SW8030503_COMPLIANCE_20030619

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

Laurie Munn, 10:02 AM 6/19103 -0400, Re: Southport Commons
To: Laurie Munn <[e-mail]>
From: "John A. Kuske, III 1 Andrew & Kuske" <[e-mail]>
Subject Re: Southport Commons
Cc: [e-mail] RECEIVED
Bcc:
Attached: JUN 19 2003
M.
Laurie,
The 15" invert at the box should be 21.60 and the invert at the flared end section should be
21.50. Thank you for calling this to my attention. I will drop the plans off at lunch. We look
forward to receiving the permit.
Thanks,
JAK III
Laurie,
Thank you for your prompt review. I will take care of this ASAP and drop the plans off today.
JAK Ill
At 09:20 AM 6/19/03 -0400, you wrote:
Mr. Kuske,
I have reviewed the Southport Commons and only have one comment.
On Sheet 1A, the detail of the special drop inlet has different
elevations for the 15" RCP bypass pipe on the plan and profile views.
You can just modify this sheet and send 2 copies over. I will insert
them into the plans.
This should wrap things up for this application.
Please call me if you have any questions. Thanks,
Laurie
Printed for "John A. Kuske, Ill l Andrew & Kuske" <jakuske3@... 1

INFILTRATION TRENCH ANALYSIS
Project # 030503
Project Name Southport Commons
`' �Recvng"Stream Price Creek
Drainage Basin Cape Fear
Site Area 1.74 acres
Impervious Area Calculation
Buildings
Parking/Asphalt
Concrete
Total
VolumelStorage Calculation
14500
37000
1500
If Rational Method is used, place a 1 in this box
Required
Design Storm
RV
Provided
Pipe Diameter
Length Of a Single run of Pipe
Number of Pipe Runs in Trench
Storage In Piping
Total Storage in Piping
Cross -Sectional Area Of Pipe Runs
Length Of Trench
Width Of Trench
Height Of Trench
Cross -Sectional Area Of Trench
Voids Volume, 40%
Trench Volume per linear foot
Minimum Trench length required
Total Volume Provided
Elevation Of Bottom Of Trench
Elevation Of SHWT
Overflow Elevation
Exfiltration Rate / Drawdown
Reported Hydraulic Conductivity
-Bottom Surface Area
rawdv+n Time
Filename: G:IDATAIWPDATAIWQSIINTRENCH1030503
Date 18-Jun-03
Reviewer
Classification
Index #
Drainage Area 70131.6 SF
1.61 Acres
Rational Cc (list C after each BUA)
Pipe Size 1 JPipe Size 2
Comments:
Required volume, storage, and drawdown guidelines are met.
20.8 Mean Sea Level
18.8 Mean Sea Level
21.6 Mean Sea Level
1.25 Cubic Feet Per Hour Per Sq Ft
7345 Square Feet
0 46<':, hours

Date Design Andrew and KUSke :�Of
t
012sk-7 z� CONSULTING ENGINEERS, INC.
902 Market St. Wilmington, N.C. 28401
Check Job For SplJTtljQyGT" Gc�/�J.iC/V1" Job No.
�i�o-r'itan/ Can/77�oG .rr�r�7?11�a2T� �/C. �ZZ
.so vT� �o� T Go,�-�r�► ovf'
i9 K of4e 0,7Z-- c T ^Av 6 ZZ I /

Date Design Andrew and Kuske sl, �Ofl
¢�5 902 Market 5t. CONSULTING ENGINEERS, INC. Wilmington, N,C, 28401 O
Check Job . For Job No,
NoT� : 7rt ---C rT OF ova C --7-'
o p
f✓ iTi*/ sus/-��'L T �?e/�' ✓+�s�� �iT�C--� /n/G
h/ le- e- /IVG e- v,o.E TiY� Goivc f. -v C 77 0 pF
.&vle _ a /�l� � �`f G L O���W-/MCI,
4iT> G , 77 ,e--" -/ ;
G
ifi✓ O/C/ ..r ,, T25� Oe a L. a �/ G �G vi✓!� in/FiG ?x?T74n/
S'o v -/-2:, �t �f H//!T-/C� p�C_�O/!V r✓7�1GE
7�T�C Sires r4��� /.74.9 7S, 79-S'-
pa.c77av O �/
7e J / 3 Z' S� _
fD 2/iC/F/G 77G/�T70/✓ S'�-f.T7�is'f /
To Ti7L /.�-� /a�it�✓/o �.1' �iC Eif = /. Z Z of L 57-7, o 001P-r ,S,67-10:7- S-1 rZ--
�i� rlrtscE
�,� rn/.�iT �E /J �f �7o i •-�/��z r/�c�.J- /jX.t/f = 7S, 78 ':7
/ . 2Z )< ♦ OD = 73'.
1,61

'1 I
SITE DATA
TOTAL SITE AREA:
DRAINAGE AREA FOR STORMWATER
INFILTRATION SYSTEM:
DISTURBED AREA/CONSTRUCTION LIMITS:
ZONING:
BUILDING SETBACKS:
REQUIRED PARKING:
BASED ON 21,800 SF
TOTAL LEASE SPACE
TOTAL PARKING:
IMPERVIOUS AREAS:
PROPOSED BUILDINGS:
2 ® 7250 SF EACH
INCLUDING CANOPY
ASPHALT PARKING LOT/DRIVES:
INCLUDING CURB do GUTTER
CONCRETE WALKS/PADS:
TOTAL IMPERVIOUS AREA:
SITE % IMPERVIOUS AREA:
DRAINAGE AREA % IMPERVIOUS AREA:
LANDSCAPING REQUIRED:
INTERIOR LANDSCAPING AREA PROVIDED:
1.74 ACRES
1.61 ACRES
2.64 ACRES
C-2
25' FRONT SETBACK
4' SIDE SETBACK
10' REAR SETBACK
MAXIMUM 1 PER 160 SF = 136
MINIMUM 1 PER 300 SF = 73
77 SPACES WITH 4. HC
14,500 SF
37,000 SF
1.500 SF
53,000 SF/1.22 ACRES
70.11%
75.78%
20 SF PER 1 PARKING SPACE
INTERIOR = 1,580 ,SF
2,300 SF

Date Design Andrew and Kuske Sheet ��/O3 -- WX-4 E:: 7 902 Market St. CONSULTING ENGINEERS, INC. Wilmington, N.C. 28401 3 (� Of J O
Check Job For Job No.
si .�r� vr�� C.1 �.r�rs-7a►�tl s-4o XV,ve: o C-T� n/G OZ Z 8 I
�7"/T r"�� �S7Z��L� i✓/TT�.. crrGG✓�. ?�7c:r�f-!"
.�' ..�� �O E,J' / Gam//s✓G . �� 4�� L� F /�cG�/�/�' S 77J it- �'�'J 4-'fTl'1C/� , ..
//,/� ic.r?+��Tr1 cv,/ S' yrr�. v"7 �-7� S'7-a �E �T/✓t�
/^IA=--/G-7'7"�- r/TTL_ 77`Y-'dE7
,S/.T�= ,p.�`.!'"'/ Gam./ /�✓��C�37t71�
76
/61 9 88T�J
Si> is Z f ;

'i i
Date Design Andrew and Kuske set
w 902 Mprket 5t. CONSULTING ENGINEERS, INC. Wilmington, N.C. 28401 !�Of
Check Job S ForJob No.
ire C/7G Sov77i�/t-7 , n/c ozZ B I
72> W-- 77Wzz-- :
��� � C f L�TC� �EI�o�C.-r �.✓. �� o.l' �.1�
— ¢8 �� / � � .BE Gp c✓ E 1C/.T T7i✓ G
Glz�roC �J7` �sT Go c�>�r../ •
G� u�7'T7 a �✓ o 2 3, o c7
'F7 u 41F:_ v�l�7o�./ O 2:3 tom/ it T7.�✓G.
AC—
/1`T T�J' � �o c �7d�✓ �/B , 3 E c� `�7'7 o r�
o,C:7- 23, o0
/-/7 G /`/ G2ovr✓r� G�//TT�2 %%9IlL�
S�rxro.✓�rL mG.� G/L-pv,,i h��rDx.� = . 80
/✓DT � Tr1'E S` T7?TC: �G G v� J1�7 �Nr.i��iti/� �J��.. G/T�

Date Design Andrew and Kuske Sheet
/ /d3 �L�_ 9D2 Market St. CONSULTING ENGINEERS, INC. Wilmington, N.C. 28401 S pf lo
Check Job -V7;-� For , jbvT%>ioart-�Cd�"�on�,f Job No.
�t,ryf✓ilTr/L �ilL t r.rc fov7ly �o ��J`^� /✓G 4ZZiff /
�.✓�:v �rTv•.r� is vc%. -¢ w�rA = 40 vo a •��rna
.OEM e/ .€ o
7; F-P�/S4
l/aG 1,.+7�
¢ X z x -5,
/38 7 s 3
- 7P'?- ice' . k-0e- <o . �¢O)�S6S /K /, 6 is i3 - /387`T3
�7-3
- t 7b �'TG_r�/G//
No7Z�_ : %7��s,/G/,� ✓O G.-- vi+7 � � �yC GZ GO �� ���.TT ,/ ��
sTb2it-c-G_ r/oe--vr-sue or g700.��3.
$ `7 F��.rl I�✓/G G._ . ©GG-vim .l�E G o �✓ Ta �
?�i-./G� H i'y7 t.�l'T /,JG�® � � �� C✓ T +7 0 � � .
iJ.lrv.-�� /i✓��G-TyL1T77o,.�/ �vG-/� .aoT3��'!
s6 s f X

-I 1
Date Design Andrew and Kuske Sheet
902 Market St. CONSULTING ENGINEERS, INC. Wilmington, N.C. 28401 Of q"
Check Job X7;>� ForJob No.
��a.��w c�c�✓erne S^r^z--7";
/Yz1 �/�-o c. �� /� /zo vT-�.✓G -
X
X, - 4-o3 7
F7-3
Xz = S3
Fr3
40 3 -7
g-700 - 403 7) f z J, 9 7
s.E T og!57G
e-
X, - z1• 77
yy
¢03-7 -7 -7) t go3-7
� 7co,--7-;.7 ©�-- /

02281 South portCommons
Prepared by Andrew & Kuske Consulting Engineers, Inc.
H droCAD® 6.20 s/n 000479 ©1986-2003 Applied Microcomputer. Sstems
Hydrograph for Pond 1 P: Infiltration System
Time
Inflow
Storage
Elevation
Outflow
Discarded
Primary
hours
cfs
cubic -feet
feet
cfs
cfs
cfs
11.00
0.63
0
20.80
0.00
0.00
0.00
11.10
0.66
12
20.80
0.66
0.66
0.00
11.20
0.73
13
20.80
0.72
0.72
0.00
11.30
0.82
15
20.80
0.81
0.81
0.00
11.40
0.91
16
20.80
0.91
0.91
0.00
11.50
1.02
18
20.81
1.01
1.01
0.00
11.60
1.16
21
20.81
1.15
1.15
0.00
11.70
1.70
30
20.81
1.66
1.66
0.00
11.80
2.54
45
20.81
2.50
2.50
0.00
11.90
3.51
91
20.83
3.06
3.06
0.00
12.00
4.93
462
20.93
3.06
3.06
0.00
12.10
9.01
1,842
21.33
3.06
3.06
0.00
12.20
8.16
4,037
21.97
3.06
3.06
0.00
12.30
5.52
6,345
22.35
3.06
3.06
0.00
12.40
4.11
5,477
22.39
4.15
3.06
1.09
12.50
3.00
5,456
22.38
3.10
3.06
0.04
12.60
2.01
5,248
22.32
3.06
3.06
0.00
12.70
1.48
4,757
22.18
3.06
3.06
0.00
12.80
1.27
4,145
22.00
3.06
3.06
0.00
12,90
1.14
3,475
21.81
3.06
3.06
0.00
13.00
1.03
2,763
21.60
3.06
3.06
0.00
13.10
0.92
2,011
21.38
3.06
3.06
0.00
13.20
0.86
1,229
21.16
3.06
3.06
0.00
13.30
0.82
430
20.92
3.06
3.06
0.00
13.40
0.79
14
20.80
0.79
0.79
0.00
13.50
0.77
14
20.80
0.77
0.77
0.00
13.60
0.74
13
20.80
0.74
0.74
0.00
13.70
0.71
13
20.80
0.71
0.71
0.00
13.80
0.68
12
20.80
0.68
0.68
0.00
13.90
0.65
12
20.80
0.65
0.65
0.00
14.00
0.62
11
20.80
0.63
0.63
0.00
14.10
0.60
11
20.80
0.60
0.60
0.00
14.20
0.58
10
20.80
0.58
0.58
0.00
14.30
0.56
10
20.80
0.56
0.56
0.00
14.40
0.55
10
20.80
0.55
0.55
0.00
14.50
0.54
10
20.80
0.54
0.54
0.00
14.60
0.52
9
20.80
0.52
0.52
0.00
14.70
0.51
9
20.80
0.51
0.51
0.00
14.80
0.49
9
20.80
0.50
0.50
0.00
14.90
0.48
9
20.80
0.48
0.48
0.00
15.00
0.47
8
20.80
0.47
0.47
0.00

r
Date Design Andrew and Kuske Sheet
4/!S/oJ 1-7� CONSULTING ENGINEERS, INC. 8
902 Market St, Wilmington, N.C. 28401 Of
Check Job ForJob No.
C�c cc✓�iT'� 77 /y �'J/��1d✓Gbc..�,�/ 77r-yE
e- /E ../7— of �4 ���.9 ♦c . i�j
/n/�/L Tt- iT77 o r✓ GZ �T� �.e. av-7
/ •��iL7x•��-, �.✓ � ��-� ��r-� cam a y
y 4.0 �� Ie.�
Q '-`f K // - / - S6.S�x /3 ' = 73
-- I�.��"1-✓ .O ra ram✓ �/ i 7r-7� T = 4 76k:;, rrT3 /B3.63 Fr�
B y��.rs L � �✓� ��� QvT�G�' ?a
C am. 7 7f-e. / J YAC-jYL . S 7'>' l'Z-e-7 , 2J` '74 eftc-
.�i/✓E G �TL (�c�t�/n7c,•��1' '0�2_ 77�� Na N
014
yt.�-Z- .s-7v �----� Cosa y�.r� s� •L-,-•� .
s 7 4L!�— -�
!/, �i 77777F L 7lC4'0Z /ri- Q

Date Design Andrew and Kuske [Sheet
CONSULTING ENGINEERS, INC.
902 Market St. Wilmington, N.C. 28401 Of
Check Job For Job No.
S7bti.•'�r..�lTt2 CAL �..Y 5O�77lY� /L-�"-Co.�.tt.r�,t!'
G i O s'cvT W--T 't�"'r4'✓ ✓L C/JLe- t,, e-
S yS"T�✓�i J' �E G���G %✓ a fob i7Y� /o '7CrJy[_
7�/f-T'T Th`�.. �aTT" ,per✓�L�o����f,�
i✓ /`c' � G So G rf,E c•�%�7� r"7 �7�
��Pi�J.y�/lEG9-
�✓�%'
T� i c� yt , _r- �.� •--� ' �-�v,o .�, n� per- y,e .
STD2 /t7. /vc` w/tC Ca�•7 /�!`�F ���Cr.+'�1�TX-�
. Q,a,�,� �c2 T7tE s� •�-.-r-r' r� TJr� �i-zar�
r/ Z e ,:Z, AV.V err L i.0
/n/ C 4-v oE" AV A-Z ;r7y-,o hoc r 770%1"e- T7'07 r
op
_ — .d .e. Sri .✓•t-c.� �1+�-�/� -- /. _6 � �t-e .
9.-74-79 t a, zo C 9, z¢zz)
a 77
I:

I
Date Design Andrew and Kuske Sheet
902 Market 5t. CONSULTING ENGINEERS, INC. Wilmington, N.C. 2$401 p1000 pf qU
Check Job G/ T'y ol-- For f�x.7ra L�Cor•..._+J"' Job No.
i u? iL Cifz �uGiT77�...+ 1"oc.777Y�o zT/ ^/G dZZ 8 l
[O. 7- 87)e /, 6 7 7),( 7, 9 7)(-,', C
C.y6ie�tSTio 7,
4�iporf — O. Od CC S r•�o..-� /t`>.p� o c �l—G� lav Tljv
�s
r : /V4 4 /lC i`%TX_rG� 7iL► � -7 /G �IL�T''L .S7D.�.�'•'!.
Gory/J�-/�.T h//77y G-/T'7 .�Qv/�G•+sGr../,�..)`
ZS--
Q.a.eE7s moo. Zo)C7,a6 jL/.� �� Q � 60,-77�C
Qeoee
zs
PaST��,r
2. 9 Z C�.T L�tGGx�rsxQ Q,.f� C //. Z3 G�J'
s4- �....
D v,7-.v ci �r--
2 , /S G FS 2. 9 z cF -r"'
SJ��-y7 /-r G4r J—j- 71;�
d 'r vE 4 Are
T7t� 2 S" yEiT�2 S'Tait,..A►1 ,. Ca�7/�G /Lf
meo/iC�
77rr Q'-l.vijkrr Lin.iL s.�iLc /'Jr'1�v� LL
i� aoiarT ,OC
i+/o 1-2r ��r�,c�c-r�.7r� 2-�•✓G �-� i7f, �`o �l2 �rr.�o
. /o� y2 . sT8-c .wr it �.✓c co.s-G4, �t� ..s" y,..r ram..-�
gioaT7 D 1rC /)A T C-AC f.C. M 77741,,-
.

I
Date Design Andrew and Kuske Lheel�902 Market 5t. CONSULTING ENGINEERS, INC.1+Viimington, N.C. 28401 Of U
Check Job Giil-i vo--.roFor _5-cw �e—Co�+y,•ti.,.v1- Job No,
�.c..-,c.�rT�' c.s��..ic ��77lYo l`, a je- OZ?—a
Afa c-- T'i
Fay- Utz S� yc . s,,�•�.�, �s S. 09 cF.l' err✓�
GolL 7»� /ten y�e. STo2rr /T �.1'�J, � ciS,
C�9lr C t/G /TTz o.-...J.I' �r✓C C QS,�'I� ,777�'y-I'/�"1� ���
771-K-. / do
-�Tl�v�7Z�� � /✓ /.�C G /l-L G� � �7 e�---�1' �Tn-+�
--5�
G»occ5a = 37, zc cor-:.r
/00 -7'06-'jiL zzz tf- M
q _ 3, 3o
41'-ro- /Z.33e�.r

CHART E-6*
L. Intensity - Duration - Frequency
4pp^g, %Q .� Southport, North Carolina
RETURN PERIOD
2-Year
5-Year
10-Year
25-Year
50-Year
100-Year
Duration
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
(in/hr)
5 Min
7.10
8.66
10.21
11.77
12.92
13.20
"911' 10 Min
5.47
6.67
7.$7
9.Ob
9.95
10.26
15 Min
4.61
5.62
6.62
7.63
8.38
8.64
30 Min
3.20
3.90
4.60
5.30
5.82
6.00
1 Fir
2.00
2.50
2.90
3.33
3.71
4.00
2 Fir
1.22
1.60
1.78
2.07
2.28
2.59
3 Fir
0.91
1.13
1.31
1.50
1.67
1.85
6 Fir
0.52
0.67
0.77
0.90
1.00
1.13
12 Fir
0.31
0.40
0.47
0.54
0.60
0.67
24 Hr
0.17
0.23
0.28
0.32
0.35
0.40
'Source: Rainfall Frequency Atlas of the United States, Technical Paper 40, U.S. Weather Bureau,
May, 1961.
Stormwater Management Technical Manual
Southport, North Carolina
17

When the values of the peak, Qp, and the time to peak, Tp, have been set, the
discharge at any time T may be determined by the pattern function (a step
function).
For time T from zero to 1.25 * Tp:
Q = (Qp / 2)(1 - cos((TT * t) / Tp)
For times greater than 1.25 * Tp:
Q = 4.34 Qp exp(-1.3(t / Tp))
In the step function, Q is the hydrograph discharge at the time of interest, t, in
minutes. Qp is the estimated peak discharge in cfs, and Tp is the calculated time
to peak in minutes. It is important to note that the argument of the cosine is in
radians. If the calculations are carried out on a manual calculator, it shall be set
to calculate in radians mode.
CHART H-1 *
Depth - Duration - Frequency
Southport, North Carolina
RETURN PERIOD
2-Year
5-Year
10-Year
25-Year
50-Year
100-Year
Duration
(in)
(in)
(in)
(in)
(in)
(in)
5 Min
0.59
0.72
0.85
1.98
1.08
1.11
10 Min
0.91
1.11
1.31
1.51
1.66
1.71
15 Min
1.15
1.40
1.66
1.91
2.10
2.16
30 Min
1.60
1.95
2.30
2.65
2.91
3.00
1 Hr
2.00
2.50
2.90
3.33
3.71
4.00
2 Hr
2.43
3.20
3.55
4J 3
4.55
5.17
3 Hr
2.73
3.39
3.94
4.50
5.00
5.56
6 Hr
3.09
4.00
4.63
5.38
6.00
6.76
12 Hr
3.67
4.80
5.63
6.45
7.14
8.07
24 Hr
4.10
5.50
6.61
8.33
9.50
Stormwater Management Technical Manual 54
Southport, North Carolina

INAIVIM-r""COV010 1.rvx12jw^Of
)"AMOC-400 R-OU77
,9fte Drainage Area A Bypass
Infiltration System
(Byp.;sFR..t,ng Po
nd
01a 1PA-4 7 J
Subca Reach on
Z. Ai

02281 SouthportCommons Type 11124-hr 10-YR RainfaA=6.61
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 2
HydroCAD® 6.20 sln 000479 ©1986-2003 Applied Microcomputer Systems 4129/03
Time span=11.00-15.00 hrs, dt=0.01 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Site Drainage Area Runoff Area=1.610 ac Runoff Depth=3.49"
Tc=10.0 min CN=86 Runoff=8.01 cfs 0.469 of
Reach 1 R: Bypass Peak Depth=0.00' Max Vet=0.0 fps Inflow=0.00 cfs 0.000 of
D=12.0" n=0.010 L=400.0' S=0.0030 ? Capacity=2.54 cfs Outflow=0.00 cfs 0.000 of
Pond 1P: Infiltration System Peak Elev=21.99' Storage=4,111 cf Inflow=8.01 cfs 0.469 of
Discarded=3.06 cfs 0.468 of Primary=0.00 cfs 0.000 of Outflow=3.06 cfs 0.468 of
Pond 2P: Bypass Routing Pond Peak Elev=22.40' Storage=0 cf Inflow=0.00 cfs 0.000 of
Primary=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of
Total Runoff Area = 1.610 ac Runoff Volume = 0.469 of Average Runoff Depth = 3.49"

02281 South portCommons Type /// 24-hr 10-YR Rainfall=6.61"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 3
HydroCAD® 6.20 s/n 000479 0 1986-2003 Applied Microcomputer Systems _ _ _ 4/29/03
Subcatchment 1S: Site Drainage Area
Runoff - 8.01 cfs @ 12.14 hrs, Volume= 0.469 A Depth= 3.49"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-YR Rainfall=6.61"
_ Area (ac) CN Description
1.220 98 Impervious Area
0.390 50 Green Area
1.610 86 Weighted Average
Tc Length Slope Velocity Capacity Description
_(min) {feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry, Site Drainage Area
Subcatchment 1S: Site Drainage Area
Hydrog ra ph
._ 8.0 _' � ®Runoff
------ ------ 1 cfs -------------•------------------------- ------------------•-
Type III 24-hr 10-YR
-------------------
Rainfall=6.61"
6
---------------------- ----------------- - Runoff-Area=1-:610-ac--
---------------------- RunofF _Volume.=0.46.9.-af _.
57
Runoff Pepth= 3.49"
3 - --- ----
ci 4
'Tc=10.0 min
-... - •-------•-------- ...--- 3 - CN=86
2
1
11 12 13 14 is
Time (hours)

.. 3
02281 SouthportCommons Type l/l 24-hr 10-YR Rainfall=6.61"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 4
HydroCADO 6.20 s/n 000479 OO 1986-2003 Applied Microcomputer Systems _ _ _ 4/29/03
Reach 1 R: Bypass
[52] Hint: Inlet conditions not evaluated
[79] Warning: Submerged Pond 2P Primary device # 1 by 0.20'
Inflow Area = 1.610 ac, Inflow Depth = 0.00"
Inflow = 0.00 cfs @ 11.00 hrs, Volume= 0.000 of
Outflow = 0.00 cfs @ 11.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Max. Velocity= 0.0 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 0.0 fps, Avg. Travel Time= 0.0 min
Peak Depth= 0.00' @ 11.00 hrs
Capacity at bank full= 2.54 cfs
Inlet Invert= 22.40', Outlet Invert= 21.20'
12.0" Diameter Pipe n= 0.010 Length= 400.0' Slope= 0.0030'1'
Reach 1R:Bypass
Hydrogra ph
1 a Inflow
® Outflow
Inflow Area=1.610 ac
Peak Depth= 0.00'
Max �Vel=0.0 fps
W
D=12.0"
n=0.010
LL L=400.0'
S=0.0030 T
Capacity=2.54 cfs
0 00.E
0.00 cfs,
11 12 13 14 15
Time (hours)

02281 SouthportCommons Type 11124-hr 10-YR Rainfall=6.6171
Prepared by Andrew & Kuske Consulting Engineers, Inc.
Hydro CAD® 6.20 sln 000479 © 1986-2003 Applied Microcomputer Systems 4/29/03
Pond 1P: Infiltration System
[821 Warning: Early inflow requires earlier time span
Inflow Area =
1.610 ac,
Inflow Depth
= 3.49"
Inflow —
8.01 cfs @
12.14 hrs,
Volume=
Outflow —
3.06 cfs @
11.93 hrs,
Volume=
—
3.06 cfs
11.93 hrs,
Volume=
Prima =
.0: - s
11.00 hrs,
Volume=
In/O POST"
0.469 of
0.468 af, Atten= 62%, Lag= 0.0 min
0.468 of
0.000 of
Routing by Stor-Ind method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 21.99' @ 12.44 hrs Surf.Area= 7,345 sf Storage= 4,111 cf
Plug -Flow detention time= 8.5 min calculated for 0.467 of (100% of inflow)
Center -of -Mass det. time= 8.4 min ( 757.1 - 748.8 }
Storage determined by Prismatic sections
Elevation
Surf.Area
Open
Inc.Store
Cum.Store
(feet)
(sq-ft)
{%)
cubic -feet)
(cubic -feet)
20.80
7,345
47.0
0
0
22.40
7,345
47.0
5,523
5,523
Discarded OutFlow Max=3.06 cfs @ 11.93 hrs HW=20.82' (Free Discharge)
L1=Exfiltration (Exfiltration Controls 3.06 cfs)
Primary OutFlow Max=0.00 cfs @ 11.00 hrs HW=20.80' (Free Discharge)
L2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)
#
Routing
Invert
Outlet Devices
1
Discarded
0.00'
0.025000 fpm Exfiltration over entire Surface area
2
Primary
22.38'
500.0' long x 1.0' high Sharp -Crested Rectangular Weir 2 End Contractions)

g �0
02281 SouthportCommons Type lU 24-hr 10-YR Rainfall=6.61"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 6
HydroCAD® 6.20 sln 000479 OO 1986-2003 Applied Microcomputer Systems 4/29/03
Pond 1 P: Infiltration System
Hydrograph
8'01'cts==--------- ■Inflow
------------ ---- ------._.._...._.-----------°------------------- -- p Outflow
Inflow Area=1.610 ac ®Discarded
..__......_........ - _-.......,---- Primary
Peak Elegy=21.99'
-- ----------------------------------------------------- ---
7' Storage=4,111 cf
s
s
1Z 4 3.06 cfs
3
2
1
0,00 cfs
O
11 12 13 14 15
Time (hours)

02281 SouthportCommons I Type I// 24-hr 10-YR =6.61 "
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 7
HydroCAM 6.20 s/n 000479 O 1986-2003 Applied Microcomputer Systems ,- 4/29/03
Pond 2P: Bypass Routing Pond
[801 Warning: Exceeded Pond 1 P by 1.60' @ 11.00 hrs (4.64 cfs)
Inflow Area = 1.610 ac, Inflow Depth = 0.00"
Inflow = 0.00 cfs @ 11.00 hrs, Volume= 0.000 of
Ou = 0 00 cf @ 11.00 hrs, Volume= 0.000 af, Atten= O%, Lag= 0.0 min
Primary = 0.00 cf @ 11.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 22.40' @ 11.00 hrs Surf.Area= 96 sf Storage= 0 cf
Plug -Flow detention time= (not calculated)
Center -of -Mass det. time= (not calculated)
Storage determined by Prismatic sections
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq-ft}
(cubic -feet)
(cubic -feet)
22.40
96
0
0
24.00
96
154
154
Primary OutFlow Max=0.00 cfs @ 11.00 hrs HW=22.40' (Free Discharge)
�1=Orifice/Grate (Passes 0.00 cfs of 0.67 cfs capacity)
2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)
#
Routing_
Invert
Outlet Devices
1
Primary
2220'
_
6.0" Vert. Orifice/Grate X 6.00 C= 0.600
2
Primary
22.60'
4.0' long x 2.0' high Sharp -Crested Rectangular Weir 2 End Contractions)

02281 SouthportCommons Type 11! 24-hr 10-YR Rainfall=6.61"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 8
HydroCAD® 6.20 sln 000479 © 1986-2003 Applied Microcomputer Systems 4/29/03
Pond 2P: Bypass Routing Pond
Hyd rog ra ph
1 Inflow
Primary
11 12 13 14 15
Time (hours)

I I 71z/qo
02281 SouthportCommons Type Ill 24-hr 25 YR Rainfall=7.67"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 9
H dry oCAD® 6.20 s/n 000479 01986-2003 Applied Microcomputer Systems 4/29/03
Time span=11.00-15.00 hrs, dt=0.01 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind}Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Site Drainage Area Runoff Area=1.610 ac Runoff Depth=4.17"
Tc=10.0 min CN=86 Runoff=9.56 cfs 0.560 of
Reach 1 R: Bypass Peak Depth=0.54' Max Vet=3.3 fps Inflow=2.02 cfs 0.016 of
D=12.0" n=0.010 L=400.0' S=0.0030 'P Capacity=2.54 cfs Outflow=1.42 cfs 0.016 of
Pond 1 P: Infiltration System Peak Elev=22.39' Storage=5,491 cf Inflow=9.56 cfs 0.560 of
Discarded=3.06 cfs 0.543 of Primary=2.15 cfs 0.016 of Outflow=5.21 cfs 0.559 of
Pond 2P: Bypass Routing Pond Peak Elev=22.58' Storage=17 cf Inflow=2.15 cfs 0.016 of
Primary=2.02 cfs 0.016 of Outflow=2A2 cfs 0.016 of
Total Runoff Area = 1.610 ac Runoff Volume = 0.560 of Average Runoff Depth = 4.17"

Z31 q 0
02281 SouthportCommons Type 11124-hr 25 YR Rainfall=7.67"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 10
HydroCAD® 6.20 sln 000479 ©19W2003 Applied Microcomputer Systems 4129103
Subcatchment 1S: Site Drainage Area
Runoff = 9.56 cfs @ 12.14 hrs, Volume= 0.560 af, Depth= 4.17"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Type III 24-hr 25 YR Rainfall=7.67"
Area (ac) CN Description
1.220 98 impervious Area
0.390 50 Green Area
1.610 86 Weighted Average
Tc Length Slope Velocity Capacity Description
min feet ft/ft ft/sec cfs
10.0 Direct Entry, Site Drainage Area
Subcatchment 1S: Site Drainage Area
Hyd rogra ph
/ Runoti
9.56 cis
Y
0
U. M.
------------- ------- ------- Type - III- 24-hr-25 YR--
Rainfall=7.67"
__.__.._..-------- --Runoff-Area=1.6'10.ac--
_.__ ' _-Runoff_Volume=.0.560.af__
--..._._. Ru-noffDepth=4_.1-7"--
7c=10.0 min
-- - - --
CN=86-------------------------
11 12 13 14
Time (hours)
15

02281 South portCommons Type 11124-hr25 YR Rainfaft7.67"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 11
HydroCADV 6.20 s/n 000479 ©1986-2003 Applied Microcomputer Systems 4/29/03
Reach 1 R: Bypass
[52] Hint: Inlet conditions not evaluated
[801 Warning: Exceeded Pond 2P by 0.45' @ 12.40 hrs (6.08 cfs)
Inflow Area 1.610 ac, Inflow Depth = 0-12"
Inflow = 2.02 cfs @ 12.34 hrs, Volume= 0.016 of
Outflow = 1.42 cfs @ 12.41 hrs, Volume= 0,016 af, Atten= 30%, Lag= 4.5 min
Routing by Stor-Ind+Trans method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Max. Velocity-- 3.3 fps, Min. Travel Time= 2.0 min
Avg. Velocity = 0.7 fps, Avg. Travel Time= 9.5 min
Peak Depth= 0.54' @ 12.38 hrs
Capacity at bank full= 2.54 cfs
Inlet Invert= 22.40', Outlet Invert= 21.20'
12.0" Diameter Pipe n= 0.010 Length= 400.0' Slope= 0.0030 'f
Reach 1 R: Bypass
Hydrograph
Inflow
--- ------------ --2.0-------- ------ -- ---------- ------------ Outflow
2-
Inflow Area=1.610 ac
Peak Depth=0.54'
MaxVel=3.3 fps
1.42 cfs
D=12.0"
3------------- ........... .--n=0.010 -
LL 1 L=400.0'
S=0.0030 '1'
Capacity=2.54 cfs
11 12 13 14 15
Time (hours)

zs-/qD
02281 South portCommons I Type 11124-hr 25 YR Rainfall-7.67"
Prepared by Andrew & Kuske Consulting Engineers, Inc. age 12
HydroCAD®fi.20 sin 000479 © 1986-2003 Applied Microcomputer Systems _ 4/29/03
Pond 1P: Infiltration System
[821 Warning: Early inflow requires earlier time span
Inflow Area =
1.610 ac,
Inflow Depth = 4.17"
Inflow =
9.56 cfs @
12.14 hrs, Volume=
0.560 of
Outflow -
5.21 cfs @
12.33 hrs, Volume=
0.559 af, Atten= 46%, Lag= 11.8 min
Discarded =
3.06 cfs 00
11.86 hrs, Volume=
0.543 of
rima -
c s
12.33 hrs, Volume=
0.016 of
4 .sr is
Routing by Stor-Ind method, Time
Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 22.39' @ 12.33 hrs Surf.Area= 7,345 sf Storage= 5,491 cf
Plug -Flow detention time= 11.7 min calculated for 0.559 of (100% of inflow)
Center -of -Mass det. time= 11.6 min ( 759.8 - 748.3 )
Storage determined by Prismatic sections
Elevation
Surf.Area
Open
Inc.Store
Cum.Store
(feet)
(sq-ft)
(%)
�47.0
(cubic -feet)
(cubic -feet)
20.80
7,345
0
0
22.40
7,345
47.0
5,523
5,523
Discarded OutFlow Max=3.06 cfs @ 11.86 hrs HW=20.82' (Free Discharge)
t-1=Exfi1tration (Exfiltration Controls 3.06 cfs)
Primary OutFlow Max=1.71 cfs @ 12.33 hrs HW=22.39' (Free Discharge)
t--2=Sharp-Crested Rectangular Weir (Weir Controls 1.71 cfs @ 0.3 fps)
#
Routing
Invert
Outlet Devices
1
Discarded
0.00'
0.025000 fpm EAltration over entire Surface area
2
Primary
22.38'
500.0' long x 1.0' high Sharp -Crested Rectangular Weir 2 End Contraction(s)

r
02281 South portCommons Type I// 24-hr25 YR RainfalF7.67'
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 13
HydroCADO 6.20 s/n 000479 ) t 986-2003 Applied Microcomputer Systems 4129/03
Pond 1 P. Infiltration System
Hydrograph
• Pia • .
_ •
f
s. • .
cw yr
11 12 13 14 15
Time (hours)

02281 SouthportCommons Type 11124-hr 25 YR Rainfall=7.67'
Prepared by Andrew & Kuske Consulting Engineers, Inc.
HydroCAD® 6.20 s/n 000479 ©1986-2003 Applied Microcomputer Systems 4/29103
Pond 2P: Bypass Routing Pond
1801 Warning: Exceeded Pond 1 P by 1.60' @ 11.00 hrs (4.64 cfs)
Inflow Area = 1.610 ac, Inflow Depth = 0.12"
Inflow = 2.15 cfs @ 12.33 hrs, Volume= 0.016 of
Outflnw— 12.34 hrs, Volume= 0.016 af, Atten= 6%, Lag= 0.3 min
Primary = 2-02.tfs.@ 12.34 hrs, Volume= 0.016 of
Routing by Stor-Ind method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 22.58' @ 12.34 hrs Surf.Area= 96 sf Storage= 17 cf
Plug -Flow detention time= 0.1 min calculated for 0.016 of (100% of inflow)
Center -of -Mass det. time= 0.1 min ( 742.7 - 742.6)
Storage determined by Prismatic sections
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
s -ft
cubic -feet
cubic -feet
22.40
96
0
0
24.00
96
154
154
Pr:r-ary OutF!ow Max=1.99 cfs @ 12.34 hrs HW=22.58' (Free Discharge)
P, 1=Orifice/Grate (Orifice Controls 1.99 cfs @ 2.1 fps)
2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)
Iff Routina invert Outlet Devices
1 Primary 22.20' 6.0" Vert. OrificelGrate X 6.00 C= 0.600
2 Primary 22.60' 4.0' tong x 2.0' high Sharp -Crested Rectangular Weir 2 End Contractions)

1qO
02281 South portCommons Type fff 24-hr 25 YR Rainfaff=7.67"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 15
HydroCAD® 6.20 sln 000479 ©1986-2003 Applied Microcomputer Systems 4129103
u
3
0
LL
Pond 2P: Bypass Routing Pond
H yd rog ra ph
Time (hours)
■ Inflow
0 Primary

02281 SouthportCommons Type RI 24-hr 50 YR Rainfall=8.33"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 17
HydroCAD® 6.20 sln 000479 ©1986-2003 Applied Microcomputer Systems 4/29/03
Time span=11.00-15.00 hrs, dt=0.01 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Star -Ind method
Subcatchment IS: Site Drainage Area Runoff Area=1.610 ac Runoff Depth=4.59"
Tc=10.0 min CN=86 Runoff=10.53 cfs 0.616 of
Reach 1 R: Bypass Peak Depth=1.00' Max Vet=3.7 fps Inflow=5.05 cfs 0.047 of
D=12.0" n=0.010 L=400.0' S=0.0030 'r Capacity=2.54 cfs Outflow=2.73 cfs 0.047 of
Pond 1 P: Infiltration System Peak Elev=22.40' Storage=5,523 cf Inflow --I 0.53 cfs 0.616 of
Discarded=3.06 cfs 0.569 of Primary=5.09 cfs 0.047 of Outflow=8.15 cfs 0.615 of
Pond 2P: Bypass Routing Pond Peak Elev=22.84' Storage=42 cf Inflow=5.09 cfs 0.047 of
Primary=5.05 cfs 0.047 of Outflow=5.05 cfs 0.047 of
Total Runoff Area = 1.610 ac Runoff Volume = 0.616 of Average Runoff Depth = 4.59"

3c)/ nD
02281 SouthportCommons Type 11124-hr 50 YR Rainfall=8.33"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 18
HydroCAD® 6.20 sln 000479 01986-2003 Applied Microcomputer Systerns 4129103
Subcatchment 1S: Site Drainage Area
Runoff - 10.53 cfs @ 12.14 hrs, Volume= 0.616 af, Depth= 4.59"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Type III 24-hr 50 YR Rainfall=8.33"
_ Area ac_ CN Description
1.220 98 _ Impervious Area
0.390 50 Green Area
1.610 86 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ftlft) (ftlsec) (cfs)
10.0 Direct Entry, Site Drainage Area
Subcatchment 1S: Site Drainage Area
Hyd rogra ph
10.53 cfs
f
rri� '
i
munorr
i r
S •• • r
� •
1 !
ii
w. . .
r1E .....
11 12 13 14
Time (hours)
15

02281 SouthportCommons Type 11124-hr 50 YR Rainfall=8.33"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 19
HydroCAD® 6.20 sin 000479 01986-2003 Applied Microcomputer Systems 4129103
Reach 1 R: Bypass
[521 Hint: Inlet conditions not evaluated
[55] Hint: Peak inflow is 199% of Manning's capacity
[76] Warning: Detained 0.003 of (Pond w/culvert advised)
[80] Warning: Exceeded Pond 2P by 0.85' @ 12.38 hrs (14.64 cfs)
Inflow Area = 1.610 ac, Inflow Depth = 0.35"
Inflow = 5.05 cfs @ 12.25 hrs, Volume= 0.047 of
Outflow = 2.73 cfs @ 12.30 hrs, Volume= 0.047 af, Atten= 46%, Lag= 3.0 min
Routing by Stor-Ind+Trans method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Max. Velocity-- 3.7 fps, Min. Travel Time= 1.8 min
Avg. Velocity = 0.9 fps, Avg. Travel Time= 7.8 min
Peak Depth= 1.00' @ 12.28 hrs
Capacity at bank full= 2.54 cfs
Inlet Invert= 22.40', Outlet Invert= 21.20'
12.0" Diameter Pipe n= 0.010 Length= 400.0' Slope= 0.0030 7
Reach 1 R: Bypass
Hyd rog ra ph
------------
InBow
------------------ 5.05 ds------------------------------------------------------------- ® outflow
Inflow Area=1.610 ac
Peak. DepthF I_.00'
4 Max Vel=3.7 fps
--------------------- ----------------- ;------------------------ i------D=1-2.0"---
3 2.73 cts n=0.010
2 - S=0.0030 7'
p ity=2.54--cfs--_
1 =
11 12 13 14 15
Time (hours)

02281 SouthportCommons Type /// 24-hr 50 YR Rainfall=8.33"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page
HydroCADO 6.20 s/n 000479 ©1986-2003 Applied Microcomputer Systems 4/29/03
Pond 1P: Infiltration System
[82] Warning: Early inflow requires earlier time span
Inflow Area =
1.610 ac,
Inflow Depth = 4.59"
Inflow =
10.53 cfs @
12.14 hrs, Volume=
0.616 of
Outflow -
8.15 cfs @
12.24 hrs, Volume=
0.615 af, Atten= 23%, Lag= 6.5 min
Discarded =
3.06 cfs 11.83 hrs, Volume=
0.569 of
nmary =
5.09 cfs @
12.24 hrs, Volume=
0.047 of
Routng�y tor�nd
method, Time
Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 22.40' @ 12.24 hrs Surf.Area= 7,345 sf Storage= 5,523 cf
Plug -Flow detention time= 11.5 min calculated for 0.614 of (100% of inflow)
Center -of -Mass det. time= 11.4 min ( 759.4 - 748.0 }
Storage determined by Prismatic sections
Elevation
Surf.Area
Open
Inc.Store
Cum.Store
(feet)`
(sq-ft)
(%)
(cubic -feet)
(cubic -feet)
20.80
7,345
r
47.0
0
0
22.40
7,345
47.0
5,523
5,523
Discarded OutFlow Max=3.06 cfs @ 11.83 hrs HW=20.82' (Free Discharge)
L1=Exfiltration (Exfltration Controls 3.06 cfs)
Primary Outflow Max=4.43 cfs @ 12.24 hrs HW=22.40' (Free Discharge)
L2=Sharp-Crested Rectangular Weir (Weir Controls 4.43 cfs @ 0.5 fps)
#
Routing
Invert
Outlet Devices
1
Discarded
0.00'
0.025000 fpm Exfiltration over entire Surface area
2
Primary
22.38'
500.0' long x 1.0' high Sharp -Crested Rectangular Weir 2 End Contraction(s)

33/ q0
02281 SouthportCommons Type 11! 24-hr 50 YR Rainfall=8.33"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 21
HydroCAD® 6.20 s!n 000479 © 1986-2003 Applied Microcomputer Systems 4/29/03
Pond 1 P: Infiltration System
Hydrograph
r • r
` _
F:�.
p,f
h<
-------------------
---------------
i.yT>�u.._._:__..
11 12 13 14 15
Time (hours)

02281 SouthportCommons ype U/ 24-hr 50 YR - "
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 22
HydroCADO 6.20 s/n 000479 © 1986-2003 Applied Microcomputer Systems _ 4129/03
Pond 2P: Bypass Routing Pond
[801 Waming: Exceeded Pond 1 P by 1.60' @ 11.00 hrs (4.64 cfs)
Inflow Area = 1.610 ac, Inflow Depth = 0.35"
Inflow = 5.09 cfs @ 12.24 hrs, Volume= 0.047 of
04029. = 12.25 hrs, Volume= 0.047 af, Atten= 1%, Lag= 0.4 min
Primary = _5.05 cfs @ 12.25 hrs, Volume= 0.047 of
Routing by Stor-Ind method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 22.84' @ 12.25 hrs Surf.Area= 96 sf Storage= 42 cf
Plug -Flow detention time= 0.1 min calculated for 0.047 of (100% of inflow)
Center -of -Mass det. time= 0.1 min ( 739.6 - 739.5 )
Storage determined by Prismatic sections
Elevation
Surf.Area Inc.Store Cum.Store
(feet)
(sq-ft) (cubic -feet) (cubic -feet)
22.40
96 0 0
24.00
96 154 154
Primary OutFlow
Max=4.88 cfs @ 12.25 hrs HW=22.83' (Free Discharge)
1=Orifiice/Grate (Orifice Controls,3.48'cfs @ 3.0 fps)
2=Sharp-Crested Rectangular Weir (Weir Controls 1.41 cfs @ 1.6 fps)
# Routing
Invert _Outlet Devices _
1 Primary
2-2.20' 6.0" Vert. Orifice/Grate X 6.00 C= 0.600
2 Primary
22.60' 4.0' long x 2.0' high Sharp -Crested Rectangular Weir 2 End Contraction(s)

3 s--/- q 0
02281 SouthportCommons Type 11124-hr 50 YR Rainfafl=8.33"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 23
HydroCAD® 6.20 s/n 000479 O 1986-2003 Applied Microcomputer Systems 4129/03
7
3
0
U.
Pond 2P: Bypass Routing Pond
H yd rogra ph
11 12 13 14 15
Time (hours)
� InBow
8 Primary

361 q0
02281 SouthportCommons Type H/ 24-hr 100 YR Rainfall=9.50"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 24
H droCAD® 6.20 s/n 000479 © 1986-2003 Applied Microcomputer Systems 4/29/03
Time span=11.00-15.00 hrs, dt=0.01 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Site Drainage Area Runoff Area=1.610 ac Runoff Depth=5.33"
Tc-10.0 min CN=86 Runoff=12.22 cfs 0.716 of
Reach 1 R: Bypass Peak Depth=1.00' Max Vet=3.6 fps Inflow=9.15 cfs 0.104 of
D=12.0" n=0.010 L=400.0' S=0.0030 '1' Capaci4=2.54 cfs Outflow=2.54 cfs 0.104 of
Pond 1P: Infiltration System Peak Elev=22.42' Storage=5,591 cf Inflow --I 2.22 cfs 0.716 of
Discarded=3.06 cfs 0.610 of Primary=9.79 cfs 0.104 of Outflow=12.85 cfs 0.715 of
Pond 2P: Bypass Routing Pond Peak Elev=23.10' Storage=67 cf Inflow=9.79 cfs 0.104 of
Primary=9.15 cfs 0.104 of Outflow=9.15 cfs 0.104 of
Total Runoff Area = 1.610 ac Runoff Volume = 0.716 of Average Runoff Depth = 5.33"

02281 SouthportCommons Type 11124-hr 100 YR Rainfall=9.50"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 25
HydroCAD® 6.20 sin 000479 ©1986-2003 Applied Microcomputer Systems 4/29/03
Subcatchment 1S: Site Drainage Area
Runoff - 12.22 cfs @ 12.14 hrs, Volume= 0.716 af, Depth= 5.33"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-15.00 hrs, dt- 0.01 hrs
Type III 24-hr 100 YR Rainfall=9.50"
Area (ac) CN Description
1.220 98 Impervious Area
0.390 50 Green Area
1.610 86 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) _ (fUft) t;ft/sec} (cfs)
10.0 Direct Entry, Site Drainage Area
Subcatchment 1S: Site Drainage Area
H yd rog ra ph
12-'
.• 11
•
1 •
--.
y,.
..
47
11 12 13 14 15
Time (hours)

02281 SouthportCommons Type 11124-hr 100 YR RainfaU=9.50"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 26
HydroCADO 6.20 s/n 000479 © 1986-2003 Applied Microcomputer Systems 4/29/03
Reach 1R: Bypass
[52] Hint: Inlet conditions not evaluated
[55] Hint: Peak inflow is 361% of Manning's capacity
[76] Warning: Detained 0.038 of (Pond wlculvert advised)
[801 Warning: Exceeded Pond 2P by 1.00' @ 12.58 hrs (14.95 cfs)
Inflow Area = 1.610 ac, Inflow Depth = 0.78"
Inflow — 9.15 cfs @ 12.19 hrs, Volume= 0.104 of
Outflow = 2.54 cfs @ 12.23 hrs, Volume= 0.104 af, Atten= 72%, Lag= 2.4 min
Routing by Stor-Ind+Trans method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Max. Velocity= 3.6 fps, Min. Travel Time= 1.8 min
Avg. Velocity = 1.1 fps, Avg. Travel Time= 6.0 min
Peak Depth= 1,00' @ 12.19 hrs
Capacity at bank full= 2.54 cfs
Inlet Invert= 22.40', Outlet Invert= 21.20'
12.0" Diameter Pipe n= 0.010 Length= 400.0' Slope= 0.0030 T
Reach 1 R: Bypass
H yd rog ra ph
10----------- --- 15 cfs •------------'
Inflow Area=1.610 ac
----------------------- � -------------�-�---- ---- _- --Peak Depth=1.00'--
g------------------ -------------- ------------ -
Ma0e1=16 fps
7----------------------------------------- ----- -
D=12.Q"
0 n=0.10
LL .-----.-------.------.---- -.--�= 400:0---
4 ----------------------- -
=0.0030'1'
2.54 cfs .
- Capac 02:54 cfs
2 ---•------------------ _ -.._.. ;.----------_......._---_,.
11 12 13 14 15
Time (hours)
Inflow
5 outflow

39/ 10
02281 SouthportCommons Type 11124-hr 100 YR Rainfall=9.50"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 27
HydroCADO 6.20 s1n 000479 OO 1986-2003 Applied Microcomputer Systems 4/29/03
Pond 1 P: Infiltration System
[82] Warning: Early inflow requires earlier time span
[91] Waming: Storage range exceeded by 0.02'
[88] Warning: Qout>Qin may require Finer Routing>1
Inflow Area = 1.610 ac, Inflow Depth = 5.33"
Inflow = 12.22 cfs @ 12.14 hrs, Volume=
Outflow = 12.85 cfs @ 12.18 hrs, Volume=
c =06 gis a 11.79 hrs, Volume=
Prima Ill2.18 hrs, Volume=
0.716 of
0.715 af, Atten= 0%, t_ag = 2.9 min
0.610 of
0.104 of
Routing by Stor--Ind method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 22.42' @ 12.18 hrs Surf.Area= 7,345 sf Storage= 5,591 cf
Plug -Flow detention time= 11.1 min calculated for 0.713 of (100% of inflow)
Center -of -Mass det. time= 10.9 min ( 758.5 - 747.6 )
Storage determined by Prismatic sections
Elevation
Surf.Area
Open
Inc.Store
Cum.Store
(feet)
_ (sq-ft)
, (%)
(cubic -feet)
_
_(cubic -feet)
20.80
7,345
47.0
0
0
22.40
7,345
47.0
5,523
5,523
Discarded OutFlow Max=3.06 cfs @ 11.79 hrs HW=20.82' (Free Discharge)
t-1=Exfiltration (Exfiltration Controls 3.06 cfs)
Primary OutFlow Max=11.16 cfs @ 12.18 hrs HW=22.42' (Free Discharge)
t--2=Sharp-Crested Rectangular Weir (Weir Controls 11.16 cfs @ 0.6 fps)
#
Routing
Invert
Outlet Devices
1
Discarded
0.00'
0.025000 fpm Exfiltration over entire Surface area
2
Primary
22.38'
500.0' long x 1.0' high Sharp -Crested Rectangular Weir 2 End Contraction(s)

02281 SouthportCommons Type !ll 24-hr 100 YR Rainfall=9.50"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 28
HydroCADO 6.20 sln 000479 01986-2003 Applied Microcomputer Systems _ _ 4/29/03
Pond 1 P: Infiltration System
s . Q.
• r
n
` i
----------------
t_
w
.x
11 12 13 14 15
Time Ihoursj

02281 South portCommons Type III 24-hr 100 YR Rainfa11=9.50°
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 29
HydroCAD® 6.20 sln 000479 01986-2003 Applied Microcomputer Systems _ 4/29/03
Pond 2P: Bypass Routing Pond
(801 Warning: Exceeded Pond 1 P by 1.60' @ 11.00 hrs (4.64 cfs)
Inflow Area = 1.610 ac, Inflow Depth = 0.78"
Inflow - 9.79 cfs @ 12.18 hrs, Volume= 0.W4 of
Qutflomg.= 12.19 hrs, Volume= 0.104 af, Atten= 7%, Lag= 0.4 min
Primary = : 9�12.19 hrs, Volume= 0.104 of
Routing by Star -Ind method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 23.10' @ 12.19 hrs Surf.Area= 96 sf Storage= 67 cf
Plug -Flow detention time= 0.1 min calculated for 0.104 of (100% of inflow)
Center -of -Mass det. time= 0.1 min (737.3 - 737.2)
Storage determined by Prismatic sections
Elevation
Surf.Area
inc.Store
Cum.Store
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
22.40
96
0
0
24.00
96
154
154
Primary Outflow Max=9.02 cfs @ 12.19 hrs HW=23.09' (Free Discharge)
—00 12=Sharp-Crested
4=Orifice/Grate (Orifice Controls4`53"cfs @ 3.8 fps)
�W Rectangular Weir (Weir Controls 4:49 cfs-@ 2.4 fps)
#
Routing
Invert
Outlet Devices
1
Primary
22.20'
6.0" Vert. Orifice/Grate X 6.06 C= 0.600
2
Primary
22.60'
4.0' long x 2.0' high Sharp -Crested Rectangular Weir 2 End Contraction(s)

02281 South portCommons Type !ll 24-hr 100 YR Rainfall=9.50"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 30
HydroCAD® 6.20 s/n 000479 ©1986-2003 Applied Microcomputer Systems �. 4/29/03
Pond 2P: Bypass Routing Pond
Hydrograph
------------•------
Inflow
9: 9 cfs ----------------- �] Primary
10 --------------------- ----Inflow--Area=1-.610-ac--
9.15 cfs
------
Peak- Elegy=23.10'-
----------------------- -----
---------- Sto;rage=67 cf---
-----.._-------- ---- --------------
3
.------------------ --- ----....---------------
.2 -------------
4-------•------------- - --- ..---- --------------... --•----------------
2 ---------------- ------------------------- -------
11 12 13 14 1s
Time (hours)

Date Deslgr, Andrew and Kuske Sheet
Q/ZS�iT CONSULTING ENGINEERS, INC. �3
902 Market St. Wilmington, N.C. 28401 Of
Check Job For Job No.
I�/IoE. CC..GVGr'rT1o..Ci_loc�Tlt�o�-T`� �/c fjZZB/
Cu- -T3'7 0 —,Aj
iycr� : /�ivE c�rr- G �c ern �.�,...• Fay- ,7r�� /o yrc
z s- y R- ��✓� -tea y2 sr�.G .---� /�'�-+� E.-✓� � �..rL�o
c_ .77'G-il7"i F.U/,mE _ I /ter T7yZ
r�-
oe- /G- a '0� A'-' -- -4-f

Date Design
���� Andrew and Kuske She n
41 9�3 .74,,,��� 902 Market St. CONSULTING ENGINEERS, INC. Wilmington, N.C. 28401 Ofi IQ
Check Job For Job No.
�# 011PIF:' Sa�TJ�' fir, ^/G b Zz8 f
CA
WEST PA(ZI<(NG, TOTAL fkcKr--S 0.2-1
1Mf, Acf-es DJ '3
(, kf-bv ACKE-S 0,11
C= O,(,7
Q10
0 2c, ( b. I c) Z 9)
QzS = ) 5 8 c.F S
asp - Ca, 1�7)(g,Z-7) (o, z9)
Aso = ! ,7 Z c,Fs
CENTF.P-- 7 AKKIOG
3F307, Ge.EEIJ
"ro i A L A A A E-S o. 2- a
imp, A ce-&� o. 18
C,e-Ef l Ac-,eGs 0. I o
o,.l
� 4- d%p 1 M�ERvrot�S �b�o G, 2EEJJ
n.ZB
�- c%A G b tp8
crs
QzS= 1,SS cis

12" RCP-10 Yr. Storm West Parking Lot
Worksheet for Circular Channel
Project Description
Project File
c:lhaestadlfmw102281 so.fm2
Worksheet
02281 Southport Commons 10 Yr. West
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Full Flow Diameter
Input Data
Mannings Coefficient 0.013
Channel Slope 0.0030 ft/ft
Discharge 1.40 cfs
Results
Depth
10.6
in
Diameter
10.60
in
Flow Area
0.61
fF
Wetted Perimeter
2.77
ft
Top Width
02e-7
ft
Critical Depth
0.52
ft
Percent Full
100.00
Critical Slope
0.0070
fUft
Velocity
2.29
fUs
Velocity Head
0.08
ft
Specific Energy
0.96
ft
Froude Number
0.72e-4
Maximum Discharge
1.51
cfs
Full Flow Capacity
1.40
cfs
Full Flow Slope
0.0030
ftlft
Flow is subcritical.
04r25103 FlowMaster v5.13
11:57:17 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 7555-1666 Page 1 of 1

�� / 10
12" RCP-25 Yr. Storm West Side Parking
Worksheet for Circular Channel
Project Description
Project File
c:\haestad\fmwk02281 so.fm2
Worksheet
02281 Southport Commons 25 Yr. West
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Full Flow Diameter
Input Data
Mannings Coefficient 0.013
Channel Slope 0.0030 ft/ft
Discharge 1,58 cfs
Results
Depth
11.1
in
Diameter
11.09
in
Flow Area
0,67
ft2
Wetted Perimeter
2.90
ft
Top Width
0.00
ft
Critical Depth
0.55
ft
Percent Full
100.00
Critical Slope
0.0069 ft/ft
Velocity
2.36
ftls
Velocity Head
0.09
ft
Specific Energy
FULL
ft
Froude Number
FULL
Maximum Discharge
1,70
cfs
Full Flow Capacity
1.58
cfs
Full Flow Slope
0.0030 fttft
04f25103 FlowMaster v5.13
11:58:08 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06706 [phone] Page 1 of 1

47/ qo
12" RCP-50 Yr. Storm West Side Parking
Worksheet for Circular Channel
Project Description
Project File
c:lhaestadlfmw102281 so.fm2
Worksheet
02281 Southport Commons 50 Yr. West
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Full Flow Diameter
Input Data
Mannings Coefficient 0.013
Channel Slope 0.0030 ft/ft
Discharge 1.72 cfs
Results
Depth
11.4
in
Diameter
11.45
in
Flow Area
0.71
ftz
Wetted Perimeter
3.00
ft
Top Width
0.00
it
Critical Depth
0.57
ft
Percent Full
100.00
Critical Slope
0.0069
fUft
Velocity
2.41
f is
Velocity Head
0,09
ft
Specific Energy
FULL
ft
Froude Number
FULL
Maximum Discharge
1.85
cfs
Full Flow Capacity
1.72
cfs
Full Flow Slope
0.0030 ftlft
04125M FlowMaster v5.13
11:58:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 75&1666 Page 1 of 1

12" RCP-10 Yr. Storm Center Parking
Worksheet for Circular Channel
Project Description
Project File
c:Ihaestadlfmw102281 so.fm2
Worksheet
02281 Southport Commons 10 Yr. Center
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Full Flow Diameter
Input Data
Mannings Coefficient 0.013
Channel Slope 0.0030 ft/ft
Discharge 1.38 cfs
Results
Depth
10.5
in
Diameter
10.54
in
Flow Area
0.61
ft2
Wetted Perimeter
2.76
ft
Top Width
0.00
ft
Critical Depth
0.52
ft
Percent Full
100.00
Critical Slope
0.0070 ft/ft
Velocity
2.28
ftls
Velocity Head
0.08
ft
Specific Energy
FULL
ft
Froude Number
FULL
Maximum Discharge
1.48
cfs
Full Flow Capacity
1.38
cfs
Full Flow Slope
0.0030 ft/ft
0425A3 FlowMaster v5.13
11:56A3 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06706 [phone] Page 1 of 1

12" RCP-25 Yr. Storm -Center Parking Lot
Worksheet for Circular Channel
Project Description
Project File
c:lhaestad\fmvA02281 so.fm2
Worksheet
02281 Southport Commons 25 Yr. Center
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Full Flow Diameter
Input Data
Mannings Coefficient 0.013
Channel Slope 0,0030 ft/ft
Discharge 1.55 cfs
Results
Depth
11.0
in
Diameter
11.01
in
Flow Area
0.66
ft'
Wetted Perimeter
2.88
ft
Top Width
0.2e-7
ft
Critical Depth
0.54
ft
Percent Full
100.00
Critical Slope
0.0070
ft/ft
Velocity
2.35
ft/s
Velocity Head
0.09
ft
Specific Energy
1.00
ft
Froude Number
0.72e-4
Maximum Discharge
1.67
cfs
Full Flow Capacity
1.55
cfs
Full Flow Slope
0.0030
ft/ft
Flow is suberitical.
04r25103 FiowMaster v5.13
11:57:45AM Haestad Methods, Inc. 37 Brookside Road Waterbury, C706708 [phone] Page 1 or 1

12" RCP-50 Yr. Storm -Center Parking Lot
Worksheet for Circular Channel
Project Description
Project File
c:lhaestadlfmw102281 so.fm2
Worksheet
02281 Southport Commons 50 Yr. Center
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Full Flow Diameter
Input Data
Mannings Coefficient 0.013
Channel Slope 0.0030 ftlft
Dischar a 1.69 cfs
Results
Depth
11.4
in
Diameter
11.37
in
Flow Area
0.71
ft2
Wetted Perimeter
2.98
ft
Top Width
0.00
ft
Critical Depth
0.56
ft
Percent Full
100.00
Critical Slope
0.0069 ft/ft
Velocity
2.40
ft/s
Velocity Head
0.09
ft
Specific Energy
FULL
ft
Froude Number
FULL
Maximum Discharge
1.82
cfs
Full Flow Capacity
1,69
cfs
Full Flow Sloe
0.0030 ft/ft
04/25M FlowMaster v5,13
11:58:32 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

r
Li
n.
N
Q
N
o
C
1np
� Q
c U
w
�
u
- m
N
G
q 8
I
G �
�
Y1 O
:1 U
Y� 8
a ro
77 �
c
a
U
C
p
V
O
z
0
E
NN
C
U
h
E o
o �
U _
8.
l'o
his
..

2
)/-
.. P f
�_.
fey
Lu CL
}2
§a;?
§
mo
��
�
n
k
2
§
fU
i
0
kt0
®t;E
k
$�$
12
§\FLC)�
4
%
E$
§
Q
nF
�
<
�R
±k
c�E
c-_
§
/
Z)
mUJ
mf
0
G
/Fn
§
�k
f
k�
|a
2EL
J�
-
»E2^
I
/ ,LL
a
�
�\?
§
t
77
§
§
f£
)
f
\R
2
c
2
!§
(M'D
kk
otk
6
v�
22>
t,
i7
k§/
§/§
$
&P,7

M
1tlm�°a o
Z)
E v
i y
�w
0
1°ta o
m �
>
iu-v
m
Q
W N
tl OR
m 12 N
U
3
O fA O
o
to
a
aQ o
CO—
LL
R
U
v
fA N)
O
0
0
C � O
..I
C
O W
N C
N i7o
at°+o
Q nz O
E
z
a
Ave' 4volo cs / _a cv 7^/
M1
t

m
J
c
CD
vi
0
�
e
�
0
2
�
CL
(L
Y
$
«
oof ;p 6v // go / --d air -7/*/
�7�
0b14-5

Infiltration Bypass -Outlet Velocity-25Yr
Worksheet for Circular Channel
/S10#044*0 dwTG41157-
Project Description
Project File
f:lhaestadlflowma-1\02281s-1.fm2
Worksheet
02281 Infiltration Outlet Energy 25 Yr.
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.013
Channel Slope 0,0125 fUft
Diameter 15.00 in
�"'J► Discharge 2.02 cfs eA,00.1w 0-e-VAPAO 4=4vo
Results .
Depth
5A
in
Flow Area
0.40
fF
Wetted Perimeter
1.61
ft
Top Width
1.20
ft
Critical Depth
0.57
ft
Percent Full
36.17
Critical Slope
0.0055 ft/ft
Velocity
5.05
fUs
Velocity Head
0.40
ft
Specific Energy
0.85
ft
Froude Number
1.54
Maximum Discharge
7.77
cfs
Full Flow Capacity
7.22
cfs
Full Flow Slope
0.0010 ftlft
Flow is supercritical.
/`/O d Are Afrf - -4tz
J-7aA­,.v7
el'T /o
(1JC4"L
04 29103 FlowMaster v5.13
01:54:34 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

02282 Southport Outfall Pipe Design 50Yr
Worksheet for Circular Channel
Project Description
Project File
f:lhaestadlflowmaster102281 so.fm2
Worksheet
15" Outfall Pipe 50 Yr. Storm
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Channel Depth _ _
Input Data
Mannings Coefficient 0.013
Channel Slope 0.0125 ft/ft
Diameter 15.00 in
Discharge 5.09 cfs 0" AL-* QA..* [
Results
Depth
0.77
ft
Flow Area
0.80
ftz
Wetted Perimeter
2.26
ft
Top Width
1.21
ft
Critical Depth
0.91
ft
Percent Full
61.93
Critical Slope
0.0079 fVft
Velocity
6.38
ft/s
Velocity Head
0.63
ft
Specific Energy
1.41
ft
Froude Number
1.39
---- SOMaArnurn Discharge
7.77
cfs
Full Flow Capacity
7.22
cfs
Full Flow Slope
0.0062
ftlft
Flow is supercritical.
04r4003 FlowMaster v5.13
10:50:00 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

02282 Southport Outfall Pipe DesignlOOYr
Worksheet for Circular Channel
Project Description
Project File
f:Ihaestadlflowmaster102281 so.fm2
Worksheet
15" Outfall Pipe 100 Yr. Storm
Flow Element
Circular Channel
Method
Manning's Formula
Sole For
Full Flow Diameter
Input Data
Mannings Coefficient 0.013
Channel Slope 0.0125 Rift
--iJ► Discharge 9.79 cfs AA-rO-r /" VIO I4-10 40""
Results
Depth
16.8
in
Diameter
16.81
in
Flow Area
1.54
ftZ
Wetted Perimeter
4.40
ft
Top Width
0.00
ft
Critical Depth
1.21
ft
Percent Full
100.00
Critical Slope
0.0115
ftlft
Velocity
6.35
ft/s
Velocity Head
0.63
ft
Specific Energy
FULL
ft
Froude Number
FULL
.`•Oft Maximum Discharge
10.53
cfs
Full Flow Capacity
9.79
cfs
Full Flow Slope
T,
0.0125 ft/ft
04rd O3 FlowMaster +F.13
10:38:19 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06-706 [phone] Page 1 of 1

Date Design Andrew and Kuske Sheet<10
5X-3 _ CONSULTING ENGINEERS, INC. O902 Market St. Wilmington, N.C. 2.-1
Check Job L For Job No,
C/`fGG�/L/7'17cry r
lit//G C- c c�t7E
e- / C o .v 7 -o G --7/v-'o L vN-r /2 � /✓ 77y r
/I•/ G G-Tf % ✓-i/•�/a -�"� _/ �i/ E G CIS
C6 �J�S'Tyf�vC 77v�1 �i✓T%�/77!VLE /h'v Q S' / � � �Ei�1G�
rti7�JTj�t.1
G /TE-' il,-ye-
y E/lrt_. S 7-b'eL A- r
OOP- C /-0 P,//�E
,Q= /8" //'r/
✓ - -5.38 1'--.pr
00/C,- z49A/4r /
G STl'^-iC
��.r /'p9 ♦ is fiF / Cmoa X
S'yli`.--s ovrz_�r .�io
,,/07K _77b ez-✓1. S-i Z4e!:7
✓ = S. OS f�.r ZS '7•Eira+L �ib.�.-,...r v� � ac i ,may
T2-�^-7 4mrG-aG..-,, ��STaC2 C��Ti��✓T

Date Design Andrew and Kuske
4tz-r/0'7 --W902 Market St. CONSULTING ENGINEERS, INC. Wilmington, N.C. 28401 pf U
Check Job C�rtp For SpvT/I�2T.•••�,•Job No.
c.rx. tie. 07-7-61
I.SE -jr & " X /S -' X / '
^/G 4 oT G L 4 Js B '—'Co f/ o- . C o ,, J 7-, . L•
4 ^"- r+71 A- /vF / K'OO K oc=ri C TL/L_ F�B�/G
I;
vbr� ; �v� �✓�sc .nE �rT` .�r� is yc , sz� ,
S Ll 2 S Tv et. ,..� .
ID
f=.za.h G� o�.. r•i, �rL�.,�
-/�� •-� v � � So/J crry�J �v oLG � �,o F�.S

Vegatative Filter Velocity 25 Yr. Storm
Worksheet for Trapezoidal Channel
Project Description
Project File
f:Ihaestadlflowmaster102281 so.fm2
Worksheet
Vegatative Filter
Flow Element
Trapezoidal Channel
Method
Manning's FOrmula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.030
Channel Slope
0.0125 ft/ft
Left Side Slope
1.0000 H : V
Right Side Slope
3.0000 H : V
Bottom Width
8.00 ft
Discharge
2.02 cfs
Results
Depth
0.16
ft
Flow Area
1.30
ftz
Wetted Perimeter
8.71
ft
Top Width
8.62
ft
Critical Depth
0.12
ft
Critical Slope
0.0268 fttft
•'Velocity
1.56
ftls
Velocity Head
0.04
ft
Specific Energy
0-19
ft
Froude Number
0.71
Flow is subcritical.
04r-40M FlowMaster v5.13
12:00:39 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

Cross Section
Cross Section for Trapezoidal Channel
Project Description
Project File
f:lhaestadlflowmaster102281 so.fm2
Worksheet
Vegatative Filter
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Section Data
Mannings Coefficient
0.030
Channel Slope
0.0125 ft/ft
Depth
0.16 ft
Left Side Slope
1.0000 H : V
Right Side Slope
3.0000 H : V
Bottom Width
8.00 ft
Discharge
2.02 cfs
V. 1V I
8.00 ft V
H '1
NITS
044r-XIC3 FlowMaster r5.13
12:00:56 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 0670E (203) 756-16W Page 1 of 1

f
0
w
w
IL
N
Q
. uJ
ww
Z
>
0
.1 .
Cn
U
LL X
00
LL
z
0 Co
-- z
�o
�Cn
�z
�- w
C�
�u
�
0
a
y
6
�
f
M
C
3
•
Y � O
�
4
u
ti 1 Q
o
C
q
c
oo
>
ti0
•
k .
..
V
•
•
u
Y
•-�
a
Y
•
i
a o
aC
•
o
gu
cL
z
0
I%
A
^
4
�
d
r.0
0
0
C_
CL
O %
-
.ti
O-
U
i..z Q
p
d
P
r
CC
•
c
a
Y Y
o v
>
s•
�
�
C
O
w
�.
`
P
4 C
C
V O
{
N
Vl
Yl
NV 111
Vt
fI'1 O
2NOz f- I - l- l- lr•lnl,
A
6Z/10
ul
u
Cl-

`631� 0
CHART G-3
Maximum Allowable Design Velocities for Vegetated Channels'
Permissible Velocity
Typical for Established
Channel Slope Soil Characteristics Grass Lining Grass Lining (ft/sec)
0-5 % Easily Erodible Bermuda -grass 0
Non -plastic Tall Fescue 4.5
(sand & silts) Bahiagrass 4.5
Kentucky bluegrass 4.5
Grass -legume mixture 3.5
Erosion Resistant rpermudagrass ,�
Plastic I ali Fescue 5.5
(clay mixes) Bahiagrass 5.5
Kentucky bluegrass 5.5
Grass -legume mixture 4.5
5-10% Easily Erodible Bermudagrass
4.5
Non -plastic Tall Fescue
4.0
(sand & silts) Bahiagrass
4.0
Kentucky bluegrass
4.0
Grass -legume mixture
3.0
Erosion Resistant Bermudagrass 5.5
Plastic Tall Fescue 5.0
(clay mixes) Bahiagrass 5.0
Kentucky bluegrass 5.0
Grass -legume mixture 3.5
>10 % Easily Erodible Bermudagrass
3.5
Non -Plastic Tall Fescue
2.5
(sand & silts) Bahiagrass
2.5
Kentucky bluegrass
2.5
Erosion Resistant Bermudagrass 4.5
Plastic Tall Fescue 3.5
(clay mixes) Bahiagrass 3.5
Kentucky bluegrass 3.5
*Source: USDA-SCS Modified, Erosion and Sediment Control Planning and Design Manual, NC
Department of Natural'Resources and Community Development, Land Quality Section, May 1994.
NOTE: 'Permissible velocity based on 10-year storm peak runoff.
Soil erodibility based on resistance to soil movement from concentrated flowing water.
3Before grass is established, the type of temporary litter used determines permissible
velocity.
Stormwater Management Technical Manual 46
Southport, North Carolina

z
0° 0'
D 1'
0
z
� ��I't t ¢Ff' �� "�°} i5 i6��Jy_ 1 )J' '!',� �: _...
'F,Y ! ,� Y%!' M $
J(/%S�UV"
"LV
{�✓
FF` �
T►r {{ s7 il' 1r/# LS k3 y-er�1'- .� may- 'r{ ! { KiV' rs 4' _ +.
sY. (�
Z
V
r
\ � ^�+Ga[4e�i a�,� 1 ".�,kv�'Y,F�I;\` �hbP�' '�`• Y��.• ��' �+F y0 SI )c 4
� gip. / • (j.''F � � M, �.l\ +�i+�ti f+t � h � gi„q C •.�;'r}s'+� 7fF
r �,. .,. � k. ��'el�'*<iria�s5"
I pT� ��8y•) }'�
—
IV ��*ry�y�Pdfi�
Wi1r>l Y +,��nyd. X"t7.., P `
� r � } &"'�$ is { a � �i`�� �
��..,k.f"'
30
z
+,,F.F .�' �•1•.�'y. `{'���' yq8=.i, C�.y�''yr�ii� �+ '�',
� '
v it r ,,• i§ M�OF' � , > � � r �"'�� S® j ! _,r s �Aw�
� �, � F.�U
�r
�:i
''" �t,' �.� "�' � 3` eM92��4�1',����' {'�� a • dy¢�
➢ ,�'��
+�
��1
.� 1 JfC:�° 'i{�%�a Z G-�> 'ut'kv iV} 521� �+�yC � F w F�Fyy ��„�,y : 1.• y�F� 'Sf,�� yit i'•�d �� � 14Wai3 � ., t- ��j� -0 p I ! \.
�r`dr -_.-_ — (1 •�_
[p
1dTf�
: �'u"Is"k,��ii N 3'y }! +w,�s` f $°7, E s • "-�, ei'Lat4 ; .v. �. 1 ifs s
�` i r ���' � rZ�J{ �tx
�
8a� `°� i►" -w--✓-�
r..l. � 1�t�
t.,'# i ��'r`>c4:�y�k,
r
:aJ� "w ^rT+' + -'7 \" �LG4" �A y�� � 36s R2 i 'h' •�" �.' '1�..' NS J y vF� ~ I ! b
�� � rHri kyif r1
qs E I tai
f{ Ax �`�,�aWcca� fil \ ,}$.'.� � q/� ! -.� �)�5A +Kt 1S! ,-""`l ♦
,*^ " •'...�,3�',,..
-
- ?'i • .i, ♦I~. �.��)?ter' - .+y � -`a•. -
��f,�
fi 2 Fit,
hy'S y(f � � �"'4- - ���I ] �' y 1M 6 �*•v 'l r^
Vn
Z_{(18
4 ! r `;+ 9�% � i� �•iv�., � S+h.!' ✓iA' �' �'��if 1 •��•� N�'�� �f % � "fir 0. i h+ s
-
„���r' �r��''.+i'�'� � �' ' �$ i iit �Cr 'Fr � � • • • ,f, � ♦ �+ky... k .,1}�! .�"„r.��'g �
5:
�
�
°
�k1}1��-j.�Z'�°j
J y�am, .�, �y',(,�
f k� i n��.j t. -'.Fr �'1F�.,��'•>'-,X �1 ♦ .=R'.. ,;. _ hx�. �,,P6D• pY�li'�`�' t 7.k+"i3��
1yP
U
� `�
,Ugg
A ��'1�.:i,,gtSSf P? F� {i !f Y'X� J•�l,I^ � �rAMr'^.
Y v�. �� Y�y ,�`I'�S 1� .w'•-'Jy'
�:Y 2��� !/.�Y'Y' 1 �yk .rk-� 1'. y � Y G�f• ^` �Jl �'*'4f,ry f�Y�'•`CV b}� ( }I{{
� VI
3�'1'
'„S ac sW. ;iY, `'^Yfra s j iF 3.
y�.. �,: s -'""" r;•YfS9 a1\v.
� y � x � �r� ••Ir ��i$
�� ,,, 4� 'FL]triYpt, �r ���."�d+ �'�"��� y. ��E,�
_
��k 'V. �0 . is�'F Y`"`.�"� \
—
Ln' 'n yy 'k'1. ✓h+ ?l4' A:+ yry-
gF�y9�f Sc ly, ''slot`.' y .' �. .p 3"�1.,.'♦ �y1�iygc" t r ^+� f,,".
M1 r+. + 'TI��' ^F • '4}�'�'9
758
y70
f
V—
1'i/7
! bl�n�� P i i � }S ` if�.�
ft�r j6�'y ., CtJ� � k.`�4���,� �l �ie �di �".r'fJ`4r � ..- • �Fw� Y i!y/
; � 'S ka9i �"`t}. ri ,�y is ' � £ �� Vl� 57, f � • 4♦ � s � �'-} \
�y -?
+l
J y ( trl it } gtt1 'y 4• S T ( i
t �� _. •s t ,�, �
w f 'nth
Y? [ rS ,
�: +54�. is .t,.,
3I � :,1 �
F+{'-`
1 ''yy9p�•�' Y(i%. ! '• �r� � L � li}
1 % �n Y'r -1 `'iFC �i i - tS S.
[7
'7)w/!
Z
DSglFl7t'ygy i wr S`" >•2n,\ y ^.. •.'i,'a r _ _ 1 - roa , '' J�. �?�' s `~i.ia w s 1' > �!S rq' �'��` i,
� • . .� E � roRP F�: � �,k � ,,�� F . , ! J J� 7 , � �r � � , 3
t ��^r.�
Y
�- � •+ �®,M t : i1r 'dM ry F,y 4+y�8 m� p 1. Ii � ��� � t z c f( F, �tv r, �
V' 4�Ir4 1 �' h'Y4 7,4.
� la -S4A.� �, - ��•_..
1S ��•r. ,c�
� � '�' �3! .�snr � a �
- ^•^ w 's .. Fes. rf
—
ro
�
n
1
8 °0 '0. 8
0 "D '0.
8 0
of
Name: SOUTHPORT L.ocabon: 033° 56' 03,9" N 078° 01' 13.8" W
Date: 4/23/103 Caption: Southport Commons Ditch/Creek
Scale: 1 inch equals 2000 feet
Copyright (C) 1997, Maptech, Inc.

, II 5
Jan- 10-03 07 : 23A
ENGINEERING CONSULTING SNRVICES, I,CD. _
Gcotcchnical Construction Materials Environmental
December 13, 2002
Mr. Jim Wcnning
Wrightsville Builders
1430 Cornmonwcaith Drive
Wilmington, North Carolina 28403
Re: Infiltration Evaluation
highway 211 Site
Southport, Torch Carolina
Job # 22.10534
Dear�Ir. Wenning
Engineering Consulting Services, Ltd. (ECS) recently conducted an infiltration evalualion for the
development of the Highway 211 site located near Southport, North Carolina- This letter, with
attachments, is the report of our investigation.
Field and Laboratory Investlgations-
On December 16, 2002, ECS conducted an investigation of the subsurface soil and ground .eater
conditions within an area at the rear of the site as indicated on the provided Site Sketch. The
purpose of our investigation was to determine the suitability of the in -place soils for the
infiltration Rf storm water runoff. This location was selected because of its surface elevation and
for its location outside of the prime developable areas. Our representative investigated the
subsurface soil and ground water conditions by drilling a hand auger boring to depths of
approximately six feet below the existing ground surface at the appmxirmte location indicated.
We visually classified the subsurface soils and obtained represen(ativc samples of each soil type
encountered. The attached Site Soil Evaluation form provides a summary of the subsurface
conditions encountered at the auger boring location.
Selected soil samples frorn the hand auger boring were tested in our laboratory for grain size in
accordance with the American Society for Testing & Materials (ASIM) Procedures, entitled
ASTM D-422.; "''article Size Analysis of Soils". Results of those tests are tabulated on the
attached GTain Size: Analysis Summary Form.
Our field classifications and laboratory test results indicate that the subsurface soils Consisted of
6-inch surface organic topsoil strata which is underlain by a tan fine to medium sand strata.. This
tan sand strata extended to a depth of 48 inches below the existing surface where a free draining
gray fine to medium sand strata was encountered. This gray sand strata extended to the depths we
were capable of investigating to using hard tools.
P.02
6Z-/r D
P. O. Box 10434, Wiloiinglon. NC �8404 . i9to) 686.91 14 . FAX [phone] . 1.800-327-5837 . Jacksonville. NC 1910) 355-2727 . www.ccsFmilcd.cnm
Aberdecr.,1NU' A:fanta, CIA Aaaq T?{ H.ilrirru+;c. MU Chzaeilly,\ d Clueluete. KC - (h eagn, N_ (arreLu.GA' ' bjllas. TX - Oanc:11c. VA- Frtx!c6ek. MD - Fj-dcrwk rg- VA
Gretnsbaro, NC Gr gvirlc. SC Nnrfol�. VA Rrar;uch'1ri,gak Perk. N(: Rs hwand. �'A Kouuke. V A $aa Aroor e, TX will,rni,,boq. VA W dmmgir4n, NC • µ'imj.mt-r• VA
'rL%3irt& timices Only

, [i"
P.03
Jan-10-03 07:24A
J.]ri UO UJ UC:Lrt+
Ground water was nut encountered at the time of our exploration to the depths we were capable
of investigating using hand tools during this site visit. We did however denote a gray coloration
in the drainable sand strata below 48-inches. It is our opinion, that this is an indication of a
seasonal high groundwater condition in this area.
We also conducted an infiltration test near the hand auger boring location to estimate infiltration
rates for the subsurface soils. The infiltration test was conducted within the upper stratum of
tan drainable fine to medium sands, where the base of an infiltration system wilt need to be
located in order to be at least 24 inches above seasonal high ground water levels. The infiltration
test was performed at a depth of approximately 24 inches below surface grade and indicated an
infiltration rate of-0.3 inches per minute.
EValuations
Based on observations in the hand auger boring, it is our judbmrcnt the seasonal high ground
water level at the site at the location selected will be at a depth of approximately 48- inches below
surface grade.
1'_n order to keep the base of the infiltration system at least 24 incites above the level of the
seasonal high ground water levels, the infiltration system will need to extend no deeper than 24
inches below surface grade at the location selected.. Such installation depths will place the base
of the infiltration systetn within the upper stratum of tan drainable fine to medium sands. Our lest
results indicate that the infiltration rate for these materials is as low as 0.3 inches per minute.
The lower stratum of relatively fee -draining fine to medium sands, within which seaw)nal high
ground water levels arc likely to occur, is expected to have infiltration rates considerably greater
than the controlling infiltration rate of 0.3 inches per minute for the shallow soils. It is also likely
the seasonal high groundwater conditions and infiltration rates can vary across tins site due to
naturally occurring soil type and because of the surface topography,
Attached please find the results of our field testing and a sketch of the location tested. If you
have any qucstit)ns after rcvieuring this report, please do not hesitate to contact us.
Respectfully,
Engineering Consulting Services, Inc.
Parks A. Downing, Jr. � t 1 11eri yeas, F.E. �
Wilmington Area Manager Principal EnginecrINC Licensed I6085
Attachments: Site Sketch
Site Soil Evaluation Form
Grain Size Analysis Summary Form

..
.Jan-10-03 07:24A
Jtl11 ViJ V3 f-•LVr
P_04
1
6 7% D
Location
kl
Site Evaluation
Highway 211 Site
Southport, North Carolina
17eplh
Soil DescrhWon
0.81'
Crass and Topsoil
R-48"
Tan Fine to Medium SAND
48-72"
Gray Finc to Mediiint SAND
No Groundwater encountered at depths explored during this site visit
Grain Size Analysis
Highway 211 Site
Southport, North Carolina
I .ocation
# 1
#2
Depth
8A8"
43 72"
Sieve Sire
Percent
Fassia
II
10
100.0
99.8
40
90.2
79.3
80
11.2
8.4
200
3A
1.5
Moisture Content/Percent
6.4%
17.5%
Soil Description
Tan Fine to Medium
Gray Fine to Medium
SAND
SAND

- 11, •
Jan-10--03 07 24A �_. _.._ --- _-- ----
P.05
r.
It
! r
H o r
1 1 Y
JA
4
\ r
1 it
4 � ►y ,I'll +� ` t, } _ i � wS � i� ' 1 �
y tl t 1's � �► i � F� � � /'�� '� t
ty 1 +lr • j' ; s � / i r 1 11 � 0 ' � t 1
�i4-1
Pat`\
IL ti It.
26.30 \
1 Mr lii�l � 1 +f
f�fr �o /
III" i
Jill
y a
ill Jill
f � 5\ , � _ � � -'+• � � �' � �
�-
r :ak
II�1
1141
471
�F�
C
L9

1
Andrew & Kuske
CONSULTING ENGINEERS, INC. John R. AnTew, P.E. J. Phillip Norris, P.E.
902 Market Street Wdmingion,lVC 284014733 John S. Tunstall, P.E. Neal W. Andrew, P.E:
John A. Kuske, tll, P.E. J.A. Kuske, P.E. of Counsel
910/343-9653 910/343-9604 Fax
www.amtewandanke.eorn James T. Pyrlle, P.E. C. Lawrence 5needen, Jr., P.E.
January 8, 2003
Mr. Steve E. Niemeyer, Owner
Wrightsville Builders, Inc.
1650 Military Cutoff Rd., Suite 200
Wilmington, NC 28403
Re: Southport Commons - Hwy. 211 Site
Southport, NC
A & K Project No. 02281
Dear Mr. Niemeyer:
We met Vincent Lewis, NC DENR Regional Soil Specialist today at the subject site to
review and confirm the infiltration evaluation results done by Engineering Consulting
Services, Ltd. Vincent Lewis advanced three hand auger borings in the approximate
locations shown on the attached sketch. The seasonal high groundwater table varied
between 50"-52" in the locations of the three hand auger borings. Based on the soils
encountered and the depth to the seasonal high groundwater table, Vincent Lewis
determined that the site would be acceptable. for stom-water infiltration in the three
areas explored.
We appreciate the opportunity to assist you on this project. Please contact us with any
questions or comments you may have.
Sincerely,
ANDREW & KUSKE
CONSULTING ENGINEERS, INC.
. �, 4A .
Jo n A. Kuske, ,
JAKI II/asn
02281 01-08-03ttr
cc: Vincent Lewis I NC DENR Regional Soil Specialist
Linda Lewis I NC DENR
Parks Downing, Jr. I ECS, Ltd.
Greg Kot, AIA I Kot Murphy Architects

r
A & K Project No. 02281
—II I
J�II
I I
S
i
I
F /
` I; r }_
#' • SHGT 50"
tff
oo
or
I � r I ►1 !r + � • ��
FF1
Ji
Cot
M
lid ; i Legend
r ; ► `�� • SHGT 54" • approximate location
of hand auger boring
by Vincent Lewis,
r
NC DENR Regional
PIV
_�"-- Soil Specialist
��%ti,,,•«�; f SHGT Seasonal High
Groundwater Table

t Andrew & Kuske
CONSULTING ENGINEERS, INC.
902 Market Street Wu"on, NC 28401.4733
910IU3-9653 9101343-9604 Fox
www.arKkewanckzke.com
January 8, 2003
Mr. Steve E. Niemeyer, Owner
Wrightsville Builders, Inc.
1650 Military Cutoff Rd., Suite 200
Wilmington, NC 28403
Re: Southport Commons - Hwy. 211, Site
Southport, NC
A & K Project No. 02281
Dear Mr. Niemeyer:
John R. Andrew, P.E.
John S. Tunslall, P.E.
John A. Kuske, III, P.E.
James T. Pyrtle, P.E.
J. Phillip Norris, P.E.
Neal W. Andrew, RE
J.A. Kuske, P.E. of Counsel
C. Lawrence 5needen, Jr.. P.E.
We met Vincent Lewis, NC DENR Regional Soil Specialist today at the subject site to
review and confirm the infiltration evaluation results done by Engineering Consulting
.Services, Ltd. Vincent Lewis advanced three hand auger borings in the approximate
locations shown on the attached sketch. The seasonal high groundwater table varied
between 50"-52" in the locations of the three hand auger borings. Based on the soils
encountered and the depth to the seasonal high groundwater table, Vincent Lewis
determined that the site would be acceptable for stormwater infiltration in the three
areas explored.
We appreciate the opportunity to assist you on this project. Please contact us with any
questions or comments you may have.
Sincerely,
ANDREW & KUSKE
CONSULTING ENGINEERS, INC.
Jo n A. Kuske, ,
JAKI lVasn
Q2281 01-08-0311r
cc: Vincent Lewis 1 NC DENR Regional Soil Specialist
Linda Lewis I NC DENR
Parks Downing, Jr. I ECS, Ltd.
Greg Kot, AIA I Kot Murphy Architects

z
r
r
N
A & K Project No. 02281
r-
1
1
1
1
1
\ !1•IlJ. � r 1 I
r n
� • fay
Ifiyli ,� / Legend
k�, .:•,I
oili r ``� • SHGT 51" Approximate location
Olt
r i �► of hzind auger boring
I it ! � \ \
It
: ii # rr by Vincent Lewis,
x- }li�l ,► ± �� :�,� NC DENR Regional
u{,� Soil Specialist
i 1sf111� .� � R�M� s
r � ` SHGT Seasonal High
Groundwater Table

Andrew & Kuske
CONSULTING ENGINEERS, INC. John R. Andrew, P.E.
902 Market Street Wilmington, NC 28401-4733 John S. Tunstall, P.E.
John A. Kuske, III, P.E.
910/343-9653 910/343-9604 Fax
www.andrewandkuske.com Jaynes T. Pyrtle, P.E.
April 28, 2003
Ms. Linda Lewis, Environmental Engineer
NC DENR Division of Water Quality
127 Cardinal Drive Extension `
Wilmington, NC 28405-3845'�•)
Re: State Stormwater Permit Submittal
Southport Commons
Southport, NC
A & K Project No. 02281
Dear Ms. Lewis:
0-
J. Phillip Norris, P.E.
Neal W. Andrew, P.E.
J.A. Kuske, P.E. of Counsel
C. Lawrence Sneeden, Jr., P.E.
vc oso 3
;ECEIVI
MAY 0 1 Z003
Enclosed are two (2) sets of plans for the subject project, one (1) set of
calculations, one (1) copy of the infiltration evaluation done by Engineering
Consulting Services, Ltd. (ECS), one (1) copy of correspondence documenting
the site visit with Vincent Lewis, the original Division of Water Quality
Stormwater Management Permit application, the original SWU-107 supplement
form, one (1) copy of the stormwater narrative and a $420.00 check for the
processing fee.
Please review this information for approval and contact us with any questions or
comments you may have. Thank you for your assistance on this project.
Sincerely,
ANDREW & KUSKE
CONSULTING ENGINEERS, INC.
( VtA
Jo n A. Kuske, Ill, P.E.
JAKI I Ilasn
02281 04-28-03-s-sw-@r
Enclosures
cc: Steve Niemeyer, Member I Manager I Tricoast Properties, LLC
Greg Kot, AIA I Kot & Murphy Architects, P.A.
Jim Henry, Public Works Director / City of Southport
Wayne Strickland, Building Inspector 1 City of Southport

:w
STORMWATER SYSTEM & EROSION CONTROL NARRATIVE
SOUTHPORT COMMONS
NC HIGHWAY 211 1 HOWE STREET
SOUTHPORT, NORTH CAROLINA
For
Tricoast Properties, LLC
1508 Military Cutoff Rd., Suite 302
Wilmington, NC 28403
[phone]
�,���aCA
aoaaopra��
. e•ao
� • L
4 • a
p / Q
April 2003
Prepared by:
ANDREW & KUSKE CONSULTING ENGINEERS, INC.
902 Market Street
Wilmington, North Carolina 28401
[phone]
[phone] (Fax)
E-mail: [e-mail]
A & K Project No. 02281

NARRATIVE
PROJECT DESCRIPTION:
The project site is located within the Extraterritorial Jurisdiction (ETJ) of Southport, North Carolina
near the intersection of Howe Street (NC Hwy. 211) and NC Highway 87 in Brunswick County.
Two professional office buildings are proposed on the site. The Phase I building and all of the
parking, access and site utilities will be constructed first. The Phase II building will be constructed
at a later date. Stormwater from the site will be treated in an onsite below ground infiltration
system. The total site area is 1.74 acres. A portion of the 1.74 acres is on the north side of a ditch
that traverses the property. The portion of the site on the north side of the ditch will not be used for
this development at this time. Therefore, the project drainage area for the stormwater infiltration
system design is 1.61 acres. The disturbed area 1 construction limits is approximately 2.64 acres.
A portion of the disturbed area 1 construction limits is for required offsite improvements on NC
Highway 211 1 Howe Street and for the installation of an offsite 2" sanitary sewer forcemain. The
2" sanitary sewer forcemain is being installed in the power company's power line easement.
SITE DESCRIPTION AND INFORMATION:
As mentioned above, improvements will take place on the site as shown on the attached plans.
The majority of the site is cleared with very few trees remaining. Grades on the site range from
0.10% to 10.00%. The stormwater runoff from the undeveloped site currently sheet flows to an
existing ditch located along the northern property line.
EROSION CONTROL MEASURES:
The attached plans and specifications give the requirements for erosion control measures. Silt
fence shall be installed on the site prior to grading as shown on the attached plans. A stone filter
check dam will be installed in the existing ditch as shown on the plans to act as a sediment basin
during construction. The stone filter check dam will be removed from the ditch after construction is
complete. A classification of the existing ditch has been requested through NC DENR to
determine if there are any problems associated with regrading the south slope of the ditch as
shown on the plans. Erosion control measures shall be installed around the drop inlets and within
-the infiltration inlets as shown on the plans to trap silt during construction. Inspect the erosion
control around the inlets after each rain to make repairs as needed. Remove sediment as
necessary to provide adequate storage volume for subsequent rains. When the contributing
drainage area has been adequately stabilized, remove all materials and any unsuitable soil and
either salvage or dispose of it properly. Bring the disturbed area to proper grade, then smooth and
compact it. Appropriately stabilize all bare areas around the drop inlets. Gravel construction
entrances will be provided as noted on the plans. Maintain the gravel construction entrances in a
condition to prevent mud or sediment from leaving the site.

STORMWATER MANAGEMENT MEASURES:
The project site is located within the ETJ of Southport, North Carolina. Land disturbing on the site
will exceed one acre, which requires the site to comply with the state stormwater regulations. In
addition, the site will also have to comply with the City of Southport Stormwater Ordinance.
Therefore, the proposed onsite below ground storrrrwater infiltration system will be designed to
meet both state and city design standards. This narrative will focus on the aspects of the state
design criteria. An onsite below ground stormwater infiltration system has been designed to store
and infiltrate the first one -inch (1") of runoff from the site drainage area. The stormwater volume
above the one -inch (1 ") storm event will bypass the system and flow through a 30' minimum
vegetated filter. In general, the system consists of two (2) infiltration pipes within a stone trench
and one (1) bypass pipe. The bottom of the system and stone trench is two feet (2) above the
seasonal high ground water table. The location of the seasonal high ground water table was
determined in an infiltration test done by Engineering Consulting Services, Ltd. (ECS) and by
Vincent Lewis of NC DENR during a site visit. A copy of the infiltration test report by ECS,
Ltd. and a copy of correspondence documenting Vincent Lewis' site visit is enclosed for
review. See the plans, specifications and calculations for more detail on the infiltration system
design.
CONSTRUCTION SEQUENCE:
The contractor will install the gravel construction entrance, silt fence and other erosion control
measures specified as required prior to beginning any grading operations. Disturbed areas will be
landscaped or stabilized upon completion.

MAINTENANCE PLAN
1. All erosion and sediment control practices will be checked for stability and operation
following every runoff -producing rainfall but in no case less than once every week. Any
needed repairs will be made immediately to maintain all practices as designed.
2. Install erosion control measures before beginning construction or as soon thereafter as
possible. All erosion and sediment control practices will be checked for stability and
operation following every runoff -producing rainfall but in. no case less than once every
week. Any needed repairs will be made immediately to maintain all practices as
designed.
3. Maintain the gravel construction entrances in a condition to prevent mud or sediment
from leaving the construction site. The contractor shall inspect the construction
entrances on a daily basis. This will require periodic top dressing with additional No. 4
stone. Any objectionable materials spilled, washed, or tracked onto public roadways
shall be removed immediately.
4. Install erosion control measures around the drop inlets as shown on the plans to trap
silt during construction. Inspect the erosion control around the inlets after each rain
and make repairs immediately. Remove sediment when it becomes 0.50 deep to
provide adequate storage volume for subsequent rains. When the contributing
drainage area has been adequately stabilized, remove all materials and any unstable
soil and either salvage or dispose of it properly. Bring the disturbed area to proper
grade and appropriately stabilize all bare areas around the drop inlets.
5. Sediment will be removed from behind the silt fence when it becomes 0.5 feet deep at
the fence. The sediment fence will be repaired as necessary to maintain a barrier.
6. No cut or fill slopes shall exceed a side slope of 1 vertical to 3 horizontal unless
otherwise specified on the plan. All slopes shall be seeded and stabilized within 15
days.
i. All disturbed areas shall be seeded within 15 days of disturbance. All seeded areas
will be fertilized, reseeded as necessary and mulched according to specifications in the
vegetative plan to maintain a vigorous, dense vegetative cover.
8. More stringent measures shall be used to halt erosion if those shown on this plan are
not effective.
9. All erosion shall be controlled including side slopes before the project is completed.
10. Remove temporary measures upon completion of project. All permanent measures will
be well established before project closeout.

SECTION 02920
SOIL EROSION AND SEDIMENTATION CONTROL
1. GENERAL
1.1 Contractor shall take every reasonable precaution throughout construction to prevent the erosion of
soil and the sedimentation of streams, lakes, reservoirs, other water impoundments, ground
surfaces, or other property as required by State and Local regulations.
1.2 The Contractor shall install all required silt fences, and construction entrances at the initiation of
work, and have these measures reviewed and approved by the local permit authority prior to
clearing and grading operations.
1.3 The Contractor shall, within 15 days of suspension or completion of land disturbing activities,
provide permanent protective covering for disturbed areas. Temporary and permanent erosion
control measures shall be coordinated to assure economical, effective, and continuous erosion and
siltation control throughout the construction and post -construction period. Use the specified seed
for both temporary and permanent seeding.
f►��:TiI�11L+��?
2.1 Asphalt for anchoring mulch shall be Type SS-1 Emulsion.
2.2 Fertilizer shall be 10-10-10 grade or equivalent.
2.3 Lime shall be dolomitic agricultural ground limestone containing not less than 10 percent
magnesium oxide.
2.4 Mulch shall be small grain straw, hay, wood chips, asphalt emulsion, jute or other suitable material
free of undesirable weed seed.
2.5 Phosphate shall be 20 percent superphosphate or equivalent.
2.6 Seed shall be 20% carpet grass, 24% Bermuda, 20% turf Fescue, 10% Creeping Red Fescue, and
24% Annual Rye grain. Bermuda seed shall be hulled for warm weather planting and unhulled for
cool weather planting. Purity of seed shall be a minimum of 98 percent and germination shall be a
minimum of 85 percent.
2.7 Silt fence shall consist of NCDOT Class A fabric supported by wood or metal posts spaced not
more than 6 feet on center. The bottom of the fabric shall be buried a minimum of 6 inches.
2.8 Gravel for check dams shall be #57 washed stone.
2.9 Aggregate for construction entrance shall be #4 washed stone.
2.10 Stone rip rap for check dams and erosion control shall be NCDOT Class A or B as shown.
3. EXECUTION

3.1 General: Take every practicable measure during construction or suspension to work to minimize
erosion and siltation. Measures should include good construction practices, temporary physical
barriers to sediment travel, settling basins for new ditches, and establishment of vegetative cover.
3.2 Construction Practices
3.2.1 Avoid dumping soil or sediment into any wetland or watercourse.
3.2.2 Maintain an undisturbed vegetative buffer where possible between a natural watercourse and
trenching and grading operations.
3.2.3 Avoid equipment crossings of streams, creeks, and ditches where practicable.
3.2.4 Grade all cut, fill and ditch slopes to minimum slope of 3:1, unless otherwise shown or directed.
3.3 Temporary Physical Bamers are required where sedimentation on off site property or excessive
erosion is a problem.
3.3.1 Mulch shall be used for temporary stabilization of areas subject to excessive erosion and for
protection of seedbeds after planting where required.
1. Apply grain straw and hay at a rate of 75 to 100 pounds per 1000 square feet and wood chips at
a rate of 500 pounds per 1000 square feet. Jute and mesh should be installed as per
manufacturer's instructions.
2. Asphalt emulsion for slope stabilization should be applied at a rate of 1,000 gallons per acre.
Asphalt emulsion used for anchoring straw should be applied at a rate of 150 gallons per ton
of straw.
3.3.2 Silt Fences shall be used at the base of slopes to restrict movement of sediment from the site.
Clean silt fence of accumulated sediment after each rainfall event or when it exceeds a depth of 0.5
feet above natural grade.
3.3.3 Stone Check Dams, placed at the discharges of creeks, ditches, and swales, shall consist of Class
A rip rap at minimum two feet high and three feet thick across the watercourse, with a one -foot thick
layer of gravel on upstream side. Remove sediment if accumulated to a depth of 1.0 feet at
upstream face.
3.4 Vegetative Cover: Establish and maintain permanent vegetative cover on all unpaved areas
disturbed by the work.
3.4.1 Preparation of Seedbed: Areas to be seeded shall be scarified to a depth of 4 inches and until a
firm, well pulverized, uniform seedbed is prepared. Lime, phosphorous and fertilizer shall be
applied during the scarification process in accordance with the following rates:
Lime: 45 pounds per 1000 square feet
Phosphorous: 20 pounds per 1000 square feet
Fertilizer. 17 pounds per 1000 square feet

3.4.2 Seeding: Disturbed areas shall be seeded with 2 to 3 pounds per 1000 square feet of the specified
seed mixture. Seed shall be worked into the bed to a depth of 114 inch. Regrade and seed eroded
areas immediately
3.4.3 Mulch all areas immediately after seeding. Mulch shall be applied and anchored as specified
hereinbefore. Reapply as necessary to retain cover until grass is established.
3.5 Construction Entrance: Provide an aggregate drive, 20 feet wide by 50 feet long by 6 inches thick at
each entrance to the site used by construction vehicles, until such time as the permanent roadway
is constructed. Remove soil if accumulated to a depth greater than 0.5 inches.
3.6 Maintenance: The Owner and Contractor shall be responsible for maintaining all temporary and
permanent erosion control measures. Temporary structures shall be maintained until such time as
vegetation is firmly established in the area protected by the structure. Permanent streambank
protection and grassed areas shall be maintained until completion of the project. Areas that fail to
show a suitable stand of grass or which are damaged by erosion shall be immediately repaired.
END OF SECTION