HomeMy WebLinkAboutSECTION 8 NINE MILE CREEK SOUTH
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8.0 Nine Mile Creek- South
8.1 General Description of Drainage Area
Figure 8.1 depicts the Nine Mile Creek- South drainage basin. The Nine Mile Creek- South drainage
basin is located in the southeast portion of Edina. The drainage basin encompasses approximately
1,162 acres that ultimately drain to the North Fork of Nine Mile Creek between West 70th Street and
the south Edina city limits.
8.1.1 Drainage Patterns
The stormwater system within this drainage area is comprised of storm sewers, ditches, overland
flow paths, wetlands, and ponding basins. The Nine Mile Creek- South drainage basin has been
divided into several major watersheds based on the drainage patterns. These major watersheds are
depicted in Figure 8.2. Each major watershed has been further delineated into many subwatersheds.
The naming convention for each subwatershed is based on the major watershed it is located within.
Table 8.1 lists each major watershed and the associated subwatershed naming convention.
Table 8.1 Major Watersheds within the Nine Mile Creek—South Drainage Basin
Major Watershed
Subwatershed Naming
Convention
# of
Subwatersheds
Drainage
Area (acres)
Centennial Lakes CL_## 39 215
South Pond SP_## 16 202
Nine Mile South NMS_## 107 746
8.1.1.1 Centennial Lakes
The Centennial Lakes watershed is located in southeast Edina. The 215-acre watershed drains to
Centennial Lakes. The watershed is bordered by West 69th Street on the north, West 78th Street on
the south, France Avenue on the west and York Avenue on the east. Runoff from France Avenue
between West 69th Street and just south of Gallagher Drive drains to Centennial Lakes. France
Avenue drainage south of Gallagher Drive flows to the South Pond. The watershed is characterized
by mainly commercial and high-density residential land use. Centennial Lakes span 9.5 acres,
stretching from Gallagher Drive south to Minnesota Drive, and receive runoff from the direct
watershed as well as flow from Adam’s Hill Pond (10 cfs). The normal elevation of Centennial
Lakes is 838 MSL, controlled by a weir structure that discharges to the South Pond.
8.1.1.2 South Pond (Border Basin)
The South Pond is located on the border between Edina and Bloomington, just west of the
intersection of Minnesota Drive and West 77th Street. The watershed draining to the South Pond
encompasses 202 acres. The land use within the watershed is entirely commercial and industrial,
thus highly impervious. In addition to the runoff from the direct watershed, the South Pond receives
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flow from Centennial Lakes. The South Pond was categorized as a Type 4 wetland in the wetland
inventory, a shallow (0.5 to 3 feet), marshy wetland with vegetation such as grasses, cattails, and
bulrushes. The normal elevation of the South Pond is controlled at 814.5 MSL by a weir structures.
Discharge from the South Pond flows west through the storm sewer system along Viking Drive and
eventually discharges to the North Fork of Nine Mile Creek.
8.1.1.3 Nine Mile South
The Nine Mile South watershed encompasses the area that drains to the North Fork of Nine Mile
Creek between West 70th Street and the southern border of Edina. The 746-acre watershed extends to
Cahill Road to the west, France Avenue to the east, West 66th Street to the north, and West 78th Street
to the south. The watershed is characterized by multiple land uses, including residential,
commercial, industrial, highway, and golf course. The portion of the watershed west of the North
Fork of Nine Mile Creek is almost entirely commercial and industrial, thus highly impervious. The
northern portion is low-density residential. The southeast portion of the watershed consists mainly of
high-density residential, a large commercial and industrial area, and the Fred Richards Golf Course.
The golf course is characterized by a series of ponding basins that receive runoff from an area of
approximately 188 acres. Discharge from the golf course ponds flows southward through a storm
sewer system located between the 4700 and 4660 West 77th Street properties. This system connects
to the trunk system that flows westward from the South Pond to the North Fork of Nine Mile Creek.
8.2 Stormwater System Analysis and Results
8.2.1 Hydrologic/Hydraulic Modeling Results
The 10-year and 100-year frequency flood analyses were performed for the Nine Mile Creek- South
drainage basin. The 10-year analysis was based on a ½-hour storm of 1.65 inches of rain. The
100-year analysis was based on a 24-hour storm event of 6 inches of rain. Table 8.2 presents the
watershed information and the results for the 10-year and 100-year hydrologic analyses.
The results of the 10-year and 100-year frequency hydraulic analyses for the Nine Mile Creek- South
drainage basin are summarized in Table 8.3 and Table 8.4. The column headings in Table 8.3 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 Nine Mile
Creek, per the Nine Mile Creek Watershed Management Plan, May 1996.
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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.
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 8.4 summarizes the conveyance system data used in the model and the model results for the
storm sewer system within the Nine Mile Creek- South drainage basin. The peak flows through each
conveyance system for the 10-year and 100-year frequency storm events are listed in the table. The
values presented represent the peak flow rate through each pipe system only and do not reflect the
combined total flow from an upstream node to the downstream node when overflow from a
manhole/pond occurs.
Figure 8.3 graphically represents the results of the 10-year and 100-year frequency hydraulic
analyses. The figure depicts the boundaries of the drainage areas, 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 8.3 were color coded based on the resulting surcharge conditions. The green
nodes signify no surcharging occurred during the 100-year or 10-year storm event, the yellow nodes
indicate surcharging during the 100-year event, and the red nodes identify that surcharging is likely
to occur during both a 100-year and 10-year frequency storm event. Figure 8.3 illustrates that several
XP-SWMM nodes within the Nine Mile Creek- South 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 manhole and catch basin are more likely to
experience inundation during the smaller, more frequent storm events of various durations.
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Another objective of the hydraulic analyses 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 frequency
event is recommended as a standard for design of stormwater management basins. To evaluate the
level of protection of the stormwater system within the Nine Mile Creek- South drainage basin, 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
using 2-foot topographic information and aerial imagery in ArcView. Where 100-year flood levels of
the ponding areas appeared to potentially threaten structures, low house elevations were obtained
through field surveys. The areas that were predicted to flood and threaten structures during the
100-year frequency storm event are highlighted in Figure 8.3. Discussion and recommended
implementation considerations for these areas are included in Section 8.3.
8.2.2 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 8.4 depicts the results of the water quality modeling for the Nine Mile Creek- South 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.
Ponds that had an average annual total phosphorus removal rate of 60 percent or greater, under
average climatic conditions, were considered to be performing well. For those ponds with total
phosphorus removal below 60 percent, the permanent pool storage volume was analyzed to determine
if additional capacity is necessary. Based on recommendations from the MPCA publication
Protecting Water Quality in Urban Areas, March 2000, the permanent pool for detention ponds
should be equal to or greater than the runoff from a 2.0-inch rainfall, in addition to the sediment
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storage for at least 25 years of sediment accumulation. For ponds with less than 60 percent total
phosphorus removal, the recommended storage volume was calculated for each pond within the
drainage basin and compared to the existing permanent pool storage volume.
8.3 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.
8.3.1 Flood Protection Projects
The 2003 hydrologic and hydraulic modeling analysis identified several locations within the Nine
Mile Creek- South 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.
8.3.1.1 7001 & 7025 France Avenue (CL_51)
A depression area exists at the properties of 7001 and 7025 France Avenue. The depression area is
drained by an 18-inch storm sewer pipe that connects into the trunk system along France Avenue.
During intense storm events, such as the 100-year frequency storm, high flows through the France
Avenue trunk system restrict the drainage from the depression area and the area becomes inundated
with stormwater. The 100-year frequency flood elevation for this depression area is 862.6 MSL.
Flooding problems have been historically noted in this area. A flapgate was added to the collection
pipe at this area to prevent the France Avenue system from backing up and causing further
inundation. However, with the flapgate closed, there is no outlet from this area and the storage
volume in the parking lot is not sufficient to prevent flooding of the structures. Prior to construction
of the bank currently located on this property, the property owner was informed of the flooding
potential. No recommendations to alleviate the flooding are being made at this time.
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8.3.2 Construction/Upgrade of Water Quality Basins
The 2003 P8 modeling analysis indicated that the annual removal of total phosphorus from several
ponds in the Nine Mile Creek- South drainage area was predicted to be below the desired 60 percent
removal rate, under average year conditions. For those ponds with total phosphorus removal below
60 percent, the permanent pool storage volume was analyzed to determine if additional capacity is
necessary. The ponds that exhibited deficiencies in total phosphorus removal and permanent pool
volume are listed below, along with recommended pond upgrades.
Construction of new or expansion of existing water quality basins is one method to increase the
pollutant removal achieved prior to stormwater reaching downstream waterbodies. Many additional
techniques are available to reduce pollutant loading, 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 improve the quality of stormwater runoff.
A large portion of the stormwater runoff from the Nine Mile Creek- South drainage basin drains
directly to the North Fork of Nine Mile Creek through storm sewer system, without any water quality
treatment prior to entering the Creek. The large area draining directly to the Creek (approximately
500 acres) is depicted in Figure 8.4. To remove pollutants and improve the quality of the discharge
to Nine Mile Creek, it is recommended that the City consider installation of a water quality treatment
basin upstream of the discharge location at West 77th Street and T.H. 100 (discussed in additional
detail below) , as well as other water quality treatment techniques throughout the untreated area as
opportunities arise.
8.3.2.1 West 77
th Street & T.H. 100
The southwest portion of the Nine Mile Creek- South drainage basin is an industrial, highly
impervious area. Stormwater from this area is collected via storm sewer and discharged into the
North Fork of Nine Mile Creek without any water quality treatment prior to discharge. To provide
some pollutant removal from the stormwater prior to discharge into the Creek, construction of a
water quality basin is being considered in the southwest quadrant of the intersection of T.H. 100 and
West 77th Street. The basin will receive runoff from an area of approximately 50 acres along
Industrial Boulevard. Based on the MPCA recommended design criteria for permanent pool storage
volume in detention basins, the total required dead storage volume for this basin is 4.4 acre-feet.
8.3.2.2 NMS_76
Pond NMS_76 is located in on the east side of the Fred Richards Golf Course, just northwest of the
intersection of West 76th Street and Parklawn Avenue. The pond receives runoff from an area of
approximately 120 acres. The pond outlets to Pond NMS_104 via a 108-inch round equivalent arch
pipe. The pond is a Type 5 wetland and was assumed to have an average depth of 4 feet. Based on
this depth assumption and the pond area from the 2-foot topographic data, the permanent pool storage
volume was estimated to be 4.4 acre-feet in 2004. In comparison with the MPCA recommended
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storage volume for Pond NMS_76, there is not an adequate amount of permanent pool storage in the
basin. In 2008, the City removed approximately 0.9 acre-feet of sediment from Pond NMS_76. To
upgrade the pond to meet the NURP standards, it is recommended that an additional 1.6 acre-feet of
dead storage volume be provided.
8.3.2.3 NMS_104
Pond NMS_104 is located along the southeast border of the Fred Richards Golf Course, just north of
the parking lot for the Pentagon Park office complex. This detention basin receives discharge from
Pond NMS_76, in addition to runoff from the adjacent parking lots. Based on the wetland inventory,
the pond is a Type 5 wetland, and was assumed to have an average depth of 4 feet. Pond NMS_104
is connected to the downstream pond NMS_72 by two 30-inch equalizer pipes. Based on the MPCA
recommended storage volume for detention basins, there is not an adequate amount of permanent
pool storage in this basin. It is recommended that an additional 0.2 acre-feet of dead storage volume
be provided.
8.3.2.4 NMS_72 & NMS_74
Ponds NMS_72 and NMS_74 are located within the Fred Richards Golf Course, connected by a
36-inch equalizer pipe. Pond NMS_72 is upstream of NMS_74 and receives discharge from Pond
NMS_79 and NMS_104 as well as runoff from the 7-acre direct watershed. Pond NMS_74 receives
discharge from NMS_72 in addition to the runoff from the 6.5-acre direct watershed. Both ponds are
Type 5 wetlands, based on the wetland inventory, and were assumed to have an average depth of
4 feet. Based on this depth assumption and the pond areas from the 2-foot topographic information,
the permanent pool storage volume of each pond is greater than the MPCA recommended storage
volume for detention ponds. However, because the water quality modeling results indicate that the
total phosphorus removal in Pond NMS_72 and NMS_74 is below desired removal levels, it is
recommended that the depth of the ponds be increased to improve removal efficiency.
8.3.2.5 SP_1 (South Pond/Border Basin)
Pond SP_1 is located on the border between Edina and Bloomington, just west of the intersection of
Minnesota Drive and West 77th Street. Pond SP_1 receives discharge from Centennial Lakes, as well
as stormwater runoff from a large, highly impervious, 215-acre watershed. The water level in
Pond SP_1 is controlled by a weir structure. Discharge from the pond flows to the North Fork of
Nine Mile Creek on the west side of T.H. 100, just south of the West 77th Street crossing. The pond
is a Type 4 wetland and was assumed to have an average depth of 2 feet. Based on this depth
assumption and the pond area from the 2-foot topographic data, the existing dead storage volume was
calculated to be 6.8 acre-feet. In comparison with the calculated MPCA recommended permanent
pool storage volume for Pond SP_1, there is not an adequate amount of permanent pool storage in the
basin. It is recommended that an additional 19.6 acre-feet of dead storage volume be provided to
meet the MPCA design criteria for detention basins and improve removal efficiency of total
phosphorus.
1
Table 8.2
Watershed ID
Total Area
(ac)
% Impervious
Area
Peak Runoff Rate
(cfs)
Total Volume
Runoff (ac-ft)
Peak Runoff Rate2
(cfs)
Total Volume
Runoff (ac-ft)
CL_1 64.2 67 287.1 24.7 175.9 6.0
CL_10 0.9 40 4.3 0.3 3.9 0.1
CL_11 1.4 67 6.8 0.5 8.6 0.1
CL_12 1.9 16 8.7 0.4 4.2 0.1
CL_13 8.4 62 37.8 3.1 23.1 0.7
CL_14 3.8 32 16.5 1.1 9.7 0.2
CL_15 3.0 21 12.7 0.7 6.1 0.1
CL_16 3.9 68 18.7 1.5 15.8 0.4
CL_17 2.6 80 12.6 1.1 12.9 0.3
CL_18 1.9 65 8.9 0.7 11.4 0.2
CL_19 1.6 37 7.2 0.5 5.9 0.1
CL_20 11.7 40 49.7 3.6 27.2 0.7
CL_21 1.9 80 9.0 0.8 10.8 0.2
CL_22 2.7 80 12.5 1.1 10.0 0.3
CL_23 3.8 80 17.6 1.6 13.3 0.4
CL_25 4.6 75 22.0 1.9 19.9 0.5
CL_27 9.5 80 37.3 4.0 17.7 1.0
CL 3 81 40 35 4 25 20 4 05
Watershed Modeling Results for Subwatersheds in the Nine Mile Creek- South Drainage
Basin (Revised 12/2006)
Watershed Information 10-Year Storm Results1
1/2-Hour Event24-Hour Event
100-Year Storm Results
CL_3 8.1 40 35.4 2.5 20.4 0.5
CL_35 2.9 80 14.1 1.2 18.7 0.3
CL_38 5.2 41 23.8 1.6 15.6 0.3
CL_4 3.6 35 16.8 1.1 11.9 0.2
CL_48 8.9 80 41.5 3.8 30.3 1.0
CL_49 4.3 80 20.4 1.8 16.4 0.5
CL_5 7.5 34 30.1 2.1 15.5 0.4
CL_50 3.8 80 18.0 1.6 14.1 0.4
CL_51 5.2 80 24.6 2.2 20.6 0.6
CL_52 1.6 80 7.8 0.7 8.7 0.2
CL_53 7.4 80 30.3 3.1 15.2 0.8
CL_54 3.2 71 15.1 1.3 17.3 0.3
CL_55 6.1 79 28.0 2.6 20.0 0.7
CL_56 5.1 79 24.4 2.2 22.8 0.6
CL_57 2.7 51 12.6 1.0 10.2 0.2
CL_58 0.7 79 3.3 0.3 5.8 0.1
CL_59 0.7 80 3.2 0.3 4.8 0.1
CL_60 1.5 80 7.1 0.6 7.2 0.2
CL_61 3.4 80 16.1 1.4 13.2 0.4
CL_62 0.9 80 4.5 0.4 3.9 0.1
CL_8 1.8 40 8.4 0.6 6.4 0.1
CL_9 2.4 40 10.4 0.7 5.9 0.1
NMS_10 4.7 73 22.9 2.2 21.5 0.6
NMS_100 3.4 60 16.5 1.4 16.3 0.4
NMS_101 2.4 80 11.3 1.0 9.7 0.3
1 NM = Not modeled
2 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
hydrograph
8-8
2
Table 8.2
Watershed ID
Total Area
(ac)
% Impervious
Area
Peak Runoff Rate
(cfs)
Total Volume
Runoff (ac-ft)
Peak Runoff Rate2
(cfs)
Total Volume
Runoff (ac-ft)
Watershed Modeling Results for Subwatersheds in the Nine Mile Creek- South Drainage
Basin (Revised 12/2006)
Watershed Information 10-Year Storm Results1
1/2-Hour Event24-Hour Event
100-Year Storm Results
NMS_102 2.5 16 11.6 0.9 8.2 0.2
NMS_103 8.2 19 35.8 3.3 20.0 0.8
NMS_104 6.3 57 30.5 2.8 31.6 0.7
NMS_105 2.8 80 13.3 1.2 12.7 0.3
NMS_106 3.5 80 16.5 1.5 14.8 0.4
NMS_107 3.2 78 15.3 1.4 14.0 0.4
NMS_108 12.8 80 51.2 5.5 NM NM
NMS_11 4.0 80 18.2 1.9 12.8 1.6
NMS_12 4.4 80 20.0 1.9 13.8 0.5
NMS_13 10.9 80 49.5 4.8 33.6 0.5
NMS_14 11.1 71 49.8 4.6 31.2 1.2
NMS_15 7.6 77 36.1 3.3 28.8 1.3
NMS_16 9.0 80 40.7 4.0 28.1 0.9
NMS_18 5.8 80 27.1 2.5 21.6 1.0
NMS_19 1.2 80 5.6 0.5 5.6 0.7
NMS_20 5.4 80 26.0 2.4 24.4 0.1
NMS_21 3.1 80 14.4 1.3 11.8 0.6
NMS 22 87 77 41 7 40 38 7 04NMS_22 8.7 77 41.7 4.0 38.7 0.4
NMS_23 0.5 29 2.5 0.2 2.4 0.9
NMS_24 3.3 20 13.7 1.0 7.0 0.0
NMS_25 6.4 78 28.1 2.7 16.7 0.3
NMS_26 3.2 48 15.0 1.1 12.0 0.5
NMS_27 17.9 80 76.7 7.9 45.8 0.4
NMS_28 22.9 71 100.5 9.5 59.1 1.9
NMS_29 12.2 70 56.5 4.8 39.4 2.2
NMS_30 10.2 80 34.8 4.4 14.7 1.3
NMS_31 17.2 80 71.9 7.8 41.1 1.2
NMS_32 8.7 79 39.0 4.0 26.2 2.1
NMS_33 2.3 77 11.3 1.0 14.4 1.0
NMS_34 0.6 72 2.9 0.3 4.5 0.3
NMS_35 0.6 67 2.7 0.3 4.0 0.1
NMS_36 1.2 56 5.8 0.5 8.5 0.1
NMS_37 10.4 69 48.9 4.1 37.0 0.1
NMS_38 24.6 20 78.5 6.6 35.0 0.5
NMS_39 7.0 65 31.0 2.9 18.9 2.6
NMS_4 3.8 75 18.3 1.8 16.9 0.9
NMS_40 21.7 44 92.4 7.4 55.7 0.3
NMS_41 6.9 25 31.8 2.0 20.6 1.5
NMS_42 3.9 80 16.5 1.6 8.9 0.7
NMS_43 3.4 81 16.6 1.6 18.0 0.5
NMS_44 5.0 35 23.4 1.5 21.6 0.3
NMS_45 6.7 80 31.7 2.9 24.9 0.5
1 NM = Not modeled
2 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
hydrograph
8-9
3
Table 8.2
Watershed ID
Total Area
(ac)
% Impervious
Area
Peak Runoff Rate
(cfs)
Total Volume
Runoff (ac-ft)
Peak Runoff Rate2
(cfs)
Total Volume
Runoff (ac-ft)
Watershed Modeling Results for Subwatersheds in the Nine Mile Creek- South Drainage
Basin (Revised 12/2006)
Watershed Information 10-Year Storm Results1
1/2-Hour Event24-Hour Event
100-Year Storm Results
NMS_46 7.2 20 33.2 2.0 20.1 0.4
NMS_47 14.1 19 53.1 3.8 24.7 0.4
NMS_48 4.6 20 20.1 1.3 10.6 0.9
NMS_49 11.2 20 48.5 3.1 25.3 0.3
NMS_5 2.7 72 13.2 1.3 15.0 1.4
NMS_50 17.8 20 61.5 4.8 27.9 0.1
NMS_51 16.3 80 56.7 6.9 23.2 1.9
NMS_52 5.7 20 24.5 1.8 13.2 1.2
NMS_53 3.5 67 17.1 1.6 17.0 0.7
NMS_54 1.3 37 6.2 0.4 5.7 0.3
NMS_55 9.0 49 40.5 3.2 27.3 0.1
NMS_56 2.9 80 14.1 1.3 13.1 1.0
NMS_57 11.4 80 43.6 5.0 21.4 0.3
NMS_58 5.8 80 27.4 2.5 22.5 1.3
NMS_59 1.3 49 6.1 0.5 7.3 0.6
NMS_6 13.5 80 56.2 5.7 29.3 0.1
NMS_60 1.6 81 7.9 0.7 8.3 1.5
NMS 61 08 75 38 03 56 02NMS_61 0.8 75 3.8 0.3 5.6 0.2
NMS_62 6.6 80 27.0 2.8 14.1 0.1
NMS_63 4.9 49 22.6 1.8 17.2 0.6
NMS_64 17.7 55 65.7 6.4 30.8 0.4
NMS_65 2.3 80 11.2 1.1 10.0 2.2
NMS_66 4.5 34 18.6 1.3 10.1 0.1
NMS_67 1.9 42 8.7 0.6 6.9 0.3
NMS_68 2.5 20 11.6 0.6 6.3 0.1
NMS_69 4.5 33 20.2 1.4 12.5 0.2
NMS_7 15.4 80 57.9 6.7 27.4 0.5
NMS_70 11.6 42 43.2 3.5 20.1 0.9
NMS_71 4.4 78 19.2 1.9 11.3 1.3
NMS_72 7.3 12 29.9 3.0 14.6 0.4
NMS_73 6.7 40 29.4 2.2 17.1 0.5
NMS_74 6.5 19 27.2 2.7 14.9 0.7
NMS_75 5.3 68 25.4 2.4 23.0 0.8
NMS_76 10.8 39 49.8 4.3 37.2 0.5
NMS_77 7.2 31 28.8 2.1 14.9 0.6
NMS_78 2.5 40 11.0 0.8 6.3 0.4
NMS_79 6.6 9 24.6 2.7 10.2 0.2
NMS_8 2.9 80 14.1 1.2 16.2 0.7
NMS_80 3.5 55 16.2 1.2 12.8 0.2
NMS_81 11.5 47 51.1 3.8 30.6 0.3
NMS_82 7.8 20 32.3 1.9 14.6 0.5
NMS_83 3.6 20 15.3 0.9 7.3 0.4
1 NM = Not modeled
2 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
hydrograph
8-10
4
Table 8.2
Watershed ID
Total Area
(ac)
% Impervious
Area
Peak Runoff Rate
(cfs)
Total Volume
Runoff (ac-ft)
Peak Runoff Rate2
(cfs)
Total Volume
Runoff (ac-ft)
Watershed Modeling Results for Subwatersheds in the Nine Mile Creek- South Drainage
Basin (Revised 12/2006)
Watershed Information 10-Year Storm Results1
1/2-Hour Event24-Hour Event
100-Year Storm Results
NMS_84 11.8 12 42.0 4.1 17.5 0.3
NMS_85 3.1 77 12.5 1.3 6.5 1.3
NMS_86 3.1 20 14.2 0.8 7.8 0.2
NMS_87 1.1 20 4.9 0.3 2.5 0.1
NMS_88 3.6 26 16.8 1.5 15.1 0.1
NMS_89 7.1 70 31.5 2.8 18.1 0.4
NMS_90 6.7 40 29.9 2.0 18.5 0.5
NMS_91 4.0 71 18.8 1.6 13.3 0.7
NMS_92 6.3 80 28.2 2.7 17.6 0.4
NMS_93 5.1 70 24.1 2.1 19.5 0.7
NMS_94 1.3 20 6.3 0.4 4.9 0.5
NMS_95 8.0 80 37.6 3.7 30.1 0.2
NMS_96 5.8 80 26.0 2.7 18.1 1.0
NMS_97 9.4 80 42.9 4.3 31.0 0.7
NMS_98 6.8 20 25.8 1.9 12.2 0.5
NMS_99 4.4 28 20.6 1.3 15.4 0.5
SP_1 89.8 80 235.7 39.4 88.2 0.5
SP 10 38 80 17 8 18 14 2 11 0SP_10 3.8 80 17.8 1.8 14.2 11.0
SP_11 5.6 80 22.8 2.4 11.9 0.4
SP_12 3.5 80 16.1 1.5 11.5 0.6
SP_13 4.6 80 21.3 2.0 16.2 0.4
SP_14 0.9 81 4.3 0.4 4.6 0.6
SP_15 4.6 80 22.1 2.0 25.2 0.1
SP_16 7.6 80 29.5 3.2 13.7 0.5
SP_17 7.0 80 27.9 3.3 15.1 0.9
SP_2 2.0 80 9.8 0.9 12.0 0.8
SP_3 3.8 80 18.3 1.6 17.7 0.2
SP_4 2.3 73 11.2 0.9 11.0 0.4
SP_5 11.6 80 55.1 5.4 47.6 0.3
SP_6 28.4 80 114.7 13.0 62.8 1.4
SP_7 14.9 80 70.2 6.5 55.4 3.2
SP_8 1.2 80 5.7 0.5 5.4 1.6
SP_9 11.4 80 50.4 5.0 31.9 0.1
1 NM = Not modeled
2 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
hydrograph
8-11
Table 8.3
Flood Elevation1
(ft) Type of Storage
2
NWL
(ft)
Flood Bounce
(ft)
Flood Elevation
(ft)
NWL
(ft)
Flood Bounce
(ft)
898 1922_p 866.8 866.7
899 685_p 866.9 866.6
901 687_p 863.7 863.2
903 2214_p 859.4 856.4
935 719_p 863.6 861.6
936 720_p 855.1 854.6
937 721_p 849.2 848.6
940 723_p 860.5 860.5
941 724_p 847.8 847.6
942 727_p 847.3 847.7
944 728_p 844.9 842.7
947 731_p 841.0 839.3
948 732_p 835.0 833.5
950 outfall 829.7 826.1
951 734_p 844.4 842.6
955 738_p 869.8 862.2
956 2240_p 862.6 859.3
958 740_p 855.6 852.8
959 741_p 845.8 845.6
968 750_p 833.9 830.7
972 754_p 832.0 829.2
973 755_p 830.4 827.6
975 757_p 829.5 826.8
976 758_p 828.3 826.2
978 761_p 827.3 street 824.8
982 1997 p 832 5 832 3
Hydraulic Modeling Results for XP-SWMM Subwatersheds/Nodes in the Nine Mile Creek- South Drainage Basin (Revised 12/206).
Subwatershed or
Node Downstream Conduit
100-Year Storm Results
24-Hour Event
10-Year Storm Results
1/2-Hour Event
982 1997_p 832.5 832.3
983 764_p 835.8 835.6
986 767_p 826.3 823.3
987 768_p 826.1 823.3
990 770_p 826.4 824.2
992 772_p 827.9 824.9
993 773_p 828.9 825.2
996 776_p 826.7 826.5
1002 2003_p 823.2 822.1
1005 783_p 822.0 819.5
1006 784_p 821.5 817.9
1010 1211_p 821.0 816.7
1011 787_p 821.2 816.5
1012 789_p 821.8 820.6
1014 790_p 820.7 816.3
1015 791_p 820.7 821.0
1016 3215_p 822.0 816.1
1017 792_p 821.7 816.5
1019 794_p 820.9 820.3
1020 795_p 822.7 820.0
1021 796_p 820.8 820.6
1025 802_p 820.2 815.5
1029 3219_p 820.4 816.1
1222 to RR ditch 838.4 837.8
1227 968_p 831.8 831.7
1229 970_p 830.6 830.6
1230 971_p 829.7 829.1
1234 974_p 828.3 826.3
1237 977_p 825.6 822.2
1238 978_p 825.5 821.9
1239 979_p 830.4 829.9
1240 outfall 824.9 820.1
1242 981_p 829.0 829.0
1244 outfall 827.4 826.6
1245 983_p 833.8 832.3
1248 986_p 828.0 825.4
1 100-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 byd = backyard depression
8-12
Table 8.3
Flood Elevation1
(ft) Type of Storage
2
NWL
(ft)
Flood Bounce
(ft)
Flood Elevation
(ft)
NWL
(ft)
Flood Bounce
(ft)
Hydraulic Modeling Results for XP-SWMM Subwatersheds/Nodes in the Nine Mile Creek- South Drainage Basin (Revised 12/206).
Subwatershed or
Node Downstream Conduit
100-Year Storm Results
24-Hour Event
10-Year Storm Results
1/2-Hour Event
1250 988_p 825.7 823.5
1251 outfall 823.1 820.0
1254 1539_p 823.1 817.6
1487 1176_p 858.0 857.6
1489 1178_p 854.8 854.5
1490 1179_p 852.9 852.5
1491 1180_p 849.8 849.6
1492 1181_p 842.0 841.1
1493 1182_p 841.4 839.5
1498 1186_p 840.8 839.3
1500 1187_p 847.9 847.5
1503 1190_p 842.9 840.1
1508 1194_p NM 825.0
1509 1195_p NM 831.2
1513 1198_p 837.2 837.6
1515 1200_p 833.0 832.5
1516 1201_p 832.9 830.9
1517 1202_p 832.7 829.6
1518 1203_p 832.6 828.0
1519 1204_p 832.4 827.2
1520 3221_p 832.2 824.6
1521 1205_p 835.2 834.9
1522 1206_p 833.8 831.8
1523 1207_p 832.5 829.0
1528 1211p 840.5 832.6
1529 1212 p 837 2 831 115291212_p 837.2 831.1
1530 1213_p 835.7 829.8
1531 1214_p 834.0 829.4
1532 1216_p 834.1 826.5
1534 1219_p 859.9 855.1
1536 1221_p 859.7 854.3
1538 1223_p 859.1 853.8
1539 1224_p 856.0 851.5
1540 1225_p 854.8 851.2
1542 1227_p 851.7 852.9
1544 1229_p 847.8 847.5
1545 1230_p 842.7 841.5
1547 1231_p 860.7 856.1
1549 1233_p 857.7 852.2
1550 1234_p 856.3 852.0
1683 1807_p 853.7 844.9
1685 1386_p 853.7 844.8
1696 1391_p 839.1 838.9
1713 1404_p 840.9 840.3
1718 1408_p 859.9 855.5
1719 1409_p 859.9 855.9
1724 1414_p 851.5 851.3
1725 to Th 494 system 836.7 836.6
1726 1415_p 862.1 857.6
1840 1492_p 850.6 846.5
1841 1493_p 853.4 847.6
1842 1494_p 853.9 848.2
1843 1495_p 854.6 849.2
1847 1499_p 827.6 826.1
1851 1501_p 831.1 street 829.5
1852 1502_p 833.0 832.4
1901 1534_p 836.8 834.4
1902 1535_p 838.9 837.5
1905 1538_p 824.0 823.4
1906 outfall 821.0 814.3
1907 1540_p 820.4 814.2
1 100-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 byd = backyard depression
8-13
Table 8.3
Flood Elevation1
(ft) Type of Storage
2
NWL
(ft)
Flood Bounce
(ft)
Flood Elevation
(ft)
NWL
(ft)
Flood Bounce
(ft)
Hydraulic Modeling Results for XP-SWMM Subwatersheds/Nodes in the Nine Mile Creek- South Drainage Basin (Revised 12/206).
Subwatershed or
Node Downstream Conduit
100-Year Storm Results
24-Hour Event
10-Year Storm Results
1/2-Hour Event
1908 outfall 820.4 813.4
1910 1542_p 826.7 826.2
1911 outfall 824.2 824.1
1913 1544_p 828.6 827.8
1961 outfall 826.0 822.7
1963 outfall 825.9 824.7
1965 outfall 825.5 824.3
1971 outfall 824.9 819.8
2102 to TH 100 system 882.2 881.9
2106 1669_p 820.4 813.4
2107 outfall 820.4 812.6
2108 1670_p 820.6 817.1
2252 1798_p NM 837.6
2253 1799_p NM 837.6
2254 1800_p NM 837.8
2256 1802_p 857.5 850.0
2258 1803_p 855.1 845.6
2259 1808_p 853.6 844.7
2260 1805_p 853.9 844.8
2262 1809_p 852.9 844.4
2263 1810_p 851.6 844.1
2264 1811_p 850.0 843.7
2266 1812_p NM 838.4
2267 1814_p NM 837.8
2268 1815_p NM 835.2
2269 1816 p NM 834 922691816_p NM 834.9
2270 1817_p NM 834.4
2361 1899_p 847.8 843.2
2362 1900_p 846.5 842.7
2363 1901_p 844.7 842.0
2364 1903_p 842.5 839.6
2370 2221_p 859.1 858.9
2372 1910_p 861.3 859.1
2373 1912_p 863.3 863.0
2374 1913_p 863.3 863.0
2376 1915_p 868.8 868.8
2379 1918_p 867.1 867.0
2383 1923_p 870.5 870.5
2389 1929_p 853.6 844.7
2442 1981_p 826.3 825.9
2446 1985_p 845.5 843.6
2448 1987_p 820.6 815.3
2501 outfall 819.5 813.1
2584 2127_p 830.7 830.6
2587 3103_p 841.2 parking lot 836.5
2588 3104_p 836.3 835.6
2590 3183_p 833.0 832.8
2591 3184_p 828.1 828.0
2737 2203_p 820.4 819.2
2738 2200_p 820.6 819.9
2739 2201_p 820.7 820.1
2744 2238_p 822.1 818.2
2746 3199_p 827.8 821.9
2748 2237_p 823.9 818.8
2752 2211_p 858.8 855.7
2753 2220_p 858.8 853.1
2755 2213_p 859.1 854.4
2784 3206_p 836.3 832.5
2788 3194_p 820.8 820.2
2789 3200_p 820.8 820.2
2820 3195_p 826.4 819.9
1 100-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 byd = backyard depression
8-14
Table 8.3
Flood Elevation1
(ft) Type of Storage
2
NWL
(ft)
Flood Bounce
(ft)
Flood Elevation
(ft)
NWL
(ft)
Flood Bounce
(ft)
Hydraulic Modeling Results for XP-SWMM Subwatersheds/Nodes in the Nine Mile Creek- South Drainage Basin (Revised 12/206).
Subwatershed or
Node Downstream Conduit
100-Year Storm Results
24-Hour Event
10-Year Storm Results
1/2-Hour Event
2821 3220_p 828.7 822.5
2860 3197_p 859.8 856.6
2861 3205_p 859.8 857.4
2862 3204_p 859.9 857.8
2863 3203_p 859.9 858.2
2864 3202_p 860.0 858.6
2866 3185_p 827.6 827.8
2882 3212_p 821.1 816.6
2884 3218_p 821.1 814.8
2886 3231_p 827.4 822.8
2887 3232_p 827.7 823.1
2889 3230_p 827.9 823.7
2892 3229_p 828.4 825.3
2893 3226_p 828.5 825.3
2894 3225_p 828.5 825.4
2896 3235_p 845.5 843.5
2897 3237_p 844.6 842.3
2898 3236_p 843.4 843.4
2899 3238_p 843.3 843.2
2909 3248_p 830.8 829.0
2910 3250_p 830.8 830.5
2911 3247_p 833.1 832.7
2932 3280_p 828.3 826.5
2933 3281_p 831.7 830.4
2934 3282_p 834.7 831.8
CL 1 1211 p 840 8 pond 838 0 27 839 3 838 0 12CL_1 1211_p 840.8 pond 838.0 2.7 839.3 838.0 1.2
CL_3 1496_p 856.6 855.7
CL_4 1189_p 846.7 845.2
CL_5 1947_p 864.2 859.5
CL_8 1403_p 851.8 parking lot 848.9
CL_9 1497_p 849.0 848.6
SP_1 3213_p 821.1 pond 814.7 5.4 816.8 814.5 2.3
SP_2 1196_p 848.3 850.7
SP_3 1199_p 835.7 835.8
SP_4 1641_p 833.1 832.7
SP_5 2205_p 821.1 820.5
SP_6 2239_p 823.6 818.8
SP_7 3198_p 830.6 823.3
SP_8 1197_p 840.7 841.6
SP_9 3285_p 823.6 parking lot 822.8
CL_10 1405_p C 844.7 844.7
CL_11 1185_p C 840.8 839.4
CL_12 1188_p C 847.1 845.6
CL_13 1222_p C 859.6 854.1
CL_14 1406_p C 860.5 855.6
CL_15 3201_p C 860.0 858.9
CL_16 1639_p C 858.0 857.1
CL_17 3274_p C 848.4 parking lot 847.3
CL_18 1235_p C 854.6 851.6
CL_19 1228_p C 849.8 850.8
CL_20 1226_p C 853.9 852.8
CL_21 1232_p C 858.4 853.4
CL_22 1416_p C 863.3 parking lot 859.7
CL_23 1417_p C 863.8 859.0
CL_25 1220_p C 860.0 854.9
CL_27 1806_p C 857.8 851.8
CL_35 1934_p C 868.9 868.9
CL_38 1623_p C 858.7 parking lot 857.8
CL_48 1175_p C 860.0 859.6
CL_49 1909_p C 862.4 862.4
CL_50 682_p C 871.6 parking lot 871.2
1 100-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 byd = backyard depression
8-15
Table 8.3
Flood Elevation1
(ft) Type of Storage
2
NWL
(ft)
Flood Bounce
(ft)
Flood Elevation
(ft)
NWL
(ft)
Flood Bounce
(ft)
Hydraulic Modeling Results for XP-SWMM Subwatersheds/Nodes in the Nine Mile Creek- South Drainage Basin (Revised 12/206).
Subwatershed or
Node Downstream Conduit
100-Year Storm Results
24-Hour Event
10-Year Storm Results
1/2-Hour Event
CL_51 1914_p C 862.6 parking lot 861.3
CL_52 1911_p C 863.5 863.0
CL_53 1898_p C 848.9 843.5
CL_54 2215_p C 858.8 852.5
CL_55 686_p C 866.9 866.4
CL_56 1930_p C 853.5 844.4
CL_57 1804_p C 854.4 845.0
CL_58 1932_p C 853.7 844.7
CL_59 1933_p C 855.0 855.3
CL_60 1924_p C 873.3 873.3
CL_61 1920 C 868.0 parking lot 867.6
CL_62 1916_p C 868.1 868.0
NMS_4 1537_p N 824.5 824.4
NMS_5 990_p N 829.4 824.6
NMS_6 1503_p N 841.7 841.4
NMS_7 989_p N 830.9 828.4
NMS_8 1536_p N 839.3 838.2
SP_10 2204_p 824.5 824.4
SP_11 3234_p 828.2 824.5
SP_12 1397_p 838.1 838.0
SP_13 3233_p 827.8 loading dock 821.5 6.3 826.4 821.5 4.8
SP_14 2234_p 822.3 820.4
SP_15 3223_p 832.2 827.7
SP_16 3228_p 828.4 parking lot 825.2
SP_17 2236_p 826.2 parking lot 820.6
494E 1 1413 p 4 858 8 parking lot 858 3494E_1 1413_p 4 858.8 parking lot 858.3
NMS_10 1671_p N 821.5 street 821.3 817.5 3.8
NMS_11 1988_p N 825.3 823.5
NMS_12 3284_p N 820.4 parking lot 819.8
NMS_13 3217_p N 822.4 815.2
NMS_14 3249_p N 834.1 parking lot 833.3
NMS_15 1622_p N 830.6 830.3
NMS_16 987_p N 827.4 825.0
NMS_18 1532_p N 832.9 832.4
NMS_19 2202_p N 820.4 parking lot 819.1
NMS_20 1533_p N 833.5 street 832.9
NMS_21 985_p N 831.5 parking lot 828.9
NMS_22 3216_p N 820.7 street 820.2
NMS_23 797_p 795_pN 822.8 pond 818.2 4.6 820.1 818.2 1.9
NMS_24 1545_p N 830.0 829.5
NMS_25 965_p N 838.8 838.7
NMS_26 966_p N 835.6 835.1
NMS_27 976_p N 826.5 parking lot 824.1
NMS_28 980_p N 828.4 wetland 825.0 3.4 826.7 825.0 1.7
NMS_29 967_p N 836.1 ditch 830.0 6.1 833.7 830.0 3.7
NMS_30 973_p N 828.4 parking lot 827.5
NMS_31 1498_p N 827.6 parking lot 826.1
NMS_32 1569_p N 830.8 828.9
NMS_33 1573_p N 826.1 824.2
NMS_34 1578_p N 824.9 820.7
NMS_35 1574_p N 826.1 826.0
NMS_36 1575_p N 830.0 828.9
NMS_37 964_p N 848.8 848.8
NMS_38 717_p N 869.8 street 867.9
NMS_39 969_p N 831.4 831.3
NMS_40 729_p (inlet/outlet)N 844.0 pond 836.3 7.8 838.8 836.3 2.5
NMS_41 1666_p N 886.2 886.1
NMS_42 3227_p N 829.8 827.0
NMS_43 3214_p N 821.1 parking lot 817.0
NMS_44 733_p N 830.8 828.0
1 100-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 byd = backyard depression
8-16
Table 8.3
Flood Elevation1
(ft) Type of Storage
2
NWL
(ft)
Flood Bounce
(ft)
Flood Elevation
(ft)
NWL
(ft)
Flood Bounce
(ft)
Hydraulic Modeling Results for XP-SWMM Subwatersheds/Nodes in the Nine Mile Creek- South Drainage Basin (Revised 12/206).
Subwatershed or
Node Downstream Conduit
100-Year Storm Results
24-Hour Event
10-Year Storm Results
1/2-Hour Event
NMS_45 1500_p N 830.9 830.9
NMS_46 722_p N 883.8 883.7
NMS_47 725_p N 848.0 847.7
NMS_48 735_p N 844.2 842.1
NMS_49 1667_p N 847.4 843.6
NMS_50 718_p N 869.8 street 866.2
NMS_51 984_p N 833.8 831.4
NMS_52 ditch N 825.9 825.8
NMS_53 982_p N 829.1 parking lot 829.0
NMS_54 1986_p N 845.5 843.8
NMS_55 729_p N 842.6 840.2
NMS_56 3279_p N 828.7 parking lot 828.3
NMS_57 972_p N 829.1 parking lot 828.1
NMS_58 3275_p N 827.3 parking lot 826.4
NMS_59 1984_p N 845.5 street 843.4
NMS_60 1504_p N 846.4 846.2
NMS_61 1621_p N 836.6 834.2
NMS_62 975_p N 828.3 street 826.3
NMS_63 overflow to creek N 826.0 hwy ditch 823.6 2.4 825.0 823.6 1.4
NMS_64 3283_p N 835.5 field 829.0 6.5 834.8 829.0 5.8
NMS_65 to street N 834.1 parking lot 833.7
NMS_66 3207_p N 839.3 838.8
NMS_67 765_p N 838.5 838.3
NMS_68 744_p N 836.0 834.1
NMS_69 756_p N 829.7 827.2
NMS 70 766 p N 826 2 street 823 5NMS_70 766_p N 826.2 street 823.5
NMS_71 1393_p N 838.9 838.8
NMS_72 1992_p N 822.8 pond 818.2 4.6 820.7 818.2 2.5
NMS_73 1998_p N 831.5 831.2
NMS_74 1991_p N 822.8 pond 818.2 4.6 820.5 818.2 2.3
NMS_75 778_p N 822.9 821.1
NMS_76 1996_p N 825.8 pond 818.8 7.0 821.8 818.8 3.0
NMS_77 762_p N 826.8 823.0
NMS_78 759_p N 827.7 825.8
NMS_79 1995_p N 822.8 pond 818.2 4.6 820.6 818.2 2.4
NMS_80 775_p N 827.7 827.6
NMS_81 1392_p N 847.5 847.3
NMS_82 748_p N 835.8 832.0
NMS_83 753_p N 833.9 street 830.0
NMS_84 landlocked N 824.8 golf course 821.2 3.6 823.2 821.2 2.0
NMS_85 774_p N 830.1 828.7
NMS_86 743_p N 835.7 835.4
NMS_87 751_p N 833.9 831.8
NMS_88 1989_p N 822.8 pond 818.2 4.6 819.9 818.2 1.7
NMS_89 771_p N 827.1 824.6
NMS_90 1394_p N 839.7 835.9
NMS_91 3210_p N 842.6 842.5
NMS_92 1395_p N 830.9 830.7
NMS_93 769_p N 826.3 street 823.7
NMS_94 760_p N 832.0 street 826.7
NMS_95 793_p N 820.8 820.6
NMS_96 1825_p N 822.8 parking lot 820.2
NMS_97 3278_p N 820.6 parking lot 816.4
NMS_98 1980_p N 872.7 street 870.5
NMS_99 742_p N 845.7 845.5
NMS_100 1541_p M 820.4 street 814.4
NMS_101 3101_p M 829.4 828.9
NMS_102 1543_p M 828.6 byd 823.7 4.9 827.8 823.7 4.1
NMS_103 1990_p M 822.8 pond 818.2 4.6 820.0 818.2 1.8
NMS_104 1993_p M 822.8 pond 818.3 4.5 821.1 818.3 2.8
NMS_105 3100_p M 831.3 831.3
1 100-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 byd = backyard depression
8-17
Table 8.3
Flood Elevation1
(ft) Type of Storage
2
NWL
(ft)
Flood Bounce
(ft)
Flood Elevation
(ft)
NWL
(ft)
Flood Bounce
(ft)
Hydraulic Modeling Results for XP-SWMM Subwatersheds/Nodes in the Nine Mile Creek- South Drainage Basin (Revised 12/206).
Subwatershed or
Node Downstream Conduit
100-Year Storm Results
24-Hour Event
10-Year Storm Results
1/2-Hour Event
NMS_106 3105_p M 835.9 parking lot 835.5
NMS_107 3102_p M 842.2 ditch 837.2 5.0 840.9 837.2 3.7
1 100-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 byd = backyard depression
8-18
1
Table 8.4
Conduit Modeling Results for Subwatersheds in the Nine Mile Creek- South Drainage Basin (Revised 12/2006).
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
Conduit1 (cfs)
10Y Peak Flow through
Conduit 1 (cfs)
1920 CL_61 2379 Circular 1.5 0.013 862.00 862.27 72.4 -0.37 11.1 15.6
L393 2102 NMS_40 Circular 1.5 0.013 880.60 840.00 1025 3.96 21.1 19.9
686_p CL_55 901 Circular 2 0.013 858.81 854.72 366 1.12 26.2 25.0
682_p CL_50 CL_35 Circular 1.5 0.013 865.80 864.12 300 0.56 9.9 9.4
1214_p 1531 1523 Arch 36" eq 0.013 827.62 827.39 45 0.51 79.1 27.4
718_p NMS_50 935 Circular 2.5 0.013 857.33 855.64 353 0.48 51.2 44.0
719_p 935 936 Circular 2.5 0.013 855.64 854.00 341.5 0.48 51.2 44.0
720_p 936 937 Circular 2.5 0.013 853.00 841.77 350 3.21 51.2 44.0
721_p 937 NMS_47 Circular 3 0.013 841.77 841.16 126 0.48 51.2 44.0
722_p NMS_46 940 Circular 1.25 0.013 879.45 859.29 397 5.08 15.9 16.2
723_p 940 941 Circular 1.25 0.013 859.29 844.57 209 7.04 15.9 16.1
725_p NMS_47 942 Circular 3 0.013 841.16 841.13 427 0.01 36.0 50.9
728_p 944 NMS_55 Circular 3.5 0.013 838.16 836.26 522 0.36 71.5 68.1
729_p NMS_55 NMS_40 Circular 2 0.013 836.26 834.26 92 2.17 -31.1 24.7
730_p NMS_55 947 Circular 3.5 0.013 836.26 835.50 69 1.10 108.8 79.1
731_p 947 948 Circular 4 0.013 835.50 831.40 550 0.75 138.9 109.6
732_p 948 NMS_44 Circular 4 0.013 831.40 823.18 405 2.03 138.2 109.6
733_p NMS_44 950 Circular 5 0.013 823.18 823.00 40 0.45 159.3 122.8
734_p 951 NMS_48 Circular 2.5 0.013 838.37 838.52 92.4 -0.16 30.2 25.4
735_p NMS_48 947 Circular 2.5 0.013 838.52 835.50 264 1.14 43.3 35.9
738_p 955 956 Circular 1.5 0.013 861.12 858.16 230 1.29 18.4 10.3
742_p NMS_99 944 Circular 1.75 0.013 840.33 840.06 80 0.34 23.5 24.5
743_p NMS_86 NMS_68 Circular 1 0.013 832.30 831.76 136 0.40 4.4 4.6
744_p NMS_68 NMS_87 Circular 1.5 0.013 831.76 828.72 304 1.00 9.8 9.7
753_p NMS_83 972 Circular 3 0.013 826.81 825.83 175 0.56 59.0 40.8
754_p 972 973 Circular 3 0.013 826.02 824.71 200 0.66 49.9 41.0
755_p 973 NMS_69 Circular 4 0.013 823.18 822.68 267 0.19 67.9 56.5
760_p NMS_94 978 Circular 1 0.013 825.50 821.02 194.5 2.30 5.6 4.6
1496_p CL_3 1843 Circular 2 0.013 853.98 850.68 113 2.92 27.9 20.3
766_p NMS_70 986 Circular 3 0.013 819.30 818.62 311 0.22 20.1 17.5
767_p 986 987 Circular 3 0.013 818.62 817.65 67 1.45 28.6 17.4
768_p 987 NMS_76 Arch 44"x72" 0.024 817.63 816.33 330.4 0.39 83.0 76.7
769_p NMS_93 987 Circular 3.5 0.013 819.12 818.74 50 0.76 62.2 60.5
773_p 993 992 Circular 2.75 0.013 823.20 822.20 200 0.50 37.3 23.5
776_p 996 NMS_89 Circular 1 0.01 822.89 821.00 28 6.75 7.4 8.7
778_p NMS_75 NMS_104 Arch 84" eq 0.033 816.50 816.19 38 0.82 137.7 131.5
783_p 1005 1006 Circular 2 0.013 816.25 815.36 177 0.50 19.1 19.6
784_p 1006 SP_1 Circular 2 0.013 815.36 815.11 42 0.60 19.0 19.6
787_p 1011 1012 Rectangular 7 0.013 810.92 810.84 380 0.02 232.6 170.3
789_p 1012 1014 Rectangular 7 0.013 810.84 810.82 95 0.021 252.8 172.0
790_p 1014 1015 Rectangular 7 0.013 810.82 810.80 120 0.02 286.4 172.0
791_p 1015 1016 Rectangular 7 0.013 810.80 810.75 260 0.02 285.0 172.0
792_p 1017 1016 Circular 2.25 0.024 814.50 814.50 27 0.00 21.1 19.3
793_p NMS_95 1017 Circular 2.25 0.024 814.79 814.50 439 0.07 14.5 13.4
795_p 1020 1019 Circular 1.25 0.024 815.47 814.96 475 0.11 2.2 -2.3
796_p 1021 NMS_95 Circular 3.66 0.013 815.08 814.84 70 0.34 -16.3 -14.1
797_p 1020 1021 Circular 2 0.01 817.13 815.08 471 0.44 18.0 -14.1
802_p 1025 NMS_13 Rectangular 7 0.013 810.65 810.55 500 0.02 278.5 185.9
1909_p CL_49 2370 Circular 1 0.013 853.07 852.42 50 1.30 9.8 9.8
1991_p NMS_74 NMS_23 Circular 3 0.024 816.50 816.50 149 0.00 15.6 17.3
3100_p NMS_105 2584 Circular 1.5 0.013 826.50 824.76 100 1.74 8.6 8.3
964_p NMS_37 1222 Circular 1.5 0.013 839.02 837.74 319 0.40 13.6 2.0
966_p NMS_26 NMS_29 Circular 2 0.013 831.34 828.31 505 0.60 11.7 18.7
P:\Mpls\23 MN\27\23271072 Edina Water Resources Mgmt Plan Update\WorkFiles\QAQC Model for Pond\NineMILe_SWMM_hydraulic_output_2006UPDATE_final_NWL_verification.xls NMS_ConduitResults UPDATE
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Table 8.4
Conduit Modeling Results for Subwatersheds in the Nine Mile Creek- South Drainage Basin (Revised 12/2006).
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
Conduit1 (cfs)
10Y Peak Flow through
Conduit 1 (cfs)
967_p NMS_29 1227 Circular 2 0.024 830.00 825.74 189 2.25 17.2 11.8
969_p NMS_39 1229 Circular 2 0.013 825.17 824.53 400 0.16 9.1 19.4
970_p 1229 1230 Circular 2 0.024 824.53 823.87 431 0.15 9.0 12.9
971_p 1230 NMS_57 Circular 2 0.024 823.87 823.40 290 0.16 9.0 10.6
972_p NMS_57 NMS_30 Circular 3 0.024 823.40 823.16 301 0.08 18.5 16.8
976_p NMS_27 1237 Circular 3.5 0.024 822.00 818.28 57 6.53 56.7 67.1
977_p 1237 1238 Circular 4.5 0.013 818.28 818.14 135 0.10 56.6 67.1
978_p 1238 1239 Circular 4.5 0.013 818.14 817.93 210 0.10 56.5 67.1
979_p 1239 1240 Circular 4.5 0.013 817.93 817.70 130 0.18 56.3 67.1
980_p NMS_28 1242 Circular 1.5 0.024 826.48 826.12 300 0.12 -3.5 -2.5
981_p 1242 NMS_53 Circular 2.5 0.024 826.12 826.01 94 0.12 -5.5 -6.7
982_p NMS_53 1244 Circular 2.5 0.024 826.01 825.50 423.8 0.12 13.3 11.3
983_p 1245 NMS_51 Circular 3 0.013 824.58 822.82 346.6 0.51 31.2 44.3
984_p NMS_51 NMS_21 Circular 3 0.013 822.82 820.90 400 0.48 55.7 55.8
985_p NMS_21 1248 Circular 3 0.013 820.80 819.00 375 0.48 62.1 60.8
987_p NMS_16 1250 Circular 4.5 0.013 818.35 817.64 222 0.32 152.7 137.9
988_p 1250 1251 Circular 4.5 0.013 817.64 816.50 350 0.33 152.7 137.9
990_p NMS_5 1254 Circular 3 0.013 820.20 819.20 185 0.54 102.6 67.3
1175_p CL_48 1487 Circular 3 0.013 857.85 855.75 398.5 0.53 41.4 30.4
1176_p 1487 1488 Circular 3 0.013 855.75 854.21 288 0.53 41.2 30.7
1177_p 1488 1489 Circular 3 0.013 854.21 852.57 303.3 0.54 41.1 30.6
1178_p 1489 1490 Circular 3 0.013 852.57 850.67 361.4 0.53 41.0 30.5
1179_p 1490 1491 Circular 3 0.013 850.67 848.57 399.5 0.53 40.8 30.3
1180_p 1491 1492 Circular 3 0.013 848.57 838.20 287.8 3.60 40.8 30.3
1181_p 1492 1493 Circular 4 0.013 838.20 838.00 100 0.20 50.6 40.2
1182_p 1493 CL_1 Circular 3 0.013 830.83 830.00 55 1.51 50.5 40.2
1185_p CL_11 1498 Circular 3 0.013 833.26 833.25 46 0.02 6.7 15.1
1186_p 1498 CL_1 Circular 3 0.013 833.25 830.31 167 1.76 6.7 9.5
1187_p 1500 CL_12 Circular 2.5 0.013 846.83 844.73 274 0.77 10.1 5.9
1188_p CL_12 CL_4 Circular 2.5 0.013 844.73 843.16 160 0.98 18.8 9.9
1189_p CL_4 1503 Circular 3 0.013 842.76 840.00 138 2.00 67.3 41.0
1190_p 1503 CL_1 Circular 3 0.013 831.00 830.00 126 0.79 67.2 41.0
1194_p 1508 1509 Circular 3.5 0.013 834.14 833.83 150 0.21 NM NM
1195_p 1509 CL_1 Circular 3.5 0.013 831.15 831.06 45 0.20 NM NM
1197_p SP_8 1513 Circular 1.75 0.013 837.26 835.39 332 0.56 15.4 17.1
1198_p 1513 SP_3 Circular 2 0.013 835.39 833.70 320 0.53 15.4 16.6
1199_p SP_3 1515 Circular 2 0.013 833.70 831.04 94 2.83 33.5 33.6
1200_p 1515 1516 Circular 4.5 0.013 831.04 828.89 236 0.91 44.1 43.9
1201_p 1516 1517 Circular 4.5 0.013 828.89 827.86 275 0.37 43.7 44.0
1202_p 1517 1518 Circular 4.5 0.013 827.86 826.16 256 0.66 43.7 44.4
1203_p 1518 1519 Circular 4.5 0.013 826.16 824.78 304 0.45 43.7 44.1
1204_p 1519 1520 Circular 4.5 0.013 824.78 823.97 124 0.65 43.6 43.9
1205_p 1521 1522 Circular 1.5 0.013 834.15 829.05 280 1.82 6.8 7.2
1206_p 1522 1523 Circular 1.5 0.013 829.05 827.39 93 1.78 14.3 11.9
1207_p 1523 SP_15 Circular 3.67 0.013 827.39 826.70 55 1.25 81.7 28.9
1211_p CL_1 1529 Circular 5 0.013 829.04 828.14 303 0.30 217.4 101.9
1212_p 1529 1530 Circular 5 0.013 828.14 827.46 103 0.66 217.4 101.9
1213_p 1530 1531 Circular 3 0.013 827.46 827.62 53 -0.30 79.1 27.4
1216_p 1532 1520 Circular 4 0.013 824.78 823.97 157 0.52 138.5 74.5
1219_p 1534 CL_25 Circular 3 0.013 854.33 853.05 319 0.40 13.9 5.9
1220_p CL_25 1536 Circular 3 0.013 853.05 851.15 437 0.43 28.0 24.7
1221_p 1536 CL_13 Circular 3.5 0.013 851.15 850.13 264 0.39 29.5 24.0
1222_p CL_13 1538 Circular 3.5 0.013 850.13 850.41 45 -0.62 59.6 45.8
P:\Mpls\23 MN\27\23271072 Edina Water Resources Mgmt Plan Update\WorkFiles\QAQC Model for Pond\NineMILe_SWMM_hydraulic_output_2006UPDATE_final_NWL_verification.xls NMS_ConduitResults UPDATE
8-20
3
Table 8.4
Conduit Modeling Results for Subwatersheds in the Nine Mile Creek- South Drainage Basin (Revised 12/2006).
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
Conduit1 (cfs)
10Y Peak Flow through
Conduit 1 (cfs)
1223_p 1538 1539 Circular 4 0.013 850.41 848.80 336 0.48 101.6 69.9
1224_p 1539 1540 Circular 4 0.013 846.26 845.00 184 0.68 101.7 86.5
1225_p 1540 CL_20 Circular 4 0.013 845.00 844.44 119 0.47 101.7 101.0
1226_p CL_20 1542 Circular 5 0.013 844.44 842.76 119 1.41 233.0 200.0
1228_p CL_19 1544 Circular 5 0.013 842.76 841.92 102 0.82 238.8 254.2
1229_p 1544 1545 Circular 5 0.013 841.92 841.12 219 0.37 238.8 212.7
1230_p 1545 CL_1 Arch 72" eq 0.013 831.71 830.75 192 0.50 238.8 212.4
1231_p 1547 CL_21 Circular 2.25 0.013 854.20 851.97 370 0.60 29.5 22.9
1232_p CL_21 1549 Circular 3 0.013 851.47 850.45 183 0.56 34.1 29.5
1233_p 1549 1550 Circular 3.5 0.013 849.67 847.20 475 0.52 51.7 46.7
1234_p 1550 CL_18 Circular 3.5 0.013 847.20 845.15 392 0.52 65.3 69.3
1235_p CL_18 CL_20 Circular 4 0.013 845.15 844.44 98 0.72 82.7 96.0
1386_p 1685 1683 Circular 1.75 0.013 843.26 842.67 183.3 0.32 -11.7 -4.2
1397_p SP_12 1521 Circular 1 0.01 836.00 834.15 94 1.97 6.9 6.4
1403_p CL_8 1542 Circular 2 0.013 845.50 845.40 43 0.23 12.2 21.6
1404_p 1713 CL_1 Circular 1.25 0.013 840.00 834.00 103 5.83 4.3 3.9
1405_p CL_10 1713 Circular 1.25 0.013 843.92 842.87 105 1.00 4.3 3.9
1406_p CL_14 1538 Circular 2.75 0.013 854.78 850.41 67 6.52 46.6 25.2
1408_p 1718 1534 Circular 3 0.013 854.73 854.33 89 0.45 12.9 6.0
1409_p 1719 1718 Circular 2 0.013 854.86 854.73 48 0.27 12.4 6.0
1413_p 494E_1 1724 Circular 1 0.013 849.91 848.34 111 1.41 9.4 9.1
1414_p 1724 1725 Circular 1 0.013 848.34 835.85 174 7.18 9.4 9.1
1415_p 1726 1547 Circular 2.25 0.013 855.06 854.20 195 0.44 29.3 23.8
1416_p CL_22 1726 Circular 1.5 0.013 858.11 856.49 40 4.05 16.0 11.3
1417_p CL_23 1726 Circular 1.75 0.013 856.76 856.03 166 0.44 16.8 12.6
1492_p 1840 CL_4 Circular 2 0.013 843.15 842.96 130 0.15 34.4 20.4
1493_p 1841 1840 Circular 2 0.013 844.19 843.15 85 1.22 34.3 20.3
1494_p 1842 1841 Circular 2 0.013 844.49 844.19 49 0.61 32.0 20.3
1497_p CL_9 1500 Circular 1.5 0.013 847.70 846.83 42 2.07 10.4 5.9
1498_p NMS_31 NMS_16 Circular 2.5 0.013 821.24 818.35 410 0.70 33.6 32.5
1504_p NMS_60 NMS_6 Circular 1.5 0.013 845.32 835.90 654 1.44 7.9 8.8
1532_p NMS_18 1245 Circular 3 0.013 827.00 824.70 451 0.51 30.0 36.0
1533_p NMS_20 NMS_18 Circular 2.5 0.013 828.50 827.00 340.6 0.44 -23.4 26.7
1534_p 1901 NMS_61 Circular 2 0.013 832.29 831.27 38 2.68 14.3 15.6
1535_p 1902 1901 Circular 2 0.013 836.01 832.40 452 0.80 14.0 16.1
1536_p NMS_8 1902 Circular 2 0.013 836.38 836.11 26.6 1.02 14.1 16.2
1537_p NMS_4 1905 Circular 1.5 0.013 821.20 820.90 42 0.71 11.6 11.9
1538_p 1905 1254 Circular 1.5 0.013 820.90 819.30 160 1.00 11.6 11.7
1539_p 1254 1906 Circular 4 0.013 814.60 812.20 238 1.01 109.7 78.9
1540_p 1907 1908 Circular 5.5 0.013 812.19 811.99 198 0.10 51.0 27.0
1541_p NMS_100 1907 Circular 5.5 0.013 812.20 812.19 102 0.01 51.0 27.1
1542_p 1910 1911 Circular 1.25 0.013 823.30 823.00 76 0.39 9.2 8.3
1543_p NMS_102 1910 Circular 1.25 0.013 823.65 823.30 70 0.50 9.2 8.3
1545_p NMS_24 1913 Circular 1.25 0.013 824.83 824.17 131 0.50 7.3 7.0
1573_p NMS_33 1961 Circular 4 0.024 821.88 820.85 71 1.45 44.1 39.9
1574_p NMS_35 1963 Circular 1.5 0.013 825.35 824.22 30 3.77 2.7 4.0
1575_p NMS_36 1965 Circular 1.25 0.013 823.79 823.00 30 2.63 17.2 15.6
1578_p NMS_34 1971 Circular 1.5 0.013 819.77 819.25 31 1.68 2.9 4.5
1621_p NMS_61 1245 Circular 2 0.013 831.27 824.58 429.5 1.56 17.8 19.9
1623_p CL_38 1550 Circular 1.25 0.013 856.47 849.42 34 20.74 19.9 19.7
1639_p CL_16 1549 Circular 2.5 0.013 856.47 849.67 90 7.56 18.6 15.8
1641_p SP_4 1515 Circular 4 0.013 831.30 831.04 143 0.18 11.1 10.3
1666_p NMS_41 2102 Circular 1.5 0.013 881.08 880.60 42 1.14 20.9 20.2
P:\Mpls\23 MN\27\23271072 Edina Water Resources Mgmt Plan Update\WorkFiles\QAQC Model for Pond\NineMILe_SWMM_hydraulic_output_2006UPDATE_final_NWL_verification.xls NMS_ConduitResults UPDATE
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Table 8.4
Conduit Modeling Results for Subwatersheds in the Nine Mile Creek- South Drainage Basin (Revised 12/2006).
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
Conduit1 (cfs)
10Y Peak Flow through
Conduit 1 (cfs)
1669_p 2106 2107 Circular 1.5 0.013 812.30 811.90 20 2.00 4.6 6.0
1670_p 2108 2106 Circular 1.5 0.013 816.00 814.60 134 1.04 4.6 6.0
1671_p NMS_10 2108 Circular 1 0.013 817.50 816.20 130 1.00 4.7 6.0
1798_p 2252 1513 Circular 1 0.013 837.01 835.39 78 2.08 NM NM
1799_p 2253 2252 Circular 1 0.013 837.56 837.48 25 0.32 NM NM
1800_p 2254 2253 Circular 1 0.013 837.82 837.56 53 0.49 NM NM
1802_p 2256 2258 Circular 3.5 0.013 848.70 841.20 157 4.78 125.5 62.5
1803_p 2258 CL_57 Circular 3.5 0.013 841.20 840.04 86 1.35 126.3 62.8
1804_p CL_57 2260 Circular 4.5 0.013 840.04 840.30 64 -0.41 143.7 65.2
1805_p 2260 2259 Circular 5 0.013 840.30 840.13 96 0.18 143.6 65.5
1806_p CL_27 2259 Circular 2 0.013 849.79 848.87 92 1.00 35.6 17.7
1807_p 1683 CL_57 Circular 1.75 0.013 842.50 841.44 41 2.59 -12.5 -4.4
1808_p 2259 2262 Circular 5 0.013 840.13 839.82 102 0.30 174.2 84.2
1809_p 2262 2263 Circular 5 0.013 839.82 839.45 84 0.44 223.7 107.0
1810_p 2263 2264 Circular 5 0.013 839.45 838.94 141 0.36 223.8 106.4
1811_p 2264 CL_53 Circular 5 0.013 838.94 838.83 65 0.17 223.8 106.4
1812_p 2266 2254 Circular 1 0.013 838.44 837.82 104 0.60 NM NM
1814_p 2267 2268 Circular 2 0.013 837.82 836.90 41 2.24 NM NM
1815_p 2268 2269 Circular 3 0.013 835.15 834.93 182 0.12 NM NM
1816_p 2269 2270 Circular 3 0.013 834.93 834.37 115 0.49 NM NM
1817_p 2270 1508 Circular 3.5 0.013 834.37 834.14 138 0.17 NM NM
1825_p NMS_96 NMS_103 Circular 2.5 0.013 817.97 817.50 189 0.25 NM NM
1898_p CL_53 2361 Circular 6 0.013 838.83 838.39 128 0.34 249.9 121.4
1899_p 2361 2362 Circular 6 0.013 838.39 838.35 83 0.05 253.2 123.2
1900_p 2362 2363 Circular 6 0.013 838.35 837.59 292 0.26 253.2 123.0
1901_p 2363 2364 Circular 6 0.013 837.59 837.31 82 0.34 253.1 122.8
1903_p 2364 CL_1 Circular 3.5 0.013 832.60 831.00 118 1.36 83.8 43.5
1904_p 2364 CL_1 Circular 3.5 0.013 832.60 831.00 112 1.43 84.6 43.5
1912_p 2373 CL_52 Circular 1.25 0.013 856.10 854.20 97 1.96 11.0 9.3
1914_p CL_51 2374 Circular 1.5 0.013 858.00 857.10 85 1.06 11.0 9.2
1915_p 2376 CL_35 Circular 1 0.013 864.80 864.12 46 1.48 4.4 -3.1
1916_p CL_62 2376 Circular 1 0.013 865.19 864.80 21.5 1.81 -6.8 -6.0
1922_p 898 899 Circular 2 0.013 861.67 859.70 35 5.63 20.3 20.6
1923_p 2383 CL_50 Circular 1 0.013 866.01 865.80 36 0.58 -4.4 5.3
1924_p CL_60 2383 Circular 1 0.013 867.06 866.76 91 0.33 5.6 5.8
1929_p 2389 CL_56 Circular 1.25 0.013 840.14 839.72 76 0.55 12.6 -4.0
1930_p CL_56 2262 Circular 4.5 0.013 839.72 839.65 27 0.26 91.1 24.7
1931_p 2389 1685 Circular 1.75 0.013 840.14 843.30 95 -3.33 -12.4 -3.9
1932_p CL_58 2259 Circular 1.75 0.013 843.91 840.13 22 17.18 17.1 6.7
1933_p CL_59 2361 Circular 1.25 0.013 854.29 853.67 32 1.94 3.3 4.8
1947_p CL_5 CL_14 Circular 2.25 0.013 858.05 854.78 355 0.92 30.1 15.5
1980_p NMS_98 955 Circular 1.25 0.013 867.18 863.34 139 2.76 12.5 10.3
1981_p 2442 NMS_33 Circular 3.33 0.013 825.08 821.88 44 7.27 33.1 28.1
1984_p NMS_59 944 Circular 1.5 0.013 839.99 838.16 65 2.82 9.8 8.4
1985_p 2446 2896 Circular 1.5 0.013 840.75 840.44 38 0.82 5.7 5.4
1986_p NMS_54 2446 Circular 1.5 0.013 841.08 840.75 76 0.43 5.8 5.6
1987_p 2448 NMS_100 Circular 5.5 0.013 812.38 812.20 182 0.10 15.6 13.3
1988_p NMS_11 2448 Circular 1.5 0.013 818.65 818.50 154 0.10 15.5 12.8
1992_p NMS_72 NMS_74 Circular 3 0.024 816.50 816.50 30 0.00 24.6 35.0
1993_p NMS_104 NMS_72 Circular 2.5 0.024 816.75 816.75 66 0.00 15.2 23.8
1996_p NMS_76 NMS_75 Arch 53"x85" 0.033 818.80 816.50 400 0.58 127.4 128.2
2003_p 1002 SP_14 Circular 1.5 0.01 818.46 818.00 72 0.64 16.0 18.3
2200_p 2738 2739 Circular 1 0.013 815.15 815.11 40 0.10 -2.1 3.0
P:\Mpls\23 MN\27\23271072 Edina Water Resources Mgmt Plan Update\WorkFiles\QAQC Model for Pond\NineMILe_SWMM_hydraulic_output_2006UPDATE_final_NWL_verification.xls NMS_ConduitResults UPDATE
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5
Table 8.4
Conduit Modeling Results for Subwatersheds in the Nine Mile Creek- South Drainage Basin (Revised 12/2006).
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
Conduit1 (cfs)
10Y Peak Flow through
Conduit 1 (cfs)
2201_p 2739 NMS_22 Circular 1.5 0.013 815.28 815.02 26 1.00 -2.1 -3.2
2202_p NMS_19 2737 Circular 1 0.01 815.50 815.44 60 0.10 -2.1 3.0
2203_p 2737 2738 Circular 1 0.013 815.44 815.15 291 0.10 -2.1 3.0
2204_p SP_10 1002 Circular 1.25 0.01 820.78 819.13 282.9 0.58 7.9 8.4
2211_p 2752 2753 Circular 1.5 0.013 854.47 853.02 31 4.68 12.7 11.6
2215_p CL_54 2256 Circular 3.5 0.013 849.50 848.70 222 0.36 119.0 61.4
2220_p 2753 CL_54 Circular 2 0.013 852.12 850.30 39 4.67 14.0 11.6
2221_p 2370 2752 Circular 1.25 0.013 852.36 854.47 54 -3.91 11.8 11.6
2234_p SP_14 1005 Circular 2 0.01 818.00 817.00 122 0.82 19.1 19.6
2236_p SP_17 2748 Circular 2 0.024 819.75 815.91 42 9.14 26.6 15.1
2237_p 2748 SP_6 Circular 3 0.013 815.91 815.00 58.5 1.56 26.6 15.1
2238_p 2744 SP_1 Circular 7 0.024 813.26 812.92 42.5 0.80 415.8 178.1
2239_p SP_6 2744 Circular 7 0.024 813.79 813.26 65.6 0.81 415.9 178.0
3101_p NMS_101 2591 Circular 1.67 0.013 826.56 826.26 165 0.18 11.3 9.7
3104_p 2588 NMS_106 Circular 2 0.013 834.02 833.65 122 0.30 15.5 6.7
3184_p 2591 2866 Circular 3.33 0.013 826.26 825.86 10 4.00 32.9 28.1
3185_p 2866 2442 Circular 3.33 0.013 825.86 825.08 50 1.56 32.9 28.1
3195_p 2820 SP_6 Circular 7 0.024 816.16 813.79 323.5 0.73 306.7 141.4
3197_p 2860 1719 Circular 1.75 0.013 855.62 854.86 163 0.47 12.5 6.0
3198_p SP_7 2821 Circular 6.5 0.013 822.31 820.88 342 0.42 314.5 108.9
3201_p CL_15 2864 Circular 1.25 0.013 856.85 856.70 33 0.45 7.0 6.0
3202_p 2864 2863 Circular 1.25 0.013 856.70 856.40 21 1.43 7.0 6.0
3203_p 2863 2862 Circular 1.25 0.013 856.40 856.31 15 0.60 6.9 6.0
3204_p 2862 2861 Circular 1.25 0.013 856.31 855.70 34 1.79 6.9 6.0
3205_p 2861 2860 Circular 1.25 0.013 855.70 855.62 9 0.89 6.9 6.0
3207_p NMS_66 2784 Circular 2 0.013 838.10 831.55 191 3.43 18.6 10.1
3212_p 2882 1011 Rectangular 7 0.013 810.96 810.92 232 0.02 222.7 170.3
3213_p SP_1 2882 Rectangular 7 0.013 811.00 810.96 168 0.02 235.8 170.1
3214_p NMS_43 2882 Circular 1.5 0.013 814.00 813.66 34 1.00 8.7 16.7
3215_p 1016 1025 Rectangular 7 0.013 810.75 810.65 497 0.02 261.8 185.9
3216_p NMS_22 1029 Circular 2 0.013 814.94 814.10 429 0.20 17.1 20.1
3217_p NMS_13 2884 Rectangular 7 0.013 810.55 810.37 477 0.04 269.2 187.7
3218_p 2884 EdCrk20 Special 8.07 0.013 810.37 810.10 378.5 0.07 296.5 191.6
3219_p 1029 2884 Circular 4 0.024 813.96 812.12 974 0.19 14.1 22.8
3220_p 2821 2746 Circular 7 0.013 819.00 818.61 206 0.19 304.9 109.1
3221_p 1520 SP_7 Circular 4.5 0.013 823.97 823.82 103 0.15 150.4 77.8
3223_p SP_15 SP_7 Arch 42" eq 0.013 826.70 823.40 235 1.40 84.0 32.8
3225_p 2894 2893 Circular 2.5 0.013 823.98 823.87 7.5 1.47 14.8 8.7
3226_p 2893 2892 Circular 2.5 0.013 823.87 823.21 29 2.28 14.8 8.7
3228_p SP_16 SP_11 Circular 2.5 0.013 822.69 822.69 164 0.00 19.9 22.0
3229_p 2892 SP_16 Circular 2.5 0.013 823.21 822.69 62 0.84 14.7 8.7
3230_p 2889 2887 Circular 3 0.013 820.92 820.46 177.7 0.26 29.4 33.3
3231_p 2886 2746 Circular 3 0.013 820.15 819.61 40.5 1.33 32.5 37.9
3232_p 2887 2886 Circular 3 0.013 820.46 820.15 31.5 0.98 32.6 37.9
3234_p SP_11 2889 Circular 3 0.013 822.69 820.92 243.5 0.73 30.8 33.4
3235_p 2896 NMS_59 Circular 1.5 0.013 840.44 839.99 40 1.13 5.7 5.3
3236_p 2898 2897 Circular 1.25 0.013 839.82 839.13 83 0.83 -7.7 9.3
3237_p 2897 NMS_55 Circular 1.25 0.013 839.13 836.26 73 3.93 13.6 12.2
3238_p 2899 2897 Circular 1 0.013 840.91 839.13 35 5.09 -6.6 5.6
3250_p 2910 2909 Circular 1.5 0.013 825.96 823.44 262.5 0.96 8.5 9.5
3274_p CL_17 CL_19 Circular 1.25 0.013 843.00 842.76 36 0.67 11.7 11.0
3275_p NMS_58 1234 Circular 1.25 0.013 823.20 823.00 311 0.83 3.8 4.3
3278_p NMS_97 1012 Circular 2.25 0.013 813.00 812.84 16 1.00 26.1 31.0
P:\Mpls\23 MN\27\23271072 Edina Water Resources Mgmt Plan Update\WorkFiles\QAQC Model for Pond\NineMILe_SWMM_hydraulic_output_2006UPDATE_final_NWL_verification.xls NMS_ConduitResults UPDATE
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6
Table 8.4
Conduit Modeling Results for Subwatersheds in the Nine Mile Creek- South Drainage Basin (Revised 12/2006).
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
Conduit1 (cfs)
10Y Peak Flow through
Conduit 1 (cfs)
3279_p NMS_56 2932 Circular 1 0.013 824.00 823.70 217 0.14 3.2 4.0
3280_p 2932 NMS_62 Circular 1.25 0.013 823.70 823.60 18.2 0.55 3.1 4.0
3284_p NMS_12 1017 Circular 1.25 0.024 814.70 814.50 40 0.50 7.9 6.6
3285_p SP_9 1002 Circular 1.5 0.01 819.80 818.33 40 3.68 10.0 15.6
685_p 899 CL_55 Circular 2 0.013 859.70 858.81 89 1.00 20.3 20.6
687_p 901 CL_52 Circular 2 0.013 854.72 854.30 44.5 0.94 28.6 28.5
717_p NMS_38 NMS_50 Circular 2 0.013 860.98 860.43 43 1.28 31.3 28.4
724_p 941 NMS_47 Circular 1.5 0.013 844.57 841.96 37 7.05 12.3 13.3
727_p 942 944 Circular 1.75 0.013 841.13 838.16 77 3.86 36.0 39.5
740_p 958 959 Circular 1.5 0.013 852.30 841.03 232 4.86 20.8 10.3
741_p 959 NMS_99 Circular 1.5 0.013 841.03 840.33 43 1.63 8.1 9.0
748_p NMS_82 968 Circular 2.5 0.013 830.55 828.17 238 1.00 35.5 24.3
750_p 968 NMS_83 Circular 2.5 0.013 828.17 827.09 69.1 1.56 29.7 23.2
751_p NMS_87 NMS_83 Circular 1.75 0.013 828.72 827.09 285.6 0.57 12.8 11.7
756_p NMS_69 975 Circular 4 0.013 822.68 822.54 28 0.50 79.0 66.8
757_p 975 976 Circular 5 0.013 821.70 820.84 171 0.50 168.6 130.5
758_p 976 NMS_78 Circular 5 0.013 820.84 819.67 26 4.50 174.2 130.5
759_p NMS_78 978 Circular 5 0.013 819.67 818.54 282 0.40 140.6 135.4
761_p 978 NMS_77 Circular 5 0.013 818.54 817.64 225 0.40 127.3 140.5
762_p NMS_77 NMS_76 Circular 5 0.013 817.64 816.80 211 0.40 180.4 152.5
764_p 983 982 Circular 2.25 0.013 830.27 826.72 240 1.48 39.5 43.7
765_p NMS_67 983 Circular 2 0.013 833.51 830.27 240 1.35 32.8 33.3
770_p 990 NMS_93 Circular 3.5 0.013 820.00 819.12 200 0.44 45.0 46.0
771_p NMS_89 990 Circular 3.5 0.013 821.00 820.00 200 0.50 56.6 46.0
772_p 992 NMS_89 Circular 3 0.013 822.00 821.00 200 0.50 36.4 21.8
774_p NMS_85 993 Circular 2 0.013 824.80 823.80 200 0.50 22.9 23.5
775_p NMS_80 996 Circular 1 0.01 824.04 822.95 273.5 0.40 5.3 5.4
794_p 1019 NMS_95 Circular 1.25 0.024 814.96 814.94 55 0.04 2.2 -3.3
965_p NMS_25 NMS_26 Circular 1.5 0.013 833.50 831.34 415 0.52 9.0 10.4
968_p 1227 NMS_39 Circular 2 0.013 825.71 825.17 385 0.14 8.3 7.9
973_p NMS_30 1234 Circular 3 0.024 823.16 822.71 559.9 0.08 19.3 18.9
974_p 1234 NMS_62 Circular 3.5 0.024 822.71 822.69 59 0.03 23.8 21.3
975_p NMS_62 NMS_27 Circular 3.5 0.024 822.69 822.52 426.4 0.04 42.1 26.6
986_p 1248 NMS_16 Circular 4 0.013 819.00 818.35 40 1.63 106.2 91.0
989_p NMS_7 NMS_5 Circular 3 0.013 821.04 820.20 441 0.19 66.9 58.8
1196_p SP_2 SP_8 Circular 1.25 0.013 842.53 837.50 333 1.51 9.8 11.0
1215_p 1530 1532 Circular 4 0.013 827.46 824.88 112 2.30 138.5 74.5
1227_p 1542 CL_19 Circular 5 0.013 842.76 842.76 112 0.00 240.7 272.2
1391_p 1696 NMS_67 Circular 1.75 0.013 834.61 833.51 62.3 1.77 20.2 17.7
1392_p NMS_81 1696 Circular 1.75 0.013 842.61 834.61 291.4 2.75 26.4 26.3
1393_p NMS_71 NMS_67 Circular 2 0.013 833.58 833.51 49 0.14 19.1 19.6
1394_p NMS_90 973 Circular 1.5 0.013 831.60 830.60 25 4.00 27.7 18.5
1395_p NMS_92 NMS_85 Circular 1.5 0.013 826.20 824.80 200 0.70 13.3 13.5
1495_p 1843 1842 Circular 2 0.013 845.58 844.49 101 1.08 29.8 20.3
1499_p 1847 NMS_31 Circular 2.5 0.013 821.41 821.24 27.3 0.62 14.2 18.3
1500_p NMS_45 1847 Circular 1.5 0.013 825.74 821.91 479 0.80 10.4 12.6
1501_p 1851 NMS_7 Circular 2.5 0.013 822.14 821.50 108 0.59 42.4 34.0
1502_p 1852 1851 Circular 2.5 0.013 824.24 823.50 349.1 0.21 35.5 33.4
1503_p NMS_6 1852 Circular 2 0.013 835.45 824.80 603 1.77 30.6 31.4
1544_p 1913 NMS_102 Circular 1.25 0.013 824.17 823.65 81 0.64 4.9 5.8
1569_p NMS_32 NMS_57 Circular 3 0.024 823.43 823.43 315.1 0.00 33.6 34.3
1622_p NMS_15 1248 Circular 2.25 0.013 822.35 819.00 461.3 0.73 28.6 30.3
1667_p NMS_49 951 Circular 2.5 0.013 836.95 838.71 137.8 -1.28 44.0 25.3
P:\Mpls\23 MN\27\23271072 Edina Water Resources Mgmt Plan Update\WorkFiles\QAQC Model for Pond\NineMILe_SWMM_hydraulic_output_2006UPDATE_final_NWL_verification.xls NMS_ConduitResults UPDATE
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Table 8.4
Conduit Modeling Results for Subwatersheds in the Nine Mile Creek- South Drainage Basin (Revised 12/2006).
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
Conduit1 (cfs)
10Y Peak Flow through
Conduit 1 (cfs)
1902_p 2364 CL_1 Circular 3.5 0.013 832.60 831.00 112 1.43 84.6 43.5
1910_p 2372 903 Circular 2.5 0.013 852.10 850.27 177.5 1.03 49.8 44.2
1911_p CL_52 2372 Circular 2 0.013 854.20 852.10 212.5 0.99 36.9 36.5
1913_p 2374 2373 Circular 1.5 0.013 857.10 856.10 41 2.44 11.0 9.3
1918_p 2379 898 Circular 1.75 0.013 862.27 861.90 74 0.50 11.1 15.6
1934_p CL_35 898 Circular 2 0.013 864.12 862.49 292 0.56 18.0 20.5
1989_p NMS_88 NMS_103 Circular 1.25 0.024 817.50 817.50 190 0.00 -1.8 -1.9
1990_p NMS_103 NMS_23 Circular 1.5 0.024 817.50 817.50 60 0.00 -3.9 -3.7
1993_p NMS_104 NMS_72 Circular 2.5 0.024 816.75 816.75 66 0.00 15.2 23.8
1995_p NMS_79 NMS_72 Circular 1.25 0.024 817.50 817.50 87 0.00 1.6 -2.8
1997_p 982 NMS_73 Circular 2.5 0.013 826.72 824.57 179 1.20 41.7 49.6
1998_p NMS_73 975 Circular 2.5 0.013 824.57 822.50 63 3.29 57.5 68.8
2127_p 2584 NMS_36 Circular 1.5 0.013 824.76 823.79 361.5 0.27 9.8 10.3
2205_p SP_5 SP_1 Circular 3 0.024 817.05 813.00 561 0.72 28.9 33.3
2213_p 2755 CL_54 Circular 2.5 0.013 849.84 849.50 35 0.97 70.9 44.2
2214_p 903 2755 Circular 2.5 0.013 850.27 849.84 41 1.05 56.1 44.2
2240_p 956 958 Circular 1.5 0.013 858.16 854.27 146 2.66 18.8 10.3
3102_p NMS_107 2587 Circular 1 0.013 837.19 835.08 103 2.05 7.4 6.7
3103_p 2587 2588 Circular 1.5 0.013 835.08 834.02 170 0.62 15.5 6.7
3105_p NMS_106 2590 Circular 2 0.013 833.65 832.01 182 0.90 21.7 18.8
3183_p 2590 2591 Circular 2 0.013 831.71 826.26 236 2.31 21.7 18.8
3194_p 2788 2789 Circular 1.25 0.013 816.63 816.02 61.2 1.00 -2.1 3.6
3199_p 2746 2820 Circular 7 0.024 818.61 816.16 275 0.89 268.2 141.5
3200_p 2789 NMS_95 Circular 1.25 0.013 815.92 815.82 9.8 1.02 -4.3 -4.0
3206_p 2784 NMS_82 Circular 2 0.013 831.55 830.55 66 1.52 17.4 10.1
3210_p NMS_91 NMS_71 Circular 1.5 0.013 837.70 833.58 216 1.91 13.4 13.3
3227_p NMS_42 2894 Circular 2 0.013 825.74 823.98 512 0.34 14.8 9.1
3233_p SP_13 2887 Circular 1 0.013 821.53 820.46 162 0.66 4.6 5.3
3247_p 2911 2910 Circular 1.5 0.013 826.90 825.96 262.4 0.36 10.1 10.7
3248_p 2909 NMS_32 Arch 24" eq 0.013 823.44 823.43 52.2 0.02 8.5 9.5
3249_p NMS_14 2911 Circular 2 0.013 826.94 826.90 334.5 0.01 12.0 13.1
3281_p 2933 NMS_15 Circular 1.5 0.013 823.69 822.35 40 3.35 20.2 7.5
3282_p 2934 2933 Circular 1.75 0.013 827.72 824.20 400 0.88 16.8 6.3
3283_p NMS_64 2934 Circular 1 0.013 829.00 827.72 271.4 0.47 5.5 5.4
3305 2973 1029 Circular 2 0.013 814.94 814.47 230 0.20 2.7 NM
3306 NMS_108 2973 Circular 1.5 0.013 815.91 815.50 489 0.08 -1.5 NM
1 NM = Not Modeled
P:\Mpls\23 MN\27\23271072 Edina Water Resources Mgmt Plan Update\WorkFiles\QAQC Model for Pond\NineMILe_SWMM_hydraulic_output_2006UPDATE_final_NWL_verification.xls NMS_ConduitResults UPDATE
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N
i
n
e
M
i
l
e
C
r
e
e
k
South Pond
Centennial
Lakes
100
BloomingtonBloomington
RichfieldRichfield
SP_1
CL_1
NMS_38
NMS_28
NMS_3
NMS_40
NMS_1
NMS_27
NMS_50
NMS_7 SP_5
NMS_64
SP_9
NMS_31
NMS_17
NMS_6
CL_20
NMS_47
CL_3
SP_6
CL_27
NMS_29
NMS_84
CL_5
NMS_70
NMS_81
CL_48
NMS_57
NMS_49
NMS_14
NMS_13
CL_13
NMS_76
NMS_37
NMS_30
NMS_21
SP_16
CL_53
NMS_97
NMS_51
NMS_16
SP_17
NMS_32
NMS_22
NMS_95
NMS_82
CL_55
NMS_15
NMS_103
NMS_72
SP_11
NMS_46
NMS_77
NMS_89
NMS_39
NMS_41
CL_38
NMS_98
NMS_45
NMS_73
CL_51
NMS_90
NMS_79
CL_56
NMS_62
NMS_74
NMS_25
NMS_92
SP_3
SP_15
SP_13
NMS_58
NMS_18
NMS_96
CL_4
NMS_52
CL_49
NMS_104
NMS_75
CL_16
NMS_93
CL_50
CL_14
CL_23
NMS_63
SP_10
NMS_10
NMS_48
NMS_69
NMS_66
SP_12
NMS_12
CL_61
NMS_71
NMS_4 NMS_11
NMS_91
NMS_42
CL_15
CL_9
CL_35
NMS_88
NMS_83
SP_4
CL_57
CL_22
CL_17
NMS_24
NMS_26
NMS_5
NMS_106
NMS_100
CL_8
NMS_107
NMS_78
CL_60
SP_8
CL_10
NMS_55
NMS_9
SP_7
CL_25
NMS_20
NMS_99
CL_54NMS_53
NMS_80
NMS_43
NMS_8
NMS_86
SP_2
NMS_85
NMS_56
NMS_68
CL_12
NMS_105
CL_21
CL_18
NMS_65
NMS_33
NMS_102
CL_52
NMS_101
CL_19
CL_11
NMS_67
NMS_60
NMS_94
NMS_54NMS_59
CL_62
NMS_36
NMS_19
SP_14
NMS_87
CL_58
CL_59
NMS_61
NMS_34
NMS_35
NMS_23
!;N
Ba
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r
:
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.
m
x
d
U
s
e
r
:
m
b
s
2
1,000 0 1,000
Feet
Figure 8.1
NINE MILE CREEK SOUTH
DRAINAGE BASIN
Comprehensive Water Resource
Management Plan
City of Edina, Minnesota
300 0 300
Meters
City of Edina Boundary
Roads/Highways
Creek/Stream
Lake/Wetland
Nine Mile Creek - South
Drainage Basin
Subwatershed
Imagery Source: Aerials Express, 2008
8-26
N
i
n
e
M
i
l
e
C
r
e
e
k
South PondSouth Pond
Nine MileNine Mile
Creek SouthCreek South
CentennialCentennial
LakesLakes
Lake
Edina
South Pond
Centennial
Lakes
Fr
a
n
c
e
A
v
e
S
100
70th St
Yo
r
k
A
v
e
S
BloomingtonBloomington
RichfieldRichfield
!;N
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:
5
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m
x
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:
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1,000 0 1,000
Feet
Figure 8.2
NINE MILE CREEK SOUTH
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
Nine Mile Creek South
Drainage Basin
Major Watershed
Subwatershed
Imagery Source: Aerials Express, 2008
8-27
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WE
S
T
AMUNDSON
VILLAGE DR
CA
H
I
L
L
R
D
BU
S
H
L
A
K
E
R
D
EDINA IND BLVD
IND
U
S
T
R
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A
L
EDINA
BLVD
ME
T
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B
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BU
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BU
S
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L
A
K
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D
74TH ST W
76TH ST W
SO
O
L
I
N
E
R
R
C
O
ST
70TH
AV
E
W
OH
M
S
L
N
O
H
M
S
L
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74TH ST W
73RD ST W
76TH ST W
BLVD
ME
T
R
O
72N
D
S
T
W
O
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M
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L
N
70TH S
T
W
ABERC
R
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( S
T
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H
W
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N
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1
0
0
)
CO
M
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U
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A
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VIKING DR
W77TH ST
POPPY LANO
R
M
A
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D
A
L
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B
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V
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S
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A
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1
0
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M
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T
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O
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L
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D
70TH
SEDUM
L
A
KE
L
L
O
G
G
A
V
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ST
ANDOVER RD
W
77TH ST W
PA
R
K
L
A
W
N
A
V
E
76TH ST W
(C
O
R
D
N
O
1
7
)
FR
A
N
C
E
A
V
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S
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K
L
A
W
N
A
V
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CORNELIA DR
PARK
L
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FR
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FR
A
N
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(C
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MINNESOTA DR
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COVENTRY CT (PRIVATE)
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L
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A
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B
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A
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S
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DAN
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N
S
DR
DR
PLAZADUGGAN
D
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CHURCH PL
R
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H
W
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0
0
)
NO
R
M
A
N
D
A
L
E
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D
PAYTON CT
NO
R
M
A
N
D
A
L
E
R
D
NO
R
M
A
N
D
A
L
E
B
L
V
D
( S
T
A
T
E
H
W
Y
N
O
1
0
0
)
ROYCAR
UPPER
WI
L
F
O
R
D
DU
N
B
E
R
R
Y
BR
I
T
T
A
N
Y
R
D
(S
T
A
T
E
H
W
Y
N
O
1
0
0
)
WAY
LA
WO
O
D
D
A
L
E
FR
A
N
C
E
A
V
E
Lake
Cornelia
Lake
Edina
South Pond
Centennial
Lakes
BloomingtonBloomington
RichfieldRichfield
MinneapolisMinneapolis
999
988
981
973
955
950
948
947
946 944
940
937 936 935
1575
1569
1491
1490
1489
1487
SP_9
2928
2909
2897
28942893
2892
2889
2887
2884 2882
2866
28642863
28622861
2860
28212820
27532752
2748
2746
27452744
SP_6
2737
2591
2501
24642463
2462
2461
2460
2459
2458
2457
2456
2455
2454
2453
2452
2451
2450
2448
2442
CL_5
2389
23672366
2365
2364
2363
2362
2361
2280
227022692268
2267
2266
2264
2263
2262
2260
2259
2258
2256
2254
2253
2252
21082107
2106
2102
1971
1969
1968
1967
1966
1963
1961
1911 1910
1908
19071906
1905
1902 1901
CL_9
18411840
1731
1730
1729
1726
1724
17191718
1717
1714 1713
CL_8
1711
17101709
1707
1706SP_4
1687
1686
1685
1683
1550
1549
1547
1546
1545
1544
1542 1540 1539 1538
1536
1534
1532 1530 1529
1528
SP_7
1521
1520
1519
1518
1517
1516
1515
SP_3
1513
SP_8
1510
15091508
1504
1503 CL_4
1500
1499
1498
14961495
1494
1493
1492
1254
1251
1250
12481245
1244
1242
124012381237
1230
1226
1225
1222
1029
1025
1019
1017
1016 1014 1012 1011
1007
1006
1005
1002
CL_26
SP_14
SP_16
SP_11
CL_54
CL_59
CL_58
CL_51
CL_53
CL_27CL_57
NMS_8
CL_16
CL_23
CL_14
CL_10
CL_18
CL_21
CL_19 CL_20 CL_13
CL_25
SP_15
CL_12
CL_11
CL_48
NMS_5
NMS_64
NMS_66
NMS_96
NMS_34
NMS_36
NMS_35
NMS_33
NMS_32
NMS_61
NMS_20
NMS_60
NMS_16NMS_21NMS_51
NMS_27NMS_57
NMS_13
NMS_75
NMS_68
NMS_48
NMS_44
NMS_55
NMS_101
NMS_100
993992990987
986
978
976 975
972
968
958
956
951
903
899
2934 2933
2932
2911
2910
2896
2886
2784
27552590
2588
2587
2446
2372
1852
CL_31843
1842
1531
1523 1522
1234
1020
1010
CL_17
CL_15
SP_17
NMS_7
NMS_97
NMS_58
NMS_42
NMS_43
NMS_91
NMS_11
NMS_54
NMS_59
NMS_98
NMS_49
NMS_24
NMS_90
NMS_53
NMS_28
NMS_62
NMS_30
NMS_95
NMS_85NMS_89NMS_93
NMS_70
NMS_77
NMS_94
NMS_78
NMS_69
NMS_83
NMS_82
NMS_87
NMS_50
NMS_106
996
983982
959
942 941
901
898
2899
2789
2788
SP_527392738
2584
238323792376
2374
2373
2370
1913
1851
1847
1696 SP_2
1239
1229
1227
1015
SP_13
SP_10
CL_60CL_61 CL_62
NMS_4
NMS_6
CL_38
CL_22
SP_12
CL_52
CL_55 CL_35 CL_50
NMS_12
NMS_56
NMS_65NMS_14
NMS_73
NMS_10
NMS_15
NMS_19
NMS_18 NMS_45
NMS_31
NMS_92
NMS_71
NMS_81
NMS_39
NMS_26
NMS_25
NMS_37
NMS_22
NMS_80
NMS_67
NMS_86
NMS_99
NMS_41
NMS_46
NMS_47
NMS_38
NMS_107
NMS_105
NMS_102
Ba
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r
:
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:
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.
m
x
d
U
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:
m
b
s
2
City of Edina Boundary
Roads/Highways
Creek/Stream
Lake/Wetland
Nine Mile Creek South
Drainage Basin
Subwatershed
Potential Flooding During
100-Year Frequency Event
Pipes
!.Manhole
!.
Manhole Surcharge During
100-Year Frequency Event
!.
Manhole Surcharged During
10-Year Frequency Event
!;N
400 0 400 800
Feet
Figure 8.3
NINE MILE CREEK SOUTH
HYDRAULIC MODEL RESULTS
Comprehensive Water Resource
Management Plan
City of Edina, Minnesota
120 0 120 240
Meters
8-28
N
i
n
e
Mile
Creek
South Pond
Centennial
Lakes
BloomingtonBloomington
RichfieldRichfield
CL_1
SP_1
CL_1
NMS_76
NMS_28
NMS_40
NMS_74
NMS_72NMS_103
NMS_88
NMS_104
NMS_84
NMS_79
NMS_23
NMS_74
!;N
Ba
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:
1
1
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3
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2
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3
7
:
2
8
A
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m
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d
U
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:
m
b
s
2
1,000 0 1,000
Feet
Figure 8.4
NINE MILE CREEK SOUTH
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 the North
Fork of Nine Mile Creek
0 - 25% (Poor/No Removal)
8-29
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City of Edina Boundary
Roads/Highways
Creek/Stream
Lake/Wetland
Nine Mile Creek South
Drainage Basin
Subwatershed
Potential Flooding During
100-Year Frequency Event
Pipes
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Manhole Surcharge During
100-Year Frequency Event
!.
Manhole Surcharged During
10-Year Frequency Event
!;N
400 0 400 800
Feet
Figure 8.3
NINE MILE CREEK SOUTH
HYDRAULIC MODEL RESULTS
Comprehensive Water Resource
Management Plan
City of Edina, Minnesota
120 0 120 240
Meters