HomeMy WebLinkAboutSECTION_14 NORTHWEST MINNEHAHA CREEK
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14.0 Northwest Minnehaha Creek
14.1 General Description of Drainage Area
Figure 14.1 depicts the Northwest Minnehaha Creek drainage basin and the individual subwatersheds
within this area. The Northwest Minnehaha Creek drainage basin is located in the far northwest
corner of Edina, east of the T.H. 169 North drainage area. This watershed is the smallest of the
Minnehaha Creek watersheds and extends from T.H. 100 to areas west of the Interlachen Golf
Course.
14.1.1 Drainage Patterns
The stormwater system within this drainage area is comprised of storm sewers, ponding basins,
wetlands, drainage ditches, and overland flow paths. The Northwest Minnehaha Creek basin has
been divided into several major watersheds based on the drainage patterns. These major watersheds
are depicted in Figure 14.2. Each major watershed has been further delineated into numerous
subwatersheds. The naming convention for each subwatershed is based on the major watershed it is
located within. Table 14.1 lists each major watershed and the associated subwatershed naming
convention.
Table 14.1 Major Watersheds within the Northwest Minnehaha Creek Drainage Basin
Major Watershed
Subwatershed Naming
Convention
# of
Subwatersheds
Drainage
Area (acres)
T.H. 100 H100_## 15 104
Hopkins HO_## 22 94
Interlachen EI_## 37 345
14.1.1.1 T.H. 100
The land use of this watershed is primarily commercial and most of the runoff drains to a trunk
stormsewer system along T.H. 100 that flows north to Minnehaha Creek. The storm sewer system
analyzed in this watershed runs along Vernon Avenue, goes east to Eden Avenue and then to the
T.H. 100 storm sewer system. The T.H. 100 storm sewer system was not analyzed as part of this
study. The pipe system and ponds within the Grandview Square development were also incorporated
in the hydraulic and water quality models.
14.1.1.2 Hopkins
The Hopkins watershed is located just south of the City of Hopkins and west of the Interlachen
Country Club. This is a small watershed and consists of 94 acres of total land area. All of the water
in this watershed is routed north by a lift station to a Hopkins storm sewer system. The land use is
primarily low density residential with several ponds and wetlands.
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14.1.1.3 Interlachen
The Interlachen watershed consists of the Interlachen Country Club and residential areas adjacent to
the golf course. There are several ponds and wetlands that provide storage and treatment for runoff
in this watershed. There are few storm sewer pipes and water conveyed by the storm sewer system
drains north to Minnehaha Creek. Modeling of the storm sewer system includes proposed pipes
connecting the ponds within the Interlachen Country Club. These pipes are shown on Figure 14.3.
14.2 Stormwater System Analysis and Results
14.2.1 Hydrologic/Hydraulic Modeling Results
The 10-year and 100-year frequency event flood analyses were performed for the Northwest
Minnehaha Creek drainage basin. For the Northwest Minnehaha Creek watersheds, the storm sewers
were evaluated using a 10-year and a 100-year frequency storm event. The 10-year analysis was
based on a ½-hour storm of 1.65 inches of rain and the 100-year analysis was based on a 24-hour
storm event of 6 inches of rain. The storm sewers in Table 14.2 present the watershed information
and the results for the 10-year and 100-year hydrologic analyses for the Northwest Minnehaha Creek
basin.
The results of the 10-year and the 100-year hydraulic analysis for the Northwest Minnehaha Creek
drainage basin are summarized in Table 14.3 and Table 14.4. The column headings in Table 14.3 are
defined as follows:
Node/Subwatershed ID—XP-SWMM node identification label. Each XP-SWMM node
represents a manhole, catchbasin, pond, or other junction within the stormwater system.
Downstream Conduit—References the pipe downstream of the node in the storm sewer system.
Flood Elevation—The maximum water elevation reached in the given pond/manhole for each
referenced storm event (mean sea level). In some cases, an additional flood elevation has been
given in parenthesis. This flood elevation reflects the 100-year flood elevation of Minnehaha
Creek, as shown in the National Flood Insurance Program Flood Insurance Study for the City of
Edina, May 1979.
Peak Outflow Rate—The peak discharge rate (cfs) from a given ponding basin for each
referenced storm event. The peak outflow rates reflect the combined discharge from the pond
through the outlet structure and any overflow.
NWL—The normal water level in the ponding basin (mean sea level). The normal water levels
for the ponding basins were assumed to be at the outlet pipe invert or at the downstream control
elevation.
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Flood Bounce—The fluctuation of the water level within a given pond for each referenced storm
event.
Volume Stored—The maximum volume (acre-ft) of water that was stored in the ponding basin
during the storm event. The volume represents the live storage volume only.
Table 14.4 summarizes the conveyance system data used in the model and the model results for the
storm sewer system within the Northwest Minnehaha Creek drainage basin. The peak flow through
each conveyance system for the 10-year, and the 100-year frequency storm event is listed in the
table. The values presented represent the peak flow rate through each pipe system only and does not
reflect the combined total flow from an upstream node to the downstream node when overflow from
a manhole/pond occurs.
Figure 14.3 graphically represents the results of the 10-year and the 100-year frequency hydraulic
analyses. The figure depicts the Northwest Minnehaha Creek drainage basin boundary, subwatershed
boundaries, the modeled storm sewer network, surcharge conditions for the XP-SWMM nodes
(typically manholes), and the flood prone areas identified in the modeling analyses.
One of the objectives of the hydraulic analyses was to evaluate the level of service provided by the
current storm sewer system. The level of service of the system was examined by determining the
surcharge conditions of the manholes and catch basins within the storm sewer system during the
10-year and 100-year frequency storm events. An XP-SWMM node was considered surcharged if the
hydraulic grade line at that node breached the ground surface (rim elevation). Surcharging is
typically the result of limited downstream capacity and tailwater impacts. The XP-SWMM nodes
depicted on Figure 14.3 were color coded based on the resulting surcharge conditions. The green
nodes signify no surcharging occurred during the 100-year or 10-year frequency storm event, the
yellow nodes indicate surcharging during the 100-year frequency event, and the red nodes identify
that surcharging is likely to occur during both a 100-year and 10-year frequency storm event.
Figure 14.3 illustrates that several XP-SWMM nodes within the Northwest Minnehaha Creek
drainage basin are predicted to experience surcharged conditions during both the 10-year and
100-year frequency storm events. This indicates a probability greater than 10 percent in any year
that the system will be overburdened and unable to meet the desired level of service at these
locations. These manholes and catch basins are more likely to experience inundation during the
smaller, more frequent storm events of various durations.
Another objective of the hydraulic analysis was to evaluate the level of protection offered by the
current stormwater system. Level of protection is defined as the capacity provided by a municipal
drainage system (in terms of pipe capacity and overland overflow capacity) to prevent property
damage and assure a reasonable degree of public safety following a rainstorm. A 100-year event is
recommended as a standard for design of stormwater management basins. To evaluate the level of
protection of the stormwater system within the Northwest Minnehaha Creek drainage area, the
100-year frequency flood elevations for the ponding basins and depressed areas were compared to the
low elevations of structures surrounding each basin. The low elevations were initially determined
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using 2-foot topographic information and aerial imagery in ArcView. Where 100-year frequency
flood levels of the ponding areas appeared to potentially threaten structures, detailed low house
elevations were obtained through field surveys.
14.2.2 Water Quality Modeling Results
The effectiveness of the stormwater system in removing stormwater pollutants such as phosphorus
was analyzed using the P8 water quality model. The P8 model simulates the hydrology and
phosphorus loads introduced from the watershed of each pond and the transport of phosphorus
throughout the stormwater system. Since site-specific data on pollutant wash-off rates and sediment
characteristics were not available, it was necessary to make assumptions based on national average
values. Due to such assumptions and lack of in-lake water quality data for model calibration, the
modeling results were analyzed based on the percent of phosphorus removal that occurred and not
based on actual phosphorus concentrations.
Figure 14.4 depicts the results of the water quality modeling for the Northwest Minnehaha Creek
drainage basin. The figure shows the fraction of total phosphorus removal for each water body as
well as the cumulative total phosphorus removal in the watershed. The individual water bodies are
colored various shades of blue, indicating the percent of the total annual mass of phosphorus entering
the water body that is removed (through settling). It is important to note that the percent of
phosphorus removal is based on total phosphorus, including phosphorus in the soluble form.
Therefore, the removal rates in downstream ponds will likely decrease due to the large soluble
fraction of incoming phosphorus that was unsettleable in upstream ponds. The watersheds are
depicted in various shades of gray, indicating the cumulative total phosphorus removal achieved.
The cumulative percent removal represents the percent of the total annual mass of phosphorus
entering the watershed that is removed in the pond and all upstream ponds.
14.3 Implementation Considerations
The XP-SWMM hydrologic and hydraulic modeling analyses and P8 water quality analysis helped to
identify locations throughout the watershed where improvements to the City’s stormwater
management system may be warranted. The following sections discuss potential mitigation
alternatives that were identified as part of the 2003 modeling analyses. As opportunities to address
the identified flooding issues and water quality improvements arise, such as street reconstruction
projects or public facilities improvements, the City will use a comprehensive approach to stormwater
management. The comprehensive approach will include consideration of infiltration or volume
retention practices to address flooding and/or water quality improvements, reduction of impervious
surfaces, increased storm sewer capacity where necessary to alleviate flooding, construction and/or
expansion of water quality basins, and implementation of other stormwater BMPs to reduce pollutant
loading to downstream waterbodies.
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14.3.1 Flood Protection Projects
The 2003 hydrologic and hydraulic modeling analysis identified several locations within the
Northwest Minnehaha Creek drainage basin where the 100-year level of protection is not provided by
the current stormwater system. The problem areas identified in 2003 are discussed below.
As part of the 2003 modeling analysis, potential corrective measures were identified for the problem
areas for purposes of developing planning-level cost estimates. These preliminary corrective
measures are also discussed below. As the City evaluates the flooding issues and potential system
modifications in these areas, consideration will be given to other potential system modifications,
including implementation of stormwater infiltration or volume retention practices, where soils are
conducive.
14.3.1.1 Interlachen Landlocked Area
The MCWD Plan identified a landlocked area located west of T.H. 100 and north of Vernon Avenue.
This area, which encompasses subwatersheds EI_11, EI_12, EI_24, EI_13, and EI_19, currently
drains to a wetland complex (EI_19) just south of Meadowbrook Golf Course. Two-foot topographic
information for the area indicates that the natural overflow elevation between the landlocked wetland
complex and the Meadowbrook Golf Course is approximately 885 feet M.S.L. Based on the FEMA
Flood Insurance Study for Hennepin County (FEMA, 2004), the 100-year flood level of Minnehaha
Creek as it flows through the golf course is 892 feet M.S.L.
The maximum flood elevation that the City will allow in the wetland area (EI_19) is 888 feet M.S.L.
To prevent the backflow of water from the Meadowbrook Golf Course to the wetland complex
(EI_19), it is recommended that an embankment be constructed/raised between the wetland and the
golf course to an elevation of at least 892 feet M.S.L. Upon raising the embankment, a pumped outlet
will be required to keep the flood elevation below 888 feet M.S.L. The City should establish a
management plan to address necessary pumping scenarios. Previous analyses for the area indicate a
1 cfs pumped outlet would be sufficient.
14.3.2 Construction/Upgrade of Water Quality Basins
Several ponds in this watershed are removing less than 60 percent of the average annual phosphorus
load from storm water inflows. The light blue ponds in Figure 14.4 are achieving less than
60 percent total phosphorus removal. However, the cumulative phosphorus removal was greater than
60 percent for all the subwatersheds. Additional analysis was performed to identify those ponds that
were functioning properly and those ponds that were functioning poorly. In the P8 model,
phosphorus particles are grouped into several fractions. The unsettleable, or dissolved fraction, is
called P0. From the mass balance output of the P8 model, the percent total phosphorus removal for
the other settleable phosphorus fractions was evaluated for the apparently non-performing ponds to
determine if the ponds were removing greater than 60 percent of the settleable phosphorus fractions.
From this analysis it was determined that these ponds were removing greater than 60 percent of the
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settleable phosphorus and that they were performing adequately. As a result, in this watershed no
ponds were identified that require upgrades.
Many techniques are available to reduce pollutant loading from stormwater runoff, including
impervious surface reduction or disconnection, implementation of infiltration or volume retention
BMPs, installation of underground stormwater treatment structures and sump manholes and other
good housekeeping practices such as street sweeping. As opportunities arise, the City will consider
all of these options to reduce the volume and further improve the quality of stormwater runoff from
this drainage area.
Table 14.2
Watershed ID
Total Area
(ac)
% Impervious
Area
Peak Runoff Rate
(cfs)
Total Volume
Runoff (ac-ft)
Peak Runoff
Rate1 (cfs)
Total Volume
Runoff (ac-ft)
EI_1 10.2 41 45.8 3.66 37.8 0.97
EI_10 12.7 41 55.1 4.21 39.4 1.04
EI_11 1.5 20 5.7 0.41 2.9 0.09
EI_12 5.2 30 23.1 1.58 17.3 0.39
EI_13 8.1 28 36.2 2.42 27.1 0.60
EI_14 11.5 19 36.9 3.05 17.4 0.58
EI_15 13.4 31 57.7 4.08 39.5 0.97
EI_16 16.1 21 47.7 4.30 22.8 0.80
EI_17 3.0 23 12.8 0.84 8.1 0.20
EI_18 10.5 19 41.2 2.86 21.0 0.61
EI_19 16.2 52 72.0 6.26 54.9 1.62
EI_2 17.0 20 72.4 5.97 43.8 1.47
EI_20 23.5 20 82.5 6.63 40.8 1.39
EI_21 4.3 30 19.2 1.47 11.7 0.35
EI_22 2.3 20 9.5 0.65 5.0 0.14
EI_23 3.7 19 14.2 1.00 7.1 0.21
EI_24 22.5 26 93.4 6.73 56.4 1.57
EI 25 10 6 13 31 3 358 13 2 070
Watershed Modeling Results for Subwatersheds in the Minnehaha Creek Northwest Drainage
Area
Watershed Information 10-Year Storm Results
1/2-Hour Event24-Hour Event
100-Year Storm Results
EI_25 10.6 13 31.3 3.58 13.2 0.70
EI_26 5.2 3 20.0 1.34 7.4 0.29
EI_27 2.7 5 10.6 0.96 5.0 0.23
EI_28 5.9 32 19.0 1.33 15.6 0.42
EI_29 9.8 2 38.6 3.93 17.1 0.85
EI_3 20.6 20 49.4 7.11 21.4 1.22
EI_30 3.6 5 15.8 1.47 9.0 0.34
EI_31 6.0 22 26.9 2.53 19.9 0.62
EI_32 11.9 19 39.5 4.27 19.4 0.91
EI_33 9.0 2 29.5 2.86 9.9 0.58
EI_34 13.4 8 36.3 4.88 13.0 0.86
EI_35 5.9 20 19.5 1.94 9.7 0.42
EI_36 2.9 20 12.2 0.79 7.0 0.18
EI_37 1.5 20 6.7 0.30 4.8 0.10
EI_4 14.6 20 59.4 4.14 31.9 0.93
EI_5 7.4 20 32.3 2.04 19.7 0.48
EI_6 1.9 20 8.0 0.52 4.8 0.12
EI_7 7.8 20 27.8 2.10 13.7 0.42
EI_8 18.5 20 65.6 5.02 32.2 1.01
EI_9 3.8 20 17.2 1.07 21.5 0.30
HO_1 5.1 20 19.5 1.39 9.4 0.30
HO_10 1.6 20 5.8 0.42 2.9 0.09
HO_11 1.8 20 7.8 0.50 4.6 0.12
HO_12 2.0 20 8.2 0.56 4.4 0.12
HO_13 1.2 20 5.3 0.33 3.4 0.08
1 In some cases, the 10-year peak runoff rate is higher than the 100-year peak runoff rate as a result of the differences in peak
intensity of the rainfall hydrographs.
14-7
Table 14.2
Watershed ID
Total Area
(ac)
% Impervious
Area
Peak Runoff Rate
(cfs)
Total Volume
Runoff (ac-ft)
Peak Runoff
Rate1 (cfs)
Total Volume
Runoff (ac-ft)
Watershed Modeling Results for Subwatersheds in the Minnehaha Creek Northwest Drainage
Area
Watershed Information 10-Year Storm Results
1/2-Hour Event24-Hour Event
100-Year Storm Results
HO_14 2.2 20 8.8 0.60 4.6 0.13
HO_15 3.4 20 13.5 0.93 8.0 0.21
HO_16 2.7 44 12.2 0.92 12.2 0.24
HO_17 15.4 20 50.3 4.14 24.2 0.80
HO_18 2.0 20 7.5 0.55 3.7 0.11
HO_19 13.1 22 51.4 3.65 27.8 0.80
HO_2 1.1 16 4.7 0.28 2.9 0.07
HO_20 1.3 20 4.0 0.35 1.9 0.07
HO_21 0.7 20 3.1 0.19 2.6 0.05
HO_22 3.7 5 14.3 0.87 8.2 0.22
HO_3 6.5 20 16.7 1.70 7.7 0.30
HO_4 2.6 5 10.4 0.60 6.2 0.16
HO_5 8.3 20 30.0 2.26 14.7 0.46
HO_6 3.9 20 16.3 1.08 9.4 0.24
HO_7 1.5 21 6.4 0.42 3.6 0.09
HO_8 9.9 30 40.1 2.97 24.1 0.68
HO_9 3.5 20 9.5 0.92 4.4 0.16
H100 1 92 20 30 5 248 14 7 048H100_1 9.2 20 30.5 2.48 14.7 0.48
H100_10 5.48 25 18.7 1.54 9.6 0.31
H100_11 0.66 21 2.7 0.18 1.5 0.04
H100_12 2.42 20 9.1 0.66 4.5 0.14
H100_13 3.93 35 10.8 1.25 5.0 0.26
H100_14 4.49 50 20.4 1.65 17.6 0.43
H100_15 6.56 68 29.6 2.67 23.1 0.71
H100_2 3.64 30 13.1 1.08 7.1 0.23
H100_3 12.8 41 44.4 4.14 22.3 0.92
H100_4 9.93 46 42.3 3.40 28.1 0.82
H100_5 13.53 68 52.5 5.44 27.3 1.39
H100_6 4.22 20 17.2 1.16 9.1 0.25
H100_7 21.8 23 77.4 7.18 40.1 1.65
H100_8 0.71 20 3.2 0.20 2.2 0.05
H100_9 4.66 21 16.0 1.26 7.9 0.25
1 In some cases, the 10-year peak runoff rate is higher than the 100-year peak runoff rate as a result of the differences in peak
intensity of the rainfall hydrographs.
14-8
Table 14.3
Hydraulic Modeling Results for XP-SWMM Subwatersheds/Nodes in Minnehaha Creek Northwest Drainage Area
Flood Elevation
(ft)2,3
Type of
Storage4 NWL (ft)
Flood
Bounce
(ft)
Flood
Elevation (ft) NWL (ft)
Flood
Bounce (ft)
1906 1275 924.2 924.0
1907 1276 917.4 917.2
1908 1277 905.4 905.2
1911 1279 906.9 905.3
1912 1281 897.5 896.1
1913 1282 894.1 893.0
2138 1700 892.6 889.0
2141 1701 889.7 887.8
2142 outfall 886.8 886.1
2155 1711 920.5 920.3
2156 1952 900.5 900.2
2159 1714 929.7 929.5
2160 1715 930.2 930.0
2161 1716 931.0 930.9
2162 1717 931.2 931.0
2163 1718 943.0 943.0
2173 1725 918.4 918.0
2174 1726 917.8 917.2
2175 1728 916 5 914 7
Subwatershed or
Node Downstream Conduit
100-Year Storm Results
24-Hour Event
10-Year Storm Results
1/2-Hour Event
2175 1728 916.5 914.7
2177 1854 891.9 890.4
2183 1733 920.5 917.1
2186 1736 916.7 914.9
2187 1737 916.5 914.5
2188 1738 916.3 914.3
2189 1741 915.8 913.5
2191 1742 915.7 913.3
2198 1748 914.6 912.9
2200 outfall 919.0 918.2
2203 1750 924.1 919.9
2204 1751 924.1 919.7
2210 1754 924.1 921.0
2214 1758 931.2 928.0
2215 1759 928.7 926.3
2217 1761 924.8 922.8
2218 1762 924.8 921.4
2226 1768 888.7 888.7
2227 outfall 887.4 887.4
2229 outfall 886.3 886.3
2344 1855 891.9 890.3
2346 1857 891.3 889.6
2347 1858 891.2 888.9
2348 1859 888.9 888.0
2349 1860 888.6 887.9
2350 1861 888.3 887.7
2351 1862 887.7 886.9
2352 1863 887.2 886.6
2353 1864 885.4 884.7
14-9
Table 14.3
Hydraulic Modeling Results for XP-SWMM Subwatersheds/Nodes in Minnehaha Creek Northwest Drainage Area
Flood Elevation
(ft)2,3
Type of
Storage4 NWL (ft)
Flood
Bounce
(ft)
Flood
Elevation (ft) NWL (ft)
Flood
Bounce (ft)
Subwatershed or
Node Downstream Conduit
100-Year Storm Results
24-Hour Event
10-Year Storm Results
1/2-Hour Event
2354 outfall 883.8 883.4
2356 1866
892.5
(892) 891.1
2357 1867
893.0
(892) 891.9
2358 1868 893.0 892.1
2421 PP6 900.5 898.6
2442 1947 922.6 918.4
2443 1948 921.7 917.8
2445 outfall 890.5 889.5
2456 PP8 897.1 894.7
2457 PP9 894.0 890.6
EI_1 1869 891.6 P 887.0 4.6 888.3 887.0 1.3
EI_10 landlocked 890.5 P 887.9 2.6 888.5 887.9 0.6
EI_11 1771 917.6 918.4
EI_12 outfall 914.8 P 912.1 2.7 912.8 912.1 0.7
EI_13 landlocked 899.3 P 888.0 11.3 896.1 888.0 8.1
EI 14 1699
893.0
(892)ST 891 2EI_14 1699 (892)ST 891.2
EI_15 1278 909.9 ST 909.7 904.5 5.2
EI_16 1280 903.4 899.3
EI_17 1274 928.4 927.9
EI_18 1697 893.9 892.2
EI_19 landlocked 882.6 P 879.0 3.6 880.6 879.0 1.6
EI_2 1720 895.8 895.6
EI_20 1769
888.5
(892) 888.4
EI_21 landlocked 888.3 P 884.6 3.7 886.3 884.6 1.7
EI_22 drains to ditch
888.4
(892) 888.3
EI_23 1698
892.8
(892) 890.7
EI_24 landlocked 885.4 P 883.5 1.9 884.9 883.5 1.4
EI_25 1865
892.7
(892)889.0 3.7 889.8 889.0 0.8
EI_26 overland flow 910.0 P 905.8 4.2 908.0 905.8 2.2
EI_27 landlocked 905.3 P 901.8 3.5 903.8 901.8 2.0
EI_28 overland flow 896.6 BYD 894.4 2.2 895.9 894.4 1.5
EI_29 PP5 902.7 898.1 4.6 899.4 898.1 1.3
EI_3 1727
893.1
(892)886.6 6.5 892.3 886.6 5.7
EI_30 PP2 906.0 902.8 3.2 904.5 902.8 1.7
EI_31 PP7 899.3 896.3 3.0 897.0 896.3 0.7
EI_32 PP3 907.5 906.6 0.9 906.9 906.6 0.3
EI_33 pump 905.3 BYD 901.5 3.8 902.5 901.5 1.0
EI_34 landlocked 892.7 P 887.1 5.5 889.8 887.1 2.7
EI_35 landlocked 898.4 BYD 897.3 1.1 897.9 897.3 0.6
14-10
Table 14.3
Hydraulic Modeling Results for XP-SWMM Subwatersheds/Nodes in Minnehaha Creek Northwest Drainage Area
Flood Elevation
(ft)2,3
Type of
Storage4 NWL (ft)
Flood
Bounce
(ft)
Flood
Elevation (ft) NWL (ft)
Flood
Bounce (ft)
Subwatershed or
Node Downstream Conduit
100-Year Storm Results
24-Hour Event
10-Year Storm Results
1/2-Hour Event
EI_36 landlocked 953.0 BYD 949.2 3.8 951.7 949.2 2.5
EI_37 landlocked 946.1 BYD 944.0 2.1 945.3 944.0 1.3
EI_4 1766 893.1 892.9
EI_5 1856 891.9 890.3
EI_6 1767 893.1 893.0
EI_7 1719 946.5 946.4
EI_8 1713 929.5 929.2
EI_9 1712 923.7 923.6
HO_1 1722 918.8 P 913.2 5.6 917.6 913.2 4.4
HO_10 1946 924.1 919.2
HO_11 1753 924.1 920.5
HO_12 1740 922.7 916.7
HO_13 Hopkins system 919.0 918.2
HO_14 1763 930.7 BYD 925.9 4.8 930.6 925.9 4.7
HO_15 1724 919.5 ST 919.3
HO_16 1729 924.1 P 917.5 6.6 919.7 917.5 2.2
HO_17 1755 924.5 921.7
HO_18 1752 924.2 919.7
HO 19 1747 (force main)913 2 P 908 8 44 909 5 908 8 07HO_19 1747 (force main)913.2 P 908.8 4.4 909.5 908.8 0.7
HO_2 1744 917.0 915.0
HO_20 1760 928.0 ST 924.5
HO_21 landlocked 946.1 BYD 945.0 1.1 946.0 945.0 1.0
HO_22 landlocked 932.7 BYD 930.1 2.6 932.6 930.1 2.5
HO_3 1739 916.2 914.1
HO_4 1843 916.9 BYD 912.9 4.0 915.2 912.9 2.3
HO_5 1743 915.6 915.6
HO_6 1723 922.2 922.0
HO_7 1853 924.3 ST 922.1
HO_8 1745 915.6 P 912.0 3.6 913.2 912.0 1.2
HO_9 1757 933.9 929.3
1885 1258 914.3 913.8
1886 1259 913.8 913.3
1889 1262 951.1 949.0
1891 1263 951.1 948.4
1892 1264 950.7 947.5
1893 1265 950.4 947.3
1894 1266 949.9 947.0
1895 1267 949.7 946.8
1896 1268 949.4 946.6
1897 1269 948.6 946.1
1898 1270 947.4 945.1
2268 outfall 906.8 906.6
2271 outfall 914.4 911.2
2274 outfall 916.0 914.1
2276 outfall 919.0 918.8
2278 outfall 911.9 911.8
2362 1872 931.7 P 928.6 3.1 930.1 928.6 1.5
14-11
Table 14.3
Hydraulic Modeling Results for XP-SWMM Subwatersheds/Nodes in Minnehaha Creek Northwest Drainage Area
Flood Elevation
(ft)2,3
Type of
Storage4 NWL (ft)
Flood
Bounce
(ft)
Flood
Elevation (ft) NWL (ft)
Flood
Bounce (ft)
Subwatershed or
Node Downstream Conduit
100-Year Storm Results
24-Hour Event
10-Year Storm Results
1/2-Hour Event
2364 1873 928.0 927.7
2365 1874 924.8 924.4
2366 1875 921.9 921.3
2367 1876 921.1 920.7
2368 1877 920.0 919.4
2370 1879 919.5 P 916.0 3.5 918.1 916.0 2.1
2372 1880 918.6 917.8
2455 outfall 902.8 901.7
H100_1 1261 951.2 950.8
H100_10 (1)911.4 909.7
H100_11 (1)919.2 918.9
H100_12 (1)916.3 914.2
H100_13 (1)908.2 906.0
H100_14 1878 919.9 918.6
H100_15 outfall 908.0 907.9
H100_2 1260 951.3 949.0
H100_3 1256 939.8 939.6
H100_4 1871 932.7 930.7
H100 5 1257 916 7 916 2H100_5 1257 916.7 916.2
H100_6 private sewer system 919.4 ST 916.5
H100_7 (1)907.2 ST 904.9
H100_8 (1)915.9 915.9
H100_9 (1)
914.9 911.2
1 Downstream conduit modeled as an orifice
4 ST=Street, BYD=Back Yard Depression, P=Pond
3 100-year flood elevation based on 24-hour event. Flood elevation from a 10-day snowmelt event should also be evaluated prior to final
design/determination.
2 Flood elevations in parenthesis indicate a 100-year flood elevation based on the 100-year flood elevation of Minnehaha Creek, according to
the Federal Emergency Management Agency Flood Insurance Study for the City of Edina
14-12
Table 14.4
Conduit Modeling Results for Subwatersheds in the Minnehaha Creek North East Drainage Areas
Conduit ID Upstream Node
Downstream
Node Conduit Shape Conduit Dimensions*
(ft)
Roughness
Coefficient
Upstream Invert
Elevation
(ft)
Downstream Invert
Elevation
(ft)
Conduit Length
(ft)Slope 100Y Peak Flow Through
Conduit (cfs)
10Y Peak Flow through
Conduit (cfs)
1274 EI_17 1906 Circular 1.5 0.013 927 923.75 130 2.50 12.8 8.0
1275 1906 1907 Circular 2 0.013 923.25 919.25 200 2.00 12.8 8.0
1276 1907 1908 Circular 2 0.013 916.65 907.65 180 5.00 12.8 8.0
1277 1908 EI_16 Circular 2 0.013 904.65 896.65 200 4.00 12.8 8.0
1278 EI_15 1911 Circular 1.5 0.013 904.45 903.66 79 1.00 24.2 24.2
1279 1911 EI_16 Circular 2 0.013 903.66 897 402 1.66 24.4 24.3
1280 EI_16 1912 Circular 3 0.013 896.65 892 310 1.50 83.8 62.4
1281 1912 1913 Circular 3 0.013 892 888.22 252 1.50 68.8 62.6
1282 1913 EI_18 Circular 3 0.013 887.33 886.51 42 1.95 64.5 62.6
1697 EI_18 2138 Circular 3.5 0.013 886.51 884.9 322 0.50 84.8 80.6
1698 EI_23 2138 Circular 1 0.013 885.34 884.9 44 1.00 9.1 7.0
1699 EI_14 2138 Circular 2 0.013 886.5 885.1 330 0.42 23.2 17.3
1700 2138 2141 Circular 4.5 0.013 884.9 884.01 355 0.25 163.1 103.0
1701 2141 2142 Circular 4.5 0.013 884.01 883.1 385 0.24 157.0 102.9
1711 2155 2156 Circular 1.5 0.024 913.6 894.58 95 20.02 30.1 28.6
1712 EI_9 2155 Circular 1.75 0.024 916.32 913.9 30 8.43 29.3 29.4
1713 EI_8 EI_9 Circular 1.75 0.013 923.13 916.43 217 3.09 25.7 25.5
1714 2159 EI_8 Circular 1.5 0.013 925.64 923.33 43 5.44 9.9 11.1
1715 2160 2159 Circular 1.25 0.013 925.34 924.85 16 3.06 9.8 10.8
1716 2161 2160 Circular 1.25 0.013 925.78 925.72 36 0.17 9.8 10.6
1717 2162 2161 Circular 1.25 0.013 926.02 925.78 20 1.20 9.8 9.8
1718 2163 2162 Circular 1 0.013 937.77 926.52 264 4.26 7.7 7.7
1719 EI_7 2163 Circular 1 0.013 942.7 938.77 211 1.86 6.1 6.1
1720 EI_2 EI_1 Circular 1.25 0.013 889.33 887 237 0.98 11.0 10.5
1722 HO_1 HO_19 Circular 1 0.013 913.2 911.2 500 0.40 4.1 3.7
1723 HO_6 HO_15 Circular 1.5 0.013 917.98 916.66 441 0.30 8.4 8.7
1724 HO_15 2173 Circular 1.5 0.013 915.87 915.11 53 1.43 11.1 13.3
1725 2173 2174 Circular 1.5 0.013 915.11 914.24 60 1.45 10.8 12.0
1726 2174 2175 Circular 1.5 0.013 914.24 911.4 175 1.62 10.8 11.4
1727 EI_3 2177 Circular 1 0.013 887.83 887.52 285 0.11 4.4 4.2
1728 2175 HO_3 Circular 1.75 0.013 911.4 911.39 81 0.01 10.8 11.5
1729 HO_16 HO_10 Circular 2 0.013 917.07 917.54 24 -1.96 4.7 3.4
1733 2183 HO_4 Circular 1 0.013 916.02 912.91 191 1.63 4.7 3.7
1736 2186 2187 Circular 1.75 0.013 912.52 912.14 237 0.16 6.3 6.7
1737 2187 2188 Circular 2 0.013 912.14 911.75 245 0.16 6.0 6.6
1738 2188 HO_3 Circular 2 0.013 911.75 911.39 250 0.14 6.0 6.6
1739 HO_3 2189 Circular 3 0.013 911.39 910.72 393 0.17 26.9 24.1
1740 HO_12 2189 Circular 1 0.013 915.51 910.72 225 2.13 6.6 4.3
1741 2189 2191 Circular 3 0.013 910.72 910.58 99 0.14 34.4 27.9
1742 2191 HO_8 Circular 3 0.013 910.58 910.5 36 0.22 34.4 27.9
1743 HO_5 HO_8 Circular 1 0.013 912.12 912 30 0.40 7.4 7.3
1744 HO_2 HO_8 Circular 1 0.013 914.4 912 129 1.86 4.7 2.9
1745 HO_8 2198 Circular 1.5 0.013 912 911.75 128 0.20 7.4 3.8
1747 (force main) HO_19 2200 Circular 0.66 NA 911 916.67 NA NA 1.1 1.1
1748 2198 HO_19 Circular 1.5 0.013 911.75 911 371 0.20 7.3 3.8
1750 2203 2204 Circular 1.75 0.013 919.01 918.13 408 0.22 4.4 3.3
1751 2204 HO_16 Circular 1.75 0.013 917.63 917.5 59 0.22 4.4 3.2
1752 HO_18 HO_16 Circular 1 0.013 918.95 914.5 32 13.91 8.9 3.7
1753 HO_11 HO_16 Circular 3 0.013 917.85 917.4 15.6 2.88 69.3 38.1
1754 2210 HO_11 Circular 2.25 0.013 918.46 917.85 32 1.91 33.9 24.1
P:\Mpls\23 MN\27\23271072 Edina Water Resources Mgmt Plan Update\WorkFiles\QAQC Model for Pond\NWMHC_SWMM_hydraulic_output_noUPDATE_NWL_verification.xls
14-13
Table 14.4
Conduit Modeling Results for Subwatersheds in the Minnehaha Creek North East Drainage Areas
Conduit ID Upstream Node
Downstream
Node Conduit Shape Conduit Dimensions*
(ft)
Roughness
Coefficient
Upstream Invert
Elevation
(ft)
Downstream Invert
Elevation
(ft)
Conduit Length
(ft)Slope 100Y Peak Flow Through
Conduit (cfs)
10Y Peak Flow through
Conduit (cfs)
1755 HO_17 2210 Circular 2.25 0.013 918.86 918.46 96 0.42 33.9 24.1
1757 HO_9 2214 Circular 1.5 0.013 928.32 927.01 329 0.40 9.5 4.6
1758 2214 2215 Circular 1.5 0.013 926.8 925.8 278 0.36 9.4 4.4
1759 2215 HO_20 Circular 1.5 0.013 925.8 923.75 60 3.42 9.4 4.4
1760 HO_20 2217 Circular 1.5 0.013 923.75 920.2 175 2.03 12.7 6.2
1761 2217 2218 Circular 1.5 0.013 920.2 918.46 100 1.74 11.7 10.4
1762 2218 HO_11 Circular 1.5 0.010 918.46 917.85 100 0.61 14.6 10.4
1763 HO_14 2217 Circular 0.5 0.015 925.9 921.3 239 1.92 1.0 1.0
1766 EI_4 EI_1 Circular 1 0.013 887.62 887 176 0.35 5.7 5.5
1767 EI_6 2226 Circular 1 0.024 889.1 887.7 138 1.01 3.5 3.5
1768 2226 2227 Circular 1 0.013 887.4 886.6 85 0.94 3.5 3.5
1769 EI_20 2229 Circular 1 0.013 885.5 885.34 31 0.52 6.6 6.4
1771 EI_11 EI_12 Circular 1 0.013 916.52 912.1 138 3.20 5.6 3.4
1843 HO_4 2186 Circular 1.75 0.013 912.91 912.52 110 0.35 6.7 7.3
1853 HO_7 2203 Circular 1 0.013 919.66 919.34 158 0.20 5.1 3.6
1854 2177 2344 Circular 2 0.010 886.29 885.99 193 0.16 8.1 5.2
1855 2344 EI_5 Circular 2 0.013 885.99 885.87 152 0.08 8.1 5.2
1856 EI_5 2346 Circular 2 0.013 885.87 885.87 100 0.00 21.2 17.5
1857 2346 2347 Circular 2 0.013 885.87 885.79 91 0.09 20.1 17.8
1858 2347 2348 Circular 2 0.013 885.79 885.76 112 0.03 29.1 17.7
1859 2348 2349 Circular 3 0.013 885.76 885.74 98 0.02 29.1 17.2
1860 2349 2350 Circular 3 0.013 885.74 885.79 91 -0.05 29.1 17.2
1861 2350 2351 Circular 3 0.013 885.79 886 131 -0.16 29.1 17.1
1862 2351 2352 Circular 3 0.013 885 884.77 123 0.19 29.1 17.1
1863 2352 2353 Circular 3 0.013 884.77 884.77 73 0.00 29.1 17.1
1864 2353 2354 Circular 3 0.013 883 882.07 281 0.33 29.1 17.1
1865 EI_25 2356 Circular 1.5 0.010 889 886.2 39 7.18 -18.0 -11.2
1866 2356 2357 Circular 2 0.010 884.4 883.91 163 0.30 -18.0 -11.2
1867 2357 2358 Circular 2 0.010 883.91 883.6 225 0.14 -12.6 -11.2
1868 2358 EI_3 Circular 2 0.010 887 886.62 225 0.17 -14.2 -12.2
1869 EI_1 2177 Circular 1 0.013 887 886.29 247 0.29 -4.1 -2.2
1946 HO_10 2442 Circular 1 0.013 917.54 917.4 94 0.15 4.7 3.4
1947 2442 2443 Circular 1 0.013 917.4 917.12 54 0.52 4.7 3.4
1948 2443 2183 Circular 1 0.013 917.12 916.02 71 1.55 4.7 3.5
1952 2156 2445 Circular 2 0.013 894.58 888.52 174 3.48 52.9 42.1
PP2 EI_30 2421 Circular 1 0.013 902.8 902.5 411 0.07 2.7 1.7
PP3 EI_32 EI_29 Circular 1.25 0.013 906.6 898.1 264 3.22 8.5 1.7
PP5 EI_29 2421 Circular 1.25 0.013 898.1 898 150 0.07 6.0 2.5
PP6 2421 EI_31 Circular 1.25 0.013 898 896.3 50 3.40 8.5 4.0
PP7 EI_31 2456 Circular 1.25 0.013 896.3 894 230 1.00 6.4 3.5
PP8 2456 2457 Circular 1.25 0.013 894 890 350 1.14 6.1 3.5
PP9 2457 EI_1 Circular 1.25 0.013 890 887 250 1.20 6.1 3.5
1256 H100_3 H100_5 Circular 1.75 0.013 934 911.6 440 5.09 35.7 35.7
1257 H100_5 1885 Circular 2.5 0.013 909.35 908.74 130 0.47 57.4 57.0
1258 1885 1886 Circular 3.58 0.013 908.74 908.43 77 0.40 64.8 61.2
1259 1886 H100_15 Circular 3 0.013 908.3 906.9 285 0.49 64.8 61.2
1260 H100_2 1889 Circular 2 0.013 945.38 944.6 146 0.53 13.1 7.1
1261 H100_1 1889 Circular 1.25 0.013 946.18 944.6 78 2.03 11.1 11.5
1262 1889 1891 Circular 2 0.013 944.6 944.39 112 0.29 16.8 16.9
1263 1891 1892 Circular 2 0.013 944.39 944.11 99 0.28 23.0 20.7
P:\Mpls\23 MN\27\23271072 Edina Water Resources Mgmt Plan Update\WorkFiles\QAQC Model for Pond\NWMHC_SWMM_hydraulic_output_noUPDATE_NWL_verification.xls
14-14
Table 14.4
Conduit Modeling Results for Subwatersheds in the Minnehaha Creek North East Drainage Areas
Conduit ID Upstream Node
Downstream
Node Conduit Shape Conduit Dimensions*
(ft)
Roughness
Coefficient
Upstream Invert
Elevation
(ft)
Downstream Invert
Elevation
(ft)
Conduit Length
(ft)Slope 100Y Peak Flow Through
Conduit (cfs)
10Y Peak Flow through
Conduit (cfs)
1264 1892 1893 Circular 2.5 0.013 944.11 943.81 48 0.63 25.4 20.7
1265 1893 1894 Circular 2.5 0.013 943.81 943.69 124 0.10 22.7 20.6
1266 1894 1895 Circular 2.5 0.013 943.69 943.6 46 0.20 22.6 20.5
1267 1895 1896 Circular 2.5 0.013 943.6 943.31 81 0.36 22.5 20.3
1268 1896 1897 Circular 2.5 0.013 943.31 943.08 135 0.17 22.6 20.0
1269 1897 1898 Circular 2 0.013 943.08 942.5 32 1.81 22.5 19.5
1270 1898 H100_3 Circular 1.75 0.013 942.5 934 365 2.33 22.5 19.1
1871 H100_4 2362 Circular 3 0.013 928.8 927.5 186 0.70 42.3 28.3
1872 2362 2364 Circular 2 0.013 929 927.3 186 0.91 18.7 7.9
1873 2364 2365 Circular 2 0.013 927.3 923.8 24 14.58 18.7 7.9
1874 2365 2366 Circular 1.75 0.013 923.8 920.5 92 3.59 18.7 7.9
1875 2366 2367 Circular 2.5 0.013 920.5 920 55 0.92 18.7 7.9
1876 2367 2368 Circular 2.5 0.013 920 918.7 88 1.48 18.7 7.9
1877 2368 H100_14 Circular 2.5 0.013 918.7 917.4 80 1.63 18.7 7.9
1878 H100_14 2370 Circular 2.5 0.013 917.4 917 19 2.16 38.3 17.6
1879 2370 2372 Circular 2 0.013 916 917.1 25 -4.49 -27.5 -10.5
1880 2372 H100_5 Circular 2 0.013 917.1 911.2 35 16.86 27.5 13.4
NA-Not Applicable
P:\Mpls\23 MN\27\23271072 Edina Water Resources Mgmt Plan Update\WorkFiles\QAQC Model for Pond\NWMHC_SWMM_hydraulic_output_noUPDATE_NWL_verification.xls
14-15
Ver
n
o
n
A
v
e
HopkinsHopkins St. Louis ParkSt. Louis Park
EI_3
EI_20
EI_8
EI_24EI_2
EI_4
H100_7
EI_19
EI_16
EI_34
EI_15
HO_17
EI_10
EI_1
EI_32
EI_14
HO_19
EI_25
EI_18
H100_5
HO_8
EI_29
H100_3
EI_7
EI_5
EI_33
HO_5
EI_13
H100_4
H100_1
HO_3
EI_31
EI_35
EI_28
EI_12
EI_26
EI_9
HO_1
H100_15
HO_6
EI_21 EI_23
H100_10
EI_30
H100_9
H100_6
HO_22
EI_17
EI_36
HO_15
EI_27
HO_4
EI_6
HO_16
HO_14
HO_12
H100_12
EI_11
HO_7
EI_37
HO_9
H100_14
H100_2
H100_13
EI_22
HO_18
HO_11
HO_10
HO_20
HO_2
HO_13
HO_21
H100_8
H100_11
EI_29
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Figure 14.1
NORTHWEST MINNEHAHA CREEK
DRAINAGE BASIN
Comprehensive Water Resource
Management Plan
City of Edina, Minnesota
300 0 300
Meters
City of Edina Boundary
Roads/Highways
Lake/Wetland
Creek/Stream
Minnehaha Creek - Northwest
Drainage Basin
Subwatershed
Imagery Source: Aerials Express, 2008
14-16
M i n n e h a h a C r e e k
InterlachenInterlachen
T.H. 100T.H. 100
Interlachen Blvd
HopkinsHopkins
HopkinsHopkins St. Louis ParkSt. Louis Park
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1,000 0 1,000
Feet
Figure 14.2
NORTHWEST MINNEHAHA CREEK
MAJOR WATERSHEDS
Comprehensive Water Resource
Management Plan
City of Edina, Minnesota
300 0 300
Meters
City of Edina Boundary
Roads/Highways
Creek/Stream
Lake/Wetland
Minnehaha Creek - Northwest
Drainage Basin
Major Watershed
Subwatershed
Imagery Source: Aerials Express, 2008
14-17
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N
T
T
E
R
R
O
L
L
I
N
G
G
R
E
E
N
P
K
W
Y
MAIT LA
ANNAWAY DR
AN
N
A
W
A
Y
D
R
MERILANE
ME
R
I
L
A
N
E
RD
PA
D
D
O
C
K
CO
O
P
E
R
A
V
E
ORCHARD LA
COOPER CIR
CIR
C
L
E
EA
S
T
CIR
C
L
E
WE
S
T
AR
C
A
D
I
A
A
V
E
SO
O
L
I
N
E
R
R
BR
O
O
K
S
I
D
E
A
V
E
52ND ST W
53RD ST W
GR
A
N
D
V
I
E
W
L
N
EDEN
A
V
E
SO
O
L
I
N
E
R
R
C
O
M
P
A
N
Y
LI
N
K
R
D
DR
DIVISION ST
LA
51ST
OX
F
O
R
D
A
V
E
HO
L
L
Y
W
O
O
D
OX
F
O
R
D
AV
E
ST
WIL
L
I
A
M
A
V
E
W
BLVD
PA
R
K
S
I
D
E
VA
N
D
E
R
V
O
R
K
HOLLYWOOD RD
INTERLACHEN
BE
D
F
O
R
D
A
V
E
CIRCLE EAST
AV
E
SP
U
R
R
D
VA
N
D
E
R
V
O
R
K
A
V
E
BLV
D
RU
T
L
E
D
G
E
IN
T
E
R
L
A
C
H
E
N
48TH ST W
AVE
R
U
T
L
E
D
G
E
BR
O
O
K
S
I
D
E
AV
E
HA
N
K
E
R
S
O
N
A
V
E
S
VE
R
N
O
N
A
V
E
PU
K
W
A
N
A
L
N
SO
O
L
I
N
E
R
R
C
O
49TH ST W
RU
T
L
E
D
G
E
A
V
E
AV
E
NO
R
M
A
N
D
A
L
E
R
D
GR
A
N
D
V
I
E
W
S
Q
U
A
R
E
EI_3
EI_20
EI_8
EI_24EI_2
EI_4
H100_7
EI_19
EI_16
EI_34
EI_15
HO_17
EI_10
EI_1
EI_32
EI_14
HO_19
EI_25
EI_18
H100_5
HO_8
EI_29
H100_3
EI_7
EI_5
EI_33
HO_5
EI_13
H100_4
H100_1
HO_3
EI_31
EI_35
EI_28
EI_12
EI_26
EI_9
HO_1
H100_15
HO_6
EI_21
EI_23
H100_10
EI_30
H100_9
HO_9
H100_6
HO_22
H100_14
EI_17
EI_36
HO_15
H100_2
EI_27
H100_13
HO_4
EI_22
EI_6
HO_16
HO_14
HO_12HO_18
H100_12
HO_11
EI_11
HO_7
EI_37
HO_10
HO_20
HO_2
HO_13
HO_21
H100_8
H100_11
EI_29
2200
CB-2458
MH-2457
MH-2456
CB-2455CB-2454CB-2453
FE-2445
MH-2443MH-2442
MH-2422
CB-2420
MH-2419
MH-2417
MH-2416
FE-2371
FE-2370CB-2369
MH-2368
MH-2367
MH-2366
MH-2365
MH-2364FE-2363
CB-2361
FE-2359
FE-2355
FE-2354
MH-2353MH-2352MH-2351MH-2350
MH-2349
MH-2348
MH-2344
MH-2278CB-2277
MH-2276CB-2275
MH-2274CB-2273
MH-2271
CB-2270
MH-2268
FE-2233
CB-2232
FE-2231
FE-2229
FE-2227
MH-2226
FE-2224
MH-2216
MH-2215
MH-2214
MH-2213
FE-2209FE-2207
FE-2205
MH-2203
FE-2201
FE-2199
FE-2197
FE-2196
CB-2195
FE-2194MH-2192
MH-2191MH-2189
MH-2188
MH-2187
MH-2186
MH-2183
CB-2180
OT-2179
MH-2178
MH-2177
MH-2175
MH-2173
FE-2170
MH-2160MH-2159
FE-2142
MH-1911
MH-1908
MH-1907
MH-1906
MH-1905
MH-1898
MH-1897
MH-1896
MH-1895
MH-1894
MH-1888
MH-1887
MH-1886
MH-1883
MH-2372
FE-2362
MH-2357
MH-2347
MH-2346
MH-2345
CB-2343
CB-2267
CB-2218
MH-2217
MH-2211
CB-2210CB-2206
MH-2204
MH-2198
MH-2190
MH-2184
MH-2174
MH-2141
MH-2140 CB-2139MH-2138 MH-1914
MH-1913
MH-1912
MH-1909
MH-1893
MH-1892
CB-1891
MH-1889
MH-2358
MH-2356
CB-2230
CB-2228
CB-2225
CB-2223
CB-2219
CB-2193
MH-2176
MH-2172
MH-2171
CB-2169
FE-2166
CB-2165
CB-2164
CB-2163CB-2162CB-2161
CB-2158
CB-2157
MH-2156
MH-1910
CB-1890
MH-1885
MH-1884
Ba
r
r
F
o
o
t
e
r
:
D
a
t
e
:
1
1
/
3
/
2
0
0
9
1
2
:
0
4
:
1
5
P
M
F
i
l
e
:
I
:
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\
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a
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\
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p
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ft
\
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1
4
_
3
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w
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a
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M
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_
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s
u
l
t
s
.
m
x
d
U
s
e
r
:
m
b
s
2
!;N
400 0 400
Feet
Figure 14.3
NORTHWEST MINNEHAHA CREEK
HYDRAULIC MODEL RESULTS
Comprehensive Water Resource
Management Plan
City of Edina, Minnesota
150 0 150
Meters
City of Edina Boundary
Roads/Highways
Creek/Stream
Lake/Wetland
Minnehaha Creek -
Northwest Drainage Basin
Subwatershed
Pipes
!.Manhole
!.
Manhole Surcharge During
100-Year Frequency Event
!.
Manhole Surcharged During
10-Year Frequency Event
14-18
100
M i n n e h a h a C reek
HopkinsHopkins St. Louis ParkSt. Louis Park
EI_19
EI_10
EI_1
EI_32
HO_19 EI_24
HO_8
EI_31
EI_29
HO_16
EI_12
EI_25
EI_6
EI_21
EI_13
H100_14
EI_20
H100_4
EI_25EI_26
EI_30
EI_27
!;N
Ba
r
r
F
o
o
t
e
r
:
D
a
t
e
:
1
1
/
3
/
2
0
0
9
1
2
:
5
5
:
2
5
P
M
F
i
l
e
:
I
:
\
C
l
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t
\
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d
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\
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W
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_
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a
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2
0
0
9
\
M
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s
\
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p
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\
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4
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4
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W
a
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r
_
Q
u
a
l
i
t
y
.
m
x
d
U
s
e
r
:
m
b
s
2
1,000 0 1,000
Feet
Figure 14.4
NORTHWEST MINNEHAHA CREEK
WATER QUALITY
MODELING RESULTS
Comprehensive Water Resource
Management Plan
City of Edina, Minnesota
300 0 300
Meters
Imagery Source: Aerials Express, 2008
25 - 40% (Moderate Removal)
40 - 60% (Good Removal)
60 - 100% (Excellent Removal)
25 - 40% (Moderate Removal)
40 - 60% (Good Removal)
60 - 100% (Excellent Removal)
Percent TP Removal in Water Body*
This number represents the percent of the total annual mass
of phosphorus entering the water body that is removed.
Cumulative TP Removal in Watershed*
This number represents the percent of the total annual mass
of phosphorus entering the watershed and upstream watersheds
that is removed in the pond and all upstream ponds.
Flow Direction
*Data based on results of P8 modeling.
Area Draining Directly to
Minnehaha Creek
0 - 25% (Poor/No Removal)
14-19
!.
!.
!.!.
!.
!.
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AR
T
H
U
R
S
T
AR
T
H
U
R
S
T
MALONEY AVE
GR
I
F
F
I
T
S
T
BL
A
K
E
R
D
BELMORE LA
JO
H
N
S
T
MALONEY AVE
SPRUCE RD
KR
E
S
S
E
C
I
R
JO
H
N
S
T
GR
O
V
E
P
L
JO
H
N
S
T
BELMORE LA
M
E
R
I
L
A
N
E
CRESC
E
N
T
T
E
R
R
O
L
L
I
N
G
G
R
E
E
N
P
K
W
Y
MAIT LA
ANNAWAY DR
AN
N
A
W
A
Y
D
R
MERILANE
ME
R
I
L
A
N
E
R
D
PA
D
D
O
C
K
CO
O
P
E
R
A
V
E
ORCHARD LA
COOPER CIR
CIR
C
L
E
EA
S
T
CIR
C
L
E
WE
S
T
AR
C
A
D
I
A
A
V
E
SO
O
L
I
N
E
R
R
BR
O
O
K
S
I
D
E
A
V
E
52ND ST W
53RD ST W
GR
A
N
D
V
I
E
W
L
N
EDEN
A
V
E
SO
O
L
I
N
E
R
R
C
O
M
P
A
N
Y
LI
N
K
R
D
DR
DIVISION ST
LA
51ST
OX
F
O
R
D
A
V
E
HO
L
L
Y
W
O
O
D
OX
F
O
R
D
AV
E
ST
WI
L
L
I
A
M
A
V
E
W
BLVD
PA
R
K
S
I
D
E
VA
N
D
E
R
V
O
R
K
HOLLYWOOD RD
INTERLACHEN
BE
D
F
O
R
D
A
V
E
CIRCLE EAST
AV
E
SP
U
R
R
D
VA
N
D
E
R
V
O
R
K
A
V
E
BL
V
D
RU
T
L
E
D
G
E
I
N
T
E
R
L
A
C
H
E
N
48TH ST W
AVE
R
U
T
L
E
D
G
E
BR
O
O
K
S
I
D
E
AV
E
HA
N
K
E
R
S
O
N
A
V
E
S
VE
R
N
O
N
A
V
E
PU
K
W
A
N
A
L
N
SO
O
L
I
N
E
R
R
C
O
49TH ST W
RU
T
L
E
D
G
E
A
V
E
AV
E
NO
R
M
A
N
D
A
L
E
R
D
GR
A
N
D
V
I
E
W
S
Q
U
A
R
E
EI_3
EI_20
EI_8
EI_24EI_2
EI_4
H100_7
EI_19
EI_16
EI_34
EI_15
HO_17
EI_10
EI_1
EI_32
EI_14
HO_19
EI_25
EI_18
H100_5
HO_8
EI_29
H100_3
EI_7
EI_5
EI_33
HO_5
EI_13
H100_4
H100_1
HO_3
EI_31
EI_35
EI_28
EI_12
EI_26
EI_9
HO_1
H100_15
HO_6
EI_21
EI_23
H100_10
EI_30
H100_9
HO_9
H100_6
HO_22
H100_14
EI_17
EI_36
HO_15
H100_2
EI_27
H100_13
HO_4
EI_22
EI_6
HO_16
HO_14
HO_12HO_18
H100_12
HO_11
EI_11
HO_7
EI_37
HO_10
HO_20
HO_2
HO_13
HO_21
H100_8
H100_11
EI_29
2200
CB-2458
MH-2457
MH-2456
CB-2455CB-2454CB-2453
FE-2445
MH-2443MH-2442
MH-2422
CB-2420
MH-2419
MH-2417
MH-2416
FE-2371
FE-2370CB-2369
MH-2368
MH-2367
MH-2366
MH-2365
MH-2364FE-2363
CB-2361
FE-2359
FE-2355
FE-2354
MH-2353MH-2352MH-2351MH-2350
MH-2349
MH-2348
MH-2344
MH-2278CB-2277
MH-2276CB-2275
MH-2274CB-2273
MH-2271CB-2270
MH-2268
FE-2233
CB-2232
FE-2231
FE-2229
FE-2227
MH-2226
FE-2224
MH-2216
MH-2215
MH-2214
MH-2213
FE-2209FE-2207
FE-2205
MH-2203
FE-2201
FE-2199
FE-2197
FE-2196
CB-2195
FE-2194MH-2192
MH-2191MH-2189
MH-2188
MH-2187
MH-2186
MH-2183
CB-2180
OT-2179
MH-2178
MH-2177
MH-2175
MH-2173
FE-2170
MH-2160MH-2159
FE-2142
MH-1911
MH-1908
MH-1907
MH-1906
MH-1905
MH-1898
MH-1897
MH-1896
MH-1895
MH-1894
MH-1888
MH-1887
MH-1886
MH-1883
MH-2372
FE-2362
MH-2357
MH-2347
MH-2346
MH-2345
CB-2343
CB-2267
CB-2218
MH-2217
MH-2211
CB-2210CB-2206
MH-2204
MH-2198
MH-2190
MH-2184
MH-2174
MH-2141
MH-2140 CB-2139MH-2138 MH-1914
MH-1913
MH-1912
MH-1909
MH-1893
MH-1892
CB-1891
MH-1889
MH-2358
MH-2356
CB-2230
CB-2228
CB-2225
CB-2223
CB-2219
CB-2193
MH-2176
MH-2172
MH-2171
CB-2169
FE-2166
CB-2165
CB-2164
CB-2163CB-2162CB-2161
CB-2158
CB-2157
MH-2156
MH-1910
CB-1890
MH-1885
MH-1884
Ba
r
r
F
o
o
t
e
r
:
D
a
t
e
:
1
1
/
3
/
2
0
0
9
1
2
:
0
4
:
1
5
P
M
F
i
l
e
:
I
:
\
C
l
i
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t
\
E
d
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\
P
r
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c
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\
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W
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P
_
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p
d
a
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_
2
0
0
9
\
M
a
p
s
\
R
e
p
o
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t
s
\
F
i
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u
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_
C
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t
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R
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v
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w
D
r
a
f
t
\
F
i
g
_
1
4
_
3
_
M
C
_
N
o
r
t
h
w
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s
t
_
H
y
d
r
a
u
l
i
c
_M
o
d
e
l
_
R
e
s
u
l
t
s
.
m
x
d
U
s
e
r
:
m
b
s
2
!;N
400 0 400
Feet
Figure 14.3
NORTHWEST MINNEHAHA CREEK
HYDRAULIC MODEL RESULTS
Comprehensive Water Resource
Management Plan
City of Edina, Minnesota
150 0 150
Meters
City of Edina Boundary
Roads/Highways
Creek/Stream
Lake/Wetland
Minnehaha Creek -
Northwest Drainage Basin
Subwatershed
Pipes
!.Manhole
!.
Manhole Surcharge During
100-Year Frequency Event
!.
Manhole Surcharged During
10-Year Frequency Event