HomeMy WebLinkAboutCity_of_Oshkosh_Campbell_Creek_SWMP_Final_May_2006
Report
North Branch
Campbell Creek
Stormwater
Management Plan
City of
Oshkosh, WI
May 2006
Report for
City of Oshkosh, Wisconsin
North Branch Campbell Creek
Stormwater Management Plan
Prepared by:
STRAND ASSOCIATES, INC.®
910 West Wingra Drive
Madison, WI 53715
www.strand.com
May 2006
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- 6
1.07 Definitions and Abbreviations.................................................................... 1- 6
SECTION 2–CONTRIBUTING WATERSHED CHARACTERISTICS
2.01 Basin Characteristics Affecting Stormwater Runoff................................... 2- 1
2.02 Expected Precipitation and 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 1–Detention at Four Locations................................................. 4- 5
4.03 Alternative 2–Increase Conveyance Capacity in North Branch System.... 4- 9
4.04 Alternative 3–Flow Diversion Modification................................................. 4- 12
4.05 Alternative 4–Stormwater Pump Station at Downstream End of
Campbell Creek......................................................................................... 4-16
4.06 Alternative 5–Single Mix of Project Components....................................... 4-18
4.07 Alternative 6............................................................................................... 4-20
4.08 Alternative 7............................................................................................... 4-21
4.09 Alternative 8............................................................................................... 4-24
4.10 Alternative 9............................................................................................... 4-26
4.11 Alternative 10............................................................................................. 4-28
4.12 Alternative 11............................................................................................. 4-30
4.13 Summary of Alternatives and Alternatives Analysis................................... 4-31
4.14 Storm Sewer Capacity Analysis Under Future Land Use
Conditions for Modeled Storm Sewers with Alternative 7 in Place............ 4-33
4-15 Storm Sewer Sizing for Main Branch to Convey 10-Year
Flow with Recommended Alternative in Place........................................... 4-33
TABLE OF CONTENTS Continued
Page No.
or following
4.16 Changes in Diversion at Diversion Points 1, 2, and 3 with
Alternative 7 in Place................................................................................. 4-33
4.17 Off-line Stormwater Ponds (NR 116)......................................................... 4-33
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- 2
5.04 Funding Opportunities................................................................................ 5- 3
5.05 Policies and Practices................................................................................ 5- 3
5.06 Conclusion................................................................................................. 5- 5
APPENDICES
APPENDIX A–FLOODING PHOTOGRAPHS
APPENDIX B–DRAINAGE EVALUATION FORM
APPENDIX C–STORMWATER FUNDING BROCHURE
TABLES
ES.04-1 Summary of Alternatives............................................................................ ES-4
ES.05-1 Stormwater Plan Components and Implementation Plan.......................... ES-5
2.01-1 Hydrologic Soils Groups (HSG)................................................................. 2- 2
2.01-2 Campbell Creek Watershed Soils.............................................................. 2- 3
2.01-3 Existing Conditions Hydrologic Parameter................................................. 2- 4
2.01-4 Future Conditions Hydrologic Parameter................................................... 2- 4
2.02-1 Design Storm Rainfall Depths, Bulletin 71................................................. 2- 4
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 (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 Peak Discharge Rates by Subasin–Existing Conditions............................ 3- 2
3.01-2 Peak Discharge Rates by Subbasin–Future Conditions............................ 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.................................................................... 3- 5
3.02-4 Existing Peak Charges–Elevations Summary............................................ 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- 3
4.02-1 Vacant Parcel Information–Component 1c................................................ 4- 6
4.02-2 Alternative 1–Opinion of Probable Cost–Detention at Four Locations....... 4- 8
4.02-3 Detention at Four Locations Effects at Landmark Plaza–Future
Conditions–Alternative 1............................................................................ 4- 9
TABLE OF CONTENTS Continued
Page No.
or following
TABLES (Continued)
4.03-1 Alternative 2–Opinion of Probable Cost–Increase Conveyance
Capacity in North Branch System.............................................................. 4-11
4.03-2 Increased Conveyance Capacity Effects at Landmark Plaza–Future
Conditions–Alternative 2............................................................................ 4-12
4.04-1 Alternative 3–Opinion of Probable Cost–Diversion Modification................ 4-15
4.04-2 Diversion Modification Effects–Future Conditions–Alternative 3............... 4-16
4.05-1 Opinion of Probable Cost–Stormwater Pump Station–Alternative 4.......... 4-17
4.05-2 Pump Effects at Landmark Plaza–Future Conditions with Pump
Station at Campbell Creek Discharge–Alternative 4.................................. 4-18
4.06-1 Alternative 5–Opinion of Probable Costs–Select Detention....................... 4-18
4.06-2 Future Conditions Effects–Alternative 5..................................................... 4-19
4.07-1 Alternative 6–Opinion of Probable Cost..................................................... 4-20
4.07-2 Future Conditions Effects–Alternative 6..................................................... 4-21
4.08-1 Alternative 7–Opinion of Probable Cost..................................................... 4-23
4.08-2 Future Conditions Effects–Alternative 7..................................................... 4-24
4.09-1 Alternative 8–Opinion of Probable Cost..................................................... 4-25
4.09-2 Future Conditions Effects–Alternatives 8................................................... 4-26
4.10-1 Alternative 9–Opinion of Probable Cost..................................................... 4-27
4.10-2 Future Conditions Effects–Alternative 9..................................................... 4-27
4.11-1 Alternative 10–Opinion of Probable Cost................................................... 4-29
4.11-2 Future Conditions Effects–Alternative 10................................................... 4-29
4.12-1 Alternative 11–Opinion of Probable Cost................................................... 4-30
4.12-2 Future Conditions Effects–Alternative11.................................................... 4-31
4.13-1 Summary of Alternatives............................................................................ 4-31
4.13-2 Summary of Effects–Ranking Data............................................................ 4-31
4-13-3 Summary of Effects–Rankings................................................................... 4-31
4.13-4 Least Amount of Increase in 100-Year, 2-Hour Duration Flow
Rates at Sawyer Creek/USH 41 Outfall Ranking....................................... 4-32
4.13-5 Maximizes Use of Storage in Watershed................................................... 4-32
5.03-1 Stormwater Plan Components and Implementation Plan
(Cost Includes 25 Percent Engineering and Contingencies)..................... 5- 2
TABLE OF CONTENTS Continued
Page No.
or following
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
2.03-1 Fox River Flood Profile.............................................................................. 2- 5
2.03-2 Sawyer Creek Flood Profiles..................................................................... 2- 5
2.06-1 June 10 and 11, 2004 Storm Event–USACE Gauge in Oshkosh,
Wisconsin................................................................................................... 2- 7
2.07-1 Problem Areas........................................................................................... 2- 8
3.02-1 Existing Conditions Pipe Capacity...................................................Pocket Folder
3.02-2 Existing Survey Data at Landmark Plaza and Tippler................................ 3- 4
3.02-3 Existing Conditions Diversion Analysis...................................................... 3- 6
4.02-1a Alternative 1–Component 1A–Detention at Vacant Lot South of
Landmark Plaza......................................................................................... 4- 5
4.02-1b Alternative 1–Component 1B–Detention at Golf Course........................... 4- 5
4.02-1c Alternative 1–Component 1C–
Detention at Vacant Lot Southeast of 9th/Washburn Street Intersection... 4- 6
4.02-1d Alternative 1–Component 1D–
100-Year Overflow to and Detention at Tippler Junior High...................... 4- 6
4.02-1e Alternative 1–Component 1E..................................................................... 4- 6
4.03-1 Alternative 2–Component 2C–
Downstream Pipe Upsizing to Convey the 100-Year Flow........................ 4- 9
4.03-2a Alternative 2–Component 2A–
Additional Internal Capacity at Landmark Plaza........................................ 4- 9
4.04-1 100-Year Storm Sewer in DOT ROW........................................................ 4-12
4.04-2 Alternative Expanded Tippler Detention.................................................... 4-12
4.04-3 Alternative Expanded Golf Course............................................................. 4-12
4.05-1 Alternative 4 –
Stormwater Pump Station at Downstream End of Campbell Creek........... 4-16
4.08-1 Alternative 7–Components......................................................................... 4-21
4.14-1 Pipe Capacity Analysis with Alternative 7 in Place..........................Pocket Folder
4.15-1 Downstream Pipe Upsizing to Convey the 10-Year
Flow with Alternative 7 in Place................................................................. 4-33
4.16-1 Diversion Analysis–With Alternative 7 in Place.......................................... 4-33
EXECUTIVE SUMMARY
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Executive Summary
Prepared by Strand Associates, Inc.® ES-1
JHL:pll\\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\ES.doc\052506
ES.01 INTRODUCTION
This report summarizes 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 W. 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, in conjunction with previous stormwater studies, 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.
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.
Seven 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).
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. 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.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Executive Summary
Prepared by Strand Associates, Inc.® ES-2
JHL:pll\\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\ES.doc\052506
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
(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.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Executive Summary
Prepared by Strand Associates, Inc.® ES-3
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5. There are three diversion/cross connection points along Washburn Street/USH 41
that allow flows to move into and out of adjacent basins as shown in Figure 3.02-2.
Diversion Point 1 is south of the Dickinson Avenue/Washburn Street intersection,
Diversion Point 2 is just west of Landmark Plaza, and Diversion Point 3 is north of
Witzel Avenue. These three diversion/cross connection points appear to have been
naturally occurring drainage routes prior to development occurring in these
locations. 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.
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 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.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Executive Summary
Prepared by Strand Associates, Inc.® ES-4
JHL:pll\\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\ES.doc\052506
ES.04 ALTERNATIVES ANALYSIS
To identify the most cost-effective solution to address the goals of this study, the eleven individual
alternatives described in Table 4.13-1 were evaluated. These alternatives were ranked in terms of
flooding at Landmark Plaza and flooding watershed-wide. The following criteria were used to arrive
at a recommendation after assessment of these eleven alternatives. This included selection of the
lowest cost alternative that meets the following criteria:
1. Meets Landmark Plaza Flooding Criteria (2 feet or greater freeboard = Alternatives 3, 6,
7, 8, 9, 10, and 11; and 1.5 to 2 feet freeboard = Alternative 2).
2. Meets Tippler Flooding Criteria (2 feet or greater freeboard = Alternatives 3, 6, 7, 8, 9,
10, and 11; 1.5 to 2 feet freeboard = Alternatives 2).
3. Is in the top six for watershed-wide benefit (Alternatives 3, 7, 8, 9, 10, and 11).
4. Keeps the increased peak discharge at the Sawyer Creek/Washburn outfall to a
minimum (Alternatives 7, 9, and 11). See Table 4.13-4.
5. Maximizes use of the ponds considered under these alternatives. See Table 4.13-5.
Alt. Alternative Description
Landmark
Plaza
Benefit
Rank
Watershed-
Wide
Benefit
Rank
Avg.
Rank
Meets
Landmark
Plaza
Criteria
Opinion of
Probable
Cost
1 Detention at Four Locations 9 8 8 No $7,394,200
2 Increase Conveyance Capacity in North
Branch System
8 11 9 Yes $2,899,000
3 Flow Diversion Modification 5 3 4 Yes $16,213,600
4 Stormwater Pump Station at Downstream End
of Campbell Creek
11 10 11 No $2,682,600
5 Original Mix of Project Components 10 9 10 No $5,581,500
6 Alternative 6 3 7 6 Yes $8,430,600
7 Alternative 7 4 6 5 Yes $7,463,900
8 Alternative 8 1 1 1 Yes $16,030,800
9 Alternative 9 6 2 3 Yes $14,831,600
10 Alternative 10 2 4 2 Yes $14,892,900
11 Alternative 11 7 5 7 Yes $13,693,700
Note: Component 2c ($82,400) would be a Landmark Plaza property owner cost but is included in the costs for Alt. 2 in
this table.
Table ES 04-1 Summary of Alternatives (Including Land Acquisition Costs and
25 Percent Engineering and Contingency)
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Executive Summary
Prepared by Strand Associates, Inc.® ES-5
JHL:pll\\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\ES.doc\052506
For the purposes of this assessment, Alternatives 1, 4, and 5 are not considered feasible because they
do not meet the Landmark Plaza freeboard criteria so they are not included in Table 4.13-4 or Table
4.13-5. The lowest cost alternative meeting the selection criteria is Alternative 7. However, we feel that
after implementation of the components of Alternative 7, the City may want to consider providing 120
acre-feet or more of detention at the Westhaven Golf Course or upstream of W. 20th Avenue to deal
with persistent flooding problems along W. Washburn Street between W. 20th Avenue and W. 9th
Avenue and southeast of Allerton Drive. The high cost to get stormwater to and build detention at the
Westhaven Golf Course would be offset by the benefit in reducing actual flood damage costs and is a
deterrent to providing this 120 acre-feet of detention. Detention upstream of W. 20th Avenue may be
more readily accessible, thus decreasing the cost of providing this detention
ES.05 CONCLUSIONS AND RECOMMENDATIONS
The recommended stormwater management plan is described in Table ES.05-1.
Component Description
Opinion of
Probable Cost
Implementation Schedule and
Funding Source
Alternative 7
7a Expanded Detention at Tippler Junior High Property $1,783,100 UNPS or MFC grant
7d Storm Sewer System Improvements from Landmark
Plaza to Tippler Junior High Detention
$408,800 MFC grant
7b Expanded Armory Detention and Upsizing of Storm
Sewer Across USH 41
$3,459,700 -Project already in Capital
Improvement Plan – MFC or
UNPS grant
-Doesn’t include cost of
removing existing earthen hill on
the site
7c Detention at Vacant Lot Southwest of 9th/Washburn
Intersection
$1,812,300 UNPS or MFC grant
TOTAL $7,463,900
Note: Costs do not include utility conflict resolution.
Table ES.05-1 Stormwater Plan Components and Implementation Plan
(Costs include 25 Percent Engineering and Contingency)
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 and the
Drainage Evaluation Form in Appendix B.
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.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Executive Summary
Prepared by Strand Associates, Inc.® ES-6
JHL:pll\\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\ES.doc\052506
4. The City should investigate funding opportunities for the detention basins through the
Wisconsin Department of Natural Resources (DNR) Municipal Flood Control Grant
program and Urban Nonpoint Source and Stormwater 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 WI DNR
regarding permitting of the off-line pond for the Armory Detention Basin project.
7. The City should investigate possible utility conflicts and space availability for each
component of the recommended Alternative.
8. The City should survey the existing earthen hill at the expanded Armory detention basin
site and add the cost for removal to the cost of Alternative 7.
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.
10. At the City’s discretion, after implementation of the components of Alternative 7, the City
may want to consider providing approximately 120 acre-feet of detention at the
Westhaven Golf Course or upstream of W. 20th Avenue. As discussed above, providing
this detention upstream of W. 20th Avenue may be more cost beneficial to accomplish.
11. 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 4.14-1.
12. The City should consider upsizing the storm conveyance facilities shown in Figure 4.15-
1 as funds become available, as reconstruction becomes necessary and as feasible
after implementation of Alternative 7.
SECTION 1
INTRODUCTION
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 1–Introduction
Prepared by Strand Associates, Inc.® 1-1
JHL:pll\\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S1.doc\052606
1.01 INTRODUCTION
This report summarizes 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 joins with the South Branch of Campbell Creek at West 4th Avenue and Sawyer Street.
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, in conjunction with previous stormwater studies, 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. The following tasks
were performed:
1. Evaluate alternatives to reduce flooding in the North Branch Campbell Creek Watershed.
2. Evaluate specific alternatives to reduce flooding at the Landmark Plaza shopping center.
3. Perform field survey of stormwater conveyance facilities surrounding the Landmark
Plaza shopping center as well as at other critical locations.
4. Set up a hydraulic model of the stormwater conveyance system that will allow for
assessment of existing and potential diversions to Sawyer Creek, inclusion of the
Armory and Wal-Mart detention basins (based on existing information), inclusion of the
proposed Campbell Creek Detention Basins Phase I and II at the Menard’s/Armory site,
and inclusion of the Westhaven Golf Club detention (based on existing information).
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 along USH 41/Washburn Street. 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 Section 1–Introduction
Prepared by Strand Associates, Inc.® 1-2
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B. Storm Sewer System Map
A storm sewer system map was developed for the Campbell Creek Watershed with the mapping
focusing on the North Branch system. This map is shown in Figure 2.01-1 attached 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.
Portions of the South Branch and Main Branch were modeled along with the mainline in the North
Branch. 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.
E. Policies and Practices
A set of policies and guidance for responding to and documenting existing drainage issues was
developed and is included in Section 5 along with a Drainage Evaluation Form in Appendix B.
F. 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 2nd quarter 2006 dollars. Future construction costs should be
adjusted for inflation when final project schedules are determined.
G. 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 Section 1–Introduction
Prepared by Strand Associates, Inc.® 1-3
JHL:pll\\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S1.doc\052606
1.03 LOCATION OF STUDY AREA
The Campbell Creek watershed in an area east of South Oakwood Road, north of W. 20th Avenue,
west of the Fox River, and south of Taft Avenue. The North Branch is in the northwest portion of
this area. The location of the study area, which is in the Upper Fox River Basin, also is shown in
Figure 1.03-1 and is located in the Upper Fox River Basin.
Figure 1.03-1 Study Area Location Relative to DNR Watersheds
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.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 1–Introduction
Prepared by Strand Associates, Inc.® 1-4
JHL:pll\\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S1.doc\052606
1.05 APPLICABLE STANDARDS AND DESIGN CRITERIA
Land development in the City of Oshkosh is regulated by City ordinances as well as by state
statutes. The design criteria used in this report are intended to meet these ordinances.
A. City of Oshkosh Ordinances
Land-disturbing and land development activities in the City of Oshkosh are regulated by the following
City of Oshkosh ordinances regarding stormwater and erosion control:
1. Chapter 24–Wastewater Systems and Storm Drainage.
In terms of ordinance requirements affecting flooding, Section 24-10 Storm Drainage
Requirements (D) reads: “The peak runoff rate from a 10-year and a 100-year storm
after development shall not exceed predevelopment runoff peaks, which would have
resulted from storms with 24-hour durations and a recurrence interval of 10 years.”
2. Chapter 30 (39–67)–Floodplain Zoning Ordinance.
3. Chapter 30 (69-75)–Land Subdivision Ordinance.
4. Storm Sewer Sizing Requirements–According to City staff, the City requires
installation of storm sewers designed for a 10-year storm event as required by the
Wisconsin Department of Transportation (WisDOT) Facilities Development Manual
(FDM) for new subdivisions as well as a route for safe passage of the 100-year
storm event.
B. State of Wisconsin–NR 151
Development activities are also regulated by Wisconsin Department of Natural Resources (DNR)
NR 151, which applies to new development and redevelopment that has 1 acre or more of land-
disturbing construction activity. NR 151 has stormwater and erosion control requirements falling
under the following general categories. The full NR 151 code can be found at:
http://www.legis.state.wi.us/rsb/code/nr/nr151.pdf
In addition, the DNR Wet Detention Basin standard, which is used to comply with the detention
standards of NR 151 is available at the following website.
http://www.dnr.state.wi.us/org/water/wm/nps/stormwater/techstds.htm
1. Erosion Control (Construction Site Performance Standards)
Implement Best Management Practices (BMPs) to reduce the sediment load
carried to runoff by 80 percent.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 1–Introduction
Prepared by Strand Associates, Inc.® 1-5
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Minimize tracking of sediment from the construction site onto roads and other
paved surfaces.
Minimize the discharge of sediment as part of site dewatering.
Protect separate storm drain inlet structures from receiving sediment.
2. Stormwater (Postconstruction Site Performance Standards)
Total Suspended Solids Reduction of 80 percent for new development and
40 percent for redevelopment.
Peak discharge control for the 2-year storm as follows. “By design, BMPs shall
be employed to maintain or reduce the peak runoff discharge rates, to the
maximum extent practicable, as compared to pre-development conditions for the
2-year, 24-hour design storm applicable to the post-construction site…”.
Infiltration.
Protective Areas.
Fueling and Maintenance Areas.
C. Winnebago County Ordinances
The Winnebago County stormwater and erosion control ordinances, as written, require all
developments regardless of amount of land disturbance or amount of impervious area created to
comply with the Winnebago County stormwater ordinance. Through our ongoing discussions with
the County regarding applicability of the County ordinance on projects in the Town of Omro, we
have obtained further clarification on impervious area thresholds as follows.
Stormwater Plan/Permit Required: 1,000 square feet of commercial building/parking lot
impervious area AND/OR 1,000 square feet or greater residential out building.
Erosion Control Plan/Permit Required: 4,000 square feet of agricultural impervious area
(but doesn’t require a stormwater plan/permit).
Currently, the City is administering its own stormwater and erosion control requirements
independent of Winnebago County.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 1–Introduction
Prepared by Strand Associates, Inc.® 1-6
JHL:pll\\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S1.doc\052606
1.06 PHASE II STORMWATER PERMIT
The City of Oshkosh will be covered under the Wisconsin Pollutant Discharge Elimination System
(WPDES) Phase II Stormwater Permit program upon issuance of the permit. This general permit,
WPDES Permit No. WI-S050075-1, has been signed/issued and became effective on January 19,
2006. In early March 2006, the City received a letter indicating that the City is now under this permit
and has 90 days to complete the Notice of Intent to Apply for Coverage Under MS4 General Permit
form and submit it to the DNR. This submittal requires a summary of measurable goals, management
programs, and practices that they will be implementing to comply with the MS4 general permit. After a
submittal by the City, the DNR will review submittals and post on web site. This will lead to authorization
of coverage under the general permit in the summer of 2006. The permit compliance schedule then
allows between 12 and 48 months to develop and implement program activities. The permit will have
requirements under the following items.
1. Public Information and Education
2. Public Involvement and Participation
3. Illicit Discharge Detection and Elimination
4. Construction Site Pollution Control
5. Postconstruction Site Stormwater Management
6. Pollution Prevention
7. Storm Sewer System Map
The City is currently undertaking this effort under a separate project.
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.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 1–Introduction
Prepared by Strand Associates, Inc.® 1-7
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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.
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
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 1–Introduction
Prepared by Strand Associates, Inc.® 1-8
JHL:pll\\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S1.doc\052606
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 Section 2–Contributing Watershed Characteristics
Prepared by Strand Associates, Inc.® 2-1
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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 attached 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
lands 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 and 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 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 Section 2–Contributing Watershed Characteristics
Prepared by Strand Associates, Inc.® 2-2
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S2.doc\052506
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 sandy 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.
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 (HSG)
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 STUDY
CITY OF OSHKOSH
WINNEBAGO COUNTY, WISCONSIN
FIGURE 2.01-21-382.021
Taft Ave
Knapp St
W. South Park Ave
US HWY 41
ST HWY 44
W 20th Ave
S Oakwood Rd
W 9th Ave
Witzel Ave
US HWY 41
City of Oshkosh
Town of Algoma
City of Oshkosh
Town of Algoma
Town of Nekimi
Town of Nekimi
City of Oshkosh
Town of Algoma
FOX RIVER
CAMPBELL CREEK
Town of Nekimi
Town of Algoma
SBB-60
SCB-75
CCB-10 SBB-15
SBB-25
SCB-35
SCB-85
CCB-05
SCB-70
SCB-50
SCB-10
NBB-30
CCB-20
SBB-55
NBB-20
SBB-45
SCB-15
SBB-50
SBB-30NBB-15
SBB-10
SCB-30
SCB-55
SBB-20
SCB-20
NBB-55
SBB-05
SBB-41
CCB-15
NBB-10
SCB-25
SCB-80
SBB-40
SCB-40
SCB-60
SBB-35
NBB-45
SCB-65
NBB-25
SBB-42
NBB-05
SCB-05
NBB-40NBB-35
NBB-50
SCB-45
S:\@SAI\351--400\382\021\GIS\Report Figures\Soils.mxd
0
1,500
3,000
750
Feet
Legend Municipal Boundary
Existing Drainage Basins
Hydrologic Soils Group
A B B/D
C D
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 2–Contributing Watershed Characteristics
Prepared by Strand Associates, Inc.® 2-3
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S2.doc\052506
Symbol Soil Description
Permeability
at 36 inches
(in/hr) HSG1
Percent
of
Watershed
HmB
Hochheim
loam, 2-6%
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, 2-6%
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, 2-6%
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, 6-12%
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,
2-8% 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-
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, 0-3%
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, 2-6%
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,
0-3% 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 Section 2–Contributing Watershed Characteristics
Prepared by Strand Associates, Inc.® 2-4
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S2.doc\052506
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.
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. Table 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 10 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.
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
EXISTING LAND USE - IMPERVIOUS AREA MAP
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDY
CITY OF OSHKOSH
WINNEBAGO COUNTY, WISCONSIN
FIGURE 2.01-31-382.021
Taft Ave
Knapp St
W. South Park Ave
US HWY 41
ST HWY 44
W 20th Ave
S Oakwood Rd
W 9th Ave
Witzel Ave
US HWY 41
City of Oshkosh
Town of Algoma
City of Oshkosh
Town of Algoma
Town of Nekimi
Town of Nekimi
City of Oshkosh
Town of Algoma
FOX RIVER
CAMPBELL CREEK
Town of Nekimi
Town of Algoma
SBB-60
SCB-75
CCB-10 SBB-15
SBB-25
SCB-35
SCB-85
CCB-05
SCB-70
SCB-50
SCB-10
NBB-30
CCB-20
SBB-55
NBB-20
SBB-45
SCB-15
SBB-50
SBB-30NBB-15
SBB-10
SCB-30
SCB-55
SBB-20
SCB-20
NBB-55
SBB-05
SBB-41
CCB-15
NBB-10
SCB-25
SCB-80
SBB-40
SCB-40
SCB-60
SBB-35
NBB-45
SCB-65
NBB-25
SBB-42
NBB-05
SCB-05
NBB-40NBB-35
NBB-50
SCB-45
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0
1,500
3,000
750
Feet
Legend Municipal Boundary
Existing Drainage Basins
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 STUDY
CITY OF OSHKOSH
WINNEBAGO COUNTY, WISCONSIN
FIGURE 2.01-41-382.021
Taft Ave
Knapp St
W. South Park Ave
US HWY 41
ST HWY 44
W 20th Ave
S Oakwood Rd
W 9th Ave
Witzel Ave
US HWY 41
City of Oshkosh
Town of Algoma
City of Oshkosh
Town of Algoma
Town of Nekimi
Town of Nekimi
City of Oshkosh
Town of Algoma
FOX RIVER
CAMPBELL CREEK
Town of Nekimi
Town of Algoma
SBB-60
SCB-75
CCB-10 SBB-15
SBB-25
SCB-35
SCB-85
CCB-05
SCB-70
SCB-50
SCB-10
NBB-30
CCB-20
SBB-55
NBB-20
SBB-45
SCB-15
SBB-50
SBB-30NBB-15
SBB-10
SCB-30
SCB-55
SBB-20
SCB-20
NBB-55
SBB-05
SBB-41
CCB-15
NBB-10
SCB-25
SCB-80
SBB-40
SCB-40
SCB-60
SBB-35
NBB-45
SCB-65
NBB-25
SBB-42
NBB-05
SCB-05
NBB-40NBB-35
NBB-50
SCB-45
S:\@SAI\351--400\382\021\GIS\Report Figures\Future Impervious Areas.mxd
0
1,500
3,000
750
Feet
Legend Municipal Boundary
Existing Drainage Basins
Impervious Area
Pervious Area (Non-Agriculture)
Pervious Area (Agriculture)
Minor ROW
Major ROW
DOT ROW
Industrial
Residential
Commercial
EXISTING LAND USE MAP - SMART GROWTH PLAN
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDY
CITY OF OSHKOSH
WINNEBAGO COUNTY, WISCONSIN
FIGURE 2.01-51-382.021
Taft Ave
Knapp St
W. South Park Ave
US HWY 41
ST HWY 44
W 20th Ave
S Oakwood Rd
W 9th Ave
Witzel Ave
US HWY 41
City of Oshkosh
Town of Algoma
City of Oshkosh
Town of Algoma
Town of Nekimi
Town of Nekimi
City of Oshkosh
Town of Algoma
FOX RIVER
CAMPBELL CREEK
Town of Nekimi
Town of Algoma
City of Oshkosh
SBB-60
SCB-75
CCB-10 SBB-15
SBB-25
SCB-35
SCB-85
CCB-05
SCB-70
SCB-50
SCB-10
NBB-30
CCB-20
SBB-55
NBB-20
SBB-45
SCB-15
SBB-50
SBB-30NBB-15
SBB-10
SCB-30
SCB-55
SBB-20
SCB-20
NBB-55
SBB-05
SBB-41
CCB-15
NBB-10
SCB-25
SCB-80
SBB-40
SCB-40
SCB-60
SBB-35
NBB-45
SCB-65
NBB-25
SBB-42
NBB-05
SCB-05
NBB-40NBB-35
NBB-50
SCB-45
S:\@SAI\351--400\382\021\GIS\Report Figures\Existing Land Use.mxd
0
1,500
3,000
750
Feet
Legend Municipal Boundary
Existing Drainage Basins
Land Use Commercial
Industrial
Residential
Agriculture
Government
Infill Non-Res
Landfill-Quarry
Mixed Use
Parking Lot
Public Park
Rec-Open Space
School
Vacant Land
Infrastructure
Institutional
20 YEAR LAND USE PLAN - SMART GROWTH PLAN
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDY
CITY OF OSHKOSH
WINNEBAGO COUNTY, WISCONSIN
FIGURE 2.01-61-382.021
Taft Ave
Knapp St
W. South Park Ave
US HWY 41
ST HWY 44
W 20th Ave
S Oakwood Rd
W 9th Ave
Witzel Ave
US HWY 41
City of Oshkosh
Town of Algoma
City of Oshkosh
Town of Algoma
Town of Nekimi
Town of Nekimi
City of Oshkosh
Town of Algoma
FOX RIVER
CAMPBELL CREEK
Town of Nekimi
Town of Algoma
SBB-60
SCB-75
CCB-10 SBB-15
SBB-25
SCB-35
SCB-85
CCB-05
SCB-70
SCB-50
SCB-10
NBB-30
CCB-20
SBB-55
NBB-20
SBB-45
SCB-15
SBB-50
SBB-30NBB-15
SBB-10
SCB-30
SCB-55
SBB-20
SCB-20
NBB-55
SBB-05
SBB-41
CCB-15
NBB-10
SCB-25
SCB-80
SBB-40
SCB-40
SCB-60
SBB-35
NBB-45
SCB-65
NBB-25
SBB-42
NBB-05
SCB-05
NBB-40NBB-35
NBB-50
SCB-45
S:\@SAI\351--400\382\021\GIS\Report Figures\20 Year Land Use Plan.mxd
0
1,500
3,000
750
Feet
Legend Municipal Boundary
Existing Drainage Basins
20-Year Land Use Plan
Commercial
Industrial
Pro
Public Institution
Residential
ZONING MAP - SMART GROWTH PLAN
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDY
CITY OF OSHKOSH
WINNEBAGO COUNTY, WISCONSIN
FIGURE 2.01-71-382.021
Taft Ave
Knapp St
W. South Park Ave
US HWY 41
ST HWY 44
W 20th Ave
S Oakwood Rd
W 9th Ave
Witzel Ave
US HWY 41
City of Oshkosh
Town of Algoma
City of Oshkosh
Town of Algoma
Town of Nekimi
Town of Nekimi
City of Oshkosh
Town of Algoma
FOX RIVER
CAMPBELL CREEK
Town of Nekimi
Town of Algoma
City of Oshkosh
SBB-60
SCB-75
CCB-10 SBB-15
SBB-25
SCB-35
SCB-85
CCB-05
SCB-70
SCB-50
SCB-10
NBB-30
CCB-20
SBB-55
NBB-20
SBB-45
SCB-15
SBB-50
SBB-30NBB-15
SBB-10
SCB-30
SCB-55
SBB-20
SCB-20
NBB-55
SBB-05
SBB-41
CCB-15
NBB-10
SCB-25
SCB-80
SBB-40
SCB-40
SCB-60
SBB-35
NBB-45
SCB-65
NBB-25
SBB-42
NBB-05
SCB-05
NBB-40NBB-35
NBB-50
SCB-45
S:\@SAI\351--400\382\021\GIS\Report Figures\Zoning.mxd
0
1,500
3,000
750
Feet
Legend Municipal Boundary
Existing Drainage Basins
TAG
C M R T
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 2–Contributing Watershed Characteristics
Prepared by Strand Associates, Inc.® Page 1 of 1
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\Table 2.01-3.doc\052506
TABLE 2.01-3
EXISTING CONDITIONS HYDROLOGIC PARAMETER
Basin ID Structure ID
Drainage Basin Area
(ac)
Tc
(hrs)
Tc
(min)
Total Impervious Area
(ac)
Total Pervious Area
(ac)
Total Pervious Ag.
(ac) Pervious % Impervious % Pervious RCN Composite RCN
CCB-05 D-OF-3 46.68 0.47 28.2 21.15 25.52 0.00 55% 45% 74 85
CCB-10 Outfall 1 134.37 0.75 45.0 66.46 67.91 0.00 51% 49% 75 86
CCB-15 06-462 15.97 0.32 19.2 5.94 10.03 0.00 63% 37% 74 83
CCB-20 06-602 27.78 0.89 53.4 11.56 16.23 0.00 58% 42% 74 84
Total 224.80 105.12 119.68 0.00 53% 47%
NBB-05 06-469 7.00 0.56 33.6 2.87 4.14 0.00 59% 41% 74 84
NBB-10 06-552 14.29 0.44 26.4 6.73 7.57 0.00 53% 47% 75 86
NBB-15 06-653 21.75 0.70 42.0 8.75 13.00 0.00 60% 40% 74 84
NBB-20 06-770 26.03 0.70 42.0 5.51 20.52 0.00 79% 21% 74 79
NBB-25 06-1062 7.08 0.39 23.4 3.61 3.48 0.00 49% 51% 74 86
NBB-30 06-688 29.72 0.34 20.4 17.25 12.47 0.00 42% 58% 76 88
NBB-35 06-843 3.98 0.30 18.0 3.03 0.95 0.00 24% 76% 75 92
NBB-40 06-846 6.08 0.09 5.4 5.02 1.07 0.00 18% 82% 74 94
NBB-45 06-847 4.25 0.08 4.8 4.03 0.22 0.00 5% 95% 74 97
NBB-50 06-1293.2 2.31 0.09 5.4 2.25 0.06 0.00 3% 97% 74 97
NBB-55 LP-5 18.43 0.30 18.0 6.92 11.51 0.00 62% 38% 76 84
Total 140.93 65.96 74.97 0.00 53% 47%
SBB-05 06-471 16.63 0.31 18.6 7.03 9.60 0.00 58% 42% 74 84
SBB-10 06-474 20.38 0.62 37.2 7.19 13.20 0.00 65% 35% 74 83
SBB-15 06-473 73.71 0.77 46.2 23.88 49.83 0.00 68% 32% 68 78
SBB-20 AEW-1 19.10 0.54 32.4 7.61 11.50 0.00 60% 40% 74 84
SBB-25 13-420 71.15 0.71 42.6 36.85 34.30 0.00 48% 52% 75 87
SBB-30 13-457 21.87 0.19 11.4 12.62 9.25 0.00 42% 58% 74 88
SBB-35 13-460 4.34 0.33 19.8 2.40 1.94 0.00 45% 55% 75 88
SBB-40 AD-4 9.89 0.63 37.8 0.28 9.61 0.00 97% 3% 74 75
SBB-41 AP-1 16.30 0.36 21.6 4.44 11.87 0.00 73% 27% 74 80
SBB-42 AD-3 6.93 0.13 7.8 2.47 4.45 0.00 64% 36% 74 83
SBB-45 13-1217 24.46 0.18 10.8 20.18 4.29 0.00 18% 82% 74 94
SBB-50 13-1221 23.82 0.13 7.8 18.71 5.11 0.00 21% 79% 75 93
SBB-55 AEW-15 26.46 0.44 26.4 14.84 11.62 0.00 44% 56% 75 88
SBB-60 STR-10 665.20 1.05 63.0 181.59 315.81 167.80 73% 27% 78 83
Total 1000.25 340.09 492.36 167.80 66% 34%
SCB-05 16-430 6.18 0.29 17.4 2.89 3.29 0.00 53% 47% 74 85
SCB-10 16-428 30.35 0.53 31.8 15.20 15.15 0.00 50% 50% 74 86
SCB-15 06-640 24.37 0.40 24.0 12.35 12.02 0.00 49% 51% 74 86
SCB-20 06-678 18.95 0.73 43.8 8.81 10.14 0.00 54% 46% 74 85
SCB-25 06-1355 13.72 0.11 6.6 7.53 6.19 0.00 45% 55% 78 89
SCB-30 16-647 20.26 0.83 49.8 5.53 8.52 6.21 73% 27% 79 84
SCB-35 06-773 51.20 0.79 47.4 26.23 24.96 0.00 49% 51% 75 87
SCB-40 40D-19 9.30 1.07 64.2 4.61 4.69 0.00 50% 50% 76 87
SCB-45 40D-17 2.04 0.14 8.4 0.74 1.29 0.00 64% 36% 80 86
SCB-50 WP-1 31.38 0.21 12.6 19.57 11.80 0.00 38% 62% 75 89
SCB-55 40D-12 20.20 0.30 18.0 10.16 10.03 0.00 50% 50% 77 87
SCB-60 13-2371 9.18 0.25 15.0 5.60 3.58 0.00 39% 61% 78 90
SCB-65 40D-7 7.97 0.67 40.2 3.25 4.72 0.00 59% 41% 75 84
SCB-70 13-792 34.92 0.66 39.6 13.95 20.97 0.00 60% 40% 74 84
SCB-75 13-764 133.14 0.71 42.6 40.79 92.35 0.00 69% 31% 74 81
SCB-80 13-549 11.92 0.68 40.8 5.68 6.25 0.00 52% 48% 75 86
SCB-85 13-550 50.14 0.89 53.4 1.98 48.16 0.00 96% 4% 74 75
Total 475.20 184.87 284.12 6.21 61% 39%
Grand Total 1841.17 696.03 971.14 174.01 62% 38%
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 2–Contributing Watershed Characteristics
Prepared by Strand Associates, Inc.® Page 1 of 1
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\Table 2.01-4.doc\050506
TABLE 2.01-4
FUTURE CONDITIONS HYDROLOGIC PARAMETER
Basin ID Structure ID
Drainage Basin Area
(ac)
Tc
(hrs)
Tc
(min)
Total Impervious Area
(ac)
Total Pervious Area
(ac)
Total Pervious Ag.
(ac)
Pervious
(%)
Impervious
(%) Pervious RCN Composite RCN
CCB-05 D-OF-3 46.68 0.47 28.2 21.15 25.51 0.00 55% 45% 74 85
CCB-10 Outfall 1 134.37 0.75 45.0 66.43 67.88 0.00 51% 49% 75 86
CCB-15 06-462 15.97 0.32 19.2 5.94 10.02 0.00 63% 37% 74 83
CCB-20 06-602 27.78 0.89 53.4 11.55 16.22 0.00 58% 42% 74 84
Total 224.80 105.07 119.63 0.00 53% 47%
NBB-05 06-469 7.00 0.56 33.6 2.87 4.13 0.00 59% 41% 74 84
NBB-10 06-552 14.29 0.44 26.4 6.73 7.56 0.00 53% 47% 75 86
NBB-15 06-653 21.75 0.70 42.0 8.74 12.99 0.00 60% 40% 74 84
NBB-20 06-770 26.03 0.70 42.0 5.51 20.51 0.00 79% 21% 74 79
NBB-25 06-1062 7.08 0.39 23.4 3.60 3.48 0.00 49% 51% 74 86
NBB-30 06-688 29.72 0.34 20.4 17.25 12.46 0.00 42% 58% 76 88
NBB-35 06-843 3.98 0.30 18.0 3.03 0.95 0.00 24% 76% 75 92
NBB-40 06-846 6.08 0.09 5.4 5.01 1.06 0.00 18% 82% 74 94
NBB-45 06-847 4.25 0.08 4.8 4.03 0.22 0.00 5% 95% 74 97
NBB-50 06-1293.2 2.31 0.09 5.4 2.25 0.06 0.00 3% 97% 74 97
NBB-55 LP-5 18.43 0.30 18.0 6.91 11.51 0.00 62% 38% 76 84
Total 140.93 65.93 74.94 0.00 53% 47%
SBB-05 06-471 16.63 0.31 18.6 7.03 9.60 0.00 58% 42% 74 84
SBB-10 06-474 20.38 0.62 37.2 7.18 13.19 0.00 65% 35% 74 83
SBB-15 06-473 73.71 0.77 46.2 28.70 44.99 0.00 61% 39% 73 81
SBB-20 AEW-1 19.10 0.54 32.4 7.60 11.49 0.00 60% 40% 74 84
SBB-25 13-420 71.15 0.71 42.6 36.87 34.25 0.00 48% 52% 75 87
SBB-30 13-457 21.87 0.19 11.4 12.62 9.24 0.00 42% 58% 74 88
SBB-35 13-460 4.34 0.33 19.8 2.40 1.94 0.00 45% 55% 75 88
SBB-40 AD-4 9.89 0.63 37.8 0.28 9.60 0.00 97% 3% 74 75
SBB-41 AP-1 16.30 0.36 21.6 4.49 11.81 0.00 72% 28% 74 81
SBB-42 AD-3 6.93 0.13 7.8 4.78 2.14 0.00 31% 69% 74 91
SBB-45 13-1217 24.46 0.18 10.8 21.26 3.18 0.00 13% 87% 74 95
SBB-50 13-1221 23.82 0.13 7.8 18.70 5.10 0.00 21% 79% 75 93
SBB-55 AEW-15 26.46 0.44 26.4 14.84 11.62 0.00 44% 56% 75 88
SBB-60 STR-10 665.20 1.05 63.0 337.84 321.52 5.66 49% 51% 81 88
Total 1000.25 504.59 489.68 5.66 49% 50%
SCB-05 16-430 6.18 0.29 17.4 2.89 3.29 0.00 53% 47% 74 85
SCB-10 16-428 30.35 0.53 31.8 15.19 15.14 0.00 50% 50% 74 86
SCB-15 06-640 24.37 0.40 24.0 12.34 12.01 0.00 49% 51% 74 86
SCB-20 06-678 18.95 0.73 43.8 8.81 10.13 0.00 54% 46% 74 85
SCB-25 06-1355 13.72 0.11 6.6 7.53 6.19 0.00 45% 55% 78 89
SCB-30 16-647 20.26 0.83 49.8 11.48 8.73 0.05 43% 57% 75 88
SCB-35 06-773 51.20 0.79 47.4 36.31 14.86 0.00 29% 71% 75 91
SCB-40 40D-19 9.30 1.07 64.2 4.61 4.69 0.00 50% 50% 76 87
SCB-45 40D-17 2.04 0.14 8.4 0.74 1.29 0.00 64% 36% 80 86
SCB-50 WP-1 31.38 0.21 12.6 19.57 11.80 0.00 38% 62% 75 89
SCB-55 40D-12 20.20 0.30 18.0 10.16 10.02 0.00 50% 50% 77 87
SCB-60 13-2371 9.18 0.25 15.0 5.60 3.58 0.00 39% 61% 78 90
SCB-65 40D-7 7.97 0.67 40.2 4.84 3.12 0.00 39% 61% 75 89
SCB-70 13-792 34.92 0.66 39.6 22.28 12.62 0.00 36% 64% 74 89
SCB-75 13-764 133.14 0.71 42.6 40.77 92.32 0.00 69% 31% 74 81
SCB-80 13-549 11.92 0.68 40.8 5.67 6.25 0.00 52% 48% 75 86
SCB-85 13-550 50.14 0.89 53.4 1.98 48.14 0.00 96% 4% 74 75
Total 475.20 210.77 264.19 0.05 56% 44%
Grand Total 1841.17 886.36 948.44 5.71 52% 48%
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 2–Contributing Watershed Characteristics
Prepared by Strand Associates, Inc.® 2-5
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S2.doc\052506
2.03 FOX RIVER AND LAKE WINNEBAGO REGULATORY LEVELS 2.03 FOX RIVER AND LAKE WINNEBAGO REGULATORY LEVELS
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 .20 749.45 749.45
100-year100-year 749.55 749.55 749.65 749.65
500-year500-year 750.10 750.10 750.20 750.20
Table 2.03-2 Regulatory Levels–Fox River
Confluence with Campbell Creek
and Sawyer Creek (NGVD 1929)
Table 2.03-2 Regulatory Levels–Fox River
Confluence with Campbell Creek
and Sawyer Creek (NGVD 1929)
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 Association (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. The regulatory
elevations at the confluence of Campbell
Creek/Fox River and Sawyer Creek/Fox
River are shown in Table 2.03-2.
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 Association (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. 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
2.04 GAUGING STATIONS ON FOX
RIVER AND LAKE
WINNEBAGO
There is a rainfall gauging station (USGS 04082400) located on the Fox River and 400 feet
downstream of the USH 45 and STH 26 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.
There is a rainfall gauging station (USGS 04082400) located on the Fox River and 400 feet
downstream of the USH 45 and STH 26 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=00045http://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 Section 2–Contributing Watershed Characteristics
Prepared by Strand Associates, Inc.® 2-6
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S2.doc\052506
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.
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
2.06 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 Section 2–Contributing Watershed Characteristics
Prepared by Strand Associates, Inc.® Page 1 of 1
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\Figure 2.03-1.doc\052506
FIGURE 2.03-1
FOX RIVER FLOOD PROFILES
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 2–Contributing Watershed Characteristics
Prepared by Strand Associates, Inc.® Page 1 of 1
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FIGURE 2.03-2
SAWYER CREEK FLOOD PROFILES
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 2–Contributing Watershed Characteristics
Prepared by Strand Associates, Inc.® 2-7
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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.
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June 10 & 11, 2004 Storm Event
USACE Gage in Oshkosh, WI
Figure 2.06-1 June 10 and 11, 2004, Storm Event–USACE Gage
in Oshkosh, Wisconsin
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 Section 2–Contributing Watershed Characteristics
Prepared by Strand Associates, Inc.® 2-8
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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 S. 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 STUDY
CITY OF OSHKOSH
WINNEBAGO COUNTY, WISCONSIN
FIGURE 2.07-11-382.021
City of Oshkosh
Town of Algoma
City of Oshkosh
Town of Algoma
Town of Nekimi
Town of Nekimi
City of Oshkosh
Town of Algoma
FOX RIVER
CAMPBELL CREEK
Town of Nekimi
Town of AlgomaCity of Oshkosh
Bank Full
Within Banks
Within Banks
US Route 41
State Road 44
State Road 91
Universal St.
Oakwood Rd.
W 20th Ave.
Maricopa Dr.
Dickinson Ave.
Cumberland Trl.
S Washburn St.
Crystal Springs Ave.
Moreland St.
Reichow St.
W 9th Ave.
Mason St.
W 4th Ave.
Witzel Ave.
N Sawyer St.
Josslyn St.
N Westfield St.
SAWYER CREEK
42" RCP
IE = 775.25
3' x 4.5' R
CP 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
4
6
5
1
3
2
S:\@SAI\351--400\382\021\GIS\Report Figures\Problem Areas.mxd
0
1,500
3,000
750
Feet
Legend Municipal Boundary
Drainage Basin Boundary
Landmark Plaza
Sub Drainage Basin Boundary
Storm Manhole
Storm Sewer
June 11, 2004 Flooding
June 1993 Reported Flooding
Navigable Stream
100-year Floodplain
Wetlands
Drainage Problem Areas
2
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 2–Contributing Watershed Characteristics
Prepared by Strand Associates, Inc.® 2-9
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S2.doc\052506
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, 4
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./W. 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
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
Table 2.07-1 Locations of Existing Flooding
SECTION 3
ENGINEERING ANALYSIS
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® 3-1
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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.
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. Certain models incorporated the detention basin that was recommended
at the Armory/Menard’s site in the December 1994 Stormwater Plan as discussed in
Section 4.
B. Methodology
For this project, hydrologic models were developed using the RUNOFF module of the computer
model XP-SWMM TM. XP-SWMMTM is a proprietary model based on the USEPA-developed
Stormwater Management Model (SWMM TM ). 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 6.1
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® 3-2
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to 12-hour) distribution was analyzed for this project. A sensitivity analysis was performed 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 disc harges watershed-wide 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 both 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. The 20 percent increase in pervious area curve numbers increases the
composite pervious area curve number from 74 (Antecedent Moisture Condition II) up to 91. This
closely approximates Antecedent Moisture Condition III.
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.
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,
attached at the back of this report, 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.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 1 of 2
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TABLE 3.01-1
PEAK DISCHARGE RATES BY SUBBASIN (2 HOUR DURATION)–EXISTING CONDITIONS
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 Node 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-25 13-420 15 24 38 51 76 101 132 41
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 80 133 221 313 483 658 878 386
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
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 2 of 2
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\Table 3.01-1.doc\050506
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 Node 1-yr 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 6/11/2004
SCB-50 WM P-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 14 25 44 65 103 142 193 74
SCB-80 13-549 2 4 6 8 12 16 22 7
SCB-85 13-550 2 4 8 13 23 34 48 26
**Max. Flow for 6/11/04 storm arrived at by increasing RCNs by 20% to account for higher antecedent
moisture condition due to previous month’s rainfall.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 1 of 2
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TABLE 3.01-2
PEAK DISCHARGE RATES BY SUBBASIN (2 HOUR DURATION)–FUTURE CONDITIONS
Max Flow
(cfs)
Max Flow
(cfs)
Max Flow
(cfs)
Max Flow
(cfs)
Max Flow
(cfs)
Max Flow
(cfs)
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 26 41 65 90 134 180 236
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 15 23 31 45 59 76
NBB-35 06-843 2 3 4 5 8 10 13
NBB-40 06-846 4 6 9 12 17 23 29
NBB-45 06-847 5 7 10 12 16 20 24
NBB-50 06-1293.2 3 4 5 7 9 11 13
NBB-55 LP-5 4 6 10 14 22 30 40
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 9 16 27 38 59 82 109
SBB-20 AEW-1 3 5 8 12 18 25 34
SBB-25 13-420 15 24 38 51 76 101 132
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 AP-1 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 31 41 60 79 101
SBB-55 AEW-15 7 11 18 24 35 47 61
SBB-60 STR-10 166 243 364 482 689 895 1144
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 16 24 34 46
SCB-30 16-647 5 7 11 15 22 28 37
SCB-35 06-773 17 25 37 48 67 86 109
SCB-40 40D-19 2 3 4 6 8 11 14
SCB-45 40D-17 1 1 1 2 3 4 5
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 2 of 2
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\Table 3.01-2.doc\050506
Max Flow
(cfs)
Max Flow
(cfs)
Max Flow
(cfs)
Max Flow
(cfs)
Max Flow
(cfs)
Max Flow
(cfs)
Max Flow
(cfs)
Basin ID Node 1-yr 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCB-50 WM P-1 12 18 27 36 52 69 89
SCB-55 40D-12 6 9 14 20 29 38 50
SCB-60 13-2371 4 6 8 11 16 20 26
SCB-65 40D-7 2 3 5 7 10 13 17
SCB-70 13-792 10 15 23 31 44 58 74
SCB-75 13-764 14 25 44 65 103 142 193
SCB-80 13-549 2 4 6 8 12 16 22
SCB-85 13-550 2 4 8 13 23 34 48
*** As a note, subbasin SBB-60 has been broken into two smaller basins in the future conditions
models with 462.55 acres entering at a new node named RR D in the model and 202.65 acres entering
at the node named STR-10. Further breakdown of basin SBB-60, SCB-85, SCB-75, SCB-70, SCB-80,
and NBB-55 to accommodate the alternatives analysis has been incorporated into the models for
certain alternatives where needed.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® 3-3
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S3.doc\052506
3. Roughness coefficients for existing and proposed conduits.
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.
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)
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.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® 3-4
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7. Pump curve data for the analyzed stormwater pumping station.
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
762.72, which equates to a peak storage volume of 16.56 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 760.30 with peak storage volume of 11.07 acre-feet.
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 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.
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
EXISTING SURVEY DATA AT LANDMARK PLAZA AND TIPPLER
NORTH BRANCH CAMPBELL CREE
K STORMWATER STUD
Y
CITY OF OSHKOSH
WINNEBAGO COUNTY, WISCONSIN
FIGURE 3.02-21-382.021
761
761
761
761
762
762
763
764765
762763
761
761
762
763
764
762
762
763
762
760
760
760760
761
761
761
761
762
762
762
762
760761762
763763
763
764
764
762
763
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 EAGLE ST
N KOELLER ST
BISMARCK AVE
US HWY 41 SOUTHBOUND
US HWY 41 NORTHBOUND
S WESTFIELD ST
S WASHBURN ST
W 4TH AVE
W 2ND AVE
W 3RD AVE
N EAGLE ST
N MEADOW ST
LILAC ST
N WESTFIELD ST
MONTICELLO DR pvt
S:\@SAI\351--400\382\021\GIS\Report Figures\Existing Survey Data.mxd
0 200 400100 Feet
Legend
Existing Contour
Survey Shot
Storm Sewer
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® 3-5
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S3.doc\052506
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.
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. Table 3.02-4 includes summaries of peak discharges (2-hour duration) in each
pipe reach including flows above the pipe in the street and ponding, if any, as well as the capacity in
terms of design storm for each pipe reach under existing land use conditions. The yellow shading in
Figure 3.02-4 shows the capacity of each storm reach. The gray shading shows storm reaches with
less than a 1-year design storm capacity. Figure 3.02-1 is a graphic representation of the pipe reach
design storm capacity under existing land use conditions.
Modeling provided the following observations:
1. In certain areas, the existing storm sewer system has less than a recommended 10-year
design storm capacity under existing conditions. In general, it appears that the North
Branch, South Branch, Main Branch, and Sawyer Creek Branches range in capacity
from 1-year up to 100-year capacity as shown in Figure 3.02-1. In areas where ponding
is occurring because the pipe capacity is exceeded, the model is set up to detain these
flows and allow them to enter back into the system once the pipe can accept the flow.
This mimics street flooding that appears to occur in this system. However, it can also
show that areas downstream of this ponding have higher capacities in terms of design
storm than they would if subjected to the full upstream flows. Section 4 discusses the
addition of dedicated detention in the system intended to replace this flooding volume or
reduce the frequency of this street flooding.
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. 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.
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
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® 3-6
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S3.doc\052506
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.
During the June 10/11, 2004 storm event, modeling results show that the overflow of the
Landmark Basin would have had a 0.85-foot depth of stormwater flowing through it. As
can be seen, approximately 0.44 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 S. 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 1.60-foot depth of stormwater flowing through it. With the 1.60-foot
depth of flow through the spillway, the Tippler Junior High Administration Building still
had approximately 1.01 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.
4. 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.
5. There are three 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 toward the Landmark Plaza (Diversion Point
2). However, before the flows get to that point, they are attenuated by surface ponding
between Diversion Point 1 and W. 9th Avenue; therefore the flows at Diversion Point 2
are not as high as at Diversion Point 1. Diverting additional flows toward Sawyer
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 1 of 5
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\Table 3.02-3.doc\052506
TABLE 3.02-3
STORM SYSTEM CHARACTERISTICS
Name
Diameter
(ft) Shape Roughness
Conduit Slope
(%)
Length
(ft)
D-40D-1 3.10 Natural 0.100 0.40 276
D-40D-1.1 3.10 Natural 0.100 0.37 237
D-40D-10 7.77 Natural 0.100 0.27 172
D-40D-11 6.39 Natural 0.100 0.67 196
D-40D-12 5.29 Natural 0.100 0.14 181
D-40D-13 4.51 Natural 0.100 0.30 187
D-40D-14 4.51 Natural 0.100 0.50 196
D-40D-15 4.84 Natural 0.100 0.37 193
D-40D-16 4.84 Natural 0.100 0.18 131
D-40D-16.1 4.90 Natural 0.100 0.18 71
D-40D-17 4.90 Natural 0.100 0.48 46
D-40D-17.1 4.90 Natural 0.100 0.48 141
D-40D-18 5.06 Natural 0.100 0.38 176
D-40D-19 5.75 Natural 0.100 0.25 154
D-40D-2 3.36 Natural 0.100 0.77 191
D-40D-20 5.77 Natural 0.100 0.27 187
D-40D-21 6.12 Natural 0.100 1.02 76
D-40D-23 8.24 Natural 0.100 0.42 185
D-40D-3 3.31 Natural 0.100 0.19 186
D-40D-4 3.31 Natural 0.100 0.51 188
D-40D-5 3.45 Natural 0.100 0.33 173
D-40D-6 3.45 Natural 0.100 0.33 203
D-40D-7 4.95 Natural 0.100 0.24 177
D-40D-8 4.95 Natural 0.100 0.74 166
D-40D-9 7.77 Natural 0.100 0.35 195
D-AD-1 7.56 Natural 0.075 1.12 209
D-AD-2 9.90 Natural 0.075 0.16 167
D-AD-3 5.00 Natural 0.075 0.17 237
D-AD-4 5.03 Natural 0.075 0.35 169
D-AD-5 5.12 Natural 0.075 0.46 200
D-AEW-11 3.08 Natural 0.100 0.11 185
D-AEW-12 7.85 Natural 0.100 0.10 186
D-AEW-2 5.45 Natural 0.050 0.29 191
D-AEW-5 2.78 Natural 0.100 0.81 206
D-AEW-7 4.79 Natural 0.100 0.16 201
D-AEW-9 8.51 Natural 0.100 0.35 152
D-DITCH 3.66 Natural 0.050 0.51 187
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 2 of 5
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\Table 3.02-3.doc\052506
Name
Diameter
(ft) Shape Roughness
Conduit Slope
(%)
Length
(ft)
D-D-OF-1 5.25 Natural 0.035 0.16 199
D-D-OF-2 5.25 Natural 0.035 0.15 190
D-D-OF-3 5.01 Natural 0.035 -1.16 133
D-LP-2 2.71 Natural 0.035 0.40 184
D-LP-3 3.47 Natural 0.035 0.38 245
D-LP-4 3.78 Natural 0.100 -0.14 207
D-LP-5 3.78 Natural 0.035 0.86 174
D-LP-6 2.50 Circular 0.015 3.66 16
O-AEW-13 1.00 Trapezoidal 0.100 0.91 278
P-06-1062 4.83 Special 0.028 -1.10 26
P-06-1282 5.42 Special 0.015 0.25 24
P-06-1293 2.50 Circular 0.015 0.23 220
P06-1293.1 1.00 Circular 0.015 0.93 106
P-06-1293.2 1.00 Circular 0.015 0.13 180
P-06-1353 2.50 Circular 0.015 1.00 81
P-06-1354 1.50 Circular 0.015 1.05 10
P-06-1355 1.92 Special 0.015 1.00 49
P-06-1356 2.50 Special 0.015 1.00 10
P-06-1357 2.25 Circular 0.015 0.79 300
P-06-1370 5.00 Circular 0.015 0.41 174
P-06-1371 5.00 Circular 0.015 0.41 82
P-06-1387 1.00 Circular 0.015 1.48 51
P-06-1388 1.00 Circular 0.015 0.47 79
P-06-1389 1.00 Circular 0.015 1.05 23
P-06-1391 3.75 Special 0.015 0.59 51
P-06-1392 3.75 Special 0.015 1.38 27
P-06-408.1 4.83 Special 0.026 0.34 161
P-06-408.2 4.83 Special 0.026 0.34 160
P-06-462.1 4.83 Special 0.026 0.41 348
P-06-462.2 4.83 Special 0.026 0.41 349
P-06-467.1 4.83 Special 0.026 0.22 63
P-06-467.2 4.83 Special 0.026 1.22 63
P-06-469.1 4.83 Special 0.028 0.36 141
P-06-470.1 4.83 Special 0.026 0.24 197
P-06-470.2 4.83 Special 0.026 0.24 197
P-06-471.1 4.83 Special 0.026 0.15 356
P-06-471.2 4.83 Special 0.026 0.15 355
P-06-472.1 4.83 Special 0.026 -0.56 36
P-06-473.1 4.83 Special 0.016 0.17 112
P-06-473.2 4.83 Circular 0.016 0.20 111
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 3 of 5
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\Table 3.02-3.doc\052506
Name
Diameter
(ft) Shape Roughness
Conduit Slope
(%)
Length
(ft)
P-06-474.1 4.83 Special 0.016 0.25 404
P-06-474.2 4.83 Special 0.016 0.28 404
P-06-486.1 4.83 Special 0.028 0.15 338
P-06-487.1 4.83 Special 0.028 0.24 144
P-06-489.1 6.00 Special 0.026 0.43 257
P-06-489.2 6.00 Special 0.026 0.39 239
P-06-490 4.83 Special 0.026 0.39 339
P-06-492.1 4.83 Special 0.026 -0.11 18
P-06-493.1 4.83 Special 0.026 -0.02 561
P-06-494.1 4.83 Special 0.026 0.37 168
P-06-552.1 4.83 Special 0.028 0.32 296
P-06-553.1 4.83 Special 0.028 0.28 246
P-06-602.1 4.83 Special 0.026 -0.05 518
P-06-602.2 4.83 Special 0.026 -0.05 518
P-06-640.1 4.83 Special 0.026 0.02 102
P-06-653.1 4.83 Special 0.028 0.10 283
P-06-677.1 3.50 Circular 0.015 0.23 327
P-06-678 2.50 Circular 0.015 0.51 425
P-06-679 2.50 Circular 0.015 0.52 364
P-06-680 2.25 Circular 0.015 0.82 241
P-06-684 4.83 Special 0.028 0.10 170
P-06-685.1 4.83 Special 0.028 0.21 307
P-06-686 4.83 Special 0.028 0.05 165
P-06-687 4.83 Special 0.028 8.21 12
P-06-687.1 4.83 Special 0.028 -0.04 161
P-06-688.1 4.25 Special 0.026 0.04 302
P-06-770 4.83 Special 0.028 0.12 346
P-06-773.1 5.00 Circular 0.015 0.33 1092
P-06-836.1 4.83 Special 0.026 -0.47 47
P-06-837.1 4.83 Special 0.026 0.64 286
P-06-837.2 4.83 Special 0.026 0.64 286
P-06-841 4.83 Special 0.028 0.46 37
P-06-841.1 4.83 Special 0.028 0.16 189
P-06-842 3.00 Circular 0.015 0.20 80
P-06-843 2.00 Circular 0.015 0.36 253
P-06-844 2.00 Circular 0.015 0.20 213
P-06-845 2.00 Circular 0.015 0.38 21
P-06-846 2.00 Circular 0.015 0.23 156
P-06-847 1.50 Circular 0.015 0.54 267
P-06-848 1.50 Circular 0.014 0.60 180
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 4 of 5
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\Table 3.02-3.doc\052506
Name
Diameter
(ft) Shape Roughness
Conduit Slope
(%)
Length
(ft)
P-13-1216. 3.50 Circular 0.015 0.52 242
P-13-1217 4.00 Circular 0.015 0.22 133
P-13-1218 4.00 Circular 0.015 0.47 96
P-13-1219 4.00 Circular 0.015 0.39 139
P-13-1220 3.50 Circular 0.015 0.49 273
P-13-1221. 3.50 Circular 0.015 0.52 250
P13-1703.1 2.08 Special 0.026 0.02 96
P13-1703.2 2.08 Special 0.026 0.02 86
P13-1704.1 2.08 Special 0.026 0.35 31
P13-1704.2 2.08 Special 0.026 0.35 31
P-13-2371 4.50 Circular 0.015 0.14 173
P-13-2381 4.42 Special 0.015 0.38 84
P-13-2382 4.42 Special 0.015 1.27 21
P-13-2411. 3.17 Special 0.015 0.55 43
P-13-420 4.83 Special 0.026 0.00 147
P-13-452 5.42 Special 0.026 1.02 84
P-13-456.1 4.83 Special 0.026 0.47 322
P-13-457.1 4.00 Circular 0.015 0.32 240
P-13-458.1 4.00 Circular 0.015 0.41 85
P-13-459.1 4.00 Circular 0.015 0.42 384
P-13-460.1 4.00 Circular 0.015 0.43 350
P-13-471 6.33 Special 0.015 0.20 65
P-13-546.1 2.08 Special 0.026 0.63 65
P-13-546.2 2.08 Special 0.026 0.63 65
P-13-547.1 2.08 Special 0.026 0.02 313
P-13-547.2 2.08 Special 0.026 0.02 313
P-13-548.1 2.08 Special 0.026 0.14 91
P-13-548.2 2.08 Special 0.026 0.14 90
P-13-549.1 2.08 Special 0.026 0.14 156
P-13-549.2 2.08 Special 0.026 0.14 155
P-13-550.1 2.08 Special 0.026 0.03 511
P-13-550.2 2.08 Special 0.026 0.11 512
P-13-551.1 1.00 Circular 0.026 0.23 146
P-13-551.2 1.00 Circular 0.026 0.76 121
P-13-660 4.00 Circular 0.015 0.78 225
P-13-764 3.50 Circular 0.015 0.07 505
P-13-765.1 3.50 Circular 0.026 0.09 264
P-13-766.1 3.50 Circular 0.015 0.10 155
P-13-791.1 3.50 Circular 0.015 0.09 295
P-13-792.1 3.50 Circular 0.015 -0.04 200
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 5 of 5
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Name
Diameter
(ft) Shape Roughness
Conduit Slope
(%)
Length
(ft)
P-13-793.1 3.50 Circular 0.015 0.00 262
P-13-794 3.50 Circular 0.015 0.13 185
P-16-425.1 4.83 Special 0.026 0.27 254
P-16-426.1 4.83 Special 0.026 0.19 400
P-16-427.1 4.83 Special 0.026 0.17 401
P-16-428.1 5.42 Special 0.026 0.18 269
P-16-429.1 5.42 Special 0.026 0.18 402
P-16-430 6.00 Circular 0.026 0.38 390
P-16-469.1 5.42 Special 0.026 0.29 136
P-16-487 6.00 Special 0.024 -0.05 84
P-16-495.1 4.83 Special 0.026 -0.19 106
P-16-646 5.00 Circular 0.015 0.34 471
P-16-647 5.00 Circular 0.015 0.33 832
P-40D-22 5.00 Circular 0.015 0.42 43
P-AEW-1.1 4.83 Special 0.016 0.26 589
P-AEW-1.2 4.83 Special 0.016 0.26 587
P-AEW-10 3.00 Rectangular 0.015 0.78 195
P-AEW-13 5.00 Circular 0.015 0.33 278
P-AEW-14 3.00 Trapezoidal 0.100 1.28 16
P-AEW-15 3.17 Special 0.026 2.64 50
P-AEW-16 2.50 Circular 0.015 -0.80 71
P-AEW-3.1 4.00 Circular 0.015 1.22 166
P-AEW-8 4.50 Circular 0.015 0.16 164
P-AP-1 1.25 Circular 0.015 0.40 45
P-LP-1 4.25 Special 0.015 0.26 46
P-STR-10 3.5 Circular 0.015 0.11 75
P-STR-5 3.5 Circular 0.015 0.11 72
P-WM MH-1 1.00 Circular 0.015 0.25 95
P-WM P-1 1.00 Circular 0.015 0.10 290
P-WM P-2 1.25 Circular 0.015 0.60 82
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 1 of 3
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TABLE 3.02-4
EXISTING PEAK CHARGES–ELEVATIONS SUMMARY
Conduit Name
Design
Flow (cfs)
Maximum
Computed
Pipe Flow
(cfs)
Overland
Flow (cfs)
Total
Flow (cfs)
Upstream
Ponding
Allowed (cft)
Maximum
Water
Elevation
(ft)
Maximum
Computed
Pipe Flow
(cfs)
Overland
Flow (cfs)
Total
Flow (cfs)
Upstream
Ponding
Allowed (cft)
Maximum
Water
Elevation
(ft)
Maximum
Computed
Pipe Flow
(cfs)
Overland
Flow (cfs)
Total
Flow (cfs)
Upstream
Ponding
Allowed (cft)
Maximum
Water
Elevation
(ft)
Maximum
Computed
Pipe Flow
(cfs)
Overland
Flow (cfs)
Total
Flow (cfs)
Upstream
Ponding
Allowed
(cft)
Maximum
Water
Elevation
(ft)
Maximum
Computed
Pipe Flow
(cfs)
Overland
Flow (cfs)
Total
Flow (cfs)
Upstream
Ponding
Allowed (cft)
Maximum
Water
Elevation
(ft)
Maximum
Computed
Pipe Flow
(cfs)
Overland
Flow (cfs)
Total
Flow (cfs)
Upstream
Ponding
Allowed
(cft)
Maximum
Water
Elevation
(ft)
Maximum
Computed
Pipe Flow
(cfs)
Overland
Flow (cfs)
Total
Flow (cfs)
Upstream
Ponding
Allowed
(cft)
Maximum
Water
Elevation
(ft)
pipe
capacity
D-40D-1 113.97 -119.29 0.00 119.29 21514.65 779.96 -117.20 0.00 117.20 15327.92 779.88 -114.78 0.00 114.78 9889.06 779.78 -111.44 0.00 111.44 4272.23 779.62 -103.44 0.00 103.44 0.00 779.37 -68.12 0.00 68.12 0.00 778.76 -34.40 0.00 34.40 0.00 778.17 2
D-40D-1.1 109.38 116.92 0.00 116.92 0.00 779.96 115.38 0.00 115.38 0.00 779.88 113.44 0.00 113.44 0.00 779.78 110.13 0.00 110.13 0.00 779.62 103.05 0.00 103.05 0.00 779.37 67.88 0.00 67.88 0.00 778.76 34.22 0.00 34.22 0.00 778.17 10
D-40D-10 439.49 113.14 0.00 113.14 0.00 770.65 110.82 0.00 110.82 0.00 770.61 108.23 0.00 108.23 0.00 770.56 101.66 0.00 101.66 0.00 770.45 92.43 0.00 92.43 0.00 770.29 70.78 0.00 70.78 0.00 769.90 40.32 0.00 40.32 0.00 769.22 >100
D-40D-11 500.27 113.22 0.00 113.22 0.00 770.01 110.94 0.00 110.94 0.00 769.95 108.35 0.00 108.35 0.00 769.88 101.78 0.00 101.78 0.00 769.77 92.48 0.00 92.48 0.00 769.61 70.71 0.00 70.71 0.00 769.22 40.20 0.00 40.20 0.00 768.57 >100
D-40D-12 185.02 127.51 0.00 127.51 0.00 769.24 121.52 0.00 121.52 0.00 769.16 115.28 0.00 115.28 0.00 769.07 105.50 0.00 105.50 0.00 768.94 94.14 0.00 94.14 0.00 768.79 70.68 0.00 70.68 0.00 768.44 40.03 0.00 40.03 0.00 767.88 >100
D-40D-13 194.57 126.87 0.00 126.87 0.00 768.78 121.25 0.00 121.25 0.00 768.69 114.91 0.00 114.91 0.00 768.58 105.27 0.00 105.27 0.00 768.43 93.84 0.00 93.84 0.00 768.25 70.51 0.00 70.51 0.00 767.85 39.83 0.00 39.83 0.00 767.21 25
D-40D-14 148.07 126.72 0.00 126.72 0.00 768.41 121.05 0.00 121.05 0.00 768.31 114.70 0.00 114.70 0.00 768.19 105.15 0.00 105.15 0.00 768.05 93.71 0.00 93.71 0.00 767.87 70.43 0.00 70.43 0.00 767.46 39.71 0.00 39.71 0.00 766.79 >100
D-40D-15 142.30 131.18 0.00 131.18 0.00 767.56 123.34 0.00 123.34 0.00 767.43 112.42 0.00 112.42 0.00 767.28 101.12 0.00 101.12 0.00 767.11 90.19 0.00 90.19 0.00 766.94 65.05 0.00 65.05 0.00 766.51 36.81 0.00 36.81 0.00 765.88 >100
D-40D-16 133.86 130.83 0.00 130.83 0.00 766.52 123.13 0.00 123.13 0.00 766.30 112.34 0.00 112.34 0.00 766.12 101.00 0.00 101.00 0.00 765.93 90.15 0.00 90.15 0.00 765.76 65.03 0.00 65.03 0.00 765.36 36.78 0.00 36.78 0.00 764.79 >100
D-40D-16.1 133.24 80.32 0.00 80.32 0.00 766.02 75.66 0.00 75.66 0.00 765.69 66.49 0.00 66.49 0.00 765.45 54.69 0.00 54.69 0.00 765.19 45.97 0.00 45.97 0.00 764.98 31.20 0.00 31.20 0.00 764.58 15.95 0.00 15.95 0.00 764.01 >100
D-40D-17 143.10 80.94 0.00 80.94 0.00 765.90 76.45 0.00 76.45 0.00 765.51 66.49 0.00 66.49 0.00 765.25 54.67 0.00 54.67 0.00 764.99 45.95 0.00 45.95 0.00 764.78 31.19 0.00 31.19 0.00 764.37 15.93 0.00 15.93 0.00 763.80 >100
D-40D-17.1 143.65 82.37 0.00 82.37 0.00 765.79 78.22 0.00 78.22 0.00 765.34 68.32 0.00 68.32 0.00 765.05 56.27 0.00 56.27 0.00 764.79 47.40 0.00 47.40 0.00 764.58 32.55 0.00 32.55 0.00 764.17 17.32 0.00 17.32 0.00 763.61 >100
D-40D-18 147.55 81.18 0.00 81.18 0.00 765.50 77.76 0.00 77.76 0.00 764.83 68.28 0.00 68.28 0.00 764.45 56.23 0.00 56.23 0.00 764.16 47.36 0.00 47.36 0.00 763.94 32.54 0.00 32.54 0.00 763.53 17.28 0.00 17.28 0.00 762.97 >100
D-40D-19 187.00 89.85 0.00 89.85 0.00 765.28 84.40 0.00 84.40 0.00 764.45 73.06 0.00 73.06 0.00 763.94 59.37 0.00 59.37 0.00 763.63 49.70 0.00 49.70 0.00 763.40 33.49 0.00 33.49 0.00 762.98 17.25 0.00 17.25 0.00 762.43 >100
D-40D-2 178.17 116.58 0.00 116.58 2421.05 779.05 115.04 0.00 115.04 979.54 778.98 113.07 0.00 113.07 0.00 778.90 109.66 0.00 109.66 0.00 778.79 102.37 0.00 102.37 0.00 778.55 67.51 0.00 67.51 0.00 777.69 34.07 0.00 34.07 0.00 777.04 25
D-40D-20 384.02 88.90 0.00 88.90 0.00 765.10 82.71 0.00 82.71 0.00 764.09 72.84 0.00 72.84 0.00 763.28 59.20 0.00 59.20 0.00 762.92 49.55 0.00 49.55 0.00 762.67 33.44 0.00 33.44 0.00 762.24 17.21 0.00 17.21 0.00 761.73 >100
D-40D-21 749.22 92.03 0.00 92.03 0.00 765.06 82.75 0.00 82.75 0.00 763.96 72.71 0.00 72.71 0.00 762.94 59.10 0.00 59.10 0.00 762.48 49.46 0.00 49.46 0.00 762.17 33.38 0.00 33.38 0.00 761.64 17.17 0.00 17.17 0.00 760.99 >100
D-40D-23 731.71 102.92 0.00 102.92 0.00 763.97 89.36 0.00 89.36 0.00 762.79 73.02 0.00 73.02 0.00 761.38 59.19 0.00 59.19 0.00 760.97 49.46 0.00 49.46 0.00 760.73 33.34 0.00 33.34 0.00 760.32 17.10 0.00 17.10 0.00 759.79 >100
D-40D-3 58.69 84.49 0.00 84.49 450342.98 777.72 84.39 0.00 84.39 331430.06 777.65 84.20 0.00 84.20 246736.99 777.59 83.75 0.00 83.75 166183.33 777.51 82.15 0.00 82.15 59499.05 777.30 66.91 0.00 66.91 0.00 776.36 35.51 0.00 35.51 0.00 775.42 2
D-40D-4 89.49 76.46 0.00 76.46 354802.64 777.01 75.78 0.00 75.78 266411.74 776.95 76.01 0.00 76.01 201012.02 776.89 75.56 0.00 75.56 143005.73 776.82 75.16 0.00 75.16 60862.83 776.64 65.91 0.00 65.91 1021.32 775.94 35.35 0.00 35.35 0.00 774.90 1
D-40D-5 50.82 72.06 0.00 72.06 578783.62 776.32 70.38 0.00 70.38 475100.76 776.27 70.55 0.00 70.55 347628.10 776.21 66.57 0.00 66.57 274957.39 776.16 68.76 0.00 68.76 117757.05 775.98 62.05 0.00 62.05 11811.56 775.46 35.26 0.00 35.26 0.00 774.23 1
D-40D-6 53.51 75.27 0.00 75.27 170444.93 775.45 74.60 0.00 74.60 129039.85 775.39 73.59 0.00 73.59 94770.89 775.32 73.60 0.00 73.60 73340.85 775.26 69.86 0.00 69.86 33292.43 775.07 64.73 0.00 64.73 4357.16 774.63 35.36 0.00 35.36 0.00 773.67 1
D-40D-7 154.54 109.35 0.00 109.35 0.00 774.52 108.48 0.00 108.48 0.00 774.48 106.77 0.00 106.77 0.00 774.40 101.06 0.00 101.06 0.00 774.22 92.23 0.00 92.23 0.00 773.93 71.58 0.00 71.58 0.00 773.38 40.87 0.00 40.87 0.00 772.68 >100
D-40D-8 294.79 109.62 0.00 109.62 0.00 774.19 108.65 0.00 108.65 0.00 774.13 106.87 0.00 106.87 0.00 774.04 101.08 0.00 101.08 0.00 773.81 92.16 0.00 92.16 0.00 773.44 71.18 0.00 71.18 0.00 772.73 40.72 0.00 40.72 0.00 771.86 >100
D-40D-9 628.05 113.15 0.00 113.15 0.00 771.25 110.83 0.00 110.83 0.00 771.21 108.24 0.00 108.24 0.00 771.17 101.66 0.00 101.66 0.00 771.06 92.42 0.00 92.42 0.00 770.91 70.88 0.00 70.88 0.00 770.53 40.44 0.00 40.44 0.00 769.85 <1
D-AD-1 803.33 112.05 0.00 112.05 0.00 772.09 107.97 0.00 107.97 0.00 771.92 100.60 0.00 100.60 0.00 771.78 87.30 0.00 87.30 0.00 771.53 70.40 0.00 70.40 0.00 771.22 48.81 0.00 48.81 0.00 770.78 34.05 0.00 34.05 0.00 770.42 >100
D-AD-2 410.10 108.69 0.00 108.69 0.00 771.46 105.71 0.00 105.71 0.00 771.17 99.09 0.00 99.09 0.00 770.85 85.89 0.00 85.89 0.00 770.48 69.59 0.00 69.59 0.00 770.05 48.58 0.00 48.58 0.00 769.48 33.83 0.00 33.83 0.00 769.00 <1
D-AD-3 75.19 120.93 0.00 120.93 0.00 771.28 114.53 0.00 114.53 0.00 770.96 105.69 0.00 105.69 0.00 770.57 89.77 0.00 89.77 0.00 770.15 72.44 0.00 72.44 0.00 769.68 50.26 0.00 50.26 0.00 769.09 34.77 0.00 34.77 0.00 768.58 50
D-AD-4 145.59 119.90 0.00 119.90 7578.27 770.48 112.25 0.00 112.25 1471.13 770.25 104.21 0.00 104.21 0.00 769.83 87.45 0.00 87.45 0.00 769.29 71.38 0.00 71.38 0.00 768.63 50.17 0.00 50.17 0.00 767.98 34.71 0.00 34.71 0.00 767.55 25
D-AD-5 161.85 108.37 0.00 108.37 22278.12 770.14 102.40 0.00 102.40 9947.80 769.94 96.85 0.00 96.85 0.00 769.62 83.40 0.00 83.40 0.00 769.06 68.71 0.00 68.71 0.00 768.27 49.82 0.00 49.82 0.00 767.40 34.59 0.00 34.59 0.00 766.89 10
D-AEW-11 22.68 49.67 0.00 49.67 699.08 765.46 48.43 0.00 48.43 0.00 765.20 48.08 0.00 48.08 0.00 765.05 47.19 0.00 47.19 0.00 764.87 44.10 0.00 44.10 0.00 764.67 33.79 0.00 33.79 0.00 763.91 20.79 0.00 20.79 0.00 763.32 2
D-AEW-12 310.42 96.47 0.00 96.47 0.00 764.04 85.53 0.00 85.53 0.00 762.97 72.75 0.00 72.75 0.00 761.95 59.10 0.00 59.10 0.00 761.58 49.44 0.00 49.44 0.00 761.33 33.35 0.00 33.35 0.00 760.89 17.12 0.00 17.12 0.00 760.29 >100
D-AEW-2 161.87 87.22 0.00 87.22 0.00 758.81 86.58 0.00 86.58 0.00 758.77 85.87 0.00 85.87 0.00 758.72 84.98 0.00 84.98 0.00 758.65 83.49 0.00 83.49 0.00 758.58 76.79 0.00 76.79 0.00 758.35 54.63 0.00 54.63 0.00 757.63 <1
D-AEW-5 113.20 98.59 0.00 98.59 345973.44 778.50 98.02 0.00 98.02 250035.64 778.44 97.16 0.00 97.16 178704.53 778.37 95.56 0.00 95.56 107560.02 778.26 91.87 0.00 91.87 27888.50 777.97 67.78 0.00 67.78 0.00 776.75 35.79 0.00 35.79 0.00 775.87 2
D-AEW-7 101.59 109.12 0.00 109.12 0.00 774.87 108.00 0.00 108.00 0.00 774.82 105.36 0.00 105.36 0.00 774.75 99.32 0.00 99.32 0.00 774.60 90.95 0.00 90.95 0.00 774.35 71.02 0.00 71.02 0.00 773.86 40.72 0.00 40.72 0.00 773.15 <1
D-AEW-9 703.38 113.19 0.00 113.19 0.00 771.82 110.89 0.00 110.89 0.00 771.78 108.29 0.00 108.29 0.00 771.74 101.73 0.00 101.73 0.00 771.64 92.48 0.00 92.48 0.00 771.49 71.03 0.00 71.03 0.00 771.13 40.58 0.00 40.58 0.00 770.46 25
D-DITCH 102.01 87.36 0.00 87.36 0.00 758.33 86.76 0.00 86.76 0.00 758.27 86.06 0.00 86.06 0.00 758.20 85.13 0.00 85.13 0.00 758.09 83.51 0.00 83.51 0.00 757.98 76.49 0.00 76.49 0.00 757.66 54.54 0.00 54.54 0.00 756.60 10
D-D-OF-1 254.67 358.76 0.00 358.76 0.00 750.38 295.22 0.00 295.22 0.00 749.64 251.28 0.00 251.28 0.00 749.40 214.65 0.00 214.65 0.00 748.67 185.14 0.00 185.14 0.00 748.45 151.98 0.00 151.98 0.00 748.22 110.94 0.00 110.94 0.00 747.96 25
D-D-OF-2 222.50 354.32 0.00 354.32 16453.25 749.77 296.03 0.00 296.03 0.00 749.12 251.77 0.00 251.77 0.00 748.73 214.72 0.00 214.72 0.00 748.38 185.21 0.00 185.21 0.00 748.21 151.99 0.00 151.99 0.00 748.02 110.96 0.00 110.96 0.00 747.83 50
D-D-OF-3 772.79 413.23 0.00 413.23 0.00 749.08 351.78 0.00 351.78 0.00 748.67 292.61 0.00 292.61 0.00 748.32 240.75 0.00 240.75 0.00 748.00 202.98 0.00 202.98 0.00 747.89 160.63 0.00 160.63 0.00 747.78 118.43 0.00 118.43 0.00 747.69 <1
D-LP-2 76.72 44.65 0.00 44.65 0.00 764.20 45.07 0.00 45.07 0.00 764.09 45.68 0.00 45.68 0.00 764.01 45.29 0.00 45.29 0.00 763.94 42.72 0.00 42.72 0.00 763.70 33.65 0.00 33.65 0.00 762.89 20.76 0.00 20.76 0.00 762.23 2
D-LP-3 108.34 43.40 0.00 43.40 20923.29 763.97 42.59 0.00 42.59 14546.58 763.88 42.32 0.00 42.32 10050.95 763.80 42.66 0.00 42.66 7602.12 763.75 41.44 0.00 41.44 1179.37 763.50 33.19 0.00 33.19 0.00 762.72 20.70 0.00 20.70 0.00 761.96 2
D-LP-4 37.13 42.82 0.00 42.82 15689.23 763.83 42.03 0.00 42.03 10953.28 763.75 41.59 0.00 41.59 7559.97 763.68 41.38 0.00 41.38 5658.10 763.62 40.43 0.00 40.43 372.33 763.38 32.50 0.00 32.50 0.00 762.60 20.65 0.00 20.65 0.00 761.71 2
D-LP-5 489.97 48.26 0.00 48.26 13194.73 763.49 45.10 0.00 45.10 9562.70 763.43 43.23 0.00 43.23 6531.71 763.36 40.29 0.00 40.29 4994.30 763.31 39.24 0.00 39.24 0.00 763.06 31.34 0.00 31.34 0.00 762.23 20.60 0.00 20.60 0.00 760.56 5
D-LP-6 67.99 44.66 0.00 44.66 11829.24 763.48 43.00 0.00 43.00 8483.51 763.43 41.62 0.00 41.62 5696.60 763.35 39.63 0.00 39.63 4317.23 763.30 38.62 0.00 38.62 0.00 763.05 30.89 0.00 30.89 0.00 762.22 20.56 0.00 20.56 0.00 760.20 5
O-AEW-13 34.68 12.55 0.00 12.55 0.00 763.92 0.00 0.00 0.00 0.00 762.62 0.00 0.00 0.00 0.00 762.02 0.00 0.00 0.00 0.00 761.10 0.00 0.00 0.00 0.00 760.57 0.00 0.00 0.00 0.00 760.27 0.00 0.00 0.00 0.00 760.27 >100
P-06-1062 40.97 -30.79 0.00 30.79 27735.13 760.35 27.04 0.00 27.04 12638.75 760.20 26.98 0.00 26.98 2514.43 759.92 26.90 0.00 26.90 0.00 759.64 26.77 0.00 26.77 0.00 759.51 26.41 0.00 26.41 0.00 759.24 23.97 0.00 23.97 0.00 755.83 10
P-06-1282 62.21 51.40 0.00 51.40 0.00 765.61 50.17 0.00 50.17 0.00 765.33 48.67 0.00 48.67 0.00 765.17 47.58 0.00 47.58 0.00 764.99 44.15 0.00 44.15 0.00 764.78 33.80 0.00 33.80 0.00 763.98 20.80 0.00 20.80 0.00 763.35 >100
P-06-1293 16.94 32.00 0.00 32.00 256713.86 762.79 32.02 0.00 32.02 211810.80 762.75 31.96 0.00 31.96 148877.85 762.68 32.03 0.00 32.03 116692.31 762.63 31.48 0.00 31.48 41284.59 762.43 28.92 0.00 28.92 361.31 761.76 30.38 0.00 30.38 0.00 759.84 1
P06-1293.1 2.98 3.04 0.00 3.04 61022.93 761.99 3.03 0.00 3.03 57531.27 761.98 3.79 0.00 3.79 47102.38 761.94 3.78 0.00 3.78 35485.53 761.89 3.60 0.00 3.60 17048.86 761.75 3.02 0.00 3.02 2328.90 761.42 2.80 0.00 2.80 0.00 760.16 1
P-06-1293.2 1.10 3.04 0.00 3.04 99590.74 761.51 3.03 0.00 3.03 93818.38 761.50 3.00 0.00 3.00 87866.67 761.49 2.99 0.00 2.99 70142.69 761.44 3.12 0.00 3.12 37533.62 761.32 2.97 0.00 2.97 12950.70 761.11 2.81 0.00 2.81 16.76 760.63 <1
P-06-1353 35.60 12.09 0.00 12.09 0.00 763.44 -8.81 0.00 8.81 0.00 762.57 -7.64 0.00 7.64 0.00 762.07 -4.46 0.00 4.46 0.00 761.83 -2.10 0.00 2.10 0.00 761.35 -0.07 0.00 0.07 0.00 760.94 0.00 0.00 0.00 0.00 760.84 >100
P-06-1354 9.34 12.09 0.00 12.09 0.00 763.31 -8.81 0.00 8.81 0.00 762.56 -7.64 0.00 7.64 0.00 762.19 -4.47 0.00 4.47 0.00 761.87 -2.10 0.00 2.10 0.00 761.39 -0.28 0.00 0.28 0.00 760.94 -0.14 0.00 0.14 0.00 760.66 >100
P-06-1355 9.16 14.86 0.00 14.86 33509.29 762.79 14.51 0.00 14.51 11180.67 762.61 13.88 0.00 13.88 3113.18 762.40 12.04 0.00 12.04 0.00 761.90 10.17 0.00 10.17 0.00 761.41 8.13 0.00 8.13 0.00 760.94 5.51 0.00 5.51 0.00 760.66 10
P-06-1356 20.32 14.86 0.00 14.86 0.00 761.10 14.51 0.00 14.51 0.00 760.96 13.88 0.00 13.88 0.00 760.85 12.04 0.00 12.04 0.00 760.72 10.17 0.00 10.17 0.00 760.58 8.12 0.00 8.12 0.00 760.43 5.51 0.00 5.51 0.00 760.22 >100
P-06-1357 23.92 14.82 0.00 14.82 0.00 760.91 14.49 0.00 14.49 0.00 760.76 13.87 0.00 13.87 0.00 760.64 12.00 0.00 12.00 0.00 760.54 10.18 0.00 10.18 0.00 760.41 8.13 0.00 8.13 0.00 760.28 5.49 0.00 5.49 0.00 760.10 >100
P-06-1370 144.18 94.26 0.00 94.26 0.00 764.89 84.07 0.00 84.07 0.00 763.58 72.71 0.00 72.71 0.00 762.48 59.09 0.00 59.09 0.00 762.00 49.45 0.00 49.45 0.00 761.68 33.37 0.00 33.37 0.00 761.11 17.15 0.00 17.15 0.00 760.41 >100
P-06-1371 145.34 94.31 0.00 94.31 0.00 764.42 84.15 0.00 84.15 0.00 763.21 72.71 0.00 72.71 0.00 762.15 59.09 0.00 59.09 0.00 761.73 49.44 0.00 49.44 0.00 761.46 33.36 0.00 33.36 0.00 760.96 17.14 0.00 17.14 0.00 760.32 >100
P-06-1387 3.75 2.10 0.00 2.10 0.00 766.64 2.25 0.00 2.25 0.00 766.11 2.25 0.00 2.25 0.00 765.75 2.26 0.00 2.26 0.00 765.35 2.11 0.00 2.11 0.00 765.02 1.58 0.00 1.58 0.00 764.55 1.43 0.00 1.43 0.00 764.00 >100
P-06-1388 2.11 2.10 0.00 2.10 0.00 766.35 2.26 0.00 2.26 0.00 765.85 2.26 0.00 2.26 0.00 765.52 2.27 0.00 2.27 0.00 765.14 2.13 0.00 2.13 0.00 764.87 1.58 0.00 1.58 0.00 764.42 1.43 0.00 1.43 0.00 763.88 >100
P-06-1389 3.17 2.10 0.00 2.10 0.00 765.94 2.27 0.00 2.27 0.00 765.48 2.27 0.00 2.27 0.00 765.18 2.29 0.00 2.29 0.00 764.88 2.15 0.00 2.15 0.00 764.66 1.63 0.00 1.63 0.00 764.24 1.45 0.00 1.45 0.00 763.68 >100
P-06-1391 46.05 5.26 0.00 5.26 0.00 767.58 3.22 0.00 3.22 0.00 767.43 -3.52 0.00 3.52 0.00 767.27 -3.96 0.00 3.96 0.00 767.10 -3.46 0.00 3.46 0.00 766.93 -5.38 0.00 5.38 0.00 766.51 -2.86 0.00 2.86 0.00 765.88 >100
P-06-1392 70.14 5.27 0.00 5.27 0.00 767.57 3.22 0.00 3.22 0.00 767.43 -3.52 0.00 3.52 0.00 767.28 -3.96 0.00 3.96 0.00 767.10 -3.46 0.00 3.46 0.00 766.94 -5.41 0.00 5.41 0.00 766.50 -2.86 0.00 2.86 0.00 765.88 >100
P-06-408.1 31.18 34.63 137.42 172.05 0.00 753.51 40.55 113.14 153.69 0.00 753.36 35.75 92.11 127.86 0.00 753.22 34.82 69.94 104.76 0.00 753.05 34.66 53.25 87.91 0.00 752.93 34.81 30.80 65.61 0.00 752.75 29.88 0.00 29.88 0.00 752.18 1
P-06-408.2 31.28 33.81 0.00 33.81 0.00 753.51 39.69 0.00 39.69 0.00 753.36 34.89 0.00 34.89 0.00 753.22 33.98 0.00 33.98 0.00 753.05 33.84 0.00 33.84 0.00 752.93 33.97 0.00 33.97 0.00 752.75 29.16 0.00 29.16 0.00 752.18 1
P-06-462.1 34.33 42.76 83.68 126.44 396260.25 752.30 43.78 38.57 82.35 378743.58 752.29 44.43 33.57 78.00 271172.72 752.22 44.74 26.11 70.85 151441.67 752.09 44.60 20.23 64.83 85708.36 751.96 42.69 8.87 51.56 17712.23 751.58 32.06 0.00 32.06 0.00 749.62 1
P-06-462.2 34.24 42.66 0.00 42.66 0.00 752.30 43.68 0.00 43.68 0.00 752.29 44.33 0.00 44.33 0.00 752.22 44.63 0.00 44.63 0.00 752.09 44.49 0.00 44.49 0.00 751.96 42.59 0.00 42.59 0.00 751.58 31.98 0.00 31.98 0.00 749.62 1
P-06-467.1 25.11 28.71 110.85 139.56 259868.38 753.20 33.95 103.38 137.33 160752.04 753.10 29.09 96.55 125.64 79879.69 752.95 32.00 90.02 122.02 24654.19 752.71 27.91 84.31 112.22 8469.11 752.49 28.82 67.88 96.70 824.46 752.18 28.95 4.89 33.84 0.00 751.64 <1
P-06-467.2 25.11 28.71 0.00 28.71 0.00 753.20 33.95 0.00 33.95 0.00 753.10 29.09 0.00 29.09 0.00 752.95 32.00 0.00 32.00 0.00 752.71 27.91 0.00 27.91 0.00 752.49 28.82 0.00 28.82 0.00 752.18 28.95 0.00 28.95 0.00 751.64 <1
P-06-469.1 29.83 39.18 69.05 108.23 0.00 753.39 37.36 50.14 87.50 0.00 753.29 36.23 34.35 70.58 0.00 753.20 35.79 20.01 55.80 0.00 753.10 34.90 4.34 39.24 0.00 752.95 31.80 0.00 31.80 0.00 752.71 24.55 0.00 24.55 0.00 751.21 2
P-06-470.1 26.36 31.51 164.23 195.74 0.00 753.63 33.76 133.81 167.57 0.00 753.51 32.94 102.64 135.58 0.00 753.49 31.45 67.76 99.21 0.00 753.58 31.41 54.33 85.74 0.00 753.49 32.08 35.51 67.59 0.00 753.36 29.98 0.00 29.98 0.00 752.85 1
P-06-470.2 26.34 31.49 0.00 31.49 0.00 753.63 33.74 0.00 33.74 0.00 753.51 32.92 0.00 32.92 0.00 753.49 31.43 0.00 31.43 0.00 753.58 31.39 0.00 31.39 0.00 753.49 32.06 0.00 32.06 0.00 753.36 29.96 0.00 29.96 0.00 752.85 1
P-06-471.1 20.97 37.82 156.43 194.25 0.00 754.10 35.36 126.94 162.30 0.00 754.01 35.34 101.17 136.51 0.00 754.06 31.67 82.62 114.29 0.00 754.07 30.60 69.63 100.23 0.00 754.00 29.19 46.14 75.33 0.00 754.05 28.70 9.49 38.19 0.00 753.67 <1
P-06-471.2 20.99 37.76 0.00 37.76 0.00 754.10 35.31 0.00 35.31 0.00 754.01 35.30 0.00 35.30 0.00 754.06 31.63 0.00 31.63 0.00 754.07 30.56 0.00 30.56 0.00 754.00 29.15 0.00 29.15 0.00 754.05 28.66 0.00 28.66 0.00 753.67 <1
P-06-472.1 39.75 38.30 45.18 83.48 0.00 755.03 31.35 33.67 65.02 0.00 754.96 31.92 35.50 67.42 0.00 755.00 32.21 26.84 59.05 0.00 754.94 32.49 20.95 53.44 0.00 754.89 30.02 14.30 44.32 0.00 754.83 27.02 0.43 27.45 0.00 754.57 <1
P-06-473.1 35.77 55.51 16.84 72.35 0.00 755.73 53.08 3.43 56.51 0.00 755.61 47.17 0.00 47.17 0.00 755.51 42.14 0.00 42.14 0.00 755.34 39.15 0.00 39.15 0.00 755.24 34.36 0.00 34.36 0.00 755.10 27.04 0.00 27.04 0.00 754.73 25
P-06-473.2 86.12 104.52 0.00 104.52 0.00 755.73 96.98 0.00 96.98 0.00 755.61 86.91 0.00 86.91 0.00 755.51 73.94 0.00 73.94 0.00 755.34 65.95 0.00 65.95 0.00 755.24 55.15 0.00 55.15 0.00 755.10 34.08 0.00 34.08 0.00 754.73 25
P-06-474.1 43.56 55.13 0.00 55.13 178853.34 757.15 53.48 0.00 53.48 113809.53 757.04 51.00 0.00 51.00 71451.42 756.92 48.08 0.00 48.08 33316.25 756.71 45.95 0.00 45.95 16708.52 756.52 40.63 0.00 40.63 0.00 756.11 28.84 0.00 28.84 0.00 755.22 2
P-06-474.2 46.04 55.12 0.00 55.12 0.00 757.15 53.47 0.00 53.47 0.00 757.04 50.99 0.00 50.99 0.00 756.92 48.07 0.00 48.07 0.00 756.71 45.94 0.00 45.94 0.00 756.52 40.62 0.00 40.62 0.00 756.11 28.84 0.00 28.84 0.00 755.22 2
P-06-486.1 19.06 38.70 53.04 91.74 0.00 755.41 38.82 37.48 76.30 0.00 755.33 38.70 24.74 63.44 0.00 755.25 38.62 14.52 53.14 0.00 755.18 37.16 0.00 37.16 0.00 754.92 31.66 0.00 31.66 0.00 754.03 23.43 0.00 23.43 0.00 751.99 5
P-06-487.1 24.38 39.77 67.92 107.69 0.00 755.75 38.32 53.36 91.68 0.00 755.67 37.35 44.01 81.36 0.00 755.62 35.79 34.44 70.23 0.00 755.54 34.65 9.32 43.97 0.00 755.43 31.35 0.00 31.35 0.00 754.63 24.07 0.00 24.07 0.00 752.35 2
P-06-489.1 66.68 85.38 -468.26 553.64 0.00 751.54 79.34 -468.26 547.60 0.00 750.59 77.36 -468.26 545.62 0.00 750.38 73.95 -468.26 542.21 0.00 749.84 70.03 -468.26 538.29 0.00 749.65 61.41 -468.26 529.67 0.00 749.24 42.73 -468.26 510.99 0.00 748.42 <1
P-06-489.2 63.29 88.18 0.00 88.18 0.00 751.54 81.96 0.00 81.96 0.00 750.59 79.91 0.00 79.91 0.00 750.38 76.39 0.00 76.39 0.00 749.84 72.34 0.00 72.34 0.00 749.65 63.44 0.00 63.44 0.00 749.24 45.26 0.00 45.26 0.00 748.42 <1
5 year 2 year 1year100year 50 year 25 year 10 year
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 2 of 3
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\Table 3.02-4.doc\052506
TABLE 3.02-4 (CONTINUED)
EXISTING PEAK CHARGES–ELEVATIONS SUMMARY
Conduit Name
Design
Flow (cfs)
Maximum
Computed
Pipe Flow
(cfs)
Overland
Flow (cfs)
Total
Flow (cfs)
Upstream
Ponding
Allowed (cft)
Maximum
Water
Elevation
(ft)
Maximum
Computed
Pipe Flow
(cfs)
Overland
Flow (cfs)
Total
Flow (cfs)
Upstream
Ponding
Allowed (cft)
Maximum
Water
Elevation
(ft)
Maximum
Computed
Pipe Flow
(cfs)
Overland
Flow (cfs)
Total
Flow (cfs)
Upstream
Ponding
Allowed (cft)
Maximum
Water
Elevation
(ft)
Maximum
Computed
Pipe Flow
(cfs)
Overland
Flow (cfs)
Total
Flow (cfs)
Upstream
Ponding
Allowed
(cft)
Maximum
Water
Elevation
(ft)
Maximum
Computed
Pipe Flow
(cfs)
Overland
Flow (cfs)
Total
Flow (cfs)
Upstream
Ponding
Allowed (cft)
Maximum
Water
Elevation
(ft)
Maximum
Computed
Pipe Flow
(cfs)
Overland
Flow (cfs)
Total
Flow (cfs)
Upstream
Ponding
Allowed
(cft)
Maximum
Water
Elevation
(ft)
Maximum
Computed
Pipe Flow
(cfs)
Overland
Flow (cfs)
Total
Flow (cfs)
Upstream
Ponding
Allowed
(cft)
Maximum
Water
Elevation
(ft)
pipe
capacity
5 year 2 year 1year100year 50 year 25 year 10 year
P-06-490 33.26 46.86 0.00 46.86 136855.78 752.03 39.25 0.00 39.25 78389.58 751.92 39.08 0.00 39.08 45104.08 751.81 38.27 0.00 38.27 13561.92 751.58 36.25 0.00 36.25 2128.84 751.27 31.07 0.00 31.07 0.00 750.45 24.41 0.00 24.41 0.00 749.13 2
P-06-492.1 17.80 37.23 49.20 86.43 215147.44 752.04 31.86 45.11 76.97 125800.55 751.92 30.81 40.34 71.15 74918.16 751.81 30.87 36.76 67.63 25661.20 751.58 31.00 32.84 63.84 6178.74 751.28 30.97 15.87 46.84 0.00 750.47 24.44 0.00 24.44 0.00 749.22 1
P-06-493.1 6.75 32.79 83.62 116.41 1239.39 752.37 32.78 66.37 99.15 0.00 752.20 33.11 51.63 84.74 0.00 752.06 32.51 35.11 67.62 0.00 751.86 32.03 22.85 54.88 0.00 751.71 30.77 8.42 39.19 0.00 751.53 24.54 0.00 24.54 0.00 750.42 1
P-06-494.1 32.64 37.35 78.86 116.21 0.00 752.68 33.04 59.64 92.68 0.00 752.56 31.37 43.28 74.65 0.00 752.44 33.58 26.00 59.58 0.00 752.30 32.15 11.96 44.11 0.00 752.17 30.81 3.27 34.08 0.00 752.06 24.54 0.00 24.54 0.00 750.82 >100
P-06-552.1 28.06 42.39 73.02 115.41 0.00 756.14 39.39 54.21 93.60 0.00 756.19 37.51 41.23 78.74 0.00 756.10 35.05 29.20 64.25 0.00 756.01 34.00 19.53 53.53 0.00 755.91 31.47 1.54 33.01 0.00 755.68 24.85 0.00 24.85 0.00 753.05 >100
P-06-553.1 26.43 29.52 39.91 69.43 0.00 756.88 30.50 32.47 62.97 0.00 756.83 30.15 24.01 54.16 0.00 756.76 30.17 14.46 44.63 0.00 756.67 29.46 9.01 38.47 0.00 756.61 27.93 0.49 28.42 0.00 756.45 22.83 0.00 22.83 0.00 753.51 >100
P-06-602.1 11.48 31.47 107.20 138.67 53245.84 753.13 28.17 100.79 128.96 35451.37 753.04 29.14 96.03 125.17 19261.49 752.90 29.71 88.34 118.05 6404.50 752.66 29.13 81.54 110.67 1014.25 752.45 31.93 60.36 92.29 0.00 752.14 31.28 0.00 31.28 0.00 751.42 1
P-06-602.2 11.95 31.42 0.00 31.42 0.00 753.13 28.18 0.00 28.18 0.00 753.04 29.13 0.00 29.13 0.00 752.90 29.69 0.00 29.69 0.00 752.66 29.11 0.00 29.11 0.00 752.45 31.93 0.00 31.93 0.00 752.14 31.29 0.00 31.29 0.00 751.42 1
P-06-640.1 7.48 29.54 47.78 77.32 0.00 756.53 29.58 35.26 64.84 0.00 756.43 29.05 24.92 53.97 0.00 756.33 28.56 12.59 41.15 0.00 756.19 27.11 0.00 27.11 0.00 755.72 17.74 0.00 17.74 0.00 751.19 11.53 0.00 11.53 0.00 750.70 5
P-06-653.1 15.85 35.18 44.61 79.79 0.00 757.45 33.66 35.65 69.31 0.00 757.38 33.04 27.70 60.74 0.00 757.30 31.96 18.80 50.76 0.00 757.21 31.60 13.61 45.21 0.00 757.14 30.86 5.95 36.81 0.00 757.02 23.28 0.00 23.28 0.00 754.04 1
P-06-677.1 42.03 25.46 0.00 25.46 0.00 756.69 24.30 0.00 24.30 0.00 756.60 27.66 0.00 27.66 0.00 756.50 18.85 0.00 18.85 0.00 756.35 14.96 0.00 14.96 0.00 755.83 9.41 0.00 9.41 0.00 751.38 6.10 0.00 6.10 0.00 750.96 >100
P-06-678 25.34 25.43 0.00 25.43 95637.57 758.25 23.98 0.00 23.98 54233.40 758.14 25.08 0.00 25.08 23434.54 757.98 18.83 0.00 18.83 2025.53 757.54 15.04 0.00 15.04 0.00 756.58 9.42 0.00 9.42 0.00 753.91 6.10 0.00 6.10 0.00 753.67 5
P-06-679 25.68 14.63 0.00 14.63 2546.23 758.93 14.48 0.00 14.48 0.00 758.69 16.06 0.00 16.06 0.00 758.34 11.89 0.00 11.89 0.00 758.27 10.17 0.00 10.17 0.00 756.70 8.11 0.00 8.11 0.00 755.72 5.51 0.00 5.51 0.00 755.54 50
P-06-680 24.34 14.79 0.00 14.79 0.00 759.78 14.49 0.00 14.49 0.00 759.44 13.93 0.00 13.93 0.00 758.89 11.89 0.00 11.89 0.00 758.16 10.17 0.00 10.17 0.00 758.01 8.11 0.00 8.11 0.00 757.88 5.49 0.00 5.49 0.00 757.69 >100
P-06-684 15.64 34.30 0.00 34.30 0.00 758.24 32.98 0.00 32.98 0.00 758.14 31.21 0.00 31.21 0.00 758.00 30.95 0.00 30.95 0.00 757.80 31.36 0.00 31.36 0.00 757.67 28.98 0.00 28.98 0.00 757.41 21.73 0.00 21.73 0.00 754.28 >100
P-06-685.1 22.43 36.15 20.35 56.50 22667.57 759.90 38.61 18.37 56.98 10395.37 759.71 36.84 16.30 53.14 0.00 759.37 33.87 13.45 47.32 0.00 759.02 32.55 8.52 41.07 0.00 758.85 28.77 0.97 29.74 0.00 758.60 21.90 0.00 21.90 0.00 755.25 1
P-06-686 10.92 41.23 0.00 41.23 0.00 760.11 39.04 0.00 39.04 0.00 759.94 37.10 0.00 37.10 0.00 759.58 33.21 0.00 33.21 0.00 759.30 32.60 0.00 32.60 0.00 759.14 28.87 0.00 28.87 0.00 758.88 22.10 0.00 22.10 0.00 755.49 >100
P-06-687 141.91 44.04 0.00 44.04 0.00 760.42 38.79 0.00 38.79 0.00 760.25 37.83 0.00 37.83 0.00 759.95 33.21 0.00 33.21 0.00 759.63 33.07 0.00 33.07 0.00 759.49 29.06 0.00 29.06 0.00 759.21 26.03 0.00 26.03 0.00 755.76 >100
P-06-687.1 10.32 41.65 0.00 41.65 35297.63 760.35 38.97 0.00 38.97 15981.12 760.20 37.43 0.00 37.43 2608.67 759.88 32.74 0.00 32.74 0.00 759.58 32.82 0.00 32.82 0.00 759.44 28.96 0.00 28.96 0.00 759.16 22.40 0.00 22.40 0.00 755.76 10
P-06-688.1 9.08 49.81 27.04 76.85 0.00 764.06 49.52 8.99 58.51 0.00 763.94 43.73 0.00 43.73 0.00 762.99 29.83 0.00 29.83 0.00 760.95 22.03 0.00 22.03 0.00 760.06 14.48 0.00 14.48 0.00 759.36 9.26 0.00 9.26 0.00 755.77 25
P-06-770 17.04 35.14 0.00 35.14 33128.61 759.89 35.11 0.00 35.11 15459.77 759.70 34.10 0.00 34.10 2130.48 759.37 34.02 0.00 34.02 0.00 758.97 32.50 0.00 32.50 0.00 758.68 29.24 0.00 29.24 0.00 758.17 21.82 0.00 21.82 0.00 754.81 10
P-06-773.1 130.14 116.55 0.00 116.55 0.00 763.64 109.43 0.00 109.43 0.00 762.31 94.08 0.00 94.08 0.00 760.34 72.81 0.00 72.81 0.00 759.65 58.66 0.00 58.66 0.00 759.17 35.70 0.00 35.70 0.00 758.34 17.10 0.00 17.10 0.00 757.43 >100
P-06-836.1 36.54 46.31 82.69 129.00 0.00 755.18 36.71 66.55 103.26 0.00 755.13 34.83 62.41 97.24 0.00 755.12 38.69 47.74 86.43 0.00 755.06 39.68 38.18 77.86 0.00 755.01 33.86 26.74 60.60 0.00 754.95 32.69 2.15 34.84 0.00 754.67 <1
P-06-837.1 42.53 28.31 120.47 148.78 0.00 754.95 28.94 96.95 125.89 0.00 754.87 29.35 75.53 104.88 0.00 754.97 29.42 60.78 90.20 0.00 754.89 29.43 49.83 79.26 0.00 754.82 29.24 38.57 67.81 0.00 754.75 28.82 5.77 34.59 0.00 754.43 <1
P-06-837.2 42.55 28.32 0.00 28.32 0.00 754.95 28.95 0.00 28.95 0.00 754.87 29.36 0.00 29.36 0.00 754.97 29.44 0.00 29.44 0.00 754.89 29.44 0.00 29.44 0.00 754.82 29.25 0.00 29.25 0.00 754.75 28.84 0.00 28.84 0.00 754.43 <1
P-06-841 29.28 38.27 0.00 38.27 0.00 760.28 36.64 0.00 36.64 0.00 760.24 35.77 0.00 35.77 0.00 760.18 34.28 0.00 34.28 0.00 760.12 33.27 0.00 33.27 0.00 760.02 28.92 0.00 28.92 0.00 759.71 25.91 0.00 25.91 0.00 756.36 >100
P-06-841.1 20.08 -28.47 0.00 28.47 860833.58 760.05 27.04 0.00 27.04 711901.84 760.01 26.98 0.00 26.98 548642.68 759.96 26.90 0.00 26.90 398456.22 759.90 26.77 0.00 26.77 239237.74 759.80 26.41 0.00 26.41 62366.28 759.53 24.81 0.00 24.81 0.00 756.21 1
P-06-842 25.90 32.00 0.00 32.00 0.00 760.68 32.02 0.00 32.02 0.00 760.64 31.96 0.00 31.96 0.00 760.58 32.03 0.00 32.03 0.00 760.52 31.46 0.00 31.46 0.00 760.41 28.92 0.00 28.92 0.00 760.04 29.53 0.00 29.53 0.00 756.92 >100
P-06-843 11.82 17.91 0.00 17.91 0.00 760.72 17.46 0.00 17.46 0.00 760.60 17.04 0.00 17.04 0.00 760.42 16.39 0.00 16.39 0.00 760.24 15.47 0.00 15.47 0.00 760.53 12.71 0.00 12.71 0.00 759.70 9.46 0.00 9.46 0.00 756.72 >100
P-06-844 8.80 15.35 0.00 15.35 0.00 760.73 15.25 0.00 15.25 0.00 760.63 15.23 0.00 15.23 0.00 760.50 14.40 0.00 14.40 0.00 760.32 13.47 0.00 13.47 0.00 760.37 11.24 0.00 11.24 0.00 759.73 8.12 0.00 8.12 0.00 757.26 >100
P-06-845 12.16 17.37 0.00 17.37 0.00 760.74 15.66 0.00 15.66 0.00 760.64 15.32 0.00 15.32 0.00 760.52 14.61 0.00 14.61 0.00 760.35 13.76 0.00 13.76 0.00 760.35 11.47 0.00 11.47 0.00 759.77 8.15 0.00 8.15 0.00 757.39 >100
P-06-846 9.42 17.73 0.00 17.73 49162.92 760.79 16.08 0.00 16.08 33576.82 760.71 15.34 0.00 15.34 24110.21 760.61 14.75 0.00 14.75 23083.04 760.46 13.84 0.00 13.84 12536.89 760.30 11.57 0.00 11.57 0.00 759.92 8.25 0.00 8.25 0.00 757.77 2
P-06-847 6.71 7.74 0.00 7.74 37370.33 760.86 7.96 0.00 7.96 27214.22 760.80 7.84 0.00 7.84 19545.71 760.72 7.75 0.00 7.75 12900.46 760.61 7.14 0.00 7.14 6773.69 760.48 6.21 0.00 6.21 7.82 760.15 4.84 0.00 4.84 0.00 758.72 1
P-06-848 7.56 -2.28 0.00 2.28 0.00 760.79 -1.86 0.00 1.86 0.00 760.71 -1.46 0.00 1.46 0.00 760.61 1.58 0.00 1.58 0.00 760.51 1.20 0.00 1.20 0.00 760.51 1.18 0.00 1.18 0.00 759.95 -0.46 0.00 0.46 0.00 757.77 >100
P-13-1216. 62.91 73.07 0.00 73.07 48455.94 777.40 68.65 0.00 68.65 18396.56 777.22 59.10 0.00 59.10 594.72 776.73 52.53 0.00 52.53 0.00 775.55 46.02 0.00 46.02 0.00 774.08 36.10 0.00 36.10 0.00 772.96 27.79 0.00 27.79 0.00 772.52 10
P-13-1217 58.03 113.01 0.00 113.01 0.00 776.86 109.01 0.00 109.01 0.00 776.39 101.08 0.00 101.08 0.00 775.67 87.79 0.00 87.79 0.00 774.52 70.77 0.00 70.77 0.00 773.42 48.88 0.00 48.88 0.00 772.40 34.15 0.00 34.15 0.00 771.78 >100
P-13-1218 85.19 113.00 0.00 113.00 0.00 775.11 109.01 0.00 109.01 0.00 774.76 101.07 0.00 101.07 0.00 774.24 87.73 0.00 87.73 0.00 773.53 70.73 0.00 70.73 0.00 772.68 48.88 0.00 48.88 0.00 771.86 34.14 0.00 34.14 0.00 771.30 >100
P-13-1219 78.21 112.98 0.00 112.98 0.00 773.67 108.95 0.00 108.95 0.00 773.43 101.04 0.00 101.04 0.00 773.16 87.70 0.00 87.70 0.00 772.66 70.75 0.00 70.75 0.00 772.05 48.87 0.00 48.87 0.00 771.38 34.14 0.00 34.14 0.00 770.88 >100
P-13-1220 60.87 42.48 0.00 42.48 0.00 779.05 41.94 0.00 41.94 0.00 778.72 41.18 0.00 41.18 0.00 778.08 39.25 0.00 39.25 0.00 776.77 37.45 0.00 37.45 0.00 775.55 32.17 0.00 32.17 0.00 775.29 25.58 0.00 25.58 0.00 775.03 >100
P-13-1221. 63.12 65.27 0.49 65.76 0.00 779.02 61.95 0.00 61.95 0.00 778.69 58.39 0.00 58.39 0.00 777.97 52.42 0.00 52.42 0.00 776.63 45.93 0.00 45.93 0.00 774.84 36.16 0.00 36.16 0.00 774.10 27.84 0.00 27.84 0.00 773.76 50
P13-1703.1 0.76 2.68 13.94 16.62 2904.79 778.80 2.79 8.54 11.33 229.99 778.61 3.18 4.05 7.23 0.00 778.24 2.85 2.25 5.10 0.00 778.05 2.78 -1.66 4.44 0.00 777.72 2.30 0.00 2.30 0.00 776.87 1.60 0.00 1.60 0.00 776.12 2
P13-1703.2 0.80 2.81 0.00 2.81 0.00 778.80 2.93 0.00 2.93 0.00 778.61 3.35 0.00 3.35 0.00 778.24 2.98 0.00 2.98 0.00 778.05 2.93 0.00 2.93 0.00 777.72 2.42 0.00 2.42 0.00 776.87 1.68 0.00 1.68 0.00 776.12 2
P13-1704.1 3.13 6.91 0.00 6.91 272813.57 778.37 6.76 0.00 6.76 187298.04 778.30 6.54 0.00 6.54 121284.57 778.21 5.78 0.00 5.78 62745.35 778.08 3.89 0.00 3.89 17167.95 777.83 2.01 0.00 2.01 0.00 776.76 1.56 0.00 1.56 0.00 775.91 2
P13-1704.2 3.14 6.92 0.00 6.92 0.00 778.37 6.77 0.00 6.77 0.00 778.30 6.55 0.00 6.55 0.00 778.21 5.80 0.00 5.80 0.00 778.08 3.90 0.00 3.90 0.00 777.83 2.01 0.00 2.01 0.00 776.76 1.56 0.00 1.56 0.00 775.91 2
P-13-2371 64.71 113.20 0.00 113.20 0.00 773.03 110.92 0.00 110.92 0.00 772.96 108.32 0.00 108.32 0.00 772.88 101.76 0.00 101.76 0.00 772.68 92.52 0.00 92.52 0.00 772.36 71.10 0.00 71.10 0.00 771.77 40.63 0.00 40.63 0.00 770.85 >100
P-13-2381 57.20 63.14 0.00 63.14 0.00 776.10 62.23 0.00 62.23 0.00 776.01 60.20 0.00 60.20 0.00 775.85 54.43 0.00 54.43 0.00 775.45 44.54 0.00 44.54 0.00 775.46 33.65 0.00 33.65 0.00 773.98 18.11 0.00 18.11 0.00 773.16 >100
P-13-2382 103.98 62.84 0.00 62.84 5088.64 775.34 61.79 0.00 61.79 3245.36 775.28 60.00 0.00 60.00 1443.41 775.17 54.42 0.00 54.42 0.00 774.92 44.54 0.00 44.54 0.00 774.63 33.54 0.00 33.54 0.00 773.91 18.02 0.00 18.02 0.00 773.15 10
P-13-2411. 27.09 42.47 8.47 50.94 0.00 779.06 41.93 0.00 41.93 0.00 778.77 41.17 0.00 41.17 0.00 778.27 39.23 0.00 39.23 0.00 776.96 37.44 0.00 37.44 0.00 776.45 32.17 0.00 32.17 0.00 775.97 25.58 0.00 25.58 0.00 775.47 50
P-13-420 35.99 87.19 0.00 87.19 875952.27 763.00 86.53 0.00 86.53 613735.62 762.93 85.82 0.00 85.82 411919.41 762.85 84.93 0.00 84.93 209163.83 762.71 83.49 0.00 83.49 80521.19 762.51 76.89 0.00 76.89 97.33 761.68 54.66 0.00 54.66 0.00 759.31 1
P-13-452 72.94 -5.09 0.00 5.09 0.00 759.19 -4.74 0.00 4.74 0.00 759.15 4.96 0.00 4.96 0.00 759.10 -3.48 0.00 3.48 0.00 759.02 6.17 0.00 6.17 0.00 758.94 -1.58 0.00 1.58 0.00 758.65 -1.13 0.00 1.13 0.00 757.80 >100
P-13-456.1 36.51 53.46 118.08 171.54 0.00 763.77 53.52 98.63 152.15 0.00 763.88 54.82 85.17 139.99 0.00 763.82 54.29 64.86 119.15 0.00 763.71 53.56 46.62 100.18 0.00 763.60 50.87 15.21 66.08 0.00 763.41 39.49 0.00 39.49 0.00 761.06 1
P-13-457.1 70.94 88.70 64.58 153.28 0.00 765.31 83.81 51.15 134.96 0.00 765.25 83.23 37.53 120.76 0.00 765.18 81.74 18.24 99.98 0.00 765.04 77.74 1.88 79.62 0.00 764.82 57.17 0.00 57.17 0.00 764.05 39.68 0.00 39.68 0.00 761.35 2
P-13-458.1 79.84 64.40 69.60 134.00 4591.68 765.45 61.96 64.26 126.22 3478.23 765.41 62.16 57.21 119.37 2211.18 765.35 61.80 42.44 104.24 83.95 765.22 59.66 21.38 81.04 0.00 765.03 56.04 0.00 56.04 0.00 764.41 35.36 0.00 35.36 0.00 761.50 2
P-13-459.1 80.82 60.90 57.11 118.01 0.00 766.36 63.72 50.53 114.25 0.00 766.31 59.56 43.27 102.83 0.00 766.25 69.26 28.17 97.43 0.00 766.15 59.96 11.03 70.99 0.00 766.00 50.68 0.00 50.68 0.00 765.05 35.32 0.00 35.32 0.00 762.27 2
P-13-460.1 81.49 80.71 33.99 114.70 0.00 768.04 79.15 27.11 106.26 0.00 768.00 79.72 19.82 99.54 0.00 767.94 78.27 6.10 84.37 0.00 767.81 68.41 0.00 68.41 0.00 767.27 51.64 0.00 51.64 0.00 765.69 35.65 0.00 35.65 0.00 763.56 5
P-13-471 78.59 87.20 0.00 87.20 0.00 759.19 86.56 0.00 86.56 0.00 759.15 85.84 0.00 85.84 0.00 759.10 84.95 0.00 84.95 0.00 759.02 83.49 0.00 83.49 0.00 758.94 76.84 0.00 76.84 0.00 758.65 54.64 0.00 54.64 0.00 757.80 >100
P-13-546.1 4.13 6.92 0.00 6.92 1853.07 778.41 6.77 0.00 6.77 932.60 778.34 6.55 0.00 6.55 249.06 778.26 5.80 0.00 5.80 0.00 778.13 3.90 0.00 3.90 0.00 777.87 1.97 0.00 1.97 0.00 776.76 1.54 0.00 1.54 0.00 775.90 10
P-13-546.2 4.13 6.91 0.00 6.91 0.00 778.41 6.76 0.00 6.76 0.00 778.34 6.54 0.00 6.54 0.00 778.26 5.79 0.00 5.79 0.00 778.13 3.90 0.00 3.90 0.00 777.87 1.97 0.00 1.97 0.00 776.76 1.54 0.00 1.54 0.00 775.90 10
P-13-547.1 0.73 2.74 0.00 2.74 28703.14 778.80 3.38 0.00 3.38 10877.01 778.61 3.25 0.00 3.25 973.46 778.24 3.09 0.00 3.09 0.00 778.05 2.42 0.00 2.42 0.00 777.72 2.16 0.00 2.16 0.00 776.85 1.62 0.00 1.62 0.00 776.05 10
P-13-547.2 0.73 2.74 0.00 2.74 0.00 778.80 3.38 0.00 3.38 0.00 778.61 3.25 0.00 3.25 0.00 778.24 3.09 0.00 3.09 0.00 778.05 2.42 0.00 2.42 0.00 777.72 2.16 0.00 2.16 0.00 776.85 1.62 0.00 1.62 0.00 776.05 10
P-13-548.1 1.99 3.75 13.91 17.66 3095.08 778.80 2.70 8.56 11.26 287.58 778.61 3.22 3.52 6.74 0.00 778.24 2.97 1.02 3.99 0.00 778.05 2.92 0.00 2.92 0.00 777.70 2.36 0.00 2.36 0.00 776.88 1.65 0.00 1.65 0.00 776.18 5
P-13-548.2 2.00 3.77 0.00 3.77 0.00 778.80 2.72 0.00 2.72 0.00 778.61 3.23 0.00 3.23 0.00 778.24 2.98 0.00 2.98 0.00 778.05 2.94 0.00 2.94 0.00 777.70 2.37 0.00 2.37 0.00 776.88 1.66 0.00 1.66 0.00 776.18 5
P-13-549.1 1.98 3.69 12.03 15.72 0.00 778.79 4.04 6.59 10.63 0.00 778.61 3.16 0.08 3.24 0.00 778.42 2.96 0.00 2.96 0.00 778.03 2.79 0.00 2.79 0.00 777.73 2.38 0.00 2.38 0.00 776.91 1.66 0.00 1.66 0.00 776.30 10
P-13-549.2 1.99 3.70 0.00 3.70 0.00 778.79 4.06 0.00 4.06 0.00 778.61 3.17 0.00 3.17 0.00 778.42 2.97 0.00 2.97 0.00 778.03 2.80 0.00 2.80 0.00 777.73 2.38 0.00 2.38 0.00 776.91 1.67 0.00 1.67 0.00 776.30 10
P-13-550.1 0.93 -2.93 51.24 54.17 0.00 779.51 -2.85 51.24 54.09 0.00 779.16 -2.59 51.24 53.83 0.00 778.64 2.38 51.24 53.62 0.00 778.03 2.23 51.24 53.47 0.00 777.63 1.82 51.24 53.06 0.00 776.85 0.99 51.24 52.23 0.00 776.52 <1
P-13-550.2 0.93 -2.92 0.00 2.92 0.00 779.51 -2.85 0.00 2.85 0.00 779.16 -2.59 0.00 2.59 0.00 778.64 2.38 0.00 2.38 0.00 778.03 2.23 0.00 2.23 0.00 777.63 1.82 0.00 1.82 0.00 776.85 0.99 0.00 0.99 0.00 776.52 <1
P-13-551.1 0.85 -2.28 0.00 2.28 21763.39 778.48 -2.17 0.00 2.17 16069.18 778.43 -2.83 0.00 2.83 10236.71 778.34 -1.99 0.00 1.99 5748.41 778.10 -1.79 0.00 1.79 153.26 777.94 -1.13 0.00 1.13 0.00 776.29 -0.14 0.00 0.14 0.00 775.52 2
P-13-551.2 1.55 3.34 0.00 3.34 0.00 778.48 3.25 0.00 3.25 0.00 778.43 3.22 0.00 3.22 0.00 778.34 2.43 0.00 2.43 0.00 778.10 2.94 0.00 2.94 0.00 777.94 1.14 0.00 1.14 0.00 776.29 0.15 0.00 0.15 0.00 773.90 >100
P-13-660 110.07 2.24 0.00 2.24 0.00 759.19 1.94 0.00 1.94 0.00 759.15 1.98 0.00 1.98 0.00 759.10 2.70 0.00 2.70 0.00 759.02 2.24 0.00 2.24 0.00 758.94 0.54 0.00 0.54 0.00 758.65 0.00 0.00 0.00 0.00 757.83 >100
P-13-764 22.29 49.30 0.00 49.30 547765.73 780.22 47.35 0.00 47.35 350107.76 780.12 46.74 0.00 46.74 186860.17 779.99 47.51 0.00 47.51 71698.94 779.74 47.77 0.00 47.77 10591.19 779.38 25.47 0.00 25.47 0.00 776.59 14.21 0.00 14.21 0.00 774.09 2
P-13-765.1 14.85 39.40 21.97 61.37 0.00 778.49 41.80 19.11 60.91 0.00 778.47 38.89 15.49 54.38 0.00 778.44 39.12 9.58 48.70 0.00 778.39 40.45 3.46 43.91 0.00 778.32 26.15 0.00 26.15 0.00 776.11 14.03 0.00 14.03 0.00 773.89 2
P-13-766.1 27.14 40.24 38.38 78.62 4532.17 777.75 42.54 38.21 80.75 1830.11 777.62 34.56 37.55 72.11 0.00 777.46 34.33 35.95 70.28 0.00 777.23 41.85 31.11 72.96 0.00 777.13 26.11 0.00 26.11 0.00 775.36 13.95 0.00 13.95 0.00 773.61 2
P-13-791.1 26.86 32.11 43.11 75.22 72476.95 777.71 32.63 40.55 73.18 39884.72 777.59 33.08 36.03 69.11 18998.75 777.43 33.04 30.11 63.15 7152.33 777.22 31.77 22.45 54.22 4737.41 777.12 26.05 0.00 26.05 0.00 775.15 13.90 0.00 13.90 0.00 773.52 2
P-13-792.1 16.31 47.20 56.54 103.74 0.00 777.65 48.09 49.00 97.09 0.00 777.52 49.99 39.80 89.79 0.00 777.35 46.30 24.13 70.43 0.00 777.14 42.78 9.60 52.38 0.00 777.02 34.40 0.00 34.40 0.00 774.83 18.51 0.00 18.51 0.00 773.40 2
P-13-793.1 30.47 50.91 57.11 108.02 4326.88 777.57 49.86 52.29 102.15 1326.53 777.43 47.42 46.38 93.80 0.00 777.19 46.25 26.33 72.58 0.00 776.79 44.48 0.12 44.60 0.00 776.46 34.25 0.00 34.25 0.00 774.43 18.41 0.00 18.41 0.00 773.25 2
P-13-794 31.40 63.15 0.00 63.15 27011.59 777.48 62.23 0.00 62.23 13336.66 777.33 60.20 0.00 60.20 3445.24 777.09 54.43 0.00 54.43 0.00 776.44 44.56 0.00 44.56 0.00 775.88 33.97 0.00 33.97 0.00 774.14 18.28 0.00 18.28 0.00 773.18 10
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 3 of 3
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\Table 3.02-4.doc\052506
TABLE 3.02-4 (CONTINUED)
EXISTING PEAK CHARGES–ELEVATIONS SUMMARY
Conduit Name
Design
Flow (cfs)
Maximum
Computed
Pipe Flow
(cfs)
Overland
Flow (cfs)
Total
Flow (cfs)
Upstream
Ponding
Allowed (cft)
Maximum
Water
Elevation
(ft)
Maximum
Computed
Pipe Flow
(cfs)
Overland
Flow (cfs)
Total
Flow (cfs)
Upstream
Ponding
Allowed (cft)
Maximum
Water
Elevation
(ft)
Maximum
Computed
Pipe Flow
(cfs)
Overland
Flow (cfs)
Total
Flow (cfs)
Upstream
Ponding
Allowed (cft)
Maximum
Water
Elevation
(ft)
Maximum
Computed
Pipe Flow
(cfs)
Overland
Flow (cfs)
Total
Flow (cfs)
Upstream
Ponding
Allowed
(cft)
Maximum
Water
Elevation
(ft)
Maximum
Computed
Pipe Flow
(cfs)
Overland
Flow (cfs)
Total
Flow (cfs)
Upstream
Ponding
Allowed (cft)
Maximum
Water
Elevation
(ft)
Maximum
Computed
Pipe Flow
(cfs)
Overland
Flow (cfs)
Total
Flow (cfs)
Upstream
Ponding
Allowed
(cft)
Maximum
Water
Elevation
(ft)
Maximum
Computed
Pipe Flow
(cfs)
Overland
Flow (cfs)
Total
Flow (cfs)
Upstream
Ponding
Allowed
(cft)
Maximum
Water
Elevation
(ft)
pipe
capacity
5 year 2 year 1year100year 50 year 25 year 10 year
P-16-425.1 27.81 30.31 44.33 74.64 0.00 756.32 29.78 31.75 61.53 0.00 756.22 29.09 21.41 50.50 0.00 756.12 28.60 9.17 37.77 0.00 755.98 27.11 0.00 27.11 0.00 755.41 17.69 0.00 17.69 0.00 751.01 11.50 0.00 11.50 0.00 750.53 5
P-16-426.1 23.08 30.51 44.37 74.88 0.00 755.40 29.74 31.66 61.40 0.00 755.30 29.05 21.08 50.13 0.00 755.20 28.58 8.52 37.10 0.00 755.06 27.11 0.00 27.11 0.00 754.39 17.56 0.00 17.56 0.00 750.50 11.42 0.00 11.42 0.00 750.03 5
P-16-427.1 22.28 30.47 44.99 75.46 0.00 754.46 29.72 31.97 61.69 0.00 754.36 28.98 22.99 51.97 0.00 754.25 28.56 9.48 38.04 0.00 754.11 27.11 0.00 27.11 0.00 753.31 17.49 0.00 17.49 0.00 749.91 11.37 0.00 11.37 0.00 749.37 5
P-16-428.1 30.82 46.01 92.34 138.35 0.00 753.57 45.39 64.89 110.28 0.00 753.45 42.49 40.32 82.81 0.00 753.45 45.88 13.39 59.27 0.00 753.24 42.31 0.00 42.31 0.00 752.25 27.45 0.00 27.45 0.00 749.42 17.72 0.00 17.72 0.00 748.88 5
P-16-429.1 30.78 31.84 89.20 121.04 0.00 752.81 32.04 74.89 106.93 0.00 752.57 39.46 44.75 84.21 0.00 752.47 49.05 3.89 52.94 0.00 752.12 42.15 0.00 42.15 0.00 750.73 27.43 0.00 27.43 0.00 748.67 17.71 0.00 17.71 0.00 748.22 5
P-16-430 131.29 94.40 0.00 94.40 16883.84 752.78 86.04 0.00 86.04 15078.95 752.47 79.51 0.00 79.51 0.00 751.70 55.36 0.00 55.36 0.00 750.18 44.92 0.00 44.92 0.00 749.29 29.14 0.00 29.14 0.00 748.05 18.79 0.00 18.79 0.00 747.81 25
P-16-469.1 38.72 47.56 80.50 128.06 47002.26 752.93 45.19 65.23 110.42 18598.68 752.73 34.43 53.78 88.21 10511.07 752.62 42.79 28.81 71.60 2905.29 752.39 42.15 0.00 42.15 0.00 751.26 27.43 0.00 27.43 0.00 748.93 17.71 0.00 17.71 0.00 748.43 5
P-16-487 23.96 94.40 0.00 94.40 0.00 751.93 86.04 0.00 86.04 0.00 751.78 79.51 0.00 79.51 0.00 751.12 55.37 0.00 55.37 0.00 749.88 44.94 0.00 44.94 0.00 748.98 29.14 0.00 29.14 0.00 747.64 18.79 0.00 18.79 0.00 747.59 >100
P-16-495.1 23.20 32.58 43.41 75.99 0.00 755.70 32.05 30.58 62.63 0.00 755.60 30.65 20.00 50.65 0.00 755.51 29.44 7.50 36.94 0.00 755.37 27.11 0.00 27.11 0.00 754.70 17.63 0.00 17.63 0.00 750.65 11.46 0.00 11.46 0.00 750.16 5
P-16-646 131.11 134.42 0.00 134.42 0.00 757.39 120.36 0.00 120.36 0.00 756.99 103.33 0.00 103.33 0.00 755.45 78.93 0.00 78.93 0.00 753.37 62.64 0.00 62.64 0.00 752.44 37.45 0.00 37.45 0.00 751.74 17.06 0.00 17.06 0.00 751.08 >100
P-16-647 129.99 134.42 0.00 134.42 0.00 760.69 120.36 0.00 120.36 0.00 759.64 103.32 0.00 103.32 0.00 757.20 78.92 0.00 78.92 0.00 755.59 62.65 0.00 62.65 0.00 755.10 37.46 0.00 37.46 0.00 754.44 17.07 0.00 17.07 0.00 753.80 >100
P-40D-22 146.04 94.36 0.00 94.36 0.00 765.04 83.99 0.00 83.99 0.00 763.80 72.71 0.00 72.71 0.00 762.71 59.09 0.00 59.09 0.00 762.20 49.45 0.00 49.45 0.00 761.86 33.37 0.00 33.37 0.00 761.25 17.16 0.00 17.16 0.00 760.50 >100
P-AEW-1.1 43.90 41.89 55.83 97.72 0.00 757.65 41.22 47.46 88.68 0.00 757.59 40.81 40.27 81.08 0.00 757.52 39.63 32.57 72.20 0.00 757.42 38.27 26.16 64.43 0.00 757.33 36.26 9.64 45.90 0.00 757.13 28.62 0.00 28.62 0.00 755.83 1
P-AEW-1.2 43.94 41.9 0 93.58 0 757.651 41.22 0 41.22 0 757.586 40.82 0 40.82 0 757.523 39.63 0 39.63 0 757.422 38.27 0 38.27 0 757.332 36.29 0 36.29 0 757.126 28.62 0 28.62 0 755.828 1
P-AEW-10 110.32 51.68 0 166.01 0 766.02 50.36 0 50.36 0 765.685 48.8 0 48.8 0 765.447 47.65 0 47.65 0 765.19 44.16 0 44.16 0 764.984 33.81 0 33.81 0 764.578 20.81 0 20.81 0 764.005 >100
P-AEW-13 129.88 114.33 0 149.61 0 763.915 105.09 0 105.09 0 762.623 74.98 0 74.98 0 760.618 59.58 0 59.58 0 759.961 49.68 0 49.68 0 759.553 33.53 0 33.53 0 758.928 17.1 0 17.1 0 758.336 >100
P-AEW-14 122.94 35.28 0 77.75 4207.31 779.451 36.7 0 36.7 1875.74 779.337 37.26 0 37.26 193.79 779.179 36.9 0 36.9 0 778.784 35.53 0 35.53 0 778.427 30.46 0 30.46 0 777.803 24.67 0 24.67 0 777.329 10
P-AEW-15 34.18 42.47 0 54.56 228103.96 779.439 41.93 0 41.93 129054.77 779.325 41.16 0 41.16 57656.09 779.166 39.23 0 39.23 7171.01 778.771 37.44 0 37.44 221.7 778.413 32.17 0 32.17 0 777.787 25.58 0 25.58 0 777.304 2
P-AEW-16 31.82 12.09 0 117.04 0 763.569 -8.81 0 8.81 0 762.571 -7.64 0 7.64 0 762.023 -4.45 0 4.45 0 761.095 -2.11 0 2.11 0 760.571 -0.06 0 0.06 0 760.273 0 0 0 0 760.27 >100
P-AEW-3.1 137.35 104.95 3.47 214.75 0 769.722 101.66 0 101.66 0 769.576 94.25 0 94.25 0 769.302 80.84 0 80.84 0 768.811 67.01 0 67.01 0 767.944 49.69 0 49.69 0 766.712 34.54 0 34.54 0 766.012 50
P-AEW-8 67.86 109.8 0 117.42 0 773.964 108.77 0 108.77 0 773.895 106.94 0 106.94 0 773.8 101.13 0 101.13 0 773.556 92.15 0 92.15 0 773.128 71.04 0 71.04 0 772.276 40.64 0 40.64 0 771.189 >100
P-AP-1 3.54 7.62 0 53.82 0 769.487 5.93 0 5.93 0 768.836 4.23 0 4.23 0 768.332 2.76 0 2.76 0 767.778 2.67 0 2.67 0 767.375 1.88 0 1.88 0 766.848 1.11 0 1.11 0 766.432 >100
P-LP-1 38.75 46.2 0 209.92 22996.97 764.552 47.76 0 47.76 10835.59 764.404 47.8 0 47.8 6471.42 764.31 47.06 0 47.06 3904.64 764.22 44.08 0 44.08 341.35 763.995 33.78 0 33.78 0 763.208 20.78 0 20.78 0 762.519 2
P-STR-10 11.9 35.05 0 70.11 1379956.63 781.043 36.61 0 36.61 890696.36 780.95 37.25 0 37.25 508544.36 780.826 36.9 0 36.9 209544.59 780.611 35.51 0 35.51 73262.55 780.306 30.43 0 30.43 0 779.297 24.66 0 24.66 0 778.342 2
P-STR-5 12.19 35.06 0 37.19 0 780.215 36.62 0 36.62 0 780.111 37.25 0 37.25 0 779.968 36.9 0 36.9 0 779.648 35.51 0 35.51 0 779.319 30.43 0 30.43 0 778.522 24.66 0 24.66 0 777.823 >100
p-WM MH-1 1.55 2.13 0 4.33 0 767.1 2.23 0 2.23 0 766.537 2.23 0 2.23 0 766.13 2.25 0 2.25 0 765.711 2.09 0 2.09 0 765.281 1.58 0 1.58 0 764.748 1.42 0 1.42 0 764.423 >100
P-WM P-1 0.99 2.2 0 7.46 0 768.39 2.22 0 2.22 0 767.724 2.22 0 2.22 0 767.197 2.24 0 2.24 0 766.742 2.08 0 2.08 0 766.157 1.6 0 1.6 0 765.359 1.42 0 1.42 0 765.072 >100
P-WM P-2 4.33 5.26 0 5.26 0 768.39 3.22 0 3.22 0 767.724 -3.51 0 3.51 0 767.197 -3.96 0 3.96 0 766.742 -3.46 0 3.46 0 766.251 -2.19 0 2.19 0 766.09 -2.97 0 2.97 0 766.195 >100
EXISTING CONDITIONS DIVERSION ANALYSIS
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDY
CITY OF OSHKOSH
WINNEBAGO COUNTY, WISCONSIN
FIGURE3.02-31-382.021
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
S:\@SAI\351--400\382\021\GIS\Report Figures\Existing Conditions Diversion Analysis.mxd
0
500
1,000
250
Feet
Legend Drainage Basin Boundary
Sub Drainage Basin Boundary
Landmark Plaza
Storm Manhole
Storm Sewer
Water Valve
Water Main
Sanitary Manhole
Sanitary Sewer
Diversion Point
Flow (CFS)
Q1 = 17
Q2 = 33
Q5 = 50
Q10 = 60
Q25 = 75
Q50 = 102
Q100 = 114
Q6/11/04 = 93
Flow (CFS)
Q1 = 16
Q2 = 31
Q5 = 46
Q10 = 55
Q25 = 66
Q50 = 76
Q100 = 80
Q6/11/04 = 79
Flow (CFS)
Q1 = 34
Q2 = 68
Q5 = 103
Q10 = 111
Q25 = 115
Q50 = 117
Q100 = 119
Q6/11/04 = 116
Flow (CFS)
Q1 = 25
Q2 = 30
Q5 = 36
Q10 = 37
Q25 = 37
Q50 = 37
Q100 = 35
Q6/11/04 = 37
Flow (CFS)
Q1 = 21
Q2 = 34
Q5 = 44
Q10 = 47
Q25 = 48
Q50 = 49
Q100 = 52
Q6/11/04 = 51
Flow (CFS)
Q1 = 0
Q2 = 0
Q5 = 0
Q10 = 0
Q25 = 0
Q50 = 0
Q100 = 13
Q6/11/04 = 0
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 3–Engineering Analysis
Prepared by Strand Associates, Inc.® 3-7
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S3.doc\052506
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.
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.
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.
7. 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 3.02-2 for node locations.
SECTION 4
ALTERNATIVE ANALYSIS
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-1
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
Location
Available
(acre-feet)
Armory 2.7
Westhaven Golf Course 8.1
Wal-Mart 6.9
Entire Watershed Flooding
(Storage Deficit/Need)–
Existing Conditions
-----
Entire Watershed Flooding
(Storage Deficit/Need)–
Future Conditions
------
Total Existing Detention 17.7
Table 4.01-1 Existing Available Detention
Alternative 1–Components (Potential Detention Sites)
Potential
Available Storage
(acre-feet)
1a–Detention at Vacant Lot South of Landmark Plaza (Wet Pond) 6.20
1b–Detention at Golf Course (Wet Pond)–Potential Additional w/Pond Modification 8.8**
1c–Detention at Vacant Lot Southwest of 9th Avenue/Washburn Street Intersection (Wet Pond) 35.5
1d–Detention at Tippler Junior High (Dry Pond) 16.2**
1e–Armory Detention and USH 41 Pipe Upsizing (Wet Pond) 53.2
Expanded Westhaven Golf Course Detention (Wet Pond) 130
Expanded Tippler Junior High (Dry/Wet Pond) 41.5
TOTAL 266.4
** Available Storage at elevation just prior to use of pond overflow. Alternatives 1b and 1d
are not included in total because expansion of these facilities provides more potential
detention
Table 4.01-2 Proposed Alternatives Detention Availability–Future Conditions
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 2nd quarter 2006 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. 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.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-2
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
C. Overview of Alternatives Evaluated
The following alternatives were analyzed:
1. Alternative 1–Additional detention consisting of the following components:
a. Detention at vacant parcel south of the Landmark Plaza.
b. Additional detention at the golf course, if feasible.
c. WisDOT Right-of-Way (ROW) detention–The City has indicated this is not
feasible through discussions with the DOT. In its place, we have analyzed
additional detention southwest of the W. 9th Avenue and Washburn Street
Intersection in vacant land.
d. Detention at Tippler Junior High property.
e. Detention at the Armory site including upstream pipe upsizing (diversion
modification) to feed the basin.
2. Alternative 2–Increase Conveyance Capacity in North Branch System including the
following components:
a. Additional internal capacity at Landmark Plaza.
b. Expansion of ditch south of Landmark Plaza, if necessary.
c. Downstream pipe upsizing to convey the 100-year flow.
3. Alternative 3–Diversion Modification–This alternative analyzes a potential reduction
in capacity of Diversion Point 2 that would reduce the flowrate entering Landmark
Plaza and increase the flowrate going north toward Sawyer Creek.
4. Alternative 4–Stormwater Pump Station at Downstream End of Campbell Creek.
5. Alternative 5–Analysis of Single-Mix of Above Components including the following
components:
a. Detention at vacant parcel south of the Landmark Plaza.
b. Detention at Tippler Junior High property.
c. Detention at the Armory site and upstream pipe upsizing to feed the basin.
6. Alternative 6 through 11–The components of these alternatives are shown in Table
4.01-3.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-3
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
Alternative 1 2 3 4 5 6 7 8 9 10 11
Detention at Tippler Junior High Yes No No No Yes No No No No No No
Expanded Detention at Tippler Junior High No No Yes No No Yes Yes Yes Yes Yes Yes
Larger Pipe from Landmark Plaza to Tippler No Yes Yes No No Yes Yes Yes Yes Yes Yes
Detention South of Landmark Plaza Yes No No No Yes No No No No No No
Existing Detention at Armory No Yes No Yes No No No No No No No
Expanded Detention at Armory Yes No Yes No Yes Yes Yes Yes Yes Yes Yes
Detention at 9th Avenue/Washburn Street Yes No Yes No No Yes Yes Yes Yes No No
Existing Golf Course Detention Yes Yes No Yes Yes Yes Yes No No No No
Expanded Golf Course Detention No No Yes No No No No Yes Yes Yes Yes
Pump Station at Campbell Creek Outfall No No No Yes No No No No No No No
Diversion Pipe under HWY 41 at Landmark
Plaza
Yes Yes Yes Yes Yes No Yes No Yes No Yes
100-year storm sewer in WisDOT ROW
from Landmark Plaza Diversion to Sawyer
Creek along USH 41
No No Yes No No Yes No Yes No Yes No
Existing Wal-Mart Detention Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Increase Conveyance Capacity from
Landmark Plaza to Campbell Creek Outfall
No Yes No No No No No No No No No
Increase Internal Conveyance Capacity at
Landmark Plaza
No Yes No No No No No No No No No
Modified Diversion Pipe under HWY 41 at
Landmark Plaza
No No Yes No No No No No No No No
Table 4.01-3 Alternative Components
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 4.12, 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
criteria for the 10-year, 2-hour and 12-hour duration, 100-year, 2-hour and 12-hour duration, and June
10/11, 2004, storm events. They are also ranked in terms of Landmark Plaza benefit, watershed-wide
benefit, and an average of these two rankings as the overall average ranking. The ranking data and
criteria used for these rankings are included in Table 4.13-2 and 4.13-3.
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.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-4
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
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. Based on these guidelines, Alternatives 1,
4, and 5 were eliminated from consideration because they provide less than
1.5 feet of freeboard at Landmark Plaza and Tippler Junior High. Alternative
2 provides 1.5 to 2 feet of freeboard at both Landmark Plaza and Tippler
Junior High Alternatives 3, 6, 7, 8, 9, 10, and 11 all provide greater than 2
feet of freeboard at these two locations.
2. Watershed-Wide
a. Reduce the amount of flooding in the watershed for the 1- through 100-year
storm events under existing and future conditions and for the June 10 and 11,
2004, storm event.
b. Reduce the amount of flooding occurring in the 10-year storm event under
existing and 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.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-5
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
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 increase in flows to the USH 41/Sawyer Creek outfall as small as
possible. This is in recognition that Alternatives 3, 6, 8, and 10 include
increasing the size of the existing storm sewer leading from USH 41/Sawyer
Creek to just north of Witzel Avenue (Options 6, 8, and 10 also increase the
pipe size under Witzel) to keep the ditch and storm sewer combination from
the Landmark Plaza diversion point to the USH 41/Sawyer Creek outfall at a
100-year capacity under future conditions. The reason for this is that there
are already downstream flooding problems in the area of the Westfield
Drive/Sawyer Creek outfall. If the City chooses an option that upsizes this
storm sewer, 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 153 for 12-hour duration).
4.02 ALTERNATIVE 1–DETENTION AT FOUR LOCATIONS
To reduce flooding in the Landmark Plaza and in downstream areas, we have analyzed the addition of
detention at four locations. Alternative 1 is a combination of all the detention in Component 1a through
1e, excluding Component 1b as discussed below. Each of these components is described below with
an individual cost for each component.
Component 1a–Detention at Vacant Parcel South of Landmark Plaza
We have analyzed the addition of detention at the vacant parcel south of Landmark Plaza. This vacant
parcel is about 2.63 acres. This lot could conceivably provide about 6.2 acre-feet of storage assuming
layout as a wet pond as shown in Figure 4.02-1a. This parcel currently drains northeasterly to the
drainage ditch on the south end of the Landmark Plaza.
Component 1b–Additional Golf Course Detention
The Westhaven Golf Club currently has an area that serves as a stormwater detention pond. The pond
as it exists today provides approximately 8.1 acre-feet of detention before overtopping to the east. To
reduce downstream flooding, we have looked at increasing the detention capacity of the existing facility.
The pond currently reaches an elevation of about 780 feet covering an area of about 7.77 acres. Our
analysis considers increasing the detention volume by constructing a berm at the eastern edge of the
property that would allow ponding to an elevation of about 781 feet covering an area of about 9.8 acres,
thus providing a total of 16.9 acre-feet of storage (8.8 acre-feet additional). This option is shown in
Figure 4.02-1b. As can be seen in Figure 4.02-1b, this would inundate a much larger area
(approximately 2 more acres) of the golf course in large events than currently occurs. Another option
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-6
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
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
here may be to lower the normal water surface elevation by 1.46 feet to provide an additional 1.4 acre-
feet. Because of the negative consequences of further golf course inundation and the minimal benefit of
the lowering of the water surface, this expansion is probably not feasible. The model has thus not
considered modification to the existing golf course detention under this alternative.
Component 1c–Additional Detention in Vacant Land Southwest of W. 9th Avenue/Washburn Street
Intersection
We have analyzed the addition of
detention at the vacant parcel
southwest of the W. 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 4.02-1c. 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. This option is shown in Figure
4.02-1c. 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 4.02-1C to allow for maximizing the use of the parcel for
stormwater storage.
Component 1d–Detention at Tippler Junior High Pr operty
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 that would be used for detention during large rain events and
as athletic fields when it is not raining. Approximately the 2-year flow would be allowed to bypass the
detention but larger storms would divert into this detention system. The area that appears available for
this type of system is an approximate 5.5-acre open area (490 feet x 490 feet) in the north one-half of
this property. This 5.5-acre area could conceivably provide about 16.5 acre-feet of storage assuming a
dry pond configuration as shown in Figure 4.02-1d. 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. This option is shown in Figure 4.02-1d.
Component 1e–Detention at the Armory Site and Upstream Pipe Upsizing to Feed the Basin
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 can hold
about 53 acre-feet during the 100-year storm. To fully utilize this detention, upgrading of the
ALTERNATIVE 1 - COMPONENT 1A
DETENTION AT VACANT LOT SOUTH OF LANDMARK PLAZA
NORTH BRANCH CAMPBELL CREE
K STORMWATER STUD
Y
CITY OF OSHKOSH
WINNEBAGO COUNTY, WISCONSIN
FIGURE 4.02-1A1-382.021
WSEL = 760
IE = 760.0
IE = 760.0
IE = 759.78
75' - 18" RCP@ 0.3%
Existing Ditch
222' - 34" x 53" HERCP@ 0.43%
100 - Year EmergencySpillway L = 20'
Construct DiversionManhole With ConcreteWeirwall at Elev. = 767.6
N KOELLER ST
S WASHBURN ST
W 5TH AVE
US HWY 41 ON RAMPUS HWY 41 RAMP
US HWY 41 NORTHBOUND
LILAC ST
US HWY 41 SOUTHBOUND
W 5TH AVE
768
764
762
770
772
774
0
766
766
766
0
764
764
0
764
0
768
764
770
770
768
766
764
0
768
768
770
770
768
772
0
762
762
770
768
768
0
766
24
0
3654
21
15
18
30
2945
6540
12
15
12
21
18
18
15
12
21
12
30
12
15
2945
15
12
12
24
24
2945
12
21
12
12
15
12
12
12
12
15
12
12
12
15
S:\@SAI\351--400\382\021\GIS\Report Figures\Alternative 1a.mxd
0 100 20050 Feet
Legend
Storm Manhole
Storm Sewer
Water Valve
Water Main
Sanitary Manhole
Sanitary Sewer
Parcel
Contour (2 FT.)
Proposed Detention
Proposed Pipe
ALTERNATIVE 1 - COMPONENT 1B
DETENTION AT GOLF COURSE
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDY
CITY OF OSHKOSH
WINNEBAGO COUNTY, WISCONSIN
FIGURE 4.02-1B1-382.021
Provide Swale for
Drainage Behind Berm
Top of Berm
Elev. = 781.0
Top of Berm
Elev. = 781.0
SBB-60
SCB-85
SCB-75
SCB-70
SCB-80
MARICOPA DRGREENFIELD TR
COVINGTON DR
CUMBERLAND TR
HERITAGE TR
VILLA PARK DR
THORNTON DR
782
780
784
778
786
776
788
780
780 786
782
780
778
782
780
782
778
780
786
778
778
782
786
786
782
780
786
784
780
782 786
782
784
782
784
784
784
782
786778
782
788
778
780
780
784
780
784
784
784
784
780
782
784
782
784
780
782
784
786
786
782
786
784
778
782
782
778
782
786
780
780
786
786
782
782
786
780
780
784
782
782
782
780
780
780
778
782
782
784
778
782
784
780780 778
782
778
786
42
6
12
24
27
15
5031
21
5836
18
2516
10
830
27
27
27
12
15
27
12
18
5031
2516
12
27
42
12
8
18
27
15
21
18
21
42
2516
18
5031
15
30
27
30
30
30
21
5031
8
15
2516
18
10
27
S:\@SAI\351--400\382\021\GIS\Report Figures\Alternative 1b.mxd
0
160
320
80
Feet
Legen
d
Storm Manhole
Storm Sewer
Sanitary Manhole
Sanitary Sewer
Water Valve
Water Main
Parcel
Contour (2 FT.)
Proposed Detention
Proposed Pipe
ALTERNATIVE 1 - COMPONENT 1C
DETENTION AT VACANT LOT SOUTHEAST OF 9TH/WASHBURN STREET INTERSECTION
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDY
CITY OF OSHKOSH
WINNEBAGO COUNTY, WISCONSIN
FIGURE 4.02-1C1-382.021
WSEL = 771.0
Top of Water Feature
Elevation = 777.0
120' - 24" 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
FOREBAY FOREBAY
132' - 24" RCP
@ 0.09%
175' - 24" RCP
@ 0.09%
Construct New
Manhole
IE = 770.62
MARICOPA DR
CUMBERLAND TR
S WASHBURN ST
DICKINSON AVE
ARDMORE TR
778
780
776
782
774
776
778
776
780
780
778
782
782
782
778
778776
778
782
780
780
778
782
778
780
778
780
778
780
778
780
782
780
778
780
780
780
778
780
780
780
780
776
778
776
782
42
24
6
27
15
12
18
0
2516
8
30
0
12
42
12
12
42
18
42
12
12
12
15
12
12
42
18
2516
S:\@SAI\351--400\382\021\GIS\Report Figures\Alternative 1c.mxd
0
120
240
60
Feet
Legend
Storm Manhole
Storm Sewer
Sanitary Manhole
Sanitary Sewer
Water Valve
Water Main
Parcel
Contour (2 FT.)
Proposed Detention
Proposed Pipe
ALTERNATIVE 1 - COMPONENT 1D
100-YEAR OVERFLOW TO AND DETENTION AT TIPPLER JUNIOR HIGH
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDY
CITY OF OSHKOSH
WINNEBAGO COUNTY, WISCONSIN
FIGURE 4.02-1D1-382.021
Proposed Manhole
IE = 753.63
50' - 18" RCP
@ 0.2%
400' - 18" RCP
@ 0.2%
Proposed Manhole
IE = 752.83
Proposed Manhole
IE = 752.38
Proposed Manhole
IE = 751.99
Connect to
Existing Manhole
IE = 751.93
Connect to
Existing Manhole
IE = 752.56
82' - 18" RCP
@ 0.2%425' - 18" RCP
@ 0.2%
35' - 18" RCP
@ 0.2%
88' - 18" RCP
@ 0.2%30' - 18" RCP
@ 0.2%
49' - 30" RCP
@ 0.2%
IE = 753.73
IE = 752.99
IE = 752.95
IE = 752.17
IE = 752.66
754
754 755
753
753
753
WITZEL AVE
S WESTFIELD ST
762
764
760
766
758
764
764
764
760
762 762
764
764
764
764
764
762
764
766
21
24
5131
5836
27
18
5836
5836
27
5836
S:\@SAI\351--400\382\021\GIS\Report Figures\Alternative 1d.mxd
0
100
200
50
Feet
Legend
Storm Manhole
Storm Sewer
Sanitary Manhole
Sanitary Sewer
Water Valve
Water Main
Parcel
Contour (2 FT.)
Proposed Detention
Proposed Pipe
ALTERNATIVE 1 - COMPONENT 1E
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDY
CITY OF OSHKOSH
WINNEBAGO COUNTY, WISCONSIN
FIGURE 4.02-1E1-382.021
IE = 765.0
IE = 765.0
IE = 764.88
Normal WSEL = 765.0
60 LF - 30" RCP@ 0.2%
Existing Ditch
Top of BermElev. = 771.0
Place Steel PlateW/ 2' DIA. Orificeon Downstream Pipe(IE = 768.69)
110' - 5' DIA. RCP@ 4.3%Future Road ROWFuture Road ROW
Existing Armory Drainage000Existing Armory DrainageExisting Armory Drainage
Upgrade Storm Sewerto 38" x 60" HERCPTotal Length = 1021 LF
IE = 769.69
42"
S KOELLER ST
S WASHBURN ST US HWY 41 SOUTHBOUND
US HWY 41 NORTHBOUND
MORELAND ST
CRYSTAL SPRINGS AVE
OSBORN AVE
US HWY 41 RAMP
MENARD DR
ARMORY PL
DICKINSON AVE
WINDSOR ST
REICHOW ST
S WESTFIELD ST
776
778
774
772
770
780
768
762
760
758 756
754
752
750
742782
702
700
698
766
696784786
774
778
774
778
774
776
778
776
778
774
776
778
774
778
778
780
772
780
776
778
780
778
776
776
780
778
778
780
776
766
778
776
776
774
774
776
776
776
774
778
774
776
778
784
782
780
774
786
774
780
776
776
778
772
780
778
776
780
768
778
774
778
776
776
778 778
778
780
776
776
778
774
780
778
778
774
778
778776
768
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\021\GIS\Report Figures\South Branch Detention 1A.mxd
0 200 400100 Feet
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 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-7
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
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 to 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 5-foot-diameter
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. There is also a large mound of earthen material currently on the western portion of the site.
We recommend that the City survey the mound and add the cost of its removal to the costs we
provide below.
If the DNR determines that the ditch to the north of the proposed Armory Pond is nonnavigable,
this pond could possibly be expanded to become an on-line pond extending all the way to the
north property line. If the DNR deems the ditch to be nonnavigable and the City would like to
pursue this, a berm would need to be constructed along the north property line and a means to
drain the back yards of the homes to the northeast would need to be designed.
The Opinion of Probable Costs for the improvements outlined above is shown in Table 4.02-2.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-8
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
Item Capital Cost
Component 1a–Detention at Vacant Parcel South of Landmark Plaza
Excavation $140,000
Riprap 1,500
Piping and Structures 42,000
Erosion Control 2,600
Landscaping/Restoration 37,200
Subtotal $ 223,300
Engineering and Contingencies (25%) 55,800
Subtotal $ 279,100
Soils Investigation 3,000
Land Acquisition (2.63 acres[114,835 sf] @ $10/sf) $1,148,300
Total $1,430,400
Component 1b–Additional Golf Course Detention Not Feasible
Component 1c–Additional Detention in Vacant Land Southwest of 9th
Street/Washburn Street Intersection
Excavation $1,006,300
Riprap $ 2,400
Piping and Structures 88,900
Erosion Control 7,400
Landscaping/Restoration 171,100
Subtotal $ 1,276,100
Engineering and Contingencies (25%) 319,000
Subtotal $ 1,595,100
Soils Investigation 2,000
Land Acquisition (10.76 acres @ $20,000/acre) $215,200
Total $1,812,300
Component 1d–Detention at Tippler Junior High property
Excavation $282,100
Riprap $ 3,700
Piping and Structures 65,500
Erosion Control 3,600
Landscaping/Restoration 104,900
Subtotal $ 459,800
Engineering and Contingencies (25%) 115,000
Subtotal $ 574,800
Soils Investigation 2,000
Land Acquisition (5.75 acres @ $20,000/acre) $115,000
Total $691,800
Component 1e–Detention at the Armory site and upstream pipe upsizing to feed
the basin. (Costs do not include removal of existing large earthen mound)
Excavation $1,348,600
Riprap $ 1,500
Piping and Structures 36,500
Erosion Control 6,000
Landscaping/Restoration 246,400
Upstream Pipe Upsizing and Manholes 194,200
Subtotal $ 1,833,200
Engineering and Contingencies (25%) 458,300
Subtotal $2,291,500
Soils Investigation 3,000
Land Acquisition (5 acres @ $5.35/square foot) $1,165,200
Total $3,459,700
Grand Total $7,394,200
Note: Cost do not include utility conflict resolution, if any.
Table 4.02-2 Alternative 1–Opinion of Probable Cost–Detention at Four Locations
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-9
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
Location
Freeboard
at
Landmark
Plaza
(feet)
Flooding
Volume at
Landmark
Plaza
(acre-
feet)
Meets
Freeboard
Criteria at
Landmark
Plaza
(out of 11)
Alternative
Ranking for
Flood Reduction
at Landmark
Plaza
(out of 11)
Alternative
Ranking for
Watershed-
Wide
Benefit
10-year, 2-hour w/alternative 1.95 0.16 N/A
10-year, 12-hour w/alternative 2.12 0.09 N/A
100-year, 2-hour w/alternative 0.57 5.28 No
100-year, 12-hour w/alternative -0.04 10.45 No
June 11, 2004 w/alternative
(Existing Conditions) 0.36 7.17 N/A
Average = 8 9 8
Table 4.02-3 Detention at Four Locations Effects–Future Conditions–Alternative 1
The overall effect of Alternative 1 is included in Table 4.02-3. Modeling results indicate the eastern
Landmark Plaza building would flood about 0.04 feet (one-half inch) during the 100-year, 12-hour storm
event and there would be substantial flooding in the Landmark Basin. Had this infrastructure been in
place during the June 10/11, 2004, storm event, the flooding volume would have been reduced by
roughly 56 percent (16.56 acre-feet down to 7.17 acre-feet), and the eastern Landmark Plaza building
would not have flooded (0.36 feet of freeboard). However, this alternative does not meet the freeboard
criteria at Landmark Plaza of a minimum of 1.5 feet of freeboard with 2.0 feet being desirable. In
summary, modeling of Alternative 1 indicates that provision for detention at these locations alone is not
sufficient to alleviate flooding at Landmark Plaza in conformance with the plan goals. However, the
addition of detention to the watershed will have additional major benefit in other areas including streets
and low points that currently flood.
4.03 ALTERNATIVE 2–INCREASE CONVEYANCE CAPACITY IN NORTH BRANCH SYSTEM
To reduce flooding at the Landmark Plaza and downstream areas, we have looked at increasing the
conveyance capacity of the Landmark Plaza internal system, expansion of the ditch south of Landmark
Plaza, and upsizing of the downstream system. This alternative is shown in Figure 4.03-1.
Component 2a–Additional Internal Capacity at Landmark Plaza
To more efficiently drain the interior of Landmark Plaza, we recommend upgrading the storm sewer
system to convey a 10-year design storm. Currently, once the existing pipe capacities at Landmark
Plaza are exceeded, it appears the overflows pond on-site at low points prior to overflowing around the
north and south sides of the eastern Landmark Plaza building to low areas on the eastern and
southeastern sides of the Landmark Plaza property as described in Section 3.02 C. 7. During large rain
events, ponding occurs on much of the Landmark Plaza property under existing conditions. This option
is shown in Figure 4.03-2a.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-10
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
Component 2b–Expansion of Ditch South of Landmark Plaza
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. As described in Section
3.02 C. 6., 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 (P-LP-1) along the ditch currently has a 2-year, 2-hour duration capacity. Section
3.02 C. 6 indicates that upsizing of the downstream storm sewer system to the Campbell Creek outfall
would increase the entire ditch to greater than a 10-year capacity. In addition, all but two of the five
ditch segments would have 100-year capacity as a result of the reduction in downstream backwater
effects from implementation of this alternative. Also, in this alternative, the existing culvert named P-LP-
1 (31-inch x 51-inch HERCP) that joins ditch D-AEW-11 to ditch D-LP-2 has greater than 10-year
capacity with modeling showing minor overflows of this culvert during the 100-year, 12-hour duration
storm as a result of the reduction in downstream backwater effects from implementation of this
alternative. It appears these overflows during the 100-year, 12-hour duration storm event are passed
easterly to the low point east of the eastern Landmark Plaza building and thus no improvements to the
ditch south of Landmark Plaza are contemplated in this alternative.
Component 2c–Downstream pipe upsizing to convey the 100-year flow
We have analyzed upsizing the storm sewer system to convey the 100-year storm from Landmark
Plaza to just upstream of the Campbell Creek Outfall at Durfee Avenue while allowing for a minimum of
1.5 feet of freeboard to the first floor elevation (762.28) of the building that flooded at Landmark Plaza.
In this option, we replace the existing 36-inch x 58-inch CMP downstream of Landmark Plaza with
either a 3-foot x 6-foot RCP Box, a 4-foot x 6-foot RCP Box, or two 3-foot x 4-foot RCP boxes as well
as additional pipe upsizing on the Landmark Plaza as shown in Figure 4.03-1. With this option, some
areas with very little cover in the area of the 4-foot x 6-foot box may need to be modified during design
to use a custom 3-foot x 7-foot or alternate conveyance size to keep the pipe below ground with
adequate cover. Street flooding continues to occur downstream of the Landmark Plaza during the 100-
year storm event because of flows contributing from the South Branch Watershed and normal drainage
from areas downstream of Landmark Plaza. This option is shown in Figure 4.03-1.
The Opinion of Probable Costs for the alternative outlined above is shown in Table 4.03-1.
ALTERNATIVE 2 - COMPONENT 2C
DOWNSTREAM PIPE UPSIZING TO CONVEY THE 100-YEAR FLOW
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDY
CITY OF OSHKOSH
WINNEBAGO COUNTY, WISCONSIN
FIGURE 4.03-11-382.021
Proposed 24" RCP (274 LF)
Proposed 30" RCP (160 LF)
Proposed 3' x 5'(320 LF)
Proposed 21" RCPProposed 21" RCP
Proposed 4' x 6' RCP Box(2131 LF)
NOTE: PROPOSED BOX CULVERTS WOULD HAVE JUNCTION CHAMBERS EVERY 400'
Proposed 3' x 6' Box Culvert(252 LF)TWIN 3' x 4' Box Culvert (1565 LF)To Replace Existing Northern Pipe
WITZEL AVE
N KOELLER ST
SOUTHLAND AVE
KNAPP ST
BISMARCK AVE
JOSSLYN ST
MASON ST
N SAWYER ST
US HWY 41 SOUTHBOUND
US HWY 41 NORTHBOUND
S EAGLE ST
S LARK ST
N WESTFIELD ST
S SAWYER ST
GUENTHER ST
N EAGLE ST
FOSTER ST
N WASHBURN ST
PORTER AVE
N MEADOW ST
DOVE ST
HAW
K ST
S WASHBURN ST
DURFEE AVE
W 4TH AVE
LOMBARD AVE
W 2ND AVE
W 3RD AVE
FAUST AVE
N LARK ST
SKYVIEW AVE
NATIONAL AVE
SULLIVAN ST
GLEN AVE
DEMPSEY TR
CLAYTON CT
W 4TH AVE
N EAGLE ST
W 4TH AVE
N LARK ST
SULLIVAN ST
762
764
758
746
768
756
770
774
776
778
780
752
760 750
748
766
754
0
756
758
770
756
758
770
754
760
754
758
752
0
0
760
762
764
760
760
0
762
758
0
752
0
0
756
756
752
770
752
762
762
762
0
766
0
758
764
762
760
0
754
0
754
764
754
0
754
752
756
764
760
764
766
762
758
764
752
762
762
754
756
758
758
760
758
754
764
764
760
0
756
760
0
750
756
766
7600
760
764
754
764
762
760
752
0
754
0
762
0
756
764
764
752
756
756
764
760
756
758
756
748
762
758
752
752
0
752
756
762
766
750
750 752
762
756
752
762
768
752
0
760
762
750
764
754
756
758
0
758
764
766
752
764
758
766
752
764
764
758
762
758
752
762
762
752
758
758
752
762
750
760
0
762 752
758
756
756
764
0
752
758
0
0
0
760
0
762
754
756
764
766
762
756
750
754
764
760
764
760
766
758
766
762
754
756
758
760
754
752
764
756
0
760
0
752
756
756
766
756
752
758
750
764
762
0
0
748
0
752
750
762
760
0
764
0
762
750
762
762
766
756
0
762
762
758
752
752
754
764
758
760
6
12
30
42
27
60
18
362221
5131
3658
0
6540
3150
20
36
3654
5031
8
24
10
15
2945
1930
12
12
27
3658
15
12
10
30
4224
18
24
27
24
18
3030
3658
12
18
21
15
3658
24
18
30
15
24
60
27
20
18
12
21
18
15
21
30
12
42
30
18
24
15
30
24
30
30
12
24
12
8
15
18
12
15
42
18
36
15
36
12
12
2442
30
24
15
3658
21
18
12
3658
15
15
10 18
12
3658
3658
12
18
24
36
15
18
24
21
24
30
24
3658
30
18
3658
3658
15
12
15
24
15
21
12
30
15
27
12
3658
21
12
15
30
15
18
30
12
30
18
18
21
60
15 15
12
21
12
24
15
12
6
12
12
12
21
24
12
12
15
12
12
15
12
15
8 12
42
21
15
18
S:\@SAI\351--400\382\021\GIS\Report Figures\Alternative 2c.mxd
0 400 800200 Feet
Legend
Storm Manhole
Storm Sewer
Sanitary Manhole
Sanitary Sewer
Water Valve
Water Main
Parcel
Contour (2 FT.)
ALTERNATIVE 2 - COMPONENT 2A
ADDITIONAL INTERNAL CAPACITY AT LANDMARK PLAZA
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDY
CITY OF OSHKOSH
WINNEBAGO COUNTY, WISCONSIN
FIGURE 4.03-2A1-382.021
Proposed 156 LF - 30" @ 0.23%
Q10 = 14.9 cfs
CAP = 15 cfs
Existing 100 YR CAP
Existing 100 YR CAP
Existing 100 YR CAP
Existing 2 YR CAP
(Due to High HGL &
Low Inlet Elev. & Pipe Size)
Q10 Input = 12.2 cfs
(Future Cond.)
Q10 Input = 11.9 cfs
(Future Cond.)
Proposed 267 LF - 24" @ 0.54%
Existing 1 YR CAP
(Due to High HGL &
Low Inlet Elev. Not Pipe Size)
12
12
Q10 Input = 6.8 cfs
(Future Cond.)
Proposed 180 LF - 21" @ 0.13%
Existing <1 YR CAP
Existing 1 YR CAP
Proposed 106 LF - 21" @ 0.93%
WSEL
6/11/04
762.75
OVERFLOW
OVERFLOW
OVERFLOWOVERFLOW
N KOELLER ST
WITZEL AVE
US HWY 41 NORTHBOUND
S WESTFIELD ST
W 5TH AVE
WEST POINTE DR pvt
LILAC ST
N WESTFIELD ST
MONTICELLO DR pvt
0
766
764
762
768770
774
776
778
772
780
782
784
760
786
766
770
0
762762
764
764
766
762
766
762
0
764
0
768
766
770
768
770
762
768
768
0
770
0
764
764
770
764
0
766
768
764
768
766
7660
764
764
768766
766
764
762
770
8
27
18
5131
36
0
3654
24
5836
21
20
15
30
6540
10
12
21
12
12
12
24
21
12
10
21
12
27
24
12
15
2021 12
12 8
24
24
18
12
1212
15 12
5836
24
10
5836
12
12
18
1224
21
12
12
24
18
15
18
10
24
12
12
18
18
12
21
12
12
12
15
12
S:\@SAI\351--400\382\021\GIS\Report Figures\Alternative 2a.mxd
0
150
300
75
Feet
Legend
Storm Manhole
Storm Sewer
Sanitary Manhole
Sanitary Sewer
Water Valve
Water Main
Parcel
Contour (2 FT.)
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-11
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
Item Capital Cost
Component 2a–Additional Internal Capacity at Landmark Plaza
21-inch RCP (286 lf) 14,300
24-inch RCP (274 lf) 19,200
30-inch RCP (160 lf) 13,600
Inlet Manholes (4) 8,000
Pavement Restoration $10,800
Subtotal $65,900
Engineering and Contingencies (25%) 16,500
Total $82,400
Component 2b–Expansion of Ditch South of Landmark Plaza Not Necessary
Component 2c–Downstream Pipe Upsizing to Convey the 100-year flow
3-foot x 4-foot RCP Box (3130 lf) 860,750
3-foot x 5-foot RCP Box (320 lf) 96,000
4-foot x 6-foot RCP Box (2131 lf) 852,400
Storm Sewer Junction Chambers (11) $231,000
Extra Inlets to Accept 100-year flows $100,000
Inlet Manholes (2) 4,000
Pavement Restoration 67,500
Erosion Control 15,000
Landscaping/Restoration 25,000
Subtotal $ 2,251,700
Engineering and Contingencies (25%) 562,900
Soils Investigation 2000
Total $ 2,816,600
GRAND TOTAL $2,899,000
Note: Costs do not include utility conflict resolution.
Table 4.03-1 Alternative 2–Opinion of Probable Cost–Increase Conveyance Capacity in
North Branch System
The benefit of this alternative is shown in Table 4.03-2. Modeling indicates this alternative would meet
the minimum 1.5-foot freeboard criteria (but less than the desirable 2 feet freeboard) for freeboard from
the first floor elevation of the eastern Landmark Plaza building to the computed 100-year, 12-hour
duration storm high water elevation in the Landmark Basin. However, this alternative has little impact
on the number of streets flooding in the modeled area as shown in Table 4.13-2. 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
100-year, 2-hour and 12-hour storm events, 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. There will still be
surface ponding and overflows through streets downstream of Landmark Plaza.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-12
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
Location
Freeboard
at
Landmark
Plaza
(feet)
Flooding
Volume at
Landmark
Plaza
(acre-
feet)
Meets
Freeboard
Criteria at
Landmark
Plaza
(out of 11)
Alternative
Ranking for
Flood Reduction
at Landmark
Plaza
(out of 11)
Alternative
Ranking for
Watershed-
Wide
Benefit
10-year, 2-hour w/alternative 3.32 0 N/A
10-year, 12-hour w/alternative 3.44 0 N/A
100-year, 2-hour w/alternative 1.70 0.34 Yes
100-year, 12-hour
w/alternative
1.51 0.64 Yes
June 11, 2004 w/ alternative
(Existing Conditions)
3.10 0.0 N/A
Average = 9 8 11
Table 4.03-2 Increased Conveyance Capacity Effects–Future Conditions–Alternative 2
4.04 ALTERNATIVE 3–FLOW DIVERSION MODIFICATION
As shown in Figure 3.02-2, there are three locations along the west side of Washburn Street that act as
stormwater diversions. The first is the ditch high point southeast of the intersection of Dickinson Avenue
and S. Washburn Street (Diversion Point 1). This ditch begins to operate at prior to the 1-year storm
event thus contributing flow to the north toward Sawyer Creek and the second diversion point. Under
the 100-year, 2-hour duration storm event, the peak discharge over this high point (weir) is 119 cfs with
35 cfs discharging to the east under USH 41. One key to reducing the flooding and flows heading to the
north at this point is to divert more stormwater to the east under USH 41 to the proposed Armory
detention basin. This diversion capacity increase has been included as Component 1e of Alternative 1,
Alternative 3, and all other alternatives except for Alternatives 2 and 4 where the expanded Armory
detention is not a component of the alternative.
The second diversion point (Diversion Point 2) is the culvert across USH 41 west of the Landmark
Plaza. Our analysis shows that the upstream culvert end invert is 0.5 feet above the ditch flowing
northerly to Sawyer Creek. Modeling shows this culvert begins to accept flow prior to a 1-year storm
event. The ditches immediately downstream toward Sawyer Creek and north of Diversion Point 2
currently have 100-year capacities under existing conditions as shown in Figure 3.02-1. Diverting more
flow north by restricting the flow across USH 41 and into Landmark Plaza with an 18-inch-diameter
orifice plate is contemplated in this Alternative. Doing so also requires that approximately 2,700 linear
feet of existing 60-inch RCP storm sewer (or a parallel pipe providing equivalent additional capacity) be
upsized from north of Witzel Avenue to the Sawyer Creek/Washburn Street outfall as shown in Figure
4.04-1. In addition, this Alternative includes expanded detention at the Tippler, Westhaven Golf Course,
and Armory ponds as well as new detention at W. 9th Avenue/Washburn Street as illustrated in Figures
4.04-2, 4.04-3, 4.02-1E, and 4.02-1C, respectively. It also includes upsizing of storm sewer upstream of
the Tippler and Armory ponds to feed the expanded detention ponds as well as a new 3-foot by 6-foot
RCP Box from W. 20th Avenue to the expanded Westhaven Golf Course Pond to feed the expanded
100-YEAR STORM SEWER IN DOT ROW
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDY
CITY OF OSHKOSH
WINNEBAGO COUNTY, WISCONSIN
FIGURE 4.04-11-382.021
Landmark Plaza
N KOELLER ST
WITZEL AVE
US HWY 41 SOUTHBOUND US HWY 41 NORTHBOUND
N WESTFIELD ST
N WASHBURN ST
TAFT AVE
GRACELAND DR
S WASHBURN ST
W 5TH AVE
S WESTFIELD ST
WESTBROOK DR
LILAC ST
ABBEY AVE
SOUTHLAND AVE
LOMBARD AVE
REICHOW ST
SULLIVAN ST
SKYVIEW AVE
LINWAY CT pvt US HWY 41 RAMP
SULLIVAN ST
0
770
764
758
762
756
768
772
752
774
776782
750
784
760
778
748
766
780
754
760
0
0
758
756
766
776
0
756
0
750
770
0
766
750
774
756
776
758
780
764
766
0
778
772
770
0
0762
000
0
762
766
772
766
768
0
764
762
762
764
754
0
0
764
766
760
772
758
770
0
0
782
774
764
766
756
0
0
764
772
762
0
770
764
754
770
0
0
766752
772
772
762
770
756
768
0
768
762
760
0
766
77400
0
754
754
0
756
0
768
0
0
0
0
0
756
760
754
762
0
760
754
0
0
770
0
764
774
0
754
762
772
772
764
780
754
774
762
0
768
768
766
760
750
752
754
0
0
776
768
764
0
758
762
0
764
754
762
758
762
760
770
770
762
758
760
760
0
0
0 0
758
762
0
0
0
0
0
764
760
768
0
754
760
772
0
0
762
0
768
758
752
770
0
0
760758
0
758
764
772
776
0
758
756
772
0
756
0
762
756
0
0
0
764
774
774
0
770
770
0
762
0
772
774
0
0
778
764
772
0
762
0
770
760
766
0
758
772
756
0
762
768762
764
764
772
760
764
774
772
0
772
764
756
758
0
764
0
758
754
760
0
764
0
0
760
0
0
0
772
762
0
0
0
758
768
0
764
756
762
774
0
778
764
756
0
772
766
754
766
766
766
770
772
760
756
752
756
772
774
0
762
0
768
0
756
756
762
762
0
770
762
772
776
774
758
0
0
762
760
754
764
760
0
0
0
0
756
0
758
764
756
0
754
748
756
770
764
756
760
0
776
0
760
760
0
756
0
0
764
772 0
0
0
0
0
758
0
0
764
772
752
60
6
30
0
24
8
21
42
4065
27
51314472
123615
5836
3658
10
18
1423
30
21
12
12
27
18
18
18
12
18
4065
12
18
12
6
12
150 12
10
24
24
18
18
30
1018
24
15
12
10
21
8
12
12
42
18
12
12
12
5836
24
12
12
12 15
8
12
24
12
12
12
15
8
15
12
276
60
30
0
12
15
30
15
15
10
60
12
12
4065
18
18
21
15
18
12
12 8
15
30
15
12
12
12
21
18
18
0
12
15 21
12
12
21
10
21
18
18
12
60
18
18
18
15
18
12
36583658
24
30 88
12
12
2112
21
15
128
27
18
36
18
15
24
12
12
12
15
18
21
12
S:\@sai\351--400\382\021\GIS\Report Figures\100-Year Storm Sewer In DOT ROW.mxd
0
400
800
200
Feet
Legend Storm Manhole
Storm Sewer
Sanitary Manhole
Sanitary Sewer
Water Valve
Water Main
Parcel
Contour (2 FT.)
Existing = 60" RCP
Proposed Storm Sewer
(2673 LF)
ALT-3 = 5x5 Box Culvert
ALT-6 = 5x6 Box Culvert
ALT-7 = No Change
ALT-8 = 5x6 Box Culvert
ALT-9 = No Change
ALT-10 = 5x6 Box Culvert
ALT-11 = No Change
Existing = 60" RCP
Proposed Storm Sewer
(299 LF)
ALT-3 = No Change
ALT-6 = 66-inch RCP
ALT-7 = No Change
ALT-8 = 66-inch RCP
ALT-9 = No Change
ALT-10 = 66-inch RCP
ALT-11 = No Change
Existing = 3' x 4.5' Box
Landmark Diversion
ALT-3 = Steel Plate w/Orifice
(18-inch Dia.)
ALT-6 = Bulkhead
ALT-7 = Steel Plate w/Orifice
(34-inch Dia.)
ALT-8 = Bulkhead
ALT-9 = No Change
ALT-10 = Bulkhead
ALT-11 = No Change
ALTERNATIVE EXPANDED TIPPLER DETENTION
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDY
CITY OF OSHKOSH
WINNEBAGO COUNTY, WISCONSIN
FIGURE 4.04-21-382.021
Maintain OverlandFlow Routes
IE = 753.61
Proposed ManholeIE = 753.52
405 LF - 12" PVC@ 0.20%
Proposed ManholeIE = 752.70
70 LF - 12" PVC@ 0.20%
IE = 752.84
435 LF - 12" PVC@ 0.20%
52 LF - 12" PVC@ 0.20%
Proposed ManholeIE = 751.83
67 LF - 36" x 60" HERCP @ 0.25%IE = 752.00
480 LF - 12" PVC@ 0.165%
Proposed ManholeIE = 752.79
IE = 752.91 110 LF - 12" PVC@ 0.10%
IE = 753.52
Proposed ManholeIE = 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
175' LotDepth
120' AdditionalParking
Maintain OverlandFlow Routes
Provide Fill to RaiseProperty Above Over LandFlow Route Elevations
High CapacityInlets at Low Points
FootballField
ALT-7Channel Regradingand Twice YearlyDitch Maintenance
ALT-7Twice YearlyDitch Maintenance
ALT-7Additional 46 LF27" RCPParallel to ExistingStorm Sewer
SoccerField
WITZEL AVE
S EAGLE ST
N KOELLER ST
BISMARCK AVE
US HWY 41 SOUTHBOUND
US HWY 41 NORTHBOUND
S WESTFIELD ST
S WASHBURN ST
W 4TH AVE
W 2ND AVE
N EAGLE ST
N MEADOW ST
LILAC ST
N WESTFIELD ST
MONTICELLO DR pvt
0
766
762
764
760
768
770
758
774776
778
780782
784
786
762
764
766
770
762
766
0
764
766
762
0
762
0
0
764
764
768
758
0
00
760
766
764
762
764
768 762
764
764
764
760
0
758
764
764
764
770
0
764
768
762
770
768
766
0
762
0
766
0
0 0
762
762
0
766
762
762
764
766
762
764
0
764
770
5836
18
27
8
21 24 42
15
30
12
3658
5131
36
3654
10
20
2945
2820
12
15
12
24
24
18
15
12
12
21
24
12
12
12
18
12
18
24
21
12
24
18
12
15
21
15
27
12
S:\@SAI\351--400\382\021\GIS\Report Figures\Alternative Expanded Tippler Detention.mxd
0 200 400100 Feet
Legend
Storm Manhole
Storm Sewer
Sanitary Manhole
Sanitary Sewer
Water Valve
Water Main
Parcel
Contour (2 FT.)
Landmark Diversion
ALT-3 = Steel Plate w/Orifice (18" Dia.)ALT-6 = BulkheadALT-7 = Steel Plate w/Orifice (34-inch Dia.)ALT-8 = BulkheadALT-9 = No ChangeALT-10 = BulkheadALT-11 = No Change
Proposed Box Culvert(107 LF)
ALT-3 = 3 x 4ALT-6 = 3 x 4ALT-7 = 3 x 5ALT-8 = 3 x 4ALT-9 = 3 x 5ALT-10 = 3 x 4ALT-11 = 3 x 5
Proposed Box Culvert(377 LF)
ALT-3 = 3 x 4ALT-6 = 3 x 4ALT-7 = 3 x 5ALT-8 = 3 x 4ALT-9 = 3 x 4ALT-10 = 3 x 4ALT-11 = 3 x 4
Proposed Box Culvert(107 LF)
ALT-3 = No ChangeALT-6 = No ChangeALT-7 = 3 x 5ALT-8 = No ChangeALT-9 = No ChangeALT-10 = No ChangeALT-11 = No Change
ALTERNTATIVE EXPANDED GOLF COURSE
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDY
CITY OF OSHKOSH
WINNEBAGO COUNTY, WISCONSIN
FIGURE 4.04-31-382.021
IE = 807
Existing Ditch
Railroad Tracks
Provide Inlets at Intersection
to Collect 100 YR Flow
2765 LF - 3' x 6' Box Culvert
Provide Inlets to
Collect 100 YR Flow
IE = 776.49
Bulkhead Existing
Storm Sewer
to East
434 LF - 34" x 53" HERCP
@ 0.23%
IE = 775.5
IE = 775.5
IE = 774.95
359LF - 18" RCP
@ 0.15%
Provide Drainage Swale
Around Perimeter of Pond
IE = 775.5
IE = 775.5
IE = 775.5
673 LF - 43" x 68" HERCP
@ 0.41%
647 LF - 24" x 38" HERCP
@ 0.13%
Connect to Existing Manhole
IE = 776.32
Provide Inlets at Intersection
to Collect 100 YR Flow
Bulkhead Existing Storm
Sewer to North
IE = 778.91
145 LF - 43" x 68" HERCP
@ 0.41%
Provide Inlets at Low Point
to Collect 100 YR Flow
Normal WSEL = 775.50
Provide Inlet at Low Point
to Collect 100 YR Flow
SCB-90
SCB-91
SCB-76
SCB-85
SCB-75
SCB-92
SCB-70
SCB-80
SCB-90
SCB-65
W 20TH AVE
MARICOPA DR
ALLERTON DR
S WESTHAVEN DR
VILLA PARK DR
COVINGTON DR S WASHBURN ST
ARLINGTON DR
THORNTON DR
DEERFIELD DR
UNIVERSAL ST
GREENFIELD TR
HERITAGE TR
CUMBERLAND TR
CAMDEN LN
VILLAGE LN
VIKING PL
NEWPORT CT
S WESTHAVEN DR
786
798
794
796
800
792
790
784
782
806
788
810
818
780
804
778
812
808
776
820
824
830
814
774
832
780
808
782
784
782
786
792
798
788
788786
778
778
790
788
784782
782
780
788
780
780
788
780
780
790
786
780
786
782
790
786
792
788
786
790
792
820
784
776
782
786
782 786
782
776
786
782
794
788
830
810
786
790
782
784
790
808
788
782
800
830
790
786
782
792
810
824
820
780
780
790
788
788
780
792
792782
790
778
820
794
800
820
792
790
808
782
780
818
820
780
786
786
780
782
782
784
796
780
792
790
782
810
786
790
778
784
782
786
784
782
788
788
788
786
792
786782
782
798
782
792
782
810
780
794
782
788
790
810
784
778
792
792
788
788
784
782
788 798
820
782
784
790
788
778
786
790
778
780
788
784
810
786
786
820
782
790
784
794
784
782
784
800
788
810
780
790
790
784
794
788
806
788
786
792
796
788
784
830
820
776
782
808
778
790
788
786
782
792
788
782
780
782 790
784
786
810
780
782
794
780
784
782
782
786
786
786
784
790
792
788
794
784
830
782
778
792
780
812
778
778
790
788
786
784
786
784
786
786
792
782
780
792
784
788
780
812
42
6
24
10
12
27
1930
21
8
0
18
15
30
8
15
12
15 18
8
15
18
12
8
18
8
21
42
12
0
24
10
30
15
15
8
42
15
15
8
12
1515
12
12
12
24
12
8
8
18
12
12
30
12
12 30
12
12
8
15
12
42
8
18
12
15
27
8
8
15
8
21
24
21
24
18
12
15
24
18
21
15
8
8
15 15
24
27
30
15
30
10
24
8
21
1515
15
12
10
12
18
8
1515
12
24
24
12
12
12
12
12
12
8
18
12
15
8
8
15
15
12
30
8
12
15
12
15
15
18
15
12
21
24
30
24
12
8
18
8
18
18
15
27
12
12
12
12
8
18
18
12
12
18
30
18
15
12
S:\@sai\351--400\382\021\GIS\Report Figures\Alternative Expanded Golf Course.m xd
0
400
800
200
Feet
Legend Proposed Drainage Basin
Storm Manhole
Storm Sewer
Sanitary Manhole
Sanitary Sewer
Water Valve
Water Main
Parcel
Contour (2 FT.)
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-13
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
golf course pond as shown in Figures 4.04-2, 4.02-1E, and 4.04-3, respectively. Each of the
components of this Alternative are described below.
The third diversion point (Diversion Point 3) is the culvert across USH 41 north of Witzel Avenue. This
diversion point begins to operate at the 100-year, 2-hour duration event under existing conditions and
does not appear to cause backflow into the upstream system. Taking more flow across USH 41 at this
location would only cause further flooding problems in the N. Westfield Drive area and is not
recommended.
The following are the components considered under Alternative 3.
Component 3a–Expanded Tippler Junior High Detention Basin–The expanded Tippler pond would have
a small wet pond in the center but would operate essentially as a dry detention pond during periods
when it isn’t 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. Because of the diversion
modification on the storm sewer entering the Landmark Plaza lands, the full use of the storage provided
by this pond is not realized. The full cost and use of this detention basin as described under Alternative
7, Component 7a is $1,783,100 and storage volume used is 50 acre-feet. In Alternative 3, only 31 acre-
feet of storage are used, so this pond could be reduced in size and volume. For this reason, we have
reduced the cost of this detention basin under Alternative 3 by $349,100 to account for reduced
excavation and restoration costs.
Component 3b–Expanded Detention at Armory (See Component 1e above)
Component 3c–Expanded Detention at W. 9th Avenue/Washburn Street (See Component 1c above)–
Because of the diversion of stormwater that originally would have drained to the W. 9th
Avenue/Washburn Street detention basin to the Expanded Westhaven Golf Course detention basin, the
full use of the storage provided by this pond is not realized. The full cost and use of this detention basin
as described under Alternative 1 is $1,812,300 and storage volume used is 31 acre-feet. In Alternative
3, only 16.5 acre-feet of storage are used, so this pond could be reduced in size and volume. For this
reason, we have reduced the cost of this detention basin under Alternative 3 by $674,400 to account for
reduced excavation and restoration costs.
Component 3d–Expanded Golf Course Detention–This pond can only realize its entire volume by
creating multiple connections from upstream lands that previously drained elsewhere. The most
significant connection is a 3-foot by 6-foot RCP box (2765 lf) connection leading from W. 20th Avenue.
Of the 908 cfs coming to the point where this box culvert would divert stormwater to the golf course
pond, this box culvert would divert 127 cfs of this to the golf course pond. This diversion will help to
lessen the flooding along the railroad tracks southeast of Allerton Drive as well as along S. Washburn
Street between W. 20th Avenue and W. 9th Avenue. Under the 100-year, 12-hour duration storm event,
this pond would pond to elevation 780.6, which would provide 120 acre-feet of storage, easily the
largest of the ponds considered in the alternatives. If the City is able to locate this 120 acre-feet of
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-14
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
storage elsewhere in the watershed upstream of W. 20th Avenue at a lower cost because of less need
for piping to feed the basin and/or lower land costs, this may be advisable.
Component 3e–Storm Sewer from Landmark Plaza to Expanded Tippler Detention Basin–To properly
feed the Expanded Tippler Detention Basin and alleviate backwater effects downstream of Landmark
Plaza, it is necessary to upsize the pipe leading from Landmark Plaza to the Expanded Tippler
Detention Basin from an existing 36-inch by 58-inch CMP to a 3-foot by 4-foot RCP Box as shown in
Figure 4.04-2.
Component 3f–100-Year Storm Sewer in DOT ROW Downstream of Witzel Avenue–In order to offset
the effects of the reduced diversion into Landmark Plaza, the existing storm sewer along Washburn
Street from north of Witzel Avenue to the Sawyer Creek/Washburn Street outfall must be upsized from
an existing 60-inch RCP to a 5-foot by 5-foot RCP Box as shown in Figure 4.04-1.
The Opinion of Probable Costs for the improvements outlined above is shown in Table 4.04-1. The cost
for the detention at W. 9th Avenue/Washburn Street has been reduced by $481,210 from the cost
contemplated for this detention in Alternative 1 (Component 1C). This reduction is included because the
full capacity of the W. 9th Avenue/Washburn Street detention basin isn’t realized with this option
because of a portion of the upstream flow is diverted into the expanded Westhaven Golf Course
detention pond. The pond could thus be reduced in size to the approximate size that is being used in
this alternative. This leads to reductions in the costs of excavation and restoration.
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 the 100-year, 2-hour
duration storm event. 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 100-year, 2-hour and 12-hour storm events, 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 third for watershed-wide benefit.
For this alternative, the City would be able to claim total suspended solids (TSS) reductions for the
expanded Tippler, Westhaven Golf Course and W. 9th Avenue/Washburn Street ponds. Depending on
the final arrangement of the expanded Armory pond (if the pond can be expanded to the north and
incorporate the existing ditch thus accepting all flows, not allowing the 2-year flow to divert the pond
through the existing ditch), the City may also be able to claim TSS reductions to help meet the Phase 2
DNR requirements of 20 percent and 40 percent TSS by March 10, 2008, and March 10, 2013,
respectively.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-15
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
Item Capital Cost
Component 3a–Expanded Tippler Junior High Detention Basin (see component 7a) $1,434,000
Component 3b–Expanded Detention at Armory (See Component 1e above) $3,459,700
Component 3c–Expanded Detention at 9th Avenue/Washburn Street (See Component 1c
above) – Cost reduced $481,200 due to less use of pond storage
$1,137,900
Component 3d–Expanded Golf Course Detention
Excavation $4,375,900
Riprap 4,500
Piping and Structures 340,000
3-foot x 6-foot RCP Box (2765 lf) 829,500
Storm Sewer Junction Chambers (7) 147,000
Extra Inlets to Accept 100-year Flows 48,000
Erosion Control 15,800
Pavement Restoration 14,800
Landscaping/Restoration 129,800
Subtotal 5,905,300
Engineering and Contingencies (25%) 1,476,300
Subtotal 7,381,600
Soils Investigation $4,000
Land Acquisition (44.45 acres @ $20,000/ac) 889,000
Total $8,274,600
Component 3e–Storm Sewer from Landmark Plaza to Expanded Tippler Detention Basin
3-foot by 4-foot RCP Box (357 lf) and 3-foot by 4-foot AEW 103,200
100-Year Inlet Capacity on Westfield Street 7,200
Storm Sewer Junction Chamber and High Capacity Inlet at Landmark Plaza $27,000
Curb and Gutter and Asphalt Restoration $900
18-inch diameter steel plate orifice upstream of USH 41 1,000
Subtotal $139,300
Engineering and Contingency (25%) 34,800
Total $174,100
Component 3f – 100-year Storm Sewer in DOT ROW downstream of Witzel
Remove 5-foot diameter RCP storm sewer (2673 lf) $53,500
5-foot by 5-foot RCP Box (2673 lf) 1,136,000
5-foot by 5-foot Apron Endwall (2) 10,000
Storm Sewer Junction Chamber (7) $147,000
Pavement Replacement $40,100
Subtotal 1,386,600
Engineering and Contingencies (25%) $346,700
Total $1,733,300
Grand Total $16,213,600
Note: Costs do not include utility conflict resolution.
Table 4.04-1 Alternative 3–Opinion of Probable Cost–Diversion Modification
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-16
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
Location
Freeboard at
Landmark Plaza
(feet)
Flooding Volume at
Landmark Plaza
(acre-feet)
Meets Freeboard
Criteria at
Landmark Plaza
(out of 11)
Alternative Ranking for
Flood Reduction at
Landmark Plaza
(out of 11)
Alternative Ranking
for Watershed-
Wide Benefit
10-year, 2-hour w/alternative 3.24 0 N/A
10-year, 12-hour w/alternative 3.55 0 N/A
100-year, 2-hour w/alternative 2.02 0.13 Yes
100-year, 12-hour w/alternative 3.36 0 Yes
June 11, 2004 w/ alternative
(Existing Conditions) 3.34 0 N/A
Average = 4 5 3
Table 4.04-2 Diversion Modification Effects–Future Conditions–Alternative 3
4.05 ALTERNATIVE 4–STORMWATER PUMP STATION AT DOWNSTREAM END OF
CAMPBELL CREEK
To offset the effects of high lake levels, we have analyzed the use of a pumping system to maintain the
capacity of the Campbell Creek Main Stem storm sewer outfall pipe at the maximum flow during
surcharged conditions (171 cfs). This analysis employs use of check valves on the discharge pipe, an
upstream diversion structure that diverts to a pump station, a pump station to pump at a rate slightly
exceeding the storm sewer system capacity (maximum 200 cfs), and a discharge pipe line into
Campbell Creek and the backwaters of the Fox River. This option is shown in Figure 4.05-1. The pump
station would be sited on parcel number 90609600000 that is 0.58 acres in area.
The pump station would intercept stormwater at Witzel Avenue through an underground concrete
junction box near the existing 72-inch x 44-inch elliptical pipes. New 60-inch-diameter outlet pipes from
this junction box would discharge to the existing channel that empties into Campbell Creek. The ends of
the outlet pipes would contain check valves to prevent water from Campbell Creek from flowing back
into the storm drainage system. During storm events, runoff in the storm system would flow into a new
concrete supply channel parallel to Witzel Avenue and into a new open concrete storage reservoir. The
storage reservoir would have an approximate active storage of 400,000 gallons. An adjacent pump
house with three axial flow pumps would convey the stormwater from the reservoir through a new 6.5-
foot-diameter buried force main to an outlet in Campbell Creek. The stormwater lift pumps would be
activated by a series of float mechanisms in the reservoir. The pump house would contain an
emergency backup generator to allow full operation of the pump station during a power outage. In the
event of a complete system failure, the reservoir would fill and the stormwater would begin to surcharge
in the system as it currently occurs during high flow events. If the influent elevation exceeds the
elevation of the water in the discharge channel to Campbell Creek, the Tideflex check valves will open
allowing normal passage of the storm flow. However, the upstream storm sewer system will remain
surcharged until the pump station is operational again.
ALTERNATIVE 4
STORMWATER PUMP STATION AT DOWNSTREAM END OF CAMPBELL CREEK
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDY
CITY OF OSHKOSH
WINNEBAGO COUNTY, WISCONSIN
FIGURE 4.05-11-382.021
Campbell Creek
Existing Channel
Pipeline to
Campbell Creek
(385 LF - 72")
200 CFS Pump Station
Perimeter Fencing
65' x 80' x 14' D Concrete
Reservoir
60" Ø Discharge Pipes with
Tideflex Valves (TYP)
Concrete Junction Box
Existing 72" x 44" Elliptical
Storm Drain Pipes
120 LF - 2 - 34" x 53" HERCP @ 1%IE = 741.00
IE = 740.00
IE = 743.19
IE = 744.39
WITZEL AVE
DURFEE AVE
S:\@SAI\351--400\382\021\GIS\Report Figures\Alternative 4.mxd
0
60
120
30
Feet
Lege
nd
Storm Manhole
Storm Sewer
Sanitary Manhole
Sanitary Sewer
Water Valve
Water Main
Parcel
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-17
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
Item Capital Cost
Site Work and Structural 954,430
Valves $28,200
Interior Piping and Fittings $103,180
Conveyance $382,250
Pumps $205,000
Electrical 264,950
Erosion Control 2,000
Subtotal 1,940,000
Engineering and Contingencies (25%) $485,000
Subtotal $2,425,000
Soils Investigation 5,000
Land Acquisition (0.58 acres[25,265sf] @ $10/sf) $252,600
Total $2,682,600
Note: Costs do not include utility conflict resolution.
Table 4.05-1 Opinion of Probable Cost–Stormwater Pump Station–Alternative 4
The pump station would be sized for a design flow rate of 200 cfs, which is slightly greater than the
100-year, 2-hour storm flow (future conditions) of 171 cfs in the outfall pipe according to the modeling
completed on the system. Three pumps would be used in the system to handle varying flow rates. A
single 100 hp pump would be used to handle smaller storm events. During larger storm events, two 300
hp pumps would handle peak incoming flows.
The pump station would require a sizeable reservoir to slightly attenuate the flows. At a design
flow rate of 200 cfs, the reservoir would contain approximately 4.5 minutes of storage, which
should be adequate to allow smooth operation of a multiple pump system. The estimated cost for
the Campbell Creek Pump Station and associated structures and piping is $2,600,000 as shown in
Figure 4.05-1. Many factors such as backup generation capability, capacity of station, and
type/size of reservoir impact this alternative. The large capacity of the pumps and the relative size
of the equipment to handle the design flow contribute to the high cost of this alternative.
The Opinion of Probable Costs for the alternative outlined above is shown in Table 4.05-1.
Our engineering analysis shows this alternative will have a negligible effect on flooding at the Landmark
Plaza as shown in Table 4.05-2. Modeling indicates this alternative would not meet the minimum
1.5 feet of freeboard at the eastern Landmark Plaza building for any of the storm events analyzed. Had
this infrastructure been in place during the June 10/11, 2004, storm event, the flooding volume would
have been reduced slightly according to the model (16.56 acre-feet down to 14.06 acre-feet) in the
Landmark Basin but would still have flooded the eastern Landmark Plaza building by about 3 inches
(0.25 feet). This alternative has the lowest rank of all of the alternatives. In fact, it has the potential to
exacerbate or have little effect on flooding problems in certain areas in the watershed for certain storm
events as evidenced by the total ponding allowed and number of streets flooding columns in Table
4.13-3.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-18
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
Item Capital Cost
Component 1a–Detention South of Landmark Plaza $1,430,400
Component 1d–Detention at Tippler Junior High $691,800
Component 1e–Detention and Pipe Upsizing at Armory $3,459,700
Total $5,581,500
Note: Costs do not include utility conflict resolution, if any. Costs do include Engineering and
Contingency (25%) and land acquisition costs as described in previous alternatives.
Table 4.06-1 Alternative 5–Opinion of Probable Cost
Location
Freeboard
at
Landmark
Plaza
(feet)
Flooding
Volume at
Landmark
Plaza
(acre-
feet)
Meets
Freeboard
Criteria at
Landmark
Plaza
(out of 11)
Alternative
Ranking for
Flood Reduction
at Landmark
Plaza
(out of 11)
Alternative
Ranking for
Watershed-
Wide
Benefit
10-year, 2-hour w/alternative 0.52 5.67 N/A
10-year, 12-hour w/alternative -0.07 11.85 N/A
100-year, 2-hour w/alternative -0.15 12.82 No
100-year, 12-hour
w/alternative
-0.30 14.71 No
June 11, 2004 w/ alternative
(Existing Conditions)
-0.25 14.06 N/A
Average = 11 11 10
Table 4.05-2 Pump Station Effects–Future Conditions–Alternative 4
4.06 ALTERNATIVE 5–ORIGINAL MIX OF PROJECT COMPONENTS
From the project components considered above, we have analyzed a mix of project components as a
modification of Alternative 1. This alternative includes the following components and is shown in
Figure 4.02-1 as described above in Section 4.02:
1. Detention at vacant parcel south of the Landmark Plaza (6.2 acre-feet).
2. Detention at Tippler Junior High property (24.5 acre-feet).
3. Detention at the Armory site (48.8 acre-feet) and upstream pipe upsizing (flow
diversion modification as discussed in Alternative 3 and implemented in Alternative 1
(Component 1e) to feed the basin.
The Opinion of Probable Costs for the alternative outlined above is shown in Table 4.06-1.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-19
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
Location
Freeboard
at
Landmark
Plaza
(feet)
Flooding
Volume at
Landmark
Plaza
(acre-feet)
Meets
Freeboard
Criteria at
Landmark
Plaza
(out of 11)
Alternative
Ranking for
Flood Reduction
at Landmark
Plaza
(out of 11)
Alternative
Ranking for
Watershed-
Wide
Benefit
10-year, 2-hour w/alternative 1.93 0.17 N/A
10-year, 12-hour w/alternative 1.68 0.37 N/A
100-year, 2-hour w/alternative 0.56 5.34 No
100-year, 12-hour w/alternative -0.02 11.25 No
June 11, 2004 w/alternative
(Existing Conditions)
0.16 9.15 N/A
Average =
10
10 9
Table 4.06-2 Future Conditions Effects–Alternative 5
Our engineering analysis provided in Table 4.06-2 shows that while there is some reduction in flooding
at the Landmark Plaza, there is still substantial flooding there. While the benefit at Landmark Plaza is
smaller than Alternative 1, the addition of this detention will allow other areas including streets and low
points to flood less frequently.
The overall effect of Alternative 5 is included in Table 4.06-2. Modeling results indicate the eastern
Landmark Plaza building would flood about 0.02 feet (one-quarter inch) during the 100-year, 12-hour
storm event and there would be substantial surface ponding and surface overflows in the Landmark
Basin. Had this infrastructure been in place during the June 10/11, 2004, storm event, the flooding
volume would have been reduced by roughly 45 percent (16.56 acre-feet down to 9.15 acre-feet) and
the eastern Landmark Plaza building would not have flooded (0.16 feet of freeboard). However, this
alternative does not meet the freeboard criteria at Landmark Plaza of a minimum of 1.5 feet of
freeboard with 2.0 feet being desirable. In summary, modeling of Alternative 5 indicates that provision
for detention at these locations alone is not sufficient to alleviate flooding at Landmark Plaza in
conformance with the plan goals. However, the addition of detention to the watershed will have
additional major benefit in other areas including streets and low points that currently. This alternative
has the second lowest overall average ranking.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-20
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
Item Capital Cost
Component 6a–Expanded Detention at Tippler Junior High property $1,104,400
Component 6b–Expanded Detention at Armory Site (see component 1e) $3,459,700
Component 6c–Detention at 9th Avenue/Washburn Street (see component 1c) $1,812,300
Component 6d-Storm Sewer Upsizing from Landmark Plaza to Tippler
3-foot by 4-foot RCP Box (357 lf) and 3-foot by 4-foot AEW 103,200
100-Year Inlet Capacity on Westfield Street 7,200
Storm Sewer Junction Chamber and High Capacity Inlet at Landmark Plaza $27,000
Curb and Gutter and Asphalt Restoration $900
Bulkhead of Diversion upstream of USH 41 1,000
Subtotal $139,300
Engineering and Contingency (25%) $34,800
Total $174,100
Component 6e-100-Year Storm Sewer in DOT right-of-way
Remove 5-foot diameter RCP storm sewer (2673 lf) $53,500
5-foot by 6-foot RCP Box (2673 lf) 1,202,900
5-foot by 6-foot Apron Endwall (2) 10,000
Storm Sewer Junction Chamber (7) $147,000
Remove 5-foot diameter RCP under Witzel $6,000
66-inch RCP Storm Sewer (299 lf) and 66-inch AEW w/grate $40,100
Pavement Replacement and Restoration $44,600
Subtotal $1,504,100
Engineering and Contingency (25%) $376,000
Total $1,880,100
Grand Total $8,430,600
Note: Costs do not include utility conflict resolution, if any.
Table 4.07-1 Alternative 6–Opinion of Probable Cost
4.07 ALTERNATIVE 6
Alternative 6 includes the following mix of project components as described below.
1. Expanded Detention (20.8 acre-feet) at Tippler Junior High property (Figure 4.04-2)–
Cost reduced by $678,670 from that shown in Alternative 7 for reduction in pond
size due to nonrealization of full storage volume due to elimination of diversion
across USH 41 at Landmark Plaza.
2. Expanded Detention (50.5 acre-feet) at the Armory site and upstream pipe upsizing
(flow diversion modification as discussed in Alternative 3 and implemented in
Alternative 1 (Component 1e) to feed the basin (Figure 4.02-1E).
3. 31.2 acre-feet of detention at W. 9th Avenue and Washburn Street (Figure 4.02-1C).
4. Storm Sewer Upsizing from Landmark Plaza to Tippler (Figure 4.04-2).
5. Construction of new 100-Year Storm Sewer in DOT right-of-way to the north of
Diversion Point 2 along Washburn Street to allow for the elimination of Diversion
Point 2 crossing USH 41 west of Landmark Plaza (Figures 4.04-1 and 4.04-2).
The Opinion of Probable Costs for the alternative outlined above is shown in Table 4.07-1.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-21
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
Location
Freeboard
at
Landmark
Plaza
(feet)
Flooding
Volume at
Landmark
Plaza
(acre-feet)
Meets
Freeboard
Criteria at
Landmark
Plaza
(out of 11)
Alternative
Ranking for
Flood Reduction
at Landmark
Plaza
(out of 11)
Alternative
Ranking for
Watershed-
Wide
Benefit
10-year, 2-hour w/alternative 3.23 0 N/A
10-year, 12-hour w/alternative 3.55 0 N/A
100-year, 2-hour w/alternative 2.02 0.13 Yes
100-year, 12-hour w/alternative 3.54 0 Yes
June 11, 2004 w/ alternative
(Existing Conditions)
3.55 0 N/A
Average = 6 3 7
Table 4.07-2 Future Conditions Effects–Alternative 6
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 the 100-year, 2-hour
duration storm event. 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 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 7th for watershed-wide benefit. This is partially due to the increased peak
discharge rate at the Sawyer Creek/Washburn Street outfall.
For this alternative, the City would be able to claim TSS reductions for the expanded Tippler and W.
9th Avenue/Washburn Street ponds. Depending on the final arrangement of the expanded Armory pond
(if the pond can be expanded to the north and incorporate the existing ditch thus accepting all flows, not
allowing the 2-year flow to divert the pond through the existing ditch), the City may also be able to claim
TSS reductions to help meet the Phase 2 DNR requirements of 20 percent and 40 percent TSS by
March 10, 2008, and March 10, 2013, respectively.
4.08 ALTERNATIVE 7
From the alternatives considered above, we have analyzed the following mix of project components as
shown in Figure 4.08-1:
1. Expanded Detention (44.7 acre-feet) at Tippler Junior High property (Figure 4.04-2)–
The cost provided below is the full cost of this pond because the full pond volume is
used. This cost has been reduced in Options 3, 6, 8, and 10 because of
nonrealization of full storage volume due to elimination or modification of the
diversion across USH 41 at Landmark Plaza.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-22
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
2. Expanded Detention (50.7 acre-feet) at the Armory site and upstream pipe upsizing
(flow diversion modification as discussed in Alternative 3 and implemented in
Alternative 1 (Component 1e) to feed the basin (Figure 4.02-1E).
3. Detention (31.1 acre-feet) at W. 9th Avenue and Washburn Street (Figure 4.02-1C).
This figure shows a dry pond/wet pond combination. 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 and achieve the freeboard goals.
4. Storm Sewer Upsizing from Landmark Plaza to Tippler (Figure 4.04-2).
5. 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).
6. 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.
7. 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).
8. Construction of a 34-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. This reduction in flow still allows for the approximate
capacity of the ditches and storm sewers along Washburn Street downstream of
Diversion Point 2 to still be at a 100-year capacity under future conditions.
ALTERNATIVE 7 - COMPONENTS
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDY
CITY OF OSHKOSH
WINNEBAGO COUNTY, WISCONSIN
FIGURE 4.08-11-382.021
Tippler Detention
Channel Regrading
and Twice Yearly
Ditch Maintenance
Twice Yearly
Ditch Maintenance
Additional 46 LF
27" RCP
Parallel to Existing
Storm Sewer
34" DIA Orifice Plate
Upgrade Storm
Sewer to 3' x 5'
Upgrade Storm Sew
er
to 38" x 60" HERCP
Total Length = 1021 LF
Armory Detention
Detention at 9th Ave
and Washburn St
FOREBAY FOREBAY
WITZEL AVE
S WASHBURN STUS HWY 41 SOUTHBOUND US HWY 41 NORTHBOUNDN KOELLER ST
9TH AVE
S KOELLER ST
W 9TH AVE
S EAGLE ST
REICHOW ST
W 5TH AVE
US HWY 41 RAMP
S WESTFIELD ST
OSBORN AVE
LILAC ST
ARMORY PL
GRACELAND DR
MARICOPA DR
MORELAND ST
ABBEY AVE
W 6TH AVE
W 7TH AVE
WINDSOR ST
CUMBERLAND TR
N EAGLE ST
BISMARCK AVE
CRYSTAL SPRINGS AVE
WESTBROOK DR
N WESTFIELD ST
DICKINSON AVE
MENARD DR
S WESTFIELD ST
US HWY 41 RAMP
W 7TH AVE
0
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780
778
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0
0
778
778
770
0
42
48
15
5836
24
27
18
2516
12
6
8
21
36
54
60
30
5031
3658
1930
5131
0
1423
10
20
6540
12
12
12
24
5836
15
18
0
24
48
12
21
27
27
1221
18
24
21
8
18
12
24
12
24
1227
18
12
21
15
15
18
8
12
27
8
10
48
24
12
10
15
30
12
12
18
24
27
12
12
12
8
8
12
12
10
8
12
12
12
15
12
18
24
21
24
18
12
18
27
18
18
24
42
10
12
10
12
12
24
15
12
12
12
15
21
8
42
30
3658
12
21
18
12
12
15
18
12
8
21
15
12
15
15
12
12
12
8
24
24
8
12
S:\@SAI\351--400\382\021\GIS\Report Figures\Alternative 7.mxd
0
450
900
225
Feet
Legend
Storm Manhole
Storm Sew
er
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 Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-23
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
Item Capital Cost
Component 7a–Expanded Detention at Tippler Junior High property
Excavation $816,000
Riprap 3,400
Piping and Structures 96,100
Erosion Control 9,700
Landscaping/Restoration 333,900
Subtotal 1,259,100
Engineering and Contingencies (25%) 314,800
Subtotal 1,573,900
Soils Investigation $3,000
Land Acquisition (10.31 acres @ $20,000/ac) 206,200
Total $1,783,100
Component 7b–Expanded Detention at Armory Site (see component 1e) $3,459,700
Component 7c–Detention at 9th Avenue/Washburn Street (see component 1c) $1,812,300
Component 7d-Storm Sewer System Improvements from Landmark Plaza to Tippler
3-foot by 5-foot RCP Box (850 lf) $255,000
Two 3-foot by 5-foot RCP Box AEW $10,000
27-inch RCP and 27-inch AEW 4,200
100-Year Inlet Capacity on Westfield Street 7,200
Storm Sewer Junction Chamber and High Capacity Inlet at Landmark Plaza $27,000
Ditch Regrading and Restoration $21,300
34-inch orifice plate $1,000
Curb and Gutter and Asphalt Restoration $1,300
Subtotal $327,000
Engineering and Contingency (25%) $81,800
Total $408,800
Grand Total $7,463,900
Note: Costs do not include utility conflict resolution, if any. The City should survey the existing earhen hill at the expanded
Armory detention basin site and add the cost for removal to the cost of Alternative 7.
Table 4.08-1 Alternative 7–Opinion of Probable Cost
The Opinion of Probable Costs for the alternative outlined above is shown in Table 4.08-1.
The benefit of this alternative is shown in Table 4.08-2. 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 6th 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 but would pass about 1.5 cfs through the overland flow route in the 100-year, 12-hour
duration storm which allows for 2.26 feet of freeboard to the Tippler Administration building. Along the
Landmark Plaza ditch, Alternative 7 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.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-24
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
Location
Freeboard
at
Landmark
Plaza
(feet)
Flooding
Volume at
Landmark
Plaza
(acre-feet)
Meets
Freeboard
Criteria at
Landmark
Plaza
(out of 11)
Alternative
Ranking for
Flood Reduction
at Landmark
Plaza
(out of 11)
Alternative
Ranking for
Watershed-
Wide
Benefit
10-year, 2-hour w/alternative 3.23 0 N/A
10-year, 12-hour w/alternative 3.55 0 N/A
100-year, 2-hour w/alternative 2.33 0.05 Yes
100-year, 12-hour w/alternative 2.94 0.01 Yes
June 11, 2004 w/ alternative
(Existing Conditions)
3.55 0 N/A
Average = 5 4 6
Table 4.08-2 Future Conditions Effects–Alternative 7
For this alternative, the City would be able to claim TSS reductions for the expanded Tippler and W.
9th Avenue/Washburn Street ponds. Depending on the final arrangement of the expanded Armory pond
(if the pond can be expanded to the north and incorporate the existing ditch thus accepting all flows, not
allowing the 2-year flow to divert the pond through the existing ditch), the City may also be able to claim
TSS reductions to help meet the Phase 2 DNR requirements of 20 percent and 40 percent TSS by
March 10, 2008, and March 10, 2013, respectively
4.09 ALTERNATIVE 8
Alternative 8 includes the following mix of project components:
1. Expanded Detention (20.8 acre-feet) at Tippler Junior High property (Figure 4.04-2).
This cost has been reduced by $678,700 from the full cost shown in Alternative 7
because of the nonrealization of full pond storage volume (20.78 acre-feet instead of
50 acre-feet) due to elimination of the diversion across USH 41 at Landmark Plaza.
2. Expanded Detention (40.9 acre-feet) at the Armory site and upstream pipe upsizing
(flow diversion modification as discussed in Alternative 3 and implemented in
Alternative 1 (Component 1e) to feed the basin (Figure 4.02-1E).
3. Detention (16.5 acre-feet) at W. 9th Avenue/Washburn Street (Figure 4.02-1C)–This
cost has been reduced by $674,400 from the full cost shown in Alternative 1
because of the nonrealization of full pond storage volume (16.5 acre-feet instead of
31.2 acre-feet) due to diversion of substantial flows formerly draining to this pond to
the Expanded Westhaven Golf Course Detention Pond.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-25
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
Item Capital Cost
Component 8a–Expanded Detention at Tippler Junior High property (see
component 7a)
1,104,400
Component 8b–Expanded Detention at Armory Site (see component 1e) $3,459,700
Component 8c–Detention at 9th Avenue/Washburn Street (see component
1c)
$1,137,900
Component 8d–Expanded Westhaven Golf Course Detention (see
component 3d)
$8,274,600
Component 8e–Storm Sewer Upsizing from Landmark Plaza to Tippler (see
component 6d)
$174,100
Component 8f 00-year Storm Sewer in DOT ROW downstream of Witzel
(see component 6e)
$1,880,100
Total $16,030,800
Note: Costs do not include utility conflict resolution, if any.
Table 4.09-1 Alternative 8–Opinion of Probable Cost
4. 120 acre-feet of detention at the Expanded Westhaven Golf Course Detention Pond
(Figure 4.04-3).
5. Storm Sewer Upsizing from Landmark Plaza to Tippler (Figure 4.04-2).
6. Construction of new 100-Year Storm Sewer in DOT ROW to the north of Diversion
Point 2 along Washburn Street to allow for the elimination of Diversion Point 2
crossing USH 41 west of Landmark Plaza (Figures 4.04-1 and 4.04-2).
The Opinion of Probable Costs for the alternative outlined above is shown in Table 4.09-1.
The benefit of this alternative is shown in Table 4.09-2. Modeling indicates this alternative would meet
the desirable 2 feet of freeboard at the eastern Landmark Plaza building for the 100-year, 2-hour
duration storm event. 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 third for watershed-wide benefit and first for benefit at Landmark Plaza.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-26
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
Location
Freeboard
at Landmark
Plaza
(feet)
Flooding
Volume at
Landmark
Plaza
(acre-feet)
Meets
Freeboard
Criteria at
Landmark
Plaza
(out of 11)
Alternative
Ranking for
Flood Reduction
at Landmark
Plaza
(out of 11)
Alternative
Ranking for
Watershed-
Wide
Benefit
10-year, 2-hour w/alternative 3.24 0 N/A
10-year, 12-hour w/alternative 3.55 0 N/A
100-year, 2-hour w/alternative 2.02 0.13 Yes
100-year, 12-hour
w/alternative
3.54 0 Yes
June 11, 2004 w/ alternative
(Existing Conditions)
3.55 0 N/A
Average = 1 1 1
Table 4.09-2 Future Conditions Effects–Alternative 8
For this alternative, the City would be able to claim TSS reductions for the expanded Tippler and W. 9th
Avenue/Washburn Street ponds. Depending on the final arrangement of the expanded Armory pond (if
the pond can be expanded to the north and incorporate the existing ditch thus accepting all flows, not
allowing the 2-year flow to divert the pond through the existing ditch), the City may also be able to claim
TSS reductions to help meet the Phase 2 DNR requirements of 20 percent and 40 percent TSS by
March 10, 2008, and March 10, 2013, respectively.
4.10 ALTERNATIVE 9
Alternative 9 includes the following mix of project components as a described below.
1. Expanded Detention (42.7 acre-feet) at Tippler Junior High property (Figure 4.04-2).
2. Expanded Detention (38.5 acre-feet) at the Armory site and upstream pipe upsizing
(flow diversion modification as discussed in Alternative 3 and implemented in
Alternative 1 (Component 1e) to feed the basin (Figure 4.02-1E).
3. 16.5 acre-feet of detention at W. 9th Avenue/Washburn Street (Figure 4.02-1C)–This
cost has been reduced by $674,400 from the full cost shown in Alternative 1
because of the nonrealization of full pond storage volume (16.5 acre-feet instead of
31.2 acre-feet) because of diversion of substantial flows formerly draining to this
pond to the Expanded Westhaven Golf Course Detention Pond.
4. 120.2 acre-feet of detention at the Expanded Westhaven Golf Course Detention
Pond (Figure 4.04-3).
5. Storm Sewer Upsizing from Landmark Plaza to Tippler (Figure 4.04-2).
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-27
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
Location
Freeboard
at
Landmark
Plaza
(feet)
Flooding
Volume at
Landmark
Plaza
(acre-feet)
Meets
Freeboard
Criteria at
Landmark
Plaza
(out of 11)
Alternative
Ranking for
Flood Reduction
at Landmark
Plaza
(out of 11)
Alternative
Ranking for
Watershed-
Wide Benefit
10-year, 2-hour w/alternative 3.24 0 N/A
10-year, 12-hour w/alternative 3.36 0 N/A
100-year, 2-hour w/alternative 2.02 0.13 Yes
100-year, 12-hour w/alternative 2.82 0 Yes
June 11, 2004 w/ alternative
(Existing Conditions)
3.18 0 N/A
Average = 3 6 2
Table 4.10-2 Future Conditions Effects–Alternative 9
Item Capital Cost
Component 9a–Expanded Detention at Tippler Junior High property (see
component 7a)
1,783,100
Component 9b–Expanded Detention at Armory Site (see component 1e) $3,459,700
Component 9c–Detention at 9th Avenue/Washburn Street (see component 1c) $1,137,900
Component 9d-Expanded Westhaven Golf Course Detention (see component
3d)
$8,274,600
Component 9e–Storm Sewer Upsizing from Landmark Plaza to Tippler (see
component 7d)
$176,300
Total $14,831,600
Note: Costs do not include utility conflict resolution, if any.
Table 4.10-1 Alternative 9–Opinion of Probable Cost
The Opinion of Probable Costs for the alternative outlined above is shown in Table 4.10-1.
The benefit of this alternative is shown in Table 4.10-2. Modeling indicates this alternative would meet
the desirable 2 feet of freeboard at the eastern Landmark Plaza building for the 100-year, 2-hour
duration storm event. 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 2nd for watershed-wide benefit. This is due to the maximum amount of
storage being provided that helps to reduce flooding watershed-wide.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-28
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
For this alternative, the City would be able to claim TSS reductions for the expanded Tippler,
Westhaven Golf Course, and W. 9th Avenue/Washburn Street ponds. Depending on the final
arrangement of the expanded Armory pond (if the pond can be expanded to the north and incorporate
the existing ditch thus accepting all flows, not allowing the 2-year flow to divert the pond through the
existing ditch), the City may also be able to claim TSS reductions to help meet the Phase 2 DNR
requirements of 20 percent and 40 percent TSS by March 10, 2008, and March 10, 2013, respectively.
4.11 ALTERNATIVE 10
Alternative 10 includes the following mix of project components:
1. Expanded Detention (20.8 acre-feet) at Tippler Junior High property (Figure 4.04-2).
This cost has been reduced by $678,700 from the full cost shown in Alternative 7
because of the nonrealization of full pond storage volume (20.78 acre-feet instead of
50 acre-feet) due to elimination of the diversion across USH 41 at Landmark Plaza.
2. Expanded Detention (40.8 acre-feet) at the Armory site and upstream pipe upsizing
(flow diversion modification as discussed in Alternative 3 and implemented in
Alternative 1 (Component 1e) to feed the basin (Figure 4.02-1E).
3. No Detention at W. 9th Avenue/Washburn Street (Figure 4.02-1C).
4. 120.4 acre-feet of detention at the Expanded Westhaven Golf Course Detention
Pond (Figure 4.04-3).
5. Storm Sewer Upsizing from Landmark Plaza to Tippler (Figure 4.04-2).
6. Construction of new 100-Year Storm Sewer in DOT ROW to the north of Diversion
Point 2 along Washburn Avenue to allow for the elimination of Diversion Point 2
crossing USH 41 west of Landmark Plaza (Figures 4.04-1 and 4.04-2).
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-29
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
Item Capital Cost
Component 10a–Expanded Detention at Tippler Junior High property (see
component 7a)
1,104,400
Component 10b–Expanded Detention at Armory Site (see component 1e) $3,459,700
Component 10c–Expanded Westhaven Golf Course Detention (see
component 3d)
$8,274,600
Component 10d–Storm Sewer Upsizing from Landmark Plaza to Tippler (see
component 6d)
$174,100
Component 10e–100-year Storm Sewer in DOT ROW downstream of Witzel
(see component 6e)
$1,880,100
Total $14,892,900
Note: Costs do not include utility conflict resolution, if any.
Table 4.11-1 Alternative 10–Opinion of Probable Cost
Location
Freeboard
at
Landmark
Plaza
(feet)
Flooding
Volume at
Landmark
Plaza
(acre-feet)
Meets
Freeboard
Criteria at
Landmark
Plaza
(out of 11)
Alternative
Ranking for
Flood Reduction
at Landmark
Plaza
(out of 11)
Alternative
Ranking for
Watershed-
Wide Benefit
10-year, 2-hour w/alternative 3.24 0 N/A
10-year, 12-hour w/alternative 3.55 0 N/A
100-year, 2-hour w/alternative 2.02 0.13 Yes
100-year, 12-hour w/alternative 3.54 0 Yes
June 11, 2004 w/ alternative
(Existing Conditions)
3.55 0 N/A
Average = 2 2 4
Table 4.11-2 Future Conditions Effects–Alternative 10
The Opinion of Probable Costs for the alternative outlined above is shown in Table 4.11-1.
The benefit of this alternative is shown in Table 4.11-2. Modeling indicates this alternative would meet
the desirable 2 feet of freeboard at the eastern Landmark Plaza building for the 100-year, 2-hour
duration storm event. 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.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-30
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
Item Capital Cost
Component 11a–Expanded Detention at Tippler Junior High property (see
component 7a)
1,783,100
Component 11b–Expanded Detention at Armory Site (see component 1e) $3,459,700
Component 11c-Expanded Westhaven Golf Course Detention (see component
3d)
$8,274,600
Component 11d-Storm Sewer Upsizing from Landmark Plaza to Tippler (see
component 7d)
$176,300
Total $13,693,700
Note: Costs do not include utility conflict resolution, if any.
Table 4.12-1 Alternative 11–Opinion of Probable Cost
For this alternative, the City would be able to claim TSS reductions for the expanded Tippler and
Westhaven Golf Course ponds. Depending on the final arrangement of the expanded Armory pond (if
the pond can be expanded to the north and incorporate the existing ditch thus accepting all flows, not
allowing the 2-year flow to divert the pond through the existing ditch), the City may also be able to claim
TSS reductions to help meet the Phase 2 DNR requirements of 20 percent and 40 percent TSS by
March 10, 2008, and March 10, 2013, respectively.
4.12 ALTERNATIVE 11
Alternative 11 includes the following mix of project components:
1. Expanded Detention (46.4 acre-feet) at Tippler Junior High property (Figure 4.04-2).
2. Expanded Detention (38.6 acre-feet) at the Armory site and upstream pipe upsizing
(flow diversion modification as discussed in Alternative 3 and implemented in
Alternative 1 (Component 1e) to feed the basin (Figure 4.02-1E).
3. 120.2 acre-feet of detention at the Expanded Westhaven Golf Course Detention
Pond (Figure 4.04-3).
4. Storm Sewer Upsizing from Landmark Plaza to Tippler (Figure 4.04-2).
The Opinion of Probable Costs for the alternative outlined above is shown in Table 4.12-1.
The benefit of this alternative is shown in Table 4.12-2. Modeling indicates this alternative would meet
the desirable 2 feet of freeboard at the eastern Landmark Plaza building for the 100-year, 2-hour
duration storm event. 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 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.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-31
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
Location
Freeboard
at
Landmark
Plaza
(feet)
Flooding
Volume at
Landmark
Plaza
(acre-
feet)
Meets
Freeboard
Criteria at
Landmark
Plaza
(out of 11)
Alternative
Ranking for
Flood Reduction
at Landmark
Plaza
(out of 11)
Alternative
Ranking for
Watershed-
Wide Benefit
10-year, 2-hour w/alternative 3.24 0 N/A
10-year, 12-hour w/alternative 3.29 0 N/A
100-year, 2-hour w/alternative 2.02 0.13 Yes
100-year, 12-hour
w/alternative
2.46 0.03 Yes
June 11, 2004 w/ alternative
(Existing Conditions)
3.14 0 N/A
Average = 7 7 5
Table 4.12-2 Future Conditions Effects–Alternative 11
For this alternative, the City would be able to claim TSS reductions for the expanded Tippler and
Westhaven Golf Course ponds. Depending on the final arrangement of the expanded Armory pond (if
the pond can be expanded to the north and incorporate the existing ditch thus accepting all flows, not
allowing the 2-year flow to divert the pond through the existing ditch), the City may also be able to claim
TSS reductions to help meet the Phase 2 DNR requirements of 20 percent and 40 percent TSS by
March 10, 2008, and March 10, 2013, respectively.
4.13 SUMMARY OF ALTERNATIVES AND ALTERNATIVES ANALYSIS
Table 4.13-1 summarizes the alternatives discussed in Sections 4.02 through 4.12. Table 4.13-2
provides the ranking data and Table 4.13-3 provides the ranking criteria.
To arrive at a recommendation after assessment of these eleven alternatives, we have used the
following criteria.
Select the lowest cost alternative that meets the following criteria.
1. Meets Landmark Plaza Flooding Criteria (2 feet or greater freeboard = Alternatives 3, 6,
7, 8, 9, 10, 11; and 1.5 to 2 feet freeboard = Alternative 2).
2. Meets Tippler Flooding Criteria (2 feet or greater freeboard = Alternatives 3, 6, 7, 8, 9,
10, and 11; 1.5 to 2 feet freeboard = Alternative 2).
3. Is in the top six for watershed-wide benefit ranking (Alternatives 3, 7,8, 9, 10 and 11)
4. Keeps the increased peak discharge at USH 41 to a minimum (Alternatives 7, 9 and 11).
See Table 4.13-4.
5. Maximizes use of the ponds considered under these alternatives. See Table 4.13-5.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-32
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
Alt.
Existing
Conditions 100-
year (2hr /12hr)
Future
Conditions 100-
year (2hr/12hr)
Future Conditions
100-yr, 2hr peak
flow increase
Future Conditions
100-yr, 12hr peak
flow increase Rank
2 134/153 140/152 6 -1 4
3 134/153 186/156 52 3 5
6 134/153 21 82 30 7
7 134/153 14 7 -26 2
8 134/153 22 87 28 6
9 134/153 14 7 -29 1
10 134/153 22 88 43 8
11 134/153 14 8 -24 3
Table 4.13-4 Least Amount of Increase in 100-Year, 2-Hour and 12-Hour Duration
Flow Rates at Sawyer Creek/USH 41 Outfall Ranking
Alt.
(acre-feet)
Future
Conditions
100-yr, 12hr
Watershed-
Wide Storage
Usage Rank
(acre-feet)
Future
Conditions
100-yr, 12hr
Usage of
Tippler
Pond
(acre-feet)
Future
Conditions
100-year 12hr
Usage of 9th
Avenue/Wash
burn Street
Pond
(acre-feet)
Future
Conditions
100-yr, 12hr
Usage of
Armory Pond
(acre-feet)
Total
Usage of 3
Ponds
Total
Usage of 3
Ponds
Rank
2 22.3 8 4.3 N/A 3.0 7.3 8
3 214.2 2 30.8 16.5 40.9 88.2 4
6 116.4 7 20.8 31.2 50.5 102.5 2
7 140.3 6 44.7 31.1 50.7 126.5 1
8 204.2 4 20.8 16.5 40.9 78.2 6
9 223.6 1 42.7 16.5 38.5 97.7 3
10 188.1 5 20.8 N/A 40.8 61.6 7
11 211.1 3 46.4 N/A 38.6 85.0 5
Table 4.13-5 Maximizes Use of Storage in Watershed
For the purposes of this assessment, Alternatives 1, 4, and 5 are not feasible because they do
not meet the Landmark Plaza freeboard criteria, so they are not included in Table 4.13-4 or
Table 4.13-5. Also, Alternatives 3 and 8 through 11 may not be economically feasible. The
lowest cost alternative meeting these criteria is Alternative 7. However, we feel that after
implementation of the components of Alterntative 7, the City should consider providing 120
acre-feet or more of detention at the Westhaven Golf Course or upstream of W. 20th Avenue to
deal with persistent flooding problems along W. Washburn Street between W. 20th Avenue and
W. 9th Avenue and southeast of Allerton Drive. The high cost to get stormwater to and build
detention at the Westhaven Golf Course would be offset by the benefit in reducing actual flood
damage costs and is a deterrent to providing this 120 acre-feet of detention. For example, for
$8,000,000 (the cost of the Expanded Golf Course Detention Pond considered in Alternatives 3,
and 8-11), the City could acquire 40 properties that flood at $200,000 each. Detention upstream
of W. 20th Avenue may be more readily accessible, thus decreasing the cost of providing this
detention.
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City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 1 of 2
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\Table 4.13-2 new.doc\052606
TABLE 4.13-2
SUMMARY OF EFFECTS–RANKING DATA
(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 Max
High Flooding Acceptable High Flooding Acceptable High Flooding Acceptable High Flooding Acceptable High Flooding Acceptable High Flooding Acceptable High US Peak High US Peak High Peak High Peak High US Peak High US Peak High Volume High US Peak High US Peak
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. Flow Rate Water El. Flow Rate Water El. Flow Rate Water El. Flow Rate Water El. Flow Rate Water El. Flow Rate Water El. Exiting Water El. Flow Rate Water El. Flow Rate
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) (cfs) (Feet) (cfs) (Feet) (cfs) (Feet) (cfs) (Feet) (cfs) (Feet) (cfs) (Feet) (ac-ft) (Feet) (cfs) (Feet) (cfs)
Alternative 1 (All Detention)
10-year, 2 hour w/o Alternative 761.72 5.30 760.75 759.70 5.64 759.81 766.71 2.88 770 767.8 0.72 770.31 N/A N/A N/A 778.03 1.78 780 748.68 152 747.55 241 752.55 87 749.57 49 752.3 55 753.11 156 780.8 10 765.04 48.05 764.91 48
10-year, 2 hour w/Alternative 760.33 0.16 760.75 755.48 6.33 759.81 766.37 2.43 770 767.56 21.35 771 772.99 11.26 777 777.96 1.68 780 748.64 139 747.55 236 752.55 74 749.57 49 752.07 32.3 753.09 150 780.5 1.67 764.32 39.24 764.25 39
10-year 12 Hour w/o Alternative 762.16 9.59 760.75 759.85 6.83 759.81 767.29 3.63 770 768.21 1.01 770.31 N/A N/A N/A 778.82 3.02 780 748.48 153 747.55 207 752.55 91 749.57 37 752.55 68 753.07 146 780.94 20 765.08 46.54 764.94 47
10-year 12 Hour w/ Alternative 760.16 0.09 760.75 758.10 16.94 759.81 766.89 3.11 770 768.67 31.26 771 773.99 17.22 777 778.77 2.94 780 748.4 134 747.55 194 752.55 73 749.57 37 751.84 27.75 752.93 129 780.58 4.3 764.69 38.96 764.61 39
100-year, 2 hour w/o Alternative 762.41 12.55 760.75 759.92 7.40 759.81 768.41 5.08 770 769.52 2.08 770.31 N/A N/A N/A 779.5 4.95 780 750.4 173 748.39 414 755.37 140 751.04 94 752.68 100 753.63 242 781.1 41 765.6 56.27 765.41 56
100-year, 2 hour w/Alternative 761.71 5.28 760.75 759.27 23.33 759.81 768.35 5.01 770 769.31 37.08 771 774.48 20.2 777 779.5 4.96 780 749.75 172 748.38 411 755.37 139 751.04 94 752.54 84 753.63 247 781 19.9 764.81 63.24 764.67 63
100-year 12 Hour w/o Alternative 763.10 22.10 760.75 760.89 17.71 759.81 771.69 6.92 770 771.57 3.61 770.31 N/A N/A 777 780 8.08 780 751.52 191 748.71 486 755.37 174 751.04 103 753.93 217 754.39 350 781.22 76 765.91 75.93 765.55 76
100-year 12 Hour w/ Alternative 762.32 10.45 760.75 759.42 24.46 759.81 768.94 5.77 770 770.74 50.64 771 776.21 31.16 777 780 8.02 780 749.35 168 747.77 284 755.37 122 751.04 71 752.32 52 753.48 198 781.05 33 764.81 63.24 764.99 54
June 11, 2004 w/o Alternative 762.72 16.57 760.75 760.32 11.06 759.81 768.84 4.64 770 769.77 2.28 770.31 N/A N/A N/A 779.99 8.03 780 748.82 167 747.66 251 754.33 123 750.49 53 753.42 140 753.38 157 781.13 49 765.3 50.57 765.15 51
June 11, 20004 w/ Alternative 761.92 7.17 760.75 759.38 24.15 759.81 768.41 5.08 770 769.95 43 771 775.96 29.6 777 779.97 7.84 780 748.76 162 747.66 245 754.33 102 750.49 53 752.23 42 753.36 174 780.95 21 765.11 48.89 764.98 49
1
Alternative 2 (Increased Conveyance)
10-year, 2 hour w/o Alternative 761.72 5.30 760.75 759.70 5.64 759.81 766.71 2.88 770 767.8 0.72 770.31 N/A N/A N/A 778.03 1.78 780 748.68 152 747.55 241 752.55 87 749.57 49 752.3 55 753.11 156 780.8 10 765.04 48.05 764.91 48
10-year, 2 hour w/Alternative 758.96 0.00 760.75 757.19 0.00 759.81 766.61 2.75 770 767.79 0.72 770.31 N/A 0 N/A 778.04 1.79 780 749.25 202 747.67 267 752.55 89 749.57 49 752.15 95 753.13 156 780.78 9.51 764.96 49.8 764.81 50
10-year 12 Hour w/o Alternative 762.16 9.59 760.75 759.85 6.83 759.81 767.29 3.63 770 768.21 1.01 770.31 N/A N/A N/A 778.82 3.02 780 748.48 153 747.55 207 752.55 91 749.57 37 752.55 68 753.07 146 780.94 20 765.08 46.54 764.94 47
10-year, 12 hour w/Alternative 758.84 0.00 760.75 757.23 0.00 759.81 767.55 3.96 770 768.51 1.25 770.31 N/A 0 N/A 779.04 3.41 780 749.5 215 747.82 295 752.55 113 749.57 59 752.65 143 753.26 174 781.01 27.2 765.09 51.36 764.93 52
100-year, 2 hour w/o Alternative 762.41 12.55 760.75 759.92 7.40 759.81 768.41 5.08 770 769.52 2.08 770.31 N/A N/A N/A 779.5 4.95 780 750.4 173 748.39 414 755.37 140 751.04 94 752.68 100 753.63 242 781.1 41 765.6 56.27 765.41 56
100-year, 2 hour w/Alternative 760.58 0.34 760.75 759.21 2.56 759.81 768.41 5.08 770 769.52 2.08 770.31 N/A 0 N/A 779.5 4.95 780 750.83 217 748.44 424 755.37 140 751.04 94 753.22 239 753.64 246 781.1 41 765.57 56.78 765.37 57
100-year 12 Hour w/o Alternative 763.10 22.10 760.75 760.89 17.71 759.81 771.69 6.92 770 771.57 3.61 770.31 N/A N/A 777 780 8.08 780 751.52 191 748.71 486 755.37 174 751.04 103 753.93 217 754.39 350 781.22 76 765.91 75.93 765.55 76
100-year, 12 hour w/Alternative 760.77 0.64 760.75 759.51 4.34 759.81 770.31 6.91 770 770.72 2.99 770.31 N/A 0 N/A 780.13 8.08 780 750.7 220 748.39 414 755.37 152 751.04 95 753.42 241 753.8 260 781.22 77 765.79 67.95 765.51 68
June 11, 2004 w/o Alternative 762.72 16.57 760.75 760.32 11.06 759.81 768.84 4.64 770 769.77 2.28 770.31 N/A N/A N/A 779.99 8.03 780 748.82 167 747.66 251 754.33 123 750.49 53 753.42 140 753.38 157 781.13 49 765.3 50.57 765.15 51
June 11, 2004 w/Alternative 759.18 0.00 760.75 757.26 0.00 759.81 768.73 5.54 770 769.78 2.28 770.31 N/A 0 N/A 779.99 8.03 780 749.47 215 747.79 288 754.33 122 750.49 53 752.77 144 753.39 176 781.12 38.3 765.27 51.74 765.10 52
2
Alternative 3 - Modified Diversion
10-year, 2 hour w/o Alternative 761.72 5.30 760.75 759.70 5.64 759.81 766.71 2.88 770 767.8 0.72 770.31 N/A N/A N/A 778.03 1.78 780 748.68 152 747.55 241 752.55 87 749.57 49 752.3 55 753.11 156 780.8 10 765.04 48.05 764.91 48
10-year, 2 hour w/Alternative 759.04 0.00 760.75 754.41 7.26 759.81 766.45 2.54 770 767.16 17.93 771 771.98 5.43 777 776.95 33.17 780 748.61 137.69 747.55 232.77 752.55 102.71 749.57 49.28 751.69 24.31 753.09 154.02 779.69 0.09 763.42 19.73 763.38 22
10-year 12 Hour w/o Alternative 762.16 9.59 760.75 759.85 6.83 759.81 767.29 3.63 770 768.21 1.01 770.31 N/A N/A N/A 778.82 3.02 780 748.48 153 747.55 207 752.55 91 749.57 37 752.55 68 753.07 146 780.94 20 765.08 46.54 764.94 47
10-year, 12 hour w/Alternative 758.73 0.00 760.75 754.99 11.24 759.81 766.85 3.06 770 767.73 22.85 771 772.45 8.12 777 777.93 55.99 780 748.38 130.96 747.55 191.64 752.55 80.49 749.57 36.67 751.66 24.03 752.92 126.95 779.53 0 764.56 18.94 764.45 20
100-year, 2 hour w/o Alternative 762.41 12.55 760.75 759.92 7.40 759.81 768.41 5.08 770 769.52 2.08 770.31 N/A N/A N/A 779.5 4.95 780 750.4 173 748.39 414 755.37 140 751.04 94 752.68 100 753.63 242 781.1 41 765.6 56.27 765.41 56
100-year, 2 hour w/Alternative 760.26 0.13 760.75 755.99 19.00 759.81 768.47 5.16 770 768.62 30.81 771 773.36 13.43 777 778.16 61.41 780 750.2 160.99 748.35 404.59 755.37 185.9 751.04 94.35 752.23 42.57 753.63 246.59 780.64 5.35 765.54 25.19 765.48 31
100-year 12 Hour w/o Alternative 763.10 22.10 760.75 760.89 17.71 759.81 771.69 6.92 770 771.57 3.61 770.31 N/A N/A 777 780 8.08 780 751.52 191 748.71 486 755.37 174 751.04 103 753.93 217 754.39 350 781.22 76 765.91 75.93 765.55 76
100-year, 12 hour w/Alternative 758.92 0.00 760.75 757.47 30.87 759.81 768.91 5.73 770 769.72 40.88 771 773.87 16.5 777 780.6 120.18 780 749.33 161.85 747.76 282.86 755.37 156.26 751.04 71.02 752.11 31.7 753.48 200.84 780.72 7.41 763.7 22.82 763.69 29
June 11, 2004 w/o Alternative 762.72 16.57 760.75 760.32 11.06 759.81 768.84 4.64 770 769.77 2.28 770.31 N/A N/A N/A 779.99 8.03 780 748.82 167 747.66 251 754.33 123 750.49 53 753.42 140 753.38 157 781.13 49 765.3 50.57 765.15 51
June 11, 2004 w/Alternative 758.84 0 760.75 756.65 24.22 759.81 768.29 4.93 770 768.77 32.15 771 773.61 14.88 777 779.26 87.59 780 748.74 154.9 747.66 241.76 754.33 120.63 750.49 52.85 752.07 29.75 753.35 173.15 780.36 2.02 763.55 21.28 763.51 25
3
Alternative 4 (Pump Station)
10-year, 2 hour w/o Alternative 761.72 5.30 760.75 759.70 5.64 759.81 766.71 2.88 770 767.8 0.72 770.31 N/A N/A N/A 778.03 1.78 780 748.68 152 747.55 241 752.55 87 749.57 49 752.3 55 753.11 156 780.8 10 765.04 48.05 764.91 48
10-year, 2 hour w/Alternative 761.76 5.67 760.75 759.71 5.77 759.81 766.74 2.91 770 767.79 0.72 770.31 N/A 0 N/A 778.04 1.8 780 747.3 164 N/A 286 752.55 73 749.57 49 752.3 55 753.09 159 780.78 6.81 765.24 49.73 765.08 50
10-year 12 Hour w/o Alternative 762.16 9.59 760.75 759.85 6.83 759.81 767.29 3.63 770 768.21 1.01 770.31 N/A N/A N/A 778.82 3.02 780 748.48 153 747.55 207 752.55 91 749.57 37 752.55 68 753.07 146 780.94 20 765.08 46.54 764.94 47
10-year, 12 hour w/Alternative 762.35 11.85 760.75 760.05 8.51 759.81 767.42 3.79 770 768.21 1.01 770.31 N/A 0 N/A 778.81 3.02 780 747.21 165 N/A 272 752.55 75 749.57 37 752.62 85.5 753.03 148 780.94 15.55 765.54 55.12 765.35 56
100-year, 2 hour w/o Alternative 762.41 12.55 760.75 759.92 7.40 759.81 768.41 5.08 770 769.52 2.08 770.31 N/A N/A N/A 779.5 4.95 780 750.4 173 748.39 414 755.37 140 751.04 94 752.68 100 753.63 242 781.1 41 765.6 56.27 765.41 56
100-year, 2 hour w/Alternative 762.43 12.82 760.75 760.07 8.70 759.81 768.41 5.08 770 769.52 2.08 770.31 N/A 0 N/A 779.5 4.97 780 748.09 178 N/A 416 755.37 140 751.04 94 752.7 101 753.62 247 781.09 33.83 765.6 56.24 765.41 56
100-year 12 Hour w/o Alternative 763.10 22.10 760.75 760.89 17.71 759.81 771.69 6.92 770 771.57 3.61 770.31 N/A N/A 777 780 8.08 780 751.52 191 748.71 486 755.37 174 751.04 103 753.93 217 754.39 350 781.22 76 765.91 75.93 765.55 76
100-year, 12 hour w/Alternative 762.58 14.71 760.75 760.48 12.76 759.81 769.22 6.11 770 769.8 2.31 770.31 N/A 0 N/A 780 8.08 780 747.5 183 N/A 348 755.37 131 751.04 71 753.37 161 753.48 206 781.21 59.8 765.49 54.1 765.31 54
June 11, 2004 w/o Alternative 762.72 16.57 760.75 760.32 11.06 759.81 768.84 4.64 770 769.77 2.28 770.31 N/A N/A N/A 779.99 8.03 780 748.82 167 747.66 251 754.33 123 750.49 53 753.42 140 753.38 157 781.13 49 765.3 50.57 765.15 51
June 11, 2004 w/Alternative 762.53 14.06 760.75 760.36 11.46 759.81 768.77 5.55 770 769.78 2.28 770.31 N/A 0 N/A 779.99 8.03 780 747.33 179 N/A 302 754.33 123 750.49 53 753.31 140 753.36 179 781.12 38.2 765.3 50.57 765.14 51
4
Alternative 5 (Single Mix of Alt.)
10-year, 2 hour w/o Alternative 761.72 5.30 760.75 759.70 5.64 759.81 766.71 2.88 770 767.8 0.72 770.31 N/A N/A N/A 778.03 1.78 780 748.68 152 747.55 241 752.55 87 749.57 49 752.3 55 753.11 156 780.8 10 765.04 48.05 764.91 48
10-year, 2 hour w/Alternative 760.35 0.17 760.75 756.28 9.46 759.81 766.76 2.94 770 767.57 21.48 771 N/A 0 N/A 778.02 1.77 780 748.64 139 747.55 236 752.55 88 749.57 49 752.07 32 753.09 150 780.5 1.68 765.02 50.09 764.93 50
10-year 12 Hour w/o Alternative 762.16 9.59 760.75 759.85 6.83 759.81 767.29 3.63 770 768.21 1.01 770.31 N/A N/A N/A 778.82 3.02 780 748.48 153 747.55 207 752.55 91 749.57 37 752.55 68 753.07 146 780.94 20 765.08 46.54 764.94 47
10-year, 12 hour w/Alternative 760.60 0.37 760.75 758.55 18.95 759.81 767.28 3.61 770 768.67 31.28 771 N/A 0 N/A 778.79 2.98 780 748.4 134 747.55 194 752.55 86 749.57 37 751.87 28 752.93 129 780.58 4.3 765.2 50.52 765.11 50
100-year, 2 hour w/o Alternative 762.41 12.55 760.75 759.92 7.40 759.81 768.41 5.08 770 769.52 2.08 770.31 N/A N/A N/A 779.5 4.95 780 750.4 173 748.39 414 755.37 140 751.04 94 752.68 100 753.63 242 781.1 41 765.6 56.27 765.41 56
100-year, 2 hour w/Alternative 761.72 5.34 760.75 759.29 23.45 759.81 768.4 5.08 770 769.19 36 771 N/A 0 N/A 779.51 4.99 780 750.36 172 748.38 411 755.37 140 751.04 94 752.54 84 753.63 245 780.99 19.9 765.28 67.83 765.18 68
100-year 12 Hour w/o Alternative 763.10 22.10 760.75 760.89 17.71 759.81 771.69 6.92 770 771.57 3.61 770.31 N/A N/A 777 780 8.08 780 751.52 191 748.71 486 755.37 174 751.04 103 753.93 217 754.39 350 781.22 76 765.91 75.93 765.55 76
100-year 12 Hour w/Alternatives 762.30 11.25 760.75 759.43 24.49 759.81 769.19 6.08 770 770.55 48.83 771 N/A 0 N/A 780 8.06 780 749.35 168 747.77 285 755.37 129 751.04 71 752.32 53 753.48 199 781.05 33.3 765.53 60.65 765.37 61
June 11, 2004 w/o Alternative 762.72 16.57 760.75 760.32 11.06 759.81 768.84 4.64 770 769.77 2.28 770.31 N/A N/A N/A 779.99 8.03 780 748.82 167 747.66 251 754.33 123 750.49 53 753.42 140 753.38 157 781.13 49 765.3 50.57 765.15 51
June 11, 2004 w/Alternatives 762.12 9.15 760.75 759.37 24.09 759.81 768.74 5.51 770 769.95 43.05 771 N/A 0 N/A 779.98 7.89 780 748.76 162 747.66 245 754.33 125 750.49 53 752.28 48 753.36 174 780.95 20.6 765.42 51.21 765.29 51
5
Alternative 6
10-year, 2 hour w/o Alternative 761.72 5.30 760.75 759.70 5.64 759.81 766.71 2.88 770 767.8 0.72 770.31 N/A N/A N/A 778.03 1.78 780 748.68 152 747.55 241 752.55 87 749.57 49 752.3 55 753.11 156 780.8 10 765.04 48.05 764.91 48
10-year, 2 hour w/Alternative 759.05 0.00 760.75 754.11 5.53 759.81 766.43 2.51 770 767.55 21.29 771 772.99 11.23 777 777.96 1.68 780 748.61 137.18 747.55 232.69 752.55 109.26 749.57 49.29 751.68 24.27 753.09 152.74 780.5 3.17 762.42 0 762.41 7
10-year 12 Hour w/o Alternative 762.16 9.59 760.75 759.85 6.83 759.81 767.29 3.63 770 768.21 1.01 770.31 N/A N/A N/A 778.82 3.02 780 748.48 153 747.55 207 752.55 91 749.57 37 752.55 68 753.07 146 780.94 20 765.08 46.54 764.94 47
10-year, 12 hour w/Alternative 758.73 0.00 760.75 754.23 6.19 759.81 767 3.25 770 768.66 31.11 771 773.99 17.22 777 778.77 2.95 780 748.38 131.17 747.55 191.97 752.55 110.12 749.57 36.67 751.48 22.89 752.93 129.11 780.58 4.32 762 0 762.00 3
100-year, 2 hour w/o Alternative 762.41 12.55 760.75 759.92 7.40 759.81 768.41 5.08 770 769.52 2.08 770.31 N/A N/A N/A 779.5 4.95 780 750.4 173 748.39 414 755.37 140 751.04 94 752.68 100 753.63 242 781.1 41 765.6 56.27 765.41 56
100-year, 2 hour w/Alternative 760.26 0.13 760.75 755.65 16.25 759.81 768.42 5.1 770 769.29 36.86 771 774.46 20.11 777 779.5 4.93 780 750.2 160.91 748.35 404.82 755.37 216.15 751.04 94.36 752.22 42.57 753.63 245.76 780.99 24.5 763.17 0 763.17 18
100-year 12 Hour w/o Alternative 763.10 22.10 760.75 760.89 17.71 759.81 771.69 6.92 770 771.57 3.61 770.31 N/A N/A 777 780 8.08 780 751.52 191 748.71 486 755.37 174 751.04 103 753.93 217 754.39 350 781.22 76 765.91 75.93 765.55 76
100-year, 12 hour w/Alternative 758.74 0.00 760.75 756.22 20.79 759.81 769.07 5.94 770 770.72 50.48 759.81 776.21 31.16 777 779.99 8.01 780 749.32 159.2 747.76 282.75 755.37 183.06 751.04 71.05 752.1 30.8 753.48 199.67 781.05 33.33 762.4 0 762.40 7
June 11, 2004 w/o Alternative 762.72 16.57 760.75 760.32 11.06 759.81 768.84 4.64 770 769.77 2.28 770.31 N/A N/A N/A 779.99 8.03 780 748.82 167 747.66 251 754.33 123 750.49 53 753.42 140 753.38 157 781.13 49 765.3 50.57 765.15 51
June 11, 2004 w/Alternative 758.73 0.00 760.75 755.70 16.67 759.81 768.55 5.27 770 769.95 43.08 771 775.96 25.58 777 779.97 7.84 780 748.73 152.99 747.66 241.49 754.33 149.33 750.49 52.85 752.03 28.09 753.36 176.49 780.95 20.58 762.12 0 762.11 4
6
AEW-11STR 10Storm Sewer ConfluenceCampbell Creek Cunette Outfall Westfield OutfallHWY 41 Outfall 06-1282Campbell Creek Pipe Outfall Storm Sewer ConfluencLandmark Plaza Tippler Jr. High Armory Pond 9th/Washburn Pond New Westhaven Golf Course PondExisting Walmart Pond
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 2 of 2
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\Table 4.13-2 new.doc\052606
TABLE 4.13-2 (CONTINUED)
SUMMARY OF EFFECTS–RANKING DATA
(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 Max
High Flooding Acceptable High Flooding Acceptable High Flooding Acceptable High Flooding Acceptable High Flooding Acceptable High Flooding Acceptable High US Peak High US Peak High Peak High Peak High US Peak High US Peak High Volume High US Peak High US Peak
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. Flow Rate Water El. Flow Rate Water El. Flow Rate Water El. Flow Rate Water El. Flow Rate Water El. Flow Rate Water El. Exiting Water El. Flow Rate Water El. Flow Rate
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) (cfs) (Feet) (cfs) (Feet) (cfs) (Feet) (cfs) (Feet) (cfs) (Feet) (cfs) (Feet) (ac-ft) (Feet) (cfs) (Feet) (cfs)
Alternative 7
10-year, 2 hour w/o Alternative 761.72 5.30 760.75 759.70 5.64 759.81 766.71 2.88 770 767.8 0.72 770.31 N/A N/A N/A 778.03 1.78 780 748.68 152 747.55 241 752.55 87 749.57 49 752.3 55 753.11 156 780.8 10 765.04 48.05 764.91 48
10-year, 2 hour w/Alternative 759.05 0.00 760.75 754.70 9.09 759.81 766.38 2.45 770 767.56 21.39 771 772.99 11.29 777 777.96 1.68 780 748.61 137.6 747.55 232.88 752.55 81.28 749.57 49.29 751.7 24.37 753.09 154.39 780.5 3.12 763.6 30.85 763.51 32
10-year 12 Hour w/o Alternative 762.16 9.59 760.75 759.85 6.83 759.81 767.29 3.63 770 768.21 1.01 770.31 N/A N/A N/A 778.82 3.02 780 748.48 153 747.55 207 752.55 91 749.57 37 752.55 68 753.07 146 780.94 20 765.08 46.54 764.94 47
10-year, 12 hour w/Alternative 758.73 0.00 760.75 756.01 19.09 759.81 766.91 3.13 770 768.66 31.12 771 773.99 17.22 777 778.77 2.95 780 748.39 132.09 747.55 192.32 752.55 80.88 749.57 36.67 751.68 25.01 752.93 129.1 780.58 4.3 763.6 30.62 763.52 33
100-year, 2 hour w/o Alternative 762.41 12.55 760.75 759.92 7.40 759.81 768.41 5.08 770 769.52 2.08 770.31 N/A N/A N/A 779.5 4.95 780 750.4 173 748.39 414 755.37 140 751.04 94 752.68 100 753.63 242 781.1 41 765.6 56.27 765.41 56
100-year, 2 hour w/Alternative 759.95 0.05 760.75 756.93 26.41 759.81 768.37 5.04 770 769.3 36.99 771 774.46 20.09 777 779.49 4.92 780 750.2 161.17 748.35 404.84 755.37 140.64 751.04 94.36 752.22 42.66 753.63 244.93 780.99 24.64 764.42 49.76 764.37 54
100-year 12 Hour w/o Alternative 763.10 22.10 760.75 760.89 17.71 759.81 771.69 6.92 770 771.57 3.61 770.31 N/A N/A 777 780 8.08 780 751.52 191 748.71 486 755.37 174 751.04 103 753.93 217 754.39 350 781.22 76 765.91 75.93 765.55 76
100-year, 12 hour w/Alternative 759.34 0.01 760.75 759.05 44.66 759.81 768.97 5.81 770 770.74 50.71 771 776.21 31.14 777 779.99 8.01 780 749.33 164.89 747.76 283.14 755.37 126.78 751.04 71.1 752.13 32.79 753.48 199.2 781.05 33.35 764.04 42.44 764.02 48
June 11, 2004 w/o Alternative 762.72 16.57 760.75 760.32 11.06 759.81 768.84 4.64 770 769.77 2.28 770.31 N/A N/A N/A 779.99 8.03 780 748.82 167 747.66 251 754.33 123 750.49 53 753.42 140 753.38 157 781.13 49 765.3 50.57 765.15 51
June 11, 2004 w/Alternative 758.73 0.00 760.75 758.15 36.60 759.81 768.44 5.12 770 769.94 43.02 771 775.96 29.55 777 779.97 7.83 780 748.74 157.48 747.66 243.05 754.33 110.89 750.49 52.85 752.1 31.46 753.36 176.88 780.95 20.54 763.99 39.64 763.88 42
7
Alternative 8
10-year, 2 hour w/o Alternative 761.72 5.30 760.75 759.70 5.64 759.81 766.71 2.88 770 767.8 0.72 770.31 N/A N/A N/A 778.03 1.78 780 748.68 152 747.55 241 752.55 87 749.57 49 752.3 55 753.11 156 780.8 10 765.04 48.05 764.91 48
10-year, 2 hour w/Alternative 759.04 0.00 760.75 754.11 5.54 759.81 766.48 2.57 770 767.15 17.85 771 771.98 5.4 777 776.95 33.13 782 748.61 137.26 747.55 232.89 752.55 121.33 749.57 49.28 751.68 24.26 753.09 155.08 779.69 0.086 762.42 0 762.42 7
10-year 12 Hour w/o Alternative 762.16 9.59 760.75 759.85 6.83 759.81 767.29 3.63 770 768.21 1.01 770.31 N/A N/A N/A 778.82 3.02 780 748.48 153 747.55 207 752.55 91 749.57 37 752.55 68 753.07 146 780.94 20 765.08 46.54 764.94 47
10-year, 12 hour w/Alternative 758.73 0.00 760.75 754.23 6.18 759.81 766.91 3.13 770 767.73 22.85 771 772.45 8.11 777 777.93 56.12 782 748.38 130.49 747.55 191.46 752.55 98.74 749.57 36.67 751.48 22.88 752.92 127.05 779.53 0 762 0 762.00 3
100-year, 2 hour w/o Alternative 762.41 12.55 760.75 759.92 7.40 759.81 768.41 5.08 770 769.52 2.08 770.31 N/A N/A N/A 779.5 4.95 780 750.4 173 748.39 414 755.37 140 751.04 94 752.68 100 753.63 242 781.1 41 765.6 56.27 765.41 56
100-year, 2 hour w/Alternative 760.26 0.13 760.75 755.65 16.25 759.81 768.51 5.22 770 768.59 30.54 771 773.36 13.43 777 778.15 61.15 782 750.2 160.83 748.35 404.61 755.37 220.52 751.04 94.35 752.22 42.56 753.63 246.6 780.64 5.32 763.17 0 763.17 18
100-year 12 Hour w/o Alternative 763.10 22.10 760.75 760.89 17.71 759.81 771.69 6.92 770 771.57 3.61 770.31 N/A N/A 777 780 8.08 780 751.52 191 748.71 486 755.37 174 751.04 103 753.93 217 754.39 350 781.22 76 765.91 75.93 765.55 76
100-year, 12 hour w/Alternative 758.74 0.00 760.75 756.22 20.78 759.81 768.97 5.81 770 769.71 40.83 771 773.87 16.49 777 780.61 120.3 759.81 749.32 159.16 747.76 282.68 755.37 181.3 751.04 71.02 752.1 30.8 753.48 200.84 780.72 7.42 762.4 0 762.40 7
June 11, 2004 w/o Alternative 762.72 16.57 760.75 760.32 11.06 759.81 768.84 4.64 770 769.77 2.28 770.31 N/A N/A N/A 779.99 8.03 780 748.82 167 747.66 251 754.33 123 750.49 53 753.42 140 753.38 157 781.13 49 765.3 50.57 765.15 51
June 11, 2004 w/Alternative 758.73 0.00 760.75 755.70 16.65 759.81 768.36 5.02 770 768.77 32.11 771 773.61 14.89 777 779.29 88.39 782 748.73 152.66 747.66 240.9 754.33 141.63 750.49 52.85 752.03 28.08 753.35 173.14 780.37 2.03 762.11 0 762.11 4
8
Alternative 9
10-year, 2 hour w/o Alternative 761.72 5.30 760.75 759.70 5.64 759.81 766.71 2.88 770 767.8 0.72 770.31 N/A N/A N/A 778.03 1.78 780 748.68 152 747.55 241 752.55 87 749.57 49 752.3 55 753.11 156 780.8 10 765.04 48.05 764.91 48
10-year, 2 hour w/Alternative 759.04 0.00 760.75 754.95 10.89 759.81 766.43 2.51 770 767.23 18.51 771 771.98 5.44 777 776.95 33.25 782 748.61 137.96 747.55 232.82 752.55 87.16 749.57 49.3 751.7 24.34 753.09 154.39 779.7 0.11 764.51 41.01 764.48 43
10-year 12 Hour w/o Alternative 762.16 9.59 760.75 759.85 6.83 759.81 767.29 3.63 770 768.21 1.01 770.31 N/A N/A N/A 778.82 3.02 780 748.48 153 747.55 207 752.55 91 749.57 37 752.55 68 753.07 146 780.94 20 765.08 46.54 764.94 47
10-year, 12 hour w/Alternative 758.92 0.00 760.75 755.65 16.25 759.81 766.81 3 770 767.84 23.84 771 772.45 8.11 777 777.93 56.02 782 748.38 128.39 747.55 191.83 752.55 63.8 749.57 36.67 751.65 25 752.92 127.29 779.53 0 764.22 37.66 764.19 39
100-year, 2 hour w/o Alternative 762.41 12.55 760.75 759.92 7.40 759.81 768.41 5.08 770 769.52 2.08 770.31 N/A N/A N/A 779.5 4.95 780 750.4 173 748.39 414 755.37 140 751.04 94 752.68 100 753.63 242 781.1 41 765.6 56.27 765.41 56
100-year, 2 hour w/Alternative 760.26 0.13 760.75 757.04 27.32 759.81 768.43 5.11 770 768.62 30.76 771 773.36 13.45 777 778.16 61.4 782 750.2 161.11 748.35 404.6 755.37 140.93 751.04 94.36 752.22 42.59 753.63 246.6 780.64 5.35 765.49 55.52 765.45 59
100-year 12 Hour w/o Alternative 763.10 22.10 760.75 760.89 17.71 759.81 771.69 6.92 770 771.57 3.61 770.31 N/A N/A 777 780 8.08 780 751.52 191 748.71 486 755.37 174 751.04 103 753.93 217 754.39 350 781.22 76 765.91 75.93 765.55 76
100-year 12 Hour w/ Alternative 759.46 0.01 760.75 758.84 42.72 759.81 768.86 5.66 770 769.47 38.53 771 773.87 16.49 777 780.6 120.18 782 749.33 163.73 747.76 282.95 755.37 123.5 751.04 71.03 752.12 32.15 753.48 200.83 780.72 7.42 765.18 46.91 765.14 51
June 11, 2004 w/o Alternative 762.72 16.57 760.75 760.32 11.06 759.81 768.84 4.64 770 769.77 2.28 770.31 N/A N/A N/A 779.99 8.03 780 748.82 167 747.66 251 754.33 123 750.49 53 753.42 140 753.38 157 781.13 49 765.3 50.57 765.15 51
June 11, 2004 w/Alternative 759.10 0.00 760.75 757.74 33.15 759.81 768.24 4.86 770 768.77 32.13 771 773.61 14.9 777 779.84 101.55 782 748.74 156.5 747.66 242.21 754.33 98.28 750.49 52.85 752.09 30.82 753.35 173.21 780.37 2.03 764.96 44.72 764.84 45
9
Alternative 10
10-year, 2 hour w/o Alternative 761.72 5.30 760.75 759.70 5.64 759.81 766.71 2.88 770 767.8 0.72 770.31 N/A N/A N/A 778.03 1.78 780 748.68 152 747.55 241 752.55 87 749.57 49 752.3 55 753.11 156 780.8 10 765.04 48.05 764.91 48
10-year, 2 hour w/Alternative 759.04 0.00 760.75 754.11 5.54 759.81 766.6 2.74 770 767.16 17.86 771 N/A 0 N/A 776.95 33.12 782 748.61 137.26 747.55 232.89 752.55 134.33 749.57 49.28 751.68 24.26 753.09 155.08 779.69 0.09 762.42 0 762.42 7
10-year 12 Hour w/o Alternative 762.16 9.59 760.75 759.85 6.83 759.81 767.29 3.63 770 768.21 1.01 770.31 N/A N/A N/A 778.82 3.02 780 748.48 153 747.55 207 752.55 91 749.57 37 752.55 68 753.07 146 780.94 20 765.08 46.54 764.94 47
10-year, 12 hour w/Alternative 758.73 0.00 760.75 754.23 6.18 759.81 767.14 3.43 770 767.73 22.85 771 N/A 0 N/A 777.94 56.24 782 748.38 130.49 747.55 191.46 752.55 113.4 749.57 36.67 751.48 22.89 752.92 127.05 779.53 0 762 0 762.00 3
100-year, 2 hour w/o Alternative 762.41 12.55 760.75 759.92 7.40 759.81 768.41 5.08 770 769.52 2.08 770.31 N/A N/A N/A 779.5 4.95 780 750.4 173 748.39 414 755.37 140 751.04 94 752.68 100 753.63 242 781.1 41 765.6 56.27 765.41 56
100-year, 2 hour w/Alternative 760.26 0.13 760.75 755.65 16.24 759.81 768.57 5.3 770 768.59 30.53 771 N/A 0 N/A 778.15 61.29 782 750.2 160.84 748.35 404.61 755.37 222.13 751.04 94.35 752.22 42.56 753.63 246.6 780.64 5.33 763.17 0 763.17 18
100-year 12 Hour w/o Alternative 763.10 22.10 760.75 760.89 17.71 759.81 771.69 6.92 770 771.57 3.61 770.31 N/A N/A 777 780 8.08 780 751.52 191 748.71 486 755.37 174 751.04 103 753.93 217 754.39 350 781.22 76 765.91 75.93 765.55 76
100-year 12 Hour w/ Alternative 758.74 0.00 760.75 756.22 20.78 759.81 769.23 6.14 770 769.71 40.83 771 N/A 0 N/A 780.61 120.38 782 749.32 159.16 747.76 282.68 755.37 195.99 751.04 71.06 752.1 30.8 753.48 200.84 780.72 7.44 762.4 0 762.40 7
June 11, 2004 w/o Alternative 762.72 16.57 760.75 760.32 11.06 759.81 768.84 4.64 770 769.77 2.28 770.31 N/A N/A N/A 779.99 8.03 780 748.82 167 747.66 251 754.33 123 750.49 53 753.42 140 753.38 157 781.13 49 765.3 50.57 765.15 51
June 11, 2004 w/Alternative 758.73 0.00 760.75 755.70 16.65 759.81 768.63 5.37 770 768.77 32.11 771 N/A 0 N/A 779.84 101.62 782 748.73 152.67 747.66 240.9 754.33 161.41 750.49 52.83 752.03 28.08 753.35 173.14 780.37 2.04 762.12 0 762.11 4
10
Alternative 11
10-year, 2 hour w/o Alternative 761.72 5.30 760.75 759.70 5.64 759.81 766.71 2.88 770 767.8 0.72 770.31 N/A N/A N/A 778.03 1.78 780 748.68 152 747.55 241 752.55 87 749.57 49 752.3 55 753.11 156 780.8 10 765.04 48.05 764.91 48
10-year, 2 hour w/Alternative 759.04 0.00 760.75 755.12 12.17 759.81 766.53 2.64 770 767.23 18.53 771 N/A 0 N/A 776.95 33.24 782 748.61 137.98 747.55 232.82 752.55 95.47 749.57 49.3 751.71 24.34 753.09 154.39 779.7 0.11 764.92 47.02 764.88 49
10-year 12 Hour w/o Alternative 762.16 9.59 760.75 759.85 6.83 759.81 767.29 3.63 770 768.21 1.01 770.31 N/A N/A N/A 778.82 3.02 780 748.48 153 747.55 207 752.55 91 749.57 37 752.55 68 753.07 146 780.94 20 765.08 46.54 764.94 47
10-year, 12 hour w/Alternative 758.99 0.00 760.75 755.96 18.68 759.81 767.02 3.27 770 767.84 23.84 771 N/A 0 N/A 777.94 56.16 782 748.38 131.6 747.55 191.93 752.55 73.16 749.57 36.67 751.69 25.51 752.92 127.26 779.53 0 764.79 43.03 764.76 45
100-year, 2 hour w/o Alternative 762.41 12.55 760.75 759.92 7.40 759.81 768.41 5.08 770 769.52 2.08 770.31 N/A N/A N/A 779.5 4.95 780 750.4 173 748.39 414 755.37 140 751.04 94 752.68 100 753.63 242 781.1 41 765.6 56.27 765.41 56
100-year, 2 hour w/Alternative 760.26 0.13 760.75 757.35 29.86 759.81 768.5 5.21 770 768.62 30.83 771 N/A 0 N/A 777.76 52.08 782 750.2 161.15 748.35 404.65 755.37 141.98 751.04 94.35 752.22 42.58 753.63 246.2 780.64 5.36 765.56 61.21 765.49 65
100-year 12 Hour w/o Alternative 763.10 22.10 760.75 760.89 17.71 759.81 771.69 6.92 770 771.57 3.61 770.31 N/A N/A 777 780 8.08 780 751.52 191 748.71 486 755.37 174 751.04 103 753.93 217 754.39 350 781.22 76 765.91 75.93 765.55 76
100-year, 12 hour w/Alternative 759.82 0.03 760.75 759.22 46.37 759.81 769.07 5.94 770 769.47 38.55 771 N/A 0 N/A 780.6 120.22 782 749.33 165.23 747.76 283.01 755.37 128.77 751.04 71.06 752.13 34.67 753.48 200.81 780.72 7.44 765.43 52.47 765.38 56
June 11, 2004 w/o Alternative 762.72 16.57 760.75 760.32 11.06 759.81 768.84 4.64 770 769.77 2.28 770.31 N/A N/A N/A 779.99 8.03 780 748.82 167 747.66 251 754.33 123 750.49 53 753.42 140 753.38 157 781.13 49 765.3 50.57 765.15 51
June 11, 2004 w/Alternative 759.14 0.002 760.75 757.99 35.23 759.81 768.49 5.19 770 768.77 32.15 771 N/0 N/779.83 101.45 782 748.74 156.98 747.66 242.45 754.33 113.54 750.49 52.85 752.1 31.26 753.35 173.26 780.37 2.04 765.17 48.4 765.02 48
11
Landmark Plaza Tippler Jr. High Existing Walmart Pond Armory Pond 9th/Washburn Pond New Westhaven Golf Course Pond Campbell Creek Pipe Outfall Campbell Creek Cunette Outfall STR 10 06-1282 AEW-11HWY 41 Outfall Westfield Outfall Storm Sewer Confluenc Storm Sewer Confluence
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 1 of 2
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\Table 4.13-3.doc\052606
TABLE 4.13-3
SUMMARY OF EFFECTS–RANKINGS
2' or > = 1 2' or > = 1
1.5 to 1.99 = 2 1.5 to 1.99 = 2 most = 1
<1.5' = 3 <1.5' = 3 least = 1 least = 1 (ac-ft) least = 1 least = 1 least = 1 Average
(all future conditions except June 11, 2004 least = 1 least = 1 most = 1 most = 1 most = 1 (ac-ft) Total Watershed- USH 41 Westfield Campbell (lowest score is best) of
which is 20% higher RCNs with Existing RCNs)Total (out of 6) (out of 16) @LMP @LMP 100-year 100-year (ac-ft) LMP LMP LMP Tippler (lowest score is best) controlling controlling Watershed-Ponding # of Wide outfall to outfall to Creek LMP
Ponding # of LMP LMP 10-year 100-year freeboard freebaord Tippler Ditch Pipe LMP Adequate Adequate Average Overall 100-year 100-year Wide Allowed Streets Used Sawyer Creek Sawyer Creek Outfall WATERSHED- and Watershed- Overall
Allowed Streets Ditch Pipe controlling controlling @ @ Used Overflows Overflows Freeboard Freeboard Freeboard LMP LMP 2' Freeboard 2' Freeboard Used (ac-ft) Flooding Storage Flow Flow Flow WIDE Wide Average
Location (ac-ft)Flooding Overflows Overflows storm storm LMP Tippler Storage RANK RANK RANK RANK RANK RANK RANK @LMP @ Tippler Storage RANK RANK RANK RANK RANK RANK RANK Rankings Ranking
Alternative 1 (All Detention)
10-year, 2 hour w/o Alternative 54.6 63 3 13
10-year, 2 hour w/Alternative 26.4 36 0 7 2 -1.95 -5.83 6.33
10-year 12 Hour w/o Alternative 86.8 54 3 15
10-year 12 Hour w/ Alternative 32.4 29 0 9 12 -2.12 -3.21 16.94
100-year, 2 hour w/o Alternative 264.7 76 5 16
100-year, 2 hour w/Alternative 182.9 65 0 14 2 -0.57 -2.04 23.33 1.00 5.00 4.00 3.00 1.00 2.80 90.58 8 8 7 1 1 8 5.50
100-year 12 Hour w/o Alternative 562.1 77 5 16
100-year 12 Hour w/ Alternative 202 65 4 16 12 0.04 -1.89 24.46 4.00 6.00 8.00 3.00 2.00 4.60 120.05 8 7 7 1 1 7 5.17
June 11, 2004 w/o Alternative 280.2 70 5 15
June 11, 20004 w/ Alternative 115.9 61 4 16 -0.36 -1.93 24.15
avg. 3.700 9 NO NO avg. 5.33 8.5 8
Alternative 2 (Increased Conveyance)
10-year, 2 hour w/o Alternative 54.6 63 3 13
10-year, 2 hour w/Alternative 53 41 0 3 2 -3.32 -4.12 0.00
10-year 12 Hour w/o Alternative 86.8 54 3 15
10-year, 12 hour w/Alternative 124 45 0 1 12 -3.44 -4.08 0.00
100-year, 2 hour w/o Alternative 264.7 76 5 16
100-year, 2 hour w/Alternative 255.8 62 1 8 2 -1.70 -2.10 2.56 2.00 2.00 3.00 2.00 1.00 2.00 14.67 10 5 11 2 1 10 6.50
100-year 12 Hour w/o Alternative 562.1 77 5 16
100-year, 12 hour w/Alternative 425.2 65 2 9 12 -1.51 -1.80 4.34 2.00 5.00 6.00 2.00 2.00 3.40 22.32 11 7 11 7 7 9 8.67
June 11, 2004 w/o Alternative 280.2 70 5 15
June 11, 2004 w/Alternative 204.7 48 1 3 -3.10 -4.05 0.00
avg. 2.700 8 NO NO avg. 7.58 9.5 9
Alternative 3 - Modified Diversion
10-year, 2 hour w/o Alternative 54.6 63 3 13
10-year, 2 hour w/Alternative 8.5 30 0 4 2 -3.24 -6.90 7.26
10-year 12 Hour w/o Alternative 86.8 54 3 15
10-year, 12 hour w/Alternative 3.4 12 0 0 12 -3.55 -6.32 11.24
100-year, 2 hour w/o Alternative 264.7 76 5 16
100-year, 2 hour w/Alternative 120.7 56 0 9 2 -2.02 -5.32 19.00 1.00 3.00 2.00 1.00 1.00 1.60 129.81 2 4 2 6 2 4 3.33
100-year 12 Hour w/o Alternative 562.1 77 5 16
100-year, 12 hour w/Alternative 94.7 38 0 4 12 -3.36 -3.84 30.87 1.00 3.00 2.00 1.00 1.00 1.60 214.16 3 3 2 8 2 3 3.50
June 11, 2004 w/o Alternative 280.2 70 5 15
June 11, 2004 w/Alternative 41.6 32 0 2 -3.44 -4.66 24.22
avg. 1.600 5 YES YES avg. 3.42 4 4
Alternative 4 (Pump Station)
10-year, 2 hour w/o Alternative 54.6 63 3 13
10-year, 2 hour w/Alternative 50.7 61 3 13 2 -0.52 -1.60 5.77
10-year 12 Hour w/o Alternative 86.8 54 3 15
10-year, 12 hour w/Alternative 80.6 56 4 16 12 0.07 -1.26 8.51
100-year, 2 hour w/o Alternative 264.7 76 5 16
100-year, 2 hour w/Alternative 257.5 76 5 16 2 0.15 -1.24 8.70 3.00 6.00 6.00 3.00 3.00 4.20 20.83 11 9 10 2 1 9 7.00
100-year 12 Hour w/o Alternative 562.1 77 5 16
100-year, 12 hour w/Alternative 353.9 71 4 16 12 0.30 -0.83 12.76 4.00 6.00 9.00 3.00 3.00 5.00 29.26 10 9 10 6 1 8 7.33
June 11, 2004 w/o Alternative 280.2 70 5 15
June 11, 2004 w/Alternative 225.2 69 4 16 0.25 -0.95 11.46
avg. 4.600 11 NO NO avg. 7.17 10.5 11
Alternative 5 (Single Mix of Alt.)
10-year, 2 hour w/o Alternative 54.6 63 3 13
10-year, 2 hour w/Alternative 34.4 43 0 9 2 -1.93 -5.03 9.46
10-year 12 Hour w/o Alternative 86.8 54 3 15
10-year, 12 hour w/Alternative 40.3 35 0 10 12 -1.68 -2.76 18.95
100-year, 2 hour w/o Alternative 264.7 76 5 16
100-year, 2 hour w/Alternative 202.9 64 0 14 2 -0.56 -2.02 23.45 1.00 6.00 5.00 3.00 1.00 3.20 69.52 9 7 9 2 1 8 6.00
100-year 12 Hour w/o Alternative 562.1 77 5 16
100-year 12 Hour w/Alternatives 230.1 69 3 16 12 0.02 -1.88 24.49 3.00 6.00 7.00 3.00 2.00 4.20 87.46 9 8 9 5 1 7 6.50
June 11, 2004 w/o Alternative 280.2 70 5 15
June 11, 2004 w/Alternatives 136.1 65 3 16 -0.16 -1.94 24.09
avg. 3.700 10 NO NO avg. 6.25 9.5 10
Alternative 6
10-year, 2 hour w/o Alternative 54.6 63 3 13
10-year, 2 hour w/Alternative 26.2 33 0 4 2 -3.23 -7.20 5.53
10-year 12 Hour w/o Alternative 86.8 54 3 15
10-year, 12 hour w/Alternative 32.2 19 0 0 12 -3.55 -7.08 6.19
100-year, 2 hour w/o Alternative 264.7 76 5 16
100-year, 2 hour w/Alternative 179.2 53 0 8 2 -2.02 -5.66 16.25 1.00 2.00 2.00 1.00 1.00 1.40 83.25 6 2 8 7 3 3 4.83
100-year 12 Hour w/o Alternative 562.1 77 5 16
100-year, 12 hour w/Alternative 195.4 36 0 1 12 -3.54 -5.09 20.79 1.00 2.00 1.00 1.00 1.00 1.20 116.38 6 2 8 10 4 2 5.33
June 11, 2004 w/o Alternative 280.2 70 5 15
June 11, 2004 w/Alternative 113.7 33 0 0 -3.55 -5.61 16.67
avg. 1.300 3 YES YES avg. 5.08 5 6
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Engineering Analysis
Prepared by Strand Associates, Inc.® Page 2 of 2
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TABLE 4.13-3 (CONTINUED)
SUMMARY OF EFFECTS–RANKINGS
2' or > = 1 2' or > = 1
1.5 to 1.99 = 2 1.5 to 1.99 = 2 most = 1
<1.5' = 3 <1.5' = 3 least = 1 least = 1 (ac-ft) least = 1 least = 1 least = 1 Average
(all future conditions except June 11, 2004 least = 1 least = 1 most = 1 most = 1 most = 1 (ac-ft) Total Watershed- USH 41 Westfield Campbell (lowest score is best) of
which is 20% higher RCNs with Existing RCNs)Total (out of 6) (out of 16) @LMP @LMP 100-year 100-year (ac-ft) LMP LMP LMP Tippler (lowest score is best) controlling controlling Watershed-Ponding # of Wide outfall to outfall to Creek LMP
Ponding # of LMP LMP 10-year 100-year freeboard freebaord Tippler Ditch Pipe LMP Adequate Adequate Average Overall 100-year 100-year Wide Allowed Streets Used Sawyer Creek Sawyer Creek Outfall WATERSHED- and Watershed- Overall
Allowed Streets Ditch Pipe controlling controlling @ @ Used Overflows Overflows Freeboard Freeboard Freeboard LMP LMP 2' Freeboard 2' Freeboard Used (ac-ft) Flooding Storage Flow Flow Flow WIDE Wide Average
Location (ac-ft)Flooding Overflows Overflows storm storm LMP Tippler Storage RAN RAN RANK RAN RANK RANK RAN @LMP @ Tipple Storage RANK RAN RAN RAN RAN RAN RANK Rankings Ranking
Alternative 7
10-year, 2 hour w/o Alternative 54.6 63 3 13
10-year, 2 hour w/Alternative 26.4 32 0 4 2 -3.23 -6.61 9.09
10-year 12 Hour w/o Alternative 86.8 54 3 15
10-year, 12 hour w/Alternative 32.2 20 0 0 12 -3.55 -5.30 19.09
100-year, 2 hour w/o Alternative 264.7 76 5 16
100-year, 2 hour w/Alternative 179.9 52 0 6 2 -2.33 -4.38 26.41 1.00 1.00 1.00 1.00 1.00 1.00 93.45 7 1 6 3 3 7 4.50
100-year 12 Hour w/o Alternative 562.1 77 5 16
100-year, 12 hour w/Alternative 197.6 45 0 4 12 -2.94 -2.26 44.66 1.00 3.00 3.00 1.00 1.00 1.80 140.33 7 4 6 3 6 5 5.17
June 11, 2004 w/o Alternative 280.2 70 5 15
June 11, 2004 w/Alternative 114.2 33 0 0 -3.55 -3.16 36.60
avg. 1.400 4 ES ES avg. 4.83 5 5
Alternative 8
10-year, 2 hour w/o Alternative 54.6 63 3 13
10-year, 2 hour w/Alternative 8.4 4 0 4 2 -3.24 -7.20 5.54
10-year 12 Hour w/o Alternative 86.8 54 3 15
10-year, 12 hour w/Alternative 3.3 12 0 0 12 -3.55 -7.08 6.18
100-year, 2 hour w/o Alternative 264.7 76 5 16
100-year, 2 hour w/Alternative 119.9 53 0 8 2 -2.02 -5.66 16.25 1.00 2.00 2.00 1.00 1.00 1.40 126.59 1 2 3 8 2 1 2.83
100-year 12 Hour w/o Alternative 562.1 77 5 16
100-year, 12 hour w/Alternative 94.4 34 0 0 12 -3.54 -5.09 20.78 1.00 1.00 1.00 1.00 1.00 1.00 204.21 2 1 4 9 2 1 3.17
June 11, 2004 w/o Alternative 280.2 70 5 15
June 11, 2004 w/Alternative 41.3 30 0 0 -3.55 -5.61 16.65
avg. 1.200 1 ES ES avg. 3.00 1.0 1
Alternative 9
10-year, 2 hour w/o Alternative 54.6 63 3 13
10-year, 2 hour w/Alternative 9 32 0 5 2 -3.24 -6.36 10.89
10-year 12 Hour w/o Alternative 86.8 54 3 15
10-year, 12 hour w/Alternative 3.4 15 0 3 12 -3.36 -5.66 16.25
100-year, 2 hour w/o Alternative 264.7 76 5 16
100-year, 2 hour w/Alternative 121.3 62 5 10 2 -2.02 -4.27 27.32 3.00 4.00 2.00 1.00 1.00 2.20 138.04 3 5 1 4 3 5 3.50
100-year 12 Hour w/o Alternative 562.1 77 5 16
100-year 12 Hour w/ Alternative 94.2 46 4 6 12 -2.82 -2.47 42.72 4.00 4.00 4.00 1.00 1.00 2.80 223.58 1 5 1 2 3 4 2.67
June 11, 2004 w/o Alternative 280.2 70 5 15
June 11, 2004 w/Alternative 42.5 39 4 5 -3.18 -3.57 33.15
avg. 2.500 6 ES ES avg. 3.08 4.0 3
Alternative 10
10-year, 2 hour w/o Alternative 54.6 63 3 13
10-year, 2 hour w/Alternative 9.9 33 0 4 2 -3.24 -7.20 5.54
10-year 12 Hour w/o Alternative 86.8 54 3 15
10-year, 12 hour w/Alternative 4.3 12 0 0 12 -3.55 -7.08 6.18
100-year, 2 hour w/o Alternative 264.7 76 5 16
100-year, 2 hour w/Alternative 129.8 54 0 8 2 -2.02 -5.66 16.24 1.00 2.00 2.00 1.00 1.00 1.40 113.36 4 3 5 9 2 2 4.17
100-year 12 Hour w/o Alternative 562.1 77 5 16
100-year 12 Hour w/ Alternative 100.2 38 0 0 12 -3.54 -5.09 20.78 1.00 1.00 1.00 1.00 1.00 1.00 188.13 4 3 5 11 5 1 4.83
June 11, 2004 w/o Alternative 280.2 70 5 15
June 11, 2004 w/Alternative 46 32 0 0 -3.55 -5.61 16.65
avg. 1.200 2 ES ES avg. 4.50 3.0 2
Alternative 11
10-year, 2 hour w/o Alternative 54.6 63 3 13
10-year, 2 hour w/Alternative 10.5 38 1 6 2 -3.24 -6.19 12.17
10-year 12 Hour w/o Alternative 86.8 54 3 15
10-year, 12 hour w/Alternative 4.4 18 1 4 12 -3.29 -5.35 18.68
100-year, 2 hour w/o Alternative 264.7 76 5 16
100-year, 2 hour w/Alternative 130.4 63 5 10 2 -2.02 -3.96 29.86 3.00 4.00 2.00 1.00 1.00 2.20 117.98 5 6 4 5 2 6 4.67
100-year 12 Hour w/o Alternative 562.1 77 5 16
100-year, 12 hour w/Alternative 100.6 58 4 9 12 -2.46 -2.09 46.37 4.00 5.00 5.00 1.00 1.00 3.20 211.08 5 6 3 4 5 6 4.83
June 11, 2004 w/o Alternative 280.2 70 5 15
June 11, 2004 w/Alternative 46.6 41 4 5 -3.14 -3.32 35.23
avg. 2.700 7 ES ES avg. 4.75 6 7
******
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-33
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
4.14 STORM SEWER CAPACITY ANALYSIS UNDER FUTURE LAND USE CONDITIONS FOR
MODELED STORM SEWERS WITH ALTERNATIVE 7 IN PLACE
Figure 4.14-1 attached at the back of this report shows the capacities per storm conveyance reach
under future land use conditions with Alternative 7 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. 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 on Figure 4.14-1. 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 4.14-1.
4.15 STORM SEWER SIZING FOR MAIN BRANCH TO CONVEY 10-YEAR FLOW WITH
ALTERNATIVE 7 IN PLACE
Figure 4.15-1 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 7 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 7 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 7.
4.16 CHANGES IN DIVERSION AT DIVERSION POINTS 1, 2, AND 3 WITH
ALTERNATIVE 7 IN PLACE
Figure 4.16-1 shows the changes in diversion with Alternative 7 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.
4.17 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.
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.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-34
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
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.
In summary, off-line stormwater ponds are permittable by the DNR but they should be built with the
following recommendations.
DOWNSTREAM PIPE UPSIZING TO CONVEY THE 10-YEAR FLOW
WITH ALTERNATE 7 IN-PLACE
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDY
CITY OF OSHKOSH
WINNEBAGO COUNTY, WISCONSIN
FIGURE 4.15-11-382.021
ALT-7 Components
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 KOELLER ST
SOUTHLAND AVE
KNAPP ST
BISMARCK AVE
JOSSLYN ST
N SAWYER ST
US HWY 41 SOUTHBOUND
US HWY 41 NORTHBOUND
N WESTFIELD ST
S LARK ST
N WASHBURN ST
S EAGLE ST
N EAGLE ST
FOSTER ST
DOVE ST
HAWK ST PORTER AVE
GUENTHER ST
N MEADOW ST
N LARK ST
W 4TH AVE
LOMBARD AVE
W 2ND AVE
S WASHBURN ST
FAUST AVE
SULLIVAN ST
SKYVIEW AVE
NATIONAL AVE
CLAYTON CT
N EAGLE ST
N LARK ST
W 4TH AVE
SULLIVAN ST
760
758
756
0
754
752
762
766
764
750
748746
768
770
774778
780 782
772
758
764
768
756
0
0
758
0
752
758
764
752
760 750
770
750
0
756
764
748
0
758
766
756
760
762
756
0
758
760
750
0
760762
752
752756
754
752
760
752
756
754
756
0
756
750
758
754
754
754
0
762
756
752
0
0
762
764
754
764
750
762
758
754
762
758
764
756
754
0
758
762
762
754
0
758
762
762
764
754
758
756
752
764 756
760
760
770
752
758
764
762
0
756
758
756
756
754
762
754
762
0
0
756 760
760
0
762
754
768
750
750
754
764
764
0
758
762
766
762
762
764
760
758
752
0 766
756
0
760
756
764
752
756
764
758
760
770
758
0
764
756
0 760
762
764
760
760
766
758
758
754
748
764
762
0
762
756
752
756
764
758
764
756
760
762
758
758
0
762
0
0
756
0
754
754
766
756
756
752
0
30
36
60
42
12
6
18
8
27
15
21 24 6540
3658
5031
3622
0
3150
3654
10 12
12
18
12
12
30
21
12
12
18
15
18
12
18
18
30
15
18
15
18
12
8
12
15
18
21 12
30
15
27
12
15
15
8
18
8
21
24
12
15
15
12
15 15
27
30
15
15
18
12
24
42
12
12
15
15
12
6
18
15
1512
15
24
24
21
12
24
24
18
12
15
12
S:\@SAI\351--400\382\021\GIS\Report Figures\Figure 4.15-1.mxd
0 400 800200 Feet
Legend
Storm Manhole
Storm Sewer
Sanitary Manhole
Sanitary Sewer
Water Valve
Water Main
Parcel
Contour (2 FT.)
Same
Same
3' x 5'RCP Box
3' x 5'RCP Box
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 SAWYER ST
GUENTHER ST
FOSTER ST
DURFEE AVE
752
754
756
750
758
748
752
752
752
754
752
756
752
750
752
752
756
752
752
752
756
750
3658
6540
18
42
12
20
15
72445031
15
12
12
0 200 400100 Feet
DIVERSION ANALYSIS - WITH ALTERNATIVE 7 IN PLACE
NORTH BRANCH CAMPBELL CREEK STORMWATER STUDY
CITY OF OSHKOSH
WINNEBAGO COUNTY, WISCONSIN
FIGURE 4.16-11-382.021
Diversion PT 3
30" RCP
IE = 760.27
Diversion PT 2
3' x 4.5' RCP Box
With 34" Orfice in Steel Plate
IE = 762.54
Diversion PT 1
High PT = 776.35
38"x60" HERCP
IE = 775.25
S:\@SAI\351--400\382\021\GIS\Report Figures\Alternative 7 Diversion Analysis.mxd
0
500
1,000
250
Feet
Legend Drainage Basin Boundary
Sub Drainage Basin Boundary
Landmark Plaza
Storm Manhole
Storm Sewer
Water Valve
Water Main
Sanitary Manhole
Sanitary Sewer
Diversion Point
Flow (CFS)
Q1 = 24
Q2 = 34
Q5 = 44
Q10 = 52
Q25 = 74
Q50 = 95
Q100 = 109
Q6/11/04 = 75
Flow (CFS)
Q1 = 23
Q2 = 32
Q5 = 40
Q10 = 46
Q25 = 58
Q50 = 69
Q100 = 78
Q6/11/04 = 67
Flow (CFS)
Q1 = 53
Q2 = 82
Q5 = 99
Q10 = 110
Q25 = 115
Q50 = 118
Q100 = 120
Q6/11/04 = 114
Flow (CFS)
Q1 = 75
Q2 = 79
Q5 = 80
Q10 = 82
Q25 = 84
Q50 = 85
Q100 = 86
Q6/11/04 = 86
Flow (CFS)
Q1 = 0
Q2 = 0
Q5 = 0
Q10 = 0
Q25 = 0
Q50 = 4
Q100 = 15
Q6/11/04 = 0
Flow (CFS)
Q1 = 19
Q2 = 23
Q5 = 27
Q10 = 31
Q25 = 36
Q50 = 42
Q100 = 50
Q6/11/04 = 40
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 4–Alternative Analysis
Prepared by Strand Associates, Inc.® 4-35
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S4.doc\052506
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
CONCLUSION AND RECOMMENDATIONS
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 5–Conclusions and Recommendations
Prepared by Strand Associates, Inc.® 5-1
JHL:lr\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S5.doc\052506
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, 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 and the
Drainage Evaluation Form in Appendix B.
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 investigate possible utility conflicts and space availability for each
component of the recommended Alternative.
8. The City should survey the existing earthen hill at the expanded Armory detention basin
site and add the cost for removal to the cost of Alternative 7.
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.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 5–Conclusions and Recommendations
Prepared by Strand Associates, Inc.® 5-2
JHL:lr\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S5.doc\052506
10. At the City’s discretion, after implementation of the components of Alternative 7, the City
may want to consider providing approximately 120 acre-feet of detention at the
Westhaven Golf Course or upstream of W. 20th Avenue. As discussed below, providing
this detention upstream of W. 20th Avenue may be more cost beneficial to accomplish.
11. 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 4.14-1.
12. The City should consider upsizing the storm conveyance facilities shown in Figure 4.15-
1 as funds become available, as reconstruction becomes necessary and as feasible
after implementation of Alternative 7.
5.03 IMPLEMENTATION PLAN
Component Description
Opinion of
Probable Cost
Implementation Schedule
and Funding Source
1 Alternative 7
7a Expanded Detention at Tippler Junior
High Property
$1,783,100 UNPS or MFC grant
7d Storm Sewer Upsizing from Landmark
Plaza to Tippler Junior High Detention
$408,800
MFC grant
7b Expanded Armory Detention and Upsizing
of Storm Sewer Across USH 41
$3,459,700 Project already in Capital
Improvement Plan – MFC
or UNPS grant
7c Detention at Vacant Lot Southeast of
9th/Washburn Intersection
$1,812,300 UNPS or MFC grant
TOTAL $7,463,900
Note: Costs do not include utility conflict resolution.
Table 5.03-1 Stormwater Plan Components and Implementation Plan
(Costs include 25 Percent Engineering and Contingencies)
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 4.13, Alternative 7 best meets the evaluation criteria for a
recommended alternative. However, we feel that after implementation of the components of
Alternative 7, the City should consider providing 120 acre-feet or more of detention at the Westhaven
Golf Course or upstream of W. 20th Avenue to deal with persistent flooding problems along W.
Washburn Street between W. 20th Avenue and W. 9th Avenue. and southeast of Allerton Drive, if
deemed necessary in the future. The large cost to get stormwater to and build detention at the
Westhaven Golf Course is a deterrent to providing this 120 acre-feet of detention. Detention upstream
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 5–Conclusions and Recommendations
Prepared by Strand Associates, Inc.® 5-3
JHL:lr\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S5.doc\052506
of W. 20th Avenue may be more readily accessible, thus decreasing the cost of providing this
detention.
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
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 POLICIES AND PRACTICES
A. General
As in any typical community, localized drainage issues commonly arise that may affect a limited
number of areas. These issues may be caused by a deficiency in a drainage facility, a maintenance
issue, or alterations of property during maintenance or construction projects. In reviewing
Section 2.03-Locations of Existing Flooding, it is evident there are a number of these issues.
It is recommended that the City of Oshkosh develop a uniform policy for addressing localized drainage
issues and maintain a record of where these issues have occurred. This policy should establish the
procedure to be followed in resolving future drainage issues in the City. This will ensure that future
issues are addressed in an equitable and timely manner and locations of recurring problem areas can
be identified for future planning purposes.
Section 5.05-B includes a recommended policy for addressing drainage issues. This policy should be
reviewed by the City of Oshkosh.
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 5–Conclusions and Recommendations
Prepared by Strand Associates, Inc.® 5-4
JHL:lr\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S5.doc\052506
B. Recommended Policy
1. Problem Identification and Drainage Evaluation
a. After receiving a verbal or written complaint from a resident, the resident should
be provided a Drainage Evaluation Form (Appendix B). The resident should
complete Parts A, B, and C of the form and return it to the City of Oshkosh.
b. Within 30 calendar days of receiving the form with completed Parts A, B, and C,
a City of Oshkosh representative will inspect the location and review the
information submitted by the resident. The City of Oshkosh representative will
complete Part D of the form based upon this review.
c. The City of Oshkosh representative will make a recommendation in Part E of the
form regarding action to be taken (if any) to alleviate or mitigate the problem.
Decision-making criteria will be clearly stated and in accordance with Section
B.2., below.
d. A copy of the completed Drainage Evaluation Form will be returned to the
resident. Additional copies will be maintained in the City of Oshkosh files and the
form and complaint location will be incorporated into the City’s GIS system for
future analysis of drainage problem area trends.
2. City of Oshkosh Authority
The City of Oshkosh’s authority in addressing individual drainage issues should be determined
on a case-by-case basis. Prior to the City of Oshkosh taking corrective action, the ownership of
the properties causing the problem and being damaged should be verified. Where the City of
Oshkosh has easement rights or where the issue involves the obstruction of a natural
watercourse (under Section 88.90 of the Wisconsin Administrative Code), the City of Oshkosh
can move to correct the problem. If the drainage issue results from an activity that is not located
on a City of Oshkosh property or right-of-way, does not violate a City Ordinance, or does not
involve obstruction of a natural watercourse, the City of Oshkosh may be without jurisdiction to
act.
3. Determination of City of Oshkosh Responsibility
In cases where it is determined that the City can take corrective action to address the drainage
deficiency, the following steps should be taken:
a. Alternative solutions to the identified problem should be developed and
incorporated into the City of Oshkosh Stormwater Management Plan(s).
City of Oshkosh, Wisconsin
North Branch Campbell Creek Stormwater Management Plan Section 5–Conclusions and Recommendations
Prepared by Strand Associates, Inc.® 5-5
JHL:lr\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\S5.doc\052506
b. Opinions of probable engineering and construction costs of individual projects
should be prepared.
c. As part of the annual budget process, projects to be constructed each year
should be selected based upon priority ranking and funding availability.
5.06 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 and will reduce the flooding at Landmark Plaza.
APPENDIX A
FLOODING PHOTOGRAPHS
City of Oshkosh, Wisconsin Appendix A–June 10 and 11, 2004
North Branch Campbell Creek Stormwater Management Plan Flooding Photographs
Prepared by Strand Associates, Inc.® Page 1 of 2
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\Appendix A.doc\052506
Looking north at Landmark Plaza
parking lot.
Looking north at back of eastern
Landmark Plaza building.
Looking west at ditch entering Landmark Plaza. Looking east at ditch along south
property line at Landmark Plaza.
Looking east at south side of eastern Landmark
Plaza building.
Looking northwest at Landmark Plaza
parking lot.
City of Oshkosh, Wisconsin Appendix A–June 10 and 11, 2004
North Branch Campbell Creek Stormwater Management Plan Flooding Photographs
Prepared by Strand Associates, Inc.® Page 2 of 2
JHL:pll\S:\@SAI\351--400\382\021\Wrd\Report-Oshkosh Campbell Creek SMP\Appendix A.doc\052506
Looking west from Washburn Street
bridge over Sawyer Creek
Looking southwest at Campbell Creek outfall
pipe downstream of Witzel Ave.
Looking south along Washburn Street/USH 41
from south of W. 9th Avenue
Looking south along Washburn Street/
USH 41 from south of W. 9th Avenue
Looking north at the intersection of Mason
Street and W. 4th Avenue
Looking north at Franklin School from
intersection of Huntington Place/ W. 9th
Avenue
APPENDIX B
DRAINAGE EVALUATION FORM
City of Oshkosh, Wisconsin
Drainage Evaluation Form
JHL:pll.\050506\S:\@SAI\351--400\382\021\WRD\REPORT-OSHKOSH CAMPBELL CREEK SMP\AP B-DRAINAGEEVALFORM.DOC
Part A - General (To be completed by resident)
Today’s Date:
Location of Drainage Problem (include building name, parking lot number or feature name):
Building Manager / Contact Name:
Phone Number: (Office)
_______________________________________(Mobile/Pager)
Part B - Description of Problem (To be completed by resident)
Provide detailed description or sketch or photo of the problem in the space below:
JHL:pll.\050506\S:\@SAI\351--400\382\021\WRD\REPORT-OSHKOSH CAMPBELL CREEK SMP\AP B-DRAINAGEEVALFORM.DOC
How frequently or under what conditions does this problem occur (heavy rain, prolonged wet weather,
frozen ground, etc.)?
Provide approximate dates of occurrence:
Describe damages incurred on your property. Note exterior versus interior damage:
Have you attempted to correct this problem? If so, what measures were taken?
Part C - Attachments
1. Photographs Attached? Yes No
2. Building or Utility Plans (if available) Attached? Yes No
3. Reports/Records (if available) Attached? Yes No
4. Other (Describe)
JHL:pll.\050506\S:\@SAI\351--400\382\021\WRD\REPORT-OSHKOSH CAMPBELL CREEK SMP\AP B-DRAINAGEEVALFORM.DOC
Part D – City Engineer’s Inspection
Name of Inspector:
Date of Field Inspection:
Inspector’s Notes:
List of properties affected:
Photos: Attached or N/A
Is drainage problem:
1. Located on City property? Yes No
2. Associated with a City-owned or -maintained storm sewer facility or drainage way?
Yes No
3. Caused by damage to the storm sewer or obstruction of the drainage way? Yes No
Part E - Evaluation/Responsibility (To be completed by City Engineeer)
Recommended Action:
City of Oshkosh, Wisconsin
Drainage Evaluation Form
JHL:pll.\050506\S:\@SAI\351--400\382\021\WRD\REPORT-OSHKOSH CAMPBELL CREEK SMP\AP B-DRAINAGEEVALFORM.DOC
Comments:
ROUTING: (PLACE CHECK MARK BY APPLICABLE REVIEWERS)
City Engineer (All Submittals)
City Building Inspector (Where Applicable)
REVIEWED BY:
______________________________________________
City Engineer
______________________________________________
City Building Inspector
APPENDIX C
STORMWATER FUNDING BROCHURE