SW7081207_HISTORICAL FILE_20210712

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO. I SW
DOC TYPE ❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
COMPLIANCE EVALUATION INSPECTION
DOC DATE /`% 713
YYYYMMDD

W"A 0
ROY COOPER
Governor
ELIZABETH S. BISER
Secretary
BRIAN WRENN
Director
Brian R. & Darlene E. Lannon
501 Japonica Drive
Camden, NC 27921
NORTH CAROLINA
Environmental Quality
July 12, 2021
Subject: Stormwater Permit Renewal
Stormwater Management Permit SW7081207
Lannon's Animal Hospital
Pasquotank County
Dear Mr. & Ms. Lannon:
A Division of Energy, Mineral, and Land Resources file review has determined that
Stormwater Permit SW7081207 for a stormwater treatment system consisting of an
infiltration basin serving the Lannon's Animal Hospital located at 100 Lannon's Lane,
Elizabeth City, NC expires on December 30, 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. Also, it was noted in the file review that a designer's certification that the
project was constructed in accordance with the approved plans as required by the
permit has not been submitted. Please include this with your application. Permit
application forms for renewal can be found on our website at:
https://deq.nc.gov/about/divisions/energy-mineral-and-land-
resources/stormwater/stormwater-program/post-constriction-2. North Carolina General
Statutes and the Coastal Stormwater rules require that this property be covered under a
stormwater permit.
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 forms. You can request a copy by e-mailing me at
roaer.thoroe anncdenr.00v.
Sincerely,
Roger K. Thorpe
Environmental Engineer
�}'� North Carolina Department of Environmental Quality I Division of Energy. Mineral and Land Resources
uxm,,,a.K., v'
Washington Regional Office 945 Washington Square Mall I Washington. North Carolina 21889

IME NR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
June 27. 2011
Brian & Darlene Lannon
501 Japonica Drive
Camden, NC 27921
Subject: Stormwater Inspection
Stormwater Permit SW7081207
Lannon's Animal Hospital
Pasquotank County
Dear Mr. & Mrs. Lannon:
The Division of Water Quality issued stormwater permit SW7081207 to
you on February 13, 2009 for stormwater treatment facilities to serve Lannon's
Animal Hospital. The permit requires that the stormwater treatment facilities be
constructed in accordance with approved plans and that upon completion and
prior to operation, a designer's certification be submitted stating the facilities
have been constructed in accordance with the approved plans. We have not
received the required certification. On June 23, 2010 it was observed that the .
Hospital has been constructed. Please submit the designer's certification within
thirty (30) days.
If you have questions, please feel free to contact me at [phone].
Sincerely,
� � �K
Roger K. Thorpe
Environmental Engineer
Washington Regional Office
cc: ✓Washington Regional Office
Hyman & Robey
North Carolina Division of Water Quality Internet m uw.nc"ateruualitv.or_,
943 Washington Square Mall Phone: [phone] One
Washington, NC 27889 FAX [phone] NofthiCarrolina
An Equal Opportunity/ABirmative Action Employer — 50% Recyded/10% Post Consumer Paper AWA(ra([y

H `r r-1 �� N ■ �
December 19, 2008
Mr. Roger Thorpe
Dept. of Environment and Natural Resources
Water Quality Section
943 Washington Square Mall
Washington, NC 27889
Subject: Stormwater Management Permit
Lannon's Animal Hospital
Proj. # 080277
Dear Mr. Thorpe:
Enclosed for your review and approval, please find the following items:
Two (2) copies of the above referenced plans.
2. The original and one (1) copy of the Stormwater Permit Application, Infiltration Basin
Supplement, and Infiltration Basin Operation and Maintenance Agreement.
3. Two (2) copies of the project description and calculations.
4. Check in the amount of $505.00 for the required fee.
If you have any questions, please do not hesitate to call this office at [phone].
Sin erely,
Kimberly D. Hamby
Sr. Project Manager
cc: file
Brian Lannon
DEC c 3 4008
P. O. Box 339 Camden, North Carolina 27921
[phone]
w .hymanrobey.com

i
ECYEIVE
OEC 2 3'2008
PROJECT DESCRIPTION
/ �
Cannon's Animal Hospital 'A k VV,R0
Pasquotank County - North Carolina
December 16, 2008
Lannon's Animal Hospital is preparing to relocate to a new site located off NC 344
(Halstead Boulevard). The site is 2.82 acres, with 1.96 acres of high ground and 0.86 acres of
404 wetlands, and is zoned General Business. The site is vacant and cleared except for the
wooded wetlands and some woods along the edge of the wetlands.
Construction will consist of one (1) new building, a parking lot, one (1) storm water
infiltration basin, an underground piping system, the installation of required landscaping.
There are 2,522 sf of gravel and concrete driveways on currently on the site. Most of
this will be covered by the new paved driveway. Proposed on -site impervious coverage will
include the proposed building that will contribute 7,614 sf of impervious area, the parking lot at
19,713 sf, the concrete sidewalk at 1,294 sf, and 267 sf of concrete dumpster pad. Off -site
coverage proposed consists of 521 sf of pavement that will be part of the entrance drive located
in the street right-of-way.
According to the Pasquotank County Soils Maps as prepared by USDA, Soil
Conservation Service, the soils on most this site are Seabrook. The entrance area is Dragston
and the wetlands are Dorovan. Three soil borings were performed on site on September 25,
2008 by Sean C. Robey, PE and Kimberly Hamby. The soil borings were conducted with an
AMS 2-3/4" diameter 6' long hand mud auger. The soil encountered in each of the three
borings was the same. The elevation at the boring locations varies from about 7.5 to 8.5 (The
boring locations have been shown on the Existing Topo and Demolition Plan.) At the surface,
we found a fine sand that continues to a depth of 54" where the soil changes to a sandy loam
with some clay. Color is bright at a depth of 48" and fades to white at 66". Based upon the
color change, we estimate the seasonal high water table to be 66" deep or elevation 3. The
bottom elevation of the infiltration basin will be 5.
Drainage Area 1 is 0.87 acres and will contain all of the proposed impervious coverage.
All runoff from impervious surfaces will be collected in an underground drainage system and
routed to the infiltration basin. Runoff from the roof will be collected in an underground system
and routed to Curb Inlet 3 or 4. (The underground system will be designed upon completion of
the building plans.) Prior to entering the infiltration basin, the stormwater will be routed through
a series of curb inlets that drain to a grassed Swale adjacent to the infiltration basin. A berm
between the Swale and the basin will act as a level spreader to help insure an even flow of
water across the bottom of the infiltration basin. The top elevation of this berm will be set at 6.5.
A level spreader at the end of the swale will be set at the storage elevation of 7.0 to provide a
bypass for the basin. A 35' vegetated filter will allow the bypass water to enter the wetlands at a
non -erosive velocity. The infiltration basin has been designed to store the first 1.5" of runoff.
The required storage volume is 3,773 cf. The proposed basin provides 3,998 cf of s ge p
additional storage in the Swale. 1
Ir SEAL c
18550
�/////lllll l 11 lltttt

We modeled the site utilizing XPStorm, Storm and Wastewater Management Model.
Printouts from the model have been attached to this report. The model was run for 24 hours
with a Type III rainfall distribution for a 5.74 inch 24 hour storm. Conduit Drawdown (shown as
Link Infiltrate) simulates the 6 inch per hour infiltration rate out of the infiltration basin, Link
Basin. The infiltration rate was determined based on 6" per hour X 1,490 sf (the area of the
bottom of the basin). 1,490 sf X 0.57hr
3600 s/hr = 0.2069 cfs
The Node Table indicates a peak elevation in the basin of 7.13 during the 10-year storm. Basic
mathematic computations indicate a drawdown time of 5.37 hours (3,998 cf divided by 0.2069
cfs = 19,323 seconds or 5.37 hours). Link Filter represents the 13' wide 35' long vegetated
filter. This link shows a peak discharge during the 10-year storm of 1.75 cfs at a velocity of 1.24
fps. The velocity in the filter strip is only 1.72 fps during a 25-year storm. The peak discharge
to the basin during the 10-year storm is 4.2 cfs. This has been measured in the last section of
pipe discharging to the swale and is represented by Link 6. Graphs for the drawdown, filter and
conduit 6 have been provided for the 10 and 25-year storms. Construction sequencing and
notes on the plan direct the contractor to construct the infiltration basin after the site has been
stabilized.
Printouts have also been provided for an XPStorm analysis without the infiltration basin.
This illustrates the flow to the filter strip prior to construction of the infiltration basin. The peak
10-year storm velocity in the filter strip is 1.69 fps.
Drainage Area 2 contains the remaining 1.96 acres of the site. There will be 442 sf of
existing impervious surfaces that will remain as part of the driveways to the existing homes on
either side of the project's entrance drive. All of the runoff from Drainage Area 2 will continue to
drain in the same manner as it does prior to site development. A small portion is routed to the
existing roadside drainage system prior to entering the wetlands while most of the drainage will
sheet flow across grassed areas into the wetlands.
The disturbed area for the site will not exceed 2 acres. The limits of disturbance have
been shown on the plans.

y
080277 - Lannon's Animal Hospital
INFILTRATION BASIN ONE
RUNOFF CALCULATIONS
10 Yr, 24 Hr Storm
DETENTION POND
WATERSHED AREA:
WATERSHED % IMPERVIOUS:
BASIN BOTTOM ELEVATION:
VOLUME OF 1.5" RAINFALL
AREA OF ROOFS:
AREA OF PARKING/CONCRETE:
AREA OF GREEN AREAS:
VOLUME OF RUNOFF
Hyman and Robey, PC
P. O. Box 339
Camden, NC 27921
(252)-335-1888
12/16/08
0.87 ACRES
0.78 %
5 FT
0.18 AC
0.50 AC
0.19 AC
3773.385 CF VOL (CF)=[(ROOF'1.0)+(PARKING'.95)+(GRASS'0.2))'1.5'43,560/12
BASIN VOLUME CALCULATIONS
ELEVATION
BASIN BOTTOM ELEVATION 5.00
5.50
6.00
6.50
MAXIMUM STORAGE ELEVATION 7.00
AREA VOLUME
11,,490
.000
762.575 CF
2,01661.94 CF
32,3
2754.365 CF
2,641.16 1 3997.715 CF
18550
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Flow (cfs) Elevation (ft)
0 O O O) O) O N
aO O N ? 6) CO O IV A O) Oo O
O O O 0
N A d7 W O N A O O
(S/u) Atloolan
Flow (cfs)
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N -+ i- O O O -A N
O cn o cn O 0 O cn O
O O ,0 O O O O O O O O
O N A 0) OAo O N m co O
(S/4) AJloolan
Elevation (ft)
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Link Table
Name
Diameter
(Height)
ft
Length
ft
Number of
Barrels
Upstream
Invert
Elevation
Downstream
Invert
Elevation
SpecialUpstream
Conduit
Shape
Shape
Roughness
Conduit
Slope
I
Upstream
Node Name
Crown
Elevation (ft,
Downstream
Node Name
Downstream
Crown
Elevation (ft,
Max Flow
(ft"3/s, m"3/s)
cis
Max Velocity
(ft/s, m/s)
fits
Max
X-Sectional
Area (ft"2,
Unkt
1.250
97.000
1.000
6.050
6.050
Circular
0.024
0.258
C16
7.300
C15
7.300
0.741
0.670
1.280
Unk2
1.250
20.000
1.000
5.800
5.750
Circular
0.024
0.250
C15
7.050
CIt
7.000
1.380
2.860
1.290
Link3
1.250
26.0D0
1.000
5.750
5.650
Circular
0.024
0.385
CIi
7.000
C12
6.900
1,702
1.380
1.280
Unk4
1.500
104.000
1.000
5.650
5.450
Circular
0.024
0.192
C12
7.150
C13
6.950
2.292
2.090
1.850
Unk5
1.500
57.000
1.000
5.450
5.350
Circular
0.024
0.175
C13
6.950
C14
6.850
2.584
1.480
1.850
Unk6
1.500
152.000
1.000
15,350
5.250
lCircular
0.024
0.192
C14
6.850
INode7
6.750
3.265
11.900
1.850
swale
3.000
69.000
1.000
5.000
4.990
Trapezoidal
0.045
0.014
Node7
8.000
Node8
7.990
3,334
0.450
13.710
spreader
1.000
5.000
1.000
6.500
6.490
Trapezoidal
0.014
0.200
Node8
7.500
Node9
7.490
3,312
0.960
45.040
bypass
1.000
5,000
1.000
7.000
6.990
Tra zoidai
0.014
0.200
Node8
8.000
Nodel2
7.990
1.749
0.990
1.780
basin
3.000
67.740
1.000
5.000
4.980
Tra zodal
0.030
0.029
Node9
8.000
Node10
7.980
1.750
0.200
54.770
drawdown
0.160
33.000
1.000
5.000
5.000
Circular
10.014
10.000
Node10
5.160
Nodell
5.160
0,207
0.600
1.000
filter
1.000
35.000
1.000
7.000
6.000
Trapezoidal
10.045
12.857
Node12
8.000
Node13
7.000
1.746
1.240
1.400
12/17/08 11:26:57 1/1

(p y C 64-o r re-�
Node Table
Name
Sutx atch
nt
Node Name
Area
ac
Ground
Elevation (Spill
Crest)
Invert
Elevation
ft
Maximum
Crown
Elevation (ft,
Pervious Area
Curve Number
Time of
Concentration
(or Parameter
Max Water
Elevation
ft
Time of
Maximum HGL
(hrs)
Ponding Type
Initial Depth
ft
Continuity
Error Volume
(% of Node)
Continuity
Error Volume
(ftA3, mA3)
C16
1
C16
0.160
8.050
6,050
8.050
98.000
5.000
7.458
12.167
Allowed
0.000
-0.070
4.507
C15
1
C15
0.140
8.050
5.800
8.050
98.000
5.000
7.422
12,167
Allowed
0.000
-0.120
-14.319
Cl1
1
C11
0.070
8.050
5.750
8.050
98.000
5.000
7.392
12.167
Allowed
0.000
-0.070
-10.594
C12
1
C12
0.130
8.050
5.650
8,050
98.000
5.000
7.335
12.167
Allowed
0.000
-0.080
-15.314
C13
1
C13
0.070
8.060
5.450
8.060
98.000
5.000
7.214
12.250
Allowed
0.000
-0.020
4.980
C14
1 1
C14
0.150
18.110
5.350
8.110
198.000
5.000
7,179
112.267
Allowed
0.000
-0.030
-9.223
Node7
1
Node7
0.150
8,000
5.000
8,000
74.000
10,000
7.132
12.300
Allowed
0,000
-0.090
-26.182
Node8
Node8
8.000
4.990
8.000
0.000
0.000
7,131
12.300
Allowed
0.000
0.050
15.601
Node9
Node9
8.000
5.000
8.000
0.000
0.000
7.131
12.300
Allowed
0.000
0.000
0.744
Node10
Node10
8.000
4.980
8.000
0.000
0.000
7.131
12.300
Allowed
0.000
-0.440
-101,249
Nodett
Node11
8.000
5.000
6.980
0.000
0.000
5.000
0.000
None
0.000
0.000
0.004
Node12
Node12
8.000
5.000
8.000
0.000
0.000
7,125
12.300
Allowed
0.000
-0.090
-5.319
Node13
Node13
8.000
6.000
8.000
0.000
0.000
6.082
12.300
Allowed
0.000
0.000
-0.228
12/17/08 11:27:53 1Ii

Q J J
CT O U7
Flow (cfs)
N N
O 6
Elevation (ft)
W W A m W O O O `J -!
O 6 O O N .P O O O N
O O O O
N A O OD O N A W
(S/4) 40019n
Flow (cfs)
O 0 N N W W A
w
c
COO-
cn
w'
DI
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D
3 �
m
w
rn,
-o
N ,
O
O O O O O N N N
O IV A iT ib O N A D) W O N A
(sl4) AllooIan
Flow (cfs)
F
0 0 0 0 O O 0 0 0
N � —+ O O O -+ —• IV �
L O Gn O Gt O Cn O M O O
O O O O O O O O O O O
CDN A 0) co O N 0) W O
(sM) ploolan
Elevation (ft)
cn rn rn v
in o vt o
Elevation (ft)
cn o� rn
Ul O cn
v
O
C
(7
'3"
.
fm
•n
,.'h
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u
A
-s
A
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o N
3
u
rr
0
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7
W
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a
ch
0
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CL
f
m
ten•
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A
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a1
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Z
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C
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o
o
C.
CD
t

25 y ea y.--
Node Table
Na Me
Subcatchme
nt
Node Name
Area
ac
Ground
Elevation (Spill
Crest)
Invert
Elevation
ft
Maximum
Crown
Elevation (ft,
Pervious Area
Curve Number
Time of
Concentration
(or Parameter
Max Water
Elevation
ft
Time of
Maximum HGL
(hrs)
Ponding Type
Initial Depth
ft
Continuity
Error Volume
(% of Node)
Continuity
Error Volume
(11^3, m43
C16
1
C16
0.160
8.050
6.050
8.050
98.000
5.000
8.129
12.150
AOowed
0,000
-0.060
A.421
C15
1
CI5
0.140
8.050
5.800
8.050
98.000
5.000
8.060
12.150
Allowed
0.000
-0.100
-14.862
Cl1
1
CI1
0.070
8.050
5.750
8.050
98.000
5.000
8.014
12.150
Allowed
0.000
-0.060
-11.070
C12
1
C12
0.130
8.050
5.650
8.050
98.000
5.000
7.920
12.150
Allowed
0.000
-0.060
-14.931
C13
1
C13
0.070
8.060
5.450
8.060
98.000
5,000
7.656
12.150
Allowed
0.000
-0.020
-6.116
C14
1
1 C14
0.150
8.110
15.350
8,110
98.000
5.000
17.471
12.150
Allowed
10.000
-0.030
-10.443
Node7
1
Node7
0,150
8.000
5.000
8.000
74.000
%000
Z211
12.183
Allowed
0.000
-0.070
-26.507
Node8
Node8
8.000
4.990
8.000
0,000
0.000
7.206
12.183
Allowed
0.000
0.040
15.532
Node9
Node9
8.000
5.000
8.000
0.000
0.000
7.206
12.183
Allowed
0.000
0,000
-0.887
Node10
Node10
8.000
4.980
8.000
0.000
0.000
7.206
12.183
Allowed
0.000
-0.420
-104.443
Nodell
Nodell
8.000
5.000
6.980
0,000
0.000
5.000
0.000
None
0.000
0.000
0.006
Node12
Node12
8.000
5.000
8.000
0.000
0.000
7.199
12.183
Allowed
0.000
-0.060
-7.069
Node13
Node13
8.000
6.000
8.000
0.000
0.000
6.142
12.183
Allowed
0.000
0,000
-0.311
12/17/08 11:33:53
1/1

Z S y ea,. -
Link Table
Name
Diameter
(Height)
It
Length
It
Number of
Barrels
Upstream
Invert
Elevation
Downstream
Invert
Elevation
Special
Conduit
Shape
Shape
Roughness
Conduit
Slope
Upstream
Node Name
Upstream
Crown
Elevation (ft,
Downstream
Node Name
Downstream
Crown
Elevation (ft,
Max Flow
(ft43/s, W3/s)
cfs
Max Velocity
(ft/s, m/s)
ft/s
Max
X-Sectional
Area (fM2,
Linkt
1.250
97.000
1.000
6.050
6.050
Circular
0.024
0.258
C16
1.300
C15
7.300
1.025
0.830
1.290
Link2
1.250
20.000
1.000
5.800
5.750
Circular
0.024
0.250
C15
7.050
C11
7.000
1.746
2.160
1.290
Link3
1.250
26.000
1.000
5.750
5.650
Circular
0.024
0.385
CI1
7.000
C12
6.900
2.139
4.680
1.280
Link4
1.500
104.000
1.000
5.650
5.450
Circular
0.024
0.192
C12
7,150
C13
6.950
2.908
1.640
1.850
Link5
1.500
57.000
1.000
5.450
5.350
Circular
0.024
0.175
C13
6.950
C14
6.850
3.315
1.950
1.850
Link6
1.500
152.000
1.000
5,350
5.250
Circular
0.024
0.192
C14
1 6.850
Node7
6.750
4.199
12.370
1.850
swale
3.000
69.000
1.000
15.000
14.990
1
Trapezoidal
0.045
0.014
Node7
8,000
Node8
7.990
4.587
0.360
14.710
spreader
1.000
5.000
1.000
6.500
6,490
Trapezoidal
0.014
0.200
Node8
7,500
Nodeg
7.490
3.100
0.840
50.550
bypass
1.000
5.000
1.000
7.000
6.990
Trapezoidal
0.014
0.200
Node8
8.000
Node12
7.990
4.024
1.430
2.830
basin
3.000
67.740
1.000
5.000
4.980
Trapezoidal
0.030
0.029
Node9
8.000
Node10
7.980
1.449
0.200
56,980
drawdown
0.160
33.000
1.000
5.000
5.000
1
Circular
0.014
0.000
Node10
5.160
Nodett
5.160
0.207
0.600
1,000
filter
1.000
35.000
1.000
7.000
6.000
1
Trapezoidal
0.045
2.857
Node12
8.000
Node13
7,000
4.047
1.720
2.350
12/17/08 11:34:25 1/1

A
64

Conduit filter from Node 12 to Node 13 10 y� - no 60�si n
[Max Flow = 3.8455][Max Velocity = 1.691
JJJJ
Upstream Elevation Downstream Elevation Flow Velocity
7.0
0
6.5
a�
w 6.0
4
a 1.5
3 <
ID
1.0 0.
3 2
0
U
1 0.5
0
1 Sun
Jan 1995
3AM 6AM
Upstream Elevation
v
7
C
0
i=.
f° 6
W
W
3
U2v
0
1 Sun
Jan1995
3AM
9AM 12PM 3PM 6PM 9PM
Time
Conduit Link6 from CI4 to Node?
[Max Flow = 3.4636][Max Velocity = 1.96]
Downstream Elevation Flow Velocity
6AM 9AM 12PM
Time
3PM
6PM
2 Mon
2 Mon
G 2.0
1.5 m
0
n
1.0 •Z
0.5
0.0

14 t)r- do bcusin
Link Table
Name
Diameter
(Height)
I g)
If
Length
ft
Number of
Barrels
Upstream
Invert
Elevation
Downstream
Invert
Elevation
Special
Conduit
Shape
Shape
Roughness
g
Conduit
Slope
Upstream
Node Name
Upstream
Crown
Elevation (ft,
Downstream
Node Name
Downstream
Crown
Elevation (ft,
Max Flow
^ ^
(ft 3/s, m 3/s)
cfs
Max Velocity
(f /s, m/s)
ft/s
Max
X-Sectional
Area (ft^2,
Linkt
1.250
97.000
1.000
6.050
6.050
Circular
0.024
0.258
06
7.300
C15
7.300
0.770
0.630
1.290
Link2
1.250
20.000
1.000
5.800
5.750
Circular
0.024
0250
C15
7.050
CIt
7.000
1.444
2.860
1.290
Link3
1.250
26.000
1.000
5.750
5.650
Circular
0.024
0.385
CIt
7.000
C12
6.900
1.779
1.440
1.280
Link4
1.500
104.000
1.000
5.650
5.450
Circular
0.024
0.192
C12
7.150
C13
6,950
2.405
2.090
1.840
Links
1.500
57.000
1.000
5.450
5.350
Circular
0.024
0.175
C13
6.950
C14
6.850
2.741
1.550
1.850
Link6
1.500
52.000
1.000
5.350
5.250
Circular
0.024
0.192
CI4
6.850
Node7
6.750
3.464
1.960
1.850
swale
3.000
69.000
1.000
5.000
4.990
Trapezoidal
0.045
0.014
Node?
8.000
NodeB
7.990
3.857
0.260
14.640
b ass
1.000
15.000
11.000 17.000
16.990
1 ITrapezoidal
10.014 10.200
jNode8 1
8.000
Node12
7.990
11.400
12.750
filter
1.000
135.000 11.000
17.000
16.000
1 ITrapezoidal
10.045 12.857
Node12 1
8.000 INodel3
7.000
3.845
1.690
12.280
12/17/08 11:37:54 1I1

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