SW8120114_COMPLIANCE_20120815

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW E&2k,Y
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
❑ HISTORICAL FILE
FA COMPLIANCE EVALUATION INSPECTION
DOC DATE
��IS
YYYYMMDD

Compliance Inspection Report
Permit: SW8120114 Effective: 07/23/12 Expiration: 07/23/20 Owner: Flowers Development Corporation Inc
Project: Flowers Developent Corporation
County: Carteret 310 Friendly Rd
Region: Wilmington
Contact Person: Richard C Flowers Title:
Directions to Project:
Off Bridges Street.
Type of Project: State Stormwater - HD - Detention Pond
Drain Areas: 1 - (Peltier Creek) (03-05-03 } ( SB:#)
On -Site Representatives):
Related Permits:
Inspection Date: 0811512012 Entry Time: 01:30 PM
Primary Inspector: Christine Nelson
Secondary Inspectors):
Reason for Inspection: Other
Permit Inspection Type: State Stormwater
Facility Status: ❑ Compliant ® Not Compliant
Question Areas:
IN State Stormwater
(See attachment summary)
Morehead City NC 28557
Phone: [phone]
Exit Time: 02:00 PM
Phone: [phone]
Inspection Type: Compliance Evaluation
Page: 1

Permit: SW8120114 owner - Project: Flowers Development Corporation Inc
Inspection Date: 08/15/2012 Inspection Type: Compliance Evaluation Reason for Visit: Other
Inspection Summary:
The following deficiencies were noted during the inspection:
The BMP has not been installed and the collection system has not been constructed as approved. The runoff from the
newly constructed impervious area appears to be directed to a perimeter Swale.
Per Section 11.1 of the permit: The stormwater management system shall be constructed in its entirety, vegetated and
operational prior to the construction of any built -upon area.
To bring this system into compliance, the BMP and collection system must be installed and constructed as approved and
the designer's certification must•be submitted.
Page: 2

10
Permit: SW8120114 Owner - Project: Flowers Development Corporation Inc
Inspection Date: 08/15/2012 Inspection Type: Compliance Evaluation Reason for Visit:
Other
File Review
Yes
No
NA
NE
Is the permit active?
®
❑
❑
❑
Signed copy of the Engineer's certification is in the file?
❑
■
❑
❑
Signed copy of the Operation & Maintenance Agreement is in the file?
®❑
❑
❑
Copy of the recorded deed restrictions is in the file?
❑
❑
©
❑
Comment: A copy of the engineer's certification has not been received.
Built Upon Area
Yes
No
NA
NE
Is the site BUA constructed as per the permit and approval plans?
®❑
❑
❑
Is the drainage area as per the permit and approved plans?
❑
®❑
❑
Is the BUA (as permitted) graded such that the runoff drains to the system?
❑
M
Q
❑
Comment: Only the proposed building and gravel in the front of the property have
been installed. The collection system has not been constructed as approved.
SW Measures
Yes
No
NA
NE
Are the SW measures constructed as per the approved plans?
❑
®❑
❑
Are the inlets located per the approved plans?
❑
®❑
❑
Are the outlet structures located per the approved plans?
❑
®
❑
❑
Comment: The BMP has not been installed and the collection system has not been
constructed as approved. The runoff from the newly constructed impervious area
appears to be directed to a perimeter swale.
Operation and Maintenance
Yes
No
NA
NE
Are the SW measures being maintained and operated as per the permit requirements?
❑
❑
®
❑
Are the SW BMP inspection and maintenance records complete and available for review or provided to DWQ ❑
❑
®
❑
upon request?
Comment: The BMP has not been installed.
Other Permit Conditions
Yes No
NA
NE
Is the site compliant with other conditions of the permit?
❑
®❑
❑
Comment: Per Section 11.1 of the permit: The stormwater management system shall
be constructed in its entirety, vegetated and operational prior to the construction of any
built -upon area.
Other WQ Issues Yes No NA NE
Is the site compliant with other water quality issues as noted during the inspection? ❑ ❑ ❑
Comment:
Page: 3

Compliance Inspection Report
Permit:
SW8120114 Effective:07123112
Project:
Flowers Development Corporation
Owner:
Flowers Development Corporation Inc
County:
Carteret
Region:
Wilmington
Contact Person: Richard C Flowers
Directions to Project:
Off Bridges Street.
Expiration: 07/23/20
Type of Project: State Stormwater - HD - Detention Pond
Drain Areas: 1 - (Peltier Creek) (03-05-03.) ( SB:#)
On -Site Representative(s):
Related Permits:
Title:
Adress: 310 Friendly Rd
City/State/Zip: Morehead City NC 28557
Inspection Date: 09/09/2015 Entry Time: 08:OQAM
Primary Inspector: Christine A Hall
Secondary Inspector(s):
Reason for Inspection: Follow-up
Permit Inspection Type: State Stormwater
Facility Status: ❑ Compliant ® Not Compliant
Question Areas:
® State Stormwater
(See attachment summary)
Phone: [phone]
Exit Time: 08:30AM
Phone: [phone]
Inspection Type: Compliance Evaluation
page:

Permit: SW8120114 Owner - Project: Flowers Development Corporation I nc
Inspection Date: 09/09/2015 inspection Type Compliance Evaluation Reason for Visit: Follow-up
Inspection Summary:
Please provide a copy of the completed designers certification.
File Review Yes No NA NE
Is the permit active? ® ❑ ❑ ❑
Signed copy of the Engineer's certification is in the Tile? ❑ ®❑ ❑
Signed copy of the Operation & Maintenance Agreement is in the file? ® ❑ ❑ ❑
Copy of the recorded deed restrictions is in the file? ❑ ❑ ® ❑
Comment: A copy of the designers certification could not be found in the file.
SW Measures Yes No NA NE
Are the SW measures constructed as per the approved plans? ❑ ❑ ❑
Are the inlets located per the approved plans? ❑ ❑ ❑
Are the outlet structures located per the approved plans? ® ❑ ❑ ❑
Comment: From aerial photos available online and photos provided by staff, the pond appears to be constructed. as
reouired by the permit
Other Permit Conditions Yes No NA NE
Is the site compliant with other conditions of the permit? ® ❑ ❑ ❑
Comment:
page: 2

Flowers Development Corporation
310 Friendly Road
Morehead City, Carteret County, North Carolina
STORMWATER PERMIT NARRATIVE
Introduction and Existing Conditions
THIS IS THE REVISED NARRATIVE AT THE RAISED SHWT/PERM.POOL
This narrative discusses the stormwater permit application for the Flowers Development Corporation
project. The site plan proposes construction of a 3.89 acre commercial site with 69% impervious
surface coverage or 1 ] 7,333 sq-ft. This includes 30,150 sqft of proposed mini storage facilities, 13,200
sqft existing ministorage buildings, 33,030 sqft of proposed parking and driveway, and 40,953 sqft of
existing parking and driveway,. The site is located at 310 Friendly Road, off Bridges Street, Morehead
City, in Carteret County, North Carolina. The northerly and easterly adjacent parcels are currently
wooded and vacant. The southerly adjacent parcel is ministorage site. The plan is for construction of a
slab on -grade, metal -storage buildings and office, finish floor elevations vary at approximately 18.5
feet. The 3.89 acre is zoned commercial. The owner and operator of the facility is Mr. Richard
Flowers, president of Flowers Development Corporation.
In general, the parcel drains over a minimal grade across site towards an existing ditch along Friendly
Road. As seen on the included location and topo map, the ditch and the site drains to an unclassified
existing ditch, then over one half mile to Peletier Creek, a tributary of the Bogue Sound, classified as a
SB water.
STORMWATER MANAGEMENT
As seen on the attached drawings, stormwater is being stored and treated by a forebay and wet detention
pond. All impervious surfaces (parking area and roof drains) will drain overland flow to forebay. Run-
off sediment will settle out in the forebay and run-off will flow across and through the weir across and
into the main pool- The required 1-year event will draw down over 63 hours, out falling to an existing
ditch along Friendly Road. Temporary storage peak elevation for the one year event is 18.01 feet.
RECEIVED
JUL 1 3 2012
BY:
�71.BA$�llBIItt(IQill1.6©191 tif �,
ass MCCOTTEs sLVD, HAVELOCK. NO 28532
2 5 2 - 4 4 4 - 5 7 65 ,25 2- 3 4 9 - 5 8 0 3

Flowers Development Corporation
310 Friendly Road
Morehead City, Carteret County, North Carolina
MAJOR DESIGN ELEMENTS
• 69%, Impervious, Coastal SA/DA = 5.43 Ave depth Reqd 4.5
• Ave.Depth Provided= 4.50 feet
• Total site area= 169,448 sqft
• Impervious surfaces=117,333 sq.ft
• Permanent Pool area reqd = 9201 sq.ft
• Permanent Pool area provided = 9206 sq.ft
• Required storage = 14259 cu.ft.
• Provided storage = 15247 cu.ft.
• Design storm draw down = 63 hours
• BMP within recorded easement
CONCLUSION
Supporting
Documentation
Spreadsheet
Plan set-Sht.SW-1 and spreadsheet
Spreadsheet
Plan set-Sht.SW-1 and spreadsheet
Spreadsheet
Spreadsheet
Wet Detention supplement and spreadsheet
Wet Detention supplement and spreadsheet
Routing
Plan set-Shts.SW-land 2
The proposed design is for 3.9 total acre site, including 117,333 sqft of proposed and existing building
and parking impervious surfaces. All run off will drain to the forebay and wet detention facility. The
forebay and pond are sized to contain the required event, draw down, freeboard, meeting or exceeding
all DENR size, depth and volume requirements.
6Z1111 dy'W' ", W-
Susan Sayger,PE
ciF ED
JUL 13 ZGQ
I.enalneerinoftmail.com
388 M 9 C 0 T T I R 8 1 V 0 HAVIL00N N9 28532
2 5 2 - 4 4 4 - 5 7 6 5 , 2 5 2 - 3 4 9 - 5 8 0 3

Date: 1/1/2012 and March 2012,June 2012,july 2012
ProjeCt Flowers
Facility wetoond
Impervo
%
Area -
POST
Drainage Area-sq
us Area
impery
bidgs-
Area-bldgs
Area -streets-
Pervious
Drainage area number
ft
Drainage Area-Ac
_sq ft'
ious
Sq ft
Area- streetsSgFt
Ac
Ac
Area -Ac
one
1
169448
Site Parameters 539016
3.VV 11 r333 u.OH 11 1333
369568
0 2.69 0.00 1.20 52115
I
Pervi
Impervo
%
Area-
ous
PRE
Drainage Area-sq
us Area
impery
bldgs-
Area-bldgs
Area -streets-
Pervious
Area -
Drainage area number
ft
Drainage Area-Ac
_sq ft'
ious
Sq ft
Area- streetsSgFt
Ac
I Ac
Area -Ac
Sq.Ft.
1RQAAA
J.0v l l /333 u.OU 1l rJ33
3 RA 11714,411 n RQ 117gT;
u.uv dIals 1,zV z.rt-uul
n n nn 9 R9 1 9n
width
%
from
@top
width
length
impervi
table
perm
length @length
@top
@length
FULL DEVELOPMENT
temp pool depth
perm pool depth
ous
salda
pool
perm pool
TEMP pool
TEMP pool
event storm
Design Requirements
Permanent pool__
— — 11733�3 Impervious(sq ft)
3,589990817'Total area area ACRES
0,6921 % da impervious
9201 REOD surface area SO FT=saida110o'contributin area
_ 9208'iPROV surface area Sq Ft
temp storage
0.673198267 rv=.05+.009(%impervlous)
14259 READ volume= rv•drainageil2)
15247 PRVD volume cf ft
Percent TSS removal 90%
Ave Depth
4.50 ave depth
TEMP POOL SURFACE AREA
PERM POOL SURFACE AREA
BOTTOM 10' SHELF SURFACE AREA
75.3333333
1,818182
12514 SOFT SURFACE AREA AT BOTTOM OF POND
9206 SOFT
7312 SOFT
1.746556474
1867 SOFT RECEIVED
JUL ZD12

RECEI 70D
Jul 1 3 201Z
BY:
SMJ • 1c., 388 McCotterBlvd, Havelock,
Date: 111/2012 and March 2012,June 2012 juty 2012
Project Flowers
Facility wet pond
PERM AND TEMP VOLUME
ELEV
LENGTH
WIDTH
UrLIA
ELEV
AREA
INCREMNTAL
VOLUME
CUMMULATNE
VOLUME
PROVIDED
PERMANENT
POOL
VOL
PROVIDED
TEMP POOL
VOL
REOD
TEMP
POOL
VOL
PROVIDED I
PERMANENT
POOL
AREA
REOD
PERMANEN
T POOL
AREA
18.1
Freeboard
145.8
91,3—_,
13293
- 3228
16473
-Y44
----17.85 --
--- -- - --
TEMP.POOLELEV—
- � --� ----- -
-- 142.89--'.-- l
--__. ..
--87,7
�82,8
�0,25
...- 0-85--
12514
10121
T �5128_ ....._ �
1_524_7
- -
-- —T
15247
7
_ 138.8
0.50
11300
-
5128 -
-
-
- -
--
185
PERM POOL ELEV --
- 128.8� _
W 72.6
0.50
-
-9208_
4129
-- 32854 y
- -
32854"
—
-
-
— _
-18
-
116.8
_
62A
0.50
7312
3524
28724
15.5
113.8
596
1.00
6782
0280
26201
14.5
107,6
53.8
4.95
5778
18021
10921
top sad, Storage__ --
•- ---- 78.1_ __.-._..
.23,9
_1867 _
A_
15247
32854
15247
14250
0
tFREFI
�,- - -- -(CUP) - - - - _.l __ ,.(Cu FI) _ 1_ _ (Cu ft}___ - I. _ _..{(IU St)--'i-(Sp Ft)-1 --.(Sq 1). _...1 I5q FI) I
FOREBAY
AEG FOREBAY VOL PROVIDED FOREBAY VOL INCREMNTAL CUMMULATIVE CLEANOUT
DELTA
ELEV
6914 6040 ELEV AREA VOLUME VOLUME VOLUME
18,5
0
CLEANOUT
1
05
4
•395
04
ELEV
18
0,5
2237
1043
4645
_ -
15.5
1
1938
1654
3602
14,5
1
1372
1115
1948
13.5
1
858
631
633
12.5
1
404
202
202
51
L#%�
- 11.5
-
_ - —
-�- -
- - ---
0,97908
i+
CLEANOUT
VOLUME
5914
5913,669285
a -Avma yyolvw,
v1 1 Q
;zu C� �c.� d��W�4_

Date: 111/2012 and March 2012,June 2012,july 2012
Project Flowers
Facility wet pond
ORIFICE CALCULATIONS
volume
q= Ca(2gh)^.5
diameter
area
Permanent Pool Elevation
Orifice Centerline
Temp Pool Elevation
c
h
q= Ca(2gh)^.5
Time to drawdown
14/259
f 2 irV
0.02181'�6 W2
16.5
16.625
17.85
0.6
0.408333333 feet
0.067125724 cfs
212422.2905 sec
3540.371508 min
59:006..tO ours
�2.45859132 days
z
• e• 3132A ri i�

�•. y,••r.rrr ••J ✓r• �
A
I. PROJECT INFORMATION .
Project Name
Flowers Development Corp. Storage Building
Contact Person
Cass Flowers
Phone Number
252-241.2310
Date
3C12l2011
Drainage Area I Lot Number
169,884 square feet
Lot Owner's Signature
061 re_"rd
II. DESIGN INFORMATION
Soils Report Summary
Soil type
Seabrook Series
Infiltration tale
0.65 inlhr OK
SHWT elevation
3,00 fmsl
Credit Calculation- Enter an Y in the appropriate cell below Man ed Grass Factor:
Permeable concrete without a gravel base
Permeable concrete with at least 6' gravel base X 0.6 "
Flexible pavements with at least 4' gravel base
Flexible pavements with at least 7' gravel base
Bottom elevlion of the permeable pavement cross-section 1600 fmsl OK
SA of permeable pavement being proposed 6,G85.00 ft'
Resulting BUA counted as impervious 2,434.00 fig
Additional Information
Slope of soil subgrade at bottorn of permeable pavement
0.40
%
OK
Slope of the permeable pavement surface
0.40
%
OK
Construction sequence minimizes compaction to soils?
Y
YM
OK
Traffic volume (vehicles per day)
4,00
vlday
OK
Washed stone is specified for the gravel layer (if used)?
Y
WN
OK,
Concetrated flow from roofs 8 other surfaces directed away?
Y
Y1N
OK
Additional Information for Residential Lots Only
+..
Total BUA allocated to this lot s�
—8k 56—
fi?
Remaining lot BUA available
fiz
o be completed by pgrmfttee I HOA:
n - Application Approved
Application Rejected
Reason for rejecting application:
Signature of permittee t HOA:
Date
Farm SW40 I -Permeable Pavement-Rev.2.02Aug2010
RECEIVED
APQ 18 7011
DWQ
PROD #
Parts I. & 11. Design Summary, Page i or 1

Permit No.
(to be provided by DWQ)
AA STORMWATER MANAGEMENT PERMIT APPLICATION FORM
y �aF W n T FRO
Y
`f
NCDENR 401 CERTIFICATION APPLICATION FORM
PERMEABLE PAVEMENT SUPPLEMENT
This form must be filled out printed and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project Name
Flowers development Personal Storage
Contact Person
Richard C. Flowers
Phone Number
252-241-2310
Date
312812011 -
Drainage Area I Lot Number
1Y84: F+Z
.
Lot Owner's Signature
Soils Report Summary
Soil type
Infiltration rate
Sli elevation
Credit Calculation- Enter an "x" in the appropriate cell below
Permeable concrete without a gravel base
Permeable concrete with at least 6" gravel base
Flexible pavements with at least 4" gravel base
Flexible pavements with at least 7" gravel base
Bottom elevtion of the permeable pavement cross-section
SA of permeable pavement being proposed
Resulting BUA counted as impervious
Additional Information
Slope of soil subgrade at bottom of permeable pavement
Slope of the permeable pavement surface
Construction sequence minimizes compaction to soils?
Traffic volume (vehicles per day)
Washed stone is specified for the gravel layer (if used)?
Concetrated Flow from roofs & other surfaces directed away?
Additional Information for Residential Lots Only
Total BUA aliocated to this lot
Remaining lot BUA available
in/hr
fms€
X
fmsl
ft2
ft2
Y YIN OK
4,00 v/day OK
Y1N
Y1N
ft 2
ft2
Application Approved
Application Rejected
Reason for rejecting application:
Signature of permittee t HOA:
Date
Managed Grass Factor:
0.6
Form SW401-Permeable Pavement-Rev.2-02Aug2010 Parts I. & Il. Design Summary, Page 1 of 1

Permit Number:
(to be provided by DWQ)
Drainage Area / Lot Number:
Permeable Pavement Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important operation and maintenance procedures:
— Stable groundcover will be maintained in the drainage area to reduce the sediment
load to the permeable pavement.
— The area around the perimeter of the permeable pavement will be stabilized and
mowed, with clippings removed.
— Any weeds that grow in the permeable pavement will be sprayed with pesticide
immediately. Weeds will not be pulled, since this could damage the fill media.
— Once a year, the permeable pavement surface will be vacuum swept.
— At no time shall wet sweeping (moistening followed by sweeping) be allowed as a
means of maintenance.
— There shall be no repair or treatment of Permeable Pavement surfaces with other
types of pavement surfaces. All repairs to Permeable Pavement surfaces must be
accomplished utilizing permeable pavement which meets the original pavement
specifications.
— Concentrated runoff from roof drains, piping, swales or other point sources.
directly onto the permeable pavement surface shall not be allowed. These areas
must be diverted away from the permeable pavement.
Initial Inspection. Permeable Pavements shall be inspected monthly for the��threee ` 6 0
months for the following:
BMP element:
Potentialproblem:
How to remediate theproblem:
The perimeter of
Areas of bare soil and/or
In the event that rutting or failure of the groundcover
the permeable
erosive gullies have
occurs, the eroded area shall be repaired immediately
pavement
formed.
and permanent groundcover re-established.
Appropriate temporary Erosion Control measures (such
as silt fence) shall be installed in the affected area
during the establishment of permanent groundcover,
and any impacted area of permeable pavement is to be
cleaned via vacuum sweeping.
The surface of the
Rutting / uneven
This indicates inadequate compaction of the pavement
permeable
settlement
base / sub -base. If rutting or uneven settlement on the
pavement
order of/z inch or greater occurs, permeable pavement
shall be removed and base / sub -base re -compacted,
smoothed, and permeable pavement shall then be re-
installed. Base and sub -base compaction shall be
monitored by a licensed geotechnical engineer to ensure
that infiltration capacity of base and sub -base are not
compromised by compaction and smoothing processes.
The pavement does not
Vacuum sweep the pavement. If the pavement still
dewater between storms,
does not dewater, consult a professional.
or water is running off.
TV\
Form SW401-Permeable Pavement O&M-Rev.3
Page 1 of

Permit Number:
(to be provided by DWQ)
Drainage Area / Lot Number:
The permeable pavement will be inspected once a quarter and within 24 hours after
every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal County).
Records of operation and maintenance will be kept in a known set location and will be
available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How to remediate the roblem:
The perimeter of the
Areas of bare soil and/or erosive
Regrade the soil if necessary to remove
permeable pavement
gullies have formed.
the gully, and then plant a ground cover
and water until it is established.
Provide lime and a one-time fertilizer
application.
Vegetation is too short or too
Maintain vegetation at a height of 3 to 6
long.
inches (remove clippings).
The surface of the
Trash/debris is present.
Remove the trash/debris.
permeable pavement
Weeds are growing on the
Do not pull the weeds (may pull out
surface of the permeable
media as well). Spray them with
pavement.
pesticide.
Sediment is present on the
Vacuum sweep the pavement.
surface.
The structure is deteriorating or
Consult an appropriate professional.
damaged.
Damaged areas of the pavement shall be
removed and repaired.
The pavement does not dewater
Vacuum sweep the pavement. [f the
between storms.
pavement still does not dewater, consult
a professional. Permanently clogged
pavement shall be removed and
repaired.
MAR 3 4 Z011
Form SW401-Permeable Pavement O&M-Rev.3 Page 2 of 3

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Flowers Development Corporation Storage Building,
BMP drainage area or lot number:) 10 Friendly Road. Morehead City, N. C. 4
Print name:Richard C. Flowers
Title: President
Address:200 East Fort Macon Road Atlantic Beach, North Carolina 28512
Phone:
Signatt
Date: s Z q — ZD %
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
1, a Notary Public for the State of
County of �� �— do hereby certify that
rIQ
CX personally appeared before me this
day of \ , ' al , and acknowledge the due execution of the
forgoing permeable pavement maintenance requirements. Witness my hand and official
seal,
-r,
4OTA
r
� L
Olu
r � w
MAR 3 0 2011
My commission expires
.-sV.
Form 5W401-Permeable Pavement O&M-Rev.3
Page 3 of 4

03.
C00031f� r
370 340
_ . - . _ - .. • _ _ - - Loin ss -- - -
°°awl �Qo
CUQU2 t7 ,
190A
1941
' - CU003i0.'
�tf
Ln
rA a
.is
1:163 feet
RECEIVtD
APR 18 2011
DWQ
PROd # _-
i

86
The A or AP horizon has hue of 10YR or 2.5Y, value
of 2 to 4, and chroma of 1 or 2; or it is neutral and has
value Of 2 to 4.
The Btg horizon has hue of t OYR or 2.5Y, value of 4
to 7, and chroma of 1 or 2; or it is neutral and has value
of 4 to 7. This horizon is sandy clay loam or clay loam.
The Cg horizon has hue of 1 OYR, value of 5 to 7, and
chroma of 1; or it is neutral and has value of 5 to 7. It is
sandy, loamy, or clayey sediment.
Roanoke Series
The Roanoke series consists of poorly drained soils
on stream and law marine terraces. These soils formed
in fine textured sediment. Slope is less than 2 percent.
Typical pedon of Roanoke loam; 4.3 miles east of
Harlowe on North Carolina Highway 101, 0.6 mile north
on State Road 1161, and 200 feet north of the road:
A-0 to 8 inches; black (10YR 211) loam; moderate
medium granular structure; very friable; many fine,
medium, and coarse roots; very strongly acid; clear
smooth boundary.
BEg-8 to 13 inches; gray (10YR 5/1) clay loam; few
fine distinct yellowish brown (10YR 5/8) mottles;
moderate medium subangular blocky structure;
friable, slightly sticky and slightly plastic; common
fine roots; common fine pores; very strongly acid. -
clear wavy boundary.
Btg-13 to 51 inches; gray (10YR 5/ 1) clay; common
medium distinct brownish yellow (10YR 6/6) and
yellowish brown (10YR 5/8) mottles; moderate
medium angular blocky structure; firm, sticky and
plastic; few fine roots; few fine pores; many distinct
day films on faces of peds; very strongly acid;
abrupt wavy boundary.
BCg-51 to 58 inches; gray (1 OYR 6/ 1) sandy clay loam;
many medium distinct brownish yellow (10YR 6/6)
mottles; massive; friable, slightly sticky and slightly
plastic; very strongly acid; gradual wavy boundary.
Cg-58 to 80 inches; gray (1 OYR 5/1) fine sandy loam;
common medium distinct fight yellowish brown
(10YR 6/4) mottles; massive; very friable; common
thin lenses of clay; strongly acid.
Soil
Seabrook Series
The Seabrook series consists of moderately well
drained soils on stream and low madhe terraces. Th
soils formed in coarse textured sediment. Slope is 0
percent.
Typical pedon of Seabrook fine sand; 3 miles norl
Cape Carteret on North Carolina Highway 58. 0.75 a
north on State Road 1109. 1.3 miles west on State F
1106. 0.5 mile south on a farm path, and 20 feet em
the path:
Ap—O to 8 inches; dark grayish brown (10YR 4/2) 1
sand; single grained; loose; common fine roots,
slightly acid; abrupt smooth boundary.
C1-8 to 24 inches; light yellowish brown (10YR 61A
fine sand; few medium faint yellowish brown (f(
6/8) mottles; single grained; loose; few fine roo
medium acid; gradual wavy boundary.
C2---24 to 48 inches; very pale brown (10YR 714) lim
sand; common medium faint light gray (10YR 7j
and yellowish brown (10YR 5/8) mottles; single
grained; loose; medium acid; gradual wavy
boundary.
Cg--48 to 80 inches; light gray (10YR 7/2) sand;
common medium faint very pale brown (10YR 7
mottles; single grained; loose; medium acid.
Seabrook soils are sandy to a depth of 80 inches
more. Reaction ranges from very strongly acid to sfj
acid unless lime has been added. Few or common ;
concretions are in some pedons.
The A horizon has hue of 10YR, value of 3 to 5. E
chroma of 2 or 3.
The C horizon has hue of 1OYR or 2.5Y, value of,
7, and chroma of 3 to 8. The Cg horizon has hue off
10YR or 2.5Y, value of 6 or 7, and chroma of 1 or 2
Mottle9-or base colors that have chroma of 1 of 2 a
within 40 inches of the surface: The C and Cg horin
are sand, loamy sand, loamy fine sand, or fine sand
State Series . -
The State series consists of well drained soils on
stream and low marine terraces. These soils formaE
The A and B horizons are 40 to 60 inches thick.
moderately fine textured sediment. Slope ranges fro
Reaction ranges from extremely acid to strongly acid
to 2 percent.
unless time has been added.
Typical pedon of State loamy fine sand, 0 to 2 pe
The A or A.p horizon has hue of, 1OYR or 2.5Y, value
slopes; 2.3 miles southeast of Harlowe on North Co
of 2 to 4, and chroma of 1 or 2; or it is neutral and has
Highway 101 to State Road 1160. 0.8 mile east to t
value o1 2 to 4. It is less than 10 inches thick.
Road 1158, 1.4 miles south on State Road 1158, a
The Btg horizon has hue of 10YR to 5Y, value of 5 to
mile west on.a farm path, and 30 feet south of the
7, and d chroma of 1 or 2; or it is neutral and has value of
5 to 7. This horizon is clay, silty clay, or clay loam.
Ap--O to 7 inches; brown (10YR 5/3) loamy fine sa
The Cg horizon has colors similar to those of the 13tg
weak medium granular structure; very friable,
horizon and can have hue of 5GY, value of 5 or 6, and
common fine roots; medium acid; abrupt smooi
chroma of 1. It is sandy, loamy, or clayey C F-Al IVED
APR 18 2011
DWQ
PROJ #

::mteret County, Forth Carolina
coodland use and management. Areas managed for
oblolly pine benefit from ditching and bedding. Fertilizer
s also used in many plantations.
In cultivated areas, the principal crops are corn and
Soybeans. Wetness is the main limitation. Drainage
systems include land grading for surface drainage, open
>fthes, and tile. Common pasture forages include tall
fescue and Ladino clover.
Seasonal wetness limits the use of this soil for building
site development, sanitary facilities, and recreation.
rlowever, some areas have been developed by using
ntensive drainage systems that include open ditches
and file and land grading for surface drainage -
This Rains soil is in capability subclass Illw (drained)
a IVw (undrained). It is in woodland group 10W.
Ro—Roanoke loam. This soil is nearly level and
poorly drained. It is on broad flats and in depressions on
stream and low marine terraces mainly in the north -
central and east -central parts of the. county. Mapped
areas are irregular in shape and range from 10 to 500
acres.
TWcafly, the surface layer is black loam 8 inches
Mick. The subsoil extends to a depth of 58 inchm it is
gay day loam in the upper part gray clay in the middle
part, and gray sandy clay loam in the lower part. The
underlying material to a depth of 80 inches is gray fine
sandy loam.
Permeability is slow, and the shrink -swell potential is
moderate. The soil ranges from extremely acid to
strongly acid unless lime has been added. The seasonal
Ir h water table is at or near the surface. Water ponds in
aepressions for brief periods_ The soil is subject to rare
boding in low -tying areas.
Included with this soil in mapping are small areas of
the poorly drained Tomotley soils. Also included are a
tew areas of a somewhat poorly drained, clayey soil in
sightly higher areas than Roanoke soil and a very poorly
ar-ained, clayey soil in depressions. The included soils
Brake up about 10 to 20 percent of this map unit.
This Roanoke soil is used mainly as woodland. In a
flew areas, it is used as pasture or cropland.
In woodland areas, loblolly pine, pond pine, blackgum,
sweetgum, water oak, swamp chestnut oak, red maple,
fellow -poplar, and willow oak are dominant. The
understory includes redbay, sweetbay, American holly,
s& tchcane, sweet pepperbush, greenbrier, waxmyrUe,
miler gailberry, large gallberry, fetterbush, honeysuckle,
blueberry, huckleberry, poison4vy, sweetleaf, grape,
Virginia chainfern, cinnamon fern, Virginia creeper, and
Carolina jessamine. Wetness is the main limitation.
Logging when this soil is wet causes deep ruts,
compaction. poor surface drainage, and lower
productivity. Areas managed'for loblolly pine are
generally ditched and bedded_ Fertilizer is also being
ised in some plantations.
In cultivated areas, corn and soybeans are the-r
crops. Wetness is a major limitation. The slowty
permeable subsoil limits internal drainage, so land
grading for surface drainage and open ditches are used.
Tile is generally not used. Soil structure is destroyed and
large Gods form if this soil is tiled when wet. This can
also result in pending and a poor seedbed. Common
pasture forages include tall fescue and Ladino clover.
Roanoke soil is not commonly used for building site
development, sanitary facilities, or recreation because of
wetness, moderate shrink -swell potential, slow
permeability, the clayey subsoil, and rare flooding of low-
lying areas.
This Roanoke soil is in capability subclass lllw
(drained) or IVw (undrained). It is in woodland group 9W.
Se —Seabrook fine sand. This soil is nearly level and
moderately well drained. It is in slightly convex areas on
stream and low marine terraces mainly in the southern
part of the county along Bogue Sound and the White
Oak River. Mapped areas are irregular in shape and
range from 5 to 150 acres. ;
Typically, the surface layer is dark grayish brown fine
sand 8 inches thick. The underlying material extends to a
depth of 80 inches. It is light yellowish brown fine sand
in the upper part. In the middle part, it is very pale brown
fine sand that has light gray mottles, and it is light gray
sand in the lower part.
Permeability is rapid, and the available water capacity
is low. The soil ranges from very strongly add to slightly
acid unless lime has been added. The seasonal high
water table is 2 to 4 feet below the surface. This soil is
subject to rare flooding in low -tying areas. Wind erosion
is a hazard in areas not protected by vegetation.
Included with this soil in mapping are small areas of
Altavista, Augusta, Conetoe, Leon, and Wando soils. The
moderately well drained Altavista soils, the somewhat
poorly drained Augusta soils, and the poorly drained
Leon soils &cur at random within the map unit with no
apparent change in landscape. The well drained Wando
and Conetoe soils are on low ridges. Some areas of wet
soils in depressions are shown on the map with a special
symbol. These areas are smaller than 4 acres. The
included soils make up about 10 to 15 percent of this
map unit
This Seabrook soil is used mainly as woodland. In a
few areas, it is used as pasture or cropland.
In woodland areas, loblolly pine, longleaf pine, red
maple, water oak, sweetgum, southern red oak, Shumard
oak, blackgum, yellow -poplar, white oak, and willow oak
are dominant. The understory includes blueberry, bitter
gallberry, redbay, greenbrier, flowering dogwood, turkey
oak, blackjack oak, waxmyrUe, sassafras, grape,
sweetbay, Virginia creeper, sourwood, sweet
pepperbush, and threeawn grass. Droughtiness between
rains is the main concern in woodland use and
management
RECEIVED
APR 18 2011
DWQ
PR0,3 #

-,
ivApal
0
�
o �
o
Aq
r
�Loo
RA,
FF= 18.0 "qN
S f W=17.8.
@WALK/PVMT=17.5
B" PVC LINE TO CAPTURE
DOWNSPOUT RAINWATER-
�?a
5 DOWNSPO T
EACH-tS I D E
16.
y FLOW ARMOURED OUTLET
' FLOW .y

A
17.v 3

Wet Pond
Use to Find Areas/Volumes if the Engineer Reports the Main Pond and Forebay Separately
(This is not linked to other worksheets in this file.)
Permanent Pool
Basin
Forebay
Total
Contour
El
(ft)
SA
(sf)
Inc Vol
(cf)
Cum Vol
(cf)
Contour
El
(ft)
SA
(sf)
Inc Vol
(cf)
Cum Vol
Icf)
Contour
El
(ft)
SA
(sf)
Inc Vol
(cf)
Cum Vol
(cf)
9.55
1,867
0
0
12.5
335
0
0
9.55
1,867
0
0
14.5
4,960
16,897
16,897
14.5
818
1,153
1,153
14.5
-5,778
18,921
18,921
15.5
5,387
5,174
22,070
15.5
1,395
1,107
2,260
15.5
6,7821
6,280
25,201
16.0
5,664
2,763
24,833
16.0
1,648
761
3,020
16.0
7,312
3,524
28,725
16.5
6,465
3,032
27,865
16.5
2,741
1,097
4,118
16.5
9,206
4,130
32,854
0
27,865
17,05
3,931
1,835
5,952
0.0
3,931
1,835
34,689
based on pond design w/ PP forebay elev higher than main pond PPE
forebay % = 5,952 1 34,689 * 100 = 17.2% Does not meet the min req
IF forebay elev was lowered to 16.5:
forebay % = 4,118 / 32,854 * 100 = 12.5% Does not meet the min req
based on Sue's design where the forebay vol above the PP still counts towards the PP and the TP
forebay % = 5,952 / 32,854 * 100 = 18.1%
Temporary Pool
Basin
Forebay
*to exclude the higher PP in the forebay*
Total
Contour
El
(ft)
SA
(sf)
Inc Vol
(cf)
Cum Vol
(cf)
Contour
El
(ft)
SA
(sf)
Inc Vol
(cf)
Cum Vol
(cf)
Contour
El
(ft)
SA
(sf)
Inc Vol
(cf)
Cum Vol
(cf)
16.50
9,206
0
0
17.05
3,931
0
0
16.50
9,206
0
0
17.0
11,300
5,127
5,127
16.5
2,741
-1,835
-1,835
17.0
11,300
3,292
3,292
17.851
12,5141
10,1211
15,2471
-1,835
17.85
12,514
10,1211
13,4131
based on pond design w/ PP forebay elev higher than main pond PPE
the temporary pool vol = 13,413 Does not meet the min req
based on Sue's design where the forebay vol above the PP (16.5) counts towards both the PP and TP
the temporary pool vol = 15,247 which does meet the min vol req

MC®ENR
North Carolina Department of Environment and Natural Resources
Beverly Eaves Perdue
Governor
May 21, 2012
Mr. Richard. Flowers, President
Flowers Development Corporation
212 Bayview Blvd.
Atlantic Beach, NC 28512
Division of Water Quality
Charles Wakild, P. E.
Director
Subject: Request for Additional Information
Stormwater Project No. SW8 120114
Flowers Development Corporation
Carteret County
Dear Mr. Flowers:
Dee Freeman
Secretary
The Wilmington Regional Office received and accepted a State Stormwater Management Permit
Application for Flowers Development Corporation on January 31, 2012 with additional
information received on April 9, 2012. A preliminary in-depth review of that information has
determined that the application is not complete. The following information is needed to continue
the stormwater review:
i 1t. Seasonal High Water Table: Due to the concern with the seasonal high water table
v determination for this project, the Division asked their soil scientist, Vincent Lewis, to
evaluate the seasonal high water table in the location of the wet detention pond. Mr.
Lewis visited the site on April 8, 2012 and determined the seasonal high water table to
be less than 12 inches from the surface based on the soil characterization in the vicinity
of the proposed pond. Additionally, he found saturated sand at a depth of 12 inches.
Based on Mr. Lewis's site visit, it appears that the proposed permanent pool elevation
will be more than 6" below the seasonal water table. In this case, additional calculations
and analysis are required per Section 10.3.2 of the NC BMP manual. Please evaluate
the pond based on this section of the manual, specifically Item 2 on page 10-9, in order
to demonstrate the pond will function as intended.
�// 2. Please detail how an average depth of 4.5 was determined. The wet detention pond
supplement indicates that Option 2 was selected to determine the average depth. Using
the equation provided in the NC BMP manual for Option 2, and the surface areas,
elevations, and depths reported on the supplement, the calculated average depth is 4.17
ft, which is rounded down to 4.0 ft as follows:
10.25 x �1 + 7312)] + [(7312 2 2413) x (7312)J = 4.17 ft
3. The provided forebay volume, 5,535 ft3, appears to include the volume between
elevations 11.25 and 15.56.
a. Please begin the forebay volume calculation at 12.25. The sediment accumulation
depth is not part of the provided volume..
b. With a forebay berm weir provided at the permanent pool elevation, 15.0 , the
forebay volume can only be considered between elevations 12.25 and 15. If you
wish to consider the forebay volume up to an elevation of 15.56, please remove the
�� k�provided weir, revise the permanent pool elevation to 15.56 and revise the temporary
N pool elevation as needed to provide a minimum of 14,259 cubic feet of storage
c`volume above the new permanent pool elevation.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] DENR Assistance: 1-877-623-6748 NorthCarohna
Internet: www.ncwaterquality.org Naturally
An Equal Opportun4ylAffirmative Action Employer

Richard Flowers
May 21, 2012
Stormwater Application No. SW8 120114
4. The inflow hydrograph from HydroCAD has been presented in support of the pond's
drawdown time. This hydrograph appears to reflect the inflow to the pond, not the
outflow. HydroCAD also provides a Stage -Discharge function, which can be used to
demonstrate that the required storage volume, based on the 115" storm event, is drawn
down time through the orifice,within the required 2-5 day timeframe. The Stage -
Discharge function must start,at the temporary pool elevation under full head and end at
the permanent pool elevation under no head. Another option for demonstrating the
average drawdown time for the required storage volume through the selected orifice
would be to use the standard orifice equation• available in Chapter 3-of the NC BMP--
manual, where the average head, h, is calculated as H13.
/5. On page 3 of the wet detention pond operation & maintenance agreement (O&M),
please revise the elevations reported in the text area prior to the basin diagram to reflect
actual depths. For instance, for the main pond the depth would be 6.1 ft.
6. Please remember that a change to one number may have a domino effect on other
numbers. Please check all plans, calculations and forms for consistency and make
changes as needed.
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received in this Office prior to June 11, 2012, or the
application will be returned as incomplete. The return of a project will necessitate resubmittal of
all required items, including the application fee.
If you need additional time to submit the information, please mail, email or fax your request for a
time extension to the Division at the address and fax number at the bottom of this letter. The
request must indicate the date by which you expect to submit the required information. The
Division is allowed 90 days from the receipt of a completed application to issue the permit.
The construction of any impervious surfaces, other tFiari-a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject
to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. If you have any
questions concerning this matter please feel free to call me at [phone] or email me at
[e-mail].
Sincerely,
CL�-� ?�"
Christine Nelson
Environmental Engineer
GDS/can: S:IWQS1Stormwater\Permits & Projects120121120114 HD12012 05 add info 120114
cc: Sue Sayger, KSMJ Engineering
Christine Nelson
Wilmington Regional Office Stormwater File 41
Page 2of2

Richard Flowers
February 28, 2012
Stormwater Application No. SW8 120114
February 28, 2012
Mr. Richard Flowers, President
Flowers Development Corporation
212 Bayview Blvd.
Atlantic Beach, NC 28512
Subject: Request for Additional Information
Stormwater Project No. SW8 120114
Flowers Development Corporation
Carteret County
Dear Mr. Flowers:
The Wilmington Regional Office received and accepted a State Stormwater Management Permit
Application for Flowers Development Corporation on January 31, 2012. A preliminary in-depth
review of that information has determined that the application is not complete. The following
information is needed to continue the stormwater review:
Soils Report:
a. The soils report identifies that the groundwater table was encountered at an
elevation of 15.1. Please note that the groundwater table is not the same thing as
the seasonal high water table (SHWT). Please provide the elevation of the SHWT in
the vicinity of the proposed pond.
b. Soils reports are typically prepared by soil scientists or geotechnical engineer.
Please either provide the soil classification qualifications of the engineer, Sue
Sayger, who prepared the provided soil report or provide a soils report from a
licensed soil scientist.
2. Please delineate the wet detention pond drainage area on the plans.
3. Please detail how an average depth of 4.5 was determined. The wet detention pond
supplement indicates that option 1 was selected to determine the average depth. Using
the provided permanent pool volume and surface area, the average depth according to
option 1 should be 3.3 ft, or 3.5 ft once rounded.
4. It appears that the permanent pool volume, average depth, and associated calculations
include the 1-foot sediment accumulation depth. The depth of the permanent pool is
considered to be difference between the permanent pool elevation and the top elevation
of the sediment storage and does not include the minimum 1-foot sediment
accumulation depth (refer to Figure 10-2b and Section 10.3.4 of the NC BMP manual).
Please revise the calculations, supplement, and other documentation to consider just the
permanent pool above the sediment accumulation depth in the pond calculations. For
instance, since the forebay is only 1 ft deep, the forebay would comprise entirely of the
sediment storage and would not contribute any volume toward the permanent pool
volume. It is required that the forebay contain approximately 20% of the permanent pool
volume.
Page 1 of 3

r " Richard Flowers
February 28, 2012
Stormwater Application No. SW8 120114
5. The sediment clean outlremoval elevation (bottom of the permanent pool) is reported
inconsistently in the application documents. For instance, the wet detention pond
supplement identifies this elevation as 12.0 while the Operation & Maintenance
Agreement (O&M) lists it as 9.9. Please present the information accurately and
consistently throughout the documents.
6. Please do not round the SAIDA ratio to the tenth decimal place, instead this ratio should
be rounded to the hundredth decimal place. This will help to reduce rounding errors,
which may result in deficiencies.
7. On the wet detention pond supplement and in the calculations, the temporary pool
elevation is identified at an elevation of 17.43 ft; however the next available outlet
appears to be set at an elevation of 16.3. Since the temporary pool elevation is
considered to be set at the next available outlet above the permanent pool, please list
the temporary pool as the next available outlet and ensure that the information is
consistent and accurate.
& The drawdown rate for the temporary pool should be based on the design storm and
required storage volume, not the actual storage volume. With the current orifice size of
3", the required storage volume will drawdown in less than two days. Please resize the
orifice and provide calculations demonstrating that the drawdown rate for the required
minimum storage volume is between 2 and 5 days.
9. Please provide Section III of the wet detention pond supplement, the Required Items
Checklist.
10. Please ensure the elevations and depths listed on page 3 the wet pond O&M are
consistent. For instance, the current pond design calls for the sediment removal
elevation in the forebay to be 15 ft while the permanent pool elevation is 15 ft. In this
scenario, the depth in the forebay is 0.0 ft. (please refer to item 3 of this letter for the
issues surrounding the forebay design)
11. Please provide additional grading detail, especially along the edges of the property, to
help demonstrate that the runoff from the impervious areas will be directed to the
stormwater collection system and that no offsite area enters the pond drainage area.
12. The plans indicate that the pond discharge will be directed onto the property owned by
Best Ventures LLC. Please demonstrate that there is an existing natural drainage
channel that is on this property and either provide a letter from that property owner
agreeing to the proposed discharge of water or demonstrate that there is a drainage
easement for this discharge.
13. On plan sheet SW-2, please identify the sediment removal elevations of the pond.
14. If the top of the forebay weir is set at an elevation of 17 ft, please demonstrate how the
forebay will return to a permanent pool elevation of 15 ft. One option is to propose a
weir set at or just below the permanent pool elevation. Ideally this weir would be located
to maximize the flow path.
15. Please increase the quantity of plants listed in the planting schedule. Section 10.3.7 of
the NC BMP Manual requires a minimum of 50 plants per 200 sf of shelf area.
16. Please remember that a change to one number may have a domino effect on other
numbers. Please check all plans, calculations and forms and make changes as needed.
Page 2 of 3