20080472 Ver 3_More Info Received_20130617

Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.sandEc.com
June 17, 2013
S &EC Project # 12048.P1
DWQ No. # 08- 0472.0
N.C. Division of Water Quality
WeBSCaPe Unit
Attn: Annette Lucas
512 North Salisbury St., 9" Floor
Raleigh, NC 27604
Re: Reply to the Division of Water Quality's April 26, 2013 request for additional
information
Gray's Creek Subdivision
Wake County, North Carolina
Dear Ms. Lucas:
This letter is in response to your letter dated April 26, 2013 which requested additional
information for the Gray's Creek Subdivision project. The following restates your
questions /comments and is then followed by our response.
Additional Information Requested
1. Please submit your site plan on full -sized plan sheets at a scale of no smaller than
I " =50' showing the impacts in context with the entire property.
Per a May 8, 2013 meeting had between Ms. Annette Lucas (DWQ WeBSCaPe Stormwater
Engineer) and Ms. Chem Smith and a subsequent email, we have attached two (2) full sized sets
of the project site overall with the property boundaries and proposed impact areas clearly labeled.
At the above mentioned meeting, we left a hard copy plan sheet for DWQ's use. It is our
understanding that these three (3) copies will satisfy DWQ requirements to insure that the project
is properly processed.
2. Clearly show the limits of all wetlands and streams as overlays on the site plan.
Per the May 8, 2013 meeting, this was addressed on the previously provided site plan.
As requested, we are including 2 additional hard copies of the site plan for DWQ's use.
3. Clearly show stream impacts including fill slopes, dissipaters, and bank
stabilization on the site plan. in? 19 @`1 IN Ow 19 10)
JUN 1 7 2013

Per the May 8, 2013 meeting, this was addressed on the previously provided site plan.
As requested, we are including two (2) additional hard copies of the site plan for DWQ's
use. Additionally, we have included two (2) hard copies of the individual impact maps to
clarify the impact locations.
4. Clearly show wetland impacts including fill slopes on the site plan.
Per the May 8, 2013 meeting, this was addressed on the previously provided site plan.
As requested, we are including two (2) additional hard copies of the site plan for DWQ's
use. Additionally, we have included two (2) hard copies of the individual impact maps to
clarify the impact locations.
S. Please provide a Required Items Checklist with ALL required items for each of
the two proposed dry detention basins. Failure to provide this information in the
next submittal (including the soils report documenting the level of the season high
water table) will result in a return of application.
As requested during the May 8h meeting, we have provided a CD that includes the
necessary Required Items Checklist. Per the discussions at the meeting, the project
Engineer (Alpha & Omega Group) included the stormwater calculations for Ponds 1 and
2. Within these documents are the calculations for the ponds and the checklist. Where
necessary, an explanation was provided for any "flagged" areas in a letter from Alpha &
Omega (also included on the data CD). Finally, the soils report is also included as
required.
6 Please provide a level spreader - engineered filter strip at the outlets of each of the
dry detention basins to provide additional treatment. The level spreader -
engineered filter strip shall comply with Chapter 8 of the BMP Manual. Please
provide a supplement form for each level spreader - engineered filter strip with the
required items checklist and all required items.
As discussed during the May 8h meeting, Mr. Keith Roberts (Alpha & Omega Group)
explained that during the initial meetings with DWQ on this project in 2008, it was
determined that level spreaders were not feasible due to the site constraints. The resultant
plan, which was approved by DWQ in 2008, included the dry detention basins. Further,
the basins are designed to store run -off for two plus (2 +) days. The 100 -year point
discharge has a peak of 0.65 cfs with a 4 -inch orifice on these proposed basins. In the
first submittal in 2008, Mr. Roberts had shown one (1) discharge point within the middle
of the development; during subsequent submittals to DWQ that year, this single discharge
point was broken up in order to lessen the flows and ultimately was approved by DWQ.
During the recent meeting with DWQ, Annette re- approved the use of pre - formed scour
holes as originally approved (2008) and requested a complete site plan that shows the
drainage areas and locations of the pre - formed scour holes. This information has been
provided on the attached data CD.
7. Please address the following design issues with the dry detention basins:

a. The basin side slopes are listed as 3:1 in the supplement but are 2:1 on the
plan sheets. Please provide 3:1 side slopes within the dry detention basins
per the BMP manual.
Please refer to Impact Maps 3F and 3G which identify the side slopes of
the basins as 3:1.
b. Please provide an orifice size that will detain the stormwater for a period
of two to five days.
Please refer to the Stormwater Calculations Narrative (titled Pond 1 and
Pond 2 on the attached data CD) which provides the requested calculations
and reasoning.
c. Please provide an additional 25% storage volume for sediment deposition.
Please refer to the Stormwater Calculations Narrative (titled Pond 1 and
Pond 2 on the attached data CD) which provides the requested calculations
and reasoning. It should be noted that this volume is provide in the
supplemental checklist already.
Please feel free to call me if you require any further explanation.
Sincerely,
SOIL & ENVIRONMENTAL CONSULTANTS, PA
Nicole J. Thomson
Regulatory Specialist
Attachments: 2 copies of Response letter
2 copies of DWQ Request for More Information Letters (dated February 24, 2012)
2 copies of explanation letter from Alpha & Omega Group
2 copies of the Overall Site Plan
2 copies of the Drainage Area Map
2 copies of individual discharge points map
1 data CD of stormwater information (which also includes the above)

NCDEE R
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Pat McCrory Charles Wakild, P.E. John E. Skvada, III
Governor Director Secretary
April 26, 2013
Certified Mail
Return Receiot Requested
70121640 00019606 4322
Gray's Creek Developers, LLC
Attn: Bruce Herbert
1210 Trinity Road, Ste. 102
Raleigh, NC 27607
Subject: REQUEST FOR ADDITIONAL INFORMATION
Gray's Creek Subdivision
Dear Mr. Herbert:
DWQ # 08- 0472v3
Wake County
R�i E C E I V fFN
If 0
APR 3 0 2013
BY Sa:f 6tncn,:�eirral [;rns�rltalrts WA
On March 22, 2013, the Division of Water Quality (Division) received your application dated
March 22, 2013, requesting a 401 Water Quality Certification (401 Certification) from the
Division for your project. The Division has determined that your application is incomplete and
cannot be processed because the plan sheets submitted were not of sufficient detail to
determine if impacts have been avoided and minimized. In addition, there are some
outstanding stormwater issues that still need to be addressed. We are sympathetic to the fact
that your previous 401 Certification has expired, and your project has remained essentially the
same, but we need to be completely clear about what we're reviewing at this time. The
application is on -hold until the following information is received:
1. Please submit your site plan on full -sized plan sheets at a scale of no smaller than 1 " =50'
showing the impacts in context,with the entire property.
2. Clearly show the limits of all wetlands and streams as overlays on the site plan.
3. Clearly show stream impacts including fill slopes, dissipaters, and bank stabilization on
the site plan.
4. Clearly show wetland impacts including fill slopes on the site plan.
Wetlands, Buffers, Stormwater, Compliance and Permitting Unit (WeBSCaPe)
1650 Mad Service Center, Raleigh, North Carolina 27699 -1650 One
Phone: [phone]TAX. 919 - 807 -6494 NorthCarolina
Internet Opportunity alive coon s a��lUN� //I
An Equal Opportunity 1 Affirmative Action Employer � �/ ` ` " ✓U

Grays Creek Subdivision
DWQ# 08- 0472v3
Request for Additional Information
Page 2 of 3
5. Please provide a Required Items Checklist with ALL required items for each of the two
proposed dry detention basins. Failure to provide this information in the next submittal
(including the soils report documenting the level of the seasonal high water table) will
result in a return of application.
6. Please provide a level spreader - engineered filter strip at the outlets of each of the dry
detention basins to provide additional treatment. The level spreader - engineered filter
strip shall comply with Chapter 8 of the BMP Manual. Please provide a supplement
form for each level spreader - engineered filter strip with the required items checklist and
all required items.
7. Please address the following design issues with the dry detention basins:
a. The basin side slopes within are listed as 3:1 in the supplement form but are 2:1
on the plan sheets. Please provide 3:1 side slopes within the dry detention
basins per the BMP Manual.
b. Please provide an orifice size that will detain the stormwater for a period of two
to five days.
c. Please provide an additional 25% storage volume for sediment deposition.
Pursuant to Title 15A NCAC 02H .0502(c) and Title 1SA NCAC 02B .0233 (8) , the applicant shall
furnish all of the above requested information for the proper consideration of the application.
If all of the requested information is not received in writing within 30 calendar days of receipt
of this letter, the Division will be unable to approve the application and it will be returned. The
return of this project will necessitate reapplication to the Division for approval, including a
complete application package and the appropriate fee.
Please respond in writing within 30 calendar days of receipt of this letter by sending four copies
of all of the above requested information to the Wetlands, Buffers, Stormwater — Compliance
and Permitting (Webscape) Unit, 1650 Mail Service Center, Raleigh, NC 27699 -1650.
Please be aware that you have no authorization under the Water Quality Certification Rules for
this activity and any work done within waters of the state may be a violation of North Carolina
General Statutes and Administrative Code.
Please contact Cherri Smith at 919 - 791 -4251 or cherri.smith @ncdenr.eov if you have any
questions or concerns. For questions related to stormwater, please contact Annette Lucas at
919 - 807 -6381 or annette.lucas @ncdenr.gov.

Grays Creek Subdivision
DWQ# 08- 0472v3
Request for Additional Information
Page 3 of 3
IS' rely,
XSWater Danny Supervisor
Surfac Protection — Raleigh
Regional Office
cc: U.S. Army Corps of Engineers; Raleigh Regulatory Field Office; 3331 Heritage Trade
Drive, St. 105; Wake Forest, NC 27597
DWQ RRO 401 files
Nichole J. Thomson; Soil & Environmental Consultants, PA; 11010 Raven Ridge Road;
Raleigh, NC 27614

Annette Lacas, PE
NCDENR-DWQ
V-94 A-W
Raleigh, NC 27604
p,\7-013000\2013_010 -grays creek subdivision,cng\rcpons\subiiiitials 5-20-131--­- creek snip letter 5-21-13.doc
mmummusem�
4601 Lakr Boom Trail Suire 3C Raleigh, North Carolina 27607 Phone [phone] tO Fay 919 9,q 1 015:1 Y, w iv..rOg r i, mp. f" .

Annette, Lucas
June 6, 2013
Page 2 of 2
If you have any questions please do not hesitate to call.
Sincerely,
Alpha & Omega Group

Wwal(dwck one):
doesnot incor�orate a vegetated filter at the outlet,
7j
Form SW40 ]-Dry Detention O&M-Rev.3 Page I of 4

5 days after a storm event.
■ r i e
WMI
�ml u III 1� _ • - ' �I �� i I '�M ^ �,6 i ,
Ij -110,111,
■ ■ ■ 2111MI
Form SW401 -Dry Detention O&M-Rev.3 Paget of
No =I".
(see diagram below).
dispose of it Mi a location where it
will not cause impacts to streams or
the g _ •.
Fxosion has occurred o
i 111 ■ a
riprap displaced.
r. . ■ ■ .6.:.
ie main treatment area
Mom
of the al design deplh
(see diagram below)
5 days after a storm event.
■ r i e
WMI
�ml u III 1� _ • - ' �I �� i I '�M ^ �,6 i ,
Ij -110,111,
■ ■ ■ 2111MI
Form SW401 -Dry Detention O&M-Rev.3 Paget of

The ineasuring device used to determine the sediment elevation shall be such that it will
give an accurate depth reading and not readily penetrate into accumulated sediments.
When the basin depth reads NJA feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
V Temporary Pool Elevation 2L9
Sediment Removal E T porn
� T �25% `�--~
Bottom NZA----~----~---------------~--
Sediment Bottom Elevation 2
Storage
FOREHAY MAIN POND

Permit se
m t P f' d..
Pi -oJect naine:GjM 's Creek
BAIP dr•aina e area nuruber : ;# i
i •
V. t Land AcquifiLtiLon
Nate: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and aresident of the subdivision has been named the president.
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m
P... m �`
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Permit Number:
(to be provided by D [YQ9)
Drainage Area Number:
Dry Extended Detention Basin
Operation and Maintenance Agreement
1 114, ii 1 1,
NOW IMM'Ift W
-111,
. F pro 4mately six inches.
Wnce
a year, a darn safety expert will inspect the embankment.
be re■ahed immediately.
Form 5NV401-Dry Detention O&M-Rev.3 Page I of 4

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s cracked or � replace -the pipe.
damaged (if
ME
the plants rather than
more than
ITIfater is f W i
■. Bw ■ tt:
:! f : ■. t
Erosion
! a +
sivale (if applicable).
The forebay
Search for the source of the
of the original design depth
(see diagram below).
- i-
Erosion has occurred
I
SuFM MR.
riprap is displaced.
ME
the plants rather than
more than
ITIfater is f W i
■. Bw ■ tt:
:! f : ■. t

. 4 111 01t
When the basin depth reads N A feet in the forebay, the sediment shall be removed.
Storage
FORERAY MAIN POND
-Rev.3 Pogo 3M

t-
Pi -oject n aatmc:Gra)'s +Creek
BAP drainage cater number: 2
Director t Ar4gisition
MwAff i
Note: The legally responsible party should not be a homeowners association unless niorc than 50% of
the lots lanve been sold and as resident of the subdivision has been named the president.
"I
My commission expires

SUBDIVISION, ROAD CROSSING,
AND STORMWATER DESIGN
PROVIDED BY DEVELOPMENT
CONSULTING SERVICE, INC.
GRAPHIC SCALE
1" = 200'
200' 0 200' 400'
ALPHA & OMEGA GROUP
C, I V I I, & S "I R U C T U R n L F. N G I N F. E R S
a BooneTrail Suite 3C Raleigh, NC 27607
Phone [phone] Fax [phone]
wwtv.aogroup.com ..
LEGEND
JURISDICTIONAL STREAM CHANNELS THAT ARE ALSO
SUBJECT TO THE FUQUAY - VARINA RIPARIAN BUFFER RULES
PIN "IIA JURISDICTIONAL
WETLANDS
WETLAND IMPACTS
NOTES:
1.) THE DESIGNATION AND LIMITS OF THESE FEATURES MUST BE
VERIFIED BY THE US ARMY CORPS OF ENGINEERS.
2.) CROSSING AND STORMWATER DESIGN PROVIDED BY DEVELOPMENT
CONSULTING SERVICES, PA
STORMWATER PLAN &WETLAND IMPACT MAP
GRAYS CREEK SUBDIVISION
FUQUAY- VARINA WAKE COUNTY, NC
DATE: 06 -05 -13 REVISED
SCALE: I" = 200'
DRAWN BY: JDH
CHK'D BY: DHW
PROJECT #: 60022
FIGURE # : 3

X I
GRAPHIC SCALE
1 " =50'
60, 0 60, 100,
ALPHA &- OMEGA GROUP
C, I V 1 1, & S T R U C F U R A 1, FNGJNEERS
460ILa BooneTrail Suite 3C Raleigh, NC 27607
Phone [phone] Fax [phone]
wwtv.aogroup.com Firm License No. C-1684
STORMWATER PLAN & WETLAND IMPACT MAP
GRAYS CREEK SUBDIVISION
FUQUAY-VARINA WAKE COUNTY, NC
DATE: 06-05-13 REVISED
SCALE: V = 50'
DRAWN BY: JDH
CHK'D BY: DHW
PROJECT #: 60022
FIGURE #: 313
.............
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RIM=246.89
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1,11,
IN—M.65-03
FL. OUT=239. 5
ati
GRAPHIC SCALE
1 " =50'
60, 0 60, 100,
ALPHA &- OMEGA GROUP
C, I V 1 1, & S T R U C F U R A 1, FNGJNEERS
460ILa BooneTrail Suite 3C Raleigh, NC 27607
Phone [phone] Fax [phone]
wwtv.aogroup.com Firm License No. C-1684
STORMWATER PLAN & WETLAND IMPACT MAP
GRAYS CREEK SUBDIVISION
FUQUAY-VARINA WAKE COUNTY, NC
DATE: 06-05-13 REVISED
SCALE: V = 50'
DRAWN BY: JDH
CHK'D BY: DHW
PROJECT #: 60022
FIGURE #: 313

GRAPHIC SCALE
1 " =50'
60, 0 60, 100,
ALPHA &- OMEGA GROUP
C, I V 1 1, & S T R U C F U R A 1, FNGJNEERS
460ILa BooneTrail Suite 3C Raleigh, NC 27607
Phone [phone] Fax [phone]
wwtv.aogroup.com Firm License No. C-1684
STORMWATER PLAN & WETLAND IMPACT MAP
GRAYS CREEK SUBDIVISION
FUQUAY-VARINA WAKE COUNTY, NC
DATE: 06-05-13 REVISED
SCALE: I" = 50'
DRAWN BY: JDH
CHK'D BY: DHW
PROJECT 60022
FIGURE 3C

0- ' 3' C DIP M A14N
INCE R'O\B E R T
-48-56 1 N: 06 6 8
0 '8 D I P PIN: 0656 9 6 81,
LENZIE & KIMBERLY Pj
--i W 2 0 8, 3�
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44 - \ USE: \VACANT, ' <-)' �—>
cb LC)
SINGLE FAMILY _,;� :��
Cn
GRAPHIC SCALE
1 " =50'
60, 0 60, 100,
ALPHA &- OMEGA GROUP
C, I V 1 1, & S T R U C F U R A 1, FNGJNEERS
460ILa BooneTrail Suite 3C Raleigh, NC 27607
Phone [phone] Fax [phone]
wwtv.aogroup.com Firm License No. C-1684
STORMWATER PLAN & WETLAND IMPACT MAP
GRAYS CREEK SUBDIVISION
FUQUAY-VARINA WAKE COUNTY, NC
DATE: 06-05-13 REVISED
SCALE: V = 50'
DRAWN BY: JDH
CHK'D BY: DHW
PROJECT #: 60022
FIGURE #: 3D

10769 7 L.�. / /,, Q "
Z
XS `` Ay
1'wx�, "Lx2
D 0=
i3'd
4'x4
RISER STRUCTURE
EL 239 EMERGENCY SPILLWAY
EL. 238 � EL. 238
CONSTRUCTION SEQUENCE
RETENTION POND
1. Insure the site is stabilized and confirm with the enviromental
Engineer, DENR 791 -4200.
2. Remove all erosion control devices from the basins.
3. Check basins and orifices for any debris and clean as needed.
4. Install retention ponds as shown on the approved plans. Clear
only as necessary to install these devices.
5. Seed any disturbed areas inside and outside of the pond.
24ARCP
INSTALL 2'x 8'x8' CONCRETE BASE
CROSS SECTION OF DAM
NTS
T11 A 0"11 1 r% A 0 %1
24" RCP
Alf / \r%I r1 JON, r
4'x4' RISER STRUCTURE
NTS
GRAPHIC SCALE
V. = 50'
50' 0 50' 100'
OUT =229.
tt' 6,754
Nttt FL. U =236.75 _ v � v
Ott
O t�
�t
t
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c� .
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g �FL. I =2 43,(CB3 )
STONE APRO
6'Wxl 2'Lxl S" K
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PRCJPOEED �5`COVR H LE #4
4.5x4:5' BA Ste' W/ 2' DEP Tb
(SEE DETAIL
I" - 30 )
ALPHA & OMEGA GROUP
C I V I L & S I R U C T U R A L L N G I N E E R S
4601LakeBooneTrail Suite 3C Raleigh, NC 27607
Phone [phone] Fax [phone]
www.aogroup.com Firm License No. C -1684
PIPE 0 BUIEfi
c' InnT T(IFAI
LINER: CLASS B RIPRAP (D50 =8)
WITH TYPE 2 FILTER FABRIC
SCOUR HOLE CONSTRUCTION SEQUENCE
1. SITE MUST BE STABLIZED BEFORE INSTALLATION OF SCOUR
HOLE SHALL TAKE PLACE. CONFIRM WITH WAKE COUNTY
ENVIRONMENTAL ENGINEER.
2. ENSURE THAT PSRM APRON IS FLUSH WITH NATURAL GROUND.
J. RIPRAP SHOULD BE A WELL- GRADED MIXTURE OF STONE.
SMALLER SIZE RIPRAP SHOULD FILL VOIDS BETWEEN LARGER
STONES.
4. IMMEDIATELY STABILIZE DISTURBED AREAS AFTER
CONSTRUCTION WITH VEGETATION.
5. CLEAR AREA OF CONSTRUCTION DEBRIS.
NOTE: IF SCOUR IS INSTALLED IN A FILL SLOPE, SOIL SHALL BE
COMPACTED TO 959 OF STANDARD PROCTOR TEST LEVELS PRIOR
TO INSTALLATION AND SEEDING.
f
OUTLET PIPE
2
? 2y. N
=1 °
— Cn
0
PREFORMED SCOUR HOLE
NTS
STANDARD WIDTH OF PSRM ROLL
• PSRM - INSTALL LEVEL AND
FLUSH WITH NATURAL
GROUND
• PSRM SHALL BE SEEDED
WITH VEGETATION AT
INSTALLATION.
STORMWATER PLAN & WETLAND IMPACT MAP
GRAYS CREEK SUBDIVISION
FUQUAY- VARINA WAKE COUNTY, NC
DATE: 06 -05 -13 REVISED
SCALE: I" = 50'
DRAWN BY: JDH
CHK'D BY: DHW
PROJECT #: 60022
FIGURE #: 3F
B32
IM =23
.66
F
If =233. 7 (CB
2A)
FL.
IN= 233.07 (C
33)
f
fti
FL. UT =23
.97
57.34 L.F. @
0.50
{
:.'...
,e-
.
{
1 RCP
F .OUT=
32.00
c
.....................................................................................................................
9. . 9........... ..............................'
............. ...............................
..
R
OUTLET PIPE
2
? 2y. N
=1 °
— Cn
0
PREFORMED SCOUR HOLE
NTS
STANDARD WIDTH OF PSRM ROLL
• PSRM - INSTALL LEVEL AND
FLUSH WITH NATURAL
GROUND
• PSRM SHALL BE SEEDED
WITH VEGETATION AT
INSTALLATION.
STORMWATER PLAN & WETLAND IMPACT MAP
GRAYS CREEK SUBDIVISION
FUQUAY- VARINA WAKE COUNTY, NC
DATE: 06 -05 -13 REVISED
SCALE: I" = 50'
DRAWN BY: JDH
CHK'D BY: DHW
PROJECT #: 60022
FIGURE #: 3F

335 S.
FL. I N
6,137 S. IF
C 2 FI/IN =1
V 1
)
4'x4
RISER STRUCTURE
\. EL. 19625
EL. 198
18 "RCP
rr T
1 ;
d '•y
r^
EMERGENCY SPILLWAY
TRARH RACK
4'x4' RISER STRUCTURE
GRAPHIC SCALE
V. = 50'
50' 0 50' 100'
1J2" Rr`_P
A" C)P1F=1 _F=
I" - 30 )
ALPHA & OMEGA GROUP
C I V I L & S I R U C T U R A L L N G I N E L R S
4601LakeBooneTrail Suite 3C Raleigh, NC 27607
Phone [phone] Fax [phone]
www.aogroup.com Firm License No. C -1684
OUTLET PIPE
LINER: CLASS B RIPRAP (D50=8")
WITH TYPE 2 FILTER FABRIC
SCOUR HOLE CONSTRUCTION SEQUENCE
1. SITE MUST BE STABLIZED BEFORE INSTALLATION OF SCOUR
HOLE SHALL TAKE PLACE. CONFIRM WITH WAKE COUNTY
ENVIRONMENTAL ENGINEER.
2. ENSURE THAT PSRM APRON IS FLUSH WITH NATURAL GROUND.
J. RIPRAP SHOULD BE A WELL- GRADED MIXTURE OF STONE.
SMALLER SIZE RIPRAP SHOULD FILL VOIDS BETWEEN LARGER
STONES.
4. IMMEDIATELY STABILIZE DISTURBED AREAS AFTER
CONSTRUCTION WITH VEGETATION.
5. CLEAR AREA OF CONSTRUCTION DEBRIS.
NOTE: IF SCOUR IS INSTALLED IN A FILL SLOPE, SOIL SHALL BE
COMPACTED TO 959 OF STANDARD PROCTOR TEST LEVELS PRIOR
TO INSTALLATION AND SEEDING.
2
N
O
O
0
PREFORMED SCOUR HOLE
NTS
STANDARD WIDTH OF PSRM ROLL
• PSRM - INSTALL LEVEL AND
FLUSH WITH NATURAL
GROUND
• PSRM SHALL BE SEEDED
WITH VEGETATION AT
INSTALLATION.
STORMWATER PLAN & WETLAND IMPACT MAP
GRAYS CREEK SUBDIVISION
FUQUAY- VARINA WAKE COUNTY, NC
DATE: 06 -05 -13 REVISED
SCALE: 1" = 50'
DRAWN BY: JDH
CHK'D BY: DHW
PROJECT #: 60022
FIGURE # : 3G

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C C V I T, S T R 11 r T -1' It A L [ m t. 1 N G T it -s
4601 Lake Boone Trail, Ste. 3C - Raleigh, NC 27607
Phone [phone] Fax [phone]
Firm LicendeNa. C -1684 " fvIN.aOgrOup..C.O'in

Contact person
Phone number
Rate
Drainage area number
Peak Flow Calculations
1 -yr, 24 -hr rainfall depth
Rational C, pre- development
Rational C, post - development
Rainfall intensity: l -yr, 24 -hr storm
Pre - development 1 -yr, 24 -hr peak flow
Post - development 1-yr, 24 -hr peak Row
PrelPost 1 -yr, 24 -hr peak control
Storage Volume: felon -SA Waters
Minimum required volume
Provided volume
Sediment storage volume provided
Storage Volume: SA Waters
1.5 runoff volume'
Pre- development 1 -yr, 24 -hr runoff volume
Post - development 1 -yr, 24 -hr runoff volume
Minimum required volume`
Provided volume
Sediment storage volume provided
Basin Design Parameters
arawdown time
SI-IWT elevation
Basin bottom elevation
Storage elevation
Basin side slopes
'fop elevation
Freeboard provided
Basin Bottom Dimensions
Basin length
Basin width
Length to width ratio
25,355.00 fe
in
0.25
(unitless)
0.55
(unitless)
7,25 -10yr
in/hr
38.43
felsec
0.57
felsec
-37.86
ft3lsec
25,355.00 fe
37,580.00 fly
OK
12,231.00 fP
Rlfi
fl3
ff3
f13
ft
ft3
W
2.00 days
232.80
Q(
fmsl
235.00 fmsl
238.00
OK
fmsl
3.0 :1
OK
239.00 fmsl
OK
1.00 ft
RK'_
r rI'
E
Form SW401 -Dryr Extended Detention Basin -Rev.3 Parts 1. & 11, design Summary, rage 1 ;of 2

Additional Information
Total runoff volume captured by basin
Forbay provided
Is basin in a recorded drainage easement?
Does basin capture all runoff at ultimate build- out?
Is a sediment depth indicator included?
Does the basin include a drain?
6.98
ac -in
N
(Y or N ) :
Y
(Y or N ) :
Y
(Y or N)
Y
(Y or N ) '
Y
(Y or N)
Forebay is not ruquirad
1
Permit No.
(to be provided by DVVQ)
Form SW40 -Dry Extended Detention Basin -Rev:3 Parts I, & If. Design Summary, Page 2 of 2;

Permit No.
fto be provided by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An Incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below, If a
requirement has not been met, attach justification.
Form SW401 -Dry Extended Detention Basin -Rev. 3 Part 111. Required Items Checklist, Page I of 1
Page/ Plan
Initials
Sheet No.
:34 - -3P—
1. Plans (1 59 or larger) of the entire site showing:
- Design at ultimate buitd-out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the bioretention cell showing:
- Basin dimensions
- Pretreatment system,
- Maintenance access,
- Outlet structure,
- Overflow device,
- Flow distribution detail for basin inflow, and
- Vegetation specifications.
PWI
:3 F
3. Section view of the basin 0' = 2G' or larger) showing:
Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
Inlet and outlet structures.
pw/
l IV14 - -
6. A construction sequence that shows how the dry detention basin will be protected from sediment until the
entire drainage area is stabilized.
W
7. The supporting calculations.
I? VV
8. A copy of the signed and notarized operation and maintenance (O&M) agreement.
9. A copy of the deed restrictions (if required).
10, A soils report that Is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401 -Dry Extended Detention Basin -Rev. 3 Part 111. Required Items Checklist, Page I of 1

IM
Hydrafiow Hydrographs Extension for AutoCADO Civil 3D@ 2013 by Autodesk, Inc. v1 0 Thursday, 0616 / 2013
Hyd. No. 2
SCS
Hydrograph type
SC S Runoff
Peak discharge
= 2.967 cfs
Storm frequency
1 yrs
Time to peak
= 11.97 hrs
Time interval
2 min
Hyd. volume
= 8,235 cult
Drainage area
= 21.200 ac
Curve number
= 82*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total pr cip
l 1 0 0 .. i in -l';
Distribution
= Type 11
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) ® [(8.8{)O x 913) + (12,400 x 70)] 1 21,200
SCS
Hyd. No. 2 -- I Year
NM
IM
FTM
M
MW
0 2 4 6 8 10 12 14 16 18 20 22 24 26
- Hyd No. 2 Time (hrs)

Hydraflow Hydrographs Extension for AutoCAD@ Civil 3E)@ 2013 by Autodesk, Inc. vi 0
Hyd. No. 2 Hyd. No. 3
SCS Pond 1
Hydrograph type
SCS Runoff
Hydrograph type
Reservoir
Peak discharge
2,•67 cfs
Peak discharge
0.16 cfs
Time to peak
11.97 hrs
Time to peak
15.50 h rs
Hyd. Volume
8,235 cuft
Hyd. Volume
8, 188 Cuft
M
Mi
Un
'CON
me:
IM
6 11
17 23 28
34 40 45 51
57
Time (hrs)

Hydratlow Hydrographs Extension for AutoCAD@ Civil 3DQD 2093 by Autodesk, Inc. v10
Hyd. No. 3 Hyd. No. 3
Pond 1 Pond 1
Hydrograph type = Reservoir
Hydrograph type = Reservoir
Peak discharge = 0.161 cfs
Peak discharge = 0.16 cfs
Time to peak = 15.51 hrs
Time to pear = 15.501 hrs
Hyd. Volume = 8,188 craft
Hyd. Volume = 8,188 cuft

I is >t "I J1
Hydraflow Hydrographs Extension forAutoCADO Civil 3DO 2013 byAutodesk, Inc, v1O
Thursday, 06 612013
Hyd. No. 6
Drainage Area
Hydrograph type
= Rational
Peak discharge
= 84.52 cfs
Storm frequency
Q-Yrs
Time to peak
= 0.08 hrs
Time interval
I min
Hyd. volume
Drainage area
21.200 ac
Runoff co ff.>
= 0.55*
Intensity
= 7.249 in/hr
Tc by User
= 5.00 min
I DF Curve
SampleFHA.idf
Asc/Rec limb fact
= Ill
Q (Cfs)
MW-110
Q (Cfs)
ZIU.ULI
�u.uu
MOO
zk
80.00
70.00
MOO
60.00
60.00
50.00
60M
40.00
40.00
30.00
MOO
20.00
or
20.00
MOO
1x.00
000 -
noo
0.0 0.0
— Hyd No. 6
0.0 0.1 0.1 0.1 0.1 0.1 0.1 01
0.2
Time (hrs)

W
Hydraflow Hydrographs Extension for AutoCADO Civil 3D@ 2013 by Autodesk, Inc. v10
Thursday, 06 0 6 12013
Hyd. No. 7
Pond I
Hydrograph type
Reservoir
Peak discharge
Storm frequency
Time to peak
= 0.17hrs
Time interval
= 1 min
Hyd. volume
= 25,131 cult
Inflow hyd. Pilo'.
6 - Drainage Area
Max. Elevation
= 237.15 ft
Reservoir name
POND-1
Max. Storage
Storage Indication method used.
Up'=
80.00
MOO
60.00
KOO
40.00
30.00
20.00
MOO
0.00
Pond 1
Hyd. No. 7 -® 10 Year
Q (cfs)

Stage (ft)
Elevation (ft)
Contour area (sqft)
incr. Storage (cuft) Total storage (cuff)
0,00
235.00
9,339
0
0
1.00
236.00
11,350
10,345
10,345
2-00
237.00
13,741
12,546
22,890
100
238.00
15,651
14,696`
7XSS6
4.00
239.00
17,887
16,769
3.33
Culvert !Orifice Structures
invert El. (ft)
Weir Structures
235.00
0.00
[A] JB]
[C] [PrfRsr]
= 1
[A] [B] [C] [D]
Rise (in)
= 24.00
4.00
0.00
0.00
Crest Len (ft)
= 16.00
20.00
0:00
0.00
Span (in)
= 24.00
4,00
0.00
0.00
Crest El. (ft)
= 238,00
239.00
0;00
0.00
No. Barrels
= 1
1
0
0
WeIrCoeff.
= 3.33
2-60
3.33
3.33
invert El. (ft)
= 235.00
235.00
0.00
0,00
Weir Type
= 1
Broad
2,00
22,890
Length (ft)
= 60.00
0.00
0.00
0,00
Multi-Stage
= Yes
No
No
No
Slope (%)
= 1.00
0.00
0.00
n/a
0.13 is
25.61 s
0.00
25.74
N-value
= .013
.013
'013
n1a
Orifice CGeff.
= 0.60
0.60
0.60
0.60
EAL(Inibir)
= 0,000 (by Contour)
Multi-Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Note: CulverV01fice 0WIDWS are analyzed under inlet (ic) and ouVist (ac) control, Weir risers driecked for entire conditions (ic) and submergence (a),
Stage I
Storage /
Discharge Table
Stage
Storage
Elevation Civ A
Civ B CIV C
PrfRsr Wr A
WrB
Wr C Wr D Exi'll User Total
ft
cult
ft cfs
cis cfs
cfs efs
cfs
cfs efs cis cfs cfs
0.00
0
235.00 0,00
0.00
0.00
0.00
0.000
1,00
10,345
236.00 0.38 is
0.37 is
0.00
0.00
0,366
2,00
22,890
237-00 0.56 to
0,55 to
0:00
0.00
0,549
3.00
37,5B6
238.00 0,69 is
0.69 1c
0.00
0.00
0.687
4.00
54,355
239.00 25.75 is
0.13 is
25.61 s
0.00
25.74

Hydraflow Hydrographs Extension for AutoCADO Civil 3D02013 by Autodesk, Inc. v1
Hy d. No. 7
Pond 1
Hydrograph type
Reservoir
Peak discharge
Storm fr quenc
T 1.00 yrs'.--,
Time to peak
Time interval
I min
Hyd, volume
Inflow hyd. No.
= 6 - Drainage Area
Max. Elevation
Reservoir name
= POND-1
Max. Storage
0. Mir
Thursday, 06 16 / 2013
lot

10% g§w Creek ^ u 4}v\wio n
u q u d Va n n . NC
March 20, 2013
: . .
\� \
\ } }� \��
ALPHA & OMEGA \GROUP
CIVIL «: 4 #E dTI11, F «l#fr «<
4601 Lake Boone Trail, AS 3C Raleigh, ww 27607
pbone 919 ¥g 0310 Fax [phone]
r License ,« -« tvww.aogroup,cvrn

Contact person
Phone number
Date
Drainage area number
III, DESIGN INFORMATION
Site Characteristics
Drainage area
294,030,00
Impervious area
167,706,00 le
% Impervious
0.57
Design rainfall depth
1,00 in
Peak Flow Calculations
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Hainfall intensity: 1 -yr, 24-hr storm
Pre-development 1 -yr, 24-hr peak flow
Post-development I -yr, 24-hr peak flow
Pre/Post 1 -yr, 24-hr peak control
Storage Volume: Non-SA Waters
Minimum required volume
Provided volume
Sediment storage volume provided
Storage Volume: SA Waters
1,5' runoff volume
Pre-development 1 -yr, 24-hr runoff volume
Post-development 1 -yr, 24-hr runoff volume
Minimum required volume
Provided volume
Sediment storage volume provided
Basin Design Parameters
Drawdown time
SHWT elevation
Basin bottom elevation
Storage elevation
Basin side slopes
Top elevation
Freeboard provided
Basin Bottom Dimensions
Basin length
Basin width
Length to width ratio
9,834.00 fits'
19,140.E fi3 OK
12,442.00 _fis OK
I
fta
fta
M
fmsl Raise basin bottorn, Must be at least 2-5t abme SHWT
fmsl
:1 OK
h5l OK
ft OK
125.00 it
45.00 it
2.710 :1 OK
Form SW401-Dry Extended Detention Basin-Ray.3 Parts 1. 8 11. Design Summary, Page I of '2

Additional Information
Total runoff volume captured by basin
Forebay provided
Is basin in a recorded drainage easomeni?
Does basin capture all runoff at ultimate build-out?
Is a sediment depth indicator included?
Does the basin include a drain?
2.10
ac-in
N
(Y or N)
Y
(Y or N)
Y
(Y or N)
Y
_(Y or N)
Y
—(YorN)
Forebay is not required
I
Permit No.
(to be provided by DWO)
Form SW401 -Dry Extended Detention Basin-Ray.3 Parts 1. & 11. Design Summary, Page 2 of 2

Permit No.
(to be provided by DWQ)
11131:701111134
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Form SW401-Dry Extended Detention Basin-Rev.3 Part Ill. Required Items Checklist, Page I of 1
Page/ Plan
Initials
Sheet No.
174I.L,
3A-� 3 F
1; Plans (1 50' or larger) of the entire site showing:
Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
Pretreatment system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
3 Cr
2. Plan details (1 ' = 30' or larger) for the bioretention cell showing:
Basin dimensions
Pretreatment system,
Maintenance access,
Outlet structure,
Overflow device,
Flow distribution detail for basin inflow, and
Vegetation specifications,
D K/
Cr
3, Section view of the basin 0" =20'or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures,
A/ZA
6, A construction sequence that shows how the dry detention basin will be protected from sediment until the
entire drainage area is stabilized.
P K/
7. The supporting calculations,
B. A copy of the signed and notarized operation and maintenance (O&M) agreement.
9, A copy of the deed restrictions (if required).
10, A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information,
Form SW401-Dry Extended Detention Basin-Rev.3 Part Ill. Required Items Checklist, Page I of 1

Hydraflow Hydrographs Extension for AutoCADO Civil 3D@ 2013 by Autodesk, Inc. 00
Thursday, 0615 J 2013
Hyd. No. 2
SS
Hydrograph type
= SS Runoff
Peak discharge
= 1.497 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyde volume
= 3,488 cuft
Drainage area
= 6.750 ac
Curve number
= 4*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Te method
= User.
Time of conc. (Tc)
= 5.00 min
Total precip.
0-
Distribution
=Type 11
Storm duration
= 4 hrs
Shape factor
= 484
* Composite (Area/CN) = [(3.850 x 95) + (2.900 x 70)] /'6,750
0
IM
MR
M
EM
120 240 360 4
1440 1560
Time (min)

Hydr2flow Hydrographs Extension for AutoCADO Civil 3D@ 2013 by Autodesk, Inc. 00
Hyd. No. 2 Hyd. No. 3
SS Pond 2
Aydrograph type
= SCS Runoff
Hydrograph type Reservoir
Peak discharge
= 1.497 cfs
Peak discharge 0.09 dfs
Time to peak
11.97 hrs,
Time to peak 13.70 hrs
Hyd. Volume
3,488 cuft
Hyd. Volume 3,460 cuft
Q (cfs)
IMM
lim
I
1 -yr frequency
8 12 16 23
24 28 32 36 40
D*M
one
IM

r i!
Hydraflow Hydr ®graphs Extension for AutoCAD@ Civil 3130 2013 by Autodesk, Inc. v10
Hyd. No. 3
Hyd. O. 3
Pond 2
Pond
Hydragraph type
= Reservoir
Hydrograph type
= Reservoir
Peak discharge
= 0.094 cfs
Peak discharge
= 0.09 cfs
Time to peak
- 13.70 hrs
Time to peak
='13.70 hrs
H d. Volume
= 3,460 cult
Hyd >. Volume
= 3,400 cult

Hydraflow Hydrographs Extension for AutoCADO Civil 3D@ 2013 by Autodesk, Inc- 00
Thursday, 0616 1201'3
Hyd. No. 7
Drainage Area
Hydrograph type
= Rational
Peak discharge
= 32.78 efs
Storm frequency
Time to peak
= 0.08 hrs
Time interval
= 1 min
Hyd. volume
4"cd.
.9 83 At
Drainage area
6.750 ac
Runoff coeff.
= d.67*
Intensity
7.249 in/hr
Tc by User
= 5.00 min
OF Curve
SampleFHA.idf
Asc/Rec limb fact
1/1
* Composite {Area /C)' = [(3.850 x 0.98) + (2,900 x 0-25)] 1 6.750
IW-- -
EM
M
ii
i 1i
no
M
1 11
ii
MW
0.00 " I I I I I I I I 1 "0 0.00
0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 01 0.2 0.2
- d No. 7 Time (hrs)
Hy

Hydraflow Hydrographs Extension for AutoCAO(@ Civil 3D@ 2013 by Autodesk, Inc. vio
Thursday, 06 / 6 12013
Hyd. No. 8
Pond 2
Hydrograph type
= Reservoir
Peak discharge
-0:A8 3.: cfs,'
Storm frequency
10- P-
Time to peak
0.17 hrs
Time interval
1 min
Hyd. volume
= 9,807 cuff
Inflow hyd. No.
= 7 - Drainage Area
Max. Elevation
= 195.62 ft
Reservoir name
POND-1
Max. Storage
9-106 '
;a -cuft
02W.-

Stage I Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft"
0.00 194.00
5,376
0
0
1.00 195,00
6,031
5,704
5,704
2.00 1196.00
6,712
6,372
12,075
3.00 197.00
7,418
7,065
E 0,14
4.00 198.00
8,150
7,784
26,924
Culvert I Orifice Structures
Weir Structures
[A]
[B] [C] [PrfRsr]
[A] [13]
[C]
[D]
Rise (in) = 18-00
4,00 0.00 0,00
Crest Lon (ft)
= 16,00 20.00
0.00
0.00
Span (in) = 18.00
4.00 0.00 0.00
Crest El. (ft)
= 196.25 107.00
0.00
0,00
No. Barrels = 1
1 0 0
WeIrCoeff .
= 3.33 2.60
3.33
3.33
Invert El. (ft) = 194.00
194.00 O:00 0.00
Weir Type
= I Broad
Length (ft) = 60.00
0,00 0.00 0.00
Multi-Stage
= Yes No
No
No
Slope (%) = 1.00
0.00 13.00 n/a
N-Value = .013
.013 .013 n/a
Orifice Coeff. = 0.60
0.60 0.60 0.60
ExfiI.(in1hr)
= 0.000 = -(by Contotir)
Multi-Stage = n/a
Yes No No
TW Elev. (ft)
= 0.00
Nole; Culvervorifice outflows are analyzed under Inlet Jac) and cutlet (oc) control. Weir risers checked for crifice conditims (iclnnd smbrnergence (a).
Stage I Storage I Discharge Table
Stage Storage Elevation Civ A C B Civ C
PrfRsr Wr A
Wr 8 WrC
Wr D
Exfil User
Total
ft tuft ft
cis cfs cfs
cis efs
cis cfs
cfs
efs efs
cis
0.00 D 194.00
0.00 0.00
0.00
0,00
-
0.000
1.00 5,704 195.00
0.36 is 0.36 ic
0.00
0.00
-
0.361
2.00 12,075 196.00
0.55 is 0.54 is
0 00
0.00 ---
---
-
0.545
3,00 19,140 197,00
12.66 is 0.08 is
12.57s
0.00
12.65
4.00 26,924 198.00
15.33 is 0.03 is
15.23
s 52.00 ---
67.26

bi
Hydraflow Hydrographs Extension for AutoCADO Civil HM 2013 by Autodesk, Inc. v10
Thursday, 06 16 l 2013
Hyd.
Pond 2
Hydrograph type
Reservoir
Peak discharge
—Al: . 67 'cW
* 5
Storm frequency
:yrs:3
Time to peak
= 0.17 hrs
Time interval
I min
Hy. volume
= 13,312 cult
Inflow hyd. No.
= 7 - Drainage Area
Max. Elevation
= 196,15 ft
Reservoir name
= POND-1
Max. Storage
= 13,139 cu ft
72. 1. F,

. ...... . ......
... ... .... ..
CA.............
............. .............
. .............
.................. . ... . ..... . ......... .............. I,
............................................................................ ,77
Number of Profile Description
Depth to SHWT as observed from soil morphology
1
27"
2
>4011
all wt:
15"
4
a.. wc
I
5"
6
3611
7
38"
FT1
...............................................................................
C3)
57>
CD
Qc
..........................................................................
..........
14
T
Number of Profile Description
Depth to SHWT as observed from soil morphology
1
27"
2
>4011
3
15"
4
13"
5
5"
6
3611
7
38"

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SUBDIVISION, ROAD CROSSING,
AND STORMWATER DESIGN
PROVIDED BY DEVELOPMENT
CONSULTING SERVICE, INC.
GRAPHIC SCALE
1" = 200'
200' 0 200' 400'
ALPHA & OMEGA GROUP
C, I V 1 1, & S T R U C F U R A 1, FNG1NEERS
460ILa- eBooneTrail Suite 3C Raleigh, NC 27607
Phone [phone] Fax [phone]
wwtv.aogroup.com Firm License No. C-1684
LEGEND
JURISDICTIONAL STREAM CHANNELS THAT ARE ALSO
SUBJECT TO THE FUQUAY-VARINA RIPARIAN BUFFER RULES
JURISDICTIONAL
WETLANDS
WETLAND IMPACTS
NOTES:
1.) THE DESIGNATION AND LIMITS OF THESE FEATURES MUST BE
VERIFIED BY THE US ARMY CORPS OF ENGINEERS.
2.) CROSSING AND STORMWATER DESIGN PROVIDED BY DEVELOPMENT
CONSULTING SERVICES, PA
STORMWATER PLAN & WETLAND IMPACT MAP
GRAYS CREEK SUBDIVISION
FUQUAY-VARINA WAKE COUNTY, NC
DATE: 06-05-13 REVISED
SCALE: 1 "=200'
DRAWN BY: JDH
CHK'D BY: DHW
PROJECT #: 60022
FIGURE #: DA MAP