SW7060626_HISTORICAL FILE_20070622

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW�(p(p
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
ISTORICAL FILE
COMPLIANCE EVALUATION INSPECTION
DOC DATEJj
��( ✓�
YYYYMMDD

AVOLIS ENGINEERING, P.A.
—L� P.O. Box 15564 • New Bern, North Carolina 28561 • [phone]
Junc 5, 2007 /C;!F� -D
Mr. At Hodge
Environmental Engineer
Water Quality Section
NCDENR
943 Washington Square Mall
Washington, NC 27889
RE: Zack Taylor Commercial Complex
McCarthy Boulevard, New Bern, North Carolina
AE Project No. 07054
Dcar Amy:
JUN 2 2 2007
®WQ-WARO
Enclosed please find our Stormwater permit submittal for the above-refercnced project
consisting of the following:
• Stormwater Permit Application including Narrative (Original and One Copy)
• Project Plans (Two Sets)
• Calculations including Soils Report, Page 28 (Two Copies)
• $420 Application Fee
It is requested that the enclosed application be reviewed and approved at your earliest
convenience. Should you have any questions or need any additional information, please do not
hesitate to call.
Sincerely,
Aeolis, P.E.
resident

RECF,wry
STORMWATER NARRATIVE
JUN 2 2 2007
ZACK TAYLOR COMMERCIAL COMPLEX
McCARTHY BOULEVARD DWQ-WAR®
NEW BERN, NORTH CAROLINA
This project entails the development of a commercial office facility on 2.13 acres of land located
off of McCarthy Boulevard in New Bern, Craven County, North Carolina. It is proposed that a
building covering a total area of approximately 20,933 square feet be constructed on the site.
Associated parking and traffic circulation areas and sidewalks will also be developed as part of
the proposed development.
It is proposed that a total of 55,974 square feet of impermeable surfaces be created on the site.
The total development represents impermeable coverage on the subject property of 59.8%. Since
the built -upon area for the project exceeds 30.0%, an engineered stormwater system is proposed
for the site in order to comply with the Coastal Stormwater Permitting Requirements and the
City of New Bern Stormwater Program.
It is proposed that a stormwater retention pond be constructed on the eastern side of the subject
property. All runoff from the subject property will be directed through a stormwater collection
system and through surface flow to the forebay area of the stormwater retention pond. The
stormwater retention pond will discharge in a easterly direction to an existing ditch located along
the northeastern properly line.
The stormwater retention pond is sized to fully contain the one -inch design storm volume.
Additionally, the stormwater retention pond is oversized to attenuate post development runoff
conditions to levels not exceeding 10% of pre -development runoff conditions. The stormwater
retention pond is sized for 90% TSS removal.
As designed, the stormwater retention pond compfies with the Coastal Stormwater Regulations
for stormwater treatment and dispersal and complies with the City of New Bern Stormwater
Permitting Requirements for post development runoff attenuation and nitrogen removal.

OioSS�
Eck T (a" O16'�T wD%G
TD l9L S-� A5 J 0,1213 A�
0I la,�46 - aa,R33 5 F
Prrk'y,o6- 33 � o I SF
S'D9vvr,4S - 11(04bs�-
SS5,' '� 4 5F)
),. 2 8 5. &rrcS
REGE OVED
JUN 2 2 2007
®WQ-kiVARO
S-Sj�-17� -SX9 5/ C, -'? S- S �-- =- -5-5. - 0 �t)
c,ae 70?0 j ss G
J C='

- STORMWATER POND
COASTAL STORMWATER DESIGN
ZACK TAYLOR COMMERCIAL CENTER
MCCARTHY BOULEVARD . -
NEW BERN, NORTH CAROLINA
AE PROJECT i107054
SIZE POND AND ORIFICE:
SITE DATA
TOTAL SITE WATERSHEAD AREA =
93625
SF
Mlmmo
2.15
BUILDING AREA =
20933
SF
0.48
SIDEWALK AREA =
1640
SF
0.04
PARKING/DRIVE AREA =
33401
SF
0.77
GRASS AREA/POND AREA =
37651
SF
0.86
TOTAL BUILT - UPON AREA =
55974
SF
1.28
% BUA = 59.8 %
DETERMINE POND SURFACE AREA REQUIREMENT AT PERMANENT POOL
DCCCDCAV`C CAIMA TAQI C
�J
" "._.. _ .._.....___
YES
NO
r85%SS REMOVAL WITH 30' VEGATATIVE FILLER T
90% 'SS REMOVAL FOR WET DETENTION WITHOUT VEGETATIVE FILTER
X
X
SET PERMANENT POOL DEPTH = 6 FT�—
SA/DA LOW (50%)= 2.7
SA/DA HIGH (60%) = 3.4
% IMPER(ACTUAL%) = 59.8 %
% IMPERVIOUS LOW = 50 % TT
INTERPOLATED SAIDA VALUE = 3.38 S Il % /'
REQUIRED SURFACE AREA = 3,164 SF
APPROXIMATE POND WIDTH = 32 FT
APPROXIMATE POND DIMENSIONS = 32 FT X 96 FT
PERM POOL Pe4v it) a"�) S� � 3� S � ? 31

*CALCULATE 1" STORM RUNOFF VOLUME
3
BUILDING AREA =
- 20933 SF
C=
0.90
SIDEWALK AREA =
1640 SF
C=
0.90
PARKING/DRIVE AREA =
33401 SF
C=
0.90
GRASS AREA =
- 50738 SF
C=
0.30
POND AREA =
5,236 SF
C=
1.00
1-INCH VOLUME = Y 5,903 FT3 �\ �� DS
SET PERMANENT POOL LEVEL AT: 0' STAGE = 94.5 FT ELEVATION
DETERMINE POND STAGE RISE ASSOCIATED WITH 1" STORM
STAGE FT
SURFACE AREA FTZ
NCREMENTAL VOL FT3'
CUMM. VOL(FT3)
STORM VOL. FT3
-10
0
ERR
ERR
-9
0
0
0
-8
0
0
0
-7
0
0
0
-6
1277
0
0
-5
1611
1,444
1,444
-4
1988
1,780
3,224
-3
2410
2,199
5,423
-2
2880
2,645
8,068
-1
3399
3,140
11,20
0
6236
4,318
5, 6
0
1
6324
5,780
, 06
5,780
2
7503
6,914
28,219
12,694
3
8787
8,145
36,364
20,839
4
9455
9,121
45,485
29,960
5
0
0
0
6
0
0
0
7
0
0
0
8
0
0
0
9
0
0
0
10
0
0
0
CALCULATE 1" STORM RISE
BETWEEN: 94.5 FT & 95.5 FT
REMAINING VOLUME TO BE STORED f
BETWEEN: 95.5 FT & 96.5 FT
THE STORED RUNOFF =
INCREMENTAL VOLUME =
5780 FT3
123 FT3
6914 FT3
RISE ABOVE 95.5 FT CONTOUR = 0.020 FT
THEREFORE 1" STORM ELEVATION = FT SAY' n /�
STORM S 95.6 FT axt V^ Ca,d/

DETERMINE ORIFICE SIZE TO DRAW DOWN THE 1" STORM
AVERAGE AVAILABLE ORIFICE HEAD = 0.55 FT
SIZE ORIFICE FOR 3-DAY DRAWDOWN
AVERAGE Q REQUIRED = 0.023 FT3/S
(3 DAY DRAW DOWN)
FROM P. 111-11 OF HRM
Q =
DISCHARGE(CFS)
CD =
COEFFICIENT (USE 0.6)
A =
ORIFICE AREA (SF)
g =
GRAVITY (32.2 FT/Sz)
h =
DRIVING HEAD FT
SOLVE FOR AREA REQUIRED: A=Q/(CD*sgrt(2gh)=
0.00638 SF
ORIFICE DIAMETER (D = 0.0901 FT APPROXIMATELY= 1.08 INCHES
TRY A 1.25 :1N)DIAMETER ORIFIC =Do
CHECK ORIFICE SIZE BY ROUTING THE DRAWDOWN OF THE 1"STORM RUNOFF
DISCHARGE TABLE
h(FT)
Q(CFS)
1.1
0.043
1
0.041
0.9
0.039
0.8
0.037
0.7
0.034
0.6
0.032
0.5
0.029
0.4
0.026
0.3
0.022
0.2
0.018
0.1
0.013
0.05
0.009
0.03
0.007
0.02
0.006
0.01
0.004
0
0.000
NOTE: h MEASURED TO CENTER OF ORIFICE
Q=(0.6)(PI/4)(Do/12)2sgrt(2*32.2*h)
INITIAL HEAD =
1.10 FT

APPROXIMATE 1" STORM DRAWDOWN USING 6 HOUR INCREMENTS
REQUIRED VOLUME = 5,903 FT3 POND HAS 1" STORM VOLUME AT t=0
TIME ELAPSED HR
h FT
Q CFS
Q/6 HRS
Qcumm
VOL. REMAINING FT3
0
1.10
5,903
6
1.10
0.043
930
930
4,973
12
0.93
0.040
853
1,783
4,120
18
0.77
0.036
777
2,559
3,344
24
0.62
0.032
700
3,259
2,644
30
0.49
0.029
622
3,881
2,022
36
0.38
0.025
544
4,425
1,478
42
0.28
0.022
465
4,890
1,013
48
0.19
0.018
385
5,275
628
54
0.12
0.014
303
5,578
325
60
0.06
0.010
218
5,796
107
66
0.02
0.006
125
5,921
18
72
(0.00)
R ER.. ~R
ERR
78
ERR
ERR
ERR
ERR
ERR
84
ERR
ERR
ERR
ERR
ERR
90
ERR
ERR
ERR
ERR
ERR
96
ERR
ERR
ERR
ERR
ERR
102
ERR
ERR
ERR
ERR
ERR
108
ERR
ERR
ERR
ERR
ERR
114
ERR
ERR
ERR
ERR
ERR
120
ERR
ERR
ERR
ERR
ERR
"NOTE: (ERR) INDICATES THAT THE STORM WATER HAS DRAINED NEARLY LEVEL WITH THE ORIFICE HEIGH'
WHICH WILL BE THE HEIGHT OF THE PERMANENT POOL.
THERFORE THE 1" STORM WATER HAS DRAINED WITHIN THE TIME PERIOD OF 2 - 5 DAYS, AND THE RUNOFF
CONTROL FOR THE POND IS SATISFACTORY.
����tJD��� occu�5 ►`^ a �r-o�C,�Y�� Q
C.P CD_ cs— at-? D

0
S
n i
SA/DA - 85% TSS REMOVAL WITH 30' VEGETATIVE FILTER �� 6
IMPER.% 3.OFT 3.5FT 4-OFT 4.5FT 5.OFT 5.5FT 6. OFT 6.5FT 7. OFT 7.5FT
10% .9 .8 .7 .6 .5
20% 1.7 1.3 1.2- 1.1 1.0 .9 .8 .7 .6 .5
--30% 2.5 2.2 1.9 1.8 1. 1.5 1.3 1.2 1.0 9 -
"-40% 3.4 3.0 2.6s 2. 2. 1.9 1.6 1.4 1.1 1.0
50% 4,2 3.7 �3:3 3 0 .7 2.4 2.1 1.8 1.5 1.3
60% 5.0 4.5 3.8 3.5 3.2 2.9 2.6 2.3 2.0 1.6
70% A 5.2 4.5 4.1 3-Z 3.1 2.9 2.5 2.1 1.8
's$0 % __ 8 6.0 5.2 4.7 4.2 3.7 3.2 2.7 22 2.0_____
A 7.5 -6."5 ...5.8 ...- 5.3 4.8 _ 4.3 - 3.8 3.3 --....,2.. 8 2.3 .
100% 8.2 7.4 6.8 6.2 5.6 5.0- 4.4 3.8 3.2 2.6
SA/DA - > 90$ TSS REMOVAL
FOR WET DETENTION WITHOUT VEGETAT FILTER
IMPER.$ 3.OFT 3:5FT 4.0FT 4.5FT SOFT 5.5FT 6.0 T 6.5FT 7.OFT 7.5FT
10% 1.3 1.0 .8 .7 .6 .5 .4 .3 .2 .1, .
20% 2.4 2.0 1.8 1.7 1.5 1.4 1.2 1.0 9 6-:.
30% 3.5 3.0 2.7 2.5 2.2 1.9 1.6 1.3 1.1 .8' !
40% 4.5 4.0 3.5 3.1 2.8 2.5 2. 1.8 1.4 1.1
50% 5.6 5.0 4.3 3.9 3.5 3.1 7 2.3 1.9 1.5
60% 7.0 6.0 5.3 4.8 4.3 3.9 2.9 2.4 1.9 j
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:. j
90% 10.7 9.0 7.9 7.2 6.5 5.9 5.2 4.6...-3..9 -..3.3
- 100%-- 12.0- 10.0 8.8- 8.1 7.3 '-6.6 5.8 5.1 4.3 3.6:,..':...

s -4 Qi � -ugI
5,61

Hydrograph Summary -Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
Interval
(min)
Time to
peak
(min)
Volume
_
(cam)
Return
period
(ym)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cult)
Hydrograph
description
1
SCS Run
5.00
1
723 -
14,461
1
—
Pre Dev. 1 Year St
2
SCS Ru
11.48
2
724
34,830
10
—
Pre Dev. 10 Yr. St
3
SCS R nalf
6.27
1
725
19,530
1
—
POST Dev. 1 Year S
4
SCS R noff
17.05
2
724 -
53,527
10
—
POST Dev. 10 Yr. S
5
Res r
1.83
1
745
12,843
1
3
96.01
9,277
Post Dev. 1-Yr. St
6
Res 'r
12.30
2
728
47,056
10
4
96.74
14,684
Post Dev. 10-Yr. S
Pb
T
vD c�
P�
J
1 VgC
s
10b�-',
Proj. file: 07054_TAYLOR.GPW
IDF file. NEW BERN.IDF
Run date: 06-05-2007

6 - Reservoir -10 Yr - Qp = 12.38
0 5 10 15 20 25
Time (hrs)
/ Hyd. 4 / Hyd. 6

Iv
6 - Reservoir -10 Yr - Max.
- 97.
96.
m
W 95.
95.
94.5 L
0
10
Time (hrs)
iP
= 96.74 ft
20
25

Hydrograph
Report
Page 1 13
-
English -
Hyd. No. 1
Pre Dev. 1 Year Storm
Hydrograph type
= SCS Runoff
Peak discharge =
5.00 cfs
Storm frequency
= 1 yrs
Time interval =
1 min -
Drainage area
= 2.13 ac
Curve number =
81
Basin Slope
= 0.4 %
Hydraulic length =
580 ft
Tc method
= TR55
Time of conc. (Tc) =
4.1 min
Total precip.
= 3.70 in
Distribution =
Type III
.Storm duration
= 24 hrs
Shape factor -.. =
484
Tdal Volume = 14,461 cult
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time -- Outflow
(hrs cfs)
(hrs
cfs)
(hrs cfs)
9.78 0.05
16.18
0.16
22.58 0.07
9.98 0.06
16.38
0.15
22.78 0.06
10.18 0.08
16.58
0.15
22.98 0.06
10.38 0.10
16.78
0.14
23.18 0.06
10.58 0.12
16.98
0.14
23.38 0.06
10.78 0.14
17.18
0.13
23.58 0.06
10.98 0.16
17.38
0.12
23.78 0.06
11.18 0.21
17.58
0.12
23.98 0.06
11.38 0.29
17.78
0.11
11.58 0.45
17.98
0.10
11.78 1.16
18.18
0.10
...End
11.98 3.12
18.38
0.10
12.18 2.44
18.58
0.10
12.38 1.51
18.78
0.10
12.58 0.68
18.98
0.09
12.78 0.57
19.18
0.09
12.98 0.47
19.38
0.09
13.18 0.42
19.58
0.09
13.38 0.39
19.78
0.09
13.58 0.36
19.98
0.08
13.78 0.34
20.18
0.08
13.98 0.31
20.38
0.08
14.18 0.29
20.58
0.08
14.38 0.28
20.78
0.08
14.58 0.26
20.98
0.08
14.78 0.25
21.18
0.07
14.98 0.24
21.38
0.07
15.18 0.22
21.58
0.07 .
15.38 0.21
21.78
0.07
15.58 0.20 -
21.98
0.07
15.78 0.18
22.18
0.07
15.98 0.17
22.38
0.07

TR55 Tc Worksheet Page ,
Hyd. No. 1
Pre Dev. 1 Year Storm
Storm frequency = 1 yrs
Sheet Flow
Manning's n-value
= 0.011
Flow length
= 200.0 ft
Two-year 24-hr precip.
= 3.70 in
Land slope
= 0.5 %
Travel Time ........................................ = 3.4 min
Shallow Concentrated Flow
Flow length
= 50 ft
Watercourse slope
= 0.5 %
Surface description
= Unpaved
Average velocity
= 1.14 ft/s
Travel Time ........................................
= 0.7 min
Channel Flow
Cross section flow area
= 6.0 sqft
Wetted perimeter
= 12.6 ft
Channel slope
= 1.0 %
Manning's n-value
= 0.030
Velocity
= 3.02 ft/s
Flow length
= 0.0 ft
Travel Time ........................................
= 0.0 min
Total Travel Time, Tc ........................ = 4.1 min

9iydrograph Report
Hyd. No. 2 . -
Pre Dev. 10 Yr. Storm
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration -
=_SCS Runoff
= 10 yrs
= 2.13 ac
= 0.0 %
= TR55
= 7.00 in
= 24 hrs
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
8:43
0.12
21.23
0.15
8.83
0.16
21.63
0.14
9.23
0.20
22.03
0.19
9.63
0.26
22.43
0.14
10.03
0.32
2-2.83
0.13
10.43
0.41
23.23
0.12
10.83
0.53
23.63
0.12
11.23
0.76
11.63
1.71
12.03
10.73
... End
12.43
2.85
12.83
1.18
13.23
0.87
13.63
0.75
14.03
0.63
14.43
0.57
14.83
0.51
15.23
0.46
15.63
0.40
16.03
0.34
16.43
0.31
16.83
0.29
17.23
0.26
17.63
0.24
18.03
0.21
18.43
0.20
18.83
0.19
19.23
0.19
19.63
0.18
20.03
0.17
20.43
0.16
20.83
0.15
English
Peak discharge = 11.48 cfs
Time interval =
2 min
Curve number =
81
Hydraulic length - =
0 ft
Time of conc. (Tc) =
3.2 min
Distribution =
Type III
Shape factor =
484
Taal volume = 34,890 cA

TR55 Tc Worksheet
Hyd. No. 2
Pre Dev. 10 Yr. Storm
Storm frequency = 10 yrs
Sheet Flow
Manning's n-value
= 0.011
Flow length
= 200.0 ft
Two-year 24-hr precip.
= 7.00 in
Land slope
= 0.5 % -
Travel Time ........................................
= 2.5 min
Shallow Concentrated Flow
Flow length
= 50 ft
Watercourse slope
= 0.5 %
Surface description
= Unpaved
Average velocity
= 1.14 f Is
Travel Time ........................................ = 0.7 min
Channel Flow
Cross section flow area
= 6.0 sqft
Wetted perimeter
= 12.6 ft
Channel slope
= 1;0 %
Manning's n-value
= 0.030
Velocity
= 3.02 ft/s
Flow length
= 0.0 ft
Travel Time ........................................
= 0.0 min
Total Travel Time, Tc ........................ = 3.2 min

Hydrograph-
Report
-
Pa" 1 7
-
English
Hyd. No. 3
POST Dev. 1 Year
Storm
Hydrograph type
= SCS Runoff
Peak discharge =
6.27 cfs
Storm frequency
= 1 yrs
Time interval =
1 min
Drainage area
= 2.13 ac
Curve number =
88
Basin Slope
= 0.0 %
Hydraulic length =
0 ft
Tc method
= TR55
Time of conc. (Tc) =
5.157361 min
Total precip.
= 3.70 in
Distribution =
Type III
Storm duration
= 24 hrs
Shape factor =
484
Taal volume = 19,5M can
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time -- Outflow
(hrs cfs)
(hrs
cfs)
(hrs
cfs)
8.58 0.06
14.98 -
0.28
21.38
0.08
8.78 0.07
15.18
0.27
21.58
0.08
8.98 0.09
15.38
0.25
21.78
0.08
9.18 0.10
15.58
0.23
21.98
0.08
9.38 0.11
15.78
0.22
22.18
0.08
9.58 0.13
15.98
0.20
22.38
0.08
9.78 0.14
16.18
0.19
22.58
0.08
9.98 0.16
16.38
0.18
22.78
0.07
10.18 0.18
16.58
0.17
22.98
0.07
10.38 0.21
16.78
0.17
23.18
0.07
10.58 0.24
16.98
0.16
23.38
0.07
10.78 0.27
17.18
0.15
23.58
0.07
10.98 0.31
17.38
0.14
23.78
0.07
11.18 0.38
17.58
0.14
23.98
0.06
11.38 0.49
17.78
0.13
11.58 0.69
17.98
0.12
11.78 1.65
18.18
0.12
... End
11.98 3.70
18.38
0.12
12.18 3.64
18.58
0.11
12.38 2.01
18.78
0.11
12.58 0.90
18.98
0.11
12.78 0.71
19.18
0.11
12.98 0.58
19.38
0.10
13.18 0.51
19.58
0.10
13.38 0.47
19.78
0.10
13.58 0.44
19.98
0.10
13.78 0.41
20.18
0.10
13.98 0.37
20.38
0.09
14.18 0.35
20.58
0.09
14.38 0.33
20.78
0.09
14.58 0.32
20.98
0.09
14.78 0.30
21.18
0.09

TR55 Tc Worksheet
ftge , I Y
Hyd. No. 3
POST Dev. 1 Year Storm
Storm frequency = 1 yrs
Sheet Flow
Manning's n-value = 0.011
Flow length = 150.0 It
Two-year 24-hr precip. = 3.70 in
Land slope = 0.3 %
Travel Time ........................................ = 3.3 min
Shallow Concentrated Flow
Flow length
= 0 ft
Watercourse slope
= 0.5 %
Surface description
= Paved
Average velocity
= 1.44 ft/s
Travel Time ........................................ = 0.0 min
Channel Flow
Cross section flow area
= 1.8 sqft
Wetted perimeter
= 4.7 ft
Channel slope
= 0.5 %
Manning's n-value
= 0.030
Velocity
= 1.82 ft/s
Flow length
= 200.0 ft
Travel Time ........................................ =1.8 min
Total Travel Time, Tc ........................ = 5.2 min

Hydrograph Report
Page 1 ' 1
Hyd. No. 4
POST Dev. 10 Yr. Storm
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 2.81 ac
= 0.0 %
= TR55
= 7.00 in
= 24 hrs
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
7.37
0.17
20.17
0.23
7.77
0.20
20.57
0.22
8.17
0.25
20.97
0.21
8.57
0.31
21.37
0.20
8.97
0.39
21.77
0.19
9.37
0.47
22.17
0.19
9.77
0.55
22.57
0.18
10.17
0.66
22.97
0.18
10.57
0.83
10.97
1.00
11.37
1.50
...End
11.77
4.73
12.17
9.31
12.57
2.25
12.97
1.45
13.37
1.17
13.77
1.00
14.17
0.85
14.57
0.77
14.97
0.69
15.37
0.61
15.77
0.53
16.17
0.46
16.57
0.42
16.97
0.39
17.37
0.35
17.77
0.31
18.17
0.29
18.57
0.27
18.97
0.26
19.37
0.25
19.77
0.24
English
Peak discharge = 17.05 cfs
Time interval =
2 'min
Curve number =
88
Hydraulic length =
Oft
Time of conc. (Tc) =
4.225649 min
Distribution =
Type III
Shape factor =
484 r
Total volume = 53,527 cult

TR55 Tc Worksheet
page
Hyd. No. 4
POST Dev. 10 Yr. Storm
Storm frequency = 10 yrs
Sheet Flow
Manning's n-value
= 0.011
Flow length
= 150.0 ft
Two-year 24-hr precip.
= 7.00 in
Land slope
= 0.3 %
Travel Time ........................................
= 2.4 min
Shallow Concentrated Flow
Flow length
= 0 ft
Watercourse slope
= 0.5 %
Surface description
= Paved
Average velocity
= 1.44 ft/s
Travel Time ........................:...............
= 0.0 min
Channel Flow
Cross section flow area
= 1.8 sqft
Wetted perimeter
= 4.7 ft
Channel slope
= 0.5 %
Manning's n-value
= 0.030
Velocity
= 1.85 ft/s
Flow length
= 200.0 ft
Travel Time ........................................
= 1.8 min
Total Travel Time, Tc ........................ = 4.2 min

Nydrograph Report
a�
English
Hyd. No. 5
Post Dev. 1-Yr. Storm
Hydrograph type =. Reservoir Peak discharge = 1.83 cfs
Storm frequency = 1 yrs Time interval = 1 min
Inflow hyd. No. = 3 Reservoir name = TAYLOR COMMERCI
Max. Elevation = 96.01 ft Max. Storage = 9,277 tuft
Stamps hdwbon met uses.
Total Volume = 12,W CUR
Nydrograph Discharge Table
Time
Inflow-
Elevation
Clv A
Clv B
Civ C Clv D Wr A
Wr B Wr C Wr D Outflow
(hrs)
cfs
lit
cfs
efs
efs efs de
cfs eh; cfs cfs
12.20
3.33
95.92
0.05
0.04
- - 1.26
- - - 1.30
12.40
1.91
96.01
0.05
0.00
- - 1.83
- - - 1.83
12.60
0.86
95.96
0.05
0.02
- - 1.55
- - - 1.57
12.80
0.70
95.90
0.05
0.05
- - 1.16
- - - 1.20
13.00
0.57
95.85
0.05
0.04
- - 0.92
- - - 0.95
13.20
0.50
95.82
0.05
0.03
- - 0.74
- - - 0.77
13.40
0.47
95.80 '
0.05
0.03
- - 0.62
- - - 0.65
13.60
0.44
95.78
0.05
0.02
- - 0.55
- - - 0.58
13.80
0.40
95.77
0.05
0.02
- - 0.50
- - - 0.52
14.00
0.37
95.76
0.05 ,
0.02
- - 0.45
- - - 0.47
14.20
0.35
95.75
0.04
0.01
- - 0.42
- - - 0.43
14.40
0.33
95.74
0.04
0.01
- - 0.38
- - - 0.40
14.60
0.31
95.73
0.04
0.01
- - 0.36
- - - 0.37
14.80
0.30
95.73
0.04
0.01
- - 0.34
- - - 0.35
15.00
0.28
95.72
0.04
0.01
- - 0.32
- - - 0.33
15.20
0.27
95.72
0.04
0.01
- - 0.30
- - - 0.31
15.40
0.25
95.71
0.04
0.01
- - 0.28
- - - 0.29
15.60
0.23
95.71
0.04
0.01
- - 0.27
- - - 0.27
15.80
0.22
95.71
0.04
0.00
- - 0.25
- - - 0.25
16.00
0.20
95.70
0.04
0.00
- - 0.23
- - - 0.24
16.20
0.19
95.70
0.04
0.00
- - 0.22
- - - 0.22
16.40
0.18
95.69
0.04
0.00
- - 0.21
- - - 0.21
16.60
0.17
95.69
0.04
0.00
- - 0.20
- - - 0.21
16.80
0.17
95.69
0.04
0.00
- - 0.20
- - - 0.20
17.00
0.16
95.68
0.04
0.00
- - 0.19
- - - 0.19
17.20
0.15
95.68
0.04
0.00
- - 0.18
- - - 0.18
17.40
0.14
95.68
0.04
0.00
- - 0.17
- - - 0.18
17.60
0.14
95.67
0.04
0.00
- - 0.17
- - - 0.17
17.80
0.13
95.67
0.04
0.00
- - 0.16
- - - 0.16
18.00
0.12
95.67
0.04
0.00
- - 0.15
- - - 0.15
18.20
0.12
95.66
0.04
0.00
- - 0.14
- - - 0.15
18.40
0.12
95.66
0.04
0.00
- - 0.14
- - - 0.14
18.60
0.11
95.66
0.04
0.00
- - 0.13
- - - 0.13
18.80
0.11
'95.66
0.04
0.00
- - 0.13
- - - 0.13
19.00
0.11
95.66
0.04
� 0.00
- - 0.12
- - - 0.13
19.20
0.11
95.65
0.04
0.00
- - 0.12
- - - 0.12
Continues on next page...

Post Dev. 1-Yr. Storm Page 2
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs)
cfs
ft
cis
cfs cfs
cfs cfs cfs cfs cis
cfs
19.40
0.10 -
95.65
0.04
0.00 -
- . 0.12 - - -
0.12
19.60
0.10
95.65
0.04
0.00 -
- 0.11 - - -
0.12
19.80
0.10
95.65
0.04
0.00 -
- 0.11 - - -
0.11
20.00
0.10
95.65
0.04
0.00 -
- 0.11 - - -
0.11
20.20
0.10
95.65
0.04
0.00 -
- 0.11 - - -
0.11
20.40
0.09
95.65
0.04
0.00 -
- 0.10 - - -
0.10
20.60
0.09
95.64
0.04
0.00 -
- 0.10 - - -
0.10
20.80
0.09
95.64
0.04
0.00 -
- 0.10 - - - -
0.10
21.00
0.09
95.64
0.04
0.00 -
- 0.10 - - -
0.10
21.20
0.08
95.64
0.04
0.00 -
- 0.09 - - -
0.09
21.40
0.08
95.64
0.04
0.00 -
- 0.09 - - -
0.09
21.60
0.08
95.64
0.04
_
0.00 -
- 0.09 - - -
0.09
21.80
0.08
95.64
0.04
0.00 -
- 0.09 - - -
0.09
22.00
0.08
95.64
0.04
0.00 -
- 0.08 - - -
0.09
22.20
0.08
95.64
0.04
0.00 -
- 0.09 - - -
0.09
22.40
0.08
95.64
0.04
0.00 -
- 0.09 - - -
0.09
22.60
0.08
95.64
0.04
0.00 -
- 0.08 - - -
0.09
22.80
0.07
95.64
0.04
0.00 -
- 0.08 - - -
0.08
23.00
0.07
95.64
0.04
0.00 -
- 0.08 - - -
0.08
23.20
0.07
95.64
0.04
0.00 -
- 0.08 - - -
0.08
23.40
0.07
95.63
0.04
0.00 -
- 0.08 - - -
0.08
23.60
0.07
95.63
0.04
0.00 -
- 0.07 - - -
0.08
23.80
0.07
95.63
0.04
0.00 -
- 0.07 - - -
0.07
24.00
0.00
95.63
0.04
0.00 -
- 0.07 - - -
0.07
End

Reservoir Report pasp ,
English
Reservoir No. 1 - TAYLOR COMMERCIAL CENTER
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage
Elevation
Contour area
Incr. Storage
Total storage
ft
ft
sgft
cuft
cult
0.00
94.50
5,236
0
0
1.00
95.50
6,324
5,780
5,780
2.00
96.50
7,503
6,914
12,694
3.00
97.50
8,787
8,145
20,839
4.00
98.00
9,455
9,121
29,960
Culvert / Orifice Structures
Weir Structures
IA]
[B]
[C]
[D]
[A]
[B]
[Cl
ID]
Rise in
= 1.3
2.0
0.0
0.0
Crest Len ft
= 4.7
2.4
0.0
0.0
Span in
= 1.3
2.0
0.0
0.0
Crest El. ft
= 95.60
96.10
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.00
3.00
0.00
0.00
Invert El. ft
= 94.50
95.60
0.00
0.00
Eqn. Exp.
= 1.50
1.50
0.00
0.00
Length ft
= 0.1
0.1
0.0
0.0
Multistage
= No
No
No
No
Slope %
= 0.50
1.00
0.00
0.00
N-Value
= .013
.013
.000
.000
Drif. Coeff.
= 0.60
0.60
0.00
0.00
Multistage
= -
Yes
No
No
Tailwater Elevation =
0.00 ft
Note: An m1f1me have teen analyzed under inlet and outlet rontol.
Stage / Storage I 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
94.50
0.00
0.00 - -
0.00
0.00 - -
0.00
1.00
5,780
95.50
0.04
0.00 - -
0.00
0.00 - -
0.00
2.00
12,694
96.50
0.06
0.09 - -
6.05
1.79 - -
7.89
3.00
20,839
97.50
0.07
0.14 - -
18.54
11.73 - -
30.34
4.00
29,960
98.00
0.08
0.16 - -
26.32
18.54 - -
44.94
a3

Hydrograph
Report
-c2
Page ,
- -
English
Hyd. No. 6
Post Dev. 10-Yr. Storm
Hydrograph type
= Reservoir
Peak discharge
= 12.38 cfs
Storm frequency
= 10 yrs
Time interval
= 2 min
Inflow hyd. No.
= 4
Reservoir name
= TAYLOR COMMERCI
Max. Elevation
= 96.74 ft
Max. Storage
= 14,684 cuft
Stmga NCiCaWn meMW usW.
Hydrograph Discharge Table
Total Vdume = 47,056 cult
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C _ Wr D Outflow
(hm) cfs ft Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs
11.20
1.25
95.77
0.05
0.02 -
- 0.49 - -
- 0.51
11.60
2.37
95.91
0.05
0.04 -
- 1.25 - -
- 1.30
12.00
12.89
96.44
0.06
0.04 -
- 5.49 1.44 -
- 6.96
12.40
4.58
96.43
0.06
0.03 -
- 5.38 1.37 -
- 6.76
12.80
1.72
96.10
0.05
0.07 -
- 2.49 - -
- 2.53
13.20
1.24
95.97
0.05
0.01 -
- 1.63 - -
- 1.64
13.60
1.07
95.91
0.05
0.04 -
- 1.25 - -
- 1.29
14.00
0.90
95.87
0.05
0.04 -
- 1.03 - -
- 1.07
14.40
0.81
95.85
0.05
0.04 -
- 0.88 - -
- 0.91
14.80
0.73
95.83
0.05
0.03 -
- 0.78 - -
- 0.81
15.20
0.64
95.81
0.05
0.03 -
- 0.69 - -
- 0.72
15.60
0.56
95.80
0.05
0.03 -
- 0.61 - -
- 0.64
16.00
0.48
95.78
0.05
0.02 -
- 0.54 - -
- 0.56
16.40
0.44
95.76
0.05
0.02 -
- 0.48 - -
- 0.50
16.80
0.40
95.75
0.04
0.01 -
- 0.43 - -
- 0.45
17.20
0.37
95.74
0.04
0.01 -
- 0.40 - -
- 0.41
17.60
0.33
95.73
0.04
0.01 -
- 0.36 - -
- 0.37
18.00
0.29
95.72
0.04
0.01 -
- 0.33 - -
- 0.33
18.40
0.28
95.72
0.04
0.01 -
- 0.30 - -
- 0.30
18.80
0.27
95.71
0.04
0.01 -
- 0.28 - -
- 0.29
19.20
0.26
95.71
0.04
0.01 -
- 0.27 - -
- 0.27
19.60
0.25
95.71
0.04
0.00 -
- 0.25 - -
- 0.26
20.00
0.24
95.70
0.04
0.00 -
- 0.24 - -
- 0.25
20.40
0.23
95.70
0.04
0.00 -
- 0.23 - -
- 0.24
20.80
0.21
95.70
0.04
0.00 -
- 0.22 - -
- 0.23
21.20
0.20
95.70
0.04
0.00 -
- 0.22 - -
- 0.22
21.60
0.19
95.69
0.04
0.00 -
- 0.21 - -
- 0.21
22.00
0.18
95.69
0.04
0.00 -
- 0.20 - -
- 0.20
22.40
0.19
95.69
0.04
0.00 -
- 0.21 - -
- 0.21
22.80
0.18
95.69
0.04
0.00 -
- 0.20 - -
- 0.20
23.20
0.17
95.68
0.04
0.00 -
- 0.19 - -
- 0.19
23.60
0.16
95.68
0.04
0.00 -
- 0.18 - -
- 0.18
24.00
0.15
95.68
0.04
0.00 -
- 0.17 - -
- 0.17
... End

Reservoir Report
Reservoir No. 1 - TAYLOR COMMERCIAL CENTER
Pond Data
Pond storage is based on known contour areas
Stage I Storage Table
Stage
Elevation
Contour area
Incr. Storage
Total storage
ft
ft
sqft
cult
cuft
0.00
94.50
5,236
0
0
1.00
95.50
6,324
5,780
5,780
2.00
96.50
7,503
6,914
12,694
3.00
97.50
8,787
8,145
20,839
4.00
98.00
9,455
9,121
29,960 _
Culvert / Orifice Structures
[A] [B] [C] [D]
Rise in
= 1.3
2.0
0.0
0.0
Span in
= 1.3
2.0
0.0
0.0
No. Barrels
= 1
1
0
0
Invert El. ft
= 94.50
95.60
0.00
0.00
Length ft
= 0.1
0.1
0.0
0.0
Slope %
= 0.50
1.00
0.00
0.00
N-Value
= .013
.013
.000
.000
Orif. Coeff.
= 0.60
0.60
0.00
0.00
Multistage
= -
Yes
No
No
Weir Structures
[A]
[B]
[C]
Crest Len ft
= 4.7
2.4
0.0
Crest El. ft
= 95.60
96.10
0.00
Weir Coeff.
= 3.00
3.00
0.00
Eqn. Exp.
= 1.50
1.50
0.00
Multi -Stage
= No
No
No
Tailwater Elevation = 0.00 ft
Page 1
English
[D]
0.0
0.00
0.00
0.00
No
Note: All outllows have Goan analyzed under inlet and oullat wheal.
Stage / Storage / 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
94.50
0.00
0.00
- - 0.00
0.00 -
- 0.00
1.00
5,780
95.50
0.04
0.00
- - 0.00
0.00 -
- 0.00
2.00
12,694
96.50
0.06
0.09
- - 6.05
1.79 -
- 7.89
3.00
20,839
97.50
0.07
0.14
- - 18.54
11.73 -
- 30.34
4.00
29,960
98.00
0.08
0.16
- - 26.32
18.54 -
_
- 44.94
D,50,

Table 8.03b -
RunoH Curve Numbers (CN)
Hydrologic Soil Group
A B -C D
Land Use/Cover
Cultivated land
without conservation
72
.
with conservation
62
Pasture land
Poor condition
68
Lair condition
49
good condition
39
Meadow
good condition
30
Wood or forest land
Thin stand - poor cover, no mulch
45
Good stand - good cover
25
Open spaces, lawns, parks, golf courses, cemeteries, etc.
good condition:
grass cover on 75%
or more of the area
39
fair condition:
grass cover on 50
to 75% of the area
49
Commercial and business
areas (85%impervious)
89
Industrial districts
j720% impervious)
81
Residential:' Development completed and vegetation established
Average lot size Average % Impervious
1/8 acre or less 65
77
1/4 acre 38
61
113 acre 30
57
12 acre 25
54
1 acre 20
51
2 acre 15
47
Paved parking lots, roofs,
driveways, etc.
98
Streets and roads
paved with curbs and
storm sewers
98
gravel
76
dirt
72
Newly graded area
81
Residential: Development underway and no vegetation
Lot sizes of 1/4 acre
88
Lot sizes of 12 acre
85
Lot sizes of 1 acre'
82
Lot sizes of 2 acres
81
81
88
91
71
78
81
79
86
89
69
79
84
61
74
80
58
71
78
66
77
83
55
70
77
61 74 80
69 79 84
92 94 95
88
91
93
85
90
92
75
63
87
72
81
86
70
80
85
68
79
84
66
77
81
98 0
98
98
98
98
85
89
91
62
87
89
89
93
95
93
95
97
91
94
96
90
93
95
89
92
94
'Curve numbers are computed assuming the runoff from the house and driveway is directed toward the street.
source: USDA-SCS .
8.03 10
Rcr. 12193

y
Q
�hbyl,zz,sI
• � �8 G (�s Ise L�' _ '�/(� a/c�`^�•.a� -z�oL
-2yS8 Z '/ ?S%Lb SS id/" v-A`--dv Z 2b-tG'L

m

�aJ
xk'('.vh L61
FINANCIAL RESPONSIBILITY/OWNERSHIP FORM SEDIMENTATION POLLUTION CONTROL ACT 00 107
No person may initiate any land -disturbing activity on one or more acres as covered by the Act before this
form and an acceptable erosion and sedimentation control plan have been completed and a rov
Land Quality Section, N.C. Department of Environment and Natural Resources. (Pleas e�driint=ar��tf
the question is not applicable or the e-mail and/or fax information unavailable, place N/A t blbrnk'.) `�
Part A.
1. Project Name Zack Taylor Commercial Complex
JUN 2 3 2H7
2. Location of land -disturbing activity: County Craven City or Township NewLABDIiy SECTI:;;v
WASHING OFFICE
Highway/Street McCarthy Blvd Latitude N35° 5.850' Longitude
3. Approximate date land -disturbing activity will commence: July 2007
4. Purpose of development (residential, commercial, industrial, institutional, etc.): Commercial
5. Total acreage disturbed or uncovered (including off -site borrow and waste areas): 2.13
6. Amount of fee enclosed: $ 150.00 The application fee of $50.00 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_ Zack Taylor E-mail
Telephone [phone] Cell #
Fax #
9. Landowner(s) of Record (attach accompanied page to list additional owners):
Zack..Taylor 252-633-5106
Name Telephone Fax Number
P.O. Box 12006
Current Mailing Address
1440 McCarthy Boulevard
Current Street Address
New Bern NC 28561 New Bern NC 28562
Clty State Zip City State Zip
10. Deed Book No. 1101 Page No. 305 Provide a copy of the most current deed.
No. 11 No._T5T_
PartB. No. 1176 No. 770
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):
Zack Taylor
Name
t-mail Address
P.O. Box 12006 1440 McCarthy Boulevard
Current Mailing Address Current Street Address
New Bern NC 28561 New Bern, NC 2B562
City State Zip City State Zip
Telephone [phone]
Fax Number

2. (a) If the Financially Responsible Party is not a resident of North Carolina, give name and street address
of the designated North Carolina Agent:
Name
Current Mailing Address
E-mail Address
Current Street Address
City State Zip City State Zip
Telephone.
Fax Number
(b) If the Financially Responsible Party is a Partnership or other person engaging in business under an
assumed name, attach a copy of the Certificate of Assumed Name. If the Financially Responsible
Party is a Corporation, give name and street address of the Registered Agent:
Name of Registered Agent
Current Mailing Address
E-mail Address
Current Street Address
State Zip City State Zip
Telephone Fax
The above information is true and correct to the best of my knowledge and belief and was provided
by me under oath (This form must be signed by the Financially Responsible Person if an individual
or his attorney -in -fact, or if not an individual, by an officer, director, partner, or registered agent with
the authority to execute instruments for the Financially Responsible Person). I agree to provide
corrected information should there by any change in the information provided herein.
Zack Taylor
Owner
Type or print n Title or Authority
3=
-/3-117
Signat re Date
1, Beth Simmons a Notary Public of the County of Craven
State of North Carolina, hereby certify that Zack Taylor appeared
personally before me this day and being duly sworn acknowledged that the above form was
executed by him.
l
WitnessllYiy ha���ntllt rlrial seal, this day of 20
�N SIMIyO�i����
NOTARY c Notary
SePIUBLIC
April 22, 200y
6!� My commission expires