HomeMy WebLinkAboutOshkosh-Campbell_Creek_SWMP_Addendum_1-Feb_2008
Report
Campbell Creek
Stormwater
Management Plan–
Addendum No. 1
City of
Oshkosh, WI
February 2008
Report for
City of Oshkosh, Wisconsin
North Branch Campbell Creek
Stormwater Management Plan
Addendum No. 1
Prepared by:
STRAND ASSOCIATES, INC.®
910 West Wingra Drive
Madison, WI53715
www.strand.com
February 2008
TABLE OF CONTENTS
Page No.
or Following
EXECUTIVE SUMMARY
SECTION 1–INTRODUCTION
1.01 Introduction................................................................................................ 1-1
1.02 Scope of Study........................................................................................... 1-1
1.03 Location of Study Area............................................................................... 1-3
1.04 Other Similar Studies................................................................................. 1-3
1.05 Applicable Standards and Design Criteria................................................. 1-4
1.06 Phase II Stormwater Permit....................................................................... 1-4
1.07 Definitions and Abbreviations.................................................................... 1-4
SECTION 2–CONTRIBUTING WATERSHED CHARACTERISTICS
2.01 Basin Characteristics Affecting Stormwater Runoff................................... 2-1
2.02 Expected Precipitation Depths................................................................... 2-4
2.03 Fox River and Lake Winnebago Regulatory Levels................................... 2-5
2.04 Gauging Station on Fox River and Lake Winnebago................................. 2-5
2.05 Lake Winnebago 2004-2005 Regulation Strategy..................................... 2-6
2.06 Rainfall Gauges in Oshkosh...................................................................... 2-6
2.07 Locations of Existing Flooding Problems................................................... 2-7
SECTION 3–ENGINEERING ANALYSIS
3.01 Hydrologic Analysis.................................................................................... 3-1
3.02 Hydraulic Analysis...................................................................................... 3-2
SECTION 4–ALTERNATIVE ANALYSIS
4.01 General...................................................................................................... 4-1
4.02 Alternative 12 (Formerly Alternative 7)...................................................... 4-4
4.03 Alternative 13............................................................................................. 4-8
4.04 Alternative 13 B.......................................................................................... 4-12
4.05 Alternative 14............................................................................................. 4-15
4.06 Alternative 15 ............................................................................................. 4-16
4.07 Alternative 16............................................................................................. 4-19
4.08 Summary of Alternatives and Alternatives Analysis .................................. 4-22
4.09 Storm Sewer Capacity Analysis Under Future Land Use Conditions for
Modeled Storm Sewers with Recommended Alternative In-Place............. 4-25
4.10 Storm Sewer Capacity Analysis Under Future Land Use Conditions
for Modeled Storm Sewers with Alternative 16 In Place............................ 4-26
4.11 Storm Sewer Sizing for Main Branch to Convey 10-Year Flow with
Recommended Alternative In-Place ......................................................... 4-26
4.12 Changes in Diversion at Diversion Points 1, 2, and 3 with Recommended
Alternative In-Place .................................................................................... 4-26
4.13 Off-Line Stormwater Ponds (NR 116)........................................................ 4-26
TABLE OF CONTENTS (Continued)
Page No.
or following
SECTION 5–CONCLUSIONS AND RECOMMENDATIONS
5.01 General...................................................................................................... 5-1
5.02 Recommendations for Achieving Stormwater Management Goals........... 5-1
5.03 Implementation Plan.................................................................................. 5-3
5.04 Funding Opportunities................................................................................ 5-3
5.05 Conclusion................................................................................................. 5-4
APPENDICES
APPENDIX A–FLOODING PHOTOGRAPHS
APPENDIX B–STORMWATER FUNDING BROCHURE
TABLES
ES.04-1 Summary of Alternatives............................................................................ ES-6
ES.05-1 Stormwater Plan Components and Implementation Plan.......................... ES-7
2.01-1 Hydrologic Soils Groups ............................................................................. 2-2
2.01-2 Campbell Creek Watershed Soils..................................................... 2-3
2.01-3 Existing Conditions and Hydrologic Parameters........................................ 2-4
2.01-4 Future Conditions and Hydrologic Parameters.......................................... 2-4
2.02-1 Design Storm Rainfall Depths, Bulletin 71................................................. 2-5
2.03-1 Regulatory Levels–Lake Winnebago
(National Geodetic Vertical Datum of 1929–NGVD 1929)......................... 2-5
2.03-2 Regulatory Levels–Confluence with Campbell Creek and
Sawyer Creek (NGVD 1929)...................................................................... 2-5
2.05-1 Lake Winnebago 2004-2006 Regulation Strategy..................................... 2-6
2.07-1 Locations of Existing Flooding................................................................... 2-9
3.01-1 Existing Conditions Peak Discharge Rates................................................ 3-2
3.01-2 Future Conditions Peak Discharge Rates (2-Hour Duration)..................... 3-2
3.02-1 Boundary Conditions at Sawyer Creek/Westfield Outfall (NGVD 1929).... 3-3
3.02-2 Boundary Conditions at Sawyer Creek/Washburn Street Outfall
(NGVD 1929)............................................................................................. 3-3
3.02-3 Storm System Characteristics Existing Conditions.................................... 3-5
4.01-1 Existing Available Detention...................................................................... 4-1
4.01-2 Proposed Alternatives Detention Availability–Future Conditions............... 4-1
4.01-3 Alternative Components............................................................................. 4-2
4.02-1 Vacant Parcel Information–Component 1c................................................ 4-5
4.02-2 Alternative 12 (Formerly Alternative 7) Opinion of Probable Cost............. 4-7
4.02-3 Future Conditions Effects–Alternative 12 (Formerly Alternative 7)............ 4-8
4.03-1 Alternative 13–Opinion of Probable Cost................................................... 4-11
4.03-2 Future Conditions Effects–Alternative 13................................................... 4-12
4.04-1 Alternative 13 B–Opinion of Probable Cost............................................... 4-14
4.04-2 Future Conditions Effects–Alternative 13 B............................................... 4-15
4.05-1 Alternative 14–Opinion of Probable Cost................................................... 4-16
4.05-2 Future Condition Effects-Alternative 14..................................................... 4-17
4.06-1 Alternative 15–Opinion of Probable Cost .................................................. 4-18
4.06-2 Future Conditions Effects–Alternative 15................................................... 4-19
TABLE OF CONTENTS (Continued)
Page No.
or following
TABLES (Continued)
4.07-1 Alternative 16–Opinion of Probable Cost................................................... 4-21
4.06-2 Future Conditions Effects–Alternative 16................................................... 4-22
4.08-1 Summary of Alternatives (Including Land Acquisition Costs and
25 Percent Engineering and Contingency................................................. 4-22
4.08-2 Summary of Effects–Ranking Data............................................................ 4-22
4.08-3 Summary of Effects–Rankings................................................................... 4-22
4.08-4 Watershedwide Storage Provided (City-Provided Detention).................... 4-23
4.08-5 Least Amount of Increase in 100-Year, 12-Hour Duration Volume at
Tom Sawyer Creek/USH 41 Outfall Ranking in Acre-Feet........................ 4-23
4.08-6 Least Amount of Increase in 100-Year, 12-Hour Duration Flow Rates in
Cubic Feet/Second at Sawyer Creek/USH 41 Outfall Ranking.................. 4-24
4.08-7 Sawyer Creek Watershed Peak Discharge Effects.................................... 4-24
5.03-1 Stormwater Plan Components and Implementation Plan
(Cost Includes 25 Percent Engineering and Contingencies)..................... 5-3
FIGURES
1.03-1 Study Area Location Relative to DNR Watersheds.................................... 1-3
2.01-1 Drainage Area Map..........................................................................Pocket Folder
2.01-2 Soils Map................................................................................................... 2-2
2.01-3 Existing Land Use–Impervious Area Map.................................................. 2-4
2.01-4 Future Land Use–Impervious Area Map.................................................... 2-4
2.01-5 Existing Land Use–Smart Growth Plan...................................................... 2-4
2.01-6 20-Year Land Use Plan–Smart Growth Plan ............................................ 2-4
2.01-7 Zoning Map–Smart Growth Plan................................................................ 2-4
2.06-1 June 10/11, 2004 Storm Event–USACE Gauge in Oshkosh, Wisconsin... 2-7
2.07-1 Problem Areas........................................................................................... 2-8
3.02-1 Existing Conditions Pipe Network.............................................. Pocket Folder
3.02-2 Existing Survey Data at Landmark Plaza and Tippler................................ 3-4
3.02-3 Existing Conditions Diversion Analysis...................................................... 3-6
4.02-1 Alternative 12–Components....................................................................... 4-4
4.02-2 Alternative 12–Components 12A and 12D Tippler Detention and
Landmark Plaza to Tippler Improvements Expanded Tippler Detention.... 4-4
4.02-3 Alternative 12–Components 12B Armory Detention.................................. 4-5
4.02-4 Alternative 12–Components 12C Detention at Vacant Lot Southeast of
9th/Washburn Street Intersection.............................................................. 4-5
4.02-5 WisDOT 50-Year Design........................................................................... 4-6
4.03-1 Alternative 13–Westhaven Golf Course Detention and Upstream
Diversion Component................................................................................ 4-8
4.03-2 Alternative 13–Component 13B Partially Expanded Armory Detention Basin 4-8
4.04-1 Alternative 13 B–Westhaven Golf Course Detention and Upstream
Diversion Component 13B4....................................................................... 4-12
4.04-2 Alternative 13 B–Components................................................................... 4-12
4.05-1 Alternative 14–STH 44/West Waukau Avenue Detention Component...... 4-15
TABLE OF CONTENTS (Continued)
Page No.
or following
FIGURES (Continued)
4.06-1 Alternative 15–Expanded Detention Basin SE of STH 44/ N. Clay Road
Intersection Component............................................................................. 4-17
4.07-1 Alternative 16–Westhaven Golf Course Detention Upstream Diversion
Component................................................................................................ 4-19
4.08-1 Alternative 13 B-Sawyer Creek Hydrograph at USH 41 Outfall................. 4-25
4.08-2 Sawyer Creek/USH 41 Outfall Hydrograph North Branch Campbell Creek
Stormwater Management Plant................................................................. 4-24
4.09-1 Pipe Capacity Analysis–With Alternative 13 B In-Place............. Pocket Folder
4.10-1 Pipe Capacity Analysis–With Alternative 16 In-Place................ Pocket Folder
4.11-1 Downstream Pipe Upsizing to Convey the 10-Year Flow with
Alternative 13B In-Place............................................................ 4-26
4.12-1 Diversion Analysis–With Alternative 13B In-Place..................... 4-26
EXECUTIVE SUMMARY
City of Oshkosh, Wisconsin
Campbell Creek Stormwater Management Plan
Addendum No. 1 Executive Summary
Prepared by Strand Associates, Inc.® ES-1
JHL:pll\\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\ES.doc\022508
ES.01 INTRODUCTION
This report is an addendum to the North Branch Campbell Creek Stormwater Management Plan, City of
Oshkosh, Wisconsin, May 2006, which summarized the methodology and results of a study done by
Strand Associates, Inc. to develop a stormwater management plan for the North Branch of Campbell
Creek Watershed in the City of Oshkosh. The North Branch Campbell Creek Watershed is
predominantly a fully developed urban watershed that comes together at West 4th Avenue and Sawyer
Street with the South Branch of Campbell Creek. The North Branch of Campbell Creek and specifically
the Landmark Plaza have experienced recent flooding. A sampling of photographs taken by City staff on
June 11, 2004, documenting the flooding that occurred as a result of a June 10/11, 2004, storm event is
included in Appendix A.
Much of the development in this watershed occurred prior to the advent and implementation of strong
guidelines on stormwater management, resulting in several areas with stormwater system capacity
issues. This stormwater management plan addendum, in conjunction with the May 2006 study, will
address ways to mitigate the existing stormwater flooding problems in the North Branch of Campbell
Creek watershed and suggest ways to decrease the impacts of future development.
This addendum builds upon the previous study that looked at eleven alternatives. The previous study
recommended the implementation of Alternative 7. One of the Alternative 7 components was a wet
detention basin at the intersection of 9th Avenue and South Washburn Street. The location of this
detention has met with opposition because of its potential value as commercial property. At the
November 14, 2006, City Council meeting, the Council adopted an ordinance to officially map the 9th
and Washburn detention basin site contingent upon further study to explore other upstream detention
options. As part of the addendum, Strand has updated the stormwater models to account for proposed
Wisconsin Department of Transportation (WisDOT) USH 41 impervious area additions and have added
more detail to the stormwater models upstream of the Dickinson Avenue and South Washburn Street
intersection. Alternative 7 was remodeled in the new stormwater model as Alternative 12. Five
additional alternatives (Alternatives 13, 13B, 14, 15, and 16) were also modeled in search of an
alternative to the detention basin at the 9th/Washburn detention site.
ES.02 CONTRIBUTING WATERSHED CHARACTERISTICS
The Campbell Creek watershed is a highly developed watershed with large amounts of impervious
surfaces such as streets, parking lots, and rooftops. The high level of impervious surface results in
high peak discharge rates and runoff volumes during storm events. The soils in the Campbell
Creek watershed are predominantly Type C soils (Kewaunee Silt Loam underlain by clay subsoil).
Thus, there is little infiltration potential in the underlying soils.
Nine flooding locations in the Campbell Creek watershed were identified. Apparent causes of the
flooding and type of damage incurred are listed in Table 2.07-1. The June 10 and 11, 2004, storm
event that prompted this study compares to a 20-year, 12-hour storm event (cumulative 3.63
inches of rainfall).
City of Oshkosh, Wisconsin
Campbell Creek Stormwater Management Plan
Addendum No. 1 Executive Summary
Prepared by Strand Associates, Inc.® ES-2
JHL:pll\\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\ES.doc\022508
The lower reaches of the Campbell Creek storm sewer system (and adjacent linked Sawyer Creek
storm sewer system) are affected by the Lake Winnebago pool elevation. When lake levels are
high, the storm sewer capacity is reduced because the pipe is partially full of water at the start of a
storm event.
ES.03 HYDROLOGIC ANALYSIS
Hydrologic models were developed for the Campbell Creek drainage area using the RUNOFF
module of the computer model XP-SWMMTM Version 9.51. XP-SWMMTM estimates peak
stormwater discharges and volumes based on mathematical input parameters representing
precipitation depth and time distribution, drainage area, land use, and time of concentration for
each subbasin. This model was used to determine drainage system capacities and analyze
performance of the proposed alternatives.
Computer modeling results appear to closely match observed locations, depths, and durations of
flooding in the Campbell Creek watershed. However, modeling also indicates that severity of
flooding in the lower reaches of the Campbell Creek watershed is strongly tied to the water
surface elevation of Lake Winnebago during the storm.
Hydrologic analysis was run to assess the effect of the 10-year and 100-year storm events under
existing and future land use conditions as well as the effect of the June 10/11, 2004, storm event
(under land use and moisture conditions existing at the start of that storm) on Landmark Plaza
flooding. This analysis indicates the following:
1. In certain areas, the existing storm sewer system has less than a recommended
10-year design storm capacity under existing conditions. The modeled existing
storm sewer system in the Campbell Creek watershed has capacities ranging from
1-year to 100-year. However, certain downstream capacities are realized only
because of upstream ponding that attenuates flows getting downstream.
2. Modeling results indicate that the existing 36-inch x 58-inch CMP downstream from
Landmark Plaza has limited conveyance capacity because of the high Manning’s “n”
values, minimal or reverse slope, and shallow cover. This limited downstream capacity
creates a “bottleneck” causing flows to surcharge and inundate upstream areas including
Landmark Plaza and appears to be a major factor in the flooding occurring at the
Landmark Plaza. Any measures to increase flow rates from Landmark Plaza must also
include either improved downstream conveyance or detention to maintain the system
capacity. The challenge to upsizing this portion of the storm sewer will be dealing with
cover issues and utility conflicts.
3. It appears that the low elevation at which Landmark Plaza was built is a major
contributing factor to the flooding problems that are presently occurring. This is
evidenced by the fact that the first floor elevation of the eastern Landmark Plaza building
(762.28) is only approximately 0.41 feet above the lowest overflow elevation of 761.87
City of Oshkosh, Wisconsin
Campbell Creek Stormwater Management Plan
Addendum No. 1 Executive Summary
Prepared by Strand Associates, Inc.® ES-3
JHL:pll\\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\ES.doc\022508
(located on the east side of Westfield Drive) that would allow stormwater from the
Landmark Property to discharge into the Tippler Athletic Field.
As described in more detail in Section 4.01, we would recommend a minimum of 1.5 feet
of freeboard (with 2 feet being desirable) from the first floor elevation of a building to the
computed 100-year water surface elevation adjacent to the building.
4. Modeling results indicate that Sawyer Creek did not back up into Landmark Plaza as
was originally theorized during the June 10/11, 2004, storm event.
5. There are four diversion/cross connection points along Washburn Street that allow flows
to move into and out of adjacent basins as shown in Figure 3.02-3. These three
diversion/cross connection points appear to have been naturally occurring drainage
routes prior to development occurring in these locations. This analysis indicates that the
capacity of the culvert beneath USH 41 south of Dickinson Avenue is less than the peak
discharge coming to that point (Diversion Point 1). This causes flows exceeding the
capacity of the culvert to divert to the north along Washburn Street until that flow reaches
Diversion Point 4. Diversion Point 4 allows very little flow (15.5 cfs during the existing
conditions June 10/11, 2004 storm event) to cross easterly across USH 41 thus causing
flows exceeding its capacity to flow north toward Diversion Point 2. The culvert that
creates Diversion Point 4 is sloped from east to west. However, before the flows get to
the north side of 9th Avenue, they are attenuated by surface ponding between Diversion
Point 1 and Diversion Point 4 (south of West 9th Avenue); therefore the flows at
Diversion Point 2 are not as high as at Diversion Point 1 or Diversion Point 4. Diverting
additional flows toward Sawyer Creek and thus away from the Landmark Plaza at
Diversion Point 2 appears feasible only if the storm sewer leading from just north of
Witzel Avenue to the Sawyer Creek/Washburn Street outfall is upsized to maintain
the existing 100-year capacity of that segment of storm sewer. Diversion of
additional flow to the east to reduce flooding along Washburn Street at Diversion
Point 1 appears to be feasible, provided it is routed to the proposed Armory
detention pond. Diversion of additional flow to the east at Diversion Point 4 does not
appear to be feasible with the proposed reconstruction of USH 41.
6. The capacity of the existing ditch and connecting storm sewer culvert through Landmark
Plaza are currently limited by backwater caused by the downstream drainage system. In
general, if the downstream “bottleneck” and associated backwater are reduced/relieved,
then modeling results indicate that these ditch segments and connecting storm sewer
culvert appear to be able to pass the 100-year 2-hour duration storm event flows around
the west and south sides of the southern Landmark Plaza building and the movie theater
building without inundating these buildings.
7. Modeling results indicate that the areas west and southwest of the eastern Landmark
Plaza building have adequate overland flow routes that would convey flows around the
north and south sides of the building rather than flood the building if the downstream
drainage system capacity is increased. However, the three stormwater inlets on the west
City of Oshkosh, Wisconsin
Campbell Creek Stormwater Management Plan
Addendum No. 1 Executive Summary
Prepared by Strand Associates, Inc.® ES-4
JHL:pll\\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\ES.doc\022508
and southwest sides of the eastern Landmark Plaza building would experience parking
lot surface ponding ranging in depth from 11.8 inches up to 15.5 inches before
overflowing along these routes. We would normally recommend no more than 6 to
9 inches of ponding to avoid damage to vehicles at low points. We recommend that the
owner of Landmark Plaza perform a study to determine how to reduce potential ponding
at the three stormwater inlets to an acceptable level considering that downstream
backwater effects are alleviated.
ES.04 ALTERNATIVES ANALYSIS
To identify the most cost-effective solution to address the goals of this study, six individual
alternatives described in Table ES 04-1 were evaluated as Alternatives 12, 13, 13B, 14, 15, and
16. Alternative 7 from the original study was remodeled in the new stormwater model as Alternative 12.
In assessing/ranking each Alternative, we have focused on not only alleviating flooding in the Landmark
Plaza area but also have assessed each alternative in terms of the watershed-wide benefit. The
following criteria were used to arrive at a recommendation after assessment of these six alternatives.
This included selection of the most cost alternative that meets the following criteria:
1. Meets Landmark Plaza Flooding Criteria (2 feet or greater freeboard) for the 2-hour and
12-hour duration, 100-year storm events. All options meet this criteria.
2. Meets Tippler Flooding Criteria (2 feet or greater freeboard) for the 2-hour and 12-hour
duration, 100-year storm events. All options meet this criteria.
3. Is in the top three for watershed-wide benefit ranking. Alternatives 16, 13 B, and 13 are
in the top three for watershed-wide ranking.
4. Is in the top three for storage considered under these alternatives. See Table 4.08-5.
Alternatives 13, 13 B, and 16 are in the top three for watershed-wide ranking.
5. Is in the top three for least amount of volume discharging to the Sawyer Creek/USH 41
outfall over a 4 day period under 100-year, 12 hour storm with proposed conditions. See
Table 4.08-6. Alternatives 13, 13 B, and 16 are in the top three. Additionally, Alternatives
13 B and 16 appear to closely mimic the volume of stormwater discharging to the
Sawyer Creek/USH 41 outfall when compared to existing conditions.
6. Is in the top three for least amount of total minutes of flooding in the modeled system
under the 100-year, 12 hour storm event under proposed conditions. See Table 4.08-6.
All alternatives significantly improve the storm sewer system compared to existing
conditions. However, the top three are Alternatives 13, 13 B and 16.
7. Keeps the increased peak discharge at USH 41 to a minimum. See Table 4.08-4 and
Figure 4.08-1. All options are relatively equivalent for this criteria.
City of Oshkosh, Wisconsin
Campbell Creek Stormwater Management Plan
Addendum No. 1 Executive Summary
Prepared by Strand Associates, Inc.® ES-5
JHL:pll\\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\ES.doc\022508
8. Has the least effect on the Sawyer Creek 100-year, 12-hour peak discharge rate under
existing conditions at the USH 41/Sawyer Creek outfall. We have inserted the Campbell
Creek watershed proposed conditions USH 41/Sawyer Creek outfall hydrographs the
Sawyer Creek existing conditions HEC-HMS model to see the impact in peak discharge
at the Sawyer Creek/USH 41 outfall as shown in Table 4.08-7. As the table shows,
there are negligible effects on the Sawyer Creek peak discharge under existing
conditions. This means that while all alternatives increase the peak discharge outfalling
to Sawyer Creek from the 1,841 acre Campbell Creek watershed, the timing and routing
of flows through the 10,026 acre Sawyer Creek watershed seem to mitigate the effects
of the peak discharge increase coming from the Campbell Creek watershed. Figure
4.08-1 shows the Sawyer Creek watershed hydrograph in comparison to the USH
41/Sawyer Creek hydrograph entering from the Campbell Creek watershed with
Alternative 13 B in place. As can be seen, the Campbell Creek hydrograph peaks much
sooner than the Sawyer Creek watershed hydrograph.
The above discussion supports the recommendation of Alternative 13 B as the most cost-
effective alternative for providing flooding relief in the Campbell Creek watershed.
For the purposes of this assessment, all alternatives are considered feasible. However, the charge of
the Common Council was to find an alternative that performs similar to the original Alternative 7
(Alternative 12, herein). Our analysis shows that Alternative 13 performs similar to Alternative 7
(Alternative 12, herein) and at a lower cost. For this reason, Alternative 13 would normally be
recommended. However, it is obvious that Alternative 13 B and 16 provide the most benefit to the City
for both quantity and quality control but at a higher cost and would actually help out flooding in the
Sawyer Creek watershed. It is thus our recommendation the City proceed with Alternative 13 B as the
most cost-effective in assisting the City address flooding issues in the watershed as well as assist the
City in meeting their WPDES stormwater quality permit.
City of Oshkosh, Wisconsin
Campbell Creek Stormwater Management Plan
Addendum No. 1 Executive Summary
Prepared by Strand Associates, Inc.® ES-6
JHL:pll\\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\ES.doc\022508
Alt. Alternative Description
Watershed-
wide
Benefit
Rank
Meets
Landmark
Plaza
Criteria
City
Storage
Provided
(Acre-Feet)
Opinion of
Probable
Cost*
Cost per
Acre-
Foot of
Storage
Provided
12 Alternative 12
(Formerly Alternative 7)
4 Yes 101.1 $18,311,700 $181,100
13 Alternative 13-Incl/Partially
Expanded Westhaven Golf
Course Detention and Partially
Expanded Armory Pond
3 Yes 113.9 $12,095,200 $106,200
13 B Alt. 13 B – Incl/Fully Expanded
Westhaven Golf Course and
Partially Expanded Armory
Pond
2 Yes 215.1 $16,609,700 $77,200
14 Alternative 14-
Incl/STH44/Waukau Detention
5 Yes 98.5 $14,003,500 $142,200
15 Alternative 15-Incl/STH
44/Gray Road Detention
6 Yes 110.2 $11,067,900 $100,400
16 Alternative 16-Fully Expanded
Westhaven Golf Course
Detention and Fully Expanded
Armory Pond
1 Yes 221.5 $21,060,500 $95,100
Costs do not include stormwater quality component costs. See individual Alternative paragraphs in Section 4 for
stormwater quality component cost breakdowns.
Alternative 7 originally didn’t account for the proposed 50-year Design WisDOT Storm Sewer/Ditch along USH 41.
All Alternatives are considered equal (within 0.05 feet) for freeboard at Landmark Plaza with all Alternatives having
between 2.72 feet and 2.77 feet of freeboard as modeled under the 2-hour duration, 100-year storm event.
Table ES.04-1 Summary of Alternatives (Including Land Acquisition Costs and 25 Percent
Engineering and Contingency)
City of Oshkosh, Wisconsin
Campbell Creek Stormwater Management Plan
Addendum No. 1 Executive Summary
Prepared by Strand Associates, Inc.® ES-7
JHL:pll\\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\ES.doc\022508
ES.05 CONCLUSIONS AND RECOMMENDATIONS
The recommended stormwater management plan is described in Table ES.05-1.
In addition to our recommended stormwater management plan, we suggest these recommendations be
followed during implementation of the plan:
1. The City should complete soils investigation to determine soil characteristics in locations
where detention ponds are proposed.
2. The City should adopt the Policies and Practices identified in Section 5.05 of the original
report and the Drainage Evaluation Form in Appendix B of the original report.
3. The City should coordinate detention basins recommended in this study with detention
basins recommended in the water quality study being performed by another consultant.
4. The City should investigate funding opportunities for the detention basins through the
DNR Municipal Flood Control Grant Program. The DNR Lake Protection Grant program,
River Protection Grant program, and Stewardship Grant program should also be
explored.
5. The City should update City stormwater facility maps using the field survey forms and
survey information provided by Strand Associates.
Component Description
Opinion of
Probable Cost
Implementation Schedule
and Funding Source
13 B 1 Expanded Detention at Tippler Junior
High property (see component 12a)
$2,251,600 Priority 1-Municipal Flood
Control Grant and
Stormwater Utility
13 B 2 Partially Expanded Detention at Armory
Site (see component 13b)
$2,495,400 Priority 4-Municipal Flood
Control Grant and
Stormwater Utility
13 B 3 Storm Sewer System Improvements
from Landmark Plaza to Tippler (see
component 12d)
$479,900 Priority 2-Municipal Flood
Control Grant and
Stormwater Utility
13 B 4 Fully Expanded Westhaven Golf Course
Detention and Upstream Diversion
$11,382,800 Priority 3-Municipal Flood
Control Grant, UNPS Grant,
Stormwater Utility,
Stewardship Grant
Total $16,609,700
1. Costs do not include utility conflict resolution, if any.
2. WisDOT is responsible for the cost of construction of the 50-year design storm sewer/ditch along USH 41.
3. Grand Total cost doesn’t include stormwater quality portion of the detention pond (i.e. excavation below normal
WSEL) for Component 13d. All other component costs include excavation below the normal WSEL.
Table ES.05-1 Stormwater Plan Components and Implementation Plan
(Costs include 25 Percent Engineering and Contingencies)
City of Oshkosh, Wisconsin
Campbell Creek Stormwater Management Plan
Addendum No. 1 Executive Summary
Prepared by Strand Associates, Inc.® ES-8
JHL:pll\\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\ES.doc\022508
6. The City should further explore the regulatory requirements with the DNR regarding
permitting of off-line ponds.
7. The City should further explore the regulatory requirements regarding the diversion
of the navigable Campbell Creek to the Westhaven Golf Course ponds.
8. The City should investigate possible utility conflicts and space availability for each
component of the recommended Alternative.
9. The owner of Landmark Plaza should perform a study to determine how to reduce
potential ponding at nodes 06-846, 06,847, and 06-1293.2 to an acceptable level
considering that downstream backwater effects are alleviated as discussed in Section
3.02 C. 7 of the original report.
10. We recommend that the City assess inlet capacity in conjunction with future street
improvement projects to evaluate the benefits of adding inlets to fully realize the
capacities shown in Figure 4.09-1
11. The City should consider upsizing the storm conveyance facilities shown in Figure 4.11-1
as funds become available, as reconstruction becomes necessary and as feasible after
implementation of the recommended Alternative.
12. The topographic surveys completed for each of the recommended projects should
include survey of the properties (including the structure 1st floor elevation) surrounding
each pond location. It is recommended that an acceptable pond overflow route be
incorporated into the final design of each pond for flows potentially exceeding the 100-
year storm event and/or for potential blockages of outlet structures. In addition, during
design, it is recommended the berms at the ponds have 2 feet of freeboard between the
modeled 100-year WSEL in the pond and the top of the berm to provide an added
measure of protection to structures surrounding the recommended ponds (or to a height
that would not invoke NR 333 as described below in item 14). The figures, herein,
contemplate an approximate 1 foot of freeboard.
13. During design, we recommend running the XP-SWMM model to maximize the use of the
Tippler, Armory, and Westhaven ponds after detailed topographic surveys are completed
of the project sites, of the surrounding topography and 1st floor building elevations, and
of the existing utility elevation information. After design is complete for all components
of Alternative 13 B, we recommend that the XP-SWMM model be re-run with all changes
to revise Figure 4.09-1 Storm Sewer Capacity Analysis Under Future Land Use
Conditions For Modeled Storm Sewers With Alternative 13 B In-Place.
14. For the Westhaven ponds, we recommend that the City consult Chapter NR 333 Dam
Design and Construction and the local DNR dam engineer to determine if these pond
berms would fall under the applicability of this code section. The main requirement that
would make these berms apply to this code section is if the berm has a structural height
of more than 6 feet and a maximum storage capacity of 50-acre-feet or more of water.
If they do, during design a dam breach analysis may be required as well as a Small Dam
Safety Permit.
SECTION 1
INTRODUCTION
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 1–Introduction
Prepared by Strand Associates, Inc.® 1-1
JHL:lr\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S1.doc\022508
1.01 INTRODUCTION
This report is an addendum to the North Branch Campbell Creek Stormwater Management Plan, City of
Oshkosh, Wisconsin, May 2006, which summarized the methodology and results of a study done by
Strand Associates, Inc. to develop a stormwater management plan for the North Branch of Campbell
Creek Watershed in the City of Oshkosh. The North Branch Campbell Creek Watershed is
predominantly a fully developed urban watershed that comes together at West 4th Avenue and Sawyer
Street with the South Branch of Campbell Creek. The North Branch of Campbell Creek and specifically
the Landmark Plaza have experienced recent flooding. A sampling of photographs taken by City staff on
June 11, 2004, documenting the flooding that occurred as a result of a June 10/11, 2004, storm event is
included in Appendix A.
Much of the development in this watershed occurred prior to the advent and implementation of strong
guidelines on stormwater management, resulting in several areas with stormwater system capacity
issues. This stormwater management plan addendum, in conjunction with the May 2006 study, will
address ways to mitigate the existing stormwater flooding problems in the North Branch of Campbell
Creek watershed and suggest ways to decrease the impacts of future development.
This addendum builds upon the previous study that looked at eleven alternatives. The previous study
recommended the implementation of Alternative 7. One of the Alternative 7 components was a wet
detention basin at the intersection of 9th Avenue and South Washburn Street. The location of this
detention has met with opposition due to its potential value as commercial property. At the
November 14, 2006, City Council meeting, the Council adopted an ordinance to officially map the 9th
and Washburn detention basin site contingent upon further study to explore other upstream detention
options. As part of the addendum, Strand has updated the stormwater models to account for proposed
WisDOT USH 41 impervious area additions and have added more detail to the stormwater models
upstream of the Dickinson Avenue and South Washburn Street intersection. Alternative 7 was
remodeled in the new stormwater model as Alternative 12. Five additional alternatives (Alternatives 13,
13B, 14, 15, and 16) were also modeled in search of an alternative to the detention basin at the
9th/Washburn detention site.
1.02 SCOPE OF STUDY
This study included the following key elements:
A. Topographic Survey
A field survey was completed to provide vertical elevation and horizontal location of various portions of
the storm sewer system including storm sewer and ditches from south of the Dickinson Avenue and
South Washburn Street intersection southeasterly to south of the STH 44 and Waukau Avenue
intersection. In addition, mapping data was obtained from previous work in the watershed. Mapping
used for this study is discussed in Section 2 and shown in Figure 2.01-1. The field survey forms and
survey information have been provided to the City of Oshkosh for use in updating the City’s
Geographical Information System (GIS).
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 1–Introduction
Prepared by Strand Associates, Inc.® 1-2
JHL:lr\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S1.doc\022508
B. Storm Sewer System Map
The storm sewer system map was revised to include additional detail in previous subbasin SBB 60.
This map is shown in Figure 2.01-1 enclosed at the back of this report
C. Analysis of Existing Drainage System
The existing stormwater drainage system was analyzed with the XP-SWMMTM computer model. This
addendum expands upon the previous model from south of the Dickinson Avenue and South Washburn
Street intersection southeasterly to south of the STH 44 and Waukau Avenue intersection. This model
was developed to estimate the peak discharge rates and runoff volumes during storm events under
existing land use conditions. The model was also used to identify available capacities of existing storm
sewers and detention basins. This analysis identified areas currently vulnerable to flooding during
extreme storm events.
D. Analysis of Potential Impacts of Future Development on Existing Drainage Systems
The XP-SWWMTM model was used to determine locations where improvements to the existing drainage
system will accommodate future development and mitigate the associated stormwater impacts under
future land use conditions. This addendum expands upon the previous model to:
Evaluate alternatives to reduce flooding in the North Branch Campbell Creek Watershed to a
similar extent as originally provided by Alternative 7.
Evaluate specific alternatives to reduce flooding at the Landmark Plaza shopping center to a
similar extent as originally provided by Alternative 7.
E. Stormwater Management Plan
This project report includes recommendations based on an alternatives analysis. Discussion of project
components is also included in the report. Opinions of Probable Cost for each conceptual alternative
are included. All costs are presented in 4th quarter 2007 dollars. Future construction costs should be
adjusted for inflation when final project schedules are determined.
F. Implementation Plan
The implementation plan includes the development of a schedule for completion of recommended
improvements and a discussion of financing options for the recommended stormwater improvements.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 1–Introduction
Prepared by Strand Associates, Inc.® 1-3
JHL:lr\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S1.doc\022508
Figure 1.03-1 Study Area Location Relative to DNR Watersheds
1.03 LOCATION OF STUDY AREA
The Campbell Creek watershed is in general located in an area east of South Oakwood Road,
north of STH 44, west of the Fox River, and south of Taft Avenue. The location of the study area,
which is in the Upper Fox River Basin, is shown in Figure 1.03-1.
1.04 OTHER SIMILAR STUDIES
The following reports/plans are applicable to portions of the North Branch Campbell Creek planning
area.
Stormwater Management Plan–Campbell Creek Watershed, Prepared for City of Oshkosh, HNTB,
December 1994.
Citywide Storm Water Management Study, Prepared for City of Oshkosh, Mead & Hunt, March 2000.
Stormwater Management Revenue Alternatives Phase I Feasibility Analysis, Tetra Tech MPS/Mead &
Hunt, August 2000.
Winnebago County Land and Water Resource Management Plan, 1998.
The State of the Upper Fox River Basin, Wisconsin Department of Natural Resources (DNR),
WT-665-2001, October 2001.
North Branch Campbell Creek Stormwater Management Plan, City of Oshkosh, Wisconsin, May 2006,
Strand Associates.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 1–Introduction
Prepared by Strand Associates, Inc.® 1-4
JHL:lr\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S1.doc\022508
1.05 APPLICABLE STANDARDS AND DESIGN CRITERIA
See May 2006 Study.
1.06 PHASE II STORMWATER PERMIT
See May 2006 Study.
1.07 DEFINITIONS AND ABBREVIATIONS
The following definitions and abbreviations are presented as an aid to the reader.
A. Definitions
Average Sediment Depth–The average depth of deposited sediment measured over the entire pond
area.
Average Current Normal Pool Depth–The average depth of water measured over the entire pond area.
This is the difference between the water surface and the top of sediment.
Average Current Total Pond Depth–The average depth of the pond if all deposited sediment were
removed. This is the difference between the water surface and the existing bottom of the pond.
Control Structure–The manmade structure that controls the water released from a stormwater facility to
the outfall.
Curve Number–The Soil Conservation Service has devised a method of computing the runoff from an
area based on a system of curve numbers. The curve number for an area of land is obtained by
examining the land use and soil type of the land area.
Flume–The structure or channel upstream of the stormwater facility used to convey stormwater to the
facility.
Forebay–The area of the pond near the inlet where heavy sediments are encouraged to settle out of
the stormwater that enters a facility.
Outfall–The piping, channel, or other equipment downstream of the control structure used to transfer
water out of the control structure to the surrounding environment.
Recurrence Interval–The probability that a given rainfall event will occur in a given year. For example, a
100-year rainfall event has a 1 percent chance of occurring in a given year (1/100 = 0.01 = 1 percent), a
5-year rainfall event has a 20 percent chance of occurring in a given year (1/5 = 0.20 = 20 percent).
Subbasin–The parts of a drainage basin that, when combined, create the entire drainage basin for a
facility.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 1–Introduction
Prepared by Strand Associates, Inc.® 1-5
JHL:lr\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S1.doc\022508
Time of Concentration (Tc)–“…the time for runoff to travel from the hydraulically most distant point of
the watershed to a point of interest within the watershed,” SCS, 1986.
Time Distribution of Rainfall–The amount of rainfall that has fallen during a storm event versus the
amount of time that has elapsed during a storm event.
Weir–A wall spanning the control structure. When the water level of the pond reaches the top of the
weir, water flows over the weir and out of the pond.
B. Abbreviations
ac - acres
ac-ft - acre feet
BMP - Best Management Practices
cfs - cubic feet per second
CMP - corrugated metal pipe
DNR - Wisconsin Department of Natural Resources
FDM - Facilities Development Manual
FEMA - Federal Emergency Management Agency
HSG - Hydrologic Soils Groups
ft - feet
GIS - Geographic Information System
MRCC - Midwestern Regional Climate Center
NGVD - National Geodetic Vertical Datum
NHI - National Heritage Inventory
NOI - Notice of Intent
NRCS - National Resource Conservation Service
RCP - reinforced concrete pipe
RCN - runoff curve number
SCS - Soil Conservation Service
sq mi - square miles
Tc - time of concentration
TIN - triangulated irregular network
TSS - total suspended solids
USACE - United States Army Corps of Engineers
USGS - United States Geological Survey
WisDOT - Wisconsin Department of Transportation
WPDES - Wisconsin Pollutant Discharge Elimination System
WWTP - wastewater treatment plant
SECTION 2
CONTRIBUTING WATERSHED CHARACTERISTICS
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 2–Contributing Watershed Characteristics
Prepared by Strand Associates, Inc.® 2-1
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S2.doc\022508
2.01 BASIN CHARACTERISTICS AFFECTING STORMWATER RUNOFF
A. General
The amount of stormwater discharging from a watershed depends on a number of individual
characteristics. Watershed size and topography, land use, soil types and degree of saturation, type of
drainage system (storm sewers, open channels), and amount of watershed storage available all affect
stormwater discharge. To quantify stormwater flows and volumes, an inventory of watershed physical
characteristics in the Campbell Creek watershed was completed. This section describes physical land
characteristics in the Campbell Creek watershed that impact stormwater runoff.
B. Drainage Patterns
Existing drainage patterns, watershed designations, and locations and sizes of storm sewer and other
water features are identified in Figure 2.01-1 (enclosed the pocket folder at the back of this report).
The Campbell Creek watershed, draining approximately 1,840 acres, is located west of the Fox River
and south of Lake Butte des Morts and includes lands currently in the City of Oshkosh, Town of
Algoma, and Town of Nekimi. The portion of the City being studied with this plan drains in four general
manners. The northernmost portion, referred to as the North Branch of Campbell Creek (NBB-xx basin
id designations), drains an area of approximately 140 acres east of USH 41 including Landmark Plaza
prior to draining east through the storm sewer system. The southernmost portion referred to as the
South Branch of Campbell Creek (SBB-xx basin id designations) drains a total of 1,000 acres. Of this
total, approximately 665 acres of land west of USH 41 then drains either northerly towards Sawyer
Creek via a WisDOT ditch or easterly through the Armory area before joining up with the North Branch
near the intersection of Glen Avenue and Mason Street. The joined North and South Branch systems
continue easterly to a backwater of the Fox River through the Main Stem watershed (CCB-xx basin id
designations) that drains approximately 225 acres. The Fox River then discharges into Lake
Winnebago prior to draining northeasterly to Green Bay and Lake Michigan. A portion of the Sawyer
Creek watershed (SCB-xx basin id designations) is interconnected with the North Branch and South
Branch systems allowing approximately 475 acres of drainage to impact drainage patterns in the
Campbell Creek watershed.
Upstream stormwater flows are able to enter Landmark Plaza through a 3-foot x 4.5-foot reinforced
concrete pipe (RCP) Box starting in the ditch at the west side of USH 41 that discharges into the ditch
that runs on the south side of Landmark Plaza. At the southeast corner of Landmark Plaza, the ditch
enters the storm sewer system and heads north toward the center of the east side of Landmark Plaza
before heading east to the Campbell Creek outfall in a 36-inch x 58-inch corrugated metal pipe (CMP)
at an approximate average slope of 0.232 percent.
The Fox River through Oshkosh and Lake Winnebago are both identified by the DNR as impaired
waters and are on the Federal Clean Water Act Section 303(d) list. Impaired waters are those that are
not meeting the state’s water quality standards. More information on the 303 (d) list can be found on the
DNR’s Web site at:
http://dnr.wi.gov/org/water/wm/wqs/303d/303d.html
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 2–Contributing Watershed Characteristics
Prepared by Strand Associates, Inc.® 2-2
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S2.doc\022508
HSG Percent of Watershed
A 0.5
B 0.4
B/D 2.0
C 95.2
D 1.8
Table 2.01-1 Hydrologic Soil Groups
C. Soils
The amount of stormwater runoff produced by a storm event is impacted by the types of soil underlying
the watershed. Soils having a high percentage of sand and gravel will absorb a higher percentage of
stormwater runoff than will soils having high clay content. This means that sandy soil generally
produces less runoff than clay soil.
The Natural Resource Conservation Service (NRCS) classifies soil types in categories known as
Hydrologic Soil Groups (HSG). Group A soils consist of sandy soils having high infiltration rates and low
runoff potential. Group B soils have moderately fine to moderately coarse textures and moderate runoff
potential. Group C soils are typically silty clay loam soils having moderately fine to fine textures and a
low infiltration capacity. Examples of Group D soils are clays, soils with a permanent high water table,
and shallow soils over nearly impervious material. Group D soils have a very low infiltration capacity
and have high runoff potential.
Soil types, hydrologic soil group, and expected soil permeability at 36-inch depth in the Campbell Creek
Watershed are identified in Table 2.01-2 and illustrated in Figure 2.01-2. According to the Winnebago
County, Wisconsin, Soils Survey, published by the U.S. Department of Agriculture in cooperation with
the Research Division of the College of Agricultural and Life Sciences, University of Wisconsin, local
soils are primarily silt loams and silty clay loams.
These soils are classified by the NRCS as mainly
HSG Group C soils. Infiltration rates for the Group B
soils range from 0.15 to 0.30 inches per hour.
Infiltration rates for the Group C soils range from
0.05 to 0.15 inches per hour. Infiltration rates for
Group A soils are generally greater than 0.30 inches
per hour. The percentages of each hydrologic soil
group in the watershed are shown in Table 2.01-1.
According to the NRCS Soil Survey for Winnebago County, the predominant soil type in the Campbell
Creek watershed belongs to the Kewaunee Silt Loam series. These are well drained and moderately
well-drained soils on convex hills and lower side slopes with a silt loam surface layer, a firm clay
subsoil, and a firm silty clay loam substratum.
SOILS MAP
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDYADDENDUM NO. 1CITY OF OSHKOSHWINNEBAGO COUNTY, WISCONSIN
FI
G
U
RE
2
.
0
1
-
2
1-
382
.
0
3
0
Taft Ave
Kn
a
p
p
S
t
W. So
u
t
h
P
a
r
k
A
v
e
US
H
W
Y
4
1
ST H
W
Y
4
4
W 20th Ave
S
O
a
k
w
o
o
d
R
d
W 9th Ave
Witzel Ave
US
H
W
Y
4
1
S
W
e
s
t
h
a
v
e
n
D
r
S
W
a
s
h
b
u
r
n
S
t
S
W
a
s
h
b
u
r
n
S
t
Badger Ave
Un
i
v
e
r
s
a
l
S
t
W Waukau Ave
Cl
a
y
R
d
Allert
o
n
D
r
Badg
e
r
A
v
e
ST RD 91
S W
e
s
t
h
a
v
e
n
D
r
S K
o
e
l
l
e
r
S
t
Maricopa Dr
N
W
e
s
t
f
i
e
l
d
S
t
S
W
e
s
t
f
i
e
l
d
S
t
Dickison Ave
Cu
m
b
e
r
l
a
n
d
Tr
a
i
l
Ma
r
i
c
o
p
a
D
r
Co
v
i
n
g
t
o
n
D
r
Ci
t
y
o
f
O
s
h
k
o
s
h
To
w
n
o
f
A
l
g
o
m
a
City of Oshkosh
Town of Algoma
Town of Nekimi
To
w
n
o
f
N
e
k
i
m
i
Ci
t
y
o
f
O
s
h
k
o
s
h
Town of Algoma
FO
X
R
I
V
E
R
CAMP
B
E
L
L
C
R
E
E
K
Town of Nekimi
Town of Algoma
SAWYER
CREEK
60
20
27
15
8
21
18
1930
40
6
5
2438
3658
3622
36
3150
51
3
1
54
30
3843
6
48
7244
3654
5031
9
2918
24
4327
58
3
6
42
12
2633
2945
4472
10
2516
1423
6540
3453
0
18
24
21
12
24
24
8
15
12
15
3658
8
12
21
24
12
0
15
12
31
5
0
12
15
48
36
15
18
12
0
12
15
15
12
12
18
12
24
12
12
18
15
15
3658
18
8
8
15
18
8
18
21
21
12
12
15
12
48
12
21
26
3
3
36
18
24
24
15
12
36
21
8
15
0
18
0
18
24
12
18
24
15
12
24
18
8
12
12
8
12
12
15
8
21
18
24
8
24
24
8
21
10
8
18
30
24
48
24
8
12
36
6
8
21
15
827
8 15
12
8
36
8
18
12
12
30
12
12
18
12
24
42
15
8
8
30
8
15
12
8
24
8
8
12
18
12
42
8
12
24
18
12
36
15
24
12
12
1212
18
12
12
12
8
18
8
12
18
18
15
15
10
18
15
8
24
30
12
8
12
0
12
15
12
18
10
36
12
18
12
2438
12
21
8
21
42
8
15
2945
12
10
12
12
12
8
36
15
18
12
3658
24
12
12
15
18
18
12
15
15
24
21
44
7
2
15
18
24
0
18
0
12
12
8
8
8
12
12
24
36
12
18
12
0
15
12
2945
15
12
6
8
0
18
24
24
15
36
8
36
5
8
12
24
12
24
15
12
12
15
42
8
30
12
20
12
10
6
12
6
8
36
12
12
12
3658
12
15
30
12
12
24
15
8
18
12
8
12
15
15
30
12
12
12
12
12
21
8
12
8
15
42
8
15
18
12
12
8
30
6
24
2945
15
12
12
8
12
8
8
8
15
42
8
18
12
12
8
12
12
30
0
12
12
0
21
12
21
24
8
36
12
24
30
18
36
12
12
12
0
8
42
6
12
18
12
12
27
18
2438
0
30
3658
12
18
12
42
30
36
60
48
12
12
12
21
2427
18
30
18
18
15
18
15
8
6
8
15
18
21
15
12
2516
48
24
12 12
0
48
3658
24
15
12
12
24
21
8
48
8
27
12
8
15
21
8
15
48
8
15
24
18
24
15
3658
0
12
12
15
8
30
15
15
12
12
12
1821
12
18
24
10
21
24
36
12
8
8
18
24
15
15
12
8
12
21
12
24
12
12
0
6540
18
30
1212
12
8
18
8
12
18
18
5836
21
12
12
42
8
42
15
12
18
36
21
21
12
36
15
15
15
15
0
8
15
5836
8
18
8
15
15
24
15
12
3658
24
12
12
12
12
8
21
21
0
3622
21
3658
12
42
21
36
8
12
12
12
12
15
8
12
0
12
30
27
12
12
24
0
12
12
12 12
6
12
30
18
0
0
024
24
48
18
15
12
0
30
18
42
8
8
24
12
18
24
18
36
15
8
19
3
0
8
42
18
12
18
15
12
8
12
15
0
12
48
18
18
15
24
12
12
21
12
12
18
18
24
15
10
36
24 0
15
8
24
8
12
5836
12
42
24
12
15
12
12
42
15
12
24
0
15
8
15
8
24
12
12
8
8
21
24
12
12
18
30
36
10
0
12
27
21
8
15
48 24
12
18
15
12
48
30
15
36
12
15
24
12
12
24
8
12
15
15
30
15
24
12
30
24
12
30
18
8
54
24
12
48
12
24
18
15
15
15
8
15
30
18
12
15
21
8 24
12
15
12
8
24
8
18
24
36
24
21
2945 18
8
8
24
15
12
0
4815
12
21
15
12
24
36
0
15
18
8
12
36
15
27
15
15
42
18
15
21
12
21
60
36
8
0
12
8
10
0
18
18
8
12
12
30
30
48
15
12
18
30
8
15
12
48
12
8
15
21
21
30
15
27
12
24
48
12
12
18
15
24
12
15
27
36
15
21
36
8
12
15
8
12
27
24
24
15
12
5836
12
24
18
0
18
0
12
29
1
8
12
8
6
24
12
36
36
8
30
21
15
24
30
12
12
12
8
30
12
8
24
18
5836 12
8
12
10
24
12
12
24
15
15
21
42
0
21
21
12
8
12
18
12
12
18
15
12
18
48
21
15
36
21
24
21
36
8
18
30
12
21
18
24
30
12
15
8
12
8
24
27
12
15
12
1515
12
8
12
42
12
30
12
8
12
12
12
8
12
24
8
42
18
15
0
21
42
12
15
0
20
1815
42
30
12
8
12
8
24
58
3
6
12
12
12
12
5031
12
12
12
15
8
12
15
15
12
15
24
24
12
12
18
24
6
15
18
12
12
12
21
15
24 24
18
15
30
12
8
12
12
12
15
12
12
30
12
18
0
12
15
0
12
15
15
12
15
12
15
42
8
18
30
18
21
24
30
15
8
15
12
30
12
21
12
12
15
15
15
27
10
10
6
12
12
42
15
15
8
8
15
30
12
12
12
15
24
24
12
18
18
15
36
24
36
36
1827
12
12
21
30
15
8
12
8
12
42
18
15
12
12
10
18
12
15
15
27
42
12
58
3
6
12
50
3
1
60
18
30
12
8
15
15
24
10
18
12
15
30
24
18
12
12
30
12
18
48
36
42
0
3012
18
21
29
4
5
21
18
12
18
12
15
10
24
60
18
24
12
12
30
42
10
12
8
15
15
48
18
48
15
24
12
12
30
12
21
48
15
10
30
12
18
12
12
12
15
18
21
15
48
18
12
10
24
18
12
12
12
24
0
30
12
15
24
2516
30
15
12
8
12
12
12
21
15
8
21
12
36
5836
15
12
8
8
24
21
12
12
15
12
8
12
8
18
12 12
18
18
12
48
21
8
18
18
15
18
12
15
21
12
15
12
6
27
18
0
8
12
18
15
12
12
15
20
15
0
21
18
18
27
18
18
24
18
8
27
30
24
12
18
8
42
10
24
12
8
0
12
24
15
27
12
12
15
15
8
18
42
8
48
12
18
48
0
12
24
30
12
18
12
8
12
12
36
8
6
15
42
6
12
48
21
12
12
12
36
18
8
18
18
30
36
15
48
0
36
12
12
8
12
18
18
36
12
18
18
18
SBB-190
CCB-10
SBB-15
SCB-100
SCB-35
SCB-85
SBB-75
SBB-175
SCB-75
SBB-76
SCB-70
SBB-95
SBB-85
SCB-50
SCB-10
SBB-60
CCB-20
SBB-55
NBB-20
SBB-140
SBB-45
SCB-15
SBB-25.A
SBB-50
SBB-176
SBB-30
SBB-90
NBB-15
SBB-10
SCB-30
SCB-55
SBB-20
SCB-20
NBB-55
SBB-41
SBB-61
SCB-95
NBB-10
SBB-40
SCB-40
SBB-135
SBB-185
SBB-180
NBB-45
CCB-05
SBB-65
SBB-70
NBB-30
SBB-141
SBB-115
SBB-05
SCB-90
CCB-15
SBB-25.D
SCB-25
SBB-71
SCB-80
SCB-60
SBB-80
SCB-65
NBB-25
SBB-42
NBB-05
SCB-05
NBB-40
SBB-25.F
SBB-25.B
SBB-25.E
SBB-170
SBB-35
NBB-35
SBB-25.C
SBB-145
SBB-155
NBB-50
SBB-105
SBB-120
SCB-45
SBB-165
SBB-130
SBB-150
SBB-110
SBB-100
SBB-160
S:\@
S
AI
\
35
1
--4
0
0
\
3
8
2
\
0
3
0
\
D
a
t
a
\
GI
S
\
Rep
o
r
t
F
i
gu
r
e
s
\
Fig
u
r
e
2
.
01
-
2
-
So
il
s
.
m
x
d
0 1,500 3,000750 Feet
³
Legend
Municipal Boundary
Drainage Basin Boundary
Sub Drainage Basin Boundary
Updated Basin Boundary
Hydrologic Soils Group
A
B
B/D
C
D
Witzel Ave
US
H
W
Y
4
1
60
30
27
18
8
24
20
21
12
10
1423
15
19
3
0
24
18
27
18
12
10
12
24
24
12
12
12
12
10
12
12
60
15
30
18
12
15
12
18
12
30
15
12
12
30
12
12
12
24
12
12
15
18
12
60
12
12
15
30
15
15
12
24
12
60
18
18
24
12
8
20
18
SCB-35
SCB-30
SCB-10
SCB-25
SCB-40
SCB-20
SCB-15
CCB-10
NBB-40
SCB-50
SCB-E
NBB-45
NBB-50
NBB-55
SCB-B
SCB-C
SCB-D
NBB-35
SCB-A
SCB-45
Hwy 41 Updated Basins
0 300 600150
Feet
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 2–Contributing Watershed Characteristics
Prepared by Strand Associates, Inc.® 2-3
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S2.doc\022508
Symbol Soil Description
Permeability
at 36 inches
(in/hr) HSG1
Percent
of
Watershed
HmB
Hochheim
loam, 2 to
6% slopes
Gently sloping, well drained soils on broad crests of hills
and ridges on till plains; loam surface layer; friable loam
subsoil; gravelly fine, sandy loam substratum.
0.2-2.0 B 0.4%
HrB
Hortonville
silt loam, 2
to 6% slopes
Gently sloping, well drained soils on convex hills and
lower side slopes on till plains; silt loam surface layer;
friable loam subsoil; friable loam substratum.
0.2-2.0 C 0.5%
KnB
Kewaunee
silt loam, 2
to 6% slopes
Gently sloping, well drained and moderately well
drained soil is on convex hills and lower side slopes; silt
loam surface layer; firm clay subsoil; firm silty clay loam
substratum.
0.06-0.6 C 54.1%
KoC2
Kewaunee
silt loam, 6
to 12%
slopes
Sloping, well drained soil on sides of moraines and hills;
silty clay loam surface layer; firm clay subsoil; firm silty
clay loam substratum.
0.06-0.6 C 2.3%
LzB
Lorenzo
Variant
loam, 2 to
8% slopes
Gently sloping, moderately well drained soil on till
plains; loam surface layer; upper part of subsoil is
friable caly loam; lower part of subsoil is friable gravelly
sandy loam; very gravelly loamy sand substratum.
0.06-0.6 C 3.1%
MaA
Manawa silty
clay loam, 0
to 3% slopes
Nearly level to gently sloping, somewhat poorly drained
soil in drainageways and depressional areas; silty clay
loam surface layer; upper part of subsoil is firm silty clay
loam; lower part of subsoil and substratum is firm silty
clay.
0.06-0.2 C 21.4%
MtA
Mosel silt
loam, 0 to
3% slopes
Nearly level to gently sloping, somewhat poorly drained
soil on valley terraces and in drainageways and swales
in uplands; silt loam surface layer; friable silt loam
subsurface layer; upper part subsoil is friable clay loam;
lower part subsoil is firm silty clay; firm silty clay
substratum.
0.06-0.6 C 2.9%
Na Navan silt
loam
Nearly level, poorly drained soil in drainageways and
swales in the uplands; silt loam surface layer; upper
subsoil is friable silt loam; lower subsoil is firm clay
loam; firm silty clay substratum.
0.6-2.0 D 0.7%
OmB
Omro clay
loam, 2 to
6% slopes
Gently sloping, well drained soil is on crests and sides
of broad hills; clay loam surface layer; upper subsoil is
firm clay; lower subsoil is firm silty clay; friable gravelly
fine sandy loam substratum.
0.06-0.6 C 4.5%
Pg Pits, gravel Excavation pits from which sand and gravel have been
removed. NA A 0.5%
Pu Poygan silty
clay loam
Nearly level, poorly drained soil in drainageways and
depressional areas; silty clay loam surface area; firm
silty clay subsoil; firm silty clay substratum.
0.06-0.2 D 1.2%
UoA
Udorthents,
0 to 3%
slopes
Nearly level to gently sloping, moderately well drained
to somewhat poorly drained soils adjacent to major
drainageways and lakes; 1 to 4 feet of fill material over
poorly drained soils; fill material is commonly clay, silty
clay, silty clay loam and clay loam containing pebbles
and stones; buried soil is mineral or organic.
NA C 6.5%
We Wauseon silt
loam
Nearly level, poorly drained soil in drainageways and
swales in the uplands; silt loam surface layer; upper
subsoil is friable silt loam; middle and lower subsoil is
friable fine sandy loam; firm silty clay loam substratum.
<0.6 B/D 2.0%
1 HSG = Hydrologic soils group
Table 2.01-2 Campbell Creek Watershed Soils
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 2–Contributing Watershed Characteristics
Prepared by Strand Associates, Inc.® 2-4
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S2.doc\022508
E. Land Use
Land use is another factor that affects the amount of stormwater runoff that will be produced by a
rainstorm. Urbanization and development reduce the ability of the ground to absorb stormwater,
typically causing peak discharges and runoff volumes to increase. The time from the beginning of the
storm event to the occurrence of the peak runoff may also be significantly shortened.
Existing and future land use in the Campbell Creek watershed is shown in Figures 2.01-3 and 2.01-4.
Existing land use is based on the City’s impervious area GIS layer supplemented with review of aerial
information provided by Winnebago County. See Figure 2.01-5 for a graphic of the different types of
existing landuse according to the City’s Smart Growth Plan. Future land use is also based on the City’s
impervious area GIS layer as shown in Figure 2.01-4 and is supplemented with land use from the
20-Year Land Use Plan (Smart Growth Plan) shown in Figure 2.01-6 for areas currently not developed.
Wisconsin Department of Transportation (WisDOT) proposed improvements (to the best of our
knowledge as of August 15, 2007) have also been incorporated into the future land use shown in
Figure 2.01-4. This investigation indicates that the watershed is currently almost entirely built out except
for agricultural lands in the southwestern portion of the watershed and various vacant parcels of land in
the urbanized central portion of the watershed. The City of Oshkosh Stormwater Ordinance
(Chapter 24) in conjunction with NR 151 regulates future development (over 1 acre in size). Future land
use will likely increase future stormwater volumes due to the increase in impervious area. We have also
included a zoning map from the City Smart Growth Plan in Figure 2.01-7. Tables 2.01-3 and 2.01-4
summarize the existing and future hydrologic parameters for each drainage basin, respectively. These
tables show that the impervious area increases approximately 30.9 percent between existing and future
land use conditions.
2.02 EXPECTED PRECIPITATION DEPTHS
According to the Midwestern Regional Climate Center (MRCC) Web site, the City of Oshkosh receives
an average annual precipitation of 31.57 inches. Significant runoff-producing events typically occur
during spring and summer thunderstorms as a result of stormwater runoff from short-duration, intense
storm events. The depth and duration of rainfall in a watershed for a given storm event has a major
impact on the amount of stormwater runoff produced.
Table 2.02-1 summarizes expected rainfall depths for the 1-year through 100-year storm frequencies
for the region (Bulletin 71, Rainfall Atlas of the Midwest, Floyd A. Huff and James R. Angel–Climatic
Section 6). These rainfall totals are used in conjunction with the Huff distribution to estimate peak storm
discharges.
EXISTING LAND USE - IMPERVIOUS AREA MAP
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDYADDENDUM NO. 1CITY OF OSHKOSHWINNEBAGO COUNTY, WISCONSIN
FI
G
U
RE
2
.
0
1
-
3
1-
382
.
0
3
0
Taft Ave
Kn
a
p
p
S
t
W. So
u
t
h
P
a
r
k
A
v
e
US
H
W
Y
4
1
ST H
W
Y
4
4
W 20th Ave
S
O
a
k
w
o
o
d
R
d
W 9th Ave
Witzel Ave
US
H
W
Y
4
1
S
W
e
s
t
h
a
v
e
n
D
r
S
W
a
s
h
b
u
r
n
S
t
S
W
a
s
h
b
u
r
n
S
t
Badger Ave
Un
i
v
e
r
s
a
l
S
t
W Waukau Ave
Cl
a
y
R
d
Allert
o
n
D
r
Badg
e
r
A
v
e
ST RD 91
S W
e
s
t
h
a
v
e
n
D
r
S K
o
e
l
l
e
r
S
t
Maricopa Dr
N
W
e
s
t
f
i
e
l
d
S
t
S
W
e
s
t
f
i
e
l
d
S
t
Dickison Ave
Cu
m
b
e
r
l
a
n
d
Tr
a
i
l
Ma
r
i
c
o
p
a
D
r
Co
v
i
n
g
t
o
n
D
r
Ci
t
y
o
f
O
s
h
k
o
s
h
To
w
n
o
f
A
l
g
o
m
a
City of Oshkosh
Town of Algoma
Town of Nekimi
To
w
n
o
f
N
e
k
i
m
i
Ci
t
y
o
f
O
s
h
k
o
s
h
Town of Algoma
FO
X
R
I
V
E
R
CAMP
B
E
L
L
C
R
E
E
K
Town of Nekimi
Town of Algoma
SAWYER
CREEK
SBB-190
CCB-10
SBB-15
SCB-100
SCB-35
CCB-05
SCB-85
SBB-75
SBB-65
SBB-175
SCB-75
SBB-76
SCB-70
SBB-95
SBB-85
SBB-70
SCB-50
SCB-10
NBB-30
SBB-60
CCB-20
SBB-55
SBB-141
NBB-20
SBB-140
SBB-45
SCB-15
SBB-25.A
SBB-50
SBB-115
SBB-176
SBB-30
SBB-90
NBB-15
SBB-10
SCB-30
SCB-55 SBB-20
SCB-20
NBB-55 SBB-05
SBB-41
SCB-90
SBB-61
CCB-15
SCB-95
NBB-10
SCB-25
SBB-71
SCB-80
SBB-40
SCB-40
SBB-135
SCB-60
SCB-65
NBB-40
SBB-25.B
SBB-185
SBB-35
SBB-180
NBB-45
SBB-25.D
SBB-80
NBB-25
SBB-42
NBB-05
SCB-05
SBB-25.F
SBB-25.E
SBB-170
NBB-35
SBB-145
SBB-25.C
SBB-155
NBB-50
SBB-105
SBB-120
SCB-45
SBB-165
SBB-130
SBB-150
SBB-110
SBB-100
SBB-160
S:\@
S
AI
\
35
1
--4
0
0
\
3
8
2
\
0
3
0
\
D
a
t
a
\
GI
S
\
Rep
o
r
t
F
i
gu
r
e
s
\
Fig
u
r
e
2
.
01
-
3
-
Im
pe
rvi
ou
s
Areas
.
mx
d
0 1,500 3,000750 Feet
³
Legend
Municipal Boundary
Drainage Basin Boundary
Sub Drainage Basin Boundary
Impervious Area
Pervious Area (Non-Agriculture)
Pervious Area (Agriculture)
Minor ROW
Major ROW
DOT ROW
FUTURE LAND USE - IMPERVIOUS AREA MAP
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDYADDENDUM NO. 1CITY OF OSHKOSHWINNEBAGO COUNTY, WISCONSIN
FI
G
U
RE
2
.
0
1
-
4
1-
382
.
0
3
0
Taft Ave
Kn
a
p
p
S
t
W. So
u
t
h
P
a
r
k
A
v
e
US
H
W
Y
4
1
ST H
W
Y
4
4
W 20th Ave
S
O
a
k
w
o
o
d
R
d
W 9th Ave
Witzel Ave
US
H
W
Y
4
1
S
W
e
s
t
h
a
v
e
n
D
r
S
W
a
s
h
b
u
r
n
S
t
S
W
a
s
h
b
u
r
n
S
t
Badger Ave
Un
i
v
e
r
s
a
l
S
t
W Waukau Ave
Cl
a
y
R
d
Allert
o
n
D
r
Badg
e
r
A
v
e
ST RD 91
S W
e
s
t
h
a
v
e
n
D
r
S Ko
e
l
l
e
r
S
t
Maricopa Dr
N
W
e
s
t
f
i
e
l
d
S
t
S
W
e
s
t
f
i
e
l
d
S
t
Dickison Ave
Cu
m
b
e
r
l
a
n
d
Tr
a
i
l
Ma
r
i
c
o
p
a
D
r
Co
v
i
n
g
t
o
n
D
r
Ci
t
y
o
f
O
s
h
k
o
s
h
To
w
n
o
f
A
l
g
o
m
a
City of Oshkosh
Town of Algoma
Town of Nekimi
To
w
n
o
f
N
e
k
i
m
i
Ci
t
y
o
f
O
s
h
k
o
s
h
Town of Algoma
FO
X
R
I
V
E
R
CAMP
B
E
L
L
C
R
E
E
K
Town of Nekimi
Town of Algoma
SAWYER
CREEK
SBB-190
CCB-10
SBB-15
SCB-100
SCB-35
CCB-05
SCB-85
SBB-75
SBB-65
SBB-175
SCB-75
SBB-76
SCB-70
SBB-95
SBB-85
SBB-70
SCB-50
SCB-10
NBB-30
SBB-60
CCB-20
SBB-55
SBB-141
NBB-20
SBB-140
SBB-45
SCB-15
SBB-25.A
SBB-50
SBB-115
SBB-176
SBB-30
SBB-90
NBB-15
SBB-10
SCB-30
SCB-55 SBB-20
SCB-20
NBB-55 SBB-05
SBB-41
SCB-90
SBB-61
CCB-15
SCB-95
NBB-10
SCB-25
SBB-71
SCB-80
SBB-40
SCB-40
SBB-135
SCB-60
SCB-65
NBB-40
SBB-25.B
SBB-185
SBB-35
SBB-180
NBB-45
SBB-25.D
SBB-80
NBB-25
SBB-42
NBB-05
SCB-05
SBB-25.F
SBB-25.E
SBB-170
NBB-35
SBB-145
SBB-25.C
SBB-155
NBB-50
SBB-105
SBB-120
SCB-45
SBB-165
SBB-130
SBB-150
SBB-110
SBB-100
SBB-160
S:\@
S
AI
\
35
1
--4
0
0
\
3
8
2
\
0
3
0
\
D
a
t
a
\
GI
S
\
Rep
o
r
t
F
i
gu
r
e
s
\
Fig
u
r
e
2
.
01
-
4
-
Fu
t
u
r
e
Im
p
e
r
v
i
o
u
s
A
r
e
a
s
.
m
xd
0 1,500 3,000750 Feet
³
Legend
Municipal Boundary
Drainage Basin Boundary
Sub Drainage Basin Boundary
Updated Basins
Impervious Area
Pervious Area (Non-Agriculture)
Pervious Area (Agriculture)
Minor ROW
Major ROW
DOT ROW
Industrial
Residential
Commercial
Witzel Ave
US
H
W
Y
4
1
SCB-35
SCB-30
SCB-10
SCB-25
SCB-40
SCB-20
SCB-15
CCB-10
NBB-40
SCB-50
SCB-E
NBB-45
NBB-50
NBB-55
SCB-B
SCB-C
SCB-D
NBB-35
SCB-A
SCB-45
Hwy 41 Updated Basins
0 600300
Feet
EXISTING LAND USE MAP - SMART GROWTH PLAN
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDYADDENDUM NO. 1CITY OF OSHKOSHWINNEBAGO COUNTY, WISCONSIN
FI
G
U
RE
2
.
0
1
-
5
1-
382
.
0
3
0
Taft Ave
Kn
a
p
p
S
t
W. So
u
t
h
P
a
r
k
A
v
e
US
H
W
Y
4
1
ST H
W
Y
4
4
W 20th Ave
S
O
a
k
w
o
o
d
R
d
W 9th Ave
Witzel Ave
US
H
W
Y
4
1
S
W
e
s
t
h
a
v
e
n
D
r
S
W
a
s
h
b
u
r
n
S
t
S
W
a
s
h
b
u
r
n
S
t
Badger Ave
Un
i
v
e
r
s
a
l
S
t
W Waukau Ave
Cl
a
y
R
d
Allert
o
n
D
r
Badg
e
r
A
v
e
ST RD 91
S W
e
s
t
h
a
v
e
n
D
r
S Ko
e
l
l
e
r
S
t
Maricopa Dr
N
W
e
s
t
f
i
e
l
d
S
t
S
W
e
s
t
f
i
e
l
d
S
t
Dickison Ave
Cu
m
b
e
r
l
a
n
d
Tr
a
i
l
Ma
r
i
c
o
p
a
D
r
Co
v
i
n
g
t
o
n
D
r
Ci
t
y
o
f
O
s
h
k
o
s
h
To
w
n
o
f
A
l
g
o
m
a
City of Oshkosh
Town of Algoma
Town of Nekimi
To
w
n
o
f
N
e
k
i
m
i
Ci
t
y
o
f
O
s
h
k
o
s
h
Town of Algoma
FO
X
R
I
V
E
R
CAMP
B
E
L
L
C
R
E
E
K
Town of Nekimi
Town of Algoma
City of Oshkosh
SAWYER
CREEK
SBB-190
CCB-10
SBB-15
SCB-100
SCB-35
CCB-05
SCB-85
SBB-75
SBB-65
SBB-175
SCB-75
SBB-76
SCB-70
SBB-95
SBB-85
SBB-70
SCB-50
SCB-10
NBB-30
SBB-60
CCB-20
SBB-55
SBB-141
NBB-20
SBB-140
SBB-45
SCB-15
SBB-25.A
SBB-50
SBB-115
SBB-176
SBB-30
SBB-90
NBB-15
SBB-10
SCB-30
SCB-55 SBB-20
SCB-20
NBB-55 SBB-05
SBB-41
SCB-90
SBB-61
CCB-15
SCB-95
NBB-10
SCB-25
SBB-71
SCB-80
SBB-40
SCB-40
SBB-135
SCB-60
SCB-65
NBB-40
SBB-25.B
SBB-185
SBB-35
SBB-180
NBB-45
SBB-25.D
SBB-80
NBB-25
SBB-42
NBB-05
SCB-05
SBB-25.F
SBB-25.E
SBB-170
NBB-35
SBB-145
SBB-25.C
SBB-155
NBB-50
SBB-105
SBB-120
SCB-45
SBB-165
SBB-130
SBB-150
SBB-110
SBB-100
SBB-160
S:\@
S
AI
\
35
1
--4
0
0
\
3
8
2
\
0
3
0
\
D
a
t
a
\
GI
S
\
Rep
o
r
t
F
i
gu
r
e
s
\
Fig
u
r
e
2
.
01
-
5
-
Ex
i
st
ing
L
a
n
d
U
s
e
.
m
xd
0 1,500 3,000750 Feet
³
Legend
Land Use
Commercial
Industrial
Residential
Agriculture
Government
Infill Non-Res
Municipal Boundary
Landfill-Quarry
Mixed Use
Parking Lot
Public Park
Rec-Open Space
School
Vacant Land
Infrastructure
InstitutionalDrainage Basin Boundary
Sub Drainage Basin Boundary
20 YEAR LAND USE PLAN - SMART GROWTH PLAN
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDYADDENDUM NO. 1CITY OF OSHKOSHWINNEBAGO COUNTY, WISCONSIN
FI
G
U
RE
2
.
0
1
-
6
1-
382
.
0
3
0
Taft Ave
Kn
a
p
p
S
t
W. So
u
t
h
P
a
r
k
A
v
e
US
H
W
Y
4
1
ST H
W
Y
4
4
W 20th Ave
S
O
a
k
w
o
o
d
R
d
W 9th Ave
Witzel Ave
US
H
W
Y
4
1
S
W
e
s
t
h
a
v
e
n
D
r
S
W
a
s
h
b
u
r
n
S
t
S
W
a
s
h
b
u
r
n
S
t
Badger Ave
Un
i
v
e
r
s
a
l
S
t
W Waukau Ave
Cl
a
y
R
d
Allert
o
n
D
r
Badg
e
r
A
v
e
ST RD 91
S W
e
s
t
h
a
v
e
n
D
r
S Ko
e
l
l
e
r
S
t
Maricopa Dr
N
W
e
s
t
f
i
e
l
d
S
t
S
W
e
s
t
f
i
e
l
d
S
t
Dickison Ave
Cu
m
b
e
r
l
a
n
d
Tr
a
i
l
Ma
r
i
c
o
p
a
D
r
Co
v
i
n
g
t
o
n
D
r
Ci
t
y
o
f
O
s
h
k
o
s
h
To
w
n
o
f
A
l
g
o
m
a
City of Oshkosh
Town of Algoma
Town of Nekimi
To
w
n
o
f
N
e
k
i
m
i
Ci
t
y
o
f
O
s
h
k
o
s
h
Town of Algoma
FO
X
R
I
V
E
R
CAMP
B
E
L
L
C
R
E
E
K
Town of Nekimi
Town of Algoma
SAWYER
CREEK
SBB-190
CCB-10
SBB-15
SCB-100
SCB-35
CCB-05
SCB-85
SBB-75
SBB-65
SBB-175
SCB-75
SBB-76
SCB-70
SBB-95
SBB-85
SBB-70
SCB-50
SCB-10
NBB-30
SBB-60
CCB-20
SBB-55
SBB-141
NBB-20
SBB-140
SBB-45
SCB-15
SBB-25.A
SBB-50
SBB-115
SBB-176
SBB-30
SBB-90
NBB-15
SBB-10
SCB-30
SCB-55 SBB-20
SCB-20
NBB-55 SBB-05
SBB-41
SCB-90
SBB-61
CCB-15
SCB-95
NBB-10
SCB-25
SBB-71
SCB-80
SBB-40
SCB-40
SBB-135
SCB-60
SCB-65
NBB-40
SBB-25.B
SBB-185
SBB-35
SBB-180
NBB-45
SBB-25.D
SBB-80
NBB-25
SBB-42
NBB-05
SCB-05
SBB-25.F
SBB-25.E
SBB-170
NBB-35
SBB-145
SBB-25.C
SBB-155
NBB-50
SBB-105
SBB-120
SCB-45
SBB-165
SBB-130
SBB-150
SBB-110
SBB-100
SBB-160
S:\@
S
AI
\
35
1
--4
0
0
\
3
8
2
\
0
3
0
\
D
a
t
a
\
GI
S
\
Rep
o
r
t
F
i
gu
r
e
s
\
Fig
u
r
e
2
.
01
-
6
-
20
Y
e
a
r
L
a
n
d
U
s
e
P
l
an
.
mx
d
0 1,500 3,000750 Feet
³
Legend
Municipal Boundary
Drainage Basin Boundary
Sub Drainage Basin Boundary
Updated Basins
20-Year Land Use Plan
Commercial
Industrial
Pro
Public Institution
Residential
Witzel Ave
US
H
W
Y
4
1
SCB-35
SCB-30
SCB-10
SCB-25
SCB-40
SCB-20
SCB-15
CCB-10
NBB-40
SCB-50
SCB-E
NBB-45
NBB-50
NBB-55
SCB-B
SCB-C
SCB-D
NBB-35
SCB-A
SCB-45
Hwy 41 Updated Basins
0 600300
Feet
ZONING MAP - SMART GROWTH PLAN
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDYADDENDUM NO. 1CITY OF OSHKOSHWINNEBAGO COUNTY, WISCONSIN
FI
G
U
RE
2
.
0
1
-
7
1-
382
.
0
3
0
Taft Ave
Kn
a
p
p
S
t
W. So
u
t
h
P
a
r
k
A
v
e
US
H
W
Y
4
1
ST H
W
Y
4
4
W 20th Ave
S
O
a
k
w
o
o
d
R
d
W 9th Ave
Witzel Ave
US
H
W
Y
4
1
S
W
e
s
t
h
a
v
e
n
D
r
S
W
a
s
h
b
u
r
n
S
t
S
W
a
s
h
b
u
r
n
S
t
Badger Ave
Un
i
v
e
r
s
a
l
S
t
W Waukau Ave
Cl
a
y
R
d
Allert
o
n
D
r
Badg
e
r
A
v
e
ST RD 91
S W
e
s
t
h
a
v
e
n
D
r
S Ko
e
l
l
e
r
S
t
Maricopa Dr
N
W
e
s
t
f
i
e
l
d
S
t
S
W
e
s
t
f
i
e
l
d
S
t
Dickison Ave
Cu
m
b
e
r
l
a
n
d
Tr
a
i
l
Ma
r
i
c
o
p
a
D
r
Co
v
i
n
g
t
o
n
D
r
Ci
t
y
o
f
O
s
h
k
o
s
h
To
w
n
o
f
A
l
g
o
m
a
City of Oshkosh
Town of Algoma
Town of Nekimi
To
w
n
o
f
N
e
k
i
m
i
Ci
t
y
o
f
O
s
h
k
o
s
h
Town of Algoma
FO
X
R
I
V
E
R
CAMP
B
E
L
L
C
R
E
E
K
Town of Nekimi
Town of Algoma
City of Oshkosh
SAWYER
CREEK
SBB-190
CCB-10
SBB-15
SCB-100
SCB-35
CCB-05
SCB-85
SBB-75
SBB-65
SBB-175
SCB-75
SBB-76
SCB-70
SBB-95
SBB-85
SBB-70
SCB-50
SCB-10
NBB-30
SBB-60
CCB-20
SBB-55
SBB-141
NBB-20
SBB-140
SBB-45
SCB-15
SBB-25.A
SBB-50
SBB-115
SBB-176
SBB-30
SBB-90
NBB-15
SBB-10
SCB-30
SCB-55 SBB-20
SCB-20
NBB-55 SBB-05
SBB-41
SCB-90
SBB-61
CCB-15
SCB-95
NBB-10
SCB-25
SBB-71
SCB-80
SBB-40
SCB-40
SBB-135
SCB-60
SCB-65
NBB-40
SBB-25.B
SBB-185
SBB-35
SBB-180
NBB-45
SBB-25.D
SBB-80
NBB-25
SBB-42
NBB-05
SCB-05
SBB-25.F
SBB-25.E
SBB-170
NBB-35
SBB-145
SBB-25.C
SBB-155
NBB-50
SBB-105
SBB-120
SCB-45
SBB-165
SBB-130
SBB-150
SBB-110
SBB-100
SBB-160
S:\@
S
AI
\
35
1
--4
0
0
\
3
8
2
\
0
3
0
\
D
a
t
a
\
GI
S
\
Rep
o
r
t
F
i
gu
r
e
s
\
Fig
u
r
e
2
.
01
-
7
-
Zo
n
in
g
.
m
xd
0 1,500 3,000750 Feet
³
Witzel Ave
US
H
W
Y
4
1
SCB-35
SCB-10
SCB-30
SCB-25
SCB-20
SCB-15
NBB-55
SCB-40
CCB-10
SCB-50
NBB-40
SCB-E
NBB-45
NBB-35
NBB-50
SCB-B
SCB-C
SCB-45
SCB-D
NBB-25
SCB-A
Hwy 41 Updated Basins
0 600300
Feet
Legend
Municipal Boundary
Drainage Basin Boundary
Updated Basins
Sub Drainage Basin Boundary
Zoning
Commercial (Includes - C-1, C-1PD, C-2,C-2PD, C-3, C-3DO, C-3PD)
Manufacturing (Includes - M-1, M-1PD, M-2,M-2DO, M-2PD, M-3, M-3PD)
Residential
(Includes - R-1, R-1C, R-1LO,R-1PD, R-2, R-2PD, R-3, R-3PD,R-4, R-4PD, R-5, R-5PD)
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 2–Contributing Watershed Characteristics
Prepared by Strand Associates, Inc.® Page 1 of 1
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\Table 2.01-3.doc\022508
TABLE 2.01-3
EXISTING CONDITIONS AND HYDROLOGIC PARAMETERS
Basin ID Structure ID
Tc
(hrs)
Tc
(min)
Drainage Basin Area
(ac)
Total Impervious Area
(ac)
Total Pervious Area
(ac)
Total Pervious Ag.
(ac)
Pervious
(%)
Impervious
(%)
Pervious
RCN
Composite
RCN
CCB-05 D-OF-3 0.47 28.20 46.68 21.15 25.52 0.00 55 45 74 85
CCB-10 Outfall 1 0.75 45.00 134.37 66.46 67.91 0.00 51 49 75 86
CCB-15 06-462 0.32 19.20 15.97 5.94 10.03 0.00 63 37 74 83
CCB-20 06-602 0.89 53.40 27.78 11.55 16.22 0.00 58 42 74 84
Total 224.80 105.11 119.69 0.00
NBB-05 06-469 0.56 33.60 7.00 2.87 4.14 0.00 59 41 74 84
NBB-10 06-552 0.44 26.40 14.29 6.73 7.57 0.00 53 47 75 86
NBB-15 06-653 0.70 42.00 21.75 8.75 13.00 0.00 60 40 74 84
NBB-20 06-770 0.70 42.00 26.03 5.51 20.52 0.00 79 21 74 79
NBB-25 06-1062 0.39 23.40 7.08 3.61 3.48 0.00 49 51 74 86
NBB-30 06-688 0.34 20.40 29.72 17.25 12.47 0.00 42 58 76 88
NBB-35 06-843 0.30 18.00 3.98 3.03 0.95 0.00 24 76 75 92
NBB-40 06-846 0.09 5.40 6.08 5.02 1.07 0.00 18 82 74 94
NBB-45 06-847 0.08 4.80 4.25 4.03 0.22 0.00 5 95 74 97
NBB-50 06-1293.2 0.09 5.40 2.31 2.25 0.06 0.00 3 97 74 97
NBB-55 LP-5 0.30 18.00 18.43 6.92 11.51 0.00 62 38 76 84
Total 140.93 65.96 74.97 0.00
SBB-05 06-471 0.31 18.60 16.64 7.04 9.60 0.00 58 42 74 84
SBB-10 06-474 0.62 37.20 20.38 7.19 13.20 0.00 65 35 74 83
SBB-15 06-473 0.77 46.20 73.71 23.88 49.83 0.00 68 32 68 78
SBB-20 AEW-1 0.54 32.40 19.10 7.61 11.50 0.00 60 40 74 84
SBB-25A 13-420 0.71 42.60 29.91 11.09 18.82 0.00 63 37 74 83
SBB-25B 13-660 0.44 26.40 6.27 2.56 3.71 0.00 59 41 75 84
SBB-25C 13-454 0.38 22.80 4.43 2.48 1.95 0.00 44 56 75 88
SBB-25D 13-1190 0.29 17.40 18.21 14.36 3.85 0.00 21 79 78 95
SBB-25E AEW-36 0.08 5.00 5.72 2.56 3.17 0.00 55 45 79 92
SBB-25F AEW-37 0.16 9.60 6.62 3.81 2.81 0.00 42 58 78 93
SBB-30 13-457 0.19 11.40 21.87 12.62 9.25 0.00 42 58 74 88
SBB-35 13-460 0.33 19.80 4.34 2.40 1.94 0.00 45 55 75 88
SBB-40 AD-4 0.63 37.80 9.89 0.28 9.61 0.00 97 3 74 75
SBB-41 AP-1 0.36 21.60 16.30 4.44 11.87 0.00 73 27 74 81
SBB-42 AD-3 0.13 7.80 6.93 2.47 4.45 0.00 64 36 74 83
SBB-45 13-1217 0.18 10.80 24.46 20.17 4.29 0.00 18 82 74 94
SBB-50 13-1221 0.13 7.80 23.81 18.71 5.11 0.00 21 79 75 93
SBB-55 AEW-15 0.44 26.40 26.46 14.84 11.62 0.00 44 56 75 88
SBB-60 STR-10 1.05 63.00 28.83 13.96 14.87 0.00 52 48 77 87
SBB-61 AEW-32 0.41 24.60 15.54 6.72 8.82 0.00 57 43 74 84
SBB-65 13-874 0.53 31.80 39.84 15.31 24.53 0.00 62 38 74 83
SBB-70 13-983 0.42 25.20 32.10 10.60 21.51 0.00 67 33 74 82
SBB-71 13-1033 0.35 21.00 12.80 4.82 7.98 0.00 62 38 74 83
SBB-75 AEW-22 0.49 29.40 44.54 15.11 29.43 0.00 66 34 75 83
SBB-76 AEW-19 0.68 40.80 38.46 14.81 23.66 0.00 62 38 75 83
SBB-80 2125-2175 0.49 29.40 8.24 1.73 6.52 0.00 79 21 74 79
SBB-85 13-1003 0.39 23.40 32.55 14.34 18.21 0.00 56 44 75 85
SBB-90 2690 B. AV 0.15 9.00 21.72 12.11 9.61 0.00 44 56 78 89
SBB-95 13-4 0.68 40.80 34.19 8.17 26.03 0.00 76 24 75 80
SBB-100 2301-UA-2.1 0.08 5.00 0.94 0.52 0.42 0.00 45 55 79 90
SBB-105 2301-UA-1.1 0.22 13.20 2.59 0.35 2.23 0.00 86 14 74 77
SBB-110 2301-UA-3 0.20 12.00 1.53 0.45 1.07 0.00 70 30 75 82
SBB-115 AEW-25 0.36 21.60 25.17 11.41 13.76 0.00 55 45 76 86
SBB-120 2751-2 0.42 25.20 2.32 1.04 1.28 0.00 55 45 74 85
SBB-125 2751-4 0.08 5.00 1.01 1.01 0.00 0.00 0 100 74 98
SBB-130 2751-3 0.34 20.40 2.07 1.14 0.93 0.00 45 55 74 87
SBB-135 2980-1.5 0.08 5.00 10.44 1.57 8.87 0.00 85 15 75 79
SBB-140 AEW-26 0.43 25.80 28.12 7.87 20.25 0.00 72 28 76 82
SBB-141 AEW-26 0.42 25.20 29.64 8.41 21.23 0.00 72 28 74 81
SBB-145 2980-1.4 0.08 5.00 3.98 3.25 0.73 0.00 18 82 75 94
SBB-150 4000-91.4 0.21 12.60 1.77 0.64 1.12 0.00 64 36 74 83
SBB-155 2449-1.5 0.14 8.40 2.71 1.85 0.86 0.00 32 68 74 90
SBB-160 4000-91.3 0.08 5.00 0.89 0.33 0.56 0.00 63 37 74 83
SBB-165 4000-91.2 0.27 16.20 2.22 1.14 1.07 0.00 48 52 74 86
SBB-170 2449-1.3 0.21 12.60 5.02 0.97 4.04 0.00 81 19 74 79
SBB-175 AEW-28 0.94 56.40 44.87 5.07 16.91 22.89 89 11 82 83
SBB-176 AEW-40 0.73 43.80 25.08 7.20 17.87 0.00 71 29 75 81
SBB-180 2531-1 0.13 7.80 4.90 2.41 2.48 0.01 51 49 75 86
SBB-185 2531-3 0.46 27.60 5.18 0.96 4.20 0.02 82 18 74 78
SBB-190 44D-9 0.53 31.80 156.49 6.03 5.60 144.86 96 4 83 83
Total 1000.79 339.82 493.19 167.78
SCB-05 16-430 0.29 17.40 6.18 2.89 3.29 0.00 53 47 74 85
SCB-10 16-428 0.53 31.80 30.35 15.20 15.15 0.00 50 50 74 86
SCB-15 06-640 0.40 24.00 24.37 12.35 12.02 0.00 49 51 74 86
SCB-20 06-678 0.73 43.80 18.95 8.81 10.14 0.00 54 46 74 85
SCB-25 06-1355 0.11 6.60 13.72 7.53 6.19 0.00 45 55 78 89
SCB-30 16-647 0.83 49.80 20.27 5.53 8.52 6.21 73 27 79 84
SCB-35 06-773 0.79 47.40 51.20 26.23 24.96 0.00 49 51 75 87
SCB-40 40D-19 1.07 64.20 9.30 4.61 4.69 0.00 50 50 76 87
SCB-45 40D-17 0.14 8.40 2.04 0.74 1.29 0.00 64 36 80 86
SCB-50 WP-1 0.21 12.60 31.38 19.57 11.80 0.00 38 62 75 89
SCB-55 40D-12 0.30 18.00 20.19 10.16 10.03 0.00 50 50 77 87
SCB-60 13-2371 0.25 15.00 9.19 5.60 3.58 0.00 39 61 78 90
SCB-65 40D-7 0.67 40.20 7.97 3.25 4.72 0.00 59 41 75 84
SCB-70 13-792 0.66 39.60 34.92 13.95 20.97 0.00 60 40 74 84
SCB-75 13-764 0.71 42.60 39.65 14.31 25.33 0.00 64 36 74 83
SCB-80 13-549 0.68 40.80 11.92 5.68 6.25 0.00 52 48 75 86
SCB-85 13-550 0.89 53.40 45.77 1.65 44.12 0.00 96 4 74 75
SCB-90 13-561 0.52 31.20 16.03 5.36 10.69 0.00 67 33 74 82
SCB-95 13-550 0.49 29.40 14.35 0.38 13.90 0.00 97 3 74 75
SCB-100 13-571 0.52 31.20 66.92 21.35 45.65 0.00 68 32 74 82
Total 474.65 185.14 283.32 6.21
Grand Total 1841.17 696.03 971.18 173.99 62 38
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 2–Contributing Watershed Characteristics
Prepared by Strand Associates, Inc.® Page 1 of 1
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\Table 2.01-4.doc\022508
TABLE 2.01-4
FUTURE CONDITIONS AND HYDROLOGIC PARAMETERS
Basin ID Structure ID
Tc
(hrs)
Tc
(min)
Drainage Basin
Area
(ac)
Total Impervious Area
(ac)
Total Pervious Area
(ac)
Total Pervious Ag.
(ac)
Pervious
(%)
Impervious
(%)
Pervious
Composite
RCN
All
Composite
RCN
CCB-05 D-OF-3 0.47 28.20 46.68 21.15 25.52 0.00 55 45 74 85
CCB-10 Outfall 1 0.75 45.00 134.37 66.71 67.66 0.00 50 50 75 86
CCB-15 06-462 0.32 19.20 15.97 5.94 10.03 0.00 63 37 74 83
CCB-20 06-602 0.89 53.40 27.78 11.55 16.22 0.00 58 42 74 84
Total 224.80 105.37 119.43 0.00
NBB-05 06-469 0.56 33.60 7.00 2.87 4.14 0.00 59 41 74 84
NBB-10 06-552 0.44 26.40 14.29 6.73 7.57 0.00 53 47 75 86
NBB-15 06-653 0.70 42.00 21.75 8.75 13.00 0.00 60 40 74 84
NBB-20 06-770 0.70 42.00 26.03 5.51 20.52 0.00 79 21 74 79
NBB-25 06-1062 0.39 23.40 7.08 3.61 3.48 0.00 49 51 74 86
NBB-30 06-688 0.34 20.40 29.72 18.54 11.18 0.00 38 62 75 89
NBB-35 06-843 0.30 18.00 3.98 3.04 0.94 0.00 24 76 75 92
NBB-40 06-846 0.09 5.40 6.08 5.02 1.06 0.00 17 83 74 94
NBB-45 06-847 0.08 4.80 4.25 4.03 0.22 0.00 5 95 74 97
NBB-50 06-1293.2 0.09 5.40 2.31 2.25 0.06 0.00 3 97 74 97
NBB-55 LP-5 0.30 18.00 18.43 8.63 9.80 0.00 53 47 75 86
Total 140.93 68.97 71.96 0.00
SBB-05 06-471 0.31 18.60 16.64 7.04 9.60 0.00 58 42 74 84
SBB-10 06-474 0.62 37.20 20.38 7.19 13.20 0.00 65 35 74 83
SBB-15 06-473 0.77 46.20 73.71 28.71 45.00 0.00 61 39 70 81
SBB-20 AEW-1 0.54 32.40 19.10 7.61 11.50 0.00 60 40 74 84
SBB-25A 13-420 0.71 42.60 29.91 11.09 18.82 0.00 63 37 74 83
SBB-25B 13-660 0.44 26.40 6.27 2.56 3.71 0.00 59 41 75 84
SBB-25C 13-454 0.38 22.80 4.43 2.48 1.95 0.00 44 56 75 88
SBB-25D 13-1190 0.29 17.40 18.21 14.36 3.85 0.00 21 79 78 95
SBB-25E AEW-36 0.08 5.00 5.72 2.56 3.17 0.00 55 45 79 92
SBB-25F AEW-37 0.16 9.60 6.62 3.81 2.81 0.00 42 58 78 93
SBB-30 13-457 0.19 11.40 21.87 12.62 9.25 0.00 42 58 74 88
SBB-35 13-460 0.33 19.80 4.34 2.40 1.94 0.00 45 55 75 88
SBB-40 AD-4 0.63 37.80 9.89 0.28 9.61 0.00 97 3 74 75
SBB-41 SBD 0.36 21.60 16.30 4.49 11.81 0.00 72 28 74 81
SBB-42 AD-3 0.13 7.80 6.93 4.78 2.14 0.00 31 69 74 91
SBB-45 13-1217 0.18 10.80 24.46 21.27 3.18 0.00 13 87 74 95
SBB-50 13-1221 0.13 7.80 23.81 19.15 4.67 0.00 20 80 75 93
SBB-55 AEW-15 0.44 26.40 26.46 16.80 9.66 0.00 36 64 74 89
SBB-60 PR-27 1.05 63.00 28.83 20.46 8.37 0.00 29 71 77 92
SBB-61 AEW-32 0.41 24.60 15.54 7.53 8.00 0.00 52 48 74 86
SBB-65 13-874 0.53 31.80 39.84 15.14 24.71 0.00 62 38 74 83
SBB-70 13-983 0.42 25.20 32.10 10.47 21.63 0.00 67 33 74 82
SBB-71 13-1033 0.35 21.00 12.80 4.77 8.03 0.00 63 37 74 83
SBB-75 AEW-22 0.49 29.40 44.54 24.78 19.76 0.00 44 56 75 88
SBB-76 AEW-19 0.68 40.80 38.46 20.80 17.66 0.00 46 54 75 87
SBB-80 2125-2175 0.49 29.40 8.24 3.88 4.37 0.00 53 47 74 85
SBB-85 13-1003/N312 0.39 23.40 32.55 16.86 15.70 0.00 48 52 75 87
SBB-90 2690 B. AV 0.15 9.00 21.72 14.08 7.64 0.00 35 65 77 91
SBB-95 13-4 0.68 40.80 34.19 17.05 17.14 0.00 50 50 75 87
SBB-100 2301-UA-2.1 0.08 5.00 0.94 0.52 0.43 0.00 45 55 79 90
SBB-105 2301-UA-1.1 0.22 13.20 2.59 0.35 2.24 0.00 87 13 74 77
SBB-110 2301-UA-3 0.20 12.00 1.53 0.45 1.08 0.00 71 29 75 82
SBB-115 AEW-25 0.36 21.60 25.17 13.50 11.67 0.00 46 54 76 88
SBB-120 2751-2 0.42 25.20 2.32 1.04 1.28 0.00 55 45 74 85
SBB-125 2751-4 0.08 5.00 1.01 1.00 0.01 0.00 1 99 74 98
SBB-130 2751-3 0.34 20.40 2.07 1.40 0.68 0.00 33 67 74 90
SBB-135 2980-1.5 0.08 5.00 10.44 5.31 5.13 0.00 49 51 74 86
SBB-140 AEW-26 0.43 25.80 28.12 17.72 10.40 0.00 37 63 76 90
SBB-141 AEW-26 0.42 25.20 29.64 19.14 10.50 0.00 35 65 75 90
SBB-145 2980-4 0.08 5.00 3.98 3.38 0.61 0.00 15 85 74 94
SBB-150 4000-94 0.21 12.60 1.77 0.63 1.13 0.00 64 36 74 83
SBB-155 2449-1.5 0.14 8.40 2.71 2.01 0.70 0.00 26 74 74 92
SBB-160 4000-93 0.08 5.00 0.89 0.32 0.57 0.00 64 36 74 83
SBB-165 4000-92 0.27 16.20 2.22 1.13 1.09 0.00 49 51 74 86
SBB-170 2449-1.3 0.21 12.60 5.02 3.56 1.45 0.00 29 71 75 91
SBB-175 AEW-28 0.94 56.40 44.87 19.09 24.60 1.18 57 43 76 86
SBB-176 AEW-40 0.73 43.80 25.08 14.63 10.45 0.00 42 58 75 88
SBB-180 2531-1 0.13 7.80 4.90 2.39 2.50 0.01 51 49 75 86
SBB-185 2531-3 0.46 27.60 5.18 0.94 4.22 0.02 82 18 74 78
SBB-190 MOON 0.44 26.50 156.49 77.55 74.48 4.45 50 50 75 86
Total 1000.79 511.04 484.10 5.66
SCB-A PR-1 0.08 5.00 1.03 0.71 0.32 0.00 31 69 79 92
SCB-B PR-2 0.08 5.00 2.52 1.74 0.78 0.00 31 69 79 92
SCB-C PR-3 0.08 5.00 2.49 1.72 0.77 0.00 31 69 79 92
SCB-D PR-4 0.08 5.00 1.56 1.08 0.48 0.00 31 69 79 92
SCB-E PR-6 0.08 5.00 4.09 2.82 1.27 0.00 31 69 79 92
SCB-05 16-430 0.29 17.40 6.18 2.89 3.29 0.00 53 47 74 85
SCB-10 16-428 0.53 31.80 30.35 15.20 15.15 0.00 50 50 74 86
SCB-15 06-640 0.40 24.00 24.37 12.35 12.02 0.00 49 51 74 86
SCB-20 06-678 0.73 43.80 18.95 8.81 10.14 0.00 54 46 74 85
SCB-25 06-1355 0.11 6.60 10.29 7.31 2.98 0.00 29 71 78 92
SCB-30 222 0.83 49.80 18.92 12.02 6.85 0.05 36 64 75 90
SCB-35 215 0.79 47.40 48.62 36.16 12.46 0.00 26 74 75 92
SCB-40 PR-8 1.07 64.20 9.30 5.40 3.91 0.00 42 58 75 88
SCB-45 PR-11 0.14 8.40 2.04 1.12 0.91 0.00 45 55 79 90
SCB-50 WP-1 0.21 12.60 31.38 19.85 11.52 0.00 37 63 75 89
SCB-55 PR-14 0.30 18.00 20.19 13.05 7.14 0.00 35 65 77 90
SCB-60 PR-19 0.25 15.00 9.19 6.61 2.58 0.00 28 72 77 92
SCB-65 PR-22 0.67 40.20 7.97 5.28 2.69 0.00 34 66 75 90
SCB-70 13-792 0.66 39.60 34.92 23.06 11.86 0.00 34 66 74 90
SCB-75 13-764 0.71 42.60 39.65 14.31 25.33 0.00 64 36 74 83
SCB-80 13-549 0.68 40.80 11.92 6.03 5.89 0.00 49 51 75 86
SCB-85 WNWPOND 0.89 53.40 45.77 1.65 44.12 0.00 96 4 74 75
SCB-90 13-562 0.52 31.20 16.03 5.28 10.76 0.00 67 33 74 82
SCB-95 WNWPOND 0.49 29.40 14.35 0.37 13.98 0.00 97 3 74 75
SCB-100 13-571 0.52 31.20 66.92 21.01 45.91 0.00 69 31 74 82
Total 478.99 225.82 253.12 0.05
Grand Total 1845.51 911.19 928.61 5.71
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 2–Contributing Watershed Characteristics
Prepared by Strand Associates, Inc.® 2-5
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S2.doc\022508
Return Frequency
Elevation
(ft)
Summer Target Maximum 747.55
10-year 747.56
50-year 748.26
100-year 748.36
500-year 748.96
Table 2.03-1 Regulatory Still Water Levels–Lake
Winnebago (National Geodetic
Vertical Datum of 1929–NGVD 1929)
Return
Frequency
Campbell Creek
Elevation
(ft)
Sawyer Creek
Elevation
(ft)
10-year 748.65 748.80
50-year 749.20 749.45
100-year 749.55 749.65
500-year 750.10 750.20
Table 2.03-2 Regulatory Levels–Fox River
Confluence with Campbell Creek
and Sawyer Creek (NGVD 1929)
Storm Duration (hours)
Frequency (yr) 1 2 3 6 12 18 24
1 0.92 1.14 1.25 1.47 1.71 1.84 1.96
2 1.13 1.39 1.54 1.80 2.09 2.26 2.40
5 1.41 1.74 1.92 2.25 2.61 2.82 3.00
10 1.67 2.06 2.28 2.67 3.10 3.35 3.56
25 2.10 2.59 2.85 3.35 3.88 4.19 4.46
50 2.50 3.09 3.40 3.99 4.63 5.00 5.32
100 2.98 3.68 4.06 4.76 5.52 5.97 6.35
Table 2.02-1 Design Storm Rainfall Depths, Bulletin 71
2.03 FOX RIVER AND LAKE WINNEBAGO REGULATORY LEVELS
A Flood Insurance Study was completed for
the Fox River and Lake Winnebago on
June 6, 1995, by Carl Crane, Inc. (now
Foth and Van Dyke). This study has been
updated as the Flood Insurance Study,
Winnebago County, Wisconsin, and
Incorporated Areas, Federal Emergency
Management Agency (FEMA),
March 17, 2003. The regulatory highwater
elevations (still water level) for Lake
Winnebago based on the updated study
are shown in Table 2.03-1. Copies of the
flood profiles for the Fox River and Sawyer
Creek are included as Figure 2.03-1, and
Figure 2.03-2 in the May 2006 report. The
regulatory elevations at the confluence of
Campbell Creek/Fox River and Sawyer
Creek/Fox River are shown in Table 2.03-2.
2.04 GAUGING STATIONS ON FOX
RIVER AND LAKE WINNEBAGO
There is a rainfall gauging station (United
States Geological Survey (USGS) 04082400) located on the Fox River and 400 feet downstream of the
USH 45 (Main Street) bridge in Oshkosh. In addition, there is a stage gage (USGS 04082500) on Lake
Winnebago located at 905 Bay Shore Drive, 800 feet east of the mouth of the upper Fox River. Both of
these gages are operated in cooperation with United States Army Corps of Engineers (USACE) and
information regarding them can be found at the following two Web sites.
http://waterdata.usgs.gov/wi/nwis/uv/?site_no=04082400&PARAmeter_cd=00045
http://waterdata.usgs.gov/wi/nwis/dv/?site_no=04082500&PARAmeter_cd=00065
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 2–Contributing Watershed Characteristics
Prepared by Strand Associates, Inc.® 2-6
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S2.doc\022608
Date
Elevation
(ft)
Early Spring–Starting at
Ice Break-up Fill To
Elevation Range By May 1
2.4 to 2.7
(746.95 to 747.25)
Early Summer–By June 1 2.7 to 3.0
(747.25 to 747.55)
Mid Summer–by July 1 Minimum of 3.0 (747.55)
Winter Drawdown
2.5 (747.05) from mid-
Oct. to early Jan.
1.62 (745.77) by end
February
Notes:
1. Navigation season is considered Ice Breakup to Oct. 10.
2. Stage = FT above Oshkosh Datum (0 = 744.35 IGLD 85)
according to USACE Web site.
3. Conversion from stage to NGVD29 = +744.55 per
correspondence from City
4. Record Low = 0.33 = 744.88 (March 9).
5. Record High = 3.81 = 748.36 (July 10).
Table 2.05-1 Lake Winnebago 2004-2006
Regulation Strategy
2.05 LAKE WINNEBAGO 2004-2005 REGULATION STRATEGY
According to the following two USACE Web sites, the following information relative to the regulation of
Lake Winnebago dated November 24, 2004, is presented. All elevations from this Web site were
reported as being in City of Oshkosh datum.
(http://www.lre.usace.army.mil/_kd/Items/actions.cfm?action=Show&item_id=4144&destination=ShowItem)
(http://www.lre.usace.army.mil/_kd/Items/actions.cfm?action=Show&item_id=4207&destination=ShowItem)
Table 2.05-1 lists Lake Winnebago regulatory
elevations as documented by the USACE.
This table uses a conversion factor of adding
744.55 to the gage height reading in feet to
convert the gage reading to NGVD 1929
datum. This differs from the USACE
conversion stated on the Web site but
matches information received by the USACE
via e-mail for a similar project in the City.
2.06 RAINFALL GAGES IN OSHKOSH
The City of Oshkosh operates a tipping
bucket rain gauge at the wastewater
treatment plant (WWTP). We have obtained
data regarding a June 11, 2004, rainfall event
from the City to help in calibrating our model.
The format of this rainfall data is in daily
rainfall totals.
The National Weather Service maintains a
climatological data station at the Oshkosh
Wittman Regional Airport. Hourly precipitation
data was available for the June 11, 2004, storm event and the month preceding it.
The USGS in cooperation with USACE has a precipitation gage on the Fox River in Oshkosh (USGS
04082400). We have obtained data regarding the June 10/11, 2004, rainfall event from the USACE.
The total precipitation for June 10 and June 11, 2004 according to this gage was 3.97 inches of rainfall.
For the period from 1 P.M. on June 10, 2004 to 12 P.M. on June 11, 2004 (the bulk of the June 10/11,
2004, rainfall event), this gage showed 3.92 inches of rainfall. We used the rainfall data from the
USACE gage in our modeling of the June 10/11, 2004 storm. The rainfall totals from the Oshkosh
WWTP gage and the National Weather Service gage at the Oshkosh Airport closely match the USACE
data used in our model.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 2–Contributing Watershed Characteristics
Prepared by Strand Associates, Inc.® 2-7
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S2.doc\022508
0
0.05
0.1
0.15
0.2
0.25
0.3
0.35
0.4
0.45
0.5
0.55
0.6
0.65
Ra
i
n
f
a
l
l
(
I
n
c
h
e
s
)
1:
0
0
P
M
2:
0
0
P
M
3:
0
0
P
M
4:
0
0
P
M
5:
0
0
P
M
6:
0
0
P
M
7:
0
0
P
M
8:
0
0
P
M
9:
0
0
P
M
10
:
0
0
P
M
11
:
0
0
P
M
12
:
0
0
A
M
1:
0
0
A
M
2:
0
0
A
M
3:
0
0
A
M
4:
0
0
A
M
5:
0
0
A
M
6:
0
0
A
M
7:
0
0
A
M
8:
0
0
A
M
9:
0
0
A
M
10
:
0
0
A
M
11
:
0
0
A
M
12
:
0
0
P
M
Hours
June 10 & 11, 2004 Storm Event
USACE Gage in Oshkosh, WI
Figure 2.06-1 June 10/11, 2004, Storm Event–USACE Gauge in
Oshkosh, Wisconsin
The June 10/11, 2004 storm event using USACE gage data is illustrated in Figure 2.06-1 and
corresponds to about a 15-year, 18-hour storm event (cumulative 3.61 inches of rainfall) or about a
16-year, 24-hour event (cumulative 3.92 inches of rainfall) when comparing to Huff rainfall amounts and
durations and starting the rainfall event at 1 P.M. on June 10, 2004. If the storm is considered to start at
7 P.M. on June 10 and continue through 9 A.M. on June 11, then the storm would be considered about a
20-year, 12-hour storm (cumulative 3.63 inches of rainfall) when comparing to Huff rainfall amounts and
durations.
2.07 LOCATIONS OF EXISTING FLOODING PROBLEMS
A. Apparent Contributions to Flooding
Flooding in the City of Oshkosh occurs most commonly after short, intense thunderstorm events in the
spring and summer months.
In general, flooding appears to be because of one, or a combination, of several factors:
1. Lack of positive drainage: The flat surface topography in certain areas of the City
discourages positive drainage of stormwater. In certain cases, the stormwater drainage
is in a saw-tooth pattern whereby storm sewer handles smaller storm flows but
numerous depressional areas are created to accomplish surface drainage. As a result,
stormwater accumulates in the depressional areas with larger storm events, causing
flooding of adjacent land. An example of this is along Reichow Street and Crystal
Springs Avenue.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 2–Contributing Watershed Characteristics
Prepared by Strand Associates, Inc.® 2-8
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S2.doc\022508
2. Insufficient storage capacity: The capacity of depressional areas at many locations is
exceeded by the volume of stormwater runoff discharging to the depressional area. This
causes water levels in the depressional area to back up onto adjacent streets or yards.
Previous flooding at the intersection of E. Murdock Avenue and Harrison Street in the
Anchorage Basin is an example of this condition.
3. Insufficient outlet capacity: Constructed drainage structures have insufficient capacities
to convey the peak discharge from intense storm events. Backups upstream of the
culvert beneath South Washburn Street south of Dickinson Avenue may be an example
of this condition. The culvert downstream of Landmark Plaza is also an example of
insufficient outlet capacity.
4. Insufficient inlet capacity: Drainage from streets and other surface areas may be
restricted by the limited capacity of street or low point inlets at several locations in the
Campbell Creek watershed including at the Landmark Plaza.
5. High lake/river/creek levels: High lake and river levels reduce the outlet capacity of the
trunk storm sewer line located upstream of the Campbell Creek discharge at the Fox
River as well as at the two outfalls on Sawyer Creek.
6. Drainage Basin Cross Connections: Cross connections allow water from another
stormwater drainage basin or subbasin to enter into an adjacent basin, which may
overwhelm drainage facilities in the adjacent basin. The drainage basin cross
connections under USH 41 in the Campbell Creek drainage basin appear to have been
the natural/original route of stormwater conveyance. In this report, we refer to these as
cross connections or diversions simply because stormwater can go two directions at
these locations.
7. First Floor Elevation Built Too Low With Insufficient Overflow Route: This appears to be
the case at Landmark Plaza.
Historically, flooding has caused extensive property damage in the Campbell Creek watershed. In
addition, nuisance flooding involving water accumulation in yards and streets is common.
B. Flooding Locations
Seven locations of recurrent flooding have been identified in the Campbell Creek watershed based on
discussions with City staff and shown on the City of Oshkosh’s Stormwater Management Projects Map
which identifies Drainage Problem Areas. In addition, Map 2 of the December 1994 stormwater plan
identifies a number of residences in the watershed that reported flooding during a June 1993 storm
event. These locations are identified in Figure 2.07-1 and described in Table 2.07-1
PROBLEM AREAS
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDYADDENDUM NO. 1CITY OF OSHKOSHWINNEBAGO COUNTY, WISCONSIN
FI
G
U
RE
2
.
0
7
-
1
1-
382
.
0
3
0
!(
!(
!(
!(
!(
!(
!(
!(
Taft Ave
Kn
a
p
p
S
t
W. So
u
t
h
P
a
r
k
A
v
e
US
H
W
Y
4
1
ST H
W
Y
4
4
W 20th Ave
S
O
a
k
w
o
o
d
R
d
W 9th Ave
Witzel Ave
US
H
W
Y
4
1
S
W
e
s
t
h
a
v
e
n
D
r
S
W
a
s
h
b
u
r
n
S
t
S
W
a
s
h
b
u
r
n
S
t
Badger Ave
Un
i
v
e
r
s
a
l
S
t
W Waukau Ave
Cl
a
y
R
d
Allert
o
n
D
r
Badg
e
r
A
v
e
ST RD 91
S W
e
s
t
h
a
v
e
n
D
r
S Ko
e
l
l
e
r
S
t
Maricopa Dr
N
W
e
s
t
f
i
e
l
d
S
t
S
W
e
s
t
f
i
e
l
d
S
t
Dickison Ave
Cu
m
b
e
r
l
a
n
d
Tr
a
i
l
Ma
r
i
c
o
p
a
D
r
Co
v
i
n
g
t
o
n
D
r
Ci
t
y
o
f
O
s
h
k
o
s
h
To
w
n
o
f
A
l
g
o
m
a
City of Oshkosh
Town of Algoma
Town of Nekimi
To
w
n
o
f
N
e
k
i
m
i
Ci
t
y
o
f
O
s
h
k
o
s
h
Town of Algoma
FO
X
R
I
V
E
R
CAMP
B
E
L
L
C
R
E
E
K
Town of Nekimi
Town of Algoma
City of Oshkosh
Bank Full
Within BanksWithin Banks
US
R
o
u
t
e
4
1
State
R
o
a
d
4
4
State
R
o
a
d
9
1
Un
i
v
e
r
s
a
l
S
t
.
Oa
k
w
o
o
d
R
d
.
W 20th Ave.
Marico
p
a
D
r
.
Dickinson Ave.
Cu
m
b
e
r
l
a
n
d
T
r
l
.
S W
a
s
h
b
u
r
n
S
t
.
Crystal Springs Ave.
Mo
r
e
l
a
n
d
S
t
.
Re
i
c
h
o
w
S
t
.
W 9th Ave.
Ma
s
o
n
S
t
.
W 4th Ave.
Witzel Ave.
N
S
a
w
y
e
r
S
t
.
Jo
s
s
l
y
n
S
t
.
N
W
e
s
t
f
i
e
l
d
S
t
.
SAW
Y
E
R
C
R
E
E
K
42" RCP
IE = 775.25
3' x 4.5' RCP Box
IE = 762.54
6/11/04
High Water Mark
748.43 (per city)
6/10/04
Fox River Gage
ELEV. = 747.66
6/11/04
High Water Mark
762.75
6/11/04
High Water Mark
756.61 (per city)
Diversion PT 1
High PT = 776.35
SAWYER
CREEK
30" RCP
IE = 760.27
36" RCP
IE = 769.53
SCB-E
SCB-D
SCB-C
SCB-B
SCB-A
SBB-25.F
SBB-25.E
SBB-25.C SBB-25.B
SBB-25.A
SBB-61
SBB-71
SBB-76
SBB-140
SBB-176
SCB-95
SCB-90
SBB-85
SBB-60
SBB-70
SCB-75
SBB-75
SBB-80
SBB-95
SBB-90
SBB-100
SBB-
105
SBB-115
SBB-
110
SBB-120
SBB-135
SBB-130SBB-125
SBB-141
SBB-
145 SBB-150
SBB-160
SBB-165 SBB-
170
SBB-155
SBB-175
SBB-180
SBB-185
SBB-190
SBB-
42
SBB-41
NBB-45
SCB-35
SCB-40
NBB-50
SCB-85
SCB-15
SCB-10
SCB-05
SCB-20
SCB-25
CCB-05
CCB-10
CCB-15
CCB-20
NBB-35
NBB-40
NBB-55
NBB-25
NBB-20
NBB-
05NBB-10
NBB-15
NBB-30
SCB-30
SCB-45SCB-50
SBB-05
SBB-10
SBB-20
SBB-15
SBB-25.D SBB-30
SBB-35
SBB-40
SBB-45
SCB-55
SCB-60
SCB-65
SCB-70
SCB-100
SCB-80
SBB-50
SBB-55
SBB-65
8
7
4
6
5
1
3
2
S:\@
S
AI
\
35
1
--4
0
0
\
3
8
2
\
0
3
0
\
D
a
t
a
\
GI
S
\
Rep
o
r
t
F
i
gu
r
e
s
\
Fig
u
r
e
2
.
07
-
1
-
Pr
o
b
l
em
Ar
e
a
s
.
m
x
d
0 1,500 3,000750 Feet
³
Legend
Municipal Boundary
Landmark Plaza
Navigable Stream
June 11, 2004 Flooding
June 1993 Reported Flooding
Drainage Basin Boundary
Sub Drainage Basin Boundary
Wetlands
100-year Floodplain
Storm Manhole
Storm Sewer
Culvert
!(Drainage Problem Areas2
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 2–Contributing Watershed Characteristics
Prepared by Strand Associates, Inc.® 2-9
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S2.doc\022508
ID Location
Apparent Causes
(See Legend)
Type of
Damage
1 Landmark Plaza a, b, c, d, e, f, g 1, 2, 4
2 Universal Street near STH 44 b, c 1
3 S. Washburn Street near Dickinson Avenue b, c 1, 4
4 Reichow Street and Crystal Springs Avenue Area a, c, d 1, 2, 4
5 School yard northwest of Mason St./West 9th Ave a,b,c,d 1,2,4
6 Street flooding upstream of Campbell Creek discharge a, b, c, d, e 1, 2, 4
7 Various Residences a, c, d 1, 2, 4
8 Badger Ave./Universal St. Intersection a, c, d 1, 4
9 Allerton Drive c, d, h 1, 2, 3, 4
Legend:
Apparent Contribution to Flooding: Type of Damage:
a. Lack of positive drainage route. 1. Street/Yard/Field Flooding
b. Insufficient storage capacity. 2. Property/Structural Damage
c. Insufficient outlet capacity. 3. Erosion
d. Insufficient inlet capacity. 4. Safety Issue
e. High lake, river, creek levels
f. Drainage basin cross connections
g. First Floor Elevation Built Too Low With Insufficient Overflow Route
h. Breach in railroad embankment.
Table 2.07-1 Locations of Existing Flooding
SECTION 3
ENGINEERING ANALYSIS
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® 3-1
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S3.doc\022508
3.01 HYDROLOGIC ANALYSIS
A. Purpose of Evaluation
A watershed model was developed for the Campbell Creek drainage area. This model estimated peak
discharges and stormwater runoff volumes from individual drainage subbasins. This data was used to
size stormwater detention and conveyance facilities and estimate potential flood depths at critical
watershed locations. Stormwater modeling was completed for the following scenarios:
1. Existing conditions peak discharge and stormwater runoff volumes. This analysis
estimated where the existing capacities of storm sewer facilities were exceeded and
included incorporation of the existing Wal-Mart, golf course, and Armory detention
basins into the models. Also, numerous existing detention basins southeast of the
Dickinson/S. Washburn Street intersection have been added to the models.
2. June 10/11, 2004, storm event peak discharges and stormwater runoff volumes. This
analysis was run to determine stormwater characteristics that occurred with this
storm.
3. Future conditions peak discharges and stormwater runoff volumes. Estimating peak
discharges and runoff volumes to areas of known flooding allowed potential
drainage projects to be developed and properly sized to accommodate future peak
discharges. All models incorporated the Alternative 7 improvements the original
report at the Armory site (one of two layouts) and the Tippler Junior High and
Landmark Plaza sites.
B. Methodology
For this project, hydrologic models were developed using the RUNOFF module of the computer
model XP-SWMMTM Version 9.51. XP-SWMMTM is a proprietary model based on the
EPA-developed Stormwater Management Model (SWMMTM). XP-SWMMTM estimates peak
stormwater discharges and volumes based on mathematical input parameters representing
precipitation depth and time distribution, drainage area, land use, and time of concentration for
each subbasin. Primary input parameters include the drainage area, runoff curve number (RCN),
and time of concentration (Tc). The RCN considers land use and percentage of impervious area,
soil type, and saturation conditions to impact the volume of stormwater runoff generated for a
given rainfall depth. The Tc is the time it takes for stormwater to travel from the most hydrologically
remote point in the watershed to the subbasin outlet. Parameters representing rainfall depth and
distribution and watershed storage are also included in the model.
Based on user input coding, XP-SWMMTM generates hydrographs for each subbasin, routes them
through storage areas, and combines them at appropriate locations. The result is a rainfall-runoff
model of the storm event of interest. For this project, hydrographs were generated for the
1-, 2-, 5-, 10-, 25-, 50- and 100-year storms under existing land use conditions. The Huff rainfall
(1st Quartile for storms of duration 6 hours and less and 2nd Quartile for storms of duration of
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® 3-2
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S3.doc\022508
6.1- to 12-hour) distribution was analyzed for this project. A sensitivity analysis was performed in
the original report to identify the storm duration resulting in the highest probable peak discharges
at various watershed locations (typically referred to as the “critical duration”). Our analysis
concluded that the critical storm duration creating the greatest peak discharges watershedwide
under existing land use conditions is a 2-hour storm. It was further concluded that the critical
duration is a 12-hour storm at Landmark Plaza in terms of creating the highest flooding volumes
because of the long retention times/flooding upstream of Landmark Plaza under existing land use
conditions. We have thus analyzed each of our alternatives for the 10-year and 100-year storm
events of 2-hour and 12-hour duration under future land use conditions.
C. Modeling Results
Table 3.01-1 includes summaries of peak discharges calculated by XP-SWMMTM for each subbasin in
the Campbell Creek watershed for existing land use conditions for a 2-hour duration storm. Peak
discharges for the June 10/11, 2004 storm are arrived at by using RCNs that are 20 percent higher
than existing land use conditions to account for the substantial rainfall in the month preceding the June
10/11, 2004, storm event.
Table 3.01-2 includes summaries of peak discharges calculated by XP-SWMMTM for each subbasin in
the Campbell Creek watershed for future land use conditions for a 2-hour duration storm. As discussed
in Section 2, all new development over 1 acre within the watershed will need to provide detention that
will assist in providing peak flow reduction in the watershed under future conditions. Our models do not
include this future detention. However, in the alternatives analysis, we provide a detention basin in
subbasin SBB-190 where there is substantial agricultural land that is planned for future development.
3.02 HYDRAULIC ANALYSIS
A. Methodology
The Extended Transport (EXTRAN) module of the XP-SWMMTM computer model was used to calculate
the hydraulic capacity of the existing storm sewer system under existing conditions. Figure 3.02-1
(located in the pocket folder of the original report dated May 2006) shows a schematic of the storm
sewer network as modeled. EXTRAN is a dynamic flow routing model that routes inflow hydrographs
through an open channel and/or closed conduit system, computing the time history of flows and heads
throughout the system. Input to EXTRAN includes the following:
1. The physical geometry of the storm sewer system, including culvert sizes and shapes,
ground and invert elevations, and culvert connectivity information. For this project,
physical information regarding the culvert system was obtained from the City of
Oshkosh’s storm sewer GIS layer along with field survey information.
2. Data regarding special hydraulic structures in the system including weirs, check valves,
and storage junctions.
3. Roughness coefficients for existing and proposed conduits.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 1 of 2
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\Table 3.01-1.doc\121707
TABLE 3.01-1
EXISTING CONDITIONS PEAK DISCHARGE RATES
Max Flow
(cfs)
Max Flow
(cfs)
Max Flow
(cfs)
Max Flow
(cfs)
Max Flow
(cfs)
Max Flow
(cfs)
Max Flow
(cfs)
Max Flow
(cfs)
Basin ID Structure ID 1-yr 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 6/11/2004
CCB-05 D-OF-3 9 14 24 33 51 69 92 27
CCB-10 Outfall 1 26 41 65 90 134 180 236 78
CCB-15 06-462 3 4 7 11 17 23 32 9
CCB-20 06-602 4 6 11 15 23 31 41 16
NBB-05 06-469 1 2 3 4 7 9 12 4
NBB-10 06-552 3 5 8 11 17 23 30 8
NBB-15 06-653 3 5 9 12 19 26 35 12
NBB-20 06-770 2 4 7 11 17 25 34 14
NBB-25 06-1062 2 3 4 6 9 12 16 4
NBB-30 06-688 9 14 22 30 44 58 75 18
NBB-35 06-843 2 3 4 6 8 10 13 2
NBB-40 06-846 4 6 9 12 17 23 29 4
NBB-45 06-847 5 7 10 12 16 20 24 3
NBB-50 06-1293.2 3 4 5 7 9 11 13 1
NBB-55 LP-5 4 6 10 14 22 30 40 11
SBB-05 06-471 3 5 9 12 19 26 35 10
SBB-10 06-474 3 5 8 11 17 24 32 12
SBB-15 06-473 4 9 17 26 43 62 86 37
SBB-20 AEW-1 3 5 8 12 18 25 34 11
SBB-25A 13-420 15 24 38 51 76 101 132 17
SBB-25B 13-660 1 2 3 4 7 9 12 4
SBB-25C 13-454 1 2 3 4 6 8 11 3
SBB-25D 13-1190 11 16 22 28 39 49 62 11
SBB-25E AEW-36 2 3 5 6 9 13 18 3
SBB-25F AEW-37 3 4 6 8 12 15 21 4
SBB-30 13-457 7 11 17 24 35 45 60 13
SBB-35 13-460 1 2 3 4 6 8 11 3
SBB-40 AD-4 0 1 2 3 5 8 11 5
SBB-41 AP-1 2 3 6 9 14 20 28 9
SBB-42 AD-3 1 2 4 5 8 11 15 4
SBB-45 13-1217 16 22 31 40 57 74 95 15
SBB-50 13-1221 15 21 31 41 60 79 101 14
SBB-55 AEW-15 7 11 18 24 35 47 61 16
SBB-60 STR-10 5 8 13 18 26 34 45 17
SBB-61 AEW-32 3 5 8 11 17 23 31 9
SBB-65 13-874 6 10 17 24 38 52 69 23
SBB-70 13-983 4 7 13 19 30 42 57 18
SBB-71 13-1033 2 4 6 9 14 19 25 7
SBB-75 AEW-22 6 11 19 27 42 58 78 26
SBB-76 AEW-19 6 10 16 22 35 47 63 22
SBB-80 2125-2175 1 1 2 4 6 9 12 5
SBB-85 13-1003 7 11 18 25 38 52 68 19
SBB-90 2690 B. AV 9 13 19 26 37 50 67 13
SBB-95 13-4 3 6 11 16 25 35 48 19
SBB-100 2301-UA-2.1 0 1 1 1 2 3 3 1
SBB-105 2301-UA-1.1 0 0 1 1 2 3 4 1
SBB-110 2301-UA-3 0 0 1 1 2 2 3 1
SBB-115 AEW-25 6 9 15 21 31 42 56 15
SBB-120 2751-2 0 1 1 2 3 4 5 1
SBB-125 2751-4 2 2 3 3 4 5 6 1
SBB-130 2751-3 1 1 1 2 3 4 5 1
SBB-135 2980-1.5 1 2 4 6 10 14 19 6
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 2 of 2
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\Table 3.01-1.doc\121707
Max Flow
(cfs)
Max Flow
(cfs)
Max Flow
(cfs)
Max Flow
(cfs)
Max Flow
(cfs)
Max Flow
(cfs)
Max Flow
(cfs)
Max Flow
(cfs)
Basin ID Structure ID 1-yr 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 6/11/2004
SBB-140 AEW-26 7 13 22 33 52 73 100 33
SBB-145 2980-4 3 4 6 8 12 15 19 2
SBB-150 4000-94 0 1 1 1 2 3 4 1
SBB-155 2449-1.5 1 2 3 3 5 7 9 2
SBB-160 4000-93 0 0 0 1 1 1 2 1
SBB-165 4000-92 1 1 1 2 3 4 5 1
SBB-170 2449-1.3 0 1 2 3 4 6 9 3
SBB-175 AEW-28 6 10 16 23 35 48 64 27
SBB-176 AEW-40 3 5 8 12 19 27 36 14
SBB-180 2531-1 1 2 4 5 7 10 13 3
SBB-185 2531-3 0 1 1 2 4 5 7 3
SBB-190 44D-9 25 41 69 98 152 208 279 97
SCB-05 16-430 1 2 4 5 8 11 14 4
SCB-10 16-428 6 10 16 23 34 46 60 18
SCB-15 06-640 6 9 14 20 30 40 53 14
SCB-20 06-678 3 5 8 12 18 24 32 11
SCB-25 06-1355 6 8 12 16 24 34 46 8
SCB-30 16-647 3 5 8 11 17 23 31 12
SCB-35 06-773 10 16 25 35 52 69 90 30
SCB-40 40D-19 2 3 4 6 8 11 14 5
SCB-45 40D-17 1 1 1 2 3 4 5 1
SCB-50 WP-1 12 18 27 36 52 69 89 19
SCB-55 40D-12 6 9 14 20 29 38 50 12
SCB-60 13-2371 4 6 8 11 16 20 26 6
SCB-65 40D-7 1 2 3 5 7 10 14 5
SCB-70 13-792 5 9 14 20 31 43 57 20
SCB-75 13-764 5 9 15 21 33 45 61 22
SCB-80 13-549 2 4 6 8 12 16 22 7
SCB-85 13-550 2 5 10 16 27 40 58 31
SCB-90 13-561 2 4 6 9 14 20 27 9
SCB-100 13-571 8 14 25 36 58 81 110 38
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 1 of 2
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\Table 3.01-2.doc\022608
TABLE 3.01-2
FUTURE CONDITIONS PEAK DISCHARGE RATES (2 HOUR DURATION)
Max Flow
(cfs)
Basin ID Node 1-yr 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr
CCB-05 D-DF-3 9 14 24 33 51 69 92
CCB-10 Outfall 1 27 42 67 91 136 182 238
CCB-15 06-462 3 4 7 11 17 23 32
CCB-20 06-602 4 6 11 15 23 31 41
NBB-05 06-469 1 2 3 4 7 9 12
NBB-10 06-552 3 5 8 11 17 23 30
NBB-15 06-653 3 5 9 12 19 26 35
NBB-20 06-770 2 4 7 11 17 25 34
NBB-25 06-1062 2 3 4 6 9 12 16
NBB-30 06-688 10 16 24 32 46 61 78
NBB-35 06-843 2 3 4 5 8 10 12
NBB-40 06-846 4 6 9 12 18 23 29
NBB-45 06-847 5 7 10 12 16 20 25
NBB-50 06-1293.2 3 4 5 7 9 11 13
NBB-55 LP-5 4 7 11 16 24 32 42
SBB-05 06-471 3 5 9 12 19 26 35
SBB-10 06-474 3 5 8 11 17 24 32
SBB-15 06-473 7 13 23 33 53 74 101
SBB-20 AEW-1 3 5 8 12 18 25 34
SBB-25A 13-420 4 7 11 16 25 35 46
SBB-25B 13-660 1 2 3 4 7 9 12
SBB-25C 13-454 1 2 3 4 6 8 11
SBB-25D 13-1190 11 16 22 28 39 49 62
SBB-25E AEW-36 2 3 5 6 9 13 18
SBB-25F AEW-37 3 4 6 8 12 15 21
SBB-30 13-457 7 11 17 24 35 45 60
SBB-35 13-460 1 2 3 4 6 8 11
SBB-40 AD-4 0 1 2 3 5 8 11
SBB-41 SBD 2 3 6 9 15 21 28
SBB-42 AD-3 3 5 7 9 14 19 25
SBB-45 13-1217 18 25 35 46 64 81 102
SBB-50 13-1221 15 21 32 42 61 80 103
SBB-55 AEW-15 9 13 20 27 39 51 65
SBB-60 PR-27 9 13 19 24 34 43 54
SBB-61 AEW-32 3 5 9 12 18 25 33
SBB-65 13-874 6 10 17 24 38 52 69
SBB-70 13-983 4 7 13 19 30 42 57
SBB-71 13-1033 2 3 6 9 13 19 25
SBB-75 AEW-22 12 18 28 39 57 76 98
SBB-76 AEW-19 9 14 21 29 43 57 74
SBB-80 2125-2175 2 3 4 6 9 12 16
SBB-85 13-1003 4 7 11 15 22 29 38
SBB-85 N312 4 6 10 14 20 27 35
SBB-90 2690 B. AV 10 15 22 29 41 56 74
SBB-95 13-4 7 11 18 24 36 48 63
SBB-100 2301-UA-2.1 0 1 1 1 2 3 3
SBB-105 2301-UA-1.1 0 0 1 1 2 3 4
SBB-110 2301-UA-3 0 0 1 1 2 2 3
SBB-115 AEW-25 7 11 18 24 35 47 61
SBB-120 2751-2 0 1 1 2 3 4 5
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 2 of 2
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\Table 3.01-2.doc\022608
Max Flow
(cfs)
Basin ID Node 1-yr 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SBB-125 2751-4 1 2 3 3 4 5 6
SBB-130 2751-3 1 1 2 2 3 4 6
SBB-135 2980-1.5 3 5 7 10 15 21 30
SBB-140/
SBB-141 AEW-26 21 30 46 61 88 114 146
SBB-145 2980-4 3 4 7 9 12 16 20
SBB-150 4000-94 0 1 1 1 2 3 4
SBB-155 2449-1.5 1 2 3 4 6 8 10
SBB-160 4000-93 0 0 0 1 1 1 2
SBB-165 4000-92 1 1 1 2 3 4 5
SBB-170 2449-1.3 2 4 5 7 9 12 16
SBB-175 AEW-28 7 12 19 26 39 52 69
SBB-176 AEW-40 6 10 15 20 29 38 49
SBB-180 2531-1 1 2 4 5 7 10 13
SBB-185 2531-3 0 1 1 2 4 5 7
SBB-190 Moon 37 58 93 128 192 258 339
SCB-A PR-1 1 1 1 2 3 3 4
SCB-B PR-2 1 2 3 4 6 8 11
SCB-C PR-3 1 2 3 4 6 8 11
SCB-D PR-4 1 1 2 3 4 5 7
SCB-E PR-6 2 3 5 7 10 14 18
SCB-05 16-430 1 2 4 5 8 11 14
SCB-10 16-428 6 10 16 23 34 46 60
SCB-15 06-640 6 9 14 20 30 40 53
SCB-20 06-678 3 5 8 12 18 24 32
SCB-25 06-1355 6 8 12 17 25 33 43
SCB-30 222 5 8 12 15 22 29 37
SCB-35 215 18 25 37 47 66 85 107
SCB-40 PR-8 2 3 5 6 9 12 15
SCB-45 PR-11 1 1 2 2 4 5 7
SCB-50 WMP-1 12 18 28 37 53 69 91
SCB-55 PR-14 9 12 19 24 35 45 58
SCB-60 PR-19 5 7 10 13 18 23 29
SCB-65 PR-22 3 4 6 7 10 14 17
SCB-70 13-792 11 16 24 32 45 59 76
SCB-75 13-764 5 9 15 21 33 45 61
SCB-80 13-549 3 4 6 9 13 17 22
SCB-85/
SCB-95 WNWPOND 2 5 10 16 27 40 58
SCB-90 13-562 2 4 6 9 14 20 27
SCB-100 13-571 8 14 25 36 57 80 108
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® 3-3
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S3.doc\022508
Return Frequency
Elevation
(ft)
6/11/04 WSEL 750.49
1-year 747.55
2-year 747.55
5-year 748.78
10-year 749.57
25-year 750.49
50-year 751.04
100-year 751.04
Table 3.02-1 Boundary Conditions at
Sawyer Creek/Westfield
Outfall (NGVD 1929)
Return Frequency
Elevation
(ft)
6/11/04 WSEL 754.33
1-year 747.55
2-year 747.55
5-year 751.06
10-year 752.55
25-year 754.33
50-year 755.37
100-year 755.37
Table 3.02-2 Boundary Conditions at
Sawyer Creek/Washburn
Street Outfall (NGVD 1929)
4. Inflow hydrographs at critical nodes in the system. For this project, hydrographs were
computed using the XP-SWMMTM RUNOFF module, as described in Section 3.01B.
5. Boundary conditions defining starting water surface elevations and other inlet and outlet
conditions. For this project, the summer target maximum for Lake Winnebago is
considered 747.55 NGVD 1929 datum.
Critical components of this modeling effort are the “boundary conditions” used at the
pipe discharge at Campbell Creek and the two pipe discharges at Sawyer Creek.
“Boundary conditions” means the assumed elevation of the water surface at the
discharge point of the storm sewer being modeled. The boundary conditions at the
Campbell Creek outfall being used
are the Lake Winnebago pool
elevations reported on the USACE
gage. The gage elevation or summer
target maximum is always used in
our model as the boundary condition
at the Campbell Creek outfall
because of its proximity to the gage.
The Lake Winnebago pool elevation
backwater effects (still water
elevation) appear to extend up to the
Sawyer Creek/Washburn Street
outfall and possibly beyond as a
relatively flat surface, so the summer
target maximum elevations for the
lake can be used as boundary
conditions for the smaller storms in
Sawyer Creek. The boundary
conditions at Sawyer Creek/Westfield
Drive outfall and Sawyer
Creek/Washburn Street outfall are
elevations arrived at by running the
FIS HEC-2 model for Sawyer Creek
starting with an elevation of 747.55
(summer target maximum) at the Fox
River/Sawyer Creek confluence (see
Tables 3.02-1 and 3.02-2).
6. Stage-storage-outflow data for impoundments in the watershed, including the golf course
detention, Wal-Mart detention, and Armory detention.
7. Pump curve data for the analyzed stormwater pumping station.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® 3-4
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S3.doc\022508
Output information from the EXTRAN model includes the following:
1. Time histories of flows and depths through individual storm sewer facility reaches for
various storm events.
2. Estimates of cumulative stormwater volumes overflowing the system at various locations
for extreme storm events.
B. Model Calibration
Calibration of the model to reproduce the elevations and flooding volumes that were reported during the
June 10/11, 2004, storm event was performed to compare modeled results with observed conditions.
We calibrated the model to the elevation surveyed as the high water mark at Landmark Plaza (762.75).
Using survey obtained on January 19, 2006, stage versus storage relationships were developed for the
Landmark Plaza lands and the Tippler Junior High lands. This survey data is shown in Figure 3.02-2.
Each of these two basins (designated Landmark Basin and Tippler Basin) were modeled as detention
pond basins with overflow routes that represent what happens in these areas during large storm
events. The model shows that during the June 10/11, 2004 storm event, the Landmark Plaza lands
(including portions of Westfield Drive and surrounding residences) flood up to a peak elevation of
762.64, which equates to a peak storage volume of 15.57 acre-feet. This is also similar in elevation to
the surveyed elevation (762.89) along Westfield Drive (in the cul-de-sac) that was indicated as a high
water mark by a resident on Westfield Drive. The Tippler Junior High depressional area is modeled to
pond to an elevation of 760.24 with peak storage volume of 10.45 acre-feet.
In addition, two other calibration locations were established upstream of Landmark Plaza. These two
locations are along South Washburn Street near Domino’s Pizza and at the intersection of Universal
Street and Badger Street. At these two points, we were provided (by the City) with pictures of the
flooding at these locations on June 11, 2004. We established the flooding elevation at each location
based upon survey completed as part of this project (South Washburn Street near Domino’s
Pizza = 775.30, Intersection of Universal Street and Badger Street = 818.93). The model shows that
during the June 10/11, 2004 storm event, the area along South Washburn Street near Domino’s Pizza
floods up to a peak elevation of 775.06. Likewise, the model shows that during the June 10/11, 2004
storm event, the intersection of Universal Street and Badger Street floods up to a peak elevation of
818.77.
Modifications made to the model to arrive at this calibration include the following.
1. Change of Manning’s “n” value from 0.026 to 0.028 in the corrugated metal pipe storm
sewers downstream of Landmark Plaza (from node P-06-841 to P-06-408.2) to account
for likely increased roughness in this section of pipe because of age. According to City
storm sewer system maps, this stretch of storm sewer was built between 1958 and 1970,
with older sections being on the downstream end of this stretch.
EX
I
S
T
I
N
G
SU
R
V
EY
D
A
T
A
AT
LA
N
D
MAR
K
PL
A
Z
A
A
N
D
T
I
P
P
L
E
R
NORT
H
B
R
AN
C
H
CA
MP
B
EL
L
CRE
EK
S
T
O
R
MW
A
TE
R
S
T
U
DY
AD
D
E
ND
U
M
N
O
. 1
CI
T
Y OF
O
S
H
K
O
SH
WI
N
N
E
B
AG
O
C
O
U
NT
Y
,
W
I
S
C
O
NS
I
N
FIGURE 3.02-21-382.030
761
761
761
761
762
762
763
764765
76276
3
761
761
762
763
764
762
762
763
762
76
0
760
76
0
76
0
76
1
76
1
761
76
1
76
2
76
2
762
76
2
76076
176
2
76
3
763
76
3
76
4
764
76
2
76
3
759
759
762
763
764
765766
760
760
761
758
758
761
762
759
759
762
763
760
760
761
760
760
760760
761
761
761
759
759
760
760
761
/
Overflow Elevation
= 758.70
/
Overflow Elevation
= 760.00
/
Overflow Elevation
= 761.87
FFE=766.12
FFE=764.44
FFE=764.35
FFE=764.13
FFE=762.39
FFE=763.74
FFE=762.69
FFE=762.91
FFE=764.64
FFE=763.51
FFE=763.61
FFE=763.84
FFE=763.34
FFE=763.48
FFE=763.66
FFE=763.27
FFE=764.49
FFE=762.28
FFE=763.99
FFE=763.87
FFE=764.39
FFE=763.95
FFE=762.53
FFE=764.26
FFE=762.35
FFE=761.31
Node 06-1293.2
Node 06-847
Node 06-846
WITZEL AVE
S
E
A
G
L
E
S
T
N
K
O
E
L
L
E
R
S
T
BISMARCK AVE
US
H
W
Y
4
1
S
O
U
T
H
B
O
U
N
D
US
H
W
Y
4
1
N
O
R
T
H
B
O
U
N
D
S
W
E
S
T
F
I
E
L
D
S
T
S
W
A
S
H
B
U
R
N
S
T
W 4TH AVE
W 2ND AVE
W 3RD AVE
N
E
A
G
L
E
S
T
N
M
E
A
D
O
W
S
T
LI
L
A
C
S
T
N
W
E
S
T
F
I
E
L
D
S
T
MO
N
T
I
C
E
L
L
O
D
R
p
v
t
S:\@SAI\351--400\382\030\Data\GIS\Report Figures\Figure 3.02-2 - Existing Survey Data.mxd
0 200 400100 Feet
³
Legend
Existing Contour
Survey ShotE
Storm Sewer
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® 3-5
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S3.doc\022508
2. Increase of pervious area curve numbers by 20 percent to account for the substantial
rainfall in the month preceding the June 10/11, 2004, storm event. The 20 percent
increase in pervious area curve numbers increases the composite pervious area curve
number from 74 (Antecedent Moisture Conduction II) up to 91. This closely approximates
Antecedent Moisture Condition III.
3. Use of a starting water surface elevation at the Campbell Creek outfall recorded by the
USACE gage on the Fox River (747.66) on June 10, 2004. Use of a starting water
surface elevation of 750.49 at the Sawyer Creek/Westfield outfall and 754.33 at the
Sawyer Creek/Washburn outfall, which are the 5-year stormwater surface elevations at
these locations, arrived at from modeling Sawyer Creek in HEC-RAS using a starting
water surface elevation of 747.66 at the Fox River.
4. Based on these results, we believe the model provides a reasonable representation of
flooding that occurred at Landmark Plaza on June 10/11, 2004.
5. Based on these results, we also believe that the model provides a reasonable
representation of stormwater storage and conveyance in the Campbell Creek
watershed during the June 10/11, 2004 storm event.
C. Design-Storm Evaluation
Modeling of existing conditions shows that there are numerous areas with undersized stormwater
conveyance facilities that frequently exceed their capacities and flood adjacent lands and streets.
Table 3.02-3 lists the design capacity and physical characteristics of modeled links in the stormwater
conveyance system.
Modeling provided the following observations:
1. Modeling results indicate that the existing 36-inch x 58-inch CMP downstream from
Landmark Plaza has limited conveyance capacity because of the high Manning’s “n”
values, minimal or reverse slope, and shallow cover. The average slope is approximately
0.23 percent. This limited downstream capacity creates a “bottleneck” causing flows to
surcharge and inundate upstream areas including Landmark Plaza and appears to be a
major factor in the flooding occurring at the Landmark Plaza. Any measures to increase
flow rates from Landmark Plaza must also include either improved downstream
conveyance or detention to maintain the system capacity. The challenge to upsizing this
portion of the storm sewer will be dealing with cover issues and utility conflicts.
2. It appears that the low elevation at which Landmark Plaza was built is a major
contributing factor to the flooding problems that are presently occurring. This is
evidenced by the fact that the first floor elevation of the eastern Landmark Plaza building
(762.28) is only approximately 0.41 feet above the lowest overflow elevation of 761.87
(located on the east side of Westfield Drive) that would allow stormwater from the
Landmark Basin to discharge into the Tippler Basin.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 1 of 7
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\Table 3.02-3.doc\121707
TABLE 3.02-3
STORM SYSTEM CHARACTERISTICS EXISTING CONDITIONS
Name Diameter (ft) Shape Roughness Conduit Slope (%) Length (ft) Design Flow (cfs)
D-13-1283 3.58 Special 0.026 -0.97 44 87
D-2449-1.2 4.00 Natural 0.100 0.18 467 102
D-2449-1.4 3.00 Natural 0.100 2.06 146 120
D-2980-1 2.74 Natural 0.050 0.32 165 45
D-2980-3 2.74 Natural 0.035 0.64 61 64
D-40D-1 3.10 Natural 0.100 0.40 276 114
D-40D-1.1 3.10 Natural 0.100 0.37 237 109
D-40D-10 7.77 Natural 0.100 0.27 172 439
D-40D-11 6.39 Natural 0.100 0.67 196 500
D-40D-12 5.29 Natural 0.100 0.14 181 185
D-40D-13 4.51 Natural 0.100 0.30 187 195
D-40D-14 4.51 Natural 0.100 0.50 196 148
D-40D-15 4.84 Natural 0.100 0.37 193 142
D-40D-16 4.84 Natural 0.100 0.18 131 134
D-40D-16.1 4.90 Natural 0.100 0.18 71 133
D-40D-17 4.90 Natural 0.100 0.48 46 143
D-40D-17.1 4.90 Natural 0.100 0.48 141 144
D-40D-18 5.06 Natural 0.100 0.38 176 148
D-40D-19 5.75 Natural 0.100 0.25 154 187
D-40D-2 3.36 Natural 0.100 0.77 191 178
D-40D-20 5.77 Natural 0.100 0.27 187 384
D-40D-21 6.12 Natural 0.100 1.02 76 749
D-40D-23 8.24 Natural 0.100 0.42 185 732
D-40D-24 4.39 Natural 0.100 0.53 206 156
D-40D-25 3.73 Natural 0.100 0.83 206 180
D-40D-26 2.88 Natural 0.100 0.77 230 104
D-40D-27 2.88 Natural 0.100 0.80 210 43
D-40D-28 4.42 Natural 0.100 1.97 206 206
D-40D-29 5.59 Natural 0.100 2.42 207 243
D-40D-3 3.31 Natural 0.100 0.19 186 59
D-40D-30 5.69 Natural 0.100 3.38 110 546
D-40D-31 4.46 Natural 0.100 1.93 64 231
D-40D-4 3.31 Natural 0.100 0.51 188 89
D-40D-5 3.45 Natural 0.100 0.33 173 51
D-40D-6 3.45 Natural 0.100 0.32 90 53
D-40D-6.1 3.45 Natural 0.100 0.34 113 54
D-40D-7 4.95 Natural 0.100 0.24 177 155
D-40D-8 4.95 Natural 0.100 0.74 166 295
D-40D-9 7.77 Natural 0.100 0.35 195 628
D-44D-1 7.80 Natural 0.100 0.00 43 89
D-44D-2 7.80 Natural 0.100 0.50 131 2749
D-44D-3 7.36 Natural 0.100 -0.79 23 3203
D-44D-4 6.66 Natural 0.100 -0.03 71 188
D-44D-5 7.99 Natural 0.100 -0.10 186 1938
D-44D-6 8.18 Natural 0.014 0.05 175 1371
D-44D-7 9.90 Natural 0.100 0.09 177 3279
D-44D-8 9.90 Natural 0.100 0.00 182 325
D-44D-9 10.56 Natural 0.100 0.21 203 6311
D-AD-1 7.56 Natural 0.075 1.12 209 803
D-AD-2 9.90 Natural 0.075 0.16 167 410
D-AD-3 5.00 Natural 0.075 0.17 237 75
D-AD-4 5.03 Natural 0.075 0.35 169 146
D-AD-5 5.12 Natural 0.075 0.46 200 162
D-AEW-11 3.08 Natural 0.100 0.11 185 23
D-AEW-12 7.85 Natural 0.100 0.10 186 310
D-AEW-17 5.73 Natural 0.100 1.05 205 328
D-AEW-19 4.81 Natural 0.100 -1.06 26 187
D-AEW-2 5.45 Natural 0.050 0.29 191 162
D-AEW-21 3.85 Natural 0.100 -0.74 94 153
D-AEW-23 5.78 Natural 0.100 0.84 71 397
D-AEW-25 7.14 Natural 0.100 -0.52 107 755
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 2 of 7
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\Table 3.02-3.doc\121707
Name Diameter (ft) Shape Roughness Conduit Slope (%) Length (ft) Design Flow (cfs)
D-AEW-27 6.74 Natural 0.100 0.25 55 1327
D-AEW-31 5.66 Natural 0.100 -0.67 91 1150
D-AEW-32 2.82 Natural 0.100 0.10 302 6
D-AEW-35 1.59 Natural 0.100 0.11 126 5
D-AEW-37 3.00 Circular 0.016 0.60 219 42
D-AEW-5 2.78 Natural 0.100 0.81 206 113
D-AEW-7 4.79 Natural 0.100 0.16 201 102
D-AEW-9 8.51 Natural 0.100 0.35 152 703
D-DITCH 3.66 Natural 0.050 0.51 187 102
D-DK-1 1.59 Natural 0.100 0.57 124 10
D-DK-2 2.25 Natural 0.100 0.23 107 43
D-DK-3 1.98 Natural 0.100 0.42 170 18
D-DK-4N 1.77 Natural 0.100 0.61 119 20
D-DK-4S 1.77 Natural 0.100 0.22 147 16
D-DK-5 2.19 Natural 0.100 0.43 167 51
D-D-OF-1 5.25 Natural 0.035 0.16 199 255
D-D-OF-2 5.25 Natural 0.035 0.15 190 223
D-D-OF-3 5.01 Natural 0.035 -1.16 133 773
D-LP-2 2.71 Natural 0.035 0.40 184 77
D-LP-3 3.47 Natural 0.035 0.38 245 108
D-LP-4 3.78 Natural 0.100 -0.14 207 37
D-LP-5 3.78 Natural 0.035 0.86 174 490
D-LP-6 2.50 Natural 0.015 3.66 16 284
D-RR-1 4.92 Natural 0.100 1.09 128 150
D-RR-10 3.85 Natural 0.100 0.22 197 84
D-RR-11 5.03 Natural 0.100 0.34 134 156
D-RR-12 3.70 Natural 0.100 0.62 179 114
D-RR-13 3.70 Natural 0.100 0.26 203 76
D-RR-14 5.54 Natural 0.100 0.47 197 263
D-RR-15 5.10 Natural 0.100 0.30 90 126
D-RR-16 6.48 Natural 0.100 0.28 174 185
D-RR-17 7.13 Natural 0.100 0.43 200 211
D-RR-18 6.86 Natural 0.100 0.22 208 189
D-RR-19 6.86 Natural 0.100 0.50 213 375
D-RR-2 4.85 Natural 0.100 0.75 152 191
D-RR-20 7.55 Natural 0.100 0.17 222 176
D-RR-3 4.85 Natural 0.100 0.35 180 86
D-RR-4 4.56 Natural 0.100 0.35 198 107
D-RR-5 4.51 Natural 0.100 0.25 204 118
D-RR-6 4.51 Natural 0.100 0.26 195 174
D-RR-7 3.47 Natural 0.100 0.25 193 38
D-RR-8 3.47 Natural 0.100 0.33 203 61
D-RR-9 3.96 Natural 0.100 0.34 204 56
D-WPSC-1 2.75 Natural 0.100 0.00 252 2
D-WPSC-2 2.75 Natural 0.100 0.13 233 39
L381 1.00 Circular 0.015 1.00 30 3
L383 1.00 Circular 0.015 1.00 28 3
L385 1.00 Circular 0.015 1.00 28 3
O-AEW-13 1.00 Trapezoidal 0.100 0.91 278 35
P-06-1062 4.83 Special 0.028 -1.10 26 41
P-06-1282 5.42 Special 0.015 0.25 24 62
P-06-1293 2.50 Circular 0.015 0.23 220 17
P06-1293.1 1.00 Circular 0.015 0.93 106 3
P-06-1293.2 1.00 Circular 0.015 0.13 180 1
P-06-1353 2.50 Circular 0.015 1.00 81 36
P-06-1354 1.50 Circular 0.015 1.05 10 9
P-06-1355 1.92 Special 0.015 1.00 49 9
P-06-1356 2.50 Special 0.015 1.00 10 20
P-06-1357 2.25 Circular 0.015 0.79 300 24
P-06-1370 5.00 Circular 0.015 0.41 174 144
P-06-1371 5.00 Circular 0.015 0.41 82 145
P-06-1387 1.00 Circular 0.015 1.48 51 4
P-06-1388 1.00 Circular 0.015 0.47 79 2
P-06-1389 1.00 Circular 0.015 1.05 23 3
P-06-1391 3.75 Special 0.015 0.59 51 46
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 3 of 7
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\Table 3.02-3.doc\121707
Name Diameter (ft) Shape Roughness Conduit Slope (%) Length (ft) Design Flow (cfs)
P-06-1392 3.75 Special 0.015 1.38 27 70
P-06-462 4.83 Special 0.026 0.41 348 34
P-06-462 4.83 Special 0.026 0.41 349 34
P-06-462 1.00 Trapezoidal 0.014 -0.23 349 123
P-06-467 4.83 Special 0.026 0.22 63 25
P-06-467 4.83 Special 0.026 1.22 63 25
P-06-467 1.00 Trapezoidal 0.014 -0.44 63 225
P-06-468 4.83 Special 0.026 0.34 161 31
P-06-468 4.83 Special 0.026 0.34 160 31
P-06-468 1.00 Trapezoidal 0.014 0.82 160 229
P-06-469 4.83 Special 0.028 0.36 141 30
P-06-469 1.30 Trapezoidal 0.014 0.63 141 312
P-06-470 4.83 Special 0.026 0.24 197 26
P-06-470 4.83 Special 0.026 0.24 197 26
P-06-470 1.50 Trapezoidal 0.014 0.22 197 680
P-06-471 4.83 Special 0.026 0.15 356 21
P-06-471 4.83 Special 0.026 0.15 355 21
P-06-471 1.30 Trapezoidal 0.014 0.15 355 447
P-06-472 4.83 Special 0.026 -0.56 36 40
P-06-472 1.00 Trapezoidal 0.014 0.56 36 252
P-06-473.1 4.83 Special 0.016 0.17 112 36
P-06-473.1 1.00 Trapezoidal 0.014 0.94 112 123
P-06-473.2 4.83 Circular 0.016 0.20 111 86
P-06-473.2 1.00 Trapezoidal 0.014 0.93 111 122
P-06-474 4.83 Special 0.016 0.25 404 44
P-06-474 4.83 Special 0.016 0.28 404 46
P-06-486 4.83 Special 0.028 0.15 338 19
P-06-486 1.00 Trapezoidal 0.014 0.63 338 200
P-06-487 4.83 Special 0.028 0.24 144 24
P-06-487 1.00 Trapezoidal 0.014 -0.16 144 101
P-06-489 6.00 Special 0.026 0.43 257 67
P-06-489 6.00 Special 0.026 0.39 239 63
P-06-489 1.00 Trapezoidal 0.014 0.35 239 199
P-06-490 4.83 Special 0.026 0.39 339 33
P-06-492 4.83 Special 0.026 -0.11 18 18
P-06-492 1.00 Trapezoidal 0.014 -0.45 18 226
P-06-493 4.83 Special 0.026 -0.02 561 7
P-06-493 1.00 Trapezoidal 0.014 0.23 561 122
P-06-494 4.83 Special 0.026 0.37 168 33
P-06-494 1.00 Trapezoidal 0.014 0.39 168 157
P-06-552 4.83 Special 0.028 0.32 296 28
P-06-552 1.30 Trapezoidal 0.014 0.29 296 355
P-06-553 4.83 Special 0.028 0.28 246 26
P-06-553 1.00 Trapezoidal 0.014 0.33 246 146
P-06-602 4.83 Special 0.026 -0.05 518 11
P-06-602 4.83 Special 0.026 -0.05 518 12
P-06-602 1.00 Trapezoidal 0.014 0.24 518 125
P-06-640 4.83 Special 0.026 0.02 102 7
P-06-640 1.00 Trapezoidal 0.014 0.15 102 97
P-06-653 4.83 Special 0.028 0.10 283 16
P-06-653 1.00 Trapezoidal 0.014 0.14 283 94
P-06-677 3.50 Circular 0.015 0.23 327 42
P-06-677 1.00 Trapezoidal 0.014 0.93 327 244
P-06-678 2.50 Circular 0.015 0.51 425 25
P-06-679 2.50 Circular 0.015 0.52 364 26
P-06-680 2.25 Circular 0.015 0.82 241 24
P-06-684 4.83 Special 0.028 0.10 170 16
P-06-685 4.83 Special 0.028 0.21 307 22
P-06-685 1.00 Trapezoidal 0.014 0.03 307 61
P-06-686 4.83 Special 0.028 0.05 165 11
P-06-687 4.83 Special 0.028 8.21 12 142
P-06-687.1 4.83 Special 0.028 -0.04 161 10
P-06-688 4.25 Special 0.026 0.04 302 9
P-06-688 1.00 Trapezoidal 0.014 1.20 302 278
P-06-770 4.83 Special 0.028 0.12 346 17
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 4 of 7
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\Table 3.02-3.doc\121707
Name Diameter (ft) Shape Roughness Conduit Slope (%) Length (ft) Design Flow (cfs)
P-06-773 5.00 Circular 0.015 0.33 1092 130
P-06-773 1.30 Trapezoidal 0.014 0.09 1092 120
P-06-836 4.83 Special 0.026 -0.47 47 37
P-06-836 1.00 Trapezoidal 0.014 0.47 47 231
P-06-837 4.83 Special 0.026 0.64 286 43
P-06-837 4.83 Special 0.026 0.64 286 43
P-06-837 1.20 Trapezoidal 0.014 0.31 286 318
P-06-841 4.83 Special 0.028 0.46 37 29
P-06-841.1 4.83 Special 0.028 0.16 189 20
P-06-842 3.00 Circular 0.015 0.20 80 26
P-06-843 2.00 Circular 0.015 0.36 253 12
P-06-844 2.00 Circular 0.015 0.20 213 9
P-06-845 2.00 Circular 0.015 0.38 21 12
P-06-846 2.00 Circular 0.015 0.23 156 9
P-06-847 1.50 Circular 0.015 0.54 267 7
P-06-848 1.50 Circular 0.014 0.60 180 8
P-13-1000 2.00 Circular 0.015 0.64 85 16
P-13-1000 1.00 Trapezoidal 0.015 0.79 85 210
P-13-1001 2.00 Circular 0.015 0.95 110 19
P-13-1001 1.00 Trapezoidal 0.015 1.91 110 349
P-13-1003 2.00 Circular 0.015 0.89 154 19
P-13-1003 1.00 Trapezoidal 0.015 1.24 154 281
P-13-1032 2.50 Circular 0.015 1.33 23 41
P-13-1032 1.00 Trapezoidal 0.015 0.00 23 8
P-13-1033 2.50 Circular 0.015 0.47 156 24
P-13-1035 2.50 Circular 0.015 0.24 341 17
P-13-1036 2.00 Circular 0.015 0.42 129 13
P-13-1038 2.00 Circular 0.015 1.38 66 23
P-13-1041 2.00 Circular 0.015 0.97 202 19
P-13-1041 1.00 Trapezoidal 0.015 -0.12 202 87
P-13-1070 2.50 Circular 0.015 0.22 252 17
P-13-1071 2.50 Circular 0.015 0.21 141 16
P-13-1174 3.17 Special 0.026 -0.15 110 32
P-13-1175 3.17 Special 0.026 0.59 356 63
P-13-1178 3.00 Circular 0.015 0.75 350 50
P-13-1179 3.00 Circular 0.015 0.61 186 45
P-13-1181 3.00 Circular 0.015 0.57 275 44
P-13-1183 3.00 Circular 0.015 0.61 203 45
P-13-1185 3.00 Circular 0.015 0.46 307 39
P-13-1187 3.00 Circular 0.015 0.39 402 36
P-13-1188 3.00 Circular 0.015 0.54 215 42
P-13-1189 3.00 Circular 0.015 0.64 84 46
P-13-1190 4.00 Circular 0.016 0.44 158 78
P-13-1216 3.50 Circular 0.015 0.52 242 63
P-13-1216 1.00 Trapezoidal 0.014 -1.10 242 265
P-13-1217 4.00 Circular 0.015 0.22 133 58
P-13-1218 4.00 Circular 0.015 0.47 96 85
P-13-1219 4.00 Circular 0.015 0.39 139 78
P-13-1220 3.50 Circular 0.015 0.49 273 61
P-13-1221 3.50 Circular 0.015 0.52 250 63
P-13-1221 1.00 Trapezoidal 0.014 1.33 250 292
P-13-1279 3.58 Special 0.026 0.69 35 73
P-13-1280 3.58 Special 0.026 0.22 149 41
P-13-1281 3.58 Special 0.026 0.08 53 24
P-13-1282 3.58 Special 0.026 0.22 32 41
P-13-1292 4.00 Circular 0.016 0.60 58 90
P-13-1362 2.00 Circular 0.015 0.27 210 10
P-13-1362 1.00 Trapezoidal 0.015 0.31 210 141
P-13-1363 2.00 Circular 0.015 0.08 415 6
P-13-1364 1.00 Circular 0.010 0.23 187 2
P-13-1365 1.00 Circular 0.010 0.13 250 2
P-13-1703 2.08 Special 0.026 0.02 96 1
P-13-1703 2.08 Special 0.026 0.02 86 1
P-13-1703 1.00 Trapezoidal 0.014 0.51 86 181
P-13-1704 2.08 Special 0.026 0.35 31 3
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 5 of 7
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\Table 3.02-3.doc\121707
Name Diameter (ft) Shape Roughness Conduit Slope (%) Length (ft) Design Flow (cfs)
P-13-1704 2.08 Special 0.026 0.35 31 3
P-13-1844 0.67 Circular 0.010 4.75 30 3
P-13-2 3.00 Circular 0.015 0.05 258 12
P-13-2029 2.00 Circular 0.015 1.20 49 21
P-13-2030 2.00 Circular 0.015 3.89 32 39
P-13-2304 0.67 Circular 0.010 4.20 36 3
P-13-2371 4.50 Circular 0.015 0.14 173 65
P-13-2381 4.42 Special 0.015 0.38 84 57
P-13-2382 4.42 Special 0.015 1.27 21 104
P-13-2411.1 3.17 Special 0.015 1.44 17 44
P-13-2613 3.50 Circular 0.015 -0.46 121 59
P-13-2614 3.50 Circular 0.015 0.83 100 80
P-13-2619 3.50 Circular 0.015 0.26 251 44
P-13-2622 3.50 Circular 0.015 0.09 123 26
P-13-2623 3.50 Circular 0.015 0.06 171 21
P-13-2624 1.00 Circular 0.015 4.29 12 6
P-13-2625 1.00 Circular 0.015 1.09 65 3
P-13-2626 3.50 Circular 0.015 0.33 203 50
P-13-2629 3.50 Circular 0.015 0.08 194 25
P-13-4 3.00 Circular 0.015 0.11 354 19
P-13-4 1.00 Circular 0.015 0.16 354 1
P-13-420 4.83 Special 0.026 0.00 147 36
P-13-452 5.42 Special 0.026 1.02 84 73
P-13-453 4.00 Circular 0.016 0.90 277 111
P-13-454 4.00 Circular 0.016 1.02 174 118
P-13-455 4.00 Circular 0.016 0.44 309 77
P-13-456 4.83 Special 0.026 0.47 322 37
P-13-456 1.00 Trapezoidal 0.014 0.76 322 344
P-13-457 4.00 Circular 0.015 0.32 240 71
P-13-457 1.00 Trapezoidal 0.014 0.66 240 211
P-13-458 4.00 Circular 0.015 0.41 85 80
P-13-458 1.00 Trapezoidal 0.014 -0.59 85 194
P-13-459 4.00 Circular 0.015 0.42 384 81
P-13-459 1.00 Trapezoidal 0.014 0.41 384 162
P-13-460 4.00 Circular 0.015 0.43 350 81
P-13-460 1.00 Trapezoidal 0.014 0.54 350 186
P-13-471 6.33 Special 0.015 0.20 65 79
P-13-546 2.08 Special 0.026 0.63 65 4
P-13-546 2.08 Special 0.026 0.63 65 4
P-13-547 2.08 Special 0.026 0.02 313 1
P-13-547 2.08 Special 0.026 0.02 313 1
P-13-548 2.08 Special 0.026 0.14 91 2
P-13-548 2.08 Special 0.026 0.14 90 2
P-13-548 0.79 Trapezoidal 0.014 0.23 90 124
P-13-549 2.08 Special 0.026 0.14 156 2
P-13-549 2.08 Special 0.026 0.14 155 2
P-13-549 1.00 Trapezoidal 0.014 0.53 155 184
P-13-550 2.08 Special 0.026 0.03 511 1
P-13-550 2.08 Special 0.026 0.03 512 1
P-13-550 1.00 Trapezoidal 0.014 0.12 513 719
P-13-551.1.1 1.00 Circular 0.026 0.23 146 1
P-13-551.2.1 1.00 Circular 0.026 0.76 121 2
P-13-552 2.50 Circular 0.015 0.27 22 19
P-13-552 1.00 Trapezoidal 0.015 0.73 22 215
P-13-554 2.25 Circular 0.015 0.25 215 13
P-13-555 2.25 Circular 0.015 0.30 255 15
P-13-555 1.00 Trapezoidal 0.015 0.19 255 103
P-13-557 2.25 Circular 0.015 0.26 174 14
P-13-558 2.25 Circular 0.015 0.41 66 17
P-13-558 1.00 Trapezoidal 0.015 0.74 66 204
P-13-559 2.00 Circular 0.015 0.31 326 11
P-13-559 1.00 Trapezoidal 0.015 0.55 326 175
P-13-561 2.00 Circular 0.015 0.25 318 10
P-13-561 1.00 Trapezoidal 0.015 0.47 318 161
P-13-562 2.00 Circular 0.015 0.26 185 10
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 6 of 7
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\Table 3.02-3.doc\121707
Name Diameter (ft) Shape Roughness Conduit Slope (%) Length (ft) Design Flow (cfs)
P-13-568 1.75 Circular 0.015 0.39 57 9
P-13-569 1.75 Circular 0.015 0.43 155 9
P-13-570 1.75 Circular 0.015 0.39 209 9
P-13-571 1.75 Circular 0.015 0.42 260 9
P-13-6 3.00 Circular 0.015 0.20 180 26
P-13-659 4.00 Circular 0.016 0.89 305 110
P-13-660 4.00 Circular 0.015 0.78 225 110
P-13-764 3.50 Circular 0.015 0.07 505 22
P-13-765 3.50 Circular 0.026 0.09 264 15
P-13-765 1.00 Trapezoidal 0.014 0.66 264 205
P-13-766 3.50 Circular 0.015 0.10 155 27
P-13-766 1.00 Trapezoidal 0.014 0.39 155 158
P-13-791 3.50 Circular 0.015 0.09 295 27
P-13-791 1.00 Trapezoidal 0.014 -0.28 295 135
P-13-792 3.50 Circular 0.015 -0.04 200 16
P-13-792 1.00 Trapezoidal 0.014 0.20 200 113
P-13-793 3.50 Circular 0.015 0.00 262 30
P-13-793 1.00 Trapezoidal 0.014 0.18 262 108
P-13-794 3.50 Circular 0.015 0.13 185 31
P-13-846 2.50 Circular 0.015 0.44 323 24
P-13-847 2.50 Circular 0.015 0.35 151 21
P-13-849 2.50 Circular 0.015 0.93 396 34
P-13-852 2.50 Circular 0.015 0.12 115 12
P-13-852 1.00 Trapezoidal 0.015 0.65 115 191
P-13-853 2.75 Special 0.026 0.39 220 38
P-13-853 1.00 Trapezoidal 0.150 -0.14 195 10
P-13-864 2.75 Special 0.026 0.19 184 26
P-13-864 1.00 Trapezoidal 0.015 0.70 184 211
P-13-866 2.75 Circular 0.026 0.26 196 13
P-13-866 1.00 Trapezoidal 0.015 0.20 196 107
P-13-867 2.75 Special 0.026 0.30 132 33
P-13-867 1.00 Trapezoidal 0.015 0.03 132 41
P-13-869 2.25 Circular 0.015 0.60 33 21
P-13-869 1.00 Trapezoidal 0.015 0.09 33 71
P-13-871 2.25 Circular 0.015 0.14 101 10
P-13-871 1.00 Trapezoidal 0.015 0.22 101 111
P-13-873 2.25 Circular 0.015 0.27 229 14
P-13-873 1.00 Trapezoidal 0.015 0.37 229 143
P-13-874 3.17 Special 0.026 0.11 274 27
P-13-875 3.17 Special 0.026 -1.52 13 101
P-13-875 1.50 Trapezoidal 0.050 0.00 13 4
P-13-983 2.25 Circular 0.015 0.26 214 14
P-13-983 1.00 Trapezoidal 0.015 0.20 214 106
P-13-999 2.00 Circular 0.015 0.74 98 17
P-13-999 1.00 Trapezoidal 0.015 -0.65 98 204
P-16-425 4.83 Special 0.026 0.27 254 28
P-16-425 1.00 Trapezoidal 0.014 0.22 254 118
P-16-426 4.83 Special 0.026 0.19 400 23
P-16-426 1.00 Trapezoidal 0.014 0.25 400 126
P-16-427 4.83 Special 0.026 0.17 401 22
P-16-427 1.00 Trapezoidal 0.014 0.20 401 114
P-16-428 5.42 Special 0.026 0.18 269 31
P-16-428 1.00 Trapezoidal 0.014 0.68 269 349
P-16-429 5.42 Special 0.026 0.18 402 31
P-16-429 1.30 Trapezoidal 0.014 0.22 402 580
P-16-430 6.00 Circular 0.026 0.38 390 131
P-16-469 5.42 Special 0.026 0.29 136 39
P-16-469 1.00 Trapezoidal 0.014 -0.56 136 190
P-16-487 6.00 Special 0.024 -0.05 84 24
P-16-495 4.83 Special 0.026 -0.19 106 23
P-16-495 1.00 Trapezoidal 0.014 0.32 106 144
P-16-646 5.00 Circular 0.015 0.34 471 131
P-16-647 5.00 Circular 0.015 0.33 832 130
P-2125-75 1.00 Circular 0.010 0.22 206 2
P-2301-1 0.50 Circular 0.012 0.51 79 0
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 7 of 7
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\Table 3.02-3.doc\121707
Name Diameter (ft) Shape Roughness Conduit Slope (%) Length (ft) Design Flow (cfs)
P-2301-1 1.00 Trapezoidal 0.100 25.60 10 207
P-2301-1.1 0.50 Circular 0.012 35.00 10 4
P-2301-1.1 0.33 Circular 0.013 0.00 10 0
P-2301-2 0.16 Circular 0.013 0.54 13 0
P-2301-2 0.25 Trapezoidal 0.100 13.60 10 11
P-2301-2.1 0.67 Circular 0.013 0.00 10 0
P-2301-2.1 0.33 Circular 0.013 0.00 10 0
P-2301-3 0.67 Circular 0.010 0.15 61 1
P-2301-3 1.00 Trapezoidal 0.100 11.40 10 108
P-2449-1.1 1.00 Circular 0.015 10.92 12 10
P-2449-1.3 1.00 Circular 0.015 1.00 48 3
P-2449-1.5 0.83 Circular 0.010 1.00 20 3
P-2449-1.6 2.00 Circular 0.026 0.50 68 8
P-2531-1 1.25 Circular 0.026 1.00 23 3
P-2531-2 1.25 Circular 0.015 0.40 110 4
P-2531-3 1.00 Circular 0.015 0.70 105 3
P-2690-1 0.67 Circular 0.010 3.53 36 3
P-2751-1 1.25 Circular 0.015 11.12 60 19
P-2751-2 1.00 Circular 0.015 1.04 139 3
P-2751-3 1.00 Circular 0.015 1.74 140 4
P-2751-4 0.67 Circular 0.015 0.66 276 1
P-2980-1.5 1.25 Circular 0.010 0.26 681 4
P-2980-2 2.00 Circular 0.026 0.38 65 7
P-2980-4 1.00 Circular 0.010 0.75 26 4
P-4000-91 2.00 Circular 0.015 -2.83 11 33
P-4000-92 1.00 Circular 0.026 3.26 46 3
P-4000-93 0.83 Circular 0.026 0.78 64 1
P-4000-94 0.83 Circular 0.026 0.72 59 1
P-40D-22 5.00 Circular 0.015 0.42 43 146
P-AEW-1 4.83 Special 0.016 0.26 589 44
P-AEW-1 4.83 Special 0.016 0.26 587 44
P-AEW-1 1.00 Trapezoidal 0.024 0.26 587 103
P-AEW-10 3.00 Rectangular 0.015 0.78 195 110
P-AEW-13 5.00 Circular 0.015 0.33 278 130
P-AEW-14.1 3.00 Trapezoidal 0.100 1.28 16 123
P-AEW-15.1 3.17 Special 0.015 2.96 45 63
P-AEW-16 2.50 Circular 0.015 -0.80 71 32
P-AEW-18 2.75 Special 0.026 0.18 50 26
P-AEW-18 2.75 Special 0.026 -0.08 50 17
P-AEW-20 2.75 Special 0.026 0.98 51 60
P-AEW-20 2.75 Special 0.026 1.70 51 79
P-AEW-22 4.00 Circular 0.015 0.61 183 97
P-AEW-22 4.00 Circular 0.015 0.07 191 32
P-AEW-24 3.17 Special 0.026 1.54 61 102
P-AEW-24 3.17 Special 0.026 0.99 61 82
P-AEW-26 4.00 Circular 0.015 0.58 106 95
P-AEW-28 3.50 Circular 0.015 0.29 308 47
P-AEW-3 4.00 Circular 0.015 1.22 166 137
P-AEW-3 1.00 Trapezoidal 0.014 1.19 166 276
P-AEW-30 2.50 Circular 0.026 0.00 43 1
P-AEW-30 2.31 Natural 0.100 0.00 43 87
P-AEW-33 4.00 Circular 0.016 1.65 126 150
P-AEW-34 3.50 Circular 0.026 0.24 54 25
P-AEW-36 3.33 Special 0.026 0.24 25 40
P-AEW-40 2.50 Circular 0.015 2.85 113 60
P-AEW-8 4.50 Circular 0.015 0.16 164 68
P-AP-3 1.25 Circular 0.015 0.40 45 4
P-LP-1 4.25 Special 0.015 0.26 46 39
P-STR-10.1 3.50 Circular 0.015 0.11 74 29
P-STR-5.1 3.50 Circular 0.015 0.12 67 30
p-WM MH-1 1.00 Circular 0.015 0.25 95 2
P-WM P-1 1.00 Circular 0.015 0.10 290 1
P-WM P-2 1.25 Circular 0.015 0.60 82 4
S-13-1033 1.00 Trapezoidal 0.015 0.64 1390 202
S-13-874 1.00 Trapezoidal 0.015 0.23 871 114
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® 3-6
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S3.doc\022508
During the June 10/11, 2004 storm event, modeling results show that the overflow of the
Landmark Basin would have had a 0.77-foot depth of stormwater flowing through it. As
can be seen, modeling shows that approximately 0.36 feet of flooding of the eastern
Landmark Plaza building occurred. According to our survey, the lowest first floor
elevation of the homes along Westfield Drive in the area that appears to flood is 762.39
(221 South Westfield Drive), which is about 0.11 feet higher than the first floor elevation
of the eastern Landmark Plaza building.
For comparison, the first floor elevation of the Tippler Junior High Administration Building
(761.31) is 2.61 feet above the lowest overflow elevation (758.70) that would allow water
from the Tippler Basin to discharge to the City road network east of the Tippler property.
During the June 10/11, 2004 storm event, our model shows that the overflow of the
Tippler Basin had a 1.53-foot depth of stormwater flowing through it. With the 1.53-foot
depth of flow through the spillway, the Tippler Junior High Administration Building still
had approximately 1.07 feet of freeboard between the modeled high water elevation and
the first floor of the building.
As described in more detail in Section 4.01, we would recommend a minimum of 1.5 feet
of freeboard (with 2 feet being desirable) from the first floor elevation of a building to the
computed 100-year water surface elevation adjacent to the building. This is consistent
with NR 116-Wisconsin’s Floodplain Management Program.
3. According to the XP-SWMMTM model, Sawyer Creek did not directly back up into the
Landmark Plaza during the June 10/11, 2004, rainfall event. However, it may have
contributed to a reduced capacity in the upstream stormwater conveyance system. The
elevations surveyed by the City on June 11, 2004, as high water marks and the relevant
invert elevations of the storm sewer system at diversion locations are shown in
Figure 2.07-1.
4. There are four diversion/cross connection points along Washburn Street that allow flows
to move into and out of adjacent basins as shown in Figure 3.02-3. These four
diversion/cross connection points appear to have been naturally occurring drainage
routes prior to development occurring in these locations. This analysis indicates that the
capacity of the culvert beneath USH 41 south of Dickinson Avenue is less than the peak
discharge coming to that point (Diversion Point 1). This causes flows exceeding the
capacity of the culvert to divert to the north along Washburn Street until that flow reaches
Diversion Point 4. Diversion Point 4 allows very little flow (15.5 cfs during the existing
conditions June 10/11, 2004 storm event) to cross easterly across USH 41 thus causing
flows exceeding its capacity to flow north toward Diversion Point 2. The culvert that
creates Diversion Point 4 is sloped from east to west. However, before the flows get to
the north side of 9th Avenue, they are attenuated by surface ponding between Diversion
Point 1 and Diversion Point 4 (south of W. 9th Avenue); therefore the flows at Diversion
Point 2 are not as high as at Diversion Point 1 or Diversion Point 4. Diverting additional
flows toward Sawyer Creek and thus away from the Landmark Plaza at Diversion
Point 2 appears feasible only if the storm sewer leading from just north of Witzel
EXISTING CONDITIONS DIVERSION ANALYSIS
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDYADDENDUM NO. 1CITY OF OSHKOSHWINNEBAGO COUNTY, WISCONSIN
FI
G
U
RE
3
.
0
2
-
3
1-
382
.
0
3
0
Diversion PT 3
30" RCP
IE = 760.27
Diversion PT 2
3' x 4.5' RCP Box
IE = 762.54
Diversion PT 1
High PT = 776.35
42" RCP
IE = 775.25
Diversion PT 4
36" RCP
IE = 769.53
S:\@
S
AI
\
35
1
--4
0
0
\
3
8
2
\
0
3
0
\
D
a
t
a
\
GI
S
\
Rep
o
r
t
F
i
gu
r
e
s
\
Fig
u
r
e
3
.
02
-
3
-
Ex
i
st
ing
C
o
n
d
i
tion
s
D
i
ve
r
si
on
A
n
a
l
ys
i
s
.
m
xd
0 500 1,000250 Feet
³
Legend
Drainage Basin Boundary
Sub Drainage Basin Boundary
Landmark Plaza
Storm Manhole
Storm Sewer
Culvert
Water Valve
Water Main
Sanitary Manhole
Sanitary Sewer
^_Diversion Point
^_
^_
^_
^_
Flow (CFS)
Q1 = 9
Q2 = 20
Q5 = 33
Q10 = 42
Q25 = 59
Q50 = 90
Q100 = 108
Q6/11/04 =76
Flow (CFS)
Q1 = 6
Q2 = 17
Q5 = 30
Q10 = 37
Q25 = 52
Q50 = 67
Q100 = 72
Q6/11/04 = 67
Flow (CFS)
Q1 = 16
Q2 = 32
Q5 = 43
Q10 = 49
Q25 = 57
Q50 = 63
Q100 = 69
Q6/11/04 = 62
Flow (CFS)
Q1 = 0
Q2 = 0
Q5 = 0
Q10 = 0
Q25 = 0
Q50 = 0
Q100 = 10
Q6/11/04 = 0
Flow (CFS)
Q1 = 17
Q2 = 22
Q5 = 33
Q10 = 38
Q25 = 46
Q50 = 48
Q100 = 50
Q6/11/04 = 48
Flow (CFS)
Q1 = 26
Q2 = 32
Q5 = 35
Q10 = 36
Q25 = 37
Q50 = 38
Q100 = 38
Q6/11/04 = 37
Flow (CFS)
Q1 = 16
Q2 = 30
Q5 = 41
Q10 = 46
Q25 = 52
Q50 = 55
Q100 = 58
Q6/11/04 = 57
Flow (CFS)
Q1 = -2
Q2 = 8
Q5 = 13
Q10 = 15
Q25 = 17
Q50 = 19
Q100 = 20
Q6/11/04 = 16
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® 3-7
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S3.doc\022508
Avenue to the Sawyer Creek/Washburn Street outfall is upsized to maintain the
existing 100-year capacity of that segment of storm sewer. Diversion of additional
flow to the east to reduce flooding along Washburn Street at Diversion Point 1
appears to be feasible, provided it is routed to the proposed Armory detention pond.
Diversion of additional flow to the east at Diversion Point 4 does not appear to be
feasible with the proposed reconstruction of USH 41.
5. As discussed in the original report, the capacity of the existing ditch and connecting
storm sewer culvert through Landmark Plaza are currently limited by backwater caused
by the downstream drainage system. The western four ditch segments through
Landmark Plaza currently have a 2-year, 2-hour duration capacity. The easternmost
ditch segment has a 5-year, 2-hour duration capacity. The existing storm sewer culvert
along the ditch currently has a 2-year, 2-hour duration capacity. In general, if the
downstream “bottleneck” and associated backwater are reduced/relieved, modeling
results indicate that these ditch segments and connecting storm sewer culvert appear to
be able to pass the 100-year, 2-hour duration storm event flows around the west and
south sides of the southern Landmark Plaza building and the movie theater building
without inundating these buildings.
6. As described in the original report, the Landmark Plaza internal drainage in the areas
west and southwest of the eastern Landmark Plaza building (modeled nodes 06-846,
06-847, and 06-1293.2) have adequate overland flow routes that would convey flows
around the building rather than flood the building if the downstream drainage system
capacity is increased. If each of these nodes were to be clogged with debris so that the
inlets were not accepting flow, the 100-year, 2-hour duration storm event would be
passed around the north and south sides of the building at a maximum elevation of
761.95 (761.55 north side, 761.60 middle, and 761.95 south side), which is 0.33 feet
(4 inches) lower than the first floor elevation of the eastern Landmark Plaza building if
downstream drainage system capacity is increased. However, node 06-846 would have
to pond to 12.8 inches, node 06-847 would have to pond to 15.5 inches, and node
06-1293.2 would have to pond to 11.8 inches before overflowing along these routes. We
would normally recommend no more than 6 to 9 inches of ponding to avoid damage to
vehicles at low points. In summary, if the downstream backwater effects are alleviated,
these three nodes appear to have adequate overland flow routes to the east and
southeast sides of the eastern Landmark Plaza building. If the downstream backwater
effects are not alleviated, then flooding similar to the June 10/11, 2004, storm event in
larger storm events will continue. We recommend that the owner of the Landmark Plaza
perform a study to determine how to reduce potential ponding at the three stormwater
inlets (nodes 06-846, 06-847, and 06-1293.2) to an acceptable level considering that
downstream backwater effects are alleviated. See Figure 3.02-1 (located in the pocket
folder of the original report dated May 2006) for node locations.
SECTION 4
ALTERNATIVE ANALYSIS
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-1
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S4.doc\022508
Location
Available
(acre-feet)
Armory 2.7
Westhaven Golf Course 8.1
Wal-Mart 6.9
Upstream of Washburn Street 10.4
Total Existing Detention 28.1
Table 4.01-1 Existing Available Detention
4.01 GENERAL
A. Alternatives Analysis Overview
This section discusses alternatives analyzed to address existing flooding at Landmark Plaza, based on
discussions between City and Strand Associates staff. Each alternative includes a description, the
effects on flooding at Landmark Plaza, the effects on flooding watershed-wide, and the planning-level
Opinion of Probable Cost. Costs presented were estimated using historical bid costs, where available,
and supplemented by other reference sources. All estimated project costs include allowances for
engineering and contingencies, soils investigation where necessary, and land acquisition costs. The
goal of this report is to provide City personnel with the information required to initiate the budgeting and
planning phase for facilities improvements. All costs are presented in 4th quarter 2007 dollars. Future
construction costs should be adjusted for inflation when final project schedules are determined.
Opinions of probable construction cost estimates will be updated during the design phase.
B. Existing Detention in Watershed
Each alternative model includes existing detention
at the Armory, Westhaven Golf Course, and Wal-
Mart. Upstream of Washburn Street, all detention
with greater than 0.7 acre-feet of available storage
(17 detention basins) was modeled for an
aggregate available storage of 10.4 acre-feet. The
available detention at each of these existing
facilities is included in Table 4.01-1. Table 4.01-2
shows the potential amount of storage available for
the alternatives being considered.
C. Overview of Alternatives Evaluated
The components of alternatives 12 through 16 are shown in Table 4.01-3.
In early 2007, the City contacted Curwood Inc./Bemis to investigate the feasibility of locating a
detention pond on their property at the following two sites. However, the investigation ruled out these
locations as potential detention sites and they were not analyzed as part of this plan.
1. Vacant land at the 2151 Universal Street (west side) site
2. Vacant land at the 2200 Badger Avenue site located south of the Universal Street and
West 20th Avenue intersection (south of the railroad tracks).
In early 2007, the City contacted Continental Girbau to investigate the feasibility of locating a detention
pond on a vacant portion of their property at 2500 STH 44 located at northwest corner of the STH 44
and Universal Street intersection. However, the investigation and cursory analysis ruled out this location
as a potential detention site because of the following reasons and thus was not analyzed as part of this
plan.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 1 of 1
JHL:PLL\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\Table 4.01-2.doc\022608
TABLE 4.01-2
PROPOSED ALTERNATIVES DETENTION AVAILABILITY–FUTURE CONDITIONS
Potential Detention Sites
Potential
Available
Storage
(acre-feet)
Max 100-Year
12 hr Modeled
Storage
(acre-feet)
Alternative 12 (formerly Alternative 7)
12a–Expanded Detention at Tippler Junior High Property 41.5 31.3
12b–Fully Expanded Armory Detention and USH 41 Pipe Upsizing (Wet Pond) 44.1 44.1
12c–Detention at Vacant Lot Southwest of 9th Avenue/Washburn Street Intersection 28.9 25.7
12d-Wet Detention Basin in Agricultural Land Southeast of STH 44/N. Gray Rd. Intersection
meeting County ordinances 22.0 18.7
Total 136.5 119.8
Alternative 13
13a-Partially Expanded Westhaven Golf Course Ponds (Two Wet Ponds) 45.7 45.7
13b-Partially Expanded Armory Detention 30.9 30.0
13c-Expanded Detention at Tippler Junior High Property 41.5 38.2
13d-Wet Detention Basin in Agricultural Land Southeast of STH 44/N. Gray Rd. Intersection
meeting County ordinances 22.0 18.7
Total 140.1 132.5
Alternative 13 B
13 B 1-Fully Expanded Westhaven Golf Course Ponds (Two Wet Ponds) 154.3 154.3
13 B 2-Partially Expanded Armory Detention 30.9 27.0
13 B 3-Expanded Detention at Tippler Junior High Property 41.5 33.8
16d- Wet Detention Basin in Agricultural Land Southeast of STH 44/N. Clay Rd. Intersection
meeting County ordinances 22.0 18.6
Total 248.7 233.7
Alternative 14
14a-Detention at Southeast Corner of STH 44/West Waukau Avenue Intersection (Wet Pond) 17.7 17.1
14b-Fully Expanded Armory Detention 44.1 44.5
14c-Expanded Detention at Tippler Junior High Property 41.5 37.1
14d-Wet Detention Basin in Agricultural Land Southeast of STH 44/West Waukau Avenue
Intersection meeting County ordinances 22.0 16.3
Total 125.3 114.8
Alternative 15
15a-Expanded Detention Basin In Agricultural Land Southeast of STH 44/ N. Clay Rd.
Intersection(Wet Pond) meeting City stormwater ordinances 36.1 28.7
15b-Fully Expanded Armory Detention 44.3 44.3
15c-Expanded Detention at Tippler Junior High Property 41.5 37.2
Total 121.9 110.2
Alternative 16
16a-Fully Expanded Westhaven Golf Course Ponds (Two Wet Ponds) 154.6 154.6
16b-Fully Expanded Armory Detention 44.1 34.8
16c-Expanded Detention at Tippler Junior High Property 41.5 32.2
16d- Wet Detention Basin in Agricultural Land Southeast of STH 44/N. Clay Rd. Intersection
meeting County ordinances 22.0 18.6
Total 262.2 240.1
Notes:
1. Potential Available Storage at elevation just prior to use of pond overflow.
2. Alternatives 12, 13, 13B, 14, and 16 include a detention basin (22.0 acre-feet) meeting County
stormwater ordinances for the Agricultural Land Southeast of STH 44/N. Clay Rd. Intersection
that would be built as part of future development.
3. Alternatives 13 through 16 are intended to find an alternative to the detention proposed at the
vacant lot southwest of 9th Avenue//Washburn Street Intersection.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-2
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S4.doc\022508
1. Topographic constraints that drastically reduce the available storage at this site.
2. A navigable portion of Campbell Creek exists on the property. Detention at this location
would thus have to be on-line which would generally not be permittable by DNR.
D. Alternative Goals
In assessing/ranking each Alternative, we have focused on not only alleviating flooding in the
Landmark Plaza area but also have assessed each alternative in terms of the watershed-wide
benefit. The goals of the alternatives are the following. In Sections 4.02 to 4.13, the benefits of
each option are stated in terms of freeboard and flooding at Landmark Plaza (analyzed at the low point
on the east side of the eastern Landmark Plaza building) and meeting of Landmark Plaza freeboard
Alternative 12 13 13B 14 15 16
Detention at Tippler Junior High (previously considered in Alts. 1
and 5)
No No No No No No
Expanded Detention at Tippler Junior High Yes Yes Yes Yes Yes Yes
Larger Pipe from Landmark Plaza to Tippler Yes Yes Yes Yes Yes Yes
Detention South of Landmark Plaza (previously considered in Alts. 1
and 5)
No No No No No No
Existing Detention at Armory (previously considered in Alts. 2 and 4) No No No No No No
Partially Expanded Detention at Armory No Yes Yes No No No
Fully Expanded Detention at Armory Yes No No Yes Yes Yes
Detention at 9th Avenue/Washburn Street Yes No No No No No
Existing Westhaven Golf Course Detention Yes No No Yes Yes No
Original Westhaven Expanded Golf Course Detention (previously
considered in Alts. 3, 8, 9, 10, and 11)
No No No No No No
Partially Expanded Westhaven Golf Course Ponds (2 Wet Ponds) No Yes No No No No
Fully Expanded Westhaven Golf Course Ponds (2 Wet Ponds) No No Yes No No Yes
Pump Station at Campbell Creek Outfall (previously considered in
Alt. 4)
No No No No No No
Diversion Pipe under Hwy 41 at Landmark Plaza Yes Yes Yes Yes Yes Yes
100-year storm sewer in WisDOT ROW from Landmark Plaza
Diversion to Sawyer Creek along USH 41 (previously considered in
Alt. 6, 8, and 10)
No No No No No No
Existing Wal-Mart Detention Yes Yes Yes Yes Yes Yes
Increase Conveyance Capacity from Landmark Plaza to Campbell
Creek Outfall (previously considered in Alt. 2)
No No No No No No
Increase Internal Conveyance Capacity at Landmark Plaza
(previously considered in Alt. 2)
No No No No No No
Modified Diversion Pipe under Hwy 41 at Landmark Plaza
(previously considered in Alt. 3)
No No No No No No
Detention at Southeast Corner of STH 44/W. Waukau Avenue
Intersection (Wet Pond)
No No No Yes No No
Detention basin meeting County ordinances for the Agricultural Land
Southeast of STH 44/North Clay Road Intersection.
Yes Yes Yes Yes No Yes
Expanded Detention Basin In Agricultural Land Southeast of STH 44/
North Clay Road Intersection(Wet Pond) meeting City stormwater
ordinances
No No No No Yes No
50-Year Design Storm Sewer/Ditch Capacity along USH 41 by WisDOT Yes Yes Yes Yes Yes Yes
Table 4.01-3 Alternative Components
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-3
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S4.doc\022608
criteria for the 10-year, 2-hour duration, 100-year, 2-hour and 12-hour duration, and June 10/11, 2004,
storm events. They are also ranked in terms of watershed-wide benefit. The ranking data and criteria
used for these rankings are included in Tables 4.07-2 and 4.07-3.
1. Landmark Plaza
a. Provide a minimum of 1.5 feet of freeboard from the computed high water
elevation in the Landmark Plaza Basin to the elevation of the 1st floor
elevation (762.28) of the eastern Landmark Plaza Building with 2 feet of
freeboard being desirable for the 100-year storm of critical duration.
b. Provide a minimum of 1.5 feet of freeboard from the computed high water
elevation in the Tippler Junior High Basin to the elevation of the 1st floor
elevation (761.31) of the Tippler Junior High northern building with 2 feet of
freeboard being desirable for the 100-year storm of either 2-hour or 12-hour
duration (whichever controls by causing a higher elevation at the Tippler
Basin).
c. Reduce the number of locations and occurrence frequency of pipe and ditch
overflows in the Landmark Plaza Basin.
d. Treat areas without defined floodplains in a similar manner as defined
floodplains (per FEMA maps) so that certain provisions of NR 116-
Wisconsin’s Floodplain Management Program would apply. NR 116 calls for
new structures to be built at or above the flood protection elevation. The flood
protection elevation means an elevation 2 feet above the regional flood
elevation or calculated 100-year elevation adjacent to a structure. The 2 feet
of freeboard is a safety factor that compensates for the effects of many
factors that contribute to flood heights greater than those calculated (debris
accumulation, effects of urbanization, and loss of flood storage because of
development, among others defined in NR 116). NR 116 can be found on-line
at: http://www.legis.state.wi.us/rsb/code/nr/nr116.pdf.
Many times in retrofit situations, a lesser freeboard of 1.5 feet is considered
acceptable in recognition of the fact that it may not be cost-effective to
provide the full 2 feet of freeboard. However, each alternative analyzed in
this report provides greater than 2 feet of freeboard to the Landmark Plaza
eastern building and the Tippler buildings.
2. Watershedwide
a. Reduce the amount of flooding in the watershed for the 1- through 100-year
storm events under future conditions and for the June 10 and 11, 2004, storm
event.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-4
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S4.doc\022608
b. Reduce the amount of flooding occurring in the 10-year storm event under
future conditions by reducing flows through as many existing storm sewers
as possible to less than a 10-year storm event with the Alternatives
considered.
c. Maximize the use of detention considered with these alternatives to provide
opportunities for TSS reductions along with peak flow reductions.
d. Reduce the peak discharge rates to the USH 41/Sawyer Creek, Westfield
Drive/Sawyer Creek, and Campbell Creek outfalls to the maximum extent
practicable with the Alternatives considered.
e. Keep the total stormwater volume discharging at the Sawyer Creek/Washburn
outfall to a minimum.
f. Keep the increase in flows to the USH 41/Sawyer Creek outfall as small as
possible. This is in recognition that for Alternatives 12 through 16 include
increasing the size of the existing storm sewer/conveyance system to provide
a 50-year design storm capacity along the west side of USH 41 from the
USH 41/Sawyer Creek outfall to Allerton Drive. The new storm
sewer/conveyance system providing a 50-year design storm capacity is
WisDOT’s current plan along USH 41. The reason for this is that there are
already downstream flooding problems in the area of the Westfield
Drive/Sawyer Creek outfall. It is recommended that the Sawyer Creek
watershed upstream of this point be provided with detention that will offset
the difference between the future conditions 100-year flow rate (with upsized
storm sewer contemplated under this study) and the existing conditions
100-year flow rate (approximately 134 cfs for 2-hour duration and 124 for
12-hour duration).
4.02 ALTERNATIVE 12 (FORMERLY ALTERNATIVE 7)
We have analyzed the following mix of project components as shown in Figure 4.02-1:
1. Expanded Detention (31.3 acre-feet) at Tippler Junior High property (see
Figure 4.02-2).
To provide flooding relief directly to the Landmark Plaza as well as to downstream areas, we
have analyzed the addition of detention at Tippler Junior High. Being on school district property,
it appears feasible to construct a dry detention basin with a small wet pond in the center that
would be used for detention during large rain events and as athletic fields when it is not raining.
The basin is sized so that a soccer field and a football field could fit on the bottom of the basin.
During final design, a dry detention pond without a wet pond in the center will be analyzed to
achieve similar performance to the dry pond/wet pond combination. This parcel currently
appears to be somewhat of a depressional area that overflows to the east once reaching
approximately elevation 758.70 according to our field survey information.
ALTERNATIVE 12 - COMPONENTS
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDYADDENDUM NO. 1CITY OF OSHKOSHWINNEBAGO COUNTY, WISCONSIN
FI
G
U
RE
4
.
0
2
-
1
1-
3
82
.
0
3
0
Tippler Detention
Channel Regrading
and Twice Yearly
Ditch Maintenance
Twice Yearly
Ditch Maintenance
Additional 46 LF
27" RCP
Parallel to Existing
Storm Sewer
33" DIA Orifice Plate
Upgrade Storm
Sewer to 3' x 6'
Upgrade Storm Sewer
to 48" x 76" HERCP
Total Length = 1021 LF
Armory Detention
Detention at 9th Ave
and Washburn St
!(
FO
R
E
B
A
Y
FOR
E
B
A
Y
Upgrade Storm
Sewer to 3' x 5'
W 9TH AVE
WITZEL AVE
S
W
A
S
H
B
U
R
N
S
T
US
H
W
Y
4
1
S
O
U
T
H
B
O
U
N
D
US
H
W
Y
4
1
N
O
R
T
H
B
O
U
N
D
N
K
O
E
L
L
E
R
S
T
S
K
O
E
L
L
E
R
S
T
S
E
A
G
L
E
S
T
RE
I
C
H
O
W
S
T
W 5TH AVE
US
H
W
Y
4
1
R
A
M
P
S
W
E
S
T
F
I
E
L
D
S
T
OSBOR
N
A
V
E
LI
L
A
C
S
T
AR
M
O
R
Y
P
L
GR
A
C
E
L
A
N
D
D
R
MA
R
I
C
O
P
A
D
R
MO
R
E
L
A
N
D
S
T
ABBEY AVE
W 6TH AVE
W 7TH AVE
WI
N
D
S
O
R
S
T
CU
M
B
E
R
L
A
N
D
T
R
N
E
A
G
L
E
S
T
BISMARCK AVE
CRYSTAL SPRINGS AVE
WE
S
T
B
R
O
O
K
D
R
N
W
E
S
T
F
I
E
L
D
S
T
DICKINSON AVE
MENARD DR
S
W
E
S
T
F
I
E
L
D
S
T
US
H
W
Y
4
1
R
A
M
P
W 7TH AVE
0
76
6
77
4
77
6
780
77
8
768
770
77
2
76
2
760
758
756
754
752
750
748
746
744
742
764
708
782
704
702
78
4
700698
78
6
696
790
78
8
792
79
4
694
782
764
77
4
772
77
2
78
0
784
77
0
77
8
0
0
77
6
77
6
78
2
778
782
770
782
78
2
772
78
0
774
772
78
2
0
700
77
4
78
0
774
778
76
2
77
4
766
77
4
782
76
2
762
77
8
77
4
780
766
776
77
8
78
0
78
0
772
768
77
6
78
0
77
0
784
0
778
0
76
6
0
782
780
77
4
776
78
6
764
764
780
766
77
4
774
772
782
760
766
77
4
772
764
0
78
6
77
8
778
780
77
0
78
8
788
770
78
4
76
4
0
77
8
77
8
780
0
0
776
0
772
772
78
4
782
0
77
2
77
8
764
778
778
764
780
77
6
77
2
76
8
77
4
77
4
782
75
8
79
4
0
0
77
8
78
2
778
77
6
782
78
6
786
77
2
786
0
762
78
0
782
780
770
762
76
8
782
774
0
764
776
77
4
77
2
778
784
770
780
784
776
0
78
2
772
76
2
772
770
776
780
780
778
782
77
4
78
0
778
0
77
4
772
778
76
2
772
78
0
77
8
764
77
6
77
6
77
4
778
764
768
77
0
778
776
696
78
0
77
8
784
77
4
770
77
6
77
8
78
2
77
8
76
4
774
76
8
76
4
77
2
76
2
77
6
770
77
8
0
76
4
77
8
766
78
0
782
77
8
0
0
0
79
0
77
8
77
4
0
76
2
77
0
780
78
0
0
77
8
0
778
774
764
772
0
0
78
0
77
6
778
780
0
784
772
0
770
784
77
8
76
2
77
2
780
0
780
76
8
772
77
2
77
2
768 758
768
78
0
778
782
770
764
77
4
76
6
76
4
0
77
0
704
780
77
6
772
782
78
0
778
77
6
77
8
772
786
78
4
772
778
77
8
77
2
77
6
77
2
77
6
784
78
2
782
778
762
0
0
766
778
77
6
780
778
762
42
48
15
5836
24
27
18
2516
12
6
8
21
36
54
60
30
5031
3658
19
3
0
51
3
1
0
1423
10
20
6540
18
12
8
12
30
12
21
27
121212
18
12
12
18
21
18
12
15
27
20
8
27
21
12
12
15
8
21
42
24
18
8
8
12
27
15
12
24
8
24
15
15
24
48
12
12
12
21
18
12
12
12
12
3658
12
12
15
12
8
18
12
15
18
24
18
18
12
12
12
27
12
18
10
1218
12
18
5836
24
12
24
12
24
18
10
18
21
21
8
15
15
24
24
12
48
24
15
24
27
12
42
12
12
15
10
12
12
12
24
15
12
12
S:\@
S
AI
\
35
1
--4
0
0
\
3
8
2
\
0
3
0
\
D
a
t
a
\
GI
S
\
Rep
o
r
t
F
i
gu
r
e
s
\
Fig
u
r
e
4
.
02
-
1
-
Al
terna
t
i
v
e
12
.
m
x
d
0 450 900225 Feet
³
Legend
Storm Manhole
Storm Sewer
Culvert
Sanitary Manhole
Sanitary Sewer
Water Valve
Water Main
Parcel
Contour (2 FT.)
Proposed Detention
Proposed Pipe
STH 44/Clay Rd Pond
CL
A
Y
R
D
STATE
R
D
4
4
BELLFIE
L
D
D
R
84
6
844
842
838
834
836
840
84
8
850
832
852 854
856 858
848
84
8
84
8
854
846
840
848
856
848
852
838 836
832
85
6
832
850
83
4
84
0850
85
2
83
6
846838
84
6
844
844
836
83
6
832
842
840
850
838
840
848
84
4
854
12
15
18
6
8
12
0 600300
Feet
ALT
ER
NA
T
I
V
E
12
-
C
O
M
P
O
N
E
N
T
S
12
A
&
12
D
TIP
P
LE
R
DET
E
N
TI
O
N
&
LA
N
D
MAR
K
PL
A
Z
A
TO
T
I
P
P
L
E
R
I
M
P
ROV
E
M
E
N
T
S
EX
PA
N
D
E
D
TIP
P
LE
R
DET
E
N
TI
O
N
NORT
H
B
R
AN
C
H
CA
MP
B
EL
L
CRE
EK
S
T
O
R
MW
A
TE
R
S
T
U
DY
AD
D
E
ND
U
M
N
O
. 1
CI
T
Y OF
O
S
H
K
O
SH
WI
N
N
E
B
AG
O
C
O
U
NT
Y
,
W
I
S
C
O
NS
I
N
FIGURE 4.02-21-382.030
¬
Maintain Overland
Flow Routes
IE = 753.61
Proposed Manhole
IE = 753.52
405 LF - 12" PVC
@ 0.20%
Proposed Manhole
IE = 752.70
70 LF - 12" PVC
@ 0.20%
IE = 752.84
435 LF - 12" PVC
@ 0.20%
52 LF - 12" PVC
@ 0.20%
Proposed Manhole
IE = 751.83
67 LF - 36" x 60" HERCP
@ 0.25%IE = 752.00
480 LF - 12" PVC
@ 0.165%
Proposed Manhole
IE = 752.79
IE = 752.91 110 LF - 12" PVC
@ 0.10%
IE = 753.52
Proposed Manhole
IE = 753.45
35 LF - 12" PVC
@ 0.20%
400 LF - 12" PVC
@ 0.165%
IE = 752.00
Normal WSEL = 752.00
754
754
754
754
754
754
753
753
752
755
3
175' Lot
Depth
3
120' Additional
Parking
¬
¬
Maintain Overland
Flow Routes
Provide Fill to Raise
Property Above Over Land
Flow Route Elevations
High Capacity
Inlets at Low Points
¬
¬
Football
Field
¬
¬
ALT-7
Channel Regrading
and Twice Yearly
Ditch Maintenance
ALT-7
Twice Yearly
Ditch Maintenance
ALT-7
Additional 46 LF
27" RCP
Parallel to Existing
Storm Sewer
!(
Soccer
Field
WITZEL AVE
S
E
A
G
L
E
S
T
N
K
O
E
L
L
E
R
S
T
BISMARCK AVE
US
H
W
Y
4
1
S
O
U
T
H
B
O
U
N
D
US
H
W
Y
4
1
N
O
R
T
H
B
O
U
N
D
S
W
E
S
T
F
I
E
L
D
S
T
S
W
A
S
H
B
U
R
N
S
T
W 4TH AVE
W 2ND AVE
N
E
A
G
L
E
S
T
N
M
E
A
D
O
W
S
T
LI
L
A
C
S
T
N
W
E
S
T
F
I
E
L
D
S
T
MO
N
T
I
C
E
L
L
O
D
R
p
v
t
0
766
76
2
764
76
0
76
8
770
758
774776
77
8
780782
784
78
6
762
764
76
4
0
0
76
2
0
76
8
76
2
764
76
4
764
0
764
76
8
75
8
76
4
76
0
0
76
2
760
766
762
0
76
2
76
4
77
0
766
00
768
76
2
76
4
770
766
76
2
76
6
77
0
762
0
0
76
4
766
0
764
762
76
8
766
762
764
764
76
0
766
764
762
762
764
766
76
4
77
0
5836
18
27
8
21 24 42
15
30
12
3658
51
3
1
36
3654
10
20
2945
2820
24
12
18
12
24
15
12
21
12
18
15
12
12
12
15
18
24
15
21
27
12
18
21
12
24
24
12
12
S:\@SAI\351--400\382\030\Data\GIS\Report Figures\Figure 4.02-2 - Alternative Expanded Tippler Detention.mxd
0 200 400100 Feet
³
Legend
Storm Manhole
Storm Sewer
Sanitary Manhole
Sanitary Sewer
Water Valve
Water Main
Parcel
Contour (2 FT.)
Proposed Detention
Proposed Pipe
Landmark Diversion
ALT-12 = Steel Plate w/Orifice
33" Inch Dia
Proposed Box Culvert
(320 LF)
ALT-12 = 3 x 5
Proposed Box Culvert
(107 LF)
ALT-12 = 3 x 6
Proposed Box Culvert
(420 LF)
ALT-12 = 3 x 6
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-5
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S4.doc\022508
Parcel Number Area
91311840100 1.772 acres
91311870100 (existing home at north end) 1.997 acres
91311860000 4.621 acres
91311860100 3.830 acres
Total 12.22 acres
Table 4.02-1 Vacant Parcel Information–Component 1c
2. Expanded Detention (44.1 acre-feet) at the Armory site and upstream pipe upsizing
to feed the basin (Figure 4.02-3).
This component was originally proposed in the December 1994 Stormwater Management
study. The 1994 study recommended this basin be sized to store 40 acre-feet for the 10-
year storm and 85 acre-feet for the 100-year storm. The wet detention basin shown in
Figure 4.02-1e of the original report can hold about 53 acre-feet during the 100-year storm
prior to berm overtopping. To fully utilize this detention, upgrading of the upstream storm
sewer system extending to the west side of USH 41 is necessary and is referred to as a
diversion modification. Because of the existing ditch (navigable portion of Campbell Creek)
located on the north side of this basin, we have modeled the basin at the influent to the
pond with a diversion structure that would allow flow to split either into a 24-inch orifice and
continue through the ditch or through a 53-inch by 83-inch HERCP pipe to the pond. This is
recommended to keep base flow in the ditch and provide for aquatic and terrestrial habitat
in and along the ditch. This pond is situated in an area that has been officially mapped by
the City of Oshkosh as a regional stormwater detention facility. By agreement with the State
of Wisconsin, there would be no associated land acquisition costs associated with the
eastern portion of the pond that is located on the Armory property. However, the western
portion of the property is located on private lands and would require acquisition of
approximately 5 acres of land.
Since the DNR has determined (per verbal c onversations with the City) that the ditch
located on the north side of the proposed Armory Pond is navigable, this pond cannot be
expanded to become an on-line pond extending all the way to the north property line as
was previously discussed.
3. Detention (25.7 acre-feet) at West 9th Avenue and Washburn Street (Figure 4.02-4).
We have analyzed the addition of detention at the vacant parcel southwest of the West 9th
Avenue/ Washburn Street intersection. This area is actually four parcels. A house is currently
located on one of these parcels. As shown in Table 4.02-1, the total area of these four parcels is
12.22 acres. Of this total, about 10.76 acres (504 feet x 930 feet) appears to be feasible for the
footprint of a detention basin. This 10.76-acre area could conceivably provide about 35.5 acre-
feet of storage assuming a wet pond configuration as shown in Figure 4.02-4. The layout shown
provides for an aesthetically pleasing edge as well as an island to benefit wildlife habitat. This
parcel currently appears to drain easterly toward Washburn Street. The cost shown for this
component in Figure 4.02-2
is the cost for a basin
approximately 15-percent
larger than that shown in
Figure 4.02-4 to allow for
maximizing the use of the
parcel for stormwater
storage.
ALT
ER
NA
T
I
V
E
12
-
C
O
M
P
O
N
E
N
T
12
B
ARMO
R
Y
DET
E
N
T
IO
N
NORT
H
B
R
AN
C
H
CA
MP
B
EL
L
CRE
EK
S
T
O
R
MW
A
TE
R
S
T
U
DY
AD
D
E
ND
U
M
N
O
. 1
CI
T
Y OF
O
S
H
K
O
SH
WI
N
N
E
B
AG
O
C
O
U
NT
Y
,
W
I
S
C
O
NS
I
N
FIGURE 4.02-31-382.030
IE = 765.0
IE = 765.0
IE = 764.88
Normal WSEL = 765.0
100-YR WSEL = VARIES
PER ALT.
60 LF - 21" RCP
@ 0.2%
Existing Ditch
Top of Berm
Elev. = 771.0
Place Steel Plate
W/ 2' DIA. Orifice
on Downstream Pipe
(IE = 768.69)
110 LF - 53" x 83" HERCP
@ 4.3%Future Road ROWFuture Road ROW
Existing Armory Drainage000Existing Armory DrainageExisting Armory Drainage
Upgrade Storm Sewer
to 48" x 76" HERCP
Total Length = 1251 LF
IE = 769.69
42"
Camb
e
l
l
C
r
e
e
k
S
K
O
E
L
L
E
R
S
T
S
W
A
S
H
B
U
R
N
S
T
US
H
W
Y
4
1
S
O
U
T
H
B
O
U
N
D
US
H
W
Y
4
1
N
O
R
T
H
B
O
U
N
D
MO
R
E
L
A
N
D
S
T
CRYSTAL SPRINGS AVE
OSBOR
N
A
V
E
US
H
W
Y
4
1
R
A
M
P
MENARD DR
AR
M
O
R
Y
P
L
DICKINSON AVE
WI
N
D
S
O
R
S
T
RE
I
C
H
O
W
S
T
S
W
E
S
T
F
I
E
L
D
S
T
77
6
77
8
774
77
2
770
780
768
762
760
758
756
754
752
750
742
782
702
700
698
766
696784786
77
4
778
77
4
77
8
77
4
77
6
778
776
778
77
4
776
778
77
4
778
77
8
78
0
772
780
77
6
778
780
778
77
6
776
78
0
77
8
77
8
780
77
6
766
778
776
776
77
4
77
4
77
6
77
6
77
6
77
4
77
8
77
4
776
77
8
784
78
2
780
774
786
774
78
0
77
6
77
6
77
8
77
2
78
0
77
8
77
6
780
768
77
8
77
4
778
77
6
77
6
77
8
778
77
8
780
77
6
77
6
778
77
4
78
0
77
8
778
77
4
778
778776
76
8
24
4815
4212
27
18
0
2438
2516
8
12
42
12
12
42
24
24
12
24
24
12
12
24
12
12
42
12
12
24
12
12
15
15
48
12
24
24
12
12
15
15
24
12
27
42
12
12
12
12
12
S:\@SAI\351--400\382\030\Data\GIS\Report Figures\Figure 4.02-3 - South Branch Detention 1A.mxd
0 200 400100 Feet
³
Legend
Storm Manhole
Storm Sewer
Culvert
Water Valve
Water Main
Sanitary Manhole
Sanitary Sewer
Parcel
Contour (2 FT.)
Proposed Detention
Proposed Pipe
ALTERNATIVE 12 - COMPONENT 12CDETENTION AT VACANT LOT SOUTHEAST OF 9TH/WASHBURN STREET INTERSECTION
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDYADDENDUM NO. 1CITY OF OSHKOSHWINNEBAGO COUNTY, WISCONSIN
FI
G
U
RE
4
.
0
2
-
4
1-
3
82
.
0
3
0
Normal WSEL = 771.0
100-YR WSEL = 775.49
Top of Water Feature
Elevation = 777.0
120' - 15" RCP
@ 0.09%
238' - 18" RCP
@ 0.86%
315' - 42" RCP
@ 0.16%
Construct New
Manhole
IE = 771.0
IE = 771.0
IE = 771.0
Construct New Manhole
Over Existing Pipe
IE = 771.49
Bulkhead Existing 42"
Storm sewer to East
Extra Inlets to
Accept 100-YR Flow
Extra Inlets to
Accept 100-YR Flow
FO
R
E
B
A
Y
FOR
E
B
A
Y
132' - 15" RCP
@ 0.09%
175' - 15" RCP
@ 0.09%
Construct New
Manhole
IE = 770.62
CU
M
B
E
R
L
A
N
D
T
R
MARICOPA DR
77
8
780
776
78
2
774
782
78
0
782
780
78
0
78
0
77
8
78
0
77
6
778
77
8
778
78
0
78
0
780
78
0
778
776
77
8
778
780
78
0
780
77
8
78
0
42
24
15
12
18
0
27
30
12
42
0
12
12
42
42
15
18
18
42
S:\@
S
AI
\
35
1
--4
0
0
\
3
8
2
\
0
3
0
\
D
a
t
a
\
GI
S
\
Rep
o
r
t
F
i
gu
r
e
s
\
Fig
u
r
e
4
.
02
-
4
-
Al
terna
t
i
v
e
12
c
.
m
x
d
0 100 20050 Feet
³
Legend
Storm Manhole
Storm Sewer
Sanitary Manhole
Sanitary Sewer
Water Valve
Water Main
Parcel
Contour (2 FT.)
Proposed Detention
Proposed Pipe
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-6
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S4.doc\022508
4. Storm Sewer Upsizing from Landmark Plaza to Tippler (see Figure 4.02-2).
a. Provision for twice-yearly maintenance (mowing and debris removal) on the
first ditch segment (modeled ditch number D-AEW-11) downstream from the
Diversion Point 2 outfall into Landmark Plaza to allow for a more efficient
cross section (change from Manning’s “n” of 0.10 to 0.075).
b. Construction of a 27-inch-diameter storm sewer culvert parallel to the
existing 31-inch by 51-inch RCP (modeled node P-LP-1) just downstream
from ditch D-AEW-11.
c. Reconstruction and regrading of the two downstream-most ditch segments
(D-LP-4 and D-LP-5) in Landmark Plaza with a cross section consisting of a
2-foot width bottom and maximum 2 H : 1 V side slopes to eliminate the
current high point at node LP-5. This would also include provision for twice-
yearly maintenance (mowing and debris removal) to allow for a more efficient
cross section (change from Manning’s “n” of 0.10 to 0.075).
d. Construction of a 33-inch-diameter orifice plate on the upstream end of the
existing 3-foot by 4.5-foot RCP box that crosses USH 41 at Diversion Point 2 to
reduce flows able to enter Landmark Plaza.
5. Detention basin (18.7 acre-feet) meeting County ordinances for the Agricultural Land
Southeast of STH 44/N. Clay Road Intersection. Under proposed land use conditions,
the land that would develop in subbasin SBB-190 would need to meet County
stormwater ordinances. For this alternative and for Alternatives 13, 13 B, 14 and 16,
subbasin SBB-190 is modeled under proposed landuse conditions with a pond meeting
the County stormwater ordinance. The ponds are sized and modeled such that the
proposed peak discharge for the 2, 10, 25, and 100-year design storms are less than or
equal to the predeveloped peak discharge for the 2, 10, 25, and 100-year design storms
which meets the County stormwater ordinance. This component was not previously part
of the Alternative 7 analysis in the original report. Alternative 15 contemplates further
restricting the peak discharge from this pond to meet City ordinances. The cost of this
detention basin is not included in the costs for Alternatives 12, 13, 13B, 14, and 16
because the detention basin is simply simulating the effect of this developed land. It is
likely that the land in subbasin SBB-190 will develop in two or more developments such
that each of these developments would construct their own detention basins with a
cumulative effect similar to the single basin that we have modeled for this subbasin.
6. Wisconsin Department of Transportation storm sewer with 50-year design storm
sewer/ditch capacity along USH 41 from south of Dickinson Avenue north to Sawyer
Creek along the west side of USH 41 as shown in Figure 4.02-5. However, the originally
analyzed Alternative 7 in the May 2006 Stormwater Plan did not include this component.
The Opinion of Probable Costs for the alternative outlined above is shown in Table 4.02-2.
WISDOT 50 YEAR DESIGNSTORMWATER CONVEYANCE FACILITIES
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDYADDENDUM NO. 1CITY OF OSHKOSHWINNEBAGO COUNTY, WISCONSIN
FI
G
U
RE
4
.
0
2
-
5
1-
382
.
0
3
0
Taft Ave.
Witzel Ave.
9th Ave.
Dickinson Ave.
Alltero
n
D
r
.
We
s
t
b
r
o
o
k
D
r
.
US
H
4
1
Sawyer C
r
e
e
k
S:\@
S
AI
\
35
1
--4
0
0
\
3
8
2
\
0
3
0
\
D
a
t
a
\
GI
S
\
Rep
o
r
t
F
i
gu
r
e
s
\
Fig
u
r
e
4
.
02
-
5
-
WD
O
T
5
0
Y
e
a
r
Des
i
g
n.
mx
d
0 500 1,000250 Feet
³
Legend
Drainage Basin Boundary
Sub Drainage Basin Boundary
Storm Manhole
Storm Sewer
Culvert
Water Valve
Water Main
Sanitary Manhole
Sanitary Sewer
Modeled Pipe Sizes
36-Inch RCP
38 x 60 Inch HERCP
43 x 68 Inch HERCP
48 x 76 Inch HERCP
48-Inch RCP
53 x 83 Inch HERCP
66-Inch RCP
Ditch Section
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-7
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S4.doc\022608
Item Capital Cost
Component 12a–Expanded Detention at Tippler Junior High property
Mobilization $5,000
Excavation 1,034,500
Riprap 3,600
Piping and Structures 112,900
Erosion Control 10,400
Landscaping/Restoration 461,500
Subtotal 1,627,900
Engineering and Contingencies (25%) 407,000
Subtotal 2,034,800
Soils Investigation $6,000
Land Acquisition (10.31 acres @ $20,000/ac) 206,200
Easements (2 @ $2,300 each) 4,600
Total $2,251,600
Component 12b–Detention at the Armory site and upstream pipe upsizing to feed the basin.
Mobilization 5,000
Excavation (Includes excavation and off-site disposal of 17,000 CY of existing earthen hill) $2,313,200
Riprap 3,200
Piping and Structures 45,400
Erosion Control 11,800
Landscaping/Restoration 206,300
Upstream Pipe Upsizing and Manholes 353,700
Subtotal $2,938,600
Engineering and Contingencies (25%) 734,600
Subtotal $3,673,200
Soils Investigation 6,000
Land Acquisition (5 acres @ $653,400/acre) $3,267,000
Total $6,946,200
Component 12c–Additional Detention in Vacant Land Southwest of 9th Street/Washburn Street Intersection
Excavation $1,002,900
Riprap $ 2,600
Piping and Structures 112,300
Erosion Control 14,100
Landscaping/Restoration 144,000
Subtotal $1,275,800
Engineering and Contingencies (25%) 319,000
Subtotal $1,594,800
Soils Investigation 4,000
Land Acquisition (10.76 acres @ $653,400/acre) $7,030,600
Easements (2 @ $2,300 each) $4,600
Total $8,634,000
Additional Stormwater Quality Cost For Excavation of Permanent Pool Incl/ 25% Contingency $628,500
Component 12d-Storm Sewer System Improvements from Landmark Plaza to Tippler
Mobilization $5,000
3-foot by 5-foot RCP Box (325 lf) and 3-foot by 6-foot RCP Box (525 LF) 293,800
One 3-foot by 5-foot RCP Box AEW and one 3-foot by 6-foot RCP Box AEW $10,000
27-inch RCP and 27-inch AEW 6,300
100-Year Inlet Capacity on Westfield Street 7,700
Storm Sewer Junction Chamber and High Capacity Inlet at Landmark Plaza $29,100
Ditch Regrading and Restoration $29,100
34-inch orifice plate $1,100
Curb and Gutter and Asphalt Restoration $ 2,000
Subtotal $384,100
Engineering and Contingency (25%) $ 96,000
Total $479,900
Grand Total (Not including Stormwater Quality Cost for Component 12c) $18,311,700
Notes:
1. Costs do not include utility conflict resolution, if any.
2. WisDOT is responsible for the cost of construction of the 50-year design storm sewer/ditch along USH 41.
3. Grand Total cost doesn’t include stormwater quality portion of the detention pond (i.e. excavation below normal WSEL) for Component
12c. All other component costs include excavation below the normal WSEL.
Table 4.02-2 Alternative 12 (Formerly Alternative 7) Opinion of Probable Cost
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-8
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S4.doc\022508
The benefit of this alternative is shown in Table 4.02-3. Modeling indicates this alternative would meet
the desirable 2 feet of freeboard at the eastern Landmark Plaza building for both the 100-year, 2-hour
and 12-hour duration storm events. Had this infrastructure been in place during the June 10/11, 2004,
storm event, the flooding volume would have been eliminated according to the model (internal flooding
of Landmark Plaza inlets notwithstanding). Under a 100-year storm event, there is still some surface
ponding at the parking lot inlets at Landmark Plaza and at the low point east of the eastern Landmark
Plaza building. This alternative is ranked fourth for watershed-wide benefit. At the expanded Tippler
Pond, our model shows that the overland flow route would not be operating under the 100-year, 2-hour
and 100-year, 12-hour duration storms. Under these storms, modeling shows that there is 4.61 and
3.00 feet of freeboard, respectively, to the Tippler Administration building. Along the Landmark Plaza
ditch, Alternative 12 provides an approximate 100-year capacity in the five ditch segments as well as
for the culvert P-LP-1. The model shows that these five ditch segments and culvert would not reach
elevations that would enter the first floor elevation of the southern Landmark Plaza building or the
movie theater building after implementation of this alternative.
For this alternative, the City would be able to claim TSS reductions to help meet the Phase 2 DNR
requirements of 20 percent TSS reduction by March 10, 2008, and 40 percent TSS reduction by March
10, 2013, for the expanded Tippler (if the wet pond design is retained) and W. 9th Avenue/Washburn
Street ponds.
4.03 ALTERNATIVE 13
Alternative 13 consists of all of the components of Alternative 12 except for the 9th and Washburn
detention basin. In the place of the 9th and Washburn detention basin, this alternative includes
detention at the Westhaven Golf Course and upstream diversion of stormwater to the golf course as
shown in Figure 4.03-1. In addition, it includes partially expanded detention at the Armory Pond as
shown in Figure 4.03-2.
The partially expanded Westhaven Golf Course detention and upstream diversion as shown in Figure
4.03-1 consist of:
1. Diversion of Campbell Creek at the bend in the creek southeast of Universal Street–This
diversion will divert the full capacity of a 21 inch RCP which will divert approximately
20.2 percent (17 cfs) of the peak flow coming to the diversion location for the 100-year,
12-hour storm event under proposed conditions landuse. This would leave
Location
Freeboard at
Landmark Plaza
(feet)
Meets Freeboard
Criteria at
Landmark Plaza
(out of 6)
Alternative Ranking for
Watershed-Wide Benefit
10-year, 2-hour w/alternative 3.24 N/A
100-year, 2-hour w/alternative 2.77 Yes
100-year, 12-hour w/alternative 3.51 Yes
June 11, 2004 w/ alternative (Existing Conditions) 3.55 N/A
3
Table 4.02-3 Future Conditions Effects–Alternative 12 (Formerly Alternative 7)
ALTERNTATIVE 13 - WESTHAVEN GOLF COURSEDETENTION AND UPSTREAM DIVERSION COMPONENTNORTH BRANCH CAMPBELL CREEK STORMWATER STUDYADDENDUM NO. 1CITY OF OSHKOSHWINNEBAGO COUNTY, WISCONSIN
FI
G
U
RE
4.
0
3
-
1
1-
3
8
2
.
0
3
0
Dickenson Ave
940' - 21" RCP @ 0.82%
Existing Ditch
Railroad Tracks
IE = 790.51 (W)
IE = 791.51 (E)
IE = 775.90
570 LF - 18" RCP
@ 0.016%
15" AEW
EL = 775.50
For Local Drainage
IE = 774.95
555 LF - 15" RCP
@ 0.10%
75' Buffer
IE = 776.0
IE = 776.32
IE = 778.22 (E)
IE = 779.22 (N)
436.5 LF - 12" RCP @ 0.55%
NWSEL = 776.00
IE = 811.23
(In Ditch)
262 LF - 24" RCP @ 2.2%
374 LF - 30" RCP @ 2.2%
IE = 786.00
NWSEL = 786.00
1433.5' - 18" RCP @ 0.7%
IE = 776.0
156 LF - 24" RCP
@ 0.05%
10' Wide Bike Path
399 LF - 12"
RCP @ 0.20%
IE = 776.78 (N)
IE = 777.78 (E)
IE = 776.00
Unive
r
s
a
l
S
t
S
W
e
s
t
h
a
v
e
n
D
r
Mar
i
c
o
p
a
D
r
Ma
r
i
c
o
p
a
D
r
Allert
o
n
D
r
Co
v
i
n
g
t
o
n
D
r
Cu
m
b
e
r
l
a
n
d
T
r
a
i
l
S
W
a
s
h
b
u
r
n
S
t
W 20th Ave
IE = 803.47 164 LF - 30" RCP @ 2.2%
IE = 797.75
IE = 794.17
366 LF - 12" RCP @ 1.2%
100 YR
WSEL = 791.26Top of Berm
ELEV = 793.25
IE = 786.00
IE = 776.00
IE = 776.24 (S, W)
IE = 777.24 (E)
553 LF - 12" RCP
@ 0.045%IE = 776.13
IE = 775.65
29.4 LF - 24" RCP @ 5.4%
IE = 776.00
NWSEL = 776
100 YR
WSEL = 780.45
Top of Berm
ELEV = 762.09
75' Buffer
Provide Drainage
Swale Around Berm
553 LF - 12" RCP
@ 0.045%
1350' - Ditch @ 1.0%
IE = 786.00
Bulkhead Existing
Storm Sewer to East
Power Poles (TYP.)
Overhead Power
Lines (TYP.)
Spillway
IE = 791.00
Camb
e
l
l
C
r
e
e
k
Di
v
e
r
s
i
o
n
Return
42
6
24
10
12
27
1930
21 50
3
1
8
0
18
15
2516
30
15
8
30
12
18
30
42
12
18
12
8
24
8
15 12
21
15
18
12
15
12
18
8
15
30
6
30
42
15
18
2516
24
8
15
27
12
27
5031
12
12
15
15
8
8
27
21
12
8
30
15
12
12
8
12
12
10
12
12
8
12
12 24
42
8
15
15
12
12
12
12
21
15
30
27
18
15
50
3
1
12
12
15
108
8
30
12
12
10
18
12
12
128
8
8
18
8
18
12
15
18
12
15
8
8
8
15
27
18
12
812
12
30
12
0
12
12
42
18
18
18
15
12
18
18
12
24
8
8
8
12
12
18
24
12
15
8
15
15
15
8
30
8
21
15
24
12
21
12
21
12
15
8
12
15
12
30
15
21
30
18
15
12
8
15
12
15
12
15
15
18 12
18
12
27
15
12
8
8
12
12
12
21
18
12
18
15
S:
\
@
S
AI
\
3
5
1
-
-
4
0
0
\
3
8
2
\
0
3
0
\
D
at
a
\
G
I
S
\R
e
p
o
r
t
F
i
g
u
r
e
s
\
F
i
g
u
r
e
4
.
0
3
-
1
-
A
lt
e
r
n
a
t
i
v
e
1
3
E
xp
a
n
d
e
d
G
ol
f
C
o
u
r
s
e
.
m
x
d
0 400 800200 Feet
³
Legend
Drainage Basin Boundary
Parcel
Storm Manhole
Storm Sewer
Culvert
Water Valve
Water Main
Sanitary Manhole
Sanitary Sewer
Proposed Detention
Proposed Pipe
ALT
ER
NA
T
I
V
E
13
-
C
O
M
P
O
N
E
N
T
13
B
PAR
TIAL
L
Y
E
X
P
A
N
D
ED
A
R
M
O
R
Y
DET
E
N
T
IO
N
B
A
S
I
N
NORT
H
B
R
AN
C
H
CA
MP
B
EL
L
CRE
EK
S
T
O
R
MW
A
TE
R
S
T
U
DY
CI
T
Y OF
O
S
H
K
O
SH
WI
N
N
E
B
AG
O
C
O
U
NT
Y
,
W
I
S
C
O
NS
I
N
FIGURE 4.03-21-382.030
IE = 765.0
IE = 764.88
Normal WSEL = 765.0
100-YR WSEL = VARIES
PER ALT.
60 LF - 21" RCP
@ 0.2%
Existing Ditch
Top of Berm
Elev. = 771.0
Place Steel Plate
W/ 2' DIA. Orifice
on Downstream Pipe
(IE = 769.22)
Future Road ROWFuture Road ROW
Existing Armory Drainage000Existing Armory DrainageExisting Armory Drainage
Upgrade Storm Sewer
to 38" x 60" HERCP
Total Length = 1370 LF
IE = 768.22
42"
IE = 765.0400.5' - 38"X60"
HERPC @ 1.05%
Camb
e
l
l
C
r
e
e
k
S
K
O
E
L
L
E
R
S
T
S
W
A
S
H
B
U
R
N
S
T
US
H
W
Y
4
1
S
O
U
T
H
B
O
U
N
D
US
H
W
Y
4
1
N
O
R
T
H
B
O
U
N
D
MO
R
E
L
A
N
D
S
T
CRYSTAL SPRINGS AVE
OSBOR
N
A
V
E
US
H
W
Y
4
1
R
A
M
P
MENARD DR
AR
M
O
R
Y
P
L
DICKINSON AVE
WI
N
D
S
O
R
S
T
RE
I
C
H
O
W
S
T
S
W
E
S
T
F
I
E
L
D
S
T
77
6
77
8
774
77
2
770
780
768
762
760
758
756
754
752
750
742
782
702
700
698
766
696784786
77
4
778
77
4
77
8
77
4
77
6
778
776
778
77
4
776
778
77
4
778
77
8
78
0
772
780
77
6
778
780
778
77
6
776
78
0
77
8
77
8
780
77
6
766
778
776
77
4
77
4
77
6
77
6
77
6
77
4
77
8
77
4
776
77
8
784
78
2
780
774
786
774
78
0
77
6
77
6
77
8
77
2
78
0
77
8
77
6
780
768
77
8
77
4
778
77
6
77
6
77
8
778
77
8
780
77
6
77
6
778
77
4
78
0
77
8
778
77
4
778
778776
76
8
24
4815
4212
27
18
2438
2516
8
12
42
12
12
48
42
24
24
48
12
24
24
12
12
24
12
12
42
12
12
24
12
12
15
15
48
12
24
24
12
12
15
15
24
12
27
42
12
12
48
12
12
12
S:\@SAI\351--400\382\030\Data\GIS\Report Figures\Figure 4.03-2 - Alt 13 Reduced Armory.mxd
0 200 400100 Feet
³
Legend
Storm Manhole
Storm Sewer
Sanitary Manhole
Sanitary Sewer
Water Valve
Water Main
Parcel
Contour (2 FT.)
Proposed Detention
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-9
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S4.doc\022508
approximately 67 cfs continuing down Campbell Creek at the diversion location. A
1.25-foot-high berm downstream of the diversion location would be needed to assist in
diverting this flow. Because the DNR has determined that this portion of Campbell Creek
is navigable (through verbal conversations with the City), this diversion would invoke the
need for a Chapter 30 permit for stream rerouting. It is our understanding that the City
has received positive feedback from the DNR on the permitability of the stream
rerouting.
2. Pond System through Westhaven Golf Course (South Pond=15.5 ac-ft, North
Pond=30.2 ac-ft, Total = 45.7 ac-ft)–Figure 4.03-1 shows two detention ponds linked by
an 18-inch storm sewer. The storm sewer would pass routed flows up to the 100-year
storm event (modeling shows that approximately 3 inches of flow would flow through the
spillway during the 100-year 12-hour storm) and appears to be preferable to a swale
between the ponds because of base flow and small storm erosion issues as well as
topographic constraints. To save construction cost, this storm sewer could be PVC for
most of its length since it wouldn’t be subject to vehicular traffic. The overflow of the
upstream pond will be a grass-lined swale with a capacity of the full 100-year flow to the
upstream pond.
We have preliminarily designed the two pond system to exceed the pond surface area
required to obtain an 80 percent TSS reduction (based upon contributing watershed area
and characteristics) per the DNR Wet Detention Basin Technical Standard. The
remaining portion of the basin has been preliminarily designed as a wetland treatment
system to reduce the excavation quantity for this option (i.e., no wet pond excavation in
the wetland area). The wetland portion of the basin would include restored wetland
microtopography that consists of depressions and mounds similar to those found in
hummocky or forested wetlands. The mounds would be planted with trees and bushes
conducive to prolonged submergence and wetland plants/seed.
The total peak inflow to this pond system for the 100-year, 12-hour storm is 55 cfs and
the outgoing peak flow from the pond system is approximately 13 cfs. The three pipes
leading to the north pond both discharge flow to the pond and also act as outlet pipes
once the peak has passed. The eastern outlet pipe (sloping east) from the north pond
initially experiences westerly flows into the pond until the pond stages up high enough to
push water back east out of the pipe.
Since the ponds are receiving diverted flows consisting of base flow and most of the
water quality-type design storms from Universal Street, the City could claim TSS
reduction for this pond. Areas draining directly from adjacent to the golf course would
also receive TSS treatment from the ponds.
For cost purposes, we have assumed that ten percent of the excavated material will be
able to be reused on site through site regrading. This would be confirmed during design.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-10
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S4.doc\022508
3. Storm Sewer System Tie In At Northeast Corner of Golf Course–The pond and swale
system will tie back into the existing system with an 18-inch-diameter storm sewer. The
peak discharge from this pipe during the 100-year, 12-hour storm is 6 cfs.
4. Park and Recreational Facilities at Westhaven Golf Course– As Figure 4.03-1 shows,
portions of the Westhaven Golf Course not dedicated to stormwater storage and
conveyance could be developed into a passive community park that could be converted
into native prairie or low maintenance vegetated fields/woodland. We have included
costs for restoration/plant-community modification outside of the pond footprint.
Purchase and locating of detention in the Westhaven Golf Course provides an excellent
opportunity to provide stormwater quantity and quality control in the Campbell Creek
watershed in mainly a fully built out portion of the City. Not only would purchase of the
golf course benefit Campbell Creek in this way, it would also provide an excellent
opportunity for mainly stormwater quantity (flooding) control in the adjacent Sawyer
Creek watershed by providing a location for an off-line detention basin. There may also
be opportunities for stormwater quality control in the Sawyer Creek basin as well.
5. The partially Expanded Detention (30.0 acre-feet) at the Armory site and upstream pipe
upsizing to feed the basin (Figure 4.03-2).
This component was originally proposed in the December 1994 Stormwater
Management study. The 1994 study recommended this basin be sized to store
40 acre-feet for the 10-year storm and 85 ac re-feet for the 100-year storm. The wet
detention basin shown in Figure 4.02-1e of the original report can hold about
43.6 acre-feet during the 100-year storm prior to the emergency spillway being
used. To fully utilize this detention, upgrading of the upstream storm sewer system
extending to the west side of USH 41 is necessary and is referred to as a diversion
modification. Because of the existing ditch located on the north side of this basin,
we have modeled the basin at the influent to the pond with a diversion structure that
would allow flow to split either into a 24-inch orifice and continue through the ditch
or through a 38-inch by 60-inch HERCP pipe (set 1-foot above the invert elevation of
the orifice) to the pond. This is recommended to keep base flow in the ditch and
provide for aquatic and terrestrial habitat in and along the ditch. This pond is
situated in an area that has been officially mapped by the City of Oshkosh as a
regional stormwater detention facility. By agreement with the State of Wisconsin,
there would be no associated land acquisition costs associated with the eastern
portion of the pond that is located on the Armory property. Alternative 16 includes
the detention west of this location which is located on private lands which would
require acquisition of approximately 5 acres of land.
Since the DNR has determined (per verbal conversations with the City) that the ditch
located on the north side of the proposed Armory Pond is navigable, this pond
cannot be expanded to become an on-line pond extending all the way to the north
property line as was previously discussed.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-11
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S4.doc\022508
The Opinion of Probable Costs for the alternative outlined above is shown in Table 4.03-1.
The benefit of this alternative is shown in Table 4.03-2. Modeling indicates this alternative would meet
the desirable 2 feet of freeboard at the eastern Landmark Plaza building for both the 100-year, 2-hour
and 12-hour duration storm events. Had this infrastructure been in place during the June 10/11, 2004,
storm event, the flooding volume would have been eliminated according to the model (internal flooding
of Landmark Plaza inlets notwithstanding). Under a 100-year storm event, there is still some surface
ponding at the parking lot inlets at Landmark Plaza and at the low point east of the eastern Landmark
Plaza building. This alternative is ranked second for watershed-wide benefit. At the expanded Tippler
Pond, our model shows that the overland flow route would not be operating under the 100-year, 2-hour
duration storm or the 100-year, 12-hour duration storm. Under these storms, modeling shows that there
is 4.59 and 2.57 feet of freeboard, respectively, to the Tippler Administration building. Along the
Landmark Plaza ditch, Alternative 13 provides an approximate 100-year capacity in the five ditch
segments as well as for the culvert P-LP-1. The model shows that these five ditch segments and culvert
would not reach elevations that would enter the first floor elevation of the southern Landmark Plaza
building or the movie theater building after implementation of this alternative.
Item Capital Cost
Component 13a–Expanded Detention at Tippler Junior High property (see component 12a) $2,251,600
Component 13b–Partially Expanded Detention at Armory Site (see component 12b) $2,495,400
Component 13c–Storm Sewer System Improvements from Landmark Plaza to Tippler (see
component 12d)
$479,900
Component 13d-Partially Expanded Westhaven Golf Course Detention and Upstream
Diversion
Mobilization $10,000
Excavation and Fill 1,697,100
Riprap $6,800
Piping and Structures $380,900
Erosion Control $15,800
Landscaping/Restoration $767,900
Asphalt Multi-Use Path $196,800
Subtotal $3,075,300
Engineering and Contingency (25%) $768,800
Subtotal $3,844,200
Soils Investigation $8,000
Land Acquisition (Verbal Selling Price = $3,000,000) $3,000,000
Easements (7@$2,300) $16,100
Total $6,868,300
Additional Stormwater Quality Cost For Excavation of Permanent Pool Incl/ 25% Contingency $830,900
Grand Total $12,095,200
Notes:
1. Costs do not include utility conflict resolution, if any.
2. WisDOT is responsible for the cost of construction of the 50-year design storm sewer/ditch along USH 41.
3. Grand Total cost doesn’t include stormwater quality portion of the detention pond (i.e. excavation below normal
WSEL) for Component 13d. All other component costs include excavation below the normal WSEL.
Table 4.03-1 Alternative 13–Opinion of Probable Cost
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-12
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S4.doc\022508
Location
Freeboard at
Landmark Plaza
(feet)
Meets Freeboard
Criteria at
Landmark Plaza
(out of 6)
Alternative Ranking
for Watershed-Wide
Benefit
10-year, 2-hour w/alternative 3.24 N/A
100-year, 2-hour w/alternative 2.72 Yes
100-year, 12-hour w/alternative 3.48 Yes
June 11, 2004 w/alternative (Existing Conditions) 3.55 N/A
3
Table 4.03-2 Future Conditions Effects–Alternative 13
For this alternative, the City would be able to claim TSS reductions for the expanded Tippler (if the wet
pond design is retained) and the Westhaven Golf Course ponds.
4.04 ALTERNATIVE 13 B
Alternative 13 B consists of all of the components of Alternative 12 except for the 9th and Washburn
detention basin. In the place of the 9th and Washburn detention basin, this alternative includes
detention at the Westhaven Golf Course and upstream diversion of stormwater to the golf course as
shown in Figure 4.04-1.
All of the components of Alternative 13 B are shown in Figure 4.04-2.
1. Diversion of Campbell Creek at the bend in the creek southeast of Universal Street–This
diversion will divert the full capacity of a 3-foot x 6-foot RCP box which will divert
approximately 82.4 percent (70 cfs) of the peak flow coming to the diversion location for
the 100-year, 12-hour storm event under proposed conditions landuse. This would leave
approximately 15 cfs continuing down Campbell Creek at the diversion location–A
1.25-foot-high berm downstream of the diversion location would be needed to assist in
diverting this flow. Because the DNR has determined that this portion of Campbell Creek
is navigable (through verbal conversations with the City), this diversion would invoke the
need for a Chapter 30 permit for stream rerouting. It is our understanding that the City
has received positive feedback from the DNR on the permitability of the stream
rerouting.
2. Pond System through Westhaven Golf Course (South Pond=62.8 ac-ft, North Pond=91.5
ac-ft, Total = 154.3 ac-ft)–Figure 4.04-1 shows two detention ponds linked by a 21-inch
storm sewer. The storm sewer would pass routed flows up to the 100-year storm event
and appears to be preferable to a swale between the ponds because of base flow and
small storm erosion issues as well as topographic constraints. To save construction cost,
this storm sewer could be PVC for most of its length since it wouldn’t be subject to
vehicular traffic. The overflow of the upstream pond will be a grass-lined swale with a
capacity of the full 100-year flow to the upstream pond.
ALTERNTATIVE 13B - WESTHAVEN GOLF COURSEDETENTION AND UPSTREAM DIVERSION COMPONENT 13B4NORTH BRANCH CAMPBELL CREEK STORMWATER STUDYADDENDUM NO. 1CITY OF OSHKOSHWINNEBAGO COUNTY, WISCONSIN
FI
G
U
RE
4.
0
4
-
1
1-
3
8
2
.
0
3
0
Dickenson Ave
940' - 3'x6' Box @ 0.83%
Existing Ditch
Railroad TracksIE = 791.51
Provide Inlets Along Street
to Collect 100 YR Flow
IE = 775.90
Bulkhead Existing
Storm Sewer to East
527 LF - 24" RCP
@ 0.02%
15" AEW
EL = 776
For Local Drainage
IE = 774.95
424 LF - 15" RCP
@ 0.25%
75' Buffer
IE = 776.0
IE = 776.32
Provide Inlets at Intersection
to Collect 100 YR Flow
Bulkhead Existing Storm
Sewer to North
IE = 778.91
395 LF - 43"x68" RCP @ 0.74%
Provide Inlets at Low Point
to Collect 100 YR Flow NWSE
L
=
7
7
6
100 Y
R
W
S
E
L
=
7
8
0
.
8
2
IE = 811.23
(In Ditch)
262 LF - 3'x6' Box @ 2.2%
355 LF - 3'x6' Box @ 3.4%
IE = 782
1086' - 21" RCP @ 0.55%
IE = 776.0
Bulkhead Existing Storm
Sewer to East156 LF - 24"x38" RCP
@ 0.05%
10' Wide
Multi-use Path
347 LF - 36"
RCP @ 0.27%
IE = 777
IE = 776
Unive
r
s
a
l
S
t
S
W
e
s
t
h
a
v
e
n
D
r
Mar
i
c
o
p
a
D
r
Ma
r
i
c
o
p
a
D
r
Allert
o
n
D
r
Co
v
i
n
g
t
o
n
D
r
Cu
m
b
e
r
l
a
n
d
T
r
a
i
l
S
W
a
s
h
b
u
r
n
S
t
W 20th Ave
IE = 803.47 164 LF - 3'x6' Box @ 2.2%
IE = 797.75
IE = 794.17
383 LF - 36" DIA RCP @ 2.5%
NWSEL = 782
100 YR WSEL = 796.17Top of Berm
ELEV = 798.18
IE = 782
IE = 776.0
IE = 776.24
494 LF - 24"x38" RCP
@ 0.05%IE = 776.12
IE = 775.65
IE = 776
Top of Berm
ELEV = 782.81
75' Buffer
Provide Drainage
Swale Around Berm
IE = 782
Bulkhead Connection to North
75' Buffer Spillway
ELEV = 796
966' - Ditch @ 1.24%
494 LF - 24"x38" RCP
@ 0.05%
Proposed Spillway
ELEV = 781.82
Wetland
Microtopography
Wetland
Microtopography
527 LF - 24" RCP
@ 0.02%
Overhead Power
Lines (Typ.)
Power Poles (Typ.)
42
6
24
10
12
27
1930
21
50
3
1
8
0
18
15
30
15
42
15
0
812
8
8
21
27
18
27
21
12
15
30
15
24
15
8
30
1930
12
15
12
15
10
12
21
8
8
15
15
12
12
15
27
8
30
18
12
15
21
18
12
12
6
12
12
8
8
15
8
12
12
15
12
15
12 12
18
15
12
8
30
15
18
18
12
24
8
12
8
21
18
30
15
12
12
12
18
12
12
8
8
8
12
8
18
18
18
21
18
12
15
15
8
8
24
24
24
12
12
12
30
15
18
12
15
15
15
18
12
8
27
18
18
15
8
8
8
18
15
8
15
21
12
12
24
12
15
12
24
12
12
18
6
12
8
12
15
812
12
15
21
30
18
15
12
8
12
42
15
12
15
12
12
8
42
21
12
15
10
12
12
8
8
18
12
12
8
12
12
18
15
S:
\
@
S
AI
\
3
5
1
-
-
4
0
0
\
3
8
2
\
0
3
0
\
D
at
a
\
G
I
S
\R
e
p
o
r
t
F
i
g
u
r
e
s
\
F
i
g
u
r
e
4
.
0
4
-
1
-
A
lt
e
r
n
a
t
i
v
e
1
3
B
E
xp
a
n
d
e
d
G
o
l
f
C
ou
r
s
e
.
m
x
d
0 400 800200 Feet
³
Legend
Drainage Basin Boundary
Parcel
Storm Manhole
Storm Sewer
Culvert
Water Valve
Water Main
Sanitary Manhole
Sanitary Sewer
ALTERNATIVE 13B - COMPONENTS
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDYADDENDUM NO. 1CITY OF OSHKOSHWINNEBAGO COUNTY, WISCONSIN
FI
G
U
RE
4
.
0
4
-
2
1-
3
82
.
0
3
0
Tippler
Detention
Channel Regrading
and Twice Yearly
Ditch Maintenance
Twice Yearly
Ditch Maintenance
Additional 46 LF
27" RCP
Parallel to Existing
Storm Sewer
33" DIA Orifice Plate
Upgrade Storm
Sewer to 3' x 6'
Upgrade Storm Sewer
to 38" x 60" HERCP
Total Length = 1370 LF
Armory Detention
!(
Upgrade Storm
Sewer to 3' x 5'
W 9TH AVE
WITZEL AVE
S
W
A
S
H
B
U
R
N
S
T
S
K
O
E
L
L
E
R
S
T
US
H
W
Y
4
1
S
O
U
T
H
B
O
U
N
D
US
H
W
Y
4
1
N
O
R
T
H
B
O
U
N
D
MA
R
I
C
O
P
A
D
R
GR
E
E
N
F
I
E
L
D
T
R
ABBEY AVE
RE
I
C
H
O
W
S
T
OSBOR
N
A
V
E
W 5TH AVE
ALLER
T
O
N
D
R
GR
A
C
E
L
A
N
D
D
R
US
H
W
Y
4
1
R
A
M
P
HE
R
I
T
A
G
E
T
R
S
W
E
S
T
F
I
E
L
D
S
T
VILL
A
P
A
R
K
D
R
S
W
E
S
T
H
A
V
E
N
D
R
LI
L
A
C
S
T
AR
M
O
R
Y
P
L
CO
V
I
N
G
T
O
N
D
R
CU
M
B
E
R
L
A
N
D
T
R
TH
O
R
N
T
O
N
D
R
DE
E
R
F
I
E
L
D
D
R
MO
R
E
L
A
N
D
S
T
GOLDEN AVE
CAPITAL DR
W 6TH AVE
W 7TH AVE
AR
D
M
O
R
E
T
R
WI
N
D
S
O
R
S
T
WE
S
T
B
R
O
O
K
D
R
N
W
E
S
T
F
I
E
L
D
S
T
CA
M
D
E
N
L
N
KATY CT
S
W
E
S
T
F
I
E
L
D
S
T
W 7TH AVE
0
78
2
784
778
78
6
776
77
4
79
8
79
6
794
79
0
792
78
8
80
0
770
780
768
772
766
806
764
76
0
762
758
756
75
4
75
2
750
74
8
746
74
4
74
2
74
0
734
732
730
728
71
6
714
708
706
704
702
700
698
696
804
802
81
0
808
694
76
2
780
792
774
786
780
774
77
2
786
78
0
792
0
77
6
0
784
764
77
8
0
776
77
8
784
77
2
772
772
76
2
79
0
76
2
770
776
77
0
77
8
780
76
2
778
0
792
788
77
8
77
8
76
8
774
77
4
76
0
77
6
782
0
772
706
76
8
780
778
77
6
778
77
0
776
778
780
700
80
0
78
2
780
0
78
6
790
788
76
0
0
77
4
782
778780
0
784
776
786
76
2
0
78
8
782
788
782
0
78
0
77
6
782
79
6
78
2
772
760
784
77
4
76
8
77
8
780
782
78
0
784
794
770
0
78
6
77
2
776
774
77
6
78
8
79
2
0
782
79
0
78
0
78
2
80
0
780
0
786
770
0
0
77
0
0
794
782
778
79
2
77
8
0
764
77
0
76
4
786
778 77
4
780
778
780
772
77
4
770
784
782
77
8
0
798
782
78
478
0
782
79
6
0
782
78
2
780
784
77
4
784
782
77
8
782
77
8
770
782
0
78
6
780
796
790
784
0
77
8
784
78
2
782
0
772
0
0
0
78
6
790
77
8
778
782
784
762
0
0
78
2
782
770
80
0
782
782
762
0
776
790
768
80
0
776
0
76
4
77
4
788
772
790
0
790
0
704
77
8
77
4
788
784
782
778
77
4
79
2
790
76
4
796
786
766
77
6
78
0
78
8
780
0
780
76
6
0
772
76
2
77
8
79
2
79
0
78
0
78
8
80
0
77
8
786
784
77
2
762
77
8
764
76
4
0
796
0
0
0
78
6
79
0
776
77
6
770
810
77
4
776
77
4
78
8
778
764
0
0
786
778
700
0
78
2
782
0
0
0
0
0
784
792
778
762
0
78
0
0
0
760
786
0
77
6
0
766
780
788
786
76
2
764
782
0
782
78
4
78
6
78
6
764
772
77
6
78
2
76
2
79
2
778
77
4
780
702
77
6
790
78
2
780
780
77
4
77
0
788
77
2
772
790
772
80
0
78
0
796
768
77
6
78
0
782
77
4
788
798
772
78
2
784
78
2 78
2
780
79
2
78
0
786
79
8
77
4
768
0
77
2
77
0
806
780
78
6
778
77
4
772
782
792
77
6
76
8
774
764
774
774
77
6
780
79
2
760
796
78
0
77
4
79
0
788
774
786
762
790
784
784
77
2
778
0
794
0
77
8
0
780
0
778
0
782
0
79
4
0
0
790
786
0
778
764
0
764
786
77
0
778
788
77
4
778
798
788
798
78
0
772
78
2
790
77
0
780
774
0
786
778
778
788
77
2
78
6
78
2
76
4
78
8
77
6
774
784
792
764
772
78
4
786
788
0
0
770
786
776
0
78
6
778
78
6
30
42
48
5836
24
27
2516
12
6
8
60
15
18
21
54
5031
3658
193
0
2438
51
3
1
0
1423
10
6540
12
12
27
10
12
12
15
12
18
15
12
12
24
12
21
18
12
10
18
21
8
6
21
18
27
15
18
8
8
18
18
15
21
15
24
15
27
18
12
12
12
15
8
0
12
15
6
18
15
12
12
8
15
15
6
24
12
12
12
18
27
24
12
18
18
12
12
42
15
19
3
0
8
8
12
21
12
18
12
18
8
12
30
48278
12
15
30
8
24
10
30
8
8
27
10
8
21
30
30
12
42
15
30
18
18
15
12
8
18
10
12
12
8
27
21
24
12
30
12
12
8
24
6
24
15
18
24
12
24
27
12
15
12
8
24
15
24
8
12
12
12
24
12
12
12
18
21
18
21
12
21
12
12
15
30
S:\@
S
AI
\
35
1
--4
0
0
\
3
8
2
\
0
3
0
\
D
a
t
a
\
GI
S
\
Rep
o
r
t
F
i
gu
r
e
s
\
Fig
u
r
e
4
.
04
-
2
-
Al
terna
t
i
v
e
13
B
Com
pon
e
n
t
s
.
mx
d
0 450 900225 Feet
³
Legend
Storm Manhole
Storm Sewer
Culvert
Sanitary Manhole
Sanitary Sewer
Water Valve
Water Main
Parcel
Contour (2 FT.)
Proposed Detention
Proposed Pipe
STH 44/Clay Rd Pond
CL
A
Y
R
D
STATE
R
D
4
4
BELLFIE
L
D
D
R
846
84
4
842 838
834
836
840
84
8
850
832
852 854
856
858
848
848
854
840
848
856
848
852
836
832
85
6
840
850
83
4
84
0850
85
2
83
6
846
84
6
844
844
836
83
6
832
842
840
850
838
840
844
854
15
18
6
8
0 600300
Feet
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-13
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S4.doc\022608
We have preliminarily designed the two pond system to exceed the pond surface area
required to obtain an 80 percent TSS reduction (based upon contributing watershed area
and characteristics) per the DNR Wet Detention Basin Technical Standard. The
remaining portion of the basin has been preliminarily designed as a wetland treatment
system to reduce the excavation quantity for this option (i.e., no wet pond excavation in
the wetland area). The wetland portion of the basin would include restored wetland
microtopography that consists of depressions and mounds similar to those found in
hummocky or forested wetlands. The mounds would be planted with trees and shrubs
conducive to prolonged submergence and wetland plants/seed.
The total peak inflow to this pond system for the 100-year, 12-hour storm is 203 cfs and
the outgoing peak flow from the pond system is approximately 24 cfs. There are two
outlets from the pond system. The north pond outlet is a 24 inch RCP exiting at the east
side of the north detention pond. The outlet pipe initially accepts a peak flow of 16 cfs
into the pond prior to the pond staging up and pushing water back out to the east at
12 cfs. The south pond inlet pipe is a 36 inch RCP entering at the east side of the south
detention pond. The inlet pipe initially accepts a peak flow of 15 cfs into the pond prior to
the pond staging up and pushing water back out at a rate of 12 to the east to become
overland flow in Maricopa Drive. During design, we recommend that all home and lot
elevations surrounding the Westhaven Golf Course be surveyed and particular attention
be paid to establishing adequate overland flow routes for flows potentially exceeding the
100-year storm event and/or for potential blockages of outlet structures.
Since the ponds are receiving diverted flows consisting of base flow and most of the
water quality-type design storms from Universal Street, the City could claim TSS
reduction for this pond. Areas draining directly from adjacent to the golf course would
also receive TSS treatment from the ponds.
For cost purposes, we have assumed that five percent of the excavated material will be
able to be reused on site through site regrading. This would be confirmed during design
3. Storm Sewer System Tie In At Northeast Corner of Golf Course–The pond and swale
system will tie back into the existing system with a 24-inch-diameter storm sewer. The
peak discharge from this pipe during the 100-year, 12-hour storm is 12 cfs.
4. Park and Recreational Facilities at Westhaven Golf Course–As Figure 4.04-1 shows,,
portions of the Westhaven Golf Course not dedicated to stormwater storage and
conveyance could be developed into a passive community park that could be converted
into native prairie or low maintenance vegetated fields/woodland. We have included
costs for restoration/plant-community modification outside of the pond footprint.
Purchase and locating of detention in the Westhaven Golf Course provides an excellent
opportunity to provide stormwater quantity and quality control in the Campbell Creek
watershed in mainly a fully built out portion of the City. Not only would purchase of the
golf course benefit Campbell Creek in this way, it would also provide an excellent
opportunity for mainly stormwater quantity (flooding) control in the adjacent Sawyer
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-14
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S4.doc\022508
Creek watershed by providing a location for an off-line detention basin. There may also
be opportunities for stormwater quality control in the Sawyer Creek basin as well.
The Opinion of Probable Costs for the alternative outlined above is shown in Table 4.04-1.
The benefit of this alternative is shown in Table 4.04-2. Modeling indicates this alternative would meet
the desirable 2 feet of freeboard at the eastern Landmark Plaza building for both the 100-year, 2-hour
and 12-hour duration storm events. Had this infrastructure been in place during the June 10/11, 2004,
storm event, the flooding volume would have been eliminated according to the model (internal flooding
of Landmark Plaza inlets notwithstanding). Under a 100-year storm event, there is still some surface
ponding at the parking lot inlets at Landmark Plaza and at the low point east of the eastern Landmark
Plaza building. This alternative is ranked second for watershed-wide benefit. At the expanded Tippler
Pond, our model shows that the overland flow route would not be operating under the 100-year, 2-hour
duration storm or the 100-year, 12-hour duration storm. Under these storms, modeling shows that there
is 4.64 and 3.49 feet of freeboard, respectively, to the Tippler Administration building. Along the
Item Capital Cost
Component 13 B 1–Expanded Detention at Tippler Junior High property (see component 12a) $2,251,600
Component13 B 2–Partially Expanded Detention at Armory Site (see component 13b) $2,495,400
Component 13 B 3–Storm Sewer System Improvements from Landmark Plaza to Tippler (see
component 12d)
$479,900
Component 13 B 4-Fully Expanded Westhaven Golf Course Detention and Upstream
Diversion
Mobilization $10,000
Excavation and Fill $4,072,600
Riprap $8,800
Piping and Structures $1,160,600
Erosion Control $20,000
Landscaping/Restoration $1,216,600
Asphalt Multi-Use Path $196,800
Subtotal $6,685,400
Engineering and Contingency (25%) $1,671,300
Subtotal $8,356,700
Soils Investigation $10,000
Land Acquisition (Verbal Selling Price = $3,000,000) $3,000,000
Easements (7 @ $2300) $16,100
Total $11,382,800
Additional Stormwater Quality Cost For Excavation of Permanent Pool Incl/ 25% Contingency $1,480,300
Grand Total $16,609,700
Notes:
1. Costs do not include utility conflict resolution, if any.
2. WisDOT is responsible for the cost of construction of the 50-year design storm sewer/ditch along USH 41.
3. Grand Total cost doesn’t include stormwater quality portion of the detention pond (i.e. excavation below normal
WSEL) for Component 13 B 4. All other component costs include excavation below the normal WSEL.
Table 4.04-1 Alternative 13 B–Opinion of Probable Cost
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-15
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S4.doc\022508
Landmark Plaza ditch, Alternative 13 B provides an approximate 100-year capacity in the five ditch
segments as well as for the culvert P-LP-1. The model shows that these five ditch segments and culvert
would not reach elevations that would enter the first floor elevation of the southern Landmark Plaza
building or the movie theater building after implementation of this alternative.
For this alternative, the City would be able to claim TSS reductions for the expanded Tippler (if the wet
pond design is retained) and the Westhaven Golf Course ponds.
4.05 ALTERNATIVE 14
Alternative 14 consists of all of the components of Alternative 12 except for the 9th and Washburn
detention basin. In the place of the 9th and Washburn detention basin, this alternative includes
detention at the east side of the intersection of STH 44 and Waukau Avenue as shown in Figure 4.05-1.
The STH 44/Waukau Ave detention basin consists of:
1. Diversion of Upstream Stormwater–A new manhole will be installed on the existing
3.5-foot-diameter storm sewer that runs adjacent to the pond. A 3.5 foot diameter storm
sewer will then run to the pond. In the manhole, a 1-foot-diameter orifice will be placed
on the downstream end of the manhole to restrict flows traveling along STH 44. The
1-foot-diameter orifice invert elevation will be set 2.5 feet above the invert elevation of
the outgoing pipe.
2. Pond–This pond is modeled to store approximately 17.1 acre-feet of stormwater during
the 100-year, 12-hour duration storm event. The peak flow during this storm event
upstream of the diversion manhole is approximately 61.4 cfs while the diversion into the
pond takes 59.3 cfs and 2.1 cfs continues down the mainline. Of the 59.3 cfs diverted
flow into the pond, the peak flow downstream of the pond after discharge back into the
mainline is approximately 7.7 cfs for an approximate 87 percent reduction in peak flow
at this location for this storm event. The pond is located on two existing commercial lots,
one of which has an existing business and buildings on it. Costs are included for
demolition of the buildings. It is recommended that the City perform a Phase I
environmental assessment on the properties to determine if there are any environmental
issues on the properties.
Location
Freeboard at
Landmark Plaza
(feet)
Meets Freeboard
Criteria at
Landmark Plaza
(out of 6)
Alternative Ranking for
Watershed-Wide Benefit
10-year, 2-hour w/alternative 3.24 N/A
100-year, 2-hour w/alternative 2.75 Yes
100-year, 12-hour w/alternative 3.49 Yes
June 11, 2004 w/ alternative (Existing Conditions) 3.55 N/A
2
Table 4.04-2 Future Conditions Effects–Alternative 13 B
ALTERNTATIVE 14 - STH 44/W WAUKAU AVEDETENTION COMPONENTNORTH BRANCH CAMPBELL CREEK STORMWATER STUDYADDENDUM NO.1CITY OF OSHKOSHWINNEBAGO COUNTY, WISCONSIN
FI
G
U
RE
4.
0
5
-
1
1-
3
8
2
.
0
3
0
70 LF - 12" RCP @ 0.33%
New Manhole (IE = 830.37)
w/12" Orfice @ IE = 832.86
90 LF - 42" RCP @ 0.41%
Top of Berm
EL = 837.0
50 LF - 24" RCP
Normal WSEL = 830.0
100-YR WSEL = 835.84
IE = 830.0IE = 830.0
IE = 830.0
Connect to Existing
Storm Sewer IE = 829.77
Pond Spillway
Remove Existing
10" Sanitary Sewer
Buildings to
be Demolished
Buildings to
be Demolished
Reroute 10" Sanitary Sewer
940 LF @ 0.28%
Remove Existing
10" Sanitary Sewer
Ca
m
b
e
l
l
C
r
e
e
k
STATE
R
D
4
4
W WAUKAU AVE
BE
L
L
F
I
E
L
D
D
R
848
850
834
852
832
840
842
838
844
836
846
84
0
844
840
84
0
834
836
838
844 844
84
6
84
2
836
84
0
836
838
844
836
848
838
840
842
844
84
2
842
838
840
834
838
840
84
0
832
832
838
836
838
842
838
844
844
SBB-140
SBB-180
SBB-175
SBB-170
SBB-165
SBB-150
SBB-185
SBB-135
SBB-160
SBB-176
15
42
18
12
24
8
12
24
24
12
12
12
12
15
12
24
24
12
42
24
12
24
42
42
42
42
S:
\
@
S
AI
\
3
5
1
-
-
4
0
0
\
3
8
2
\
0
3
0
\
D
at
a
\
G
I
S
\R
e
p
o
r
t
F
i
g
u
r
e
s
\
F
i
g
u
r
e
4
.
0
5
-
1
-
A
lt
e
r
n
a
t
i
v
e
1
4
S
TH
4
4
&
W
W
au
k
a
u
A
ve
.
m
x
d
0 100 20050 Feet
³
Legend
Drainage Basin Boundary
Sub Drainage Basin Boundary
Parcel
Storm Manhole
Storm Sewer
Culvert
Water Valve
Water Main
Sanitary Manhole
Sanitary Sewer
Contour (2 FT.)
Proposed Detention
Proposed Pipe
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-16
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S4.doc\022608
3. Sanitary Sewer Diversion–There is currently a 10-inch-diameter sanitary sewer running
between the two lots that this pond is located on. Thus, this pond will require rerouting of
this sanitary sewer around the pond as shown in Figure 4.04-1 at the minimum slope
allowed by the DNR of 0.28 percent for a 10-inch diameter pipe. It appears that this is
possible when looking at invert elevations from the City’s GIS layer.
The Opinion of Probable Costs for the alternative outlined above is shown in Table 4.05-1.
The benefit of this alternative is shown in Table 4.05-2. Modeling indicates this alternative would meet
the desirable 2 feet of freeboard at the eastern Landmark Plaza building for both the 100-year, 2-hour
and 12-hour duration storm events. Had this infrastructure been in place during the June 10/11, 2004,
storm event, the flooding volume would have been eliminated according to the model (internal flooding
of Landmark Plaza inlets notwithstanding). Under a 100-year storm event, there is still some surface
ponding at the parking lot inlets at Landmark Plaza and at the low point east of the eastern Landmark
Plaza building. This alternative is ranked fifth for watershed-wide benefit. At the expanded Tippler
Pond, our model shows that the overland flow route would not be operating under the 100-year, 2-hour
Item Capital Cost
Component 14a–Expanded Detention at Tippler Junior High property (see component 12a) $2,251,600
Component 14b–Fully Expanded Detention at Armory Site (see component 12b) $6,946,200
Component 14c–Storm Sewer System Improvements from Landmark Plaza to Tippler (see
component 12d)
$479,900
Component 14d-STH 44/Waukau Ave. Detention Basin
Mobilization $5,000
Excavation and Fill $590,700
Riprap $13,200
Piping and Structures $37,700
Erosion Control $6,000
Landscaping/Restoration $102,100
Sanitary Sewer Rerouting $42,700
Building Demolition $20,000
Subtotal $817,300
Engineering and Contingency (25%) $204,300
Subtotal $1,021,600
Soils Investigation $4,500
Land Acquisition (5.05 acres @ $653,400/acre) $3,299,700
Total $4,325,800
Additional Stormwater Quality Cost For Excavation of Permanent Pool Incl/ 25% Contingency $269,600
Grand Total $14,003,500
Notes:
1. Costs do not include utility conflict resolution, if any.
2. WisDOT is responsible for the cost of construction of the 50-year design storm sewer/ditch along USH 41.
3. Grand Total cost doesn’t include stormwater quality portion of the detention pond (i.e. excavation below normal
WSEL) for Component 14d. All other component costs include excavation below the normal WSEL.
Table 4.05-1 Alternative 14–Opinion of Probable Cost
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-17
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S4.doc\022608
or the 100-year, 12-hour duration storm. Under these storms, modeling shows that there is 4.66 and
3.11 feet of freeboard, respectively, to the Tippler Administration building. Along the Landmark Plaza
ditch, Alternative 14 provides an approximate 100-year capacity in the five ditch segments as well as
for the culvert P-LP-1. The model shows that these five ditch segments and culvert would not reach
elevations that would enter the first floor elevation of the southern Landmark Plaza building or the
movie theater building after implementation of this alternative.
For this alternative, the City would be able to claim TSS reductions for the expanded Tippler (if the wet
pond design is retained) and the STH 44/Waukau detention ponds
4.06 ALTERNATIVE 15
Alternative 15 consists of all of the components of Alternative 12 except for the 9th and Washburn
detention basin and Component 5. In the place of the 9th and Washburn detention basin, this
alternative includes detention southeast of the STH 44/N. Clay Road intersection as shown in
Figure 4.06-1. As discussed above, Alternatives 12, 13, 13B, 14, and 16 include Component 5 which is
a detention basin in this location sized to meet the Winnebago County stormwater ordinance. In
Alternative 15, we are looking at further reducing the peak discharge from the pond in the 2-, 10-, 25-,
and 100-year design storm events to meet the City stormwater ordinance. This will pond water to a
higher elevation in this pond as well as to a greater footprint.
The STH 44/North Clay Road detention basin consists of collection of upstream water in a crescent
shaped pond prior to discharge into the downstream wetland. For modeling purposes, we have
designed the outlet as a single pipe at the north end of the pond. However, during design of this pond
we recommend that the crescent shaped pond include three separate cells with three separate outlets
to help maintain baseflow along the wetland into which the pond discharges. This pond has a modeled
total storage capacity of 37.2 acre-feet for the 100-year, 12-hour duration storm event.
If the City were to construct this pond, the City could charge the cost of this pond back to the upstream
developer’s to assist them in meeting the City stormwater ordinance requirements in a regional
detention basin arrangement. Since approximately 156.5 acres drain to this pond and the pond cost is
$1,858,500 the City could conceivably charge the cost of the detention basin to the upstream
developers at a rate of about $11,875 per acre of developed land. Should this basin be built and treat
Location
Freeboard at
Landmark Plaza
(feet)
Meets Freeboard
Criteria at
Landmark Plaza
(out of 6)
Alternative Ranking
for Watershed-Wide
Benefit
10-year, 2-hour w/alternative 3.24 N/A
100-year, 2-hour w/alternative 2.73 Yes
100-year, 12-hour w/alternative 3.48 Yes
June 11, 2004 w/ alternative (Existing Conditions) 3.55 N/A
5
Table 4.05-2 Future Conditions Effects–Alternative 14
ALTERNTATIVE 15 - EXPANDED DETENTION BASINSE OF STH 44/N CLAY RD INTERSECTION COMPONENTNORTH BRANCH CAMPBELL CREEK STORMWATER STUDYADDENDUM NO.1CITY OF OSHKOSHWINNEBAGO COUNTY, WISCONSIN
FI
G
U
RE
4.
0
6
-
1
1-
3
8
2
.
0
3
0
85' - 21" RCP @ 0.25%
Extents of 100-YR WSEL
in Alternatives
100-YR WSEL = 838.9
Top of Berm
EL = 840.0
Provide Spillway
@ EL = 839.0
Cl
a
y
R
d
Proposed Property
Aquisition
STATE
R
D
4
4
BELLFIE
L
D
D
R
844
85
0
852
84
8
846
842
854
856
834
83
6
858
860
832
838
862
840
844
832
85
4
838
840
836
844
83
2
838
844
836
834
842
840
85
0
848
850
848
85
0
83
6
852
83
4
848
846
854
85
0
838
846
836
860
85
2
832
840
SBB-190
SBB-175
SBB-176
SBB-185
SBB-180
15
8
12
12
1212
12
S:
\
@
S
AI
\
3
5
1
-
-
4
0
0
\
3
8
2
\
0
3
0
\
D
at
a
\
G
I
S
\R
e
p
o
r
t
F
i
g
u
r
e
s
\
F
i
g
u
r
e
4
.
0
6
-
1
-
A
lt
e
r
n
a
t
i
v
e
1
5
S
TH
4
4
&
N
C
la
y
R
d.
m
x
d
0 200 400100 Feet
³
Legend
Drainage Basin Boundary
Sub Drainage Basin Boundary
Parcel
Storm Manhole
Storm Sewer
Culvert
Water Valve
Water Main
Sanitary Manhole
Sanitary Sewer
Contour (2 FT.)
Proposed Detention
Proposed Pipe
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-18
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S4.doc\022508
agricultural land for many years prior to upstream development actually occurring, the City should pay
close attention to maintenance and possible swale or buffer pretreatment of the flows from upstream
lands so that this basin doesn’t fill up with sediment prematurely.
The Opinion of Probable Costs for the alternative outlined above is shown in Table 4.06-1.
The benefit of this alternative is shown in Table 4.06-2. Modeling indicates this alternative would meet
the desirable 2 feet of freeboard at the eastern Landmark Plaza building for both the 100-year, 2-hour
and 12-hour duration storm events. Had this infrastructure been in place during the June 10/11, 2004,
storm event, the flooding volume would have been eliminated according to the model (internal flooding
of Landmark Plaza inlets notwithstanding). Under a 100-year storm event, there is still some surface
ponding at the parking lot inlets at Landmark Plaza and at the low point east of the eastern Landmark
Plaza building. This alternative is ranked fourth for watershed-wide benefit. At the expanded Tippler
Pond, our model shows that the overland flow route would not be operating under the 100-year, 2-hour,
and 100-year, 12-hour duration storm events. Under these storms, modeling shows that there is 4.63
and 2.66 feet of freeboard, respectively, to the Tippler Administration building. Along the Landmark
Plaza ditch, Alternative 15 provides an approximate 100-year capacity in the five ditch segments as
well as for the culvert P-LP-1. The model shows that these five ditch segments and culvert would not
Item Capital Cost
Component 15a–Expanded Detention at Tippler Junior High property (see component 12a) $2,251,600
Component 15b–Fully Expanded Detention at Armory Site (see component 12b) $6,946,200
Component 15c–Storm Sewer System Improvements from Landmark Plaza to Tippler (see
component 12d)
$479,900
Component 15d-Expanded Detention Southeast of STH 44/N. Clay Road
Mobilization $5,000
Excavation and Fill 393,300
Riprap $38,800
Piping and Structures $17,600
Erosion Control $15,000
Landscaping and Restoration $270,200
Subtotal $739,900
Engineering and Contingency (25%) $185,000
Subtotal $924,900
Soils Investigation $5,000
Land Acquisition (22.9 acres @ $20,000/acre) $458,000
Easements (1 @ $2,300) $2,300
Total $1,390,200
Additional Stormwater Quality Cost For Excavation of Permanent Pool Incl/ 25% Contingency $468,300
Grand Total $11,067,900
Notes:
1. Costs do not include utility conflict resolution, if any.
2. WisDOT is responsible for the cost of construction of the 50-year design storm sewer/ditch along USH 41.
3. Grand Total cost doesn’t include stormwater quality portion of the detention pond (i.e. excavation below normal
WSEL) for Component 15d. All other component costs include excavation below the normal WSEL.
Table 4.06-1 Alternative 15–Opinion of Probable Cost
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-19
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S4.doc\022508
reach elevations that would enter the first floor elevation of the southern Landmark Plaza building or the
movie theater building after implementation of this alternative.
For this alternative, the City would be able to claim TSS reductions for the expanded Tippler (if the wet
pond design is retained). The STH 44/Clay Road pond would not gain the City any TSS reduction credit
since the land upstream of the pond is currently undeveloped.
4.07 ALTERNATIVE 16
Alternative 16 consists of all of the components of Alternative 12 except for the 9th and Washburn
detention basin. In the place of the 9th and Washburn detention basin, this alternative includes
detention at the Westhaven Golf Course and upstream diversion of stormwater to the golf course as
shown in Figure 4.07-1.
The Westhaven Golf Course detention and upstream diversion consist of:
1. Diversion of Campbell Creek at the bend in the creek southeast of Universal Street–This
diversion will divert the full capacity of a 3-foot x 6-foot RCP box which will divert
approximately 82.5 percent (70 cfs) of the peak flow coming to the diversion location for
the 100-year, 12-hour storm event under proposed conditions landuse. This would leave
approximately 15 cfs continuing down Campbell Creek at the diversion location. A
1.25-foot-high berm downstream of the diversion location would be needed to assist in
diverting this flow. Because the DNR has determined that this portion of Campbell Creek
is navigable (through verbal conversations with the City), this diversion would invoke the
need for a Chapter 30 permit for stream rerouting. It is our understanding that the City
has received positive feedback from the DNR on the permitability of the stream
rerouting.
2. Pond System through Westhaven Golf Course (South Pond=62.8 ac-ft, North Pond=91.8
ac-ft, Total = 154.6 ac-ft)–Figure 4.07-1 shows two detention ponds linked by a 21-inch
storm sewer. The storm sewer would pass routed flows up to the 100-year storm event
and appears to be preferable to a swale between the ponds because of base flow and
small storm erosion issues as well as topographic constraints. To save construction cost,
this storm sewer could be PVC for most of its length since it wouldn’t be subject to
Location
Freeboard at
Landmark Plaza
(feet)
Meets Freeboard
Criteria at
Landmark Plaza
(out of 6)
Alternative Ranking
for Watershed-Wide
Benefit
10-year, 2-hour w/alternative 3.24 N/A
100-year, 2-hour w/alternative 2.74 Yes
100-year, 12-hour w/alternative 3.49 Yes
June 11, 2004 w/ alternative (Existing Conditions) 3.55 N/A
6
Table 4.06-2 Future Conditions Effects–Alternative 15
ALTERNTATIVE 16 - WESTHAVEN GOLF COURSEDETENTION AND UPSTREAM DIVERSION COMPONENTNORTH BRANCH CAMPBELL CREEK STORMWATER STUDYADDENDUM NO. 1CITY OF OSHKOSHWINNEBAGO COUNTY, WISCONSIN
FI
G
U
RE
4.
0
7
-
1
1-
3
8
2
.
0
3
0
Dickenson Ave
940' - 3'x6' Box @ 0.83%
Existing Ditch
Railroad TracksIE = 791.51
Provide Inlets Along Street
to Collect 100 YR Flow
IE = 775.90
Bulkhead Existing
Storm Sewer to East
527 LF - 24" RCP
@ 0.02%
15" AEW
EL = 776
For Local Drainage
IE = 774.95
424 LF - 15" RCP
@ 0.25%
75' Buffer
IE = 776.0
IE = 776.32
Provide Inlets at Intersection
to Collect 100 YR Flow
Bulkhead Existing Storm
Sewer to North
IE = 778.91
395 LF - 43"x68" RCP @ 0.74%
Provide Inlets at Low Point
to Collect 100 YR Flow NWSE
L
=
7
7
6
100 Y
R
W
S
E
L
=
7
8
0
.
8
5
IE = 811.23
(In Ditch)
262 LF - 3'x6' Box @ 2.2%
355 LF - 3'x6' Box @ 3.4%
IE = 782
1086' - 21" RCP @ 0.55%
IE = 776.0
Bulkhead Existing Storm
Sewer to East156 LF - 24"x38" RCP
@ 0.05%
10' Wide Bike Path
347 LF - 36"
RCP @ 0.27%
IE = 777
IE = 776
Unive
r
s
a
l
S
t
S
W
e
s
t
h
a
v
e
n
D
r
Ma
r
i
c
o
p
a
D
r
Ma
r
i
c
o
p
a
D
r
Allert
o
n
D
r
Co
v
i
n
g
t
o
n
D
r
Cu
m
b
e
r
l
a
n
d
T
r
a
i
l
S
W
a
s
h
b
u
r
n
S
t
W 20th Ave
IE = 803.47 164 LF - 3'x6' Box @ 2.2%
IE = 797.75
IE = 794.17
383 LF - 36" DIA RCP @ 2.5%
NWSEL = 782
100 YR WSEL = 796.18Top of Berm
ELEV = 798.18
IE = 782
IE = 776.0
IE = 776.24
494 LF - 24"x38" RCP
@ 0.05%IE = 776.12
IE = 775.65
IE = 776
Top of Berm
ELEV = 782.81
75' Buffer
Provide Drainage
Swale Around Berm
IE = 782
Bulkhead Connection to North
75' Buffer Spillway
ELEV = 796
966' - Ditch @ 1.24%
494 LF - 24"x38" RCP
@ 0.05%
Proposed Spillway
ELEV = 781.85
Wetland
Microtopography
Wetland
Microtopography
527 LF - 24" RCP
@ 0.02%
Power Poles (TYP.)
Overhead Power
Lines (TYP.)
42
6
24
10
12
27
1930
21
50
3
1
8
0
18
15
30
15
42
15
0
812
8
8
27
18
27
21
12
15
30
15
24
15
18
8
30
1930
12
15
12
15
10
12
21
8
8
15
15
12
12
15
27
8
30
18
12
15
21
18
12
12
6
12
12
8
8
15
8
12
12
15
12
15
12 12
18
15
12
8
30
15
18
18
12
24
8
12
8
21
18
30
15
12
12
12
18
12
12
8
8
8
12
8
18
18
18
21
18
12
15
15
8
8
24
24
24
12
12
12
30
15
18
12
15
15
15
18
12
8
27
18
18
15
8
8
8
18
15
8
15
12
12
24
12
15
12
24
12
12
18
6
12
8
12
15
812
12
15
21
30
18
15
12
8
12
42
15
12
15
12
12
8
42
12
15
12
12
8
8
18
12
12
8
12
12
18
15
S:
\
@
S
AI
\
3
5
1
-
-
4
0
0
\
3
8
2
\
0
3
0
\
D
at
a
\
G
I
S
\R
e
p
o
r
t
F
i
g
u
r
e
s
\
F
i
g
u
r
e
4
.
0
7
-
1
-
A
lt
e
r
n
a
t
i
v
e
1
6
E
xp
a
n
d
e
d
G
ol
f
C
o
u
r
s
e
.
m
x
d
0 400 800200 Feet
³
Legend
Drainage Basin Boundary
Parcel
Storm Manhole
Storm Sewer
Culvert
Water Valve
Water Main
Sanitary Manhole
Sanitary Sewer
Proposed Detention
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-20
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S4.doc\022608
vehicular traffic. The overflow of the upstream pond will be a grass-lined swale with a
capacity of the full 100-year flow to the upstream pond.
We have preliminarily designed the two pond system to exceed the pond surface area
required to obtain an 80 percent TSS reduction (based upon contributing watershed area
and characteristics) per the DNR Wet Detention Basin Technical Standard. The
remaining portion of the basin has been preliminarily designed as a wetland treatment
system to reduce the excavation quantity for this option (i.e., no wet pond excavation in
the wetland area). The wetland portion of the basin would include restored wetland
microtopography that consists of depressions and mounds similar to those found in
hummocky or forested wetlands. The mounds would be planted with trees and shrubs
conducive to prolonged submergence and wetland plants/seed.
The total peak inflow to this pond system for the 100-year, 12-hour storm is 203 cfs and
the outgoing peak flow from the pond system is approximately 24 cfs. There are two
outlets from the pond system. The north pond outlet is a 24-inch RCP exiting at the east
side of the north detention pond. The outlet pipe initially accepts a peak flow of 16 cfs
into the pond prior to the pond staging up and pushing water back out to the east at
12 cfs. The south pond inlet pipe is a 36 inch RCP entering at the east side of the south
detention pond. The inlet pipe initially accepts a peak flow of 15 cfs into the pond prior to
the pond staging up and pushing water back out at a rate of 12 to the east to become
overland flow in Maricopa Drive. During design, we recommend that all home and lot
elevations surrounding the Westhaven Golf Course be surveyed and particular attention
be paid to establishing adequate overland flow routes for flows potentially exceeding the
100-year storm event and/or for potential blockages of outlet structures.
Since the ponds are receiving diverted flows consisting of base flow and most of the
water quality-type design storms from Universal Street, the City could claim TSS
reduction for this pond. Areas draining directly from adjacent to the golf course would
also receive TSS treatment from the ponds.
For cost purposes, we have assumed that five percent of the excavated material will be
able to be reused on site through site regrading. This would be confirmed during design
3. Storm Sewer System Tie In At Northeast Corner of Golf Course–The pond and swale
system will tie back into the existing system with a 24-inch-diameter storm sewer. The
peak discharge from this pipe during the 100-year, 12-hour storm is 12 cfs.
4. Park and Recreational Facilities at Westhaven Golf Course–As Figure 4.07-1 shows,
portions of the Westhaven Golf Course not dedicated to stormwater storage and
conveyance could be developed into a passive community park that could be converted
into native prairie or low maintenance vegetated fields/woodland. We have included
costs for restoration/plant-community modification outside of the pond footprint.
Purchase and locating of detention in the Westhaven Golf Course provides an excellent
opportunity to provide stormwater quantity and quality control in the Campbell Creek
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-21
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S4.doc\022508
watershed in mainly a fully built out portion of the City. Not only would purchase of the
golf course benefit Campbell Creek in this way, it would also provide an excellent
opportunity for mainly stormwater quantity (flooding) control in the adjacent Sawyer
Creek watershed by providing a location for an off-line detention basin. There may also
be opportunities for stormwater quality control in the Sawyer Creek basin as well.
The Opinion of Probable Costs for the alternative outlined above is shown in Table 4.07-1.
The benefit of this alternative is shown in Table 4.07-2. Modeling indicates this alternative would meet
the desirable 2 feet of freeboard at the eastern Landmark Plaza building for both the 100-year, 2-hour
and 12-hour duration storm events. Had this infrastructure been in place during the June 10/11, 2004,
storm event, the flooding volume would have been eliminated according to the model (internal flooding
of Landmark Plaza inlets notwithstanding). Under a 100-year storm event, there is still some surface
ponding at the parking lot inlets at Landmark Plaza and at the low point east of the eastern Landmark
Plaza building. This alternative is ranked first for watershed-wide benefit. At the expanded Tippler
Pond, our model shows that the overland flow route would not be operating under the 100-year, 2-hour
duration storm or the 100-year, 12-hour duration storm. Under these storms, modeling shows that there
Item Capital Cost
Component 16a–Expanded Detention at Tippler Junior High property (see component 12a) $2,251,600
Component 16b–Fully Expanded Detention at Armory Site (see component 12b) $6,946,200
Component 16c–Storm Sewer System Improvements from Landmark Plaza to Tippler (see
component 12d)
$479,900
Component 16d-Fully Expanded Westhaven Golf Course Detention and Upstream Diversion
Mobilization $10,000
Excavation and Fill $4,072,600
Riprap $8,800
Piping and Structures $1,160,600
Erosion Control $20,000
Landscaping/Restoration $1,216,600
Asphalt Multi-Use Path 196,800
Subtotal $6,685,400
Engineering and Contingency (25%) $1,671,300
Subtotal $8,356,700
Soils Investigation $10,000
Land Acquisition (Verbal Selling Price = $3,000,000) $3,000,000
Easements (7 @ $2300) $16,100
Total $11,382,800
Additional Stormwater Quality Cost For Excavation of Permanent Pool Incl/ 25% Contingency $1,480,300
Grand Total $21,060,500
Notes:
1. Costs do not include utility conflict resolution, if any.
2. WisDOT is responsible for the cost of construction of the 50-year design storm sewer/ditch along USH 41.
3. Grand Total cost doesn’t include stormwater quality portion of the detention pond (i.e. excavation below normal
WSEL) for Component 16d. All other component costs include excavation below the normal WSEL.
Table 4.07-1 Alternative 16–Opinion of Probable Cost
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-22
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S4.doc\022608
is 4.68 and 3.69 feet of freeboard, respectively, to the Tippler Administration building. Along the
Landmark Plaza ditch, Alternative 13 provides an approximate 100-year capacity in the five ditch
segments as well as for the culvert P-LP-1. The model shows that these five ditch segments and culvert
would not reach elevations that would enter the first floor elevation of the southern Landmark Plaza
building or the movie theater building after implementation of this alternative.
For this alternative, the City would be able to claim TSS reductions for the expanded Tippler (if the wet
pond design is retained) and the Westhaven Golf Course ponds.
4.08 SUMMARY OF ALTERNATIVES AND ALTERNATIVES ANALYSIS
Table 4.08-1 summarizes the alternatives discussed in Sections 4.02 through 4.07. Table 4.08-2
provides the ranking data and Table 4.08-3 provides the ranking criteria. For comparison purposes,
during the 100-year, 12-hour duration storm event under existing conditions, modeling shows that the
volume of ponding in the system is approximately 240.5 acre-feet (basically street and other property
flooding). For the alternatives considered, modeling shows that this volume of ponding in the system
(other than that at detention basins) ranges from 101.1 acre-feet (Alternative 12) to 221.5 acre-feet
(Alternative 16). As can be seen, there is a substantial decrease in street flooding in each of the
alternatives considered basically through the addition of detention and the new WisDOT storm sewer
along USH 41.
To arrive at a recommendation after assessment of these five alternatives, we have used the following
criteria.
Select the most cost-effective alternative that meets the following criteria.
1. Meets Landmark Plaza Flooding Criteria (2 feet or greater freeboard) for the 2-hour and
12-hour duration, 100-year storm events. All options meet this criteria.
2. Meets Tippler Flooding Criteria (2 feet or greater freeboard) for the 2-hour and 12-hour
duration, 100-year storm events. All options meet this criteria.
3. Is in the top three for watershed-wide benefit ranking. Alternatives 16, 13 B, and 13 are
in the top three for watershed-wide ranking.
Location
Freeboard at
Landmark Plaza
(feet)
Meets Freeboard
Criteria at
Landmark Plaza
(out of 6)
Alternative Ranking for
Watershed-Wide
Benefit
10-year, 2-hour w/alternative 3.24 N/A
100-year, 2-hour w/alternative 2.76 Yes
100-year, 12-hour w/alternative 3.50 Yes
June 11, 2004 w/ alternative (Existing Conditions) 3.55 N/A
1
Table 4.07-2 Future Conditions Effects–Alternative 16
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan-
Addendum No. 1 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® Page 1 of 2
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\Table 4.08-1.doc\022608
TABLE 4.08-1
SUMMARY OF ALTERNATIVES (INCLUDING LAND ACQUISITION COSTS AND 25 PERCENT ENGINEERING AND CONTINGENCY)
Alt Alternative Description
Watershed wide
Benefit Rank
Meets Landmark
Plaza and Tippler
Criteria
City Storage
Provided
(acre-feet)
Opinion of
Probable
Cost*
Cost per Acre-
Foot of Storage
Provided
12 Alt. 12 (Formerly Alt. 7) 4 Yes 101.1 $18,311,700 $181,100
13 Alt. 13–Incl/Partially Expanded Westhaven Golf
Course Detention and Partially Expanded Armory
Pond
3 Yes 113.9 $12,095,200 $106,200
13 B Alt. 13 B–Incl/Fully Expanded Westhaven Golf
Course and Partially Expanded Armory Pond
2 Yes 215.1 $16,609,700 $77,200
14 Alt. 14–Incl/STH 44/Waukau Detention 5 Yes 98.5 $14,003,500 $142,200
15 Alt. 15–Incl/STH 44/Clay Road Detention 6 Yes 110.2 $11,067,900 $100,400
16 Alt. 16–Incl/Fully Expanded Westhaven Golf
Course and Fully Expanded Armory Pond
1 Yes 221.5 $21,060,500 $95,100
* Costs do not include stormwater quality component costs. See individual Alternative paragraphs in Section 4 for stormwater quality component cost breakdowns.
* Alternative 7 originally didn’t account for the proposed 50-year Design WisDOT Storm Sewer/Ditch along USH 41.
* All Alternatives are considered equal (within 0.05 feet) for freeboard at Landmark Plaza with all Alternatives having between 2.72 feet and 2.77 feet of freeboard as
modeled under the 2-hour duration, 100-year storm event.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan-
Addendum No. 1 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® Page 2 of 2
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\Table 4.08-1.doc\022608
Alternative 12 13 13 B 14 15 16
Detention at Tippler Junior High (previously considered in Alts. 1 and 5) No No No No No No
Expanded Detention at Tippler Junior High Yes Yes Yes Yes Yes Yes
Larger Pipe from Landmark Plaza to Tippler Yes Yes Yes Yes Yes Yes
Detention South of Landmark Plaza (previously considered in Alts. 1 and 5) No No No No No No
Existing Detention at Armory (previously considered in Alts. 2 and 4) No No No No No No
Partially Expanded Detention at Armory No Yes Yes No No No
Fully Expanded Detention at Armory Yes No No Yes Yes Yes
Detention at 9th Avenue/Washburn Street Yes No No No No No
Existing Westhaven Golf Course Detention Yes No No Yes Yes No
Original Westhaven Expanded Golf Course Detention (previously considered in Alts. 3, 8, 9, 10, and 11) No No No No No No
Partially Expanded Westhaven Golf Course Ponds (2 Wet Ponds) No Yes No No No No
Fully Expanded Westhaven Golf Course Ponds (2 Wet Ponds) No No Yes No No Yes
Pump Station at Campbell Creek Outfall (previously considered in Alt. 4) No No No No No No
Diversion Pipe under Hwy 41 at Landmark Plaza Yes Yes Yes Yes Yes Yes
100-year storm sewer in WisDOT ROW from Landmark Plaza Diversion to Sawyer Creek along USH 41
(previously considered in Alt. 6, 8, and 10)
No No No No No No
Existing Wal-Mart Detention Yes Yes Yes Yes Yes Yes
Increase Conveyance Capacity from Landmark Plaza to Campbell Creek Outfall (previously considered
in Alt. 2)
No No No No No No
Increase Internal Conveyance Capacity at Landmark Plaza (previously considered in Alt. 2) No No No No No No
Modified Diversion Pipe under Hwy 41 at Landmark Plaza (previously considered in Alt. 3) No No No No No No
Detention at Southeast Corner of STH 44/W. Waukau Avenue Intersection (Wet Pond) No No No Yes No No
Detention basin meeting County ordinances for the Agricultural Land Southeast of STH 44/North Clay Road
Intersection.
Yes Yes Yes Yes No Yes
Expanded Detention Basin In Agricultural Land Southeast of STH 44/North Clay Road Intersection(Wet Pond)
meeting City stormwater ordinances
No No No No Yes No
50-Year Design Storm Sewer/Ditch Capacity along USH 41 by WisDOT Yes Yes Yes Yes Yes Yes
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 1 of 2
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\Table 4.08-2.doc\022608
TABLE 4.08-2
SUMMARY OF EFFECTS–RANKING DATA
AP-1 - exist for Alts 2 and 4 and Existing Golf Course Pond in Alts
Want 2 feet freeboard (759.31)for baseline 1, 2, 4, and 5 and baseline
North Branch Campbell Creek Stormwater Management Plan Want 1.5 feet freeboard min.(759.81)also in 6 and 7 780
City of Oshkosh Want 1.5 feet freeboard min (760.78) Pond Overflow Elev. = 758.7 WM P-1 SBD A-1C WNWPOND WSWPOND Waukau
MAW 2-25-2008 Want 2 feet freeboard (760.28) Tippler (S.) 1st Floor = 762.35 @13-550 MOON
LMP Building 1st Floor = 762.28 Tippler (N.) 1st Floor = 761.31 Top of Berm Elevation = 770 Top of Berm Elevation = 771 Top of Berm Elevation = 777 Top of Berm Elevation = 782 Top of Berm Elevation = 797 Top of Berm = 837 Top of Berm = 840.00
(all future conditions except June 11, 2004
which is 20% higher RCNs with Existing RCNs)100-Year 100-Year 100-Year 100-Year 100-Year 100-Year 100-Year 100-Year 100-Year
High Flooding Acceptable High Flooding Acceptable High Flooding Acceptable High Flooding Acceptable High Flooding Acceptable High Flooding Acceptable High Flooding Acceptable High Flooding Acceptable High Flooding Acceptable
Water El. Volume Flooding Water El. Volume Flooding Water El. Volume Flooding Water El. Volume Flooding Water El. Volume Flooding Water El. Volume Flooding Water El. Volume Flooding Water El. Volume Flooding Water El. Volume Flooding
Location (feet) (ac-ft) Elevation (feet) (ac-ft) Elevation (feet) (ac-ft)Elevation (feet) (ac-ft) Elevation (feet) (ac-ft) Elevation (feet) (ac-ft) Elevation (feet) (ac-ft) Elevation (feet) (ac-ft) Elevation (feet) (ac-ft) Elevation
Alternative 12 (Formerly Alt 7))
10-year, 2 hour w/Alternative 759.04 0.00 760.78 754.32 7.01 759.81 766.18 2.20 770.00 767.03 16.79 771.00 772.13 6.02 777.00 N/A N/A N/A N/A N/A N/A N/A N/A N/A 834.34 7.56 840.00
100-year, 2 hour w/Alternative 759.51 0.01 760.78 756.45 22.62 759.81 769.09 5.94 770.00 768.45 29.29 771.00 773.74 15.12 777.00 N/A N/A N/A N/A N/A N/A N/A N/A N/A 835.64 14.21 840.00
100-year 12 Hour w/ Alternative 758.77 0.00 760.78 757.52 31.32 759.81 768.73 5.48 770.00 770.05 44.06 771.00 775.49 25.73 777.00 N/A 0.00 N/A N/A 0.00 N/A N/A 0.00 N/A 836.42 18.68 840.00
June 11, 2004 w/ Alternative 758.73 0.00 760.78 756.55 23.43 759.81 767.83 4.33 770.00 769.58 39.66 771.00 775.10 23.35 777.00 N/A N/A N/A N/A N/A N/A N/A N/A N/A 836.16 17.07 840.00
Alternative 13 B (Westhaven Golf Course Partially Expanded)
10-year, 2 hour w/Alternative 759.04 0.00 760.78 754.55 8.46 759.81 766.30 2.34 770.00 766.88 11.07 771.00 N/A N/A N/A 778.02 12.64 782.00 788.20 6.04 797.00 N/A N/A N/A 834.34 7.56 840.00
100-year, 2 hour w/Alternative 759.56 0.01 760.78 756.70 24.65 759.81 769.17 6.01 770.00 768.29 19.81 771.00 N/A N/A N/A 779.11 20.20 782.00 790.00 11.44 797.00 N/A N/A N/A 835.64 14.21 840.00
100-year, 12 hour w/Alternative 758.80 0.00 760.78 758.32 38.15 759.81 769.88 6.36 770.00 769.86 29.98 771.00 N/A 0.00 N/A 780.45 30.23 782.00 791.26 15.50 797.00 N/A 0.00 N/A 836.42 18.68 840.00
June 11, 2004 w/Alternative 758.73 0.00 760.78 757.27 29.25 759.81 768.43 5.09 770.00 769.28 26.17 771.00 N/A N/A N/A 780.31 29.14 782.00 791.25 15.46 797.00 N/A N/A N/A 835.91 15.65 840.00
Alternative 13B
10-year, 2 hour w/Alternative 759.04 0.00 760.78 754.43 7.71 759.81 766.19 2.21 770.00 766.44 8.44 771.00 N/A N/A N/A 777.73 31.52 782.00 786.80 17.66 797.00 N/A N/A N/A 834.34 7.56 840.00
100-year, 2 hour w/Alternative 759.53 0.01 760.78 756.67 24.38 759.81 769.17 6.01 770.00 767.85 17.03 771.00 N/A N/A N/A 779.29 61.24 782.00 792.06 41.16 797.00 N/A N/A N/A 835.64 14.21 840.00
100-year, 12 hour w/Alternative 758.79 0.00 760.78 757.82 33.80 759.81 769.48 6.16 770.00 769.40 26.96 771.00 N/A 0.00 N/A 780.82 91.49 782.00 796.18 62.82 797.00 N/A 0.00 N/A 836.42 18.59 840.00
June 11, 2004 w/Alternative 758.73 0.00 760.78 756.68 24.46 759.81 767.90 4.42 770.00 768.71 22.48 771.00 N/A N/A N/A 780.23 79.75 782.00 795.51 59.11 797.00 N/A N/A N/A 835.91 15.65 840.00
Alternative 14 - STH 44/Waukau Detention
10-year, 2 hour w/Alternative 759.04 0.00 760.75 754.50 8.15 759.81 766.23 2.21 770.00 766.84 15.18 771.00 N/A N/A N/A N/A N/A N/A N/A N/A N/A 832.82 7.78 837.00 834.34 7.56 840.00
100-year, 2 hour w/Alternative 759.55 0.01 760.75 756.65 24.22 759.81 769.17 6.01 770.00 768.28 27.76 771.00 N/A N/A N/A N/A N/A N/A N/A N/A N/A 834.55 12.96 837.00 835.63 14.15 840.00
100-year, 12 hour w/Alternative 758.80 0.00 760.75 758.20 37.08 759.81 769.58 6.21 770.00 770.09 44.45 771.00 N/A 0.00 N/A N/A 0.00 N/A N/A 0.00 N/A 835.84 17.13 837.00 836.03 16.31 840.00
June 11, 2004 w/Alternative 758.73 0.00 760.75 757.15 28.26 759.81 768.07 4.48 770.00 769.45 38.45 771.00 N/A N/A N/A N/A N/A N/A N/A N/A N/A 835.67 16.58 837.00 835.86 15.38 840.00
Alternative 15-STH 44/Gray Road Detention
10-year, 2 hour w/Alternative 759.04 0.00 760.78 754.51 8.21 759.81 766.24 2.21 770.00 766.97 16.28 771.00 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 834.60 8.83 840.00
100-year, 2 hour w/Alternative 759.54 0.01 760.78 756.65 24.22 759.81 769.17 6.01 770.00 768.46 29.38 771.00 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 837.14 22.89 840.00
100-year, 12 hour w/Alternative 758.79 0.00 760.78 758.21 37.17 759.81 769.60 6.22 770.00 770.07 44.26 771.00 N/A 0.00 N/A N/A 0.00 N/A N/A 0.00 N/A N/A 0.00 N/A 838.03 28.73 840.00
June 11, 2004 w/Alternative 758.73 0.00 760.78 757.19 28.59 759.81 768.09 4.49 770.00 769.64 40.22 771.00 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 838.09 29.15 840.00
Alternative 16 (Westhaven Golf Course Fully Expanded)
10-year, 2 hour w/Alternative 759.04 0.00 760.78 754.38 7.39 759.81 766.19 2.21 770.00 766.32 10.81 771.00 N/A N/A N/A 777.75 31.87 782.00 786.79 17.62 797.00 N/A N/A N/A 834.34 7.56 840.00
100-year, 2 hour w/Alternative 759.52 0.01 760.78 756.63 24.06 759.81 769.16 6.01 770.00 767.67 22.37 771.00 N/A N/A N/A 779.29 61.04 782.00 792.06 41.16 797.00 N/A N/A N/A 835.64 14.21 840.00
100-year 12 Hour w/Alternatives 758.78 0.00 760.78 757.62 32.15 759.81 769.06 5.90 770.00 769.06 34.81 771.00 N/A 0.00 N/A 780.85 91.74 782.00 796.18 62.82 797.00 N/A 0.00 N/A 836.42 18.59 840.00
June 11, 2004 w/Alternatives 758.73 0.00 760.78 756.57 23.58 759.81 767.84 4.34 770.00 768.29 27.85 771.00 N/A N/A N/A 780.23 79.40 782.00 795.51 59.11 797.00 N/A N/A N/A 835.91 15.65 840.00
Landmark Plaza, Node: Landmark Tippler Jr. High, Node: A-1D Armory Pond 9th/Washburn PondExisting Walmart Pond STH 44/Gray Road PondNew Westhaven Golf Course Pond SouthNew Westhaven Golf Course Pond North STH/Waukau Pond
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 2 of 2
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\Table 4.08-2.doc\022608
TABLE 4.08-2 (Continued)
SUMMARY OF EFFECTS–RANKING DATA
includes pipe and street flow, if any Univ/Badger Univ/ STH 44
Node: 226 Node: PR Outfall 2 Outfalls 4 Outfalls check all 3 Crossing to LMP Crossing to Armory New Cross Connection
Node: Outfall 1 Node:D-OF-4 Node: Outfall 2A Node: Outfall 2B Node: Outfall 3 To Sawyer Creek Node: 06-494 Node: 06-468 Node: PR-27 P-06-1282 P-STR-5 D-AEW-37 D-AEW-25 P-AEW-26
(cfs)
4-Day 4-Day 4-Day 4-Day Total Flow US
High US Peak High US Peak Outflow High Peak Outflow High Peak Outflow High Peak Outflow To Sawyer Cumulative Cumulative High US Peak High US Peak High Peak High US Peak High US Peak High DS Peak High DS Peak High DS Peak
Water El. Flow Rate Water El. Flow Rate Volume Water El. Flow Rate Volume Water El. Flow Rate Volume Water El. Flow Rate Volume Creek/USH 41 4 Day 4 Day Water El. Flow Rate Water El. Flow Rate Water El. Flow Rate Water El. Flow Rate Water El. Flow Rate Water El. Flow Rate Water El. Flow Rate Water El. Flow Rate
(Feet) (cfs) (Feet) (cfs) (ac-ft) (Feet) (cfs) (ac-ft) (Feet) (cfs) (ac-ft) (Feet) (cfs) (ac-ft) Outfall Volume (ac-ft) Volume (ac-ft) (Feet) (cfs) (Feet) (cfs) (Feet) (cfs) (Feet) (cfs) (Feet) (cfs) (Feet) (cfs) (Feet) (cfs) (Feet) (cfs)
748.63 136.45 747.55 235.89 752.55 62.59 752.55 95.56 749.57 50.19 158.15 751.70 24.48 753.09 155.78 776.83 117.47 763.02 16.31 775.79 62.91 771.90 8.00 818.26 74.49 832.78 42.05
750.37 187.34 748.38 410.04 755.37 96.07 755.37 144.76 751.04 94.37 240.83 752.23 42.73 753.62 249.56 779.31 227.08 764.55 50.70 778.96 93.08 773.46 20.34 818.55 88.44 834.60 44.25
749.33 162.25 747.76 283.22 349.79 755.37 62.64 24.05 755.37 132.11 183.50 751.04 70.92 31.77 194.75 207.55 589.11 752.13 32.26 753.49 200.06 777.80 140.77 763.96 40.83 777.54 69.82 772.59 6.21 818.46 73.93 834.24 44.37
748.73 154.75 747.66 241.25 754.33 39.16 754.33 105.33 750.49 51.28 144.49 752.06 29.65 753.36 175.31 776.85 116.28 763.38 23.97 775.92 62.42 771.94 3.97 818.35 71.60 834.06 43.76
748.63 138.00 747.55 236.28 752.55 62.59 752.55 110.12 749.57 50.18 172.71 751.71 24.46 753.11 158.48 777.15 116.30 763.69 32.30 776.85 54.16 772.58 8.00 818.26 77.28 832.78 40.54
750.37 187.37 748.38 410.07 755.37 96.05 755.37 145.62 751.04 94.37 241.67 752.23 42.73 753.62 250.02 779.80 228.16 764.62 51.90 779.47 75.37 773.80 20.34 818.55 83.96 834.60 44.31
749.34 165.16 747.76 283.50 351.69 755.37 62.64 24.05 755.37 140.98 177.97 751.04 70.92 30.35 203.62 202.02 584.06 752.14 32.71 753.50 202.73 779.07 153.47 764.50 50.00 778.74 55.70 773.26 6.27 818.46 74.11 834.24 44.26
748.75 157.68 747.66 243.14 754.33 39.79 754.33 126.95 750.49 51.33 166.74 752.09 31.00 753.40 179.55 777.58 116.52 763.95 40.54 777.29 54.75 772.75 3.98 818.36 75.05 834.04 43.64
748.63 138.59 747.55 236.43 752.55 62.59 752.55 104.73 749.57 50.12 167.32 751.70 24.50 753.12 163.17 776.83 101.14 763.49 26.90 776.61 47.41 772.31 8.00 818.26 67.32 832.78 42.28
750.38 187.60 748.38 410.65 755.37 96.05 755.37 145.45 751.04 94.37 241.50 752.23 42.71 753.63 245.15 779.83 227.66 764.62 51.78 779.52 74.04 773.78 20.34 818.54 89.51 834.60 44.30
749.33 163.16 747.76 283.36 314.40 755.37 62.64 24.05 755.37 139.23 116.82 751.04 70.92 29.97 201.87 140.87 485.24 752.13 32.32 753.50 202.72 778.76 143.15 764.35 47.99 778.45 50.78 773.08 6.24 818.45 84.53 834.24 44.37
748.74 155.95 747.66 242.10 754.33 39.80 754.33 115.39 750.49 51.32 155.19 752.07 29.95 753.39 178.54 776.86 96.41 763.75 34.13 776.74 45.46 772.36 3.94 818.34 79.37 834.04 44.12
748.63 136.62 747.55 236.15 752.55 62.59 752.55 107.11 749.57 50.19 169.70 751.70 24.45 753.09 159.58 776.84 117.50 763.58 29.15 775.80 63.40 772.42 8.00 818.26 74.66 831.61 39.11
750.37 187.16 748.38 410.04 755.37 96.07 755.37 145.49 751.04 94.37 241.56 752.23 42.74 753.62 249.56 779.35 225.43 764.61 51.74 778.99 96.27 773.75 20.34 818.54 88.38 834.40 42.92
749.33 163.73 747.76 283.32 357.33 755.37 62.64 24.05 755.37 140.28 182.27 751.04 70.92 29.63 202.92 206.32 593.28 752.14 32.72 753.49 200.07 778.00 142.51 764.43 49.27 777.69 72.02 773.16 6.25 818.44 82.96 833.56 41.85
748.74 156.28 747.66 241.63 754.33 39.15 754.33 118.86 750.49 51.28 158.01 752.09 30.81 753.36 174.22 776.86 115.45 763.82 36.25 775.93 62.78 772.48 3.98 818.31 76.49 832.44 41.26
748.63 136.56 747.55 235.93 752.55 62.59 752.55 107.16 749.57 50.26 169.75 751.70 24.48 753.09 155.79 776.84 117.54 763.58 29.20 775.81 63.42 772.42 8.00 818.26 74.49 832.79 42.06
750.37 187.21 748.38 410.20 755.37 96.04 755.37 145.48 751.04 94.37 241.52 752.23 42.75 753.63 249.57 779.35 225.45 764.61 51.72 778.99 96.27 773.75 20.34 818.55 88.45 834.61 44.14
749.33 163.57 747.76 283.35 358.71 755.37 62.63 24.43 755.37 140.38 184.54 751.04 70.92 29.79 203.01 208.97 597.47 752.14 32.75 753.49 200.09 778.01 142.77 764.44 49.12 777.70 72.16 773.16 6.26 818.46 83.93 834.23 44.00
748.74 156.54 747.66 241.81 754.33 39.16 754.33 118.98 750.49 51.28 158.14 752.09 30.93 753.37 174.84 776.87 116.23 763.82 36.33 775.95 63.00 772.49 3.98 818.35 78.59 833.94 43.75
748.63 136.46 747.55 235.94 752.55 62.59 752.55 101.23 749.57 50.19 163.82 751.70 24.48 753.09 156.21 776.66 100.87 763.36 23.51 775.56 54.75 772.17 8.00 818.26 75.06 832.78 42.06
750.38 187.60 748.38 411.27 755.37 96.06 755.37 145.33 751.04 94.37 241.39 752.23 43.35 753.63 248.22 779.32 224.69 764.61 51.60 778.97 95.55 773.72 20.34 818.54 89.48 834.60 44.30
749.33 162.29 747.76 283.12 318.76 755.37 62.64 24.05 755.37 136.34 110.73 751.04 70.92 34.88 198.98 134.78 488.42 752.13 32.19 753.49 200.81 777.44 129.94 764.15 45.08 777.24 67.50 772.91 6.20 818.45 84.53 834.24 44.47
748.73 154.79 747.66 241.14 754.33 39.80 754.33 111.14 750.49 51.32 150.94 752.07 29.70 753.36 175.35 776.64 96.27 763.60 29.60 775.57 52.78 772.17 3.94 818.34 79.37 834.04 44.09
STR 10 AEW-11.1Storm Sewer ConfluenceCampbell Creek Cunette Outfall AEW-25 AEW-26AEW-37AEW-14Campbell Creek Pipe Outfall Storm Sewer ConfluenceHWY 41 Outfall Westfield OutfallHWY 41 Outfall
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 1 of 1
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\Table 4.08-3.doc\022608
TABLE 4.08-3
SUMMARY OF EFFECTS–RANKINGS
+Clay Road
City Projects most = 1 least = 1 least = 1
least = 1 least = 1 (ac-ft) Cumulative 4 Day Run
(all future conditions except June 11, 2004 (ac-ft) Total Watershed- 4-Day Total (lowest score is best)
which is 20% higher RCNs with Existing RCNs)Total 4 Day Run (out of 6) (out of 16) @LMP 100-year 100-year controlling controlling Watershed- Ponding # of Wide Volume Minutes of USE
Ponding No. of Total LMP LMP 100-year freeboard freebaord 100-year 100-year Wide Allowed Streets Used 4 Outfalls Flooding WATERSHED- WATERSHED-
Allowed Streets Minutes of Ditch Pipe controlling @ @ 2' Freeboard 2' Freeboard Used (ac-ft) Flooding Storage WIDE WIDE
Location (ac-ft)Flooding Flooding Overflows Overflows storm LMP Tippler @LMP @ Tippler Storage RANK RANK RANK RANK RANK RANK RANK
Alternative 12 (Formerly Alt 7))
10-year, 2 hour w/Alternative 14.42 46 0 4 -3.24 -6.99
100-year, 2 hour w/Alternative 110.13 79 0 4 -2.77 -4.86
100-year 12 Hour w/ Alternative 114.79 53 24,790 0 3 2 -3.51 -3.79 YES YES 119.8 5 3 4 4 5 4.20 4
June 11, 20004 w/ Alternative 75.03 39 0 0 -3.55 -4.76
Alternative 13 -Westhaven Park Detention
10-year, 2 hour w/Alternative 11.88 44 0 4 -3.24 -6.76
100-year, 2 hour w/Alternative 107.22 86 0 4 -2.72 -4.61
100-year, 12 hour w/Alternative 93.27 65 21,595 0 4 2 -3.48 -3.00 YES YES 132.5 3 4 3 3 3 3.20 3
June 11, 2004 w/Alternative 54.66 43 0 0 -3.55 -4.04
Alternative 13 -Westhaven Park Detention
10-year, 2 hour w/Alternative 7.14 36 0 4 -3.24 -6.88
100-year, 2 hour w/Alternative 79.3 73 0 4 -2.75 -4.64
100-year, 12 hour w/Alternative 54.92 51 13,882 0 4 2 -3.49 -3.49 YES YES 233.7 2 2 2 1 2 1.80 2
June 11, 2004 w/Alternative 27.67 30 0 0 -3.55 -4.63
Alternative 14 - STH 44/Waukau Detention
10-year, 2 hour w/Alternative 14.36 49 0 4 -3.24 -6.81
100-year, 2 hour w/Alternative 109.21 82 0 4 -2.73 -4.66
100-year, 12 hour w/Alternative 107.38 67 22,957 0 4 2 -3.48 -3.11 YES YES 115.0 4 6 5 5 4 4.80 5
June 11, 2004 w/Alternative 67.55 44 0 0 -3.55 -4.16
Alternative 15-STH 44/Gray Road Detention
10-year, 2 hour w/Alternative 14.64 48 0 4 -3.24 -6.80
100-year, 2 hour w/Alternative 115.4 81 0 4 -2.74 -4.66
100-year, 12 hour w/Alternative 117.28 65 25,850 0 4 2 -3.49 -3.10 YES YES 110.2 6 5 6 6 6 5.80 6
June 11, 2004 w/Alternative 75 41 0 0 -3.55 -4.12
Alternative 16 (Single Mix of Alt.)
10-year, 2 hour w/Alternative 5.94 38 0 4 -3.24 -6.93
100-year, 2 hour w/Alternative 71.9 71 0 4 -2.76 -4.68
100-year 12 Hour w/Alternatives 51.62 47 12,960 0 3 2 -3.50 -3.69 YES YES 240.1 1 1 1 2 1 1.20 1
June 11, 2004 w/Alternatives 25.3 30 0 0 -3.55 -4.74
Alt 15 was dropped to the 5th spot in streets flooding due to less storage ***
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-23
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S4.doc\022608
4. Is in the top three for storage considered under these alternatives. See Table 4.08-4.
Alternatives 13, 13 B, and 16 are in the top three for watershed-wide ranking.
5. Is in the top three for least amount of volume discharging to the Sawyer Creek/USH 41
outfall over a 4 day period under 100-year, 12 hour storm with proposed conditions. See
Table 4.08-5. Alternatives 13, 13 B, and 16 are in the top three. Additionally, Alternatives
13 B and 16 appear to closely mimic the volume of stormwater discharging to the
Sawyer Creek/USH 41 outfall when compared to existing conditions.
6. Is in the top three for least amount of total minutes of flooding in the modeled system
under the 100-year, 12 hour storm event under proposed conditions. See Table 4.08-5
(6). All alternatives significantly improve the storm sewer system compared to existing
conditions. However, the top three are Alternatives 13, 13B, and 16.
Alt.
Existing
Conditions
100-year, 12-hr
4-day volume to
Sawyer Creek at
USH 41 outfall
(acre-feet)
Future
Conditions
100-year, 12-hr
4-day volume to
Sawyer Creek at
USH 41 outfall
(acre-feet)
Future
Conditions
100-yr,
12-hr 4-day
Increase
Volume
(acre-feet)
Rank
Existing
Conditions
100-year,
12-hr 4-day
minutes of
flooding
watershed-
wide
Future
Conditions
100-year, 12-
hr 2day and 4
day minutes of
flooding
watershed-
wide
Future
Conditions
100-yr,
12-hr
2-day/4 day
Minutes of
flooding
decrease Rank
Existing 122 69,278
12 122 207.6 85.6 5 69,278 24,790 44,488 5
13 122 202.0 80.0 3 69,278 21,595 47,683 3
13 B 122 140.9 18.9 2 69,278 13,882 55,396 2
14 122 206.3 84.3 4 69,278 22,957 46,321 4
15 122 209.0 87.0 6 69,278 25,850 43,428 6
16 122 134.8 12.8 1 69,278 12,960 56,318 1
Table 4.08-5 Least Amount of Increase in 100-Year, 12-Hour Duration Volume at Sawyer
Creek/USH 41 Outfall Ranking in Acre-Feet
Alternative
Future Conditions 100-yr, 12-hr Watershed-Wide Storage Usage
(acre-feet) Rank
12 101.1 5
13 113.9 3
13 B 215.1 2
14 98.5 6
15 110.2 4
16 221.5 1
Table 4.08-4 Watershed-Wide Storage Provided (City-Provided Detention)
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-24
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S4.doc\022608
7. Keeps the increased peak discharge at USH 41 to a minimum. See Table 4.08-6 and
Figure 4.08-2. All options are relatively equivalent for this criteria.
8. Has the least effect on the Sawyer Creek 100-year, 12-hour peak discharge rate under
existing conditions at the USH 41/Sawyer Creek outfall. We have inserted the Campbell
Creek watershed proposed conditions USH 41/Sawyer Creek outfall hydrographs the
Sawyer Creek existing conditions HEC-HMS model to see the impact in peak discharge
at the Sawyer Creek/USH 41 outfall as shown in Table 4.08-7. As the table shows, there
are negligible effects on the Sawyer Creek peak discharge under existing conditions.
This means that while all alternatives increase the peak discharge outfalling to Sawyer
Creek from the 1,841 acre Campbell Creek watershed, the timing and routing of flows
through the 10,026 acre Sawyer Creek watershed seem to mitigate the effects of the
peak discharge increase coming from the Campbell Creek watershed. Figure 4.08-1
shows the Sawyer Creek watershed hydrograph in comparison to the USH 41/Sawyer
Creek hydrograph entering from the Campbell Creek watershed with Alternative 13 B in
place. As can be seen, the Campbell Creek hydrograph peaks much sooner than the
Sawyer Creek watershed hydrograph.
Alternative
Existing Conditions 100-yr, 12-hr Peak Discharge at
USH 41/Sawyer Creek Outfall
(cfs)
Reduction
from Existing
(cfs) Rank
Existing Conditions 3,345.80
12 3,362.05 16.25 3
13 3,377.77 31.97 4
13 B 3,358.90 13.10 2
14 3,378.35 32.55 5
15 3,378.39 32.59 6
16 3,356.60 10.8 1
Table 4.08-7 Sawyer Creek Watershed Peak Discharge Effects
Alternative
Existing Conditions 100-year
(2hr/12hr)
Future Conditions 100-year
(2hr/12hr)
Future Conditions 100-year
12-hour peak flow increase Rank
7 124 127 3
12 124 195 71 1
13 124 204 80 6
13 B 124 202 78 3
14 124 203 79 4
15 124 203 79 5
16 124 199 75 2
Table 4.08-6 Least Amount of Increase in 100-Year, 12-Hour Duration Flow Rates in Cubic
Feet/Second at Sawyer Creek/USH 41 Outfall Ranking
*Alternative 7 doesn’t account for the proposed 50-year design storm WisDOT storm sewer along USH 41
SA
W
Y
E
R
C
R
E
E
K
/
U
S
H
4
1
O
U
T
F
A
L
L
H
Y
D
R
O
G
R
A
P
H
NO
R
T
H
B
R
A
N
C
H
C
A
M
P
B
E
L
L
C
R
E
E
K
S
T
O
R
M
W
A
T
E
R
M
A
N
A
G
E
M
E
N
T
P
L
A
N
T
CI
T
Y
O
F
O
S
H
K
O
S
H
OS
H
K
O
S
H
,
W
I
S
C
O
N
S
I
N
FIGURE 4.08-2
Campbell Creek Outfall to Sawyer Creek
0
50
100
150
200
250
6
/
1
0
/
0
4
1
2
:
0
0
P
M
6
/
1
0
/
0
4
6
:
0
0
P
M
6
/
1
1
/
0
4
1
2
:
0
0
A
M
6
/
1
1
/
0
4
6
:
0
0
A
M
6
/
1
1
/
0
4
1
2
:
0
0
P
M
6
/
1
1
/
0
4
6
:
0
0
P
M
6
/
1
2
/
0
4
1
2
:
0
0
A
M
6
/
1
2
/
0
4
6
:
0
0
A
M
6
/
1
2
/
0
4
1
2
:
0
0
P
M
6
/
1
2
/
0
4
6
:
0
0
P
M
6
/
1
3
/
0
4
1
2
:
0
0
A
M
6
/
1
3
/
0
4
6
:
0
0
A
M
6
/
1
3
/
0
4
1
2
:
0
0
P
M
6
/
1
3
/
0
4
6
:
0
0
P
M
6
/
1
4
/
0
4
1
2
:
0
0
A
M
6
/
1
4
/
0
4
6
:
0
0
A
M
6
/
1
4
/
0
4
1
2
:
0
0
P
M
6
/
1
4
/
0
4
6
:
0
0
P
M
6
/
1
5
/
0
4
1
2
:
0
0
A
M
Time
Q
(
c
f
s
)
Alt 12 Alt 13 Alt 13 B Alt 14 Alt 15 Alt 16
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-25
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S4.doc\022608
The above discussion supports the recommendation of Alternative 13 B as the most cost-
effective alternative for providing flooding relief in the Campbell Creek watershed.
4.09 STORM SEWER CAPACITY ANALYSIS UNDER FUTURE LAND USE CONDITIONS FOR
MODELED STORM SEWERS WITH RECOMMENDED ALTERNATIVE IN PLACE
(ALTERNATIVE 13 B)
Figure 4.09-1 attached at the back of this report shows the capacities per storm conveyance reach
under future land use conditions with Alternative 13B in place for the 2-hour duration storm event. This
figure shows that there is substantial improvement in storm conveyance reach as compared to the
existing condition shown in Figure 3.02-1 of the May 2006 Stormwater Plan. While some of the storm
sewers show greater than 10-year capacity it is likely that inlet capacity is not sufficient to fill the pipes
and allow full utilization of the storm capacity shown in Figure 4.09-1. We recommend that the city
assess inlet capacity in conjunction with future street improvement projects to evaluate the benefits of
adding inlets to fully realize the capacities shown in Figure 4.09-1.
13 cfs Increase
Sawyer Creek
Existing Conditions
Sawyer Creek
Existing Conditions +
Campbell Creek
Proposed Conditions
With Alt. 13 B In Place
Campbell Creek Proposed Conditions W/ Alt 13 B In Place
13 cfs Increase
Sawyer Creek
Existing Conditions
Sawyer Creek
Existing Conditions +
Campbell Creek
Proposed Conditions
With Alt. 13 B In Place
Campbell Creek Proposed Conditions W/ Alt 13 B In Place
Figure 4.08-1 Alternative 13 B-Sawyer Creek Hydrograph at USH 41 Outfall
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-26
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S4.doc\022608
4.10 STORM SEWER CAPACITY ANALYSIS UNDER FUTURE LAND USE CONDITIONS FOR
MODELED STORM SEWERS WITH ALTERNATIVE 16 IN PLACE
Figure 4.10-1 attached at the back of this report shows the capacities per storm conveyance reach
under future land use conditions with Alternative 16 in place for the 2-hour duration storm event. This
figure shows that there is substantial improvement in storm conveyance reach as compared to the
existing condition shown in Figure 3.02-1 of the May 2006 Stormwater Plan. While some of the storm
sewers show greater than 10-year capacity it is likely that inlet capacity is not sufficient to fill the pipes
and allow full utilization of the storm capacity shown in Figure 4.10-1. We recommend that the city
assess inlet capacity in conjunction with future street improvement projects to evaluate the benefits of
adding inlets to fully realize the capacities shown in Figure 4.10-1. While Alternative 16 provides the
most detention of the alternatives considered, when comparing the improvement in storm conveyance
reach capacity with Alternative 13B (Figure 4.09-1), it is apparent that the substantially increased cost
for Alternative 16 over Alternative 13B makes Alternative 13B more cost-effective in providing similar
watershed-wide benefits.
4.11 STORM SEWER SIZING FOR MAIN BRANCH TO CONVEY 10-YEAR FLOW WITH
RECOMMENDED ALTERNATIVE IN PLACE
Figure 4.11-1 shows the storm sewer upsizing necessary to convey the 10-year, 2-hour duration design
storm from the Tippler Detention Basin to the Main Stem and through the Main Stem system to the
Campbell Creek outfall with Alternative 13B in place under future land use conditions. Storm sewer
reaches labeled as “Same” have at least a 10-year, 2-hour duration design storm capacity with
Alternative 13B in place. The existing open channel from the Campbell Creek outfall to the Fox River
backwater ranges in size from approximately 4-foot by 12-foot to 5-foot by 14 foot. The existing storm
sewer upstream of the Campbell Creek storm sewer outfall is currently corrugated metal pipe. The City
should consider upsizing these storm conveyance facilities as funds become available, as
reconstruction becomes necessary and as feasible after implementation of Alternative 13B.
4.12 CHANGES IN DIVERSION AT DIVERSION POINTS 1, 2, AND 3 WITH
RECOMMENDED ALTERNATIVE IN PLACE
Figure 4.12-1 shows the changes in diversion with Alternative 13B in place under future land use
conditions. This can be compared with the existing land use conditions diversion analysis shown in
Figure 3.02-3.
4.13 OFF-LINE STORMWATER PONDS (NR 116)
The City of Oshkosh is contemplating an off-line stormwater pond at the Armory property in the South
Branch of Campbell Creek. In addition, the City will be contemplating off-line stormwater ponds in the
Sawyer Creek Regional Detention Basin Study. It is our understanding that on-line stormwater ponds
are not permittable by the DNR on navigable streams. The following discussion is intended to address
the issues related to planning and construction of off-line stormwater detention ponds.
DO
W
N
S
T
RE
AM
P
I
P
E
U
P
S
IZ
I
N
G
TO
CON
V
E
Y
THE
1
0
-
Y
E
A
R
F
LO
W
WI
T
H
AL
T
ER
N
A
T
E
1
3
B
IN
-
PL
AC
E
NORT
H
B
R
AN
C
H
CA
MP
B
EL
L
CRE
EK
S
T
O
R
MW
A
TE
R
S
T
U
DY
CI
T
Y OF
O
S
H
K
O
SH
WI
N
N
E
B
AG
O
C
O
U
NT
Y
,
W
I
S
C
O
NS
I
N
FIGURE 4.11-11-382.021
Same Same Same Same Same
Same
Same
Same
4' x 19' Channel
@ 0.15%
5' x 16' Channel
@ 0.15%5' x 16' Channel
@ 0.15%
WITZEL AVE
N
K
O
E
L
L
E
R
S
T
SOUTHLAND AVE
KN
A
P
P
S
T
BISMARCK AVE
JO
S
S
L
Y
N
S
T
N
S
A
W
Y
E
R
S
T
US
H
W
Y
4
1
S
O
U
T
H
B
O
U
N
D
US
H
W
Y
4
1
N
O
R
T
H
B
O
U
N
D
N
W
E
S
T
F
I
E
L
D
S
T
S
L
A
R
K
S
T
N
W
A
S
H
B
U
R
N
S
T
S
E
A
G
L
E
S
T
N
E
A
G
L
E
S
T
FO
S
T
E
R
S
T
DO
V
E
S
T
HA
W
K
S
T
PORTER AVE
GU
E
N
T
H
E
R
S
T
N
M
E
A
D
O
W
S
T
N
L
A
R
K
S
T
W 4TH AVE
LOMBARD AVE
W 2ND AVE
S
W
A
S
H
B
U
R
N
S
T
FAUST AVE
SU
L
L
I
V
A
N
S
T
SKYVIEW AVE
NATIONAL AVE
CLAYTON CT
N
E
A
G
L
E
S
T
N
L
A
R
K
S
T
W 4TH AVE
SU
L
L
I
V
A
N
S
T
756
760
75
8
0
75
4
75
2
76
2
76
6
764
75
0
748
746
768
77
0
77
4
778
78
0
782
77
2
754
756
0
756
0
75
8
760
756
770
750
762
76
4
75
2
764
762
760
760
76
0
762
762
0
758
0
75
8
748
75
8
0
764
0
754
754
76
2
76
4
76
2
764
760
76
0
75
4
762
0
748
754
76
0
762
75
8
758
76
2
756
756
766
756
76
0
750
0
75
6
752
760
766
75
4
750
0
756
756
756
766
0
764
75
8
75
6
76
0
762
75
6
76
4
76
0
75
6
0
75
2
756
762
0 750
76
8
76
2
756
762
75
8
75
2
76
2
770
752
758
75
6
75
4
77
0
752
766
76
4
75
6
758
75
6
0
766
752
76
2
750
762
754
75
8
75
4
766
76
2
75
4
76
0
76
0
76
8
750
76
2
76
2
75
0
76
4
75
4
76
0
756
0
75
6
75
8
75
8
0
0
760
754
76
4
758
766
752
764
756
75
6
764
76
0
75
2
76
4
0
0
76
0
0
764
0
75
2
758
752
762
75
4
754
76
4
75
8
76
2
76
2
758
764
760
75
6
76
2
764
756
75
6
758
0
752
754
752
30
36
60
42
12
6
18
8
27
15
21 24 6540
36
5
8
50
3
1
3622
0
31
5
0
3654
10
12
24
12
15
15
18
24
21
15
12
15
12
15
12
30
12
8
27
18
6
12
21
21
18
12
27
12
12
15
12
30
12
24
15
12
21
10
15
15
18
24
15
21
12
15
8
10
15
15
15
8
18
15
15
24
12
24
18
18
15
18
15
30
18
18
12
12
15
42
15
18
12
12
18
12
18
S:\@SAI\351--400\382\021\GIS\Report Figures\Figure 4.11-1 - Alt 13B Downstream Pipe Sizing.mxd
0 400 800200 Feet
³
Legend
Storm Manhole
Storm Sewer
Water Valve
Water Main
Sanitary Manhole
Sanitary Sewer
Parcel
Contour (2 FT.)
Same
Same
SAME
SAME
2 - 3' x 5'
RCP Box
2 - 3' x 6'
RCP Box
2 - 3' x 6'
RCP Box
2 - 3' x 6'
RCP Box
2 - 4' x 6'
RCP Box
W 4TH AVE
WITZEL AVE
S
S
A
W
Y
E
R
S
T
GU
E
N
T
H
E
R
S
T
FO
S
T
E
R
S
T
DURFEE
A
V
E
75
2
754
756
750
758
748
752
752
752
75
4
752
75
6
750
75
2
752
75
6
752
75
2
752
752
756
750
3658
6540
18
42
12
20
15
724
4
50
3
1
15
12
12
0 200 400100 Feet
DIVERSION ANALYSIS - WITH ALTERNATIVE 13B IN PLACE
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDYCITY OF OSHKOSHWINNEBAGO COUNTY, WISCONSIN
FI
G
U
RE
4
.
1
2
-
1
1-
382
.
0
3
0
^_
^_
^_
^_
Diversion Removed
In Proposed Conditions
Diversion PT 2
3' x 4.5' RCP Box
With 33" Orfice in Steel Plate
IE = 762.54
Diversion PT 1
High PT = 776.35
38"x60" HERCP
IE = 775.25
36" RCP
IE = 769.73
S:\@
S
AI
\
35
1
--4
0
0
\
3
8
2
\
0
3
0
\
D
a
t
a
\
GI
S
\
Rep
o
r
t
F
i
gu
r
e
s
\
Fig
u
r
e
4
.
12
-
1
-
AL
T
13
B
Div
e
r
s
i
on
.
mx
d
0 500 1,000250 Feet
³
Legend
Drainage Basin Boundary
Sub Drainage Basin Boundary
Landmark Plaza
Storm Manhole
Storm Sewer
Alt 13-b Storm Sewer
Water Valve
Water Main
Sanitary Manhole
Sanitary Sewer
^_Diversion Point
^_
^_
^_
^_
Flow (CFS)
Q1 = 37.4
Q2 = 53.9
Q5 = 82.1
Q10 = 103.3
Q25 = 127.1
Q50 = 137.6
Q100 = 141.2
Q6/11/04 = 112.1
Flow (CFS)
Q1 = 33.5
Q2 = 49
Q5 = 75.1
Q10 = 95.3
Q25 = 115.4
Q50 = 124.2
Q100 = 127.2
Q6/11/04 = 102
Flow (CFS)
Q1 = 12.7
Q2 = 21.1
Q5 = 34.5
Q10 = 52.5
Q25 = 73.0
Q50 = 77.4
Q100 = 79.4
Q6/11/04 = 53.5
Flow (CFS)
Q1 = 0.9
Q2 = 6.2
Q5 = 10.6
Q10 = 26.9
Q25 = 41.7
Q50 = 49.0
Q100 = 51.8
Q6/11/04 = 34.1
Flow (CFS)
Q1 = 17.8
Q2 = 27.9
Q5 = 40.7
Q10 = 47.3
Q25 = 59.4
Q50 = 70.0
Q100 = 74.0
Q6/11/04 = 45.4
Flow (CFS)
Q1 = 28.0
Q2 = 45.6
Q5 = 72.3
Q10 = 105.1
Q25 = 139.2
Q50 = 153.1
Q100 = 156.0
Q6/11/04 = 105.6
Flow (CFS)
Q1 = 2.8
Q2 = 4.1
Q5 = 6.0
Q10 = 8.0
Q25 = 11.6
Q50 = 15.3
Q100 = 20.3
Q6/11/04 = 3.9
Flow (CFS)
Q1 = 0
Q2 = 0
Q5 = 0
Q10 = 0
Q25 = 0
Q50 = 0
Q100 = 0
Q6/11/04 = 0
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-27
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S4.doc\022608
The DNR maintains an excellent Web site to help navigate through this process at:
http://www.dnr.state.wi.us/org/water/fhp/waterway/ponds.shtml .
As a summary of this Web site and DNR regulations, the following is presented.
1. A general permit or individual permit is required to construct, dredge, or enlarge any
part of a pond or artificial waterbody that is either:
a. Connected to a waterway.
b. Located within 500 feet of a navigable waterway
STEP 1: Determine if your waterway has a special designation (Area of Special Natural Resource
Interest–ASNRI, Public Rights Features–PRF, Priority Navigable Water–PNW) that might affect the
exemption or permit requirements. A search of the Designated Waters Database
(http://www.dnr.state.wi.us/org/water/fhp/waterway/waterslist.shtml) indicates that neither
Campbell Creek nor Sawyer Creek have any special designations. Lake Butte Des Morts–Fox
River is designated a PNW, ASNRI, and a Natural Heritage Inventory (NHI) water. However, ponds
contemplated are currently not in or adjacent to this waterbody.
STEP 2: Determine if your project qualifies for a general permit. A copy of the general permit
application and Fee Sheet can be found at:
http://dnr.wi.gov/org/water/fhp/waterway/ponds.shtml#step2.
Most off-line ponds will require an individual permit because of the following.
The crest of the berm of the pond or artificial water body is closer than 35 feet from the
ordinary high water mark.
The pond is subject to inflow from the navigable waterway up to the 10-year, 24-hour
event.
STEP 3: Apply for a General Permit. The fee for a general permit for a pond is $300.
STEP 4: Apply for an Individual Permit. The fee for an individual permit for a pond is $500.
Relevant Definitions
“Navigable waterway” means any body of water with a defined bed and bank, which is navigable
under the laws of the state. In Wisconsin, a navigable body of water is capable of floating the
lightest boat or skiff used for recreation or any other purpose on a regularly recurring basis.
“Ordinary high water mark” means the point on the bank or shore up to which the presence and
action of water is so continuous as to leave a distinct mark either by erosion, destruction of
terrestrial vegetation, or other easily recognizable characteristic.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-28
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S4.doc\022608
In summary, off-line stormwater ponds are permittable by the DNR but they should be built with the
following recommendations.
1. The pond berms adjacent to the waterway should be located outside of the floodway
in areas with regulatory floodway delineations.
2. The pond berms adjacent to the waterway should be located a minimum of 10 feet
away from the top of bank of the waterway in areas without regulatory floodway
delineations. In this case, the 2-year flow should be able to be conveyed in the
waterway without the 2-year water surface elevation in the waterway intersecting the
start of berm location.
3. Fish passage must be maintained in the main channel or creek.
4. The City should further explore the regulatory requirements with the DNR regarding
permitting of off-line ponds.
SECTION 5
CONCLUSIONS AND RECOMMENDATIONS
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 5–Conclusions and Recommendations
Prepared by Strand Associates, Inc.® 5-1
JHL:lr\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S5.doc\022508
5.01 GENERAL
In this section, specific recommendations are presented for achieving the goals of the stormwater
management plan. These recommendations are based on the discussion in Section 4 and on
hydrologic analyses performed as part of this project.
5.02 RECOMMENDATIONS FOR ACHIEVING STORMWATER MANAGEMENT GOALS
Section 5.03 includes Table 5.03-1 that lists the recommended stormwater plan for achieving the
stormwater management goals. In addition, Section 4 lists the modeling impacts and benefits of the
recommended improvements. In Section 5.05 of the original report, a uniform policy for addressing and
documenting future stormwater issues is proposed.
While working toward the implementation of this plan, we have the following recommendations:
1. The City should complete soils investigation to determine soil characteristics in locations
where detention ponds are proposed.
2. The City should adopt the Policies and Practices identified in Section 5.05 of the original
report and the Drainage Evaluation Form in Appendix B of the original report.
3. The City should coordinate detention basins recommended in this study with detention
basins recommended in the water quality study being performed by another consultant.
4. The City should investigate funding opportunities for the detention basins through the
DNR Municipal Flood Control Grant Program. The DNR Lake Protection Grant program,
River Protection Grant program, and Stewardship Grant program should also be
explored.
5. The City should update City stormwater facility maps using the field survey forms and
survey information provided by Strand Associates.
6. The City should further explore the regulatory requirements with the DNR regarding
permitting of off-line ponds.
7. The City should further explore the regulatory requirements regarding the diversion
of the navigable Campbell Creek to the Westhaven Golf Course ponds.
8. The City should investigate possible utility conflicts and space availability for each
component of the recommended Alternative.
9. The owner of Landmark Plaza should perform a study to determine how to reduce
potential ponding at nodes 06-846, 06,847, and 06-1293.2 to an acceptable level
considering that downstream backwater effects are alleviated as discussed in Section
3.02 C. 7 of the original report.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 5–Conclusions and Recommendations
Prepared by Strand Associates, Inc.® 5-2
JHL:lr\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S5.doc\022508
10. We recommend that the City assess inlet capacity in conjunction with future street
improvement projects to evaluate the benefits of adding inlets to fully realize the
capacities shown in Figure 4.09-1
11. The City should consider upsizing the storm conveyance facilities shown in Figure 4.11-1
as funds become available, as reconstruction becomes necessary and as feasible after
implementation of the recommended Alternative.
12. The topographic surveys completed for each of the recommended projects should
include survey of the properties (including the structure 1st floor elevation) surrounding
each pond location. It is recommended that an acceptable pond overflow route be
incorporated into the final design of each pond for flows potentially exceeding the 100-
year storm event and/or for potential blockages of outlet structures. In addition, during
design, it is recommended the berms at the ponds have 2 feet of freeboard between the
modeled 100-year WSEL in the pond and the top of the berm to provide an added
measure of protection to structures surrounding the recommended ponds (or to a height
that would not invoke NR 333 as described below in item 14). The figures, herein,
contemplate an approximate 1 foot of freeboard.
13. During design, we recommend running the XP-SWMM model to maximize the use of the
Tippler, Armory, and Westhaven ponds after detailed topographic surveys are completed
of the project sites, of the surrounding topography and 1st floor building elevations, and
of the existing utility elevation information. After design is complete for all components
of Alternative 13 B, we recommend that the XP-SWMM model be re-run with all changes
to revise Figure 4.09-1 Storm Sewer Capacity Analysis Under Future Land Use
Conditions For Modeled Storm Sewers With Alternative 13 B In-Place.
14. For the Westhaven ponds, we recommend that the City consult Chapter NR 333 Dam
Design and Construction and the local DNR dam engineer to determine if these pond
berms would fall under the applicability of this code section. The main requirement that
would make these berms apply to this code section is if the berm has a structural height
of more than 6 feet and a maximum storage capacity of 50-acre-feet or more of water.
If they do, during design a dam breach analysis may be required as well as a Small Dam
Safety Permit.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 5–Conclusions and Recommendations
Prepared by Strand Associates, Inc.® 5-3
JHL:lr\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S5.doc\022508
5.03 IMPLEMENTATION PLAN
Table 5.03-1 provides a listing of the recommended stormwater management plan components,
the cost of each component, and the implementation schedule and possible funding source, if
applicable. As discussed in Section 4.08, Alternative 13 B best meets the evaluation criteria for a
recommended alternative.
5.04 FUNDING OPPORTUNITIES
Appendix C includes a brochure produced by Strand Associates that describes some of the more
popular DNR grant programs. The City of Oshkosh may want to investigate the programs for
possible funding of the recommended stormwater plan components. The following programs are
available:
Municipal Flood Control Grant
Urban Nonpoint Source and Stormwater Grant
Targeted Runoff Management Grant
Lake Planning and Management Grant
River Protection Planning and Management Grant
Stewardship Grant
The Municipal Flood Control grant would be ideal for dry detention basins and wet detention
basins in this watershed because of the documented flooding problems and property damage in
the watershed. The Urban Nonpoint Source and Stormwater grant would be ideal for wet detention
Component Description
Opinion of
Probable Cost
Implementation Schedule
and Funding Source
13 B 1
Expanded Detention at Tippler Junior
High property
$2,251,600 Priority 1-Municipal Flood
Control Grant and
Stormwater Utility
13 B 2
Partially Expanded Detention at Armory
Site
$2,495,400 Priority 4-Municipal Flood
Control Grant and
Stormwater Utility
13 B 3
Storm Sewer System Improvements from
Landmark Plaza to Tippler
$479,900 Priority 2-Municipal Flood
Control Grant and
Stormwater Utility
13 B 4
Fully Expanded Westhaven Golf Course
Detention and Upstream Diversion
$11,382,800 Priority 3-Municipal Flood
Control Grant, UNPS Grant,
Stormwater Utility,
Stewardship Grant
Total $16,609,700
1. Costs do not include utility conflict resolution, if any.
2. WisDOT is responsible for the cost of construction of the 50-year design storm sewer/ditch along USH 41.
3. Grand Total cost doesn’t include stormwater quality portion of the detention pond (i.e. excavation below normal WSEL) for
Component 13 B 4. All other component costs include excavation below the normal WSEL.
Table 5.03-1 Stormwater Plan Components and Implementation Plan
(Costs include 25 Percent Engineering and Contingencies)
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan
Addendum No. 1 Section 5–Conclusions and Recommendations
Prepared by Strand Associates, Inc.® 5-4
JHL:lr\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\S5.doc\022508
basins that are able to accept the 2-year flow and thus treat the smaller storms for total suspended
solids. The DNR Lake Protection Grant program, River Protection Grant program, and the Stewardship
Grant program should also be explored to see if these projects would be a fit for these grant programs.
The Stewardship Grant program may assist in land acquisition to protect water resources and green
space for facilities that might be able to incorporate some level of outdoor recreation facilities.
5.05 CONCLUSION
The goal of this report has been to provide the City of Oshkosh with a framework of how
stormwater management facilities should be developed to address existing flooding and future
development issues. It is not expected that all the recommended measures will be constructed
immediately. Implementation of measures recommended in this report will help to relieve the
flooding in the Campbell Creek watershed, will reduce the flooding at Landmark Plaza, and will
provide a water quality benefit in complying with the City’s WPDES stormwater permit.
APPENDIX A
FLOODING PHOTOGRAPHS
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Appendix A–June 10 and 11, 2004
Addendum No. 1 Flooding Photographs
Prepared by Strand Associates, Inc.® Page 1 of 1
JHL:pll\S:\@SAI\351--400\382\030\Wrd\Report-Addendum 1\Appendix A.doc\082207
Looking north at the Universal and Badger
intersection.
Looking south along Washburn Street/
USH 41 from south of West 9th Avenue
Looking south along Washburn Street/ USH 41
from south of W. 9th Avenue
APPENDIX B
STORMWATER FUNDING BROCHURE
Stormwater Management Funding
The Wisconsin Department of Natural Resources (WDNR) and the Federal Emergency Management Association (FEMA)
have a long history of providing funding for stormwater management planning, design, and construction. Some of the
WDNR and FEMA programs include Urban Nonpoint Source and Stormwater Grants (UNPS & SW), Municipal Flood Con-
trol Grants, Lake and River Planning and Management Grants, Targeted Runoff Management Grants, Clean Water Fund
– Urban Runoff Loans, and FEMA – Hazard Mitigation Grants. In the last six years, we have been successful in helping
many of our clients procure stormwater and lake grants as shown in the table below.
Strand Associates, Inc.®
Madison, WI
608-251-4843
Joliet, IL
815-744-4200
Louisville, KY
502-583-7020
Lexington, KY
859-225-8500
Mobile, AL
251-343-7775
Columbus, IN
812-372-9911
Columbus, OH
614-835-0460
Indianapolis, IN
317-423-0935
Milwaukee, WI
414-271-0771
Cincinnati, OH
513-861-5600
www.strand.com
To learn how Strand can
secure funding for your
project or for additional
information regarding
stormwater or water re-
sources funding, please
contact Jon Lindert at
our Madison office,
608-251-4843 or
e-mail at
jon.lindert@strand.com
Please also visit us at
www.strand.com
Print Date: February 2008
* Project Description Inside
Community Project Grant Type GrantAmount
Algoma, WI SW Quality Management Plan U $17,990
Algoma, WI Regional Detention Basin Plan U $10,976
Bonduel, WI Stormwater Management Plan U $16,450
Bristol, WI North Lake George Flood Reduction Project M $333,603
Bristol, WI Detention Pond A Restoration and Enhancement * U $121,000
Bristol, WI Stormwater Quality Management Plan – Phase II U $19,950
Dodgeville, WI Stormwater Utility U $28,840
Dodgeville, WI Stormwater Plan U $21,600
Evansville, WI Lake Leota Management Plan - Phase I and II * L $20,000
Hartland, WI Stormwater Management Plan * U $35,700
Hartland, WI Stormwater Utility U $42,000
Hartland, WI Detention Basin Construction U $150,000
Janesville, WI Ordinances and Regional Detention Basin Plan U $84,000
Lake Mills, WI Owen Street Regional Detention Basin U $45,750
Lake Mills, WI Stormwater Plan and Utility U $55,860
Lancaster, WI Stormwater Utility U $28,000
Lancaster, WI Kolar Property Regional Detention Facility U $55,920
Madison, WI Wingra Creek Streambank Restoration * U $101,050
Maple Bluff, WI Stormwater Quality Management Plan U $12,600
Marsh! eld, WI Stormwater Utility and Ordinances U $73,010
Marsh! eld, WI Stormwater Management Plan U $36,800
Monona, WI Stormwater Utility Feasibility Study U $28,000
Monona, WI Stormwater Management Plan and Mapping U $24,220
New Glarus, WI Little Sugar River Streambank Restoration TRM $150,000
New Glarus, WI Stormwater Management Plan U $23,100
New Glarus, WI Stormwater Utility U $18,900
Omro, WI Wet Detention Basin Design, Construction, and Acquisition U $83,300
Omro, WI Stormwater Quality Management Plan U $12,250
Omro, WI Northeast Stormwater Management Plan U $4,270
Onalaska, WI Stormwater Quality Management Plan and Utility Feasibility Study U $46,750
Oshkosh, WI Murdock Detention Basin Property Acquisition M $330,000
Oshkosh, WI Anchorage Basin Relief Channel Construction * M $698,500
Oshkosh, WI Sawyer Creek Floodway Land Acquisition M $101,500
Prairie du Sac, WI Stormwater Utility U $30,000
Whitewater, WI Stormwater Utility Implementation U $27,000
Whitewater, WI Cravath & Tripp Lakes Stormwater & Erosion Ordinances* L $7,500
Whitewater, WI Stormwater Plan and Utility U $57,500
Total: $2,953,889
M = Municipal Flood Control Grants
U = Urban Nonpoint Source and Stormwater Grants
L = Lake Planning and Management Grants
TRM = Targeted Runoff Management Grants
April 15, 2008 § Streambank/ Shoreline Restoration
§ Wet Detention Ponds
§ Stormwater Utilities
§ Stormwater Mapping
§ Stormwater Management Plans
§ Stormwater/ Erosion Control
Ordinances
§ Public Information/Education
§ Street Sweepers*
§ Best Management Practice
(BMP) construction for
new development
§ Projects that are not water
quality based, such as
projects to solely solve
drainage ! ooding prob-
lems
§ Dredging Projects
§ Urban Area De! ni-
tion: Population
Density of 1,000/sq
miles or Commer-
cial Land Use or for
Planning Projects,
projected to be
urban in 20 years.
§ Check NPS Ranking
on Watersheds and
Lakes List for basin
priorities.
Funding
Type
Application
Date
State/Local
% Cost Share
Eligible
Projects
Non-Eligible
Projects
Restrictions/
Details
Municipal Flood Control
Grant – WDNR
Priority: See eligible
projects column . . .
Planning, Design,
Construction, and
Administrative Activities.
70/30
Maximum allowed per
applicant:
20% of funding avail-
able in that grant
cycle.
§ Eligible projects are
in order of DNR
priority. (Projects
near bottom have
less chance of being
funded.).
§ Must have appraisal
done prior to grant
application forac-
quisitions (must
include copy with
application).
January 15, 2008
Every two years,
if funding
available
§ Acquisition & Removal of Struc-
tures
§ Floodproo" ng and elevation of
Structures
§ Streambank Restoration
§ Dam Removal
§ Fish & Native Plant Habitat
§ Restoration
§ Acquisition of Vacant Land for
Flood Storage and Conveyance
§ Flood collection, retention, deten-
tion, storage facilities.
§ Flood Insurance Studies and Flood
Mapping Projects
Lake Planning Grant -
WDNR
(Large Scale)
February 1 and
August 1, an-
nually
75/25
Maximum of $10,000
per grant.
Maximum of two
grants per grant
cycle.
§ Physical, chemical, biological and
sociological data collection
§ Water Quality Assessment
§ Watershed Evaluation
§ Wetland Restoration
§ Ordinance Development
§ Management/Implementation plans
for lake protection rehabilitation
§ Each lake eligible for
more than one plan-
ning grant with a
lifetime maximum
of $100,000Note: wetland restoration
grants also available.
Targeted Runoff
Management Grant
(TRM) - WDNR
Priority: Control Polluted
Runoff from both Urban and
Rural Sites . . . Design and
Construction of BMPs.
April 15, 2008 70/30 up to a maximum of
$150,000
50/50 for property acqui-
sition (included in the
$150,000 maximum)
§ Streambank Restoration
§ Wetland Construction
§ Detention Ponds
§ Cropland Protection
§ Livestock Waste Management
Practices
§ Property Acquisition
§ Design and construc-
tion of BMPs
(previously
construction only).
§ No Phase I or Phase
II NR 216 Permit-
ted Communities
§ Plan: River organization develop-
ment, information and education,
water quality/" sh/aquatic life assess-
ment, non-point
source assessments.
§ Management: In-stream/shoreland
habitat restoration, land/easement
purchase, local ordinance develop-
ment.
River Protection Grant
- WDNR
§ Planning
§ Management
May 1,
annually
75/25
§ Plan:
Maximum of
$10,000 per grant.
§ Management:
Maximum $50,000 per
grant.
§ Dam repair/operation
§ Dredging
*DNR will fund the incremental cost to go from a conventional brush streetsweeper to a high-ef" ciency sweeper when buying a new sweeper.
Lake Protection and
Classi! cation Grant
- WDNR
May 1, annually
Pre-application
with WDNR
highly recom-
mended.
§ Purchase Property or Conserva-
tion Easement
§ Restoration of wetlands and
shorelands
§ Development of local regulations
or ordinances
§ Lake management plan imple-
mentation projects
§ Dam repair operation or
removal
§ Purchase of property on
which a dam is located
§ Water safety patrols
§ Dredging
§ Sanitary sewer septic systems
§ Chemical treatment
§ Aquatic plant harvesting
§ Operation and maintenance
75/25
§ Maximum of
$200,000
§ Maximum of $100,000
for wetland and shore-
land restoration
§ Maximum of $50,000 for
regulations ordinances
Urban Nonpoint Source
& Stormwater Grant
(UNPS&SW)–WDNR
Priority: Urban Area Water
Quality-Based Projects.
Planning, Design, and
Construction.
Wisconsin administers the
USEPA Section 319 monies
through this program.
Planning: 70/30
Design: 50/50
Construction: 50/50
Acquisition: 50/50
§ Max of $85,000 for Plan-
ning Project
§ Max of $150,000 for
Construction Project
§ Projects Involving Land
Acquisition and/or Per-
manent Easements can
request an additional
$50,000.
§ BMP construction for new
development
§ Projects that are not water
quality based, projects to
solely solve drainage/! ood-
ing problems
§ Dredging projects
§ Rural projects in priority
watershed areas.
§ Projects to control pollution
regulated under WI law as
a point source (i.e., NR 216
permitted communities).
§ Planning projects.
Summarized below are a number of the more popular W DNR grant programs.
Strand Associates, Inc.®
Excellence in Engineering Since 1946
Oshkosh - Anchorage Basin Flood Relief Channel
The Anchorage Basin is a 428-acre residential/commercial area in east Oshkosh currently experiencing fre-
quent " ooding. This project will convert an abandoned railroad line into a " ood relief channel to alleviate this
" ooding. The proposed " ood relief channel will provide a positive outlet to Lake Winnebago to augment the
currently undersized storm sewer system serving the area. Construction and replacement of culverts are
an integral component of the proposed project. An associated project in this basin, as shown in the table on
the front of this brochure, is the Murdock Detention Basin. This detention basin is a component of the overall
" ooding relief plan for the Anchorage Basin and received funding for property acquisition.
Estimated Construction Cost: $2 million
Whitewater - Cravath and Tripp Lakes Stormwater and Erosion Control Ordinances
This project was prompted by a study showing that Year 2000 pollutant loadings were expected to result in
total phosphorus concentrations in Cravath and Tripp Lakes
that exceed the recommended levels for recreational use and
for the maintenance of a warm-water ! shery. To begin to ad-
dress these ! ndings, the City of Whitewater sought to establish
administrative authority to control stormwater discharge from
construction and post-construction sites. The stormwater and
erosion control ordinances will minimize impacts of future de-
velopment and prevent lake degradation. In addition, water-
shed divide and land use mapping was completed to facilitate
future analysis of pollution sources and resultant water quality
problems in the lake.
Technical Assistance Cost: $10,000
Bristol - Pond A Restoration and Enhancement
Pond A was originally built as a " ood control pond but provided
minimal water quality bene! ts. This project rehabilitated the
existing pond that had ! lled in with sediment and was becom-
ing a nuisance and potential hazard because of stagnant water
and steep slopes. The project design included 4:1 side slopes,
a 10’ safety shelf, sediment forebay, outlet control structure,
100-year emergency over" ow, and shoreline/wet edge seed
mix around the perimeter of the pond. The restoration brought
the pond into compliance with WDNR Wet Detention Basin
Standard and will remove 80% of the total suspended solids
reaching the pond from the 73-acre commercial land use
watershed. In addition, the pond will control peak discharge
up to a 100-year storm.
Pond Construction Cost: $148,000
Evansville - Lake Leota Watershed Study
As the ! rst step in implementing recommendations in our 2004
Lake Dredging Study, we prepared and submitted two successful
Lake Planning grants for the City of Evansville. The study’s
ultimate goal is to identify and address upstream sedimentation
and nutrient solutions in an effort to protect the City’s upcoming
dredging investment. Lake Leota is an impoundment of Allen
Creek which originated as a mill pond in 1847. Over time, Lake
Grant-Funded Stormwater Projects
Leota has ! lled in resulting in a current, average lake depth of 18-inches or less. This study focused on identi! cation
of source areas of nonpoint source (NPS) pollutants, estimation of pollutant loading (TSS and TP) in the lake from
upstream agricultural lands and streambank erosion, exploration and recommendation of BMPs to improve watershed
conditions, research of funding sources, and development of an informational and educational framework.
Technical Assistance Cost: $26,666
Hartland - Phase II Stormwater Quality Management Plan
The Village of Hartland was designated by the USEPA and the DNR as a permitted municipality under Phase
2 Stormwater Rules. In response to this designation and in an effort to protect the Bark River and other local
resources, the Village budgeted funds to develop a Stormwater Management Plan. The primary objective of the
plan was to reduce the adverse impacts of nonpoint source stormwater runoff discharging from the Village to
adjacent water resources including the Bark River, nearby wetlands, and groundwater resources. The project
mapped the urban discharge points and drainage basins within the Village, evaluated current Village practices
and programs, developed SLAMM computer models to estimate pollutant loadings to each identi! ed outfall,
identi! ed and evaluated potential types and locations of Best Management Practices (BMPs) to address impacts
on stormwater runoff, developed a Capital Improvements Plan on prioritization of stormwater management
practices, including stormwater management report, and assistance with grant administration.
Technical Assistance Cost: $53,000
Madison - Wingra Creek Streambank Restoration - Phase I
Wingra Creek is a major watercourse in the Lake Monona watershed, draining approximately 10 square miles of
area in the City and Town of Madison, including UW-Madison Arboretum lands. The Wingra Creek watershed
has experienced rapid urbanization,
including signi! cant ! lling of adjacent
wetlands over the past century. This
has contributed to signi! cant erosion
of the streambanks. The goals of this
project were to restore streambanks,
improve aesthetics of the
watercourse, and reduce sediment
loss to downstream areas. Since the
creek, long ago, was a manmade
channel, the City requested that we
re-meander the creek to provide
greater interest to the route.
Streambank restoration techniques
implemented on this project are:
vegetated geogrid, vegetated
boulder revetment, littoral shelf,
sack gabions, toe stone protection,
and paddling access. Two in-line
stormwater treatment devices
were also part of this project to
help reduce sediment loads to the
creek.
Technical Assistance Cost:
$44,300
Bristol - Pond A (Before)
Whitewater - Cravath Lake Waterfront
Wingra Creek - (Before)
Bristol - Pond A (After)
Wingra Creek - (After Rendering)
Taft Ave
Kn
a
p
p
S
t
W. S
o
u
t
h
P
a
r
k
A
v
e
US
H
W
Y
4
1
ST H
W
Y
4
4
W 20th Ave
S
O
a
k
w
o
o
d
R
d
W 9th Ave
Witzel Ave
US
H
W
Y
4
1
S
W
e
s
t
h
a
v
e
n
D
r
S
W
a
s
h
b
u
r
n
S
t
S
W
a
s
h
b
u
r
n
S
t
Badger Ave
Un
i
v
e
r
s
a
l
S
t
W Waukau Ave
Cl
a
y
R
d
Allert
o
n
D
r
Badg
e
r
A
v
e
ST RD 91
S W
e
s
t
h
a
v
e
n
D
r
S K
o
e
l
l
e
r
S
t
Maricopa Dr
N
W
e
s
t
f
i
e
l
d
S
t
S
W
e
s
t
f
i
e
l
d
S
t
Dickison Ave
Cu
m
b
e
r
l
a
n
d
Tr
a
i
l
Ma
r
i
c
o
p
a
D
r
Co
v
i
n
g
t
o
n
D
r
Ci
t
y
o
f
O
s
h
k
o
s
h
To
w
n
o
f
A
l
g
o
m
a
City of Oshkosh
Town of Algoma
Town of Nekimi
To
w
n
o
f
N
e
k
i
m
i
Ci
t
y
o
f
O
s
h
k
o
s
h
Town of Algoma
City of Oshkosh
FO
X
R
I
V
E
R
CAMP
B
E
L
L
C
R
E
E
K
Town of Nekimi
Town of Algoma
SAW
Y
E
R
C
R
E
E
K
0
60
30
36
48
54
12
6
21
24
10
3658
27
2516
15
8
42
39
2945
3843
18
40
6
5
20
3150
50
3
1
2918
40
5
6
3453
26
3
3
1930
58
3
6
44
7
2
1219
2236
2438
3622
43
2
7
3958
51
3
1
6540
7244
1625
1423
3654
9
33
6
0
48
7
6
24
1
9
293
5
24
21
8
18
10
15
10
10
12
12
12
12
24
18
15
8
36
2
2
15
8
12
12
8
18
8
0
12
8
8
15
12
12
8
12
48 12
8
12
21
8
15
8
24
12
12
12
12
15
12
18
8
8
12
12
12
8
12
12
12
18
8
8
15
15
21
8
21
10
18
30
158
10
24
12
18
18
36
8
24
8
8
8
15
12
27
15
15
24
10
15
18
15
8
24
48
6
18
12
12
12
15
18
15
0
12
8
8
5836
10
6
0
15
8
27
30
3453
12
10
12
15
12
18
24
8
8
8
18
12
18
15
0
12
12
12
15
36
15
8 18
12
10
21
21
15
12
8
12
8
12
18
8
12
8
12
12
6
8
18
24
10
15
42
8
12
18
24
18
8
12
8
8
8
58
3
6
818
24
12
12
8
6
12
8
12
0
18
12
12
12
8
12
15
12
12
12
8
12
8
8
12
12
12
8
12
21
15
30
42
12
15
12
24
21
12
6
15
0
24
12
12
12
15
12
15
0
5836
8
12
108
8
18
12
8
21
18
18
18
8
10
12
15
21
15
12
12
24
8
8
10
18
0
10
12
15
21
21
27
8
12
12
21
15
12
50
3
1
24
24
8
12
21
0
30
10
8
12
21
8
8
8
18
8
12
8
12
24
24
12
8
8
0
12
12
8
8
12
8
24
12
30
21
12
12
30
30
12
8
15
36
12
12
12
12
18
24
18
8
12
8
18
2438
8
24
12
8
8
0
12
12
0
10
21
18
15
12
8
12
12
15
21
12
8
12
18
15
12
12
36
8
8
36
42
12
18
24
8
12
12
12
18
8 18
24
12
12
8
0
12
0
15
15
8
0
10
8
8
12
8
0
12
12
18
12
8
12
8
12
12
12
12
12
24
15
24
12
8
15
24
12
8
8
12
12
24
12
12
12
8
18
12
12
8
36
4327
24
12
2516
12
12
12
10
0
1930
8
18
24
12
8
18
12
2438
12
8
8
8
8
12
18
12
0
8
12
12
8
15
48
15
15
15
12
15
0
8
19
3
0
3658
15
12
18
8
2945
8
8
8
15
50
3
1
12
18
12
8
8
8
0
24
21
12
15
18
21
21
0
8
12
10
15
12
12
18
15
12
12
12
10
12
10
12
12
12
48
15
10
10
21
21
36
5
8
8
10
12
12
12
8
15
36
15
12
18
0
18
8
0
8
8
8
42
15
8
12
12
42
36
12
24
8
21
15
30
12
8
4815
0
27
18
8
10
12
42
30
12
12
18
24
24
18
24
12
12
15
12
18
0
8
8
21
6
15
8
36
8
21
27
15
18
15
8
24
10
12
30
18
15
12
8
0
24
8
30
8
12
8
10
15
12
8
6
2412
12
6
0
27
15
12
12
8
12
15
12
36
12
18
12
8
15
18
30
8
12
0
12
18
8
10
18
15
15
12
0
0
12
5836
8
8
12
15
12
15
30
8
6
8
12
10
12
36
0
8
8
15
18
20
18
8
18
12
18
15
0
8
29
1
8
24
15
15
12
12
12
42
30
8
18
10
15
8
12 24
8
27
8
12
15
15
8
8
15
12
15
10
8
8
10
12
18
10
12
8
21
12
15
15
15
15
6
12
8
8
12
36
8
27
15
10
24
12
12
12
12
21
15
10
18
20
10
12
8
8
15
15
18
8
8
8
0
8
0
15
8
12
15
15
8
30
18
12
15
8
8
21
21
24
15
60
12
12
24
8
6540
24
15
15
30
12
10
12
8
15
8
15
8
12
10
15
12
15
30
12
18
27
10
12
0
8
12
12
8
24
12
8
12
0
18
18
18
24
15
24
18
18
12
8
15
12
30
12
8
8
18
18
12
12
8
15
8
12
8
21
12
21
8
15
21
24
2945
30
18
8
8
12
15
18
8
10
18
27
12
6
12
15
12
8
18
15
15
12
36
1219
15
12
6
12
12
12
30
18
12
12
8
8
12
27
12
65
4
0
24
12
10
15
15
15
8
12
15
24
30
12
2516
24
8
6
15
12
12
48
15
12
12
15
8
8
12
12
8
21
0
18
12
12
18
8
36
42
12
15
24
15
18
10
42
27
36
0
8
8
24
12
10
12
24
8
30
8
24
12
18
218
15
2438
15
4327
12
8
12
0
10
18
12
8
27
0
18
20
18
8
12
15
8
12
12
18
12
8
8
18
12
15
12
12
8
12
18
18
6540
6
10
12
10
15
18
15
15
12
10
42
18
24
18
8
12
12
8
36
15
27
12
18
1423
0
30
3658
12
12
15
24
12
8
18
8
18
18
12
12
18
18
10
12
8
24
8
24
12
8
15
27
30
42
36
12
8
12
24
18
18
8
15
12
21
24
18
12
12
8
21
24
21
12
15
12
21
12
8
0
10
12
8
12
8
12
21
8
8
12
12
5031
12
12
8
12
21
12
15
30
8
8
29
4
5
8
12
12
12
27
8
12
12
12
31
5
0
12
15
12
8
21
12
18
12
15
12
24
6
12
8
12
18
12
15
30
12
2516
8
24
12
8
8
10
15
15
12
12
15
12
18
6
8
12
12
6
3622
12
12
12
10
19
3
0
12
12
15
24
12
12
12
12
15
10
10
27
6
8
42
8
12
10
12
12
15
18
15
10
12
12
20
18
18
30
24
18
8
8
12
15
15
12 8
30
15
12
15
15
8
10
12
12
12
36
5
8
8
0
0
24
8
30
8
18
24
43
2
7
24
8
12
12
12
12
12
15
12
12
24
12
8
21
15
54
18
18
15
6
24
15
12
15
15
8
12
12
18
12
12
12
15
36
30
21
8
12
0
30
12
10
8
12
15
12
24
12
8
18
SBB-190
CCB-10
SBB-15
SCB-100
SCB-35
CCB-05
SCB-85
SBB-75
SBB-65
SBB-175
SCB-75
SBB-76
SCB-70
SBB-95
SBB-85
SBB-70
SCB-50
SCB-10
NBB-30
SBB-60
CCB-20
SBB-55
SBB-141
NBB-20
SBB-140
SBB-45
SCB-15
SBB-50
SBB-25.A
SBB-115
SBB-30
SBB-176
SBB-90
NBB-15
SBB-10
SCB-30
SCB-55
SBB-20
SCB-20
NBB-55 SBB-05
SBB-41
SCB-90
SBB-61
CCB-15
SBB-25.D
SCB-95
NBB-10
SCB-25
SBB-71
SCB-80
SBB-40
SCB-40
SBB-135
SCB-60
SBB-80
SCB-65
SBB-25.F
SBB-25.B
SBB-185
SBB-180
NBB-45 NBB-25
SBB-42
NBB-05
SCB-05
NBB-40
SBB-25.E
SBB-170
SBB-35
NBB-35
SBB-145
SBB-25.C
SBB-155
NBB-50
SBB-105
SBB-120
SCB-45
SBB-165
SBB-130
SBB-150
SBB-110
SBB-100
SBB-160
DRAINAGE AREA MAP
NORTH BRANCH CAMPBELL CREEK ST ORMWATER STUDYADDENDUM NO. 1CITY OF OSHKOSHWINNEBAGO COUNTY, W ISCONSIN
FI
GUR
E
2
.
01
-
1
1-3
8
2
-
0
3
0
0 1,500 3,000750 Feet
³
S:
\@
SA
I
\
351
-
-4
0
0
\38
2\
030
\
D
a
t
a\GI
S
\
Re
p
or
t
F
i
gur
es\
Fi
gu
r
e
2
.
0
1
-
1
-
D
r
ai
n
a
g
e
Sy
st
e
m
22
x3
4
.
m
x
d
Witzel Ave
US
H
W
Y
4
1
60
12
24
18
30
15
27
21
19
3
0
3654
8
20
10
1423
6540
2820
12
12
15
18
12
12
30
8
12
15
30
10
12
10
15
12
1512
18
24
20
24
18
12
8
12
18
15
12
12
12
12
12
18
15
12
12
24
12
18
15
12
12
18
12
24
30
12
15
15
SCB-35
SCB-10
SCB-30
SCB-25
SCB-40
SCB-20
SCB-15
CCB-10
NBB-40
SCB-50
SCB-E
NBB-45
NBB-55
SCB-B
SCB-C
NBB-35
SCB-D
NBB-50
SCB-A
SCB-45
NBB-25
Hwy 41 Updated Basins
0 600 1,200300
Feet
Legend
Municipal Boundary
Drainage Basin Boundary
Sub Drainage Basin Boundary
Updated Basins
Landmark Plaza
Storm Manhole
Storm Sewer
Culvert
Basin ID DesignationSCB-50
ROCKW
E
L
L
AVE.
HIG
H
AVE
.
ALG
O
M
A
B
L
V
D
.
PEA
R
L
A
V
E
.
W. 5TH AVE.
W. 3RD AVE.
BISMARCK AVE.
DA
K
O
T
A
S
T
.
WITZEL AVE.
N.
C
A
M
P
B
E
L
L
R
D
.
W.
W.
W.
W.
W.
AVE.
AVE.
AVE.
AVE.
AVE.
6TH
8TH
9TH
10TH
11TH
DA
K
O
T
A
S
T
.
DA
K
O
T
A
S
T
.
ST
.
GE
O
R
G
I
A
W.
SOUTH
PARK
PL
U
M
M
E
R
S
T
.
FLORIDA
AVE.
W. 17TH AVE.
DE
L
A
W
A
R
E
ST
.
W. 20TH AVE.W. 20TH AVE.
PR
I
V
A
T
E
R
D
.
PL.
DR.
W. 9TH AVE.
AVE.
W.SOUTH
PARK
AVE.SA
N
D
E
R
S
S
T
.
W.17TH AVE.
FLORIDA
ERIE AVE.
AVE.
RU
G
B
Y
SA
N
D
E
R
S
FA
I
R
L
A
W
N
ST
.
ST
.
ST
.
BE
R
G
E
R
ST
.
CONCORDIA AVE.
KN
A
P
P
ST
.
OSBORN
W.12TH
W.
W.
W.
6TH
8TH
9TH
W.10TH
11TH
AVE.
AVE.
AVE.
AVE.
AVE.
AVE.
AVE.
AVE.
ID
A
H
O
ST
.
W.7TH
WY
O
M
I
N
G
ST
.
SA
W
Y
E
R
ST
.
W. 12TH AVE.
W. 11TH AVE.
W. 10TH AVE.
SA
W
Y
E
R
MA
S
O
N
KA
N
S
A
S
WE
I
S
B
R
O
D
ST
.
ST
.
ST
.
ST
.
KENSINGTON AVE.
DE
V
O
N
S
H
I
R
E
D
R
.
DE
V
O
N
S
H
I
R
E
D
R
.
CAMBRIDGE AVE.
CA
N
T
E
R
B
U
R
Y
DR
.
HU
N
T
I
N
G
T
O
N
P
L
.
W.9TH AVE.
S.
E
A
G
L
E
ST
.
W.7TH AVE.
W.AVE.
AR
M
O
R
Y
WI
N
D
S
O
R
RE
I
C
H
O
W
S.
W
E
S
T
F
I
E
L
D
MO
R
E
L
A
N
D
ST
.
ST
.
ST
.
PL
.
S.
WE
S
T
F
I
E
L
D
LI
L
A
C
ST
.
ST
.
W. 7TH AVE.
6TH
HA
W
T
H
O
R
N
E
S
T
.
CRYSTAL SPRINGS AVE.
RU
G
B
Y
ST
.
ST.
RE
I
C
H
O
W
S
T
.
W.5TH W.5TH AVE.AVE.
BISMARCK AVE.
W. 4TH
AVE.
DEMPSE
Y
T
R
.
BISMARCK
W. 2ND AVE.
W. 3RD AVE.
W. 4TH AVE,
W. 4TH AVE,
GLEN AVE.
WITZEL WITZEL AVE.AVE.
FAUST AVE.
NATIONAL AVE.
CLAYTON CT.SKYVIEW AVE.
LOMBARD AVE.
SOUTHLAND AVE.
TAFTAVE.AVE.
N. CA
M
P
B
E
L
L
R
D
.
RUSH
AVE.
AVE.
AVE.
AVE.
AVE.
AVE.
PIERCE
ADAMS
COOLIDGE
TYLER
VANBUREN
PORTER
LI
L
A
C
S
T
.
S.
W
E
S
T
F
I
E
L
D
ST
.
RE
I
C
H
O
W
S
T
.
S.
M
E
A
D
O
W
S
T
.
S.
E
A
G
L
E
S
T
.
S.
L
A
R
K
S
T
.
SA
W
Y
E
R
ST
.
MA
S
O
N
ST
.
GU
E
N
T
H
E
R
ST
.
FO
S
T
E
R
S
T
.
DURFEE
A
V
E
.
KN
A
P
P
ST
.
ID
A
H
O
ST
.
N.
N.
N.
N.
N.
EA
G
L
E
LA
R
K
SA
W
Y
E
R
SA
W
Y
E
R
SA
W
Y
E
R
ST
.
HA
W
K
DO
V
E
ST
.ST
.
ST
.
ST
.
ST
.
ST
.
N.
N.
N.
EA
G
L
E
ME
A
D
O
W
LA
R
K
ST
.
ST
.
ST
.
JO
S
S
L
Y
N
ST
.
BA
U
M
A
N
ST
.
BR
O
O
K
W
O
O
D
C
T
.
N.
W
E
S
T
F
I
E
L
D
ST
.
4TH AVE.
TR
.
SU
L
L
I
V
A
N
S
T
.
N.
W
E
S
T
H
A
V
E
N
DR.
DR.
WA
Y
W. 4TH AVE.
DR.
CT
.
OV
E
R
L
A
N
D
DR.
OSBORN AVE.
OSBORN AVE.
AVE.SOUTHLANDSOUTHLAND AVE.
LN.
ROSEWOOD
KN
A
P
P
ST
.
DA
K
O
T
A
ST
.
CAM
P
B
E
L
L
S.
N.
ST
.
WE
S
T
F
I
E
L
D
S.
S.
S.
SY
C
A
M
O
R
E
S
T
MARICOPA
D
R
.
TAFT
AVE.
JO
S
S
L
Y
N
N
S
T
.
STATE RD. 91
STATE
R
D
.
4
4
CL
A
Y
R
D
.
CL
A
Y
R
D
.
STATE
R
D
.
4
4
DR.
BE
L
L
F
I
E
L
D
DR
.
W. WAUKAU AVE.
STATE
R
D
.
9
1
W. WAUKAU AVE.
S.
W
A
S
H
B
U
R
N
S
T
.
U.
S
.
H
W
Y
.
4
1
S
O
U
T
H
B
O
U
N
D
U.
S
.
H
W
Y
.
4
1
N
O
R
T
H
B
O
U
N
D
PO
B
E
R
E
Z
N
Y
R
D
.
PO
B
E
R
E
Z
N
Y
R
D
.
TR.
EN
T
E
R
P
R
I
S
E
W. WAUKAU AVE.W. WAUKAU AVE.
AVE.
FO
R
E
S
T
HO
M
E
GOYK
E
A
V
E
.
NEUN
T
E
U
F
E
L
L
N
.
KN
A
P
P
S
T
.
WAU
P
U
N
R
D
.
VERN AVE.
KILPS
AVE.
S.
W
A
S
H
B
U
R
N
S
T
.
U.
S
.
H
W
Y
.
4
1
S
O
U
T
H
B
O
U
N
D
U.
S
.
H
W
Y
.
4
1
N
O
R
T
H
B
O
U
N
D
UNIVERSAL
ST.
UN
I
V
E
R
S
A
L
ENT
E
R
P
R
I
S
E
W. 20TH AVE.
S.
O
A
K
W
O
O
D
R
D
.
S.
O
A
K
W
O
O
D
R
D
.
STATE
R
D
.
4
4
U.
S
.
H
W
Y
4
1
-
N
O
R
T
H
B
O
U
N
D
U.
S
.
H
W
Y
4
1
-
S
O
U
T
H
B
O
U
N
D
S.
W
A
S
H
B
U
R
N
S
T
.
UN
I
V
E
R
S
A
L
S
T
.
BADGER AVE.
BADGE
R
A
V
E
.
UNI
V
E
R
S
A
L
S
T
.
W. 9TH AVE.
S.
O
A
K
W
O
O
D
A
V
E
.
S.
O
A
K
W
O
O
D
A
V
E
.
LI
N
D
E
N
O
A
K
S
D
R
.
MEADOWBROOK RD.
HOMESTEAD DR.
HUNTER
S
PL.
PH
E
A
S
A
N
T
C
R
E
E
K
D
R
.
FA
I
R
F
A
X
S
T
.
REBECCA RUN
WH
E
A
T
F
I
E
L
D
RUSC
H
F
I
E
L
D
DR.
WE
L
L
I
N
G
T
O
N
DR
.
MOCKINGBIRD WAY
CREEK
SAWYER
DR
.
WHEATFIELD
WA
Y
TI
M
O
T
H
Y
T
R
.
RUS
C
H
F
I
E
L
D
DR.
KILLARNEY CT.
NEWPORT AVE.
FOX TAIL LN.
BE
R
N
H
E
I
M
ST
.
HUNT
E
R
S
GL
E
N
DR
.
WINDHURST DR.
MONT
C
L
A
I
R
MERE
W
O
R
T
H
CT.MONTCLAIR PL.
WO
O
D
S
T
O
C
K
ST
.
LE
N
N
O
X
S
T
.
S.
W
E
S
T
H
A
V
E
N
D
R
.
BRE
N
T
W
O
O
D
D
R
.
CH
A
T
H
A
M
D
R
.
CH
A
T
H
A
M
C
R
.
BR
E
N
T
W
O
O
D
C
R
.
NEWPORT AVE.NEWPORT CT.
CHATH
A
M
C
T
.
MONTCLAIR PL.
TEMPLETON PL.
AR
L
I
N
G
T
O
N
D
R
.
DR.
CRE
S
T
V
I
E
W
D
R
.
MA
R
I
C
O
P
A
D
R
.
LAMPLIGHT CT.
GASLIGHT CT.
CT
.
CA
N
D
L
E
L
I
G
H
T
DO
N
E
G
A
L
C
T
.
GA
L
W
A
Y
C
T
.
VILLAGE LN.
VILL
A
G
E
L
N
.
WESTHAVEN CR.
S. W
E
S
T
H
A
V
E
N
D
R
.
ALLERTON DR.
ALLER
T
O
N
D
R
.
CO
V
I
N
G
T
O
N
D
R
.
TH
O
R
N
T
O
N
D
R
.
WELDON CT.
VILL
A
P
A
R
K
D
R
.
DE
E
R
F
I
E
L
D
D
R
.
MA
R
I
C
O
P
A
D
R
.
S. WA
S
H
B
U
R
N
S
T
.
W. 20TH AVE.
S. WA
S
H
B
U
R
N
S
T
.
CU
M
B
E
R
L
A
N
D
T
R
.
CU
M
B
E
R
L
A
N
D
T
R
.
MARICOPA DR.
DICKINSON AVE.
MA
R
I
C
O
P
A
D
R
.
ARDM
O
R
E
T
R
.
S.
W
A
S
H
B
U
R
N
S
T
.
HE
R
I
T
A
G
E
T
R
.
GREE
N
F
I
E
L
D
T
R
.
HERITAGE C
T
.
ARCADIA AVE.
VIKING
C
T
.
KINGSTON PL.
CAM
D
E
N
L
N
.
S.
W
E
S
T
H
A
V
E
N
D
R
.
MA
R
I
C
O
P
A
D
R
.
W. 9TH AVE.
MA
R
I
C
O
P
A
D
R
.
VIKING
P
L
.
W. 9TH AVE.
U.
S
.
H
W
Y
4
1
-
N
O
R
T
H
B
O
U
N
D
U.
S
.
H
W
Y
4
1
-
S
O
U
T
H
B
O
U
N
D
S.
K
O
E
L
L
E
R
S
T
.
U.
S
.
H
W
Y
4
1
-
N
O
R
T
H
B
O
U
N
D
U.
S
.
H
W
Y
4
1
-
S
O
U
T
H
B
O
U
N
D
MENARD DR.
WITZEL AVE.
S.
O
A
K
W
O
O
D
R
D
.
N.
O
A
K
W
O
O
D
R
D
.
QUA
I
L
R
U
N
DR
.
KI
R
K
W
O
O
D
D
R
.
RADDISON AVE.
KI
R
K
W
O
O
D
D
R
.
E. PHE
A
S
A
N
T
C
T
.
W. PHE
A
S
A
N
T
C
T
.
QUAIL CT
.
FO
X
FI
R
E
BROMFIELD DR.
RO
L
L
I
N
G
G
R
E
E
N
CIRCLE
DR
.
FO
X
F
I
R
E
LU
L
L
A
B
Y
E
R
D
.
MANOR DR.
SO
U
T
H
G
A
T
E
D
R
.
OA
K
M
A
N
O
R
D
R
.
OA
K
P
A
R
K
D
R
.
WYLDEWOOD RD.
DANBE RD.
EAST GATE DR.
DR.OAK CREST
OAK MANOR DR.COU
N
T
R
Y
S
I
D
E
C
T
.
WYLDE OAK CT.
OAK
WYLDE
DR
.
FITCHBURG CT.
WY
L
D
E
OA
K
OV
E
R
L
A
N
D
TR
.
LN.
OV
E
R
L
A
N
D
T
R
.
WOODRIDGE DR.WOODRIDGE DR.
FO
R
E
S
T
V
I
E
W
RD.
RD
.
VIEW
FO
R
E
S
T
WY
L
D
E
B
E
R
R
Y
WY
L
D
E
B
E
R
R
Y
LN
.
WITZEL AVE.WITZEL AVE.
S.
K
O
E
L
L
E
R
S
T
.
S.
W
A
S
H
B
U
R
N
S
T
.
U.
S
.
H
W
Y
4
1
S
O
U
T
H
B
O
U
N
D
U.
S
.
H
W
Y
4
1
N
O
R
T
H
B
O
U
N
D
N.
K
O
E
L
L
E
R
S
T
.
N.
W
A
S
H
B
U
R
N
S
T
.
U.
S
.
H
W
Y
4
1
S
O
U
T
H
B
O
U
N
D
U.
S
.
H
W
Y
4
1
N
O
R
T
H
B
O
U
N
D
SU
L
L
I
V
A
N
S
T
.
BA
R
T
O
N
R
D
.
MA
R
Y
D
E
N
R
D
.
S.
W
E
S
T
H
A
V
E
N
D
R
.
GR
E
E
N
F
I
E
L
D
T
R
.
HE
R
I
T
A
G
E
T
R
.
KINCAID AVE.
GR
A
C
E
L
A
N
D
HE
N
N
E
S
S
Y
S
T
.
DR
.
ABBEY AVE.ABBEY AVE.
GOLDEN AVE.
GRACELAND CT.
KATY CT.
GR
E
E
N
F
I
E
L
D
T
R
.
GR
A
C
E
L
A
N
D
D
R
.
GREE
N
F
I
E
L
D
T
R
.
GR
A
C
E
L
A
N
D
D
R
.
NICOLE CT.
WESTHAVEN CT.
S.
W
E
S
T
H
A
V
E
N
D
R
.
WE
S
T
B
R
O
O
K
D
R
.
BROOKVIEW
C
T
.
MEADOWBROOK CT.
WE
S
T
B
R
O
O
K
D
R
.
NOEL CT.
BLAKE CT.
DR
.
SUNNYBROOK
LAK
E
PO
I
N
T
E
DR
.
SU
N
N
Y
B
R
O
O
K
DR
.
SANDSTON
ECT.FALL CREEK LN.
WI
N
D
I
N
G
B
R
O
O
K
DR
.
LAKES
I
D
E
C
T
.
WI
N
D
I
N
G
B
R
O
O
K
SECURITY D
R
.
N.
WES
T
H
A
V
E
N
HAVENWOOD DR.
STATE R
D
.
2
1
W
E
S
T
B
O
U
N
D
YORKTON PL.
WESTMOOR RD.
WESTMOOR RD.
BISO
N
PT
.
LINWAY CT.
LI
N
W
A
Y
C
T
.
N.
O
A
K
W
O
O
D
R
D
.
STATE RD. 21 WESTBOUND
STATE RD. 21 EASTBOUND
WESTMOOR RD.
GULL
I
G
C
T
.
WE
S
T
M
O
O
R
C
T
.
CO
L
L
E
E
N
C
T
.
AMAN
D
A
C
T
.
DAN
I
E
L
C
T
.
SCENIC DR.
WY
L
D
E
O
A
K
D
R
.
SC
E
N
I
C
C
T
.
SCENIC DR.
HO
N
E
Y
C
R
E
E
K
R
D
.
FO
R
E
S
T
V
I
E
W
D
R
.
HONEY
CREEK RD.TR
I
L
L
I
U
M
TR.
HO
N
E
Y
C
R
E
E
K
R
D
.
CI
R
.
CREEK
CREEK SID
E
D
R
.
STATE R
D
.
2
1
E
A
S
T
B
O
U
N
D
HU
B
B
A
R
D
S
T
.
DE
L
A
W
A
R
E
S
T
.
MC
C
U
R
D
Y
S
T
.
GE
O
R
G
I
A
S
T
.
GE
O
R
G
I
A
S
T
.
W. 18TH AVE.
W. 19TH AVE.
KN
A
P
P
S
T
.
KN
A
P
P
S
T
.
FA
B
R
Y
S
T
.
HARMEL AVE.
SA
N
D
E
R
S
S
T
.
LAAGER LN.
W. 19TH AVE.
W. 18TH AVE.
OR
C
H
A
R
D
L
N
.
OR
C
H
A
R
D
C
T
.
BLOSSOM CT.
APPLE CT.
PAR
K
ST
.
INDIGO DR. pvt
VI
R
G
I
N
I
A
AL
E
X
A
N
D
R
A
C
T
.
SOU
T
H
W.
VEN
T
U
R
E
DR.
W. 20TH AVE.
KOEL
L
E
R
S.
ST
.
KN
A
P
P
S
T
.
FO
U
N
D
A
T
I
O
N
R
D
.
WI
T
T
M
A
N
R
D
.
KN
A
P
P
S
T
.
HIGH OAK DR.
BU
R
N
W
O
O
D
D
R
.
BU
R
N
W
O
O
D
D
R
.
KNAPP ST.
PO
B
E
R
E
Z
N
Y
R
D
.
KN
A
P
P
S
T
.
RIPON
L
N
.
PARK
AVE.
SOUT
H
W.
S.
K
O
E
L
L
E
R
S
T
.
STATE
R
D
.
4
4
FOUND
A
T
I
O
N
R
D
.
VERN
SCHAICKSCHAICK
AVE.TO
L
L
C
T
.
MUSE
U
M
R
D
.
SCHAICK AVE.
S.
K
O
E
L
L
E
R
S
T
.
CAPITAL DR.
CA
P
I
T
A
L
D
R
.
DE
L
A
W
A
R
E
S
T
.
ECKARDT CT.
pvtINDIGO DR.
MAGNOLIA AVE. pvt
W. 20TH AVE.W. 20TH AVE.
WYLDEFLOWER CT.
MOON
C
I
R
.
HOLLY CT.
ACORN CT.
HAVENWOOD DR.
WY
L
D
E
W
O
O
D
DR
.
REBECCA RUN
WITTMAN RD.
AUDREY LN.
EI
D
E
S
T
.
CO
R
R
I
G
A
N
L
N
.
BRUGGER AVE.
GALATIN AVE.
EIDE
RD.
CELEBRATION WAY
KILPS
AV
E
.
AVE.
DR.
VERN AVE.
DO
O
L
I
T
T
L
E
R
D
.
DO
O
L
I
T
T
L
E
R
D
.
ST
I
T
S
R
D
.
RI
L
E
Y
L
N
.
NEUNTEUFEL LN.
SCHAICK AVE.
BI
N
D
E
R
LN
.
WI
T
T
M
A
N
R
D
.
WI
T
T
M
A
N
R
D
.
CELEBRATION WAY
WI
T
T
M
A
N
R
D
.
CAP AVE.CAP AVE.
KN
A
P
P
S
T
.
WITTMAN RD.
WITTMAN RD.
ST
I
T
S
R
D
.
ST
I
T
S
R
D
.
LINDBERGH LINDBERGH
HO
M
E
FO
R
E
S
T
KILPS AVE.
GALATIN AVE.
KNAPP ST.
KILPS
AVE.AVE.
RD.RIDGE
WEST DR. pvt
POINTE
S.
W
A
S
H
B
U
R
N
S
T
.
DR
.
PH
E
A
S
A
N
T
CR
E
E
K
CT.BENNETT
DR
.
CR
E
E
K
PH
E
A
S
A
N
T
JU
D
Y
LE
E
DR
.
FAIFAX ST.
FA
I
R
F
A
X
ST
.
WE
L
L
I
N
G
T
O
N
CT
.
HAYWARD AVE.
NO
R
M
A
N
C
T
.
McCLONE DR.
IN
S
U
R
A
N
C
E
WA
Y
WH
I
T
E
T
A
I
L
ATLAS
A
V
E
.
ATLAS AVE.
GLO
B
A
L
P
A
R
K
W
A
Y
GL
O
B
A
L
P
A
R
K
W
A
Y
LN
.
QUAIL RUN DR.
WOODL
A
N
D
AVE.
ST.
FO
S
T
E
R
AVE.AVE.BISMARCK
HE
I
D
I
DR.
HAVEN
HOLLOW CT.HALLIE
HE
I
D
I
HA
V
E
N
C
T
.
JO
H
N
M
O
O
R
E
D
R
.
BAILEY
CT
.
WILDERNESS PL.
JU
D
Y
L
E
E
C
T
.
RUFFED G
R
O
U
S
E
WAY
SOUT
HPOND
C
T
.
CUTT
E
R
CT.
MA
R
S
H
C
R
E
E
K
R
D
.
OLD
A
L
E
X
C
T
.
BELLFIE
L
D
EL
K
R
I
D
G
E
DR.
TR.
CAS
E
Y
MOCKINGBIRD WAY
ROBIN AVE.
TAFT AVE.
WITZEL AVE.N
M
O
N
T
I
C
E
L
L
O
D
R
.
p
v
t
N.
K
O
E
L
L
E
R
S
T
.
WESTOW
N
E
A
V
E
.
N.
W
A
S
H
B
U
R
N
S
T
.
N.
W
E
S
T
H
A
V
E
N
D
R
.
PATRIOT
DR
.
SPRINGMILL DR.
S-
1
3-1
033
P-
0
6-7
73
S-
1
3-8
74
P-
1
6-6
47
L385
P-AEW-1
P-2980-1.5
P-06-493
P-13-550
L381
P-06-602
P-13-764
P-
1
6-6
46
D-2449-1.2
P-06-678
P-13-1363
P-0
6-474
P-
1
6-4
27
P-
1
3-1
1
87
P-
1
6-4
29
P-
1
6-4
26
P-
1
3-8
49
P-
1
6-4
30
P-
1
3-4
59
P-06-679
P-
1
3-1
1
75
P-0
6-4
71
P-
1
3-4
60
P-13-4
P-
1
3-1
1
78
P-06-462
P-06-770
P-1
3-1035
P-W
M
P
-1
P-06-486
P-06-490
P-
0
6-6
77
P-
1
3-8
46
P-13-559
P-13-456
P-13-561 P-13-547
P-13-455
P-A
EW-28
P-06-685
P-
1
3-1
1
85
P-13-659
P-
0
6-6
88
P-06-552
P-06-1357
P-
1
3-7
91
D-A
E
W-
32
P-0
6-8
37
P-
A
EW
-1
3
P-06-653
O-
AE
W
-13
P-1
3-11
81
P-13-453
P-13-874
D-4
0D-1
P-
1
6-4
28
P-
0
6-8
47
D-WPS C-1
P-
1
3
-7
9
3
P-1
3-765
P-0
6-489
P-1
3-571
P-13-2
P-2751-4
P-13-1220
P-13-555
P-
1
6-4
25
P-1
3-1070
P-2125-75
P-
0
6-8
43
P-13-1365
P-13-2619
D-LP-3
P-06-553
P-
1
3-1
221
P-
0
6-6
80
P-13-1216
D-4
0D-1
.1
D-AEW-37
P-13-660
P-13-873
D-4
0D-2
6
L3
83
P-13-457
D-R
R-20
P-13-853
P-
0
6-1
293
D-4
0D-2
4
P-13-983
P-
1
3-1
1
88
P-06-844
P-13-554
D-R
R-19
D-D-OF-1
D-AD
-3
D-4
0D-3
0
P-1
3-5
70
D-4
0D-2
7
D-4
0D-2
8
P-13-1362
D-R
R-18
P-A EW-10
D-LP-4
D-4
0D-2
9
D-4
0D-2
5
D-A
E
W-
17
P-13-1041 D-RR-5
D-RR-9
D-A
E
W-7
D-RR-8
D-A
E
W-
5
P-
1
3-1
1
83
D-RR-13
P-13-2626
P-13-792
D-4
0D-9
D-R
R-17
D-AD-1
D-D
K-
5
P-
2
751-
2
D-RR-4
D-AE
W-2
D-RR-14
D-RR-10
P-1
3-866
D-44D-9
D-4
0D-2
D-RR-6
D-40D-14
P-0
6-470
P-13-2629
D-AD-5
P-2
531-3
D-4
0D-1
1
P-2
531-2
D-RR-7
D-4
0D-1
5
P-
0
6-1
371
D-D
K-3
P-AEW-22
D-4
0D-2
0
D-AEW-11
D-D
-OF-
2
D-4
0D-8
P-06-841.1
D-4
0D-1
3
D-4
0D-4
P-13-562
D-4
0D-2
3
P-13-794
P-13-1364
P-1
3-1
1
79
D-44D-5
P-
1
3-8
64
D-4
0D-1
2
D-4
0D-3
D-44D-8
D-RR-3
P-
0
6-8
48
P-06-1293.2
P-13-6
D-DITC
H
D-RR-12
P-
1
3-2
371
D-44D-7
D-4
0D-7
D-4
0D-5
D-4
0D-1
8
D-44D-6
P-13-557
P-4
000-94
P-13-454
D-RR-16
P-06-468
D-4
0D-1
0
P-06-494
D-AD-4
P-13-2623
P-06-684
D-2
449
-1.
4
D-A
E
W-9
D-2980-1
P-A
EW
-8
P-06-686
P-
A
EW
-3
P-4000-93
P-06-687.1
P-13-1033
P-13-1190
P-06-846
P-
1
3-5
69
D-4
0D-1
9
P-13-766
D-RR-2
P-13-1003
P-13-847
P-
4
000-
92
P-13-549
P-13-551.1.1
P-
1
3-1
280
P-
0
6-4
87
D-AD-2
P-1
3-420
P-
1
3-1
071
D-40D-17.1
P-06-469
P-13-1219
P-
1
6-4
69
P-13-1217
D-LP-2
D-44D-2
D-40D-16
D-RR-1
P-1
3-8
67
D-AEW-35
D-L
P-5
P-13-1036
P-1
3-1
1
74
P-AEW-33
D-RR-11
D-WPSC-2
P-13-2622
D-D
-OF-3
D-D
K-
4S
P-13-2613
P-13-551.2.1
P-2
980-4
D-DK-2
P-1
3-852
D-DK-1
P-AEW-40
P-2
301-1
P-06-473.1 P-06-473.2
P-
1
3-1
001
P-40D-22
P-
1
6-4
95
P-A
EW
-2
6
P06-1293.1
D-40D-6.1
P-13-871
P-2
751-3
D-AEW-21
P-2531-1
P-13-2614
P-2751-1
P-0
6-640
P-
A
P-
3
P-13-999
P-2449-1.6
P-13-1218
D-D
K-
4N
D-4
0D-2
1
P-AEW-34
P-13-548
D-RR-15
P-13-1703
p-WM MH-1
D-4
0D-6
P-WM P-2
P-13-1000
P-1
3-4
58
P-13-1189
P-13-2381
P-13-452
P-16-487
P-06-1353
P-
0
6-1
388
P-0
6-8
42
P-2301-3
D-AEW-25
P-STR-10.1
D-AEW-31
D-44D-4
D-40D-16.1
P-
1
3-4
71
P-AEW-16
D-AEW-23P-AEW-24
P-13-558
D-40D-31
P-13-1038
P-13-2625
P-13-546
P-STR-5.1
P-
2
449-
1.3
D-AEW-12
D-2980-3
P-4000-91
P-13-568
P-06-1370
P-13-2030
P-13-1292
D-13-1283
D-AEW-27
P-13-1281
P-AEW-30
P-06-1387
P-06-1391
P-06-467
P-2980-2
P-AEW-18
P-2301-1.1
P-06-836P-06-472
P-LP-1
P-06-1355
D-40D-17
P-2449-1.5
P-AEW-20
D-44D-1
P-AEW-15.1
P-13-2029
P-13-2304
P-06-841
P-06-1389
P-13-1279
P-2301-2.1
P-13-869
P-13-1282
P-2690-1
P-2301-2
P-13-1844
P-AEW-14.1
P-13-1704
P-13-2411.1
P-AEW-36
P-06-1392
P-13-2382
D-44D-3
P-06-1062
D-AEW-19
P-06-1282
P-13-552
P-06-845
P-13-1032
P-2449-1.1
P-06-492
P-06-687
D-LP-6
P-13-875
P-13-2624
P-06-1356
P-06-1354
S:\@SAI\351--400\382\030\Data\GIS\Report Figures\Figure 3.02-1 - Pipe Capacities 34x46.mxd
EXISTING CONDITIONS PIPE NETWORK
NORTH BRANCH CAMPBELL CREEK STORMW ATER ST UD YADDENDUM NO. 1CITY OF OSHKOSHWINNEBAGO COUNTY, WISCONSIN FIGURE 3.02-11-382.030
Legend
Storm Sewer
Landmark Plaza
Basin
Campbell Creek Basin
North Branch Basin
South Branch Basin
Sawyer Creek Basin
KN
A
P
P
S
T
WITZEL AVE
TAFT AVE
N
K
O
E
L
L
E
R
S
T
W 9TH AVE
W 5TH AVE
US
H
W
Y
4
1
US
H
W
Y
4
1
MA
S
O
N
S
T
JO
S
S
L
Y
N
S
T
DO
V
E
S
T
S
W
A
S
H
B
U
R
N
S
T
HA
W
K
S
T
OSBOR
N
A
V
E
N
S
A
W
Y
E
R
S
T
N
L
A
R
K
S
T
N
W
E
S
T
F
I
E
L
D
S
T
N
W
A
S
H
B
U
R
N
S
T
SOUTHLAND AVE
ADAMS AVE
PIERCE AVE
S
K
O
E
L
L
E
R
S
T
W. 9TH AVE
BISMARCK AVE
S
E
A
G
L
E
S
T
RE
I
C
H
O
W
S
T
S
S
A
W
Y
E
R
S
T
RUSH AVE
W 6TH AVE
COOLIDGE AVE
GR
A
C
E
L
A
N
D
D
R
BA
U
M
A
N
S
T
S
W
E
S
T
F
I
E
L
D
S
T
W 7TH AVE
S
L
A
R
K
S
T
TYLER AVE
GU
E
N
T
H
E
R
S
T
LI
L
A
C
S
T
WE
S
T
B
R
O
O
K
D
R
AR
M
O
R
Y
P
L
N
E
A
G
L
E
S
T
FO
S
T
E
R
S
T
W 11TH AVE
ROBIN AVE
MA
R
I
C
O
P
A
D
R
ABBEY AVE
PORTER AVE
N
M
E
A
D
O
W
S
T
CU
M
B
E
R
L
A
N
D
T
R
MO
R
E
L
A
N
D
S
T
ARTHUR AVE
KA
N
S
A
S
S
T
W SOU
T
H
P
A
R
K
A
V
E
VAN BUREN AVE
DURFEE
A
V
E
W 4TH AVE
W 2ND AVE
W 3RD AVE
FAUST AVE
WI
N
D
S
O
R
S
T
SU
L
L
I
V
A
N
S
T
SKYVIEW AVE
HE
N
N
E
S
S
Y
S
T
NATIONAL AVE
W 10TH AVE
CRYSTAL SPRINGS AVE
W 12TH AVE
DE
V
O
N
S
H
I
R
E
D
R
KENSINGTON AVE
ARDM
O
R
E
T
R
LINWAY CT pvt
MENARD DR
COVI
N
G
T
O
N
D
R
GOLDEN AVE
LUKE LN
LO
C
U
S
T
S
T
WE
I
S
B
R
O
D
S
T
VIL
L
A
P
A
R
K
D
R
CLAYTON CT
THORNTON DR
S
M
E
A
D
O
W
S
T
HU
N
T
I
N
G
T
O
N
P
L
HA
W
T
H
O
R
N
E
S
T
BR
O
O
K
W
O
O
D
C
T
N EAGL
E
S
T
N
E
A
G
L
E
S
T
S
W
E
S
T
F
I
E
L
D
S
T
S
S
A
W
Y
E
R
S
T
SU
L
L
I
V
A
N
S
T
VAN BUREN AVE
W 7TH AVE W 7TH AVE
N
L
A
R
K
S
T
W 6TH AVE
W 4TH AVE
W 10TH AVE
0
792
79
6
804
78
8
80
8
79
8
790
78
6
766
794
770
776
768
784
782
780
764
806
83
0
816
762
81
8
82
6
800
82
2
81
2
772
802
81
4
83
6
778
82
8
760
774
758
81
0
83
2
82
0
756
75
2
824
846
748
83
8
842
844
754
84
0
83
4
75
0
738
734
73
0
744
728
746
736
72
0 718
732
72
2
716
712
742
714
710
84
8
702
724
740
706
708
850
704
852
726
700
854
87
8
698
696
692
694
856 858
86
0
86
4
86
2
870
69
0
788
770
0
840
814
756
752
80
0
816
846
71
0
766
838
82
8
0
83
2
752
84
0
784
80
6
804
760
79
6
820
854
79
0
78
4
764
758
754
796
754
79
4
82
4
762
79
0
75
2
788
76
0
79
6
742
764
832
750
780
778
860
77
8
842
82
8
83
4
838
78
6
810
760
79
4
832
788
72
8
81
6
784
77
2
776770
80
4
782
78
0
798
0
76
8
75
4
774
77
8
82
0
842
770
0
776
792
77
2
0
784
836
0
73
0
75
2
796
77
6
792
79
6
83
4
0
79
4
76
4
782
728
79
0
782
75
2
760
752
77
6
78
4
830
77
4
77
8
78
6
79
6
76
2
700
750
75
2
78
4
77
2
762
762
778
754
78
4
760
78
8
810
784
766
782
840
852
796
824
804
784
760
854
0
77
2
798
756
78
8
0
794
770
80
0
792
80
8
77
2
76
0
798
83
8
794
83
6
782
810
84
6
79
0
76
0
794
756
76
4
840
780
760
0
83
4
0
806
77
6
786
76
2
844
836
708
786
758
75
6
78
2
754
81
4
0
788
840
802
79
2
78
4
804
844
750
828
774
750
822
756
79
8
796
758
798
75
0
784
794
784
82
0
802
774
77
0
780
776
810
83
0
0
778
77
2
832
760
822
788
838
0
762
842
784
79
2
81
8
77
4
83
0
78
4
816
83
4
764
77
2
766
84
6
79
2
82
0
83
2
78
0
78
8
78
2
78
8
784
786
77
4
850
79
2
788
834
762
750
0
0
846
0
82
4
796
816
814
760
752
822
79
4
814
784
836
836
75
2
840
82
8
79
6
750
820
806
786
79
8
756
750
808
790
850
778
83
6
75
2
83
4
750
76
2
844
806
0
82
4
79
6
838
75
8
0
710
824
76
8
796
758
782
81
2
77
2
804
78
6
822
75
4
75
2
780
810
75
8
75
8
0
0
782
788
82
6
844
764
794
79
4
816
762
78
2
83
4
794
798
756
77
8
0
792
76
8
752
810
79
4
780
82
4
842
77
2
802
796
80
2
830
794
814
788
76
0
82
4
782
76
8
75
6
784
784
83
6
854
786
838
704
0
770
79
6
83
2
0
78
6
74
8
0
762
806
832
758
79
8
78
6
784
782
82
4
80
0
818
78
6
780
820
752
76
0
786
782
80
0
70
0
800
0
790
76
2
79
0
788
79
4
800
78
0
82
8
83
4
834
78
8
75
8
790
704
83
4
784
75
6
77
4
772
76
2
78
6
762
804
840
79
6
746
82
6
752
78
6
770
0
776
77
6
802
79
8
75
0
764
756
794
762
774
820
782
81
6
752
78
4
75
8
78
0
0
782
81
8
774
77
6
806
764
76
8
77
4
754
77
0
774
826
0
796
748
0
792
82
4
832
808
784
79
2
848
764
786
778
822
824
762
838
0
0
772
772
0
0
83
8
79
2
794
840
792
756
0
75
6
77
8
850
788
786
798
76
0
784
78
2
836848
782
756
77
2
75
6
77
4
790
0
79
2
778
788
748
786
79
4
78
2
83
4
794
822
778
778
75
2
78
6
86
0
788
754
818
752
796
796
828
0
76
8
77
2
774
79
0
798
772
0
812
836
82
0
764
820
782
854
76
4
76
0
818
832
838
0
84
4
70
6
750
80
4
770
752
780
806
834
786
79
2
784
832
764
762
0
788
790
798
782
75
6
76
8
822
77
2
794
820
756
816
76
0
75
4
784
814
834
76
2
79
4
79
4
804
774
82
6
84
8
778
78
6
786
83
4
78
6
818
77
8788
75
8
782
848
77
8
836
840
790
0
816
82
0
79
6
77
4
78
8
812
824
792
75
0
834
792
83
4
82
4
836
778
76
8
790 0
0
82
8
774
71
8
84
0
0
784
784
0
752
77
2
79
8
0
70
0
79
2
848
73
2
79
2
83
6
83
0
83
6
702
834
756
780
768
794
75
6
768
80
2
764
752
79
2
78
4
774
826
776
77
8
790
79
6
812
82
4
850
0
0
77
6
79
0
842
76
4
778
762
0
822
77
0
786
81
8
780
82
4
762
766
75
2
760
80
0
836
79
2
838
818
840
770
0
786
756
784
776
77
8
794
752
75
6
822
784
836
83
4
838
836
752
784
752
84
8
808
712
0
83
0
79
8
750
780
768
784
0
756
78
6
82
8
75
0
782
75
4
762
752
780
764
83
0
800
79
0
770
782
0
84
6
79
2
75
4
0
782
810
76
6
76
2
78
4
780
820
0
78
2
84
8
798
752
76
4
856
84
8
77
4
83
2
796
822
780
852
820
760
82
0
76
4
82
2
78
4
80
6
760
824
83
8
832
778
792
83
4
762
79
6
0
77
0
796
752
78
4
786
788
844
0
78
8
816
754
754
788
770
79
6
77
6
752
822
832848
846
794
77
2
812
784
82
0
702
768
79
6
792
750
76
4
77
0
850
762
766
838
77
8
77
2
79
0
0
75
6
848
766
772
75
2
844
78
2
77
8
822
788
0
79
6
79
2
0
71
4
854
778
0
78
0
752
796
78
8
834
758
846
838
838
0
754
786
0
78
6
712
810
79
0
75
2
758
756
0
846
788
0
756
796
0
850
79
8
762
76
2
842
788
76
2
0
77
6
0
750
79
8
816
748
0
752
848
79
6
84
8
814
784
75
6
72
8
776
78
6
784
76
6
794
76
4
784
0
76
6
0
788
794
792
83
0
766
840
836
764
78
8
780
76
4
77
2
790
842
764
83
6
79
0
774
78
6
81
4
76
4
772
0
778
828
758
766
786
0
84
6
83
4
0
854
76
2
834
844
848
78
4
834
75
0
76
8
776
78
4
79
0
78
6
75
6
802
78
4
760
77
8
79
4
806
798
800
75
0
79
4
78
6
774
0
78
8
780
790
0
754
79
4
786
82
4
0
82
8
824
784
84
6
0
772
75
8
794
794
0
832
75
0
762
836
83
0
784
0
832
0
77
8
79
4
82
6
762
75
0
79
2
78
4
75
0
856
83
4
69
6
776
752
78
4
814
780
754
762
76
2
820
76
8
778
77
4
78
0
792
78
6
782
832
800
824
75
4
78
6
758
750
848
756
792
79
0
782
822
788
772
75
2
850
752
79
0
752
788
0
818
83
8
824
788
780
84
6
79
0
818
818
786
842
828
75
4
786
814
752
842
770
822
766
796
788
824
76
0
78
2
788
80
0
774
79
8
756
0
764
770
0
79
2
79
0
81
6
0
780
75
2
762
846
0
840
810
842
766
756
772
838
786
0
780
76
4
77
2
854
818
78
0
0
752
77
6
782
77
8
79
4
750
83
8
78
0
850
75
0
858
77
2
822
834
77
6
752
78
8
784
750
790
780
758
766
752
776
836
82
4
79
2
758
848
76
2
79
2
780
77
4
786
83
6
78
6
838
81
4
746
0
0
780
80
0
79
6
78
8
76
4
706
0
792
79
0
84
8
780786
76
6
82
4
0
0
0
804
776
82
8
0
848
81
4
772
704
830
78
6
752
754
836
0
780
814
77
6
840
0
76
2
814
800
820
80
0
79
0
78
4
836
83
2
788
0
78
4
76
8
760
75
8
764
0
760
768
77
2
786
788
82
2
0
77
4
81
8
0
76
6
79
2
792
82
6
788
75
6
762
766
848
840
762
792
774
0
706
83
4
0
78
4
794
788
75
4
75
6
850
778
85
6
80
0
760
78
0
778
0
78
0
78
0
798
820
704
79
0
848
840
824
794
832
83
6
83
8
77
6
750
79
4
822
77
6
830
83
2
79
8
79
4
82
6
760
756
824
0
756
758
798
78
8
78
0
81
8
75
0
0
820
75
8
732
772
81
0
844
798
76
0
820
0
826
75
4
782
778
750
842
800
840
762
794
766
752
770
76
8
788
814
840
760
798
79
4
756
79
8
750
838
0
806
792
752
76
0
77
8
776
85
8
820
796
762
79
8
828
784
798
780
746
858
75
4
752
826
77
8
764
796
776
79
4
762
810
752
758
758
77
6
794
840
762
77
6
78
8
780
754
792
836
84
2
752
762
776
786
75
0
788
75
0
770
782
824
828
846
77
2
79
2
752
0
83
0
81
0
750
754
756 75
2
75
2
772
770
816
752
832
790
0
76
6
74
8
0
78
6
846
792
80
2
83
4
79
0
840
784
78
4
770
0
0
798
778
78
8
794
79
2
778
81
6
778
770
780
796
792
77
4
78
6
788
78
2
798
798
75
4
77
2
744
782
0
752
844
81
0
77
2
79
6
75
4
822
0
752
778
76
4
764
792
78
0
804
0
78
0
826
782
78
6
826
80
2
782
778
774
82
4
776
782
802
79
8
844
826
832
812
77
4
764
77
8
694
77
6
77
0
798
790
762
776
79
2
77
0
76
2
778
840
80
0
76
2
700
848
780
780
764
752
784
78
6
78
0
0
76
2
810
784
804
780
75
8
792
794
83
0
790
75
2
81
0
76
2
760
758
798
834
80
0
704
836
820
82
4
794
794
846
782
754
844
78
2
80
8
752
760
852
75
6
0
770
78
8
764
794
0
848
79
8
772
846
778
776
778
770
782
0
786792
798
782
83
2
762
78
2
824
79
8
784
748
79
4
83
2
810
77
6
778
840
79
0
80
4
774
77
8
82
0
790
810
79
4
778
77
8
77
6
75
4
0
798
790
79
6
842
822
782
788
794
826
708
786
810
794
750
78
0
756
792
754
83
0
82
0
79
6
79
6
78
0
720
758
76
8
77
4
77
6
78
2
78
6
754
750
708
852
0
746
786
83
8
766
76
2
0
84
6
83
8
79
8
782
792
85
6
0
794
81
2
80
0
790
826
78
4
0
79
6
84
6
79
0
764
786
76
6
77
6
77
4
76
6
74
8
780
776
75
8
846
75
4
75
6
778
838
810
75
4
808
760
774
78
2
858
750
76
6
78
8
786
78
2
84
4
0
838
836
84
2
83
0
0
838
75
4
78
0
770
718
78
4
75
4
796
0
750
0
842 79
4
79
6
77
4
748
84
2
77
2
834
788
78
6
76
2
810
792
76
2
842
754
782
762
80
0
76
2
81
4
854
77
4
806
82
4
752
778
844
75
6
778
77
6
84
0
784
774
0
700
756
80
4
780
84
4
762
76
2
77
2
83
0
828
83
0
702
796
79
2
752
782
780
81
6
82
6
752
0
702
770
754
838
0
79
6
796
0
750
84
8
788
778
0
846
844
852
82
2
75
2
772
76
8
846
75
4
0
78
6
76
0
752
0
75
6
776
808
800
760
850
82
0
790
754
76
2
792
758
796
824
748
788
766
760
756
786
76
0
77
2
752
82
2
844
79
8
77
2
750
0
0
764
784
760
77
8
79
0
75
6
822
75
0
766
780
838
818
844
79
2
810
77
2
842
76
6
0
84
8
81
0
78
8
80
0
75
4
758
810
798
792
698
804
76
4
84
0
762
794
824
0
778
780
774
77
4
79
2
796
812
842
762
82
2
0
0
78
8
0
76
0
756
78
6
78
6
846
780
762
83
0
79
2
78
4
79
6
772
794
76
2
78
8
796
75
6
822
78
0
828
776
78
4
78
4
810
77
8
0
78
0
0
0
764
0
75
2
75
4
78
8
77
0
77
6
782
78
2
79
0
768
840
83
4
0
786
776
75
8
778
790
826
75
2
77
6
0
76
4
0
80
0
79
4
852
78
0
80
2
842
0
76
4
85
4
788
762
79
2
752
816
76
4
76
8
822
754
0
75
0
778
812
758
83
2
784
748
75
8
836
838
780
816
79
0
79
2
778
83
2
0
72
4
820
76
0
82
4
78
2
84
2
786
786
814
83
6
77
0
83
2
0
796
840
804
0
78
6
762
812
0
78
4
698
842
83
8
788
776
76
6
788
74
8
754
762
79
4
750
78
6
79
8
828
75
2
834
760
838
762
83
2
81
6
0
756
0
762
772
758752
786
760
780
800
83
6
75
8
784
762
84
6
75
6
0
754
754
796
0
77
2
786
786
83
6
75
2
0
772
79
4
772
774
832
0
794
78
2
82
6
840
75
8
83
6
76
0
776
834
82
8
0
75
6
760
766
786
778
776
780
776
79
0
75
4
84
2
76
4
83
2
780
756
78
2
784
754
75
4
796
788
756
778
75
0
82
0
770
772
762
0
0
73
0
794
78
6
750
800
77
6
756
79
2
778
80
0
0
0
0
800
77
8
784
846
822
798
778
83
2
782
836
76
0
838
766
848
774
782
75
4
750
83
0
786
76
2
754
78
2
0
774
788
808
794
77
6
752
780
780
748
75
2
79
0
0
778
800
79
8
0
776
78
0
774
754
774
790
0
836
774
77
2
750
848
78
4
0
776
78
2
78
6
77
2
814
786
784
836
770
748
766
79
6
0
762
810
748
0
78
6
834
706
810
828
782
77
4
782
778
75
2
778
78
8
77
2
84
0
782
766
784
800
770
808
82
4
766
836
784
78
4
758
83
484
0
816
80
2
772
75
4
838
0
78
4
83
2
0
79
8
826
818
78
4
832
82
8
76
4
79
4
76
2
77
6
824
794
79
0
78
2
776
0
788
75
6
79
0
0796
780
76
4
794
79
6
82
0
766
796
75
2
0
82
2
79
0
808
78
6
786
790
776
0
846
834
76
2
824
83
4
782
84
8
786
0
0
758
82
4
780
75
4
820 808
750
75
6
0
82
6
76
4
796
768
0
77
4
848
77
6
76
2
780
840
782
76
8
76
0
772
778
812
778
83
8
798
756
77
2
758
752
786
79
8
816
776
76
0
0
83
6
832
814
754
79
6
840
788
83
2
78
8
788
850
75
6
0
75
4
780
762
78
2
780
77
0
774
790
75
0
76
0
848
77
4
774
0
83
2
0
83
0
782
77
6
752
81
4
762
766
800
792
76
0
852
772
78
2
696
754
78
8
83
8
0
79
6
77
4
850
778
0
77
2
79
0
75
6
792
772
752
77
8
78
0
780
786
0
846
776
756
82
4
840
82
8
828
844
770
0
772
844
778
79
6
774
778
78
2
834
848
758
838
782
860
818
79
2
75
4
844
822
78
4
754
78
6
798
83
8
80
0
78
8
75
2
770
74
2
782
82
6
774
83
8
84
4
78
6
830
77
8
77
4
792
752
812
79
6
77
0
76
6
77
8
75
2
784
76
0
0
790
75
8
0
79
4
83
0
77
6
0
780
78
0
782
82
0
798
798
0
786
756
786
762
790
82
6
75
4
752
780
76
4
762
0
78
8
76
4
836
840
772
754
77
6
760
0
78
6
770
82
0
794
81
2
758
78
6
842
838
0
756
824
756
78
2
79
6
764
796
816
838
778
83
4
786
848
788
782
0
77
8
82
0
784
78
8
784
75
8
788 694
77
6
808
778
756
800
782
756
786
78
0
0
0
842
76
2
79
6
792
752
812
792
78
6
76
4
786
798
756
756
79
0
75
4
76
0
766
75
0
762
81
8
796
836
794
76
4
820
76
4
80
4
784
83
0
854
794
754
75
2
0
75
8
83
6
778
77
8
818
75
4
76
8
0
768
80
6
79
8
750
80
2
776
84
4
76
8
780
78
2
760
836
804
79
0
78
6
796
778
75
6
756
820
79
4
822
786
752
0
796
810
0
79
2
0
0
768
0
80
2
85
6
846
78
4
784
836
768
800
842
82
2
82
2
786
826
772
762
846
76
0
780
78
8
76
0
780
79
4
752
75
6
83
2
824
76
6
0
764
788
840
828
758
796
784
816
760
750
782
782
780
77
4
850
762
800
0
706
82
2
83
8
772
0
0
832
852
0
770
81
6
76
8
760
818
80
8
846
760
0
0
754
834
788
76
4
77
2
832
77
2
840
75
8
77
4
0
780
754
756
77
0
790
0
79
2
786
794
80
0
80
8
79
4
818
820
78
4
800
0
77
6
83
2
792
80
2
840
75
8
786
790
850
80
2
772
82
4
802
758
77
8
776
79
0
76
4
792
754
0
790
83
4
0
796
83
0
802
0 75
8
750
78
4
76
0
796
75
6
78
0
784
780
75
6
776
778
80
0
0
83
0
0
78
8
822
78
4
842
77
8
760
752
812
794
76
0
0
798
82
8
76
0
786
80
0
83
8
852
756
822
77
4
77
0
800
796
752
760
78
6
79
4
764
79
6
752
83
8
844
846
76
6
79
6
76
4
784
810
76
2
802
77
8
782
790
0
776
79
8
75
6
0
0
77
4
784
79
0
0
790
76
4
842
838
79
8
778
754
78
6
774
796
756
84
0
778
82
8
764
74
8
77
2
808
74
8
802
81
8
79
0
82
0
78
2
77
4
778
77
8
788
75
0
782
77
8
0
826
75
8
81
0
710
0
82
8
782
78
2
75
0
840
796
79
0
83
8
80
2
750
78
4
77
2
762
85
0
80
6
774
76
0
846
0
830
83
4
81
6
784
76
2
80
8
778
78
8
782
76
8
82
0
77
4
768
78
6
818
760
788
84
4
772
792
78
8
792
0
784
78
4
79
8
838
77
4
832
820
774
766
776
838
800
78
2
78
6
77
2
766
77
4
77
8
848
780
788
786
800
76
8
834
81
0
778
794
780
818
77
8
764
80
0
802
0
75
2
0
766
786
79
6
0
824
786
82
8
856
0
782
76
4
842
812
782
778
786
792
796
70
8
784
80
0
0
840
79
4
80
2
78
0
824
78
6
752
782
824
790
754
750
0
754
76
0
776
83
6
796
0
75
4
750
81
6
830
83
6
76
2
798
766
790
848
0
760
0
75
0
832
77
8
78
2
79
6
76
8
0
78
2
78
2
808
790 780
0
758
0
792
0
846
844
854
780
83
6
780
792
83
4
760
752
792
788
81
4
0
792
78
2
780
76
2
752
816
75
2
0
758
79
2
788
83
4
780
794
802
794
790
0
78
2
78
4
780
80
0
752
796
846
794
784
756
752
854
756
83
4
790
836
804
75
4
764
770
82
6
75
4
780
820
77
0
0
782
754
78
8
770
838
752
846
77
0
78
2
0
79
4
836
76
2
800
69
2
780
766
82
0
748
838
78
8
78
0
754
780
838
774
764
79
2
82
0
0
81
4
778
0
84
2
786
800
818
792
786
83
6
766
782
790
800
784
78
0
83
6
0
786
782
83
4
796
83
8
82
8
80
0
830
84
0
784
76
2
79
0
0
786
778
774
754
840
74
8
788
83
4
750
794
794
75
8
77
4
0
782
784
780
75
8
0
0
0
0
790
78
6
75
4
80
4
0
82
4
0
78
2
754
79
4
790
77
2
774
0
784
75
6
764
774
77
6
78
2
776
750
818
784
766
0
792
780
76
0
832
792
0
76
2
82
8
846
78
8
0
78
4
0
852
784
770
79
0
784
85
0
77
6
846
792
778
83
6
80
8
83
6
754
77
4
78
8
766
0
762
78
6
822
770
83
8
0
79
0
818
0
0
840
794
78
6
782
776
786
810
826
750
0
0
75
2
780
0
752
0
816
842
794
78
2
786
77
2
786
816
830
804
76
8
788
84
6
78
8
78
6 764
0
78
6
84
2
788
0
76
2
778
780
792
0
768
77
2
0
816
826
76
8
77
4
75
4
75
4
79
4
750
81
4
830
818
786
79
0
704
75
0
750
76
2
83
4
794
824
774
844
756
790
764
788
0
83
6
77
2
764
810
81
6
786
768
838
0
80
0
752
756
84
4
752
82
4
840
76
4
838
780
770
786
78
6
778
77
0
838
794
788
752
77
8
0
778
782
780
778
754
802
836
752
790
804
834
796
844
770
778
0
0
78
4
758
782
0
0
76
2
75
2
790
786
772
780
788
756
PIPE CAPACITY ANALYSIS - WITH ALTERNATIVE 13B IN PLACE
NORTH BRANCH CAMPBELL CREEK ST ORMWATER STUDYCITY OF OSHKOSHWINNEBAGO COUNTY, W ISCONSIN
FIGUR
E
4
.
09
-1
1-3
8
2
.
030
S:\@
SA
I
\
351
-
-4
0
0
\
38
2\
030
\
D
a
t
a\
GI
S
\
Re
p
or
t
F
i
gur
es\
Figu
re
4
.
0
9
-
1
-
A
l
t
1
3
B
P
i
pe
Ca
pa
c
i
t
y An
al
ysi
s
2
2
x
3
4.
mx
d
0 700 1,400350 Feet
/
Legend
Storm Sewer Capacity
<1 year
1 year
2 year
5 year
10 year
25 year
50 year
100 year
Existing Drainage Basin
Storm Manhole
Storm Sewer
Parcel
KN
A
P
P
S
T
WITZEL AVE
TAFT AVE
N
K
O
E
L
L
E
R
S
T
W 9TH AVE
W 5TH AVE
US
H
W
Y
4
1
US
H
W
Y
4
1
MA
S
O
N
S
T
JO
S
S
L
Y
N
S
T
DO
V
E
S
T
S
W
A
S
H
B
U
R
N
S
T
HA
W
K
S
T
OSBOR
N
A
V
E
N
S
A
W
Y
E
R
S
T
N
L
A
R
K
S
T
N
W
E
S
T
F
I
E
L
D
S
T
N
W
A
S
H
B
U
R
N
S
T
SOUTHLAND AVE
ADAMS AVE
PIERCE AVE
S
K
O
E
L
L
E
R
S
T
W. 9TH AVE
BISMARCK AVE
S
E
A
G
L
E
S
T
RE
I
C
H
O
W
S
T
S
S
A
W
Y
E
R
S
T
RUSH AVE
W 6TH AVE
COOLIDGE AVE
GR
A
C
E
L
A
N
D
D
R
BA
U
M
A
N
S
T
S
W
E
S
T
F
I
E
L
D
S
T
W 7TH AVE
S
L
A
R
K
S
T
TYLER AVE
GU
E
N
T
H
E
R
S
T
LI
L
A
C
S
T
WE
S
T
B
R
O
O
K
D
R
AR
M
O
R
Y
P
L
N
E
A
G
L
E
S
T
FO
S
T
E
R
S
T
W 11TH AVE
ROBIN AVE
MA
R
I
C
O
P
A
D
R
ABBEY AVE
PORTER AVE
N
M
E
A
D
O
W
S
T
CU
M
B
E
R
L
A
N
D
T
R
MO
R
E
L
A
N
D
S
T
ARTHUR AVE
KA
N
S
A
S
S
T
W SOU
T
H
P
A
R
K
A
V
E
VAN BUREN AVE
DURFEE
A
V
E
W 4TH AVE
W 2ND AVE
W 3RD AVE
FAUST AVE
WI
N
D
S
O
R
S
T
SU
L
L
I
V
A
N
S
T
SKYVIEW AVE
HE
N
N
E
S
S
Y
S
T
NATIONAL AVE
W 10TH AVE
CRYSTAL SPRINGS AVE
W 12TH AVE
DE
V
O
N
S
H
I
R
E
D
R
KENSINGTON AVE
ARDM
O
R
E
T
R
LINWAY CT pvt
MENARD DR
COVI
N
G
T
O
N
D
R
GOLDEN AVE
LUKE LN
LO
C
U
S
T
S
T
WE
I
S
B
R
O
D
S
T
VIL
L
A
P
A
R
K
D
R
CLAYTON CT
THORNTON DR
S
M
E
A
D
O
W
S
T
HU
N
T
I
N
G
T
O
N
P
L
HA
W
T
H
O
R
N
E
S
T
BR
O
O
K
W
O
O
D
C
T
N EAGL
E
S
T
N
E
A
G
L
E
S
T
S
W
E
S
T
F
I
E
L
D
S
T
S
S
A
W
Y
E
R
S
T
SU
L
L
I
V
A
N
S
T
VAN BUREN AVE
W 7TH AVE W 7TH AVE
N
L
A
R
K
S
T
W 6TH AVE
W 4TH AVE
W 10TH AVE
0
792
79
6
804
78
8
80
8
79
8
790
78
6
766
794
770
776
768
784
782
780
764
806
83
0
816
762
81
8
82
6
800
82
2
81
2
772
802
81
4
83
6
778
82
8
760
774
758
81
0
83
2
82
0
756
75
2
824
846
748
83
8
842
844
754
84
0
83
4
75
0
738
734
73
0
744
728
746
736
72
0 718
732
72
2
716
712
742
714
710
84
8
702
724
740
706
708
850
704
852
726
700
854
87
8
698
696
692
694
856 858
86
0
86
4
86
2
870
69
0
788
770
0
840
814
756
752
80
0
816
846
71
0
766
838
82
8
0
83
2
752
84
0
784
80
6
804
760
79
6
820
854
79
0
78
4
764
758
754
796
754
79
4
82
4
762
79
0
75
2
788
76
0
79
6
742
764
832
750
780
778
860
77
8
842
82
8
83
4
838
78
6
810
760
79
4
832
788
72
8
81
6
784
77
2
776770
80
4
782
78
0
798
0
76
8
75
4
774
77
8
82
0
842
770
0
776
792
77
2
0
784
836
0
73
0
75
2
796
77
6
792
79
6
83
4
0
79
4
76
4
782
728
79
0
782
75
2
760
752
77
6
78
4
830
77
4
77
8
78
6
79
6
76
2
700
750
75
2
78
4
77
2
762
762
778
754
78
4
760
78
8
810
784
766
782
840
852
796
824
804
784
760
854
0
77
2
798
756
78
8
0
794
770
80
0
792
80
8
77
2
76
0
798
83
8
794
83
6
782
810
84
6
79
0
76
0
794
756
76
4
840
780
760
0
83
4
0
806
77
6
786
76
2
844
836
708
786
758
75
6
78
2
754
81
4
0
788
840
802
79
2
78
4
804
844
750
828
774
750
822
756
79
8
796
758
798
75
0
784
794
784
82
0
802
774
77
0
780
776
810
83
0
0
778
77
2
832
760
822
788
838
0
762
842
784
79
2
81
8
77
4
83
0
78
4
816
83
4
764
77
2
766
84
6
79
2
82
0
83
2
78
0
78
8
78
2
78
8
784
786
77
4
850
79
2
788
834
762
750
0
0
846
0
82
4
796
816
814
760
752
822
79
4
814
784
836
836
75
2
840
82
8
79
6
750
820
806
786
79
8
756
750
808
790
850
778
83
6
75
2
83
4
750
76
2
844
806
0
82
4
79
6
838
75
8
0
710
824
76
8
796
758
782
81
2
77
2
804
78
6
822
75
4
75
2
780
810
75
8
75
8
0
0
782
788
82
6
844
764
794
79
4
816
762
78
2
83
4
794
798
756
77
8
0
792
76
8
752
810
79
4
780
82
4
842
77
2
802
796
80
2
830
794
814
788
76
0
82
4
782
76
8
75
6
784
784
83
6
854
786
838
704
0
770
79
6
83
2
0
78
6
74
8
0
762
806
832
758
79
8
78
6
784
782
82
4
80
0
818
78
6
780
820
752
76
0
786
782
80
0
70
0
800
0
790
76
2
79
0
788
79
4
800
78
0
82
8
83
4
834
78
8
75
8
790
704
83
4
784
75
6
77
4
772
76
2
78
6
762
804
840
79
6
746
82
6
752
78
6
770
0
776
77
6
802
79
8
75
0
764
756
794
762
774
820
782
81
6
752
78
4
75
8
78
0
0
782
81
8
774
77
6
806
764
76
8
77
4
754
77
0
774
826
0
796
748
0
792
82
4
832
808
784
79
2
848
764
786
778
822
824
762
838
0
0
772
772
0
0
83
8
79
2
794
840
792
756
0
75
6
77
8
850
788
786
798
76
0
784
78
2
836848
782
756
77
2
75
6
77
4
790
0
79
2
778
788
748
786
79
4
78
2
83
4
794
822
778
778
75
2
78
6
86
0
788
754
818
752
796
796
828
0
76
8
77
2
774
79
0
798
772
0
812
836
82
0
764
820
782
854
76
4
76
0
818
832
838
0
84
4
70
6
750
80
4
770
752
780
806
834
786
79
2
784
832
764
762
0
788
790
798
782
75
6
76
8
822
77
2
794
820
756
816
76
0
75
4
784
814
834
76
2
79
4
79
4
804
774
82
6
84
8
778
78
6
786
83
4
78
6
818
77
8788
75
8
782
848
77
8
836
840
790
0
816
82
0
79
6
77
4
78
8
812
824
792
75
0
834
792
83
4
82
4
836
778
76
8
790 0
0
82
8
774
71
8
84
0
0
784
784
0
752
77
2
79
8
0
70
0
79
2
848
73
2
79
2
83
6
83
0
83
6
702
834
756
780
768
794
75
6
768
80
2
764
752
79
2
78
4
774
826
776
77
8
790
79
6
812
82
4
850
0
0
77
6
79
0
842
76
4
778
762
0
822
77
0
786
81
8
780
82
4
762
766
75
2
760
80
0
836
79
2
838
818
840
770
0
786
756
784
776
77
8
794
752
75
6
822
784
836
83
4
838
836
752
784
752
84
8
808
712
0
83
0
79
8
750
780
768
784
0
756
78
6
82
8
75
0
782
75
4
762
752
780
764
83
0
800
79
0
770
782
0
84
6
79
2
75
4
0
782
810
76
6
76
2
78
4
780
820
0
78
2
84
8
798
752
76
4
856
84
8
77
4
83
2
796
822
780
852
820
760
82
0
76
4
82
2
78
4
80
6
760
824
83
8
832
778
792
83
4
762
79
6
0
77
0
796
752
78
4
786
788
844
0
78
8
816
754
754
788
770
79
6
77
6
752
822
832848
846
794
77
2
812
784
82
0
702
768
79
6
792
750
76
4
77
0
850
762
766
838
77
8
77
2
79
0
0
75
6
848
766
772
75
2
844
78
2
77
8
822
788
0
79
6
79
2
0
71
4
854
778
0
78
0
752
796
78
8
834
758
846
838
838
0
754
786
0
78
6
712
810
79
0
75
2
758
756
0
846
788
0
756
796
0
850
79
8
762
76
2
842
788
76
2
0
77
6
0
750
79
8
816
748
0
752
848
79
6
84
8
814
784
75
6
72
8
776
78
6
784
76
6
794
76
4
784
0
76
6
0
788
794
792
83
0
766
840
836
764
78
8
780
76
4
77
2
790
842
764
83
6
79
0
774
78
6
81
4
76
4
772
0
778
828
758
766
786
0
84
6
83
4
0
854
76
2
834
844
848
78
4
834
75
0
76
8
776
78
4
79
0
78
6
75
6
802
78
4
760
77
8
79
4
806
798
800
75
0
79
4
78
6
774
0
78
8
780
790
0
754
79
4
786
82
4
0
82
8
824
784
84
6
0
772
75
8
794
794
0
832
75
0
762
836
83
0
784
0
832
0
77
8
79
4
82
6
762
75
0
79
2
78
4
75
0
856
83
4
69
6
776
752
78
4
814
780
754
762
76
2
820
76
8
778
77
4
78
0
792
78
6
782
832
800
824
75
4
78
6
758
750
848
756
792
79
0
782
822
788
772
75
2
850
752
79
0
752
788
0
818
83
8
824
788
780
84
6
79
0
818
818
786
842
828
75
4
786
814
752
842
770
822
766
796
788
824
76
0
78
2
788
80
0
774
79
8
756
0
764
770
0
79
2
79
0
81
6
0
780
75
2
762
846
0
840
810
842
766
756
772
838
786
0
780
76
4
77
2
854
818
78
0
0
752
77
6
782
77
8
79
4
750
83
8
78
0
850
75
0
858
77
2
822
834
77
6
752
78
8
784
750
790
780
758
766
752
776
836
82
4
79
2
758
848
76
2
79
2
780
77
4
786
83
6
78
6
838
81
4
746
0
0
780
80
0
79
6
78
8
76
4
706
0
792
79
0
84
8
780786
76
6
82
4
0
0
0
804
776
82
8
0
848
81
4
772
704
830
78
6
752
754
836
0
780
814
77
6
840
0
76
2
814
800
820
80
0
79
0
78
4
836
83
2
788
0
78
4
76
8
760
75
8
764
0
760
768
77
2
786
788
82
2
0
77
4
81
8
0
76
6
79
2
792
82
6
788
75
6
762
766
848
840
762
792
774
0
706
83
4
0
78
4
794
788
75
4
75
6
850
778
85
6
80
0
760
78
0
778
0
78
0
78
0
798
820
704
79
0
848
840
824
794
832
83
6
83
8
77
6
750
79
4
822
77
6
830
83
2
79
8
79
4
82
6
760
756
824
0
756
758
798
78
8
78
0
81
8
75
0
0
820
75
8
732
772
81
0
844
798
76
0
820
0
826
75
4
782
778
750
842
800
840
762
794
766
752
770
76
8
788
814
840
760
798
79
4
756
79
8
750
838
0
806
792
752
76
0
77
8
776
85
8
820
796
762
79
8
828
784
798
780
746
858
75
4
752
826
77
8
764
796
776
79
4
762
810
752
758
758
77
6
794
840
762
77
6
78
8
780
754
792
836
84
2
752
762
776
786
75
0
788
75
0
770
782
824
828
846
77
2
79
2
752
0
83
0
81
0
750
754
756 75
2
75
2
772
770
816
752
832
790
0
76
6
74
8
0
78
6
846
792
80
2
83
4
79
0
840
784
78
4
770
0
0
798
778
78
8
794
79
2
778
81
6
778
770
780
796
792
77
4
78
6
788
78
2
798
798
75
4
77
2
744
782
0
752
844
81
0
77
2
79
6
75
4
822
0
752
778
76
4
764
792
78
0
804
0
78
0
826
782
78
6
826
80
2
782
778
774
82
4
776
782
802
79
8
844
826
832
812
77
4
764
77
8
694
77
6
77
0
798
790
762
776
79
2
77
0
76
2
778
840
80
0
76
2
700
848
780
780
764
752
784
78
6
78
0
0
76
2
810
784
804
780
75
8
792
794
83
0
790
75
2
81
0
76
2
760
758
798
834
80
0
704
836
820
82
4
794
794
846
782
754
844
78
2
80
8
752
760
852
75
6
0
770
78
8
764
794
0
848
79
8
772
846
778
776
778
770
782
0
786792
798
782
83
2
762
78
2
824
79
8
784
748
79
4
83
2
810
77
6
778
840
79
0
80
4
774
77
8
82
0
790
810
79
4
778
77
8
77
6
75
4
0
798
790
79
6
842
822
782
788
794
826
708
786
810
794
750
78
0
756
792
754
83
0
82
0
79
6
79
6
78
0
720
758
76
8
77
4
77
6
78
2
78
6
754
750
708
852
0
746
786
83
8
766
76
2
0
84
6
83
8
79
8
782
792
85
6
0
794
81
2
80
0
790
826
78
4
0
79
6
84
6
79
0
764
786
76
6
77
6
77
4
76
6
74
8
780
776
75
8
846
75
4
75
6
778
838
810
75
4
808
760
774
78
2
858
750
76
6
78
8
786
78
2
84
4
0
838
836
84
2
83
0
0
838
75
4
78
0
770
718
78
4
75
4
796
0
750
0
842 79
4
79
6
77
4
748
84
2
77
2
834
788
78
6
76
2
810
792
76
2
842
754
782
762
80
0
76
2
81
4
854
77
4
806
82
4
752
778
844
75
6
778
77
6
84
0
784
774
0
700
756
80
4
780
84
4
762
76
2
77
2
83
0
828
83
0
702
796
79
2
752
782
780
81
6
82
6
752
0
702
770
754
838
0
79
6
796
0
750
84
8
788
778
0
846
844
852
82
2
75
2
772
76
8
846
75
4
0
78
6
76
0
752
0
75
6
776
808
800
760
850
82
0
790
754
76
2
792
758
796
824
748
788
766
760
756
786
76
0
77
2
752
82
2
844
79
8
77
2
750
0
0
764
784
760
77
8
79
0
75
6
822
75
0
766
780
838
818
844
79
2
810
77
2
842
76
6
0
84
8
81
0
78
8
80
0
75
4
758
810
798
792
698
804
76
4
84
0
762
794
824
0
778
780
774
77
4
79
2
796
812
842
762
82
2
0
0
78
8
0
76
0
756
78
6
78
6
846
780
762
83
0
79
2
78
4
79
6
772
794
76
2
78
8
796
75
6
822
78
0
828
776
78
4
78
4
810
77
8
0
78
0
0
0
764
0
75
2
75
4
78
8
77
0
77
6
782
78
2
79
0
768
840
83
4
0
786
776
75
8
778
790
826
75
2
77
6
0
76
4
0
80
0
79
4
852
78
0
80
2
842
0
76
4
85
4
788
762
79
2
752
816
76
4
76
8
822
754
0
75
0
778
812
758
83
2
784
748
75
8
836
838
780
816
79
0
79
2
778
83
2
0
72
4
820
76
0
82
4
78
2
84
2
786
786
814
83
6
77
0
83
2
0
796
840
804
0
78
6
762
812
0
78
4
698
842
83
8
788
776
76
6
788
74
8
754
762
79
4
750
78
6
79
8
828
75
2
834
760
838
762
83
2
81
6
0
756
0
762
772
758752
786
760
780
800
83
6
75
8
784
762
84
6
75
6
0
754
754
796
0
77
2
786
786
83
6
75
2
0
772
79
4
772
774
832
0
794
78
2
82
6
840
75
8
83
6
76
0
776
834
82
8
0
75
6
760
766
786
778
776
780
776
79
0
75
4
84
2
76
4
83
2
780
756
78
2
784
754
75
4
796
788
756
778
75
0
82
0
770
772
762
0
0
73
0
794
78
6
750
800
77
6
756
79
2
778
80
0
0
0
0
800
77
8
784
846
822
798
778
83
2
782
836
76
0
838
766
848
774
782
75
4
750
83
0
786
76
2
754
78
2
0
774
788
808
794
77
6
752
780
780
748
75
2
79
0
0
778
800
79
8
0
776
78
0
774
754
774
790
0
836
774
77
2
750
848
78
4
0
776
78
2
78
6
77
2
814
786
784
836
770
748
766
79
6
0
762
810
748
0
78
6
834
706
810
828
782
77
4
782
778
75
2
778
78
8
77
2
84
0
782
766
784
800
770
808
82
4
766
836
784
78
4
758
83
484
0
816
80
2
772
75
4
838
0
78
4
83
2
0
79
8
826
818
78
4
832
82
8
76
4
79
4
76
2
77
6
824
794
79
0
78
2
776
0
788
75
6
79
0
0796
780
76
4
794
79
6
82
0
766
796
75
2
0
82
2
79
0
808
78
6
786
790
776
0
846
834
76
2
824
83
4
782
84
8
786
0
0
758
82
4
780
75
4
820 808
750
75
6
0
82
6
76
4
796
768
0
77
4
848
77
6
76
2
780
840
782
76
8
76
0
772
778
812
778
83
8
798
756
77
2
758
752
786
79
8
816
776
76
0
0
83
6
832
814
754
79
6
840
788
83
2
78
8
788
850
75
6
0
75
4
780
762
78
2
780
77
0
774
790
75
0
76
0
848
77
4
774
0
83
2
0
83
0
782
77
6
752
81
4
762
766
800
792
76
0
852
772
78
2
696
754
78
8
83
8
0
79
6
77
4
850
778
0
77
2
79
0
75
6
792
772
752
77
8
78
0
780
786
0
846
776
756
82
4
840
82
8
828
844
770
0
772
844
778
79
6
774
778
78
2
834
848
758
838
782
860
818
79
2
75
4
844
822
78
4
754
78
6
798
83
8
80
0
78
8
75
2
770
74
2
782
82
6
774
83
8
84
4
78
6
830
77
8
77
4
792
752
812
79
6
77
0
76
6
77
8
75
2
784
76
0
0
790
75
8
0
79
4
83
0
77
6
0
780
78
0
782
82
0
798
798
0
786
756
786
762
790
82
6
75
4
752
780
76
4
762
0
78
8
76
4
836
840
772
754
77
6
760
0
78
6
770
82
0
794
81
2
758
78
6
842
838
0
756
824
756
78
2
79
6
764
796
816
838
778
83
4
786
848
788
782
0
77
8
82
0
784
78
8
784
75
8
788 694
77
6
808
778
756
800
782
756
786
78
0
0
0
842
76
2
79
6
792
752
812
792
78
6
76
4
786
798
756
756
79
0
75
4
76
0
766
75
0
762
81
8
796
836
794
76
4
820
76
4
80
4
784
83
0
854
794
754
75
2
0
75
8
83
6
778
77
8
818
75
4
76
8
0
768
80
6
79
8
750
80
2
776
84
4
76
8
780
78
2
760
836
804
79
0
78
6
796
778
75
6
756
820
79
4
822
786
752
0
796
810
0
79
2
0
0
768
0
80
2
85
6
846
78
4
784
836
768
800
842
82
2
82
2
786
826
772
762
846
76
0
780
78
8
76
0
780
79
4
752
75
6
83
2
824
76
6
0
764
788
840
828
758
796
784
816
760
750
782
782
780
77
4
850
762
800
0
706
82
2
83
8
772
0
0
832
852
0
770
81
6
76
8
760
818
80
8
846
760
0
0
754
834
788
76
4
77
2
832
77
2
840
75
8
77
4
0
780
754
756
77
0
790
0
79
2
786
794
80
0
80
8
79
4
818
820
78
4
800
0
77
6
83
2
792
80
2
840
75
8
786
790
850
80
2
772
82
4
802
758
77
8
776
79
0
76
4
792
754
0
790
83
4
0
796
83
0
802
0 75
8
750
78
4
76
0
796
75
6
78
0
784
780
75
6
776
778
80
0
0
83
0
0
78
8
822
78
4
842
77
8
760
752
812
794
76
0
0
798
82
8
76
0
786
80
0
83
8
852
756
822
77
4
77
0
800
796
752
760
78
6
79
4
764
79
6
752
83
8
844
846
76
6
79
6
76
4
784
810
76
2
802
77
8
782
790
0
776
79
8
75
6
0
0
77
4
784
79
0
0
790
76
4
842
838
79
8
778
754
78
6
774
796
756
84
0
778
82
8
764
74
8
77
2
808
74
8
802
81
8
79
0
82
0
78
2
77
4
778
77
8
788
75
0
782
77
8
0
826
75
8
81
0
710
0
82
8
782
78
2
75
0
840
796
79
0
83
8
80
2
750
78
4
77
2
762
85
0
80
6
774
76
0
846
0
830
83
4
81
6
784
76
2
80
8
778
78
8
782
76
8
82
0
77
4
768
78
6
818
760
788
84
4
772
792
78
8
792
0
784
78
4
79
8
838
77
4
832
820
774
766
776
838
800
78
2
78
6
77
2
766
77
4
77
8
848
780
788
786
800
76
8
834
81
0
778
794
780
818
77
8
764
80
0
802
0
75
2
0
766
786
79
6
0
824
786
82
8
856
0
782
76
4
842
812
782
778
786
792
796
70
8
784
80
0
0
840
79
4
80
2
78
0
824
78
6
752
782
824
790
754
750
0
754
76
0
776
83
6
796
0
75
4
750
81
6
830
83
6
76
2
798
766
790
848
0
760
0
75
0
832
77
8
78
2
79
6
76
8
0
78
2
78
2
808
790 780
0
758
0
792
0
846
844
854
780
83
6
780
792
83
4
760
752
792
788
81
4
0
792
78
2
780
76
2
752
816
75
2
0
758
79
2
788
83
4
780
794
802
794
790
0
78
2
78
4
780
80
0
752
796
846
794
784
756
752
854
756
83
4
790
836
804
75
4
764
770
82
6
75
4
780
820
77
0
0
782
754
78
8
770
838
752
846
77
0
78
2
0
79
4
836
76
2
800
69
2
780
766
82
0
748
838
78
8
78
0
754
780
838
774
764
79
2
82
0
0
81
4
778
0
84
2
786
800
818
792
786
83
6
766
782
790
800
784
78
0
83
6
0
786
782
83
4
796
83
8
82
8
80
0
830
84
0
784
76
2
79
0
0
786
778
774
754
840
74
8
788
83
4
750
794
794
75
8
77
4
0
782
784
780
75
8
0
0
0
0
790
78
6
75
4
80
4
0
82
4
0
78
2
754
79
4
790
77
2
774
0
784
75
6
764
774
77
6
78
2
776
750
818
784
766
0
792
780
76
0
832
792
0
76
2
82
8
846
78
8
0
78
4
0
852
784
770
79
0
784
85
0
77
6
846
792
778
83
6
80
8
83
6
754
77
4
78
8
766
0
762
78
6
822
770
83
8
0
79
0
818
0
0
840
794
78
6
782
776
786
810
826
750
0
0
75
2
780
0
752
0
816
842
794
78
2
786
77
2
786
816
830
804
76
8
788
84
6
78
8
78
6 764
0
78
6
84
2
788
0
76
2
778
780
792
0
768
77
2
0
816
826
76
8
77
4
75
4
75
4
79
4
750
81
4
830
818
786
79
0
704
75
0
750
76
2
83
4
794
824
774
844
756
790
764
788
0
83
6
77
2
764
810
81
6
786
768
838
0
80
0
752
756
84
4
752
82
4
840
76
4
838
780
770
786
78
6
778
77
0
838
794
788
752
77
8
0
778
782
780
778
754
802
836
752
790
804
834
796
844
770
778
0
0
78
4
758
782
0
0
76
2
75
2
790
786
772
780
788
756
PIPE CAPACITY ANALYSIS - WITH ALTERNATIVE 16 IN PLACE
NORTH BRANCH CAMPBELL CREEK ST ORMWATER STUDYCITY OF OSHKOSHWINNEBAGO COUNTY, W ISCONSIN
FIGUR
E
4
.
10
-1
1-3
8
2
.
030
S:\@
SA
I
\
351
-
-4
0
0
\
38
2\
030
\
D
a
t
a\
GI
S
\
Re
p
or
t
F
i
gur
es\
Figu
re
4
.
1
0
.
1
-
A
l
t
1
6
P
i
pe
Ca
pa
c
i
t
y
An
al
y
s
i
s
2
2
x
3
4.
mx
d
0 700 1,400350 Feet
/
Legend
Storm Sewer Capacity
<1 year
1 year
2 year
5 year
10 year
25 year
50 year
100 year
Existing Drainage Basin
Storm Manhole
Storm Sewer
Parcel