SW7060409_HISTORICAL FILE_20060807

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW 7(I�(�, �& ' 9
DOC TYPE
El CURRENT PERMIT
❑ APPROVED PLANS
60 HISTORICAL FILE
DOC DATE
YYYYMMDD

CZ,
CE SOLUTIons
RIErMNIED
AU60i�("
August 3, 2006 MU-04O
Mr. Scott Vinson
NCDENR- Division of Water Quality
943 Washington Square Mall
Washington NC 27889
RE. Stormwater Review SW7060409
Tanglewood Centre Green Parkway
Pasquotank County
Dear Scott:
Attached hereto you will all of the items requested in your letter emailed August 1 '. Thanks for
your help in this matter.
Sincerel , J
CE Sol ons 9�J �c� old J •� �,p,�,
obert T. Farris, PE
2 3'
A Professional Limited Liability Company Ifarrisgadelphia.net
201 Lane Drive, Elizabeth City, NC 27909 252-264-3222, Fax [phone]

From: Scott Vinson <[e-mail]>
Subject: Tanglewood Green & H
Date: August 2, 20061:01:57 PM EDT
To: Bob Farris <[e-mail]
Bob,
finished my review of the application and have
just a few items needed, nothing major at all.
The original letter is in the mail. Please call
if you have any questions,
Scott
August 1, 2006
Mr. Jon S. Crouse, Managing Member
Tanglewood Development, LLC
1268 US 17 South
Elizabeth City, NC 27909
Subject: Stormwater Review SW7060409
Tanglewood Centre Green &
Drainage Areas H of Phase 1
Pasquotank County
Dear Mr. Crouse:
This office received a Coastal Stormwater permit application and plans for the subject project on
July 20, 2006. A preliminary review of the project indicates that before a State Stormwater permit can be
issued the following additional information is needed.
The small diameter drawdown orifice given on the supplement form and calculations is 3", but

.k.+.� ' -,_f• pry ,�1 Y�.✓rf,1 /4yr'®~
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Y

the outlet structure detail is given as 2". Please submit 2 copies of revised plan sheet 3 of 6 with
a 3" drawdown orifice.
➢ On the same outlet structure detail the temporary pool elevation of 12.0 fmsl is given as being at
the top of the overflow trash guard or 18" galy. CMP pipe guard section. The 12.0 fmsl elevation
should be located just beneath this at the dashed line that represents the stand pipe inside the
guard. Please verify and correct.
Please submit one set of PE sealed wet pond calculations.
The above requested information must be received in this office prior to August 9,
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 Storrnwater Rules require that the permit be
issued prior to any development activity. Construction without a permit is a violation of
15A NCAC 2H.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,
Scott Vinson

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Environmental Engineer
Washington Regional Office
cc: Bob Farris, PE
Washington Regional Office

Tanglewood Centre Green Water Quality Pond Calcs
:z.
imap://cros.ncmail.net:143/fetch%3 EUID%3E/INBOX%3 E 12092?h...
TANGLEWOOD
Water Qulity Pored Calculations
Prepared by CE Solutions, PLLC
6/28/06
Drainage Basin Area H:
Subject Property (New ImpenIous Surfaces) = 1,269,238 sf
29.14 acres
Impervious Coverage:
(sf)
Planned Impervious area = 1.269,238
Total New Arco= 1,827,512
Required Storage Volume for New Developmcnl
Impervious Coverage 68.2%
Unit Volume = Rv (using Schuler Equation)
Rv=0.05+0.(X)9*I where I = % Impervious
Rv= 0.66 infin
Vcdumc = Design Rainfall in inch's*1/l2*Rv*Drainagc Area
V 101,091.87 cf 1. inch rain
V. 202,.183.74_ of 2 inch rain
Required Surface Area from Coastal County 90% Removal Chan
Assume.7.5 ft deep for 9( removal
SA= 68.2% irinpervic tz the SA/DA is 2.23%
-•—SA=0.023*(New Drainage Area)
SA= . — 40,754 sf
.Pond Design
Temporary KK)l Volume:
_- .... Area w/in
Elevation Contour (sf)
.
12A .-59,829
3.0
Vol ume=n or ar6*depth+(I/2)bww*height
V= µ 153,6M cf
Permanent Pool Volume:
Area w/in
Elevation Contour (sf)
1.5 15,286
8.0 26,698
9 31.641
Bottom Slope from 0.5 to 7.0 ft El is. 3:1
Bottom Slope from 7.0 to 11.0 ft El is 6:1
% Imp
70.0%,
2 of 5
8/17/2006 9AO AM

Tanglewood Centre Green Water Quality Pond Calcs imap://crns.ncmaii.net:143/fetch%3EUID%3E/[NBOX%3E12092?h...
3 of 5 8/17/2006 9:40 AM

Tanglewood Centre Green Water Quality Pond Calcs
imap://cros.ncmaii.net:I43/fetch%3EUID%3E/1NBOX%3E 12092?h...
Perm Pool Volume 165,618 cf
Forebay Volume # 1.
Area wfin
Elevation Contour (sf)
1.5 3,332
8.0 9,085
9 10,975
V,= 50,385 cf
Total Permancnt Pool Volume=Total Forebay Volume + Perm P(x)I Volume
TPPV = 216,M3 of Equals 1.07 > 2" criteria
%of Forebay Volume= Fcmbay Volume/Permanent Pool Volume
% ; 13%
SA provided= SA Perm Pool + SA Forebay
SA provided 42,616 Checks, greater than SA required
Orf ice Design: for 2-5 day Dra►vdown
Formula
Q=.Cd*A*SRT(2gH) 1N=11ead
g*- Acceleration clue to gravity of 32.2 fps
A=A rca
Cd=Cckf of discharge for sharp edged orrice e 0.61
for an H=
3 ft
(--
8.47878057 *A
Orfice Sizing;
A=3.14*1)`14
I" of Rain
D (in)
D (ft) A (4)
Q (cl'a)
Time to Discharge (s) Time to Discharge (Days)
1.5
0.13
0.012
0.104
972060
11.251
2
0.17
0.022
0.185
W)784
6329
2.5
0.21
0.034
0.289
349942
4.050
3
0.25
0.049
0.416
243015
2.813 SELECT
4
0.33
0.087
0.740
136096
1-5 92
4 of 5 8/17/2006 9:40 AM '

Tanglewood Centre Green Water Quality Pond Calcs imap:Hcros.ncmai1.net:143/fetch%3EUID%3E/INBOX%3Et2092?h...
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5 of 5 8/17/2006 9:40 AM

W AT
� y
August 1, 2006
Mr. Jon S. Crouse, Managing Member
Tanglewood Development, LLC
1268 US 17 South
Elizabeth City, NC 27909
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
Subject- Stormwater Review SW7060409
Tanglewood Centre Green & Drainage Areas H of Phase 1
Pasquotank County
Dear Mr. Crouse:
This office received a Coastal Stormwater permit application and plans for the subject project on July 20;
2006. A preliminary review of the project indicates that before a State Stormwater permit can be issued the
following additional information is needed.
The small diameter drawdown orifice given on the supplement form and calculations is 3", but the outlet
structure detail is given as 2". Please submit 2 copies of revised plan sheet 3 of 6 with a 3" drawdown
orifice.
i On the same outlet structure detail the temporary pool elevation of 12.0 fmsl is given as being at the top of
the overflow trash guard or 18" galy. CMP pipe guard section. The 12.0 fmsl elevation should be located
just beneath this at the dashed line that represents the stand pipe inside the guard. Please verify and correct.
Please submit -one set of PE sealed wet pond calculations.
The above requested information must be received in this office prior to August 9, 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,
Scott Vinson
Environmental Engineer
Washington Regional Office
cc: PE
ashington Regional Office
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
one Carolina
NNaturally
An Equal Opportunity/Affirmative Action Employer— 50% Recycied110% Post Consumer Paper

R- EGOVED
�Lo
Narrative JUL a-$ 2006
Stormwater Management
Tanglewood- Centre Green Parkway DWQ-WARD
Centre Green Parkway is planned to be a new 4-lane highway running North from the
Halstead Connector, near Elizabeth City, North Carolina. This section of roadway will
serve the eastern portion of Phase 1 in the Tanglewood Project. In addition to the
stormwater management or the roadway, this plan includes a water quality pond that is
designed to remove 90% of the sediments from the stormwater runoff from both the
roadway and the multifamily tract (70% impervious) before that stormwater is routed to
the stormwater detention facility. The detention facility is designed to handle the runoff
from a 100 year storm and to release that runoff via a control devise over an extended
period of time. DWQ is not being asked to approve the stormwater detention facility
because all the stormwater is being cleaned before entering that facility.
The terrain on this project is typical of the Coastal Plain, flat. Prior to construction the
variation in elevation over the Phase I section (500 acres of land) was less than 3 feet
(with the exception of man made drainage facilities). Soils on this section of the
Tanglewood project are silt loams, much of it Hyde Silt Loam. These silty -soils range in
depth from 48-72 inches and are underlain with what appears to be fairly uniform sand.
The lake itself is the byproduct of a borrow pit used to build the Route 17 Bypass and the
Halstead Connector.
This portion of the Tanglewood project is planned to be a mixed use development and
consequently the new internal roadways have curb and gutter, and a planned stormwater
collection/management system throughout. This Phase of the project discharges to
Knobbs Creek and then the Pasquotank River.

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i .. a
TANGLEWOOD
Water Qulity Pond Calculations
Prepared by CE Solutions, PLLC
6/28/06
Drainage Basin Area H:
Subject Property (New Impervious Surfaces) = 1,269,238 sf
29.14 acres
Impervious Coverage:
(SO
Planned Impervious Area = 1,269,238
Total New Area= 1,827,512
Required Storage Volume for New Development
Impervious Coverage 68.2%
Unit Volume = Rv (using Schuler Equation)
Rv=0.05+0.009*1 where I = % Impervious
Rv= 0.66 in/in
Volume = Design Rainfall in inch's*1/12*Rv*Drainage Area
V 101,091.87 cf 1 inch rain
V 202,183.74 cf 2 inch rain
Required Surface Area from Coastal County 90% Removal Chart
Assume 7.5 ft deep for 90% removal
SA= 68.2% impervious the SA/DA is 2.23%
SA=0.023*(New Drainage Area)
SA= 40,754 sf
Pond Design
Temporary Pool Volume:
Area w/in
Elevation Contour (st)
12.0 59,829
Q 42,615
Depth 3.0
Volume=Floor area*depth+(1 /2)base*height
V= 153,666 cf
Permanent Pool Volume:
Area w/in
Elevation Contour (sf)
1.5 15,286
8.0 26,698
9 31,641
Bottom Slope from 0.5 to 7.0 ft El is 3:1
Bottom Slope from 7.0 to 11.0 ft El is 6:1
['
�0
JUL
DWQ-WARCS
% Imp
70.0%

Perm Pool Vol ume= 165,618 cf
Forebay Vol umc #1:
Areaa w/in
Elevation Contour (sf)
1.5 3,332
SA 9,085
9 10,975
V '= 50 38-5 cf
Total Permanent Pool Volume=Total Forebay Volume f Perm Pool Volume
TPPV = 216,003 cf Equals 1.07 > 2" criteria
% of Forebay Volume = Forebay Volume/Permanent Pool Volume
% = 23 %
SA provided= SA Perm Pool + SA Forebay
SA provided 42,616 Checks, greater than SA required
Orf ice Design for 2-5 day Drawdown
Formula
Q=Cd*A*SRT(2gH) H=Head
g= Acceleration due to gravity of 32.2 fps
A=Area
Cd=Coef of discharge for sharp edged orf ice 0.61
for an H= 3 ft
Q= 8.47878057 *A
Orfice Sizing
A=3.14*D414
1" of Rain
D (in) D (ft)
A (sf) Q (cfs)
Time to Discharge (s) Time to Discharge (Days)
1.5
0.13
0.012
0.104
972060
l L251
2
0.17
0.022
0.1 SS
546794
6.329
2.5
0.21
0.034
0.289
349942
4.050
��IM
0.25
0.049
0.416
243015
2.813 SELECT
4
0.33
0.097
0.740
136696
1.592

AREA EX. R/W
227,919 aq.ft
DRAINAGE AREK.*H*
� ` 1
-- 1
127,089 •q.ft
70% — 1,119.278 sq.ft.
TOTAL COVERAGE — 1,246,387 S.F.
TOTAL DRAINAGE AREA — 1 827 512 eq.ft,
68.2% TOTAL COVERAGE
88.2X COVERAGE O 7.5' DEEP, SA- 2.232
.0223(1.827,512)-40,754 S.F.
185,631 aq.fL PAVEMENT
— 27,801 saqq ft• ISLAND
— 360 sq^ ISLAND
13%4.70 sq.fL
+8,707 aq.fL SIDEWALK
129.763 sq.ft.
+2,674 sq fL SIDEWALK
TOTAL COVERAGE R/W 127,089 sq.ft

Type.... Master Network Summary Page 2.01
Name.... Watershed
File.... C:\Land Projects R2\CESolutions\TANGLEWOOD\TWOO❑ PHI -REV 5-06WEIR.PPW
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Pasquotank
Total
Depth
Return Event in
Dev
2
3.9000
Dev
5
5.1000
Dev
10
6.2000
Dev
25
7.1000
Dev
50
8.3000
DevI00
9.0000
Rainfall
Type
----------------
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
RNF 11)
TypeIII 24hr
TypeIIl 24hr
TypeIIl 24hr
TypeIII 24hr
TypeIIl 24hr
TypeITI 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Le€t&Rt6
5'77D 9 mkvf`tF')P- _'P E777� 0 ff
ao
JUL 4-61�006
DINQTVAR0
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL
Pond Storage
Node ID
Type
Event
ac-ft Trun
hrs
cfs
ft
ac-ft
{OUTFALL
JCT
2
45.467
24.5000
3.16
*OUTFALL
JCT
5
70.041
24.5000
5.78
*OUTFALL
JCT
10
94.291
24.5000
6.83
*OUTFALL
JCT
25
115,056
24.0000
11.78
*OUTFALL
JCT
50
142.760
24.5000
15.87
*OUTFALL
JCT
100
159.333
24.0000
18.45
POND N IN
POND
2
45.851
12.5000
328.28
POND N IN
POND
5
70.564
12.0000
464.08
POND N IN
POND
10
94.916
12.0000
639.27
POND N IN
POND
25
115.750
12.5000
807.64
POND N IN
POND
50
143.530
12.0000
986.51
POND N IN
POND
100
160.141
12.0000
1104.14
POND N OUT
POND
2
45.467
24.5000
3.16
6.72
43.230
POND N OUT
POND
5
70.041
24.5000
5.70
9.09
65.630
POND N OUT
POND
10
94.291
24.5000
8.83
9.45
87.184
POND N OUT
POND
25
115.056
24.0000
11.78
9.75
105.435
POND N OUT
POND
50
142.760
24.5000
15.87
10.15
129.269
POND N OUT
POND
100
159,333
24.0000
18.45
10.38
143.397
POST DEVELOPMENT
AREA
2
45.851
12.5000
328.28
POST DEVELOPMENT
AREA
5
70.564
12.0000
464.08
POST DEVELOPMENT
AREA
10
94.916
12.0000
639.27
POST DEVELOPMENT
AREA
25
115.150
12,5000
807.64
POST DEVELOPMENT
AREA
50
143.530
12.0000
986.51
POST DEVELOPMENT
AREA
100
160.141
12,0000
1104.14

Type.... Vol: Trapezoidal Page 13.01
Name.... POND N
File.... C:\Land Projects R2\CESolutions\TANGLEWOOD\TWOOD PHI -REV 5-06WEIR.PPW
POND VOLUME CALCULATION FOR TRAPEZOIDAL BASIN
Length
.--Top---- B----------.
W I I
i I-----b2------. I
d A bl I C
t I ----Bottom----' I
h i I
----------- D-----------'
Diagram Not to ScaleW
Top Elev. = 13.00 ft
Top Length - 3237.00 ft (A to C)
Top Width = 836.00 ft (B to D)
Bottom Elev. = 8.00 ft
Bottom Length = 3201.00 ft
Bottom Width = 813.00 ft
Width Offset = 18.00 ft (B to b2)
Length Offset = 18.00 ft (A to b1)
Vertical Incr.= .50 ft
Computed Side Slopes:
Side A: 3.600:1 (horizontal vertical)
Side B: 3,600:1
Side C: 3.600:1
Side D: 1.000:1 "
Elevation
Planimeter Area
AI+A2+sgr(AlIA2)
Volume
Volume Sum
(ft)
------------------------------------------------------------------------
(sq.in) (acres)
(acres)
(ac-ft)
(ac-ft)
8.00
----- 59.7432
.0000
.000
.000
8.50
----- 59+9796
179.5840
29.931
29.931
9.00
- --- 60.2164
180.2938
30.049
59.980
9.50
----- 60.4535
181.0047
30.167
90.147
1o.00
----- 60.6911
181.7167
30.286
120.433
10.50
----- 60.9290
182.4299
30.405
150.838
11.00
----- 61.1673
183.1442
30.524
181.362
11.50
----- 61.4059
183.8597
30.643
212.006
12.00
----- 61.6450
184.5763
30.763
242.768
12.50
----- 61.8844
185.2940
30.882
273.651
13.00
----- 62.1242
186.0129
31.002
304.653

Type.... Chn-Trapz.
Name.... OUTFALL
Page 9.01
File.... C:\Land Projects R2\CESolutions\TANGLEWOOD\TWOO❑ PHI -REV 5-06WEIR.PPW
Solution to
Mannings Open Channel Flow
Equation
(Computed
values
are based
on normal
depth.)
TRAPEZOIDAL
CROSS
SECTION
Slope
-
.001000 ft/ft
Mannings
n = 0.03500
Invert Elev.
=
7.90 ft
Top of Channel
=
14.00 ft
Base width
=
4.00 ft
Rt Side
slope =
3.000 horizontal
:I vert.
Lt Side
slope -
3.000 horizontal
:1 vert.
Elev.
Depth
Flow
Vel.
Area
Top W.
Wet.P.
Hd
Froude
(ft)
(ft)
(cfs)
(ft/sec)
(sq.ft)
(ft)
(ft)
(ft)
No.
7.900
.00
.00
.00
.0000
.00
.00
.00
0.00
7.910
.01
.00
.06
.0403
4.06
4.06
.01
0.11
8.020
.12
.16
.31
.5232
4.72
4.76
.11
0.16
8.140
.24
.53
.47
1.1328
5.44
5.52
.21
0.18
8.260
.36
1.08
.59
1.8288
6.16
6.28
.30
0.19
8.3BO
.48
1.81
.69
2.6112
6.88
7.04
.38
0.20
8.500
.60
2.73
.78
3.4800
7.60
7.79
.46
0.20
8.620
.72
3.84
.87
4.4352
8.32
8.55
.53
0.21
8.740
.84
5.16
.94
5.4768
9.04
9.31
.61
0.21
8.860
.96
6.69
1.01
6.6048
9.76
10.07
.68
0.22
8.980
1.08
B.45
I.OB
7.8192
10.48
10.83
.75
0.22
9.100
1.20
10.44
1.14
9.1200
11.20
11.59
.81
0.22
9.220
1.32
12.67
1.21
10.5072
11.92
12.35
.88
0.23
9.340
1.44
15.15
1.26
11,9808
12.64
13.11
.95
0.23
9.460
1.56
17.89
1.32
13.5408
13.36
13.87
1.01
0.23
9.580
1.68
20.91
1.38
15.1872
14.08
14.63
1.08
0.23
9.700
1.80
24.20
1.43
16.9200
14.80
15.38
1.14
0.24
9.820
1.92
27.79
1.48
18.7392
15.52
16.14
1.21
0.24
9.940
2.04
31.67
1.53
20.6448
16.24
16.90
1.27
0.24
10.060
2.16
35.86
1.58
22.6368
16.96
17.66
1.33
0.24
10.180
2.28
40.37
1.63
24.7152
17.68
18.42
1.40
0.24
10.300
2.40
45.20
1.68
26.8800
18.40
19.18
1.46
0.25
10.420
2.52
50.36
1.73
29.1312
19.12
19.94
1.52
0.25
10.540
2.64
55.86
1.78
31.4688
19.84
20.70
1.59
0.25
10.660
2.76
61.72
1.82
33.8928
20.56
21.46
1.65
0.25
10.780
2.88
67.93
1.87
36.4032
21.28
22.21
1.71
0.25
10.900
3.00
74.51
1.91
39.0000
22.00
22.97
1.77
0.25
11.020
3.12
81.46
1.95
41.6832
22.72
23.73
1.83
0.25
11.140
3.24
88.90
2.00
44.4528
23.44
24.49
1.90
0.26
11.260
3.36
96.53
2.04
47.3088
24.16
25.25
1.96
0.26
11.380
3.48
104.65
2.08
50.2512
24.88
26.01
2.02
0.26
11.500
3.60
113.18
2.12
53.2800
25.60
26.77
2.08
0.26
11.620
3.72
122.13
2.17
56.3952
26.32
27.53
2.14
0.26
11.740
3.84
131.50
2.21
59.5968
27.04
28.29
2.20
0.26
11.860
3.96
141.29
2.25
62.8848
27.76
29.05
2.27
0.26

Type.... Chn-Trapz. Page 9.02
Name.... OUTFALL
File.... C:\Land Projects R2\CESolutions\TANGLEWOOD\TWOOD PHI -REV 5-06WEIR.PPW
Solution to Mannings Open Channel Flow Equation
(Computed values are based on normal depth.)
TRAPEZOIDAL CROSS
SECTION
Slope
=
.001000 ft/ft
Mannings
n = 0.03500
Invert Elev.
-
7.90 ft
Top of Channel
=
14.00 ft
Base width
=
4.00 ft
Rt Side
slope -
3.000 horizontal
:1 vert.
Lt Side
slope =
3.000 horizontal
:1 vert.
Elev.
Depth
Flow
Vel.
Area
Top W.
Wet.P.
Hd
Froude
(ft)
(ft)
(cfs)
(ft/sec)
(sq.ft)
(ft)
(ft)
(ft)
No.
11.980
4.08
151.53
2.29
66.2592
28.48
29.80
2.33
0.26
12.100
4.20
162.20
2.33
69.7200
29.20
30.56
2.39
0.27
12.220
4.32
173.33
2.37
73.2672
29.92
31.32
2.45
0.27
12.340
4.44
104.92
2.40
76.9008
30.64
32.08
2.51
0.27
12.460
4.56
196.97
2.44
80.6208
31.36
32.84
2.57
0.27
12.580
4.68
209.50
2.48
84.4212
32.08
33.60
2.63
0.27
12.700
4.80
222.51
2.52
88.3200
32.80
34.36
2.69
0.27
12.820
4.92
236.00
2.56
92.2992
33.52
35.12
2.75
0.27
12.940
5.04
249.99
2.59
96.3648
34.24
35.88
2.81
0.27
13.060
5.16
264.48
2.63
100.5168
34.96
36.63
2.88
0.27
13.180
5.28
279.48
2.67
104.7552
35.68
37.39
2.94
0.27
13.300
5.40
295.00
2.70
109.0800
36.40
38.15
3.00
0.28
13.420
5.52
311.04
2.74
113,4912
37.12
38.91
3.06
0.28
13.540
5.64
327.60
2.78
117.9888
37.84
39.67
3.12
0.28
13.660
5.76
344.71
2.81
122.5728
38.56
40.43
3.18
0.28
13.780
5.88
362.36
2.85
127.2432
39.28
41.19
3.24
0.28
13.900
6.00
380.55
2.88
132.0000
40.00
41.95
3.30
0.28
14.000
6.10
396.14
2.91
136.0300
40.60
42.58
3.35
0.28

Type.... Composite Rating Curve Page 14.06
Name.... OUTFALL
File.... C:\Land Projects R2\CESolutions\TANGLEWOOD\TWOOD PHI -REV 5-06WEIR.PPW
k**** COMPOSITE OUTFLOW SUMMARY k*k*
CUMULATIVE HGL CONVERGENCE ERROR .087 (+/- ft)
FLOW PATH: Elev= 13; Branch: Pr-TW
* Max. convergence errors shown may also occur for
flow paths other than the ones listed above.
WS Elev, Total Q
Elev.
Q
ft
cfs
8.00
.00
8.50
1.72
9.00
4.97
9.50
9.25
10.00
14.25
10.50
19.81
11.00
25.95
11.50
32.65
12.00
39.93
12.50
47.59
13.00
55.72
Notes
-------- Converge --------------------
TW Elev Error
ft +/-ft Contributing Structures
--------------------------
7.90 .000 None contributing
8.38 .019 Pr
8.72 .000 Pr
9.03 .000 Pr
9.29 .010 Pr
9.53 .010 Pr
9.76 .000 Pr
9.97 .000 Pr
10.17 .000 Pr
10.36 .000 Pr
10.45 .087 Pr

E
p�C
F
t
3
0
m
1-
d
ca
3
2
I
0.8
0.6
0.5
0.4
0.3
0.2
0.1
CHART 9B
MD ED
JUL .� & 2006
QWQ-WARD
�■Nrr
P-1-7/8-4 8
0.8
Curved vane
Tested
WA
FA
VA
VA
riAi,��
CURB
AaCLEAR OPENING AREA
Pz2W+L (WITH CURB)
PzZ(W+L) (WITHOUT CURB)
I PA VA
Apo 04,
0 100 0
Rod
2 3 4 5 6 8 10 20 30 40 50 60 60 !00
oiscwGE a w3m
Grate inlet Capacity in Sump Conditions - English Units
z 53 A- 19
d -.L%�

Analysis of Catch Basin Design on Grade
(CB-1 Design Calculations Using FHWA Urban Drainage Design Manual)
Step 1:
T from Chart I =
4 ft
Step 2:
F� from Chart 213
0.9
Step 3:
V from Chart 4B
5.7 fps
Step 4:
R, from Chart 5B
1.0
N IED
Step 5.
R, from Chart 6B
0.057
JUL " 2t1(j 6
Step 6:
Compute inlet interception efficiency using equation 4-20
E)VVQ-VVARO
E = K*E.+F,(1-E.)
E = 0.91
Step 7: Compute intercepted flow
Qi=E*Q
Qi = 1.87 cfs Based on Maximum On Grade Flow
For Centre Green Parkway this is the worst case scenario. All Catch Basins on grade will catch the
design flow except C13-1. CB-3 will pick up most of the 2.07-1.87 = 0.2 cfs shortfall with the rest
picked up at CB-5 which is in sag.

CHART 1 B
T
Ob6 1.67 0.5 2.67
Q=-Sx
S
c
EXAMPLE: GIVE N:
°
S�
S
n=0.016, Sx-0.03
p
S=0.04 ; T = 6 FT
0.$
0.2
FIND:
0.6
40
Q -2.4 FT3/S
Qn=0.038 FT�S
04
0.1
Uj
0.08
Z
-j T(FT)
20
06
0.0
Sx
z 3 0
Er
0.2
`�
�
10
,���
a01
20
M�
t3
0.02 `.
0.1
6
`
�-
Q08
0.01
`, 0.02
c
CY
0.06
4
0.008
'�
I a
0.006
Q\qao
13
0.
-0,004
0.020.002
10.001
3
QB
0.0 i
Q6
T
�
2 J
0.008
1) For V-Shape, use the nomograph with
0.006
0.4
sxi
Sx2
Sx=SxlSx2/(Sxl+Sx2)
0.004
►��—�, -- T
2) To determine discharge in gutter with
0.2
'"— "� "`f� 75
composite crass slopes, find OS using
Qw Qs
Ts and Sx. Then, use CHART 4
to
Sx
find Eo. The total discharge is
Q=Qs/(I-Eo), and ow=Q-Qs.
Flow in Triangular Gutter Sections - English Units
S 0, Og
Gv = z
��-Z
A-3

1
0.8
C! 0.6
a
w 0.4
0.2
Im
10
CHART 2B
ti
,y+
do T�
x.�.
! vv
0.2 0.4 0.6 0.8 1.0
WIT
Ratio of Frontal Flow to Total Gutter Flow
�TZ
A-5
0 ,0vt
X
��sx

4,
CHART 4B
V- 112 SQ5 S 067TO.67
0.004 n x
0.005 Imo------ TLL
----� N •.
0.006 5Za
~� c T(ET)
?
0.008 5x 20
20
0.0 I I 0.3
f t15 15
Sx
0.2
0.1
10
Z 0.02
0.06
$
10'
9
' ,
0.06
7
`
-Q03 '�
z
0: 6
6
0.04
7
•
0.08 5,
- 0.04
'', 0.03
z
6
z
4
0.06
,
- 0.05
`0.02
-0.06
' `
4
,
0.04
- 0.08
0.0,)
,Z
0.03
3
-0. f
,
EXAMPLE •,�
�,
••
0.02-
GIVEN
- Q2
Sx= 0.015
T=6 FT
n = 0.016
FIND
Vn =0.32 FT/S
V = 1.95 FT/S
Velocity in Triangular Gutter
Sections - English Units
F.-We

13
12
y
Fes+
9
0
� 8
� 7
La
0W
6
LU 5
}
s 4
y
a
a 3
W
EXAMPLE:
GIVEN: RETICULINE GRATE
L= 3 FT
V- 8 FT/S
FIND: Rf= 0.81
fe
4 A 01 A? AA nn AS nA n7 nA AQ In
LENGTH OF GRATE L (FT) Rf
Grate Inlet Frontal Flow Interception Efficiency

Rs
Sx
CHART 6B
Grate Inlet Side Flow Intercept Efficiency
A- 13

'CA(!
CE S-OLU�Iions
Ad MIOXs
July 10, 2006
Mr. Scott Vinson
NCDENR- Division of Water Quality
943 Washington Square Mall
Washington NC 27889
RE: Tanglewood Centre Green Parkway.
Stormwater Plan and Drainage Areas H
Pasquotank County
Dear Scott:
ECEOVED
JUL � 2006
DWQ-WARC
Attached hereto you will find a copy of our Stormwater Management Plan for Tanglewood
Centre Green Parkway and drainage area H (currently planed to be a.multifamily development,
70% impervious), two copies of oui Stormwater Management Permit Application Form, and the
Wet Detention Basin Supplement Forms for your review and approval. We are also attaching a
Stormwater Narrative, and a check in the amount of $4,000 for the express permitting service.
Stormwater from this area will be routed to another WQP (H), in accordance with the Master
Drainage Plan that you have on file. The WQP has been designed for 90% removal and it will
handle the 2 inch storm. The stormwater collection system has been designed to catch the 10
year storm for Pasquotank County.
Subsequent to this submittal we are submitting plans to DOT for approval. DLQ has already
approved an Erosion and Sedimentation Control plan for this project but we are requesting a
revision to the initial plan.
Sincerely,
C lut'ons
Robert T. Farris, PE
A Professional Limited Uabi I i ty Company Ifanis@adelphia..net
20I Lane Drive, Elizabeth City, NC 27909 252-26443222, Fax 264-3i122

NCDENR
North Carolina Department of Environment and Natural Resources
Request for Express Permit Review
FILL-IN all information below and CHECK required Permit(s). Fax or email this completed form along with a narrative
and vicinity map of the project location to the appropriate One -Stop Coordinator:
• Winston Salem Region -Sonja Basinger 336-771-4633 or [e-mail]
• Mooresville & Asheville Region -Patrick Grogan 704-663-3772 or Patrick. grogan(cDncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee(a)ncmail.net
Washington Region -Lyn Hardison 252-946-9215 or lyn.hardison(7.ncmaiLnet
• Wilmington Region -Cameron Weaver 910-350-2004 or cameron. weaver(cDncmail. net
APPLICANT Name Jon S. Crouse, Managing Member
Company _ Tanglewood Development, LI_C
Address _1268 US 17 South City/State-Elizabeth City, NC Zip_27909—
Phone [phone] Fax Email
PROJECT SYSTEM(S) TRIBUTARY TO KNOBBS CREEK SURFACE WATER CLASSIFICATIONPASQUOTANK - C-SWAMP
PROJECT Name_ Tanglewood Centre Green County_Pasquotank
PROJECT LOCATION (ADDRESS) East US 17 bypass, north of Halstead Extended
ENGINEER/CONSULTANT Bob Farris
Company _CE Solutions
Address _201 Lane Drive City/State_Eiizabeth Cyty, NC Zip_27909_
Phone [phone] Fax Email
State or National Environmental Policy Act (SEPA, NEPA) - EA or EIS Required ❑Yes ❑ No
❑ STREAM ORIGIN Determination: of Stream calls; Stream Name
© STORMWA TER []Low Density ® High Density -Detention Pond ❑ High Density -Other
❑ Low Density -Curb & Gutter ❑ High Density -Infiltration ❑ Off Site ' ' .
WETLANDS MUST BE ADDRESSED BELOW
❑ COASTAL ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
MANAGEMENT ❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ LAND QUALITY ❑ Erosion and Sedimentation Control Plan with acres to be disturbed.(CK # (for DENR use))
❑ WETLANDS (401): Check all that apply
Wetlands on Site ❑ Yes ❑ No Isolated wetland on Property ❑ Yes ❑ No
Wetlands Delineation has been completed: ❑ Yes ❑ No 1 Buffer Impacts: ❑ No ❑ YES: acre(s)
US ALOE Approval of Delineation completed: ❑ Yes ❑ No
4C4 Application in Process wl US ACOE: ❑ Yes ❑ No I Permit Received from US ACOE ❑ Yes ❑ No
401 Application required: ❑Yes ❑ No If YES, ❑ Regular ❑ Express
Perennial, Blue line stream, etc on site❑ yes ❑ No
The legislation allows additional fees, not to exceed 50% of the original Express Review permit application fee, to be
charged for subsequent reviews due to the insufficiency of the permit applications,
For DPNR use only
Fee Split for multiple permits: (Check #_I 124_) Total Fee Amount $ TM4000_
SUBMITTAL
DATES
Fee
SUBMITTAL
DATES
Fee
CAMA
LQS
SW ® HD; 0 LD)
7118M6
$4000
401:

File: STORMHGL.XLS
Project: Tanglewood Centre Green. CE Solutions
Location: Elizabeth City, NC 201 Lane Drive
Design: BF Elizabeth City, NC 27909 tin
Date; 15-Jun-06'24�6
Revision: JUL
Yr. Storm: 10
N Value: 0.013 j) LNQ-b'VAR0
System: STORM SERER DESIGN COMPUTATIONS
Sheet #: 1
10 Year Rain Fall based on IDF Equations I=g/(h+T), where g=195, h=22 and T=inlet time.
Taken from Elements of Stormwater Desi n b RooneyMalcom, PE, NC State Universit .
FROM
TO
AREA
C A
INLET
RAIN
RUNOFF
INVERT
ELEV.
LENGTH
SLOPE
PIPE
VEL.
CAP.
FLOW
RATIO
DRAIN
COEFF.
TIME
FALL
CBAM.
TIME
Qa/Qc
POINT
POINT
AC
C
INCR.
ACCUMA
MIN.
INCHES
INCR.
ACCUM.
UP
LOW
FT.
FT./FT.
INCHES
FT./SEC
CFS
MIN.
REMARKS
[ENTER]
[ENTER]
[ENTER]
[ENTER]
0
0
5
0
0
0
[ENTER]
0
[ENTER]
0
[ENTER]
0
[ENTER]
0
CB-1
CB-2
01.41
0.70
0.29
0.29
5.-00
7.22
2.07
2.07
11.15
11.09'
68
0.0010
15
1.69
2..07
0.67
100%
CB-2
CS-4
01.36
0.70
0.25
0.54
5.,67
7.05
1.78
3.80
11.09
10.85:
231
0.0010
15
3.10
3-80
1.24
100%
CB-3
CB-4
01.27
0.70
0.19
0.19
5.�00
7.22
1.37
1.37
10.92
10.85
68
0.0010
15
1.11
1.37
1.02
100%
CB-4
CB-6
01.28
0.70
0.20
0.92
6..91
6.74
1.32
6.23
10.85
10.58:
276
0.0010
18
3.53
6..23
1.30
100%
CB-5
CB-6
01.55
0.70
0.39
0.39
5..00
7.22
2.78
2.78
10.65
10.58
68
0.0010
15
2.27
2.38
0.50
100%
CB-6
CB-8
01.58
0.70
0.41
1.72
8.22
6.45
2.62
11.07
10.58
10.11
471
0.0010
24
3.52
111.07
2.23
100%
CB-7
CB-8
01.53
0.70
0.37
0.37
5..00
7.22
2.68
2.68
10.18
10.11.
68
0.0010
15
2.18
2..68
0.52
100%
CB-8
MH-A.
01.57
0.70
0.40
2.49
110.45
6.01
2.40
14.93
10.11
9.83
276
0.0010
30
3.04
114.93
1.51
100%
ME -A
CB-9
01.00
0.70
0.00
2.49
111.96
5.74
0.00
14.27
9.83
9.56
276
0.0010
3'0
2..91
114.27
1.58
100%
CB-10
CB-9
01.37
0.70
0.26
0.26
5.100
7.22
1.87
1.87
9.63
9.56
70
0.0010
15
1.52
1..87
0.77
100%
CB-9
MH-B•
01.45
0.70
0.32
3.06
113.54
5.49
1.73
16.78
9.56
9.41
83
0.0010
30
3.42
116.78
0.40
100%
CB-11
MH--B.
01.10
0.70
0.07
0.07
13.95
5.42
0.38
0.38
9.50
9.41
32
0.0010
15
0.31
0..38
1.72
100%
CB-12
CB-13
01.34
0.70
0.24
0.24
5.A0
7.22
1.72
1.72
9.81
9.79
23
0.0010
15
1.40
1.32
0.27
100%
CB-13
MH-B•
01.34
0.70
0.24
0.48
5.27
7.15
1.70
3.40
9.79
9.417
317
0.0010
15
2.77
3..40
1.91
100%
ME-B;
OUTLET
0400
0.70
0.00
3.61
113.95
5.42
0.00
19.56
9.47
9.34
132
0.0010
30
3.98
119.56
0.55
100%

r
r T i
• ., !i f �
t � _
!
� F �_ \
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r1e:. 1
I ., . � !
t . l}
r• . '+
..�
I + -
t- , 1
to
• bra i
- _
U _
- '
1�1ik
I �}{. �'�
, I• •1
, 11
1
.: �.+ r
.+,1
_{- !
f'.' 1
1
.'.I'f
� f•„I
�;
riS '1.
_ � i '
.flf 4,
.v.
.�.., 1
� -- �� �
I
_I
,;�'_ri
�,, r,•�
� 1-
r
'rx
a
' r;C.f,
i_
�.[!{
� .'yr_L. *.
�r.- ; �
i-s, fF
S
L•—t;4. r
}—i�l
—
_:'.r.
-—
.�
� r ".
.�
'EJ[33 I :+
! r t
i_
.P h
r)If
.F
r
. it
•3�
-
,'r3� I
. 4
. f I
r
i
� _
r _
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•i--r';.4
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I
f

File: STORMHGL.XLS
Project: Tanglewood[Centre Green CE Solutions
Location: Elizabeth City, NC 201 Lane Drive
Design: BF Elizabeth City, NC 27909
Date: 28-Oct-05
Revision: 6/6/06
Yr. Storm 10
N Value: 0.013
System: STORM SEWER DESIGN COMPUTATIONS
Sheet #: 2
Enter Tailwater Elevation (ft.) ? 12.00 at Pond (see Pondpack - North)
90 deg K=0.70 70 deg K=0.61 50 deg K=0.47 30 deg K=0.28 20 deg K=0.16
80 deg K=0.66 60 deg K=0.55 40 deg K=0.38 25 deg K=0.22 15 deg K=0.10
FROM.
TO
M.H.
INLET
Q IN
PIPE
ANGLE
F.L.E.
H.G.E.
HF
HO
HI
HD
HT
.3HT
.SHT
H
cfs
PT.
PT.
SHAPE
CBA.
"K"
=VI
[ENTER]
[ENTER]
[ENTER]
[ENTER]
[ENTER]
{ENTER]
CB-1
CB-2
N
Y
2.07
15,
0.70
1.69
18.20
14.49
0.07
0.01
0.02
0.03
0.06
0.02
0.03
0.05
CB-2
CB-4
N
Y
3.80
15•
0.00
3.10
18.20
14.38
0.23
0.04
0.05
0.00
0.09
0.03
0.04
0.07
CB-3
CB-4
N
Y
1.37
15.
0.70
1.11
16.03
14.08
0.07
0.00
0.01
0.01
0.02
0.01
0.01
0.02
CB-4
CB-6
N
Y
6.23
18:
0.10
3.53
16.03
13.99
0.28
0.05
0.07
0.02
0.14
0.04
0.07
0.11
CB-5
CB-6
N
Y
2.78
15,
0.70
2.27
14.00
13.99
0.28
0.05
0.03
0.06
0.13
0.04
0.07
0.11
CB-6
CB-8
N
Y
11.07
24
0.10
3.52
14.00
13.60
0.47
0.05
0.07
0.02
0.13
0.04
0.07
0.11
CB-7
CB-8
N
Y
2.68
15.
0.70
2.18
14.00
13.17
0.07
0.02
0.03
0.05
0.10
0.03
0.05
0.08
CB-8
MH-A
N
Y
14.93
30-
0.10
3.04
14.00
13.02
0.28
0.04
0.05
0.01
0.10
0.03
0.05
0.08
MH-A
CB-9
Y
Y
14.27
30-
0.10
2.91
15.00
12.67
0.28
0.03
0.05
0.01
0.09
0.00
0.05
0.05
CB-10
CB-9
N
Y
1.87
15.
0.70
1.52
13.90
12.35
0.07
0.01
0.01
0.03
0.05
0.01
0.02
0.04
CB-9
MH-B
N
Y
16.78
30-
0.00
3.42
13.90
12.41
0.08
0.05
0.06
0.00
0.11
0.03
0.05
0.09
CB-11
MH-B
N
Y
0.38
15.
0.10
0.31
14.20
12.24
0.03
0.00
0.00
0.00
0.00
0.00
0.00
0.00
CB-12
CB-13
N
Y
1.72
15•
0.70
1.40
14.00
12.70
0.02
0.01
0.01
0.02
0.04
0.01
0.02
0.03
CB-13
MH-B
N
Y
3.40
15.
0.70
2.77
14.00
12.65
0.32
0.03
0.04
0.08
0.16
0.05
0.08
0.12
ME-B
OUTLET
Y
Y
19.56
30-
0.00
3.98
14.00
12.21
0.13
0.06
0.09
0.00
0.15
0.00
0.07
0.07