HomeMy WebLinkAboutCity Council Packet 03-09-2004 SpecialAgenda
City of Plymouth
Special City Council Meeting
March 9, 2004
5:00 P.M.
Public Safety Training Room
1. Call to Order
2. Consider remaining flood improvement study areas
3. Set future Study Sessions
4. Adjourn
Agenda Number: ;;
DATE: March 3, 2004 for the City Council Meeting of March 9, 2004
TO: aie Ahrens, City ManagerWDaunrielFROM: L. Faulkner, P.E. Director of Public Works
SUBJECT: FLOOD ANALYSIS REPORT UPDATE AND PROJECT RECOMMENDATIONS
CITY PROJECT NO. 3126
ACTION REQUESTED: Receive two additional Flood Analysis reports prepared by SEH and
provide direction for staff on which options should be pursued.
BACKGROUND: The City Council has previously received reports on six of the nine areas identified
for study and preparation of Flood Analysis reports. (Note: Site 4 has 2 separate reports.) We are now
presenting two additional reports prepared by the City's engineering consultant, SEH for Council
consideration. The following is the status of the Flood Analysis reports:
Reports Completed
Site 1 — Weston Lane west of Vicksburg Lane and north of County Road 6
Site 3 — 4785 Valley Forge Lane
Site 4 East — 11235 - 52°a Avenue
Site 4 West — 11735 — 52nd Avenue
Site 5 — Plymouth Colony Apartments north of County Road 6 and west of County Road 101
Site 6 — 28th Avenue and Sycamore Lane
Site 7 — Plymouth Ponds Apartments north of 45th Avenue and west of Nathan Lane
Additional Reports Completed
Site 2 — Greentree West neighborhood south of 30th Avenue and east of Alvarado Lane
Site 8 - Southwest corner of Teakwood Lane and Sunset Trail (145 Teakwood Lane)
Report Being Prepared
Site 9 2615 Jewel Lane — (West of Holly Lane north of 25th Avenue)
The City Council identified the options that will be implemented for the reports received earlier.
However, the source of funding was not identified and staff is to provide the Council with funding
options before the improvements are constructed. The recently constituted Surface Water Task Force
will be discussing related issues that will impact funding decisions for this work. Consequently
funding options for these improvements will not be brought back to the City Council before the Task
SUBJECT: FLOOD ANALYSIS REPORT UPDATE AND PROJECT RECOMMENDATIONS
CITY PROJECT NO. 3126
Page 2
Force is finished. The exception is Site 1 where the improvements were authorized to proceed without
the delay.
DISCUSSION: The two recently completed reports for sites 2 and 8 are attached for your
information. They provide background on the problems and potential solutions. An additional memo
concerning Site 8 from Risk Management Coordinator, Bob Pemberton, is also attached. This memo
addresses previous flooding issues with this property.
The analysis of Site 8 also includes a variety of flood protection options with the lowest cost option
once again being the flood proofing of the flooded home at 145 Teakwood Lane. The estimated cost
for a simple flood proofing solution for this house is $30,000 which is less than the $40,000 generic
estimate due to the type of house and additional onsite analysis completed.
The site 2, Greentree West, Flood Analysis indicates that the high water level produced in the June 24,
2003 storm event was approximately 997.6. While we only had one property owner report flood
damage from this rain storm, surveyed elevations of homes around the Greentree West Pond show that
there are four homes below this elevation. In addition, there are four more homes with low opening
elevations less than one foot above the established 100 year high water elevation of 997.0. The 100
year elevation is typically what is referenced when establishing required freeboard for basement and/or
low opening elevations.
The Flood Report indicates a variety of options to create flood protection for these homes, the cheapest
of which would be to flood proof the homes by constructing a walk up with a covered porch attached
to the house. A generic cost of $40,000 was previously estimated by our engineer, but this cost greatly
depends on existing conditions and required fill. This cost is felt to be a probable maximum per house.
Staff has received unfavorable comments on this option due to the aesthetic nature of this type of flood
protection.
Site 9 was just added to the analysis on January 20, 2004. City staff and SEH have met with the
property owners and it was determined that survey information is needed to adequately analyze the
site. Now that much of the snow has melted the survey work is being scheduled and work to complete
the analysis and report will proceed.
BUDGET IMPACTS: Attached is a cost estimate prepared by staff dated November 5, 2003 which
estimates the cost for repair of the June 24/25, 2003 storm event.
Estimated costs for improvements resulting from these reports were included in the revised budget for
the Water Resource Fund approved by the Council on November 25, 2003. Table 1 is a summary of
the costs included in the budget and the cost of the options approved by the City Council at the January
20, 2004 Special City Council Meeting. Table 2 compares the budgeted amount to the lowest cost
flood protection (from a June 2003 storm event) improvements.
0:\EngineeringTRO3ECTS\2000 - 2009\3126\Memos\CC_Update_3_9_04.doc
SUBJECT: FLOOD ANALYSIS REPORT UPDATE AND PROJECT RECOMMENDATIONS
CITY PROJECT NO. 3126
Page 3
Table 1 — Special Council Meeting 1/20/04 Water
Resource
Budget
Selected
Improvements
1. Site 1 Weston Lane 137,100 56,000
2. Site 3 4785 Valley Forge Lane 100,000 61,900
3. Site 4 East — 11235 — 52 nd Avenue 12,100 12,100
4. Site 4 West — 11735 — 52° Avenue 50,000 53,000
5. Site 5 Plymouth Colony Apartments 50,000 0-
6. Site 6 281Avenue and Sycamore Lane 16,000 7,800
7. Site 7 Plymouth Ponds Apartments 0- 29,500
8. Site 2 Greentree West 0-
9. Site 8
Lane)
Teakwood Lane/Sunset Trail (145 Teakwood
70,000
10. Site 9 25t and Holly
1 0-
Total 435,200 220,300
Added to flood analysis sites — 1/20/04
Table 2 Water Resource
Budget
Lowest Cost
Improvements
1. Site 2 — Greentree West (flood proof 1 to 4 homes) 0- 40,000 - $160,000
2. Site 8 — Teakwood Lane/Sunset Trail (145 Teakwood
Lane) 70,000 30,000
3. Site 9 — 25t
and Holly 0- 50,000
Total 70,000 120,000 - $240,000
There was only one home actually flooded, but four below the estimated June storm elevation.
2
This is a very rough estimate since the report is not yet complete and the solution has not been chosen.
RECOMMENDATIONS AND CONCLUSIONS: Staff feels that the conditions and issues
associated with the homes in Sites 2 and 8 are dissimilar from those flood sites previously considered
by the City Council. Therefore, rather than offering any specific recommendations, staff is requesting
that the City Council consider the circumstances under which these properties were flooded. In the
case of Site 2, Greentree West, no homes would have been flooded with the June storm event if the
homes were constructed in accordance with the approved building certificate.
In the case of the home at Site 8, there is some question as to when the walkup was constructed as the
Flood Analysis shows that this home would not have flooded if there was no walkup. In addition, there
is a current claim from the property owner that is being reviewed by LMCIT. Confidential information
will be provided to the City Council regarding this matter
Daniel L. Faulkner, P.E.
Director of Public Works
O:\Engineering\PROJECTS\2000 - 2009\3126\Memos\CC_Opdate_3_9_04_doc
SUBJECT: FLOOD ANALYSIS REPORT UPDATE AND PROJECT RECOMMENDATIONS
CITY PROJECT NO. 3126
Page 4
attachments: Flood Analysis Report for Site 2
Map of Greentree West lots with homes below elevation 998.0
Flood Analysis Report for Site 8
Damage Claim History for 145 Teakwood Lane
November 5, 2003 Estimated Cost of flood damage
in excess of already spent
0.AEngineeringTR07ECTS\2000 - 2009A3126AMemosVCC_Update_3_9_04_doc
i5EfI MEMORANDUM
3535 Vadnais Center Drive, St. Paul, MN 55110-5196 651.490.2000 800.325.2055 651.490.2150 FAX
TO: Dan Faulkner, City of Plymouth
FROM: Rocky Keehn and Paul Hegre, SEH
DATE: March 5, 2004
RE: Site 2 - Greentree Neighborhood
SEH No. A-PLYM00304.00 14.00
SEH is submitting this technical memo to address the flooding that occurred at Greentree Pond
MPI) from the storm event on the evening of June 24, 2003, which produced over 6 -inches of
rainfall in less than a twelve hour period. The City's design storm for ponding areas is the 100 -
year storm, which is a storm with a statistical chance of happening in any one year of 1%. For
the Twin Cities metro area the 100 -year storm is around 6 inches of rainfall in a 24-hour period.
For the same duration as the June storm event, the 100 -year storm produces 5.3 inches of rainfall
in a 12 -hour period.
This memo provides a summary of the study and alternatives considered. Cost estimates
provided should be considered very conceptual, intended to provide a basis for comparison of
options. A more detailed design and estimate should be completed prior to implementation.
Method of Analysis
We determined that two storm events should be modeled for all alternatives. The City currently
uses a 100 -year, 24-hour storm event to determine highwater elevations in all new developments.
This event is also used to evaluate highwater elevations in previously created ponds and in lakes
and wetlands. The standard technical base for this event is the Natural Resources Conservation
Service (NRCS, formally the SCS) Type II -24 hour distribution with the assumption that 5.9 -
inches rainfall will fall in this 24-hour period. The event that simulates the 100 -year, 24-hour
storm will be referred to as the "100 -year event" in the memorandum. The second event we
selected to model was one that would simulate the storm that occurred on June 24, 2003. After
reviewing storm data, it was determined that the rainfall distribution would closely resemble a
synthetic storm developed for the Midwest region called the Huff -3`d Quartile distribution of
rainfall. Based on rainfall information in the Plymouth area, it was concluded that the storm on
June 24 lasted about 12 hours, with a 1 -hour period of intense rain. The total rainfall amount
produced was estimated to be 6 -inches in the 12 -hours. This will be referred to as the "June
storm event".
After a site visit and review of existing information collected, it was determined that a detailed
hydrologic model would be needed to complete the analysis of this site. Detailed contour
information did not exist for Greentree Pond so an aerial contour map for the area was produced
for this project. This was supplemented by information available for the developments to the
Short Elliott Hendrickson Inc. Your Trusted Resource Equal Opportunity Employer
Site 2 - Greentree Neighborhood
March 5, 2004
Page 2
north (Churchhill Farms) and south (Bay Pointe) of Greentree Pond. With contour information
produced for the Greentree neighborhood area and record drawing information available for the
developments to the north and south respectively, we developed a HydroCAD® (hydrologic)
model to simulate the two storm events.
For the existing conditions model, the outlet was a 21" concrete storm sewer with a flared end
section and trash guard. Based on the as-builts, the normal elevation of the pond with this outlet
configuration was 994.30 feet. This was the outlet that was in place the night of June 24, 2003.
Due to the large amount of duck weed and other debris in the pond, the trash guard had a history
of partially plugging and thus may contribute to higher than normal water elevations in the pond.
If the pond elevation is higher then the planned normal elevation and has a partially plugged
outlet there is a higher probability of increased highwater elevations during extreme flood events.
Because of these concerns, the outlet has since been replaced with a skimmer outlet structure that
will prevent the outlet from being plugged with duck weed and other floatable materials. Once
the existing condition model was created and calibrated, the model was revised, with the new
skimmer outlet configuration, to evaluate the alternatives proposed to alleviate the flooding.
With the changes in the outlet, the plans indicate a normal elevation of 994.22 feet. The changes
to the outlet configuration were reviewed to determine if the new outlet would have any impact
on the modeling of the pond. Because the elevation difference is only 0.08 feet and the skimmer
structure reproduces the hydraulics of the original outlet, it was determined there will be no
change in the operation of the outlet hydraulics of the pond. The new outlet will however
prevent the potential of partial blockage of the outlet.
The City's Water Resources Management Plan records the 100 -year event High Water Elevation
HWL) for the pond at 997.0. This elevation was determined when the pond was designed over
20 years ago and assumed developed conditions for the entire watershed. An updated computer
model which incorporates the development to the north produced a HWL of 997.1 for the 100 -
year event. Since the elevation difference was within 0.1 feet, the parameters used in the new
model for drainage area and runoff factors appear to closely match assumptions used to complete
the analyses over 20 years ago.
The second point of calibration was to compare the highwater elevations observed by the
residents during the June storm event and those simulated in the model for this same event.
During the June storm event, the resident at 2940 Alvarado Lane indicated there was 3 inches of
water in the basement and the pond elevation was about 1 foot over the top of the culvert. The
lower floor of the house at 2940 Alvarado Lane is 996.78 feet and when 3 inches of water in the
basement is added to this elevation, the pond highwater would be near 997.0 feet. However, the
final water elevation in the basement may not indicate the actual highwater in the pond since it
could have built-up on the backdoor before it flowed into the basement.
Based on a site survey, the inverts of a 48 -inch equivalent arch culvert crossing 30`h Avenue
were established at 993.9 and 993.1 for the north and south ends respectively. The top of the
culvert was surveyed at 996.5. Thus, a second check was the observed one foot of water over the
top of the culvert elevation of 996.5 putting the highwater elevation at 997.5. The final check
would be elevations of other homes located around the pond. Since no other home owner
Site 2 - Greentree Neighborhood
March 5, 2004
Page 3
indicated damage, the next lowest elevation was checked and was found to be at 997.01. If it
assumed that water did not enter the basement of this home, then this calibration point would
support a highwater near 997.0 (assuming no water ponded on the door of the walkout).
The observed information indicates the pond reached an elevation between 997.0 and 997.5
during the June storm event. The computer model was run and calculated an elevation of 997.6
for the June storm event. Since the purpose of the study is to compare alternatives and the
relative impact they have on reduction of assumed highwater elevations, the highwater elevation
calculated in the model for the June storm event will be the assumed base existing highwater
elevation (997.6 feet).
Since the house at 2940 Alvarado Lane had a basement elevation that was below the assumed
100 -year event highwater of 997.0, additional information was collected that included the
Certificate of Survey on file with the City dated June 1977 for Lot 1, Block 6, of Greentree West
home that flooded). This document indicates the basement floor was to be constructed at
elevation 998.17 feet. Survey information collected by the City in December of 2003 indicated
the home at 2940 Alvarado Lane has a walkout elevation or lowest floor opening of 996.78
which is 1.49 feet below the elevation on the Certificate of Survey.
Because of the concern that other homes were built at elevations lower than the 997.0 (100 -year
highwater elevation) or 998.0 (100 -year elevation plus 1 foot) all lowest openings into the homes
surrounding the pond were surveyed. Homes with surveyed elevations below 998.0 are
summarized in the following table.
Summary of houses with Surveyed Low Openings below 998.0
PIN
Surveyed
Low
Opening
Certificate
basement
elevation
Built below
certificates
of survey?
Basement Type on
Certificate
19-118-22-32-0051 996.78 998.17 Yes Walkout Basement
19-118-22-33-0004 997.01 997.60 Yes Walkout Basement
19-118-22-32-0030 997.26 996.10 Yes Full Basement
19-118-22-33-0003 997.26 997.60 Yes Walkout Basement
19-118-22-32-0052 997.68 998.00 Yes Full Basement
19-118-22-33-0013 997.69 1000.00 Yes Walkout Basement
19-118-22-32-0014 997.71 998.40 Yes Walkout Basement
19-118-22-32-0015 997.86 Not Listed Not known Not Listed
Certificate is for a full basement but house was built with a walkout.
It was determined that during the rainfall event in June, the final destination for the runoff,
Mooney Lake, was at near record high elevations. An additional computer run was made for
June event assuming that Mooney Lake was at elevation 990.0. The impact of this elevation in
Mooney Lake is that it would backwater into the Bay Pointe Pond and raises the normal
elevation of this pond 1.54 feet above its outlet elevation. The impact of this higher water in Bay
Pointe Pond was that it raised the June storm event elevation in Bay Point Pond from 993.0
Site 2 - Greentree Neighborhood
March 5, 2004
Page 4
without Mooney Lake to 993.3 with the Mooney Lake highwater. However, this highwater
elevation is still lower than outlet pipe from Greentree Pond and thus had no impact on the
calculated elevation in Greentree Pond. Since the bounce in Greentree Pond for the June event
was only 3.3 feet (assumed June storm event elevation of 997.6 feet minus the outlet elevation of
994.30 feet), the control of the discharge from the pond is more than likely at the entrance of the
outlet and not impacted by the tailwater from the downstream pond or Mooney Lake.
The resident at 2940 Alvarado Lane inquired about the impact the area north of CSAH 24 known
as Churchill Farms had on Greentree Pond. We analyzed Greentree Pond with Churchill Farms
in a developed and undeveloped condition to address this question. The computer model
indicated the elevation of Greentree Pond for the 100 -year event is 997.1 feet with Churchill
Farms in a developed condition as it is today. With Churchill Farms in an undeveloped
condition, the pond elevation produced by the model is 997.0. We concluded that the
development of Churchill Farms has little impact on the elevation of Greentree Pond due to
adequate detention storage in Churchill Farm's storm water ponds.
The City's current standard freeboard is 2 feet from the lowest floor elevation to the water
elevation produced by a 100 -year event. Reviewing the existing information we concluded that
lowering the flood elevation for a 100 -year event to 994.7 (2 feet below 2940 Alvarado Lane) is
not a realistic goal. The alternatives we explored attempt to lower the pond elevation as much as
possible given the existing conditions in an effort to prevent flooding during the June storm
event.
Alternatives
To protect the house from flooding during similar June event storms, we considered several
alternatives. These can be categorized into four major areas 1) changes to the outlet from the
pond, 2) increased storage by excavation, 3) reduced flow to or divert flow from Greentree Pond
and finally, 4) flood proof the homes. The results are summarized in the following text.
Outlet Changes
We considered replacing the existing Greentree Pond outlet with a larger capacity outlet
Alternative IA). This alternative would require replacing the outlet from the south end of
Greentree Pond to Pond MP2B in the Bay Pointe development. Also, because of passing
additional flow downstream, a larger outlet for Pond MP2B would be required. The total length
of replacement is approximately 1250 feet and would require street reconstruction, utility
modifications, and property restoration. Existing conditions dictate that a 36 -inch outlet is the
largest outlet constructible. The 36 -inch outlet lowers the pond elevation approximately 0.8 feet
for the modeled June storm event. The cost estimate for this alternative is $438,600 and includes
the major items to be completed during construction; engineering, administrative and legal costs;
along with contingencies.
Based on feedback from the residents, we considered lowering the outlet pipe from the ponding
area to provide the potential for more discharge of water from the pond. Two options were
considered for this scenario. Because the pond has a protected normal water surface elevation
for both options it was assumed that a weir structure would be placed to maintain the water
surface elevation at its current level, but would be of significant length so it does not act as a
Site 2 - Greentree Neighborhood
March 5, 2004
Page 5
control outlet from the pond. The first option lowered outlet pipe option assumed the existing
21" outlet pipe would be lowered. This would require the installation of new pipe or if possible
salvaging and reinstalling the existing 21" storm sewer (Alternative 1B). For this option the
highwater in the pond is reduced by only 0.1 feet for the modeled June storm event. The cost
estimate for this alternative is $336,700 and includes the major items to be completed during
construction; engineering, administrative and legal costs; along with contingencies.
A second lowering option assumed that the pipe size would increase to a diameter which
provided the same benefit as a new 36" new storm sewer (Alternative 1Q. With lowering the
outlet the pipe, the outlet storm sewer size is reduced from a 36" to 30" diameter pipe; however,
the increased discharge has an impact on the downstream pond (Bay Pointe) and therefore
requires an increased outlet be constructed from Bay Point to Mooney Lake. The cost estimate
for this alternative is $409,000 and includes the major items to be completed during construction;
engineering, administrative and legal costs; along with contingencies.
Pond Excavation
We considered excavating the entire island within Greentree Pond (Alternative 2A). This
alternative lowers the elevation by approximately 0.8 feet for the modeled June storm event.
Removal of the island requires approximately 23,000 cubic yards of excavation. The aesthetic
and recreational value of the island and trail would be lost with this alternative. The cost
estimate for this alternative is $356,500 and includes the major items to be completed during
construction; engineering, administrative and legal costs; along with contingencies.
We considered excavating a portion of the island to increase storage in Greentree Pond while
leaving the trail crossing the island intact (Alternative 2B). This alternative lowers the elevation
by 0.3 feet for the modeled June storm event. The excavation required to accomplish this is
approximately 8000 cubic yards. The cost estimate for this alternative is $135,500 and includes
the major items to be completed during construction; engineering, administrative and legal costs;
along with contingencies.
We considered replacing the outlet and excavating the entire island (Alternative 2C). This
alternative lowers the elevation by approximately 1.2 feet for the modeled June storm event. The
cost estimate for this alternative is $837,500 and includes the major items to be completed during
construction; engineering, administrative and legal costs; along with contingencies
Reduced or Diverted Flows Upstream
We considered restricting the flow from Churchill Farms development (Alternative 3A). The
flow restriction required to lower Greentree Pond 0.5 feet results in an added 1 foot bounce in the
storm water ponds in Churchill Farms for the modeled June storm event. The other concern with
this alternative is that wetland areas upstream of 32"d Avenue have a history of flooding some
streets during large storm events. A restriction in the outlet from the system would make this
occurrence more frequent. A cost estimate was not performed for this alternative because of the
adverse conditions it causes upstream at Churchill Farms.
The final alternative considered was to reroute the Churchhill Farms outlet west to Holy Name
Lake (Alternative 3B). This option would reduce the amount of flow going into Greentree Pond
Site 2 - Greentree Neighborhood
March 5, 2004
Page 6
and also reduce the volume of runoff to Mooney Lake. The impact of the diversion is it would
reduce the modeled June event flood elevation in Greentree Pond by 0.6 feet. Since the runoff
would outlet into the City of Medina and change watershed flow patterns, considerable
coordination with and approval from the City of Medina and Minnehaha Creek Watershed
District would be needed to implement this alternative. Preliminary contact with the City of
Medina indicates that they do not have a model of the watershed and thus additional hydrologic
and hydraulic modeling would be required to determine the impacts of the flow change. If the
project would have negative impacts on Holy Name Lake or the downstream system the project
would not be feasible. The cost of rerouting the Churchhill Farms drainage to Holy Name Lake
is $362,700 (Alternative 3B). The cost will be reduced if during the feasibility study of the
project it is determined that the outlet can be discharged into the treatment pond north of the
Church and east of Holy Name Lake.
Home flood proofing
We considered leaving Greentree Pond and the storm system intact and flood -proofing the
effected homes for the June storm event (Alternative 4A). The houses can be flood -proofed by
changing the walkouts from the basements into a walkup and small berm built around a portion
of the yard directly in the back of the house. For the house with the lowest opening a window,
the conversion would be to regress window. Since this option impacts private property it would
have to be agreed upon by the property owners. We have determined that the most costly
scenario is one in which the back of the house is flood proofed and the area over the walkup is
protected with a covered porch attached to the house. The estimated cost for this scenario is
40,000 per house flood proofed. Depending the existing conditions of house and required fill,
this cost could be reduced once a contractor prepares an estimate based the specifics conditions
of the house.
The amount of potential flood storage lost with the elimination of the basement areas and small
amount of fill around the houses was looked at. Modeling completed for the study assumed that
basement areas would not be included in the computations for storage area of the pond and thus
the potential loss of storage has already been addressed. Also, since most all the fill would be
above the 100 -year flood stage elevation of 997.0, the impact to the modeling results is also
negligible. If there is a concern of lost storage, a minimum amount of area could be mitigated
around the pond, most likely from the island.
A summary of the modeling for the June storm event and 100 -year event are attached. The
summary includes the cost estimates which are a summary of the detailed preliminary cost
estimates which are also attached.
pdh
Attachment
x:\pt\p1ymo\030400\word\report memos\site 2-greentree memo 020804.doc
Site 2 Summary - Greentree Pond
Benefit = Existing conditions HW minus HW as a result of improvement
Greentree Pond MP1) Bay Pointe
Alternative
Cost of
Alternative
HW Benefit
feet)
Rainfall
Distribution
Duration
hr)
Rainfall
Inches)
Normal
feet)
HW
feet)
Inflow Outflow
cfs) (cfs)
Volume
ac -ft) HW (feet)
JUNE STORM EVENT 6 IN.
Ex Existing conditions N/A 0.0 Huff 3rd Qrt. 12 6.0 994.30 997.6 105.6 14.5 38.61 993.
Ex Existing -Churchill undeveloped conditions N/A 0.1 Huff 3rd Ort. 12 6.0 994.30 997.5 106.4 15.1 34.7 993.0.
Ex High tailwater 990 from Bay Pointe N/A 0.0 Huff 3rd Ort. 12 6.0 994.30 997.6 105.6 14.8 38. 993.
1A Increase outlet size to 36" 438,600 0.8 Huff 3rd Qrt. 12 6. 994.22 996.8 105.6 38.0 38. 992.
1B Lower outlet existing21" outlet 336,700 0.1 Huff 3rd Ort. 12 6. 994.22 997.5 105.6 13.2 38. 993.
1C Lower outlet increase size 30" 409,000 0.9 Huff 3rd Qrt. 12 6. 994.22 996.7 105.6 29.4 38. 992.
2A Remove island 356,500 0.8 Huff 3rd Ort. 12 6. 994.22 996.8 105.6 12.1 38. 992.7
2B Remove partial island 135,500 0.3 Huff 3rd Qrt. 12 6. 994.22 997.3 105.6 14.2 38. 992.9
2C Increase outlet to 36" remove island 837,500 1.2 Huff 3rd Ort. 12 6. 994.22 996.4 105.6 29.1 38. 992.
3A Existing -Churchill restricted flow N/A 0.5 Huff 3rd Qrt. 12 6. 994.22 997.1 92.8 13.4 37.4 992.
38 Existing -Churchill to Holy Name Lake u r
Ex Existing conditions N/A 0.0 SCS Type II 24 5.9 994.30 997.1 292.2 13.6 37.5 993.5
Ex Existing -Churchill undeveloped conditions N/A 0.1 SCS Type II 24 5.9 994.30 997.0 294.8 13.1 33.9 993.6
Ex High tailwater 990 from Bay Pointe N/A 0.0 SCS Type II 24 5.9 994.30 997.1 292.2 13.3 37.5 994.1
1A Increase outlet size to 36" 438,600 0.6 SCS Type II 24 5.9 994.22 996.5 292.2 32.5 37.5 993.2
1 B Lower outlet existing 21 " outlet 336,700 0.0 SCS Type 11 24 5.9 994.22 997.1 292.2 12.8 37.5 993.9
1C Lower outlet increase size 30" 409,000 0.6 1 SCS Type II 24 5.9 994.221 996.5 292.21 28.8 37.5 993.7
2A Remove island 356,500 0.7 SCS Type 11 24 5.9 994.22 996.4 292.2 11.2 37.5 993.4
213 Remove partial island 135,500 0.2 SCS Type II 24 5.9 994.22 996.9 292.2 12.4 37.5 993.5
2C Increase outlet to 36" remove island 837,500 1.1 SCS Type II 24 5.9 994.22 996.0 292.2 22.8 37.5 992.9
3A Existing -Churchill restricted flow N/A 0.4 SCS Type 11 24 5.9 994.22 996.7 281.0 11.7 35.5 993.5
Holy Name Lake 5.9 996.6 283.0 11.3 28.4 993.53BExisting-Churchillto
Benefit = Existing conditions HW minus HW as a result of improvement
Plymouth- Neighborhood Flood Analysis
Site 2- Greentree Neighborhood
Alternative 1 A - New outlet to the south
Item Unit Quantity Cost Total Cost
Sawcut Bituminous LF 900 1.50 1,350
Remove Bituminous SY 1000 1.60 1,600
Salvage Aggregate Base CY 160 10.00 1,600
Remove Curb & Gutter LF 920 2.10 1,932
Salvage Topsoil CY 130 2.00 260
Remove Storm Sewer Pipe LF 1276 7.50 9,570
Salvage Riprap CY 30 50.00 1,500
Salvage Castings Each 6 130.00 780
Remove Manholes Each 6 200.00 1,200
Remove Special Structure Each 1 500.00 500
Structure Excavation CY 500 4.00 2,000
Pipe bedding CY 425 10.50 4,463
60" Type 4020 Manhole LF 45 350.00 15,750
72" Type 4020 Manhole LF 30 450.00 13,500
Special Structure Each 1 5,000.00 5,000
21" RCP Class III LF 73 35.00 2,555
36" RCP Class V LF 1013 85.00 86,105
48" RCP Class III LF 160 150.00 24,000
Install Castings Each 6 250.00 1,500
21" RCP FES Each 1 750.00 750
36" RCP FES Each 2 800.00 1,600
48" RCP FES Each 1 1,500.00 1,500
Riprap Class III CY 35 40.00 1,400
Bituminous ton 165 40.00 6,600
Subgrade Preparation Sta. 9 400.00 3,600
Aggregate Base CY 80 10.50 840
Concrete Curb & Gutter (6618) LF 920 18.00 16,560
Clear & Grubb trees Each 20 200.00 4,000
Coniferous Trees Each 10 400.00 4,000
Deciduous Trees Each 10 400.00 4,000
Topsoil Borrow CY 65 10.00 650
Sod SY 1745 2.00 3,490
Subtotal 222,805
50% Contingency
Subtotal
Mobilization (5%)
Subtotal
111,402
334,207
16,710
350,917
25% Engineering, Administration and Legal Costs $87,729
TOTAL $438,600
Plymouth- Neighborhood Flood Analysis
Site 2- Greentree Neighborhood
Alternative 1 B - New 21 " lower outlet to the south
Item Unit Quantity Cost Total Cost
Sawcut Bituminous LF 900 1.50 1,350
Remove Bituminous SY 1000 1.60 1,600
Salvage Aggregate Base CY 160 10.00 1,600
Remove Curb & Gutter LF 920 2.10 1,932
Salvage Topsoil CY 130 2.00 260
Remove Storm Sewer Pipe LF 1276 7.50 9,570
Salvage Riprap CY 30 50.00 1,500
Salvage Castings Each 6 130.00 780
Remove Manholes Each 6 200.00 1,200
Remove Special Structure Each 1 500.00 500
Structure Excavation CY 500 4.00 2,000
Pipe bedding CY 425 10.50 4,463
48" Type 4020 Manhole LF 25 250.00 6,250
60" Type 4020 Manhole LF 50 350.00 17,500
72" Type 4020 Manhole LF 10 450.00 4,500
Special Structure Each 1 5,000.00 5,000
21" RCP Class III LF 73 35.00 2,555
21" RCP Class V LF 1013 35.00 35,455
48" RCP Class III LF 160 150.00 24,000
Install Castings Each 6 250.00 1,500
21 " RCP FES Each 1 750.00 750
21" RCP FES Each 2 750.00 1,500
48" RCP FES Each 1 1,500.00 1,500
Riprap Class III CY 35 40.00 1,400
Bituminous ton 165 40.00 6,600
Subgrade Preparation Sta. 9 400.00 3,600
Aggregate Base CY 80 10.50 840
Concrete Curb & Gutter (6618) LF 920 18.00 16,560
Clear & Grubb trees Each 20 200.00 4,000
Coniferous Trees Each 10 400.00 4,000
Deciduous Trees Each 10 400.00 4,000
Topsoil Borrow CY 65 10.00 650
Sod SY 1745 2.00 3,490
Subtotal 171,055
50% Contingency 85,527
Subtotal 256,582
Mobilization (5%) 12,829
Subtotal 269,411
igineering, Administration and Legal Costs 67,353
TOTAL $336,700
Plymouth- Neighborhood Flood Analysis
Site 2- Greentree Neighborhood
Alternative 1 C - New 30" lower outlet to the south
Item Unit Quantity Cost Total Cost
Sawcut Bituminous LF 900 1.50 1,350
Remove Bituminous SY 1000 1.60 1,600
Salvage Aggregate Base CY 160 10.00 1,600
Remove Curb & Gutter LF 920 2.10 1,932
Salvage Topsoil CY 130 2.00 260
Remove Storm Sewer Pipe LF 1276 7.50 9,570
Salvage Riprap CY 30 50.00 1,500
Salvage Castings Each 6 130.00 780
Remove Manholes Each 6 200.00 1,200
Remove Special Structure Each 1 500.00 500
Structure Excavation CY 500 4.00 2,000
Pipe bedding CY 425 10.50 4,463
54" Type 4020 Manhole LF 25 300.00 7,500
60" Type 4020 Manhole LF 50 350.00 17,500
72" Type 4020 Manhole LF 10 450.00 4,500
Special Structure Each 1 5,000.00 5,000
21" RCP Class III LF 73 35.00 2,555
30" RCP Class V LF 1013 70.00 70,910
48" RCP Class III LF 160 0
Install Castings Each 6 250.00 1,500
21" RCP FES Each 1 750.00 750
21" RCP FES Each 2 750.00 1,500
48" RCP FES Each 1 1,500.00 1,500
Riprap Class III CY 35 40.00 1,400
Bituminous ton 165 40.00 6,600
Subgrade Preparation Sta. 9 400.00 3,600
Aggregate Base CY 80 10.50 840
Concrete Curb & Gutter (6618) LF 920 18.00 16,560
Clear & Grubb trees Each 20 200.00 4,000
Coniferous Trees Each 10 400.00 4,000
Deciduous Trees Each 10 400.00 4,000
Topsoil Borrow CY 65 10.00 650
Sod SY 1745 2.00 3,490
Subtotal 183,760
50% Contingency
Subtotal
Mobilization (5%)
Subtotal
jineering, Administration and Legal Costs
91,880
275,639
13,782
289,421
72,355
TOTAL $361,700
Plymouth- Neighborhood Flood Analysis
Site 2- Greentree Neighborhood
Alternative 2A - Excavate entire island
Item Unit Quantity Cost Total Cost
Remove Bituminous Pavement (trail and road) SY 900 8.00 7,200
Pond Excavation CY 23000 8.00 184,000
Haul Route Restoration LS 1 10,000.00 10,000
Subtotal
35% Contingency
Subtotal
Mobilization (5%)
Subtotal
25% Engineering, Administration and Legal Costs
201,200
70,420
271,620
13,581
285,201
71,300
TOTAL $356,500
Plymouth- Neighborhood Flood Analysis
Site 2- Greentree Neighborhood
Alternative 2B - Excavate partial island
Item Unit Quantity Cost Total Cost
Pond Excavation CY 8000 8.00 64,000
Haul Route Restoration LS 1 5,000.00 5,000
Bituminous (trail restoration) Ton 50 100.00 5,000
Restoration Ac 1 2,500.00 2,500
Subtotal
35% Contingency
Subtotal
Mobilization (5%)
Subtotal
ig, Administration and Legal Costs
76,500
26,775
103,275
5,164
108,439
27,110
TOTAL $135,500
Plymouth- Neighborhood Flood Analysis
Site 2- Greentree Neighborhood
Alternative 2C - New outlet/Remove island
Item Unit Quantity Cost Total Cost
Sawcut Bituminous LF 900 1.50 1,350
Remove Bituminous SY 1000 1.60 1,600
Salvage Aggregate Base CY 160 10.00 1,600
Remove Curb & Gutter LF 920 2.10 1,932
Salvage Topsoil CY 130 2.00 260
Remove Storm Sewer Pipe LF 1276 7.50 9,570
Salvage Riprap CY 30 50.00 1,500
Salvage Castings Each 6 130.00 780
Remove Manholes Each 6 200.00 1,200
Remove Special Structure Each 1 500.00 500
Structure Excavation CY 500 4.00 2,000
Pipe bedding CY 425 10.50 4,463
60" Type 4020 Manhole LF 45 350.00 15,750
72" Type 4020 Manhole LF 30 450.00 13,500
Special Structure Each 1 5,000.00 5,000
21" RCP Class III LF 73 35.00 2,555
36" RCP Class V LF 1013 85.00 86,105
48" RCP Class III LF 160 150.00 24,000
Install Castings Each 6 250.00 1,500
21" RCP FES Each 1 750.00 750
36" RCP FES Each 2 800.00 1,600
48" RCP FES Each 1 1,500.00 1,500
Riprap Class III CY 35 40.00 1,400
Bituminous ton 165 40.00 6,600
Subgrade Preparation Sta. 9 400.00 3,600
Aggregate Base CY 80 10.50 840
Concrete Curb & Gutter (6618) LF 920 18.00 16,560
Clear & Grubb trees Each 20 200.00 4,000
Coniferous Trees Each 10 400.00 4,000
Deciduous Trees Each 10 400.00 4,000
Topsoil Borrow CY 65 10.00 650
Sod SY 1745 2.00 3,490
Remove Bituminous Pavement (trail and road) SY 900 8.00 7,200
Pond Excavation CY 23000 8.00 184,000
Haul Route Restoration LS 1 10,000.00 10,000
Subtotal
50% Contingency
Subtotal
Mobilization (5%)
Subtotal
25% Engineering, Administration and Legal Costs
425,355
212,677
638,032
31,902
669,933
167,483
TOTAL $837,500
Plymouth- Neighborhood Flood Analysis
Site 2- Greentree Neighborhood
Alternative 3B - New outlet to the north dump into lake
Item Unit Quantity Cost Total Cost
Sawcut Bituminous LF 1425 1.50 2,138
Remove Bituminous SY 1900 1.60 3,040
Remove Culverts LF 60 7.50 450
Remove Manholes Each 1 200.00 200
Pipe bedding CY 600 10.50 6,300
60" Type 4020 Manhole LF 16 350.00 5,600
72" Type 4020 Manhole LF 18 450.00 8,100
15" CMP LF 60 35.00 2,100
36" RCP Class V LF 1425 85.00 121,125
Install Castings Each 6 250.00 1,500
15" CMP FES Each 4 50.00 200
36" RCP FES Each 1 800.00 800
Riprap Class III CY 35 40.00 1,400
Bituminous Ton 420 40.00 16,800
Aggregate Base CY 640 10.50 6,720
Topsoil Borrow CY 350 10.00 3,500
Sod SY 3200 2.00 6,400
Subtotal 184,235
50% Contingency 92,118
Subtotal 276,353
Mobilization (5%) 13,818
Subtotal 290,170
25% Engineering, Administration and Legal Costs 72,543
TOTAL $362,700
Site Visit Sheet
Collect Information of identified problem related to storm water runoff in Plymouth
Site Identification
Problem Area Name: Site 2 - Greentree Neighborhood
Flooding Location: Backyard, into basement
Visit Information:
Date Time Name of Resident Address Phone No.
8/7/03 12:00 Dave Goodrf,-- 2940 Alvorado 763.473.8756
Citv Representatives at site visit
Name: Dan Faulkner Rocky Keehn Beth Peterson
Affiliation
Dir. of Public SEH SEH
Works
Phone No. 763.509.5520 651.490.2026 651.765.2901
Summary of Visit with Resident:
Description of Problem based on site meeting:
Path next to pond was still under water the next day
Water was 1 -foot higher than the top of the inlet culver
Delta formed at inlet after the rain
Resident indicates that flooding has gotten worse over the last 10 years. Wonders if there is a
downstream obstruction or diminshed capacity and thinks the upstream development may have
played a part.
Damage [hat occurred
3 inches of water in basement.
31,000 in damage
Frequency of Problem
In 1979 water was up to backdoor.
Rainfalls of 2-3 inches will flood backyard, usually above rocks and 10 -feet into backyard
Typically water sits in the inlet pipe that is next to house
Proposed solutions:
Decrease flow to pond
Increase storage upstream
Increase outlet capacity
The outlet at Baypoint downstream may need to be changed
Back page is for site sketch
Sketch of Problem Area:
Include: Flooded area, location of catch basins, size of catch basins, emergency overflow area,
and critical structures.
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City Review of the Problem
Problem Area Name: Site 2 - 2940 Alvarado Lane Date:
Flooding Location: Backyard, into basement Date: 6/24/03
Contact:
City Contact Person: I Dan Faulkner I Phone No. 763.509.5520
General Comments:
The 100-year/24hr HWL is 997.0 taken from the Water Resources Management Plan and
997.1 from the computer model developed for this study.
Walkout elevation of 2940 Alarado Lane surveyed at 996.67. The walkout elevation is built
below the 100 -year HWL elevation. Because this house was built too low, a detailed survey
of all house around the pond was undertaken to see if other house were built to low.
Because of the number of alternative considered for this location, no future actions were
determined at this time. Future action will be discussed in detail by the City Staff and City
Council to determine the appropriate actions action that need to be undertaken based on
benefit and funding.
Future Actions:
Action Cost of Action
Basis of
Payment
1)
Proposed
Completion
Date
Final
Completion
Date
i
1) GF — General Funds
SU — Storm Water Utility
AS — Assessment
GR -.Grant
Total Solution Cost
Data Sheet
To Determine Action Plan
Site Identification
Problem Area Name: Site 2 - Greentree Neighborhood
Flooding Location: Backyard, into basement
Preliminary discussion of the problem based on site visit!
Discussion by: Rocky Keehn Date:
General Comments:
For this location there was not comprehensive model which incorporate the Greentree
Development, Bay Pointe Development to the south and Churchhill development to the north. It
also appears that the 100 -free board elevation for building homes was set at 1 -foot instead of the
2 -feet which is now the City standard.
Available Data:
As-builts of the storm sewer system and Grading plans of the developments to the north and
south of Greentree Pond.
Additional Data that needs to be collected:
I
There is no contour map of the Greentree Pond avialable to be used for any comprehensive
model.
Recommended Future Action(s) based on Available Information:
Survey pond or have outside mapping contractor develop a contour map for the Greentree Pond.
Recommend mapping contractor which would allow for more area coverage.
City Review on Back Page
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Legend
v'ArI';R RESOURCES
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v'ArI';R RESOURCES
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JAN 1997
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Summary of houses with
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27TH AV
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A5 MEMORANDUM
3535 Vadnais Center Drive, St. Paul, MN 55110-5196 651.490.2000 800.325.2055 651.490.2150 FAX
TO: Dan Faulkner, City of Plymouth
FROM: Rocky Keehn, SEH
DATE: March 5, 2004
RE: Site 8 - 145 Teakwood Lane
SEH No. A-PLYM00304.00 14.00
SEH is submitting this technical memo to address the flooding that has historically occurred at
145 Teakwood Lane. This memo provides a summary of the study and alternatives considered
based on information we collected as part of our study. Cost estimates provided should be
considered very conceptual, intended to provide a basis for comparison of options. A more
detailed design and estimate should be completed prior to implementation.
Method of Analysis
After a site visit and review of existing information collected, it was determined that a detailed
hydrologic model would be needed to complete the analysis of this site. Detailed contour
information did not exist for the site so a contour and topographic map for the area was produced
for this project from a site survey. With contour information produced for the lot and critical
surrounding areas, we developed a HydroCAD® (hydrologic) model to simulate the two storm
events.
The entire area is part of watershed BC66 (City's Water Resources Management Plan). The
drainage areas were determined from contour maps that pre -dated the development and a site
visit. The total potential drainage area to the storm sewer from the east side of Teakwood Lane
was estimated to be 14.25 acres (see attached drainage area map figure). The direct area to the
culvert in the yard is 8.20 acres. There is an additional 0.36 acres on the south side of Sunset
Trail that more than likely goes into the backyard if it goes down the driveway of the home to the
west of 145 Teakwood Lane. An additional 1.89 acres is located on the north side of Sunset
Trail, which the resident indicated has flowed south across the road during large storm events
and into their backyard at the same driveway location as the 0.36 acres. The final potential
contributing area is 3.8 acres to the south that drains into Teakwood Lane, north down the street
to the low point catch basins which are located on Teakwood Lane just downstream of the outlet
from the low area in the yard. All but the area to the north of Sunset Trail will drain to catch
basins in Teakwood Lane. A storm sewer drains directly east from Teakwood Lane to pond
BCP23A. Pond BCP23A then drains to Cavanaugh Lake. The area to the north of the Sunset
Trail will drain directly into Cavanaugh Lake (BCP23) if it does not cross the crown of the street.
We determined that two storm events should be modeled for all altematives. The City currently
uses a 100 -year, 24-hour storm event to determine highwater elevations in all new developments.
Short Elliott Hendrickson Inc. • Your Trusted Resource Equal Opportunity Employer
Site 8 - 145 Teakwood Lane
March 5, 2004
Page 2
This event is also used to evaluate highwater elevations in previously created ponds and in lakes
and wetlands. The standard technical base for this event is the Natural Resources Conservation
Service (NRCS, formally the SCS) Type II -24 hour distribution with the assumption that 5.9 -
inches rainfall will fall in this 24-hour period. The event that simulates the 100 -year, 24-hour
storm will be referred to as the "100 -year event" in the memorandum. The second event we
selected to model was one that would simulate the storm that occurred on June 24, 2003. After
reviewing storm data, it was determined that the rainfall distribution would closely resemble a
synthetic storm developed for the Midwest region called the Huff -3`a Quartile distribution of
rainfall. Based on rainfall information in the Plymouth area, it was concluded that the storm on
June 24 lasted about 12 hours, with a 1 -hour period of intense rain. The total rainfall amount
produced was estimated to be 6 -inches in the 12 -hours. This will be referred to as the "June
storm event".
The back or west side of 145 Teakwood Lane includes a lower level door from the basement that
includes a walkout well. There is also a full sized window north of the walkout well. The
walkout well is a block or concrete structure with a bottom elevation near the door opening of
972.72 feet. The elevations at the top of the walkout well from our detailed survey are 974.76'
SW corner), 975.08' (SE corner), 975.39' (NW corner) and 975.40' (NE corner). Based on
information provided by the City, the resident indicted that the water was about 7.5 inches above
the wall surrounding the walkout well for the June storm event. It was assumed that the 7.5
inches was measured at a walkout well top elevation of 975.0 before water overtops into
opening. This would put the highwater for the June storm event at 975.6 (975.0 plus 7.5 inches).
The model was set-up with a direct drainage area of 8.20 acres plus the 0.36 acres on the south
side of Sunset Trail was assumed to be the contributing area to the low area. The result for the
June storm event indicated the flood elevation would be 971.5 feet. This is considerable less
than what was observed for the June storm event (975.6 feet). The 100 -year storm highwater
elevation was predicted to be 975.8 feet which would be closer to the elevations observed during
the June storm event and would support the potential for flooding given the right hydrologic
circumstances.
Since the model did not reproduce the observed flood elevation of 975.6 feet for the June storm
event, three variation of the model were considered to create a calibrated model that reproduces
the 975.6 elevation. Because of the location of the outlet in a low area and the potential for
debris collecting in the area it was first assumed that the outlet was partially blocked during the
storm and thus the flow from the site was greatly reduced. The block outlet concept would also
reproduce an event in which the downstream outlet pipe capacity is limited and thus again the
flow restricted from the ponding. If the outlet is 74% blocked, the highwater elevation in the
model is 975.6.
The second scenario assumed that more than 6.0 inches of rain fell in this location which would
increase the possibility of flooding. Since rainfall storms are not evenly distributed, this area
could have experienced more rainfall than other areas in Plymouth. The City staff did have some
reports from private residents in the southern portion of the City who indicating that 10 inches of
rainfall fell during this event. The model was modified and with 9.2 inches of rainfall and with a
direct drainage area of 8.56 acres, the highwater would be 975.6 feet.
Site 8 - 145 Teakwood Lane
March 5, 2004
Page 3
The final scenario to consider would be one in which all the potential area contributes runoff to
the low area. Since the event on June 24, 2003 was of very high intensity, it is possible, as the
resident has indicated, all the drainage area described above (8.56 acres of direct area plus 1.80
acres of area on the north side of Sunset Trail and 3.2 acres of area to the south) would flow to
the low area. When all these areas are added into the model, the highwater was estimated to be
975.6 feet which matches the observed elevation for the June storm event. All proposed
alternatives will be evaluated against these four existing modeled scenarios.
Alternatives
There are two critical elevations that need to be checked. The first is the elevation of the
walkout well around the back entrance stairs to the house at 145 Teakwood Lane. It was
assumed that the critical elevation would be 975.0 feet with no changes to the house. The other
critical elevation is the house to the south of 145 Teakwood Lane located at 125 Teakwood Lane.
Based on the survey, the elevation at the northwest corner of 125 Teakwood Lane is 976.57 feet
and at the northeast corner 976.71 feet. The actual elevation of the garage was not included in
the survey, however, based on a site visit, it appears that the elevation of the northeast corner is
very close to the elevation of the garage opening since the driveway pavement wraps around the
northeast corner of the house. The assumed critical elevation for 125 Teakwood Lane will be the
lower and thus more conservative elevation of 976.6 feet.
For the first alternative (Alternative 1) it was assumed that a new storm sewer pipe would be
constructed across Teakwood Lane northeast to Cavanaugh Lake (as shown in the figure
attached which shows Alternative 1). It was also assumed that the existing storm sewer (see
figure) would continue to operate and the new pipe would be sized for only the additional flow
needed to prevent flooding. The new pipe would need to be constructed at or near the elevation
of the existing storm sewer outlet. This limits the location of any new pipe that drains to
Cavanaugh Lake to the north side of the existing system. With this option the new pipe size
required is 15" for the June storm event and 21" for the 100 -year event. The cost for this
alternative would thus range between $42,300 and $48,800 depending on which design storm is
used.
Based on a site visit and reviewing the survey information, it appears that fill could be place
around the house up to elevation 978.0 if the walkout well is increased by 3 feet and some
modifications are made to the windows and deck area. For any alternative in which fill is place
around the house, the critical elevation of 145 Teakwood Lane was assumed to be increased to
978.0 feet. Because fill is being placed in the low area the additional critical elevation to be
checked is the house to the south. This critical elevation based on the survey is the northwest
corner of the house is 976.6 feet.
The next set of alternatives assumed the house would be flood proofed. For the first one we left
the flood storage area as is in the yard and also assumed the in-place storm system would be left
as is (Alternative 2). With this alternative it was also assumed there would be minimally filing
around the house to flood proof the effected home. The house can be flood proofed by increasing
the well elevation at the walkout from the basement and since there are also windows, egress
window wells would need to be installed. The house already has a block foundation wall, and
Site 8 - 145 Teakwood Lane
March 5, 2004
Page 4
thus it may be possible to flood proof the walls and place fill next to them with little
modification. If the house is flood proofed and the area over the walkup is protected with a
covered porch attached to the house it is estimated the project would cost $30,000. This assumes
the concrete block walls can be directly flood proofed. Depending the existing conditions of
house and required fill, this cost could be reduced once a contractor prepares an estimate based
the specific conditions of the house. Flood elevations for this option would match those
calculated for existing conditions since the small amount of fill proposed around the house would
be not impact the storage area significantly.
The third alternative (Alternative 3) is a derivation of the flood proofing alternative in which the
yard would be filled except for a smaller low area on the south side of the lot (see attached figure
labeled Alternative 3). This alternative places the ponding area in a more controlled location
which is not in the middle of the yard and raises the outlet elevation from the yard. This smaller
low area would be drained by removing the existing outlet and building a new one in the
southeast corner of the lot. The outlet will continue to drain into the existing catch basin
manhole on the west side of Teakwood Lane. Alternative 3 assumes there would be no changes
to the street and the existing overflow elevation is the crown of the street at 977.3 feet. Once it
overflows the centerline of the street, the excess water will travel east into the school parking lot
and east to ponding area BCP23A. Although this alternative would solve the flooding at 145
Teakwood Lane, it has the potential to flood the garage of the resident to the south at 125
Teakwood Lane (see attached table). The cost of this option is $94,800 which includes $30,000
for flood proofing around the house.
Alternative 4 is the same as Alternative 3 except the street is lowered to provide more protection
for the house to the south and also eliminate the outlet from the low area by draining the area
directly to the street once it is lowered. The revised overflow elevation is 976.0 at the entrance
of the school parking lot. The water from the low area would flow into the street at an elevation
near 975.8 feet. Low flows would be picked up by the catch basins in Teakwood Lane. The
impact of lowering the street does provide some additional protection to 125 Teakwood Lane
see attached table). The cost of this option is $110,700 which includes $30,000 for flood
proofing around the house.
The City is planning a mill and overlay project of Sunset Trail and at that time would increase
the crown to assure the flow remains on the north side of the street. An additional computer run
was made to determine the impacts of assuring the water from the north side of Sunset Trail
flows directly to Cavanaugh Lake. Only one of the existing scenarios or models assumed that
the area to the north of Sunset Trail would flow into the low area and would contribute the
flooding that has been experienced therefore it was modified to remove the 1.89 acres to the
north of Sunset Trail. With the maximum drainage area (14.25 acres) going to the low area for
the June storm event, the highwater was estimated to be 975.6 feet. Once the 1.89 acres of the
drainage area to the north is removed, the revised highwater elevation would be 974.7 feet.
Since the 100 -year storm event was modeled without the north area contributing, the elevation
calculated in the model would not be impacted by any changes to the street.
A summary of the modeling for the June storm event and 100 -year events are attached. The
table indicates that with the proposed improvements in place, the resident of 145 Teakwood Lane
Site 8 - 145 Teakwood Lane
March 5, 2004
Page 5
would be provided with anywhere from 1.3 to 3.4 feet of protection depending on the model
used, rainfall event and alternative selected. However, the information in the table also shows
that the increased protection gained at 145 Teakwood Lane for the yard filling alternatives would
come at the expense of the resident at 125 Teakwood Lane since their protection level is reduced
by about 0.5 feet. The table includes cost estimates which are a summary of the detailed
preliminary cost estimates also attached.
pdh
Attachment
x:\pt\plymo\030400\word\report memos\site 2 -greentree memo 020804. doc
Site 8 Summary - Teakwood Lane
For Existing and Alternative 1 the critical elevation is 974.76 feet. For Alternatives 2 the critical elevation is 978.0 feet.
2 Critical elevation was assumed to be 976.6 feet which is the elevation at the northwest corner of the house. The garage opening is estmated to be 0.1 feet higher at 976.7 feet.
Alternative
Cost of
Alternative
Available
Freeboard
145
Teakwood'
Available
Freeboard
125
Teakwood
Rainfall
Distribution
Duration
hr)
Rainfall
inches)
HW
feet)
Inflow
cfs)
Outflow Volume
cfs) (ac -ft)
JUNE STORM EVENT - 6.0 Inches unless noted otherwise
Existin conditions 8.56 acres of draina a area N/A 3.3 5.1 Huff 3rd Qrt. 12 6.0 971.5 9.0 9.0 2.
Existin conditions 8.56 acres of draina a area restricted outlet N/A 0.8 1.0 Huff 3rd Qrt. 12 6.0 975.6 9.0 5.32.
Existin conditions 8.56 acres of draina a area and 9.2" of rainr N/A 0.8 1.0 Huff 3rd Qrt. 12 6.0 975.6 15.2 10.1 4.
Existin conditions 14.25 acres of draina a area N/A 0.8 1.0 Huff 3rd Qrt. 12 6.0 975.6 15.1 10.1 4.
New 15" RCP outlet lus existin storm sewer 42,300 3.4 5.2 Huff 3rd Qrt. 12 6.0 971.4 15.1 15.14.
Flood roof house with EA2 June storm event 30,000 2.4 1.0 Huff 3rd Qrt. 12 6.0 975.6 9.0 5.3 2.
3A Flood roof house, Fill lot, move low area and move outlet 94,800 1.5 0.1 Huff 3rd Qrt. 12 6.0 976.5 15.1 15.0 4.
4A oo proo house, i lot, ower street an remove yardoutlet u r
EB Existing conditions 8.56 acres of drainage area N/A 0.7 SCS Type II 24 5.9 975.8 27.9 10.1 2.7
1B New 21" RCP outlet plus existingstorm sewer 48,8004.0 SCS T e II 24 5.9 972.6 27.9 25.7 2.7
2B Flood roof house with EB 100 ear event 30,0000.7
E2.2
SCS T e II 24 5.9 975.8 27.9 10.1 2.7
3B Flood roof house, Fill lot, move low area and move outlet 94,800-0.1 SCS Type II 24 5.9 976.7 27.9 27.2 2.7
4B Flood proot house, Fill lot, lower street and remove yard ou a SCS Type II 24 5.9 976.4 27.9 27.7 2.7
For Existing and Alternative 1 the critical elevation is 974.76 feet. For Alternatives 2 the critical elevation is 978.0 feet.
2 Critical elevation was assumed to be 976.6 feet which is the elevation at the northwest corner of the house. The garage opening is estmated to be 0.1 feet higher at 976.7 feet.
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6(0) Neighborhood Flood Analysis o I l 11 /1 ) i
145 Teakwood Lane8 O
March 4,_004
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8
SUNSET HILLS ELEMENTARY SCHOOL
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SITE 8 -TEAKWOOD LANE, NEIGHBORHOOD FLOOD ANALYSIS
ALTERNATIVE 1, ADDITIONAL STORM SEWER
SEH
TO CAVANAUGH LAKE
TO POND BCP23A
FILE NO.
PLYM00304.00
DATE
03/04/04
TO CAVANAUGH LAKE
X-
y
4
otic
y
J J
TO POND BCP23A
SITE 8 -TEAKWOOD LANE, NEIGHBORHOOD FLOOD ANALYSIS =ILE No.
ALTERNATIVE 3, FLOOD PROOF HOUSE PLYMDATE 00
AND RELOCATE LOW AREA SEH 03/04/04
SUNSET TRAIL, i
IX
SUNSET HILLS ELEMENTARY SCHOOL
78,
JAUUH LAKL
TO POND BCP23A
SITE 8 -TEAKWOOD LANE, NEIGHBORHOOD FLOOD ANALYSIS FILE N .
ALTERNATIVE 4, FLOOD PROOF HOUSE PLYMDATE
00
AND REMOVE LOW AREA SEH 03/04/04
Plymouth- Neighborhood Flood Analysis
Site 8- Teakwood Lane
Alternative 1A - New 15" Outlet for June storm event
Item Unit Quantity Cost Total Cost
Sawcut Bituminous LF 310 1.50 465
Remove Bituminous SY 350 1.60 560
Remove Curb & Gutter LF 100 2.10 210
Remove Storm Sewer Pipe LF 30 7.50 225
Pipe bedding CY 70 10.50 735
48" Type 4020 Manhole LF 16 350.00 5,600
15" RCP Class III LF 340 15.00 5,100
15" RCP FES Each 1 775.00 775
Riprap Class III CY 10 40.00 400
Bituminous Ton 80 40.00 3,200
Aggregate Base CY 115 10.50 1,208
Concrete Curb & Gutter (B618) LF 100 18.00 1,800
Topsoil Borrow CY 60 10.00 600
Sod SY 550 2.00 1,100
Subtotal 21,513
50% Contingency 10,756
Subtotal 32,269
Mobilization (5%) 1,613
Subtotal 33,882
25% Engineering, Administration and Legal Costs 8,471
TOTAL $42,300
Plymouth- Neighborhood Flood Analysis
Site 8- Teakwood Lane
Alternative 1 B - New 21" Outlet for 100 -year storm event
Item Unit Quantity Cost Total Cost
Sawcut Bituminous LF 310 1.50 465
Remove Bituminous SY 350 1.60 560
Remove Curb & Gutter LF 100 2.10 210
Remove Storm Sewer Pipe LF 30 7.50 225
Pipe bedding CY 70 10.50 735
60" Type 4020 Manhole LF 16 450.00 7,200
21" RCP Class III LF 340 20.00 6,800
21" RCP FES Each 1 750.00 750
Riprap Class III CY 10 40.00 400
Bituminous Ton 80 40.00 3,200
Aggregate Base CY 115 10.50 1,208
Concrete Curb & Gutter (B618) LF 100 18.00 1,800
Topsoil Borrow CY 60 10.00 600
Sod SY 550 2.00 1,100
Subtotal 24,788
50% Contingency 12,394
Subtotal 37,181
Mobilization (5%) 1,859
Subtotal 39,040
25% Engineering, Administration and Legal Costs 9,760
TOTAL 48,800
Plymouth- Neighborhood Flood Analysis
Site 8- Teakwood Lane
Alternative 3A and 3B - Fill yard no changes to street
Item Unit Quantity Cost Total Cost
Sawcut Bituminous LF 30 1.50 45
Remove Bituminous SY 10 1.60 16
Remove Curb & Gutter LF 15 2.10 32
Remove Storm Sewer Pipe LF 30 7.50 225
Borrow CY 1000 3.00 3,000
Pipe bedding CY 20 10.50 210
60" Type 4020 Manhole LF 8 350.00 2,800
18" RCP Class III LF 80 30.00 2,400
Install Castings Each 1 250.00 250
Special Structure Each 1 2,000.00 2,000
Bituminous Ton 5 40.00 200
Aggregate Base CY 10 10.50 105
Concrete Curb & Gutter (6618) LF 10 18.00 180
Clear & Grubb trees Each 20 200.00 4,000
Coniferous Trees Each 20 400.00 8,000
Topsoil Borrow CY 350 10.00 3,500
Sod SY 3000 2.00 6,000
Subtotal 32,918
50% Contingency 16,459
Subtotal 49,376
Mobilization (5%) 2,469
Subtotal 51,845
igineering, Administration and Legal Costs $12,961
TOTAL $64,800
Flood Proof house $30,000
TOTAL $94,800
Plymouth- Neighborhood Flood Analysis
Site 8- Teakwood Lane
Alternative 4A and 4B - Fill yard new street grade eliminate pipe
Item Unit Quantity Cost Total Cost
Sawcut Bituminous LF 90 1.50 135
Remove Bituminous SY 650 1.60 1,040
Remove Curb & Gutter LF 260 2.10 546
Remove Storm Sewer Pipe LF 30 7.50 225
Borrow CY 1200 3.00 3,600
60" Type 4020 Manhole LF 2 350.00 700
Install Castings Each 2 250.00 500
Bituminous Ton 150 40.00 6,000
Aggregate Base CY 210 10.50 2,205
Concrete Curb & Gutter (6618) LF 260 18.00 4,680
Topsoil Borrow CY 350 10.00 3,500
Clear & Grubb trees Each 20 200.00 4,000
Coniferous Trees Each 20 400.00 8,000
Sod SY 3000 2.00 6,000
Subtotal 40,996
50% Contingency 20,498
Subtotal 61,494
Mobilization (5%) 3,075
Subtotal 64,569
igineering, Administration and Legal Costs $16,142
TOTAL $80,700
Flood proof house $30,000
TOTAL $110,700
Damage Claim History
145 Teakwood Lane
3-11-1990 Storm sewer catch basin plugged with debris. Flooded walkout basement City
contested loss caused by direct connection of walkout drain to catch basin.
Judge awarded $1,9501.00 to property owner
9-9-91 Heavy rain backed up through walkout drain flooded basement; LMCIT settled
for $298
6-14-92 Heavy rain apparently backed up through walkout. Drain flooded basement.
Property owner lost in conciliation court. -
7 -2-92 Property owner alleged that yard flooded permitting water to pool over walkout
wall and flood basement. City suggested that property owner remove walkout
drain connection to catch basin.
Late 1993 Negotiated agreement, court agreed:
1. City to pay no damage
2. Property owner directed to remove direct connection to catch basin.
3. Engineering changed catch basin design.
4. City to mill portion of Sunset Trail to keep water in gutter line.
5. City installed lip on driveway to prevent water from draining into yard.
7-17-97 Property owner claimed that inadequate drainage caused water to pool over
retaining wall and flood basement. Walkout drain outlet still near low point of
catch basin. Adjuster settled claim in amount of $2,335.
6-25-03 Water from heavy rain pooled in yard came over walkout retaining wall flooded
basement to depth of several inches.
O:\Engineering\GENERAL\MISC\DAN RDamageHistory45_Teakwd, doc
Estimate of drainage costs from June storm in excess of already spent 11/5/03
i-- Protect 2003 Cost 2004 Cost Comments
Weston Lane Lift Station j $_137,100.00 SEH Study
Greentre-eskimmer - $2,000.000 SEH Stud
la11thAvepiperep $45,0000 i -
15th Ave. repairs $100,000.00 - --
SEH study $50,000.00 j
Valley Forge _ $100,000.00 SEH Study Excay. Pond and overflow
Sycamore $16,000.00 SEH Study Pipe mod. and clean_ channe
52nd Ave. $62,100.00 SEH Study
T-
pty. 101/Ct . 6 drainage_____ _ - $50,000.00 SEH Stud
Erosion repairs -_ i $4,000.001 - _ Conor Meadows bank repair
Grade Powers' swale (Larch) 5,000.00!After sed. removal in winter
lackBBlack Oaks/Archer drainp rt
a excav__ _ $15,000.00 _ --
Timber Creek erosion repair $9,000.00
Teakwood L $70,000 OOSEHStudy I—
Autumn Hills Berm repair $3,000.00, i
Lost Lake Outlet channel repair—_ $8,000.00!
Total $212,000.00 $464,200.00, J
Agenda Number:
TO: Mayor and City Council
FROM: Laurie Ahrens, City Manager
SUBJECT: Set Future Study Sessions
DATE: March 4, 2004, for City Council meeting of March 9, 2004
1. ACTION REQUESTED: Review the pending study session topics list and, if desired,
establish future special meetings or amend the topics list.
2. BACKGROUND: Attached is the list of pending study session topics, as well as calendars
to assist in scheduling.
3
The next stage of design is completed on both the Public Safety building expansion project
and the Water Treatment Plants renovation and expansion. We recommend that the Council
consider establishing study sessions for the following dates to review the plans:
March 23, 5 p.m. (prior to regular meeting) Public Safety building expansion project
March 16, 6:30 p.m. (add to agenda) Water Treatment Plants renovation and expansion
Pending Study Session Topics
at least 3 Council members have approved the following study items on the list)
Review City Center concept, parking, downtown council, signage
issues (Council)
Review Development/Redevelopment Application Process
Council)
Other requests for study session topics:
Meeting with Hennepin County Commissioners (Hewitt)
Update with City Manager - quarterly
OFFICIAL CITY MEETINGS
March 2004
Sunday Monday Tuesday Wednesday Thursday Friday Saturday
1 2 3 4 5 6
5:15 PM Caucus Night 7:00 PM PLANNING 7:00 PM HUMAN 8:30 AM SURFACE
COMMISSION, Council RIGHTS WATER TASK
YOUTH TOWN Chambers
COMMISSION - FORCE, Council
FORUM,
Plymouth Creek 7:00 PM PLYMOUTH
Medicine Lake Chambers
Center ADVISORY Room
COMMITTEE ON
TRANSIT (PACT),
Public Safety Training
Room (this meeting
only)
7 8 9 10 11 12 13
5:00 PM SPECIAL
COUNCIL MEETING:
UPDATE ON FLOOD
ANALYSIS, Public
Safety Training Room
7:00 PM
ENVIRONMENTAL
QUALITY COMMITTEE
EQC), Council
Chambers
7:00 PM REGULAR
COUNCIL MEETING,
Council Chambers
14 15 16 17 18 19 20
6:45 PM YOUTH
ADVISORY
COUNCIL, Council
Chambers
6:30 PM SPECIAL
COUNCIL MEETING:
TRANSPORTATION
STUDIES FOR
VICKSBURG LN &
MEDINA RD, Public
Safety Training Room
7:00 PM
PLANNING
COMMISSION,
Council Chambers
7:00 PM HOUSING &
REDEVELOPMENT
AUTHORITY (HRA),
Medicine Lake Room
21 22 23 24 25 26 27
11:45 AM
PLYMOUTH-MTKA
BUSINESS COUNCIL,
BORN Conference
Room, 301
Carlson Parkway, 4th
floor
7:00 PM
PLYMOUTH
ADVISORY
COMMITTEE ON
TRANSIT (PACT) -
Medicine Lake
Room
7:00 PM REGULAR
COUNCIL MEETING,
council Chambers
28 29 30 31 Feb 2004 Apr 2004
6:45 PM YOUTH S M T W T F S S M T W T F S
ADVISORY
COUNCIL, Council
Chambers
1 2 3 4 5 6 7
8 9 10 11 12 13 14
1 2 3
4 5 6 7 8 9 10
15 16 17 18 19 20 21 11 12 13 14 15 16 17
22 23 24 25 26 27 28 18 19 20 21 22 23 24
29 25 26 27 28 29 30
modified on 3/5/2004
OFFICIAL CITY MEETINGS
April 2004
Sunday Monday Tuesday Wednesday Thursday Friday Saturday
1 2 3
Mar 2004
S M T W T F S
May 2004
S M T W T F S 7:00 PM HUMAN
RIGHTS
1 2 3 4 5 6 1 COMMISSION -
7 8 9 10 11 12 13
14 15 16 17 18 19 20
2 3 4 5 6 7 8
9 10 11 12 13 14 15
Medicine Lake
Room
21 22 23 24 25 26 27 16 17 18 19 20 21 22
28 29 30 31 23 24 25 26 27 28 29
30 31
4 5 6 7 8 9 10
DAYLIGHT
SAVINGS
COMMENCES -
set clocks ahead 1
hour
Passover
begins at sunset
7:00 PM
PLANNING
COMMISSION,
Council Chambers
7:00 PM PARK &
REC ADVISORY
COMMISSION
PRAC), Council
Chambers
Good Friday
Palm Sunday
11 12 13 14 15 16 17
Easter 6:45 PM YOUTH
ADVISORY
COUNCIL, Public
Safety Training Room
77:00 AM CITY EMPLOYEE
RECOGNITION LUNCH,
Plymouth Creek Center
7:00 PM
7:00 PM
ENVIRONMENTAL
QUALITY COMMITTEE
EQC), Council
Chambers
7:00 PM HOUSING &
REDEVELOPMENT
AUTHORITY (HRA),
Medicine Lake Room
7:00 PM BOARD OF
REGULAR
COUNCIL
EQUALIZATION, MEETING, Council
Council Chambers Chambers
18 19 20 21 22 23 24
7:00 PM8:00 AM -1:00 PM
HUMAN RIGHTS
COMMISSION
PLANNING
COMMISSION,
STUDENT Council Chambers
WORKSHOP,
Plymouth Ice
Center
25 26 27 28 29 30
6:45 PM YOUTH
ADVISORY
COUNCIL, Public
Safety Training Room
7:00 PM
REGULAR
COUNCIL
MEETING, Council
7:00 PM
PLYMOUTH
ADVISORY
COMMITTEE ON
7:00 PM CITY TALK
ILDS
CIL MEMBER
B ILcreek PlymouthcreekCenter
Chambers TRANSIT (PACT) -
7:00 PM BOARD OF
Medicine Lake
Room
EQUALIZATION
RECONVENED),
Council Chambers
modified on 3/4/2004
OFFICIAL CITY MEETINGS
May 2004
Apr 2004
S M T W T F S
1 2 3
4 5 6 7 8 9 10
11 12 13 14 15 16 17
18 19 20 21 22 23 24
25 26 27 28 29 30
Jun 2004
S M T W T F S
1 2 3 4 5
6 7 8 9 10 11 12
13 14 15 16 17 18 19
20 21 22 23 24 25 26
27 28 29 30
I
2 3 4 5
7:00 PM
PLANNING
COMMISSION,
6
7:00 PM HUMAN
RIGHTS
COMMISSION -
7 8
10:30 AM
PLYMOUTH
HISTORY
Council Chambers Medicine Lake FEST, Parkers
Room Lake Park
9 10 11 12 13 14 15
6:45 PM YOUTH
ADVISORY
COUNCIL, Council
Chambers
6:00 PM SPECIAL
YOUTH ADVISORY
COUNCIL MEETING:
YOUTH SERVICE
AWARDS, Council
Chambers
7:00 PM
ENVIRONMENTAL
QUALITY COMMITTEE
EQC), Council
Chambers
7:00 PM PARK &
REC ADVISORY
COMMISSION
PRAC), Council
Chambers
7:00 PM REGULAR
COUNCIL MEETING,
Council Chambers
16 17 18 19 20 21 22
7:00 PM
PLANNING
COMMISSION,
Council Chambers
7:00 PM HOUSING &
REDEVELOPMENT
AUTHORITY (HRA),
Medicine Lake Room
23 24 25 26 27 28 29
6:45 PM YOUTH
ADVISORY
COUNCIL, Council
Chambers
1:45 AM
PLYMOUTH-MTHA
BUSINESS COUNCIL,
BORN Conference Room,
30 1
Carlson Parkway, 4th floor
7:00 PM
PLYMOUTH
ADVISORY
COMMITTEE ON
TRANSIT (PACT) -
Medicine Lake
700 PM REGULAR
COUNCIL MEETING,
Council Chambers
Room
30 31
MEMORIAL DAY
Observed) - City
11
Offices Closed
1
modified on 3/4/2004
OFFICIAL CITY MEETINGS
June 2004
Sunday Monday Tuesday Wednesday Thursday Friday Saturday
1 2
7:00 PM
PLANNING
COMMISSION,
Council Chambers
3
7:00 PM HUMAN
RIGHTS
COMMISSION -
Medicine Lake
Room
4 5
6 7
6:45 PM YOUTH
ADVISORY
COUNCIL, Council
Chambers
8
7:00 PM
REGULAR
COUNCIL
MEETING, Council
Chambers
9
7:00 PM
ENVIRONMENTAL
QUALITY(
EQC), Council EECC), Council
chambers
10
7:00 PM PARK &
REC ADVISORY
COMMISSION
PRAC), Council
Chambers
11 12
13 14
Flag Day
15 16
7:00 PM
PLANNINGPLANNING
COMMISSION,
Council Chambers
17
7 00 PM
REDEVEREDEVELOPMENT
AUTHORITY (HRA),
Medicine Lake Room
18 19
20 21
6:45 PM YOUTH
ADVISORY
COUNCIL, Council
Chambers
22
7:00 PM
REGULAR
COUNCIL
MEETING, Council
Chambers
23
7:00 PM
PLYMOUTH
ADVISORY
COMMITTEE ON
TRANSIT (PACT) -
Medicine Lake
Room
24 25 26
27 20 29 30
7:00 PM
PLANNING
COMMISSION,
Council Chambers
May 2004
S M T W T F S
Jul 2004
S M T W T F S
1
2 3 4 5 6 7 8
9 10 11 12 13 14 15
16 17 18 19 20 21 22
23 24 25 26 27 28 29
30 31
1 2 3
4 5 6 7 8 9 10
11 12 13 14 15 16 17
18 19 20 21 22 23 24
25 26 27 28 29 30 31
modified on 3/4/2004