HomeMy WebLinkAboutSECTION 7 LAKE CORNELIA-LAKE EDINA-ADAMS HILL
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7.0 Lake Cornelia/Lake Edina/Adam’s Hill
7.1 General Description of Drainage Area
Figure 7.1 depicts the Lake Cornelia/Lake Edina/Adam’s Hill drainage basin. This drainage basin
are located in the southeast portion of Edina.
7.1.1 Drainage Patterns
This chapter discusses four major watersheds within the drainage basin: North Lake Cornelia, South
Lake Cornelia, Lake Edina, and the Adam’s Hill Pond drainage area. These major watersheds are
depicted in Figure 7.2. North and South Lake Cornelia ultimately drain to Lake Edina, which outlets
into the North Fork of Nine Mile Creek. The Adam’s Hill drainage area includes those watersheds
within the City of Edina that drain to the Adam’s Hill stormwater detention basin in Richfield. This
drainage area was analyzed in conjunction with the North Cornelia watershed because the storm
sewer systems draining to North Lake Cornelia and Adam’s Hill Pond are adjoined at the intersection
of 69th Street and York Avenue. Each of the four major watersheds have been further delineated into
numerous subwatersheds. The naming convention for each subwatershed is based on the major
watershed it is located within. Table 7.1 lists each major watershed and the associated subwatershed
naming convention. The stormwater system within these drainage basins is comprised of storm
sewers, ponding basins, drainage ditches, and overland flow paths.
Table 7.1 Major Watersheds within the Lake Cornelia/Lake Edina/Adam’s Hill Drainage
Basin
Major Watershed
Subwatershed Naming
Convention
# of
Subwatersheds
Drainage
Area (acres)
Lake Cornelia- North NC_## 154 859
Lake Cornelia- South SC_## 9 112
Lake Edina LE_## 47 394
Adam's Hill (Richfield) AHR_## 20 109
7.1.1.1 North Cornelia
North Lake Cornelia has a large watershed, encompassing 859 acres. The North Cornelia watershed
has been delineated into 154 subwatersheds and is characterized by several ponding basins within the
watershed. Land use within this watershed is comprised of a large commercial area (including the
Southdale Shopping Center), portions of T.H. 62 and T.H. 100, residential areas (high and low
density), parks, wetlands, and open water. The majority of the runoff from the highly impervious
commercial area drains through the France Avenue and West 66th Street storm sewer system and
discharges into the Point of France pond, located just northeast of the West 66th Street and Valley
View Road intersection. The Point of France pond drains to the Swimming Pool Pond west of Valley
View Road, which typically drains to North Lake Cornelia. During large storms, such as the
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100-year frequency event, as North Lake Cornelia nears its capacity, the Swimming Pool Pond will
flow northward through the two 60-inch culverts located under T.H. 62 that connect the Swimming
Pool Pond with the Brookview Pond, just north of T.H. 62. An outlet control structure located on the
north side of this pond allows flows to the north into Lake Pamela when the water elevation reaches
elevation 863.3 MSL.
North Lake Cornelia covers approximately 29 acres and serves as a recreation area for the City of
Edina. The lake outlets to South Lake Cornelia through a 12-inch culvert beneath West 66th Street.
7.1.1.2 South Lake Cornelia
The South Lake Cornelia watershed is located south of the North Lake Cornelia watershed. The
112-acre watershed is comprised of 9 subwatersheds, with two stormwater detention areas in addition
to Lake Cornelia. The land use within the watershed is low density residential and open water.
South Lake Cornelia spans approximately 32 acres. The normal elevation of the lake is controlled by
a weir structure at elevation 859 MSL. Discharge from South Cornelia flows southward through a
54-inch system for approximately 1,000 feet, where it connects with a 21-inch system at the
intersection of Dunberry Lane and Cornelia Drive. This system ultimately drains to Lake Edina.
During extreme storm events, such as the 100-year frequency event, the 21-inch storm sewer system
at Dunberry Lane and Cornelia Drive restricts flow, resulting in flow northward through the 54-inch
system and into South Lake Cornelia.
7.1.1.3 Lake Edina
The Lake Edina watershed is located south of the Lake Cornelia drainage basins. The watershed
encompasses approximately 394 acres and has been delineated into 47 subwatersheds. Land use
within the watershed is mainly low density residential, with smaller portions of high density
residential, commercial, institutional (Cornelia Elementary School), park, wetland, and open water.
A wetland is located along the west side of Lake Edina, directly east of T.H. 100 that receives runoff
from an area of approximately 36 acres. Flow from this wetland discharges into Lake Edina via a
weir structure and pipe system.
Lake Edina spans an area of approximately 23 acres. The normal elevation of the lake is controlled
by a weir structure at elevation 822 MSL. Discharge from Lake Edina flows through a 36-inch
system underneath T.H. 100 and into the North Fork of Nine Mile Creek.
7.1.1.4 Adam’s Hill Pond
The Adam’s Hill drainage area discussed in this analysis includes the area within the City of Edina
that drains to the Adam’s Hill Pond in Richfield. The outlet from Adam’s Hill Pond is a pumped
outlet that discharges 10 cfs to Centennial Lakes.
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7.2 Stormwater System Analysis and Results
7.2.1 Hydrologic/Hydraulic Modeling Results
The 10-year and 100-year frequency flood analyses were performed for the Lake Cornelia/Lake
Edina/Adam’s Hill drainage basins. 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 7.2 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 analysis for the Lake Cornelia/Lake
Edina/Adam’s Hill drainage areas are summarized in Table 7.3 and Table 7.4. The column headings
in Table 7.3 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.
Table 7.4 summarizes the conveyance system data used in the model and the model results for the
storm sewer system within the Lake Cornelia/Lake Edina/Adam’s Hill drainage basins. 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.
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Figure 7.3 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 7.3 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 7.3 illustrates that several
XP-SWMM nodes within the Lake Cornelia/Lake Edina/Adam’s Hill drainage areas 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 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 Lake Cornelia/Lake Edina/Adam’s Hill
drainage areas, 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 7.3. Discussion and
recommended implementation considerations for these areas are included in Section 7.3.
7.2.2 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
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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 7.4 depicts the results of the water quality modeling for the Lake Cornelia/Lake
Edina/Adam’s Hill drainage areas. 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 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.
7.3 Implementation Considerations
The XP-SWMM hydrologic and hydraulic modeling analyses and P8 water quality analysis helped to
identify locations throughout the watershed where improvements to the City’s stormwater
management system may be warranted. The following sections discuss potential mitigation
alternatives that were identified as part of the 2003 modeling analyses. As opportunities to address
the identified flooding issues and water quality improvements arise, such as street reconstruction
projects or public facilities improvements, the City will use a comprehensive approach to stormwater
management. The comprehensive approach will include consideration of infiltration or volume
retention practices to address flooding and/or water quality improvements, reduction of impervious
surfaces, increased storm sewer capacity where necessary to alleviate flooding, construction and/or
expansion of water quality basins, and implementation of other stormwater BMPs to reduce pollutant
loading to downstream waterbodies.
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7.3.1 Flood Protection Projects
The 2003 hydrologic and hydraulic modeling analysis identified several locations within the Lake
Cornelia and Lake Edina watersheds 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.
7.3.1.1 Swimming Pool Pond (NC_3)/North Lake Cornelia (NC_62)
During the design process for the West 66th Street drainage improvements, a detailed analysis of the
storm water system was performed that included the entire Lake Cornelia drainage area. The system
was modeled based on several recommended improvements, many of which have been since
implemented. One recommendation was to replace the 18-inch RCP pipe and orifice structure
between the Swimming Pool Pond and North Lake Cornelia with a 42-inch equivalent RCP arch
pipe. A 20-foot weir control structure was recommended to be installed at the inlet to this pipe. The
overland flow elevation between these two areas was recommended to be lowered to 863.5 MSL.
Although this recommendation has not yet been implemented, it was assumed to be implemented for
the XP-SWMM modeling analysis.
7.3.1.2 Hibiscus Avenue (LE_53, LE_7, LE_10)
Stormwater runoff from a 48.5-acre subwatershed (LE_53) collects at the intersection of Hibiscus
Avenue and West Shore Drive. Along the south side of this intersection, two catchbasins connect to
the 54-inch storm sewer system that discharges into Lake Edina. Due to the lack of inlet capacity at
this intersection, the stormwater that does not enter the storm sewer system flows west along
Hibiscus Avenue toward the low area near 4708, 4709, and 4713 Hibiscus Avenue. A separate storm
sewer system exists at this low area along Hibiscus, with two catchbasins on the street to allow water
into the system. This system extends upstream, collecting runoff from the backyard depression area
behind 4708 and 4712 Hibiscus Avenue. During the 100-year frequency event, the low area in the
street becomes inundated with stormwater runoff from the watersheds directly tributary to this
system and from the excess runoff coming from West Shore Drive (subwatershed LE_53). The street
flooding causes the system to back up and reverse flow into the backyard depression area. The
100-year flood elevation in the street and in the backyard depression area reaches approximately
831.1 MSL. This flood elevation has the potential to affect structures at 4704, 4708, 4712, 4716
Hibiscus Avenue on the north side and 4705 Hibiscus on the south side of the street.
To alleviate this problem and ensure a 100-year level of protection is provided, it is recommended
that a positive overflow drainage way be constructed between the low area of the street and Lake
Edina. This will allow the street to drain and prevent the system from backing up into the backyard
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depression area. An option of adding additional inlet capacity to the trunk 54-inch system at the
intersection of West Shore Drive and Hibiscus Avenue was considered; however, the 54-inch storm
sewer system drains nearly 200 acres in addition to the 48.5 acres from subwatershed LE_53 and is
already at full capacity. Adding additional inlet capacity at the intersection of West Shore Drive and
Hibiscus Avenue would cause additional street flooding problems at upstream locations.
7.3.1.3 6312, 6316, 6321, 6329 Tingdale Avenue (NC_11)
A depression area exists along Tingdale Avenue, between West 63rd and West 64th Streets. Two
catchbasins are located at the low portion of the street, collecting stormwater runoff. During the
100-year frequency storm event, the flood elevation at this location reaches 936.5 MSL. A field
survey determined that this flood elevation would potentially impact egress windows at 6312 and
6316 Tingdale Avenue (935.24 MSL and 935.20 MSL, respectively).
7.3.1.4 St. Johns/Ashcroft and West 64
th Street (NC_40, NC_26)
A low area exists directly north of North Lake Cornelia, encompassing portions of T.H. 62 and West
64th Street between Ashcroft Lane and St. Johns Avenue. The storm sewer system in this depression
area includes two catchbasins on West 64th Street and several inlets along T.H. 62, including an inlet
in the grassed median of T.H. 62. During extreme storm events such as the 100-year frequency
event, this area is inundated with stormwater runoff, receiving flows from the subwatersheds directly
tributary to the system, as well as flow not captured by the storm sewer system at the intersection of
Ashcroft and West 64th Street (40 cfs) and excess T.H. 62 flows not collected upstream (160 cfs).
Because of the topography and the slope of the highway at this location, during intense rainstorm
events water from the highway will flow north toward the low area on West 64th Street. The
100-year frequency flood elevation for the highway and West 64th Street area is 868.1 MSL. At this
flood elevation, the entire stretch of West 64th Street between Ashcroft Lane and St. Johns Avenue
will be inundated, in addition to the highway and backyard area just north of West 64th Street,
endangering structures at 6336 St. Johns Avenue and 6329 Ashcroft Lane.
To alleviate this situation, it is recommended that an additional pipe be installed at the low point in
the T.H. 62 median that would drain to North Lake Cornelia. A 24-inch pipe would decrease the
100-year frequency flood elevation of this depression area to 867.7 MSL and alleviate the flooding
concerns for 6336 St. Johns Avenue and 6329 Ashcroft Lane.
7.3.1.5 Barrie Road and Heritage Drive (NC_86, NC_97, NC_99)
A depression area exists at the intersection of Barrie Road and Heritage Drive and extends south of
the intersection along Barrie Road to West 65th Street. Stormwater from this area is collected by
storm sewer and flows northward, eventually connecting with the T.H. 62 system. During large
storm events, this large depression area is inundated, causing street and parking lot flooding. The
calculated flood elevation for the 100-year frequency storm event is 879.8 MSL. The low elevations
of several properties in this area were surveyed to determine if this flood level would encroach upon
and potentially cause damage to any structures. The field survey identified only one property at 6328
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Barrie Road with a 878.6 MSL walkout patio elevation, with a low elevation below the 100-year
frequency flood level.
The analysis of this system determined that the flooding problem in this area results from lack of
capacity of the T.H. 62 system. As large stormwater flows enter the T.H. 62 storm sewer system
from the highway, flow into that system from Barrie Road and Heritage Drive is restricted. To
alleviate this problem, it will be necessary to re-examine the capacity of the T.H. 62 storm sewer
system.
7.3.1.6 York Avenue and West 64
th Street (NC_88)
A stormwater detention basin is located southeast of the intersection of York Avenue and West
64th Street. This basin has two pumped outlets, one which discharges to the west and one that
discharges to the east. The outlet to the west is controlled by two pumps, each with an approximate
pumping rate of 500 gpm (1.1 cfs). For the XP-SWMM model, it was assumed that the first pump on
the west side turns on as the water elevation reaches 863 MSL, with the second pump turning on at
water elevation 864 MSL. It was assumed the pumps turn off at water elevation 862 MSL. The
pumped discharge flows west through a forcemain and connects to the gravity system along Barrie
Road. The outlet to the east is also controlled by two 500 gpm pumps. Similar to the west outlet, it
was assumed that the first pump on the east side turns on as the water elevation reaches 863 MSL,
with the second on at elevation 864 MSL and both pumps off when the water level recedes to
862 MSL. Discharge from this outlet flows south along Xerxes Avenue, eventually connecting into
the West 66th Street system.
The predicted 100-year flood elevation for this detention basin is 870.9 MSL. Based on the 2-foot
topographic information, if flood waters reach this elevation the structure at 6415 York Avenue
would be affected and potentially the structure at 6455 York Avenue. To prevent these structures
from incurring flood damage, the pump capacity from the system should be increased. It is
recommended that the capacity of both the east and west lift stations be upgraded to 1500 gpm
(approximately 3 cfs) each. It is also recommended that the pumps turn on at water elevation 862.5
and off at 861.5 MSL. With implementation of these recommendations, the predicted 100-year
frequency flood elevation is 870 MSL, providing a level of protection for these structures.
7.3.1.7 T.H. 62 at France Avenue (NC_132)
The modeling results indicated that isolated flooding would occur along T.H. 62 during a 100-year
frequency storm event. Specifically, flooding would occur on T.H. 62 near the France Avenue
crossing. The 100-year frequency flood elevation of this area is 873.2 MSL. To correct this
problem, it will be necessary to re-examine the capacity of the T.H. 62 storm sewer system.
7.3.1.8 Parnell Avenue and Valley View Road (NC_135)
A backyard depression area exists between the blocks of Ryan Avenue and Parnell Avenue, just
south of Valley View Road. The backyard depression area collects stormwater from its direct
subwatershed of approximately 3 acres. The area is currently not connected to the storm sewer
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system. The predicted 100-year frequency flood elevation for this area is 910.2 MSL. Based on the
2-foot topographic data, this flood elevation would potentially impact the structures at 4801 and 4809
Valley View Road and 6112 Parnell Avenue.
7.3.2 Construction/Upgrade of Water Quality Basins
The 2003 P8 modeling analysis indicated that the annual removal of total phosphorus from several
ponds in the Lake Cornelia/Lake Edina 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.
7.3.2.1 LE_38
Pond LE_38 is located along the west side of Lake Edina, directly east of T.H. 100 (primarily within
MnDOT right-of-way). The pond receives runoff from an area of approximately 36 acres. Flow
from this pond is discharged into Lake Edina via a weir structure and pipe system. Based on the
recommended storage volume discussed above, Pond LE_38 is deficient in permanent pool storage
volume. It is recommended that an additional 1.4 acre-feet of dead storage volume be provided to
meet the MPCA design criteria for detention basins.
7.3.2.2 NC_88
Pond NC_88 is located southeast of the intersection of York Avenue and West 64th Street. This basin
has two pumped outlets, with pumped discharge eventually entering both the Point of France Pond
and the Swimming Pool Pond. Based on the MPCA recommended storage volume for detention
basins, there is not an adequate amount of permanent pool storage in this basin. However, since the
predicted total phosphorus removal rate from this pond is approximately 50 percent and the pumped
stormwater leaving this basin will receive additional water quality treatment through several
subsequent ponding basins, recommendations for providing additional dead-storage volume are not
being made at this time.
1
Table 7.2
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)
AHR_1 3.4 8.2 11.3 0.7 2.9 0.1
AHR_10 1.2 79.7 5.7 0.5 4.1 0.1
AHR_11 7.8 78.3 28.4 3.2 12.2 0.8
AHR_12 4.8 80.1 22.2 2.1 15.3 0.5
AHR_13 2.1 79.5 9.3 0.9 5.6 0.2
AHR_14 8.5 39.9 36.9 2.6 21.0 0.5
AHR_15 9.2 40.0 40.3 2.8 23.8 0.6
AHR_16 4.2 40.0 19.0 1.3 12.7 0.3
AHR_17 3.0 39.9 13.5 0.9 8.6 0.2
AHR_18 2.4 79.9 10.0 1.0 5.2 0.3
AHR_19 1.0 79.8 4.8 0.4 5.7 0.1
AHR_2 2.8 44.8 13.0 0.9 11.6 0.2
AHR_20 10.5 70.0 46.4 4.1 27.3 1.0
AHR_21 1.9 67.7 9.2 0.7 9.0 0.2
AHR_3 4.3 38.8 18.8 1.3 11.2 0.3
AHR_4 24.9 35.0 89.6 7.0 42.2 1.3
AHR_5 4.9 26.4 20.6 1.3 10.6 0.2
AHR_6 1.4 70.5 6.4 0.6 4.1 0.1
Watershed Modeling Results for Subwatersheds in the Lake Cornelia/Lake Edina/Adam's
Hill Pond Drainage Areas (Revised 12/2006)
Watershed Information 10-Year Storm Results
1/2-Hour Event24-Hour Event
100-Year Storm Results
_
AHR_7 1.1 23.0 5.2 0.3 3.3 0.1
AHR_8 9.3 77.2 37.9 3.9 18.7 1.0
LE_1 47.2 61.4 195.6 19.5 108.8 5.0
LE_10 4.6 20.0 21.2 1.4 13.8 0.4
LE_11 2.8 19.9 11.8 0.8 5.9 0.2
LE_12 8.7 20.0 32.5 2.4 15.2 0.5
LE_13 6.1 20.1 25.2 1.7 12.6 0.4
LE_14 3.0 19.9 14.1 0.8 9.8 0.2
LE_15 4.2 20.0 18.8 1.2 10.3 0.3
LE_16 4.8 20.0 19.8 1.3 11.6 0.3
LE_17 12.5 20.0 45.6 3.4 21.2 0.7
LE_18 1.7 20.1 6.4 0.4 2.8 0.1
LE_19 2.9 6.6 12.4 0.7 4.9 0.1
LE_2 3.7 21.7 17.1 1.1 10.6 0.3
LE_20 8.1 61.0 38.6 3.1 34.1 0.8
LE_21 4.7 18.7 19.3 1.3 9.4 0.3
LE_23 2.7 20.1 11.6 0.7 6.1 0.2
LE_24 23.5 33.0 94.2 7.2 50.4 1.5
LE_25 3.5 24.9 16.0 1.0 10.9 0.2
LE_26 12.9 20.0 52.5 3.5 25.7 0.7
LE_27 3.5 50.1 16.8 1.3 18.3 0.4
LE_28 16.2 20.0 63.6 4.8 31.2 1.0
LE_29 6.0 20.0 25.8 1.7 13.3 0.4
LE_3 3.9 23.7 17.4 1.2 10.3 0.3
LE_30 15.5 20.0 42.7 4.1 18.5 0.7
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.
7-10
2
Table 7.2
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 Lake Cornelia/Lake Edina/Adam's
Hill Pond Drainage Areas (Revised 12/2006)
Watershed Information 10-Year Storm Results
1/2-Hour Event24-Hour Event
100-Year Storm Results
LE_31 7.7 20.0 34.7 2.2 20.0 0.5
LE_32 3.8 19.9 16.9 1.1 9.4 0.2
LE_33 7.1 20.1 32.2 2.0 18.4 0.5
LE_34 19.8 20.0 72.3 5.4 33.5 1.1
LE_35 1.8 33.5 7.8 0.5 4.8 0.1
LE_36 4.0 20.0 9.5 1.0 3.9 0.1
LE_37 1.2 50.0 5.8 0.4 5.5 0.1
LE_38 5.9 35.3 28.4 2.6 27.0 0.6
LE_39 1.0 50.0 4.8 0.4 4.2 0.1
LE_4 9.1 21.3 39.8 2.7 22.0 0.6
LE_40 5.8 20.1 22.0 1.6 10.3 0.3
LE_41 0.9 50.0 4.1 0.4 3.3 0.1
LE_43 5.2 73.3 23.6 2.1 15.4 0.5
LE_44 2.9 20.1 13.0 0.9 7.6 0.2
LE_45 2.4 19.9 10.9 0.7 6.9 0.2
LE_5 7.3 21.6 32.4 2.1 18.2 0.5
LE_51 13.1 9.2 35.5 3.1 12.1 0.5
LE 52 9.3 19.241.9 2.6 23.4 0.6LE_52 9.3 19.2 41.9 2.6 23.4 0.6
LE_53 48.5 20.0 165.6 13.2 75.2 2.5
LE_54 8.6 4.4 33.6 2.0 10.8 0.4
LE_6 8.3 20.0 34.7 2.4 17.7 0.5
LE_7 10.9 20.0 33.8 3.1 15.1 0.6
LE_8 2.1 19.6 9.9 0.6 7.4 0.2
LE_9 4.8 20.0 21.9 1.4 13.4 0.4
NC_10 4.1 23.8 18.0 1.2 10.2 0.3
NC_100 1.7 79.8 8.0 0.7 6.8 0.2
NC_101 16.3 80.0 74.9 6.9 51.8 1.8
NC_102 3.2 79.9 14.9 1.4 10.4 0.4
NC_103 1.8 80.1 8.5 0.8 6.8 0.2
NC_104 6.5 28.5 29.9 1.8 19.7 0.4
NC_105 1.3 20.1 6.0 0.3 3.0 0.1
NC_106 30.6 80.0 122.8 13.0 59.9 3.2
NC_107 1.3 79.7 6.1 0.5 5.1 0.1
NC_108 1.1 79.8 5.3 0.5 3.8 0.1
NC_109 1.1 80.0 5.4 0.5 5.1 0.1
NC_11 9.0 20.6 37.3 2.5 18.9 0.5
NC_110 1.8 79.9 8.6 0.8 8.0 0.2
NC_111 5.6 78.5 25.3 2.4 16.3 0.6
NC_112 7.4 80.0 32.3 3.1 19.1 0.8
NC_113 11.2 80.0 50.0 4.8 30.7 1.2
NC_114 2.1 80.0 9.8 0.9 9.0 0.2
NC_115 1.7 80.2 8.1 0.7 9.2 0.2
NC_116 0.7 79.7 3.6 0.3 3.4 0.1
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.
7-11
3
Table 7.2
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 Lake Cornelia/Lake Edina/Adam's
Hill Pond Drainage Areas (Revised 12/2006)
Watershed Information 10-Year Storm Results
1/2-Hour Event24-Hour Event
100-Year Storm Results
NC_117 1.5 14.9 7.1 0.5 5.6 0.1
NC_118 1.3 13.5 6.0 0.3 4.5 0.1
NC_119 1.2 80.0 5.5 0.5 6.0 0.1
NC_12 7.5 19.9 31.2 2.1 15.6 0.4
NC_120 1.9 49.5 9.0 0.6 9.0 0.2
NC_121 5.4 80.0 24.5 2.3 16.4 0.6
NC_122 3.2 79.6 15.4 1.4 17.2 0.4
NC_123 5.4 80.0 23.8 2.3 14.1 0.6
NC_124 8.2 80.0 32.6 3.5 15.6 0.9
NC_125 1.9 80.0 8.9 0.8 9.5 0.2
NC_126 2.7 48.0 12.5 0.9 11.5 0.2
NC_127 2.8 20.1 13.0 0.8 8.7 0.2
NC_128 3.3 63.9 15.6 1.2 17.4 0.3
NC_129 3.9 80.0 18.8 1.7 21.2 0.4
NC_13 2.5 19.9 11.5 0.7 8.0 0.2
NC_131 1.7 76.9 8.1 0.7 8.2 0.2
NC_132 6.7 45.1 31.5 2.2 27.0 0.5
NC 133 3.8 48.118.0 1.3 17.5 0.3NC_133 3.8 48.1 18.0 1.3 17.5 0.3
NC_134 1.6 49.4 7.6 0.5 8.0 0.1
NC_135 2.9 19.9 12.2 0.8 6.2 0.2
NC_136 5.2 20.0 20.8 1.4 10.1 0.3
NC_137 2.0 76.7 9.7 0.8 9.5 0.2
NC_138 1.0 47.0 4.8 0.4 6.0 0.1
NC_139 4.8 77.7 19.9 2.0 10.4 0.5
NC_14 5.2 20.0 24.0 1.5 14.9 0.3
NC_140 2.1 78.5 9.9 0.9 7.2 0.2
NC_141 2.6 79.8 11.0 1.1 5.9 0.3
NC_142 7.9 42.7 33.8 2.6 20.0 0.6
NC_143 1.4 80.0 6.1 0.6 3.5 0.2
NC_144 7.3 79.9 34.2 3.1 27.0 0.8
NC_145 3.3 20.1 12.7 0.8 5.6 0.1
NC_146 9.8 51.0 43.9 3.3 27.7 0.7
NC_147 0.4 51.2 2.0 0.1 2.0 0.0
NC_148 0.8 22.9 4.0 0.4 3.7 0.1
NC_149 3.5 78.6 16.5 1.5 14.5 0.4
NC_15 4.7 20.0 20.4 1.3 10.9 0.3
NC_150 5.2 80.1 25.1 2.2 24.8 0.6
NC_151 0.7 79.5 3.5 0.3 4.1 0.1
NC_152 1.7 79.8 8.3 0.7 7.3 0.2
NC_153 2.6 80.0 12.5 1.1 11.5 0.3
NC_154 4.4 80.0 20.8 1.9 18.8 0.5
NC_155 2.2 79.8 10.3 0.9 8.3 0.2
NC_156 3.4 80.0 16.0 1.4 14.4 0.4
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.
7-12
4
Table 7.2
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 Lake Cornelia/Lake Edina/Adam's
Hill Pond Drainage Areas (Revised 12/2006)
Watershed Information 10-Year Storm Results
1/2-Hour Event24-Hour Event
100-Year Storm Results
NC_16 5.6 20.9 24.3 1.6 13.2 0.3
NC_17 1.8 19.9 8.3 0.5 6.0 0.1
NC_18 8.9 20.0 35.6 2.5 17.3 0.5
NC_19 7.8 23.5 33.7 2.2 18.8 0.5
NC_2 11.5 59.0 54.2 4.5 42.5 1.2
NC_20 2.0 22.3 8.2 0.6 4.3 0.1
NC_21 7.2 48.0 33.1 2.5 25.1 0.6
NC_22 5.8 17.2 26.1 1.8 15.0 0.4
NC_23 3.8 50.0 18.4 1.4 19.3 0.4
NC_24 6.3 22.1 28.2 1.8 16.4 0.4
NC_25 7.7 21.1 35.3 2.2 21.4 0.5
NC_26 1.9 50.0 9.3 0.7 10.4 0.2
NC_27 12.4 49.0 59.3 4.4 58.2 1.1
NC_28 1.1 49.6 5.4 0.4 5.9 0.1
NC_29 0.7 43.9 3.2 0.2 3.2 0.1
NC_3 16.2 43.8 76.0 7.2 60.9 1.8
NC_30 21.7 58.7 95.6 8.4 59.6 2.2
NC 31 6.6 21.6 29.21.9 16.4 0.4NC_31 6.6 21.6 29.2 1.9 16.4 0.4
NC_32 6.4 49.9 27.6 2.3 16.8 0.5
NC_33 2.5 46.1 12.1 0.9 12.6 0.2
NC_34 1.0 50.0 4.7 0.4 5.2 0.1
NC_35 10.6 20.0 45.8 2.9 24.0 0.6
NC_36 14.1 20.0 56.9 3.9 27.7 0.8
NC_37 2.2 18.5 10.1 0.7 6.0 0.2
NC_38 3.9 14.8 17.6 1.2 10.0 0.3
NC_39 4.7 22.3 20.7 1.3 11.7 0.3
NC_4 12.1 69.0 54.7 4.9 35.1 1.3
NC_40 7.0 23.1 28.0 2.0 14.3 0.4
NC_41 7.8 51.1 34.7 2.8 22.5 0.7
NC_42 8.3 50.4 22.9 2.8 9.3 0.6
NC_43 13.9 22.6 58.6 4.0 31.0 0.9
NC_44 2.8 50.0 13.0 1.0 10.1 0.2
NC_45 1.8 21.5 8.5 0.5 6.3 0.1
NC_46 8.9 23.7 30.7 2.5 14.6 0.5
NC_47 3.2 41.2 14.5 1.1 10.3 0.3
NC_48 8.2 20.0 34.3 2.3 17.2 0.5
NC_49 1.9 20.1 8.9 0.5 6.9 0.1
NC_5 8.6 64.1 40.8 3.4 32.4 0.9
NC_50 3.3 20.1 15.5 1.1 11.0 0.3
NC_51 3.7 58.0 17.7 1.4 16.8 0.4
NC_52 7.6 20.0 34.5 2.2 20.0 0.5
NC_53 2.2 19.9 9.6 0.6 5.2 0.1
NC_54 5.6 49.4 24.7 2.0 15.7 0.5
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.
7-13
5
Table 7.2
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 Lake Cornelia/Lake Edina/Adam's
Hill Pond Drainage Areas (Revised 12/2006)
Watershed Information 10-Year Storm Results
1/2-Hour Event24-Hour Event
100-Year Storm Results
NC_55 2.5 12.0 11.6 0.8 6.9 0.2
NC_56 23.5 21.4 82.9 6.5 38.7 1.3
NC_57 4.8 80.0 21.6 2.0 14.2 0.5
NC_58 11.6 20.0 50.3 3.2 26.4 0.7
NC_59 20.6 21.8 80.7 5.8 39.8 1.2
NC_6 5.1 51.3 24.2 1.8 21.9 0.5
NC_60 4.1 19.9 17.8 1.1 9.3 0.2
NC_61 2.1 20.2 9.6 0.5 5.7 0.1
NC_62 61.7 52.0 231.7 25.7 117.1 6.3
NC_63 1.7 24.6 8.1 0.6 7.9 0.2
NC_64 3.8 20.1 15.7 1.1 7.8 0.2
NC_65 2.2 49.3 10.9 0.9 13.4 0.2
NC_66 1.8 50.3 8.6 0.7 8.7 0.2
NC_67 1.4 23.2 6.6 0.4 4.2 0.1
NC_68 1.9 49.7 9.2 0.7 10.9 0.2
NC_69 2.6 76.1 12.2 1.1 10.5 0.3
NC_7 5.4 20.5 23.3 1.5 12.1 0.3
NC 70 2.5 19.9 11.7 0.7 7.8 0.2NC_70 2.5 19.9 11.7 0.7 7.8 0.2
NC_71 1.6 27.4 7.5 0.5 6.2 0.1
NC_72 0.8 46.1 4.0 0.3 4.6 0.1
NC_73 1.6 45.7 7.8 0.6 7.6 0.1
NC_74 1.1 19.8 5.2 0.3 4.2 0.1
NC_75 5.1 35.7 24.1 1.8 18.6 0.4
NC_76 1.2 60.2 5.9 0.5 6.4 0.1
NC_77 0.9 80.6 4.5 0.4 5.9 0.1
NC_78 3.1 31.1 14.5 1.3 10.9 0.3
NC_79 3.3 20.1 13.7 0.9 6.8 0.2
NC_8 3.3 20.9 12.0 0.9 5.7 0.2
NC_80 1.1 50.5 5.0 0.4 5.2 0.1
NC_81 6.2 66.9 29.3 2.4 22.3 0.6
NC_82 7.6 22.3 29.8 2.1 14.8 0.4
NC_83 2.8 57.0 12.9 1.0 8.4 0.2
NC_84 5.9 48.0 27.4 1.9 23.0 0.4
NC_85 7.8 40.2 30.0 2.3 14.3 0.5
NC_86 9.9 40.0 41.7 3.0 22.7 0.6
NC_87 2.7 70.0 12.8 1.1 12.5 0.3
NC_88 20.8 37.7 89.0 6.1 49.9 1.2
NC_89 5.1 75.3 24.3 2.1 19.5 0.5
NC_9 1.3 25.6 5.9 0.4 4.9 0.1
NC_90 5.2 80.1 22.5 2.2 12.6 0.6
NC_91 1.6 80.0 7.5 0.7 8.4 0.2
NC_92 3.4 9.6 14.1 0.7 4.2 0.1
NC_93 7.8 15.3 27.7 2.0 11.6 0.4
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.
7-14
6
Table 7.2
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 Lake Cornelia/Lake Edina/Adam's
Hill Pond Drainage Areas (Revised 12/2006)
Watershed Information 10-Year Storm Results
1/2-Hour Event24-Hour Event
100-Year Storm Results
NC_94 4.2 22.2 17.6 1.2 9.3 0.3
NC_95 9.1 18.9 36.4 2.5 17.3 0.5
NC_96 10.2 20.0 38.5 2.8 18.1 0.6
NC_97 10.6 40.7 47.4 3.3 29.4 0.7
NC_98 1.6 20.3 7.4 0.4 4.9 0.1
NC_99 12.5 60.0 52.0 4.5 26.2 1.0
SC_1 55.2 69.5 239.9 22.9 144.8 6.0
SC_2 14.4 25.4 63.5 4.4 38.0 1.0
SC_3 11.7 25.6 52.3 3.4 31.6 0.8
SC_4 12.4 20.0 53.5 3.5 28.2 0.8
SC_5 2.8 20.1 13.1 1.0 8.8 0.3
SC_6 1.9 20.2 9.0 0.5 6.1 0.1
SC_7 6.0 20.0 24.7 1.7 12.2 0.4
SC_8 1.4 20.3 6.4 0.4 4.1 0.1
SC_9 6.6 20.1 28.4 1.9 14.9 0.4
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.
7-15
Table 7.3
Flood Elevation1
(ft) Type of Storage
2 NWL (ft)
Flood Bounce
(ft)
Flood Elevation
(ft) NWL (ft)
Flood
Bounce
(ft)
98 1862_p 876.3 876.1
99 1587_p 859.8 859.0
687 499_p 868.8 866.0
693 504_p 874.7 874.5
694 505_p 876.9 875.7
696 507_p 939.1 937.7
697 508_p 938.5 937.0
698 509_p 937.9 935.4
699 510_p 937.8 935.1
700 511_p 937.3 934.4
701 512_p 936.8 933.6
703 514_p 936.0 932.9
711 522_p 923.2 916.6
712 2247_p 922.1 915.6
715 524_p 918.6 street 913.0 0.0 913.0
718 528_p 915.5 909.6
719 529_p 910.4 905.1
720 530_p 868.6 868.5
721 531_p 867.2 867.1
722 532_p 866.9 866.7
723 533_p 866.5 865.9
725 535_p 864.3 863.4
727 536 p 868 8 867 6
Hydraulic Modeling Results for XP-SWMM Subwatersheds/Nodes in the Lake Cornelia/Lake Edina/Adam's Hill Pond Drainage
Areas (Revised 12/2011).
Subwatershed or
Node Downstream Conduit
100-Year Storm Results
24-Hour Event
10-Year Storm Results
1/2-Hour Event
727 536_p 868.8 867.6
728 537_p 869.4 869.1
734 543_p 865.5 864.9
738 1697_p 912.7 912.5
741 549_p 892.1 888.6
742 550_p 881.6 876.7
743 551_p 875.6 867.4
747 553_p 868.1 867.1
749 555_p 869.0 868.8
755 561_p 881.8 881.7
760 566_p 888.7 888.7
766 572_p 866.8 864.3
768 573_p 867.8 865.2
769 574_p 868.4 866.2
771 576_p 868.4 867.1
776 580_p 865.5 861.7
777 581_p 865.2 861.1
778 582_p 864.8 861.0
779 583_p 864.6 861.0
782 585_p 867.2 hwy ditch 862.7 4.5 866.3 862.7 3.6
783 586_p 867.0 866.0
785 outfall 866.0 865.8
790 591_p 865.2 863.9
793 593_p 867.2 865.1
796 595_p 866.8 864.7
797 596_p 867.8 865.3
798 597_p 867.3 864.9
805 601_p 864.3 861.0
808 603_p 865.2 863.1
809 604_p 866.8 864.4
813 608_p 867.8 866.1
816 611_p 869.0 867.1
818 613_p 870.3 868.3
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
7-16
Table 7.3
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 Lake Cornelia/Lake Edina/Adam's Hill Pond Drainage
Areas (Revised 12/2011).
Subwatershed or
Node Downstream Conduit
100-Year Storm Results
24-Hour Event
10-Year Storm Results
1/2-Hour Event
819 614_p 870.3 street 868.3
820 615_p 870.3 868.4
821 616_p 870.3 868.6
822 617_p 870.3 868.6
823 618_p 870.2 868.6
824 619_p 876.5 872.2
825 620_p 874.7 870.8
826 621_p 872.1 869.3
830 lift station 871.0 865.2
831 625_p 879.9 879.2
838 629_p 863.3 860.7
839 630_p 863.3 862.4
841 632_p 864.2 862.6
842 633_p 864.7 863.0
843 634_p 865.2 863.2
844 635_p 865.6 863.4
846 636_p 868.1 864.7
848 638_p 866.3 864.2
849 639_p 866.4 864.4
850 640_p 866.5 864.6
851 641_p 866.6 864.8
852 642_p 866.6 865.0
853 643 866 8 865 2853643_p 866.8 865.2
855 645_p 866.8 865.6
856 646_p 866.8 866.2
859 650_p 867.1 865.1
860 651_p 866.4 864.6
861 652_p 865.3 863.9
863 654_p 862.2 859.3
868 659_p 842.0 841.9
869 660_p 841.3 841.2
871 662_p 838.4 838.4
874 665_p 831.6 831.2
876 667_p 831.0 830.4
879 670_p 827.7 826.9
880 671_p 826.6 826.0
881 672_p 825.4 825.0
882 673_p 825.1 824.7
883 674_p 824.5 824.2
886 676_p 830.9 830.2
889 678_p 833.4 833.1
909 694_p 855.3 850.1
914 699_p 859.7 854.3
1369 1076_p 864.0 861.0
1373 1078_p 868.1 868.1
1377 1082_p 878.4 877.8
1379 1085_p 876.8 876.3
1381 1086_p 874.9 872.8
1390 1098_p 879.3 878.5
1391 1099_p 878.5 877.7
1393 1787_p 876.1 875.6
1553 1237_p 878.0 877.8
1555 1239_p 876.3 875.9
1557 1241_p 872.3 872.4
1558 1242_p 866.1 863.9
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
7-17
Table 7.3
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 Lake Cornelia/Lake Edina/Adam's Hill Pond Drainage
Areas (Revised 12/2011).
Subwatershed or
Node Downstream Conduit
100-Year Storm Results
24-Hour Event
10-Year Storm Results
1/2-Hour Event
1560 1243_p 868.9 865.6
1563 1246_p 865.7 862.1
1564 1248_p 860.2 855.8
1566 1250_p 857.7 852.0
1567 1251_p 854.0 848.4
1568 1255_p 850.0 843.4
1569 1252_p 852.8 849.3
1570 1253_p 852.6 845.5
1574 outfall 835.0 833.8
1576 1259_p 878.3 877.6
1577 1261_p 877.2 876.8
1578 1262_p 877.2 877.9
1579 1263_p 877.2 877.9
1581 1265_p 876.7 877.5
1582 1266_p 876.4 876.7
1583 1267_p 875.4 875.3
1584 1268_p 874.9 874.7
1586 1269_p 870.9 869.2
1587 1270_p 866.9 864.8
1681 1384_p 873.8 869.9
1833 1487_p 872.1 870.7
1834 3117_p 869.5 868.7
1972 1579 824 4 823 119721579_p 824.4 823.1
1974 outfall 823.9 823.9
1996 1585_p 858.6 856.9
1997 1586_p 858.9 857.7
2020 1604_p 885.2 882.4
2021 1605_p 883.1 881.2
2027 1615_p 876.4 876.2
2057 1625_p 877.6 875.7
2062 1630_p 878.1 877.0
2063 1631_p 878.2 877.3
2065 1633_p 877.7 877.8
2066 1634_p 875.4 875.2
2067 1635_p 874.8 874.7
2068 1636_p 873.5 873.4
2069 1637_p 873.2 873.1
2138 1698_p 866.7 864.6
2143 1702_p 869.3 868.7
2144 1703_p 869.1 868.7
2148 1707_p 861.4 855.5
2150 1709_p 869.0 street 865.6
2153 1712_p 857.8 street 854.0
2154 1713_p 857.9 855.5
2155 1714_p 857.6 855.6
2171 2009_p 870.3 872.6
2172 1728_p 871.5 872.6
2186 3121_p 867.8 866.2
2188 1747_p 872.7 872.7
2189 1748_p 878.2 877.9
2215 1762_p 870.6 868.9
2216 1763_p 871.2 869.6
2217 1764_p 872.6 871.2
2219 1766_p 874.5 873.3
2220 1767_p 875.2 874.5
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
7-18
Table 7.3
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 Lake Cornelia/Lake Edina/Adam's Hill Pond Drainage
Areas (Revised 12/2011).
Subwatershed or
Node Downstream Conduit
100-Year Storm Results
24-Hour Event
10-Year Storm Results
1/2-Hour Event
2221 1768_p 878.2 877.6
2222 1769_p 878.7 878.2
2223 1771_p 879.3 879.3
2224 1772_p 873.4 871.0
2225 1773_p 875.2 872.8
2228 1776_p 874.0 hwy ditch 866.4 7.6 872.4 866.4 6.0
2229 1777_p 873.4 872.2
2230 1778_p 875.0 872.8
2232 1780_p 874.4 873.6
2233 1781_p 874.4 873.7
2234 1782_p 874.5 874.1
2238 1784_p 880.0 877.4
2240 1788_p 877.4 876.2
2286 1873_p 883.0 882.9
2299 1854_p 882.1 879.7
2300 1839_p 875.6 873.4
2301 1840_p 875.3 873.3
2302 1841_p 875.1 873.0
2303 1842_p 874.5 872.3
2304 1843_p 873.5 871.2
2305 1844_p 880.2 879.7
2306 1845_p 879.2 878.6
2307 2228 877 8 877 423072228_p 877.8 877.4
2308 1847_p 877.4 877.2
2312 1852_p 876.3 874.3
2313 1851_p 880.6 880.0
2314 1853_p 882.6 879.8
2315 1855_p 883.1 879.9
2317 1857_p 883.7 879.8
2318 1858_p 883.1 879.4
2324 1898_p 876.5 876.5
2327 1864_p 881.0 880.2
2329 2555_p 883.5 881.9
2332 1868_p 879.8 878.6
2333 1869_p 881.4 881.3
2334 2556_p 883.1 882.9
2336 1874_p 883.1 882.9
2337 1876_p 883.2 883.2
2338 1877_p 883.1 883.0
2340 1880_p 878.2 878.0
2345 1884_p 917.3 914.5
2347 1885_p 916.9 913.7
2350 1888_p 918.8 916.3
2351 1889_p 917.3 913.8
2352 1890_p 917.9 913.9
2354 1892_p 918.8 914.0
2355 1893_p 919.3 915.0
2356 1894_p 919.4 916.7
2357 1895_p 921.0 918.5
2358 1896_p 922.6 920.3
2360 1899_p 877.3 877.0
2386 2008_p 872.4 872.0
2388 1927_p 877.5 878.7
2466 1999_p 870.7 869.2
2467 2000_p 873.2 873.2
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
7-19
Table 7.3
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 Lake Cornelia/Lake Edina/Adam's Hill Pond Drainage
Areas (Revised 12/2011).
Subwatershed or
Node Downstream Conduit
100-Year Storm Results
24-Hour Event
10-Year Storm Results
1/2-Hour Event
2469 2004_p 870.5 869.0
2472 2011_p 872.4 869.6
2473 2010_p 875.0 874.8
2476 2015_p 871.1 863.9
2477 2017_p 865.3 860.2
2761 2224_p 880.6 878.5
2767 2231_p 869.0 867.9
2769 2212_p 866.2 864.3
2779 2554_p 881.7 880.6
2780 2557_p 883.1 882.9
2781 2559_p 883.3 883.3
2786 1711_p 878.7 879.0
2796 3115_p 869.9 869.0
2800 3122_p 866.6 865.2
2801 3124_p 860.8 855.0
2802 3125_p 861.4 855.7
2803 3126_p 861.3 857.5
2811 3131_p 901.7 900.5
2813 3135_p 895.7 895.6
2816 3138_p 864.6 861.5
2817 3139_p 864.2 861.9
2818 3140_p 878.4 875.9
2819 3141 872 3 872 528193141_p 872.3 872.5
2829 3156_p 841.2 840.7
2831 3157_p 843.9 843.9
2839 3158_p 826.6 824.6
2841 3170_p 876.2 875.3
2842 3169_p 874.9 874.5
2844 3166_p 875.4 875.3
2845 3167_p 875.2 875.2
2879 3193_p 879.5 874.6
2903 3242_p 877.3 877.2
2904 3243_p 877.4 877.1
2913 3261_p 874.9 874.5
2968 3301_p 872.3 870.5
AHR_1 1257_p 840.2 837.4
AHR_10 3113_p 869.0 866.0
AHR_11 1244_p 868.9 street 865.5
AHR_12 1925_p 876.6 parking lot 876.5
AHR_13 1240_p 872.6 872.7
AHR_14 3114_p 867.1 parking lot 865.4
AHR_15 1491_p 864.3 861.2
AHR_16 3127_p 863.7 858.8
AHR_17 2550_p 857.5 parking lot 855.8
AHR_18 2014_p 872.4 867.2
AHR_19 1729_p 872.5 874.0
AHR_2 1249_p 860.2 street 854.6
AHR_20 3211_p 863.9 parking lot 862.3
AHR_21 2007_p 873.2 873.2
AHR_3 1708_p 861.4 860.4
AHR_4 1254_p 852.4 street 844.7
AHR_5 1256_p 847.6 841.7
AHR_6 1247_p 864.3 859.7
AHR_7 2016_p 864.9 861.1
AHR_8 1245_p 867.2 street 864.3
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
7-20
Table 7.3
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 Lake Cornelia/Lake Edina/Adam's Hill Pond Drainage
Areas (Revised 12/2011).
Subwatershed or
Node Downstream Conduit
100-Year Storm Results
24-Hour Event
10-Year Storm Results
1/2-Hour Event
LE_1 1579_p 824.4 lake 822.0 2.4 823.1 822.0 1.1
LE_10 677_p 830.9 street 830.3
LE_11 668_p 830.1 829.2
LE_12 664_p 833.6 833.3
LE_13 666_p 831.6 street 831.2
LE_14 1638_p 860.8 856.1
LE_15 661_p 840.9 840.7
LE_16 658_p 859.1 852.7
LE_17 663_p 836.3 836.0
LE_18 698_p 859.1 854.2
LE_19 3262_p 853.0 dry pond 842.5 10.6 848.0 842.5 5.5
LE_2 3162_p 840.0 839.8
LE_20 lift station 843.4 dry pond 833.1 10.3 842.1 833.1 9.0
LE_21 695_p 855.0 street 849.6
LE_23 669_p 828.7 827.8
LE_24 696_p 853.0 street 852.1
LE_25 697_p 857.0 853.7
LE_26 657_p 858.3 school/park 856.3 2.0 857.6 856.3 1.3
LE_27 3159_p 840.0 839.8
LE_28 1385_p 873.8 street 872.9
LE_29 693_p 857.6 street 853.4
LE_3 3160_p 835.6 835.0
LE 30 650 867 7 tt 865 5LE_30 650_p 867.7 street 865.5
LE_31 637_p 873.7 street 867.1
LE_32 649_p 866.2 863.8
LE_33 631_p 863.7 862.2
LE_34 644_p 866.8 street 865.5
LE_35 648_p 866.8 866.4
LE_36 2560_p 866.8 byd 862.3 4.6 865.4 862.3 3.1
LE_37 3161_p 839.5 839.4
LE_38 3158_p 826.6 wetland 822.2 4.4 824.6 822.2 2.4
LE_39 3165_p 835.0 835.0
LE_4 3164_p 833.4 street 829.6
LE_40 653_p 864.0 863.8
LE_41 3163_p 829.6 826.9
LE_43 1388_p 866.8 866.2
LE_44 landlocked 872.1 byd 869.4 2.7 870.6 869.4 1.2
LE_45 landlocked 869.1 byd 867.3 1.8 868.3 867.3 1.0
LE_5 3155_p 841.7 841.6
LE_51 landlocked 838.7 pond 831.3 7.4 834.4 831.3 3.1
LE_52 2500_p 841.5 street 838.3
LE_53 673_p 831.1 street 830.7
LE_54 landlocked 846.8 park 839.2 7.6 841.7 839.2 2.5
LE_6 1390_p 833.8 833.6
LE_7 675_p 831.0 byd 825.0 6.0 829.8 825.0 4.8
LE_8 679_p 825.3 824.4
LE_9 680_p 827.9 825.9
NC_10 517_p 931.0 924.8
NC_100 1629_p 878.1 876.7
NC_101 1701_p 878.8 parking lot 877.9
NC_102 2553_p 879.0 879.0
NC_103 2226_p 880.2 879.9
NC_104 1614_p 876.4 street 876.3
NC_105 1616_p 876.4 876.2
NC_106 1860_p 884.8 881.1
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
7-21
Table 7.3
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 Lake Cornelia/Lake Edina/Adam's Hill Pond Drainage
Areas (Revised 12/2011).
Subwatershed or
Node Downstream Conduit
100-Year Storm Results
24-Hour Event
10-Year Storm Results
1/2-Hour Event
NC_107 1856_p 884.2 880.0
NC_108 2229_p 878.6 878.0
NC_109 1849_p 877.0 875.6
NC_11 513_p 936.6 street 933.4
NC_110 3154_p 878.6 parking lot 878.3
NC_111 1838_p 880.6 879.5
NC_112 2005_p 871.3 parking lot 870.7
NC_113 610_p 868.9 parking lot 867.4
NC_114 1704_p 876.0 875.6
NC_115 1264_p 877.1 877.6
NC_116 2225_p 882.6 879.8
NC_117 1075_p 863.6 862.3
NC_118 602_p 864.3 861.9
NC_119 2561_p 869.1 ditch 868.7
NC_12 516_p 936.6 936.5
NC_120 609_p 868.5 866.8
NC_121 1705_p 874.8 875.1
NC_122 1706_p 873.6 873.5
NC_123 1710_p 882.6 882.5
NC_124 1236_p 878.9 878.8
NC_125 3260_p 874.4 874.2
NC_126 1100_p 877.7 877.0
NC 127 1749 879 8 879 5NC_127 1749_p 879.8 879.5
NC_128 612_p 869.5 867.6
NC_129 1628_p 877.9 876.2
NC_13 510_p 938.9 street 938.6
NC_131 1761_p 868.9 867.8
NC_132 3300_p 873.4 hwy ditch 871.5
NC_133 1770_p 879.2 879.3
NC_134 1789_p 877.9 876.6
NC_135 landlocked 910.4 byd 905.2 5.2 908.3 905.2 3.1
NC_136 3118_p 870.0 869.8
NC_137 3119_p 867.0 865.6
NC_138 3120_p 868.8 867.4
NC_139 1850_p 877.3 875.5
NC_14 520_p 933.2 933.1
NC_140 1867_p 883.5 883.0
NC_141 3153_p 870.3 870.0
NC_142 3168_p 873.8 street 873.3
NC_143 1848_p 876.8 876.3
NC_144 1863_p 878.8 878.7
NC_145 2235_p 879.9 byd 875.4 4.5 877.3 875.4 1.9
NC_146 3192_p 882.4 876.1
NC_147 1881_p 878.5 878.2
NC_148 600_p 865.5 864.2
NC_149 2001_p 875.0 875.0
NC_15 521_p 929.4 street 928.7
NC_150 1632_p 878.2 877.3
NC_151 1866_p 883.8 parking lot 882.1
NC_152 1828_p 884.0 884.0
NC_153 2558_p 883.5 883.5
NC_154 1238_p 877.8 877.2
NC_155 1872_p 884.1 884.0
NC_156 1870_p 882.2 parking lot 881.8
NC_16 518_p 929.4 street 922.8
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
7-22
Table 7.3
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 Lake Cornelia/Lake Edina/Adam's Hill Pond Drainage
Areas (Revised 12/2011).
Subwatershed or
Node Downstream Conduit
100-Year Storm Results
24-Hour Event
10-Year Storm Results
1/2-Hour Event
NC_17 527_p 916.4 910.4
NC_18 542_p 874.7 874.5
NC_19 525_p 919.0 912.9
NC_2 579_p 865.6 pond 863.0 2.6 863.8 863.0 0.8
NC_20 522_p 926.3 street 926.2
NC_21 3130_p 910.6 909.7
NC_22 534_p 866.0 865.1
NC_23 523_p 921.4 914.8
NC_24 538_p 876.1 875.1
NC_25 562_p 881.8 881.7
NC_26 575_p 868.4 hwy ditch 867.3
NC_27 565_p 889.4 889.1
NC_28 554_p 868.4 868.2
NC_29 559_p 874.5 874.5
NC_3 591_p 865.3 pond 862.9 2.3 864.2 862.9 1.2
NC_30 3111_p 865.2 pond 862.9 2.3 864.0 862.9 1.1
NC_31 569_p 902.4 902.3
NC_32 568_p 893.0 892.6
NC_33 3136_p 888.7 888.7
NC_34 560_p 880.2 879.9
NC_35 548_p 896.1 894.3
NC_36 545_p 913.3 913.1
NC 37 552 865 2 862 9NC_37 552_p 865.2 862.9
NC_38 544_p 865.5 864.1
NC_39 556_p 869.4 869.3
NC_4 598_p 865.9 pond 862.9 2.9 864.4 862.9 1.5
NC_40 577_p 868.4 byd 866.7
NC_41 3133_p 916.5 hwy ditch 913.6
NC_42 3132_p 908.6 hwy ditch 906.2
NC_43 3134_p 895.1 894.8
NC_44 1897_p 924.0 921.2
NC_45 1887_p 919.0 byd 914.4 4.6 916.3 914.4 1.9
NC_46 1891_p 918.3 street 914.0
NC_47 1886_p 919.0 byd 910.2 8.8 916.3 910.2 6.1
NC_48 592_p 869.1 865.5
NC_49 2232_p 866.8 street 864.6
NC_5 596_p 867.9 pond 864.5 3.4 865.6 864.5 1.1
NC_50 1084_p 877.8 byd 872.9 4.9 877.3 872.9 4.4
NC_51 2233_p 871.9 868.4
NC_52 1087_p 875.2 871.9
NC_53 1088_p 895.0 893.3
NC_54 1080_p 869.0 867.9
NC_55 1081_p 878.1 byd 874.9 3.2 877.2 874.9 2.3
NC_56 1083_p 878.7 878.3
NC_57 1859_p 881.5 878.5
NC_58 1077_p 877.1 877.0
NC_59 1089_p 904.8 904.6
NC_6 landlocked 867.4 pond 864.2 3.2 865.4 864.2 1.2
NC_60 1700_p 869.5 869.3
NC_61 605_p 867.5 byd 861.3 6.3 865.5 861.3 4.3
NC_62 3940_p 864.3 pond 859.1 5.2 861.0 859.1 1.9
NC_63 2230_p 870.1 street 869.9
NC_64 1486_p 873.6 byd 866.9 6.8 872.0 866.9 5.1
NC_65 587_p 867.0 865.9
NC_66 584_p 867.2 867.0
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
7-23
Table 7.3
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 Lake Cornelia/Lake Edina/Adam's Hill Pond Drainage
Areas (Revised 12/2011).
Subwatershed or
Node Downstream Conduit
100-Year Storm Results
24-Hour Event
10-Year Storm Results
1/2-Hour Event
NC_67 567_p 889.1 889.1
NC_68 590_p 866.6 867.3
NC_69 1699_p 870.0 867.4
NC_7 507_p 939.6 street 938.9
NC_70 606_p 868.5 street 868.0
NC_71 1489_p 866.1 864.8
NC_72 landlocked 864.3 pond 860.2 4.1 862.5 860.2 2.3
NC_73 3123_p 867.0 865.8
NC_74 1746_p 869.6 868.4
NC_75 607_p 867.5 street 864.8
NC_76 1304_p 866.7 865.5
NC_77 1878_p 879.5 877.0
NC_78 landlocked 864.3 pond 860.3 4.0 861.6 860.3 1.3
NC_79 3116_p 869.0 868.7
NC_8 508_p 938.6 byd 936.2 2.4 937.3 936.2 1.1
NC_80 1775_p 874.7 874.7
NC_81 1627_p 880.4 878.0
NC_82 1774_p 875.3 874.6
NC_83 1879_p 875.7 874.8
NC_84 1765_p 874.0 872.4
NC_85 2138_p 881.0 880.8
NC_86 1097_p 879.9 street 878.9
NC 87 1490 885 9 885 8NC_87 1490_p 885.9 885.8
NC_88 623_p 871.2 pond 862.0 9.2 865.4 862.0 3.4
NC_89 1861_p 876.2 876.0
NC_9 515_p 935.1 928.0
NC_90 2219_p 880.8 879.0
NC_91 2002_p 885.3 885.2
NC_92 2006_p 884.8 park 883.4
NC_93 1786_p 880.4 877.3
NC_94 1785_p 880.6 877.9
NC_95 1603_p 884.8 street 883.5
NC_96 1604_p 885.8 885.4
NC_97 1098_p 879.9 street 879.1
NC_98 1779_p 882.1 880.9
NC_99 619_p 879.9 street 879.4
SC_1 1074_p 863.3 lake 859.1 4.2 859.5 859.1 0.4
SC_2 498_p 873.2 dry pond 867.5 5.7 871.9 867.5 4.4
SC_3 506_p 877.7 pond 874.7 3.0 875.8 874.7 1.1
SC_4 500_p 868.1 864.9
SC_5 501_p 866.2 street 863.2
SC_6 496_p 873.7 873.6
SC_7 495_p 867.8 street 864.8
SC_8 494_p 863.3 861.8
SC_9 497_p 864.9 864.8
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
7-24
1
Table 7.4
Conduit Modeling Results for Subwatersheds in the Lake Cornelia/Lake Edina/Adam's Hill Pond Drainage Areas (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)
2247_p 712 NC_23 Circular 4 0.013 909.60 907.98 136 1.2 102.5 93.0
499_p 687 SC_4 Circular 1.25 0.013 865.62 863.13 58 4.3 3.4 2.4
504_p 693 SC_4 Circular 2 0.013 874.09 863.13 307 3.6 8.3 2.8
505_p 694 693 Circular 1.5 0.013 874.59 874.59 135 0.0 8.3 2.8
507_p 696 697 Circular 1.75 0.013 933.38 932.80 145 0.4 11.2 10.6
508_p 697 698 Circular 1.75 0.013 932.80 932.22 145 0.4 18.9 13.7
509_p 698 699 Circular 2.25 0.013 932.22 931.95 67.3 0.4 18.9 13.9
510_p 699 700 Circular 2.25 0.013 931.95 931.37 145 0.4 20.9 18.4
511_p 700 701 Circular 2.25 0.013 931.37 930.79 145 0.4 20.7 18.5
512_p 701 NC_11 Circular 2.25 0.013 930.79 930.67 30 0.4 20.6 18.5
514_p 703 NC_9 Circular 3 0.013 930.09 929.49 150 0.4 49.7 34.5
522_p 711 712 Circular 4 0.013 909.87 909.60 38.5 0.7 102.4 92.6
528_p 718 719 Circular 3 0.013 903.85 896.51 50 14.7 126.1 122.3
529_p 719 720 Circular 2.5 0.013 896.51 860.12 315 11.6 126.1 119.6
532_p 722 723 Circular 4 0.013 859.44 858.80 100 0.6 114.6 108.5
533_p 723 NC_22 Circular 4 0.013 858.80 858.50 42 0.7 114.6 108.5
550_p 742 743 Circular 2.5 0.013 873.30 872.91 74 0.5 100.3 50.1
551_p 743 NC_37 Circular 2.5 0.013 866.21 855.34 77.5 14.0 101.8 50.0
553_p 747 NC_62 Circular 3.5 0.013 859.23 859.23 30 0.0 135.0 130.0
555_p 749 NC_28 Circular 1.25 0.013 863.08 861.70 51 2.7 8.3 9.4
561_p 755 NC_34 Circular 1.25 0.013 875.08 874.55 51 1.0 11.7 12.1
566_p 760 NC_27 Circular 1.25 0.013 884.73 883.71 51 2.0 -6.0 4.2
579_p NC_2 776 Circular 3.5 0.024 860.00 860.20 24 -0.8 48.0 26.1
580_p 776 777 Circular 3.5 0.013 860.00 858.80 175 0.7 47.1 26.0
581_p 777 778 Circular 3.5 0.013 858.80 857.62 296 0.4 47.1 26.0
582_p 778 779 Circular 3.5 0.013 857.62 857.10 131 0.4 47.1 25.9
583_p 779 NC_62 Circular 3.5 0.024 857.10 857.00 24 0.4 47.1 25.9
585_p 782 783 Circular 1.5 0.013 862.73 862.49 53 0.5 7.4 7.6
586_p 783 NC_65 Circular 1.5 0.013 862.49 862.27 50 0.4 7.5 7.6
591_p 790 NC_62 Arch 42" eq 0.013 858.92 857.00 420 0.5 69.7 70.2
596_p 797 798 Circular 4 0.024 861.50 861.50 24 0.0 63.4 44.1
597_p 798 796 Circular 4 0.013 861.50 860.46 169 0.6 63.4 44.1
603_p 808 NC_118 Circular 3.5 0.013 859.61 858.71 469 0.2 57.4 46.1
604_p 809 808 Circular 3.5 0.013 860.63 859.61 467 0.2 57.4 46.4
611_p 816 NC_120 Circular 3 0.013 861.00 859.85 321 0.4 26.5 25.6
613_p 818 NC_128 Circular 2 0.013 862.15 861.68 149 0.3 16.7 11.5
616_p 821 820 Circular 2 0.013 864.40 863.56 298 0.3 6.7 9.0
617_p 822 821 Circular 2 0.013 864.75 864.40 136 0.3 -4.0 -3.8
618_p 823 822 Circular 1.75 0.013 865.11 864.75 145.5 0.2 -4.0 3.2
619_p 824 825 Circular 2 0.013 870.70 868.78 425 0.5 20.6 17.1
621_p 826 NC_88 Circular 2 0.013 868.60 859.20 223 4.2 20.5 26.0
629_p 838 839 Circular 4.5 0.013 856.00 855.53 200 0.2 -119.3 -79.9
630_p 839 LE_33 Circular 4.5 0.013 855.53 855.39 143.5 0.1 -119.3 -79.5
632_p 841 842 Circular 4.5 0.013 855.24 855.07 166 0.1 -92.2 -65.4
633_p 842 843 Circular 4.5 0.013 855.07 854.92 152 0.1 -92.2 -65.3
634_p 843 844 Circular 4.5 0.013 854.92 854.82 101 0.1 -92.2 -66.7
635_p 844 LE_32 Circular 4.5 0.013 854.82 854.79 226 0.0 -92.2 -69.2
636_p 846 LE_32 Circular 3 0.013 855.96 854.98 140 0.7 55.9 36.3
638_p 848 LE_32 Circular 3 0.013 855.21 854.79 310 0.1 43.4 30.3
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 Cornelia_Conduit Update
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Table 7.4
Conduit Modeling Results for Subwatersheds in the Lake Cornelia/Lake Edina/Adam's Hill Pond Drainage Areas (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)
639_p 849 848 Circular 3 0.013 855.47 855.21 130 0.2 43.3 30.2
640_p 850 849 Circular 3 0.013 855.64 855.47 115 0.1 43.4 30.1
641_p 851 850 Circular 3 0.013 856.00 855.64 150 0.2 43.7 30.1
643_p 853 852 Circular 3 0.013 856.49 856.30 95 0.2 39.9 34.5
645_p 855 LE_34 Circular 2 0.013 860.27 860.00 25 1.1 14.5 13.1
646_p 856 855 Circular 1.5 0.013 860.84 860.27 171 0.3 14.4 13.1
650_p 859 860 Circular 1.75 0.013 853.85 853.65 99.9 0.2 15.8 12.3
667_p 876 LE_11 Circular 4 0.013 824.24 823.79 327 0.1 67.1 72.1
670_p 879 880 Circular 4 0.013 821.99 821.38 277.1 0.2 81.4 76.0
671_p 880 881 Circular 4 0.013 821.38 820.77 277.1 0.2 81.4 75.1
672_p 881 882 Circular 4.5 0.013 820.77 820.59 83.5 0.2 81.3 74.9
673_p 882 883 Circular 4.5 0.013 820.59 820.00 234 0.3 92.6 82.9
676_p 886 LE_10 Circular 1.25 0.013 823.33 822.82 42.4 1.2 5.8 5.6
678_p 889 LE_1 Circular 1.5 0.013 823.47 822.00 366.5 0.4 16.5 16.4
699_p 914 LE_16 Circular 1.75 0.013 838.74 838.00 310 0.2 17.1 16.5
1852_p 2312 2300 Circular 3.5 0.013 865.12 864.53 399.6 0.1 71.7 75.2
1855_p 2315 NC_107 Circular 3 0.013 864.37 864.27 214.2 0.0 -45.7 48.8
1858_p 2318 NC_57 Circular 3.5 0.013 863.48 862.33 261.8 0.4 75.1 78.2
1870_p NC_156 2333 Circular 1.25 0.013 876.25 872.60 19 19.2 14.0 13.9
1873_p 2286 2336 Circular 1.25 0.013 877.30 876.94 37.5 1.0 5.1 5.1
1878_p NC_77 2057 Circular 3.5 0.013 862.23 861.63 190 0.3 98.2 100.6
1880_p 2340 2220 Circular 1.25 0.013 871.39 870.38 54 1.9 12.2 14.4
1885_p 2347 NC_41 Circular 3.25 0.013 906.92 901.60 231 2.3 40.0 23.9
1887_p NC_45 NC_47 Circular 1.5 0.013 914.44 910.28 70 5.9 7.1 8.1
1888_p 2350 NC_47 Circular 1 0.013 912.90 910.58 100 2.3 1.3 -1.0
1892_p 2354 NC_46 Circular 2 0.013 912.55 911.08 80.3 1.8 12.1 10.1
1889_p 2351 2347 Circular 3 0.013 907.94 906.92 63 1.6 40.1 24.9
1890_p 2352 2351 Circular 3.25 0.013 910.45 907.94 250.6 1.0 40.1 25.5
1896_p 2358 2357 Circular 1.5 0.01 919.12 917.70 159 0.9 13.0 10.1
1898_p 2324 2360 Circular 2 0.013 865.89 866.69 57 -1.4 -22.5 -25.9
1927_p 2388 1579 Circular 1.5 0.013 871.90 870.97 48 1.9 6.6 5.6
1999_p 2466 NC_69 Circular 1.5 0.013 865.51 864.30 92 1.3 14.7 13.1
2005_p NC_112 2469 Circular 1 0.024 866.50 864.74 18 9.8 5.9 6.6
2006_p NC_92 2221 Circular 1.25 0.013 878.90 868.67 233 4.4 14.2 13.5
2007_p AHR_21 1557 Circular 1 0.013 868.60 867.78 83.5 1.0 5.0 6.8
2009_p 2171 2819 Circular 1 0.013 868.60 868.15 35 1.3 2.6 5.5
2011_p 2472 AHR_18 Circular 1.25 0.013 866.55 866.50 15.7 0.3 10.1 11.7
3115_p 2796 1834 Circular 1 0.013 865.00 864.70 8 3.8 4.3 4.2
2014_p AHR_18 2476 Circular 2 0.013 865.70 862.30 381 0.9 17.7 16.8
1636_p 2068 2067 Circular 1.5 0.013 868.13 867.65 75 0.6 -11.2 -12.7
2212_p 2769 NC_2 Circular 3.5 0.024 860.00 855.90 24 17.1 76.9 47.4
2225_p NC_116 2314 Circular 3 0.013 876.97 876.80 77 0.2 3.7 7.2
2232_p NC_49 2769 Circular 4 0.013 860.00 860.00 158 0.0 76.9 47.4
2550_p AHR_17 2155 Circular 1.25 0.013 854.58 854.57 10 0.1 7.5 4.6
2555_p 2329 2779 Circular 1.25 0.013 876.15 875.64 20 2.6 10.9 9.3
2558_p NC_153 2781 Circular 1.25 0.013 878.41 878.05 37.4 1.0 6.8 8.3
3111_p NC_30 NC_3 Circular 5 0.024 858.00 858.00 226 0.0 -56.9 -67.5
3112_p NC_30 NC_3 Circular 5 0.024 858.00 858.00 226 0.0 -56.9 -67.5
3118_p NC_136 NC_74 Circular 1.25 0.013 866.34 865.49 53 1.6 10.1 10.0
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 Cornelia_Conduit Update
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Table 7.4
Conduit Modeling Results for Subwatersheds in the Lake Cornelia/Lake Edina/Adam's Hill Pond Drainage Areas (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)
3119_p NC_137 2800 Circular 1.5 0.013 862.65 862.57 8 1.0 9.7 9.4
3122_p 2800 NC_71 Circular 1.5 0.013 862.57 861.24 20 6.7 9.7 9.3
3125_p 2802 2801 Circular 1.5 0.013 853.72 853.23 50 1.0 15.6 12.8
3136_p NC_33 NC_27 Circular 1.25 0.013 884.64 883.71 51 1.8 7.4 -4.2
3139_p 2817 2816 Circular 2 0.013 856.20 857.04 32 -2.6 27.7 -24.5
3155_p LE_5 2829 Circular 1.5 0.013 836.77 836.60 28 0.6 15.7 15.9
3156_p 2829 LE_27 Circular 1.75 0.013 836.00 834.20 221 0.8 14.0 15.2
3159_p LE_27 LE_3 Circular 2 0.013 833.55 827.80 350 1.6 31.6 35.2
3161_p LE_37 LE_3 Circular 1 0.013 838.90 829.60 67.8 13.7 5.8 5.5
3162_p LE_2 LE_27 Circular 2 0.013 834.50 834.20 6 5.0 11.4 14.6
3170_p 2841 NC_109 Circular 2 0.013 867.17 866.50 187 0.4 -14.8 14.6
3192_p NC_146 2879 Circular 2 0.013 866.32 865.00 60 2.2 41.8 28.8
3243_p 2904 2903 Circular 1.25 0.013 872.34 872.14 53.1 0.4 5.3 7.4
3260_p NC_125 2913 Circular 1.5 0.013 868.22 868.06 32 0.5 -10.4 9.6
3261_p 2913 2842 Circular 1.5 0.013 868.06 867.95 22 0.5 7.3 9.8
3301_p 2968 2216 Circular 1.25 0.013 864.11 863.19 19 4.8 12.1 15.0
3940_p NC_62 SC_1 Circular 1 0.013 859.00 859.00 80 0.0 6.7 4.0
3158_p 2839 LE_1 Circular 3 0.024 818.35 817.60 112 0.7 49.3 50.0
1895_p 2357 2356 Circular 1.5 0.01 917.70 915.10 134 1.9 13.0 10.1
1881_p NC_147 2340 Circular 1.5 0.013 872.23 871.39 57 1.5 8.8 9.6
3165_p LE_39 LE_4 Circular 1.25 0.013 834.70 823.10 45 25.8 4.8 5.7
1891_p NC_46 2352 Circular 3.25 0.013 910.88 910.45 77.5 0.6 40.1 25.1
1893_p 2355 2354 Circular 1.75 0.01 914.09 912.55 4 38.5 12.1 10.1
1886_p NC_47 2345 Circular 1.5 0.013 910.18 905.63 261 1.7 13.4 13.8
1884_p 2345 NC_41 Circular 1.75 0.013 905.63 904.00 295 0.6 12.1 12.9
3166_p 2844 2845 Circular 1.25 0.013 871.80 871.55 50 0.5 6.8 9.9
3163_p LE_41 LE_38 Circular 3 0.013 822.55 820.80 177 1.0 73.2 73.1
698_p LE_18 914 Circular 1.75 0.013 839.51 838.74 319.6 0.2 10.8 9.4
695_p LE_21 LE_19 Circular 1.5 0.013 847.50 842.47 40 12.6 25.8 19.8
3164_p LE_4 LE_41 Circular 3 0.013 822.85 822.55 319.3 0.1 69.7 70.4
3167_p 2845 2841 Circular 1.25 0.013 870.38 870.28 10 1.0 8.2 9.9
697_p LE_25 LE_18 Circular 1.75 0.013 841.03 839.51 630.9 0.2 10.8 14.8
693_p LE_29 909 Circular 1.5 0.013 851.23 847.70 280 1.3 12.6 11.9
637_p LE_31 846 Circular 2.25 0.013 862.50 856.02 162 4.0 55.9 37.7
649_p LE_32 859 Circular 1.75 0.013 854.59 853.85 370 0.2 -14.3 9.3
631_p LE_33 841 Circular 4.5 0.013 855.39 855.24 152 0.1 -92.2 -65.4
648_p LE_35 LE_36 Circular 1 0.024 863.84 863.50 83.5 0.4 2.8 2.9
675_p LE_7 886 Circular 1 0.013 825.00 823.33 172 1.0 5.8 5.6
679_p LE_8 LE_1 Circular 1.5 0.013 823.50 821.00 200 1.3 9.9 7.4
680_p LE_9 LE_1 Circular 1.5 0.013 822.75 821.42 133 1.0 13.8 13.4
657_p N543 LE_16 Circular 1 0.013 848.67 847.69 249.5 0.4 6.2 -2.7
3133_p NC_41 NC_21 Circular 2.5 0.013 901.60 892.00 375 2.6 50.2 41.6
2557_p 2780 2333 Circular 1.5 0.013 873.04 872.60 115 0.4 12.9 13.6
2559_p 2781 2337 Circular 1.25 0.013 878.05 877.92 13 1.0 6.3 7.7
513_p NC_11 703 Circular 3 0.013 930.67 930.09 145 0.4 45.8 34.6
3140_p 2818 2057 Circular 1 0.013 873.29 872.30 42 2.4 4.3 -1.7
2004_p 2469 821 Circular 1.25 0.013 864.74 864.30 51 0.9 5.9 6.6
1851_p 2313 NC_111 Circular 1.25 0.013 873.36 872.86 49.2 1.0 -4.0 -6.6
602_p NC_118 805 Arch 42" eq 0.013 858.71 857.64 317 0.3 62.2 48.3
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 Cornelia_Conduit Update
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Table 7.4
Conduit Modeling Results for Subwatersheds in the Lake Cornelia/Lake Edina/Adam's Hill Pond Drainage Areas (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)
3153_p NC_141 819 Circular 1 0.013 863.30 862.74 67 0.8 5.4 5.8
3154_p NC_110 2388 Circular 1.25 0.013 873.35 872.10 169.2 0.7 6.6 5.6
3157_p 2831 LE_27 Circular 1.25 0.013 843.90 835.45 55 15.4 0.0 0.0
3193_p 2879 NC_84 Circular 2 0.013 865.00 863.64 60 2.3 43.7 29.0
612_p NC_128 816 Circular 3 0.013 861.68 861.00 314 0.2 26.6 25.7
3117_p 1834 NC_74 Circular 1.25 0.013 864.70 864.39 9 3.4 7.7 9.5
3242_p 2903 2307 Circular 1.25 0.013 872.14 871.48 17.4 3.8 -6.2 8.2
600_p NC_148 NC_3 Circular 1.25 0.024 862.93 861.27 30 5.5 4.0 3.7
521_p NC_15 711 Circular 3.5 0.013 911.10 909.87 205 0.6 100.7 89.6
3121_p 2186 NC_73 Circular 3 0.013 862.35 861.93 71.7 0.6 50.4 32.6
1874_p 2336 2334 Circular 1.25 0.013 876.93 873.47 29 11.9 5.1 4.9
1897_p NC_44 2358 Circular 1.5 0.013 919.91 919.12 72 1.1 13.0 10.1
527_p NC_17 718 Circular 4 0.013 904.44 903.91 75 0.7 126.1 122.5
525_p NC_19 NC_17 Circular 4 0.013 906.29 904.44 305 0.6 123.7 118.4
534_p NC_22 725 Circular 4 0.013 858.80 858.26 133.5 0.4 158.6 135.6
523_p NC_23 NC_19 Circular 4 0.013 907.98 906.29 297 0.6 106.0 103.6
562_p NC_25 755 Circular 1.25 0.013 875.13 875.08 18 0.3 12.2 12.5
554_p NC_28 747 Circular 1.25 0.013 861.70 860.41 126 1.0 10.0 10.0
598_p NC_4 NC_3 Circular 5.5 0.024 859.08 859.23 149 -0.1 84.5 73.3
569_p NC_31 NC_32 Circular 1 0.013 895.50 877.07 365 5.0 8.4 7.9
560_p NC_34 NC_29 Circular 3.5 0.013 870.07 867.85 215 1.0 125.6 124.5
552_p NC_37 NC_72 Circular 4 0.013 855.34 855.19 103.5 0.1 111.4 55.8
556_p NC_39 749 Circular 1.25 0.013 863.20 863.08 18 0.7 8.3 9.4
1857_p 2317 2318 Circular 4 0.013 863.88 863.48 160.1 0.3 75.1 78.3
1862_p 98 NC_89 Circular 2 0.013 868.35 866.45 216 0.9 12.9 12.9
1853_p 2314 2315 Circular 3 0.013 864.47 864.37 63 0.2 -45.7 49.0
3132_p NC_42 2811 Circular 2.5 0.013 890.00 884.00 188 3.2 68.1 61.4
605_p NC_61 809 Circular 1.3 0.013 861.85 860.83 99 1.0 8.5 7.1
2017_p 2477 AHR_6 Circular 3 0.013 856.40 854.00 73 3.3 57.6 46.7
587_p NC_65 NC_30 Circular 1.5 0.013 862.27 861.97 73 0.4 14.1 13.5
567_p NC_67 760 Circular 1.25 0.013 886.26 884.73 50 3.1 -6.0 5.9
590_p NC_68 NC_30 Circular 1.25 0.013 864.36 863.00 62 2.2 9.2 10.8
3131_p 2811 2813 Circular 2.5 0.013 884.00 881.00 195 1.5 68.1 61.4
2138_p NC_85 NC_147 Circular 1 0.013 873.18 872.23 134 0.7 7.8 7.7
3211_p AHR_20 2817 Circular 2 0.013 857.27 856.20 10 10.7 27.7 24.1
607_p NC_75 809 Circular 3.5 0.013 860.75 860.83 193 0.0 52.5 40.2
2016_p AHR_7 2477 Circular 2 0.013 856.25 856.40 45 -0.3 -28.0 -26.5
3116_p NC_79 1834 Circular 1.25 0.013 865.17 864.70 56 0.8 5.9 6.6
3300_p NC_132 2968 Circular 1.25 0.013 864.46 864.11 66 0.5 12.1 15.2
1866_p NC_151 2329 Circular 1 0.013 880.29 876.15 44 9.4 3.1 4.2
3123_p NC_73 NC_71 Circular 3 0.013 861.93 861.30 210 0.3 34.7 34.5
515_p NC_9 NC_12 Circular 3 0.013 925.14 923.20 484 0.4 46.6 37.1
498_p SC_2 687 Circular 0.75 0.013 867.50 866.00 255 0.6 2.6 2.4
506_p SC_3 694 Circular 1.5 0.013 874.71 874.59 56 0.2 8.3 2.8
501_p SC_5 SC_1 Circular 3 0.013 859.94 858.90 378 0.3 61.5 36.6
496_p SC_6 SC_1 Circular 1 0.013 872.92 858.66 163.5 8.7 9.0 6.1
495_p SC_7 SC_1 Circular 1.25 0.013 861.00 859.00 140 1.4 13.0 10.1
494_p SC_8 SC_1 Circular 1.25 0.013 861.00 859.00 135 1.5 6.4 4.1
497_p SC_9 SC_1 Circular 1 0.024 863.22 860.52 20 13.5 5.8 5.5
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 Cornelia_Conduit Update
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Table 7.4
Conduit Modeling Results for Subwatersheds in the Lake Cornelia/Lake Edina/Adam's Hill Pond Drainage Areas (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)
1074_p SC_1 NC_117 Circular 1 0.024 860.22 859.55 90 0.7 -2.5
1075_p NC_117 1369 Circular 1 0.024 859.55 859.28 28 1.0 5.4 5.3
1076_p 1369 NC_62 Circular 1.25 0.024 859.28 859.51 25 -0.9 5.4 -5.3
1077_p NC_58 1373 Circular 1.5 0.013 869.65 865.25 145 3.0 25.3 25.0
1082_p 1377 NC_56 Circular 2.5 0.013 872.80 872.30 71 0.7 6.3 6.0
1084_p NC_50 1379 Circular 1 0.013 872.90 871.60 124 1.0 7.0 6.8
1086_p 1381 NC_52 Circular 2.5 0.013 868.30 867.70 51 1.2 48.4 35.1
1087_p NC_52 NC_51 Circular 3.5 0.013 866.80 866.00 150 0.5 119.5 95.1
1097_p NC_86 1390 Circular 1.75 0.013 873.59 869.44 150.5 2.8 25.1 23.6
1098_p 1390 1391 Circular 2.5 0.013 869.44 868.97 117 0.4 36.5 26.3
1099_p 1391 NC_126 Circular 2.5 0.013 868.97 868.39 145 0.4 36.5 26.4
1238_p NC_154 1555 Circular 2.25 0.013 872.00 870.83 175 0.7 29.2 27.4
1239_p 1555 AHR_13 Circular 2.25 0.013 870.83 866.70 509 0.8 25.5 24.0
1242_p 1558 AHR_6 Circular 2.25 0.013 862.74 854.90 130 6.0 40.4 36.4
1244_p AHR_11 AHR_8 Circular 2 0.013 862.00 860.04 310 0.6 26.0 17.0
1245_p AHR_8 1563 Circular 2.75 0.013 860.04 857.19 285 1.0 59.7 49.2
1246_p 1563 AHR_6 Circular 2.75 0.013 857.19 854.00 226 1.4 59.7 47.6
1247_p AHR_6 1564 Circular 4 0.013 854.00 849.75 465 0.9 134.7 126.8
1250_p 1566 1567 Circular 4 0.013 845.86 843.34 280 0.9 157.7 138.3
1251_p 1567 1568 Circular 4 0.013 843.34 840.51 225 1.3 157.8 138.2
1252_p 1569 1570 Circular 2.5 0.013 849.25 845.49 436 0.9 4.0 0.0
1253_p 1570 AHR_4 Circular 3 0.013 845.49 842.75 428 0.7 -10.3 0.0
1254_p AHR_4 1568 Circular 3.5 0.013 842.75 841.00 160 1.0 103.5 52.3
1255_p 1568 AHR_5 Circular 5 0.013 839.52 838.05 120 1.2 280.0 204.6
1256_p AHR_5 AHR_1 Circular 5 0.013 838.05 831.88 467 1.3 297.7 211.6
1257_p AHR_1 1574 Circular 5.5 0.013 831.88 830.43 168 0.9 308.4 213.7
1259_p 1576 NC_154 Circular 2 0.013 871.81 871.72 84 0.1 18.3 17.1
1260_p NC_154 1577 Circular 2 0.013 871.72 871.46 118 0.2 15.1 19.9
1261_p 1577 1578 Circular 2.5 0.013 871.46 871.19 210 0.1 14.9 18.2
1262_p 1578 1579 Circular 2.5 0.013 871.19 870.97 90 0.2 14.7 18.0
1263_p 1579 NC_115 Circular 2.5 0.013 870.97 870.56 180 0.2 14.3 19.3
1264_p NC_115 1581 Circular 2.5 0.013 870.56 870.21 252 0.1 21.0 28.2
1265_p 1581 1582 Circular 3 0.013 870.21 869.77 237 0.2 30.4 30.4
1266_p 1582 1583 Circular 3 0.013 869.77 869.13 220 0.3 38.8 32.6
1267_p 1583 1584 Arch 36" eq 0.024 869.13 868.71 160 0.3 21.8 40.7
1268_p 1584 NC_122 Arch 36" eq 0.024 868.71 868.48 140 0.2 26.2 49.6
1269_p 1586 1587 Circular 3.5 0.013 861.51 860.79 402 0.2 89.2 78.6
1270_p 1587 NC_4 Circular 4.5 0.024 860.79 860.10 100 0.7 95.7 79.9
1304_p NC_76 NC_4 Arch 72" eq 0.024 861.08 860.50 119 0.5 191.0 170.3
1486_p NC_64 1833 Circular 1 0.013 867.07 866.25 116 0.7 4.3 4.1
1487_p 1833 2796 Circular 1 0.013 866.25 865.00 228 0.5 4.3 4.2
1489_p NC_71 NC_3 Circular 3 0.013 861.24 861.15 33 0.3 51.0 47.8
1579_p 1972 1974 Circular 3 0.013 819.00 818.00 240 0.4 40.2 17.9
1585_p 1996 LP_22 Circular 2 0.024 856.96 855.71 405 0.3 12.8 10.5
1586_p 1997 1996 Circular 2 0.013 857.73 856.93 258 0.3 12.8 10.5
1587_p 99 1997 Circular 2 0.013 859.00 857.73 258 0.5 12.8 10.5
1604_p 2020 2021 Circular 1.25 0.013 879.00 878.85 22 0.7 15.8 11.4
1605_p 2021 NC_133 Circular 1.25 0.013 878.85 869.98 66 13.4 15.8 13.7
1614_p NC_104 2027 Circular 2 0.013 870.13 869.49 297 0.2 12.0 14.6
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 Cornelia_Conduit Update
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Table 7.4
Conduit Modeling Results for Subwatersheds in the Lake Cornelia/Lake Edina/Adam's Hill Pond Drainage Areas (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)
1615_p 2027 NC_105 Circular 2 0.013 869.49 868.81 269 0.3 12.0 12.6
1616_p NC_105 98 Circular 2 0.013 868.81 868.35 182 0.3 12.8 12.7
1625_p 2057 NC_76 Circular 3.5 0.013 861.63 861.08 234 0.2 185.2 165.6
1626_p 1586 NC_81 Circular 1.25 0.013 875.20 872.76 66 3.7 -11.0 -6.9
1627_p NC_81 2057 Circular 2 0.013 872.76 870.78 124 1.6 31.5 32.6
1628_p NC_129 2057 Circular 4.5 0.013 862.37 861.63 130 0.6 72.3 66.2
1630_p 2062 NC_100 Circular 4.5 0.013 863.92 863.27 217 0.3 64.4 -59.4
1631_p 2063 2062 Circular 4.5 0.013 864.67 863.92 251 0.3 64.0 60.9
1632_p NC_150 2063 Circular 3.5 0.013 865.46 864.67 264 0.3 35.3 42.5
1633_p 2065 NC_150 Circular 3.5 0.013 866.16 865.46 238 0.3 -45.0 -41.6
623_p NC_88 830 Circular 1 0.013 860.00 859.50 40 1.3 2.3 2.3
1698_p 2138 NC_3 Circular 2 0.013 860.76 860.31 32 1.4 27.2 22.6
1699_p NC_69 2138 Circular 2 0.013 864.52 863.22 119 1.1 27.2 22.6
1700_p NC_60 NC_128 Circular 1 0.013 862.30 861.68 63 1.0 6.8 9.0
1701_p NC_101 2063 Circular 4 0.013 865.53 864.67 220 0.4 77.8 58.0
1702_p 2143 823 Circular 1 0.013 865.61 865.23 35 1.1 -4.0 3.4
1703_p 2144 2143 Circular 1.25 0.013 865.62 865.66 66 -0.1 -4.0 -3.4
1704_p NC_114 1584 Circular 1.5 0.013 869.70 868.71 86 1.2 7.1 9.6
1705_p NC_121 2067 Arch 36" eq 0.024 868.09 867.65 176 0.3 29.2 49.8
1706_p NC_122 NC_121 Arch 36" eq 0.024 868.56 868.09 179 0.3 -24.1 -39.3
1707_p 2148 AHR_4 Circular 1 0.013 850.00 844.75 82 6.4 13.5 10.3
1709_p 2150 1560 Circular 1.75 0.013 864.39 863.40 134 0.7 10.2 4.1
1710_p NC_123 2786 Circular 1 0.013 879.00 875.38 54 6.7 9.9 9.7
1711_p 2786 1581 Circular 1.25 0.013 875.38 873.28 64 3.3 9.9 10.3
1712_p 2153 1566 Circular 1.5 0.013 853.70 845.86 37 21.2 8.5 4.6
1713_p 2154 2153 Circular 1.5 0.013 854.37 853.70 168 0.4 7.6 4.6
1714_p 2155 2154 Circular 1.25 0.013 854.57 854.37 45 0.4 7.5 4.6
666_p LE_13 876 Circular 4 0.013 824.77 824.24 327 0.2 67.2 72.7
669_p LE_23 879 Circular 4 0.013 822.60 821.99 277.1 0.2 81.4 77.3
1729_p AHR_19 2172 Circular 1 0.01 870.50 870.00 50 1.0 4.8 5.7
677_p LE_10 LE_1 Circular 1.5 0.013 822.82 822.00 205.5 0.4 17.7 16.1
696_p LE_24 LE_25 Circular 2 0.013 841.93 841.03 463.5 0.2 -19.9 -16.5
1747_p 2188 NC_74 Circular 2 0.013 872.00 865.50 300 2.2 13.0 8.8
1748_p 2189 2188 Circular 2 0.013 877.08 872.00 300 1.7 13.0 8.8
1749_p NC_127 2189 Circular 2 0.013 878.30 877.08 244 0.5 13.0 8.7
1760_p NC_73 NC_3 Circular 5 0.013 860.31 859.66 180.9 0.4 174.8 152.6
1761_p NC_131 NC_73 Circular 5 0.013 860.87 860.31 360 0.2 151.6 149.7
1762_p 2215 NC_131 Circular 5 0.013 861.66 860.87 358 0.2 147.9 140.6
1763_p 2216 2215 Circular 5 0.013 862.01 861.66 206 0.2 125.0 128.6
1764_p 2217 2216 Circular 4.5 0.013 862.88 862.01 390 0.2 118.1 118.6
1765_p NC_84 2217 Circular 4.5 0.013 863.64 862.88 306 0.2 118.1 118.6
1766_p 2219 NC_84 Circular 4.5 0.013 864.49 863.64 340 0.3 93.4 96.5
1768_p 2221 NC_126 Circular 3.5 0.013 868.67 867.89 300 0.3 40.4 39.5
1769_p 2222 2221 Circular 3 0.013 869.23 868.67 225 0.2 31.4 30.2
1770_p NC_133 2222 Circular 3 0.013 869.98 869.23 310 0.2 31.3 29.4
1771_p 2223 NC_133 Circular 2.5 0.013 870.71 869.98 292 0.3 -22.3 -21.7
1775_p NC_80 NC_131 Circular 1.25 0.013 873.82 872.49 34 3.9 5.4 5.2
1777_p 2229 2228 Circular 1.5 0.013 867.49 866.42 51 2.1 -15.0 4.9
1778_p 2230 2229 Circular 1.25 0.013 870.51 867.49 122 2.5 7.3 5.4
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 Cornelia_Conduit Update
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Table 7.4
Conduit Modeling Results for Subwatersheds in the Lake Cornelia/Lake Edina/Adam's Hill Pond Drainage Areas (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)
1779_p NC_98 2230 Circular 1.25 0.013 879.99 877.96 92 2.2 7.4 4.9
1780_p 2232 2219 Circular 1.25 0.013 868.72 867.50 51 2.4 5.7 8.6
1781_p 2233 2232 Circular 1.25 0.013 869.62 868.63 50 2.0 6.1 8.5
1784_p 2238 2220 Circular 1.25 0.013 871.29 869.02 142 1.6 11.2 9.2
1785_p NC_94 2238 Circular 1.5 0.013 872.22 871.29 22 4.2 11.3 9.2
1786_p NC_93 2220 Circular 1.25 0.013 875.00 870.34 130 3.6 13.5 12.1
1788_p 2240 1393 Circular 1.25 0.013 874.24 872.40 51 3.6 6.7 8.0
1789_p NC_134 2240 Circular 1.25 0.013 874.60 874.24 36 1.0 6.6 8.0
1384_p 1681 LE_31 Circular 1.75 0.013 865.03 863.70 140 0.7 24.1 22.9
1828_p NC_152 2286 Circular 1.25 0.013 879.45 877.35 208 1.0 4.9 5.1
1838_p NC_111 2299 Circular 3 0.013 864.63 864.70 245.4 0.0 -49.0 -46.0
1839_p 2300 2301 Circular 4 0.013 864.53 863.38 300 0.4 58.6 64.3
1840_p 2301 2302 Circular 4 0.013 863.38 863.38 190 0.0 56.3 60.0
1841_p 2302 2303 Circular 3.5 0.013 863.38 863.15 44.6 0.5 72.9 72.2
1842_p 2303 2304 Circular 3.5 0.013 863.15 862.14 128.9 0.8 71.9 71.8
1843_p 2304 1586 Circular 3.5 0.013 862.14 861.51 482.9 0.1 71.3 73.1
1845_p 2306 NC_111 Circular 3 0.013 865.05 864.63 283.1 0.1 -44.3 -33.9
1849_p NC_109 NC_139 Circular 3 0.013 866.50 866.11 129.9 0.3 30.0 32.6
1850_p NC_139 2312 Circular 3.5 0.013 866.11 865.12 484.6 0.2 72.4 75.8
500_p SC_4 SC_5 Circular 2.5 0.013 863.13 859.94 207 1.5 44.1 30.0
516_p NC_12 NC_10 Circular 3 0.013 923.10 921.08 337 0.6 46.5 39.7
517_p NC_10 NC_16 Circular 3 0.013 915.00 913.50 270 0.6 75.5 57.3
518_p NC_16 NC_15 Circular 3.5 0.013 913.50 911.10 400 0.6 94.8 78.5
520_p NC_14 NC_15 Circular 1 0.013 923.20 920.00 320 1.0 6.0 6.6
524_p 715 NC_19 Circular 1.25 0.013 913.00 912.54 116 0.4 -10.4 0.0
530_p 720 721 Circular 3 0.013 860.12 859.56 140 0.4 80.3 86.3
531_p 721 722 Circular 4 0.013 859.56 859.44 38 0.3 101.6 100.1
535_p 725 NC_62 Circular 5 0.024 858.26 858.00 36 0.7 152.4 135.1
536_p 727 NC_22 Circular 1.75 0.013 861.26 860.20 78 1.4 27.3 20.9
537_p 728 727 Circular 1.75 0.013 863.98 861.26 200 1.4 19.6 19.3
538_p NC_24 728 Circular 1.75 0.013 867.06 863.98 226 1.4 27.0 23.5
542_p NC_18 734 Circular 1 0.013 870.29 860.75 298 3.2 7.2 7.5
543_p 734 NC_38 Circular 1.5 0.013 860.75 860.55 29 0.7 19.7 17.0
544_p NC_38 NC_78 Circular 2.25 0.013 860.55 859.00 90 1.7 42.9 35.8
545_p NC_36 738 Circular 2 0.013 901.75 901.19 8 7.0 26.4 26.7
548_p NC_35 741 Circular 2 0.013 885.45 884.71 96.5 0.8 52.4 50.0
549_p 741 742 Circular 2 0.013 882.11 874.80 219.5 3.3 56.5 50.0
559_p NC_29 747 Circular 3.5 0.013 862.28 859.15 285 1.1 127.1 125.9
565_p NC_27 NC_34 Circular 3 0.013 873.08 870.07 298 1.0 113.9 110.7
568_p NC_32 NC_27 Circular 2.75 0.013 877.07 873.08 266 1.5 88.7 89.6
572_p 766 NC_62 Circular 1.75 0.013 860.69 860.62 16 0.4 26.2 20.6
573_p 768 766 Circular 1.75 0.013 860.83 860.69 22 0.6 26.2 20.6
574_p 769 768 Circular 1.75 0.013 860.99 860.83 35 0.5 25.9 20.6
575_p NC_26 769 Circular 1.75 0.013 861.27 860.99 50 0.6 20.7 20.6
576_p 771 NC_26 Circular 1.5 0.013 861.53 861.27 50 0.5 11.9 12.0
577_p NC_40 771 Circular 1.25 0.013 861.68 861.53 16 0.9 11.0 12.0
584_p NC_66 782 Circular 1.25 0.013 864.16 862.73 296 0.5 4.8 6.0
592_p NC_48 793 Circular 2.25 0.013 863.22 862.62 100 0.6 38.8 18.4
593_p 793 NC_49 Circular 2.25 0.013 862.62 862.00 106 0.6 24.5 18.4
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 Cornelia_Conduit Update
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Table 7.4
Conduit Modeling Results for Subwatersheds in the Lake Cornelia/Lake Edina/Adam's Hill Pond Drainage Areas (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)
595_p 796 NC_49 Circular 4 0.013 860.46 860.00 25.5 1.8 27.3 44.1
598_p NC_4 NC_3 Circular 5.5 0.024 859.08 859.23 149 -0.1 84.5 -57.8
601_p 805 NC_62 Arch 54" eq 0.024 857.64 857.59 44 0.1 62.2 48.3
606_p NC_70 NC_61 Circular 1 0.013 862.02 861.25 207 0.4 3.5 4.0
608_p 813 NC_75 Circular 3 0.024 859.48 858.77 127 0.6 30.6 29.2
609_p NC_120 813 Circular 3 0.013 859.85 859.48 223 0.2 33.2 29.2
610_p NC_113 NC_120 Circular 2 0.013 862.00 861.22 193 0.4 16.1 17.3
614_p 819 818 Circular 2 0.013 862.66 862.15 162 0.3 10.8 11.4
615_p 820 819 Circular 2 0.013 863.56 862.66 204 0.4 6.8 7.9
620_p 825 826 Circular 2 0.013 868.78 868.60 36 0.5 20.5 26.9
625_p 831 NC_86 Circular 1.75 0.013 876.50 875.23 635 0.2 6.9 5.3
642_p 852 851 Circular 3 0.013 856.30 856.00 150 0.2 39.0 32.7
644_p LE_34 853 Circular 3 0.013 856.86 856.49 183 0.2 36.4 36.4
651_p 860 861 Circular 1.75 0.013 853.65 853.26 196.3 0.2 14.9 11.9
652_p 861 LE_40 Circular 1.75 0.013 853.26 852.42 421.9 0.2 14.0 11.8
653_p LE_40 863 Circular 1.75 0.013 852.42 851.81 305 0.2 18.1 15.3
654_p 863 LE_16 Circular 1.75 0.013 848.61 848.00 304 0.2 24.5 17.0
658_p LE_16 868 Circular 2 0.013 838.00 835.32 318.9 0.8 45.3 46.5
659_p 868 869 Circular 2 0.013 835.32 835.25 13 0.5 31.7 31.8
660_p 869 LE_15 Circular 2 0.013 835.25 835.01 48 0.5 33.0 33.6
661_p LE_15 871 Circular 2.25 0.013 835.01 833.04 231 0.9 37.7 38.1
662_p 871 LE_17 Circular 2.25 0.013 833.04 830.52 231 1.1 37.7 37.7
663_p LE_17 LE_12 Circular 3 0.013 830.52 827.70 330 0.9 54.4 54.5
664_p LE_12 874 Circular 3 0.013 827.70 825.32 299 0.8 60.4 62.8
665_p 874 LE_13 Circular 3 0.013 825.32 824.77 48 1.1 60.1 62.5
668_p LE_11 LE_23 Circular 4 0.013 823.79 822.60 355 0.3 71.6 74.5
674_p 883 LE_1 Circular 4.5 0.024 820.00 820.00 36 0.0 92.6 82.9
694_p 909 LE_21 Circular 1.5 0.013 847.70 847.50 28 0.7 12.5 11.7
1078_p 1373 NC_5 Circular 1.5 0.024 865.50 864.50 24 4.2 12.2 12.2
1080_p NC_54 NC_5 Circular 1.5 0.013 864.05 863.80 15 1.7 17.8 15.7
1081_p NC_55 1377 Circular 1 0.013 874.90 873.40 45.5 3.3 6.3 5.8
1083_p NC_56 1379 Circular 2.5 0.013 872.30 870.70 287 0.6 33.2 33.7
1085_p 1379 1381 Circular 2.5 0.013 870.70 868.30 528 0.5 37.3 35.1
1088_p NC_53 NC_52 Circular 2 0.013 888.60 870.80 329.8 5.4 50.7 43.9
1089_p NC_59 NC_53 Circular 1.5 0.013 900.20 888.60 360 3.2 21.0 21.4
1100_p NC_126 1393 Circular 3.5 0.013 867.84 867.03 300 0.3 70.5 60.4
1236_p NC_124 1553 Circular 1.25 0.013 875.78 874.08 74 2.3 9.2 9.4
1237_p 1553 NC_154 Circular 1.25 0.013 874.08 873.58 30 1.7 10.7 10.7
1240_p AHR_13 1557 Circular 2.25 0.013 866.55 866.25 69 0.4 30.1 24.5
1241_p 1557 1558 Circular 2.25 0.013 866.25 862.74 564 0.6 35.3 27.4
1243_p 1560 AHR_11 Circular 1.75 0.013 863.40 862.00 164 0.9 10.4 4.1
1248_p 1564 AHR_2 Circular 4 0.013 849.75 849.07 70 1.0 134.7 127.8
1249_p AHR_2 1566 Circular 4 0.013 849.07 845.86 196 1.6 152.9 136.1
1385_p LE_28 1681 Circular 1.75 0.013 866.01 865.03 140 0.7 22.8 22.9
1388_p LE_43 856 Circular 2 0.013 860.67 860.84 38 -0.4 8.2 -13.0
1390_p LE_6 889 Circular 1.25 0.013 828.00 823.47 46 9.8 13.8 14.0
1490_p NC_87 NC_91 Circular 1.25 0.013 874.52 878.70 255 -1.6 8.2 -9.9
1491_p AHR_15 1568 Circular 1.5 0.013 855.84 843.74 265 4.6 25.7 23.8
1603_p NC_95 NC_92 Circular 1 0.013 879.80 878.90 217 0.4 4.2 4.4
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 Cornelia_Conduit Update
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Table 7.4
Conduit Modeling Results for Subwatersheds in the Lake Cornelia/Lake Edina/Adam's Hill Pond Drainage Areas (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)
1629_p NC_100 NC_129 Circular 4.5 0.013 863.27 862.37 300 0.3 67.4 59.0
1634_p 2066 2065 Arch 42" eq 0.024 867.02 866.16 285 0.3 -39.8 -47.5
1635_p 2067 2066 Arch 42" eq 0.024 867.65 867.02 208 0.3 26.4 47.6
1637_p 2069 2068 Circular 1.25 0.013 868.88 868.13 146 0.5 4.5 4.1
1638_p LE_14 914 Circular 1.25 0.013 855.11 838.74 28 58.5 14.1 10.0
1697_p 738 NC_35 Circular 1.5 0.013 901.19 885.45 337 4.7 26.8 26.3
1708_p AHR_3 2148 Circular 1 0.013 852.50 850.00 40.5 6.2 10.5 10.4
1728_p 2172 2171 Circular 1 0.013 869.30 869.30 8 0.0 3.0 5.6
1746_p NC_74 NC_138 Circular 2.5 0.013 864.39 863.50 269 0.3 25.1 29.2
1767_p 2220 2219 Circular 4 0.013 865.50 864.49 300 0.3 87.1 91.2
1772_p 2224 2215 Circular 1.5 0.013 865.50 864.17 72 1.8 18.8 14.6
1773_p 2225 2224 Circular 1.5 0.013 866.75 865.50 80 1.6 18.6 14.7
1774_p NC_82 2225 Circular 1.25 0.013 868.98 867.60 40 3.5 14.0 14.7
1776_p 2228 NC_84 Circular 1.5 0.013 866.42 865.50 51 1.8 -13.2 -13.6
1782_p 2234 2233 Circular 1.25 0.013 870.76 869.62 26 4.4 6.6 8.5
1787_p 1393 2220 Circular 3.5 0.013 866.99 865.61 300 0.5 62.7 65.4
1844_p 2305 NC_111 Circular 1.25 0.013 875.49 874.64 84 1.0 7.0 9.2
1847_p 2308 2307 Circular 3 0.013 865.65 865.58 33.5 0.2 -41.1 33.0
1848_p NC_143 NC_109 Circular 2 0.013 866.63 866.50 20 0.7 24.5 28.4
1854_p 2299 2314 Circular 3 0.013 864.70 864.47 71.9 0.3 -46.0 45.9
1856_p NC_107 2317 Circular 4 0.013 864.27 863.88 108.3 0.4 79.8 90.9
1859_p NC_57 NC_77 Circular 3.5 0.013 862.33 862.23 290.1 0.0 89.7 90.4
1860_p NC_106 NC_107 Circular 3 0.013 876.80 864.27 43 29.1 89.7 60.0
1861_p NC_89 2324 Circular 2 0.013 866.45 865.89 153 0.4 21.3 26.2
1863_p NC_144 2308 Circular 2 0.013 873.09 865.65 244 3.0 17.2 34.6
1864_p 2327 NC_144 Circular 1.5 0.013 874.40 873.09 250 0.5 8.2 7.9
1867_p NC_140 2329 Circular 1 0.013 877.96 876.15 57 3.2 6.2 6.1
1868_p 2332 1576 Circular 2 0.013 872.33 871.81 167 0.3 18.3 17.2
1869_p 2333 2332 Circular 1.5 0.013 872.60 872.33 128 0.2 18.3 16.8
1872_p NC_155 2334 Circular 1 0.013 879.85 873.47 157.5 4.1 4.8 4.8
1876_p 2337 2338 Circular 1.25 0.013 877.92 874.30 11.5 31.5 5.8 6.7
1877_p 2338 2334 Circular 1.5 0.013 874.30 873.47 160.8 0.8 5.3 6.2
1879_p NC_83 2234 Circular 1.25 0.013 870.36 869.76 60 1.0 9.4 8.5
1894_p 2356 2355 Circular 1.5 0.01 915.10 914.09 88.5 1.1 12.2 10.1
1899_p 2360 NC_139 Circular 2 0.013 866.69 865.62 71.5 1.5 36.0 34.1
1925_p AHR_12 2473 Circular 1.25 0.013 869.39 867.75 54 3.0 10.1 10.7
2000_p 2467 2466 Circular 1.5 0.013 867.58 865.51 323 0.6 12.1 12.4
2001_p NC_149 2467 Circular 1.5 0.013 870.59 867.58 183 1.6 11.9 12.2
2002_p NC_91 2302 Circular 1.25 0.013 865.77 864.00 385 0.5 13.1 14.6
2008_p 2386 2472 Circular 1.25 0.013 867.30 866.55 47.6 1.6 10.1 11.7
2010_p 2473 2386 Circular 1.25 0.013 867.50 867.30 17.7 1.1 14.8 14.8
2015_p 2476 2477 Circular 2 0.013 862.30 856.40 232 2.5 37.9 21.5
2219_p NC_90 2761 Circular 2 0.013 874.00 873.00 103 1.0 18.1 12.8
2224_p 2761 NC_81 Circular 2 0.013 873.00 872.00 112 0.9 22.3 12.9
2226_p NC_103 2305 Circular 1.25 0.013 875.75 875.49 26.2 1.0 5.6 7.4
2228_p 2307 NC_108 Circular 3 0.013 865.84 865.38 121.3 0.4 -45.0 -37.9
2229_p NC_108 2306 Circular 3 0.013 865.38 865.05 156 0.2 -39.1 -34.1
2230_p NC_63 785 Circular 1 0.013 865.72 865.54 40.5 0.4 5.2 4.0
2231_p 2767 NC_54 Circular 1 0.013 864.40 864.05 28 1.3 -0.3 -0.3
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 Cornelia_Conduit Update
7-33
10
Table 7.4
Conduit Modeling Results for Subwatersheds in the Lake Cornelia/Lake Edina/Adam's Hill Pond Drainage Areas (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)
2233_p NC_51 NC_5 Circular 4 0.013 866.00 861.40 138 3.3 177.0 111.0
2235_p NC_145 NC_93 Circular 1.5 0.013 875.36 875.00 22 1.6 -16.2 7.7
2500_p LE_52 LE_51 Circular 1.5 0.013 831.97 831.30 232 0.3 16.1 13.8
2553_p NC_102 NC_144 Circular 1.5 0.013 874.11 873.09 30 3.4 7.1 8.8
2554_p 2779 2327 Circular 1.5 0.013 875.64 874.40 70 1.8 10.8 8.6
2556_p 2334 2780 Circular 1.5 0.013 873.47 873.04 52.5 0.8 13.1 13.9
2560_p LE_36 856 Circular 1 0.024 862.27 860.84 101 1.4 3.8 3.4
2561_p NC_119 2144 Circular 1 0.013 866.27 865.62 120 0.5 2.3 3.4
3111_p NC_30 NC_3 Circular 5 0.024 858.00 858.00 226 0.0 -56.9 -67.5
3113_p AHR_10 2150 Circular 1.25 0.013 865.24 864.39 37 2.3 4.7 4.1
3114_p AHR_14 AHR_8 Circular 1.5 0.013 861.29 860.04 19 6.6 22.9 18.7
3120_p NC_138 2186 Circular 2.5 0.013 863.50 862.35 154.1 0.7 38.8 33.4
3124_p 2801 AHR_2 Circular 1.5 0.013 853.23 849.07 23 18.1 15.5 12.7
3126_p 2803 2802 Circular 1.25 0.013 854.25 853.72 36 1.5 15.2 12.7
3127_p AHR_16 2803 Circular 1.25 0.013 854.36 854.25 9 1.2 17.9 12.7
3130_p NC_21 NC_42 Circular 2.5 0.013 892.00 890.00 105 1.9 62.6 59.0
3134_p NC_43 NC_32 Circular 2.5 0.013 879.00 877.07 150 1.3 71.9 73.2
3135_p 2813 NC_43 Circular 2.5 0.013 881.00 879.00 225 0.9 58.7 60.6
3138_p 2816 AHR_7 Circular 2 0.013 857.50 857.00 18 2.8 27.7 24.5
3141_p 2819 AHR_13 Circular 1.5 0.013 868.15 867.79 8.3 4.3 -5.1 -7.0
3160_p LE_3 LE_4 Circular 2.5 0.013 827.80 822.85 350 1.4 53.3 56.3
3168_p NC_142 2842 Circular 1.25 0.013 870.00 869.71 58 0.5 10.2 12.3
3169_p 2842 2841 Circular 2 0.013 867.64 867.17 155 0.3 -18.2 -16.8
3262_p LE_19 LE_24 Circular 1 0.013 842.47 841.93 213 0.3 6.4 -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 Cornelia_Conduit Update
7-34
Lake
Cornelia
Lake
Edina
100
62
RichfieldRichfield
MinneapolisMinneapolis
SC_1
NC_62
LE_1
LE_53
NC_106
LE_24
AHR_4
NC_56
NC_30
LE_34
NC_88
NC_59
LE_28
NC_3
SC_2
LE_30
SC_4
NC_4
SC_3
LE_7
NC_36
LE_51
NC_101
NC_43
NC_2
LE_26
LE_17
NC_99
NC_27
LE_4
NC_58
LE_6
NC_97
NC_35
NC_5
NC_96
LE_52
NC_86
NC_113
LE_5
LE_12
LE_54
NC_11
NC_95
AHR_8
NC_18
NC_46
AHR_20
LE_20
NC_146
NC_42
NC_48
LE_31
SC_9
NC_41
NC_85
NC_93
NC_19
AHR_15
NC_25
LE_33
NC_52
NC_82
NC_12
SC_7
NC_21
AHR_14
NC_124
NC_40
NC_142
AHR_11
NC_31
LE_13
NC_7 NC_32
NC_112
LE_29
LE_38
NC_24
NC_144
LE_40
LE_9
NC_6
NC_132
NC_22
NC_16
LE_43
NC_90
NC_14
NC_89
LE_3
NC_111
LE_21
AHR_5
NC_57
NC_39
NC_15
NC_123NC_121
LE_15
AHR_3
NC_10
NC_139
LE_32
AHR_12
NC_51
AHR_16
SC_5
NC_92
AHR_1
NC_133
NC_47
LE_11
LE_44
NC_149
NC_156
LE_23
NC_83
NC_122
SC_6
NC_65
NC_153
NC_103
NC_81
NC_84
NC_104
NC_54
NC_75
LE_16
LE_10
LE_2
NC_150
NC_136
LE_36
NC_94
NC_60
NC_8
NC_38
NC_23
NC_64
NC_154
LE_27
LE_25
NC_129
NC_79
NC_50
LE_14
NC_78
LE_19
NC_145
NC_128
NC_102
NC_44
LE_8
AHR_2
NC_87
NC_69
NC_33
LE_45
NC_70
NC_55
AHR_17
NC_135
NC_13
NC_127 NC_126
NC_141
NC_37
NC_53
NC_61
AHR_18
NC_20
NC_26 NC_68
NC_49
LE_35
NC_155
LE_18
NC_140
NC_45
NC_66
NC_114
NC_17
AHR_13
NC_137
SC_8
NC_63 NC_73
NC_120
AHR_21
NC_125
NC_98
NC_71
NC_110
NC_91
NC_9
NC_152
NC_115
NC_131
NC_100
NC_67
NC_134
AHR_6
LE_37
NC_117 NC_76
NC_143
NC_105
NC_28
NC_74
NC_118 NC_107
AHR_7
LE_39
NC_80
AHR_10
NC_119
NC_34
NC_108 NC_109NC_77
LE_41
NC_138
AHR_19
NC_72
NC_148
NC_29
NC_116
NC_151
NC_147
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Figure 7.1
LAKE CORNELIA/LAKE EDINA/
ADAM’S HILL POND 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
Lake Cornelia/Lake Edina/
Adam’s Hill Pond Drainage Basin
Subwatershed
Imagery Source: Aerials Express, 2008
7-35
N
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Lake EdinaLake Edina
SouthSouth
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Adam’s HillAdam’s Hill
PondPond
Lake
Cornelia
Lake
Edina
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Figure 7.2
LAKE CORNELIA/LAKE EDINA/
ADAM’S HILL POND
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
Lake Cornelia/Lake Edina/
Adam’s Hill Pond Drainage Basin
Major Watershed
Subwatershed
Imagery Source: Aerials Express, 2008
7-36
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Lake
Cornelia
Lake
Edina
BloomingtonBloomington
RichfieldRichfield
MinneapolisMinneapolis
SC_1
NC_62
LE_1
LE_53
NC_106
LE_24
AHR_4
NC_56
NC_30
LE_34
NC_88
NC_59
LE_28
NC_3
SC_2
LE_30
SC_4
NC_4
SC_3
LE_7
NC_36
LE_51
NC_101
NC_43
NC_2
LE_26
LE_17
NC_99
NC_27
LE_4
NC_58
LE_6
NC_97
NC_35
NC_5
NC_96
LE_52
NC_86
NC_113
LE_5
LE_12
LE_54
NC_11
NC_95
AHR_8
NC_18
NC_46
AHR_20
LE_20
NC_146
NC_42
NC_48
LE_31
SC_9
NC_41
NC_85
NC_93
NC_19
AHR_15
NC_25
LE_33
NC_52
NC_82
NC_12
SC_7
NC_21
AHR_14
NC_124
NC_40
NC_142
AHR_11
NC_31
LE_13
NC_7 NC_32
NC_112
LE_29
LE_38
NC_24
NC_144
LE_40
NC_81
LE_9
NC_6
NC_84
NC_132
NC_22
NC_104
NC_54
NC_16
LE_43
NC_90
NC_14
NC_89
NC_75
LE_16
LE_3
NC_111
LE_21
LE_10
LE_2
AHR_5
NC_57
NC_39
NC_15
NC_123NC_121
LE_15
NC_150
NC_136
LE_36
NC_94
AHR_3
NC_10
NC_60
NC_139
LE_32
AHR_12
NC_8
NC_38
NC_23
NC_64
NC_154
LE_27
LE_25
NC_51
AHR_16
SC_5
NC_129
NC_92
NC_79
AHR_1
NC_50
NC_133
LE_14
NC_47
NC_78
LE_11
LE_44
LE_19
NC_149
NC_156
NC_145
LE_23
NC_83
NC_128
NC_102
NC_44
NC_122
LE_8
AHR_2
NC_87
NC_69
NC_33
LE_45
NC_70
NC_55
AHR_17
NC_135
NC_13
NC_127
SC_6
NC_126
NC_141
NC_65
NC_153
NC_37
NC_53
NC_61
AHR_18
NC_20
NC_26 NC_68
NC_49
LE_35
NC_155
LE_18
NC_140
NC_45
NC_66
NC_114
NC_17
AHR_13
NC_137
SC_8
NC_63 NC_73
NC_120
AHR_21
NC_125
NC_98
NC_71
NC_110
NC_103
NC_91
NC_9
NC_152
NC_115
NC_131
NC_100
NC_67
AHR_6
LE_37
NC_117 NC_76
NC_143
NC_105
NC_28
NC_74
NC_118
NC_107
LE_39
NC_80
AHR_10
NC_119
NC_34
NC_108
NC_109
NC_77
LE_41
NC_138
AHR_19
NC_72
NC_148
NC_29
NC_116
NC_151
NC_147
NC_134
AHR_7
98
914
894
892
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888
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712
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695
694
693
690
687
685
683
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2901
2879
2840
2837
2831
2829
28172816
2811
2800
2796
2793
2792
2791
2790
2786
2769
NC_5
2766
2575
2472
2469
2388
2358
2357
2352
2351
2347
2345
2338
2332
2327
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2302
2301
2300
2299
2284
2281
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2233
2232
2230
2222
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2217
22162215
2212
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2188
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1837
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1567
1566
1563
1560
1555
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1377
1375
1372
1370
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NC_9
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LE_41
LE_39
LE_37
LE_27
NC_33
AHR_7
NC_44
NC_46
NC_45
NC_98
NC_80
NC_73
NC_74
NC_69
NC_76
AHR_1AHR_5AHR_4
NC_97
NC_52
LE_23
LE_11
LE_30
LE_32
LE_33
NC_68
NC_37
NC_22
NC_17NC_23NC_20
NC_116
NC_146
NC_147
NC_151
NC_139
NC_134
NC_131
NC_127
AHR_19
NC_121
NC_101
NC_150
NC_100
NC_129
NC_105
NC_133
NC_115
AHR_11
NC_154
NC_128
NC_120
NC_118
NC_148
99
909
863
861
851
830
820
819
818
813
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2306
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NC_93
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NC_38
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NC_19
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NC_10
NC_11
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NC_138
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NC_145
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NC_32
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NC_29
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Figure 7.3
LAKE CORNELIA/LAKE EDINA/
ADAM’S HILL POND
HYDRAULIC MODEL RESULTS
Comprehensive Water Resource
Management Plan
City of Edina, Minnesota
City of Edina Boundary
Roads/Highways
Creek/Stream
Lake/Wetland
Lake Cornelia/Lake Edina/
Adam’s Hill Pond 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
120 0 120 240
Meters
7-37
N
ine MileCreek
Lake
Cornelia
Lake
Edina
RichfieldRichfield
MinneapolisMinneapolis
SC_1
LE_1
NC_62
NC_30
NC_3
NC_5
NC_2
NC_4
SC_2
NC_6
SC_3
NC_78
LE_38
NC_72
LE_44
LE_51
NC_88
LE_54
NC_135 NC_130
!;N
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Figure 7.4
LAKE CORNELIA/LAKE EDINA
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.
0 - 25% (Poor/No Removal)
7-38
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U
M
L
A
MO
N
A
R
D
O
L
A
HIBISCUS AVE
WE
S
T
S
H
O
R
E
D
R
FON
D
E
L
L
D
R
WO
O
D
D
A
L
E
A
V
E
GILFORD DR
DUN
H
A
M
D
R
WE
S
T
S
H
O
R
E
D
R
ASPASIA CIR
WO
O
D
D
A
L
E
A
V
E
CLA
R
E
M
O
R
E
D
R
ELL
S
W
O
R
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H
D
R
DUN
H
A
M
D
R
CLA
R
E
M
O
R
E
C
T
BELVIDERE LA
FONDELL DR
GILFORD DR
CLARE
M
O
R
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D
R
CO
R
N
E
L
I
A
E
L
E
M
E
N
T
R
Y
S
C
H
O
O
L
OA
K
L
A
W
N
A
V
E
70TH
ELLSWORTH DR
KE
L
L
O
G
G
A
V
E
W 70TH ST
MAVELLE DR
72ND ST W
CO
R
N
E
L
I
A
D
R
HE
A
T
H
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R
T
O
N
T
R
GL
O
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BR
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S
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A
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BR
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B
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CIR
B
R
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A
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MAVELLE DR
SA
N
D
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L
L
A
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HAZELTON RD
YO
R
K
A
V
E
S
YO
R
K
A
V
E
S
64TH ST W
JO
S
E
P
H
I
N
E
A
V
E
WI
L
R
Y
A
N
A
V
E
65TH ST W
STATE HWY NO 62
ROBERTS PL
63RD ST W
RO
L
F
A
V
E
MI
L
D
R
E
D
A
V
E
WI
L
R
Y
A
N
A
V
E
WILR
Y
A
N
A
V
E
WI
L
R
Y
A
N
A
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TI
N
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D
A
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A
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E
NANCY LA
JUDSON
ST
.
J
O
H
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S
AS
H
C
R
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F
T
(S
T
A
T
E
H
W
Y
N
O
1
0
0
)
SO
U
T
H
C
R
E
S
T
D
R
RD
S
O
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T
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C
R
E
S
T
D
R
BR
I
T
T
A
N
Y
AV
E
S
SH
E
R
W
O
O
D
65TH
66TH
64TH
NO
R
M
A
N
D
A
L
E
B
L
V
D
ST
ST
AV
E
S
PA
R
N
E
L
L
W
W
W
WE
S
T
S
H
O
R
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D
R
RY
A
N
A
V
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ST
RD
DR
SH
O
R
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W
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S
H
O
R
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D
R
TER
LAGUN
A
D
R
BALFANZ
WO
O
D
D
A
L
E
A
V
E
AV
E
CR
E
S
T
O
N
RD
MI
L
L
E
R
S
L
A
AV
E
VALLEY
V
I
E
W
R
D
PA
R
N
E
L
L
62ND ST
PA
R
N
E
L
L
A
V
E
S
VI
R
G
I
N
I
A
A
V
E
S
O
ST63RD
VI
R
G
I
N
I
A
A
V
E
RY
A
N
A
V
E
S
RY
A
N
A
V
E
CO
H
W
Y
N
O
6
2
VI
R
G
I
N
I
A
A
V
E
FA
I
R
F
A
X
A
V
E
LA
VALLE
Y
V
I
E
W
R
D
CO
N
C
O
R
D
A
V
E
S
AV
E
CO
N
C
O
R
D
W 63RD ST
62ND ST W
AS
H
C
R
O
F
T
VIRGINIA LA
W
VIRGINI
A
L
A
GARRISONLA
S
AV
E
ST
J
O
H
N
S
A
V
E
60TH ST W
AV
E
FA
I
R
F
A
X
W
ST
J
O
H
N
S
ST
VA
L
L
E
Y
V
I
E
W
R
D
FR
A
N
C
E
A
V
E
S
CO HWY NO 62
DUNBERRY
PO
I
N
T
D
R
PO
I
N
T
A
V
E
OAKLAWN
DR
LA
RD
DR
HIL
L
C
R
E
S
T
L
A
LA
CO
R
N
E
L
I
A
D
R
CO
R
N
E
L
I
A
RO
S
E
C
T
66TH ST
CORNELIA CIR
R
D
R
D
SO
U
T
H
D
A
L
E
R
D
V
I
E
W
V
A
L
L
E
Y
VA
L
L
E
Y
V
I
E
W
R
D
VA
L
L
E
Y
V
I
E
W
R
D
DA
W
S
O
N
L
A
68TH ST W
W 69 1/2 ST
69TH ST W
FR
A
N
C
E
A
V
E
S
FR
A
N
C
E
A
V
E
S
65TH
W
ST
S
O
U
T
H
D
A
L
E
V
A
L
L
E
Y
V
I
E
W
R
D
W
FR
A
N
C
E
A
V
E
FR
A
N
C
E
A
V
E
S
(C
O
R
D
N
O
1
7
)
GARRISON
LA
VAL
L
E
Y
V
I
E
W
R
D
WO
O
D
D
A
L
E
A
V
E
S
BR
O
O
K
V
I
E
W
A
V
E
S
PE
A
C
E
D
A
L
E
A
V
E
S
69TH ST W
65TH ST W
DR
E
W
A
V
E
S
66TH ST W
BA
R
R
I
E
R
D
CO
L
O
N
Y
W
A
Y
SOUTHDALE CIR
YO
R
K
A
V
E
S
YO
R
K
A
V
E
S
XE
R
X
E
S
A
V
E
S
64TH ST W
YO
R
K
A
V
E
S
XE
R
X
E
S
A
V
E
S
O
BE
A
R
D
P
L
CH
O
W
E
N
A
V
E
S
(CO
R
D
N
O
6
2
)
BE
A
R
D
A
V
E
S
62ND ST W
BA
R
R
I
E
R
D
YO
R
K
A
V
E
S
YO
R
K
A
V
E
S
ZE
N
I
T
H
A
V
E
S
HER
I
T
A
G
E
D
R
XE
R
X
E
S
A
V
E
S
70TH ST W
LA
R
K
S
P
U
R
L
A
Lake
Cornelia
Lake
Edina
BloomingtonBloomington
RichfieldRichfield
MinneapolisMinneapolis
SC_1
NC_62
LE_1
LE_53
NC_106
LE_24
AHR_4
NC_56
NC_30
LE_34
NC_88
NC_59
LE_28
NC_3
SC_2
LE_30
SC_4
NC_4
SC_3
LE_7
NC_36
LE_51
NC_101
NC_43
NC_2
LE_26
LE_17
NC_99
NC_27
LE_4
NC_58
LE_6
NC_97
NC_35
NC_5
NC_96
LE_52
NC_86
NC_113
LE_5
LE_12
LE_54
NC_11
NC_95
AHR_8
NC_18
NC_46
AHR_20
LE_20
NC_146
NC_42
NC_48
LE_31
SC_9
NC_41
NC_85
NC_93
NC_19
AHR_15
NC_25
LE_33
NC_52
NC_82
NC_12
SC_7
NC_21
AHR_14
NC_124
NC_40
NC_142
AHR_11
NC_31
LE_13
NC_7 NC_32
NC_112
LE_29
LE_38
NC_24
NC_144
LE_40
NC_81
LE_9
NC_6
NC_84
NC_132
NC_22
NC_104
NC_54
NC_16
LE_43
NC_90
NC_14
NC_89
NC_75
LE_16
LE_3
NC_111
LE_21
LE_10
LE_2
AHR_5
NC_57
NC_39
NC_15
NC_123NC_121
LE_15
NC_150
NC_136
LE_36
NC_94
AHR_3
NC_10
NC_60
NC_139
LE_32
AHR_12
NC_8
NC_38
NC_23
NC_64
NC_154
LE_27
LE_25
NC_51
AHR_16
SC_5
NC_129
NC_92
NC_79
AHR_1
NC_50
NC_133
LE_14
NC_47
NC_78
LE_11
LE_44
LE_19
NC_149
NC_156
NC_145
LE_23
NC_83
NC_128
NC_102
NC_44
NC_122
LE_8
AHR_2
NC_87
NC_69
NC_33
LE_45
NC_70
NC_55
AHR_17
NC_135
NC_13
NC_127
SC_6
NC_126
NC_141
NC_65
NC_153
NC_37
NC_53
NC_61
AHR_18
NC_20
NC_26 NC_68
NC_49
LE_35
NC_155
LE_18
NC_140
NC_45
NC_66
NC_114
NC_17
AHR_13
NC_137
SC_8
NC_63 NC_73
NC_120
AHR_21
NC_125
NC_98
NC_71
NC_110
NC_103
NC_91
NC_9
NC_152
NC_115
NC_131
NC_100
NC_67
AHR_6
LE_37
NC_117 NC_76
NC_143
NC_105
NC_28
NC_74
NC_118
NC_107
LE_39
NC_80
AHR_10
NC_119
NC_34
NC_108
NC_109
NC_77
LE_41
NC_138
AHR_19
NC_72
NC_148
NC_29
NC_116
NC_151
NC_147
NC_134
AHR_7
98
914
894
892
890
888
885
884883
881 880 879
876
860
850
849848846
844
843
842
841
839
834
833829
828
826
823
822
821
816
809808
806
804
802
801
800
799
795
791
789
785
783
780779
778
777
775
767766
749
746
745743742
736
726723
719718
715
712
698
695
694
693
690
687
685
683
681
679
2902
2901
2879
2840
2837
2831
2829
28172816
2811
2800
2796
2793
2792
2791
2790
2786
2769
NC_5
2766
2575
2472
2469
2388
2358
2357
2352
2351
2347
2345
2338
2332
2327
2318 2315 2313 231223042303
2302
2301
2300
2299
2284
2281
2240
2238
2233
2232
2230
2222
2221
2217
22162215
2212
2189
2188
2171
215521542153
2143
21392138
2065
2063
2062
2057
2027
1974
2021
1997
1837
1834
1833
16411588
1587 1586
1584 1582 1581 1579 1578
1576
15701569 1568
1567
1566
1563
1560
1555
1391
1377
1375
1372
1370
1367
LE_8
NC_9
SC_6
SC_8
LE_41
LE_39
LE_37
LE_27
NC_33
AHR_7
NC_44
NC_46
NC_45
NC_98
NC_80
NC_73
NC_74
NC_69
NC_76
AHR_1AHR_5AHR_4
NC_97
NC_52
LE_23
LE_11
LE_30
LE_32
LE_33
NC_68
NC_37
NC_22
NC_17NC_23NC_20
NC_116
NC_146
NC_147
NC_151
NC_139
NC_134
NC_131
NC_127
AHR_19
NC_121
NC_101
NC_150
NC_100
NC_129
NC_105
NC_133
NC_115
AHR_11
NC_154
NC_128
NC_120
NC_118
NC_148
99
909
863
861
851
830
820
819
818
813
805
798797
796793
790
776
769
768
741
734
727
703701700
29132841
2839
LE_4
2818
280328022801
2767
2761
2477
2476
2466
2356
23552354
2350
2337
2333
2329
2317
2306
2228
2225
2219
2186
2150
2148
1972
1681
1564
1558
1381
1369
LE_9
NC_8
SC_5
SC_4
SC_7
NC_42NC_21
LE_36
NC_90
LE_52
NC_83
NC_77 NC_57
NC_93
NC_94
NC_84
NC_92
LE_14
LE_26
AHR_2
AHR_8 AHR_6
NC_53
NC_51
NC_54
LE_18 LE_25
LE_21LE_29
LE_16
LE_36
LE_31
NC_75
NC_49
NC_48
NC_35
NC_38
NC_24
NC_19
NC_16
NC_10
NC_11
NC_142
AHR_16
NC_138
AHR_10
NC_145
NC_108
AHR_18
NC_106
NC_107 NC_109NC_111
AHR_15
889
886
874
871
869868
856
855
853
852
838
831
825
782
771
760
755
747
738
728
725
722721720
2968
2904
2903 2845
2844
2842
LE_2
LE_3
LE_5
2819
2813
2781
2780
2779
2473
2467
2386
2360
2340
23362334
2324
2308
2305
2234
2229
2224
2223
2220
2172
2144
2069
2068
2067
2066
LE_6
1583
1577
1557
1553
1393
1379
1373
NC_7
SC_2
SC_9
NC_43
NC_79
NC_63
NC_85
NC_47
NC_41
NC_89
NC_82
AHR_3
NC_60
NC_81
NC_96NC_95
NC_87
NC_64
LE_43
LE_28
NC_59
NC_50
NC_56
NC_55
NC_58
LE_19 LE_24
LE_10
LE_53
LE_13
LE_12
LE_17
LE_15
LE_40
LE_35
LE_34
NC_91
NC_86
NC_99
NC_70
NC_61
NC_66
NC_40
NC_26
NC_31
NC_32
NC_67
NC_27
NC_25
NC_34
NC_29
NC_39
NC_28
NC_36
NC_18
NC_14 NC_15
NC_12
NC_13
NC_132
NC_110
NC_141
NC_136
AHR_14
NC_123
NC_119
NC_102
AHR_17
NC_103
AHR_21
NC_112
NC_149
NC_155
NC_140
NC_144
NC_143
NC_153
NC_152
NC_114
NC_122
NC_124
NC_126
NC_117
NC_104
NC_113
Ba
r
r
F
o
o
t
e
r
:
D
a
t
e
:
1
1
/
3
/
2
0
0
9
1
1
:
4
0
:
3
0
A
M
F
i
l
e
:
I
:
\
C
l
i
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t
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d
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P
r
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9
\
M
a
p
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\
R
e
p
o
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F
i
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r
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F
i
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7
_
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k
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y
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a
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o
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_
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e
s
u
l
t
s
.
m
x
d
U
s
e
r
:
m
b
s
2
Figure 7.3
LAKE CORNELIA/LAKE EDINA/
ADAM’S HILL POND
HYDRAULIC MODEL RESULTS
Comprehensive Water Resource
Management Plan
City of Edina, Minnesota
City of Edina Boundary
Roads/Highways
Creek/Stream
Lake/Wetland
Lake Cornelia/Lake Edina/
Adam’s Hill Pond 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
120 0 120 240
Meters