HomeMy WebLinkAboutSECTION 9 NINE MILE SOUTH FORK
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9.0 Nine Mile South Fork
9.1 General Description of Drainage Area
Figure 9.1 depicts the drainage area to the South Fork of Nine Mile Creek and the individual
subwatersheds within this area. The Nine Mile South Fork drainage basin is located in the southwest
corner of Edina and includes a small portion of Eden Prairie. Several land-locked lakes are located
within this drainage basin, including Arrowhead Lake and Indianhead Lake. These areas would
become tributary to the South Fork of Nine Mile Creek only under extreme flooding circumstances
(storms greater than the 100-year frequency storm event).
9.1.1 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 South Fork drainage basin has been
divided into several major watersheds based on the drainage patterns. These major watersheds are
depicted in Figure 9.2. 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 9.1 lists each major watershed and the associated subwatershed naming convention.
Table 9.1 Major Watersheds within the Nine Mile South Fork Drainage Basin
Major Watershed
Subwatershed Naming
Convention
# of
Subwatersheds
Drainage
Area (acres)
Arrowhead Lake AH_## 31 178
Indianhead IH_## 12 107
Pawnee Pond PA_## 13 39
Eden Prairie EP_## 2 204
Braemar Arena/Public Works BA_## 4 25
Nine Mile South Fork NMSB_## 92 775
9.1.1.1 Arrowhead Lake
The Arrowhead Lake watershed extends north of T.H. 62 and is bordered on the west side by
T.H. 169 and generally bordered on the east and south side by Indian Hills Road/Pass. The 178-acre
watershed is comprised of mainly single family residential land use, however portions of T.H. 62 and
the T.H. 62/T.H. 169 intersection are tributary to the lake. Within the watershed there are three
stormwater detention basins that ultimately drain to Arrowhead Lake. Arrowhead Lake is a land-
locked basin covering approximately 22 acres.
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9.1.1.2 Indianhead Lake
The Indianhead Lake watershed is located southeast of Arrowhead Lake. Within the 107-acre
watershed, there are two stormwater detention basins and Indianhead Lake. The residential
watershed ultimately drains to Indianhead Lake via storm sewer networks and overland flow
channels. Indianhead Lake is a land-locked basin covering approximately 14 acres.
9.1.1.3 Pawnee Pond
The Pawnee Pond watershed is approximately 39 acres. The watershed is a residential area
consisting of two stormwater detention basins, Pawnee Pond and a smaller basin east of the
intersection of Apache Road and Sally Lane. The Pawnee Pond is located directly north of Apache
Road, bordered by Indian Way West on the west, Pawnee Road on the east, and Indian Hills Road on
the north. The normal elevation of Pawnee Pond is controlled at Elevation 862 MSL by a pumped
outlet. The outflow from Pawnee Pond flows westerly through a cross-culvert beneath T.H. 169,
south on the west side of T.H. 169 and ultimately into the Braemar Branch of Nine Mile Creek.
9.1.1.4 Eden Prairie
The Eden Prairie watershed consists of approximately 204 acres of land west of T.H. 169 that drains
to the South Fork of Nine Mile Creek via the Braemar Branch of Nine Mile Creek. Stormwater
runoff from this area flows through a succession of storm sewer systems and ponding basins,
eventually outleting to the drainageway that drains south along the west side of T.H. 169. The Eden
Prairie watershed boundaries were based on the watershed divides from the Nine Mile Creek
Watershed District Water Management Plan (May 1996). Land use within this area consists mainly
of industrial and office property.
9.1.1.5 Braemar Arena/Public Works
The Braemar Arena/Public Works watershed includes drainage from the south parking lot of the
Braemar Arena, Braemar Boulevard, and the Public Works and Public Safety Training Site. The
remaining portion of the Braemar Sports Complex parking lot that does not drain to the south drains
westerly to the T.H. 169 drainage system. The 25-acre Braemar Arena/Public Works watershed
drains southward through a storm sewer system to a 0.24-acre stormwater detention pond. The
normal water level of this detention pond is controlled at Elevation 846 MSL, by a 24-inch diameter
outlet pipe that discharges southerly into the floodplain of the South Fork of Nine Mile Creek.
9.1.1.6 Nine Mile South Fork
The Nine Mile South Fork watershed is comprised of 92 subwatersheds that drains through the
drainage system of the Braemar Golf Course, ultimately discharging to the South Fork of Nine Mile
Creek. The 775-acre watershed encompasses a wide range of land uses, including residential,
industrial, wetlands, open area/park, and the golf course. The storm water system throughout this
area is characterized by storm sewer, ditches, ponds, and overland flow networks. The extent of the
Nine Mile South Fork watershed spans west of T.H. 169, where drainage from the Washington
Avenue storm sewer system combines with flows from the Eden Prairie and Pawnee Pond
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watersheds. This stormwater flows easterly under T.H. 169 through a large culvert, located midway
between Hamilton Road and West 69th Street, and discharges into the Braemar Branch of Nine Mile
Creek. The Braemar Branch drains southward through Braemar Park towards the Braemar Golf
Course. The Braemar Branch flows through several ponding basins on the west side of the golf
course before discharging into the South Fork. Stormwater from the remaining portion of the Nine
Mile South Fork watershed flows through a series of storm sewer pipes, wetlands, and ponds on the
eastern side of the Braemar Golf Course before reaching the South Fork of Nine Mile Creek.
9.2 Stormwater System Analysis and Results
9.2.1 Hydrologic/Hydraulic Modeling Results
The 10-year and 100-year frequency flood analyses were performed for the Nine Mile South Fork
Watershed. 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 9.2 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 South Fork
drainage area are summarized in Table 9.3 and Table 9.4. The column headings in Table 9.3 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.
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.
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Table 9.4 summarizes the conveyance system data used in the model and the model results for the
storm sewer system within the Nine Mile South Fork drainage area. 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 does not reflect the
combined total flow from an upstream node to the downstream node when overflow from a
manhole/pond occurs.
Figure 9.3 graphically represents the results of the 10-year and 100-year frequency hydraulic
analyses. The figure depicts the Nine Mile South Fork drainage area 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 9.3 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 9.3 illustrates that several
XP-SWMM nodes within the Nine Mile South Fork drainage area 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.
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 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 South Fork 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
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 9.3. Discussion and recommended
implementation considerations for these areas are included in Section 9.3.
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9.2.2 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 South Fork 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
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.
9.3 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
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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.
9.3.1 Flood Protection Projects
The 2003 hydrologic and hydraulic modeling analysis identified several locations within the Nine
Mile South Fork 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.
9.3.1.1 6309 Post Lane (AH_31)
A depression area exists in the backyard area of 6309 Post Lane. The depression area receives
stormwater from a direct watershed of 1.7 acres. Stormwater collected in the depression area enters a
30-inch storm sewer system through a catchbasin located at the low point of the backyard. Upstream
of the backyard depression area, the 30-inch system receives stormwater from the T.H. 62 and
T.H. 169 interchange and discharge from the Arrowhead Pointe pond (AH_4). During intense rain
storms, such as the 100-year frequency event, the capacity of the 30-inch system is limited from
upstream drainage, preventing the backyard area from being drained. Under current conditions, the
100-year frequency flood elevation in the backyard depression area is 883.4 MSL. This flood
elevation is above the low entry of the home at 6309 Post Lane, surveyed at 880.6 MSL.
To alleviate the flooding of the backyard area, it is necessary to restrict the flow in the 30-inch
system from upstream drainage areas during the time period of the backyard inundation. Currently,
stormwater from the T.H. 62 and T.H. 169 interchange is collected in a series of ditches and enters
the 30-inch storm sewer system through a flared end section on the north side of T.H. 62
(subwatershed AH_25) and a catchbasin/manhole inlet on the southeast side of the interchange
(subwatershed AH_29). To retard the flow in the 30-inch system during the time period of the
backyard inundation, it is recommended that a control structure be installed at the
catchbasin/manhole inlet in the ditch southeast of the T.H. 62 and T.H. 169 interchange (node
AH_29). The control structure should consist of a 6-inch orifice at elevation 882 MSL to allow low
flows through during smaller storm events and to allow the ditches to completely drain. A 6-foot
weir at elevation 887 MSL will restrict high flows through the system during the time period of the
backyard inundation and take advantage of available temporary storage in the highway ditches.
In addition, it is recommended that the control structure from the Arrowhead Pointe pond (AH_4) be
modified to restrict flow from the pond during the time period of the backyard inundation. It is
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recommended that the control structure consist of a 4-inch diameter orifice at elevation 884 MSL and
a 6-foot weir at elevation 887 MSL. With implementation of these recommendations, the resulting
100-year frequency flood elevation in the backyard depression area is 880.5 MSL, below the low
entry elevation at 6309 Post Lane.
9.3.1.2 Braemar Golf Course (NMSB_62)
The predicted 100-year flood elevation of the NMSB_62 watershed is 840.9 MSL. Based on the
6-foot topographic information from the City, it appears that this flood level will impact the
Executive Course clubhouse at the Braemar Golf Course. Anecdotal information suggests this
structure has been affected by flood waters in the past.
9.3.1.3 Paiute Pass & Sally Lane Intersection (NMSB_83, NMSB_84)
The storm sewer system at the Paiute Pass and Sally Lane intersection collects stormwater from a
total drainage area of approximately 27 acres. The system discharges into the Braemar Branch, west
of Sally Lane, via two 24-inch pipes. During the 10-year and 100-year storm events, the Paiute
Pass/Sally Lane intersection is inundated with stormwater and ponding occurs. Based on topographic
information from the City, ponding will occur in this intersection to Elevation 863.6 MSL. As water
levels rise higher than this, water will begin to encroach upon the homes west of Sally Lane (7000,
7004, 7008 Sally Lane) and eventually flow to the Braemar Ditch via overland flow. It is
recommended that the topography of this area be examined in further detail and a controlled positive
overflow path be constructed between the homes if necessary to ensure the homes are protected from
flood waters.
9.3.1.4 7009 & 7013 Sally Lane Backyard Depression Area (NMSB_70)
A backyard depression area exists behind the homes along Sally Lane and Paiute Pass. A 12-inch
piped outlet exists from this area, draining northward and connecting to the system along Paiute Pass.
During the 100-year storm event, the predicted flood elevation reaches 864.5 MSL, assuming an
overland flow channel from this area. Based on topographic information from the City, this flood
elevation encroaches upon the homes at 7009 and 7013 Sally Lane. It is recommended that the
topography of this area be further examined to determine the elevation at which the flooded area will
drain west toward Sally Lane via overland flow. If necessary, a controlled positive overflow should
be constructed between the homes to prevent flood water from damaging the structures.
9.3.2 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 South Fork 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.
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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.
9.3.2.1 NMSB_3 & NMSB_2
Pond NMSB_3 is located on the Braemar Golf Course, southeast of the intersection of Valley View
Road and Braemar Boulevard. This pond receives stormwater from an immediate watershed of
approximately 21 acres, as well as discharge from the Braemar Branch, which drains an area of
approximately 259 acres and flow from Pond NMSB_33 to the east. The pond is a Type 5 wetland
and was assumed to have an average depth of 4 feet. Pond NMSB_2 is downstream of Pond
NMSB_3, connected by a 30-inch equalizer pipe. Pond NMSB_2 receives stormwater from an
immediate watershed of approximately 5 acres, as well as flow from the upstream NMSB_3. This
pond is also a Type 5 wetland and was assumed to have an average depth of 4 feet.
The annual removal of total phosphorus from these two ponds was predicted to be below 60 percent
based on the modeling results. Consequently, the MPCA recommended permanent pool storage
volume for these ponds was calculated and compared with the existing dead storage volume. For the
permanent pool volume analysis, the two ponds were considered as one. Based on this assumption, it
was determined that the ponds are deficient in dead storage volume. It is recommended that an
additional 1.2 acre-feet of dead storage volume be provided to these two ponds to meet the MPCA
design criteria for detention basins.
9.3.2.2 NMSB_12
Pond NMSB_12 is located on the Braemar Golf Course, approximately 700 feet southwest of the
clubhouse. The pond receives stormwater runoff from the direct watershed of approximately
12 acres, in addition to flow from the upstream wetland NMSB_56. Based on the wetland inventory,
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 information, the current permanent
pool storage volume is greater than the MPCA recommended storage volume for detention ponds. It
is recommended that the basin be maintained on a regular basis to ensure the removal efficiency is
provided and maintained.
9.3.2.3 NMSB_86
Pond NMSB_86 is located on the Braemar Golf Course, directly south of the clubhouse parking lot.
Pond NMSB_86 is a small pond that receives stormwater runoff from a direct watershed of
approximately 21 acres, as well as discharge from the upstream pond (NMSB_57). The pond
discharges directly to the South Fork of Nine Mile Creek via a 30-inch pipe. The annual removal of
total phosphorus from Pond NMSB_86 was predicted to be well below 60 percent based on the
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modeling results. 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 0.15 acre-feet of dead storage volume be provided to meet the MPCA design criteria for
detention basins.
9.3.2.4 NMSB_7
Pond NMSB_7 is located on the Braemar Golf Course, on the north side of Braemar Boulevard.
Pond NMSB_7 is a small detention pond that receives stormwater runoff from a 2.4-acre watershed,
in addition to discharge from an upstream wetland (NMSB_90). Pond NMSB_7 discharges to Pond
NMSB_85 via a 24-inch pipe. Pond NMSB_7 was assumed to be shallow, with an average depth of
2.3 feet, based on Braemar Golf Course design plans. Based on this depth assumption and the pond
area from the 2-foot topographic information, the current permanent pool storage volume was
calculated to be 0.6 acre-feet. This permanent pool storage volume 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 NMSB_7 is below desired removal levels,
it is recommended that the depth of the pond be increased to a depth of 4 feet to improve removal
efficiency.
9.3.2.5 NMSB_85
Pond NMSB_85 is located on the Braemar Golf Course, downstream of Pond NMSB_7, on the north
side of Braemar Boulevard. Pond NMSB_85 receives stormwater runoff from a 67.5-acre watershed,
as well as discharge from Pond NMSB_85 and discharge from a backyard depression area northeast
of the intersection of Gleason Road and Dewey Hill Road (NMSB_15). Based on the wetlands
inventory, the pond is a Type 5, 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 current permanent pool
storage volume is 1.3 acre-feet. This storage volume is less than the MPCA recommended
permanent pool storage volume for detention basins. It is recommended that an additional 1.2 acre-
feet of dead storage volume be provided to meet the MPCA design criteria for detention basins.
Table 9.2
Watershed ID
Total Area
(ac)
% Impervious
Area
Peak Runoff Rate
(cfs)
Total Volume
Runoff (ac-ft)
Peak Runoff Rate
(cfs)
Total Volume
Runoff (ac-ft)
AH_1 50.1 54 226.1 18.49 154.4 4.65
AH_10 1.9 12 9.1 0.51 5.9 0.13
AH_11 1.3 21 6.2 0.52 6.8 0.13
AH_12 1.5 20 7.1 0.42 5.3 0.11
AH_13 4.3 0 17.3 1.35 6.8 0.31
AH_15 1.2 20 5.6 0.37 4.0 0.10
AH_16 0.4 20 2.2 0.19 3.1 0.05
AH_17 4.9 20 21.7 1.37 11.7 0.31
AH_18 2.3 21 10.7 0.74 7.4 0.19
AH_19 6.4 20 26.8 1.76 13.4 0.38
AH_20 6.4 8 29.3 1.60 15.4 0.37
AH_21 6.9 9 31.4 1.74 15.1 0.39
AH_22 8.6 8 36.0 2.13 13.5 0.43
AH_23 5.9 17 26.8 1.67 15.0 0.40
AH_24 3.3 28 14.6 1.01 9.1 0.24
AH_25 4.6 44 21.2 1.93 15.4 0.49
AH_26 4.2 19 18.8 1.17 10.2 0.27
AH 27 1.5 20 6.7 0.42 4.1 0.10
Watershed Modeling Results for Subwatersheds in the Nine Mile South Fork Drainage Basin
(Revised 12/2006)
Watershed Information 10-Year Storm Results
1/2-Hour Event24-Hour Event
100-Year Storm Results
AH_27 1.5 20 6.7 0.42 4.1 0.10
AH_28 4.8 50 22.7 2.12 19.5 0.54
AH_29 5.9 41 28.4 2.55 25.7 0.65
AH_3 6.3 41 30.7 2.36 33.2 0.64
AH_30 4.1 20 18.4 1.14 10.6 0.26
AH_31 1.7 20 8.1 0.50 6.4 0.13
AH_32 7.1 50 32.4 3.13 23.5 0.79
AH_33 3.1 50 15.0 1.39 13.6 0.35
AH_4 1.1 30 5.4 0.46 5.5 0.12
AH_5 3.7 20 16.0 1.05 8.3 0.23
AH_6 13.0 28 59.0 4.31 39.3 1.08
AH_7 5.6 50 26.5 2.45 21.3 0.62
AH_8 0.6 30 3.1 0.27 3.7 0.07
AH_9 5.2 43 25.0 1.99 22.7 0.53
BA_1 4.4 51 20.5 1.58 16.2 0.40
BA_2 3.1 80 13.9 1.34 9.3 0.35
BA_3 9.5 7 39.5 2.32 14.7 0.47
BA_6 7.8 9 35.4 2.11 18.1 0.51
EP_1 95.5 80 320.8 41.19 135.5 10.44
EP_2 123.7 71 296.0 50.49 101.6 12.08
IH_1 38.2 48 167.5 13.53 107.8 3.31
IH_10 6.6 16 29.3 1.77 14.6 0.39
IH_11 2.7 26 11.7 0.80 6.8 0.18
IH_12 6.3 20 26.2 1.74 13.0 0.37
IH_13 5.1 16 22.9 1.37 11.9 0.31
IH_14 5.0 32 22.3 1.65 14.5 0.40
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.
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Table 9.2
Watershed ID
Total Area
(ac)
% Impervious
Area
Peak Runoff Rate
(cfs)
Total Volume
Runoff (ac-ft)
Peak Runoff Rate
(cfs)
Total Volume
Runoff (ac-ft)
Watershed Modeling Results for Subwatersheds in the Nine Mile South Fork Drainage Basin
(Revised 12/2006)
Watershed Information 10-Year Storm Results
1/2-Hour Event24-Hour Event
100-Year Storm Results
IH_15 2.9 20 13.6 0.82 8.6 0.20
IH_3 18.4 11 73.5 4.68 28.3 0.92
IH_5 1.4 20 6.5 0.39 4.3 0.09
IH_6 15.1 15 67.1 4.02 33.1 0.89
IH_7 1.0 20 4.5 0.27 3.7 0.07
IH_8 4.7 20 21.2 1.32 11.7 0.30
NMSB_10 0.3 4 1.1 0.07 0.3 0.01
NMSB_11 1.4 2 6.5 0.36 4.8 0.10
NMSB_12 11.7 8 50.0 3.02 17.1 0.62
NMSB_13 8.1 16 35.8 2.17 18.1 0.48
NMSB_14 5.9 20 26.2 1.76 14.7 0.42
NMSB_15 2.4 20 10.8 0.66 6.5 0.15
NMSB_16 2.8 19 12.3 0.77 6.5 0.17
NMSB_17 7.6 19 34.2 2.11 18.7 0.48
NMSB_18 8.0 20 10.0 1.85 3.7 0.27
NMSB_19 6.9 20 30.8 1.94 16.9 0.44
NMSB_2 4.9 29 21.3 1.47 12.7 0.34
NMSB 20 11 6 5 41 7 272 12 3 048NMSB_20 11.6 5 41.7 2.72 12.3 0.48
NMSB_21 1.4 21 4.9 0.39 2.3 0.07
NMSB_22 9.3 20 36.9 2.69 18.2 0.59
NMSB_23 7.6 20 32.3 2.10 16.6 0.46
NMSB_24 2.0 50 9.5 0.76 11.9 0.21
NMSB_25 1.4 20 6.6 0.40 5.3 0.10
NMSB_26 6.7 20 26.7 1.85 12.9 0.38
NMSB_27 4.0 20 18.4 1.12 11.7 0.27
NMSB_28 2.4 20 7.4 0.65 3.3 0.12
NMSB_29 3.2 20 9.2 0.85 4.0 0.15
NMSB_3 20.7 10 46.8 4.86 19.9 0.79
NMSB_30 15.4 20 57.9 4.28 27.2 0.87
NMSB_31 5.0 19 23.4 1.40 14.9 0.34
NMSB_32 6.6 20 28.3 1.83 14.7 0.40
NMSB_33 4.8 10 20.5 1.21 6.3 0.22
NMSB_34 8.3 16 34.6 2.23 15.9 0.47
NMSB_35 3.1 15 12.4 0.82 5.3 0.16
NMSB_36 3.9 19 17.1 1.10 8.9 0.25
NMSB_37 4.7 20 21.4 1.32 12.6 0.31
NMSB_38 1.3 20 5.8 0.37 3.2 0.08
NMSB_39 5.1 20 23.4 1.42 14.6 0.34
NMSB_4 17.9 14 74.1 5.49 40.6 1.38
NMSB_40 3.4 18 15.6 0.97 9.3 0.23
NMSB_41 6.0 8 22.4 1.47 7.5 0.27
NMSB_42 4.5 16 21.0 1.22 13.3 0.30
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.
9-11
Table 9.2
Watershed ID
Total Area
(ac)
% Impervious
Area
Peak Runoff Rate
(cfs)
Total Volume
Runoff (ac-ft)
Peak Runoff Rate
(cfs)
Total Volume
Runoff (ac-ft)
Watershed Modeling Results for Subwatersheds in the Nine Mile South Fork Drainage Basin
(Revised 12/2006)
Watershed Information 10-Year Storm Results
1/2-Hour Event24-Hour Event
100-Year Storm Results
NMSB_43 6.7 16 28.2 1.78 13.2 0.38
NMSB_44 0.6 3 2.8 0.14 2.1 0.04
NMSB_45 20.5 5 44.1 4.72 12.8 0.66
NMSB_46 1.2 50 5.7 0.43 6.6 0.11
NMSB_47 2.7 2 11.8 0.63 4.5 0.13
NMSB_49 0.6 43 2.8 0.20 3.3 0.05
NMSB_5 24.6 6 27.4 4.84 10.1 0.48
NMSB_50 1.9 52 9.1 0.70 11.1 0.19
NMSB_51 3.4 50 16.4 1.26 18.5 0.34
NMSB_52 5.3 20 24.8 1.55 15.4 0.38
NMSB_56 27.4 8 83.5 6.43 27.6 1.11
NMSB_57 20.6 15 81.0 5.45 35.5 1.10
NMSB_58 3.6 20 16.7 1.00 11.6 0.25
NMSB_59 3.8 20 17.5 1.06 11.1 0.25
NMSB_6 1.7 14 7.6 0.45 3.9 0.10
NMSB_61 2.3 80 10.2 0.99 9.2 0.26
NMSB_62 7.3 6 23.1 1.72 6.7 0.28
NMSB 63 27 50 13 1 103 16 2 028NMSB_63 2.7 50 13.1 1.03 16.2 0.28
NMSB_64 2.7 50 13.1 1.00 16.0 0.27
NMSB_65 1.3 50 6.4 0.48 8.3 0.13
NMSB_66 10.0 19 39.8 2.74 19.0 0.57
NMSB_67 5.8 12 26.0 1.50 12.9 0.34
NMSB_68 4.8 80 21.7 2.08 22.5 0.56
NMSB_69 6.5 15 28.2 2.06 17.9 0.53
NMSB_7 2.4 16 10.4 0.74 5.2 0.18
NMSB_70 2.9 17 13.2 0.79 7.6 0.18
NMSB_71 5.6 50 26.9 2.12 31.0 0.57
NMSB_72 8.4 17 34.8 2.27 16.1 0.47
NMSB_73 69.6 74 218.5 29.01 87.2 7.17
NMSB_74 0.7 22 3.3 0.23 4.0 0.06
NMSB_75 1.6 20 7.3 0.45 4.6 0.11
NMSB_76 1.4 16 6.5 0.58 7.6 0.15
NMSB_77 4.5 10 20.3 1.38 7.0 0.31
NMSB_78 5.6 20 24.4 1.58 13.0 0.36
NMSB_79 1.2 23 5.5 0.35 5.1 0.09
NMSB_8 9.8 16 39.8 3.07 19.1 0.72
NMSB_80 0.5 63 2.4 0.19 4.0 0.05
NMSB_81 0.6 50 2.8 0.22 3.3 0.06
NMSB_82 2.6 16 11.3 0.70 5.4 0.15
NMSB_83 10.7 20 36.7 2.94 16.7 0.57
NMSB_84 3.1 20 14.1 0.88 8.8 0.21
NMSB_85 16.7 9 56.2 4.49 19.7 0.89
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.
9-12
Table 9.2
Watershed ID
Total Area
(ac)
% Impervious
Area
Peak Runoff Rate
(cfs)
Total Volume
Runoff (ac-ft)
Peak Runoff Rate
(cfs)
Total Volume
Runoff (ac-ft)
Watershed Modeling Results for Subwatersheds in the Nine Mile South Fork Drainage Basin
(Revised 12/2006)
Watershed Information 10-Year Storm Results
1/2-Hour Event24-Hour Event
100-Year Storm Results
NMSB_86 20.7 2 37.0 4.50 8.3 0.54
NMSB_87 8.8 75 42.2 3.74 37.3 0.99
NMSB_88 1.8 72 8.7 0.74 12.3 0.20
NMSB_90 29.8 35 118.2 9.38 65.5 2.07
NMSB_91 2.4 20 11.0 0.66 7.1 0.16
NMSB_92 0.4 19 1.7 0.10 1.3 0.03
NMSB_93 0.9 28 4.3 0.27 4.5 0.07
NMSB_94 4.7 20 19.1 1.30 9.4 0.27
NMSB_95 5.9 20 25.8 1.65 13.8 0.37
NMSB_96 1.6 21 7.3 0.45 4.7 0.11
NMSB_97 6.8 17 26.8 1.82 12.2 0.37
NMSB_98 0.9 20 4.0 0.25 2.4 0.06
NMSB_99 4.4 20 19.1 1.23 9.9 0.27
PA_1 7.6 37 35.6 2.49 27.3 0.62
PA_10 2.2 20 10.5 0.63 7.4 0.16
PA_11 1.0 20 4.6 0.27 3.8 0.07
PA_12 2.1 20 9.4 0.60 8.4 0.16
PA 13 06 21 27 016 22 004PA_13 0.6 21 2.7 0.16 2.2 0.04
PA_2 1.6 17 7.4 0.44 4.3 0.10
PA_3 8.6 12 36.6 2.20 15.6 0.46
PA_4 1.5 20 6.8 0.41 4.5 0.10
PA_5 2.6 20 12.3 0.74 8.8 0.18
PA_6 3.9 26 17.6 1.20 11.3 0.29
PA_7 1.5 20 6.9 0.45 5.3 0.12
PA_8 3.9 20 17.1 1.09 9.1 0.24
PA_9 1.7 20 8.2 0.49 6.6 0.13
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.
9-13
Table 9.3
Hydraulic Modeling Results for XP-SWMM Subwatersheds/Nodes in the Nine Mile South Fork (Revised 12/2006).
Flood Elevation1
(ft) Invert Elevation Type of Storage
2
NWL
(ft)
Flood
Bounce
(ft)
Flood Elevation
(ft)
NWL
(ft)
Flood Bounce
(ft)
513 365p 874.9 869.11 873.3
514 366p 874.9 868.79 street 873.7
516 368p 872.6 864.18 869.7
519 370p 887.0 880.89 887.0
520 371p 887.8 882.51 887.7
521 372p 891.5 885.41 891.4
523 374p 869.8 868.23 869.5
534 382p 879.1 871.23 874.5
536 384p 879.3 870.75 street 874.1
537 385p 878.5 870.01 873.0
539 387p 874.7 868.48 869.9
541 389p 868.2 863.59 866.7
543 390p 881.1 872.33 877.3
546 393p 868.8 866.57 868.2
548 1948p 869.2 865.96 868.3
549 395p 868.3 866.96 868.0
552 397p 884.3 884.32 884.3
553 398p 883.5 883.52 883.5
555 399p 882.0 876.30 879.0
560 402p 946.4 945.70 946.1
561 403p 878.3 871.54 876.5
564 405p 883.8 879.64 881.8
565 406p 883.2 877.78 881.4
566 407p 880.5 876.28 879.1
570 409p 882.1 872.96 879.5
571 2092p 884.7 873.45 882.1
575 413p 887.6 884.77 887.7
576 414p 887.6 883.94 887.7
578 416p 887.6 882.95 887.2
580 418p 886 8 879 02 886 0
Subwatershed or
Node Downstream Conduit
100-Year Storm Results
24-Hour Event
10-Year Storm Results
1/2-Hour Event
580 418p 886.8 879.02 886.0
581 419p 885.4 879.11 884.0
1034 811p 890.5 886.07 890.4
1035 812p 876.3 868.60 876.3
1036 813p 868.8 863.48 868.8
1037 814p 868.1 862.74 868.1
1038 815p 868.0 862.46 867.9
1042 818p 866.9 863.14 866.4
1043 819p 864.3 858.82 864.3
1045 822p 863.6 856.34 862.7
1047 823p 863.6 854.59 860.9
1048 824p 863.6 854.59 860.9
1049 825p 863.6 854.35 860.9
1052 828p 863.6 855.46 860.9
1053 829p 863.6 855.02 860.9
1059 overland to NMSB_90 851.0 850.44 851.0
1060 833p 854.4 851.23 856.4
1061 834p 855.5 851.58 856.6
1062 835p 869.6 863.90 864.4
1063 836p 877.9 873.52 874.4
1064 837p 878.6 874.70 878.3
1068 840p 881.4 879.34 880.6
1071 overland to NMSB_90 844.8 844.26 844.8
1073 overland to NMSB_90 844.8 842.34 842.8
1075 844p 860.2 855.18 860.2
1077 overland to NMSB_90 845.0 844.47 844.9
1078 846p 856.5 849.00 856.9
1080 848p 883.3 877.00 880.0
1081 849p 883.9 876.83 879.8
1083 851p 882.6 873.53 879.2
1085 853p 879.6 870.10 879.2
1092 859p 958.2 957.52 957.9
1093 860p 942.2 937.00 939.7
1094 861p 930.4 930.00 930.3
1095 862p 901.8 901.25 901.7
1096 863p 886.3 885.56 886.0
1098 868p 878.8 872.11 street 874.5
1100 866p 895.2 894.77 895.2
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
9-14
Table 9.3
Hydraulic Modeling Results for XP-SWMM Subwatersheds/Nodes in the Nine Mile South Fork (Revised 12/2006).
Flood Elevation1
(ft) Invert Elevation Type of Storage
2
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
1101 867p 881.4 878.25 878.6
1102 869p 878.2 872.02 874.2
1103 870p 877.1 871.62 873.6
1104 871p 875.2 870.85 872.3
1105 872p 870.3 865.47 869.4
1106 873p 869.6 862.82 868.6
1109 876p 863.7 854.91 860.9
1111 overland to NMSB_85 847.2 843.96 845.3
1256 992p 883.7 880.06 883.7
1257 993p 871.7 865.29 870.8
1260 995p 844.3 842.07 844.2
1261 3254p 844.2 841.40 844.1
1593 1274p 889.2 886.68 888.1
1644 1354p 875.6 873.03 875.3
1651 1360p 884.9 878.21 884.7
1654 1608p 890.6 883.10 889.7
1656 1363p 894.5 886.67 894.4
1872 1516p 840.5 836.76 837.9
1879 1520p 869.8 860.00 864.1
1880 1521p 888.7 887.98 888.4
1881 1522p 918.4 917.88 918.7
1883 1607p 854.7 849.84 854.4
1885 1524p 856.0 850.91 855.7
1886 1606p 856.7 851.40 856.5
1932 1618p 883.9 877.51 883.4
2076 to Braemar Branch 869.7 869.01 869.1
2078 to Braemar Branch 854.7 852.28 852.7
2081 1650p 853.4 850.58 853.7
2082 to Braemar Branch 852.0 850.25 851.2
2204 1755 864 9 859 12 864 122041755p864.9 859.12 864.1
2205 1756p 865.4 860.00 864.4
2209 1759_p 844.9 843.02 844.1
2242 1790p 857.8 848.00 852.2
2244 1791p 860.1 852.74 856.6
2246 1794p 876.0 868.91 874.7
2247 1795p 877.3 870.00 876.4
2344 to Braemar Branch 857.0 851.90 853.9
2400 1945p 888.2 887.00 892.7
2401 1946p 885.5 884.53 885.1
2402 2541p 880.0 878.98 879.6
2405 2106p 869.0 865.46 867.9
2407 2108p 870.6 866.61 870.6
2409 2105p 868.9 865.79 870.0
2437 1978p 889.6 882.82 886.3
2571 2115p 886.4 880.18 885.3
2596 2102p 871.3 867.94 870.3
2599 outfall to T.H. 169 886.2 886.2
2601 outfall to T.H. 169 883.7 883.6
2603 2086p 885.8 876.0 883.1
2604 2098p 886.4 876.3 883.9
2605 2095p 886.7 877.5 884.1
2613 outfall to Creek 832.9 825.4 829.8
2619 2123p 841.8 836.1 838.1
2622 2125p 843.9 837.9 841.3
2628 ditch 843.2 839.5 841.6
2633 outfall to Creek 832.9 825.6 827.2
2637 2085p 886.6 881.0 884.4
2640 overland to AH_25 893.8 893.4 893.7
2641 2091p 888.2 876.3 885.0
2643 2088p 884.2 873.4 881.6
2644 2096p 887.0 882.0 882.3
2646 ditch west of T.H. 169 866.3 863.4 864.1
2647 2107p 868.3 865.1 867.4
2648 ditch west of T.H. 169 866.8 864.3 865.1
2649 2109p 869.6 866.4 870.8
2650 ditch west of T.H. 169 866.9 866.0 866.4
2652 ditch west of T.H. 169 877.8 877.6 877.7
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
9-15
Table 9.3
Hydraulic Modeling Results for XP-SWMM Subwatersheds/Nodes in the Nine Mile South Fork (Revised 12/2006).
Flood Elevation1
(ft) Invert Elevation Type of Storage
2
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
2653 2111p 882.7 878.8 882.9
2655 2113p 886.9 886.1 887.8
2656 2114p 886.0 884.3 887.5
2657 ditch west of T.H. 169 884.1 883.8 883.9
2659 2117p 868.7 864.8 868.7
2660 2118p 867.1 863.1 hwy ditch 863.1 4.0 867.3 863.1 4.1
2661 ditch west of T.H. 169 866.1 862.2 862.9
2673 2521p 882.1 879.6 881.0
2676 2524p 875.8 875.4 876.0
2677 2525p 872.9 870.8 873.4
2679 2527p 878.5 877.7 878.7
2694 2621p 845.1 843.1 844.5
2695 2622p 846.3 843.3 845.4
2704 ditch west of T.H. 169 889.1 888.3 888.3
2727 2183p 872.6 870.8 870.8
2728 2180p 872.7 872.5 872.5
2729 2182p 873.0 873.0 873.0
2730 2181p 874.3 874.3 874.3
2731 2540p 866.8 863.0 866.2
2733 2244_p 841.1 837.8 838.0
2868 3189_p 886.8 880.9 885.6
2869 3188_p 886.8 881.0 885.6
2870 3186_p 886.9 881.1 885.6
2871 3187_p 887.0 881.1 885.7
2874 3251_p 844.1 840.8 844.0
2875 3253_p 844.0 839.4 843.9
2947 3287_p 887.0 882.6 884.3
2951 outfall to Creek 833.1 832.0 833.2
AH_1 landlocked 878.3 871.5 lake 875.8 2.5 876.4 875.8 0.6
AH 3 3191 887 1 881 2 hdith 881 2 59 885 7 881 2 46AH_3 3191_p 887.1 881.2 hwy ditch 881.2 5.9 885.7 881.2 4.6
AH_4 2087p 888.2 883.4 pond 885.5 2.7 886.6 885.5 1.1
AH_5 408p 881.8 872.6 street 879.1
AH_6 404p 884.3 877.7 pond 880.0 4.3 882.1 880.0 2.1
AH_7 2119p 888.7 884.4 hwy ditch 884.4 4.2 888.0 884.4 3.5
AH_8 411p 886.1 879.4 884.9
AH_9 1365p 888.9 885.5 parking lot 885.5 3.4 888.2 885.5 2.7
BA_1 2049p 877.7 874.9 876.5
BA_2 2033p 893.9 887.5 888.2
BA_3 1793p 872.7 865.1 866.3
BA_6 3289_p 851.4 844.9 pond 846.0 5.4 847.2 846.0 1.2
EP_1 2190p 872.7 865.4 ponds 865.4 7.4 871.1 865.4 5.7
EP_2 2155p 890.6 886.0 ponds 886.0 4.6 887.1 886.0 1.1
IH_1 landlocked 864.6 861.7 lake 862.7 1.9 863.2 862.7 0.5
IH_3 360p 872.5 863.9 depression 863.9 8.6 869.1 863.9 5.2
IH_5 367p 874.9 868.2 871.1
IH_6 363p 874.9 869.6 street 873.5
IH_7 369p 874.8 870.0 street 874.7
IH_8 1355p 893.9 887.0 893.7
PA_1 2100p 868.0 861.5 pond 864.0 4.0 863.6 862.0 1.6
PA_2 landlocked 887.0 881.3 byd 881.3 5.7 884.7 881.3 3.4
PA_3 396p 877.4 867.8 street 871.8
PA_4 388p 873.1 866.9 869.0
PA_5 392p 891.9 882.9 891.9
PA_6 381p 877.0 872.5 pond 872.5 4.5 874.3 872.5 1.8
PA_7 391p 879.8 874.5 depression 874.5 5.3 877.4 874.5 2.9
PA_8 386p 877.9 869.1 871.6
PA_9 landlocked 888.9 885.0 depression 885.0 3.9 886.5 885.0 1.5
AH_10 401p 953.5 951.3 952.0
AH_11 417p 887.5 882.2 887.2
AH_12 3288_p 887.0 884.1 byd 884.1 2.9 885.2 884.1 1.1
AH_13 412p 887.9 885.7 school yard 885.7 2.2 887.4 885.7 1.7
AH_15 415p 887.6 883.3 887.3
AH_16 1272p 884.2 878.5 882.1
AH_17 1364p 899.3 893.4 899.2
AH_18 2090p 891.4 890.6 891.1
AH_19 1362p 885.2 879.0 885.0
AH_20 1361p 885.3 879.3 885.1
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
9-16
Table 9.3
Hydraulic Modeling Results for XP-SWMM Subwatersheds/Nodes in the Nine Mile South Fork (Revised 12/2006).
Flood Elevation1
(ft) Invert Elevation Type of Storage
2
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
AH_21 400p 884.6 877.9 880.8
AH_22 1359p 882.2 876.3 881.9
AH_23 1275p 890.0 885.6 888.4
AH_24 1273p 891.1 888.1 889.7
AH_25 2097p 887.0 878.7 hwy ditch 878.7 8.3 884.3 878.7 5.6
AH_26 2094p 905.0 898.1 905.1
AH_27 landlocked 894.5 893.5 byd 893.5 1.0 894.3 893.5 0.8
AH_28 2093p 886.7 881.6 hwy ditch 881.6 5.1 884.8 881.6 3.2
AH_29 2098p 887.2 884.0 hwy ditch 884.0 3.2 885.2 884.0 1.2
AH_30 1977p 905.2 898.1 street 898.8
AH_31 2139p 883.4 873.1 byd 875.8 7.6 880.9 875.8 5.1
AH_32 2104p 886.6 880.7 hwy ditch 880.7 5.9 884.2 880.7 3.6
AH_33 3190_p 886.8 880.5 885.5
IH_10 1944p 892.3 891.5 892.4
IH_11 373p 874.2 872.9 873.9
IH_12 1353p 880.3 873.8 880.1
IH_13 362p 880.2 873.3 879.1
IH_14 2501p 874.9 869.3 pond 869.8 5.0 871.9 869.8 2.0
IH_15 1357p 923.5 914.8 920.2
PA_10 380p 894.5 887.5 894.5
PA_11 landlocked 884.0 879.4 byd 879.4 4.6 882.3 879.4 2.9
PA_12 383p 879.5 870.8 street 874.6
PA_13 landlocked 890.1 887.8 byd 887.8 2.3 889.3 887.8 1.5
NMSB_2 2131p 843.7 838.3 pond 840.2 3.5 843.0 841.7 1.3
NMSB_3 2130p 844.9 838.4 pond 840.2 4.7 844.1 841.7 2.4
NMSB_4 Braemar Branch 850.0 845.3 848.1
NMSB_5 2531p 840.9 834.0 pond 835.6 5.3 838.1 835.6 2.5
NMSB_6 2120p 841.9 834.0 pond 835.6 6.3 841.2 835.6 5.6
NMSB_7 2536p 842.4 836.3 pond 836.3 6.1 839.3 836.3 3.0
NMSB 8 ldtNMSB90 844 9 840 4 d 842 4 25 843 6 842 4 12NMSB_8 overland to NMSB_90 844.9 840.4 pond 842.4 2.5 843.6 842.4 1.2
NMSB_10 1515p 840.0 836.4 837.8
NMSB_11 1519p 842.3 837.1 841.8
NMSB_12 2133p 832.9 825.9 pond 826.9 6.0 827.8 826.0 1.8
NMSB_13 875p 869.1 857.4 street 862.9
NMSB_14 877p 856.1 851.5 858.1
NMSB_15 994p 844.7 841.8 byd 841.8 2.9 842.6 841.8 0.8
NMSB_16 3291_p 844.5 839.8 844.5
NMSB_17 3255_p 844.4 841.2 844.4
NMSB_18 864p 880.3 875.9 876.3
NMSB_19 1557p 903.3 897.5 901.1
NMSB_20 2620p 848.1 843.5 depression 843.5 4.5 846.3 843.5 2.7
NMSB_21 865p 943.3 943.0 943.2
NMSB_22 1652p 881.0 872.5 street 876.4
NMSB_23 850p 884.6 876.0 street 879.7
NMSB_24 2529p 876.8 875.0 hwy ditch 875.0 1.8 875.7 875.0 0.7
NMSB_25 1523p 929.4 927.3 929.6
NMSB_26 854p 878.8 870.0 870.0 8.8 871.4 870.0 1.5
NMSB_27 852p 880.7 871.2 byd 871.2 9.5 878.9 871.2 7.8
NMSB_28 855p 875.4 867.4 869.4
NMSB_29 856p 872.6 866.5 867.9
NMSB_30 874p 869.6 860.8 street 868.7
NMSB_31 857p 866.2 859.4 865.1
NMSB_32 843p 862.1 856.5 862.0
NMSB_33 2700p (inlet/outlet) 844.9 839.0 pond 840.2 4.7 844.1 841.7 2.4
NMSB_34 847p 873.2 866.9 byd 866.9 6.3 869.0 866.9 2.1
NMSB_35 2522p 883.6 880.0 street 881.9
NMSB_36 842p 849.0 842.5 848.3
NMSB_37 845p 858.2 851.9 street 858.1
NMSB_38 858p 977.4 976.9 977.3
NMSB_39 832p 853.9 851.0 856.4
NMSB_40 841p 846.9 844.9 847.0
NMSB_41 2124p 843.5 838.0 depression 838.0 5.5 842.8 838.0 4.8
NMSB_42 831p 854.6 848.5 850.8
NMSB_43 1525p 856.8 851.6 856.7
NMSB_44 1517p 841.8 835.3 838.1
NMSB_45 1528p 847.7 839.1 depression 840.2 7.5 847.2 840.0 7.2
NMSB_46 1647p 858.6 854.1 hwy ditch 854.1 4.6 863.9 854.1 9.8
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
9-17
Table 9.3
Hydraulic Modeling Results for XP-SWMM Subwatersheds/Nodes in the Nine Mile South Fork (Revised 12/2006).
Flood Elevation1
(ft) Invert Elevation Type of Storage
2
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
NMSB_47 1514p 840.6 836.3 838.1
NMSB_49 1646p 870.5 869.1 871.9
NMSB_50 1649p 864.0 862.8 hwy ditch 862.8 1.2 863.9 862.8 1.1
NMSB_51 2526p 876.7 875.4 877.0
NMSB_52 1883p 858.2 852.1 854.2
NMSB_56 2132p 839.5 837.6 831.4
NMSB_57 2137p 839.3 835.4 pond 835.6 3.7 837.8 835.6 2.2
NMSB_58 991p 897.3 894.1 897.1
NMSB_59 landlocked 866.3 859.4 byd 859.4 6.9 864.7 859.4 5.3
NMSB_61 2611p 884.3 884.2
NMSB_62 2502p 840.9 834.0 hwy ditch 835.6 5.3 837.9 835.6 2.3
NMSB_63 2530p 870.2 865.0 hwy ditch 865.0 5.3 869.5 865.0 4.5
NMSB_64 1965p 864.3 857.2 hwy ditch 857.2 7.0 866.2 857.2 9.0
NMSB_65 1963p 862.7 855.7 hwy ditch 855.7 7.0 865.5 855.7 9.8
NMSB_66 816_p 868.0 862.4 867.8
NMSB_67 810p 910.9 903.0 street 905.2
NMSB_68 2610 886.4 886.5
NMSB_69 Braemar Branch 860.0 853.3 855.5
NMSB_70 821p 864.5 857.3 byd 857.3 7.2 863.8 857.3 6.5
NMSB_71 1753p 863.1 856.4 863.0
NMSB_72 820p 864.3 858.3 864.2
NMSB_73 2122p 866.1 856.0 ditch 856.0 10.1 859.7 856.0 3.7
NMSB_74 1751p 861.6 856.1 857.6
NMSB_75 817p 872.6 867.4 street 868.6
NMSB_76 1752p 863.0 856.1 862.1
NMSB_77 Braemar Branch 860.6 854.4 ditch 857.6
NMSB_78 809p 863.9 860.7 864.1
NMSB_79 2134p 867.1 863.4 866.2
NMSB_80 2523p 877.3 876.9 877.5
NMSB 81 1964 863 2 856 8 865 7NMSB_81 1964p 863.2 856.8 865.7
NMSB_82 838p 880.3 875.0 ditch 875.0 5.3 879.5 875.0 4.5
NMSB_83 826p 863.6 854.2 street 860.9
NMSB_84 830p 863.6 853.9 street 860.9
NMSB_85 2121p 842.2 836.0 pond 836.3 5.9 838.5 836.0 2.5
NMSB_86 2136p 833.5 828.4 pond 828.4 5.1 833.0 828.4 4.6
NMSB_87 1757p 866.7 863.0 ditch 863.0 3.7 865.8 863.0 2.8
NMSB_88 2528p 879.8 878.8 880.1
NMSB_90 2720p 844.9 839.0 wetland 839.0 5.9 842.6 839.0 3.5
NMSB_91 1949p 869.6 865.7 865.7 3.9 868.4 865.7 2.7
NMSB_92 394p 869.0 866.4 868.3
NMSB_93 2110p 882.9 879.4 883.0
NMSB_94 2116p 872.0 867.7 871.9
NMSB_95 1951p 871.2 866.9 871.1
NMSB_96 1950p 871.4 866.8 870.6
NMSB_97 1952p 871.5 867.6 871.1
NMSB_98 2112p 894.5 894.2 894.4
NMSB_99 2103p
871.4 867.7 depression 867.7 3.7 870.1 867.7 2.3
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
9-18
1
Table 9.4
Conduit Modeling Results for Subwatersheds in the Nine Mile South Fork 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
Conduit
(cfs)
10Y Peak Flow through
Conduit
(cfs)
365p 513 514 Circular 1.25 0.024 869.11 868.79 47 0.68 3.7 -3.2
367p IH_5 516 Circular 2 0.024 868.21 864.18 29.5 13.66 24.6 19.0
368p 516 IH_1 Circular 2 0.024 864.18 863 167.7 0.70 24.6 19.0
373p IH_11 523 Circular 1.75 0.013 872.89 868.23 166.2 2.80 21.8 16.9
374p 523 IH_1 Circular 2 0.024 868.23 863.04 100 5.19 21.8 16.9
380p PA_10 PA_6 Circular 1 0.024 887.5 876.42 166 6.67 6.2 2.5
381p PA_6 534 Circular 1 0.013 872.5 872.23 139 0.19 5.3 3.1
382p 534 PA_12 Circular 1.25 0.013 871.23 870.84 28 1.39 5.3 3.2
383p PA_12 536 Circular 1.5 0.013 870.84 870.75 22 0.41 10.1 10.6
384p 536 537 Circular 1.5 0.013 870.75 870.01 164.2 0.45 10.8 8.6
385p 537 PA_8 Circular 1.5 0.013 870.01 869.09 230 0.40 10.8 8.7
386p PA_8 539 Circular 1.75 0.013 869.09 868.48 146.8 0.42 22.4 16.1
387p 539 PA_4 Circular 1.75 0.013 868.48 866.93 44 3.52 22.4 16.2
388p PA_4 541 Circular 1.75 0.013 866.93 863.61 116 2.86 29.1 20.2
390p 543 PA_12 Circular 1 0.013 872.33 871.34 99 1.00 6.2 5.8
391p PA_7 543 Circular 1.25 0.013 874.5 873.5 99 1.01 -7.6 4.7
393p 546 NMSB_92 Circular 1.5 0.013 866.57 866.38 48 0.40 -5.6 -3.0
394p NMSB_92 548 Circular 1.5 0.013 866.38 865.96 118 0.36 -4.6 -1.9
395p 549 546 Circular 1.5 0.013 866.98 866.57 115 0.36 -5.6 -3.0
397p 552 553 Circular 1.25 0.024 884.32 883.52 67 1.19 0.0 0.0
398p 553 AH_1 Circular 1.25 0.024 883.52 874.83 94 9.24 0.0 0.0
400p AH_21 AH_1 Circular 1.5 0.024 877.91 874.83 47.3 6.51 20.3 15.1
401p AH_10 560 Circular 1 0.013 951.3 949.2 48 4.38 9.1 5.9
402p 560 561 Circular 1 0.024 945.7 873.43 245.5 29.44 9.1 5.9
403p 561 AH_1 Circular 2 0.013 871.54 871.5 20 0.20 9.1 5.9
404p AH_6 564 Circular 1.75 0.013 880 879.64 62 0.58 12.1 11.7
405p 564 565 Circular 1.75 0.013 879.64 877.78 304 0.61 12.1 11.7
406p 565 566 Circular 1.75 0.013 877.78 876.28 250 0.60 15.9 14.4
407p 566 AH_1 Circular 1.75 0.013 876.28 874.69 272 0.58 15.9 14.4
409p 570 AH_5 Circular 2.5 0.013 872.96 872.63 31 1.06 40.2 35.5
411p AH_8 AH_6 Circular 2.5 0.024 879.42 877.74 156 1.08 30.0 32.6
412p AH_13 575 Circular 1.5 0.024 885.66 884.77 115 0.77 5.7 6.3
413p 575 576 Circular 1.5 0.013 884.77 883.94 160 0.52 5.8 6.6
414p 576 AH_15 Circular 1.5 0.013 883.94 883.48 90 0.51 5.8 6.8
415p AH_15 578 Circular 1.5 0.013 883.29 882.95 19 1.79 6.4 7.4
416p 578 AH_11 Circular 1.5 0.013 882.95 882.2 28.5 2.63 6.6 7.5
417p AH_11 580 Circular 1.5 0.013 882.2 882.2 14.5 0.00 15.8 16.2
418p 580 581 Circular 2 0.024 879.02 879.11 104 -0.09 15.8 16.2
419p 581 AH_6 Circular 2 0.024 879.11 879 147 0.07 15.8 16.2
809p NMSB_78 1032 Circular 1.25 0.024 860.7 856.2 182 2.47 4.7 6.7
810p NMSB_67 1034 Circular 1 0.013 902.96 886.43 184 8.98 11.9 10.4
817p NMSB_75 1042 Circular 1 0.013 867.38 863.24 207 2.00 5.8 3.6
818p 1042 1043 Circular 1 0.013 863.14 858.82 216 2.00 3.9 3.6
821p NMSB_70 1045 Circular 1 0.013 857.3 856.34 180 0.53 3.7 4.1
828p 1052 1053 Circular 1 0.013 855.46 855.02 41.7 1.06 4.9 5.6
832p NMSB_39 1059 Circular 3 0.013 851 850.44 70 0.80 30.1 22.0
833p 1060 NMSB_39 Circular 1.75 0.013 851.23 851 24 0.96 15.0 7.8
834p 1061 1060 Circular 1.75 0.013 851.58 851.23 36 0.97 15.0 7.6
835p 1062 1061 Circular 1.25 0.013 863.9 851.58 220 5.60 15.0 6.0
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 NMSB_ConduitResults UPDATE
9-19
2
Table 9.4
Conduit Modeling Results for Subwatersheds in the Nine Mile South Fork 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
Conduit
(cfs)
10Y Peak Flow through
Conduit
(cfs)
836p 1063 1062 Circular 1 0.013 873.52 863.9 78 12.33 13.4 5.9
840p 1068 NMSB_82 Circular 1 0.013 879.34 879 36 0.94 4.7 3.5
843p NMSB_32 1075 Circular 1.25 0.013 856.45 855.26 73 1.63 11.6 11.7
845p NMSB_37 1078 Circular 1.75 0.013 851.93 851.21 77.7 0.93 19.0 15.7
846p 1078 1077 Circular 2 0.024 851.21 844.47 123 5.48 19.0 15.7
847p NMSB_34 1080 Circular 1.25 0.013 881.16 877 128 3.25 -4.9 0.0
848p 1080 1081 Circular 1.25 0.013 877 876.83 103 0.17 -4.8 -3.7
849p 1081 NMSB_23 Circular 1.75 0.013 876.83 875.96 274 0.32 -4.8 -4.6
850p NMSB_23 1083 Circular 2 0.013 875.96 873.53 118.8 2.05 26.2 13.7
851p 1083 NMSB_27 Circular 2 0.013 873.53 871.16 185 1.28 26.2 13.7
852p NMSB_27 1085 Circular 2.5 0.013 871.16 870.44 140 0.51 15.3 11.1
854p NMSB_26 NMSB_28 Circular 3 0.013 869.95 867.36 423 0.61 56.7 25.7
855p NMSB_28 NMSB_29 Circular 3 0.013 867.36 866.46 273 0.33 64.1 29.0
856p NMSB_29 NMSB_31 Circular 3 0.013 866.46 859.44 431 1.63 73.2 34.5
858p NMSB_38 1092 Circular 1 0.013 976.85 961.03 120 13.18 5.9 3.2
859p 1092 1093 Circular 1 0.024 957.52 937.5 110 18.20 5.9 4.1
861p 1094 1095 Circular 1.25 0.013 930 902 134.1 20.88 5.8 3.2
862p 1095 1096 Circular 1.25 0.013 901.25 888.07 160 8.24 5.8 3.1
863p 1096 NMSB_18 Circular 1 0.013 885.56 875.86 147 6.60 5.8 3.2
864p NMSB_18 1098 Circular 1.5 0.013 875.86 872.11 29 12.93 15.8 6.5
865p NMSB_21 1100 Circular 1 0.013 942.96 894.77 128 37.65 4.9 2.3
866p 1100 1101 Circular 1 0.013 894.77 878.25 91 18.15 4.9 2.6
867p 1101 1098 Circular 1 0.013 878.25 872.11 137 4.48 4.9 2.6
868p 1098 1102 Circular 2.5 0.013 872.11 872.02 27.3 0.33 37.8 25.3
869p 1102 1103 Circular 2.5 0.013 872.02 871.62 97 0.41 37.8 25.4
870p 1103 1104 Circular 2.5 0.013 871.62 870.85 175 0.44 37.8 25.4
871p 1104 1105 Circular 2.25 0.013 870.85 865.47 289.7 1.86 37.8 25.2
875p NMSB_13 1109 Circular 3 0.013 857.38 854.91 225 1.10 95.2 59.8
876p 1109 NMSB_14 Circular 3 0.013 854.91 851.5 310 1.10 95.2 59.9
877p NMSB_14 1111 Circular 3 0.013 851.5 843.96 260 2.90 97.4 70.9
992p 1256 1257 Circular 1 0.013 880.06 865.29 158 9.35 9.7 10.0
993p 1257 NMSB_59 Circular 1 0.013 865.29 860.17 73 7.01 9.6 10.0
994p NMSB_15 1260 Circular 1 0.024 842.78 842.17 152.7 0.40 0.9 0.0
1272p AH_16 AH_6 Circular 2 0.024 878.48 877.92 156 0.36 -7.7 3.9
1273p AH_24 1593 Circular 1.5 0.013 888.1 886.68 164 0.87 10.5 9.1
1274p 1593 AH_4 Circular 1.5 0.013 886.68 885.7 69.5 1.41 10.5 9.1
1353p IH_12 1644 Circular 1 0.013 873.83 873.21 33.2 1.87 10.1 10.1
1354p 1644 IH_11 Circular 1.75 0.013 873.03 872.89 32 0.44 10.2 10.1
1356p 1647 IH_8 Circular 1 0.013 889.42 886.96 24.7 9.96 1.7 -2.1
1362p AH_19 1651 Circular 1.25 0.013 879 878.21 85 0.93 7.8 8.4
1364p AH_17 1656 Circular 1 0.013 893.4 888.46 61.5 8.03 9.7 9.9
1365p AH_9 565 Circular 1.25 0.013 885.5 884.9 62 0.97 10.8 9.6
1514p NMSB_47 NMSB_57 Arch 38"x57" 0.024 836.3 835.5 40 2.00 80.1 38.2
1515p NMSB_10 NMSB_57 Circular 1 0.024 836.35 836.11 27 0.89 2.7 0.8
1516p 1872 NMSB_10 Circular 1 0.024 836.76 836.35 29 1.41 2.7 0.8
1517p NMSB_44 NMSB_5 Circular 1 0.024 835.32 834.52 32 2.50 4.6 3.7
1521p 1880 1879 Circular 1 0.024 887.98 860 131 21.36 6.6 5.8
1522p 1881 1880 Circular 1 0.024 917.88 887.98 77.8 38.43 6.6 5.5
1523p NMSB_25 1881 Circular 1 0.013 927.28 923 109.5 3.91 6.6 5.3
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 NMSB_ConduitResults UPDATE
9-20
3
Table 9.4
Conduit Modeling Results for Subwatersheds in the Nine Mile South Fork 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
Conduit
(cfs)
10Y Peak Flow through
Conduit
(cfs)
1646p NMSB_49 2076 Circular 1 0.013 869.11 869.01 64 0.16 2.8 3.2
1647p NMSB_46 2078 Circular 2 0.013 854.06 852.28 106 1.68 33.8 20.8
1649p NMSB_50 2081 Circular 2 0.013 862.77 850.58 154 7.92 39.5 40.4
1650p 2081 2082 Circular 3 0.013 850.58 850.5 10 0.80 39.5 40.3
1751p NMSB_74 2194 Circular 2.5 0.013 856.13 856.09 42 0.10 14.4 4.4
1752p NMSB_76 2196 Circular 2.25 0.013 856.1 855.89 23.9 0.88 49.3 52.1
1755p 2204 NMSB_71 Circular 2.25 0.013 859.12 856.46 304 0.88 21.1 23.4
1756p 2205 2204 Circular 2 0.013 860 859.12 12.5 7.04 18.2 23.1
1757p NMSB_87 2205 Circular 2 0.024 863 860 75 4.00 18.2 23.1
1793p BA_3 2244 Circular 2.25 0.013 865.14 852.74 200.5 6.18 70.8 41.9
1794p 2246 BA_3 Circular 2.25 0.013 871.32 869.41 219.7 0.87 34.2 25.0
1944p IH_10 2400 Circular 2 0.013 891.51 887 30 15.03 29.3 14.7
1945p 2400 2401 Circular 2 0.013 887 884.53 35 7.06 29.3 14.6
1946p 2401 2402 Circular 2 0.013 884.53 878.98 50 11.10 29.3 14.6
1948p 548 NMSB_91 Circular 1.25 0.013 865.96 865.73 70 0.33 -4.6 2.1
1949p NMSB_91 2405 Circular 1.75 0.013 865.73 865.46 31 0.87 18.0 14.0
1950p NMSB_96 2407 Circular 2 0.013 866.82 866.61 31 0.68 19.2 12.9
1951p NMSB_95 2409 Circular 1 0.013 866.86 865.79 31 3.45 9.7 8.6
1963p NMSB_65 NMSB_46 Circular 2 0.013 856.8 855.74 210 0.50 28.7 20.6
1964p NMSB_81 NMSB_65 Circular 2 0.013 856.8 855.74 18 5.89 23.5 21.1
1965p NMSB_64 NMSB_81 Circular 2 0.013 857.22 856.8 100 0.42 20.8 18.5
1977p AH_30 2437 Circular 1.25 0.013 898.05 885.03 186 7.00 17.7 11.1
1978p 2437 AH_3 Circular 1.5 0.013 882.82 882.75 31 0.23 17.7 10.4
2033p BA_2 2247 Circular 1.25 0.013 887.5 870 333.7 5.24 13.8 9.3
2049p BA_1 2247 Circular 2.25 0.013 874.9 870 53.6 9.14 20.5 16.0
2085p 2637 AH_32 Circular 1.5 0.013 880.95 880.7 23 1.09 6.9 10.3
2086p 2603 571 Circular 2.5 0.013 876 873.45 110 2.32 33.8 31.6
2087p AH_4 2644 Circular 1 0.013 883.41 885.5 18 -11.61 4.0 3.1
2088p 2643 AH_31 Circular 2.5 0.013 873.4 873.05 74 0.47 37.6 34.4
2090p AH_18 2641 Circular 1.25 0.013 890.59 883.17 56.2 13.20 10.4 7.2
2092p 571 2643 Circular 2.5 0.013 873.45 873.4 25 0.20 33.8 31.6
2093p AH_28 2637 Circular 1.5 0.024 881.59 881.59 30 0.00 6.9 10.3
2094p AH_26 2640 Circular 2 0.013 898.13 893.39 27 17.56 18.8 10.5
2095p 2605 2604 Circular 2.5 0.013 877.5 876.32 177 0.67 19.9 23.9
2096p 2644 2643 Circular 1.25 0.013 882 881.55 15 3.00 5.3 4.1
2097p AH_25 2605 Circular 2.5 0.013 878.67 877.5 145 0.81 19.9 31.2
2098p AH_29 2603 Circular 2.5 0.013 876.32 876 148 0.22 32.4 30.6
2100p PA_1 549 Circular 1.5 0.013 867 866.96 10 0.40 -3.5 -3.5
2102p 2596 NMSB_97 Circular 1 0.013 867.94 867.56 36 1.06 5.3 -5.4
2103p NMSB_99 2596 Circular 1 0.013 867.73 867.94 20 -1.05 5.3 -5.4
2104p AH_32 2604 Circular 2 0.013 880.68 880 300 0.23 16.4 12.2
2105p 2409 2646 Circular 1.25 0.013 865.79 863.35 118 2.07 9.7 9.3
2106p 2405 2647 Circular 1.75 0.013 865.46 865.09 49 0.76 18.0 14.0
2107p 2647 2648 Circular 1.75 0.013 865.09 864.43 69 0.96 18.0 15.2
2108p 2407 2649 Circular 2 0.013 866.61 866.4 49 0.43 19.2 12.9
2109p 2649 2650 Circular 2 0.013 866.4 865.95 68 0.66 19.2 12.9
2110p NMSB_93 2653 Circular 1 0.013 879.36 878.84 34 1.53 3.7 2.4
2111p 2653 2652 Circular 1 0.013 878.84 877.59 120 1.04 3.7 2.4
2112p NMSB_98 2655 Circular 1 0.013 894.17 886.07 43 18.84 4.0 2.4
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 NMSB_ConduitResults UPDATE
9-21
4
Table 9.4
Conduit Modeling Results for Subwatersheds in the Nine Mile South Fork 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
Conduit
(cfs)
10Y Peak Flow through
Conduit
(cfs)
2113p 2655 2656 Circular 1 0.013 886.07 884.28 57 3.14 4.0 2.4
2115p 2571 AH_8 Circular 2.5 0.013 880.18 880.52 28 -1.21 27.4 29.8
2116p NMSB_94 2659 Circular 1 0.013 867.68 864.77 82 3.55 7.8 7.4
2117p 2659 2660 Circular 1 0.013 864.77 863.11 49 3.39 7.8 7.6
2118p 2660 2661 Circular 1.25 0.013 863.11 862.2 70 1.30 7.8 8.2
2119p AH_7 AH_25 Circular 2 0.024 884.42 883.6 412 0.20 11.1 8.2
2121p NMSB_85 NMSB_47 Arch 38"x57" 0.024 836 836.3 100 -0.30 76.6 35.0
2122p NMSB_73 2663 Arch 72" eq 0.013 856.03 855.42 200 0.31 346.1 127.4
2124p NMSB_41 NMSB_11 Circular 1 0.013 838 837.09 85 1.07 4.9 4.8
2125p 2622 NMSB_7 Circular 2 0.013 837.93 836.3 240 0.68 20.2 20.2
2133p NMSB_12 2633 Circular 4 0.024 825.87 825.56 26 1.19 61.2 18.1
2136p NMSB_86 NMSB_1 Circular 2.5 0.024 828.4 828.3 250 0.04 20.1 19.2
2139p AH_31 570 Circular 2.5 0.013 873.05 872.96 132.5 0.07 40.2 35.5
2155p EP_2 2704 Circular 1.5 0.024 888.59 888.33 20 1.30 8.3 0.0
2180p 2728 2727 Circular 1.25 0.013 872.52 870.77 175 1.00 -0.4 0.0
2183p 2727 BA_3 Circular 1.5 0.013 870.77 870.48 29 1.00 2.1 0.0
2501p IH_14 513 Circular 1 0.024 869.83 869.11 89.5 0.80 3.7 -3.2
2502p NMSB_62 1872 Circular 1 0.024 837 836.76 17 1.41 2.7 0.8
2521p 2673 1068 Circular 1 0.013 879.58 879.34 30 0.80 4.7 3.5
2522p NMSB_35 2673 Circular 1 0.013 879.96 879.58 48 0.79 4.7 3.5
2523p NMSB_80 2676 Circular 1 0.013 876.88 876.04 28 3.00 2.4 4.0
2524p 2676 2677 Circular 2 0.013 875.43 872.44 189 1.58 2.4 4.3
2525p 2677 NMSB_63 Circular 3 0.013 870.8 870.33 65 0.72 27.5 34.0
2526p NMSB_51 2677 Circular 2 0.013 875.39 870.8 100 4.59 25.1 30.5
2527p 2679 NMSB_51 Circular 2 0.013 877.69 875.39 175 1.31 8.7 12.3
2528p NMSB_88 2679 Circular 2 0.013 878.81 877.71 64 1.72 8.7 12.3
2529p NMSB_24 NMSB_64 Circular 1.5 0.013 875 861.08 177 7.86 9.0 16.2
2530p NMSB_63 NMSB_50 Circular 2 0.013 864.95 863.69 178 0.71 30.6 28.5
2540p 2731 IH_1 Circular 3 0.024 865 861.7 160 2.06 29.3 14.6
2541p 2402 2731 Circular 2 0.013 878.98 865 190 7.36 29.3 14.6
2610p NMSB_68 2599 Circular 2 0.013 884.78 884.51 16.00 1.7 21.7 22.5
2611p NMSB_61 2601 Circular 1.5 0.013 883.01 882.47 65.00 0.8 10.2 9.2
2620p NMSB_20 2695 Circular 1.25 0.013 843.52 843.32 40 0.50 10.7 8.4
2622p 2695 2694 Circular 1.25 0.013 843.32 843.14 36 0.50 10.7 8.4
2702p NMSB_85 2619 Circular 1 0.013 836.6 836.07 21 2.52 4.1 3.6
2720p NMSB_90 2622 Circular 2 0.013 839.02 837.93 160 0.68 20.2 20.2
3254p 1261 NMSB_17 Circular 1 0.013 841.4 841.17 35 0.66 -2.5 -2.7
396p PA_3 PA_1 Circular 1.25 0.013 867.8 863.37 177 2.50 14.8 13.1
816_p NMSB_66 1040 Circular 1 0.013 862.37 860.97 235 0.60 5.5 5.5
2101p 2595 549 Circular 0.66 0.010 867.5 867.5 5 0.00 0.6 0.6
2091p 2641 2603 Circular 1 0.013 876.27 876 8 3.38 9.7 6.8
2123p 2619 NMSB_44 Circular 1 0.013 836.07 835.32 30 2.50 4.1 3.6
1883p NMSB_52 2344 Rectangular 6 0.012 852.1 851.9 108.3 0.18 420.2 219.4
1528p NMSB_45 1893 Circular 6 0.024 839.11 838.76 70 0.50 281.7 216.3
1759_p 2209 2210 Circular 2 0.013 843.02 842.9 24 0.50 0.7 8.4
1795p 2247 2246 Circular 2.25 0.013 871 871.32 218.7 -0.15 30.6 25.1
2241_p NMSB_85 2733 Circular 1 0.024 836.8 837.79 40 -2.48 3.0 0.9
2244_p 2733 NMSB_47 Circular 1 0.013 837.79 836.3 39 3.82 3.0 0.9
2532_p NMSB_15 2687 Circular 1 0.008 841.8 837.75 270 1.50 8.4 6.5
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 NMSB_ConduitResults UPDATE
9-22
5
Table 9.4
Conduit Modeling Results for Subwatersheds in the Nine Mile South Fork 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
Conduit
(cfs)
10Y Peak Flow through
Conduit
(cfs)
3186_p 2870 2869 Circular 3 0.013 881.06 881.01 35.1 0.14 21.1 26.8
3187_p 2871 2870 Circular 3 0.013 881.13 881.06 92.8 0.08 21.1 30.1
3188_p 2869 2868 Circular 3 0.013 881.01 880.89 13.7 0.88 21.1 24.8
3189_p 2868 AH_33 Circular 3 0.013 880.89 880.46 110.5 0.39 21.1 23.0
3190_p AH_33 2571 Circular 2.5 0.013 880.46 880.18 40 0.70 27.4 29.8
3191_p AH_3 2871 Circular 3 0.013 881.15 881.13 28.5 0.07 21.1 32.1
3287_p 2947 AH_25 Circular 1.5 0.024 882.6 881.59 87 1.16 3.6 4.6
3288_p AH_12 2947 Circular 1 0.013 884.1 882.6 106 1.42 3.7 4.6
3289_p BA_6 2951 Circular 2 0.009 846 832 360 3.89 35.7 45.2
360p IH_3 IH_1 Circular 1.5 0.024 863.85 862.85 312 0.32 9.3 6.4
362p IH_13 IH_1 Circular 1.25 0.024 873.27 863 116.7 8.80 12.4 11.9
363p IH_6 IH_14 Circular 1 0.024 869.57 869.32 30.5 0.82 5.0 5.5
366p 514 IH_5 Circular 1.5 0.024 868.79 868.21 107.2 0.54 10.5 10.5
369p IH_7 514 Circular 1.5 0.024 870 868.79 34 3.56 12.6 13.1
370p 519 IH_7 Circular 1.5 0.024 880.89 870 184 5.92 14.7 15.6
371p 520 519 Circular 1.5 0.024 882.51 880.89 50 3.24 13.7 15.9
372p 521 520 Circular 1 0.013 885.41 882.51 110 2.64 7.9 7.9
389p 541 PA_1 Circular 1.75 0.013 863.61 863.26 9.5 3.68 26.7 20.2
392p PA_5 543 Circular 1 0.013 882.88 876.55 331 1.91 7.4 6.9
399p 555 AH_1 Circular 3 0.024 876.3 874.8 31.2 4.81 77.4 41.9
408p AH_5 AH_1 Circular 2.5 0.013 872.63 872.3 213 0.15 51.0 38.8
811p 1034 1035 Circular 1 0.013 886.07 869.1 190 8.93 10.7 9.6
812p 1035 1036 Circular 1 0.013 868.6 863.48 132 3.88 8.2 8.2
813p 1036 1037 Circular 1 0.013 863.48 862.74 54.5 1.36 3.8 3.8
814p 1037 1038 Circular 1 0.013 862.74 862.46 29 0.97 2.7 2.7
815p 1038 NMSB_66 Circular 1 0.013 862.46 862.37 35.5 0.25 3.0 -2.9
819p 1043 NMSB_72 Circular 1 0.013 858.82 858.52 28 1.07 1.9 -2.3
820p NMSB_72 1045 Circular 1.25 0.013 858.28 856.34 125 1.55 9.0 11.2
822p 1045 1047 Circular 1.25 0.013 856.34 854.59 135.3 1.29 8.8 9.1
823p 1047 1048 Circular 1.25 0.013 854.59 854.59 28.7 0.00 5.2 5.0
824p 1048 1049 Circular 1.25 0.013 854.59 854.35 22 1.09 6.0 4.6
825p 1049 NMSB_83 Circular 1.5 0.013 854.35 854.17 29.1 0.62 10.4 5.3
826p NMSB_83 1051 Circular 2 0.024 854.17 852.93 213 0.58 16.3 18.9
827p 1047 1052 Circular 1 0.013 854.59 855.46 24.7 -3.52 4.5 5.8
829p 1053 NMSB_84 Circular 1.5 0.013 855.02 853.94 91.2 1.18 4.9 5.6
830p NMSB_84 1055 Circular 2 0.024 853.94 853.29 168 0.39 17.5 20.4
831p NMSB_42 1057 Circular 2 0.024 848.5 846.7 50 3.60 32.7 20.6
837p 1064 1063 Circular 1 0.013 874.7 873.52 133 0.89 6.1 5.0
838p NMSB_82 1064 Circular 1 0.013 875 874.7 38.5 0.78 6.0 5.0
841p NMSB_40 1071 Circular 1 0.013 844.91 844.26 31.2 2.08 4.7 4.4
842p NMSB_36 1073 Circular 1.5 0.024 842.52 842.34 20 0.90 21.0 10.0
844p 1075 NMSB_37 Circular 1.25 0.013 855.18 852.48 153 1.76 11.4 11.2
853p 1085 NMSB_26 Circular 1 0.013 871.77 871.5 5 5.40 19.7 13.5
857p NMSB_31 1090 Circular 1.5 0.013 859.44 840.39 132 14.43 36.2 43.1
860p 1093 1094 Circular 1 0.024 937 934.55 122.4 2.00 4.4 3.2
872p 1105 1106 Circular 2.25 0.013 865.47 862.82 100 2.65 29.0 25.2
873p 1106 NMSB_30 Circular 2 0.013 862.82 860.8 52 3.88 23.4 23.9
874p NMSB_30 NMSB_13 Circular 2.5 0.013 860.8 857.38 524 0.65 49.4 45.5
991p NMSB_58 1256 Circular 1 0.013 894.1 880.06 109 12.88 11.6 11.6
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 NMSB_ConduitResults UPDATE
9-23
6
Table 9.4
Conduit Modeling Results for Subwatersheds in the Nine Mile South Fork 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
Conduit
(cfs)
10Y Peak Flow through
Conduit
(cfs)
995p 1260 1261 Circular 1 0.024 842.07 841.7 68.2 0.54 -1.5 -2.2
1275p AH_23 AH_25 Circular 1.5 0.013 885.6 884.04 26 6.00 23.0 15.0
1355p IH_8 521 Circular 1.5 0.013 886.96 885.41 62 2.50 18.9 18.6
1357p IH_15 IH_8 Circular 1 0.013 914.8 886.96 506.4 5.50 9.0 8.3
1359p AH_22 555 Circular 1.5 0.013 876.3 876.3 28 0.00 29.6 28.5
1360p 1651 AH_22 Circular 1.5 0.013 878.21 876.8 227 0.62 13.5 13.8
1361p AH_20 1651 Circular 1.25 0.013 879.26 878.21 56 1.88 7.8 6.4
1363p 1656 1654 Circular 1 0.013 886.67 884.45 60.5 3.67 9.9 9.8
1519p NMSB_11 NMSB_6 Circular 1.25 0.024 837.09 834.5 100 2.59 4.9 5.2
1520p 1879 NMSB_13 Circular 2 0.013 860 859 34 2.94 6.6 11.6
1524p 1885 1883 Circular 1.75 0.013 850.91 850.04 217.7 0.40 12.8 11.9
1525p NMSB_43 1886 Circular 1.75 0.013 851.6 851.4 51.6 0.39 12.3 11.4
1557p NMSB_19 1932 Circular 1.25 0.013 897.5 877.51 259 7.72 17.7 16.6
1606p 1886 1885 Circular 1.75 0.013 851.4 850.91 122.7 0.40 14.6 11.9
1607p 1883 NMSB_42 Circular 1.25 0.013 849.84 848.5 335 0.40 7.5 7.6
1608p 1654 AH_11 Circular 1.5 0.013 883.1 882.2 82.8 1.09 14.2 11.7
1618p 1932 1085 Circular 1.5 0.013 877.51 870.1 176 4.21 17.9 16.6
1652p NMSB_22 1098 Circular 1.75 0.013 872.49 872.11 95 0.40 23.0 16.8
1753p NMSB_71 NMSB_76 Circular 2.25 0.013 856.36 856.1 22 1.18 41.3 42.6
1790p 2242 BA_6 Circular 2.25 0.013 848 844.88 203.2 1.54 48.6 40.2
1791p 2244 2242 Circular 2.25 0.013 852.74 848 205.1 2.31 52.8 39.9
1952p NMSB_97 NMSB_96 Circular 1.75 0.013 867.56 866.82 250 0.30 12.1 8.0
2114p 2656 2657 Circular 1.25 0.013 884.28 883.76 95 0.55 3.6 2.5
2120p NMSB_6 NMSB_5 Circular 1 0.024 834 834 200 0.00 2.5 3.0
2130p NMSB_3 NMSB_2 Circular 4 0.024 838.41 838.27 105 0.13 63.7 23.8
2131p NMSB_2 2628 Circular 2 0.024 840.2 839.45 50.7 1.48 16.8 2.6
2132p NMSB_56 NMSB_12 Circular 3 0.024 837.6 826.37 188 5.97 19.6 27.6
2134p NMSB_79 2204 Circular 1.25 0.013 863.44 859.12 349 1.24 5.3 5.2
2137p NMSB_57 NMSB_86 Circular 2.5 0.024 835.6 828.39 210 3.43 32.4 19.9
2181p 2730 2729 Circular 1 0.013 874.3 872.95 269 0.50 0.0 0.0
2182p 2729 2728 Circular 1 0.013 872.95 872.52 87 0.49 0.0 0.0
2190p EP_1 2648 Circular 1.5 0.013 865.36 864.3 100 1.06 20.5 7.1
2531p NMSB_5 NMSB_62 Circular 1 0.024 834 834 40 0.00 -2.6 2.3
2535p NMSB_62 NMSB_57 Circular 1.5 0.024 835.6 835.6 130 0.00 6.1 -3.4
2536p NMSB_7 NMSB_85 Circular 2 0.024 836.3 836.3 70 0.00 -12.3 12.9
2621p 2694 2209 Circular 1.5 0.013 843.14 843.02 24 0.50 10.7 8.4
2700p NMSB_3 NMSB_33 Circular 1 0.013 839 839 300 0.00 1.9 2.6
3251_p 2874 2875 Circular 1 0.013 840.82 839.36 35 4.17 2.5 2.9
3253_p 2875 2876 Circular 1 0.024 839.36 835.44 260 1.51 3.3 3.4
3255_p NMSB_17 2874 Circular 1 0.013 841.17 840.82 35 1.00 3.0 3.6
3291_p NMSB_16 2875 Circular 1 0.013 839.75 839.36 69 0.57 3.2 3.1
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 NMSB_ConduitResults UPDATE
9-24
62
S o u t h F o r k N i n e M ile Creek
Arrowhead
Lake
Indianhead
Lake
Pawnee
Pond
£ 169
Eden PrairieEden Prairie
BloomingtonBloomington
MinnetonkaMinnetonka
EP_2
NMSB_1
EP_1
AH_1
IH_1
NMSB_73
IH_3
IH_6
NMSB_90
NMSB_5
NMSB_56
NMSB_3
AH_6
NMSB_86
NMSB_57
NMSB_45
NMSB_4
BA_3
NMSB_85
PA_3
NMSB_30
PA_1
BA_6
AH_22
NMSB_12
NMSB_20
AH_3
NMSB_8
IH_10
NMSB_83
IH_12
AH_32
AH_21
NMSB_66
AH_7
IH_8
NMSB_22
AH_20
AH_9
NMSB_87
AH_23
IH_13
NMSB_34
IH_14
NMSB_13
NMSB_18
BA_1
NMSB_23
PA_8
AH_17
PA_6
NMSB_19
AH_28
AH_25
NMSB_43
NMSB_32
AH_13
AH_26
NMSB_41
AH_30
NMSB_14
NMSB_95
NMSB_67NMSB_78
BA_2
NMSB_2
NMSB_39
IH_15
NMSB_33
NMSB_37
NMSB_94
AH_33
NMSB_77
NMSB_59
NMSB_35
PA_2
NMSB_17
AH_19
AH_29
NMSB_72
NMSB_62
NMSB_97
NMSB_26
AH_5
NMSB_69
NMSB_71
NMSB_52
NMSB_31
PA_5
NMSB_68
AH_24
IH_11
NMSB_42
NMSB_99
NMSB_27
NMSB_36
NMSB_58
NMSB_40
NMSB_51
PA_10
AH_18
NMSB_29
PA_9
PA_12
NMSB_84
NMC_105
NMSB_70
IH_5
AH_10
NMSB_16
NMSB_7
NMSB_63
NMSB_64
NMSB_47
PA_4
PA_7
NMSB_82
AH_31
NMSB_28
NMSB_91
NMSB_15NMSB_61
AH_12
AH_27
AH_4
NMSB_24
AH_11
IH_7
NMSB_6
NMSB_50NMSB_88
AH_15
NMSB_96
NMSB_75
PA_11
NMSB_76 NMSB_21
NMSB_11
NMSB_25
NMSB_38
NMSB_65
NMSB_79
NMSB_46
AH_8
NMSB_93
NMSB_98
PA_13
NMSB_74
AH_16
NMSB_44
NMSB_49
NMSB_80
NMSB_92
NMSB_10
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NINE MILE CREEK SOUTH FORK
DRAINAGE BASIN
Comprehensive Water Resource
Management Plan
City of Edina, Minnesota
400 0 400
Meters
City of Edina Boundary
Roads/Highways
Creek/Stream
Lake/Wetland
Nine Mile Creek - South
Fork Drainage Basin
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NINE MILE CREEK SOUTH FORK
MAJOR WATERSHEDS
Comprehensive Water Resource
Management Plan
City of Edina, Minnesota
400 0 400
Meters
City of Edina Boundary
Roads/Highways
Creek/Stream
Lake/Wetland
Nine Mile Creek South
Fork Drainage Basin
Major Watershed
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Figure 9.3
NINE MILE CREEK SOUTH FORK
HYDRAULIC MODEL RESULTS
Comprehensive Water Resource
Management Plan
City of Edina, Minnesota
120 0 120 240
Meters
9-27
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Lake
Indianhead
Lake
Nin e M i l e C r e e k
S o u t h F o r k N i n e M i l e Creek
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NINE MILE CREEK SOUTH FORK
WATER QUALITY
MODELING RESULTS
Comprehensive Water Resource
Management Plan
City of Edina, Minnesota
400 0 400
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
South Fork of Nine Mile Creek
0 - 25% (Poor/No Removal)
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£ 212
£ 169
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AH_22
NMSB_12
NMSB_20
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IH_10
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AH_32
AH_21
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NMSB_66
AH_7
IH_8
NMSB_22
AH_20
AH_19
AH_9
NMSB_87
AH_29
AH_23
NMSB_72
IH_13
NMSB_34
IH_14
NMSB_13
NMSB_18
BA_1
NMSB_23
NMSB_62
PA_8
AH_17
PA_6
NMSB_19
AH_28
NMSB_97
AH_25
NMSB_26
NMSB_43
NMSB_32
AH_5
NMSB_69
AH_13
AH_26
NMSB_41
AH_30
NMSB_14
NMSB_95
NMSB_67
NMSB_78
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NMSB_2
NMSB_52
NMSB_39
NMSB_31
IH_15
PA_5
NMSB_68
NMSB_33
AH_24
NMSB_37
NMSB_94
IH_11
AH_33
NMSB_77
NMSB_42
NMSB_99
NMSB_27
NMSB_36
NMSB_59
NMSB_58
NMSB_40
PA_10
AH_18
NMSB_29
PA_9
PA_12
NMSB_35
NMSB_84
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NMC_105
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NMSB_16
NMSB_7
NMSB_63
NMSB_64
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AH_11
IH_7
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NMSB_50
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AH_15
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NMSB_25
NMSB_38
NMSB_65
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NMSB_51
NMSB_76
NMSB_79
AH_8
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City of Edina Boundary
Roads/Highways
Creek/Stream
Lake/Wetland
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Fork Drainage Basin
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Potential Flooding During
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Figure 9.3
NINE MILE CREEK SOUTH FORK
HYDRAULIC MODEL RESULTS
Comprehensive Water Resource
Management Plan
City of Edina, Minnesota
120 0 120 240
Meters