SW7060118_HISTORICAL FILE_20060217

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW-7/ilQDllY
DOC TYPE
❑CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
DOC DATE
YYYYMMDD

Nite associates
ARCHITECTURE / ENGINEERING / TECHNOLOGY
Response to Review Comments
February 9, 2006
Ms. Amy L. Franklin
NCDENR — Land Quality Section
943 Washington Square Mall
Washington, NC 27889
RE: BCSIBath Elementary Additions and Renovations
REC%i; v D
FEB 1 1 20.'
DWQ-WARD
Amy,
SGI.�
Thank you for your recent comments regarding the referenced Project in•Gay In response
to your letter received February 61 ., 2006, please find the following information.
I a6ew comment 1
,Please note that the roof drains must be directed to the stormwafer treatment system.
Response 1
Note has been added to C201 grading plan indicating that all roof vertical roof drains will
be tied into the stormwater system.
I a6iew comment 2
Please note that the length to width ratio must be 3:1. The current ratio is 2.5:1.
Response 2
Pond has been adjusted to the correct ratio of 3:1 maintaining the engineered surface
area.
Review comment 3
Please clearly label the temporary pool elevation on the cross sections. Also please label the
permanent pool and Temporary pool on the scaled pond detail.
Response 3
Labels have been provided accordingly.
2600 Meridian Drive /Greenville, NC 27834 / tel252.757,0333 / fax 252,757,1330 / e-mail: dtsmith®hiteassoc.com

, R view comment 4
'tiytease show/label the pond slopes (3:1, 6:1, etc) on the cross section detail.
Response 4
Labels have been provided accordingly.
Review comment 5
Please show the 10 foot vegetative shelf.
Response 5
Label and shading has been provided to delineate shelf.
Review comment 6
Please explain impervious area calculations. Example: Building area should include the total
new building area and not only 2,684 ft2. Also all of the new pavement area should be treated.
Response 6
Please see attached revised Stormwater Permit Application. The 2,684 should read
82,684 due to a typo error.
I hope the information provided by this letter will prove sufficient of the continued review of this
project. If you should have any questions or should need additional information, please do not
hesitate to call.
spectfully,
To nth
Hite Associates
fc: Steve Janowski
Dr. Jeffrey Moss, Superintendent, BCS
file: JGH / regulatory
attachemnts

Nite associates
�r;� l�f���il�i�It►�`'��I��i]I;�`1�l�I�il�[I]�II!�'I
Response to Review Comments
February 27, 2006
Ms. Amy L. Franklin
NCDENR — Land Quality Section
943 Washington Square Mall
Washington, NC 27889
RE: BCSIBath Elementary Additions and Renovations
Amy,
FEH L' a ?1!06
Attached drawing package was revised per recent comments regarding the referenced Project
in Bath. In response to your letter received February 61h, 2006, please find the following
information.
1. Added Permanent and Temporary pool elevations to plan and details. Labeled contours
within Pond
I hope the revised information provided on these plans will prove sufficient of the continued
review of this project. If you should have any questions or should need additional information,
please do not hesitate to call.
Respectfully,
Tod Sfnith
Hite Associates
fc: Steve Janowski
Dr. Jeffrey Moss, Superintendent, BCS
file: JGH / regulatory
attachemnts
2600 Meridian Drive /Greenville, NC 27834 / 1e1252.757.0333 / fax [phone] / e-marl; dtsmith®hiteassoc.com

W A TER 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
February 22, 2006
Dr. Jeffrey Moss
Superintendent, Beaufort County Schools
321 Smaw Road
Washington, NC 27889
Subject: Stormwater Review SW7060118
Bath Elementary School Addition
Beaufort County
Dear Dr. Moss:
This office received a Coastal Stormwater permit application and plans for the subject project on
January 17, 2006. A preliminary review of your project indicates that before a State Stormwater permit
can be issued the following additional information is needed.
➢ Please clearly label the temporary pool elevation on cross sections. Also please label the
permanent pool and temporary pool elevations on the scaled pond detail.
➢ Please provide the surface area in square feet for the temporary pool elevation.
The above requested information must be received in this office prior to March 24, 2006 or your
application will be returned as incomplete. The return of this project will necessitate resubmittal of all
required items including the application fee. If you need additional time to submit the required information,
please mail or fax your request for time extension to this office at the Letterhead address.
You should also be aware that the Stormwater Rules require that the permit be issued prior to
any development activity. Construction without a permit is a violation of 15A NCAC 21-1.1000 and North
Carolina General Statute 143-215.1 and may result in civil penalties 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],
Sincerely,
Amy L. Franklin
Environmental Engineer
Washington Regional Office
cc: Washington Regional Office
J. Stephen Janoswski, PE
^o�f`
NhCaro
AW11rru
North Carolina Division of Water Quality Washington Regional Office Phone [phone] FAX [phone]
Internet ncwaterquality.or9 943 Washington Square Mall, Washington, NC 27889
An Equal OpportunitylAffirmative Action Employer — 50% Recycled110% Posi Consumer Paper
Customer Service
1-877-623-6748

O�O� W AT �9QG
y
Michael F. Easley, Governor ►^' K c
Wdliam G. Ross Jr., secretary
North Carolina Department of Environment and Natural Resources
Wit
Dr. Jeffrey Moss
Superintendent, Beaufort County Schools
321 Smaw Road
Washington, NC 27889
Dear Dr. Moss:
Alan W. Klimek, P.E. Director
Division of Water Quality
February 2, 2006
Subject: Stormwater Review SW7060118
Bath Elementary School Addition
Beaufort County
This office received a Coastal Stormwater permit application and plans for the subject project on
January 17, 2006. A preliminary review of your project indicates that before a State Stormwater permit can be
issued the following additional information is needed.
➢ Please note that the roof drains must be directed to the stormwater treatment system.
➢ Please note that the length to width ratio must be 3:1. The current ratio is approximately 2.5:1
➢ Please clearly label the temporary pool elevation on cross sections. Also please label the permanent
pool and temporary pool on the scaled pond detail.
➢ Please show/label the pond slopes (3:1, 6:1, etc.) on the cross section detail.
➢ Please show the 10 foot vegetated shelf.
➢ Please explain impervious area calculations. Example: Building area should include the total new
building area and not only 2,684 fe. Also all of the new pavement area should be treated.
The above requested information must be received in this office prior to March 4, 2006 or your
application will be returned as incomplete. The return of this project will necessitate resubmittal of all required
items including the application fee. If you need additional time to submit the required information, please mail or
fax your request for time extension to this office at the Letterhead address.
You should also be aware that the Stormwater Rules require that the permit be issued prior to any
development activity. Construction without a permit is a violation of 15A NCAC 211.1000 and North Carolina
General Statute 143-215.1 and may result in civil penalties 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].
Sincerely, J�
d4o�'� 4 n r V L-.-
Amy L. Franklin
Environmental Engineer
Washington Regional Office
cc: ✓Washington Regional Office
J. Stephen Janoswski, PE
TOCU th
or hCaro NNatural
North Carolina Division of Water Quality Washington Regional Office Phone [phone] FAX [phone] Customer Service
Internet h2o.enr.state.nc.us 943 Washington Square Mall, Washington, NC 27889 1-877-623-6748
An Equal Opportunity/Affirmative Action Employer— 5U% Recycledl14%Post Consumer Paper

STORM WATER MANAGEMENT NARRATIVE JAN 1 1 2606
BATH ELEMENTARY SCHOOL ADDITIONS
I3EAUFORT COUNTY, NORTH CAROLINA DWQ-WARD
Narrative
This project site consists of a single 16.34 acre drainage basin of which 4.66 acres is off -
site all of'which will be collected in an existing and proposed storm drainage system that
will drain directly through a wet detention facility. All the storm water runoff generated
by the proposed construction of these facilities will be conveyed to the wet detention
facility for treatment. Runoff from this site eventually drains to Back Creek east of the
site in the Tar Pamlico River Basin. The property is bounded by existing residential to
the east, Hwy 92 to the north and NC 1741 to the west..
The. purpose of the wet detention facility is to reduce TSS by 90% in a project located in
the 20 coastal counties for the new impervious development on this site. The SA/DA was
selected from the chart for coastal counties with a TSS removal of 90% with no
vegetative filter required.
The completed project will consist of one 16.34 acre drainage area draining into the
,proposed stormwater wet detention pond via the proposed storm drainage system,
proposed drainage swales and sheet flow fi•om the surrounding area. The watershed
breakdown is as follows:
Existing Pavement/Walks
Existing pavement removed
Existing Buildings
New Pavement/walks
New New Buildings
On -site (1 1.68 ac)
IMPERVIOUS AREA
CALCULATIONS
51.401 sf
(29,97 I )sf
56,012 sf
84,178 sf
26,672 sf ✓
Off -Site (4.66 ac)
IMPERV. AREA
CALCS.
l-Exist. Imperv. 85,255 sf
The existing drainage basin has 192,668 sf or 4.42 acres of impervious area. Upon
completion of the proposed site improvements, the site will have 273,547 sf or 6.28 acres
of impervious area and will be 38.43% built upon area. The wet detention pond will treat
all of the stormwater ru1iofl'generated by this increase in impervious. area.
The watershed that drains into the vet detention pond is collected by a curb system with
curb inlets and drop inlets connected by storm drain pipes that will discharge stormwater
runoff into the fore -bay area of the wet detention pond. The average depth of the pond is
four feet. The required surface area to drainage area ratio for a project with 38.43 %
impervious area is 3.37% based on a 90% TSS removal and a 4 foot depth. The surface
area to drainage area of the temporary pool provided is 3.37%.
The wet detention pond has a surface area of 24,102 sf with the normal pool elevation at

6.5. The bottom elevation is to be 2.5 with an additional foot of depth excavated for
sediment storage during construction. The permanent pool volume is 68569 cf and the
forebay volume is 21,875 cf. The outlet structure consists of an 8 ft by 8 ft box. The basin
is designed to capture the first I" of runoff to a depth of two feet. The outlet for this
temporary storage volume is 2.0 inches in diarneter and will release the F of runoff in
approximately 3 days. The principal spillway is designed for the 10 year storm and is
established at elevation 7.41 which is the top of the temporary storage. The 10 year
design storm was routed through the detention facility to provide an emergency spillway
adequate to handle this storm. The emergency spillway and outlet are protected with
grass.

1L and ASSOCIATES
ENGINEERING, SURVEYING & PLANNING Michael W. Baldwin, PLS
J.S. Janowski, PE
WET DETENTION
FOR
BATH ELEMENTARY SCHOOL
BEAUFORT COUNTY, NORTH CAROLINA
1015 Conference Drive ❑
capture 1st inch of runoff
10 YEAR
11 /28/05
2/3 2
4_
�y�,,�rr rt.rutr Ht'N,
Greenville, North Carohna. 7858 ❑ 252-756-1390 ❑ Fax: [phone]
Email: [e-mail] -

Site Conditions Predevelopment
Total watershed area
16.34 acres
on site - Impervious Area
C=
0.95
CN=
98
2.47 acres
On site -Open Space - Good Con
C=
0.3
CN=
74
5.73 acres
off site - Impervious Area
C=
0.95
CN=
98
1.96 acres
off site -Open Space - Good Con,
C=
0.3
CN=
74
2.70 acres
Hydraulic Length
2240 feet
Vertical Relief
6.5 feet
24-hr, 10 yr rainfall
4.4 inches
Time of Concentration
channel flow
L
0395
channel
—
28.1
X
1
28.1 minutes
II
1
128
Composite C based on published values
(exhibit 1-Malcom)
0.41
R
g
h
Rainfall Intensity = I =
2
132
18
4.05 inches per hr
(h + T ` !
10
203
22
25
246
23
100
302
25
Peak Discharge Q =
CIA
27.28 cfs
E

Site Conditions Post Development
Total watershed area
on site - Impervious Area
On site -Open Space - Good Con
off site - Impervious Area
off site -Open Space - Good Con
Hydraulic Length
Vertical Relief
24-hr, 10 yr rainfall
Design Hydrogfaph Formulation
Composite CN
1000
S= -10
CN
Runoff
Q* _ �P — 0.2S)2
P + 0.85
Time of Concentration
channel flow (not overland)
13
i1.385
1
f = -I
128
Composite C =
Rainfall Intensity = 1 = 9
(h+T)
C=
C=
C=
C=
Peak Discharge Q CIA
Time to peak T Vol
—
1.39Q,,
Storage Required
0.95
0.3
0.95
0.3
28.1 X
CN=
CN=
CN=
CN=
R
9
h
2
132
18
10
203
22
25
246
23
100
302
25
Required to store the 1 st inch of runoff
(from Rv Calculations below)
3
16.34 acres
98
4.32 acres
74
3.88 acres
98
1.96 acres
74
2.70
2240 feet
6.5 feet
4A inches
67.5
4.82
1.43 inches
1 28.1 minutes
0.49
4.05 inches per hr
32.15 cfs
31.6 minutes
23,482 cf

Pond Runoff Storage Volume Requirements
Rv = 0.05+,009(1) 1 = 38.4% %
Rv = 0.40 inches/inches
Volume that must be controlled
Volume
=
(Design rainfall)(Rv)(Drainage Area)
Volume
=
0.54 ac-ft
-
23,482 cf
Must store
23,482 cf of water above the permanent pool elevation
Permanent Pool Elevation
6.5
STAGE STORAGE DATA
surface
diff. accum.
Elevation
area
elev storage storage
Elevation Stage
6.50
24102
-
6.50 0.00
0.50 12,531
7.00
26022
12,531
7.00 0.5
4.00 112,172
11.00
30064
124,703
11.00 4.5
4

Computed
Storage Stage LN(storage) LN(Stage) Stage
0 0 #NUM! #NUMI 0,00
12,531 0.5 9.44 -0.69 0.50
124,703 4.5 11.73 1.50 4,50
1.05
25869.34
Predicted Water Surface Elevation for Temporary Water Quality Pool=
Size Outlet Device for Control Structure
invert elevation =
estimated orifice center elev. _
proposed water surface elev. _
available head (h) _
discharge (d) =
coefficient of discharge =
Determine the orifice diameter
Orifice equation
Q = C,/I 2gh
Set top of outlet structure at = 7.41
release the remaining flow
M
SAY
ORIFICE WILL DRAIN POND IN
7.41 feet msl
6.50 feet msl
6.58 feet msl
7.41 feet msl
0.83 feet
0.0 cfs
0.6
0.00 feet
2 inches
2.73 DAYS
5

Inflow Hydrograph
Additional Flow 0.0
Peak Inflow =
Time to Peak =
39.52483998
T (time min)
0
3.16
6.32
949
1265
1581
18.97
22-13
2630
2846
31.62
3478
3)-s4
41,11
4427
47, 43
50.59
53.75
56.92
6008
63.24
8640
69.56
72.73
75.89
79.05
82.21
6537
8854
91.70
94.85
98.02
101.16
10435
107.51
110,67
113,83
116,99
120,16
12332
126.48
T 29 64
13280
32,1
31,6
Inflow
Orifice Outflow
Weir Outflow
Total Outflow
O ( cfs)
O) cfs)
Q { cis)
O { cis)
0.00
000
0.00
0.0
0.79
0,00
0.00
0.00
3.07
000
000
0.00
6.62
0. DO
0.00
0.00
11.10
0.00
0,00
0.00
16.06
0. DO
0. DO
0.00
21.02
0.05
0.00
0.05
2551
006
0, DO
0.06
29.06
0.08
0,DO
0.09
31.35
0.09
O. DO
009
32.15
0.10
1,03
1.13
31.37
Oil
3,86
3.98
2909
0.12
7,31
743
25.74
0.13
10,51
10.64
22.60
0,13
12,84
12.98
1985
0.14
14,57
14.70
17.43
0.14
1.533
15.47
15.30
0.14
1584
15.98
13.44
0,14
15.59
15.72
11.60
0.14
15.33
15.47
10.36
0.14
14.57
14.70
9.10
0.14
13,82
13.95
7.99
0,13
13.08
13.22
7.02
0.13
12, 13
12.26
6.is
0.13
11,42
11.55
5.41
0.13
10.51
1064
4.75
0.13
9.84
9.97
4 17
0.13
8.97
909
3 66
0.13
8.33
846
322
0.12
7.51
7-64
2.82
0.12
6.91
7.04
2.48
0.17
6.33
8.46
2-18
0.12
5.96
6.08
1.91
0.12
5.41
5,52
1,68
0.12
4.87
4.99
1-47
0.12
4.53
4.84
1.29
0.12
4-19
4.31
1.14
0.11
3.86
3.98
1.00
Oil
3,54
3.66
0.88
0,11
3.23
3.35
0-77
Oil
2,93
3.05
0.68
0.11
2,79
2.90
0.59
0.11
2,50
2.61
6

13597
0.52
0,11
2,37
2.47
139.13
0.46
0.11 i
2.10
2.20
142,29
0,40
0.11
1.97
2.07
145.45
0.35
0.11
1.84
1.95
148.61
0.31
0.11
1.71
1,82
151.76
0.27
0.11
1,59
1.70
154.94
0.24
0.11
1,47
1.58
158.10
0.21
0.1 1
1.36
1 46
161.26
0.18
0.10
1.24
1.35
164, 42
0.16
0.10
1,14
1.24
167.59
0.14
0.10
1.03
1.13
170,75
0.12
0.10
1.03
1.13
173.91
0.11
0,10
0,93
1.03
177.07
0,10
0.10
083
0.93
18023
0.08
0.10
083
0.93
183,40
0.07
0.10
0.73
084
186.56
0.07
0.10
0,73
0.84
189,72
006
0.10
0.64
0.74
192.86
005
0,10
064
0.74
196.04
0.04
0.10
0.56
066
199.21
0.04
0.10
0.56
066
202.37
0.03
0.10
0.47
057
205.53
0.03
0.10
047
0.57
20869
003
0,10
0.47
0.57
211.85
0.02
0.10
0.40
0.50
215-02
0.02
0.10
0.40
0.50
218.18
0,02
0.10
0.32
042
221.34
0 D2
0.10
0.32
042
224.50
0.01
0.10
0.32
042
227.66
0,01
0.10
0.32
0.42
230.83
0.01
0,10
0,25
0.35
233-99
0.01
0,10
025
0.35
237.15
001
0.10
025
0.35
240.31
001
0,10
0.25
0.35
243.47
0.01
0,10
0.19
0.29
246.04
001
0.10
0.19
0.29
249.80
0,00
0.10
0.19
0.29
252,96
0.00
0,10
0,19
0.29
256.12
0.00
0,00
0.00
0.00
259.28
0.00
0.00
0,00
0.00

Stormwater routing
6
2
Spillway
inch
7.41
T (time min) Q cfs
Storage
Stave
Outflow
Elevation
orifice
Weir
0
0.00
0
0.00
0.0
6.50
0.00
3.16
0.79
0
0.00
0.0
6.50
0.00
0.0
6.32
3.07
149
0.01
0.0
6,51
0.00
0.0
9.49
6.62
731
0.03
0.0
6.53
0.00
0.0
12.65
11.10
1987
0.09
0.0
6.59
0.00
0.0
15.81
16.06
4092
0.17
0.0
6.67
0.00
0.0
18.97
21.02
7139
0.29
0.0
6.79
0.05
0.0
22.13
25.51
11118
0.45
0.1
6.95
0.06
0.0
25.30
29.06
15945
0.63
0.1
7.13
0.08
0.0
28.46
31.35
21444
0.84
0.1
7.34
0.09
0.0
31.62
32.15
27375
1.06
1.1
7.56
0.10
1.0
34.78
31.37
33258
1.27
4.0
7.77
0.11
3.9,
37.94
29.09
38455
1.46
7.4
7.96
0.12
7.3
41.11
25.74
42564
1.61
10.6
8.11
0,13
10.5
44.27
22.60
45430
1.71
13.0
8.21
0.13
12.8
47.43
19.85
47256
1.78
14.7
8.28
0.14
14.6
50.59
17.43
48232
1.81
15.5
8.31
0.14
15.3
53.75
15.30
48605
1.83
16.0
8.33
0,14
15.8
56.92
13.44
48476
1.82
15.7
8.32
0.14
15.6
60.08
11.80
48042
1,81
15.5
8.31
0.14
15.3
63.24
10.36
47347
1.78
14,7
8.28
0.14
14.6
66.40
9.10
46523
1.75
14.0
8.25
0.14
13.8
69.56
7.99
45602
1,72
13.2
8.22
0.13
13.1
72.73
7,02
44610
1.68
12.3
8.18
0.13
12.1
75.89
6.16
43615
1.65
11,6
8.15
0.13
11.4
79.05
5.41
42592
1.61
10.6
8.11
0.13
10.5
82.21
4.75
41600
1,58
10.0
8.08
0.13
9.8
85.37
4.17
40611
1.54
9.1
8.04
0.13
9.0
88.54
3.66
39677
1.51
8.5
8.01
0.13
8.3
91.70
322
38767
1.47
7.6
7.97
0.12
7,5
94.86
2.82
37928
1.44
7.0
7.94
0.12
6.9
98.02
2.48
37129
1.41
6.5
7.91
0.12
6.3
101.18
2.18
36375
1.39
6.1
7.89
0.12
6.0
104,35
1.91
35635
1.36
5.5
7.86
0.12
5.4
107.51
1.68
34949
1.33
5.0
7.83
0.12
4.9
110.67
1.47
34321
1.31
4.6
7.81
0.12
4.5
113,83
1.29
33720
1.29
4.3
7.79
0.12
4.2
116.99
1,14
33149
1,27
4.0
7.77'
0.11
3.9
120.16
1.00
32610
1.25
3.7
7.75
0.11
3.5
123,32
0.88
32105
1,23
3.3
7.73
0.11
3.2
126.48
0.77
31637
1.21
3.0
7.71
0.11
2.9
.129.64
0.68
31205
1.20
2.9
7.70
0.11
2.8
8
32
Spillway
10.25
Weir

132.80
0.59
30783
1.18
2.6
7.68
0.11
2.5
135.97
0.52
30399
1.17
2.5
7.67
0.11
2.4
139.13
0.46
30029
1.15
2.2
7.65
0.11
2.1
142.29
0.40
29697
1.14
2.1
7.64
0,11
2.0
145.45
0.35
29380
1,13
1.9
7.63
0.11
1.8
148.61
0.31
29078
1.12
1.8
7.62
0.11
1,7
151.78
0.27
28792
1.11
1.7
7.61
0.11
1.6
154.94
0.24
28521
1.10
1.6
7.60
0.11
1.5
158.10
0.21
28267
1.09
1.5
7.59
0.11
1.4
161.26
0.18
28029
1.08
1.3
7.58
0.10
1.2
164.42
0.16
27808
1.07
1.2
7.57
0.10
1.1
167.59
0.14
27604
1.06
1.1
7.56
0.10
1.0
170.75
0.12
27416
1.06
1.1
7.56
0.10
1.0
173.91
0.11
27225
1.05
1.0
7.55
0.10
0.9
177.07
0.10
27050
1.04
0.9
7.54
0.10
0.8
180.23
0.08
26891
1.04
0.9
7.54
0.10
0.8
183.40
0.07
26731
1.03
0.8
7.53
0.10
0.7
186.56
0.07
26586
1.03
0.8
7.53
0.10
0.7
189.72
0.06
26440
1.02
0.7
7.52
0.10
0.6
192.88
0.05
26309
1.02
0.7
7.52
0.10
0.6
196.04
0.04
26178
1.01
0.7
7.51
0.10
0.6
199.21
0.04
26061
1.01
0.7
7.51
0.10
0.6'
202.37
0.03
25944
1.00
0.6
7.50
0.10
0.5
205.53
0.03
25842
1.00
0.6
7.50
0.10
0.5
208.69
0.03
25738
1.00
0.6
7.50
0.10
0.5
211.85
0.02
25635
0.99
0.5
7.49
0.10
0.4
215.02
0.02
25545
0.99
0.5
7.49
0.10
0.4
218.18
0.02
25455
0.98
0.4
7.48
0.10
0.3
221.34
0.02
25378
0.98
0.4
7.48
0.10
0.3
224.50
0.01
25301
0.98
0.4
7.48
0.10
0.3
227.66
0.01
25224
0.98
0.4
7.48
0.10
0.3
230.83
0.01
25146
0.97
0.4
7.47
0.10
0.3
233.99
0.01
25081
0.97
0.4
7.47
0.10
0.3
237.15
0.01
25016
0.97
0.4
7.47
0.10
0.3
240.31
0.01
24950
0.97
0.4
7.47
0.10
0.3
243.47
0.01
24884
0.96
0.3
7.46
0.10
0,2
246.64
0.01
24831
0.96
0.3
7.46
0.10
0.2
249.80
0.00
24777
0.96
0.3
7.46
0.10
0.2
252.96
0.00
24722
0.96
0.3
7.46
0.10
0.2
Results of routing the 10 Year Storm
Use orifice =
1.7 inches
Peak outflow =
15.98 cfs
Peak Stage=
1.83 ft
Water Elevation=
8.33 msl
Peak Storage =
48605 cf
Design Spillway 7.41 m s I
Length of weir 6.0 ft
a]
predeveloped flow = 27.28 cfs
peak flow was also reduced by = 41.4%
Top of Box (emergency spillway) = 10.25

Routing Hydrogriph
35.00
30.00
25.00
20.00
N 15.00
5.00
0.00
O 0 �A ab �R �'9 �l �O %� 4 OHO p 9"5 ;)- 9O �0 �� ti� 1h ,L� ,'1 rye b� �� q �h q �l
o, �g �� y1 1 �� ��. gh• O' �o� rL ^moo 1�0 �00 �
Time (min)
inflow
-Orifice Outflow
- — Weir Outflow
I- - - Total Outflow

Hite associates
ARCHITECTURE 1 ENGINEERING 1 TECHNOLOGY
Letter of Transmittal
January 4, 2006
Mr. Roger Thorpe
NCDENR — Division of Water Quality
943 Washington Square Mall
Washington, NC 27889
RE cE:ivr-.0
JAN 1 /1 2006
DWQ-WARD
RE: BCS -- Bath Elementary School — Additions and Renovations
BEAUFORT COUNTY SCHOOLS
Dear Mr. Thorpe
Please find the attached Package for the referenced project for your review and approval for
Storm Water management Compliance.
2 sets Site Plans and area drainage maps
• Storm Water Management Permit Application
• Wet Detention Basin Supplement From
• Engineering Narrative and Specifications
• Permit Fee for $420.00 (#16569)
Should you have any questions, please give me a call.
Yours very truly,
Todd S ith
Hite Associates
fc: Dr. Jeff Moss, Superintendent
file: JGH/Regulatory Notebook
2600 Meridian Drive / Greenville, NC 27834 / tel [phone] / fax 252, 757,1330 / e-mail; mail@hiteassoc. com

4
IRECEIV ED
JAN 1 1 2006
DWQ-WARD
SOIL EROSION
AND
SEDIMENTATION CONTROL
PLAN
NARRATIVE
BATH ELEMENTARY SCHOOL
BEAUFORT CO , NORTH CAROLINA
DECEMBER 12, 2005

I. PROJECT DESCRIPTION
This project includes the construction of approximately 24,721 SF of new buildings for the school on a 23 acre
site . Approximately 8.7 acres of land wili be disturbed .
It. SITE DESCRIPTION
The site has slopes averaging Q to 3%. Overall, elevations vary from a high point of 12 msl to a low point of less
than 6.5 msl. The site is currently farmed . The soil type is a sandy clay.
III ADJACENT PROPERTY
The property is bounded on the west by King St and on the north by NC 92.
IV. PLANNED STORM WATER MANAGEMENT AND EROSION AND SEDIMENTATION CONTROL
MEASURES
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
A Temporary Gravel Construction Entrance is to be used at all street connections.
TEMPORARY SILT FENCE
Temporary Silt Fences are to be placed at the toe of fill sites adjacent to the property line to collect sediment
laden runoff, Due to the abundance of fill slopes the silt fence will provide an excellent barrier to protect off -site
facilities from sediments.
FABRIC DROP INLET PROTECTION
Sediment fence will be installed around all catch basins and drop inlets to prevent sediment from entering the
storm drainage system.
STORM INLET SEDIMENT TRAP
Storm inlet sediment traps will be used at concentrated runoff points associated with drop inlets as shown on
plans.
GRASS LINED CHANNEL
Grass lined channels with temporary straw -net liners will be constructed in roadside ditches.
TEMPORARY ROCK DAM
Temporary Rock Dams shall be installed at locations shown on plans

CONSTRUCTION SCHEDULE
1. OBTAIN PLAN APPROVALS AND ALL APPLICABLE PERMITS.,
2. FLAG LIMITS OF ROUGH GRADING FOR BUILDING SITE, PARKING LOTS AND ESTABLISH GRADE
LIMITS AS NEEDED.
3. HOLD PRECONSTRUCTION MEETING WITH GRADING CONTRACTOR, EROSION CONROL
ADMINISTRATOR, PROJECT ENGINEER AND OWNER.
4. INSTALL PERMANENT WET DETENTION BASIN AND ROCK DAM. DIVERSIONS AND PERIMETER
SEDIMENT FENCES AS THE FIRST CONSTRUCTION ACTIVITY PRIOR TO THE INSTALLATION OF ANY
FILL.
5, INSTALL PERMANENT PERIMETER SEDIMENT FENCES AS THE FIRST CONSTRUCTION ACTIVITY.
PRIOR TO THE INSTALLATION OF ANY FILL.
6. INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE AND USE EXISTING ACCESS TO SITE.
7. BEGIN TO GRADE THE BUILDING PADS DISTRIBUTING EXCAVATED MATERIAL IN THE FILL
SECTIONS.
8. UPON THE COMPLETION OF BUILDING PAD INSTALL NEW ROAD TO ITS TERMINATION POINT AS
INDICATED ON PLANS AND INSTALL STONE INLET SEDIMENT TRAPS AT INLET AS INDICATED.
9. GRADE THE BALL FIELDS AND INSTALL DRAINAGE AND SWALES AND INSTALL TEMPORARY
EROSION CONTROL MEASURES.
10. PERMANENTLY SEED THE ATHLETIC FIELDS.
11. INSTALL RIP RAP OUTLET PROTECTION OUTLET.
12. BEGIN AND COMPLETE ROUGH GRADING OPERATIONS.
13. BRING BUILDING AND PARKING AREA TO WITHIN 2" OF FINAL SUBGRADE, TEMPORARILY SEED
THESE AREAS TO PREVENT EROSION UNTIL SUCH TIME OWNER IS READY TO PROCEED WITH FINAL
CONSTRUCTION.
14, TEMPORARILY SEED ALL DISTURBED AREAS WITH THE EXCEPTION OF AREAS WHICH
CONSTRUCTION WILL CONTINUE
15, STABILIZATION SHALL OCCUR WITHIN 15 DAYS OF COMPLETION OF GRADING OPERATIONS.
16, ADDITIONAL EROSION AND SEDIMENTATION CONTROL MEASURES MAY BE REQUIRED BY THE
STATE OR OWNER IF DEEMED
NECESSARY.
17. AFTER SITE IS STABILIZED, REMOVE ALL TEMPORARY MEASURES , FINE GRADE DISTURBED
AREAS, AND INSTALL PERMANENT VEGETATION ON THE DISTURBED AREAS.
18. MAINTAIN PERMANENT VEGETATION BY TOP DRESSING WITH 700 LBS PER ACRE OF FERTILIZER
EVERY 6 MONTHS UNTIL THE COMPLETION OF THE PROJECT.
19, WITHIN 6" OF FINAL GRADE, RE -DISTRIBUTE G" OF TOP SOIL
20, FINE GRADE, PERMANENTLY SEED AND MULCH ALL LANDSCAPED AREAS
21, REMOVE ALL TEMPORARY EROSION AND SEDIMENTATION CONTROL MEASURES UPON
COMPLETION AND STABILIZATION OF PROJECT.
VI. MAINTENANCE PLAN
All erosion and sediment control practices will be checked for stability and operation following every
run-off producing rainfall but in no case less than once every week. Any needed repairs will be made
immediately to maintain all practices as designed.
Sediment will be removed from behind the silt fence when it becomes 0.5 feet deep.
Sediment will be removed from the sediment trap when the storage has been approximately 50%
filled. Gravel will be cleaned and replaced when the sediment pool no longer drains properly.
All seeded areas will be fertilized, re -seeded as necessary, and mulched according to specifications
in the vegetative plan to maintain a vigorous, dense vegetative cover.
VII. VICINITY PLAN
See Erosion Control Plan
Vill. VEGETATION PLAN
See Construction Drawings

IX. SPECIFICATIONS AND DETAILS
A. 6.02............................................
B. 6.06............................................
C. 6.14...........................................
D. 6.61............................................
E. 6.60...........................................
F. 6.62.................... .......... ...:........
G. 6.81 ............................... .........
...Land Grading
....Temporary Gravel Construction Entrance
....Mulching
.....Fabric Drop Inlet Protection (Temporary)
...Temporary Sediment Trap
....Temporary Sediment Fence
.....Rock Check Dam