. Please accept this payment attached and proceed with the
permitting process. If you have any questions, please contact me at the above number.
Thanks for your consideration.
Sincerely,
PAYMENT
Trent D. Richardson RECEIVED
000057
g g? f
3y
P. O. Box 12015 Research Triangle Park, NC 27709 [phone] [phone] (FAX)
GEOTECHNICAL CONSTRUCTION MATERIALS ENVIRONMENTAL
Permit No.
(to be provided by, DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
la
STORMWATER MANAGEMENT PERMIT APPLICATION. 6?Z1VI O?
WET DETENTION BASIN SUPPLEMENT FFa
This form may be photocopied for use as an original
DWO Stormwater Management Plan Review
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
L PROJECT INFORMATION
Project Name: /N AW STRFET STAT /oN
Contact Person: 57'Ui4RT FULLE/Q Phone Number. ($(*y) G7 ? - 3 t//8
For projects with multiple basins, specify which basin this worksheet applies to: ROAltj 01
elevations
Basin Bottom Elevation 299.0 ft.
Permanent Pool Elevation :3 Y2-. O ft.
Temporary Pool Elevation 3 9 $ . a- fr.
areas
Permanent Pool Surface Area 7 V 7 9 !o sq. ft.
Drainage Area #0. 2 9 ac.
Impervious Area 3s. / y ac.
(floor of the basin)
(elevation of the orifice)
(elevation of the discharge structure overflow)
(water surface area at the orifice elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
volumes
Permanent Pool Volume
cu. ft.
iing o $3 cu. ft.
3 2 t Z SO cu. ft.
(combined volume of main basin and forebay)
(volume detained above the permanent pool)
(approximately 20% of total volume)
Temporary Pool Volume
Forebay Volume
Other parameters
SA/DA1
Diameter of Orifice
Design Rainfall
Design TSS Removal'-
Form SWU-102 Rev 3.99
34(surface area to drainage area ratio from DWQ table)
in. (2 to S day temporary pool draw-down required)
in.
g S % (minimum 85% required)
Page 1 of 4
Footnotes:

When using the Division SA/DA tables, the correct SA/DA 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_
In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDI ;NR BU P manual provides design tables for both 85% TSS removal and 90% TSS removal.
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, February 1999) 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.
Applicants Initials
a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
b. The forebay volume is approximately equal to 20% of the basin volume.
c. The temporary pool controls runoff from the design storm event.
d. The temporary pool draws down in 2 to 5 days.
e. If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations)
L The basin length to width ratio is greater than 3:1. 2
g. The basin side slopes above the permanent pool are no steeper than"S:1. -Y-
h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
i. Vegetative cover above the permanent pool elevation is specified.
j. A trash rack or similar device is provided for both the overflow and orifice.
k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
m. A mechanism is specified which will drain the basin for maintenance or an emergency.
Ill. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does 4rdoes not incorporate a vegetated filter at the outlet.
This system (check one) 0 does Q(does not incorporate pretreatment other than a forebay.
-+ or- NGD?I? Y2- F-C 1gw 156 -
Form SWU-102 Rev 3.99 Page 2 of 4
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated 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 as designed.
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, swaies, 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 (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 3 A d feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 391.0 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fl11 in the blanks)
0 Permanent Pool Elevation 392• 0
Sediment Re oval El. 391.0 1;75
% Seent Re oval EL 3 9/• 75 0
75
-------------- Sediment Removal Elevation39/ O _______------ _
--- ----------------------------_
Bottom IIe anon 3 22, Bottom IIe anon 389 O afo
25% Bottom Elevation 389.0
EXlT
FOREBAY MAIN POND POOL.
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
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.
Form SWU-102 Rev 3.99 Pa-e 3 of 4
7. All components of the wet detention basin system shall be maintained in good working order. s j"
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print
Note: The legally responsible party 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.
I, kktA. ~r a Notary Public for the State of V I,_ IAA A
County of S&M t Atut. do hereby certify that M A A.r_ ? Ao k4.
personally appeared before me this 'ZN7?_ day of 34kt1U. \ a01 , and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
MARY L. OTTO
It
I` Notary Public ;fate 1
My comm. expires May y 7 7, . 2002001
Comm. No. CC 644919
SEAL,
My commission expires
Form SWU-102 Rev 3.99 Page 4 of 4
[r - U
1
State of North Carolina-
Department of Environment and Natural Resources
Division of Water Quality
(to be provided by DWQ)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
L PROJECT INFORMATION
Project Name: MAIN STRFET STAT I*Al
Contact Person: STUA 9T Fu&,F4 Phone Number. (80) 472 - 3YI2
For projects with multiple basins, specify which basin this worksheet applies to: PON d *2
Permit No.
elevations
Basin Bottom Elevation 3 -9Z • O ft.
Permanent Pool Elevation 3 $ S . D ft.
Temporary Pool Elevation 3 39. O ft.
areas
Permanent Pool Surface Area 3 2, -TIA sq. ft.
Drainage Area 11 O ac.
Impervious Area Q• 13 . ac.
volumes
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
7 7 cu. ft.
'? o o cu. ft.
13, 195 cu. ft.
Other parameters
SA/DA1
Diameter of Orifice
Design Rainfall
Design TSS Removal'-
Form SWU-102 Rev 3.99
3.8Z
Z• S in.
? in.
AS %
(floor of the basin)
(elevation of the orifice)
(elevation of the discharge structure overflow)
(water surface area at the orifice elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(combined volume of main basin and forebay)
(volume detained above the permanent pool)
(approximately 20% of total volume)
(surface area to drainage area ratio from DWQ table)
(2 to S day temporary pool draw-down required)
(minimum 85% required)
Page 1 of 4
Footnotes:
When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious 9b and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries-
In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 90% TSS removal.
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, February 1999) 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.
1s
a. The permanent pool depth is. between 3 and 6 feet (required minimum of 3 feet).
b. The forebay volume is approximately equal to 20% of the basin volume.
c. The temporary pool controls runoff from the design storm event.
d. The temporary pool draws down in 2 to 5 days.
e. If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations) 2
L The basin length to width ratio is greater than 1. JP
g. The basin side slopes above the permanent pool are no steeper than 3:1.
h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
i. Vegetative cover above the permanent pool elevation is specified.
j. A trash rack or similar device is provided for both the overflow and orifice.
k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
1. If the basin is used for sediment and erosion control during construction, clean out of the
*Wry
basin is specified prior to use as a wet detention basin.
m. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does €i(does not
This system (check one) 0 does G4oes not
4 PER #0SNR REQUEST
incorporate a vegetated filter at the outlet.
incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated 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 as designed.
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 (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 3 69 0 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 38y 0 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fll in the blanks)
Permanent Pool Elevation 3 %' . d
Sediment Re oval E1. 3:94K 0 75 75% Sediment Re oval E1. 3•S K?
-------------- - Sediment Removal Elevation 3$Y O
- -------___?_ Bottom IIe anon 3g 2.0
Bottom IIe anon 3 E ?. O %
25% Bottom Elevation 3 $2 O
Eyor
FOREBAY MAIN POND POv4
Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
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.
Form SWU-102 Rev 3.99 Page 3 of 4
7. All components of the wet detention basin system shall be maintained in good worming order. 1
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: t % IWe, kAhq c_
Title:a
Note: The legally responsible party should not be a homeowners association unless more than 50O1o of the lots have been sold and
a resident of the subdivision has been named the president.
I, ?Af& - ?M-M a Notary Public for the State of SI .1iA
v
County of SEM wA eta . do hereby certify that 11?A Q?. ?Wp?14
personally appeared before me this a? day of . 1.OD 1 and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
618V4 C0 ON'UMJO0
LOOT[ Aen 'wum AYV 9Qqft BP4+WdleeleM3'?IIQrM?N ,7
?
olio '1 'Aadw -u,:. ,. i
SEAL.
My commission expires
Form SW-J-102 Rev 3.99 Page 4 of 4
POND MAINTJENANCE REQUIREMENTS
Project Name: Main Street'tation ping Center
Permittee: Main Street StatioAAX Limited Partnership
Address : 100 East Sybelia Drive, Suite 225, Maitland, FL 32751 Phone No. [phone]
I. Monthly, or after every runoff producing rainfall event, whichever comes first:
A. Inspect the trash rack for each pond; remove accumulated debris, repair / replace
if it is not functioning.
B. Inspect and clear the orifice of any obstructions. If a pump is used as the
drawdown mechanism, pump operation will be checked. A log of test runs of the
pump will be kept on site and made available to DWQ personnel upon request.
C. Inspect the pond side slopes and grassed inlet swales; remove trash, and repair
eroded areas before the next rainfall event.
D. If the pond is operated with a vegetated filter, the filter will be checked for
sediment accumulation, trash accumulation, erosion and proper operation of the
flow spreader mechanism. Repairs/cleaning will be done as necessary.
II. Quarterly (Four times a year):
A. Inspect the collection system (i.e. catch basins, piping, grassed swales) for proper
functioning. Accumulated trash will be cleaned from the basin grates, basin
bottoms, and piping will be checked for obstructions and cleared as required.
B. Pond inlets will be checked for undercutting. Riprap or other energy dissipation
structures will be replaced, and broken pipes will be repaired.
III. Semi-annually (twice a year):
A. Accumulated sediment from the bottom of the outlet structure will be removed.
B. The forebay depth will be checked at various points. Sediment removal is
required when the depth is reduced to 75% of the original forebay design depth of
3.0 feet for Pond #1 and 3.0 feet for Pond #2.
C. Grassed swales, including the vegetated filter if applicable, will be re-seeded
twice a year as necessary.
POND MAINTENANCE REQUIREMENTS
PAGE 2
--------------------------------------------------------
IV. Annually (Once a year):
A. The pond depth will be checked at various points. Sediment removal is required
when the depth is reduced to 75% of the original design depth or 5.6 feet,
whichever is greater. The design depth for both of the ponds is 3 feet, therefore
the 5.6 foot minimum would apply. The depth is measured vertically from the
orifice down to the pond's bottom. Sediment must be removed to at least the
original design depth.
V. General:
A. Mowing of the side slopes will be accomplished according to the season.
Maximum grass height will be 6".
B. Cattails are encouraged along the perimeter, however they will be removed when
they cover more than %2 the surface area of the pond. The best time to cut them is
at the end of the growing season, in November. Environmentally sensitive
chemicals for use in killing cattails can also be used. Contact your nearest
Agricultural Extension Agent.
C. The orifice is designed to draw down the pond in the 2-5 days. If drawdown is not
accomplished in that time, the orifice will be replaced with a larger or smaller
orifice. Slow drawdown may be attributed to a clogged system. The source of the
clogging will be found and eliminated.
D. All components of the detention pond systems (2) will be kept in good working
order. Repair or replacement components will meet the original design
specifications as per the approved stormwater plan. If previously approved
components are determined to be ineffective, the component must be redesigned
and/or replaced.
E. Only Pond #2 will be planted initially. DWQ personnel will monitor the
vegetation growth in Pond #1 for 2-3 years. If an insufficient amount of
vegetation exists in Pond #I after this time period, Pond #1 must be planted.
VI Special Requirements:
17
TP 0_ -NA
o? , here y acknowledge that I am the financially
responsible parry for maintenance of this detention pond. I will be responsible for the
performance of the maintenance as outlined above, as part of the Stormwater
Management Permit received for this project.
Signature: G? Date: aL
S
FINANCIAL RESPONSIBILITY/OtiVNERSHIl' FORM
SEDENIENTATION POLLUTION CONTROL ACT
No person may initiate any land-disturbing activity on one or more contiguous acres before this
form has been. comp let iihd,filed with Wake County Department of Environmental Services,
Erosion Flood & Storvate ivision. (Please type or print and, if question is not applicable,
place N/A in the blame,
PART A.?
1. Name of
project: ZMAIns S?EBEFT S rA'rIOA6
2. Location of land-disturbing
activity: ANTER5EG7-/eAt OF BROAD Ad MAIN SMSET-T
3
4. Land owner(s) of Record (Use blank page to list additional owners):
AMC MA6LE ERAIMF_s 3-OP YHL/yLSTAEF'r
Name Name
1001' 4ST smam A•yF- Ra FAox I Z 3
Current Mailing Address Current Mailing Address
A%1Te_"t FL 3 2751 FUQUA y VAR 1 N/F NC Z 7S 2 b
City State Zip City State Zip
PART B.
1. Person or firm financially responsible (developer) for this land disturbing activity.
Name of person or F
loo 9AST MELIA AVE _ SUITE 225
Current Mailing Address Street Address
I TL ND . EL '3Z751
City State Zip
N07) 6-230- 20YO
Telephone
Approximate date land-disturbing activity will be
commenced:
City State Zip
Telephone
(1)

(a) If the Financially Responsible Party is. not a resident of Wake County complete the
following for an appointed went is Wake County to receive any notice, process, pleading in
in anv action or legal proceeding arising out of any matter relating to the
Wake Count Erosion and.Sedimentation Control Ordinance. It is agreed that any notice,
process, or pleading against the person or firm who is financially responsible for this land-
disturbing activity may be served on the undersigned and shall be of the same force and
effect as if served on the financial responsible perso oYfirm.
A. Lee Hogewood III
Name S i-cmature
434 Fayetteville Street Mall
P.O. Box 1070 19th Floor
Current Mailins Address Street Address
Raleigh, NC 27602-1070 Raleigh, NC 27601
City State Zip City State Zip
[phone] [phone]
Telephone Telephone
(b) If the Responsible Party is a Partnership or other person engaging in business IV ?
under an assumed name, complete page 3 of this form or attach a copy of the
Certificate of Assumed Name or Patrnership as recorded in the Resister of Deeds.
If the Financially Responsible Party is a Corporation, complete the information on
page 4 of this form and submit a current copy of the annual Report as filed with the
Secretary of State.

CORPORATION OFFICERS AND FINANCIALLY RESPONSIBLE AGENTS
1. Name of Corporation
2. Name of registered agent, street address, mailing address of registered office in Wake County.
Name
Street Address Current Mailing Address
City State Zip City State Zip
3. Enter first, middle and last name of principal officers. Enter title and street address
of principal officers.
Name and Title Name and Title
Address Address
City State Zip City State Zip

Name and Title Name and Title
City State Zip City State Zip
4. Enter first, middle and last name of directors and street address. Attach second
page if necessary.
Name and Title Name and Title
Address Address
City State Zip City State Zip
Name and Title Name and Title
Address Address
City State Zip City State Zip
(4)
PART C.
1. Contractors and/or subcontractors (Person(s) engaging in the land-disturbing activity:
Name of Person or Firm Name of Person or Firm
Current Mailing Address Current Mailing Address
City State Zip Citv State Zip
Telephone Telephone
2. The information contained in this form is true and correct to the best of my knowledge and
belief and was provided by me while under oath. (This form must be signed by the person
or firm engaging in the land-disturbing activity if an individual or by an officer, director,
general partner; attorney-in-fact, or other person with authority to execute instruments for
the entity engaging in the land-disturbing activity if not an individual. I agree to provide
corrected information should there be anv change in the information provided herein.
Type or Print Name Title or Authority
S ignature Date
1. A0-,,. a Notary Public of the County of
State of C% , herebv certify that
,personallyappe re before me this day and under oath
acknowledged t at the above form was executed by him.
Witness my hand and notarial seal this ` day ofZjhyk,_,
(seal)
Notary
,t p 7,,MAFIY . OTTO
K WSafi Florida
My res M ay 7,2009
'=644919
My commission expires
(5)
AGREEMENiT TO ACCEPT FLVANCIAL RESPONSIBILITY AND TO
FOLLOW APPROVED PLANS
The undersigned party assures that the proposed land disturbing activity will be carried
out in accordance with the Approved Soil Erosion and Sedimentation Control Plan and the
Construction Sequence.
The undersigned party understands the land disturbing permit shall be valid for two (2)
calendar years. If no construction activity has begun within the two (2) year period. the permit
expires and is void. If construction activity has begun but the Certificate of Completion has not
been issued within the two (2) years, the permit must be renewed.
The land-disturbing permit may be renewed for an additional one (1) year by submitting
plans, thimr (30) days prior to the expiration date, under the same procedure as the original
application. The applicant must address any code or ordinance revisions on the plans and render
any additional administrative fees. The renewal is issued for project completion and shall not
affect other provisions or applications of the Wake County Erosion & Sedimentation Control
Ordinance as set forth in Article II, Section 3.
Failure to renew the permit, in accordance with Article IV, Section 1 (1) (C) of the
Ordinance is the same as failure to submit an erosion control plan and will be subject to a single,
non-continuing civil penalty of up to five thousand dollars ($5,000): Any person who is subject
to civil penalty under this subsection may be. subject to additional civil penalties for violation of
any other provisions of the Ordinance, or rules or orders adopted or issued pursuant to the
Ordinance.
All site improvements, as shown on the approved plan. shall be completed by the end of
the one (1) year renewal period and the Certificate oFCompletion issued. Any person who fails
to meet the conditions of the renewal shall be subject to a civil penalty as set forth article IV,
Section 1 (1) (a) of the Ordinance.
Any person who knowingly or willfully violates any provision of the Ordinance. or
adopted or issued pursuant to the Ordinance, or who knowingly or willfully initiates or
continues land-disturbing activity for which an erosion control plan is required except in
accordance with the terms, conditions, and provisions of an approved plan, shall be guilty of a
Class 2 Misdemeanor.
(6)
I have read and reviewed the approved plans, construction sequence, and the above
agreement and understand what is required of myself and those working for me or my
company and will abide by those agreements herein stated I understand that financial
responsibility encompasses personal liability by signing this disclosure form,. if a partner in a
partnership or if an officer or director of a corporation which is either: (a) lawfully dissolved;
(b) suspended from transacting business in North Carolina by the North Carolina Secretary of
State; C insolvent; (d) in bankruptcy, (e) undercapitalized to the e-Ytent it is unable to comply
with the Sediment and Erosion Control Ordinance; or (fl a "shell" corporation.
The information contained in thus form is true and correct to the best of nzy knowledge
and belief and was provided by me while under oath. (This form must be signed by the
financially responsible person if an individual and by an officer, director, partner, or
registered agent with authority. to execute instruments for the financially responsible person).
I agree to provide corrected information should there by any change in the information
provided herein. r
Type or Print Name"
- ?
-t-C Signature
Title or Authority
ate
I, ®A \ , a Notary Public of the
County of State of Nm th-Eaz:oliua, certify
that VI i06 .
,
personally apQeare before on this day and under oath acknowledged that above form was
executed by him/her.
1.9.-
Witness my hand and notaril seal this <'? day of ,? Zat 8
(Seal)
,Y ? C MARY L. OTTO
ea Adv crIntl1. expim May 7.2001
Comm No.CC644919
Notary
My Commission Expires
(7)
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Bill Holman, Secretary
Kerr T. Stevens, Director
1 • •
NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
July 12, 2000
Wake County Project
DWQ Project No. 000057
CERTIFIED MAIL-RETURN RECEIPT REQUESTED
Lodestar Properties
181 North Harbor Drive, Suite E
Davidson, NC 28036
Dear Mr. Wilson:
jD
FILE?I
lJ
_"q?
. On March 17, 2000, the NC Division of Water Quality received your response letter to our letter dated
2/16/00. The submitted plans did not indicate the exact location of the stream or protected riparian buffers,
but it appears that the proposed project will remove approximately 90 linear feet of stream and associated
protected riparian buffers. Please recall, per phone conversations conducted with yourself and Division
personnel, that this project as currently planned will require a Major Variance from the riparian area
protection rules as described within 15A NCAC 2B .0233(9). Please visit our web site at
ht!R://h20.enr.state.nc.us/ncwetlands to learn about the buffer rules in effect in North Carolina. The 401
Water Quality Certification can not be issued until the Environmental Management Commission (EMC)
approves this Major Variance. This Major Variance can be avoided by either reconfiguring your proposed
plan to avoid impacts to the protected riparian buffers or reduce the impacts to the buffers so as only to impact
Zone 2 (the outer 20 feet) and submit a Minor Variance Request to the Division. Please contact Bob Zarzecki
at 919-733-9726 if you choose to discuss these options. The next potential date for review by the EMC is
September 13, 2000.
Until the variance approval is received, I will request (by copy of this letter) that the Corps of Engineers
continues to place this project on hold. Also, this project will continue to be placed on hold for our
processing due to incomplete information [15A NCAC 2H.0507(h)]. I can be reached at [phone]. If
we do not hear from you in three weeks, we will assume that you no longer want to pursue this project and we
will consider the project withdrawn.
Attachment
Sincere
n Domey
cc: US Army Corps of Engineers Raleigh Regulatory Field Office
NC Division of Water Quality Raleigh Regional Field Office
Ben Wilson; ECS, Ltd. - PO 120145, RTP, NC 27709
File Copy
Central Files
000057
Division of Water Quality • Non-Discharge Branch
401/Wetlands Unit, 1621 Mail Service Center, Raleigh, NC 27699 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer • 50% recycled/10% post consumer paper
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Linea Su W / ~ / 1 \ T PIP?No.: 7ja4031 / ~ ~ ~
Linee No Surveyed / / \ / ~ ~ ` I / / ~ \ \ \ ~ - ~ 1 / ~ I / I I I I I I I I 1 ' I ~1 / @ \ ~ ~ ~ \ ~ ~ ~ ~~~~~~I~~ KW>-N-021A
Isti Iron Pi / / / ~ 1 \ ~ \ 21 ACItFS ~ ~ EIP Ex ng pe I / / / ~ ~ \ \ \ / - , ~ EIS Existi Iron Stake ~ I Jfl v / \ \ 05 ¦ . f 9 A.J. ~ ~ ~ ~ ng i / / \ \ ~ ) ~
EIA Exiatmg Iron Axle f / ~ \ / / ~
NIP -New Iron Pipe Set ~ / \ \ / _ ~ ~ ~ I I I \ \ \ \ l / / i - . PKN P K Noq Found I l \ l I
PKS P K Nail Set l / / / ~ 1 \ \ \ / I I / ~ ~ \
\ / I L / / \ \ / / ~ RRS Rotlroad Spike / / ~ / / ~ \ \ \ \ / I ~ ~ _ Found ~ I l ~ \ \ \ l I I ~ NI No Iron Set or I / ~ \ / / r~ ~ ~ ~ l ~ ~ I 1 ~ l j ~~~1 / ~ \~\1 \~\\~'OS~~ ^I ~'l~ ice- y~ .
q--` ~ ECM Existin Concrete Monument / / ~ i \ \ \ \ \ \ / ~ / / / / 5 \ / / / ! / ~ ~ .
R/W Road fight-of-Woy ~ ^ - / / / i - \ / C/L Road Centerline / / / ~ ~ \ / / / I / ~
o Indicates Property comers ~ I \ \ \ \ l
/ / I l I I I I ~ INV Pipe Im~ert I I f l \ \ \ \ f Fl r Section / l ~ \ \ \ f - FES a ed End / I I I \ I I ~ ~l ~_i ~ ~ ~ ~ ~ ~ ail ~ ~ N \ ~C \ \ \ ~
RCP Reinforced Concrete Pi / / / 1 \ 1 \ \ 1 Pe / 1 1 I I ~ ~ ~ f ~ 1 1 1 1 1 r~3 I ' .w.os ~ ~ ~ ~ ~ ~ 1 1 \ \ ~ ~ ~ - - ~ f / ra. eoX ~w. aoo w rv+w sr.
CMP Corra ed Metol Pi ^rt N , ~ / / ~ ~ \ ~ I l I / ~ Pe R ~ 84?9 4 / \ \ 1 1 \ VCP Ytrified Clay Pipe ~ / \ 1 \ ` / / - - - - ~ - - ^ ~ ~ j j ~ ~ ~ ~ `I ~ ~ ~ ~Fb s erw'ia F1~v I ~ ~ 1 1~ \ ~ \ ~ ~ ~ zEeaz3- _ _ \ / ca, ~ ~ 3~ :yes-iwi~"
CONC - - Concrote - - $ N? / ~ \ \ \ \ \ ~ / - -
ASP As haft - _ ~ ~ ~ \ / / ~ ~ J P \ ~ I I EP Edge of Pavement ~
~ r - J ~ \ \ \ I \ \ - . ~ 1567. ` ._.1l GRAV Grovel \ ~ - - - .
FC Fece of Curb Ti- __J ~ ._._.1 7 f~-•-•~' - - ~ a~a- B
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i - - - - - TC Top of Curb _-=a----_ - - - - - - - - - - - - - - - - tR IN THE CORPORATE LIMITS OF RRMY ARINA
FL Flow Line of Curb ; - CENTERLINE OF RR M 1NE CdO HGO Horizontal Ground Distance
TBR To Be Removed Mo+r r I + DAD ZL-41 01~ 100 0 100 200 300
r NORFOLK &SOUTHER RAILROAD MSL -Mean Sea Level LOT: 417.1 ca e =
CP Computed Point W/W M *o i , R W AS NOTED
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