19970431 Ver 1_COMPLETE FILE_19970601

State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
A. Preston Howard, Jr., P.E., Director
A4?
NCDEN-R
DIVISION OF WATER QUALITY
February 11, 1999
Ms. Jensie Teague
Faison, Inc.
1900 Interstate Tower
121 West Trade Street
Charlotte, NC 28202-5399
Subject: Stormwater Management Plan
Hannaford Shopping Center
Wake County, NC
DWQ# 970431
Dear Ms. Teague:
This Office is in receipt of the plans dated June 2; 1998, for the stormwater management
pond at the subject facility prepared on your behalf by DS Atlantic and submitted to the Division.
Staff from the Wetlands Unit reviewed the plans and found them acceptable. This letter is being
issued at this time because a review of our files indicated that an approval letter had not been sent
for the stormwater management plans for the subject project.
If you have any questions regarding this matter, please contact Mr. Todd St. John at (919)
733-1786 ext. 260.
erl,
Jo . Dorney
W tlands Unit Supervisor
cc: Mr. Todd St. John, Wetlands Unit
Raleigh Regional Office
Mr. Alan Maness, 801 Jones Franklin Road, Suite 300, Raleigh, NC 27606
4401 Reedy Creek Road, Raleigh, NC 27607 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper

Division of Water Quality
MEM Fromm: Date:
To: I'' S

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NCDENR
North Carolina Department of Environment and Natural Resources
PO Box 29535, Raleigh, North Carolina 27626-0535 / Phone: [phone]
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
A. Preston Howard, Jr., P.E., Director
May 19, 1998
Hannaford. Brothers Co.
Mr. Kerry Perkins
960 Aviation Parkway
Morrisville, NC 27560
Subject: Hannaford Shopping
Center
Project No. DWQ 970431
Wake County
Dear Ms. Perkins:
This correspondence is concerning the stormwater management plan for the subject
project. The Division of Water Quality (Division) is responsible for evaluating
stormwater management plans proposed in conjunction with 401 Water Quality"
Certifications. Division staff of the Stormwater and General Permits Unit have reviewed
the resubmitted engineering plans and calculations for the proposed wet detention pond
and have determined that additional information is necessary to complete the technical
review process. The required additional information is as follows-
1 . Emergency Drain
The Division is interested to see how the gravel drain filter performs under field
conditions. It is recommended that the Division be notified 24 hours prior to draining the
pond for the first maintenance event. Please include a provision in the O&M plan
specifying that "Antonio Evans (919/ 733-5083, ext. 584) shall be contacted 24 hours
prior to draining the pond for the initial clean-out." As the operation and maintenance
plan states, this initial clean-out event shall be based upon actual sediment accumulation
in the basin.
The operation and maintenance plan must be signed and notarized before this office can
make its final recommendation for approval. The name and title of the responsible
person signing should be indicated on the plan.
2. Vegetative Side Slopes of 3:1 for Ponds 1 and Ponds 2
The basin side slopes above the permanent pool down to the vegetative shelf must be
stabilized with vegetation and side slopes no steeper than 3:1 (horizontal to vertical).
Reference NCDENR Administrative Code Section 15A NCAC 2H.1000 Stormwater
Management, December 1995, Section.1008, item e.7 and e.8. The side slopes between
the permanent pool and temporary pool elevations must be vegetated slopes no steeper
than 3:1.
3. Engineering Plans Sheet C3.3
The arrows do not point to the riser and barrel. Change Note 1 to: "Upon site
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper
stabilization, contractor shall remove sediment basin 'A' and temporary slope drains and
dispose of accumulated sediment. Existing silt... "
Division stormwater staff will complete a final review of the design plans once we
receive a new set of plans with the recommended changes. If you have any questions or
would like to discuss this project, please contact me at [phone], extension 584.
S,ikicerely,
"Ai(t"e ) aln -D
Antonio V. Evans, PE
Environmental Engineer
cc: DS Atlantic, Attn.: Mr. Alan Maness, P.E., 801 Jones Franklin Road, Suite 300,
Raleigh NC 27606
John Dorney, Wetland/401 Unit
Raleigh Regional Office
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POND MAINTENANCE REQUIREMENTS
Project Name: Hannaford Shopping Center
Responsible Party: Hannaford Bros. Co.
Address: c/o Kerry Perkins
960 Aviation Parkway, Suite 300
Morrisville. NC 27560
Phone Number: [phone]
1. Monthly (or after every runoff producing rainfall event if more frequent)
A. Remove debris from the trash rack.
B. Check and clear the orifice of any obstructions
C. Check the pond side slopes; remove trash, repair eroded areas before the next rainfall event.
D. Check the vegetative filter for sediment accumulation, erosion and proper operation of the flow
spreader mechanism. Repair as necessary.
II. Quarterly
A. Inspect the collection system (i.e., catch basins, piping, grassed swales) for proper functioning.
Clear accumulated trash from basin grates, and basin bottoms, and check piping for obstructions.
B. Pond inlet pipes will be checked for undercutting, riprap will be replaced, and broken pipes will be
repaired.
C. Grassed swales, including the vegetative filter, will be reseeded twice a year as necessary. Eroded
areas will be repaired immediately.
M. Biannually
A. Remove accumulated sediment from the bottom of the outlet structure.
B. Check the pond bottom elevation at various points in the pond. If bottom elevation is at or above
elevation 319.50', sediment will be removed to original design elevation 318.00'.
IV. General
A. Cattails, and other indigenous wetland plants, are encouraged along the pond perimeter, however,
they must be removed when they cover the entire surface area of the pond.
B. The orifice is designed to draw down the pond in two to five days. If drawdown is not
accomplished in that time, the system may be clogged. The source of the clogging must be found
and eliminated.
Project Number: HAB004.000
C. All components of the detention pond will be kept in good working order.

POND MAINTENANCE REQUIREMENTS (CONTINUED)
I, Kerry Perkins , hereby acknowledge that I am
an authorized representative of the financially responsibly party for maintenance of this detention pond. I will
ensure the performance of maintenance as outlined above, as part of the Certification of Compliance with
Stormwater Regulations WVived for this project.
Signature ? Date: y g
I, - a Notary Public for the State of
him-Tif , County of wq,V-g , do hereby certify that
( aymu qtr 121-1 NS personally appeared before me this day of
19 q$ , and acknowledge the due execution of the foregping; 4)4,,rument. Witness my hand and
seal. ??•`` VkA RS
(Notary Public)`' ???3 { ) x --
My Commission Expires MY Commission ExA'tres OaL 22, 2000 =_ e e
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t aENGINEERS ¦ARCHITECTS ¦SURVEYORS ¦PLANNERS
June 8, 1998
Mr. Antonio V. Evans, P.E.
Environmental Engineer
NCDENR Division of Water Quality
Post Office Box 29535
Raleigh, NC 27626-0535
SUBJECT: WET DETENTION POND
HANNAFORD SHOPPING CENTER
US HIGHWAY 64 AND NC HIGHWAY 55
DSAtlantic PROJECT NO.: HAB004.000
Dear Mr. Evans:
Please find enclosed the third detention pond submittal for the above referenced project. The plans have
been revised per your comments dated May 19, 1998. This submittal includes three (3) sets of plans, the
signed and notarized operation and maintenance agreement, and the following responses to staff
comments.
EMERGENCYDR,4IN
1. Comment: The Division is interested to see how the gravel drain filter performs under field
conditions. It is recommended that the Division be notified 24 hours prior to draining the pond for
the first maintenance event. Please include a provision in the Q&M plan specifying that "Antonio
Evans (919/ 733-5083, ext. 584) shall be contacted 24 hours prior to draining the pond for the
initial clean-out." As the operation and maintenance plan states, this initial clean-out event shall
be based upon actual sediment accumulation in the basin.
The operation and maintenance plan must be signed and notarized before this office can make its
final recommendation for approval. The name and title of the responsible person signing should
be indicated on the plan.
Response: The gravel drain filter was removed from the plans. After several discussions regarding
the calculation of flow through the gravel filter medium and the additional O&M burden to the
Owner we decided to remove the gravel drain filter.
A copy of the signed and notarized operation and maintenance agreement was attached to our first
submittal. An additional copy has been included in this submittal.
VEGETATIVE SIDE SLOPES OF 3:1 FOR PONDS I AND PONDS 2
2. Comment: The basin side slopes above the permanent pool down to the vegetative shelf must be
stabilized with vegetation and side slopes no steeper than 3:1 (horizontal to vertical). Reference
NCDENR Administrative Code Section 1 SA NCAC 2H. 1000 Stormwater Management,
December 1995, Section .1008, item e.7 and e.8. The side slopes between the permanent pool and
temporary pool elevations must be vegetated slopes no steeper than 3:1.
801 Jones Franklin Road Suite 300 Raleigh, NC 27606
[phone] Fax: [phone] wwwdsatlantic.com
CH:ARLOTTI:, NC ¦ COLUMBIA, SC ¦ MACON, GA ¦ NASHVILLE, TN ¦ RALEIGH, NC ¦ RICHMOND, VA ¦ WINSTON-SALEM, NC
Mr. Antonio V. Evans, P.E.
Environmental Engineer
NCDENR Division of Water Quality
June 8, 1998
Page No. 2
Response: The side slopes between the permanent pool and temporary pool elevations have been
modified to be vegetated slopes no steeper than 3:1. This change is best illustrated on the pond
section located on the pond detail sheet, C3.4.
ENGINEERING PLANS SHEET C3.3
3. Comment: The arrows do not point to the riser and barrel. Change Note 1 to: "Upon site
stabilization, contractor shall remove sediment basin 'A' and temporary slope drains and dispose of
accumulated sediment. Existing silt..."
Response: The adjustment was made to the key note and the note was changed on the plan.
We trust this information is sufficient for your approval. If you have any questions or comments, please
feel free to respond at your earliest convenience.
Sinc ely,
A ane E
Civil Project Manager
DSAtlantic Corporation
AMM/arp
Enclosures: As noted above
cc: Mr. Douglas S. Boyce, P.E. - Hannaford Bros. Co. w/atts
Mr. Kerry Perkins - Hannaford Bros. Co. w/ atts
File - w/atts
A/14i98 15:24 a#>$I K$F "M
+ 919 733 9919 N0.432 P002
PQNb MAINTENANQE REQUPEMEN7S
Project Name; Hannaford Shopping Center
Responsible :Party: Hannaford Bros. Co.
Addre<
I Phone Number: {919 575 5629 _ ? Project Number: HABOt14.000
)i. Monthly (or after every runoff producing rainfall event if more frequent)
A. Remove clebris front the trash rack.
B. Check and clear the orifice of any obstructions
I
C. Check the pond side: slopes; remove trash, repair eroded areas before the next rainfall event.
D. Check the vegetative filter for sediment accumulation, erosion and proper operation of the flow
spreader mechanism. Repair as necessary.
i if. Quarterly
ii
' A. Inspect the collection system (i.e., catch basins in rased swales for functioning.
P•sP Pr g ) proper g.
Clear accumulated trash from basin grates, and basin bottoms, and check piping; for obstructions.
B. Pond inlet: pipes will be checked for undercutting, riprap will be replaced, and broken pipes will be
repaired.
C. Grassed swales, :including the vegetative filter, will be reseeded twice a year as necessary. Eroded
areas will be repaired immediately.
i
D1. Biannually
A. Remove accumulated sediment from the bottom of the outlet structure.
I3. Check the pond bottom elevation at various points in the pond. If bottom elevation is at or above
elevation =519.50', sediment will be removed to original design elevation 318,00'.
IV. General
j A. Cattails, and other indigenous wetland plants, are encouraged along the pond perimeter, however,
they must be removed when they cover the entire surface area of the pond.
B. The orifice is designed to draw down the pond in two to five days. If dra'wdown is not
accomplished in that time, the system may be clogged. The source of the clogging; rriust be found
and eliminated.
C. All components of the detention pond will be kept in good working order.
04/14/98 15:25 @#>$I K$F "M 3 919 733 9919 N0.432 P003
POND MAINTENANCE REQUIREMENTS (CONTINUED)
I, _ Terry Per`h ins --- , hereby a(know•ledge that I am
at authorized representative of the financially responsibly party for maintenance of this detention pond. 1 will
ensure the performance ofFinaintenance as outlined above, as part of the CerCification of Compliance' with
5tarmrvater RVin Signature ived for this project.
?Date: ---
I, .._.`__ ?, a Notary Public for the State of
County of , do hereby certify that
personally appeared before tale this day of
sea] _-, 19tuid acknowledge the due execution of the foregoing instrument. Witness my hand and
.
(N tary Public)
(Seal)
Orly Commission Expires __
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
A I Iff TWA
L 4
IIAL
DEN R
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
A. Preston Howard, Jr., P.E., Director
May 13, 1998
Hannaford Brothers Co.
Mr. Kerry Perkins
960 Aviation Parkway
Morrisville, NC 27560

\ c
Subject: Hannaford Shopping Center
Project No. DWQ 970431
Wake County
Dear Ms. Perkins:
This correspondence is concerning the stormwater management plan for the subject project.
The Division of Water Quality (Division) is responsible for evaluating stormwater
management plans proposed in conjunction with 401 Water Quality Certifications.
Division staff of the Stormwater and General Permits Unit have reviewed the resubmitted
engineering plans and calculations for the proposed wet detention pond and have
determined that additional information is necessary to complete the technical review
process. The required additional information is as follows:
1. Emergency Drain
An ergency drain must be-provided to_draw- down the permanent pool volume in_24
hou s r less. ,The Divi ' approves the use of gravel for this structure provided that you >
ude condition ' our Op enance (O&M) plan to have the responsible
party the ision when the pond is drained h
_
r
2. Vegetative Side Slopes of 3:1 for Ponds 1 and Ponds 2
The basin side slopes above the permanent pool down to the vegetative shelf must be
stabilized with vegetation and side slopes no steeper than 3:1 (horizontal to vertical).
Reference NCDENR Administrative Code Section 15A NCAC 2H_.1000 Stormwater
j Management , December 1995, Section .1008, item- e.7 and e.8 ` Bese ect
-- a wa er e
sp@@i C. r.0sas the.
The side slopes between the permanent
pool and temporary pool elevations must be vegetated slopes no steeper than 3:1.
" - "-- --- Qt Qj?„?8 ?nmmn?atP th1C reQnirement ac Inn ,
?? --a -- - ever ? ?,astt?es?rrn
J
3. Engineering Plans Sheet C3.3
The arrows do not point to the riser and barrel. Change Note 1 to: "Upon site stabilization,
contractor shall remove sediment basin 'A' and temporary slope drains and dispose of
accumulated sediment. Existing silt...... "
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper
MEMO From:
To:
(Division of Water Quafity
Date:
Subject:
WJum J o#uywd JRz-4, Vue
Cbvux ?''• ? oR°P°?, xhc..y .u4"c.1
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L., ,A/h?•?aQ?/v? Q ALA c? An?Q
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mod Jtc s1u1?,?,
IrrA
RCDENR
North Carolina Department of Environment and Natural Resources
PO Box 29535, Raleigh, North Carolina 27626-0535 / Phone: [phone]
Division stormwater staff will complete a final review of the design plans once we receive a
new set of plans with the recommended changes. If you have any questions or would like
to discuss this project, please contact me at [phone], extension 584.
Sincerely,
Antonio V. Evans, PE
Environmental Engineer
cc: DS Atlantic, Attn.: Mr. Alan Maness, P.E., 801 Jones Franklin Road, Suite 300,
Raleigh NC 27606
John Dorney, Wetland/401 Unit
Raleigh Regional Office
Permit File
Subject: Re: Hannaford
Date: Wed, 22 Apr 1998 11:22:38 -0500
From: "Jeanette Powell" <[e-mail]>
To: [e-mail]
References: 1 , 2 , 3 , 4
I'm comfortable with having them call us whenever they are ready to do the
clean-out, even if it takes over a year to reach their benchmark. Since they know
we will be expecting the call they will likely do a good job on O&M. I'd make a
note for you to call the O&M responsible parry in about a year to check on the
status. Also make sure this requirement has been brought to the O&M responsible's
attention, not just the consultants.
Tony Evans wrote:
> Jeanette Powell wrote:
> > Tony Evans wrote:
> > > Jeanette Powell wrote:
> > > What if we
> > > tell them to call us after the 1 st six months of operation so we can
> > > observe draining of the pond?
»
> > If the O&M plan says they will remove sediment every 6 months then this is
> > fine. Go with what ever time frame is in there.
> > > I was also looking at the pond side slope of 2:1 on the plans. I
> > > believe I missed this. However, since the revised specs include a fence
> > > around the structure that eliminate the safety concern. I don't know
> > > what to tell them about establishing vegetation. Shall we evaluate the
> > > vegetation in six months as well?
> > The rules say 3:1 and we have never allowed anyone to go steeper. We'll have
> > to admit we had an oversight and ask them to verify/provide 3:1. It's
> > possible that they are 3:1 and the scale of the plans just doesn't make that
> > easily discernable. Call and ask.
> Their plans say that the will check the sediment accumulation every six
> months and remove acuumulated sediment if over 1.5 feet.

an l•c
ENGINEERS ¦ARCHITECTS ¦SURVEYORS ¦PLANNE.RS
April 8, 1998
Mr. Antonio V. Evans, P.E.
Environmental Engineer
NCDENR Division of Water Quality
Post Office Box 29535
Raleigh, NC 27626-0535
SUBJECT: WET DETENTION POND
HANNAFORD SHOPPING CENTER
US HIGHWAY 64 AND NC HIGHWAY 55
DSAtlantic PROJECT NO.: HAB004.000
Dear Mr. Evans:
a TOM%
hKANCH
Please find enclosed the second detention pond submittal for the above referenced project. The plans
have been revised per the agreements reached in our meeting on March 17, 1998. This submittal
includes three (3) sets of plans and the following responses to staff comments.
INLET/OUTLET STRUCTURES
1. Comment: The inlet/outlet structures must be placed to minimize turbulence and short circuiting.
This may be accomplished through structure relocation, baffles, engineered forebays, etc. Please
call to discuss proposed changes prior to updating the engineering drawings.
es onset The riser/barrel spillway has been relocated to the west to minimize the potential for
short circuiting.
VEGETATIVE FILTER
2. Comment: A minimum 30 foot vegetative filter at the pond outlet is required. Please specify this
on the engineering plans.
V Response: The required 30 foot vegetative filter has been noted on sheet C3.3.
VEGETATED SIDE SLOPES
3. Comment: The basin side slopes for storage above the permanent pool shall be stabilized with
vegetation down to vegetative shelf level and this information must be indicated on the
engineering plans.
Response: The Landscape Plan, sheet C5.1, has been included to show the proposed ground cover
for all slopes.
801 Jones Franklin Road Suite 300 Raleigh, NC 27606
[phone] Fax: [phone] www.dsatlantic.com
CHARLOTTE. NC' ¦ COLUMBIA. SC ¦ MAC'ON. GA ¦ NASHVILLE. TN ¦ RALEIGH. NC ¦ RICHMOND, VA ¦ WINSTON-SALEM. NC

Mr. Antonio V. Evans, P.E.
Environmental Engineer
NCDENR Division of Water Quality
April 8,1998
Page No. 2
VEGETATIVE SHELF
4. Comment: The engineering drawings must specify a vegetative shelf around the entire perimeter of
the pond with slopes of 6:1 or flatter extending into the pond several feet .
Response: Per our meeting, we agreed that sight constraints would not allow construction of a
vegetative shelf. ova )""/,
EMERGENCYDR,4IN tau?
5. Comment:. The emergency drain must draw down the permanent pool volume in 24 hours or less.
Please provide verification that the pond can be drained within the required 24 hour time period
with the stone covering the inlet to this drain.
Response: The required drawdown calculations are attached to this letter. (16CL m?cf4
CCESS c1-
6. Comment: The engineering drawings must indicate access to the pond is adequate to allow for
maintenance of the basin and associated structures.
Response: The plans have been revised to show an access road at the toe of the slope behind the
proposed store. A fence has also been added around the entire pond with gated access at the
southwest corner of the pond.
SEDIMENT REMOVAL
7: Comment: The engineering plans must clearly indicate that accumulated sediment in temporary
sediment basin "A" will be removed prior to putting the wet detention basin into service. In
addition, Drawing C3.3 shows two pipes draining to the pond which appear to be drainage pipes to
the sediment basin during construction. These pipes need to be identified as temporary structures
and the plans should indicate that they will be removed prior putting to the basin into service.
Response: Note #1 of the Construction Sequence on sheet C3.3 has been modified to reflect the
requested changes. Key Note 'E', which states that temporary slope drains need to be removed
prior to puffin the basin into ?service, as b en added to sheet C3.3. Pno(Kc ear, Gccu.
Svr,cs? 1x.c ?L2 ?10Y1 C?A,I 0o
eel
PRINCIPLE SPILLWAY OVERLFOW
8. Comment: To reduce operation and maintenance efforts, the Division recommends you include a
trash and debris baffle on top of the principle spillway in addition to the 3/4 inch galvanized bar.
Response: The owner has elected to not install a baffle on the riser. A trash rack is shown on
detail #3 on sheet C3.4.
FOREBAY
9. Comment: All stormwater wet detention basins are required to have a forebay to facilitate TSS
removal and maintenance. The forebay should be approximately 20% of the total basin volume at
the permanent pool level.

Mr. Antonio V. Evans, P.E.
Environmental Engineer
NCDENR Division of Water Quality
April 8, 1998
Page No. 3
Response: Per our meeting, we agreed th t sight constraints ould not allow construction of
forebay. Gzn:, Qc cstJao ? OUr.?C_ b,? `-
OPERATIONAND MAINTANCE AGRE MEN TI k?1
1 Comment: An operation and maintenance agreement is required. water control structure
will not operate as designed without regular maintenance. Typical requirements for an operation
and maintenance agreement plan include the following:
• Vegetation management/mowing schedule
• Semi-annual inspections
• Debris check after every storm event
• Benchmark for sediment removal (specific elevations listed)
• Designation of a responsible parry
An example operation and maintenance plan is attached for your convenience. Please note that the
example plan is not site specific. Should you choose to use the example plan, it is necessary to
modify all of the "if' statements and provide specific benchmarks for sediment removal. The
operation and maintenance agreement must also be signed by the responsible party and ngtarized.
Response: An executed Operation and Maintenance Agreement is attached to this letter. \
t o c) c` a ytFaininjg J
DRAINAGEAREA'`? -- 11. Co mment:The proposed wet detention basin must be designed to treat all of the runoff d to
it. The Division was unable to verify if Phase II should be included in the wet pond design. Please
specify the drainage area including off-site drainage for the proposed wet detention basin.
Response: Phase 11 of the development is not owned by Hannaford Bros. Co. and therefore is not
included in the pond design for Phase 1. The drainage area calculations provided do include
portions of the residential community directly north of our site that we feel will drain on to our
property.
STORMWA TER COLLECTION SYSTEM
V To verify the flows through the stormwater collection system, please provide showing
and invert elevations at all the collection system nodes.
Sheet C7.4 has been included with this submittal to show the storm drainage chart.
IMPERVIOUSAREA
13. Comment: Commercial developments typically have around 85% or more impervious cover.
Please justify the 60% provided in your submittal. The impervious area used for design purposes
must be estimated for post-development of the entire site draining to the pond, not just the parcel
currently under development.
Response: A Watershed Data Table has been added to the design calculations that demonstrates
our imperviousness calculations. Estimations of pavement and building areas were made based on
the future build out of the outparcels and adjacent property to the north of the site. U?o We
4Z 7 c?
cro eQ ?,? oxyct
" A,&> nW
I
Mr. Antonio V. Evans, P.E.
Environmental Engineer
NCDENR Division of Water Quality
April 8, 1998
Page No. 4
We trust this information is sufficient for your review. If you have any questions or comments, please
feel free to respond at your earliest convenience.
Si erely,
Alan M. Ma kss, Project Manager
DSAtlantic Corporation
/amm
Enclosures: As noted above
cc: Mr. Douglas S. Boyce, P.E. - Hannaford Bros. Co. w/alts
Mr. Kerry Perkins - Hannaford Bros. Co. w/ alts
File - w/atts
04/21/98 13:25 DSATLANTIC 4 7339919 N0.062 901
SI
FACSIMME
D SA" da tie C TRANSMITTAL COVER SHEET
TO 1 ??y.la?S
COWANY 01
TELEPHONE 133,5-0 3 3 )( ,
FASO PHONE [phone]
TOTAL PAGES INCLUDING? COVER SHEET
FROM dT Ya d 7?rve
DATE_.. J TII19:_
PROJECT
PROJECT NO.
RE:
ORIGINAL TO BE SENT ?
REMARKS:

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The Infonnatlon contained in this faceirnile message (unless otherwise indicated) Is prlvlleged and confidential Infermetlon intanded for the use of the
YaiivIdual or entity roamed above. If the reader or this massage Is not the Intended recipient, you are hereby naUfled that any divarnInatlon, distribution or
copying of tft communication Is atrlatly prohlbited. If you Melved this communication in error, please notify us ny telephone and return the original
message to us at the address shown below via the U.S. Pasta! Benrice at our ervense,
dw? T wllt SrAi ?# .
PLEASE ADWSE IF YOU DO NOT RECEIVE A1.4 OF THE PAGESf
801 J my v 1' wW1n Rand. Sucre 300 Raleigh. NC 27606 919-451.6866 t fax [phone]
1
04/21/98 13:25 DSATLANTIC 4 7339919
r _e
NO. 062 D02
84
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PROPERTIES OF AQUIFERS
Limiting particle diameter
imm) (0 units) Size Class
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1024 - -t0 Large
Modlum
Boulders
1 m
$12 9
Small
256 - 8
128 - - y Large
Lobbies
64 _ 6 Smali ? 101'
32 5 V. Coarse
Coarse
16 - - 4
8 - - 3 Medium Pebbles 10-2
e _ - 2 Fine
2 - _ 1 V, Fine
1 0 -(Microns p) V Coarse 10_3
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V256 - + B_ 4
11512- + 9- ? V Fine
]FIGURE 4.3 Standard sizes of sediments with limiting particle diameters and the 0 scale of
sediment sire, in which io is equal to log=s (the particle diameter). Source: G. M. Friedman
and J, E. Sanders, Principles of Sedimentology (New York. John Wiley, 197x), used with
perm ission.
TABLE 4.3 Engineering grain-size classification
Name Size Range (mm) Example
Boulder ]305 Basketball
Cobbles 76-305 Grapefruit
(Coarse gravel 19--76 Leman >?? ?,rf
Fine gravel 4.7514 Pea
Coarse sand 2--4.75 Water softener salt
Medlum sand 0.42-2 Table salt
Fine sand 0.075-0.42 Powdered sugar
Fines <0.075 Talcum powder
5 fianL
04/21/98 13:25 DSATLANTIC 4 7339919 N0.062 D03
100 PROPERTIES OF AQUIFERS
particles that had high roundness and sphericity. Both the shape factor and the
exponent declined for sediments that were less texturally mature and were least
for consolidated sediments.
Shepherd (1989) used the data sets to produce an idealized graph that
relates hydraulic conductivity to the mean grain diameter for different sediment
types (Figure 4.14), The C values on the graph are those that give the hydraulic
f

MCA s
K= t o00
- pot 40 r 0e
Mean gain size (mm)
FIGURE 4.14 Graph showing the relationship of hydraulic conductivity to mean grain
diameter for sediments of different textural maturity. Modified from R. G. Shepherd, Ground
Water 17, no. 5 0 989): 633-638. Copyright 0 1989 Cround Water Publishing Co.
- K ; C. d'R
4/4
I
04/14/98 15:24 a#>$I K$F "M
3 919 733 9919 N0.432 P001
z
FACSIMILE
DSAdanTIC TRANSMITTAL COVER SHEET
TO Tony Eva?is -
COMPANY NCDENR _ FROM Alan M. Maness, P.E.
DATE 4/14/98 TIPv E 4:10 PM
TELEPHONE
FAX PHONE [phone]
PROJECT Hannaford Slip a ira Center
PROJECT NO. HAB004.000
RE: Detention Pond
TOTAL. PAGES INCLUDING COVER SHEET 3
ORIGINAL TO BE SENT
REMARKS:
This is a copy of the O&M.Agreernent for the above referenced project. I will mail the original. Tile reference to
Shepherd in the calcs was from "Correlations of Permeability and Grain Size," Ground ]Water, 1989. Please call if yc:u
have any questions.
The information contained in this facsimile message (unless otherwise indicated) is privileged and confidential information intended for the use of
the individual or entity named above. If the reader of this message is not the intended recipient, you are hereby notified that any dissemination,
distribution or copying of this communication is strioUy ;prohibited. If you received this communication in error, please notify us by telephone and
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PLEASE ADVISE IF YOU DO NOT RECEIVE ALL OF 'THE PAGES!
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WATER QUALITY
POND DESIGN
HANNAFORD SHOPPING CENTER
Apex, North Carolina
Project No.: HAB004.000
Hydrograph Formulation
Stage-Storage Function
Pond Volume Calculations
Chainsaw Routing for the 10-year storm
Drawdown Calculations
Graphed Data for the 10-year storm
Chainsaw Routing for the 100-year storm
Graphed Data for the 100-year storm
Outlet Protection Design
CAR 10 "
r_ ..
q ?HGINE`?? gy`.`?
4* M
HYDROGRAPH FORMULATION
Hannaford -Apex Site Project Number., HAB004.000
BACKGROUND: Use the Rational Method
REFERENCES: (Malcom, 1991; Wanielista, 1990)
SOLUTION - Qp: Use the Kirpich Equation & the Rational Method
OUTPUT
L = 2175 ft
H = 95 ft Tc = 9.7 minutes
9 = 195 (10 year
h = 22 storm) I = 6.15 in/hr
A = 33.3 acres
C = 0.62 Qp10 = 127 cfs

g = 290 (100 year
h = 25 storm) I = 8.36 in/hr
QP100 = 173 cfs
SOLUTION - Tp:
Pn6 = 3.90 in (10 Year Storm)
CN = 66
Pn6 = 5.80 in (100 Year Storm)
S = 5.15 in
Q* = 1.03 in
Tmn = 11.7 minutes
Q* = 2.29 in
TP100 = 19.3 minutes
TERMINOLOGY:
L = Hydraulic Length, (ft)
H = Vertical Relief, (ft)
g = Statistical Variable
h = Statistical Variable
A = Watershed Area, (acres)
C = Composite Runoff Coefficient
Pr6 = Precipitation from 6 hr storm (in)
CN = Curve Number
Tc = Time of Concentration, (minutes)
I = Rainfall Intensity, (in/hr)
Qp = Peak Discharge, (cfs)
S = Ultimate Soil Storage, (in)
Q* = Runoff Depth, (in)
Tp = Time to Peak, (minutes)
POND1.xls 1/7/98
STAGE-STORAGE FUNCTION
Hannaford - Apex Site Project Number.' HAB004.000
1 2 3 4 5 6 7 8
Y X
CONTOUR CONTOUR INCR ACCUM Z In S In Z Z est
AREA VOLUME VOLUME STAGE
sq ft cu ft cu ft ft ft

318 14324 0 0
320 17647 31971 31971 2 10.3726 0.6931 2.06
322 21056 38703 70674 4 11.1658 1.3863 3.90
324 24586 45642 116316 6 11.6641 1.7918 5.83
326 28232 52818 169134 8 12.0384 2.0794 7.88
328 31962 60194 229328 10 12.3429 2.3026 10.07
330 35851 67813 297141 12 12.6020 2.4849 12.40
STAGE-STORAGE FUNCTION.
where:
18
16
14
12
10
s
_ 8
6
4
2
0
S=Ks*Zb
b = 1.24 and
Stage-Storage Function
KS = 13038

0.5
1.0
1.5 2.0
In Z
2.5
POND1.xls 1/7/98
Pond Volume Calculations
Hannaford - Apex Site Project Number: HAB004.000
CALCULATE IMPERVIOUS AREA:
Drainage area = 33.30 ac.
Impervious area = 19.60 ac.
Percent Impervious = 58.86%
FIND SA/DA FOR PERMANENT POOL SIZING:
Assume 85% Pollutant Removal Efficiency and 6 foot permanent pool depth
Use Table 51.1 in Stormwater Management Guidance Manual and interpolate.
SA/DA = 1.49%
FIND REQUIRED SURFACE AREA:
Surface Area = SA/DA x Drainage Area
Surface Area = 0.50 ac. or 21613.17 sf.
FIND VOLUME TO BE CONTROLLED FROM 1" STORM
Rv = 0.58 DA = 33.30 ac
Volume = Rv x 1" x Drainage Area = 1.61 ac.-ft. or 70049 cf.
TERMINOLOGY:
P = Precipitation Depth, (in)
S = Ultimate Soil Storage, (in)
CN = Curve Number
Q* = Runoff Depth, (in)
CHAINSAW ROUTING FOR 10-YEAR STORM
(REF: Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area = 0.57 ac Peak Stage = 327.56 ft
Maximum Surface Area = 0.64 ac Rise = 3.6 ft
Peak Outflow = 38.1 cfs
INPUT
Hydrograph Results: Riser. Nr = 1 Top of Dam: 330.00 ft
Qp = 127 cfs Lr = 5 ft Barrel:
Tp = 11.7 min Wr = 6 ft Nb = 1
dT = 1 min Cwr = 3.00 Db = 36 in
Stage-Storage Results: Cdr = 0.60 Cdb = 0.60
Ks = 13038 Zcr = 327.00 ft Zinv = 318.00 ft
b = 1.24 Drawdown Pipe: Emergency Spillway.
Zo = 318.0 ft (inv) Cdr = 0.60 L = 0 ft
Initial Water Level: D = 3.00 in Zcr = 0.00 ft
Z; = 324.00 ft Zcr = 324.00 ft Cw = 0.00
OUTPUT
1 2 3 4 5 6 7 8 9
Time
T Inflow
I Storage
S Stage
Z Outflow
O Riser
(weir) Riser
(orifice) Barrel Emergency
Spillway
min cfs cu-ft ft cfs cfs cfs cfs cfs
V.V U.U U.U
1 2 120596.32 324.00 0 0.0 0.0 0.0 0.0
2 9 120732.64 324.01 0 0.0 0.0 0.0 0.0
3 19 121268.18 324.03 0 0.0 0.0 0.0 0.0
4 33 122437.29 324.07 0 0.0 0.0 0.0 0.0
5 49 124428.99 324.15 0 0.0 0.0 0.0 0.0
6 66 127373.46 324.27 0 0.0 0.0 0.0 0.0
7 83 131332.74 324.43 0 0.0 0.0 0.0 0.0
8 98 136296.28 324.62 0 0.0 0.0 0.0 0.0
9 111 142181.70 324.85 0 0.0 0.0 0.0 0.0
10 120 148840.67 325.11 0 0.0 0.0 0.0 0.0
11 126 156069.55 325.38 0 0.0 0.0 0.0 0.0
12 127 163623.91 325.67 0 0.0 0.0 0.0 0.0
13 123 171236.06 325.96 0 0.0 0.0 0.0 0.0
14 115 178634.17 326.23 0 0.0 0.0 0.0 0.0
15 104 185561.72 326.49 0 0.0 0.0 0.0 0.0
16 93 191821.08 326.72 0 0.0 0.0 0.0 0.0
17 84 197422.81 326.92 0 0.0 0.0 0.0 0.0
18 75 202436.01 327.11 3 3.1 47.1 93.7 0.0
19 67 206735.66 327.26 12 12.0 73.9 94.7 0.0
20 60 210028.10 327.38 21 21.1 89.1 95.4 0.0
21 54 212355.15 327.46 28 28.4 98.4 95.9 0.0
22 48 213864.83 327.52 34 33.6 104.0 96.2 0.0
23 43 214729.34 327.55 37 36.6 107.0 96.4 0.0
24 38 215108.23 327.56 38 38.0 108.3 96.5 0.0
25 34 215134.58 327.56 38 38.1 108.4 96.5 0.0
26 31 214913.04 327.56 37 37.3 107.7 96.4 0.0
27 28 214522.84 327.54 36 35.9 106.3 96.4 0.0
28 25 214022.53 327.52 34 34.1 104.5 96.3 0.0
29 22 213454.63 327.50 32 32.1 102.5 96.1 0.0
30 20 212849.56 327.48 30 30.1 100.2 96.0 0.0
31 18 212228.83 327.46 28 28.0 97.9 95.9 0.0
32 16 211607.46 327.44 26 26.0 95.5 95.7 0.0
33 14 210995.75 327.42 24 24.1 93.1 95.6 0.0
34 13 210400.58 327.39 22 22.2 90.6 95.5 0.0
35 11 209826.45 327.37 21 20.5 88.2 95.3 0.0
36 10 209276.07 327.35 19 18.9 85.8 95.2 0.0
37 9 208750.94 327.33 17 17.4 83.5 95.1 0.0
38 8 208251.69 327.32 16 16.0 81.2 95.0 0.0
39 7 207778.32 327.30 15 14.7 79.0 94.9 0.0
40 7 207330.41 327.28 14 13.6 76.9 94.8 0.0
POND1.xls 1!7/98
Drawdown Calculations
Hannaford - Apex Site Project Number HAB004. 000
Pond must detain the first 1" of runoff and release it in 2 to 5 days
INPUT
Number of Drains = 1 Starting Water Elevation = 327.00 ft
Diameter of Drains = 3.0 in Ending Water Elevation = 324.00 ft
Orifice Coefficient = 0.60 ft Average Head = 1.50 ft
Elevation of Drains = 324.00 ft
OUTPUT
By the Orifice Equation:
Average Flow = 0.29 cfs
Vol of Storage Required = 70049 cf
Volume of Storage = 78913 cf OK
Length of Drawdown = 272582 sec or 3.15 days OK
GRAPHED DATA FOR 10 YEAR STORM
Hydrographs
100
? c
i
`c

0
i
328.50
328.00
327.50
327.00
i
326.50
326.00
325.50
325.00
324.50
324.00
10 20 30 40
Time (min)
STAGE-DISCHARGE FUNCTION
50 60
70
0 5 10 15 20 25 30 35 40
DISCHARGE (cfs)
PONDI.xis
11/98
CHAINSAW ROUTING FOR 100-YEAR STORM
(REF: Malcom, 9 99 9)
COMPUTED RESULTS
Normal Surface Area = 0.57 ac Peak Stage = 328.53 ft
Maximum Surface Area = 0.66 ac Rise = 4.5 ft
Peak Outflow = 102.1 cfs
INPUT
Hydrograph Results: Riser. Nr = 1 Top of Dam: 330.00 ft
Qp = 173 cfs Lr = 5 ft Barrel:
Tp = 19.3 min Wr = 6 ft Nb = 1
dT = 1 min Cwr = 3.00 Db = 36 in
Stage-Storage Results: Cdr = 0.60 Cdb = 0.60
Ks = 13038 Zcr = 327.00 ft Zinv = 318.00 ft
b = 1.24 Drawdown Pipe: Emergency Spillway.
Zo = 318.0 ft (inv) Cdr = 0.60 L = 0 ft
Initial Water Level: D = 2.50 in Zcr = 0.00 ft
Z; = 324.00 ft Zcr = 324.00 It Cw = 0.00
OUTPUT
1 2 3 4 5 6 7 8 9
Time
T Inflow
I Storage
S Stage
Z Outflow
O Riser
(weir) Riser
(orifice) Barrel Emergency
Spillway
min cfs cu-ft ft cfs cfs cfs cfs cfs
v v ILUDt1Q.0L 3L4.UU U U.U U.U 0.0 0.0
1 1 120596.32 324.00 0 0.0 0.0 0.0 0.0
2 5 120665.10 324.00 0 0.0 0.0 0.0 0.0
3 10 120938.40 324.01 0 0.0 0.0 0.0 0.0
4 18 121546.52 324.04 0 0.0 0.0 0.0 0.0
5 27 122610.87 324.08 0 0.0 0.0 0.0 0.0
6 38 124240.75 324.15 0 0.0 0.0 0.0 0.0
7 50 126530.41 324.24 0 0.0 0.0 0.0 0.0
8 64 129556.60 324.36 0 0.0 0.0 0.0 0.0
9 77 133376.49 324.51 0 0.0 0.0 0.0 0.0
10 92 138026.18 324.69 0 0.0 0.0 0.0 0.0
11 105 143519.71 324.90 0 0.0 0.0 0.0 0.0
12 119 149848.71 325.15 0 0.0 0.0 0.0 0.0
13 131 156982.62 325.42 0 0.0 0.0 0.0 0.0
14 143 164869.50 325.72 0 0.0 0.0 0.0 0.0
15 153 173437.40 326.04 0 0.0 0.0 0.0 0.0
16 161 182596.28 326.38 0 0.0 0.0 0.0 0.0
17 167 192240.42 326.73 0 0.0 0.0 0.0 0.0
18 171 202251.17 327.10 3 2.8 45.6 93.7 0.0
19 173 212330.74 327.46 28 28.4 98.3 95.9 0.0
20 172 220982.06 327.77 61 61.1 126.9 97.7 0.0
21 169 227635.49 328.01 91 91.2 145.1 99.1 0.0
22 164 232313.66 328.17 100 114.5 156.5 100.1 0.0
23 157 236154.68 328.31 101 134.8 165.3 100.9 0.0
24 148 239522.62 328.43 102 153.5 172.6 101.5 0.0
25 102 242310.99 328.53 102 169.5 178.4 102.1 0.0
26 95 242303.31 328.52 102 169.5 178.4 102.1 0.0
27 89 241896.32 328.51 102 167.1 177.5 102.0 0.0
28 83 241120.82 328.48 102 162.6 175.9 101.8 0.0
29 78 240005.60 328.44 102 156.2 173.6 101.6 0.0
30 73 238577.51 328.39 101 148.2 170.6 101.3 0.0
31 68 236861.63 328.33 101 138.7 166.8 101.0 0.0
32 64 234881.42 328.26 101 128.0 162.4 100.6 0.0
33 59 232658.77 328.19 100 116.3 157.3 100.2 0.0
34 56 230214.17 328.10 100 103.8 151.5 99.7 0.0
35 52 227566.78 328.01 91 90.8 144.9 99.1 0.0
36 49 225230.64 327.92 80 79.9 138.8 98.6 0.0
37 45 223350.04 327.86 71 71.4 133.7 98.2 0.0
38 42 221789.73 327.80 65 64.5 129.3 97.9 0.0
39 40 220461.02 327.75 59 58.9 125.4 97.6 0.0
40 37 219304.22 327.71 54 54.1 121.9 97.4 0.0
41 35 218278.25 327.68 50 50.0 118.8 97.2 0.0
42 32 217354.31 327.64 46 46.4 115.8 97.0 0.0
GRAPHED DATA FOR 100 YEAR STORM
Hydrographs
200
175
150
125
N
U
100
O
L
U
V:
75
50
25
0
0
STAGE-DISCHARGE FUNCTION
329.00
i
328.50
328.00
327.50
327.00
326.50
326.00
0 10 20 30 40 50 60 70 80 90 100 110
DISCHARGE (cfs)
10 20 30 40 50 60 70 80 90
Time (min)
OUTLET PROTECTION
DSAtlantic No. HAB004.000 Hannaford Shopping Center
Apex, NC
Design Storm: 100-year
BACKGROUND: Use the E&S Control Planning & Design Manual, Section 8.06.
REFERENCE: (NCDEHNR, 1993)
Step 1. Minimum Tailwater Condition
Step 2. D-o = 36 in.
D-o = 3 ft.
Q-100 = 103 cfs
V= 14.5 fps
d-50 = 1.1 ft.
L-a = 36 ft.
Step 3. 3*D-o = 9 ft.
W = 39 ft.
Step 4. d-max 1.65 ft.
d-max 19.8 in.
Step 5. Thickness = 1.7 ft.
Thickness = 20 in.
Figure 8.06 a
Figure 8.06 a
USE: 10 ft.
USE: 40 ft.
Maximum Stone Diameter (1.5*d-50)
USE: Class 1 Rip-Rap
Apron Thickness With Filter Fabric (1.5*d-50)
USE: 24 in.
TERMINOLOGY: Q100 = 100-Year Design Storm, Peak Discharge, (cfs)
D-o = Pipe Diameter, (in. & ft.)
d-50 = Mean Stone Diameter of Rip-Rap, (ft.)
L-a = Length of Rip-Rap Apron, (ft.)
3*D-o = Width of Rip-Rap Apron @ Pipe Outlet, (ft.)
W = Width of Rip-Rap Apron @ End of Apron, (ft.)
d-max = Maximum Stone Diameter of Rip-Rap, (ft. & in.)
Thickness = Thickness of Rip-Rap Apron With Filter Fabric, (ft. &in.)
AMM\c:\excel\alan\CO9501\DISS.xis 1/7/98 1:56 PM Page 1 of 1
1
PROJECT NAME Ha?nq'aI'd ShODO%na (M+er
PROJECT NO. 0 D 0 O SHEET I OF
DS Atlantic
BY A,,dy Pad?aK DATE_ ?- 08-q8
CHECKED BY DATE
De+ir,nine- 'if -PAe pnrman?nf- Pool vo Iv.r,e eRh be dl-a;`A rh
zi-l hovrs ?PSS. vj1+4i +W?c s+ane Lbve,?ny ? le? -?
VM1 dram .
Step De {ermine ?yG1/aul;c Ccndvcf-i , of /Uo, 57 s-+ane.
K - C ds o Sl?e?lle?p(? 19%9?
C z 10000
d5o . Z omm
/,10
Step Z
ArGA Z' Of x /0
v5;ny preiriovsIy calcvlaY-fo(
+?V-, N .
Q , - KA 1 ?,t (Darty's LGw? uJ ?U
K = z . 9 Y10" f+l dt,
y ?
A = d,3S ?+z S" d%a mekr) CDT"
Q = 1, vlsoov3/day
Vo?ome a+ NorpQ( Pool ( Elev , 37,141) = //G 3 1? T+3
->I- Porid Covl d be dr(iI'Aed in 45S 41.0h 3 h ov"s
C

MEMO From:
To:
Division of Water QQuafity
Subject:
Date:
CQ = CJD A Vii, ?M , ?ag9
a4sI C?mp
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D-aw?
NCDENR
North Carolina Department of Environment and Natural Resources
PO Box 29535, Raleigh, North Carolina 27626-0535 / Phone: [phone]

PROJECT NAME H Q n nq 10 S ?opD n 4 (en +er
S Atlantic ECT NO. H A 13f 60q •000 SHEET: OF
BY- A Nd j PQd iaK DATE 0 g?q g
CHECKED BY --1 DATE _
if -14,e PvrMantnf- Pool volv,v%e !Rh be Iv1
Z?) ?ovfS br le,5S. Wig Jj, c s+sne Cbven,ny C le? fo
C dram .
S}ej) Dekrmu\e h,?l?/aul%c C0ndvcfii?, of M-0- 5-7 S+One.
Slner?l??p(? 1984
K - C 5-o
C = 10000
dso _ Z 0mm
/ 90
10000 (zo m,) 190
Step Z peitrm;ne low vs ry Pfefiovs I? CAjcvj4f-f0
hydrav I,:<- c-ndvcfiv;4-q.
d? )
Q . _ VA C
,t (Dar(y'5 Lkw)
C = Z.q xro? f+la?Y
1 d,3S >C+1 d%awfer)
Q = J , U /-C,) 0 00 F}3
Vo 1o me a+ Nara I P oo I ( E Irv = 17,14 3 , ? 3

--'? Po id cool d be Jrlifl`ne4 in 45S eltkaq 3 h ovrs

WATER QUALITY
POND DESIGN
HANNAFORD SHOPPING CENTER
Apex, North Carolina
Project No.: HAB004.000
Hydrograph Formulation
Stage-Storage Function
Pond Volume Calculations
Chainsaw Routing for the 10-year storm
Drawdown Calculations
Graphed Data for the 10-year storm
Chainsaw Routing for the 100-year storm
Graphed Data for the 100-year storm
Outlet Protection Design
Rf) J (9 C2 9'ff '%
v APR -1 ? 1?, Db
f <s ;,- 0URCE BRANCH
CART
q? ?NGINE`°' g??•`? g
Watershed Data
HAB004.000 - HANNAFORD SHOPPING CENTER
Apex, North Carolina

WATERSHED
(No.) DRAINAGE AREA
Measure No.i Measure No.2 Measure No.3 AVERAGE
(ACRES) (ACRES) (ACRES) (ACRES)

1 33.5 33.1 33.2 33.3

WATERSHED
(No.) HYDRAULIC
LENGTH
(FT) VERTICAL
RELIEF
(FT)

1 2175 95

WATERSHED
(No.)
Watershed Area
7 ESTIMATION OF IMPERVIOUSNESS

Pavement Area Building Area % Imperv.
1

1 33.30 ac 14.42 ac * 5.18 ac * 58.86%

* : Esimated for build out of outparcels and adjacent property to the north.
AMM\c:\excel\projects\PH9407\WATSHED.xls 4/9/98 8:22 AM

BACKGROUND:
REFERENCES:
SOLUTION - Qp:
HYDROGRAPH FORMULATION
Hannaford - Apex Site Project Number.- HAB004.000
Use the Rational Method
(Malcom, 1991; Wanielista, 1990)
Use the Kirpich Equation & the Rational Method
OUTPUT
L= 2175 ft
H = 95 ft Tc = 9.7 minutes
g = 195 (10 year
h = 22 storm) I = 6.15 in/hr
A = 33.3 acres
C = 0.62 QP10 = 127 cfs

g = 290 (100 year
h = 25 storm) I = 8.36 in/hr
QP100 = 173 cfs
SOLUTION - Tp:
INPUT OUTPUT
Pn6 = 3.90 in (10 Year Storm) S= 5.15 in
CN = 66 Q* = 1.03 in
Tn4n = 11.7 minutes
Pros = 5.80 in (100 Year Storm)
Q* = 2.29 in
TP100 = 19.3 minutes
TERMINOLOGY.'
L = Hydraulic Length, (ft)
H = Vertical Relief, (ft)
g = Statistical Variable
h = Statistical Variable
A = Watershed Area, (acres)
C = Composite Runoff Coefficient
Pr6 = Precipitation from 6 hr storm (in)
CN = Curve Number
Tc = Time of Concentration, (minutes)
I = Rainfall Intensity, (in/hr)
Qp = Peak Discharge, (cfs)
S = Ultimate Soil Storage, (in)
Q* = Runoff Depth, (in)
Tp = Time to Peak, (minutes)
POND1.xls 1/7/98
STAGE-STORAGE FUNCTION
Hannaford - Apex Site Project Number.' HAB004.000
1 2 3 4 5 6 7 8
Y X
CONTOUR CONTOUR INCR ACCUM Z In S In Z Z est
AREA VOLUME VOLUME STAGE
sq ft cu ft cu ft ft ft

318 14324 0 0
320 17647 31971 31971 2 10.3726 0.6931 2.06
322 21056 38703 70674 4 11.1658 1.3863 3.90
324 24586 45642 116316 6 11.6641 1.7918 5.83
326 28232 52818 169134 8 12.0384 2.0794 7.88
328 31962 60194 229328 10 12.3429 2.3026 10.07
330 35851 67813 297141 12 12.6020 2.4849 12.40
STAGE-STORAGE FUNCTION:
18
16
14
12
10
8
6
4
2
0
S=KS*Zb
where: b = 1.24 and
Stage-Storage Function
KS = 13038
0.5 1.0 1.5 2.0 2.5
In Z
POND1.xls 1/7/98

Pond Volume Calculations
Hannaford -Apex Site Project Number: HAB004.000
CALCULATE IMPERVIOUS AREA:
Drainage area = 33.30 ac.
Impervious area = 19.60 ac.
Percent Impervious = 58.86%
FIND SA/DA FOR PERMANENT POOL SIZING:
Assume 85% Pollutant Removal Efficiency and 6 foot permanent pool depth
Use Table 51.1 in Stormwater Management Guidance Manual and interpolate.
SA/DA = 1.49%
FIND REQUIRED SURFACE AREA:
Surface Area = SA/DA x Drainage Area
Surface Area = 0.50 ac. or 21613.17 sf.
FIND VOLUME TO BE CONTROLLED FROM 1" STORM
Rv = 0.58 DA = 33.30 ac
Volume = Rv x 1" x Drainage Area = 1.61 ac.-ft. or 70049 cf.
TERMINOLOGY:
P = Precipitation Depth, (in)
S = Ultimate Soil Storage, (in)
CN = Curve Number
Q' = Runoff Depth, (in)
CHAINSAW ROUTING FOR 10-YEAR STORM
(REF: Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area = 0.57 ac Peak Stage = 327.56 ft
Maximum Surface Area = 0.64 ac Rise = 3.6 ft
Peak Outflow = 38.1 cfs
INPUT
Hydrograph Results: Riser.' Nr = 1 Top of Dam: 330.00 ft
Qp = 127 cfs Lr = 5 ft Barrel.
Tp = 11.7 min Wr = 6 ft Nb = 1
dT = 1 min Cwr = 3.00 Db = 36 in
Stage-Storage Results. Cdr = 0.60 Cdb = 0.60
Ks = 13038 Zcr = 327.00 ft Zinv = 318.00 ft
b = 1.24 Drawdown Pipe: Emergency Spillway:
Zo = 318.0 ft (inv) Cdr = 0.60 L = 0 ft
Initial Water Level. D = 3.00 in Zcr = 0.00 ft
Z; = 324.00 ft Zcr = 324.00 ft Cw = 0.00
OUTPUT
1 2 3 4 5 6 7 8 9
Time
T Inflow
I Storage
S Stage
Z Outflow
O Riser
(weir) Riser
(orifice) Barrel Emergency
Spillway
min cfs cu-ft ft cfs cfs cfs cfs cfs
v v ILUVwv.JL 049.VU V 0.0 0.0 0.0 U.0
1 2 120596.32 324.00 0 0.0 0.0 0.0 0.0
2 9 120732.64 324.01 0 0.0 0.0 0.0 0.0
3 19 121268.18 324.03 0 0.0 0.0 0.0 0.0
4 33 122437.29 324.07 0 0.0 0.0 0.0 0.0
5 49 124428.99 324.15 0 0.0 0.0 0.0 0.0
6 66 127373.46 324.27 0 0.0 0.0 0.0 0.0
7 83 131332.74 324.43 0 0.0 0.0 0.0 0.0
8 98 136296.28 324.62 0 0.0 0.0 0.0 0.0
9 111 142181.70 324.85 0 0.0 0.0 0.0 0.0
10 120 148840.67 325.11 0 0.0 0.0 0.0 0.0
11 126 156069.55 325.38 0 0.0 0.0 0.0 0.0
12 127 163623.91 325.67 0 0.0 0.0 0.0 0.0
13 123 171236.06 325.96 0 0.0 0.0 0.0 0.0
14 115 178634.17 326.23 0 0.0 0.0 0.0 0.0
15 104 185561.72 326.49 0 0.0 0.0 0.0 0.0
16 93 191821.08 326.72 0 0.0 0.0 0.0 0.0
17 84 197422.81 326.92 0 0.0 0.0 0.0 0.0
18 75 202436.01 327.11 3 3.1 47.1 93.7 0.0
19 67 206735.66 327.26 12 12.0 73.9 94.7 0.0
20 60 210028.10 327.38 21 21.1 89.1 95.4 0.0
21 54 212355.15 327.46 28 28.4 98.4 95.9 0.0
22 48 213864.83 327.52 34 33.6 104.0 96.2 0.0
23 43 214729.34 327.55 37 36.6 107.0 96.4 0.0
24 38 215108.23 327.56 38 38.0 108.3 96.5 0.0
25 34 215134.58 327.56 38 38.1 108.4 96.5 0.0
26 31 214913.04 327.56 37 37.3 107.7 96.4 0.0
27 28 214522.84 327.54 36 35.9 106.3 96.4 0.0
28 25 214022.53 327.52 34 34.1 104.5 96.3 0.0
29 22 213454.63 327.50 32 32.1 102.5 96.1 0.0
30 20 212649.56 327.48 30 30.1 100.2 96.0 0.0
31 18 212228.83 327.46 28 28.0 97.9 95.9 0.0
32 16 211607.46 327.44 26 26.0 95.5 95.7 0.0
33 14 210995.75 327.42 24 24.1 93.1 95.6 0.0
34 13 210400.58 327.39 22 22.2 90.6 95.5 0.0
35 11 209826.45 327.37 21 20.5 88.2 95.3 0.0
36 10 209276.07 327.35 19 18.9 85.8 95.2 0.0
37 9 208750.94 327.33 17 17.4 83.5 95.1 0.0
38 8 208251.69 327.32 16 16.0 81.2 95.0 0.0
39 7 207778.32 327.30 15 14.7 79.0 94.9 0.0
40 7 207330.41 327.28 14 13.6 76.9 94.8 0.0
POND1.xls 117/98

Drawdown Calculations
Hannaford -Apex Site Project Number. HAB004.000
Pond must detain the first 1" of runoff and release it in 2 to 5 days
INPUT
Number of Drains = 1 Starting Water Elevation = 327.00 ft
Diameter of Drains = 3.0 in Ending Water Elevation = 324.00 ft
Orifice Coefficient = 0.60 ft Average Head = 1.50 ft
Elevation of Drains = 324.00 ft
OUTPUT
By the Orifice Equation:
Average Flow = 0.29 cfs
Vol of Storage Required = 70049 cf
Volume of Storage = 78913 of OK
Length of Drawdown = 272582 sec or 3.15 days OK

GRAPHED DATA FOR 10 YEAR STORM
Hydrographs
100
L
U
0 1
0
10 20
30 40
Time (min)
50 60 70
329.00
328.50
328.00
327.50
i
327.00
326.50
s
326.00
325.50
325.00
324.50
324.00
STAGE-DISCHARGE FUNCTION
0
POND1.xls
5 10 15 20 25 30 35 40
DISCHARGE (efs)
117198
CHA/NSAW ROUTING FOR 100-YEAR STORM
(REF: Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area = 0.57 ac Peak Stage = 328.53 ft
Maximum Surface Area = 0.66 ac Rise = 4.5 ft
Peak Outflow = 102.1 cfs
INPUT
Hydrograph Results: Riser Nr = 1 Top of Dam: 330.00 ft
Qp = 173 cfs Lr = 5 ft Barret.
Tp = 19.3 min Wr = 6 ft Nb = 1
dT = 1 min Cwr = 3.00 Db = 36 in
Stage-Storage Results: Cdr = 0.60 Cdb = 0.60
Ks = 13038 Zcr = 327.00 ft Zinv = 318.00 ft
b = 1.24 Drawdown Pipe: Emergency Spillway:
Zo = 318.0 ft (inv) Cdr = 0.60 L = 0 ft
Initial Water Level: D = 2.50 in Zcr = 0.00 ft
z! = 324.00 ft Zcr = 324.00 ft Cw = 0.00
OUTPUT
1 2 3 4 5 6 7 8 9
Time
T Inflow
I Storage
S Stage
Z Outflow
O Riser
(weir) Riser
(orifice) Barrel Emergency
Spillway
min cfs cu-ft ft cfs cfs cfs cfs cfs
v v LVJJV.JL JLY.VV V V.U U.U U.U U.U
1 1 120596.32 324.00 0 0.0 0.0 0.0 0.0
2 5 120665.10 324.00 0 0.0 0.0 0.0 0.0
3 10 120938.40 324.01 0 0.0 0.0 0.0 0.0
4 18 121546.52 324.04 0 0.0 0.0 0.0 0.0
5 27 122610.87 324.08 0 0.0 0.0 0.0 0.0
6 38 124240.75 324.15 0 0.0 0.0 0.0 0.0
7 50 126530.41 324.24 0 0.0 0.0 0.0 0.0
8 64 129556.60 324.36 0 0.0 0.0 0.0 0.0
9 77 133376.49 324.51 0 0.0 0.0 0.0 0.0
10 92 138026.18 324.69 0 0.0 0.0 0.0 0.0
11 105 143519.71 324.90 0 0.0 0.0 0.0 0.0
12 119 149848.71 325.15 0 0.0 0.0 0.0 0.0
13 131 156982.62 325.42 0 0.0 0.0 0.0 0.0
14 143 164869.50 325.72 0 0.0 0.0 0.0 0.0
15 153 173437.40 326.04 0 0.0 0.0 0.0 0.0
16 161 182596.28 326.38 0 0.0 0.0 0.0 0.0
17 167 192240.42 326.73 0 0.0 0.0 0.0 0.0
18 171 202251.17 327.10 3 2.8 45.6 93.7 0.0
19 173 212330.74 327.46 28 28.4 98.3 95.9 0.0
20 172 220982.06 327.77 61 61.1 126.9 97.7 0.0
21 169 227635.49 328.01 91 91.2 145.1 99.1 0.0
22 164 232313.66 328.17 100 114.5 156.5 100.1 0.0
23 157 236154.68 328.31 101 134.8 165.3 100.9 0.0
24 148 239522.62 328.43 102 153.5 172.6 101.5 0.0
25 102 242310.99 328.53 102 169.5 178.4 102.1 0.0
26 95 242303.31 328.52 102 169.5 178.4 102.1 0.0
27 89 241896.32 328.51 102 167.1 177.5 102.0 0.0
28 83 241120.82 328.48 102 162.6 175.9 101.8 0.0
29 78 240005.60 328.44 102 156.2 173.6 101.6 0.0
30 73 238577.51 328.39 101 148.2 170.6 101.3 0.0
31 68 236861.63 328.33 101 138.7 166.8 101.0 0.0
32 64 234881.42 328.26 101 128.0 162.4 100.6 0.0
33 59 232658.77 328.19 100 116.3 157.3 100.2 0.0
34 56 230214.17 328.10 100 103.8 151.5 99.7 0.0
35 52 227566.78 328.01 91 90.8 144.9 99.1 0.0
36 49 225230.64 327.92 80 79.9 138.8 98.6 0.0
37 45 223350.04 327.86 71 71.4 133.7 98.2 0.0
38 42 221789.73 327.80 65 64.5 129.3 97.9 0.0
39 40 220461.02 327.75 59 58.9 125.4 97.6 0.0
40 37 219304.22 327.71 54 54.1 121.9 97.4 0.0
41 35 218278.25 327.68 50 50.0 118.8 97.2 0.0
42 32 217354.31 327.64 46 46.4 115.8 97.0 0.0

GRAPHED DATA FOR 100 YEAR STORM
Hydrographs
200
175
150
125
y
U
Er 100
O
337.5
c 75
50
25
0
0 10 20 30 40 50 60 70 80 90
i
Time (min)
i STAGE-DISCHARGE FUNCTION
329.00
i
328.50
328.00
327.50
s
327.00
326.50
326.00
0 10 20 30 40 50 60 70 80 90 100 110
DISCHARGE (cfs)

BACKGROUND:
REFERENCE:
OUTLET PROTECTION
DSAtlantic No. HAB004.000 Hannaford Shopping Center
Apex, NC
Design Storm: 100-year
Use the E&S Control Planning & Design Manual, Section 8.06.
(NCDEHNR, 1993)
Step 1. Minimum Tailwater Condition
Step 2. D-o = 36 in.
D-o = 3 ft.
Q-100 = 103 cfs
V= 14.5 fps
d-50 = 1.1 ft.
L-a = 36 ft.
Step 3. 3*D-o = 9 ft.
W = 39 ft.
Step 4. d-max 1.65 ft.
d-max 19.8 in.
Step 5. Thickness = 1.7 ft.
Thickness = 20 in.
Figure 8.06 a
Figure 8.06 a
USE: 10 ft.
USE: 40 ft.
Maximum Stone Diameter (1.5*d-50)
USE: Class 1 Rip-Rap
Apron Thickness With Filter Fabric (1.5*d-50)
USE: 24 in.
TERMINOLOGY: Q100 = 100-Year Design Storm, Peak Discharge, (cfs)
D-o = Pipe Diameter, (in. & ft.)
d-50 = Mean Stone Diameter of Rip-Rap, (ft.)
L-a = Length of Rip-Rap Apron, (ft.)
3*D-o = Width of Rip-Rap Apron @ Pipe Outlet, (ft.)
W = Width of Rip-Rap Apron @ End of Apron, (ft.)
d-max = Maximum Stone Diameter of Rip-Rap, (ft. & in.)
Thickness = Thickness of Rip-Rap Apron Wth Filter Fabric, (ft. &in.)
AMM\c:\excel\alan\CO9501\DISS.xls 1/7/98 1:56 PM Page 1 of 1
(Division of Water Quafity
ME From: Date:
To: Subject:
.? c1 2
c &A
i)-)q aca O'A
c?Xnt?
S
-<?? nyl? confta?z
NCDENR
North Carolina Department of Environment and Natural Resources
PO Box 29535, Raleigh, North Carolina 27626-0535 / Phone: [phone]
State of North Carolina
Department of Environment
and Natural Resources
'4J
Division of Water Quality
James B. Hunt, Jr., Governor Am IL
Wayne McDevitt, Secretary p E N
A. Preston Howard,,Jr.,.,P.E., Director
April 17, 1998
Hannaford Brothers Co.
Mr. Kerry Perkins .
960 Aviation Parkway
Morrisville, NC 27560
Subject: Hannaford Shopping Center
Project No. DWQ 970431
Wake County
Dear Ms. Perkins:
This correspondence is, concerning the stormwater managementplan for the subject project.
- -z <
The.Ilivisionaaf.Water.QualiDivision)•,is xesponsibla=f_Or?valuating stor-Mwater,
management plans,proposed in.conjunction with 401 Water Quality Certifications. - -
Division staff of the Stormwater and General Permits Unit have reviewed the resubmitted
engineering plans and calculations for the proposed wet detention pond and have
determined that additional information is necessary to.complete the technical review
process. The required additional information is as follows: -- - --
1. Emergency Drain
The resubmitted plans and calculations included verification of time required to drain the
pond is within 24 hours using No. 57 inch gravel at the opening of the emergency drain.
The submitted emergency drain calculations do not support the Divisions conclusion that it
will take at least 13 hours to drain the permanent pool usthe orrice equation.
Thereforee Division recommends that you should noWavel at he opening of the
emergenc oTsediment' accumulation around the emergency drain ? s a concern, the
Division recommends you use a lake drain system: See attachment.
2. Engineering Plans Sheet C3.3
The arrows do not point to the riser and barrel. Change Note 1 to: "Upon site,stabilization,
contractor shall remove temporary slope drains and sediment basin 'A' and dispose of
accumulated sediment. Existing silt...:.. "
Division stormwater staff will approve of the design plans once we receive a new set of
plans with the recommended changes. If you have any questions or would like to discuss
this project, please contact me at [phone], extension 5,84.
LAKE DRAINS'
he lake drain should always be operable =
in order that the pool level can be drawn
T
down in case of an emergency or for
necessary repair. Lake drain valves or
gates that have not been operated for a long time -
present a special problem for owners. If the valve
cannot be closed after it is opened, the impound-
ment could be completely drained. An uncontrol-
led and rapid drawdown could also induce more
serious problems such as slides in the saturated
upstream slope of the embankment. Drawdown
rates should not exceed 1 foot per week for slopes
of clay or silt material except for emergency situa-
tions. Very flat slopes or slopes with free-draining -
upstream zones can withstand more rapid draw- -
down rates. Large discharges could also cause
downstream flooding. Therefore, before operating develops within the embankment, saturation, ero-
a valve or gate, it should be inspected and all sion, and possibly failure of the embankment
appropriate parts lubricated and repaired. It is also could occur in a short period of time. A depression
prudent to advise downstream residents of large in the soil surface over the pipe may be a sign soil is
and/or prolonged discharges. being removed from around the pipe. These older
To test a valve or gate without risking that the structures should be monitored closely and owners
lake will be drained, one must somehow physically should plan to relocate the valve upsteam or install
block the drain inlet upstream from the valve. a new drain structure. Inspectors should closely
Some drain structures have been designed with examine the drain outlet for signs of possible
this capability and have dual valves or gates, or problems.
slots for stoplogs (sometimes called bulkheads)
located upstream of the drain valve. Divers can be Removable stoplogs

hired to inspect the drain inlet, and may be able to for regulating the
pool level or
construct a temporary block at the inlet for testing draining the lake Riser
purposes.
Other problems may be encountered when oper-
ating the lake drain. Sediment can build up and
block the drain inlet: Debris can be carried into the
valve chamber, hindering its function if an effective ;• s
??
trash rack is not present. The potential that these - -
problems will occur is greatly decreased if the --c?- > outlet
valve or gate is operated and maintained periodi- - - - pipe
cally. The gate or valve controlling the,lake drain
should be operated from the fully closed to fully "-
LAKE DRAINS
Left:
A sluice gate at
the inlet to a
lake drain
conduit.
opened position at least twice a year. It is prefer-
able that the drain be operated four times a year. =- -
Early detection of equipment problems or break- --
downs, and confidence in equipment operability,
are benefits of periodic operation.
Many older dams have drains with valves at the
downstream end. If the valve is located at the -'
downstream end of a conduit extending through
the embankment, the conduit is under the constant = -_
pressure of the reservoir. If a leak in the conduit
Footer
"? 43
(Division of Water Quafity
MEMO From:
To:
Subject:
Date:

NCDENR
North Carolina Department of Environment and Natural Resources
PO Box 29535, Raleigh, North Carolina 27626-0535 / Phone: [phone]

r ,
-SOcuj
I& " e-u A Qn(
A (M
IZAII
al?l clt -.1 ll-?fl
11, f r4

' ?0?2

-3k ? N-J*

State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
A. Preston Howard, Jr., P.E., Director
Ms. Jensie Teague
Faison, Inc.
1900 Interstate Tower
121 West Trade Street
Charlotte, NC 28202-5399
Dear Ms. Teague:
March 6, 1998
A 09WA
DEN R

?lo,,RA? , NC aoS 6e?
Subject: Hannaford Shopping Center
Project No. DWQ 970431
Wake County
This correspondence is concerning the stormwater management plan for the subject project.
The Division of Water Quality (Division) is responsible for evaluating stormwater
management plans proposed in conjunction with 401 Water Quality Certifications.
Division staff of the Stormwater and General Permits Unit have reviewed the submitted
engineering plans and calculations for the proposed wet detention pond and have
determined that additional information is necessary to complete the technical review
rocess. The required additional information is as follows:
Inlet/Outlet Structures
The inletloutlet structures must be placed to minimize turbulence and short circuiting. This
may be accomplished through structure relocation, baffles, engineered forebays, etc.
Please call to discuss proposed changes prior to updating the engineering drawings.
Vegetative Filter
minimum 30 foot vegetative filter at the pond outlet is required. Please specify this on
the engineering plans.
? ?3 Vegetated Side Slopes
' h- e basin side slopes for storage above the permanent pool shall be stabilized with
vegetation down to v getative shel lev and this information must be indicated on the
A ngineering plans. rNA J_>alr?e_
Vegetative Shelf
he engineering drawings must specify a vegetative shelf around the entire perimeter of the
pond with slopes of 6:1 or flatter extending into the pond several feet b low th surface of II
the permanent pool and planted with native wetland vegetation. ck ? N?.S
J
Emergency Drain
he emergency drain must draw down the permanent pool volume in 24 hours or less.
Please provide verification that the pond can be drained within the required 24 hour time
period with the stone covering the inlet to this drain.
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper
1)
Access
The engineering drawings must indicate access to the pond is adequate to allow for
maintenance of the basin and associated structures.
Sediment Removal
The engineering plans must clearly indicate that accumulated sediment in temporary
sediment basin "A" will be removed prior to putting the wet detention basin into service. In
addition, drawing C3.3 shows two pipes draining to the pond which appear to be drainage
pipes to the sediment basin during construction. These pipes need to be identified as
temporary structures and the plans should indicate that they will be removed prior putting
the basin into service.
Principle Spillway Overflow
reduce operation and maintenance efforts, the Division recommends you include a trash
jand debris baffle on top of the principle spillway in addition to the 3/4 inch galvanized bar.
Forebay
stormwater wet detention basins are required to have a forebay to facilitate TSS removal
maintenance. The forebay should be approximately 20% of the total basin volume at
the permanent pool level.
?. Operation and Maintenance Agreement
An operation and maintenance agreement is required. A stormwater control structure will
not operate as designed without regular maintenance. Typical requirements for an
operation and maintenance plan include the following:
• Vegetation management/mowing schedule
• Semi-annual inspections
• Debris check after every storm event
• Benchmark for sediment removal (specific elevations listed)
• Designation of a responsible parry
An example operation and maintenance plan is attached for your convenience. Please note
that the example plan is not site specific. Should you choose to use the example plan, it is
necessary to modify all of the "if' statements and provide specific benchmarks for sediment
removal. The operation and maintenance agreement must also be signed by the responsible
p and notarized.
) Drainage Area
?
he?roposed wet detention basin must be designed to treat all of the runoff draining to it.
Ap
The Division was unable to verify if Phase II should be included in the wet pond design.
Please specify the drainage area including off-site drainage for the proposed wet detention
,basin.
NN2. Stormwater Collection System
To erify the flows through the stormwater collection system, please rovi showi g pip
sizes and invert elevations at all the collection system nodes.( ' e
13. Impervious Area
Commercial developments typically have around 85% or more impervious cover. Please
justify the 60% provided in your submittal. The impervious area used for design purposes
must be estimated for post-development of the entire site draining to the pond, not just the
parcel currently under development.

Division stormwater staff will strive to complete a final technical review within 10 working
days of receipt of the requested information. If you have any questions or would like to
discuss this project, please contact me at [phone], extension 584.
Sincerely,
Antonio V. Evans, PE
Environmental Engineer
Attachment
cc: DS Atlantic, Attn.: Mr. Alan Maness, 801 Jones Franklin Road, Suite 300,
Raleigh NC 27606
John Dorney, Wetland/401 Unit
Raleigh Regional Office
Jeanette Powell, Stormwater and General Permits Unit
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State of North dtolina
Department of Environment,
Health and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary
A. Preston Howard, Jr., P.E., Director
ED EHNt-=,>& ,
June 6, 1997 i
Wake County' I9g? li
DWQ Project # 970431 V 1 2 _
APPROVAL of 401 Water Quality Certification and ADDITIONAL CONDITIONS ;.;?(10N
Ms. Jensie Teague
Faison, Inc.
1900 Interstate Tower
121 West Trade Street
Charlotte, NC 28202-5399
Dear Ms. Teague:
You have our approval, in accordance with the attached conditions and those listed below, to place fill material
in 0.08 acres of wetlands or waters for the purpose of constructing a shopping center at US 64 and NC 55, as you
described in your application dated 19 May 1997. After reviewing your application, we have decided that this fill is
covered by General Water Quality Certification Number 3103. This certification.allows you to use Nationwide
Permit Number 14 when it is issued by the Corps of Engineers. In addition, you should get any other federal, state
or local permits before you go ahead with your project including (but not limited to) Sediment and Erosion Control,
Coastal Stormwater, Non-Discharge and Water Supply Watershed regulations. This approval will expire when the
accompanying 404 or CAMA permit expires unless otherwise specified in the General Certification.
This approval is only valid for the purpose and design that you described in your application except as modified
below. If you change your project, you must notify us and you may be required to send us a new application. If
total wetland fills for this project (now or in the future) exceed one acre, compensatory mitigation may be required as
described in 15A NCAC 2H .0506 (h) (6) and (7). For this approval to be valid, you must follow the conditions
listed in the attached certification and any additional conditions listed below. An additional condition is that a final,
written stormwater plan including wet a detention basin or equivalent measure must be approved by DWQ before
wetland (or stream) impacts occur. The applicant is required to contact the Regional Office of the N.C. Division of
Coastal Management before the wetland or water impact occurs to determine whether a CAMA Permit is needed for
this project.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You
must act within 60 days of the date that you receive this letter. To ask for a hearing, send a written petition which
conforms to Chapter 150B of the North Carolina General Statutes to the Office of Administrative Hearings, P.O.
Box 27447, Raleigh, N.C. 27611-7447. This certification and its conditions are final and binding unless you ask
for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act.
If you have any questions, please telephone John Dorney at 919-733-1786.
S' c e
ton Howard, Jr. P
Attachment
oc: Wilmington District Corps of Engineers
Corps of Engineers Wake Feld Office
Wake DWQ Regional Office
Mr. John Dorney
Central Files
Lester Lowe; DSA Atlantic
970431.1tr
Division of Water Quality - Environmental Sciences Branch
Environmental Sciences Branch, 4401 Reedy Creek Rd., Raleigh, NC 27607 Telephone [phone] FAX # [phone]
An Equal Opportunity Affirmative Action Employer • 500/6 recycled/10% post consumer paper

E : "Atlantl*c
ENGINI[ERS ¦ARCHITECTS ¦SURVI;YORS ¦PLANNERS
February 6, 1998
Mr. Ray Cox
NCDENR - Wetlands Group
4401 Reedy Creek Rd.
Raleigh, North Carolina 27607
SUBJECT:. HANNAFORD SHOPPING CENTER
U.S. HWY. 64 & N.C. HWY. 55
APEX, NC
DSAtlantic PROJECT NO. HAB004.000
Dear Mr. Cox:
On behalf of Hannaford Bros. Co. we are transmitting herewith the detention pond design for the above
referenced project. This submittal includes the following items:
1. Three (3) sets of plans
2. Three (3) sets of design calculations
3. One (1) copy of the 401 Water Quality Certification for this project.
We trust all these items will be to your satisfaction. If you have any questions concerning this transmittal
please contact me at your first convenience.
Si c rely,
Ian M. Ma ess, P.E.
Project Manager
AMM
Attachments: As noted above
cc: Kerry Perkins - Hannaford Bros. Co. w/ alts
Doug Boyce - Hannaford Bros. Co. w/atts
Lester V. Lowe, III, P.E. w/o atts
File w/ atts
801 Jones Franklin Road Suite 300 Raleigh, NC 27606
[phone] Fax: [phone] wwwdsatlantic.com
,O
CHARLOTTE, NC ¦ COLUMBIA, SC ¦ MACON, GA ¦ NASHVILLE, TN ¦ RALEIGH, NC ¦ RICHMOND, VA ¦ WINSTON-SALEM, NC

Project No. DWQ 1 7 04'3 l (to be provided by DWQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
CrI.V4 jz?j
Nd
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each
basin, design calculations, plans and specifications showing all basin and outlet structure details, and a
fully executed operation and maintenance agreement. An incomplete submittal package will result in a
request for additional information and will substantially delay final review and approval of the project.
1. PROJECT INFORMATION (please complete the following information):
Project Name : A WV
Contact Person: a ? Phone Number: 1
For projects with multiple basins, specify which basin this worksheet applies to:
Basin Bottom Elevation 3 / ', oy ft. (average elevation of the floor of the basin)
Permanent Pool Elevation 3 a Z./ , 0 0 ft. (elevation of the orifice invert out)
Temporary Pool Elevation 3 a -7. 00 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area a y,, 5 Ve sq. ft. (water surface area at permanent pool elevation)
Drainage Area 3 3. 3 ac. (on-site and off-site drainage to the basin)
Impervious Area 14, G' ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume cu. ft. (volume detained on top of the permanent pool)
Forebay Volume cu. ft.
SA/DA used - (surface area to drainage area ratio)
Diameter of Orifice 3 in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices
manual (N.C. Department of Environment, Health and Natural Resources, November 1995) and
Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the
following design requirements have been met and supporting documentation is attached. If a requirement
has not been met, attach an explanation of why.
Applicants
The temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
i/ V e ation to the permanent pool elevation is specified.
i ncy dram is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume.
Sediment storage is provided in the permanent pool.
s eh, P4A A4 Access is provided for maintenance.
minimum 30-foot vegetative filter is provided at the outlet.
site specific operation and maintenance (O&M) plan is provided.
vegetation management/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in the O&M plan.
debris check is specified in the O&M plan to be performed after every storm event.
specific sediment clean-out benchmark is listed (elevation or depth) in the O&M plan.
responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page 1 of 1
Date sent: Tue, 04 Nov 9714:37 EST
From: "Advertising Dept." <[e-mail].C0M>
To: farrel @DEM.EHNR.STATE.NC.US
Subject: (Copy) Request from form -> comments (fwd)
Thank you for your interest in The SAS System. Your request is very
important to us, so I have forwarded your e-mail to an Information
Specialist who will be happy to help you.
Advertising Department
SAS Institute Inc.
SAS Campus Drive
Cary, NC 27513
e-mail: [e-mail]
http://www.sas.com
SOURCE: World Wide Web
---------------------------- Text of forwarded message -----------------------
Date: Tue, 4 Nov 1997 12:56:05 -0500 From: [e-mail] To:
[e-mail] Subject: Request from form -> comments
Name: Farrell Keough
Subject: Request from form -> comments
E-Mail: [e-mail]
please send me an application
I am on an IBM with Win95 and Word95
thank you
-J P

State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
A. Preston Howard, Jr., P.E., Director
Ms. Jensie Teague
Faison, Inc.
1900 Interstate Tower
121 West Trade Street
Charlotte, NC 28202-5399
March 6, 1998
&1Q.WA
'"ra
111111111111116
D E N F=1
_?Dq 31
l ?stx?p
Subject: Hannaford Shopping Center
Project No. DWQ 970431
Wake County
Dear Ms. Teague:
This correspondence is concerning the stormwater management plan for the subject project.
The Division of Water Quality (Division) is responsible for evaluating stormwater
management plans proposed in conjunction with 401 Water Quality Certifications.
Division staff of the Stormwater and General Permits Unit have reviewed the submitted
engineering plans and calculations for the proposed wet detention pond and have
determined that additional information is necessary to complete the technical review
process. The required additional information is as follows:
1. Inlet/Outlet Structures
The inletloutlet structures must be placed to minimize turbulence and short circuiting. This
may be accomplished through structure relocation, baffles, engineered forebays, etc.
Please call to discuss proposed changes prior to updating the engineering drawings.
2. Vegetative Filter
A minimum 30 foot vegetative filter at the pond outlet is required. Please specify this on
the engineering plans.
3. Vegetated Side Slopes
The basin side slopes for storage above the permanent pool shall be stabilized with
vegetation down to vegetative shelf level and this information must be indicated on the
engineering plans.
4. Vegetative Shelf
The engineering drawings must specify a vegetative shelf around the entire perimeter of the
pond with slopes of 6:1 or flatter extending into the pond several feet below the surface of
the permanent pool and planted with native wetland vegetation.
5. Emergency Drain
The emergency drain must draw down the permanent pool volume in 24 hours or less.
Please provide verification that the pond can be drained within the required 24 hour time
period with the stone covering the inlet to this drain.
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper
6. Access
The engineering drawings must indicate access to the pond is adequate to allow for
maintenance of the basin and associated structures.
7. Sediment Removal
The engineering plans must clearly indicate that accumulated sediment in temporary
sediment basin "A" will be removed prior to putting the wet detention basin into service. In
addition, drawing C3.3 shows two pipes draining to the pond which appear to be drainage
pipes to the sediment basin during construction. These pipes need to be identified as
temporary structures and the plans should indicate that they will be removed prior putting
the basin into service.
8. Principle Spillway Overflow
To reduce operation and maintenance efforts, the Division recommends you include a trash
and debris baffle on top of the principle spillway in addition to the 3/4 inch galvanized bar.
9. Forebay
All stormwater wet detention basins are required to have a forebay to facilitate TSS removal
and maintenance. The forebay should be approximately 20% of the total basin volume at
the permanent pool level.
10. Operation and Maintenance Agreement
An operation and maintenance agreement is required. A stormwater control structure will
not operate as designed without regular maintenance. Typical requirements for an
operation and maintenance plan include the following:
• 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
An example operation and maintenance plan is attached for your convenience. Please note
that the example plan is not site specific. Should you choose to use the example plan, it is
necessary to modify all of the "if' statements and provide specific benchmarks for sediment
removal. The operation and maintenance agreement must also be signed by the responsible
party and notarized.
11. Drainage Area
The proposed wet detention basin must be designed to treat all of the runoff draining to it.
The Division was unable to verify if Phase II should be included in the wet pond design.
Please specify the drainage area including off-site drainage for the proposed wet detention
basin.
12. Stormwater Collection System
To verify the flows through the stormwater collection system, please provide showing pipe
sizes and invert elevations at all the collection system nodes.
13. Impervious Area
Commercial developments typically have around 85% or more impervious cover. Please
justify the 60% provided in your submittal. The impervious area used for design purposes
must be estimated for post-development of the entire site draining to the pond, not just the
parcel currently under development.
Division stormwater staff will strive to complete a final technical review within 10 working
days of receipt of the requested information. If you have any questions or would like to
discuss this project, please contact me at [phone], extension 584.
Sincerely,
Antonio V. Evans, PE
Environmental Engineer
Attachment
cc: DS Atlantic, Attn.: Mr. Alan Maness, 801 Jones Franklin Road, Suite 300,
Raleigh NC 27606
"John Dorney, Wetland/401 Unit
Raleigh Regional Office
Jeanette Powell, Stormwater and General Permits Unit
Central Files
?a f
PAR J 0 i
AIA WETI?ND? GR£ll1t '.°°?
:' I
POND MAINTENANCE REQUIREMENTS CON-11 WD
PAGE 2
1V. General
A. Mow the side slopes, not including normally submerged vegetated shelf, according to the season M= = grass
height will be 6".
B. Cattails, and other indigenous wetland plants, are encouraged along the pond perimeter; however, they must be
removed wt= they cover the entire surface area of the pond
C. The orifice is designed to draw down the pond in 2-5 days. If drawdown is not accomplished in that time, the
system may be clogged The source of the clogging must be found and d inate
D. All components of the detention pond system must be kept in good working order.
V. Special Rejuirmrm
I. . hereby acknowledge that I am the financially
responsible parry for mairamatrp of this detention pond I will perform the maintenance: as outlined
above, as part of the Certification of Compliance with Stormwater Regulations received for this project.
Signature: Date:
I, . a Notary Public fcr the State of . County
do hereby certify that personally appeared before
this day of . 19___, and acknowledge the due execution of the foregoing instrume Witness
hand and official seal, .
My commission expires
SEAL
10
I
rUND MAINTENANCE REQIAREMENTS
Project Name:
Project Number:
Responsible Party:
Phone Number:
Address:
1. Inspect monthly, or after every ru"O ff producing rainfall event, whichever comes first
A- Remove debris from the trash rack
B. Check and clear the orifice of any obstructions. If a pump is used as the drawdown mechanism, check for
Pump operation.
C. Check the pond side slopes; remove trash, repair eroded areas before the next rainfall
event
D.. If the pond is operated with a vegetated filter, check the filter for sediment
proper operation of the flow spreader mechanism. Repair as neces accumulation, erosion and
sarY•
II Quarterly
k
A. Inspect the collection system (i.e., catch basins accumulated trash from basin ores ? piping
, grassed swaIes) for proper functioning. Clear
and basin bottoms, and check piping for obstructions.
B. Check pond inlet pipes for undercutting, replace rlpraA and repair broken pipes.
C. Reseed grassed swales, including the vegetated fiber if applicable, twice a year as neces. R
eroded areas immediately. sary Repair
lI. Every 6 months
1 I
A- Remove accumulated sediment from the bottom of the outlet structure.
B. Check the pond depth at various points in the pond. If
sediment will be removed to at least original depth is reduced to 75% of original design depth,
design depth
I .

State of North Carolina
Department of Environment,
Health and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary
A. Preston Howard, Jr., P.E., Director
r4je
?EHNR
June 6, 1997
Wake County
DWQ Project # 970431
APPROVAL of 401 Water Quality Certification and ADDITIONAL CONDITIONS
Ms. Jensie Teague
Faison, Inc.
1900 Interstate Tower
121 West Trade Street
Charlotte, NC 28202-5399
Dear Ms. Teague:
You have our approval, in accordance with the attached conditions and those listed below, to place fill material
in 0.08 acres of wetlands or waters for the purpose of constructing a shopping center at US 64 and NC 55, as you
described in your application dated 19 May 1997. After reviewing your application, we have decided that this fill is
covered by General Water Quality Certification Number 3103. This certification allows you to use Nationwide
Permit Number 14 when it is issued by the Corps of Engineers. In addition, you should get any other federal, state
or local permits before you go ahead with your project including (but not limited to) Sediment and Erosion Control,
Coastal Stormwater, Non-Discharge and Water Supply Watershed regulations. This approval will expire when the
accompanying 404 or CAMA permit expires unless otherwise specified in the General Certification.
This approval is only valid for the purpose and design that you described in your application except as modified
below. If you change your project, you must notify us and you may be required to send us a new application. If
total wetland fills for this project (now or in the future) exceed one acre, compensatory mitigation may be required as
described in 15A NCAC 2H .0506 (h) (6) and (7). For this approval to be valid, you must follow the conditions
listed in the attached certification and any additional conditions listed below. An additional condition is that a final,
written stormwater plan including wet a detention basin or equivalent measure must be approved by DWQ before
wetland (or stream) impacts occur. The applicant is required to contact the Regional Office of the N.C. Division of
Coastal Management before the wetland or water impact occurs to determine whether a CAMA Permit is needed for
this project.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You
must act within 60 days of the date that you receive this letter. To ask for a hearing, send a written petition which
conforms to Chapter 150B of the North Carolina General Statutes to the Office of Administrative Hearings, P.O.
Box 27447, Raleigh, N.C. 27611-7447. This certification and its conditions are final and binding unless you ask
for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act.
If you have any questions, please telephone John Dorney at 919-733-1786.
S' c e
ton Howard, JJP
Attachment
cc: Wilmington District Corps of Engineers
Corps of Engineers Wake Field Office
Wake DWQ Regional Office
Mr. Johr`?Domey
Central Files
Lester Lowe; DSA Atlantic
970431.1tr
Division of Water Quality - Environmental Sciences Branch
Environmental Sciences Branch, 4401 Reedy Creek Rd., Raleigh, NC 27607 Telephone [phone] FAX # [phone]
An Equal Opportunity Affirmative Action Employer • 50% recycled/100/6 post consumer paper
wa
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State of North Carolina
Department of Environment,
Health and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary
A. Preston Howard, Jr., P.E., Director
Ms. Jensie Teague
Faison, Inc.
1900 Interstate Tower
121 West Trade Street
Charlotte, NC 28202-5399
Dear Ms. Teague:
A ??
[D FE F=1
June 5, 1997
Re: Proposed land clearing of wetlands
Wake County, Proposed shopping center at US 64 and NC 55
WQC Project #970431
On 15 May 1997 the Division of Water Quality (DWQ) was notified,by receipt of your
applications regarding your plan to fill wetlands for the purpose of developing a shopping
center at US 64 and NC 55 in Wake County. Approval from DWQ is required to disturb
these wetlands. I wrote you on 23 May 1997 regarding the possible need for stream
mitigation for the road crossing. On 30 May 1997, I talked with Mr. Alan Maness who
informed me that the road crossing will result in 136 feet of stream being culverted. Since
this distance is less than the 150 foot stream threshold for mitigation, DWQ will not require
mitigation for this impact. However under our Certification for Nationwide Permit 14
written concurrence is required and we may add site-specific conditions in order to protect
downstream uses, a wet detention pond will be required to manage the stormwater runoff
from the property. Review and approval of the design of the pond will be required from
DWQ; however we normally handle that process after the 401 Certification is issued. Until
this information is received, this application is incomplete and our processing time will not
start.
Please call me at 919-733-1786 if you have any questions or would require copies of
our rules or procedural materials.
R. Dory
r Quality C Qation Program
cc: Raleigh DWQ Regional Office
Wilmington Corps of Engineers
Central Files
Alan Maness; DSA Atlantic
970431.app
. Division of Water Quality - Environmental Sciences Branch
Environmental Sciences Branch, 4401 Reedy Creek Rd., Raleigh, NC 27607 Telephone [phone] FAX # [phone]
An Equal Opportunity Affirmative Action Employer • 50% recycled/10% post consumer paper
State of North Carolina
Department of Environment,
Health and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary
A. Preston Howard, Jr., P.E., Director
,Tk,.K;WA
17
ft &h,4
C>EHNF1
May 23, 1997
DWQ #970431
Wake County
Ms. Jensie Teague
Faison, Inc.
1900 Interstate Tower
121 West Trade St.
Charlotte, NC 28202-5399
Dear Mr. Teague:
On 19 May 1997, you applied to the N.C. Division of Water Quality (DWQ) for a 401 Water Quality
Certification to impact 0.08 acres of wetlands or 150 linear feet of streams for your project to construct a road
crossing for commercial fill located at northeast corner of US 64 and NC 55 in Apex in Wake County. Your
project has been forwarded to Mr. Danny Smith [phone] of DWQ Raleigh Regional Office for review.
This review will likely require an on-site inspection prior to the approval, modification or denial of your
project site. If you send additional information to the U.S. Army Corps of Engineers concerning this project,
please be certain that our staff have copies of this material so we can use it in our process in making a
decision. Also we need to know what (if any) impact one planned to the remaining wetlands on-site.
According to our preliminary, in-house review since you propose to disturb greater than one acre of 150
linear feet of streams, it is likely that compensatory mitigation will be required by DWQ for this project as
described in 15A NCAC 2H.0506 (h). The exact amount of impact any required compensatory mitigation
will not be determined until the project is reviewed by our Regional Office staff in accordance with 15A
NCAC 2H .0506. Please note that if compensatory mitigation is required but not provided, this project will
likely have to be denied. Also if a mitigation plan is required, we will place this project on hold until its
receipt in our Central Office. If mitigation is required, you have these four options for satisfying those
requirements:
1. Payment of a fee established by the Environmental Management Commission into the North
Carolina Wetlands Restoration Fund (see attachment),
2. Purchase of credits from a private wetlands mitigation bank,
3. Preparing and implementing a wetlands restoration plan (see attachment), or
4. In limited instances, donation of land to the Wetlands Restoration Program or to other public or
private nonprofit conservation organizations as approved by the Department.
At this time, options 1 and 3 are the only viable options in North Carolina. If you are interested in
options 1 or 4, please contact the Wetlands Restoration Program at (919)-733-5083, ext. 358. Enclosed are
materials describing compensatory mitigation requirements for this program as well as the Wetland
Restoration Program. Please call me at 919-733-1786 to discuss these matters if necessary. Until a
mitigation plan is provided, this application is considered to be incomplete and our processing time will not
start.
We recommend that you not impact any wetlands or waters on your project site until a 401 Water
Quality Certification has been issued from Raleigh, The issuance of a Corps of Engineers 404 Permit does
not mean that your project can proceed. According to the Clean Water Act, the 404 Permit is not valid until a
401 Certification is also issued. If DWQ staff observe impacts which are not allowable, you will be required
to remove the fill and restore the site to its original condition. I can be reached at 919-733-1786 if you have
any questions about the 401 Certification process.
cc: Raleigh DWQ Regional Office
Central Files
Alan Maness; DS Atlantic
4Sely, ?
R. Dorney
Water Quality Certific Xtiog,m
r
970431.rovst
Division of Water Quality • Environmental Sciences Branch
Environmental Sciences Branch, 4401 Reedy Creek Rd., Raleigh, NC 27607 Telephone [phone] FAX # [phone]
An Equal Opportunity Affirmative Action Employer • 50% recycled/100/6 post consumer paper
M RALEIGH REGULATORY
05.19.1997 15:48
PPX-DT9CH-ARGE NOTIFICATION FCII
TO: National Marini: Fisheries Service
Pivers Island, NC FAX [phone]
US Fish & Wildlife Service
Asheville, NC FAX [phone]
US Fish & Wildlife Service
Raleigh, NC FAX [phone]
State Historic Preservation Office
Raleigh, NC FAX [phone]
NC Division of Water Quality
Raleigh, NC FAX [phone]
NC Wildlife AesOurces commission
creedmoor, Nc FAX [phone]
1. ACTION TD : 197.700 r qC
2. APPLICANT! FJQ J ,C),A)1 -?
3. DATE OF TRANSMITTAL ;
$?. 04 31
4. RESPONSE DEADLINE (S days from transmittal) : 5 - a ?3-9q
5. COMMENT DEADLINE (10 days from response deadline)
6. SEND COMMENTS TO; RALEIGH REGULATORY FIELD OFFICE
RALEIGH, NC
.ATTN :
FAX. [phone]
3
t.
We are also forwarding the attached PCN to the Fish and Wildlife
Service and the National Marine Fisheries Service for review and
comment concerning any likely affect to any threatened or
endangered species or their critical habitat within those
agencies, jurisdiction.
P.01
DSAtlantic
ENGINEERS ¦ ARCHITECTS ¦ SURVEYORS
May 15, 1997
DSAtlantic Corporation
801 Jones Franklin Road
Suite 300
Raleigh, NC 27606
919/851-6866
(Fax) 919/851-7024
Mr. John Dorney 1 3 'l
NCDEHNR, Division of Water Quality n 7 0-4
4401 Reedy Creek Rd.
Raleigh, North Carolina 27607
SUBJECT: 401 WATER QUALITY APPLICATION
FAISON ASSOCIATES
SHOPPING CENTER - US HWY 64 & NC HWY 55, APEX, NC
DSAtlantic PROJECT NO. HAB004.000
Dear Mr. Dorney:
041, ?'9l? l.99J
We are pleased to submit the 401 Water Quality Application to fill some portion of the wetlands on the subject
property. Please find attached the following items:
1. Seven (7) copies of the Application Form
2. Seven (7) copies of the Vicinity Map
3. Seven (7) copies of the Site Layout Plan
4. Seven (7) copies of the Wetland Delineation Map
5. Seven (7) copies of the plan view and seven (7) copies of two (2) cross-section views of the
proposed roadway crossing.
6. Seven (7) copies of the Wetland Delineation by S&ME, Inc.
The wetlands on this property consist of one perennials running north to south through the western portion
of the property. The wetlands to the southeast corner of the property, as mentioned in the report by S&ME, are
not on the subject property and will not be impacted.
We trust all these items will be to your satisfaction. If you have any questions concerning this transmittal please
contact me at your first convenience.
J ely,
Project Engineer
M. Man r s, P.E. rMAY1997.''
AMM
Attachments: As noted above Ui I. S' , rays
? t. i-Jiv, 5
cc: Jensie Teague w/ atts?! ff 0??ze21
Wes Lowder, S&ME, Inc. w/o alts
Lester ChWr, ']T' ?-Fort"A,4L ¦ Raleigh, NC ¦ Richmond, VA ¦ Winston-Salem, NC
DEM ID: CORPS ACTION ID:
S
NATIONWIDE PERMIT REQUESTED (PROVIDE NATIONWIDE PERMIT #)' 14 ,"c/F?CF?
PRE-CONSTRUCTION NOTIFICATION APPLICATION
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) 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. OWNERS NAME: Faison, Inc.
2. MAILING ADDRESS' 1900 Interstate Tower, 121 West Trade Street
CITY: Charlotte
28202-5399
ZIP CODE:
PROJECT LOCATION ADDRESS, INCLUDING SUBDIVISION NAME (IF DIFFERENT FROM
MAILING ADDRESS ABOVE):, Apex. North Carolina
3. TELEPHONE NUMBER (HOME): NSA (WORK): [phone]
4. IF APPLICABLE: AGENT'S NAME OR RESPONSIBLE CORPORATE OFFICIAL, ADDRESS,
PHONE NUMBER: Jensie Teague
5. LOCATION OF WORK (PROVIDE A MAP, PREFERABLY A COPY OF USGS TOPOGRAPHIC
MAP OR AERIAL PHOTOGRAPHY WITH SCALE):
COUNTY: Wake NEAREST TOWN OR CITY: Apex
SUBDIVISION NAME:
STATE: NC
1
5?E=:r1 C .OCAT:UN (INCLUDE ROAD
NUMBERS, LANDMARKS, ETC.)• Northwest corner of the intersection of US Highway 64
and NC Highway 55
6. IMPACTED OR NEAREST STREAM/RIVER: Beaver Creek
RIVER BASIN: Haw River
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 9XI 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?
N/A
8a. HAVE ANY SECTION 404 PERMITS BEEN PREVIOUSLY REQUESTED FOR USE ON
THIS PROPERTY? YES [ ] NO MXF 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: 35.72
9b. ESTIMATED TOTAL NUMBER OF ACRES OF WETLANDS LOCATED ON PROJECT SITE:
0.71
2
10a. NUMBER OF ACRES OF WETLANDS IMPACTED BY THE PROPOSED PROJECT BY:
FILLING: 0.08 N/A
EXCAVATION:
FLOODING: N/A
OTHER:
N/A
DRAINAGE: N/A TOTAL ACRES TO BE IMPACTED: 0.08
10b. (1) STREAM CHANNEL TO BE IMPACTED BY THE PROPOSED PROJECT (IF
RELOCATED, PROVIDE DISTANCE BOTH BEFORE AND AFTER RELOCATION) :
LENGTH BEFORE: 136 FT AFTER: 118 FT
WIDTH BEFORE (based on normal high water contours):. 5 FT
WIDTH AFTER: 4 (48" RCP) FT
AVERAGE DEPTH BEFORE:- 3 FT AFTER: 3 FT
(2) STREAM CHANNEL IMPACTS WILL RESULT FROM: (CHECK ALL THAT APPLY)
OPEN CHANNEL RELOCATION: PLACEMENT OF PIPE IN CHANNEL: R
CHANNEL EXCAVATION: CONSTRUCTION OF A DAM/FLOODING:
OTHER:
11. IF CONSTRUCTION OF A POND IS PROPOSED, WHAT IS THE SIZE OF THE
WATERSHED DRAINING TO THE POND? N/A
WHAT IS THE EXPECTED POND SURFACE AREA? N/A
12. DESCRIPTION OF PROPOSED WORK INCLUDING DISCUSSION OF TYPE OF
MECHANICAL EQUIPMENT TO BE USED (ATTACH PLANS: 8 1/2" X 11" DRAWINGS
ONLY) :
Placement of RCP culvert and earthen fill material for collector street crossing
13. PURPOSE OF PROPOSED WORK: Road crossing
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):
A perennial stream divides the property and must be crossed to provide internal
collector road to connect two state road which border property. The crossing
is planned to be perpendicular.and the width of the road has been minimized to
limit the length of stream impacted.
15. YOU ARE REQUIRED TO CONTACT THE U.S. FISH'AND WILDLIFE SERVICE ,
(USFWS) AND/OR NATIONAL MARINE FISHERIES SERVICE (NMFS) (SEE AGENCY
ADDRESSES SHEET) REGARDING THE PRESENCE OF ANY FEDERALLY LISTED OR
PROPOSED FOR LISTING ENDANGERED OR THREATENED SPECIES OR CRITICAL HABITAT
IN THE PERMIT AREA THAT MAY BE AFFECTED BY THE PROPOSED PROJECT. DATE
CONTACTED: N/A (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:. N/A
17. DOES THE PROJECT INVOLVE AN EXPENDITURE OF PUBLIC FUNDS OR THE USE OF
PUBLIC (STATE) LAND?
YES (I NO XFr (IF NO, GO TO 18)
a. IF YES, DOES THE PROJECT REQUIRE PREPARATION OF AN ENVIRONMENTAL
DOCUMENT PURSUANT TO THE REQUIREMENTS OF THE NORTH CAROLINA ENVIRONMENTAL
POLICY ACT?
YES [ J NO (I
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 ^-LEARTNGHOUSE; 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 FEET OR 1
INCH EQUALS 100 FEET OR THEIR EQUIVALENT.
b. IF AVAILABLE, REPRESENTATIVE PHOTOGRAPH OF WETLANDS TO BE
IMPACTED BY PROJECT.
C. IF DELINEATION WAS PERFORMED BY A CONSULTANT, INCLUDE ALL DATA
SHEETS RELEVANT TO THE PLACEMENT OF THE DELINEATION LINE.
d. ATTACH A COPY OF THE STORMWATER MANAGEMENT PLAN IF REQUIRED.
e. WHAT IS LAND USE OF SURROUNDING PROPERTY? Highway commercial and
residential
f. IF APPLICABLE, WHAT IS PROPOSED METHOD OF SEWAGE DISPOSAL?
N/A
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.
OW R'S/AGENT'S SIGNATURE
FAk* UM SSC7«/?I
(AGENT'S SIGNATURE VALID ONLY
IF AUTHORIZATION LETTER FROM
THE OWNER IS PROVIDED (18g.))
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WETLAND DELINEATION
HWY. 64 AND HWY. 55
APEX, NORTH CAROLINA
S&ME, INC. PROJECT NO. 1051-97-024
Prepared By:
SWE Inc.
3109 Spring Forest Road (27604)
Post Office Box 58069
Raleigh North Carolina 27658-8069
February, 1997
t r'*
S&ME
February 25, 1997
Hannaford Brothers Company
P.O. Box 1000
Scarborough, Maine 04104
Attention: Mr. Douglas S. Boyce, P.E.
Reference: Wetland Delineation Survey
Proposed Apex Shopping Center
NC Highway 55 and US Highway 64
Apex, North Carolina
S&ME, Inc. Project No. 1051-97-024
Dear Mr. Boyce:
Enclosed is the report of findings on the completed Wetland Delineation Survey at the
above referenced site. Should you have questions concerning the findings of our survey
or concerning the work which has been completed, or if you require additional assistance
in completing this project, please call our office at [phone].
We appreciate the opportunity to be of service to you on this project and look forward to
working with you as development progresses.
Sincerely,
SWE, Inc.
Joel ?DHaird4y ?--
Ecologist
'416??4
Wes Lowder, P.E.
Geotechnical/Materials Manager
Enclosures
S&ME, Inc. 3100 Spring Forest Rood, Raleigh, North Carolina 27616, [phone], Fox [phone]
Mailing address: RO. Box 58069, Raleigh, North Carolina 27658-8069
iw.ywa vo.,
w
a

Wetland Delineation SWE Project No. 1051-97-024
Hwy. 64 and Hwy. 55 February 24, 1997
INTRODUCTION
This report presents the findings of the wetland assessment recently performed on a site
approximately 30 acres in size located adjacent to Hwy. 64, Hwy. 55 and Green Level
Church Road in Apex, Wake County, North Carolina.
The opinions included herein are based on information obtained during the study and our
professional experience. The report is based on the observations made on the dates
noted and using the procedures described herein. If additional information becomes
available, we request the opportunity to review the information, reassess the potential
environmental concerns, and if appropriate, modify our conclusions and recommendations.
SITE DESCRIPTION
The site consists of approximately 30 acres of undeveloped property. The property is
currently heavily wooded and rolling. There is a small perennial stream which crosses the
southeast comer of the site and another perennial stream which bisects the site from north
to south and parallels the sewage easement in this area. The wooded areas in the eastern
part of the site are vegetated in pines with a secondary successional growth of blackberries
and maple and sweetgum trees. The western half of the site is dominated by a mature
stand of oak/hickory timber.
1
r
Wetland Delineation S&ME Project No. 1051-97-024
Hwy. 64 and Hwy. 55 February 24, 1997
SURFACE WATER
Two small perennial streams exist on the site. Each of the streams arise and terminate
offsite, however, evidence indicates that water runs year around within each stream bed.
SCOPE OF SERVICES
On February 11, 1997, S&ME, Inc. authorized Joel Hardy, consulting ecologist, to perform
a wetland delineation and assessment of the subject site. The scope of services included
the following:
1. Field delineation of all areas of waters of the United States located at the site.
2. Completion of documentation for justification and verification of the
wetland/upland boundary.
WETLAND ASSESSMENT
PROCEDURES
An on-site reconnaissance of the site was completed on February 15, 1997, by Mr. Joel
Hardy, Consulting Ecologist for S&ME. During the site visit, all areas which would be
considered as waters of the United States were identified and the wetland/upland boundary
was marked with individual, sequentially numbered flags. The areas of jurisdiction were
identified using the currently accepted interim methods of wetland determination described
in the 1987 Corps of Engineers Manual for Identifying and Delineating Wetland Areas, and
2
I
Wetland Delineation SWE Project No..1051-97-024
Hwy. 64 and Hwy. 55 February 24, 1997,
detailed as follows:
The present methodology for determining the specific location of the wetland
jurisdiction line pursuant to the above definition is present in the Federal
Manual for Identifying and Delineation Wetlands, Reed, 1988 and H dric
Soils of the United States Soil Conservation Service 1987. This
methodology was adopted by the federal agencies including the
Environmental Protection Agency (EPA), U.S. Fish and Wildlife Service
(FWS), and the U.S. Department of Agriculture, Soil Conversation Service
(SCS) to provide a concurrent definition of wetlands. This definition states
that under normal circumstances (no site alteration by drainage, clearing,
etc.) an area must compromise three components to be declared
jurisdictional - vegetation, hydrology and soils.
Vegetation: The list of hydrophytic (wetland) plants is very broad and
includes perhaps 90 percent of all species occurring in the southeastern
United States (National List of Plant Species That Occur in Wetlands: Reed,
1988). The 1987 manual states that if greater than 51 percent of the
dominant vegetation within the community is FAC, FACW or OBL, the
vegetation community is considered hydrophytic.
Hydrology: Traditionally, wetlands are thought to require standing water or
at least very moist soil conditions at the surface. The hydrologic criteria
includes evidence of floods such as water lines on trees, drift lines,
buttressed bases on trees, crayfish burrows, etc., but this criteria can also be
3

Wetland Delineation SWE Project No. 1051-97-024
Hwy. 64 and Hwy. 55 February 24, 1997
met by a high groundwater table. Generally, the determining factor of
minimal hydrologic conditions are met by groundwater and not surface water
with this federal wetland definition.
Soils: The third requirement for a determination of jurisdiction is hydric soils.
Clearly, hydrology and soils are tied together. Prolonged standing water
obviously implies that the underlying soils are hydric (wet). High water tables
can cause the soils to be hydric within the requirement for standing water;
however, the presence of hydric soil component does not necessarily
demonstrate the presence of the hydrology component. Positive indicators
of hydrology must be visible and confirmed before the hydrology component
can be confirmed.
DELINEATION SURVEY RESULTS
Results of the field delineation of wetlands were surveyed by DS Atlantic and are indicated
on a site plan. In general, the jurisdictional areas were restricted to the channel of the
perennial streams. Both streams were an average of 15-20 feet in width. Two small
seepage areas existed adjacent to one of the streams and were considered contiguous
with the stream bed.
4
a
Wetland Delineation SWE Project No. 1051-97-024
Hwy. 64 and Hwy. 55 February 24, 1997
CONCLUSIONS
Federal Regulatory Authority under Section 404 CWA
The Corps of Engineers (COE) generally issues two types of permits, Nationwide Permits
and Individual Permits. Nationwide Permit 33 CFR Part 330.6 (13)(26) or NWP 26 allows
the filling or adverse impact of up to 0.33 acre of headwater [has an average annual flow
of less than 5 cubic feet per second (cfs)] and/or isolated wetlands, and may allow the
filling or adverse impact of between 0.33 and 3 acres of these types of wetlands provided
the applicant notify the District Engineer in accordance with 33 CFR Part 330.6 (C), also
termed a "Pre-discharge Notification." The wetlands at the site associated with the
intermittent streams would be classified as headwater wetlands and therefore would come
under the purview of NWP 26. Recent experience with the COE has shown if an earnest
effort is made to avoid and minimize possible impacts of a project during the design
process, and adequate mitigation is offered to compensate for proposed unavoidable
impacts, an authorization to fill between 1 and 3 acres of headwater or isolated wetlands
may be obtained.
Nationwide Permit 14 also allows the construction of minor road crossings affecting waters
of the United States provided that the road crossing impacts less than 200 linear feet of
jurisdictional waters and does not impact more than 0.33 total areas of jurisdictional waters.
Notification prior to construction is required.
5