Preserve Stormwater Management 080413
Preliminary
STORMWATER MANAGEMENT
PLAN AND CALCULATIONS
FOR
The Preserve at Rice Lake
Chanhassen, MN
August 4, 2013
Prepared By:
Kallio Engineering Inc.
10775 Poppitz Lane
Chaska, MN 55318
612-418-6828
I hereby certify that this plan, report, or specification was prepared by
me or under my direct supervision and that I am a duly licensed
engineer under the laws of the State of Minnesota.
________________________ License No. 26909
Curtiss J. Kallio
STORMWATER MANAGEMENT PLAN AND CALCULATIONS
Introduction
This Preliminary Stormwater Management Plan addresses how this proposed project will meet the
surface water management requirements of the City of Chanhassen as discussed below. This report is
considered preliminary because changes are anticipated through city reviews.
This site is very unique due to the topography and natural areas the developer is trying to preserve.
This topography makes it difficult to collect and treat stormwater using only conventional ponding
methods, and some alternative treatment methods will be discussed. Through city reviews, we are
confident that effective stormwater treatment meeting city requirements will be achieved.
Requirements
The City of Chanhassen Surface Water Management requirements are summarized as follows:
1. Peak discharge rates: No increase in peak discharge rate may result from the proposed
project for the 1- or 2-year storm, the 10-year storm and the 100-year storm event. Variances
may be allowed if computations can be provided which demonstrate no adverse downstream
effects will result from the proposed system.
2. Water Quality Standard: Water quality treatment consistent with NURP criteria (90 percent
removal of TSS and 60 percent removal of TP for a standard NURP particle size
distribution).
3. Minor Drainage Systems: Storm sewer conveyance system shall be designed for a 10 year
storm and be evaluated for a 100 year storm event.
4. Pond Outlet Structure: Designs shall provide rate controls that limit post-project rates to not
exceed existing rates for 1- or 2-year, 10-year, 100-year events and 100-year/10-day
snowmelt. Maximum inlet pipe velocity of 0.5 fps.
5. Emergency Overflow Spillway: Designed to convey storm flows for up to a 10.0-inch
storm event shall be analyzed to ensure the emergency overflow spillway will
function as designed.
Existing Site
The 13.2 acre site currently consists of 3.6 acres of wetland and 9.6 acres of combined grass and tree
area. There is no existing impervious area on the site.
All of the runoff from this site ultimately drains to Rice Lake. The eastern 1.2 acres drain to wetland
which then drains to a ditch at the northeast corner of the site, while the remaining 12.0 acres drains
to a ditch which passes through a culvert under the driveway to the north, and then drains to Rice
Lake.
This site also has 2.3 acres draining to it from MnDOT Right of Way, 25.16 acres draining to it from
the development to the west, and 9.14 acres draining to it from the development to the north. This
off-site or flow through drainage can not be easily separated from the site runoff, so it will modeled
with the site runoff.
The site is well vegetated and there are no signs of erosion or problem areas.
The majority of the soils on the site are the Lester and Kilkenny series. These soils are formed on
glacial till and moraines. The Lester soils typically have a hydrologic soil group B, but the city has
required that a hydrologic soil group of C be used. The Kilkenny series has a hydrologic soil group
of C.
There are also Glencoe and Hamel loams on site within the wetland areas that will be assigned a
hydrologic soil group D.
Most of the building pads and street will be constructed within imported fill. Although the fill
material would most likely be in the hydrologic soil group B, a hydrologic soil group of C will be
utilized.
Proposed Improvements
Proposed improvements to this site include subdividing the land into 16 lots. To accomplish this,
1300 feet of roadway and a cul de sac will have to be constructed. The roadway has a curb back to
back width that varies from 28 feet to 31 feet.
The average lot size is 10,890 square feet. For calculation purposes, each lot was assumed to have
3500 sq. ft. of impervious surface. The 3500 sq. ft. is comprised of 2500 sq. ft. for house and
landscaping and 1000 sq. ft. for driveway and walks. This averages to more than 30% impervious
surface for each lot. The majority of the side yard high points are near the front of the houses, so
most of the impervious surface per lot is in the subcatchment to the rear of the house.
The new impervious surface for this site is 2.46 acres. The impervious surfaces were assigned a
curve number of 98. The yards were assigned a curve number of 74.
To meet pre-development runoff rates and water quality standards, wet detention stormwater ponding
is proposed.
MODELING RESULTS
Peak Discharge Rates
The pre-development and post-development runoff calculations and were performed using
HydroCAD software which utilizes SCS TR-20 methodologies.
All runoff calculations were performed using a Type II 24-hour rainfall distribution with a 2-year
rainfall of 2.8 inches, a 10-year rainfall of 4.2 inches, and a 100-year rainfall of 6.0 inches. Curve
numbers were taken from the table using their respective soil group. The 10-day snowmelt
calculations were performed using a rainfall of 7.2 inches and an AMC Condition of 4.
The basin areas with their respective impervious area, curve numbers, and time of concentration can
be found in the HydroCAD results at the back of this report. Tables summarizing the HydroCAD
inputs are also attached.
The pre-development and post development runoff calculations are attached, but summarized below:
Discharge 2-Year Storm (cfs) 10-Year Storm (cfs) 100-Year Storm (cfs)
Point Pre Post Change Pre Post Change Pre Post Change
D1 4.0 4.2 0.2 6.0 6.1 0.1 11.9 12.4 0.5
D2 5.8 5.8 0.0 12.5 11.9 -0.6 21.9 17.0 -4.9
D3 1.1 1.2 0.1 2.5 2.7 0.2 4.7 4.9 0.2
TOTAL 6.6 6.5 -0.1 14.1 13.2 -0.9 25.0 19.4 -5.6
The green cells above represent an increase in peak discharge over existing while the pink cells
represent a decrease from existing.
As shown above, the post-development peak discharges are less than or equal to pre-development
discharges for D2 and the overall total discharge for the site. As mentioned in the previous report and
as discussed at meetings, it is impossible to collect and rout the walkout lot rear yard drainage into the
detention pond due to the elevations of the site.
The following options would reduce D1 to predevelopment conditions:
1. Construct an outlet control device on the upstream side of the 30” culvert under the entrance
street and utilize the upstream area for pond storage and bounce.
2. Construct an outlet control device on the upstream side of the 12” culvert located at D1. The
large storage area upstream of this culvert could provide a significant amount of flood
protection with a minimal amount of pond bounce.
3. Enlarge the existing stormwater pond (4D in the HydroCAD Report) that serves the
townhome site to the west. The entrance street and boulevard runoff from this site could then
be collected and conveyed to the enlarged pond.
Implementation of the above options will be dependent on city preferences.
The increase at D3 is primarily due to the proposed bituminous trail required by the city. The
increases are minor and the city code allows such increases provided that there are no detrimental
downstream impacts. If the city requires D3 to meet pre-development conditions, a swale or some
other rate control feature could be implemented into the grading design.
A preservation/stormwater volume reduction area in the rear of Lots 3-7 has already been
incorporated into the stormwater calculations to reduce the runoff. The preservation area would be
planted with native grass and tree species and be located in an Outlot to be owned by the city.
The city code allows variances to these criteria if it is demonstrated that there will be no adverse
downstream impacts as a result. The downstream impacts will be discussed further below.
Downstream Assessment/Impacts
There are three discharge points shown in the HydroCAD model. Discharge 1 is the outlet of the 12”
culvert just east of the large wetland area, Discharge 2 is the outlet of the 18” culvert under the
driveway to the north, and Discharge 3 drains to a wetland to the east and then flows through a ditch
to Rice Lake. Because the post development runoff of discharge 3 is less than or equal to existing
conditions, the downstream impacts will not be analyzed.
From discussions with city staff, discharge D2 is of the most concern because it flows through a ditch
on private land without an easement for maintenance if necessary. Based on the discharge table in the
previous section, the post-development D2 is actually less than existing so it meets city criteria.
Discharge D1 is larger than existing for each storm event. If this were allowed to remain, it would
pose no adverse downstream impacts because D1 drains to D2 and as previously mentioned, D2 is
less than existing.
The existing driveway to the north overtops for both pre-development and post-development
conditions for a 100-year storm event. The calculation results have not yet been verified in the field
by interviewing neighboring landowners.
Energy dissipation will be added to the 12” culvert outlet at D1 at the city request. The pipe will also
be cleaned and repaired as necessary.
Water Quality
Water quality computations for phosphorous (TP) and total suspend solids (TSS) removal were
computed using P8 Software. The wet detention ponds were analyzed with the following results:
As shown above, the East Pond exceeds the TSS and TP removal requirements. Due to the limited
are available for ponding, the West Pond does not meet the water quality requirements for phosperous
removal.
To mitigate this, it was discussed at a city meeting that iron filings could be using to increase the
removal efficiencies.
Bioretention which has proven water quality benefits was previously proposed, but was determined
by the city that maintenance issues outweigh the benefits.
Storm Sewer Design
The storm sewer system was analyzed using Eaglepoint software and rational method for computing
runoff at each inlet. The storm sewer was designed for a 10 year storm event. Storm sewer outlets
velocities were reduced to prevent erosion. Riprap and geotextile filter fabric will be used at all storm
sewer outlets. At the request of the city, the existing storm sewer at Tigua Lane was also analyzed
and found to be undersized for a 10-year storm event. See the attached storm sewer design summary
sheets for details.
The following emergency overflows meeting a 10 inch rainfall are provided:
Variable East Pond
(% reduction)
West Pond
(% reduction)
TSS 95.5 92.2
TP 62.5 53.5
Location EOF
Drainage from west Overtop proposed street to east at LP Elev. 897
LP Sta. 4+09 Overtop boulevard into wetland
LP Sta. 9+71 Overtop to north between Lots 4 and 5 at Elev. 904
Pond Outlet
The east pond outlet was designed with a 15” RCP outlet which follows city detail 3109. The
velocity through the pond inlet pipe was limited to 0.5 fps for the 1-year storm event.
The west pond outlet was designed with a 8” orifice in a weir wall and a 12” RCP outlet which
follows city detail 3109 as modified with the weir wall. The velocity through the pond inlet pipe was
limited to 0.5 fps for the 1-year storm event.
A pond emergency overflow will be provided with permanent protection in the final design.
Attachments
1. Impervious Area Summary Table
2. Pre and Post Development Discharge Table
3. Pre Development Drainage Area and Curve Number Table
4. Post Development Drainage Area and Curve Number Table
5. Pre Development Time of Concentration Input Table
6. Post Development Time of Concentration Input Table
7. Permanent Pool Volume Calculations
8. Water Quality Summary
9. Storm sewer design summary
10. 2-yr, 10-yr, and 100-yr Pre-Development HydroCAD report
11. 2-yr, 10-yr, and 100-yr Post-Development HydroCAD report
12. 10-day snowmelt Pre-Development HydroCAD report
13. 10-day snowmelt Pre-Development HydroCAD report
14. Pre-Development Drainage Area Map
15. Post-Development Drainage Area Map
16. Storm Sewer Drainage Area Map
17. Storm Sewer Pipe Network
Im
p
e
r
v
i
o
u
s
A
r
e
a
S
u
m
m
a
r
y
T
a
b
l
e
PR
E
S
E
R
V
E
A
T
R
I
C
E
L
A
K
E
8/
4
/
2
0
1
3
Im
p
e
r
v
i
o
u
s
A
r
e
a
S
u
m
m
a
r
y
Ba
s
i
s
f
o
r
I
m
p
e
r
v
i
o
u
s
A
r
e
a
s
:
Pr
o
p
o
s
e
d
H
o
u
s
e
s
2
5
0
0
.
0
s
q
.
f
t
Pr
o
p
o
s
e
d
D
r
i
v
e
s
1
0
0
0
s
q
.
f
t
.
St
r
e
e
t
s
A
r
e
a
c
o
m
p
u
t
e
d
i
n
A
u
t
o
C
A
D
Wa
l
k
s
A
r
e
a
c
o
m
p
u
t
e
d
i
n
A
u
t
o
C
A
D
Hy
d
r
o
C
A
D
N
o
.
o
f
N
o
.
o
f
B
u
i
l
d
i
n
g
D
r
i
v
e
S
t
r
e
e
t
s
W
a
l
k
s
T
o
t
a
l
N
e
w
O
t
h
e
r
T
o
t
a
l
C
o
m
m
e
n
t
s
Ca
t
c
h
m
e
n
t
B
u
i
l
d
i
n
g
s
D
r
i
v
e
s
I
m
p
.
(
a
c
)
I
m
p
.
(
a
c
)
I
m
p
.
(
a
c
)
I
m
p
.
(
a
c
)
I
m
p
.
(
a
c
)
I
m
p
.
(
a
c
)
I
m
p
.
(
a
c
)
S1
.
1
1
0
0
.
0
6
0
.
0
0
0
.
0
0
0
.
0
0
0
.
0
6
0
.
0
0
0
.
0
6
S1
.
1
A
3
.
2
0
0
.
1
8
0
.
0
0
0
.
0
0
0
.
0
0
0
.
1
8
0
.
0
0
0
.
1
8
S1
.
2
0
0
0
.
0
0
0
.
0
0
0
.
1
1
0
.
0
3
0
.
1
4
0
.
0
0
0
.
1
4
S1
.
3
0
.
7
2
0
.
0
4
0
.
0
5
0
.
2
9
0
.
0
6
0
.
4
4
0
.
0
0
0
.
4
4
S1
.
4
0
0
0
.
0
0
0
.
0
0
0
.
0
0
0
.
0
0
0
.
0
0
0
.
0
8
0
.
0
8
P
o
n
d
S1
.
5
0
0
0
.
0
0
0
.
0
0
0
.
0
0
0
.
0
0
0
.
0
0
0
.
0
0
0
.
0
0
S2
.
1
2
.
4
0
0
.
1
4
0
.
0
0
0
.
0
0
0
.
0
0
0
.
1
4
0
.
0
0
0
.
1
4
S2
.
2
0
.
6
0
0
.
0
3
0
.
0
0
0
.
0
0
0
.
0
0
0
.
0
3
0
.
2
4
0
.
2
7
P
o
n
d
S2
.
3
0
.
7
0
0
.
0
4
0
.
0
0
0
.
0
0
0
.
0
0
0
.
0
4
0
.
0
0
0
.
0
4
S2
.
4
0
.
5
0
0
.
0
3
0
.
0
0
0
.
0
0
0
.
0
0
0
.
0
3
0
.
0
0
0
.
0
3
S2
.
5
6
.
9
1
4
0
.
4
0
0
.
3
2
0
.
5
9
0
.
0
9
1
.
4
0
0
.
0
0
1
.
4
0
S3
.
1
0
0
0
.
0
0
0
.
0
0
0
.
0
0
0
.
0
0
0
.
0
0
0
.
0
0
0
.
0
0
TO
T
A
L
S
1
6
1
6
0
.
9
2
0
.
3
7
0
.
9
9
0
.
1
8
2
.
4
6
0
.
3
2
2
.
7
8
Ne
w
I
m
p
e
r
v
i
o
u
s
S
u
r
f
a
c
e
Pre and Post Development Discharge Table
PRESERVE AT RICE LAKE 8/4/2013
Pre-Development and Post-Development Discharge Summary
= Increase over existing
= Decrease from existing
HydroCAD Results Summarized in Table Below:
Discharge
PointPrePostChangePrePostChangePrePostChange
D14.04.20.26.06.10.111.912.40.5
D25.85.80.012.511.9-0.621.917.0-4.9
D31.11.20.12.52.70.24.74.90.2
TOTAL6.66.5-0.114.113.2-0.925.019.4-5.6
2-Year Storm (cfs)10-Year Storm (cfs)100-Year Storm (cfs)
Pr
e
-
D
e
v
e
l
o
p
m
e
n
t
D
r
a
i
n
a
g
e
A
r
e
a
a
n
d
C
u
r
v
e
N
u
m
b
e
r
T
a
b
l
e
PR
E
S
E
R
V
E
A
T
R
I
C
E
L
A
K
E
8/
4
/
2
0
1
3
Pr
e
-
D
e
v
e
l
o
p
m
e
n
t
A
r
e
a
a
n
d
C
u
r
v
e
N
u
m
b
e
r
H
y
d
r
o
C
A
D
I
n
p
u
t
s
Hy
d
r
o
C
A
D
To
t
a
l
Ca
t
c
h
m
e
n
t
A
r
e
a
C
N
A
r
e
a
C
N
A
r
e
a
C
N
A
r
e
a
C
o
m
m
e
n
t
s
S1
.
1
4
.
4
4
7
4
4
.
0
0
7
9
8
.
4
4
I
n
c
l
.
1
.
2
0
a
c
r
e
M
n
D
O
T
R
W
S2
.
1
2
.
4
0
7
4
1
.
4
0
7
9
3
.
8
0
S2
.
2
2
.
2
9
7
4
0
.
8
0
7
9
3
.
0
9
I
n
c
l
.
0
.
8
7
a
c
r
e
M
n
D
O
T
R
W
S3
.
1
1
.
0
2
7
4
0
.
4
0
7
9
1
.
4
2
I
n
c
l
.
0
.
2
3
a
c
r
e
M
n
D
O
T
R
W
FT
4
.
1
1
.
0
2
8
3
1
.
0
2
F
l
o
w
t
h
r
o
u
g
h
-
f
r
o
m
w
e
s
t
FT
4
.
2
0
.
7
0
8
3
0
.
7
0
F
l
o
w
t
h
r
o
u
g
h
-
f
r
o
m
w
e
s
t
FT
4
.
3
1
.
3
9
8
3
1
.
3
9
F
l
o
w
t
h
r
o
u
g
h
-
f
r
o
m
w
e
s
t
FT
4
.
4
6
.
6
1
8
3
6
.
6
1
F
l
o
w
t
h
r
o
u
g
h
-
f
r
o
m
w
e
s
t
FT
4
.
5
0
.
8
6
8
3
0
.
8
6
F
l
o
w
t
h
r
o
u
g
h
-
f
r
o
m
w
e
s
t
FT
4
.
6
7
.
3
5
8
3
7
.
3
5
F
l
o
w
t
h
r
o
u
g
h
-
f
r
o
m
w
e
s
t
FT
4
.
7
3
.
4
4
8
3
3
.
4
4
F
l
o
w
t
h
r
o
u
g
h
-
f
r
o
m
w
e
s
t
FT
4
.
8
3
.
7
9
8
3
3
.
7
9
F
l
o
w
t
h
r
o
u
g
h
-
f
r
o
m
w
e
s
t
FT
5
.
1
9
.
1
4
8
0
9
.
1
4
F
l
o
w
t
h
r
o
u
g
h
-
f
r
o
m
n
o
r
t
h
TO
T
A
L
S
4
4
.
4
5
6
.
6
0
0
.
0
0
5
1
.
0
5
Ar
e
a
1
A
r
e
a
2
A
r
e
a
3
Dr
a
i
n
a
g
e
A
r
e
a
a
n
d
C
u
r
v
e
N
u
m
b
e
r
T
a
b
l
e
PR
E
S
E
R
V
E
A
T
R
I
C
E
L
A
K
E
6/
8
/
2
0
1
3
Po
s
t
-
D
e
v
e
l
o
p
m
e
n
t
A
r
e
a
a
n
d
C
u
r
v
e
N
u
m
b
e
r
H
y
d
r
o
C
A
D
I
n
p
u
t
s
Hy
d
r
o
C
A
D
To
t
a
l
Ca
t
c
h
m
e
n
t
A
r
e
a
C
N
A
r
e
a
C
N
A
r
e
a
C
N
A
r
e
a
C
o
m
m
e
n
t
s
S1
.
1
0
.
7
8
7
4
0
.
0
6
9
8
2
.
2
8
7
9
3
.
1
2
S1
.
1
A
0
.
5
2
7
4
0
.
1
8
9
8
0
.
4
0
7
9
1
.
1
0
S1
.
2
0
.
0
6
7
4
0
.
1
4
9
8
0
.
2
0
S1
.
3
0
.
3
7
7
4
0
.
4
4
9
8
0
.
8
1
I
n
c
l
.
0
.
2
9
a
c
r
e
M
n
D
O
T
R
W
S1
.
4
0
.
6
4
7
4
0
.
0
8
9
8
0
.
7
2
I
n
c
l
.
0
.
5
0
a
c
r
e
M
n
D
O
T
R
W
S1
.
5
0
.
7
5
7
9
0
.
7
5
S2
.
1
0
.
7
0
7
4
0
.
1
4
9
8
0
.
3
0
7
9
1
.
1
4
S2
.
2
0
.
3
7
7
4
0
.
2
7
9
8
0
.
1
0
7
9
0
.
7
4
S2
.
3
1
.
1
7
7
4
0
.
0
4
9
8
0
.
8
4
7
9
2
.
0
5
I
n
c
l
.
0
.
6
7
a
c
r
e
M
n
D
O
T
R
W
S2
.
4
0
.
7
3
7
4
0
.
0
3
9
8
0
.
7
6
I
n
c
l
.
0
.
1
9
a
c
r
e
M
n
D
O
T
R
W
S2
.
5
1
.
4
7
7
4
1
.
4
0
9
8
2
.
8
7
I
n
c
l
.
0
.
4
3
a
c
r
e
M
n
D
O
T
R
W
S3
.
1
0
.
8
8
7
4
0
.
4
0
7
9
1
.
2
8
I
n
c
l
.
0
.
2
3
a
c
r
e
M
n
D
O
T
R
W
FT
4
.
1
1
.
0
2
8
3
1
.
0
2
F
l
o
w
t
h
r
o
u
g
h
-
f
r
o
m
w
e
s
t
FT
4
.
2
0
.
7
0
8
3
0
.
7
0
F
l
o
w
t
h
r
o
u
g
h
-
f
r
o
m
w
e
s
t
FT
4
.
3
1
.
3
9
8
3
1
.
3
9
F
l
o
w
t
h
r
o
u
g
h
-
f
r
o
m
w
e
s
t
FT
4
.
4
6
.
6
1
8
3
6
.
6
1
F
l
o
w
t
h
r
o
u
g
h
-
f
r
o
m
w
e
s
t
FT
4
.
5
0
.
8
6
8
3
0
.
8
6
F
l
o
w
t
h
r
o
u
g
h
-
f
r
o
m
w
e
s
t
FT
4
.
6
7
.
3
5
8
3
7
.
3
5
F
l
o
w
t
h
r
o
u
g
h
-
f
r
o
m
w
e
s
t
FT
4
.
7
3
.
4
4
8
3
3
.
4
4
F
l
o
w
t
h
r
o
u
g
h
-
f
r
o
m
w
e
s
t
FT
4
.
8
3
.
7
9
8
3
3
.
7
9
F
l
o
w
t
h
r
o
u
g
h
-
f
r
o
m
w
e
s
t
FT
5
.
1
9
.
1
4
8
0
9
.
1
4
F
l
o
w
t
h
r
o
u
g
h
-
f
r
o
m
n
o
r
t
h
TO
T
A
L
S
4
2
.
7
4
3
.
1
8
3
.
9
2
4
9
.
8
4
Ar
e
a
1
A
r
e
a
2
A
r
e
a
3
Pr
e
D
e
v
e
l
o
p
m
e
n
t
T
i
m
e
o
f
C
o
n
c
e
n
t
r
a
t
i
o
n
H
y
d
r
o
C
A
D
I
n
p
u
t
T
a
b
l
e
PR
E
S
E
R
V
E
A
T
R
I
C
E
L
A
K
E
Pr
e
-
D
e
v
e
l
o
p
m
e
n
t
T
i
m
e
o
f
C
o
n
c
e
n
t
r
a
t
i
o
n
H
y
d
r
o
C
A
D
I
n
p
u
t
s
8/
4
/
2
0
1
3
Sh
e
e
t
F
l
o
w
Ma
n
n
i
n
g
s
Sh
a
l
l
o
w
C
o
n
c
e
n
t
r
a
t
e
d
F
l
o
w
Ve
l
o
c
i
t
y
Su
r
f
a
c
e
(n
)
Su
r
f
a
c
e
D
e
s
c
r
i
p
t
i
o
n
Fa
c
t
o
r
(
f
p
s
)
Sm
o
o
t
h
s
u
r
f
a
c
e
s
0
.
0
1
1
P
a
v
e
d
2
0
.
3
Fa
l
l
o
w
0
.
0
5
U
n
p
a
v
e
d
1
6
.
1
Cu
l
t
i
v
a
t
e
d
:
R
e
s
i
d
u
e
<
=
2
0
%
0
.
0
6
G
r
a
s
s
e
d
W
a
t
e
r
w
a
y
1
5
.
0
Cu
l
t
i
v
a
t
e
d
:
R
e
s
i
d
u
e
>
2
0
%
0
.
1
7
N
e
a
r
l
y
B
a
r
e
&
U
n
t
i
l
l
e
d
1
0
.
0
Gr
a
s
s
:
S
h
o
r
t
0
.
1
5
C
u
l
t
i
v
a
t
e
d
S
t
r
a
i
g
h
t
R
o
w
s
9
.
0
Gr
a
s
s
:
D
e
n
s
e
0
.
2
4
S
h
o
r
t
G
r
a
s
s
P
a
s
t
u
r
e
7
.
0
Gr
a
s
s
:
B
e
r
m
u
d
a
0
.
4
1
W
o
o
d
l
a
n
d
5
.
0
Ra
n
g
e
0
.
1
3
F
o
r
e
s
t
w
/
H
e
a
v
y
L
i
t
t
e
r
2
.
5
Hy
d
r
o
C
A
D
Ca
t
c
h
m
e
n
t
L
e
n
g
t
h
S
l
o
p
e
M
a
n
n
i
n
g
s
L
e
n
g
t
h
S
l
o
p
e
M
a
n
n
i
n
g
s
L
e
n
g
t
h
S
l
o
p
e
V
e
l
.
F
a
c
t
o
r
L
e
n
g
t
h
S
l
o
p
e
V
e
l
.
F
a
c
t
o
r
S1
.
1
2
0
0
0
.
1
0
0
0
.
2
4
4
1
0
0
.
0
2
0
7
.
0
0
S2
.
1
2
0
0
0
.
1
0
0
0
.
2
4
2
5
0
0
.
0
2
0
7
.
0
0
S2
.
2
2
0
0
0
.
0
1
5
0
.
2
4
4
2
0
0
.
0
2
5
7
.
0
0
S3
.
1
6
0
0
.
2
5
0
0
.
2
4
1
4
0
0
.
0
5
5
0
.
2
4
1
6
0
0
.
0
1
5
7
.
0
0
FT
4
.
1
8
0
0
.
2
0
0
0
.
1
5
1
2
0
0
.
0
2
5
0
.
2
4
FT
4
.
2
8
0
0
.
0
8
0
0
.
2
4
FT
4
.
3
5
0
0
.
0
2
0
0
.
1
5
1
5
0
0
.
0
1
0
2
0
.
3
0
FT
4
.
4
2
0
0
0
.
0
6
0
0
.
1
5
3
3
0
0
.
0
2
0
1
5
.
0
0
7
0
0
.
0
2
0
2
0
.
3
0
FT
4
.
5
2
0
0
0
.
0
2
5
0
.
1
5
2
0
0
.
2
0
0
1
5
.
0
0
FT
4
.
6
8
0
0
.
0
2
0
0
.
1
5
2
6
0
0
.
0
1
0
2
0
.
3
0
FT
4
.
7
1
9
0
0
.
0
4
0
0
.
1
5
1
9
0
0
.
0
1
0
1
5
.
0
0
FT
4
.
8
2
0
0
0
.
0
3
5
0
.
1
5
3
5
0
0
.
0
4
0
1
5
.
0
0
FT
5
.
1
2
0
0
0
.
0
3
0
0
.
1
5
4
0
0
0
.
0
4
0
1
5
.
0
0
3
8
0
0
.
0
2
0
2
0
.
3
0
Sh
e
e
t
F
l
o
w
1
Sh
a
l
l
o
w
C
o
n
c
e
n
t
r
a
t
e
d
F
l
o
w
2
Sh
e
e
t
F
l
o
w
2
S
h
a
l
l
o
w
C
o
n
c
e
n
t
r
a
t
e
d
F
l
o
w
1
Po
s
t
D
e
v
e
l
o
p
m
e
n
t
T
i
m
e
o
f
C
o
n
c
e
n
t
r
a
t
i
o
n
H
y
d
r
o
C
A
D
I
n
p
u
t
T
a
b
l
e
PR
E
S
E
R
V
E
A
T
R
I
C
E
L
A
K
E
Po
s
t
-
D
e
v
e
l
o
p
m
e
n
t
T
i
m
e
o
f
C
o
n
c
e
n
t
r
a
t
i
o
n
H
y
d
r
o
C
A
D
I
n
p
u
t
s
6/
8
/
2
0
1
3
Sh
e
e
t
F
l
o
w
Ma
n
n
i
n
g
s
Sh
a
l
l
o
w
C
o
n
c
e
n
t
r
a
t
e
d
F
l
o
w
Ve
l
o
c
i
t
y
Su
r
f
a
c
e
(n
)
Su
r
f
a
c
e
D
e
s
c
r
i
p
t
i
o
n
Fa
c
t
o
r
(
f
p
s
)
Sm
o
o
t
h
s
u
r
f
a
c
e
s
0
.
0
1
1
P
a
v
e
d
2
0
.
3
Fa
l
l
o
w
0
.
0
5
U
n
p
a
v
e
d
1
6
.
1
Cu
l
t
i
v
a
t
e
d
:
R
e
s
i
d
u
e
<
=
2
0
%
0
.
0
6
G
r
a
s
s
e
d
W
a
t
e
r
w
a
y
1
5
.
0
Cu
l
t
i
v
a
t
e
d
:
R
e
s
i
d
u
e
>
2
0
%
0
.
1
7
N
e
a
r
l
y
B
a
r
e
&
U
n
t
i
l
l
e
d
1
0
.
0
Gr
a
s
s
:
S
h
o
r
t
0
.
1
5
C
u
l
t
i
v
a
t
e
d
S
t
r
a
i
g
h
t
R
o
w
s
9
.
0
Gr
a
s
s
:
D
e
n
s
e
0
.
2
4
S
h
o
r
t
G
r
a
s
s
P
a
s
t
u
r
e
7
.
0
Gr
a
s
s
:
B
e
r
m
u
d
a
0
.
4
1
W
o
o
d
l
a
n
d
5
.
0
Ra
n
g
e
0
.
1
3
F
o
r
e
s
t
w
/
H
e
a
v
y
L
i
t
t
e
r
2
.
5
Hy
d
r
o
C
A
D
Ca
t
c
h
m
e
n
t
L
e
n
g
t
h
S
l
o
p
e
M
a
n
n
i
n
g
s
L
e
n
g
t
h
S
l
o
p
e
M
a
n
n
i
n
g
s
L
e
n
g
t
h
S
l
o
p
e
V
e
l
.
F
a
c
t
o
r
L
e
n
g
t
h
S
l
o
p
e
V
e
l
.
F
a
c
t
o
r
S1
.
1
2
0
0
0
.
0
6
0
0
.
2
0
1
4
0
0
.
0
3
0
7
.
0
0
S1
.
1
A
1
0
0
0
.
0
8
0
0
.
1
5
S1
.
2
1
0
0
.
0
2
0
0
.
1
5
5
0
0
0
.
0
2
0
2
0
.
3
0
S1
.
3
8
0
0
.
1
2
0
0
.
2
4
3
0
0
.
0
4
0
0
.
2
4
1
7
0
0
.
0
1
5
0
.
0
1
S1
.
4
2
0
0
0
.
1
0
0
0
.
2
4
2
0
0
.
3
3
0
1
5
.
0
0
S1
.
5
7
0
0
.
2
5
0
0
.
2
4
1
3
0
0
.
0
2
0
0
.
2
4
3
0
0
.
0
2
0
1
5
.
0
0
S2
.
1
8
0
0
.
1
5
0
0
.
1
5
8
0
0
.
0
2
0
0
.
2
4
S2
.
2
1
3
0
0
.
1
2
0
0
.
2
0
S2
.
3
2
0
0
0
.
0
1
5
0
.
2
4
4
2
0
0
.
0
2
5
7
.
0
0
S2
.
4
5
0
0
.
2
5
0
0
.
2
4
1
5
0
0
.
0
4
0
0
.
1
5
1
1
0
0
.
0
2
0
1
5
.
0
0
S2
.
5
7
0
0
.
2
5
0
0
.
2
4
1
1
0
0
.
0
2
0
0
.
1
5
9
0
0
.
0
2
0
2
0
.
3
0
S3
.
1
6
0
0
.
2
5
0
0
.
2
4
1
4
0
0
.
0
5
5
0
.
2
4
1
6
0
0
.
0
1
5
7
.
0
0
FT
4
.
1
8
0
0
.
2
0
0
0
.
1
5
1
2
0
0
.
0
2
5
0
.
2
4
FT
4
.
2
8
0
0
.
0
8
0
0
.
2
4
FT
4
.
3
5
0
0
.
0
2
0
0
.
1
5
1
5
0
0
.
0
1
0
2
0
.
3
0
FT
4
.
4
2
0
0
0
.
0
6
0
0
.
1
5
3
3
0
0
.
0
2
0
1
5
.
0
0
7
0
0
.
0
2
0
2
0
.
3
0
FT
4
.
5
2
0
0
0
.
0
2
5
0
.
1
5
2
0
0
.
2
0
0
1
5
.
0
0
FT
4
.
6
8
0
0
.
0
2
0
0
.
1
5
2
6
0
0
.
0
1
0
2
0
.
3
0
FT
4
.
7
1
9
0
0
.
0
4
0
0
.
1
5
1
9
0
0
.
0
1
0
1
5
.
0
0
FT
4
.
8
2
0
0
0
.
0
3
5
0
.
1
5
3
5
0
0
.
0
4
0
1
5
.
0
0
FT
5
.
1
2
0
0
0
.
0
3
0
0
.
1
5
4
0
0
0
.
0
4
0
1
5
.
0
0
3
8
0
0
.
0
2
0
2
0
.
3
0
Sh
e
e
t
F
l
o
w
1
Sh
a
l
l
o
w
C
o
n
c
e
n
t
r
a
t
e
d
F
l
o
w
2
Sh
e
e
t
F
l
o
w
2
S
h
a
l
l
o
w
C
o
n
c
e
n
t
r
a
t
e
d
F
l
o
w
1
Permanent Pool Volume Calculatons
PRESERVE AT RICE LAKE
Permanent Pool Volume Calculations8/4/2013
ContourArea (ac)Vol. (ac-ft)
887.00.010Pond Bottom
888.00.0100.010
889.00.0200.015
890.00.0300.025
891.00.0500.040
892.00.1000.075NWL
Total0.165
ContourArea (ac)Vol. (ac-ft)
886.00.060Pond Bottom
888.00.0900.150
890.00.1400.230
892.00.1900.330
894.00.3100.500NWL
Total1.210
West Pond Permanent Pool Volume
East Pond Permanent Pool Volume
Water Quality Summary
PRESERVE AT RICE LAKE 8/4/2013
Water Quality Summary
VariableEast Pond Removal %
P0%
P10%87.2
P30%94.1
P50%97
P80%99.5
TSS95.5
TP62.5
TKN52.9
CU65.7
PB84.8
ZN10.9
HC84.8
VariableWest Pond Removal %
P0%
P10%76.8
P30%88.9
P50%96.0
P80%99.6
TSS92.2
TP53.5
TKN44.0
CU58.0
PB79.2
ZN8.1
HC79.2