HomeMy WebLinkAboutDetention Facility AnalysisDetention Facility Analysis
for
CC Creations Renovation &
Parking Lot Addition
College Station, Texas
June 2011
Engineer:
SCHULTZ ENGINEERING, LLC.
P.O. Box 11995
College Station, TX 77842
2730 Longmire Drive, Suite A
College Station, Texas 77845
(979) 764-3900
Developer:
Lawson Properties
1800 Shiloh Ave.
Bryan, TX 77803
979-693-9664
CC Creations Renovation & Parking Lot Addition
Detention Facility Analysis
ENGINEER
SCHULTZ ENGINEERING, LLC.
P.O. Box 11995
College Station, Texas 77842
Phone/Fax: (979) 764-3900
Lawson Properties
1800 Shiloh Ave
Bryan, TX 77803
979-693-9664
GENERAL DESCRIPTION AND LOCATION
Location:
Description:
Area: 8,251 acres
• Proposed Land Use.
• # of Lots:
• Existing Land Use:
• Land Description:
Adjoining Land Use:
Primary Drainage Facility:
Flood Hazard Information:
FEMA FIRM.•
F000dplain:
C-2
2 lots
Commercial
The site is bounded on the south by First United Methodist, on the east
by a residential neighborhood, and on the North by Holleman Drive. To
the west are commercial developments which are self storage facilities.
Bee Creek
# 48041C0144 C & 48041C0182C (July 2, 1992)
A portion of this tract lies within the floodplain. No fill placement or
development is proposed within the floodplain.
HYDROLOGIC CHARACTERISTICS
The existing site is a commercial building with parking, driveways and 2 detention
ponds. The runoff from the site enters one of the detention ponds and then is discharged into an
existing drainage channel.
GENERAL STORMWATER PLAN
The drainage plan for this development will involve modification of the existing south
detention pond to account for the increase in impervious area as a result of the addition of a new
parking lot. No additional development is proposed in the watershed that drains into the existing
detention pond.
Page 1 of 5
COORDINATION & STORMWATER PERMITTING
The project will require that a Notice of Intent be submitted to the Texas Commission for
Environmental Quality. No other permits are anticipated for this project.
DETENTION ANALYSIS & DESIGN
General: The stormwater runoff from this subdivision discharges into 2
different outfalls. The discharge to only 1 of these outfalls will be
affected by this development. The area which flows to the north will not
be disturbed so no modifications to the north detention pond are
proposed. The existing south detention pond will be modified for this
development. The south detention pond is located in the south central
part of the site and discharges into a tributary of Bee Creek.
EXISTING DETENTION POND (RATIONAL EQUATION ANALYSIS):
General: The Existing Detention Pond was designed using the rational
equation methodology. Since the total area of the drainage basin
is less than 50 acres, this is in accordance with the BCS Drainage
Design Guidelines.
T, Methodology: TR 55
T, Minimum 10 minutes
Design Storm Events: 1, 2, 10, 25, 50 and 100-year storms— detention analysis
Pond Discharge Materials: The pond outlet structure discharges into an existing drainage
Manning's n Value:
Runoff Coefficients:
ditch
0.012
0.35 — undeveloped property
0.40 — grass and landscaped area
0.95 — impervious areas
0.67 — composite C value for area 203
Design Constraints: Post Development flow less than or equal to Pre -Development
flow
6" freeboard for 100 year storm with outlet clogged
Rational Equation: The rational equation is utilized to determine peak storm water
runoff rates for Existing South Detention Pond design.
Q = CIA
Q = Flow (cfs)
A = Area (acres)
C = Runoff Coefficient
I = Rainfall Intensity (in/hr)
Design Software: Excel spreadsheets, Hydraflow
The software was used to compute the pond storage and discharge data and the pre and
post development flow and the routing of the flow through the detention pond.
Page 2 of 5
Applicable Exhibits: Exhibit A — Drainage Area Map Pre & Post Development
Exhibit B — Existing Pond Grading Plan
Appendix A — Existing Detention Pond elevation -storage
data & elevation -discharge data, pond routing
data and pond routing analysis.
Design Analysis:
A topography survey of the existing pond was performed and there are some differences
with the previous design. The pond berm height of 302.0' was not achieved and for this design a
berm height of 302.1 was used. Also, the volume of the pond was less than shown in the previous
design. Our design indicates that additional volume is needed, therefore the pond is being
regraded to lower and enlarge the volume of the pond. The "V" shaped weir on the existing pond
outlet structure is also being lowered and modified.
The existing concrete outlet weir structure has wing walls and a slab and discharges into
an existing drainage ditch. The top of the outlet structure is at elevation 301.4. The earthen berm
has been eroded around the outlet structure so that the pond cannot fill to its required volume.
The structure is being modified to add upstream headwalls so that the berm grading can be
properly done around the structure. The structure walls are 15' in total length and this serves as
the overflow structure in case the weir cannot handle the flow. The existing weir opening was
17" in width at the top down to an elevation of 299.5. It then was a "V" to elevation 299.1. In
order to increase the volume of the pond, the weir is being modified to have an invert elevation of
298.0 and be 8" wide from elevation 298.0 to elevation 300.0. The weir structure will remain 17"
in width from elevation 300.0 to 301.4. The existing drainage ditch downstream of the outlet
structure will be deepened slightly to allow the flow from the outlet structure to drain to the
existing Bee Creek Tributary.
The pond design in this report is for the existing development, the proposed parking lot
and for some additional future development. An evaluation of any future development should be
made to determine if the modified pond will mitigate the additional development.
The pre- and post -development runoff information for the existing detention pond
evaluation is shown in Table 1. The pre -development and post development drainage areas are
shown on Exhibit A, The peak flow out of the detention pond was determined by a Storage
Routing Analysis based on the Continuity Equation as follows: (I1+12)+((2sl/dt)-
01)=((2s2/dt)=O2). The time interval, dt, used was 1 minute. The calculations and results of the
Storage Routing Analysis were used to generate hydrograph peak flows and graphs for the pre
and post development conditions. A summary of the peak flows from the site are shown in Table
2. The runoff hydrographs from these 2 areas were combined and the resulting peak flow is also
shown in Table 2.
The watershed for the existing south detention pond consists of 4.83 acres of the site (DA
103 & 203) and two upstream offsite areas (DA 101 & 201 and 102 & 202) which are developed
commercial self storage facilities. A review of the drainage reports for these facilities indicates
they both provided storm water detention to mitigate the increased runoff. For our design, we
assumed the pre -development condition of these areas had a runoff coefficient of 0.35.
Conservatively, we used a runoff coefficient of 0.40 for the post -development condition even
though the detention facility is supposed to fully mitigate the increased runoff.
Page 3 of 5
S 3o h a2ed
<S'0 = piuogaaid `9' I0£ = paSSolo lalino/m aou3ins iaium xuW
h' IO£ = Isaio XrmlpdS `I'ZO£ = wiag3o doL
To
£'IO£
£'£
90'LI
ieai OOI
60
Z'IO£
Z'C
8Z'91
iva!-OS
I'l
0'10£
0'£
8FI71
iva,i-SZ
£'I
8'00£
Z8'Z
L£'ZI
iea,i-OI
L'I
b'00£
b'z
16'8
aua,C-Z
Id
piuogaaig
g `uol;enalg
oou3inS iaiuM
g `q; a(j
Mold JPM
s3o `puod3o
Ino nnold vad
Iuang wiolS
slanal aae}inS ia;eM wnugxeW puod Sul;slx3;o AiewLunS — E 318y1
01' I
111
VI' l
00' I
£9'0
MOId )luad ul asuaiaaQ
50'LI
8Z'9i
81TI
L£'ZI
I6'8
puodSwislxg3o;no
ZO'Ob
9£'8£
98'££
85'6Z
S£'IZ
puod3ulislxgolul
puod q;lm IuawdolanaQ-;sod
O U
51'8I
6£'LI
Z£'SI
L£'£L
bS'6
dol
IuawdolanaQ-aid
s3a
s3a
s3a
s3a
s3a
0016
oso
Szo
o10
zo
°Olig°°�
slsAleuy uol;ua;ad — uol;euaio;ul }jouna;uawdolanaa-;sod'8 -aid — Z 318t/1
•slsxluuy Eulino-1
a$eiolS oql Xq poulwialop sung aau3ins iaium wnwlxuw oql pun spuod uoquolop ag; 3o Ino Mop
Nuod aqL •puod uopuolaQ Oupsixo oql io3 piuogaai33o iunowe oql puu aou3ins iolum wnwlxuw
aql sluasaid £ olquy `Xlluuollippy 'IU°na wiois u3lsop goua io3 moppno )luad olgemollu aql
uugi ssal sl ails loafoid aql woi3 Moppno dead luawdolanap-Isod oqi °Z olquy ul umogs sd
51
L9'0
9I'9
lu1ol
Isod
oZ
S£'0
9I'9
1u1oL
aid
.UIN
oZ
D
saioti
# uaiy
_
slsAleuy uol;ua;aa — uol;euaio;ul;;ouna;uawdolanaa-;sod T -aid — T 318y1
.oils ogl3o iapuluwai oql
uo ivawdolanap ainin3 owos puu `lol $ulNied posodoid oqi °ails Supslxo otµ3o uaiu snolniadwl
oql Sulsn poindwoo sung `VL'0=3`EOZ uaiy a2uuluiQ io3lualogpoa33ouni oqy
The discharge from the pond is contained within the weir of the pond outlet structure that
discharges into the existing drainage ditch.
The proposed overflow spillway which is the concrete outlet structure discharges in the
event the outlet structure becomes clogged. It is not anticipated that the overflow spillway will be
used. The overflow spillway also discharges into the existing drainage ditch downstream of the
outlet structure.
The grading plan for the Existing Detention Pond and the pond outlet structure and
discharge pipe details are shown on Exhibit B. A full size copy of this drawing is with the
construction plans.
CONCLUSION
The detention facility described in this report is designed in accordance with the standards in the
BCS Drainage Design Guidelines. The peak runoff flowrate from the site will be less than the
pre -development flowrates for all storm events.
CERTIFICATION
I, Joseph P. Schultz, Licensed Professional Engineer No. 65889, State of Texas, certify that this report for
the drainage design for CC Creations Renovation and Parking Lot Addition, was prepared by me in
accordance with the provisions of the Unified Stormwater Design Guidelines.
i11���AcE of ••. iS
#r' � •'• *ter
k t:
JOSEPH P. SCHULTZ
:y
65889
g, All
1
�qv IONA i���
F-12327
SCHULTZ ENGINEERING, LLC.
�
i �. ice,
Page 5 of 5
Appendix A
Existing Detention Pond — Elevation -storage data & Elevation -
Discharge data, Pond routing data and Pond routing analysis.
U
d
O
N
C
a
M
M
V
N
N
T
_
_ �
�
co
ro
ro
ro
m
of
of
of
O
r
M
M
ECY
wN.
(OO
M
UN1
U
Cj
M
M
N
a.
m
rn
rn
m
ro
m
ro
co
0g
0
0
0
O
M
M
M
M
N
2
-
W
W
W
of
Ol
m
m
O
U
N
N
N
O
O
N
M
N
M
N
10
-
W
�'
N
C
M
M
M
M
N
N
N
O
00
O
N
(i
N
O
N
W
N
U
iI U
N
O
n
N
m
N
N
N
N
T
V
O
O
O
O
O
e L
� C
N
N
N
N
E
0
ry
T
N
N
N
N
N
N L
V�
OI
W
O
m
— C
Y
V
O
O
O
O
N
N
N
N
E
N
N
N
N
M
M
M
M
U
O
O
O
O
O
O
O
O
u
Q
M
T
M
M
N
W
Q Q
o
ov
0
0
o
v
<o
0
0
0
N
N
N
Q
F-
11
F-
lN3WdOl3n3(1-3idd 1NMU013n301SOd
� M
�
O II II II
O U
So
c
J i
II
II II
O
y
C
O O) 00 O
O II It II
O
c
U
G
V
O p
N
FF
G
O
j_
a
ti y
It
_ .:
W LO
N W W O
O II II II
a a a d
a
G
0
8
r
�
N
g
m
`�
m o d
UC)
c
N
mmo
+'
C
U LL
Q r
o
d
N
11 II
It I1 W
n
N
Ci a
C-)
N`
+=� 'O
1 V1 M1 N1 01
1 O1
o E
��
NI .'1 �1 NI
O)i OI MI (DI
p > >
of '0I
0) E O
I O' LoI —1 NI
p>
U
"1 041M1 ef'
!a
I`1 (DI 01 Nl
` Oco; NI (OI COI
3 7
Oi p' 1'1 00I 001 MI
N'
1 NI M '
7 >
l v:
i
U
d
I
tm
I 1 1
m
y
co!
I It
of of (qI Ol d'1
.O
O
i Ni 01 NI rl N1
O
a
ro
CD! N!NI (DI
co1 Wl �i I` Ni
i
pI (Otf)I col VI N
Q
i (01 �I ((01 col N
I
t
i �
Ci C Ci
CL
0
Oi c-I N1 Mi Mi ti
I
c
I
O
O; O; O; of 'cti OI
N �^.'
COS mI OI I i Ni
9 �..�
W� Oi Oi O: OI Ol
N
Ni NI MI MI MI
W
CC Creations
South Detention Pond
Elevation - Discharge Data
Depth - Discharge Data
Elevation
(ft)
Pond
Depth
(ft)
Weir
Flow
(cfs)
Overflow
Spillway
Flow (cfs)
Total Design
Flow
(cfs)
298.0
0.0
0.00
0.00
0.00
299.0
1.0
2.20
0.00
2.20
300.0
2.0
6.30
0.00
6.30
301.0
3.0
14.10
0.00
14.10
301.4
3.4
18.10
0.00
18.10
302.0
3.9
18.10
26.70
44.80
Notes: 1. The Outlet Structure is a concrete structure with a weir to
limit flow. The weir opening is 17" wide from Elev 301.4
to Elev. 300 and is 8" wide from Elev. 298.0 to Elev. 300
2. The overflow spillway is a weir over the top of the concrete
structure with a width of 15'.
CC Creations
South Detention Pond
Elevation - Discharge Data
Clogged Condition
Depth - Discharge Data
Elevation
(ft)
Pond
Depth
(ft)
Weir
Flow
(cfs)
Overflow
Spillway
Flow (cfs)
Total Design
Flow
(cfs)
298.0
0.0
0.00
0.00
0.00
299.0
1.0
0.00
0.00
0.00
300.0
2.0
0.00
0.00
0.00
301.0
3.0
4.70
0.00
4.70
301.4
3.4
7.80
0.00
7.80
302.0
3.9
7.80
26.70
34.50
Notes: 1. The lower portion of the Outlet Structure weir is plugged under tV
2. The overflow spillway is a weir over the top of the concrete
structure with a width of 15'.
CC Creations - South Pond
Storage Routing Analysis Parameters
t=60s
Detention Pond
Elevation
Depth,
Discharge
Storage
2slt
2slt+0
ft
ft
O, cfs
s, c
298.0
0.0
0.0
0.0
0.0
0.0
299.0
1:0
2.2
1850.0
61.7
63.9
300.0
2.0
6.3
10924.0
364.1
370.4
301.0
3.0
14.1
25043.0
834.8
848.9
301.4
3.4
18.1
31392.0
1046.4
1064.5
302.0
4.0
44.8
42626.0
1420.9
1465.7
CC Creations - South Pond
Storage Routing Analysis Parameters
Plugged Condition
t=6os
Detention Pond
Elevation
Depth
Discharge
Storage
2 sit
2 s/t + O
ft)
(ft)
(O, cis)
s, c
298.0
0.0
0.0
0.0
0.0
0.0
299.0
1.0
0.0
1850.0
61.7
61.7
300.0
2.0
0.0
10924.0
364.1
364.1
301.0
3.0
4.7
25043.0
834.8
839.5
301.4
3.4
7.8
31392.0
1046.4
1054.2
302.0
4.0
34.5
42626.0
1420.9
1455.4
Pond-d ata-for-routing.xls
N
m
N
0
m
t
�
U
N_
V
O
N
O
N
v �
�
C N
y
a�
a°�
O
rn
Cl
00
O
r
O
N
N
O
Ln
m
c
LL
E
CN
G
O
V
O
M
O
N
O
I
O O O O O O
N O W (O V N
(S)o) moljlno
Storage Routing Analysis
CC Creations South Pond
2-Year Storm Event
Pond
Pre-Dev
Time
Inflow
11+12
2s/t-0
2s/t+O
Discharge
Discharge
min.i
(cfs
cfs)
-
(cfs
cfs
0
0.00
0.00
0.00
0.00
0.00
0.00
1
1.42
1.42
1.33
1.42
0.05
0.48
2
2.85
4.27
5.21
5.60
0.19
0.95
3
4.27
7.12
11.48
12.33
0.42
1.43
4
5.69
9.96
19.96
21.44
0.74
1.91
5
7.12
12.81
30.52
32.77
1.13
2.39
6
8.54
15.66
43.00
46.17
1.59
2.86
7
9.96
18.50
57.26
61.50
2.12
3.34
8
11.39
21.35
73.82
78.61
2.40
3.82
9
12.81
24.20
92.70
98.02
2.66
4.29
10
14.23
27.04
113.85
119.75
2.95
4.77
11
15.66
29.89
137.21
143.74
3.27
5.25
12
17.08
32.74
162.71
169.94
3.62
5.72
13
18.50
35.58
190.29
198.29
4.00
6.20
14
19.93
38.43
219.92
228.72
4.40
6.68
15
21.35
41.28
251.51
261.19
4.84
7.16
16
20.64
41.99
282.96
293.50
5.27
7.63
17
19.93
40.57
312.18
323.52
5.67
8.11
18
19.22
39.14
339.23
351.32
6.04
8.59
19
18.50
37.72
364.14
376.95
6.41
9.06
20
17.79
36.30
386.85
400.43
6.79
9.54
21
17.08
34.87
407.45
421.72
7.14
9.30
22
16.37
33.45
426.00
440.90
7.45
9.06
23
15.66
32.03
442.57
458.02
7.73
8.82
24
14.95
30.60
457.22
473.17
7.98
8.59
25
14.23
29.18
470.02
486.40
8.19
8.35
26
13.52
27.76
481.02
497.77
8.38
8.11
27
12.81
26.33
490.28
507.35
8.53
7.87
28
12.10
24.91
497.87
515.19
8.66
7.63
29
11.39
23.49
503.84
521.36
8.76
7.39
30
10.68
22.06
508.23
525.90
8.83
7.16
31
9.96
20.64
511.10
528.87
8.88
6.92
32
9.25
19.22
512.50
530.32
8.91
6.68
33
8.54
17.79
512.48
530.29
8.91
6.44
34
7.83
16.37
511.08
528.85
8.88
6.20
35
7.12
14.95
508.35
526.03
8.84
5.96
36
6.41
13.52
504.34
521.88
8.77
5.72
37
5.69
12.10
499.08
516.44
8.68
5.49
38
4.98
10.68
492.61
509.75
8.57
5.25
39
4.27
9.25
484.97
501.86
8.44
5.01
40
3.56
7.83
476.21
492.80
8.30
4.77
41
2.85
6.41
466.36
482.62
8.13
4.53
42
2.14
4.98
455.45
471.34
7.95
4.29
43
1.42
3.56
443.52
459.01
7.74
4.05
44
0.71
2.14
430.60
445.65
7.53
3.82
45
0.00
0.71
416.73
431.31
7.29
3.58
46
0.00
0.00
402.61
416.73
7.06
3.34
47
0.00
0.00
388.96
402.61
6.83
3.10
48
0.00
0.00
375.76
388.96
6.60
2.86
49
0.00
0.00
362.98
375.76
6.39
2.62
50
0.00
0.00
350.58
362.98
6.20
2.38
51
0.00
0.00
338.51
350.58
6.03
2.15
52
0.00
0.00
326.77
338.51
5.87
1.91
53
0.00
0.00
315.33
326.77
5.72
1.67
54
0.00
0.00
304.21
315.33
5.56
1.43
55
0.00
0.00
293.38
304.21
5.41
1.19
56
0.00
0.00
282.84
293.38
5.27
0.95
57
0.00
0.00
272.58
282.84
5.13
0.72
58
0.00
0.00
262.60
272.58
4.99
0.48
59
0.00
0.00
252.88
262.60
4.86
0.24
60
0.00
0.00
243.43
252.88
4.73
0.00
61
0.00
0.00
234.22
243.43
4.60
-0.24
62
0.00
0.00
225.27
234.22
4.48
0.00
63
0.00
0.00
216.55
225.27
4.36
0.00
64
0.00
0.00
208.07
216.55
4.24
0.00
65
0.00
0.00
199.81
208.07
4.13
0.00
66
0.00
0.00
191.77
199.81
4.02
0.00
67
0.00
0.00
183.95
191.77
3.91
0.00
68
0.00
0.00
176.34
183.95
3.81
0.00
69
0.00
0.00
168.93
176.34
3.70
0.00
70
0.00
0.00
161.72
168.93
3.60
0.00
71
0.00
0.00
154.70
161.72
3.51
0.00
72
0.00
0.00
147.87
154.70
3.41
0.00
73
0.00
0.00
141.23
147.87
3.32
0.00
74
0.00
0.00
134.76
141.23
3.23
0.00
75
0.00
0.00
128.46
134.76
3.15
0.00
76
0.00
0.00
122.34
128.46
3.06
0.00
77
0.00
0.00
116.37
122.34
2.98
0.00
78
0.00
0.00
110.57
116.37
2.90
0.00
79
0.00
0.00
104.92
110.57
2.82
0.00
80
0.00
0.00
99.42
104.92
2.75
0.00
81
0.00
0.00
94.07
99.42
2.68
0.00
82
0.00
0.00
88.87
94.07
2.60
0.00
83
0.00
0.00
83.80
88.87
2.53
0.00
84
0.00
0.00
78.87
83.80
2.47
0.00
85
0.00
0.00
74.06
78.87
2.40
0.00
86
0.00
0.00
69.39
74.06
2.34
0.00
87
0.00
0.00
64.85
69.39
2.27
0.00
88
0.00
0.00
60.42
64.85
2.21
0.00
89
0.00
0.00
56.11
60.42
2.15
0.00
90
0.00
0.00
51.92
56.11
2.10
0.00
91
0.00
0.00
47.84
51.92
2.04
0.00
92
0.00
0.00
43.87
47.84
1.99
0.00
93
0.00
0.00
40.01
43.87
1.93
0.00
94
0.00
0.00
36.25
40.01
1.88
0.00
95
0.00
0.00
32.59
36.25
1.83
0.00
96
0.00
0.00
29.02
32.59
1.78
0.00
97
0.00
0.00
25.56
29.02
1.73
0.00
98
0.00
0.00
22.18
25.56
1.69
0.00
99
0.00
0.00
18.90
22.18
1.64
0.00
100
0.00
0.00
15.70
18.90
1.60
0.00
101
0.00
0.00
12.59
15.70
1.56
0.00
102
0.00
0.00
9.57
12.59
1.51
0.00
103
0.00
0.00
8.91
9.57
0.33
0.00
104
0.00
0.00
8.29
8.91
0.31
0.00
105
0.00
0.00
7.72
8.29
0.29
0.00
106
0.00
0.00
7.19
7.72
0.27
0.00
107
0.00
0.00
6:70
7.19
0.25
0.00
108
0.00
0.00
6.23
6.70
0.23
0.00
109
0.00
0.00
5.81
6.23
0.21
0.00
110
0.00
0.00
5.41
5.81
0.20
0.00
111
0.00
0.00
5.03
5.41
0.19
0.00
112
0.00
0.00
4.69
5.03
0.17
0.00
113
0.00
0.00
4.36
4.69
0.16
0.00
114
0.00
0.00
4.06
4.36
0.15
0.00
115
0.00
0.00
3.78
4.06
0.14
0.00
116
0.00
0.00
3.52
3.78
0.13
0,00
117
0.00
0.00
3.28
3.52
0.12
0.00
118
0.00
0.00
3.05
3.28
0.11
0.00
119
0.00
0.00
2.84
3.05
0.11
0.00
120
0.00
0.00
2.65
2.84
0.10
0.00
O O O
O O O
(O d N
v
m
N
N
m
L
U
N
U
0
N_
O
d
v �
O
C N
N
L
I
a
O O
co O
(s;o) mol;;no
O
rn
0
ao
r
0
0
M
N
O
LO
O
C
LL
N
O
f;,
V
0
M
O
N
O
O
O
O
O
CC Creations
South Pond
10-Year Storm Event
Pond
Pre-Dev
Time
Inflow
11+12
2slt-0
WOODischarge
Discharge
min.
cfs
cfs
cfs
cfs
0
0.00
0.00 ,
0.00
0.00
0.0,0
0.00
1
1.97
1.97
1.84
1.97
0.07
0.67
2
3.94
5.92
7.22
7.75
0.27
1.34
3
5.92
9.86
15.90
17.08
0.59
2.01
4
7.89
13.80
27.66
29.71
1.02
2.67
5
9.86
17.75
42.28
45.41
1.56
3.34
6
11.83
21.69
59.57
63.97
2.20
4.01
7
13.80
25.64
80,24
85.21
2.48
4.68
8
15.78
29.58
104.19
109.82
2.81
5.35
9
17.75
33.52
131.34
137.71
3.19
6.02
10
19.72
37.47
161.60
168.80
3.60
6.69
11
21.69
41.41
194.89
203.01
4.06
7.35
12
23.66
45.36
231.13
240.24
4.56
8.02
13
25.64
49.30
270.23
280.43
5.10
8.69
14
27.61
53.24
312.13
323.48
5.67
9.36
15
29.58
57.19
356.75
369.32
6.29
10.03
16
28.59 -
58.17
400.87
414.92
7.03
10.70
17
27.61
56.20
441.65
457.07
7.71
11.36
18
26.62
54.23
479.19
495.88
8.35
12.03
19
25.64
52.26
513.59
531.45
8.93
12.70
20
24.65
50.29
544.97
563.88
9.45
13_37
21
23.66
48.31
573.42
593.29
9.93
13.04
22
22.68
46.34
599.03
619.76
10.36
12.70
23
21.69
44.37
621.90
643.40
10.75
12.37
24
20.71
42.40
642.12
664.30
11.09
12.03
25
19.72
40.43
659.77
682.54
11.39
11.70
26
18.73
38.45
674.93
698.22
11.64
11.36
27
17.75
36.48
687.70
711.42
11.86
11.03
28
16.76
34.51
698.14
722.21
12.03
10.70
29
15.78
32.54
706.33
730.68
12.17
10.36
30
14.79
30.57
712.35
736.90
12.27
10.03
31
13.80
28.59
716.26
740.94
12.34
9.69
32
12.82
26.62
718.14
742.88
12_37
9.36
33
11.83
24.65
718.05
742.79
12.37
9.02
34
10.85
22.68
716.05
740.73
12.34
8.69
35
9.86
20.71
712.22
736.76
12.27
8.36
36
8.87
18.73
766.60
730.96
12.18
8.02
37
7.89
16.76
699.25
723.36
12.05
7.69
38
6.90
14.79
690.24
714.04
11.90
7.35
39
5.92
12.82
679.61
703.06
11.72
7.02
40
4.93
10.85
667.42
690.46
11.52
6.68
41
3.94
8.87
653.72
676.30
11.29
6.35
42
2.96
6.90
638.56
660.63
11.03
6.02
43
1.97
4.93
621.99
643.49
10.75
5.68
44
0.99
2.96
604.05
624.95
10.45
5.35
45
0.00
0.99
584.79
605.04
10.12
5.01
46
0.00
0.00
565.20
584.79
9.79
4.68
47
0.00
0.00
546.25
565.20
9.48
4.35
48
0.00
0.00
527.91
546.25
9.17
4.01
Pond2-Routing.xis
CC Creations South Pond
10-Year Storm Event
Pond
Pre-Dev
Time
Inflow
11+12
Discharge
Discharge
2slt-0
2sIt+O
min.
cfs
cfs
cfs
cfs
49
0.00
0.00 ,
510.18
527.91
8.87
3.68
50
0.00
0.00
493.02
510.18
8.58
3.34
51
0.00
0.00
476.42
493.02
8.30
3.01
52
0.00
0.00
460.37
476.42
8.03
2.67
53
0.00
0.00
444.83
460.37
7.77
2.34
54
0.00
0.00
429.81
444.83
7.51
2.01
55
0.00
0.00
415.27
429.81
7.27
1.67
56
0.00
0.00
401.21
415.27
7.03
1.34
57
0.00
0.00
387.60
401.21
6.80
1.00
58
0.00
0.00
374.44
387.60
6.58
0.67
59
0.00
0.00
361.71
374.44
6.37
0.33
60
0.00
0.00
349.34
361.71
6.18
0.00
61
0.00
0.00
337.31
349.34
6.02
-0.33
62
0.00
0.00
325.59
337.31
5.86
0.00
63
0.00
0.00
314.19
325.59
5.70
0.00
64
0.00
0.00
303.09
314.19
5.55
0.00
65
0.00
0.00
292.29
303.09
5.40
0.00
66
0.00
0.00
281.78
292.29
5.26
0.00
67
0.00
0.00
271.55
281.78
5.11
0.00
68
0.00
0.00
261.60
271.55
4.98
0.00
69
0.00
0.00
251.91
261.60
4.84
0.00
70
0.00
0.00
242.48
251.91
4.71
0.00
71
0.00
0.00
233.30
242.48
4.59
0.00
72
0.00
0.00
224.37
233.30
4.47
0.00
73
0.00
0.00
215.68
224.37
4.35
0.00
74
0.00
0.00
207.22
215.68
4.23
0.00
75
0.00
0.00
198.98
207.22
4.12
0.00
76
0.00
0.00
190.97
198.98
4.01
0.00
77
0.00
0.00
183.17
190.97
3.90
0.00
78
0.00
0.00
175.58
183.17
3.80
0.00
79
0.00
0.00
168.19
175.58
3.69
0.00
80
0.00
0.00
161.00
168.19
3.60
0.00
81
0.00
0.00
154.00
161.00
3.50
0.00
82
0.00
0.00
147.19
154.00
3.41
0.00
83
0.00
0.00
140.56
147.19
3.31
0,00
84
0.00
0.00
134.11
140.56
3.23
0.00
85
0.00
0.00
127.83
134.11
3.14
0.00
86
0.00
0.00
121.72
127.83
3.06
0.00
87
0.00
0.00
115.78
121.72
2.97
0.00
88
0.00
0.00
109.99
115.78
2.89
0.00
89
0.00
0.00
104.36
109.99
2.82
0.00
90
0.00
0.00
98.87
104.36
2.74
0.00
Pond2-Routing.xls
N
s
a
cc
L
0
0
L
T
G
d
W
E
L
0
co
L
R
N
N
O O O O
co co V (V
N
m
N
�
L
U
N
U
0
N_
5
O
a �
�
C N
N y
O O
O o0
2�ABl{�SIQ
O O O
(O V (V
0
rn
0
co
O
r
O
N
O
m
to
C
�
d
O
F
O
M
O
N
O
I
Storage Routing Analysis
CC Creations South Pond
25-Year Storm Event
Pond
Pre-Dev
Time
Inflow
11+12
2s/t-0
2slt+O
Discharge
Discharge
min.
cfs
cfs ,
cfs
cfs
0
0.00
0.00
0.00
0.00
0.00
0.00
1
2.26
2.26
2.10
2.26
0.08
0.77
2
4.51
6.77
8.26
8.87
0.31
1.53
3
6.77
11.29
18.20
19.55
0.67
2.30
4
9.03
15.80
31.66
34.00
1.17
3.06
5
11.29
20.32
48.40
51.98
1.79
3.83
6
13.54
24.83
68.58
73.23
2.32
4.60
7
15.80
29.35
92.62
97.93
2.66
5.36
8
18.06
33.86
120.40
126.48
3.04
6.13
9
20.32
38.37
151.84
158.78
3.47
6.89
10
22.57
42.89
186.83
194.73
3.95
7.66
11
24.83
47.40
225.27
234.23
4.48
8.43
12
27.09
51.92
267.09
277.19
5.05
9.19
13
29.35
56.43
312.17
323.52
5.67
9.96
14
31.60
60.95
360.43
373.12
6.34
10.72
15
33.86 _
_ 65.46
411.49
425.90
7.20
11.49
16
32.73
66.59
461.97
478.08
8.06
12.26
17
31.60
64.33
508.62
526.30
8.84
13.02
18
30.47
62.08
551.57
570.70
9.57
13.79
19
29.35
59.82
590.93
611.39
10.23
14.55
20
28.22
57.56
626.82
648.49
10.83
15_32
21
27.09
55.30
659.37
682.13
11.38
14.94
22
25.96
53.05
688.66
712.41
11.88
14.55
23
24.83
50.79
714.82
739.45
12.32
14.17
24
23.70
48.53
737.94
763.35
12.71
13.79
25
22.57
46.28
758.13
784.22
13.05
13.41
26
21.44
44.02
775.47
802.14
13.34
13.02
27
20.32
41.76
790.06
817.23
13.58
12.64
28
19.19
39.50
802.00
829.57
13.78
12.26
29
18.06
37.25
811.36
839.24
13.94
11.87
30
16.93
34.99
818.23
846.35
14.06
11.49
31
15.80
32.73
822.68
850.96
14.14
11.11
32
14.67
30.47
824.80
853.16
14_18
10.72
33
13.54
28.22
824.66
853.02
t 4.18
10.34
34
12.42
25.96
822.36
850.62
14.13
9.96
35
11.29
23.70
817.95
846.06
14.05
9.58
36
10.16
21.44
811.51
839.40
13.95
9.19
37
9.03
19.19
803.09
830.70
13.80
8.81
38
7.90
16.93
792.76
820.02
13.63
8.43
39
6.77
14.67
780.59
807.43
13.42
8.04
40
5.64
12.42
766.62
793.00
13.19
7.66
41
4.51
10.16
750.93
776.78
12.92
7.28
42
3.39
7.90
733.57
758.83
12.63
6.89
43
2.26
5.64
714.59
739.21
12.31
6.51
44
1.13
3.39
694.04
717.97
11.97
6.13
45
0.00
1.13
671.98
695.17
11.59
5.75
46
0.00
0.00
649.55
671.98
11.22
5.36
47
0.00
0.00
627.85
649.55
10.85
4.98
48
0.00
0.00
606.86
627.85
10.50
4.60
49
0.00
0.00
586.55
606.86
10.15
4.21
Pond2-Rcuting.x1s
Storage Routing Analysis
CC Creations South Pond
25-Year Storm Event
Pond
Pre-Dev
Time
Inflow
11+12
2s/t-0
2sIt+O
Discharge
Discharge
min.
cfs
cfs.
cfs
cfs
50
0.00
0.00
566.90
586.55
9.82
3.83
51
0.00
0.00
547.89
566.90
9.50
3.45
52
0.00
0.00
529.51
547.89
9.19
3.06
53
0.00
0.00
511.72
529.51
8.89
2.68
54
0.00
0,00
494.51
511.72
8.60
2.30
55
0.00
0.00
477.87
494.51
8.32
1.92
56
0.00
0.00
461,76
477.87
8.05
1.53
57
0.00
0.00
446.19
461.76
7.79
1.15
58
0.00
0.00
431.11
446.19
7.54
0.77
59
0.00
0.00
416.53
431.11
7.29
0.38
60
0.00
0.00
402.43
416.53
7.05
0.00
61
0.00
0.00
388.79
402.43
6.82
-0.38
62
0.00
0.00
375.59
388.79
6.60
0.00
63
0.00
0.00
362.82
375.59
6.38
0.00
64
0.00
0.00
350.42
362.82
6.20
0.00
65
0.00 _
_ 0.00
338.36
350.42
6.03
0.00
66
0.00
0.00
326.61
338.36
5.87
0.00
67
0.00
0.00
315.18
326.61
5.71
0.00
68
0.00
0.00
304.06
315.18
5.56
0.00
69
0.00
0.00
293.24
304.06
5.41
0.00
70
0.00
0.00
282.70
293.24
5.27
0.00
71
0.00
0.00
272.45
282.70
5.13
0.00
72
0.00
0.00
262.47
272.45
4.99
0.00
73
0.00
0.00
252.76
262.47
4.86
0.00
74
0.00
0.00
243.30
252.76
4.73
0.00
75
0.00
0.00
234.10
243.30
4.60
0.00
76
0.00
0.00
225.15
234.10
4.48
0.00
77
0.00
0.00
216.44
225.15
4.36
0.00
78
0.00
0.00
207.95
216.44
4.24
0.00
79
0.00
0.00
199.70
207.95
4.13
0.00
80
0.00
0.00
191.67
199.70
4.02
0.00
81
0.00
0.00
183.85
191.67
3.91
0.00
82
0.00
0.00
176.24
183.85
3.80
0.00
83
0.00
0.00
168.83
176.24
3.70
0.00
84
0.00
0.00
161.63
168.83
3.60
0.00
85
0.00
0.00
154.61
161.63
3.51
0.00
86
0.00
0.00
147.79
154.61
3.41
0.00
87
0.00
0.00
141.14
147.79
3.32
0.00
88
0.00
0.00
134.67
141.14
3.23
0.00
89
0.00
0.00
128.38
134.67
3.15
0.00
90
0.00
0.00
122.26
128.38
3.06
0.00
Pond2-Routing,xls
O O O O
0 O o 0
o 00 co IT
m
m
N
U
�
N
O
'w
L ^
�
C N
a�
N N
a�
O O 0
0 0 0
V O 00
a6aegasia
0
0
0
co
0
r
O
m
Lo
m
O
c
ii
�E
d
E
F-
o
O
m
0
N
O
O
O 0 O 0
0 o O o
0 V N O
Storage Routing Analysis
CC Creations South Pond
50-Year Storm Event
Pond
Pre-Dev
Time
Inflow
11+12
2s/t-O
2s/t+O
Discharge
Discharge
(min.)
(cfs)
(cfs)'
(cfs)
(cfs)
0
0.00
0.00
0.00
0.00
0.00
0.00
1
2.56
2.56
2.38
2.56
0.09
0.87
2
5.11
7.67
9.36
10.05
0.35
1.74
3
7.67
12.79
20.62
22.15
0.76
2.61
4
10.23
17.90
35.87
38.52
1.33
3.48
5
12.79
23.02
54.83
58.89
2.03
4.35
6
15.34
28.13
78.05
82.96
2.46
5.22
7
17.90
33.25
105.63
111.30
2.83
6.09
8
20.46
38.36
137.45
143.99
3.27
6.96
9
23.02
43.47
173.39
180.92
3.77
7.83
10
25.57
48.59
213.35
221.98
4.31
8.70
11
28.13
53.70
257.22
267.06
4.92
9.56
12
30.69
58.82
304.89
316.04
5.57
10.43
13
33.25
63.93
356.27
368.83
6.28
11.30
14
35.80
69.05
410.93
425.32
7.20
12.17
15
38.36._
_ 74.16
468.75
485.09
8.17
13.04
16
37.08
75.44
525.93
544.19
9.13
13.91
17
35.80
72.88
578.76
598.81
10.02
14.78
18
34.52
70.33
627,40
649.09
10.84
15.65
19
33.25
67.77
671.98
695.17
11.59
16.52
20
31.97
65.21
712.64
737.20
12.28
17_39
21
30.69
62.65
749.49
775.29
12.90
16.96
22
29.41
60.10
782.67
809.59
13.46
16.52
23
28.13
57.54
812.30
840.21
13.96
16.09
24
26.85
64.98
838.40
867.28
14.44
15.65
25
25.57
52.43
861.07
890.82
14.88
15.22
26
24.29
49.87
880.43
910.93
15.25
14.78
27
23.02
47.31
896.62
927.74
15.56
14.35
28
21.74
44.75
909.74
941.37
15.82
13.91
29
20.46
42.20
919.91
951.94
16.01
13.48
30
19.18
39.64
927.24
959.55
16.15
13.04
31
17.90
37.08
931.84
964.33
16.24
12.61
32
16.62
34.52
933.81
966.37
16_28
12.17
33
15.34
31.97
933.24
965.78
16.27
11.74
34
14.07
29.41
930.23
962.65
16.21
11.30
35
12.79
26.85
924.87
957.08
16.11
10.87
36
11.51
24.29
917.24
949.16
15.96
10.43
37
10.23
21.74
907.43
938.98
15.77
10.00
38
8.95
19.18
895.53
926.61
15.54
9.56
39
7.67
16.62
881.61
912.15
15.27
9.13
40
6.39
14.07
865.74
895.67
14.97
8.70
41
5.11
11.51
847.99
877.24
14.63
8.26
42
3.84
8.95
828.44
856.94
14.25
7.83
43
2.56
6.39
807.10
834.84
13.87
7.39
44
1.28
3.84
783.97
810.93
13.48
6.96
45
0.00
1.28
759.12
785.25
13.06
6.52
46
0.00
0.00
733.85
759.12
12.64
6.09
47
0.00
0.00
709.40
733.85
12.22
5.65
48
0.00
0.00
685.75
709.40
11.83
5.22
49
0.00
0.00
662.87
685.75
11.44
4.78
50
0.00
0.00
640.73
662,87
11.07
4.35
Pond2-Routing.xls
Storage Routing Analysis
CC Creations South Pond
50-Year Storm Event
Pond
Pre-Dev
Time
Inflow
11+12
2s/t-O
2s/t+O
Discharge
Discharge
(min.)
(cfs)
(cfs)
(cfs)
(cfs)
51
0.00
0.00
619.32
640.73
10.71
3.91
52
0.00
0.00
598.61
619.32
10.36
3.48
53
0.00
0.00
578.57
598.61
10.02
3.04
54
0.00
0.00
559.18
578.57
9.69
2.61
55
0.00
0.00
540.42
559.18
9.38
2.17
56
0.00
0.00
522.28
540.42
9.07
1.74
57
0.00 _
0.00
504.73
522.28
8.78
1.30
58
0.00
0.00
487.75
504.73
8.49
0.87
59
0.00
0.00
471.32
487.75
8.21
0.43
60
0.00
0.00
455.43
471.32
7.95
0.00
61
0.00
0.00
440.06
455.43
7.69
-0.43
62
0.00
0.00
425.19
440.06
7.44
0.00
63
0.00
0.00
410.80
425.19
7.19
0.00
64
0.00
0.00
396.89
410.80
6.96
0.00
65
0.00
0.00
383.42
396.89
6.73
0.00
66
0.00 ._
_ 0.00
370.40
383.42
6.51
0.00
67
0.00
0.00
357.80
370.40
6.30
0.00
68
0.00
0.00
345.54
357.80
6.13
0.00
69
0.00
0.00
333.60
345.54
5.97
0.00
70
0.00
0.00
321.99
333.60
5.81
0.00
71
0.00
0.00
310.68
321.99
5.65
0.00
72
0.00
0.00
299.68
310.68
5.50
0.00
73
0.00
0.00
288.97
299.68
5.35
0.00
74
0.00
0.00
278.55
288.97
5.21
0.00
75
0.00
0.00
268.41
278.55
5.07
0.00
76
0.00
0.00
258.54
268.41
4.94
0.00
77
0.00
0.00
248.93
258.54
4.80
0.00
78
0.00
0.00
239.58
248.93
4.68
0.00
79
0.00
0.00
230.48
239.58
4.55
0.00
80
0.00
0.00
221.62
230.48
4.43
0.00
81
0.00
0.00
213.00
221.62
4.31
0.00
82
0.00
0.00
204.61
213.00
4.19
0.00
83
0.00
0.00
196.45
204.61
4.08
0.00
84
0.00
0.00
188.50
196.45
3.97
0.00
85
0.00
0.00
180.77
188.50
3.87
0.00
86
0.00
0.00
173.24
180.77
3.76
0.00
87
0.00
0.00
165.92
173.24
3.66
0.00
88
0.00
0.00
158.79
165.92
3.56
0.00
89
0.00
0.00
151.85
158.79
3.47
0.00
90
0.00
0.00
145.10
151.85
3.38
0.00
91
0.00
0.00
138.52
145.10
3.29
0.00
Pond2-Routing.xls
O O O
O O O
0 a0 t0
N 1 1
v
m
N
10
U
L
N
N
O1
��
0 N
Dr
W N
a�
ao
O O O O
O O O O
d N O 00
B�.IBI{�SIQ
0
rn
0
co
O
r
0
O
co
N
O
0
m
C
lL
cd
G_
~
O
O
m
0
N
O
O
O O O O
O O O O
m V N O
Storage Routing Analysis
CC Creations South Pond
100-Year Storm Event
Pond
Pre-Dev
Time
Inflow
11+12
Discharge
Discharge
2slt-0
2s/t+O
min.)
(cfs)
(cfs),
cfs
cfs
0
0.00
0.00
0.00
0.00
0.00
0.00
1
2.67
2.67
2.48
2.67
0.09
0.91
2
5.34
8.00
9.77
10.49
0.36
1.82
3
8.00
13.34
21.52
23.11
0.80
2.72
4
10.67
18.68
37.42
40.19
1.38
3.63
5
13.34
24.01
57.21
61.44
2.12
4.54
6
16.01
29.35
81.55
86.55
2.50
5.45
7
18.68
34.68
110.43
116.23
2.90
6.35
8
21.34
40.02
143.74
150.45
3.36
7.26
9
24.01
45.36
181.34
189.09
3.87
8.17
10
26.68
50.69
223.14
232.03
4.45
9.08
11
29.35
56.03
269.00
279.16
5.08
9.98
12
32.02
61.36
318.84
330.37
5.76
10.89
13
34.68
66.70
372.45
385.54
6.55
11.80
14
37.35
72.04
429.47
444.48
7.51
12.71
15
40.02 -
- 77.37
489.79
606.84
8.52
13.61
16
38.69
78.71
549.44
568.50
9.53
14.52
17
37.35
76.04
604.56
625.48
10.46
15.43
18
36.02
73.37
655.30
677.93
11.31
16.34
19
34.68
70.70
701.81
726.01
12.10
17.24
20
33.35
68.03
744.22
769.85
12.81
18_15
21
32.02
65.37
782.67
809.59
13.46
17.70
22
30.68
62.70
817.29
845.37
14.04
17.24
23
29.35
60.03
848.06
877.32
14.63
16.79
24
28.01
57.36
875.13
905.42
15.15
16.34
25
26.68
54.69
898.62
929.82
15.60
15.88
26
25.35
52.03
918.67
950.64
15.99
15.43
27
24.01
49.36
935.41
968.03
16.31
14.97
28
22.68
46.69
948.95
982.10
16.57
14.52
29
21.34
44.02
959.43
992.98
16.77
14.07
30
20.01
41.35
966.95
1000.78
16.92
13.61
31
18.68
38.69
971.62
1005.63
17.01
13.16
32
17.34
36.02
973.55
1007.64
17_05
12.71
33
16.01
33.35
972.83
1006.90
17.03
12.25
34
14.67
30.68
969.58
1003.52
16.97
11.80
35
13.34
28.01
963.87
997.59
16.86
11.34
36
12.01
25.35
955.81
989.22
16.70
%89
37
10.67
22.68
945.48
978.49
16.50
10.44
38
9.34
20.01
932.97
965.49
16.26
9.98
39
8.00
17.34
918.35
950.31
15.98
9.53
40
6.67
14.67
901.70
933.02
15.66
9.08
41
5.34
12.01
883.10
913.70
15.30
8.62
42
4.00
9.34
862.62
892.44
14.91
8.17
43
2.67
6.67
840.34
869.29
14.48
7.71
44
1.33
4.00
816.29
844.34
14.03
7.26
45
0.00
1.33
790.44
817.62
13.59
6.81
46
0.00
0.00
764.15
790.44
13.15
6.35
47
0.00
0.00
738.71
764.15
12.72
5.90
48
0.00
0.00
714.10
738.71
12.30
5.45
PondMouting.xls
Storage Routing Analysis
CC Creations South Pond
100-Year Storm Event
Pond
Pre-Dev
Time
Inflow
11+12
Discharge
Discharge
2s/t-0
2sIt+O
min.
cfs
cfs
cfs
cfs
49
0.00
0.00
690.30
714.10
11.90
4.99
50
0.00
0.00
667.27
690.30
11.51
4.54
51
0.00
0.00
644.99
667.27
11.14
4.08
52
0.00
0.00
623.44
644.99
10.78
3.63
53
0.00
0.00
602.59
623.44
10.42
3.18
54
0.00
0.00
582.42
602.59
10.08
2.72
55
0.00
0.00
562.91
582.42
9.76
2.27
56
0.00
0.00
544.03
562.91
9.44
1,82
57
0.00
0.00
525.77
544.03
9.13
1.36
58
0.00
0.00
508.10
525.77
8.83
0.91
59
0.00
0.00
491.01
508.10
8.54
0.45
60
0.00
0.00
474.48
491.01
8.27
0.00
61
0.00
0.00
458.49
474.48
8.00
-0.45
62
0.00
0.00
443.02
458.49
7.74
0.00
63
0.00
0.00
428.05
443.02
7.48
0.00
64
0.00 -
0.00
413.57
428.05
7.24
0.00
65
0.00
0.00
399.56
413.57
7.00
0.00
66
0.00
0.00
386.01
399.56
6.78
0.00
67
0.00
0.00
372.90
386.01
6.55
0.00
68
0.00
0.00
360.22
372.90
6.34
0.00
69
0.00
0.00
347.89
360.22
6.16
0.00
70
0.00
0.00
335.90
347.89
6.00
0.00
71
0.00
0.00
324,22
335.90
5.84
0.00
72
0.00
0.00
312.85
324.22
5.68
0.00
73
0.00
0.00
301.79
312.85
5.53
0.00
74
0.00
0.00
291.03
301.79
5.38
0.00
75
0.00
0.00
280.55
291.03
5.24
0.00
76
0.00
0.00
270.36
280.55
5.10
0.00
77
0.00
0.00
260.43
270.36
4.96
0.00
78
0.00
0.00
250.77
260.43
4.83
0.00
79
0.00
0.00
241.38
250.77
4.70
0.00
80
0.00
0.00
232.23
241.38
4.57
0.00
81
0.00
0.00
223.32
232.23
4.45
0.00
82
0.00
0.00
214.66
223.32
4.33
0.00
83
0.00
0.00
206.23
214.66
4.22
0.00
84
0.00
0.00
198.02
206.23
4.10
0.00
85
0.00
0.00
190.03
198.02
3.99
0.00
86
0.00
0.00
182.26
190.03
3.89
0.00
87
0.00
0.00
174.69
182.26
3.78
0.00
88
0.00
0.00
167.32
174.69
3.68
0.00
89
0.00
0.00
160.16
167.32
3.58
0.00
90
0.00
0.00
153.18
160.16
3.49
0.00
Pond2-Routing.xis
- Exhibit A
Drainage Area Map — Pre & Post Development
Exhibit B
Existing Pond Grading Plan
byg
��t9ippg@¢ e�88 °
gEg'g60 'P�S � r
ePi eFB� @
9
u
q�E
O
z
a
o
i
e
I
•C
1
�
— I
I � IIIII
I 11
I \ I I I I
--I—
•
I 1 , , 1 , I
I —
1
W\
€1 p° II 1I
$ Y @@gg
ig
Jpdp g av 3$nPn $ @g3 BY$b s
a $yg°eo s 9@ Ys4s
T� vg6 e 4Y y ge pyY €$ee@
e�ey 9€�
°E y Jill, gg fiq b d 411 q. 4va8i q@q 3 gt¢ 1 gtld�
€gex a€�,dP i`g 64e¢ ggq e k "a4 6
.._I OPpg`5@ %p y° gfi $y E22@4ffi aqq xx 8 ¢g e 9 y Ids 9 Sill d
Yaagd§ 9@ °0 JB6$
leg ali% Ya 3d9�g g€g€g�3 i fit: ea
i '(V }—i O . 4i g° i ¢ge` §e4• g9a" 8.4lg"43 Bgg$ PR q a IRV ¢ � °3 11
@.� A a g 3 $a s a �.$
-
'� � a y101 -01• 9. 9€ 1 Fba x 9`ggy §
£ �3�a� Y�ssgI q3l� 11 Yaa4 a�g41� YY Ydi��a E¢ 1� �e�a iY YW�B€ Y
r gill66
a
2t�ss "xn