SW7070220_HISTORICAL FILE_20201028

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW_�D7�
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ . COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD
9

ROY COOPER
Governor
MICHAELS.REGAN
Secretary
BRIAN WRENN
Director
NORTH CAROLINA
Environmental Quality
October 28, 2020
1 mAo
3N1,Inc.
Attention: Phillip W. Harrington, President
P.O. Box 2232
Elizabeth City, NC 27906-2232
Subject: Stormwater Permit Renewal
Stormwater Management Permit SW7070220
Mariners Landing, Phase III
Pasquotank County
Dear Mr. Harrington:
A Division of Energy, Mineral, and Land Resources file review has determined that
Stormwater Permit SV 7070220 for a Stormwater treatment system consisting of three
wet detention ponds serving Mariners Landing, Phase 3 located off River Road in
Elizabeth City, NC expires on March 15, 2021. This is a reminder that permit renewal
applications are due 180 days prior to expiration. We do not have a record of receiving
a renewal application.
Please submit a completed permit renewal application along with a $505.00 fee for
permit renewal. Permit application forms for renewal can be found on our website at:
https //dec nc ov/about/divisions/enerev-mineral-iand-resources/enerav-mineral-tand-
rutes/storm�vater-prroa.ram/post-construction. North Carolina General Statutes and the
Coastal Stormwater rules require that this property be covered under a stormwater
permit. Failure to maintain a permit subjects the owner to assessment of civil penalties.
If you have questions, please feel free to contact me at [phone]. 1 will be glad to
discuss this by phone or meet with you. If you would like, I can e-mail you a copy of the
application form. You can request a copy by e-mailing me at roger.thorpe(q�ncdenr.gov.
Sincerely,
Roger K. Thorpe
Environmental Engineer
�� North Carolina Department of Environmental Quality I Division of Energy, Mineral and Land Resources
Washington Regional Office0.13 Washington Square Mall I `Washington. North Carolina 27880
..m,mm.u�.n�..�..i.uw.r 252.04o.648l

V4ArE9
11 6
Y
Mr. Milton Tadlock, President
3 N 1, Inc.
PO Box 710
Elizabeth City, NC 27907
Dear Mr. Tadlock:
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
January 14, 2010
Subject: Request for Stormwater Application
Stormwater Review SW7070220
Mariners Landing, Phase III
Pasquotank County
This office received notification of the minor modification to your CAMA Major permit and
minimal plans for the new boat ramp proposed at Mariners Landing subdivision in Pasquotank County.
State Stormwater permit SW7070220 requires that any project that proposes any modification from the
previously approved plans must receive approval by the Division of Water Quality prior to any
construction. Please submit an application for permit modification of SW7070220 to the Division of
Water Quality prior to February 14, 2010.
To obtain a Stormwater Permit Modification you must submit a completed application,
application fee of $505.00, two sets of plans and specifications showing the proposed project and all
stormwater treatment units along with engineering calculations and a narrative description. This
application package should be received by this office prior to February 14, 2010. If an application package
is not received by this date we will consider the project incomplete and the development of the proposed boat
ramp shall not be permitted.
Any development of the site beyond what is currently approved and prior to receipt of the
required permit modification will constitute a violation of permit number SW7070220, 15A NCAC
2H.1000 and North Carolina General Statute 143-215.1 and may result in appropriate enforcement action
including a civil penalty assessment of up to $10,000 per day.
Please reference the Stormwater Project Number above on all correspondence. If you have
questions, please feel free to contact me at [phone],
cc: Sean Robey, PE (by email)
Jonathan Howell, DCM (by email)
Washington Regional Office
Sincerely,
Scott Vinson
Environmental Engineer 11
Washington Regional Office
North Carolina Division of Water Quality Washington Regional Office Phone [phone] FAX [phone] Customer Service
Internet: h2o.mr.state.nc.us 943 Washington square Mall, Washington, NC 27889 1-877-623-6748
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P
Vinson, Scott
From: Howell, Jonathan
Sent: Friday, October 16, 2009 2,41 PM
To: Vinson, Scott; Wheeler, Tracey L SAW; Mckenna, Sean; Christy, Vivian; Russell, Kelly
Subject: Philip Harrington 3-N-1
CAMA Permit # 93-06 to 3-N-1 c/o Philip Harrington has requested a minor modification to his existing permit. The
request if for a boat ramp with (2) access piers and two walkways immediately landward of the existing bulkhead. Can
you please submit comments to me when you get a chance. Thanks. Drawings are attached.
DWQ # 06-0556 (Vivian, please forward to your appropriate staff for me. Thanks)
Action ID #200632620
Jonathan Howell
Asst. Major Permits Coordinator
400 Commerce Avenue
Morehead City, NC 28557
[phone] (Ext. 211)
www. nccoasta ImanaRement.net
E-mail correspondence to and from this address may be subject to the
North Carolina Public Records Law and may be disclosed to third parties.
C" e�
Pe/f­_'A

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�Pa1� 9. �iVe I-
------
-------

i
Ad
N5ENR
North Carolina Department of Environment and Natural Resources
Division of Coastal Management
Beverly Eaves Perdue, Governor James H. Gregson, Director Dee Freeman, Secretary
VIl t(/ MEMORANDUM av
�, t 1 /
TO Doug Huggett, Major Permits Coordinator JUL 1 7 (liJ
FROM: Kelly Russell, Field Representative, NE DistrMt*head City DCM
THROUGH: Frank Jennings III, District Manager, NE District17
DATE: July 16, 2009
SUBJECT: Request for Minor Modification of Major Permit #93-06 issued to: 3-N-I
(Phillip Harrington)
REFERENCE: (a) Letter from Phillip Harrington (received July 15, 2009) requesting a Minor
Modification to Major Permit #93-06
(b) 15A NCAC 07J.0405, Permit Modification
Minor Modification to Major Permit
1. Phillip Harrington of 3-N-1 has requested a Minor Modification to Major Permit #93-06, which
was issued on 1/3/2007 and expires on 12/31/2010. The original major permit authorized
development of Mariner's Landing Subdivision.
2. Phillip Harrington has requested to modify Major Permit #93-06 to construct a boat ramp and 2
40' x 6' shoreside docks and 2 75' x 6' wooden boardwalks for the subdivision property owners.
3. I conducted a site visit on July 15, 2009 to review the Minor Modification request pursuant to the
provisions of reference (a) and have determined that the request meets the requirements
contained in 15A NCAC 07H .0208 USE STANDARDS.
4. The required fee of $100, paid by check #2188, was received by the Elizabeth City District
Office on June 25, 2009. A copy of this monetary transaction is attached for your records.
5. It is recommended that the Minor Modification request be granted, provided all the Permit
Conditions of the original permit issued on 1/3/2007 remain in affect
1367 U.S. 17 South, Elizabeth City, North Carolina 27909
Phone: [phone] \ FAX: [phone] \ Internet: http://dcm2.enr.state.nc.us
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k, .r, _, .., KOJEffDESCRIPTLON,
Mariners Landing Phase III
Pasquotank County — Elizabeth City - North Carolina
2007 a 9
L�
i
Mariners Landing Phase III is a proposed residential subdivision containing 155
lots. The tract contains 93.99 acres and is located off of River Road (SR 1169) adjacent
too subdivisions that are currently under construction.- These subdivisions were
/Glen are-owried-by 3 N 1,
t- 5u70y/A'7
Development of this site will include construction of curb and guttered streets,
water mains, sewer mains, a sewer pump station, and multiple detention ponds. The
streets will contribute 8.81 acres of impervious surface, the sidewalks contribute another
2.02 acres, the pump static -lot will be limited to-5 0�sf and eaph lot will be limited to
8,5500s of impervious surface. The total site coverage is 41.18 acres or 43.81 %.
According to the Pasquotank County Soils Maps as prepared by USDA, Soil
Conservation Service, the soils on this site are predominately Augusta and Altavista with
small areas of Nixonton, Tomotley, and Cape Fear. Four soil borings were performed in
the detention pond areas by Sean C. Robey, PE and Kimberly Hamby on February 12,
2007. All soil borings were conducted with an AMS 2-3/4" diameter, 6' long, hand mud
auger.
Boring No. 1 was located in the area for the secondary basin for Pond 1. The
elevation at the boring location is approximately 7.5'. The first 6-8" inches were loamy
topsoil. From 8-30" was a silty clay loam, from 30-42" was a very fine sandy loam, and
at 42" it changed to sand. At 66" the sand was wet and we were unable to remove any
additional soil with the auger we were using. We estimate the seasonal high water table
to be approximately 66" below the surface, or elevation 2.0'. Boring No. 2 was located in
the area of the primary basin for Pond 1. The elevation at the boring location is
approximately 7.25'. This boring matched Boring No. I exactly except that soil
coloration indicated a high water elevation at 60". We estimate the seasonal high water
table in this area to be approximately 60" below the surface, or elevation 2.25'. We also
observed the adjacent detention pond and noted that it is maintaining its design
permanent pool. That pond was designed to have a permanent pool elevation of 4.0 at
datum NGVD 29, that would translate to elevation 3.0 at the new datum of NAVD 88.
The permanent pool for Pond 1 has been set at 3.0'.
Boring No. 3 was located in the area for Pond 2. The elevation at this location is
approximately 7.5'. The first 8" were topsoil. From 8-60" was a silty clay. Below 60"

was a sandy clay loam. Based on a change in coloration at 54", we estimate the seasonal
high water table at 54" or elevation 3.0'. The permanent pool elevation for Pond 2 has
been set at elevation 3.0'.
Boring No. 4 was made in the area of proposed Pond 3. The elevation at this
location is approximately 9.5'. The first 6-8" inches were loamy topsoil. From 8-48"
was a sandy clay loam, and at 48" there was an increase in the clay content. At 66-70" it
changed to sand. At this point, we had reached the limits of our 6' auger and had not yet
seen evidence of the high water table. We observed the adjacent ditch and detention pond
that was constructed for Grandview Phase 2. The water level in each appeared to be
holding between elevation 2 and elevation 3. Based on this information and the results of
the other 3 borings, we estimate the seasonal high water table to be between elevation
2.0' and 3.0'. The permanent pool for Pond 3 has been set at 3.0'.
The first two borings supported the soils map classification of Altavista and the
third and fourth boring had the higher clay content of the Augusta soils. While the soils
have permeability rates that could support infiltration, this project is too large to utilize
infiltration basins. We have determined that wet detention basins are the most
appropriate method of storm water treatment for this development. All of the detention
ponds are designed for 90% TSS removal. Detention Pond I will drain through a piped
outlet to a tributary of the Pasquotank River. This piped outlet will be located in a 20'
drainage easement that was deeded to 3 N I, LLC. A CAMA permit is being obtained to
discharge into the tributary as it is in CAMA jurisdiction. The other two ponds discharge
into an existing ditch that drains into a canal that drains directly to the Pasquotank River.
In addition to meeting state requirements for stornwatcr treatment, this site will
comply with the City of Elizabeth City's Stornwater Ordinance. This ordinance requires
that post development runoff not exceed pre development runoff during a 10 year storm
event. TR-55 was utilized to estimate the I0-year peak pre development runoff for the
entire site at 145.8 cfs and post development runoff for each drainage area. Our
"chainsaw routing" method detention pond spreadsheets calculate the peak discharge out
of each pond. Based on these methods we have determined the following:
Drainage Area Post -development runoff Detention Pond Discharge
1 80.80 cfs 25.88 cfs
2 86.99 cfs 46.63 cfs
3 75.36 cfs 30.74 cfs
Total 243.15 cfs 103.25 cfs
-Dr_ a ge Area Ucontains 28.91 acres that are designed to drain to Detention Pond
1. It contains all or most of lots 198-211, 222-250, and approximately half of lots 197,
251, and 212-221. The impervious area includes 2.78 acres of streets, 0.65 acres of
sidewalk and 9.56 acres of allowable built -upon area on the lots for a resulting
impervious area of 12.99 acres or 44.93%. The runoff from the backs of lots 197-200,

208-211, 222-232 and a portion of lots 201 and 212 will sheet flow across grassed yards
into swales with 3:1 side slopes that drain to the detention pond. Runoff from the backs
of lots 246-251 will sheet flow into a grassed lined Swale with 3:1 side slopes that will
connect to the underground collection system. Some of the runoff from the lots adjacent
to the pond will sheet flow directly into Detention Pond 1. Runoff from the fronts of the
lots will sheet flow across grassed yards over the curb and into the curb and gutter system
All of the stormwater from the rest of the lots and streets will be collected in the curb and
gutter system that drains into the underground collection system routed to the detention
pond.
Drainage Areacontains 32.84 acres. The impervious area includes 3.28 acres of
street, 0.72 acres of sidewalk, and 10.16 acres of allowable built -upon area on the lots for
a resulting impervious area of 14.16 acres or 43.12%. It includes all or most of lots 97-
124, and 185-196 and about half of lots 251, 197, 212-221, 183, 184, 125, 127-134. The
runoff from the back yards of lots 97-103, 106-113, 118, 119, and 122-127 will sheet
flow to ditches with 3:1 side slopes that either connect to the underground piping system
or drain to the forebay of Detention Pond 2. Some of the runoff from the lots adjacent to
the pond will sheet flow directly into the pond. Lots 103-105, 114, and 115 are adjacent
to a large ditch that drains the River Road Middle School property. These lots will have
to be graded to force all runoff from impervious surfaces to the front of the lots and into
the roadway drainage system. If necessary, gutters and downspouts shall be utilized to
route runoff to the collection system. The rest of the yards' runoff will sheet flow across
grassed yards, over the curb, and into the curb and gutter system which is routed to
Detention Pond 2 via underground collection system.
Drainage-Area.3-contains 25.68 acres. The impervious area includes 2.75 acres of
street, 0.65 acres of sidewalk, and 10.63 acres of allowable built -upon area on the lots for
a resulting impervious area of 14.03 acres or 54.63%. It contains all or most of lots 126,
135-182 and 179-182 and approximately hall' of lots 125, 127-134, 183, and 184. The
runoff from the backs of lots 141-154 will sheet flow to a swale with 3:1 side slopes that
drains directly into Detention Pond 3. Some of the runoff from the lots adjacent to the
pond will sheet flow directly into the pond. Lots 160-177 are located adjacent to a canal
that is in LAMA jurisdiction. These lots -will -have -to be grad cd_to_forca_all_runofLfronr
_impervious surfaces to`thc`front-ol epic -lots -an _=roadwa`y drainage -system' If
necessary, gutters and downspouts shall be utilized to route runoff to the collection
system. The runoff from the rest of the lots will sheet flow over the curb into the curb
and gutter system that drains into the underground collection system. All of the
stonmwater from this drainage area is routed to Detention Pond 3.
The disturbed area for development will not exceed 95 acres. Limits of
disturbance have been shown on the plans.

aw
BORE (I Q
7M
7m
MARINERS LANDING
PHASE 3
BORE LOCATION MAP
FEBRUARY 12, 2007
/3
aae
BORE
ua

PERMANENT POOP. DETENTION PONDS layman & Robey, PC
DESIGN OF POND 150-A Hwy 158 East
Camden, NC 27921
Mariners Landing Phase 3 --Pot, )d,1_ (252)-335-1888
10 Yr, 24 Fir Storm 02/15/07
DETENTION POND Page I
SA/DA PERCENTAGES FOR 90% TSS REMOVAL WITHOUT VEGETATIVE FILTER
% IMPRV 3.0 177' 3.5 FT
4.0 Fr
4.5 FI'
5.0 FF
5.5 Fr
6.0 FI'
6.5 1-1' ZO I-7
10% 1.3 1.0
0.8
0.7
0.6
0.5
0.4
0.3
OL
20% 2.4 2.0
1.8
1.7
1.5
1.4
1.2
1.0
0.9
30% 3.5 3.0
2.7
2.5
2.2
1.9
1.6
1.3
1.1
40% 4.5 4.0
3.5
3.1
2.8
2.5
2.1
1.8
1.4
50% 5.6 5.0
4.3
3.9
3.5
3.1
2.7
2.3
1.9
60% 7.0 6.0
5.3
4.8
4.3
3.9
3.4
2.9
2.4
70% 8.1 7.0
6.0
5.5
5.0
4.5
3.9
3.4
2.9
80% 9.4 8.0
7.0
6.4
5.7
5.2
4.6
4.0
3.4
90% 10.7 9.0
7.9
7.2
6.5
5.9
5.2
4.6
39
100% 12.0 10.0
8.8
8.1
7.3
6.6
5.8
5.1
4.3
WATERSHED AREA:
28.91
ACRES
WATERSHED % IMPERVIOUS:
449
%
PERMANENT POOL ELEVATION:
3
FI'
DESIGN PERMANENT POOL DEPTH:
4
Fr
SA/DA PERCENTAGE FACTOR:
3.9
%
(FROM A11ovETAR1.1;-
TAKEN
PROM DrSIGN OFSI ORM
WA'1171Z
CONTROL FACII.I
I ES WORKS]
TOP MANUAL - PENC 1988)
POND SURFACE AREA REQ'D:
49113
SF
FOREBAY AREA:
14734
SF
AT WIDTH = 0.33 LENGTH,
WIDTH =
127.95
LF
(BASED
UPON MINIMUM
SURFACE AREA)
LENGTH =
383.949
LF
Use these dimensions:
WIDTH
102.74
LF
LENGTH
872.1
LF
VOLUME OF 1 " RAINFALL
AREA OF ROOFS:
4.78
AC
AREA OF PARKING/CONCRETE:
8.21
AC
AREA OF GREEN AREAS:
15.92
AC
VOLUME OF RUNOFF
57221.5
CF
STORAGE DEPTH FOR MINIMUM AREA =
ELEVATION OF I" RAINFALL = 3.64
Normal Pool Elevation
3
VOL (CF)=[(ROOF* 1.0)+(PAR KING *.95)+(GRASS*0.2)1'43,50/12
0.64 FT
SEAL
18550
• +F'vgIN.ee" .
�� I�I IRpOSi

DRAWDOWN - WATER QUALITY
Q(2 DAYS) = 0.33114 CFS
Q(5 DAYS) = 0.13246 CPS
1" RUNOFF STAGE- 0.64 FI'
DEPTH OF DRAWDOWN DEVICE BELOW OUTLET 1.5 FT
I" RUNOFFOUTLETDEVICE: 3.95221 INCHDIAHOLE A=[Q/(Cd*SQR'T(2gh))]*l44
Rad.=SQRT(A/PI)
Dia. =2*Rid.
DIAMETER OF HOLE TO USE: 4.5 INCH DIAMETER
I" STORM RUNOFF DRAWDOWN TIME 2.20388 DAYS
INFLOW HYDROGRAPH
Retum Year Storm 10 Yr
Qp = Peak Discharge = 80.8 CIS
Tc = Time of Concentration = 22.21 min
Calculation of'l'p (Time to Peak)
From SCS NEH 4, page 15-7 Eqn. 15.4
Lag Time (L) = (1^0.8*(S+l)^0.7)/(1900*Y^0.5)
for L in firs
where:
I = hydraulic length of watershed (ft)
= 1378
S=(1000/CN)-10
= 1.62791
CN = approximately same CN fjorn'TR-55
= 86
-. Y = avg. watershed land slope in %
= 0.28
S = (1000/CN)-10
= 1.62791
L= 0.63503 his
From SCS NEH 4, page 16-7 Eqn.
16.7
Tp=D/2+L
where:
D = unit of excess duration rainfall (firs)
L = Lag Time (firs)
From SCS NEH 4, page 16-8 Eqn. 16.12
D = 0.133 tc
where: Tc = Time of Concentration (firs) - (See Tr-55 Printout)
THEREFORE: D = 0.04923 firs
Tp =
0.65965
firs =
39.5787
min
Volume under Hydrograph
= 1.39 *
Qp * Tp =
266710
Cubic Feet
= i SEAL
18550
i �qN C. 000'�,

Inflow Hydrograph
SCS Dimensionless Hydrograph
Time Discharge Time
Ratio Ratio hr
Discharge Volume
cfs cf
0.00
0.00
0.00
0
0.10
0.03
0.07
2
576
0.20
0.10
0.13
8
1919
0.30
0.19
0.20
15
3646
0.40
0.31
0.26
25
5948
0.50
0.47
0.33
38
9018
0.60
0.66
0.40
53
12664
0.70
0.82
0.46
66
15734
0.80
0.93
0.53
75
17845
0.90
0.99
0.59
80
18996
1.00
1.00
0.66
81
19188
1.10
0.99
0.73
80
18996
1.20
0.93
0.79
75
17845
1.30
0.86
0.86
69
16501
1.40
0.78
0.92
63
14966
1.50
0.68
0.99
55
13048
1.60
0.56
1_06
45
10745
1.70
0.46
1.12
37
8826
1.80
0.39
1.19
32
7483
1.90
0.33
_ 1.25
27
6332
2.00
0.28
1.32
23
5373
2.20
021
1.45
17
7944
2.40
0.15
1.58
12
5641
2.60
0.11
1.72
9
4106
2.80
0.08
1.85
6
2955
3.00
0.06
1.98
4
2111
3.20
0.04
2.11
3
1535
3.40
0.03
2.24
2
1113
3.60
0.02
2.37
2
806
3.80
0.02
2.51
1
576
4.00
0.01
2.64
1
422
4.50
0.01
2.97
0
480
5.00
0.00
3.30
0
0
VOIUnle under
hydrograph
=
253336 cf
Based upon runoff volume
=
266710 cf
Depth re(Id for minimum area = 2,97669
"SEAL -
j 18550
= t G
i '•.�'.'OINEEP
//',//����ICI I I lflloO��\\\\\\\

STAGE STORAGE FUNCTION OF POND
(FOR RECTANGULER DETENTION POND ONLY)
Minimum surface area taken at normal water level
BASIN AREA INCR ACCUM
VOLUME VOLUME STAGE In s
S Z
sf ct of ft
Page 4
Pond Side Slope (M) =
bi Z Z est Elevation
89600
0
0
0
Surface area at normal pool
3
92533
45533
45533
0.5
10.73
-0.69
0.59
3.5
95485
47004
92538
1
11.44
0.00
1.08
4
98454
48485
141022
1.5
11.86
0.41
1.56
4.5
101442
49974
190996
2
12.16
0.69
2.03
5
104447
51472
242468
2.5
12.40
0.92
2.50
5.5
107471
52979
295448
3.
12.60
1.10
2.97
6
110512
54496
349944
3.5
12.77
1.25
3.44
6.5
113572
56021
405965
4
12.91
1.39
3.91
7
116649
57555
463520
4.5
13.05
1.50
4.39
7.5
119745
59098
522618
5
13.17
1.61
4.87
8
Regression
Output:
Constant
9.34346
Ks = S/ZN)
= 84366.33
Std Err of Y Est
0.00969
R Squared
0.99962
No. of Observations
7
Degrees of Freedom
5
X Coefficient(s) 1.15215 = b
Std Err of Coef. 0.01009
FOR VERTICAL SIDED DETENTION POND SET b=0, AND Ks = SURFACE AREA (SF)
STAGE DISCHARGE
(FOR RISER/BARRELL SPILLWAY W EMERGENCY
WEIR)
RISER
Dr =
18
Riser Dia. (in)
Etop =
20.00
Elev. Top Riser (it)
Cwr =
3.33
Riser weir coeff
Cdr =
0.60
Riser orifice coeff
Hln =
5
Number of Holes
H ld =
2
Hole Dia. (in)
EHI =
20.00
Elev. Holes (1)
H2n =
5
Number of Holes
112d =
2
Hole Dia. (in)
EH2 =
20.00
Elev. Holes (2)
113n
0
Number of Holes
H3d =
2
Hole Dia. (in)
EH3 =
20.00
Elev. Holes (3)
BARREL:
Db =
15
Barrel Dia. (in)
Einv =
20.00
Elev Invert Barrel (ft)
C(lb =
0.60
Barel orifice coeff
5.98
Barrell Adjustment Factor
3

EMERGENCY WEIR
Page 5
Cw
=
3
Weir coeff
Ecr
=
3.(A
Elev weir coeff (ft)
Lw
=
6
Weir Length (ft)
Riser
Riser
Riser
Elevation
Hole
Hole
Hole
Riser Riser
Barrel
Principal
Emergey
(1)
(2)
(3)
(weir) (orifice)
Spillway
Weir
3.00
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.00
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.01
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.05
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.10
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.19
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.30
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.45
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.63
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.82
0.0
0.0
0.0
0.0
0.0
0.0
0.00
1.4
4.02
0.0
0.0
0.0
0.0
0.0
0.0
0.00
4.2
4.20
0.0
0.0
0.0
0.0
0.0
0.0
0.00
7.6
4.37
0.0
0.0
0.0
0.0
0.0
0.0
0.00
11.3
4.52
0.0
0.0
0.0
0.0
0.0
0.0
0.00
14.8
4.64
0.0
0.0
0.0
0.0
0.0
0.0
0.00
18.1
4.74
0.0
0.0 .
0.0
0.0
0.0
0.0
0.00
20.9
4.82
0.0
0.0
0.0
0.0
0.0
0.0
0.00
23.1
4.87
0.0
0.0
0.0
0.0
0.0
0.0
0.00
24.6
4.90
0.0
0.0
0.0
0.0
0.0
0.0
0.00
25.4
4.91
0.0
0.0
0.0
0.0
0.0
0.0
0.00
25.8
4.91
0.0
0.0
0.0
0.0
0.0
0.0
0.00
25.9
4.90
0.0
0.0
0.0
0.0
0.0
0.0
0.00
25.4
4.86
0.0
0.0
0.0
0.0
0.0
0.0
0.00
24.3
4.81
0.0
0.0
0.0
0.0
0.0
0.0
0.00
22.6
4.74
0.0
0.0
0.0
0.0
0.0
0.0
0.00
20.8
4.68
0.0
0.0
0.0
0.0
0.0
0.0
0.00
19.0
4.61
0.0
0.0
0.0
0.0
0.0
0.0
0.00
17.2
4.55
0.0
0.0
0.0
0.0
0.0
0.0
0.00
15.6
4.49
0.0
0.0
0.0
0.0
0.0
0.0
0.00
14.0
4.43
0.0
0.0
0.0
0.0
0.0
0.0
0.00
12.6
4.38
0.0
0.0
0.0
0.0
0.0
0.0
0.00
11.4
4.25
0.0
0.0
0.0
0.0
0.0
0.0
0.00
8.7
4.16
0.0
0.0
0.0
0.0
0.0
0.0
0.00
6.7
r 18550
•F'vQINEEP`.
sFgN C.
���g11111I tImO, \\

Page 6
ROUTING OF INFLOW HYDROGRAPH
"THROUGH POND AND
OUTFLOW
DI VICE
'
Total
Riser
Riser
Riser
Barrel
Emerg
Time
Inflow
Storage
Stage
Outflow
Holes
(weir)
(orifice)
Spillway
- t(hr)
cfs
cf
Elevation
cfs
(1+2+3)
cfs
cfs
cfs
cfs
cfs
0.000
0
0
3.00
0.00
0.00
0.00
0.00
0.00
0.00
0.066
2
0
3.00
0.00
0.00
0.00
0.00
0.00
0.00
0.132
8
575.633
3.01
0.00
0.00
0.00
0.00
0.00
0.00
0.198
15
2494.41
3.05
0.00
0.00
0.00
0.00
0.00
0.00
0.264
25
6140.08
3.10
0.00
0.00
0.00
0.00
0.00
0.00
0.330
38
12088.3
3.19
0.00
0.00
0.00
0.00
0.00
0.00
0.396
53
21106.5
3.30
0.00
0.00
0.00
0.00
0.00
0.00
0.462
66
33770.5
3.45
0.00
0.00
0.00
0.00
0.00
0.00
0.528
75
49504.4
3.63
0.00
0.00
0.00
0.00
0.00
0.00
0.594
80
67349.1
3.82
1.40
0.00
0.00
0.00
0.00
1.40
0.660
81
86012
4.02
4.17
0.00
0.00
0.00
0.00
4.17
0.726
80
104211
4.20
7.57
0.00
0.00
0.00
0.00
7.57
0.792
75
121409
4.37
11.26
0.00
0.00
0.00
0.00
11.26
0.858
69
136579
4.52
14.84
0.00
0.00
0.00
0.00
14.84
0.924
63
149558
4.64
18.10
0.00
0.00
0.00
0.00
18.10
0.989
55
160226
4.74
20.91
0.00
0.00
0.00
0.00
20.91
1.055
45
168309
4.82
23.10
0.00
0.00
0.00
0.00
23.10
1.121
37
173568
4.87
24.57
0.00
0.00
0.00
0.00
24.57
1.187
32
176561
4.90
25.41
0.00
0.00
0.00
0.00
25.41
1.253
27
178016
4.91
25.82
0.00
0.00
0.00
0.00
25.92
1.319
23
178211
4.91
25.88
0.00
0.00
0.00
0.00
25.88
1.451
17
176667
490
25.44
0.00
0.00
0.00
0.00
25.44
1.583
12
172529
4.86
24.27
0.00
0.00
0.00
0.00
24.27
1.715
9
166641
4.81
22.65
0.00
0.00
0.00
0.00
22.65
1.847
6
159992
4.74
20.84
0.00
0.00
0.00
0.00
20.94
1.979
4
153047
4.68
19.00
0.00
0.00
0.00
0.00
19.00
2.111
3
146132
4.61
17.22
0.00
0.00
0.00
0.00
17.22
2.243
2
139488
4.55
15.55
0.00
0.00
0.00
0.00
15.55
2.375
2
133215
4.49
14.02
0.00
0.00
0.00
0.00
14.02
2.507
1
127362
4.43
12.63
0.00
0.00
0.00
0.00
12.63
2.639
1
121938
4.38
11.38
0.00
0.00
0.00
0.00
11.38
2.968
0
109478
4.25
8.66
0.00
0.00
0.00
0.00
8.66
3.298
0
99681.3
4.16
6.67
0.00
0.00
0.00
0.00
6.67
4.91372 = maximum stage elevation
25.8752 = maximum discharge
ts550 =
i ''•. FNQINEF,'e''•i

Mariner's Landing Phase 3
Pond 1 - Pasquotank County
10yrSTORM
90
70
y
60
a�
50
a.
1Xi
ro
40
0
3020
a
10
6 el , i q p
p--D---- p'"'I
I1
.A— —01
. jq a °
0.000 0.500 1.000
1.500 2.000
2.500
3.000 3,500
Time (hrs)
° INFLOW (cfs)
OUTFLOW (cfs)
a .SEAL
8550
Jf •. .�a1Ntr•�•:
;,'4� c. Aoely

POND VOLUME CALCULATIONS
FOR
050591 POND 1 VOLUME CALCULATIONS (2 basins 1 forebay).xls
POND CALCULATIONS
AREA
TOTAL PERMANENT POOL SURFACE AREA
PERMANENT POOL SURFACE AREA (primary - pond w/ forebay)
PERMANENT POOL SURFACE AREA (secondary - pond w/out forebay)
MAIN BASIN SURFACE AREA (primary)
FOREBAY SURFACE AREA
MAIN BASIN SURFACE AREA (secondary)
AREA AT EDGE OF MAIN BASIN SHELF (primary)
AREA OF MAIN BASIN BOTTOM (primary)
AREA AT EDGE OF FOREBAY SHELF
AREA OF FOREBAY BOTTOM
AREA AT EDGE OF MAIN BASIN SHELF (secondary)
AREA OF MAIN BASIN BOTTOM (secondary)
SURFACE AREA AT 1" STORAGE (primary)
SURFACE AREA AT 1" STORAGE (secondary)
ELEVATIONS
PP ELEVATION
ELEVATION AT EDGE OF MAIN BASIN SHELF
ELEVATION OF MAIN BASIN BOTTOM
ELEVATION AT EDGE OF FOREBAY SHELF
ELEVATION OF FOREBAY BOTTOM
ELEVATION OF 1" STORAGE
VOLUME CALCULATIONS
Fz
89,606.46
63,120.63
/7 �i(7�
1
26,485.83
�PSh
40,716.67
22,403.96
26,485.83
31, 344, 08
24,727.03
17,596.30
15,545.32
19,018.92
14,260.18
65,713.01
27,991.37
F
3.00
-1.00
1.33
0.00
3.64
FD
MAIN BASIN VOLUME (primary)
125,493.57
MAIN BASIN VOLUME (secondary)
76,766.62
FOREBAY VOLUME
55,439.39
PERMANENT POOL VOLUME
257,699.58
FOREBAY PERCENTAGE OF TOTAL PERMANENT POOL VOLUME
21.51%
TEMP. STORAGE VOLUME (1" RUNOFF)
58,659.47
TEMPORARY STORAGE OFFSET / ;§r% '•., ,
SLOPE (EX: IF 3:1 ENTER 3) _ p EAL = 3.00
F/ 18550
OFFSET FROM PP 1.92
�FNQINEEP�.
BASIN DIAGRAM CALC iiAFtiI4N (; p$�����\N\
MAIN POND IIIII III
SEDIMENT REMOVAL ELEVATION 0.00
PP DEPTH READS ... SEDMENT SHALL BE REMOVED 3.00
FOREBAY
SEDIMENT REMOVAL ELEVATION 0.75
PP DEPTH READS ... SEDIMENT SHALL BE REMOVED 2.25
FILE LOCATION - S.Wyman A Robey'OS050591 - Rie or Glen SExcoA050591 POND I VOLUME CALCULATIONS (2 basins 1 lerebay).xle
TAB -SAeetl
2/IWW7C56PM PAGE 1 OF 1

PERMANENT POOL DETENTION PONDS
DI✓SIGN OF POND
Mariners Landing Phase 3 - Pow
10 Yr, 24 Hi Storm
DETENTION POND
I lyman & Robey, PC
150-A I Iwy 158 East
Camden, NC 27921
(252)-335-1888
02/15/07
SA/DA PERCENTAGES FOR 90% TSS REMOVAL WITHOUT VEGETATI VE 17ILTEIZ
% IMPRV
3.0 FI'
3.5 FT
4.0 FT
4.5 FT
5.0 FI'
5.5 F7'
6.0 FI'
10%
1.3
1.0
0.8
0.7
0.6
0.5
0.4
20%
2.4
2.0
1.8
1.7
1.5
1.4
1.2
30%
3.5
3.0
2.7
2.5
2.2
1.9
1.6
40%a
4.5
4.0
3.5
3.1
2.8
2.5
2.1
50%
5.6
5.0
4.3
3.9
3.5
3.1
2.7
60%
7.0
6.0
5.3
4.8
4.3
3.9
3.4
70%
8.1
7.0
6.0
5.5
5.0
4.5
3.9
80%
9.4
8.0
7.0
6.4
5.7
5.2
4.6
90%
10.7
9.0
7.9
7.2
6.5
5.9
5.2
100%
12.0
10.0
8.8
8.1
7.3
6.6
5.8
WATERSHED AREA:
32.84
ACRES
WATERSHED % IMPERVIOUS:
43.12
%
PERMANENT POOL ELEVATION:
3
FF
DESIGN PERMANENT POOL DEPTH:
4
FT
SA/DA PERCENTAGE FACTOR:
3.75
%
POND SURFACE AREA REQ'D:
FOREBAY AREA:
AT WIDTH =0.33 LENGTH,
WIDTH =
LENGTH =
Use these dimensions:
53644 SF
16093 SF
6.5 FI'
0.3
1.0
1.3
1.8
2.3
2.9
3.4
4.0
4.6
5.1
Page I
7.0 FT
0.2
0.9
1.4
1.9
2.4
2.9
3.4
39
4.3
(MOM A13OVE'I A BL Ii -TAKEN mom DESIGN OI'SrORM WATER
CON I1101. 1'AC I LITIES WORKSHOP MANUAL-1'ENC 1988)
133.721 LF (BASED UPON MINIMUM SURFACE AREA)
401,164 LF
WIDTH 155.7 LF
LENGTH 590.46 LF
VOLUME OF 1 " RAINFALL
AREA OF ROOFS: 5.08 AC
AREA OF PARKING/CONCRETE: 9.08 AC
AREA OF GREEN AREAS: 18.68 AC
VOLUME OF RUNOFF 63314.5 CF
STORAGE DEPTH FOR MINIMUM AREA =
ELEVATION OF I" RAINFALL = 3.69
Normal Pool Elevation
3
VOL (CF)=[(ROOF' 1.0)+(PAR KING*.95)+(GRASS'0.2)1'43,560/12
0.69 FT

DRAWDOWN - WATER QUALITY
Q(2 DAYS) = 0.3664 CFS
Q(5 DAYS) = 0.14656 CPS
I" RUNOFF STAGE 0.69 FI'
DEPTH OF DRAWDOWN DEVICE BELOW OUTLET 1.5 FT
I" RUNOFF OUTLET DEVICE: 4.07962 INCH DIA HOLE
A=tQ/(Cd*SQRT(2gh))]* 144
Rad.=SQRT(A/Pl)
Dia.=2*Rad.
DIAMETER OF HOLE TO USE: 4.75 INCH DIAMETER
I" STORM RUNOFF DRAWDOWNTIME 2.10758 DAYS
INFLOW HYDROGRAPH
Return Year Storm 10 Yr
Qp = Peak Discharge = 86.99 cis
Tc = Time of Concentration = 20.27 min
Calculation of Tp (Time to Peak)
From SCS NEH 4, page 15-7 Eqn. 15.4
Lag Time (L) = (IA0.8*(S+1)A0.7)/(1900*YA0.5) for L in I Its
where: I = hydraulic length of watershed (f )
S = (I000/CN)-10
CN = approximately same CN from TR-55
Y'=.avg. watershed land slope in %
S = (1000/CN)-10 = 1.62791
L= 0.78723 [its
From SCS NEH 4 , page 16-7 Eqn. 16.7
Tp=D/2+L
where : D = unit of excess duration rainfall (his)
L = Lag Time (hrs)
From SCS NEH 4 , page 16-8 Eqn. 16.12
D = 0.133 Ic
where: Tc =Time of Concentration ([its) - (See Tr-55 Printout)
THEREFORE: D = 0,04493 hrs
Tp= 0.80969
hrs =
48.5816
min
Volume under Hydrograph = 1.39 *
Qp * Tp =
352458
Cubic Feet
= 1.594
1.62791
= 86
0.23
—r,2EAL v
- 185$p

Inflow Hydrograph
SCS Dimensionless Hydrograph
Timc
Discharge Time
Discharge
Volume
Ratio
Ratio fir
CI's
of
0.00
0.00 0.00
0
0.10
0.03 0.08
3
761
0.20
0.10 0.16
9
2536
0.30
0.19 0.24
17
4818
0.40
0.31 0.32
27
7861
0.50
0.47 0.40
41
11918
0.60
0.66 0.49
57
16735
0.70
0.82 0.57
71
20792
0.80
0.93 0.65
81
23582
0.90
0.99 0.73
86
25103
1.00
1.00 0.81
87
25357
1.10
0.99 0.89
86
25103
1.20
0.93 0.97
81
23582
1.30
0.86 1.05
75
21807
1.40
0.78 1.13
68
19778
1.50
0.68 1.21
59
17243
1.60
0.56 1.30
49
14200
1.70
0.46 1.38
40
11664
1.80
0.39 1.46
34
9889
1.90
0.33 __ 1.54
29
8368
2.00
0.28 1.62
24
7100
2.20
0.21 1.78
18
10498
2.40
0.15 1.94
13
7455
2.60
0.11 2.11
9
5426
2.80
0.08 2.27
7
3905
3.00
0.06 2.43
5
2789
3.20
0.04 2.59
3
2029
3.40
0.03 2.75
3
1471
3.60
0.02 2.91
2
1065
3.80
0.02 3.08
1
761
4.00
0.01 3.24
1
558
4.50
0.01 3.64
0
634
5.00
0.00 4.05
0
0
Volume under hydrograph
=
334784 cf
Based upon runoff volume
= 352458
cf
Depth req'd for minimum area = 3.83379
1 SEAL
18550 _-
rf • QINEO' . \\

STAGE STORAGE FUNCTION OF POND
(FOR RECTANGULER DETENTION POND ONLY)
Pond Side Slope (M) _
Minimum surface area taken at normal
water level
BASIN AREA INCR ACCUM
VOLUME VOLUME
STAGE
bi s
In Z
Z est Elevation
S
Z
sf cf of
It
91935 0 0
0
Surface area
m normal
pool
3
94182 46529 46529
0.5
10.75
-0.69
0.59
3.5
96448 47657 94187
I
11.45
0.00
1.09
4
98731 48795 142981
1.5
11.87
0.41
1.57
4.5
101033 49941 192922
2
12.17
0.69
2.04
5
103352 51096 244018
2.5
12.40
0.92
2.50
5.5
105690 52260 296279
3
12.60
LI0
2.96
6
108045 53434 349712
3.5
12.76
1.25
3.42
6.5
110418 54616 404328
4
12.91
1.39
3.88
7
112810 55807 460135
4.5
13.04
1.50
4.34
7.5
115219 57007 517143
5
13.16
1.61
4.80
8
Regression OulPut
Constant
9.34346
Ks = S/Z^b
= 84905.62
SW Err of Y Est
0.00969
R Squared
0.99962
No. of Observations
7
Degrees of Freedom
5
X Coefficient(s) 1.15215 = b
Std Err of Coef. 0,01009
FOR VERTICAL SIDED DETENTION POND SET b=0, AND Ks = SURFACE AREA (SF)
STAGE DISCHARGE
(FOR RISER/BARRELL SPILLWAY W EMERGENCY WEIR)
RISER
Dr =
18
Riser Dia. (in)
Flop =
20.00
Elev. Top Riser (ft)
Cwr =
3.33
Riser weir coeff
Cdr =
0.60
Riser orifice coeff
Hln =
5
Number of Holes
Hld =
2
Bole Dia. (in)
EH1 =
20.00
Elev. Holes (1)
H2n =
5
Number of Holes
1-12d =
2
Hole Dia. (in)
EH2 =
20.00
Elev. Holes (2)
H3n =
0
Number of Holcs
1-13d =
2
1"tole Dia. (in)
EF13 =
20.00
Elev. Holes (3)
BARREL:
Db =
15
Barrel Dia. (in)
Einv =
20.00
Elev Invert Barrel (ft)
Cdb =
0.60
Barrel orifice coeff
6.83
Page 4
3
.fCA " •
= 1855050
'Is,INEEQ':'
C. Ho
Barrel Adjusunent Factor

EMERGENCY WEIR
Page 5
Cw
=
3
Weir coell'
Ecr
=
3.69
Elev weir coeff (ft)
Lw
=
10
Weir Length
(fo
Riscr
Riser
Riser
Elevation
Hole
Hole
Hole
Riser
Riser
Banel
Principal
Emergcy
(1)
(2)
(3)
(weir)
(orifice)
Spillway
Weir
3.00
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.00
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.02
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.06
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.13
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.23
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.38
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.57
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.80
0.0
0.0
0.0
0.0
0.0
0.0
0.00
1.1
4.04
0.0
0.0
0.0
0.0
0.0
0.0
0.00
6.2
4.27
0.0
0.0
0.0
0.0
0.0
0.0
0.00
13.3
4.48
0.0
0.0
0.0
0.0
0.0
0.0
0.00
21.1
4.66
0.0
0.0
0.0
0.0
0.0
0.0
0.00
28.7
4.80
0.0
0.0
0.0
0.0
0.0
0.0
0.00
35.3
4.91
0.0
0.0
0.0
0.0
0.0
0.0
0.00
40.5
4.99
0.0
0.0
- 0.0
0.0
0.0
0.0
0.00
44.2
5.03
0.0
0.0
0.0
0.0
0.0
0.0
0.00
46.3
5.03
0.0
0.0
0.0
0.0
0.0
0.0
0.00
46.6
5.01
0.0
0.0
0.0
0.0
0.0
0.0
0.00
45.7
4.98
0.0
0.0
0.0
0.0
0.0
0.0
0.00
44.1
4.94
0.0
0.0
0.0
0.0
0.0
0.0
0.00
42.0
4.85
0.0
0.0
0.0
0.0
0.0
0.0
0.00
37.3
4.74
0.0
0.0
0.0
0.0
0.0
0.0
0.00
32.3
4.63
0.0
0.0
0.0
0.0
0.0
0.0
0.00
27.5
4.53
0.0
0.0
0.0
0.0
0.0
0.0
0.00
23.2
4.44
0.0
0.0
0.0
0.0
0.0
0.0
0.00
19.5
4.36
0.0
0.0
0.0
0.0
0.0
0.0
0.00
16.3
4.28
0.0
0.0
0.0
0.0
0.0
0.0
0.00
13.7
4.22
0.0
0.0
0.0
0.0
0.0
0.0
0.00
11.5
4.16
0.0
0.0
0.0
0.0
0.0
0.0
0.00
9.7
4.11
0.0
0.0
0.0
0.0
0.0
0.0
0.00
8.3
4.01
0.0
0.0
0.0
0.0
0.0
0.0
0.00
5.3
3.93
0.0
0.0
0.0
0.0
0.0
0.0
0.00
3.6
BSSo
y .Q!NEEV ;
ROBO �i���/1

Page 6
ROUTING OF INFLOW HYDROGRAPH THROUGH POND AND OUTFLOW DEVICE
Total
Riser
Riser
Riser
Barrel
Emcrg
Time
Inflow
Storage
Stage
Outflow
Holes
(weir)
(orifice)
Spillway
t(hr)
cfs
cf
Elevation
cfs
(1+2+3)
cfs
cfs
cfs
cfs
cfs
0.000
0
0
3.00
0.00
0.00
0.00
0.00
0.00
0.00
0.081
3
0
3.00
0.00
0.00
0.00
0.00
0.00
0.00
0.162
9
760.7
3.02
0.00
0.00
0.00
0.00
0.00
0.00
0.243
17
3296.37
3.06
0.00
0.00
0.00
0.00
0.00
0.00
0.324
27
8114.14
3.13
0.00
0.00
0.00
0.00
0.00
0.00
0.405
41
15974.7
3.23
0.00
0.00
0.00
0.00
0.00
0.00
0,486
57
27892.3
3.38
0.00
0.00
0.00
0.00
0.00
0.00
0.567
71
44627.7
3.57
0.00
0.00
0.00
0.00
0.00
0.00
0.648
81
65420.2
3.80
1.06
0.00
0.00
0.00
0.00
1.06
0.729
86
88693.7
4.04
6.17
0.00
0.00
0.00
0.00
6.17
0.810
87
111997
427
13.31
0.00
0.00
0.00
0.00
13.31
0.891
86
133474
4.48
21.10
0.00
0.00
0.00
0.00
21.10
0.972
81
152427
4.66
28.74
0.00
0.00
0.00
0.00
28.74
1,053
75
167632
4.80
35.31
0.00
0.00
0.00
0.00
35.31
1.134
68
179147
4.91
40.52
0.00
0.00
0.00
0.00
40.52
L215
59
187114
4.99
44.23
0.00
0.00
0.00
0.00
44.23
1.296
49
191464
5.03
46.30
0.00
0.00
0.00
0.00
46.30
1.376
40
192169
5.03
46.63
0.00
0.00
0.00
0.00
46.63
1.457
34
190240
5.01
45.71
0.00
0.00
0.00
0.00
45.71
1.538
29
186804
".4.98
44.09
0.00
0.00
0.00
0.00
44.09
1.619
24
182321
4.94
41.99
0.00
0.00
0.00
0.00
41.99
1.781
18
172043
4.85
37.28
0.00
0.00
0.00
0.00
37.28
1.943
13
160807
4.74
32.31
0.00
0.00
0.00
0.00
32.31
2.105
9
149424
4.63
27.49
0.00
0.00
0.00
0.00
27.49
2.267
7
138827
4.53
23.19
0.00
0.00
0.00
0.00
23.19
2.429
5
129213
4.44
19.48
0.00
0.00
0.00
0.00
19.48
2.591
3
120648
4.36
16.33
0.00
0.00
0.00
0.00
16.33
2.753
3
113159
4.28
13.70
0.00
0.00
0.00
0.00
13.70
2.915
2
106640
4.22
11.53
0.00
0.00
0.00
0.00
11.53
3.077
1
100981
4.16
9.74
0.00
0.00
0.00
0.00
9.74
3.239
1
96062.9
4.11
8.26
0.00
0.00
0.00
0.00
8.26
3.644
0
85423.9
4.01
5.31
0.00,
0.00
0.00
0.00
5.31
4.048
0
79316.9
3.93
3.58
0.00
0.00
0.00
0.00
3.58
5.03189 = maxinnmi stage elevation
46.6332 = maximum discharge
_ SEAL
18550
�F�p✓ c. ao�`�

I
Mariner's Landing Phase 3
Pond 2 - Pasquotank County
10 yr STORM
100
90 EPb
80 d b
70
60
50
40
ro
O 30
20
10 • M
1j,
0
0.000 1.000 2.000 3.000 4.000 5.000
Time (hrs)
INFLOW (cfs)
OUTFLOW (cfs)
%
EAL
, 1855o
r!',V c. Floe-.

p
POND VOLUME CALCULATIONS
FOR
S:INyrnan & Robey '051050591 -River Glen 21ExcePO50591 POND 2 VOLUME CALCULATIONS.xis
POND CALCULATIONS
AREA Fz
PERMANENT POOL SURFACE AREA
MAIN BASIN SURFACE AREA
FOREBAY SURFACE AREA
AREA AT EDGE OF MAIN BASIN SHELF
AREA OF MAIN BASIN BOTTOM
AREA AT EDGE OF FOREBAY SHELF
AREA OF FOREBAY BOTTOM
SURFACE AREA AT 1" STORAGE
PP ELEVATION
ELEVATION AT EDGE OF MAIN BASIN SHELF
ELEVATION OF MAIN BASIN BOTTOM
ELEVATION AT EDGE OF FOREBAY SHELF
ELEVATION OF FOREBAY BOTTOM
ELEVATION OF 1" STORAGE
UME CALCULATIONS—
MAIN BASIN VOLUME
FOREBAY VOLUME
PERMANENT POOL VOLUME
FOREBAY PERCENTAGE OF TOTAL PERMANENT POOL VOLUME
TEMP. STORAGE VOLUME (1" RUNOFF)
TEMPORARY STORAGE OFFSET
SLUPE (EX: IF 3:1 ENTER 3)
OFFSET FROM PP
BASIN DIAGRAM CALC
MAIN POND
SEDIMENT REMOVAL ELEVATION
PP DEPTH READS ... SEDIMENT SHALL BE REMOVED
FOREBAY
SEDIMENT REMOVAL ELEVATION
PP DEPTH READS ... SEDIMENT SHALL BE REMOVED
� 1,avaoo
68,453.18
23,490.48
56,333.76
47,865.20
18,419.79
16,292.55
95,386.75
F
1.33
-1.00
1.33
0.00
F3
225,588.88
58,078.78
283,667.66
20.47%
64,628.99
�— !P §EAL
16550 C
, QINEEF;.
Jr/vw:f4l c1; R®1�`�1y\\`\\\
2.07
0.00
3.00
0.75
2.25
2/15/2007 11:29 AM PAGE 1 OF 1

PERMANENT POOL DETENTION PONDS Hyman & Robey, PC
DESIGN OF POND 150-A Hwy 158 Last
Camden, NC 27921
Mariners Landing Phase 3 - Pond'37 (252)-335-1888
10 Yr, 24 Hr Storm 02/15/07
DETENTION POND Page I
SA/DA PERCENTAGES FOR 90% TSS REMOVAL WITHOUT VEGETATIVE FILTER
IMPRV 3.0 FT 3.5 FT
4.0 FT
4.5 FT
5.0 FT
5.5 FI'
6.0 FT
6.5 PI'
7.0 FT
10% 1.3 1.0
0.8
0.7
0.6
0.5
0.4
0.3
0.2
20% 2.4 2.0
1.8
1.7
1.5
1.4
L2
1.0
0.9
30% 3.5 3.0
2.7
2.5
2.2
1.9
1.6
1.3
1.1
40% 4.5 4.0
3.5
3.1
2.9
2.5
2.1
1.8
1.4
50% 5.6 5.0
4.3
3.9
3.5
3.1
2.7
2.3
1.9
60% 7.0 6.0
5.3
4.8
4.3
3.9
3.4
2.9
2.4
70% 8.1 7.0
6.0
5.5
5.0
4.5
3.9
3.4
2.9
80% 9.4 8.0
7.0
6.4
5.7
52
4.6
4.0
3.4
90% 10.7 9.0
7.9
7.2
6.5
5.9
5.2
4.6
3.9
100% 12.0 10.0
9.9
9.1
7.3
6.6
5.8
5.1
4.3
WATERSHED AREA:
25.68
ACRES
WATERSHED % IMPERVIOUS:
54.63
%
PERMANENT POOL ELEVATION:
3
FT
DESIGN PERMANENT POOL DEPTH:
4
PI'
SA/DA PERCENTAGE FACTOR:
4.8
%
(FROM ABOVE'rA6LE-
I AK17NTRONI
DPSIGNOPSrORM
WATER
-,
CON'I R01. ITCII.❑'I
LS N'ORKSI
IOP MANUA I. -
I'I?NC 1988)
POND SURFACE AREA REQ'D:
53694
SF
FOREBAY AREA:
16108
SF
AT WIDTH = 0.33 LENGTH,
WIDTH =
133.783
LF
(RASED
UPON MINIMUM SURFACE
AREA)
LENGTH =
401.349
LF
Use these dimensions:
WIDTH
121.56
LF
LENGTH
545.06
LF
VOLUME OF I" RAINFALL
AREA OF ROOFS:
5.31
AC
AREA OF PARKING/CONCRETE:
8.72
AC
AREA OF GREEN AREAS:
11.65
AC
VOLUME OF RUNOFF
57804.1
CF
STORAGE DEPTH FOR MINIMUM AREA =
ELEVATION OF I" RAINFALL = 3.87
Normal Pool Elevation
3
VOL (CF)=hR0OP*1.0)1(11ARKING*.95)+(GRASS*0.2)1*43,560/12
0.87 FT
r'RptS�1
SEAL
18550
i
..........
�44 11111l l l lftl o®w - \\\\N

DRAWDOWN - WATER QUALITY
Q(2 DAYS) = 0.33451 CPS
Q(5 DAYS) = 0,13381 CFS
I " RUNOFF STAGE 0.87 FT
DEPTH OF DRAWDOWN DEVICE BELOW OUTLET 1.5 FI'
I" RUNOFF OUTLET DEVICE: 3.67428 INCH DIA HOLE
DIAMEI'ER OF HOLE TO USE: 4.25 INCH DIAMEI -
I" STORM RUNOFF DRAWDOWN TIME 2.1355 DAYS
A=fQ/(Cd*SQRT(2gh))1* l44
Rad.=SQRT(A/Pp
Dia.=2*lZacl.
INFLOW HYDROGRAPH
Retum Year Storm 10 Yr
Qp = Peak Discharge = 75.36 cis
Tc = Time of Concentration = 20 min
Calculation of Tp (Time to Peak)
From SCS NET14, page 15-7 Eqn. 15.4
Lag'rime (L)=(1^0.8*(S+I)^0.7)/(1900*Y^0.5) for 1. in Hrs
where: I = hydraulic length of watershed (ft)
S = (1000/CN)-10
CN = approximately same CN from TR-55
Y = avg. watershed land slope in
S = (I 000/CN)-10 = 1.62791
L= 0.61637 his
From SCS NEH 4, page 16-7 Eqn. 16.7
Tp=D/2+L
where: D = unit of excess duration rainfall (hrs)
L = Lag Time (hrs)
From SCS NEH 4 , page I6-8 Eqn, 16.12
D=0.133tc
where: 'rc= Time of Concentration (hrs) - (See Tr-55 Printout)
THEREFORE: D= 0.04433 his
Tp= 0.63854 Ivs 38.3124 min
Volume under Hydrograph = 1.39 * Qp * 7'p = 240794 Cubic Feet
= 1174
1.62791
86
= 0.23
V 18550
/����11�111�108�\\\\p

Innow Hydrograph
SCS Dimensionless Hydrograph
Time
Discharge Time
Discharge
Volume
Ratio
Ratio hr
cfs
cf
0.00
0.00 0.00
0
0.10
0.03 0.06
2
520
0.20
0.10 0.13
8
1732
0.30
0.19 0.19
14
3291
0.40
0.31 0.26
23
5370
0.50
0.47 0.32
35
8142
0.60
0.66 0.38
50
11433
0.70
0.82 0.45
62
14205
0.80
0.93 0.51
70
16111
0.90
0.99 0.57
75
17150
1.00
1.00 0.64
75
17323
1.10
0.99 0.70
75
17150
1.20
0.93 0.77
70
16111
1.30
0.86 0.83
65
14898
1.40
0.78 0.89
59
13512
1.50
0.68 0.96
51
11780
1.60
0.56 1.02
42
9701
1.70
0.46 1.09
35
7969
1.80
0.39 1.15
29
6756
1.90
0.33._ 1.21
25
5717
2.00
0.28 1.28
21
4851
2.20
0.21 1.40
16
7172
2.40
0.15 1.53
11
5093
2.60
0.11 1.66
8
3707
2.80
0.08 1.79
6
2668
3.00
0.06 1.92
4
1906
3.20
0.04 2.04
3
1386
3.40
0.03 2.17
2
1005
3.60
0.02 2.30
2
728
3.80
0.02 2.43
1
520
4.00
0.01 2.55
1
381
4.50
0.01 2.87
0
433
5.00
0.00 3.19
0
0
Volume under hydrograph =
228720 of
Based upon runoff volume
= 240794
of
Depth req'd for minimum area = 3.63422
SEAL
18550
'Si�,� .f✓

STAGE STORAGE FUNCTION OF POND
(FOR RECTANGULER DETENTION POND ONLY)
Minimum surface area taken at normal water level
BASIN AREA INCR ACCUM
VOLUMEVOLUMESTAGE In s
S Z
sf of cf if
Pond Side Slope (M) =
In Z Z est Elevation
66257
0
0
0
Surface area at normal pool
3
68266
33631
33631
0.5
10.42
-0.69
0.59
3.5
70293
34640
68271
1
11.13
0.00
1.09
4
72338
35658
103929
1.5
11.55
0.41
1.56
4.5
74401
36685
140613
2
11.85
0.69
2.03
5
76482
37721
178334
2.5
12.09
0.92
2.50
5.5
78581
38766
217100
3
12.29
1.10
2.97
6
80698
39820
256919
3.5
12.46
1.25
3.43
6.5
82832
40882
297802
4
12.60
1.39
3.90
7
84995
41954
339756
4.5
12.74
1.50
4.37
7.5
87156
43035
382791
5
12.86
1.61
4.85
8
Regression
Output:
Constant
9.34346
Ks = S/Z^b
= 62050.95
Sid Err of Y Est
0.00969
R Squared
0.99962
No. of Observations
7
Degrees of Freedom
__
5
X Coefficient(s) 1.15215 = b
Std Err of Coef. 0.01009
FOR VERTICAL SIDED DETENTION POND SET b=0, AND Ks = SURFACE AREA (SF)
STAGE DISCHARGE
(FOR RISER/BARRELL SPILLWAY W EMERGENCY
WEIR)
RISER
Dr -
19
Riser Dia. (in)
Etop =
20.00
Elev. 'Fop Riser(it)
Cwr =
3.33
Riser weir coeff
Cdr =
0.60
Riser orifice coeff
Hln =
5
Nmnbcr of Holes
Hid =
2
Hole Dia. (in)
EHI =
20.00
Elev. Holes (1)
H2n =
5
Number of Holes
H2d =
2
Hole Dia. (in)
EH2 =
20.00
Elev. Holes (2)
H3n =
0
Number of Holes
H3d =
2
Hole Dia. (in)
EI-I3 =
20.00
Elev. Holes (3)
BARREL:
Db =
15
Barrel Dia. (in)
Einv =
20.00
Elev Invert Barrel (ft)
Cdb =
0.60
Barrel or coeff
6.63
Page 4
3
SEAL
18550
LL' a^. ��GMG'cQ'+i
Barrel[ Adjustment Factor

EMERGENCY WEIR
Page
Cw
=
3
Weir coeff
Ecr
=
3.87
Elev weir coeff (ft)
Lw
=
7
Weir Length (ft)
Riser
Riser
Riser
Elevation
Hole
Hole
Hole
Riser Riser
Barrel
Principal
Etnergcy
(1)
(2)
(3)
(weir) (orifice)
Spillway
Weir
3.00
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.00
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.02
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.06
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.12
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.22
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.36
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.54
0,0
0.0
0.0
0.0
0,0
0.0
0.00
0.0
3.75
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.0
3.98
0.0
0.0
0.0
0.0
0.0
0.0
0.00
0.8
4.22
0.0
0.0
0.0
0.0
0.0
0.0
0.00
4.3
4.44
0.0
0.0
0.0
0.0
0.0
0.0
0.00
8.9
4.63
0.0
0.0
0.0
0.0
0.0
0.0
0.00
14.0
4.80
0.0
0.0
0.0
0.0
0.0
0.0
0.00
18.8
4.93
0.0
0.0
0.0
0.0
0.0
0.0
0.00
23.0
5.04
0.0
0:0_
0.0
0.0
0.0
0.0
0.00
26.5
5.11
0.0
0.0
0.0
0.0
0.0
0.0
0.00
29.0
5.15
0.0
0.0
0.0
0.0
0.0
0.0
0.00
30.3
5.16
0.0
0.0
0.0
0.0
0.0
0.0
0.00
30.7
5.16
0.0
0.0
0.0
0.0
0.0
0.0
0.00
30.6
5.14
0.0
0.0
0.0
0.0
0.0
0.0
0.00
30.0
5.09
0.0
0.0
0.0
0.0
0.0
0.0
0.00
28.2
5.02
0.0
0.0
0.0
0.0
0.0
0.0
0.00
25.7
4.93
0.0
0.0
0.0
0.0
0.0
0.0
0.00
22.9
4.84
0.0
0.0
0.0
0.0
0.0
0.0
0.00
20.2
4.76
0.0
0.0
0.0
0.0
0.0
0.0
0.00
17.6
4.68
0.0
0.0
0.0
0.0
0.0
0.0
0.00
15.3
4.61
0.0
0.0
0.0
0.0
0.0
0.0
0.00
13.3
4.54
0.0
0.0
0.0
0.0
0.0
0.0
0.00
11.5
4.48
0.0
0.0
0.0
0.0
0.0
0.0
0.00
10.0
4.43
0.0
0.0
0.0
0.0
0.0
0.0
0.00
8.7
4.31
0.0
0.0
0.0
0.0
0.0
0.0
0.00
6.0
4.22
0.0
0.0
0.0
0.0
0.0
0.0
0.00
4.3
C 18550
........ EEP..
C.

Page 6
ROUTING OF INFLOW HYDROGRAPH THROUGH POND AND
OUTFLOW DEVICE
Total
Riser
Riser
Riser
Barrel
finerg
Time
Inflow
Storage
Stage
Outflow
Holes
(weir)
(orifice)
Spillway
I (hr)
cfs
cf
L'levation
cfs
(1+2+3)
CIS
cfs
cfs
cfs
ets
0.000
0
0
3.00
0.00
0.00
0.00
0.00
0.00
0.00
0.064
2
0
3.00
0.00
0.00
0.00
0.00
0.00
0.00
0.128
8
519.7
3.02
0.00
0.00
0.00
0.00
0.00
0.00
0.192
14
2252.03
3.06
0.00
0.00
0.00
0.00
0.00
0.00
0.255
23
5543.47
3.12
0.00
0.00
0.00
0.00
0.00
0.00
0.319
35
10913.7
3.22
0.00
0.00
0.00
0.00
0.00
0.00
0.383
50
19055.7
3.36
0.00
0.00
0.00
0.00
0.00
0.00
0.447
62
30489.1
3.54
0.00
0.00
0.00
0.00
0.00
0.00
0.511
70
44694.2
3.75
0.00
0.00
0.00
0.00
0.00
0.00
0.575
75
60804.9
3.98
0.79
0.00
0.00
0.00
0.00
0.79
0.639
75
77772.8
422
4.28
0.00
0.00
0.00
0.00
4.28
0.702
75
94111.3
4.44
8.93
0.00
0.00
0.00
0.00
8.93
0.766
70
109209
4.63
14.01
0.00
0.00
0.00
0.00
14.01
0.830
65
122099
4.80
18.82
0.00
0.00
0.00
0.00
18.82
0.894
59
132672
4.93
23.05
0.00
0.00
0.00
0.00
23.05
0.958
51
140886
5.04
26.49
0.00
0.00
0.00
0.00
26.49
1.022
42
146577
5.11
28.95
0.00
0.00
0.00
0.00
28.95
1.086
35
149622
5.15
30.29
0.00
0.00
0.00
0.00
30.29
1.149
29
150627
5.16
30.74
0.00
0.00
0.00
0.00
30.74
1.213
25
15031-7
, 5.16
30.60
0.00
0.00
0.00
0.00
30.60
1.277
21
148999
5.14
30.02
0.00
0.00
0.00
0.00
30.02
1.405
16
144900
5.09
28.22
0.00
0.00
0.00
0.00
28.22
1.532
11
139097
5.02
25.73
0.00
0.00
0.00
0.00
25.73
1.660
8
132361
4.93
22.92
0.00
0.00
0.00
0.00
22.92
1.788
6
125532
4.84
20.16
0.00
0.00
0.00
0.00
20.16
1.916
4
118929
4.76
17.60
0.00
0.00
0.00
0.00
17.60
2.043
3
112744
4.68
15.29
0.00
0.00
0.00
0.00
15.29
2.171
2
107102
4.61
13.26
0.00
0.00
0.00
0.00
13.26
2.299
2
102011
4.54
11.50
0.00
0.00
0.00
0.00
11.50
2.426
1
97449.1
4.48
9.99
0.00
0.00
0.00
0.00
9.99
2.554
1
93373.6
4.43
8.70
0.00
0.00
0.00
0.00
8.70
2.873
0
84326.8
4.31
6.03
0.00
0.00
0.00
0.00
6.03
3.193
0
77833.9
4.22
4.30
0.00
0.00
0.00
0.00
4.30
5.1592 = maximwu stage elevation
30.7398 = maximum discharge
SEAL
d 18550
tp ...MEEer'::
/, � �tC,.

Mariner's Landing Phase 3
Pond 3 - Pasquotank County
10yrSTORM
80
70 0
60
z 50 r6 0
L 40 01,:. b�
0 30
20
a
a �..
10
0
0,000 0.500 1.000 1.500 2.000 2.500 3.000 3.500
Time (hrs)
fl--- INFLOW (cfs)
+ OUTFLOW (cfs)
SEAL
18550

POND VOLUME CALCULATIONS
FOR
S:IHyman & Robey '051050591 - River Glen 21 ExceAO50591 POND 3 VOLUME CALCULATIONS.xis
POND CALCULATIONS
AREA Fz
PERMANENT POOL SURFACE AREA
MAIN BASIN SURFACE AREA
FOREBAY SURFACE AREA
AREA AT EDGE OF MAIN BASIN SHELF
AREA OF MAIN BASIN BOTTOM
AREA AT EDGE OF FOREBAY SHELF
AREA OF FOREBAY BOTTOM
SURFACE AREA AT 1" STORAGE
ELEVATIONS
PP ELEVATION
ELEVATION AT EDGE OF MAIN BASIN SHELF
ELEVATION OF MAIN BASIN BOTTOM
ELEVATION AT EDGE OF FOREBAY SHELF
ELEVATION OF FOREBAY BOTTOM
ELEVATION OF 1"STORAGE
00,401.30
49,418.65
16,838.91
38,631 .67
31,225.39
12,018.60
10,092.10
70,284.87
F
-1.00
1.33
0.00
3.87
VOLUME CALCULATIONS
F3
MAIN BASIN VOLUME
154,905.49
FOREBAY VOLUME
38,799.64
PERMANENT POOL VOLUME
193,705.13
FOREBAY PERCENTAGE OF TOTAL PERMANENT POOL VOLUME
20.03%
TEMP. STORAGE VOLUME (1" RUNOFF) 59,395.96
TEMPORARY STORAGE OFFSET
SLOPE (EX: IF 3:1 ENTER 3) 3.00
OFFSET FROM PP 2.61
BASIN DIAGRAM CALC
MAIN POND
SEDIMENT REMOVAL ELEVATION 0.00
PP DEPTH READS ... SEDIMENT SHALL BE REMOVED 3.00
FOREBAY
SEDIMENT REMOVAL ELEVATION /0.75
PP DEPTH READS ... SEDIMENT SHALL BE REMOVED., r J, 2.25
a'SEAL =
18550
ItNE
1).il111171;
2/15/2007 11:37 AM PAGE 1 OF 1

North Carolina Secretary of State http://www-s cmtary.statc.nc.us/corporations/Corp.aspx?Pitenild=53..
"A North Carolina
q1;. Elaine F. Marshall DEPARTMENT O THE
Secretary SECRETARY OF STATE
.'r.F
uw !` PCB B::z 29722 Ralei3h, NC: 27E26-0622
CORPORATIONS Date: 3/15/2007
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Corporation Names
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NC 3 N 1,Inc. Legal
Business Corporation Information
SOSID:
0598079
Status:
Current -Active
Date Formed:
7/19/2001
Citizenship:
Domestic
State of Inc.:
NC
Duration:
Perpetual
Registered Agent
Agent Name: Tadlock, Milton
Registered 301 South Road Street
Office Address: Elizabeth City NC 27909
Registered PO Box 710
Mailing Address: Elizabeth City NC 27907
Principal Office 301 South Road Street
Address: Elizabeth City NC 27909
Principal Mailing PO Box 710
Address: Elizabeth City NC 27907
Stock
Class Shares No Par Value Par Value
Common 100000 Yes N/A
I of 2 3/ 15/2007 4:32 PM

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http://www.sccretary. stale.nc.us/corporations/Corp.aspx?Pitenild=53..
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2 of 2 3/15/2007 4:32 PM

_` PROJECT D1 SCRIPTION
Mariners Landing Phase III
Pasquotank County — Elizabeth City - North Carolina
Mariners Landing Phase III is a proposed residential subdivision containing 155
lots. The tract contains 93.99 acres and is located off of River Road (SR 1169) adjacent
to two subdivisions that are currently under construction. These subdivisions were been
approved as Grandview Phase 2 and River Glen. Both Grandview Phase 2 and River
Glen are owned by 3 N 1, LLC, the same developer as this project. We are in the process
of changing the names of those projects to Mariners Landing Phases I & 11.
Development of this site will include construction of curb and guttered streets,
water mains, sewer mains, a sewer pump station, and multiple detention ponds. The
streets will contribute 8.81 acres of impervious surface, the sidewalks contribute another
2.02 acres, the pump station lot will be limited to 5,000 sf and each lot will be limited to
8,500 sf of impervious surface. The total site coverage is 41.18 acres or 43.81 %.
According to the Pasquotank County Soils Maps as prepared by USDA, Soil
Conservation Service, the soils on this site are predominately Augusta and Altavista with
small areas of Nixonton, Tomotley, and Cape fear. Four soil borings were performed in
the detention pond areas by Scan C. Robey, PE and Kimberly Hamby on February 12,
2007. All soil borings were conducted with an AMS 2-3/4" diameter, 6' long, hand mud
auger.
Boring No. 1 was located in the area for the secondary basin for Pond 1. The
elevation at the boring location is approximately 7.5'. The first 6-8" inches were loamy
topsoil. From 8-30" was a silty clay loam, from 30-42" was a very fine sandy loam, and
at 42" it changed to sand. At 66" the sand was wet and -we were unable to remove any
additional soil with the auger we were using. We estimate the seasonal high water table
to be approximately 66" below the surface, or elevation 2.0'. Boring No. 2 was located in
the area of the primary basin for Pond 1. The elevation at the boring location is
approximately 7.25'. This boring matched Boring No. 1 exactly except that soil
coloration indicated a high water elevation at 60". We estimate the seasonal high water
table in this area to be approximately 60" below the surface, or elevation 2.25'. We also
observed the adjacent detention pond and noted that it is maintaining its design
permanent pool. That pond was designed to have a pennanent pool elevation of 4.0 at
datum NGVD 29, that would translate to elevation 3.0 at the new datum of NAVD 88.
The permanent pool for Pond 1 has been set at 3.0'.
Boring No. 3 was located in the area for Pond 2. The elevation at this location is
approximately 7.5'. The first 8" were topsoil. From 8-60" was a silty clay. Below 60"

was a sandy clay loam. Based on a change in coloration at 54", we estimate the seasonal
high water table at 54" or elevation 3.0'. The permanent pool elevation for Pond 2 has
been set at elevation 3.0'.
Boring No. 4 was made in the area of proposed Pond 3. The elevation at this
location is approximately 9.5'. The first 6-8" inches were loamy topsoil. From 8-48"
was a sandy clay loam, and at 48" there was an increase in the clay content. At 66-70" it
changed to sand. At this point, we had reached the limits of our 6' auger and had not yet
seen evidence of the high water table. We observed the adjacent ditch and detention pond
that was constructed for Grandview Phase 2. The water level in each appeared to be
holding between elevation 2 and elevation 3. Based on this information and the results of
the other 3 borings, we estimate the seasonal high water table to be between elevation
2.0' and 3.0'. The permanent pool for Pond 3 has been set at 3.0'.
The first two borings supported the soils map classification of Altavista and the
third and fourth boring had the higher clay content of the Augusta soils. While the soils
have permeability rates that could support infiltration, this project is too large to utilize
infiltration basins. We have determined that wet detention basins are the most
appropriate method of storm water treatment for this development. All of the detention
ponds are designed for 90% TSS removal. Detention Pond I will drain through a piped
outlet to a tributary of the Pasquotank River. This piped outlet will be located in a 20'
drainage casement that was deeded to 3 N 1, LLC. A CAMA permit is being obtained to
discharge into the tributary as it is in CAMA jurisdiction. The other two ponds discharge
into an existing ditch that drains into a canal that drains directly to the Pasquotank River.
In addition to meeting state requirements for stormwater treatment, this site will
comply with the City of Elizabeth City's Stornwater Ordinance. This ordinance requires
that post development runoff not exceed pre development runoff during a 10 year storm
event. TR-55 was utilized to estimate the 10-year peak pre development runoff for the
entire site at 145.8 cfs and post development runoff for each drainage area. Our
"chainsaw routing" method detention pond spreadsheets calculate the peak discharge out
of each pond. Based on these methods we have determined the following:
Drainage Area Post -development runoff Detention Pond Discharge
1 80.80 cfs 25.88 cfs
2 86.99 cfs 46.63 cfs
3 75.36 cfs 30.74 cfs
Total - 243.15 cfs 103.25 cfs
Drainage Area 1 contains 28.91 acres that are designed to drain to Detention Pond
1. It contains all or most of lots 198-211, 222-250, and approximately half of lots 197,
251, and 212-221. The impervious area includes 2.78 acres of streets, 0.65 acres of
sidewalk and 9.56 acres of allowable built -upon area on the lots for a resulting
impervious area of 12.99 acres or 4493%. The runoff from the backs of lots 197-200,

208-211, 222-232 and a portion of lots 201 and 212 will sheet (low across grassed yards
into swales with 3:1 side slopes that drain to the detention pond. Runoff from the backs
of lots 246-251 will sheet flow into a grassed lined Swale with 3:1 side slopes that will
connect to the underground collection system. Some of the runoff from the lots adjacent
to the pond will sheet flow directly into Detention Pond 1. Runoff from the fronts of the
lots will sheet flow across grassed yards over the curb and into the curb and gutter system
All of the stonnwater from the rest of the lots and streets will be collected in the curb and
gutter system that drains into the underground collection system routed to the detention
pond.
Drainage Area 2 contains 32.84 acres. The impervious area includes 3.28 acres of
street, 0.72 acres of sidewalk, and 10.16 acres of allowable built -upon area on the lots for
a resulting impervious area of 14.16 acres or 43.12%. It includes all or most of lots 97-
124, and 185-196 and about half'of lots 251, 197, 212-221, 183, 184, 125, 127-134. The
runoff from the back yards of lots 97-103, 106-113, 118, 119, and 122-127 will sheet
flow to ditches with 3:1 side slopes that either connect to the underground piping system
or drain to the forebay of Detention Pond 2. Some of the runoff from the lots adjacent to
the pond will sheet flow directly into the pond. Lots 103-105, 114, and 115 are adjacent
to a large ditch that drains the River Road Middle School property. These lots will have
to be graded to force all runoff from impervious surfaces to the front of the lots and into
the roadway drainage system. If necessary, gutters and downspouts shall be utilized to
route runoff to the collection system. The rest of the yards' runoff will sheet flow across
grassed yards, over the curb, and into the curb and gutter system which is routed to
Detention Pond 2 via underground collection system.
Drainage Area 3 contains 25.68 acres. The impervious area includes 2.75 acres of
street, 0.65 acres of sidewalk, and 10.63 acres of allowable built -upon area on the lots for
a resulting impervious area of 14.03 acres or 54.63%. It contains all or most of lots 126,
135-182 and 179-182 and approximately half of lots 125, 127-134, 183, and 184. The
runoff from the backs of lots 141-154 will sheet flow to a Swale with 3:1 side slopes that
drains directly into Detention Pond 3. Some of the runoff from the lots adjacent to the
pond will sheet flow directly into the pond. Lots 160-177 are located adjacent to a canal
that is in CAMA jurisdiction. These lots will have to be graded to force all runoff from
impervious surfaces to the front of the lots and into the roadway drainage system. If
necessary, gutters and downspouts shall be utilized to route runoff to the collection
system. The runoff from the rest of the lots will sheet flow over the curb into the curb
and gutter system that drains into the underground collection system. All of the
stormwater from this drainage area is routed to Detention Pond 3.
The disturbed area for development will not exceed 95 acres. Limits of
disturbance have been shown on the plans.

MARINERS
FEBRUARY

NCDENR
North Carolina Department of Environment and Natural Resources
Request for Express Permit Review
FILL-IN all information below and CHECK required.Permit(s). Fax or email this completed form, a!ong with e narrative
and vicinitd mao of the project location to the appropriate One -Stop Coordinator:
• . Fayetteville or Raleigh Region -David Lee 919-791+4203; david.leepncmail.nell
• Mooresville & Asheville Region -Patrick Grogan 704.663-3772 or patrick..grocanOncmaif.net
• Washington Region -Lyn Hardison 252-946-9215 or Iyn.hardisonpncmail.net
• Wilmington Region -Cameron Weaver 910-350-2004 or cam eron.weaverta)ncmail.net
Project application received after 12 noon will be stamped in the following work day.
APPLICANT Name Milton Tadleck
Company 3 N 1, Inc.
Address P o Box 710 City/StateFi ,,,—Zip 2"90-
Phone [phone] Fax Email
PROJECT SYSTEM(S) TRIBUTARY TO SURFACE WA. T ER CLASSIFICATION
PROJECT Name Mariners Landing ?has= TTT County P=_sc.
PROJECT LOCATION(ADDRESS)South sic- Riv,­ P-,a h !,;
Company Hvman & Roney
Address Po Box 339 0ity%S,aeCa-icen. Zip 17v,_
Phone ( 252 ) 335-1888 Fax Email
State or flationa! Environmental Policy Act (SEPA, N_PA) — EA or E,'S Required ❑IYes ❑ No
❑ STREAM OPIGINDetermination: SC of Stream calls: Stream Name Pasc.uotan1: R` cer
STORMWATEP, ❑Low Density ❑ High Density -Detention Pond i1I High :Dens; y-Ot nr
❑ Low Density -Orb & Gufte ❑ Kohl Density-Innitration ❑i Off S �e
WETLANDS MUST BE ADDRESSED BELOW
❑ COASTAL ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures infcrmaticn
MANAGEMENT ❑ Upland Develcoment ❑ %. arina De:-eioomeni Urban WF-L-2:1,ont
LAND QUALITY ❑ Erosion and Sedimentatic- Control Plan with ^5 acres i, be ds,urbed.I1-K => :u (fc- DE use;;.
WETLANDS (401): Check all that aDDIV solated wetland on :,=ee,'-s ❑ tdD
Vuetlands on Site ❑ Yes ❑ No Buffer immpacts: ❑ Nc'
Wetlands Delineation has been completed: ❑ `'es ❑ No / Minor Variance : ❑ N, i YE
Major General Variance 7, No ❑ YES
US ACOE Approval of Delineation completed: ❑ Yes ❑ Nlo 401 Application required: 7-Yes ❑1 No If "ES. 7 Regular
404 AD?iication in Process wl US ACOE ❑ `'es ❑ No % Permit .—;eceived from. US ACOE ❑ Yes ❑ c
Perennial, Blue line stream, etc on site ❑ yes No
The legislation allows additional fees, not to ex_-eed 50% of the original Express Review perm) appiicahcn fee, to be
charged for subsequent reviev.s due to the insufficiency of the permit appiica5ons.
For DENR use only
Fee Split for multiple permits: (Check # ) Total Fee Amount S
I SUBMITTAL 'ee
DP,T=S
SUBhiiT.TAL DAT=S =ze i
CAMiA
Vzr ante (i❑ Ma : i❑ Min)
SW (❑ Hu: ❑ LD;
4G1:
LQS
Stream Deter,_

L'
3 N 1, INC.
P.O. BOX 710
ELIZABETH CITY. NC 27907
PAY TO THE
OROEROF NCDENR
GATEWAY BANK & TRUST CO.
NORTHC ROLINA VIRGINIA
%-1224MI
2/19/2007
'"4 000.00
2463
Four Thousand and 00/100,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,>,.,,,,..,,,,,,,,,,,,,,,,,,_,.,,,.,,,,.,,,,,.,,,,,,,, DOLLARS
NCDENR
MEMO:
11800 246311• 1:053 II l 2 24E1: 20 L00086 19,10
ri
a

OFFICE USE ONLY
Date Received Fee Paid Permit Number
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
CETWSTORMWATER MANAGEMENT PERMIT APPLICATION F _.•
This form may he photocopied for use as an original FEB 212001
Fik 20 LUUI
I. GENERAL INFORMATION mm
1. Applicants name (specify the name of the corporation, individual, etc, who owns the project):
2.. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
3. Mailing Address for person listed in item 2 above:
City: F1 9 zal-hpth Ci 1-y State: NC Zip: 27907
Telephone Number: ( 252 1 338-5134
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Mariners Landing Phase III
5. Location of Project (street address):
South side of River Road (SR 1169) behind River Glen and Grandview sub.
City: F1 i 71aheth Ci ty County: Pasguotank
6. Directions to project (from nearest major intersection):
• • • .• :• • - •� -11 OFF•.• C ••
7. Latitude: -16 o 17 1 Longitude: 7601 1 1 of project
8. Contact person who can answer questions about the project:
Name: xirI n- Aarrhy Telephone Number: ( 252 ) 335—I888
H. PERMIT INFORMATION:
1. Specify whether project is (check one): X New . Renewal Modification
Form SWU-101 Version 3.99 Page I of 4

3 N 1, INC.
P.O. BOX 710
ELIZABETH CITY, NC 27907
PAY TO THE
ORDER OF NCDENR
GATEWAY BANK & TRUST CO.
NORTH CAROLINA - VIRGI NIA
W 12Z4W
2463
2/19/2007
s
$ **4.000.00
Four Thousand and DOLLARS
NCDENR
8
MEMO:
1"002463110 1:0531L22L.D:201,0008619,16

Engineers and Land Surveyors
February 19, 2007
Scott Vinson
Division of Water Quality -Surface Water Section
Washington Regional Office
943 Washington Square Mall
Washington, NC 27889
Subject: Stormwater Management Permit
Mariners Landing III
Project # 050591
Dear Mr. Vinson:
Enclosed for your review and approval, please find the following items:
[phone] Office
[phone] Office
[phone] Fax
Two (2) copies of sheets C-5, 10 and 11 for the above referenced project.
2. The original and one copy of the Stormwater Permit Application and
required attachments.
3. Two (2) copies of the project description and calculations.
4. Check in the amount $4000.00 for the required fee.
If you have any questions, please do not hesitate to call this office at
[phone].
cc: file
Milton Tadlock
Sincerely,
Sean C. Robey, P.E.
Q) ..... n1'
Kimberly D.l%Iamby
Project Manager
P. O. Box 339, Camden, NC 27921