Stormwater Drainage Design Summary 9-21-06
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MENDOTA HEIGHTS
CORPORATE OFFICE
2422 Enterprise Drive
Mendota Heights. MN 55120
phone (651) 681-1914
fax (651) 681-9488
CIVIL ENGINEERS
LAND PLANNERS
LAND SURVEYORS
LANDSCAPE ARCHITECTS
COON RAPIDS OFFICE
201 85th Avenue N.W.
Coon Rapids. MN 55433
phone (763)783-1880
fax (763) 783-1883
www.pioneereng.com
STORMWATER DRAINAGE DESIGN SUMMARY
Prepared for
SIENNA CORPORATION
4940 VIKING DRIVE, SillTE 608
EDINA, MN 55435
For
LAKESIDE DEVELOPMENT
In
C~SSEN,MINNESOTA
I herby certify that this Specification, plan, or report was prepared by me or under my direct
supervision and that I am a duly Licensed Professional Engineer under the laws of the State of
Minnesota.
CITY OF CHANHASSEN
RECEIVED
pcJy ~~me
~.Reg.No. 19860
OCT 0 2 2006
Date:
tt- 2 ( - ~
CHANHASSEN PLANNING DEPT
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TABLE OF CONTENTS
1) INTRODUCTION
2) STORMWATERSUMMARY
APPENDIX:
A. POND OUTLET DETAIL
B. HYDRO CAD MODELS 2YR, 10YR, 100YR WITH
EXISTING AND PURPOSED MAPS
C. PREVIOUSLY PREPARED NORTH BAY STORM WATER MODEL
3
4
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1 INTRODUCTION
This document presents a storm water drainage plan for development of Lakeside in Chanhassen,
Minnesota.
The entire development is approximately 25 acres with 62 units of multiple housing along with 3
multiple level condo building with the number of units yet to be determined. The project owner
and developer is Sienna Development.
The following are outlined in this storm water drainage plan:
. Storm water summary
. Pond dead storage calculations wi HydroCAD models
. Pond outlet details
. Existing HydroCAD models wi drainage area map
. Proposed HydroCAD models wi drainage area map
. Storm sewer design calculations wi drainage area map
The conclusions from the HydroCAD analysis shows that the ponding designed for the property
will achieve both water quality concerns with the dead storage quantity, along with rate control
leaving the site compared to the existing land use.
The adjacent low point by State Highway 212 north of Bear Path's property will not receive any
additional water from our property post construction vs. pre construction. The ponding design
calculated for the highway project will still be able to handle the applicable storm events.
The changes to HWY 212 were taken into account when developing our site. There is a large
berm that will limit the water released onto our property from the highway and those numbers
were used in the HydroCAD models.
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2 STORM WATER SUMMARY
The following is a summary of discharge rates to the existing pond in North Bay.
Existing
Area = 20.35 Ac.
2 Yr. (2.75")
Runoff= 16.46 cfs
10 Yr. (4.2")
Runoff = 28.60 cfs
100 Yr. (6.0")
Runoff = 28.60 cfs
Proposed
Area = 21.43 Ac.
Runoff = 25.57 cfs
Runoff = 28.60 cfs
Runoff= 9.78 cfs
The following is a summary of discharge rates to the existing pond on the Bear Path Property
2 Yr. (2.75") 10 Yr. (6.0") 100 Yr. (6.0")
Existing Runoff = 2.89 cfs Runoff= 7.00 cfs Runoff = 12.82 cfs
Area = 2.66 Ac.
Proposed Runoff= 2.27 cfs Runoff = 5.22 cfs Runoff= 9.29 cfs
Area = 1.82 Ac.
Pond Data
Pond EX. HWL NWL 2 YearHWL* 10 YearHWL* 100 Year HWL*
1 871.0 873.2 874.5 876.2
2 878.0 878.9 879.5 880.7
N.Bay 871.0 867.0 867.8 869.7 871.1
Landscape Channel Depth 0.8' 1.24' 1.62'
*Note: The HWL for North Bay Pond was taken from and existing model at 871.0
2 year high water levels were set from the 2 year, 2.75" rainfall event.
10 year high water levels were set from the 10 year, 4.2" rainfall event.
100 year high water levels were set from the 100 year, 6.0" rainfall event.
See HydroCAD models for rate control analysis.
3 POND DEAD STORAGE CALCULATIONS
POND 1 2.5" Inflow Volume = 2.467 Ac-ft
Ac. Ac-ft Cum. Ac-ft
871 0.48
870 0.37 0.425
868 0.30 0.67
866 0.23 0.53
864 0.17 0.40
862 0.13 0.30
860 0.07 0.20 2.525
-------------------
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APPENDIX B
HYDRO CAD MODELS 2YR, lOYR, lOOYR WITH EXISTINGAND PURPOSED MAPS
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NE POND NEW NE POND EX LANDfAPE
LAK IEW LANSCA E POND LAKE IEW
A4-.~.
M
,cCt' c Cc
existing pond in NorthPOND 1
Bay
POND 2
EX PIPE
.A~
Drainage Diagram for Lakeside at Bearpath
Prepared by {enter your company name here} 9/21/2006
HydroCAOO B.OO sin 001325 @ 2006 HydroCAD Software Solutions LLC
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lakeside at Bearpath
Prepared by {enter your company name here}
HydroCAD@ 8.00 sIn 001325 @ 2006 HydroCAD Software Solutions LLC
Area Listing (all nodes)
Area (acres) CN Descriotion (subcats)
29.100 74 >75% Grass cover, Good, HSG C (1S,EX,EX NE,NEW,NEW NE)
10.000 84 town homes west of North Bay (2S)
13.000 85 North bay (2S)
2.000 92 Lyman Blvd (2S)
17.160 98 Paved parking & roofs (1S,EX,NEW,NEW NE)
71.260
Page 2
9/21/2006
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lakeside at Bearpath
Prepared by {enter your company name here}
HydroCAD@ 8.00 sIn 001325 @2006 HydroCAD Software Solutions LLC
Type /I 24-hr 2. 75 Rainfal/=2.75"
Page 3
9/21/2006
Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment 1S: LANDSCAPE
Runoff Area=4.260 ac Runoff Depth=1.38"
Tc=25.0 min CN=85 Runoff=5.68 cfs 0.490 af
Subcatchment 2S: North Bay
Runoff Area=25.000 ac Runoff Depth=1.38"
Tc=20.0 min CN=85 Runoff=38.07 cfs 2.876 af
Subcatchment EX: LAKEVlEW
Runoff Area=20.350 ac Runoff Depth=1.01"
Tc=30.0min CN=79 Runoff=17.00cfs 1.711 af
Subcatchment EX NE: NE POND EX
Runoff Area=2.660 ac Runoff Depth=O.75"
Tc=10.0 min CN=74 Runoff=2.89 cfs 0.167 af
Subcatchment NEW: LAKEVlEW
Runoff Area=17.170 ac Runoff Depth=1.68"
Tc=15.0 min CN=89 Runoff=36.78 cfs 2.397 af
Subcatchment NEW NE: NE POND NEW
Runoff Area=1.820 ac Runoff Depth=0.85"
Tc=10.0 min CN=76 Runoff=2.27 cfs 0.129 af
Reach 1 R: LANSCAPE POND Avg. Depth=0.84' Max Vel=0.56 fps Inflow=5.68 cfs 0.490 af
n=0.300 L=800.0' S=0.0250 'f Capacity=32.09 cfs Outflow=3.56 cfs 0.490 af
Pond 1 P: EX PIPE
Peak Elev=873.74' Storage=3,552 cf Inflow=17.00 cfs 1.711 af
33.0" x 40.0' Culvert Outflow=16.46 cfs 1.711 af
Pond 2P: POND 2
Peak Elev=878.90' Storage=255 cf Inflow=3.56 cfs 0.490 af
18.0" x 35.0' Culvert Outflow=3.55 cfs 0.490 af
Pond 3P: POND 1
Peak Elev=873.23' Storage=163,963 cf Inflow=37.88 cfs 2.887 af
33.0" x 40.0' Culvert Outflow=9.78 cfs 2.353 af
Pond 4P: existing pond in North Bay
Peak Elev=867.94' Storage=3.003 af Inflow=42.62 cfs 5.230 af
Outflow=22.96 cfs 5.229 af
Total Runoff Area = 71.260 ac Runoff Volume = 7.771 af Average Runoff Depth = 1.31"
75.92% Pervious Area = 54.100 ac 24.08% Impervious Area = 17.160 ac
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Lakeside at Bearpath
Prepared by {enter your company name here}
HydroCAD@ 8.00 sIn 001325 @2006 HydroCAD Software Solutions LLC
Type /I 24-hr 2. 75 Rainfal/=2.75"
Page 4
9/21/2006
Runoff
Subcatchment 1 S: LANDSCAPE
=
5.68 cfs @ 12.19 hrs, Volume=
0.490 af, Depth= 1.38"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2.75 Rainfall=2.75"
Area (ac)
2.260
2.000
4.260
2.260
2.000
T c Length
(min) (feet)
25.0
Runoff =
CN Description
74 >75% Grass cover, Good, HSG C
98 Paved parking & roofs
85 Weighted Average
Pervious Area
Impervious Area
Slope Velocity Capacity Description
(ftlft) (ftlsec) (cfs)
Direct Entry,
Subcatchment 2S: North Bay
38.07 cfs @ 12.13 hrs, Volume=
2.876 af, Depth= 1.38"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2.75 Rainfall=2.75"
Area (ac)
13.000
2.000
10.000
25.000
25.000
T c Length
(min) (feet)
20.0
Runoff =
CN Description
85 North bay
92 Lyman Blvd
84 town homes west of North Bay
85 Weighted Average
Pervious Area
Slope Velocity Capacity Description
(ftlft) (ftlsec) (cfs)
Direct Entry,
Subcatchment EX: LAKEVIEW
17.00 cfs @ 12.26 hrs, Volume=
1.711 af, Depth= 1.01"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2.75 Rainfall=2.75"
Area (ac)
16.110
4.240
20.350
16.110
4.240
CN Description
74 > 75% Grass cover, Good, HSG C
98 Paved parking & roofs
79 Weighted Average
Pervious Area
Impervious Area
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Lakeside at Bearpath
Prepared by {enter your company name here}
HydroCAD@ 8.00 sIn 001325 @ 2006 HydroCAD Software Solutions LLC
Type /I 24-hr 2. 75 Rainfal/=2.75"
Page 5
9/21/2006
T c Length
(min) (feet)
30.0
Runoff
Slope Velocity Capacity Description
(ftlft) (ftlsec) (cfs)
Direct Entry,
Subcatchment EX NE: NE POND EX
=
2.89 cfs @ 12.03 hrs, Volume=
0.167 af, Depth= 0.75"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2.75 Rainfall=2.75"
Area (ac)
2.660
2.660
T c Length
(min) (feet)
10.0
Runoff
CN Description
74 >75% Grass cover, Good, HSG C
Pervious Area
Slope Velocity Capacity Description
(ftlft) (ftlsec) (cfs)
Direct Entry,
Subcatchment NEW: LAKEVIEW
=
36.78 cfs @ 12.07 hrs, Volume=
2.397 af, Depth= 1.68"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2.75 Rainfall=2.75"
Area (ac)
10.800
6.370
17.170
6.370
10.800
Tc Length
(min) (feet)
15.0
Runoff
CN Description
98 Paved parking & roofs
74 >75% Grass cover, Good, HSG C
89 Weighted Average
Pervious Area
Impervious Area
Slope Velocity Capacity Description
(ftlft) (ftlsec) (cfs)
Direct Entry, 15
Subcatchment NEW NE: NE POND NEW
=
2.27 cfs @ 12.03 hrs, Volume=
0.129 af, Depth= 0.85"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 2.75 Rainfall=2.75"
Area (ac)
1.700
0.120
1.820
1.700
0.120
CN Description
74 >75% Grass cover, Good, HSG C
98 Paved parking & roofs
76 Weighted Average
Pervious Area
Impervious Area
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Lakeside at Bearpath
Prepared by {enter your company name here}
HydroCAD@ 8.00 sIn 001325 @ 2006 HydroCAD Software Solutions LLC
Type /I 24-hr 2. 75 Rainfal/=2.75"
Page 6
9/21/2006
Tc Length
(min) (feet)
10.0
Slope Velocity Capacity Description
(fUft) (fUsec) (cfs)
Direct Entry,
Reach 1 R: LANSCAPE POND
Inflow Area =
Inflow =
Outflow =
4.260 ac, Inflow Depth = 1.38" for 2.75 event
5.68 cfs @ 12.19 hrs, Volume= 0.490 af
3.56 cfs @ 12.39 hrs, Volume= 0.490 af, Atten= 37%, Lag= 12.2 min
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.56 fps, Min. Travel Time= 23.6 min
Avg. Velocity = 0.13 fps, Avg. Travel Time= 100.8 min
Peak Storage= 5,044 cf @ 12.39 hrs, Average Depth at Peak Storage= 0.84'
Bank-Full Depth= 2.50', Capacity at Bank-Full= 32.09 cfs
5.00' x 2.50' deep channel, n= 0.300
Side Slope Z-value= 3.0 'f Top Width= 20.00'
Length= 800.0' Slope= 0.0250 'f
Inlet Invert= 900.00', Outlet Invert= 880.00'
Pond 1 P: EX PIPE
Inflow Area =
Inflow =
Outflow =
Primary =
20.350 ac, Inflow Depth = 1.01"
17.00 cfs @ 12.26 hrs, Volume=
16.46 cfs @ 12.32 hrs, Volume=
16.46 cfs @ 12.32 hrs, Volume=
for 2.75 event
1.711 af
1.711 af, Atten= 3%, Lag= 3.3 min
1.711 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 873.74' @ 12.32 hrs Surf.Area= 2,548 sf Storage= 3,552 cf
Plug-Flow detention time= 7.4 min calculated for 1.710 af (100% of inflow)
Center-of-Mass del. time= 7.5 min (880.7 - 873.3)
Volume
#1
Invert Avail.StoraQe StoraQe Description
872.00' 64,899 cf Custom Stage Data (Prismatic) Listed below (Recalc)
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lakeside at Bearpath
Prepared by {enter your company name here}
HydroCAD@ 8.00 sIn 001325 @ 2006 HydroCAD Software Solutions LLC
Type /I 24-hr 2. 75 Rainfal/=2.75"
Page 7
9/21/2006
Elevation
(feet)
872.00
874.00
876.00
878.00
Device RoutinQ
#1 Primary
Surf.Area
(sQ-ft)
1,529
2,699
5,486
47,000
Inc.Store
(cubic-feet)
o
4,228
8,185
52,486
Cum. Store
(cubic-feet)
o
4,228
12,413
64,899
Invert Outlet Devices
872.00' 33.0" x 40.0' long Culvert
RCP, end-section conforming to fill, Ke= 0.500
Outlet Invert= 871.00' S= 0.0250 'f Cc= 0.900 n= 0.013
Primary OutFlow Max=16.36 cfs @ 12.32 hrs HW=873.74' TW=872.74' (TW follows 1.00' below HW)
L1=Culvert (Outlet Controls 16.36 cfs @ 5.91 fps)
Inflow Area =
Inflow =
Outflow =
Primary =
Pond 2P: POND 2
4.260 ac, Inflow Depth = 1.38"
3.56 cfs @ 12.39 hrs, Volume=
3.55 cfs @ 12.42 hrs, Volume=
3.55 cfs @ 12.42 hrs, Volume=
for 2.75 event
0.490 af
0.490 af, Atten= 0%, Lag= 1.5 min
0.490 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 878.90' @ 12.42 hrs Surf.Area= 565 sf Storage= 255 cf
Plug-Flow detention time= 1.1 min calculated for 0.490 af (100% of inflow)
Center-of-Mass del. time= 1.1 min ( 891.4 - 890.3 )
Volume
#1
Elevation
(feet)
878.00
880.00
882.00
Device
#1
RoutinQ
Primary
Invert
878.00'
Avail.StoraQe StoraQe Description
5,900 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Surf.Area
(sQ-ft)
1
1,256
3,387
Inc.Store
(cubic-feet)
o
1,257
4,643
Cum.Store
(cubic-feet)
o
1,257
5,900
Invert Outlet Devices
878.00' 18.0" x 35.0' long Culvert
RCP, end-section conforming to fill, Ke= 0.500
Outlet Invert= 877.50' S= 0.0143 'f Cc= 0.900 n= 0.013
Primary OutFlow Max=3.53 cfs @ 12.42 hrs HW=878.90' (Free Discharge)
L1=Culvert (Barrel Controls 3.53 cfs @ 4.60 fps)
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Lakeside at Bearpath
Prepared by {enter your company name here}
HydroCAO@ 8.00 sIn 001325 @2006 HydroCAO Software Solutions LLC
Type /I 24-hr 2. 75 Rainfal/=2.75"
Page 8
9/21/2006
Inflow Area =
Inflow =
Outflow =
Primary =
Pond 3P: POND 1
21.430 ac, Inflow Depth = 1.62"
37.88 cfs @ 12.07 hrs, Volume=
9.78 cfs @ 12.50 hrs, Volume=
9.78 cfs @ 12.50 hrs, Volume=
for 2.75 event
2.887 af
2.353 af, Atten= 74%, Lag= 25.5 min
2.353 af
Routing by Stor-Ind method. Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Starting Elev= 871.00' Surf.Area= 20,989 sf Storage= 109,613 cf
Peak Elev= 873.23' @ 12.50 hrs Surf.Area= 26,801 sf Storage= 163,963 cf (54,350 cf above start)
Plug-Flow detention time= (not calculated: initial storage excedes outflow)
Center-of-Mass det. time= 138.8 min ( 973.0 - 834.2 )
Volume
#1
Elevation
(feet)
860.00
862.00
864.00
866.00
868.00
870.00
871.00
872.00
874.00
876.00
877.00
Device Routing
#1 Primary
Invert
860.00'
Avail.Storage Storage Description
279,981 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Surf.Area
(sq-ft)
3,223
5,468
7,620
9,955
12,919
15,981
20,989
24,460
28,254
32,381
36,207
Inc.Store
(cubic-feet)
o
8,691
13,088
17.575
22,874
28,900
18,485
22.725
52,714
60,635
34,294
Cum. Store
(cubic-feet)
o
8,691
21,779
39.354
62,228
91,128
109,613
132,338
185,052
245,687
279,981
Invert Outlet Devices
872.00' 33.0" x 40.0' long Culvert
RCP, end-section conforming to fill, Ke= 0.500
Outlet Invert= 871.00' S= 0.0250 'f Cc= 0.900
n= 0.013 Concrete pipe, bends & connections
Primary OutFlow Max=9.76 cfs @ 12.50 hrs HW=873.23' TW=872.23' (TW follows 1.00' below HW)
L1=Culvert (Inlet Controls 9.76 cfs @ 3.78 fps)
Inflow Area =
Inflow =
Outflow =
Primary =
Pond 4P: existing pond in North Bay
46.430 ac, Inflow Depth> 1.35"
42.62 cfs @ 12.15 hrs, Volume=
22.96 cfs @ 12.44 hrs, Volume=
22.96 cfs @ 12.44 hrs, Volume=
for 2.75 event
5.230 af
5.229 af, Atten= 46%, Lag= 17.2 min
5.229 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Starting Elev= 867.00' Surf.Area= 0.690 ac Storage= 2.325 af
Peak Elev= 867.94' @ 12.44 hrs Surf.Area= 0.747 ac Storage= 3.003 af (0.678 af above start)
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lakeside at Bearpath
Prepared by {enter your company name here}
HydroCAD@ 8.00 sIn 001325 @ 2006 HydroCAD Software Solutions LLC
Type /I 24-hr 2. 75 Rainfal/=2.75"
Page 9
9/21/2006
Plug-Flow detention time= 295.6 min calculated for 2.901 af (55% of inflow)
Center-of-Mass det. time= 10.9 min ( 912.3 - 901.4 )
Volume
#1
Elevation
(feet)
860.00
862.00
864.00
866.00
867.00
868.00
870.00
871.00
Device Routin~
#1 Primary
#2 Primary
Invert Avail.Stora~e Storage Description
860.00' 5.565 af Custom Stage Data (Prismatic) Listed below (Recalc)
Surf.Area
(acres)
0.190
0.250
0.330
0.420
0.690
0.750
0.870
0.930
Inc. Store
(acre-feet)
0.000
0.440
0.580
0.750
0.555
0.720
1.620
0.900
Cum.Store
(acre-feet)
0.000
0.440
1.020
1.770
2.325
3.045
4.665
5.565
Invert Outlet Devices
863.00' 30.0" x 50.0' long Culvert
RCP, end-section conforming to fill, Ke= 0.500
Outlet Invert= 862.75' S= 0.0050 'f Cc= 0.900 n= 0.013
870.50' 25.0' long x 4.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66
2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32
Primary OutFlow Max=22.95 cfs @ 12.44 hrs HW=867.94' TW=867.00' (Fixed TW Elev= 867.00')
t1=culvert (Inlet Controls 22.95 cfs @ 4.68 fps)
2=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
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Lakeside at Bearpath
Prepared by {enter your company name here}
HydroCAD@ 8.00 sIn 001325 @ 2006 HydroCAD Software Solutions LLC
Type /I 24-hr 4.2 Rainfal/=4.20"
Page 1 0
9/21/2006
Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment 1 S: LANDSCAPE
Runoff Area=4.260 ac Runoff Depth=2.64"
Tc=25.0 min CN=85 Runoff=10.89 cfs 0.936 af
Subcatchment 2S: North Bay
Runoff Area=25.000 ac Runoff Depth=2.64"
Tc=20.0 min CN=85 Runoff=72.77 cfs 5.494 af
Subcatchment EX: LAKEVlEW
Runoff Area=20.350 ac Runoff Depth=2.13"
Tc=30.0 min CN=79 Runoff=37.28 cfs 3.607 af
Subcatchment EX NE: NE POND EX
Runoff Area=2.660 ac Runoff Depth=1.74"
Tc=10.0 min CN=74 Runoff=7.00 cfs 0.387 af
Subcatchment NEW: LAKEVlEW
Runoff Area=17.170 ac Runoff Depth=3.01"
Tc=15.0 min CN=89 Runoff=64.88 cfs 4.309 af
Subcatchment NEW NE: NE POND NEW
Runoff Area=1.820 ac Runoff Depth=1.89"
Tc=10.0 min CN=76 Runoff=5.22 cfs 0.287 af
Reach 1 R: LANSCAPE POND Avg. Depth=1.24' Max Vel=0.70 fps I nflow= 1 0.89 cfs 0.936 af
n=0.300 L=800.0' S=0.0250 'f Capacity=32.09 cfs Outflow=7.54 cfs 0.936 af
Pond 1 P: EX PIPE
Peak Elev=875.87' Storage=11 ,724 cf Inflow=37.28 cfs 3.607 af
33.0" x 40.0' Culvert Outflow=28.60 cfs 3.607 af
Pond 2P: POND 2
Peak Elev=879.50' Storage=711 cf Inflow=7.54 cfs 0.936 af
18.0" x 35.0' Culvert Outflow=7.40 cfs 0.936 af
Pond 3P: POND 1
Peak Elev=874.46' Storage=198,228 cf Inflow=67.65 cfs 5.245 af
33.0" x 40.0' Culvert Outflow=25.57 cfs 4.710 af
Pond 4P: existing pond in North Bay
Peak Elev=869.66' Storage=4.376 af Inflow=93.39 cfs 10.204 af
Outflow=38.58 cfs 10.204 af
Total Runoff Area = 71.260 ac Runoff Volume = 15.020 af Average Runoff Depth = 2.53"
75.92% Pervious Area = 54.100 ac 24.08% Impervious Area = 17.160 ac
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lakeside at Bearpath
Prepared by {enter your company name here}
HydroCAD@ 8.00 sIn 001325 @2006 HydroCAD Software Solutions LLC
Type /I 24-hr 4.2 Rainfal/=4.20"
Page 11
9/21/2006
Runoff
Subcatchment 1 S: LANDSCAPE
=
10.89 cfs @ 12.18 hrs, Volume=
0.936 af, Depth= 2.64"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 4.2 Rainfall=4.20"
Area (ac)
2.260
2.000
4.260
2.260
2.000
Tc Length
(min) (feet)
25.0
Runoff
CN Description
74 >75% Grass cover, Good, HSG C
98 Paved parking & roofs
85 Weighted Average
Pervious Area
Impervious Area
Slope Velocity Capacity Description
(ftIft) (ftIsec) (cfs)
Direct Entry,
Subcatchment 2S: North Bay
=
72.77 cfs @ 12.12 hrs, Volume=
5.494 af, Depth= 2.64"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 4.2 Rainfall=4.20"
Area (ac)
13.000
2.000
10.000
25.000
25.000
Tc Length
(min) (feet)
20.0
Runoff
CN Description
85 North bay
92 Lyman Blvd
84 townhomes west of North Bay
85 Weighted Average
Pervious Area
Slope Velocity Capacity Description
(ftIft) (ftIsec) (cfs)
Direct Entry,
Subcatchment EX: LAKEVIEW
=
37.28 cfs @ 12.25 hrs, Volume=
3.607 af, Depth= 2.13"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 4.2 Rainfall=4.20"
Area (ac)
16.110
4.240
20.350
16.110
4.240
CN Description
74 >75% Grass cover, Good, HSG C
98 Paved parking & roofs
79 Weighted Average
Pervious Area
Impervious Area
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Lakeside at Bearpath
Prepared by {enter your company name here}
HydroCAD@ 8.00 sIn 001325 @2006 HydroCAD Software Solutions LLC
Type /I 24-hr 4.2 Rainfal/=4.20"
Page 12
9/21/2006
Tc Length
(min) (feet)
30.0
Runoff =
Slope Velocity Capacity Description
(ftIft) (ftIsec) (cfs)
Direct Entry,
Subcatchment EX NE: NE POND EX
7.00 cfs @ 12.02 hrs, Volume=
0.387 af, Depth= 1.74"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 4.2 Rainfall=4.20"
Area (ac)
2.660
2.660
T c Length
(min) (feet)
10.0
Runoff
CN Description
74 >75% Grass cover, Good, HSG C
Pervious Area
Slope Velocity Capacity Description
(ftIft) (ftIsec) (cfs)
Direct Entry,
Subcatchment NEW: LAKEVIEW
=
64.88 cfs @ 12.07 hrs, Volume=
4.309 af, Depth= 3.01"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 4.2 Rainfall=4.20"
Area (ac)
10.800
6.370
17.170
6.370
10.800
T c Length
(min) (feet)
15.0
Runoff
CN Description
98 Paved parking & roofs
74 >75% Grass cover, Good, HSG C
89 Weighted Average
Pervious Area
Impervious Area
Slope Velocity Capacity Description
(ftIft) (ftIsec) (cfs)
Direct Entry, 15
Subcatchment NEW NE: NE POND NEW
=
5.22 cfs @ 12.02 hrs, Volume=
0.287 af, Depth= 1.89"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 4.2 Rainfall=4.20"
Area (a c)
1.700
0.120
1.820
1.700
0.120
CN Description
74 >75% Grass cover, Good, HSG C
98 Paved parking & roofs
76 Weighted Average
Pervious Area
Impervious Area
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Lakeside at Bearpath
Prepared by {enter your company name here}
HydroCAD@ 8.00 sIn 001325 @ 2006 HydroCAD Software Solutions LLC
Type /I 24-hr 4.2 Rainfal/=4.20"
Page 13
9/21/2006
Tc Length
(min) (feet)
10.0
Slope Velocity Capacity Description
(ftIft) (ftIsec) (cfs)
Direct Entry,
Reach 1 R: LANSCAPE POND
Inflow Area =
Inflow =
Outflow =
4.260 ac, Inflow Depth = 2.64" for 4.2 event
10.89cfs@ 12.18hrs, Volume= 0.936af
7.54 cfs @ 12.36 hrs, Volume= 0.936 af, Atten= 31%, Lag= 10.5 min
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.70 fps, Min. Travel Time= 19.1 min
Avg. Velocity = 0.15 fps, Avg. Travel Time= 86.9 min
Peak Storage= 8,644 cf @ 12.36 hrs, Average Depth at Peak Storage= 1.24'
Bank-Full Depth= 2.50', Capacity at Bank-Full= 32.09 cfs
5.00' x 2.50' deep channel, n= 0.300
Side Slope Z-value= 3.0 'f Top Width= 20.00'
Length= 800.0' Slope= 0.0250 'f
Inlet Invert= 900.00', Outlet Invert= 880.00'
Pond 1 P: EX PIPE
Inflow Area =
Inflow =
Outflow =
Primary =
20.350 ac, Inflow Depth = 2.13"
37.28 cfs @ 12.25 hrs, Volume=
28.60 cfs @ 12.20 hrs, Volume=
28.60 cfs @ 12.20 hrs, Volume=
for 4.2 event
3.607 af
3.607 af, Atten= 23%, Lag= 0.0 min
3.607 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 875.87' @ 12.42 hrs Surf.Area= 5,308 sf Storage= 11,724 cf
Plug-Flow detention time= 6.4 min calculated for 3.603 af (100% of inflow)
Center-of-Mass det. time= 6.5 min ( 858.0 - 851.5 )
Volume
#1
Invert Avail.Storage Storage Description
872.00' 64,899 cf Custom Stage Data (Prismatic) Listed below (Recalc)
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lakeside at Bearpath
Prepared by {enter your company name here}
HydroCAO@ 8.00 sIn 001325 @ 2006 HydroCAD Software Solutions LLC
Type" 24-hr 4.2 Rainfal/=4.20"
Page 14
9/21/2006
Elevation
(feet)
872.00
874.00
876.00
878.00
Device RoutinQ
#1 Primary
Surf.Area
(sq-ft)
1,529
2,699
5,486
47,000
Inc.Store
(cubic-feet)
o
4,228
8,185
52,486
Cum.Store
(cubic-feet)
o
4,228
12,413
64,899
Invert Outlet Devices
872.00' 33.0" x 40.0' long Culvert
RCP, end-section conforming to fill, Ke= 0.500
Outlet Invert= 871.00' S= 0.0250 'f Cc= 0.900 n= 0.013
Primary OutFlow Max=28.60 cfs @ 12.20 hrs HW=874.86' 1W=873.86' rrw follows 1.00' below HW)
"L1=Culvert (Inlet Controls 28.60 cfs @ 4.81 fps)
Inflow Area =
Inflow =
Outflow =
Primary =
Pond 2P: POND 2
4.260 ac, Inflow Depth = 2.64"
7.54 cfs @ 12.36 hrs, Volume=
7.40 cfs @ 12.41 hrs, Volume=
7.40 cfs @ 12.41 hrs, Volume=
for 4.2 event
0.936 af
0.936 af, Atlen= 2%, Lag= 3.0 min
0.936 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 879.50' @ 12.41 hrs Surf.Area= 945 sf Storage= 711 cf
Plug-Flow detention time= 1.2 min calculated for 0.935 af (100% of inflow)
Center-of-Mass del. time= 1.2 min ( 865.0 - 863.8 )
Volume
#1
Elevation
(feet)
878.00
880.00
882.00
Device RoutinQ
#1 Primary
Invert
878.00'
Avail.StoraQe StoraQe Description
5,900 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Surf.Area
(sq-ft)
1
1,256
3,387
Inc.Store
(cubic-feet)
o
1,257
4,643
Cum.Store
(cubic-feet)
o
1,257
5,900
Invert Outlet Devices
878.00' 18.0" x 35.0' long Culvert
RCP, end-section conforming to fill, Ke= 0.500
Outlet Invert= 877.50' S= 0.0143 'f Cc= 0.900 n= 0.013
Primary OutFlow Max=7.38 cfs @ 12.41 hrs HW=879.50' (Free Discharge)
"L1=Culvert (Inlet Controls 7.38 cfs @ 4.17 fps)
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lakeside at Bearpath
Prepared by {enter your company name here}
HydroCAD@ 8.00 sIn 001325 @2006 HydroCAD Software Solutions LLC
Type /I 24-hr 4.2 Rainfal/=4.20"
Page 15
9/21/2006
I nflow Area =
Inflow =
Outflow =
Primary =
Pond 3P: POND 1
21.430 ac, Inflow Depth = 2.94"
67.65 cfs @ 12.07 hrs, Volume=
25.57 cfs @ 12.34 hrs, Volume=
25.57 cfs @ 12.34 hrs, Volume=
for 4.2 event
5.245 af
4.710 af, Atten= 62%, Lag= 16.2 min
4.710 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Starting Elev= 871.00' Surf.Area= 20,989 sf Storage= 109,613 cf
Peak Elev= 874.46' @ 12.34 hrs Surf.Area= 29,201 sf Storage= 198,228 cf (88,615 cf above start)
Plug-Flow detention time= 402.5 min calculated for 2.194 af (42% of inflow)
Center-of-Mass del. time= 99.3 min (915.7 - 816.4)
Volume
#1
Elevation
(feet)
860.00
862.00
864.00
866.00
868.00
870.00
871.00
872.00
874.00
876.00
877.00
Device Routing
#1 Primary
Invert
860.00'
Avail.Storage Storage Description
279,981 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Surf.Area
(sq-ft)
3,223
5,468
7,620
9,955
12,919
15,981
20,989
24,460
28,254
32,381
36,207
Inc. Store
(cubic-feet)
o
8,691
13,088
17,575
22,874
28,900
18,485
22,725
52,714
60,635
34,294
Cum. Store
(cubic-feet)
o
8,691
21,779
39,354
62,228
91,128
109,613
132,338
185,052
245,687
279,981
Invert Outlet Devices
872.00' 33.0" x 40.0' long Culvert
RCP, end-section conforming to fill, Ke= 0.500
Outlet Invert= 871.00' S= 0.0250 'f Cc= 0.900
n= 0.013 Concrete pipe, bends & connections
Primary OutFlow Max=25.55 cfs @ 12.34 hrs HW=874.46' TW=873.46' (TW follows 1.00' below HW)
"L1=Culvert (Outlet Controls 25.55 cfs @ 6.04 fps)
Inflow Area =
Inflow =
Outflow =
Primary =
Pond 4P: existing pond in North Bay
46.430 ac, Inflow Depth> 2.64"
93.39 cfs @ 12.14 hrs, Volume=
38.58 cfs @ 12.59 hrs, Volume=
38.58 cfs @ 12.59 hrs, Volume=
for 4.2 event
10.204 af
10.204 af, Atten= 59%, Lag= 26.8 min
10.204 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Starting Elev= 867.00' Surf.Area= 0.690 ac Storage= 2.325 af
Peak Elev= 869.66' @ 12.59 hrs Surf.Area= 0.850 ac Storage= 4.376 af (2.051 af above start)
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Lakeside at Bearpath
Prepared by {enter your company name here}
HydroCAD@ 8.00 sIn 001325 @ 2006 HydroCAD Software Solutions LLC
Type" 24-hr 4.2 Rainfal/=4.20"
Page 16
9/21/2006
Plug-Flow detention time= 172.3 min calculated for 7.871 af (77% of inflow)
Center-of-Mass det. time= 20.9 min ( 887.4 - 866.6 )
Volume
#1
Elevation
(feet)
860.00
862.00
864.00
866.00
867.00
868.00
870.00
871.00
Device Routing
#1 Primary
#2 Primary
Invert Avail.Storage Storage Description
860.00' 5.565 af Custom Stage Data (Prismatic) Listed below (Recalc)
Surf.Area
(acres)
0.190
0.250
0.330
0.420
0.690
0.750
0.870
0.930
Inc.Store
( acre-feet)
0.000
0.440
0.580
0.750
0.555
0.720
1.620
0.900
Cum.Store
(acre-feet)
0.000
0.440
1.020
1.770
2.325
3.045
4.665
5.565
Invert Outlet Devices
863.00' 30.0" x 50.0' long Culvert
RCP, end-section conforming to fill, Ke= 0.500
Outlet Invert= 862.75' S= 0.0050 'f Cc= 0.900 n= 0.013
870.50' 25.0' long x 4.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66
2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32
Primary OutFlow Max=38.57 cfs @ 12.59 hrs HW=869.66' TW=867.00' (Fixed TW Elev= 867.00')
t1=culvert (Inlet Controls 38.57 cfs @ 7.86 fps)
2=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
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Lakeside at Bearpath
Prepared by {enter your company name here}
HydroCAD@ 8.00 sIn 001325 @2006 HydroCAD Software Solutions LLC
Type /I 24-hr 6.0 Rainfal/=6. DO"
Page 17
9/21/2006
Time span=0.00-48.00 hrs, dt=0.05 hrs, 961 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment 1S: LANDSCAPE
Runoff Area=4.260 ac Runoff Depth=4.30"
Tc=25.0 min CN=85 Runoff=17.56 cfs 1.527 af
Subcatchment 2S: North Bay
Runoff Area=25.000 ac Runoff Depth=4.30"
Tc=20.0 min CN=85 Runoff=117.11 cfs 8.964 af
Subcatchment EX: LAKEVlEW
Runoff Area=20.350 ac Runoff Depth=3.68"
Tc=30.0 min CN=79 Runoff=64.83 cfs 6.240 af
Subcatchment EX NE: NE POND EX
Runoff Area=2.660 ac Runoff Depth=3.18"
Tc=10.0 min CN=74 Runoff=12.82 cfs 0.706 af
Subcatchment NEW: LAKEVlEW
Runoff Area=17.170 ac Runoff Depth=4.74"
Tc=15.0 min CN=89 Runoff=99.79 cfs 6.776 af
Subcatchment NEW NE: NE POND NEW
Runoff Area=1.820 ac Runoff Depth=3.38"
Tc=10.0 min CN=76 Runoff=9.29 cfs 0.513 af
Reach 1R: LANSCAPE POND Avg. Depth=1.62' MaxVel=0.81 fps Inflow=17.56 cfs 1.527 af
n=0.300 L=800.0' S=0.0250 'f Capacity=32.09 cfs Outflow=12.88 cfs 1.527 af
Pond 1P: EX PIPE
Peak Elev=877.66' Storage=50,044 cf Inflow=64.83 cfs 6.240 af
33.0" x 40.0' Culvert Outflow=28.60 cfs 6.240 af
Pond 2P: POND 2
Peak Elev=880.68' Storage=2,352 cf Inflow=12.88 cfs 1.527 af
18.0" x 35.0' Culvert Outflow=11.81 cfs 1.527 af
Pond 3P: POND 1
Peak Elev=876.16' Storage=251,031 cf I nflow= 1 04.86 cfs 8.303 af
33.0" x 40.0' Culvert Outflow=28.60 cfs 7.768 af
Pond 4P: existing pond in North Bay
Peak Elev=871.15' Storage=5.565 af Inflow=145.82 cfs 16.731 af
Outflow=83.52 cfs 16.731 af
Total Runoff Area = 71.260 ac Runoff Volume = 24.725 af Average Runoff Depth = 4.16"
75.92% Pervious Area = 54.100 ac 24.08% Impervious Area = 17.160 ac
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Lakeside at Bearpath
Prepared by {enter your company name here}
HydroCAD@ 8.00 sIn 001325 @2006 HydroCAD Software Solutions LLC
Type /I 24-hr 6.0 Rainfal/=6.00"
Page 18
9/21/2006
Runoff
5ubcatchment 15: LANDSCAPE
=
17.56 cfs @ 12.18 hrs, Volume=
1.527 af, Depth= 4.30"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 6.0 Rainfall=6.00"
Area (ac)
2.260
2.000
4.260
2.260
2.000
Tc Length
(min) (feet)
25.0
Runoff
CN Description
74 >75% Grass cover, Good, HSG C
98 Paved parking & roofs
85 Weighted Average
Pervious Area
Impervious Area
Slope Velocity Capacity Description
(ftIft) (ftIsec) (cfs)
Direct Entry,
5ubcatchment 2S: North Bay
= 117.11 cfs @ 12.12 hrs, Volume=
8.964 af, Depth= 4.30"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 6.0 Rainfall=6.00"
Area (ac)
13.000
2.000
10.000
25.000
25.000
Tc Length
(min) (feet)
20.0
Runoff
CN Description
85 North bay
92 Lyman Blvd
84 town homes west of North Bay
85 Weighted Average
Pervious Area
Slope Velocity Capacity Description
(ftIft) (ftIsec) (cfs)
Direct Entry,
Subcatchment EX: LAKEVIEW
=
64.83 cfs @ 12.24 hrs, Volume=
6.240 af, Depth= 3.68"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 6.0 Rainfall=6.00"
Area (ac)
16.110
4.240
20.350
16.110
4.240
CN Description
74 >75% Grass cover, Good, HSG C
98 Paved parking & roofs
79 Weighted Average
Pervious Area
Impervious Area
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lakeside at Bearpath
Prepared by {enter your company name here}
HydroCAD@ 8.00 sIn 001325 @2006 HydroCAD Software Solutions LLC
Type 1/24-hr 6.0 Rainfal/=6.00"
Page 19
9/21/2006
T c Length
(min) (feet)
30.0
Runoff
=
Slope Velocity Capacity Description
(ftlft) (ftlsec) (cfs)
Direct Entry,
Subcatchment EX NE: NE POND EX
12.82 cfs @ 12.02 hrs, Volume=
0.706 af, Depth= 3.18"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 6.0 Rainfall=6.00"
Area (ac)
2.660
2.660
Tc Length
(min) (feet)
10.0
Runoff
=
CN Description
74 >75% Grass cover, Good, HSG C
Pervious Area
Slope Velocity Capacity Description
(ftlft) (ftlsec) (cfs)
Direct Entry,
Subcatchment NEW: LAKEVIEW
99.79 cfs @ 12.06 hrs, Volume=
6.776 af, Depth= 4.74"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 6.0 Rainfall=6.00"
Area (ac)
10.800
6.370
17.170
6.370
10.800
T c Length
(min) (feet)
15.0
Runoff
=
CN Description
98 Paved parking & roofs
74 > 75% Grass cover, Good, HSG C
89 Weighted Average
Pervious Area
Impervious Area
Slope Velocity Capacity Description
(ftlft) (ftlsec) (cfs)
Direct Entry, 15
Subcatchment NEW NE: NE POND NEW
9.29 cfs @ 12.01 hrs, Volume=
0.513 af, Depth= 3.38"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Type II 24-hr 6.0 Rainfall=6.00"
Area (ac)
1.700
0.120
1.820
1.700
0.120
CN Description
74 > 75% Grass cover, Good, HSG C
98 Paved parking & roofs
76 Weighted Average
Pervious Area
Impervious Area
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Lakeside at Bearpath
Prepared by {enter your company name here}
HydroCAD@ 8.00 sin 001325 @ 2006 HydroCAD Software Solutions LLC
Type 1/24-hr 6.0 Rainfal/=6.00"
Page 20
9/21/2006
Tc Length
(min) (feet)
10.0
Slope Velocity Capacity Description
(ftIft) (ftIsec) (cfs)
Direct Entry,
Reach 1 R: LANSCAPE POND
Inflow Area =
Inflow =
Outflow =
4.260 ac, Inflow Depth = 4.30" for 6.0 event
17.56 cfs@ 12.18 hrs, Volume= 1.527 af
12.88 cfs @ 12.34 hrs, Volume= 1.527 af, Atten= 27%, Lag= 9.5 min
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.81 fps, Min. Travel Time= 16.5 min
Avg. Velocity = 0.17 fps, Avg. Travel Time= 76.5 min
Peak Storage= 12,764 cf @ 12.34 hrs, Average Depth at Peak Storage= 1.62'
Bank-Full Depth= 2.50', Capacity at Bank-Full= 32.09 cfs
5.00' x 2.50' deep channel, n= 0.300
Side Slope Z-value= 3.0 'f Top Width= 20.00'
Length= 800.0' Slope= 0.0250 'f
Inlet Invert= 900.00', Outlet Invert= 880.00'
Pond 1P: EX PIPE
Inflow Area =
Inflow =
Outflow =
Primary =
20.350 ac, Inflow Depth = 3.68"
64.83 cfs @ 12.24 hrs, Volume=
28.60 cfs @ 12.10 hrs, Volume=
28,60 cfs @ 12.10 hrs, Volume=
for 6.0 event
6.240 af
6.240 af, Atten= 56%, Lag= 0.0 min
6.240 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 877.66' @ 12.60 hrs Surf.Area= 39,904 sf Storage= 50,044 cf
Plug-Flow detention time= 12.9 min calculated for 6.234 af (100% of inflow)
Center-of-Mass del. time= 13.0 min ( 848.8 - 835.8 )
Volume
#1
Invert Avail.StoraQe StoraQe Description
872.00' 64,899 cf Custom Stage Data (Prismatic) Listed below (Recalc)
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lakeside at Bearpath
Prepared by {enter your company name here}
HydroCAD@ 8.00 sIn 001325 @2006 HydroCAD Software Solutions LLC
Type 1/24-hr 6.0 Rainfal/=6.00"
Page 21
9/21/2006
Elevation
(feet)
872.00
874.00
876.00
878.00
Device RoutinQ
#1 Primary
Surf.Area
(sq-ft)
1,529
2,699
5,486
47,000
Inc.Store
(cubic-feet)
o
4,228
8,185
52,486
Cum. Store
(cubic-feet)
o
4,228
12,413
64,899
Invert Outlet Devices
872.00' 33.0" x 40.0' long Culvert
RCP, end-section conforming to fill, Ke= 0.500
Outlet Invert= 871.00' S= 0.0250 'f Cc= 0.900 n= 0.013
Primary OutFlow Max=28.60 cfs @ 12.10 hrs HW=875.41' TW=874.41' (TW follows 1.00' below HW)
L1=Culvert (Inlet Controls 28.60 cfs @ 4.81 fps)
Pond 2P: POND 2
[61] Hint: Submerged 3% of Reach 1R bottom
Inflow Area =
Inflow =
Outflow =
Primary =
4.260 ac, Inflow Depth = 4.30"
12.88 cfs @ 12.34 hrs, Volume=
11.81 cfs @ 12.45 hrs, Volume=
11.81 cfs @ 12.45 hrs, Volume=
for 6.0 event
1.527 af
1.527 af, Atten= 8%, Lag= 6.7 min
1.527 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Peak Elev= 880.68' @ 12.45 hrs Surf.Area= 1,977 sf Storage= 2,352 cf
Plug-Flow detention time= 1.7 min calculated for 1.527 af (100% of inflow)
Center-of-Mass det. time= 1.7 min (846.9 - 845.2)
Volume
#1
Invert Avail.StoraQe StoraQe Description
878.00' 5,900 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
(feet)
878.00
880.00
882.00
Device RoutinQ
#1 Primary
Surf.Area
(sq-ft)
1
1,256
3,387
Inc.Store
(cubic-feet)
o
1,257
4,643
Cum.Store
(cubic-feet)
o
1,257
5,900
Invert Outlet Devices
878.00' 18.0" x 35.0' long Culvert
RCP, end-section conforming to fill, Ke= 0.500
Outlet Invert= 877.50' S= 0.0143 'f Cc= 0.900 n= 0.013
Primary OutFlow Max=11.81 cfs @ 12.45 hrs HW=880.68' (Free Discharge)
L1=Culvert (Inlet Controls 11.81 cfs @ 6.68 fps)
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Lakeside at Bearpath
Prepared by {enter your company name here}
HydroCAD@ 8.00 sIn 001325 @ 2006 HydroCAD Software Solutions LLC
Type 1/24-hr 6.0 Rainfal/=6.00"
Page 22
9/21/2006
Inflow Area =
Inflow =
Outflow =
Primary =
Pond 3P: POND 1
21.430 ac, Inflow Depth = 4.65"
104.86 cfs @ 12.07 hrs, Volume=
28.60 cfs @ 12.10 hrs, Volume=
28.60 cfs @ 12.10 hrs, Volume=
for 6.0 event
8.303 af
7.768 af, Atten= 73%, Lag= 1.9 min
7.768 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
Starting Elev= 871.00' Surf.Area= 20,989 sf Storage= 109,613 cf
Peak Elev= 876.16' @ 12.48 hrs Surf.Area= 33,006 sf Storage= 251,031 cf (141,418 cf above start)
Plug-Flow detention time= 271.8 min calculated for 5.251 af (63% of inflow)
Center-of-Mass det. time= 91.1 min ( 894.2 - 803.1 )
Volume
#1
Invert Avail.StoraQe StoraQe Description
860.00' 279,981 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
(feet)
860.00
862.00
864.00
866.00
868.00
870.00
871.00
872.00
874.00
876.00
877.00
Device RoutinQ
#1 Primary
Surf.Area
(sq-ft)
3,223
5,468
7,620
9,955
12,919
15,981
20,989
24,460
28,254
32,381
36,207
Inc. Store
(cubic-feet)
o
8,691
13,088
17,575
22,874
28,900
18,485
22,725
52,714
60,635
34,294
Cum.Store
( cu bi c- feet)
o
8,691
21 ,779
39,354
62,228
91,128
109,613
132,338
185,052
245,687
279,981
Invert Outlet Devices
872.00' 33.0" x 40.0' long Culvert
RCP, end-section conforming to fill, Ke= 0.500
Outlet Invert= 871.00' S= 0.0250 'f Cc= 0.900
n= 0.013 Concrete pipe, bends & connections
Primary OutFlow Max=28.60 cfs @ 12.10 hrs HW=875.09' TW=874.09' (TW follows 1.00' below HW)
L1=Culvert (Inlet Controls 28.60 cfs @ 4.81 fps)
Pond 4P: existing pond in North Bay
[93] Warning: Storage range exceeded by 0.15'
Inflow Area =
Inflow =
Outflow =
Primary =
46.430 ac, Inflow Depth = 4.32"
145.82 cfs @ 12.12 hrs, Volume=
83.52 cfs @ 12.40 hrs, Volume=
83.52 cfs @ 12.40 hrs, Volume=
for 6.0 event
16.731 af
16.731 af, Atten= 43%, Lag= 16.6 min
16.731 af
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs
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lakeside at Bearpath
Prepared by {enter your company name here}
HydroCAD@ 8.00 sIn 001325 @2006 HydroCAD Software Solutions LLC
Type 1/24-hr 6.0 Rainfal/=6.00"
Page 23
9/21/2006
Starting Elev= 867.00' Surf.Area= 0.690 ac Storage= 2.325 af
Peak Elev= 871.15' @ 12.40 hrs Surf.Area= 0.930 ac Storage= 5.565 af (3.240 af above start)
Plug-Flow detention time= 131.5 min calculated for 14.406 af (86% of inflow)
Center-of-Mass del. time= 26.7 min (876.1 - 849.4)
Volume
#1
Elevation
(feet)
860.00
862.00
864.00
866.00
867.00
868.00
870.00
871.00
Device RoutinQ
#1 Primary
#2 Primary
Invert
860.00'
Avail.StoraQe StoraQe Description
5.565 af Custom Stage Data (Prismatic) Listed below (Recalc)
Surf.Area
(acres)
0.190
0.250
0.330
0.420
0.690
0.750
0.870
0.930
Inc.Store
(acre-feet)
0.000
0.440
0.580
0.750
0.555
0.720
1.620
0.900
Cum.Store
(acre-feet)
0.000
0.440
1.020
1.770
2.325
3.045
4.665
5.565
Invert Outlet Devices
863.00' 30.0" x 50.0' long Culvert
RCP, end-section conforming to fill, Ke= 0.500
Outlet Invert= 862.75' S= 0.0050 'f Cc= 0.900 n= 0.013
870.50' 25.0' long x 4.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66
2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32
Primary OutFlow Max=82.87 cfs @ 12.40 hrs HW=871.14' TW=867.00' (Fixed TW Elev= 867.00')
t1=culvert (Inlet Controls 48.12 cfs @ 9.80 fps)
2=Broad-Crested Rectangular Weir (Weir Controls 34.75 cfs @ 2.16 fps)
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APPENDIX C
PREVIOUSLY PREP AIRED NORTH BAY STORM WATER MODEL
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Data for North Bay devel+t (by lake P3.ley north) .
Piepared by Bonestroo Rosene Anderlik & Associates. Inc.
~ydroCAD 4.00 000429 leI 1986-1995 Annlied Microcomnuter SYstems
Page 1
7 Feb 96
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~ 0--0
~
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Data -for North Bay develcA=t (by lake Ri.ley north) .
TYPE XX 24-HOUR IrINFALL- 6.0 IN
. Prepared by Bonestroo Rosene Anderlik & Associates, Inc.
HvdroCAD 4.00 000429 (cl 1986-1995 Applied Microcomouter Systems
Page 1
7 Feb 96
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S'OBCATCHMENT 1
Proposed townhome project
PEAK- 45.6 CFS @ 12.09 HRS, VOLUME= 3.50 AF
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ACRES
10.00
CN
B4
High density
SCS TR-20 METHOD
TYPB II Zi-HOUR
RAINFALL= 6. 0 IN
SPAN- 5-25 HRS, dt=.07 HRS
I
Method
DrRECT ENTR.Y
Comment
Segment rD:
Tc (minI
20.0
I
SUBCATCHHENT I RUNOFF
Propo5ed townhome project
I
'5
..
J5
" J8
...
.3 25
:3 28
0
.J 15
"-
,.
."
MEAa II AC
tc= 28 "IN
CH= ..
scs TII-2I METHOD
Tm II 24-ttOlJt
RAIIlFAlL= , I IN
I"'E'*s 45.6 Cf'S
e 12.89 HRS
UQ..lJI'E:z J.5B PF
I
=- ::. ~ N
~
N
"
N
I
TIME (hour..)
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Data for
North Bay deve~o:rAnt (by ~ake Ri~ey north) ..
'rYPE I:I 24-BOtlR ~ALLm 6.0 J:N
by Bonestroo Rosene Anderlik & Associates, Inc.
4.00 000429 ecl 1986-1995 Applied MicrocomPuter
Page 2
I
'Prepared
HvdroCAD
7 Feb 96
Svstems
I
StJBCA'l"CBMENT 2
Lyman Blvd.
PEAK= 13.2 CFS @ 12.00 HRS, VOLUME-
.84 AF
ACRES
2.00
CN
92
Road + right-of-way
SCS TR - 2 0 METHOD
TYI'E II 24-HOUR
RAINFALL= 6. 0 IN
SPAN- 5-25 HRS, dt-.07 HRS
I
Method
DJ:REC'l" EN'l'RY
Comment
Segment rD:
Tc {minI
~2.0
SUBCATCHMENT 2 RUNOFF
L!:jmon Blvd.
I
13
I.
"
'8
~ .
" 8
...
U 7
~
:3 .
D .
....J
lL.
8~
AREAll 2 At
T~ 12 "IN
tN= ..
SCS lIt-28 METHOD
TTPE II 24-ttDt.R
ItAUFAlLa ..1 IN
PEM:_ 1].2 as
e 12 tR5
UI1.LJf1EIl .&4 PF
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~
..
~
N
I
TIME (hour..)
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Data for North Bay develOJAnt (by lake Riley north) .
TYPE II 24-ROUR ~ALL= 6.0 IN
,prepared by Bonestroo Rosene Anderlik & Associates, Inc.
HvdroCAD 4.00 000429 lcl 1986-1995 Applied MicrocomPuter Svstems
Page 3
7 Feb 96
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StlBCATCRMENT 3
Rottlund project
PEAK"' 69.5 CFS @ 12.09 HRS, VOLUME= 5.36 AF
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ACRES
14.60
CN
86
High dendity + drain tile system
SCS TR-20 METHOD
TYPE II 24-HOUR
RAINFALL- 6. 0 IN
SPAN= 5-25 HRS, dt-.07 HRS
I
Method
DIRECT ENTRY
Comment
Segment rD:
Tc lminl
20.0
SUBCATCHMENT 3 RUNOFF
Rottlund Project
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os
..
55
..
,... ..
"
... ..
U
~ 35
:3 ..
0 25
...J
u.. 2B
15
,.
I..
AREA: '4.1i Fe
t~ 28 "IN
eN: ..
scs tit-a ~TtfDD
T~ II 24-HD1.1t
RAINFALL: 1i.1 1"
PEAK: 69.5 CF5
e 12.89 I<<S
um.tJ"IEs 5_36 PF
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=
~ ~ ~
~ N
~
N
IC
I
TIME (hour..)
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for
North Bay .devel~t (by lake Ri.ley north) ..
TYPE 1:1: 24-HOtIR RWNFALL- 6.0 l:N
by Bonestroo Rosene Anderlik & Associates, Inc.
4.00 000429 (el 1986-1995 Annlied Microeornouter
Page 4
I
7 Feb 96
Prepared
HvdroCAD
Svstems
I
SOBCATCBMENT 4
Apartment site
PEAK- 46.4 CFS @ 12.21 HRS, VOLUME- 4.47 AF
. ACRES
. 15.00
CN
78
High density + minor ponding
SCS TR - 2 0 METHOD
TYPE II 24-HOUR
RAl:NF.ALL- 6. 0 IN
SPAN- 5-25 HRS, dt-.07 HRS
I
Method
D l:RECT ENnY
Comment
Segment :ID:
Tc(min)
30.0
SUBCATCHMENT 4 RUNOFF
Apor-t.ment ..ite
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..
.1
3S
.... 32
"
...
u Z5
~
:3 21
0
..J ..
"-
II
"n
ARE~ IS AC:
1~ J8 "IN
Ol: 71
5CS TR-ZS ME'11CD
TTPE II 2""-ttOl.R
RAINFAU.~ 6.1 IN
P'ERK: 46." as
f 12.21 HR5
UClL~ 4.47 PF
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~ ;;
~
N
I:l
I
TIME Chour-..)
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Page 5
Data tor North Bay developA1t (by lake Riley north) .
.. . TYPE I:I 24-BOUR RmnrALL.. 6.0 m
Prepared by Bonestroo Rosene Ander1ik & Associates, Inc.
HvdroCAD 4 00 000429 Ie) 1986-1995 Annlied Microcomouter Systems
7 Feb 96
I
POND 21 Pond east of DNR wetland
Qin - ~FS @ 12.10 FIRS, VOLUME.. 14.17 AF
Qout- 8 CFS @ 12.35 FIRS, VOLUME- 14.16 AF, A'I'TEN- 45';, LAG- 15.3 MIN
Qpri- .4 FS @ 12.35 FIRS. VOLUME- D .55 AF
Qsee= 28.7 CFS @ 12.35 HRS, VOLUME= .61 AF
I
I
ELEVATION
(FT)
863.0
867.0
868.0
870.0
871. 0
I
2
I
COM. STOR
(AF)
0.00
.01
.69
2.29
3.19
STOlt-nID ~'rnon
PEAK STORAc:E - eAE
PEAK ELE:VA'rrON-
FLOOD ELEVATION.. 7 ~
START ELEVATION= 863.0 FT
SPAN.. 5-25 FIRS, dt-.07 FIRS
S
870.5'
S...005'/' Ke-.45 Cc-.9 Cd-.62 TW=866.7'
STED RECTANG1JLAR WEIR
C-3, 3, 3, 3, 3, 0, 0, 0
primary Discharge
L-1=CU1vert
I
Secondary Discharge
.L-2..Broad-Crested Rectangular weir
I
FEET
863.0
864.0
865.0
866.0
867.0
868.0
869.0
870.0
871.0
I
I
I
FEET
863.0
864.0
865.0
866.0
867.0
858.0
869.0
870.0
871.0
I
I
I
I
I
I
I
I
POND 21 TOTAL DISCHARGE (CFS) vs ELEVATION
0.0 .1 .2 .3 .4 .5 .6 .7 .8 .9
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00' 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.18 12.98
15.90 18.36 20.52 22.48 24.28 25.96 27.53 29.02 30.44 31.79
33.09 34.34 35.55 36.71 37.84 38.94 40.01 41. 04 42.06 43.05
44.02 44.96 45.89 46.80 47.69 48.56 49.42 50.27 51.10 51.92
52.72 53.52 54.30 55.07 55.83 56.58 59.69 64.75 71. 09 78.45
86.70
POND 21 PRIMARY DISCHARGE (CFS) vs ELEVATION
0.0 .1 .2 .3 .4 .5 .6 .7 .8 .9
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.18 12.98
15.90 18.36 20.52 22.48 24.28 25.96 27.53 29.02 30.44 31. 79
33.09 34.34 35.55 35.71 37.84 38.94 40.01 41. 04 42.05 43.05
44.02 44.96 45.89 46.80 47.69 48.56 49.42 50.27 51.10 51. 92
52.72 53.52 54.30 55.07 55.83 56.58 57.32 58.05 58.77 59.48
60.18
I
for
North Bay develop8Lt (by lake Riley north) .
TYPE II 24-HOUR RllkFALL~ 6.0 IN
by Bonestroo Rosene Anderlik & Associates, Inc.
4.00 000429 (c) 1986-1995 Applied Microcomouter
Page 6
7 Feb 96
Prepared
HvdroCAD
Svstems
I
I
FEET
863.0
864.0
865.0
866.0
867.0
868.0
869.0
870.0
871. 0
POND 21 SECONDARY DISCHARGE (CFS) vs ELEV1\.TION
0.0 .1 .2 .3 .4 .5 .6 .7 .8 . 9
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 2.37 6.71 12.32 18.97
26.52
I
I
POND 21 DISCHARGE
Pond ea~t af DNR wetland
I
871.'
8711 .
87Il8
... .
~ 169.8
c... 1158.5
"oJ 868.8
Z 867.5
o BG7.1iJ
:: 866.5
a: 166.1
~ .....
-l 165.1
ILl 1&4.5
.....
"'.5
863.11. an ~ !e
_-:-:-:-:-:-:!!'~ .. ~~..~~~~~-.;ct.oi.
,
,
,
,
,
I
--
.--
I: fJ ~ ~ t ~ ~ ~
,.,..
III .... 18 ....
'" '" po. too
;
III ~
I
DISCHARGE Cc:f..)
I
POND 2) INFLOW & OUTFLOW
Pand ea~t af DNR wetland
I
:3
o
...J
....
,..
158
,..
'''''
128
II.
'Ill
..
eo
711
..
58
..
""
28
,.
...
ST[Jt-IJrI) pt[TH[J[)
POK STaR: 3.ZZ AF
f'EM [LEU: 871 n
Oi.... 163.3 CFS
Dout,= 89.' as
~ ~::; ~
LAG,: 15.3 HIN
I
~
..
...
u
I
,
, \
I \
I \
^ "
'i '
= = ~ ~ ! N
~ ...
N N
I
TIME Chou.....)
I
I
I
I
I
I
I
I
Data for North Bay deve~o* (by ~ake Ri~ey north) . Page 7
: . TYPE II 24-HOtJR ~L- 6.0 IN
Prepared by Bonestroo Rosene Anderlik & Associates, Inc. 7 Feb 96
HvdroCAD 4 00 000429 Ccl ~986-1995 Aoolied Microcomouter SYstems
POND 21 INFLOW PEAK- 163 3 CFS @ ~2.10 HOURS
HOUR 0.00 .07 .14 21 .28 .35 .42 .49 .56 .63
5.00 .1 .1 .1 .1 .2 .2 .2 .2 .2 .3
5.70 .3 .3 .3 .4 .4 .4 .4 .4 .5 .5
6.40 .5 .5 .6 .6 .6 ..6 .7 .7 .7 '.7
7.10 .8 .8 .8 .9 .9 .9 1.0 1.0 1.1 1.1
7.80 1.1 1.2 1.2 1.3 1.3 1.3 ~.4 1.5 1.5 1.6
8.50 1.7 1.8 1.8 1.9 2.0 2.~ 2.2 2.3 2.4 2.5
9.20 2.6 2.7 2.8 2.8 2.9 3.0 3.0 3.1 3.2 . 3.3
9.9.0 3.5 3.6 3.8 3.9 4.~ 4.3 4.6 4.8 5.~ 5.3
10.60 5.6 5.9 6.2 6,6 7.0 7.5 7.9 8.4 9.0 9.7
11.30 10.5 11.4 12.4 13.5 15.2 ~9.~ 27.5 41.7 63.8 97.2
12.00 136.5 l61.l l58.3 l36.0 108.8 86.0 68.3 54.8 44.9 37.4
l2.70 31.7 27.4 24.2 21.7 19.8 18.2 ~7.0 l5.9 ~5.0 14.3
l3.40 ~3.6 13.0 12.5 12.0 11.5 11.1 ~O,7 ~O,4 10.0 9.7
14.10 9.4 9.1 8.8 8.6 8.4 8.3 8.1 B.O 7.9 7.8
14.BO 7.6 7.5 7.4 7.3 7.2 7.~ 7.0 6.9 6.B 6.7
~5.50 6.5 6.4 6.3 6.2 6.1 6.0 5.9 5.B 5.7 5.6
~6.20 5.5 5.4 5.3 5.3 5.2 5.1 5.l 5.~ 5.0 5.0
l6.90 4.9 4.9 4.9 4.B 4.8 4.7 4.7 4.7 4.6 4.6
l7.60 4.5 4.5 4.5 4.4 4.4 4.3 4.3 4.3 4.2 4.2
1B.30 4.2 4.~ 4.~ 4.0 4.0 4.0 3.9 3.9 3.B 3.8
19.00 3.8 3.7 3.7 3.6 3.6 3.6 3.5 3.5 3.4 3.4
U.70 3.4 3.3 3.3 3.2 3.2 3.2 3.l 3.~ 3.1 3.0
20.40 3.0 3.0 3.0 3.0 3.0 3.0 3.0 2.9 2.9 2.9 .
21.l0 2.9 2.9 2.9 2.9 2.9 2.9 2.9 2.9 2.9 2.B
21. 80 2.8 2.8 2.8 2.8 2.8 2.B 2.B 2.B 2.B 2.B
22.50 2.8 2.8 2.7 2.7 2.7 2.7 2.7 2.7 2.7 2.7
23.20 2.7 2.7 2.7 2.7 2.7 2.6 2.6 2.6 2.6 2.6
23.90 2.6 2.6 2.6 2.4 2.0 1.5 1.1 .7 .5 .3
24. 60 .2 .1 .l .l 0.0 0.0 0.0
I
I
I
I
I
I
.1
I
I
I
I
I
I
I
I
I
I
I
I
Data lor North Bay devel~t (by lake Riley north) .
. TYPE J:I 24-BOOR ~ALL.. 4.8 :m
Prepared by Bonestroo Rosene Anderlik & Associates, Inc.
HydroCAD 4.00 000429 Ccl 1986-1995 Aonlied Microcomouter Systems
Page 1
7 Feb 96
I
StlBCATCBMENT 1.
Proposed townhome project
PEAK- 33.9 CFS 11!1 12.09 HRS, VOLUME- 2.57 AF
I
ACRES
10.00
CN
84
High density
SCS TR-20 METHOD
TYPE II 24-HOUR
RAINFALL= 4. B IN
SPAN- 5-25 HRS, dt-.07 HRS
I
.. Method
DJ:RECT ENTRY
Comment
Segment XD:
'To (minI
20.0
I
SUBCATCHMENT I RUNOFF
Propo~ed to~nhome project
I
~
OJ
~
U
~
34
J2
311
..
26
..
22
..
I.
"
t.
12
,.
I
.
.
2
I..
MEA: 11 AC
Te: 2B "IN
0<: ..
5C5 TIt-2I tETtfI)
TTf'[ II 24-Ha.R
RAItFAUI: ~.I IN
f"EM,1: 33 9 CfS
e 12.89 I-RS
UIl..I.IKf= 2.57 "
I
:3
o
...J
"-
= ~ ~ !: ~ N
~ ..
N N
I
TIME (hour~)
I
I
I
I
I
I
I
I
I
I
I
I
D~ta."for
Prepared
HvdroCAD
North Bay deveJ.ot:A1t (by J.ake RiJ.ey north) .
TYPE :II 24 -HOUR ilJ!NFALLa 4. B :m
by Bonestroo Rosene Anderlik & Associates, Inc.
4.00 000429 (cl 1986-1995 Aoolied MicrocomDuter
Page 2
7 Feb 96
Systems
I
StlBCA'l'CBMENT 2
Lyman Blvd.'
PEAK- 10.3 CFS @ 12.00 ERS, VOLUME-
.65 liP
I
ACRES
2.00
CN
92
Road. right-of-way
SCS 'l'R-20 METHOD
TYPE II 24-HOUR
RAINFALL= 4. B IN
SPAN.. 5-25 HRS, dt=.07 ERS
I
Method
DJ:REC'l' ENTRY
Comment
Segment J:D:
Tc lmin)
12.0
I
SUB CATCHMENT 2 RUNOFF
L~mon Blvd.
I.
"""200
let:- 12 "IN
CN= ..
sa 1R-2I I1ETttXl
TTPE II 24-HlJl..ft
1tA)NF'M..Lc 4.1 IN
PEAKa 11.3 en
e 12 HRS
1JCl...1If'<<:= .65 PF
I
~
"
...
~
:3
o
-'
"-
I
"..
= ~ ~ ::: ~ N
~
N
"
N
I
TIME Chou.....)
I
I
I
I
I
I
I
I
I
I
I
I
Dqta for North Bay devel<>PA.t (by lake Riley north) .
TYPE II 24-BotJR RftNFALLa 4. B IN
Prepared by Bonestroo Rosene Anderlik & Associates, Inc.
HydroCAD 4.00 000429 {cl 1986-1995 Annlied Microcomouter SYstems
Page 3
7 Feb 96
I
StlBCATCHMENT 3
RotUund Project
PEAK- 52.2 CFS @ 12.09 HRSt VOLUME- 3.99 AF
I
Method
DIEECT ENTRY
Comment
Segment ID:
SCS TR-20 METHOD
TYPE II 2i-HOUR
RAINFALL: 4. B IN
SPAN- 5-25 ERSt dt-.07 ERS
To {minI
20.0
I
ACRES
14.bO
CN
Bb High dendity + drain tile system
I
SUBCATCHMENT 3 RUNOFF
Rottlund Project
I
..
..
..
~ >5
... 3B
U
~ 25
:3
0 ""
...J
lJ... I'
I.
.~
AREAs 141.15 AC
T~ 28 "IN
"" ..
SCS TIt-ZII tETKID
TYPE II 2.-10..1I
RAINFAU.a .... IN
~AK& 52.2 en
e 12.Bi HItS
~= :5 99 "
I
::
~
N
;;:
~
N
I
TIME (hour..)
I
I
I
I
I
I
I
I
I
I
I
I
D-:ta.for
prepared
HvdroCAD
North Bay develo.&.t (by lake 1U.ley north) .
TYPE II 24-HOtlR~ALL= 4.8 IN
by Bonestroo Rosene Anderlik ~ Associates, Inc.
4.00 000429 (cl 1986-1995 Aoolied Microcomouter
Page 4
7 Feb 96
Svstems
I
SUBCATcBHENT 4
Apartment site
PEAK.. 32..9 CFS @ 12.21 HRS, VOLUME.. 3.18 AF
I
ACRES
15.00
CN
78
High density + miner pending
SCS TR-20 METHOD
TYPE II 24-HOUR
RAINFALL- 4. 8 IN
SPAN.. 5-25 HRS, dt=.07 HRS
I
Method
DIRECT ENTRY
Comment
Segment m:
Tc (minl
30.0
I
SUB CATCHMENT 4 RUNOFF
Apor-t.ment. ..it.e
I
~
II
...
U
~
3Z
:lIl
..
20
..
..
..
,.
I.
,.
Il
,.
.
.
.
.
...
MEA: 15 IiC
T~ JIB "IN
eN: 78
StS TR-28 t'ETHCI)
T1'PE II 24-HC1.Jt
1tA1Jl"1llU.= 4.11 IN
lIEAKE 32.' C1'S
I 1Z.2' HRS
UIl...1M:II: J II fIF
I
:3
o
...J
....
:- =
N
~
N
..
N
I
TIME Chou......)
I
I
I
I
I
I
I
I
I
I
I
I
North Bay develCJPTA.t (by lake :Riley north) .
TYPE J:I 24-HOUR RmFALL- 4.8 IN
Prepared by Bonestroo Rosene Anderlik & Associates, Inc.
d 0 004 1 86- 5 lie . c 0 ute S s mB
Page 5
7 Feb 96
I
Pond east of DNa wetland
@ 12.10
@ 12.41
@ 12.41
@ 0.00
HRS,
HRS,
HRS.
HRS.
VOLUME-
VOLUME-
VOLUME-
VOLUME=
10.39 AF
10.38 AF,
10.38 AF
0.00 AF
ATTEN- 56%,
LAG-
18.9 MIN
I
Qin _ ~CFS
Qout- . FS
Qpri- .7 FS
Qsee- . CFS
I
ELEVATION
1FT)
863.0
867.0
868.0
870.0
871. 0
I
CUM. STOR
(AP)
0.00
.01
.69
2.29
3.19
STOR-INn METHOD
PEAK STORAGE - ~AP
PEAK ELEVATION= FT
FLOOD ELEVATION- . FT .
START ELEVATION= . ~
SPAN- 5-25 HRS, dt-.07 HRS
# ROUTE INVERT
1 P 863.0'
S
870.5'
nUTLET DEVI CES
30' CtlLVEltT
n=.012 L=50' S=.005'/' Ke=.45 Ce-.9
25' BROAD-CRESTED RECTANGtlLAR WE:IP.
Q-C L H~1.5 C-3, 3, 3, 3, 3, 0, 0, 0
Cd-.62
TW=866.7'
2
I
Primary Discharge
1-1=CUlvert
I
Secondary Discharge
1-2=Broad-Crested Rectangular weir
I
FEET
863.0
864.0
865.0
866.0
867.0
868.0
869.0
870.0
871.0
I
I
FEET
863.0
864.0
865.0
866.0
867.0
868.0
869.0
870.0
871.0
I
I
I
I
I
I
I
I
I
POND 21 TOTAL DISCHARGE ICFS) vs RT.EVATION
0.0 .1 .2 3 .4 .5 .6 .7 . B .9
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.18 12.98
15.90 18.36 20.52 22.48 24.28 25.96 27.53 29.02 30.44 31.79
33.09 34.34 35.55 36.71 37.84 38.94 40.01 41.04 42.06 43.05
44.02 44.96 45.89 46.80 47.69 48.56 49.42 50.27 51.10 51.92
52.72 53.52 54.30 55.07 55.83 56.58 59.69 64.75 71.09 78.45
86.70
POND 21 PRIMARY DISCHARGE (CFS) VB F.LEVATION
0.0 1 .2 .3 .4 .5 .6 .7 .8 .9
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.18 12.98
15.90 lB.36 20.52 22.48 24.28 25.96 27.53 29.02 30.44 31. 79
33.09 34.34 35.55 36.71 37.84 38.94 40.01 41. 04 42.06 43.05
44.02 44.96 45.89 46.80 47.69 48.56 49.42 50.27 51.10 51.92
52.72 53.52 54.30 55.07 55.83 56.58 57.32 58.05 58.77 59.48
60.18
I
D~ta .~or North Bay deve1.ot>At (by 1.ake Ri1.ey north) .
. TYPE rr 24-EOUR Rl!NFALL- 4.B rN
Prepared by Bonestroo Rosene Anderlik & Associates. Inc.
HvdroCAD 4.00 000429 Ie) 1.986-1.995 Aoolied Microcomouter Systems
Page 6
I
7 Feb 96
I
I
POND 21 SECONDARY DISCHARGE ICFS) vs ELEVATION
FEET 0.0 .1 .2 .3 .4 .5 .6 .7 .8 . 9
B63.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
864.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
865.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
866.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
867.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
868.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
869.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
870.0 0.00 0.00 0.00 0.00 0.00 0.00 2.37 6.71 1.2.32 1.8.97
871.0 26.52
I
I
--"'""
.. .... .. .. . ..
POND 21 DISCHARGE
Pond eo~t of DNR wetlond
.. ~'.~Rp-c;RE?~~i?~-~;;
,
,
,
,
,
I
871.1
871.5
m.1
B611 .!5
:;a59B
~ B68.5
ow 868.'
Z B67.!5
o 867.B
~B665-----
ct 1166__
~ 155.5
-186S.1
UJ 1~.5
11&4.'
163.'
8&3.1. ~ ~ ~
"
",
I
Ie iC ~ ~ , ~ ~ =:
,...
: 5: ~ ~ = E
I
DISCHARGE (ch)
I
POND 21 INFLOW & OUTFLOW
Pond eo~t of DNR wetlond
I
121
II.
II.
IB
Il ..
... '"
u
~ ..
:3 58
D
...J ..
.....
Jll
2.
II
"..
STOR-IND METMDD
.-rAK STORz 2.29 W
~ EL..f\a= 878 "
I
Di.... 128.5 as
Da,rt.- 52.7 as
Opr-l= 52.7 as
o-c:- B.I as
LAG= 18 I "IN
:. ~
;;
..
..
..
..
I
TIME (hour..)
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Da.ta );or North Bay devel* (by lake Riley north) . Page 7
.' TYPE II 24-HOtrR ALL- 4.8 IN
Prepared by Bonestroo Rosene Anderlik & Associates, Inc. 7 Feb 96
HvdroCAD 4.00 000429 eel 1986-1995 Annlied Microcornouter Systems
POND 21 INFLOW PF..AK= 120.5 CFS @ 12.10 HOURS
HOUR 0.00 .07 .14 .21 .28 .35 .42 .49 56 .63
5.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 .1 .1
5.70 .1 .1 .1 .1 .1 .1 .1 .1 .2 .2
6.40 .2 .2 .2 .2 .3 .3 .3 .3 .3 .3
7.J.0 .4 .4 .4 .4 .4 .5 .5 .5 .5 .5
7.80 .6 .6 .6 .6 .6 .7 .7 .7 .8 .8
8.50 .9 .9 1.0 1.0 1.1 1.1 1.2 1.3 1.3 1.4
9.20 1.5 1.5 1.6 1.6 1.7 1.7 1.8 1.8 1.9 2.0
9.90 2.1 2.2 2.3 2.4 2.5 2.7 2.8 3.0 3.2 3.4
10.60 3.6 3.8 4.0 4.3 4.6 4.9 5.2 5.5 5.9 6.4
11. 3 0 7.0 7.6 8.4 9.2 10.4 D.2 19.2 29.5 45.7 70.6
12.00 100.2 l18.8 l17.0 100.5 80.4 63.6 50.7 40.8 33.5 28.0
12.70 23.8 20.6 18.2 16.4 15.0 13.8 12.9 12.1 l1.4 10.9
13.40 10.4 9.9 9.5 9.1 8.B 8.5 B.2 7.9 7.7 7.4
14.10 7.2 7.0 6.B 6.6 6.5 6.3 6.2 6.1 6.0 5.9
14.80 5.9 5.8 5.7 5.6 5.5 5.4 5.4 5.3 5.2 5.1
15.50 5.0 4.9 4.9 4.8 4.7 4.6 4.5 4.4 4.4 4.3
16.20 4.2 4.1 4.1 4.0 4.0 4.0 3.9 3.9 3.9 3.B
16.90 3.8 3.8 3.7 3.7 3.7 3.7 3.6 3.6 3.6 3.5
17.60 3.5 3.5 3.4 3.4 3.4 3.4 3.3 3.3 3.3 3.2
18.30 3.2 3.2 3.1 3.1 3.1 3.0 3.0 3.0 3.0 2.9
19.00 2.9 2.9 2.8 2.8 2.8 2.7 2.7 2.7 2.7 2.6
19.70 2.6 2.6 2.5 2.5 2.5 2.4 2.4 2.4 2.4 2.3
20.40 2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3 2.3
21.10 2.3 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2
2:1.. BO 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.1 2.1
22.50 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1 2.1
23.20 2.1 2.1 2.1 2.1 2.1 2.0 2.0 2.0 2.0 2.0
23.90 2.0 2.0 2.0 1.8 1.5 1.2 . B .6 .4 .2
;24.60 .2 .1 .1 .1 0.0 0.0 0.0
I
.
I
PONDNET 2.0 Detention Pond Network Performance Analysis
W. Walker October 1988 Press ALT-G for Graphs
TITlE-> PONDNET TEST CASE
UNfTS
INPUT VARIABLES....
case labels
watershed area
runoff coefficient
pond surface area acres
pond mean depth feet
. upstream pond p load Ibsfyr
upstream pond outflow ac-1IIyr
NURP Pond A PondB Pond C
100 41.6.. 8.3 0
0.2 0.55 0.9 0
1 0.66 0.1625 0.1625
4.SS 7 7
0 0 0 16.686
0 0 0 24.9
acres
I
I
OUTPUT VARIABLES........
outflow p load IbsIyr
outflow volume ac.1IIyr
outflowpconc ppb
pond removal %
total removal %
43.6463 45.8512 16.686
66.6667 76.2667 24.9
240.873 221.191 246.55
62.9445 55.7642 62.0713
62.9428 55.7619 62.0693
I
ASSUMED EXPORT FACTORS__.......
period length yrs 0.5
period precipitation Inches 20
runoff totaJ p ppb 650
runoff ortho pJlotal p 0.3
relative decay rate 1
unit runoff inlyr 8
unit export Ibslac-y 1.17786
0.5 0.5
20 20
500 650
0.3 0.3
1 1
22 36
2.49163 5.30038
I
I
POND WATER BUDGETS.......__....._
runoff ac-1IIyr 66.6667 76.2867
upstream pond ac-ftIyr 0 0
total Inflow ac.1IIyr 66.6667 76.2667
outflow ac-1IIyr 66.6667 76.2667
I
POND PHOSPHORUS BUDGETS......___
runoff JbsIyr 117.786 103.652 43.9932
upstream pond Ibsfyr 0 0 0
total Inflow IbsIyr 117.786 103.652 43.9932
net sedimentation Ibsfyr 74.14 57.8007 27.3071
outflow IbsIyr 43.6463 45.8512 16.686
I
HYDRAUUC PARAMETERS...__._
pond volume acre-It 4.16667 3.2076. 1.1375
v1awmo pondj!lllume acre-It 4.16667 4.76667 1.55625
relative volume Inches 2.5 1.66231 1.62731
residence time years 0.0625 0.04206 0.04568
residence time clays 22.8125 15.3511 16.6742
overflow rate IIIyr 66.6667 115.556 153.231
Inflow phos cone ppb 650.034 500.026 650.034
outflow phos conc ppb 240.873 221.191 246.55
P reaction rate 4.58409 2.84976 4.31475
1-rp 0.37055 0.44236 0.37929
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8.9063
24.9
131.598
46.6242
79.7542
0.5
20
650
0.3
1
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24.9
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24.9
24.9
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24.9
24.9
24.9
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16.686
16.686
7.77973
8.9063
1.1375
o
ERR
0.04568
16.6742
153.231
246.55
131.598
1.63653
0.53376
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