SW7070905_HISTORICAL FILE_20120217

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
sw:ZOZok
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

Vinson, Scott
From: Vinson, Scott
Sent: Friday, February 17, 2012 3:30 PM
To: '[e-mail]'
Subject: FW:
Mr. Bayer,
It is understood from Mrs. Allison Ward, that you may wish to rescind the State Stormwater
permit, No. SW7070905, for 'First Carolina Realtors Office, issued to Mr. Lawrence J. Bayer,
Jr., on Nov. 5, 2007. The permit is set to expire on Nov. 5, 2021 & would be required to be
renewed at that time. In order to rescind the permit, we will need a signed letter stating
that no development has occurred and there are no plans in the future to develop this
project. Please understand that if any future development of the site is planned a State SW
permit will be required to be applied for and received prior to the start of any
construction. Please mail your Rescission Request letter to my attention in Washington at
the address below. Please call or write if you have any questions.
Sincerely,
Scott
Scott Vinson
NCDENR - DWQ
943 Washington Square Mall
Washington, NC 27889
Office:[phone]
Direct:[phone]
*E-mail correspondence to and from this address is subject to the North Carolina Public
Records Law and may be disclosed to third parties unless the content is exempt by statute or
other regulation.
-----Original Message -----
From: Ward, Allison
Sent: Thursday, February 16, 2012 3:08 PM
To: Vinson, Scott
Subject: FW:
Scott - the permit no. is sw707O9O5. I let Mr. Bayer know that I was passing this onto you
and that you would let him know what was needed to close that permit. Our project name was
First Carolina Realtors Office Thanks again
Allison Ward
Environmental Specialist
NCDENR - Land Quality Section WaRO
943 Washington Square Mall
Washington, North Carolina 27889
Phone: [phone]
Fax: [phone]
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.
-----Original Message -----
From: Joey Bayer [mailto:usamove(@gmail.com]
Sent: Wednesday, February 15, 2012 1:55 PM
1

To: Ward, Allison
Subject:
Dear Allison
Please find the attached inspection report requesting information.
Alice Bayer our mother has passed and family members now own the property. We now have no
intentions to proceed with this project.
Also can I get the mailing address changed to:
Joey Bayer
124 Joseph Drive
Havelock, NC 28532
for the notifications? I moved from Emerald Isle to Havelock.
Can we cancel this file?
Thank you
Joey Bayer
z

IREGERVED
FINANCIAL RESPONSIBILITY/OWNERSHIP FORM SEP 6 2001
SEDIMENTATION POLLUTION CONTROL ACT �p�
efor
No person may initiate any land -disturbing activity on one or more acres as covered by thM be- th o
form and an acceptable erosion and sedimentation control plan have been completed and approved by the
Land Quality Section, N.C. Department of Environment and Natural Resources. (Please type or print and, if
the question is not applicable or'the e-mail and/or fax information unavailable, place N/A in the blank.)
Part A.
Project Name First Carolina Realtors Office
2. Location of land -disturbing activity: County Craven City or Township Havelock
Highway/Street916 E Main Street Latitude340 53.613' N Longitude 760 55.477' W
3. Approximate date land -disturbing activity will commence: November 1, 2007
4. Purpose of development (residential, commercial, industrial, institutional, etc.): Commercial
5. Total acreage disturbed or uncovered (including off -site borrow and waste areas): 2•22 Acres
6. Amount of fee enclosed: $ 195.00 The application fee of 600 per acre (rounded
up to the next acre) is assessed without a ceiling amount (Example: a 9-acre application fee is $450).
7. Has an erosion and sediment control plan been filed? Yes X No Enclosed X
8. Person to contact should erosion and sediment control issues arise during land -disturbing activity:
Name Joseph C. Avolis, P.E. E-mail Address [e-mail]
Telephone [phone] Cell # 252-671-9334 Fax # [phone]
9. Landowner(s) of Record (attach accompanied page to list additional owners):
Alice J. Bayer
Name
P.O. Box 5029
Current Mailing Address
Emerald Isle, NC 28594
City
State Zip
252-622-9676
Telephone Fax Number
Current Street Address
City State Zip
10. Deed Book No. 0759 Page No. 0048 Provide a copy of the most current deed.
Part B.
Person(s) or firm(s) who are financially responsible for the land -disturbing activity (Provide a
comprehensive list of all responsible parties on an attached sheet):
Alice J. Bayer
Name E-mail Address
P.O. Box 5029 .
Current Mailing Address Current Street Address
Emerald Isle, NC 28594
City State Zip
City
State
Zip
Telephone [phone] Fax

jOO� r '-i I,-

AVOLIS ENGINEERING, P.A.
Za P.O. Box 15564 • New Bern, North Carolina 28561 • [phone]
Soil Boring Report
First Carolina Realtors Office SEP 1 0 2007
Slocum Avenue/US Highway Service Road
Havelock, NC DWQ-WAR®
Craven County
A single soil boring was made at the proposed wet pond location for the First Carolina
Realtors office and associated mini storage facility. The soil boring was completed on
August 27, 2007 with a hand auger.
The Craven County Soil Survey maps the soil on the site as the Goldsboro type.
Goldsboro is described as a moderately well drained soil on uplands. The typical
Goldsboro soil description is a loamy fine sand in the upper 10 inches, a fine sandy loam
at a depth of 10 to 13 inches, a sandy clay loam at a depth of 13 to 39 inches, a sandy clay
loam at a depth of 39 to 62 inches and a sandy clay loam at a depth of 62 to 72 inches. At
the depths to be disturbed by this project, the Goldsboro soil is listed as having a
permeability ranging from 0.2 to 2.0 inches/hour.
The on site soil boring indicated the following soil characteristics:
0 to 9 inches: Tan sandy loam
9 to 18 inches: Light grayish loam
18 to 22 inches: Brownish yellow sandy loam
22 to 24 inches: Light yellowish brown sandy clay loam
24 to 36 inches: Orangish clay
36 to 72 inches: Orangish sandy loam
72 to 84 inches: Whitish orange sand
The depth to the seasonal high groundwater at the boring location was 4 feet which
corresponds to an elevation of 20.0 feet.
The site is suitable for the construction of a wet detention pond.
�. p •S y
s
L

AVOLIS ENGINEERING, P.A.
P.O. Box 15564 - New Bern, North Carolina 28561 - [phone]
RECEIVED
Stormwater Management Narrative SEP 1 2���
First Carolina Realtors Office
Slocum Avenue/US 70 Service Road
Havelock, NC DWQ-WAR®
Craven County
This project proposes a high density development consisting of a real estate office
building and six individual mini -storage buildings. The site totals 2.22 acres in size. The
site is located near the Southwest Prong of Slocum Creek which is classified as
C; Sw, NSW. The site is not within any Neuse Riparian Buffer setback areas. The site
does not contain 404 or Coastal wetlands. The site is subject to the City of Havelock
Nutrient reduction requirements. The site is currently a grassed field.
The site proposed built -upon area is 58.1 %. A wet detention pond is proposed in order to
treat the runoff associated with the one -inch rainfall event and to attenuate the peak
runoff rate as required by the City of Havelock. The wet pond is sized to provide 90%
TSS removal. Treatment at the pond outlet is provided by a 3:1 side slope grass swale.
Runoff into the pond is delivered via a piping system. A forebay is provided at the head
of the pond.
A perimeter planted vegetative shelf is provided with one-half of the shelf below the
permanent pool level and one-half above the permanent pool level. The outlet structure
will have a 1.25-inch orifice which will draw down the temporary pool in approximately
72 hours. The pond has a length to width ratio of 3 to 1. The pond discharges to the
adjacent roadside swale which presently receives the runoff.

SEP 1 0 2007
DWQ-WAR®
STORMWATER CALCULATIONS
First Carolina Realtors Office
& Mini Storage
916 East Main Street
Havelock, North Carolina
Prepared by:
Avolis Engineering, P.A.
P.O. Box 15564
New Bern, NC 28561
[phone] Office
[phone] Fax
August 28, 2007

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Hydrograph Summary Report Page t
Hyd. Hydrograph Peak Ttma Time to Volume Return Inflow Maximum Maximum Hydrograph
No. type flow Interval peak period hyd(s) elevation storage description
(origin) (cts) (min) (min) (tuft) (y rs) 00 (cult)
1
Rational
8.18
1
10
4,910
10
-
10-YR, 20-MIN
2
Rational
6.15
1
20
7,384
10
-
10-YR, 30-MIN
3
Rational
4.34
1
40
10,419
10
-
10-YR, 40-MIN
4
Rational
3.84
1
50
11,519
10
-
10-YR, 50-MIN
5
Rational
3.46
1
60
12,468
10
-
10-YR, 60-MIN
6
Rational
3.17
1
70
13,306
10
-
10-YR, 70-MIN
7
Rational
2.93
1
80
14,061
10
-
10-YR, 80-MIN
8
Rational
2.73
1
90
14,751
10
-
--
10-YR, 90-MIN
9
Rational
2.56
1
100
15,387
10
-
10-YR, 100-MIN
10
Rational
2.42
1
110
15,979
10
-
10-YR, 110-MIN
11
Rational
2.30
1
120
16,534
10
-
10-YR, 120-MIN
12
Rational
2.19
1
130
17,057
10
-
10-YR, 130-MIN
13
Rational
2.09
1
140
17,553
10
-
10-YR, 140-MIN
14
Rational
2.00
1
150
18,024
10
-
10-YR, 150-MIN
15
Reservoir
0.04
1
20
2,332
10
1
21.70
4,889
10-YR, 20-MIN
16
Reservoir
1.06
1
37
4,515
10
2
21.98
6,776
10-YR, 30-MIN
17
Reservoir
1.73
1
64
7,482
10
3
22.10
7,825
10-YR, 40-MIN
18
Reservoir
1.76
1
77
8,556
10
4
22.12
8,007
10-YR, 50-MIN
19
Reservoir
1.78
1
89
9,479
10
5
22.13
8,094
10-YR, 60-MIN
1
101
10,293
10
6
22.13
8,116
p
10-YR, 70-MIN
20
Reservoir
1.78
21
Reservoir
1.78
1
111
11,025
10
7
22.13
8,098
10-YR, 80-MIN
22
Reservoir
1.77
1
122
11,690
10
8
22.13
8,054
10-YR, 90-MIN
23
Reservoir
1.76
1
131
12,302
10
9
22.12
7,994
10-YR, 100-MIN
24
Reservoir
1.75
1
141
12,869
10
10
22.11
7,926
10-YR, 110-MIN
25
Reservoir
1.74
1
149
13,399
10
11
22.10
7,857
10-YR, 120-MIN
Proj. file: BAYER.GPW I OF file: NEW BERN.IDF I Run date: 08-27-2007 1

Hydrograph
Report
Page 1
English
Hyd. No. 20
10-YR, 70-MIN
Hydrograph type
= Reservoir
Peak discharge
= 1.78 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Inflow hyd. No.
= 6
Reservoir name
= BAYER
Max. Elevation
= 22.13 ft
Max. Storage
= 8,116 cuft
storage Indication memod used.
Total Volume = 10,293 cult
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B
Clv C Clv D Wr A
Wr B Wr C Wr D Outflow
(min)
cfs
It
cfs
cfs
cfs cfs cfs
cfs cfs cfs cfs
70
3.17 <<
21.93
1.41
0.03
- - 0.72
- - - 0.76
80
2.72
22.06
1.65
0.02
- - 1.64
- - - 1.52
90
2.26
22.12
1.75
0.02
- - 2.09
- - - 1.75
100
1.81
22.13
1.78
0.01
- - 2.25
- - - 1.78
110
1.36
22.12
1.76
0.02
- - 2.13
- - - 1.76
120
0.91
22.08
1.69
0.02
- - 1.80
- - - 1.63
130
0.45
22.03
1.58
0.03
-- -- 1.38
- - - 1•34
140
0.00
21.95
1.46
0.03
- - 0.88
- - - 0.91
150
0.00
21.89
1.35
0.03
-- - 0.51
- - - 0.55
160
0.00
21.85
1.25
0.03
- - 0.34
- - - 0.37
170
0.00
21.83
1.19
0.03
- - 0.22
- - - 0.25
180
0.00
21.81
1.15
0.03
- - 0.14
- - - 0.17
190
0.00
21.79
1.12
0.03
- - 0.10
- - - 0.13
200
0.00
21.78
1.10
0.03
- - 0.09
- - - 0.12
210
0.00
21.77
1.08
0.03
- - 0.08
- - - 0.11
220
0.00
21.76
1.06
0.03
- - 0.07
- - - 0.10
230
0.00
21.76
1.05
0.03
- - 0.06
- - - 0.09
...End

Reservoir Report
Page t
Reservoir No. 1 - BAYER
Pond Data
Pond storage is based on known contour areas
Stage 1 Storage Table
English
Stage
ft
0.00
1.00
2.00
3.00
Elevation
ft
21.00
22.00
23.00
24.00
Contour area Incr. Storage Total storage
sqft cuft cult
5,655 0 0
8,216 6,936 6,936
9,512 8,864 15,800
10,880 10,196 25,996
Culvert I Orifice Structures
Weir Structures
[A]
[B] [C]
ID]
[A]
[B]
IC]
[D]
Rise in
= 18.0
1.3 0.0
0.0
Crest Len ft = 3.1
0.0
0.0
0.0
Span in
= 18.0
1.3 0.0
0.0
Crest El. ft = 21.75
0.00
0.00
0.00
No. Barrels
= 1
1 0
0
Weir Coeff. = 3.00
0.00
0.00
0.00
Invert El. ft
= 21.00
21.00 0.00
0.00
Eqn. Exp. = 1.50
0.00
0.00
0.00
Length ft
= 40.0
0.1 0.0
0.0
Multi -Stage = Yes
No
No
No
Slope %
= 0.20
0.10 0.00
0.00
N-Value
= .024
.013 .000
.000
Orif. Coeff.
= 0.60
0.60 0.00
0.00
Multi -Stage
= -
Yes No
No
Tailwater Elevation =
16.80 ft
Note. All outlbrs nave peen analyted under
inlet and
outlet Denim;.
Stage I Storage 1 Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00
0
21.00
0.00
0.00 -
- 0.00 - -
- 0.00
0.10
694
21.10
0.03
0.00 -
- 0.00 - -
- 0.00
0.20
1,387
21.20
0.11
0.02 -
- 0.00 - -
- 0.02
0.30
2,081
21.30
0.21
0.02 -
- 0.00 - -
- 0.02
0.40
2,774
21.40
0.36
0.02 -
- 0.00 - -
- 0.02
0.50
3,468
21.50
0.55
0.03 -
- 0.00 - -
- 0.03
0.60
4,161
21.60
0.71
0.03 -
- 0.00 - -
- 0.03
0.70
4,855
21.70
0.95
0.03 -
- 0.00 - -
- 0.03
0.80
5,548
21.80
1.13
0.03 -
- 0.11 - -
- 0.14
0.90
6,242
21.90
1.37
0.03 -
- 0.55 - -
--- 0.58
1.00
6,936
22.00
1.53
0.03 -
- 1.18 - -
- 1.21
Continues on next page...

BAYER
Stage / Storage 1 Discharge Table
Stage Storage Elevation Clv A
ft
cuft
ft
cfs
1.10
7,822
22.10
1.73
1.20
8,708
22.20
1.89
1.30
9,595
22.30
2.00
1.40
10,481
22.40
2.08
1.50
11,368
22.50
2.02
1.60
12,254
22.60
3.02
1.70
13,140
22.70
3.77
1.80
14,027
22.80
4.39
1.90
14,913
22.90
4.94
2.00
15,800
23.00
5.43
2.10
16,819
23.10
5.87
2.20
17,839
23.20
6.29
2.30
18,858
23.30
6.68
2,40
19,878
23.40
7.05
2,50
20,897
23.50
7.40
2.60
21,917
23.60
7.74
2.70
22,937
23.70
8.06
2.80
23,956
23.80
8.37
2.90
24,976
23.90
8.67
3.00
25,996
24.00
8.95
End
Page 2
Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
cfs cfs
cfs cfs cfs cfs cfs
cfs
0.02 -
- 1.95 - - -
1.73
0.00 -
- 2.84 - - -
1.89
0.00 -
- 3.84 - - -
2.00
0.00 -
- 4.94 - - -
2.08
0.00 -
- 6.12 - - -
2.02
0.00 -
- 7.38 - - -
3.02
0.00 -
- 8.72 - - -
3.77
0.00 -
- 10.14 - - -
4.39
0.00 -
- 11.62 - - -
4.94
0.00 -
- 13.16 - - -
5.43
0.00 -
- 14.78 - - -
5.87
0.00 -
- 16.45 - - -
6.29
0.00 -
- 18.18 - - -
6.68
0.00 -
- 19.97 - - -
7.05
0.00 -
- 21.81 - - -
7.40
0.00 -
- 23.70 - - -
7.74
0.00 -
- 25.65 - - -
8.06
0.00 -
- 27.65 - - -
8.37
0.00 -
- 29.70 - - -
8.67
0.00 -
- 31.79 - - -
8.95

20 - Reservoir -10 Yr - Qp = 1.78 cfs
4
3-
2-
0
0 5 10 15 20 25
Time (hrs)
/ Hyd. 6 / Hyd. 20

NCDENR Stormwater BMP Manual
Revised 07-02-07
Table 10-3
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 90 Percent TSS
Pollutant Removal Efficiency
in the Coastal Region,
Adapted
from Driscoll, 1986
Percent
Permanent Pool Average Depth (ft)
Impervious
Cover
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5'
10 %
1.3
1.0
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
20%
2.4
2.0
1.8
1.7
1.5
1.4
1.2
1.0
0.9
0.6
30%
3.5
3.0
2.7
2.5
2.2
1.9
1.6
1.3
1.1
0.8
40%
4.5
4.0
3.5
3.1
2.8
2.5
2.1
1.8
1.4
1.1
50 %
5.6
5.0
4.3
3.9
3.5
3.1
2.7
2.3
1.9
1.5
60 %
7.0
6.0
5.3
4.8
4.3
3.9
3.4
2.9
2A
1.9
70%
8.1
7.0
6.0
5.5
5.0
4.5
3.9
3.4
2.9
2.3
80%
9.4
8.0
7.0
6.4
5.7
5.2
4.6
4.0
3.4
2.8
90 %
10.7
9.0
7.9
7.2
6.5
5.9
5.2
4.6
3.9
3.3
100%
12
10.0
8.8
8.1
7.3
6.6
5.8
5.1
4.3
3.6
The engineering design of a wet detention basin must include a 10-foot-wide (minimum)
vegetated shelf around the full perimeter of the basin. The inside edge of the shelf shall
be no deeper than 6" below the permanent pool level, and the outside edge shall be 6"
above the permanent pool level. For a 10' wide shelf, the resulting slope is 10:1. With
half the required shelf below the water (maximum depth of 6 inches), and half the
required shelf above the water, the vegetated shelf will provide a location for a diverse
population of emergent wetland vegetation that enhances biological pollutant removal,
provides a habitat for wildlife, protects the shoreline from erosion, and improves
sediment trap efficiency. A 10' wide shelf also provides a safety feature prior to the
deeper permanent pool.
Short-circuiting of the stormwater must be prevented. The most direct way of
minimizing short-circuiting is to maximize the length of the flow path between the inlet
and the outlet: basins with long and narrow shapes can maximize the length of the flow
path. Long and narrow but irregularly shaped wet detention basins may appear more
natural and therefore may have increased aesthetic value. If local site conditions prohibit
a relatively long, narrow facility, baffles may be placed in the wet detention basin to
lengthen the stormwater flaw path as much as possible. Baffles must extend to the
temporary pool elevation or higher. A minimum length -to -width ratio of 1.5:1 is
required, but a flow path of at least 3:1 is recommended. Basin shape should minimize
dead storage areas, and where possible the width should expand as it approaches the
outlet.
Although larger wet detention basins typically remove more pollutants, a threshold size
seems to exist above which further improvement of water quality by sedimentation is
negligible. The water treatment volume within a wet detention basin is calculated as the
total volume beneath the permanent pool water level, and above the sediment storage
volume, including any such volume within the forebay.
Wet Detention Basin 10-8 July 2007

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