Bee Branch Watershed Application, Tab B, Appendix D, (G) Drainage Basin Master Plan Amendment 2013
City of Dubuque, Iowa
2013 Drainage Basin Master Plan Amendment
HDR Engineering, Inc.
8404 Indian Hills Drive
Omaha, NE 68114
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TABLE OF CONTENTS
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Table of Contents i Fall 2013
TABLE OF CONTENTS
1.0 INTRODUCTION ........................................................................................................................ 1-1
1.1 ORGANIZATION OF THIS DRAINAGE BASIN MASTER PLAN AMENDMENT . 1-1
2.0 BACKGROUND AND METHODOLOGY ............................................................................... 2-1
2.7 DRAINAGE BASIN HYDROLOGIC AND HYDRAULIC CHANGES ...................... 2-1
2.7.1 Storm Changes .................................................................................................... 2-1
2.7.2 Bee Branch Drainage Basin Flooding ................................................................ 2-3
2.7.3 Presidential Disaster Declarations..................................................................... 2-4
2.8 CHANGES TO THE STORMWATER MANAGEMENT PROGRAM ........................ 2-7
2.8.1 Stormwater Projects Completed Since 2001 ....................................................... 2-8
2.8.2 Stormwater Management Utility ......................................................................... 2-9
2.8.3 National Pollutant Discharge Elimination System (NPDES) Permit ............... 2-10
2.8.4 Impervious Surface Reduction .......................................................................... 2-11
2.8.5 Lot Source Reduction ........................................................................................ 2-13
2.8.6 City Requirements for Stormwater Treatment and Detention .......................... 2-13
2.8.7 FEMA Floodplain Revisions ............................................................................. 2-14
2.9 METHODOLOGY ........................................................................................................ 2-15
3.0 NORTH FORK CATFISH CREEK DRAINAGE BASIN ....................................................... 3-1
3.8 STORMWATER PROJECTS COMPLETED SINCE 2001 ........................................... 3-1
3.9 CHANGES WITHIN THE NORTH FORK CATFISH CREEK DRAINAGE BASIN . 3-2
4.0 BEE BRANCH DRAINAGE BASIN ......................................................................................... 4-1
4.1 GENERAL DRAINAGE BASIN DESCRIPTION ......................................................... 4-1
4.2 WEST 32ND STREET DRAINAGE SUBAREA ............................................................. 4-1
4.2.4 Problem Areas .................................................................................................... 4-1
4.2.5 Development of Alternative Solutions ................................................................. 4-2
4.2.6 Recommendations for Improvement Alternatives ............................................... 4-2
4.2.7 Project Phasing................................................................................................... 4-2
4.2.8 Completed Project Implementation .................................................................... 4-3
4.3 KAUFMANN AVENUE DRAINAGE SUBAREA........................................................ 4-3
4.3.4 Problem Areas .................................................................................................... 4-3
4.3.5 Development of Alternative Solutions ................................................................. 4-5
4.3.6 Recommendations for Improvement Alternatives ............................................... 4-5
4.3.7 Project Phasing................................................................................................... 4-6
4.3.8 Completed Project Implementation .................................................................... 4-6
4.4 LOCUST STREET DRAINAGE SUBAREA ................................................................. 4-7
4.4.4 Problem Areas .................................................................................................... 4-7
4.4.5 Development of Alternative Solutions ................................................................. 4-7
4.4.6 Recommendations for Improvement Alternatives ............................................... 4-8
4.4.7 Project Phasing................................................................................................... 4-8
4.4.8 Completed Project Implementation .................................................................... 4-8
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4.5 CENTRAL BUSINESS DISTRICT – NORTH SUBAREAS ......................................... 4-8
4.5.8 Completed Project Implementation .................................................................... 4-9
4.6 CENTRAL BUSINESS DISTRICT SUBAREAS .......................................................... 4-9
4.6.8 Completed Project Implementation .................................................................... 4-9
4.7 BEE BRANCH STORM SEWER TRUNK LINE AND OPEN CHANNEL (BEE
BRANCH CREEK RESTORATION) ........................................................................... 4-10
4.7.1 Problem Areas .................................................................................................. 4-10
4.7.2 Development of Alternative Solutions ............................................................... 4-11
4.7.3 Recommendations for Improvement Alternatives ............................................. 4-17
4.7.4 Project Phasing................................................................................................. 4-18
4.7.5 Completed Project Implementation .................................................................. 4-19
4.8 IMPERVIOUS AREA REDUCTION ........................................................................... 4-20
4.8.1 Pervious Street Pavement Systems.................................................................... 4-21
4.8.2 Pervious Alley Pavement System ...................................................................... 4-22
4.8.3 Project Phasing................................................................................................. 4-22
4.9 NEW STORMWATER MANAGEMENT PROJECTS ................................................ 4-23
4.9.1 Water Treatment Plant Floodproofing ............................................................. 4-23
4.10 SUMMARY OF COMPLETED PROJECTS IN THE BEE BRANCH DRAINAGE
BASIN ........................................................................................................................... 4-24
4.11 OTHER DUBUQUE FLOOD RISK REDUCTION PROJECTS ................................. 4-26
4.11.1 Levee Breach Analysis ...................................................................................... 4-26
4.11.2 Levee Functional Assessment ........................................................................... 4-26
5.0 FINANCING DRAINAGE IMPROVEMENTS AND OPERATIONS .................................. 5-1
5.3 CAPITAL FUNDING ...................................................................................................... 5-1
5.3.4 Grants ................................................................................................................. 5-1
5.3.6 State Revolving Fund (SRF) Loan Program ....................................................... 5-2
5.5 MUNICIPAL DRAINAGE UTILITIES .......................................................................... 5-2
LIST OF TABLES1
Table 2.9 Magnitude and Frequency of Theoretical Rainfall Amounts for Selected Storm Periods in
Northeast Iowa From 1992 Atlas ..................................................................................... 2-1
Table 2.10 Comparison of Predicted Rainfall Amounts for 24-Hour Duration Storm Events at
Selected Recurrence Intervals .......................................................................................... 2-2
Table 2.11 Summary of Storm Event Rainfall in Dubuque Between 1999 and 2011 ...................... 2-3
Table 2.12 Summary of Presidential Disaster Declarations in Dubuque County 1953 - 1998 .......... 2-5
Table 2.13 Summary of Presidential Disaster Declarations in Dubuque County 1999 - 2011 .......... 2-5
Table 4.9A West 32nd Street Drainage Subarea Recommended Improvements Summary................. 4-2
Table 4.15A Kaufmann Avenue Drainage Subarea Recommended Improvements Summary ............ 4-6
Table 4.30 Locust Street Drainage Subarea Recommended Improvements Summary ..................... 4-8
1 Table numbers are numbered consecutively from the 2001 Drainage Basin Master Plan. Tables with an “A” are additional
information used to supplement the 2001 tables.
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Table 4.31 Bee Branch Drainage Subarea Recommended Improvements Summary ...................... 4-19
Table 4.32 Bee Branch Drainage Basin Recommended Improvements Summary .......................... 4-22
Table 4.33 Other Stormwater Management Projects Recommended Improvements Summary ...... 4-24
Table 4.34 Completed Project Cost Summary ................................................................................. 4-25
PHOTOS
Photo 1 Surcharging Storm Sewer Manhole on 22nd Street
Photo 2 Residents Wading Through Rushing Floodwaters
Photo 3 Stalled Cars on 17th Street during Flash Flooding in 2011
Photo 4 Impervious, Flood-prone Historic Millwork District Street Prior to Federal TIGER Grant
Complete Streets Improvement Project
Photo 5 Historic Millwork District Pervious Pavement System that Conveys Stormwater into the
Underlying Soil
LIST OF FIGURES2 (LOCATED AFTER TEXT)
Figure 1-1A Drainage Basins Within City Limits
Figure 2-1A Stormwater Projects Completed Since 2001
Figure 2-2A Bee Branch Drainage Basin Soil Permeability (USDA, NRCS)
Figure 2-3A Bee Branch Drainage Basin FEMA Floodplain (Proposed 2009)
Figure 2-4A Bee Branch Drainage Basin Historic Nature of Buildings in Flood-Prone Area
Figure 2-5A Bee Branch Drainage Basin Businesses in Flood-Prone Area
Figure 2-6A Bee Branch Drainage Basin Appealed FEMA Floodplain
Figure 2-7A Bee Branch Drainage Basin FEMA Floodplain (Effective October 18, 2011)
Figure 4-1A Bee Branch Drainage Basin Watershed Limits
Figure 4-2A Bee Branch Drainage Basin Drainage Basin Subareas
Figure 4-3A West 32nd Street Subarea Flood Mitigation Improvements
Figure 4-4A Kaufmann Subarea Flood Mitigation Improvements
Figure 4-5A Locust Subarea Flood Mitigation Improvements
Figure 4-6A Central Business District – North Subarea Flood Mitigation Improvements
Figure 4-7A Central Business District – South Subarea Flood Mitigation Improvements
Figure 4-8A Bee Branch Drainage Basin Drainage Basin Bee Branch Trunk Line and Open Channel
APPENDICES (LOCATED AFTER FIGURES)
Appendix A Opinion of Probable Construction Costs Appendix (See 2001 DBMP)
Appendix B Completed Project Cost Summaries
Appendix C Proposed Projects Opinion of Probable Construction Cost
Appendix D Impervious Surface Reduction Alley Reconstruction Phasing
2 Figure numbers are numbered with an “A” to reflect their relevance to this 2013 Drainage Basin Master Plan Amendment.
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INTRODUCTION
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Introduction 1-1 Fall 2013
1.0 INTRODUCTION
The City of Dubuque (City) retained HDR Engineering, Inc. to complete an amendment to the 2001
Drainage Basin Master Plan (2001 DBMP). This amendment is called the 2013 Drainage Basin Master
Plan Amendment (2013 DBMP). This updated master plan documents the stormwater accomplishments
since the implementation of the 2001 DBMP, illustrates the current status of stormwater
projects/programs within the City, and identifies stormwater improvements that will address existing and
future drainage needs in the City’s drainage basins.
Many of the recommended projects outlined in the 2001 DBMP has been implemented or are in the
process of being implemented. This amendment documents the changes in the North Fork Catfish Creek
and Bee Branch Drainage Basins studied as part of the 2001 DBMP as well as city-wide endeavors
related to stormwater management and flood damage mitigation. Figure 1-1A shows the various drainage
basins within the City limits.
Although this 2013 DBMP focuses on the Bee Branch Drainage Basin, some projects extend outside the
drainage boundaries of the Bee Branch Drainage Basin. The City projects/programs are not limited to the
Bee Branch Drainage Basin and can be implemented in the adjacent drainage basins.
1.1 Organization of this Drainage Basin Master Plan Amendment
This 2013 DBMP is intended to update, but not replace, the 2001 DBMP. Therefore, this document is
divided into the following five sections, consistent with the 2001 document:
Section 1.0, Introduction, introduces this 2013 DBMP.
Section 2.0, Background and Methodology, documents stormwater management changes that
have occurred in the drainage basins since 2001 and describes the methodology used to develop
this 2013 DBMP.
Section 3.0, North Fork Catfish Creek Drainage Basin, documents stormwater projects that have
been completed since 2001 and changes within the North Fork Catfish Creek Drainage Basin.
Section 4.0, Bee Branch Drainage Basin, updates the discussions of the problem areas, alternative
solutions, and recommendations for improvement for each drainage subarea.
Section 5.0, Financing Drainage Improvements and Operations, presents capital funding
opportunities, including the City’s stormwater utility.
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BACKGROUND AND METHODOLOGY
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Background and Methodology 2-1 Fall 2013
2.0 BACKGROUND AND METHODOLOGY
This section contains new text to document changes that have occurred in the drainage basins and the City
since 2001, and to describe the methodology used to develop this 2013 DBMP.
Amend 2001 DBMP Section 2.0 with new Sections 2.7 through 2.9 as follows:
2.7 Drainage Basin Hydrologic and Hydraulic Changes
Since the 2001 DBMP was completed, the hydrology and hydraulic behavior of the City’s drainage basins
have undergone changes. Frequent, intense storm events had resulted in an increase in flooding, and an
increase in the frequency of federally declared disasters. The following sections describe the hydrologic
and hydraulic changes in more detail.
2.7.1 Storm Changes
In the 12 years since the 2001 DBMP was released, several intense storm events have occurred in the
Dubuque metropolitan area. By analyzing past rainfall events, statistics about rainfall recurrence can be
determined for standard return periods or frequencies, such as the amount of rainfall that statistically
occurs every 100 years. Table 2.9 outlines the magnitude and frequency of theoretical rainfall amounts
reflected in the 1992 Rainfall Frequency Atlas of the Midwest, prepared by Floyd A. Huff and James R.
Angel3 (1992 Atlas), for selected storm periods in northeast Iowa, which includes the Dubuque area. As
the probability of occurrence decreases, the rainfall amounts increase for a given duration. The
probability of a 100-year storm or greater occurring in any given year is 1/100 or 1 percent. According to
the 1992 Atlas, there have been three 100-year storm events, two 50-year storm events, one 25-year storm
event, and one 10-year storm event since 2001.
Table 2.9
Magnitude and Frequency of Theoretical Rainfall Amounts for Selected Storm Periods in
Northeast Iowa From 1992 Atlas
Duration
(hours)
Rainfall (inches) for Indicated Recurrence Interval or Frequency (Years)
10 25 50 100
1 2.03 2.40 2.69 2.99
2 2.50 2.96 3.32 3.69
3 2.76 3.27 3.67 4.07
6 3.23 3.83 4.30 4.77
12 3.75 4.45 4.99 5.53
18 4.05 4.80 5.39 5.98
24 4.31 5.11 5.73 6.36
48 4.69 5.62 6.34 7.09
72 5.14 6.19 7.00 7.84
Note: Rainfall frequency amounts are from the 1992 Rainfall Frequency Atlas of the Midwest (Huff and Angel).
3 The 1992 Atlas is based on rainfall data for a period of record between 1948 and 1992.
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City of Dubuque, Iowa Drainage Basin Master Plan Amendment
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In April 2013, the National Oceanic and Atmospheric Administration (NOAA)4 published precipitation
frequency estimates for the state of Iowa. The precipitation estimates were calculated for a variety of
frequencies and durations. The analysis used statistical calculations on annual maximum series generated
from over 4,800 stations. The stations in Iowa that were used to generate the precipitation frequency
estimates have variable rainfall periods of record that were utilized in the analysis, spanning from 1893 to
2010. NOAA did not use a standard period of record for its analysis, but rather it conducted the analysis
using available records. The available records vary for various durations. Table 2.10 compares predicted
rainfall amounts for 24-hour duration storm events for the 1992 Atlas and 2013 NOAA data. The 1992
Atlas data are for northeast Iowa, while the NOAA data are based on point-based frequency estimates for
a specific point in Dubuque, Iowa (latitude = 42.4968, longitude = -90.6693). The probability of
occurrence of a less frequent storm has increased, and the 2013 NOAA 100-year storm depth has
increased 20 percent from the 1992 Atlas rainfall amount. With the evaluation of more intense rainfall
data, the probability of occurrence of higher rainfall amounts has increased. The rainfall depth that was
predicted to occur once every 100 years is now predicted to occur once every 50 years.
Table 2.10
Comparison of Predicted Rainfall Amounts for 24-Hour Duration Storm Events at
Selected Recurrence Intervals
Frequency
(Years)
Rainfall Amounts (inches) Rainfall
Percentage
Increase 1992 Atlas1 2013 NOAA2
10 4.31 4.43 3
25 5.11 5.55 9
50 5.73 6.54 14
100 6.36 7.65 20
Notes:
1. Rainfall amounts are from the 1992 Rainfall Frequency Atlas of the Midwest (Huff and Angel).
2. Rainfall amounts are taken from NOAA Atlas 14, Precipitation-Frequency Atlas of the United States, Volume 8. NOAA National
Weather Service website at http://hdsc.nws.noaa.gov/hdsc/pfds/
Table 2.11 summarizes rainfall amounts in Dubuque between 1999 and 2011, with an estimate of the
storm’s statistical frequency of occurrence. In May 1999, a rainstorm dropped 3 inches of rain in 90
minutes. The subsequent damage resulted in the first in a series of seven Presidential disaster declarations
over a 12-year period. In 2001, the record for rainfall recorded in a 24-hour period was 6.4 inches. This
amount was equaled in 2002 and later surpassed in 2011. During the months of May and June 2008, a
record total rainfall of 15.7 inches fell in Dubuque. In August 2002, the 35-year-old record for most rain
in a 24-hour period was matched, and in July 2011, the 24-hour record was surpassed when 10.6 inches of
rain fell, with 10.2 inches falling in a 12-hour period.
4 2013 NOAA Atlas 14 data are based on daily rainfall data with an average of 68 years of data used for frequency estimates.
BACKGROUND AND METHODOLOGY
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Table 2.11
Summary of Storm Event Rainfall in Dubuque Between 1999 and 2011
Date of Storm Event Rainfall1
(inches)
Recording
Rainfall Duration
(hours)
1992 Atlas
Frequency
2013 NOAA
Frequency
May 16, 1999 3.0 1.5 > 25-year ~ 50-year
June 3-5, 2002 6.4 48 > 50-year > 50-year
August 21-22, 2002 8.9 24 > 100-year > 200-year
May 21-23, 2004 3.9 48 > 5-year > 2-year
July 18, 2007 5.1 48 > 10-year ~ 10-year
July 22-23, 2010 7.4 48 > 100-year > 25-year
July 27-28, 2011 10.2 12 > 100-year > 500-year
Note: Rainfall information was obtained from the National Weather Service, National Climatic Data Center, and U.S. Geological
Survey.
2.7.2 Bee Branch Drainage Basin Flooding
Historically, the Mississippi River has flooded the City’s low-lying riverfront areas several times over the
past 150 years. After the record flood of 1965, a concerted effort by local, state, and federal officials to
construct a levee system was initiated. In 1973, a 6.4-mile-long earthen levee and concrete floodwall
system, known as the John C. Culver Floodwall, was completed along the Mississippi River. In addition,
with more 100-year storm events occurring more frequently, flash flooding has become an even greater
public health, safety, and economic issue for the City. Unlike Mississippi River flooding, flash flooding
occurs with little or no warning time, with water levels rising and flowing at extremely fast rates.
Floods are the second most common and widespread of all-natural disasters, second only to fire. The
National Climatic Data Center lists 65 flood events in Dubuque County from January 1, 1950, through
December 31, 2012. Prior to 1973, the flooding experienced by the City was related to the Mississippi
River. With construction of the aforementioned floodwall, disasters related to the Mississippi River have
largely been avoided. However, there have been six disasters since 1999 unrelated to the Mississippi
River. These disasters have been a result of localized, intense rainstorms in the Dubuque area. One of the
most destructive flash floods in the City occurred on May 16, 1999, with $16 million in property damage.
The 2010 State of Iowa Hazard Mitigation Plan estimates that Dubuque County has an annual loss of
$10,566,235 due to flooding.
More recently, in July 2011, the City experienced a significant flash flood event. According to the
National Climatic Data Center, during the early evening hours on July 27, 2011, showers and
thunderstorms developed and continued to redevelop and move over the City for approximately 18 hours.
Record-setting rainfall totals of 7 to 15 inches resulted in flash flooding of much of the area. The City
experienced significant street flooding, causing sewer covers to be blown off or washed downstream with
the floodwaters. The hardest hit areas of the City included the vicinities of St. Mary’s Catholic Church,
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City of Dubuque, Iowa Drainage Basin Master Plan Amendment
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Elm Street, and the Historic Millwork District, all of which are located in the Bee Branch Drainage
Basin.5
2.7.3 Presidential Disaster Declarations
Presidential disaster declarations are issued when emergency conditions are beyond the recovery
capabilities of local and state governments. Since the first Presidential disaster declaration in the U.S. was
issued in 1953, disasters have been declared for a variety of reasons, including: acts of terrorism, extreme
weather events, droughts and flooding. The damage caused by the event is a primary metric that
determines if a Presidential disaster declaration is issued.
There are multiple prerequisites to a Presidential disaster declaration. A governor must first consult with
local government officials to determine that the recovery appears to be beyond the combined resources of
both the local and state governments. The governor must then certify that the severity and magnitude of
the disaster does in fact exceed local and state capabilities. A preliminary damage assessment team is then
assembled, comprised of personnel from the Federal Emergency Management Agency (FEMA), the
state’s emergency management agency, county and local officials, and the U.S. Small Business
Administration (SBA). The team begins by reviewing the types of damage and emergency costs incurred
by local and state governments and the impact on critical facilities such as public utilities, hospitals,
schools, and fire and police departments. The damage assessment team also looks at the effect of the
event on individuals and businesses, including the number of homes and businesses damaged, the number
of people displaced, and the threat to health and safety caused by the storm event. During the assessment,
the team collects estimates of the expenses and damages, and reports its finding. FEMA assesses a
number of factors to determine the severity, magnitude, and impact of the emergency conditions. FEMA’s
recommendation to the President for federal disaster assistance considers other factors, such as the
following:
Amount and type of damage (number of homes destroyed or with major damage)
Impact on infrastructure and critical facilities
Imminent threats to public health and safety
Impacts on essential government services
Concentration of damage6
Since 1953, when the first Presidential disaster declaration in the U.S. was issued, until 1998, seven
disasters were declared for Dubuque County due to flood damage, the first in 1969 and the last in 1993, as
shown in Table 2.12. As discussed in Section 2.7.2, early Dubuque flooding was related to a combination
of Mississippi River flooding and/or relatively minor rainfall events. With the completion of the John C.
Culver Floodwall in 1973, the City of Dubuque has prevented multiple disasters related to Mississippi
River flooding.
5 Information in this section was provided by the City of Dubuque, Iowa.
6 Information in this section was obtained from FEMA’s website.
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Table 2.12
Summary of Presidential Disaster Declarations in Dubuque County
1953 - 1998
Date of Declaration Disaster
Number Reason for Declaration Cause of Damage
April 25, 1969 259 Flooding Mississippi River stage at 21.7
August 14, 1969 269 Flooding and heavy rain 3.2 inches of rain in 48 hours
August 18, 1972 348 Flooding and severe storms 3.0 inches of rain in 24 hours
September 26, 1972 354 Flooding and severe storms 2.2 inches of rain in 5 hours
May 23, 1973 386 Flooding and severe storms Mississippi River stage at 20.3
June 24, 1974 443 Flooding and severe storms Mississippi River stage at 15.2,
2.0 inches of rain in 10 hours
July 10, 1993 996 Flooding and severe storms Mississippi River stage at 22.3,
3.9 inches of rain in 24 hours
Notes:
1. The information provided above was obtained from the FEMA, Iowa Homeland Security and Emergency Management, and the
Iowa Emergency Management Association websites.
2. The Mississippi River flood stage is 17.0 feet at River Mile 579.9 located on the right bank at the foot of 4th Street in Dubuque
adjacent to the right abutment of the Illinois Central Railroad bridge.
3. The floodwall construction was completed in 1973.
Starting in 1999, statistically rare and intense local storm events have repeatedly caused damage above
the threshold required for Presidential disaster declarations. Seven Presidential disaster declarations
occurred between 1999 and 2011, as shown in Table 2.13.
Table 2.13
Summary of Presidential Disaster Declarations in Dubuque County
1999 - 2011
Date of
Declaration
Disaster
Number Reason for Declaration Cause of Damage
May 21, 1999 1277 Flooding, severe storms, tornadoes 3 inches of rain in 1.5 hours
May 2, 2001 1367 Flooding, severe storms, tornadoes Mississippi River stage at 23.7
June 19, 2002 1420 Flooding and storms 4.9 inches of rain in 24 hours
June 2, 2004 1518 Flooding, severe storms, tornadoes 3.9 inches of rain in 48 hours
May 27, 2008 1763 Flooding, severe storms, tornadoes 15.7 inches of rain in 2 months
August 14, 2010 1930 Flooding, severe storms, tornadoes 4.8 inches of rain in 12 hours
August 30, 2011 4018 Flooding, severe storms, tornadoes 10.2 inches of rain in 12 hours
Notes:
1. The information provided above was obtained from the FEMA and Iowa Homeland Security and Emergency Management
websites.
2. The Mississippi River flood stage is 17.0 feet at River Mile 579.9 located on the right bank at the foot of 4th Street in Dubuque
adjacent to the right abutment of the Illinois Central Railroad bridge.
As a result of the storms and floods experienced in Dubuque and nine surrounding counties in May 1999,
a Presidential disaster declaration was issued. FEMA reported that as a result of the storms and flooding:
2,743 victims registered for assistance.
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City of Dubuque, Iowa Drainage Basin Master Plan Amendment
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$3.6 million was set aside for temporary housing, minor housing repairs, and other private
disaster related expenses.
$6.5 million in disaster loans were approved by the SBA.
$435,000 was obligated under the federal Public Assistance program.
On May 2, 2001, a Presidential disaster declaration was issued for flooding, severe storms, and tornadoes
that damaged private property starting on April 8, 2001. As of June 7, 2001, over $2 million had been
approved in grants and low interest loans through federal disaster assistance. No other detailed
information was available for this disaster declaration.
On June 19, 2002, a Presidential disaster declaration was issued for flooding on June 3 and June 4 in
eastern Iowa. Radar indications estimated that as much as 8 to 10 inches of rain fell during that period.
Dubuque received a total of 6.4 inches of rain, with 4.9 inches recorded in 24 hours. The National
Climatic Data Center reported that “the counties hit hardest were Delaware and Dubuque. This heavy rain
resulted in widespread and significant flash flooding” and public property damage of $2.1 million in
Dubuque County.7 According to the National Weather Service, “flash flooding caused significant
property damage to homes and businesses. Rainfall rates of over 2 inches per hour were recorded… with
$7.2 million of property damage.”8 It was reported in the Telegraph Herald that the Director of Dubuque
County Disaster Services, Tom Berger, toured flood damaged areas including “‘well over 200’ homes in
the Dubuque area.”9 Based on the National Flood Insurance Program Bureau and Statistical Agent Iowa
loss report, as presented by the U.S. Geological Survey (USGS), the reported damage (building and
contents) per Dubuque household was $6,900.10 Businesses were damaged as well.
On June 2, 2004, a Presidential disaster declaration was issued for severe storms with tornadoes and
flooding. As reported by USGS, a series of thunderstorms that crossed north-central and northeast Iowa
on May 21−23 caused flash flooding across northeast Iowa. Intense rain occurred in the late evening of
May 21 to sunrise on May 22, followed by intense rain on the late evening of May 22 to the early
morning of May 23.11 FEMA officials reported that 4,813 individuals registered for assistance, and that
more than $11 million of aid had been approved for individuals, families, and businesses in Iowa.12
The Presidential disaster declaration on May 27, 2008, that included Dubuque also included much of
Iowa. As reported by USGS, “precipitation from December 2007 through May 2008 was the second
wettest on record from 1895 to 2008. Notably, the precipitation in eastern Iowa and southern Wisconsin
was characterized by extremely wet conditions that normally occur less than 2.5 percent of the time.”13 In
Dubuque, the 15.7 inches of total rain for May and June measured by the NOAA National Climatic Data
7 NOAA National Climatic Data Center, Storm Events Database, NOAA National Climatic Data Center website,
http://www.ncdc.noaa.gov/stormevents/ , accessed April 8, 2013.
8 National Weather Service Weather Forecast Office (Quad Cities, IA/IL), “East Central Iowa and Northwest Illinois
Flooding – June 4, 2002,” National Weather Service website, http://www.crh.noaa.gov/dvn/?n=06042002_cwaflood ,
accessed April 5, 2013.
9 Erin Coyle. “Storms unleash flooding – Dubuque hit by record rainfall,” Telegraph Herald 5 June 2002.
10 USGS, “Flood of June 4-5, 2002 in the Maquoketa River Basin, East-Central Iowa,” Open-File Report 2004-1250.
11 USGS, “Flood of May 23, 2004 in the Turkey and Maquoketa River Basins, Northeast Iowa,” Open-File Report 2006-1067.
12 FEMA, “Combined Disaster Aid for Iowa Reaches $13 Million,” Press release, 27 July 2004.
13 USGS, “Floods of May and June 2008 in Iowa,” Open-File Report 2010–1096.
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Center was the highest total since recording began in 1951. More than $800.4 million in federal assistance
was provided, with more than $133.7 million going to 31,484 households.14
A Presidential disaster declaration was issued on August 14, 2010, for Dubuque as a result of a rainfall
event on July 22 and 23. Heavy rain, which fell in 12 hours, resulted in flash flooding. About 15 inches of
water was flowing in various streets in Dubuque as torrential rains continued.15 According to Police
Lieutenant Scott Baxter, “the fierce water flow . . . created dangerous conditions. He said that at least one
person tried walking through deep water and nearly fell into a storm sewer (manhole) left uncovered by a
blown manhole (lid).”16 Numerous homes experienced property damage from the storms, including
flooded basements. The City’s Fire Department and Public Works Department helped pump out more
than 100 basements, the majority of which are in the City’s north end.17 Claims for public property
damage in Dubuque totaled more than $891,000.18
The Presidential disaster declaration issued on August 30, 2011, was the result of a storm event that
stalled over northeast Iowa in July 2011. According to the National Weather Service, “thunderstorms
developed repeatedly on the back of the storm and then ‘trained’ across the same areas. The heaviest rain
fell from near Dyersville, IA to Dubuque, IA. Rainfall totals reached record levels in Dubuque and
extreme flash flooding resulted.”19 It was reported that up to 15 inches of rain fell . . . within a 12-hour
period on July 27 and 28, causing flash flooding that tore up roads and bridges, flooded homes and
businesses, and claimed two lives.20 Public property damage in Dubuque totaled more than $3.1 million.21
Families who live along Elm Street within the Bee Branch Drainage Basin surveyed the damage as they
waited for the fire department to come pump the water from their homes. The City of Dubuque Fire
Department pumped out 254 basements in the hours and days following the rainstorm.
Within the past decade, Presidential disaster declarations as a result of severe storms and flooding have
occurred in eastern Iowa, Dubuque County, and the City. Although damage amounts are not published
for the City, millions of dollars have been spent providing public assistance to flood victims and
providing monies to restore public infrastructure. With the occurrence of more intense rainfall events,
effective stormwater projects/programs are necessary to avoid, minimize, and mitigate flooding.
2.8 Changes to the Stormwater Management Program
Since the development of the 2001 DBMP, stormwater-related projects/programs have been completed.
These accomplishments are summarized in the subsequent sections.
14 FEMA, “Governor Culver, FEMA officials announce Iowans have received more than $800 million in total assistance,”
Press release, 12 November 2008.
15 NOAA National Climatic Data Center, Storm Events Database, NOAA National Climatic Data Center website,
http://www.ncdc.noaa.gov/stormevents/, accessed April 8, 2013.
16 Courtney Blanchard. “Storm swamps tri-states,” Telegraph Herald, 24 July 2010.
17 Kera Mashek. “Dubuque continues flood clean-up,” KWWL, 28 July 2010.
18 USGS, “Floods of July 23-26, 2010, in the Little Maquoketa and Maquoketa River Basins, Northeast Iowa,” Open-File
Report 2006-1067.
19 NOAA National Climatic Data Center, Forecast Office, “Historic Heavy Rain and Flash Flooding in Dubuque and Jo
Daviess Counties, 07/27-07/28/2011,” NOAA National Climatic Data Center, Forecast Office website,
http://www.crh.noaa.gov/dvn/?n=event_072711_dubuqueflashflood, accessed April 9, 2013.
20 Kurt Ullrich. “Depth of damage still sinking in,” Telegraph Herald, 2 August 2011.
21 Andy Piper. “Storm’s precision adds insult to injury,” Telegraph Herald, 12 August 2011.
BACKGROUND AND METHODOLOGY
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Background and Methodology 2-8 Fall 2013
2.8.1 Stormwater Projects Completed Since 2001
Within the Bee Branch Drainage Basin, conveyance and detention improvements were defined in the
2001 DBMP. Detention was provided along Carter Road, and the existing West 32nd Street Detention
Basin was expanded. In the 2001 DBMP, it was proposed that a portion of the existing Bee Branch storm
sewer trunk line be replaced with an open channel. This channel would begin at the 16th Street Detention
Cell, located near the Mississippi River, and would proceed upstream to near 24th Street. A phased
approach separated the Bee Branch storm sewer into “Lower” and “Upper” creek restoration segments.
The Lower Bee Branch Creek Restoration extends from the 16th Street Detention Cell to the Canadian
Pacific Railway22 (CP Railway), and construction of the restored creek and floodplain area was
substantially complete in 2011. The Upper Bee Branch Creek Restoration will continue north of the CP
Railway crossing and terminate at 24th Street. Land acquisition is near completion for the Upper Bee
Branch Creek Restoration, with construction scheduled to begin in the spring of 2014.
Table 2.14 summarizes the 2001 DBMP projects that have been completed, and Table 2.15 summarizes
other conveyance and storage improvement projects that were not specifically identified in the 2001
DBMP but have been implemented. These other projects are described in more detail within the
individual subarea discussions in Section 4.0. Figure 2-1A shows the locations of the implemented
projects.
Table 2.14
2001 DBMP Completed Projects
2001 DBMP
Project
Identifier
Location Implementation Summary Approximate
Project Cost1
W32-DET-2 Carter Road Construction of Carter Road Detention
Basin. Construction was completed in
2004.
$1.4 million
W32-DET-3 West 32nd Street
Detention Basin
Expansion of existing detention basin.
Construction was completed in 2009.
$4.6 million
BB-1, Lower
Bee Branch
Creek
Restoration
16th Street Detention
Cell to 19th Street
Restoration of Bee Branch Creek from
16th Street Detention Cell to CP Railway
(19th Street) included property acquisition,
demolition, and construction. Construction
was substantially completed in fall 2011.
Final project acceptance is pending.
$15.9 million2
Notes:
1. Project cost includes engineering, property acquisition, construction, and legal fees (as necessary). Project costs escalated to
current dollars (June 2013) using the Engineering News Record (ENR) 20-city average Construction Cost Indices.
2. Final project cost has not been established by the City of Dubuque City Council. Cost does not include the additional $1.6
million in planned appurtenances.
22 Formerly known as Dakota, Minnesota and Eastern Railroad (DM&E) which consolidated with Iowa, Chicago and Eastern
Railroad (IC&E) in 2002. DM&E and IC&E were acquired by Canadian Pacific Railroad in 2008.
BACKGROUND AND METHODOLOGY
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Background and Methodology 2-9 Fall 2013
Table 2.15
Other Completed Conveyance and Storage Improvement Projects
Project Name Location Implementation Summary Approximate
Project Cost1
Locust Street
Improvements
Locust Street
between Rosedale
Avenue and
Kirkwood Street
Reconstruction of Locust Street included
replacement of the existing storm sewer
system with 48-inch diameter reinforced
concrete pipe. Construction was
completed in 2003.
$0.4 million
Burden Street
Reconstruction
Burden Street Reconstruction of Burden Street included
the installation of a storm sewer system.
Construction was completed in 2001.
$0.2 million2
Windsor
Avenue Relief
Storm Sewer
Windsor Avenue
from Burden Street to
Sutter Street
Construction included the installation of a
42-inch diameter storm sewer system
extending from Burden Street to Sutter
Street. Construction was completed in
2008.
$0.2 million
Historic
Millwork
District
Within boundary of
White Street,
Highways 151/61,
and 11th Street
Construction included reconstruction of
the street system with pervious pavement
and other complete street elements.
Construction was completed in 2012.
$8.3 million
Impervious Area
Reduction
Various alleys and
Washington Street
Parking Lot
Construction included replacement of
impervious alley and parking surfaces
with pervious pavement technologies
within the Bee Branch Drainage Basin.
Construction started in 2009. To date,
eight alleys and one parking lot are
complete.
$1.2 million3
Notes:
1. Project cost includes engineering, property acquisition, construction, and legal fees (as necessary). Project costs escalated to
current dollars (June 2013) using the ENR 20-city average Construction Cost Indices.
2. This cost is for only the storm sewer construction. Total project cost was ~ $1 million.)
3. Represents the costs as of October 2013.
2.8.2 Stormwater Management Utility
The City created a Stormwater Management Utility on February 27, 2003. The Stormwater Management
Utility is a unit within the City that manages stormwater through public right-of-way and property owned
by the City. The Stormwater Management Utility generates its revenue solely through a user fee, which is
used to cover the costs of stormwater management activities, including individual projects, stormwater
programs, and compliance with the National Pollutant Discharge Elimination System (NPDES) program
within the corporate limits of the City. Operation and maintenance of stormwater systems are funded via
the general fund and not the stormwater management utility.
The stormwater utility fee is billed by way of the City utility bill and is based on the measurement of a
property’s impervious ground coverage. Impervious area means the number of square feet of hard-
surfaced areas. Instead of attempting to maintain a current, accurate measurement of the impervious area
of the approximately 20,000 residential properties, the City charges the majority of single family homes
BACKGROUND AND METHODOLOGY
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Background and Methodology 2-10 Fall 2013
for one billing unit, or one Single Family Unit (SFU), per month. As part of the development of the
stormwater utility fee, it was determined that the average single family residential (SFR) property in the
City has approximately 2,917 square feet of impervious area. Therefore, 2,917 square feet of impervious
area are associated with one SFU.
At its inception, the stormwater utility fee was $1.29 per month per SFU as stormwater management
activities were funded in part with property tax and sales tax funds. The stormwater utility ordinance was
amended in 2008 to become a self-supported utility and the SFU rates were revised accordingly. The
charge in 2013 is $5.60 per month per SFU. In order to build upon the equity of the fee structure, a tiered
system was established so that SFR parcels with impervious area 1.5 times more than the SFU impervious
area are charged 1.5 SFUs. SFR parcels that have impervious area that is less than half of the SFU
impervious area pay 0.5 SFUs. The SFU for a non-residential property is based on the actual, measured
impervious area of the parcel. The SFUs are determined by dividing the total measured impervious area
by the impervious area associated with one SFU, or 2,917 square feet. The monthly fee for non-residential
properties is then determined by multiplying the number of SFUs by the rate per SFU.
No properties are exempt from paying the stormwater utility fee. The stormwater utility fee generated
between $0.6 and $0.7 million dollars in its inaugural year, and is projected to generate approximately
$3.2 million for Fiscal Year (FY) 2013.23
2.8.3 National Pollutant Discharge Elimination System (NPDES) Permit
The City’s current NPDES permit (Permit No. 31-26-0-04) was issued on November 30, 2009, by the
Iowa Department of Natural Resources (IDNR). The City is permitted as a Phase II Municipal Separate
Storm Sewer System (MS4). Phase II MS4s are designated as small regulated cities or counties. The City
is regulated to prevent and manage stormwater pollution, to the extent practicable, in accordance with the
implementation of six best management practices (BMPs) and measurable goals. These six BMPs
include:
Public Education and Outreach on Stormwater Impacts – The City complies with this requirement
by distributing a stormwater education brochure, operating a telephone hotline for reporting
stormwater-related problems, hosting a website for communicating stormwater-related topics and
interaction between residents and the City, labeling storm drains, and conducting a public
education program.
Public Involvement and Participation – The City complies with this requirement by holding
meetings with an environmental advisory committee comprised of community stakeholders and
by working with various groups to monitor water quality and collect water quality data at
stormwater outfalls.
Illicit Discharge Detection and Elimination – The City complies with this requirement by
enforcing an illicit discharge prohibition ordinance, implementing an illicit discharge detection
and elimination program, and enforcing a pet waste ordinance requiring pet owners to remove
and dispose of their pet’s waste immediately upon deposition on public property.
23 Information in this section was obtained from the City of Dubuque Code of Ordinances 13-4, last amended on February 28,
2013, and from the City of Dubuque’s website (http://www.cityofdubuque.org/index.aspx?NID=877).
BACKGROUND AND METHODOLOGY
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Background and Methodology 2-11 Fall 2013
Construction Site Stormwater Runoff Control – The City complies with this requirement by
enforcing a construction site runoff control ordinance, conducting a construction site review and
inspection program including plan review and site inspections for specific permit provisions,
inspecting runoff control BMPs for proper maintenance, and providing or sponsoring a contractor
workshop that educates consultants and contractors on the implementation of erosion and
sedimentation control BMPs on site.
Post-construction Stormwater Management – The City complies with this requirement by
enforcing a post-construction site runoff control policy ordinance, requiring review and approval
of post-construction runoff control BMP design prior to construction, inspecting runoff control
BMPs for proper maintenance, implementing a drainage basin assessment program that includes
flood reduction and water quality improvement measures, and providing or sponsoring a low
impact development (LID) workshop to educate developers about LID techniques for stormwater
runoff quality improvement.
Pollution Prevention/Good Housekeeping – The City complies with this requirement by operating
and maintaining the City’s MS4 system (including street sweeping; inspecting storm sewers,
catch basins, and detention basins; and maintaining them as appropriate), managing municipal
application and storage of pesticides and fertilizers to reduce pollutant discharge, implementing a
training program for municipal employees on practices to reduce stormwater pollution, and
assessing and implementing BMPs at City facilities to reduce stormwater pollutants.
As part of the permit requirements, the City is required to submit an annual report that documents the
City’s status on each of the six above-mentioned requirements, monitoring data, the City’s expenditures
related to the implementation of permit requirements, and a summary of permit enforcement activities.24
2.8.4 Impervious Surface Reduction
Urbanization in the City and surrounding areas has resulted in a steady shift from natural landscapes to
impervious surfaces such as roads, driveways, parking lots, sidewalks, and rooftops. This increase in
impervious cover is directly correlated to an increase in stormwater runoff volumes, an increase in flow
rates, and a substantially increased frequency of moderate flooding. It has been estimated that a flood
event occurring once in 100 years could occur as frequently as once every 5 years in the same drainage
basin if impervious area within the drainage basin is increased to 25 percent. Similarly, a total impervious
cover of 65 percent in the same drainage basin could make the flood event occur every year. Increases in
the peak flow of runoff can result from even moderate amounts of drainage basin development, such as 5
to 10 percent impervious area.25 As outlined in the Iowa Stormwater Management Manual (ISMM),
impervious pavements can produce two-thirds of the excess runoff in an urban area as the runoff volume
is increased and the time of concentration is decreased, resulting in increased peak rates of runoff. In
short, impervious area directly correlates to flooding.
24 Information on the NPDES system was obtained from NPDES Permit No. 31-26-0-04 issued by IDNR on November 30,
2009, governing the City of Dubuque and the following receiving water courses: Little Maquoketa, Cloie Branch, Granger
Creek, South Fork Catfish Creek, Middle Fork Catfish Creek, North Fork Catfish Creek, Catfish Creek, Bee Branch and the
Mississippi River. This current permit expires on November 20, 2014.
25 R.D. Klein, “Urbanization and Stream Quality Impairment,” Water Resources Bulletin, 15(4): p.953 (1979).
BACKGROUND AND METHODOLOGY
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Background and Methodology 2-12 Fall 2013
Conventional approaches to stormwater management can attempt to address increased runoff and prevent
flooding and flood damage; however, in many cases, conventional approaches may exacerbate flooding
downstream. The National Research Council (NRC) has explored the limitations of traditional approaches
to stormwater management, such as large, centralized detention basins that reduce peak runoff flows but
do not reduce overall runoff volumes. The NRC advocates for stormwater management approaches that
restore hydrologic functions through techniques such as pervious pavement, which conveys runoff into
the ground closer to where it originates rather than conveying it quickly downstream. Compared to
conventional pavements, pervious pavement conveys stormwater into the ground instead of sheet flowing
off the surface.26
Pervious pavement can reduce localized flooding and significantly reduce negative downstream impacts
in a way that conventional approaches are less able to do.27 This would decrease the volume of runoff and
the runoff rate, both of which contribute to the flash flooding experienced within the Bee Branch
Drainage Basin. Some findings have shown that pervious pavement can convey 80 percent of rain into the
ground.28 Increasing infiltration can substantially reduce the overall amount of stormwater and can reduce
flooding and flooding-related impacts such as decreased property values and tax revenue associated with
flooding, damages to public infrastructure and associated repair costs, and damages to private and public
property.29
To reduce runoff volumes and flow rates within the Bee Branch Drainage Basin, and to convey runoff
into the ground versus conveying it quickly downstream, the City has started reducing the percentage of
impervious areas on public right-of-way and on City property by increasing the conveyance of
stormwater into the ground by reconstructing impervious alleys and streets within the drainage basin with
pervious pavement systems.
There are three main types of pervious pavement designs: pervious asphalt, pervious concrete, and
permeable interlocking concrete pavement systems. These three systems have high initial surface
infiltration rates and can immediately infiltrate and store rainfall and runoff from high intensity
rainstorms. According to ISMM, the typical surface infiltration rates for these pavements exceed 200 to
250 inches per hour. This is several orders of magnitude higher than all of the rainfall intensities
encountered in the upper Midwest. These high infiltration rates are also 2 to 3 orders of magnitude higher
than most of the soils found in the Bee Branch Drainage Basin which have soil permeability rates ranging
from 0.06 to 20.0 inches per hour.30 As shown in Figure 2-2A, all alleys and the vast majority of streets
within the drainage basin are over soils with permeability rates greater than 0.5 inch per hour, the
minimum permeability of subsoils required for a pervious pavement system to be able to convey
stormwater into the ground.31 In addition to the permeability of the subsoils, the slope of the pavement
system can preclude a pervious pavement system as an effective stormwater management system.
26 Iowa Department of Natural Resources. “Iowa Stormwater Management Manual” (Version 3; October 28, 2009).
27 National Research Council. “Urban Stormwater Management in the United States” (2008).
28 From Booth, Leavitt, and Peterson (1996). “The University of Washington Permeable Pavement Demonstration Project:
Background and First-Year Field Results.” The Water Center at the University of Washington, Seattle, WA.
29 Joint report by American Rivers, the Water Environment Federation, the American Society of Landscape Architects and
ECONorthwest. “Banking on Green”, April 2012.
30 USDA-Soil Conservation Service. “Soil Survey of Dubuque County Iowa” (1985).
31 Stephen Jones, PE. “Site Evaluation for Porous Pavements.” Presentation given at ASCE Geotechnical Conference (2009).
BACKGROUND AND METHODOLOGY
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Background and Methodology 2-13 Fall 2013
Prior to drainage basin-wide implementation, a pilot project was undertaken to identify the viability of
pervious pavement systems as well as to determine construction materials and design preferences. The
Green Alley Pilot Project involved the reconstruction of two asphalt alleys between White and Jackson
Streets running from 11th to 12th Streets and from 12th to 13th Streets. The two alleys allowed for
evaluating two systems: brick pavers and pervious asphalt. The alley running from 11th to 12th Streets
was paved with brick pavers using a high-strength, permeable interlocking concrete pavement, and the
alley running from 12th to 13th Streets was paved with pervious asphalt. As a part of another pilot project
to evaluate pervious concrete, a City-owned parking lot was paved using pervious concrete.
Based on the experiences and knowledge gained from the Green Alley Pilot Project, completed in 2010,
the City determined that pervious alleys are viable within the Bee Branch Drainage Basin as a stormwater
management system. In addition, permeable interlocking concrete pavement is the best value in terms of
its life-cycle costs (including construction cost, maintenance costs, durability, and design life). As of
June 2013, the City has rehabilitated 8 alleys with 40,720 square feet of pervious pavement systems.
In addition to the elimination of impervious alleys, the City has also completed a pilot pervious street
pavement system as part of the Historic Millwork District Complete Streets Project. This project included
the reconstruction of underground utilities, roadway sub-base, concrete streets, concrete sidewalks,
pervious pavers in some of the parking areas, and re-use of existing brick pavers in streetscape areas. The
project was completed in 2012 with financial assistance from a U.S. Department of Transportation
(USDOT) Transportation Investment Generating Economic Recovery (TIGER) grant and from a private
contribution.32 To date, the pervious street system has proven to be a viable pavement choice for streets.
When streets are scheduled for reconstruction, the viability of replacing the impervious street pavement
with a pervious pavement system will be investigated as part of the design process. In general, however,
streets are less viable as pervious pavement systems due to limitations related to traffic volumes, traffic
loads, turning movements, and environmental issues.
2.8.5 Lot Source Reduction
Another way to mitigate flooding is to reduce the concentration and volume of runoff from individual
properties. To that end, the City has implemented a cost share program to promote the installation of rain
gardens and the stabilization of stream banks. This program helps defray costs for individual property
owners to implement rain gardens or stabilize stream banks located on their property. The assistance is
limited to providing materials for the projects and it cannot exceed more than half of the total cost of the
project. Applications for assistance are evaluated by City staff on a case-by-case basis, and awards are
contingent on available funding.33
2.8.6 City Requirements for Stormwater Treatment and Detention
The City has implemented the Unified Development Code (UDC), which is a combination of the City’s
32 Information on the Millworks District project was obtained from the January 24, 2012 Historic Millwork District Complete
Street Project Final Project Acceptance Memo.
33 Information on lot source reduction programs were obtained from the City of Dubuque public education pamphlet on
Stormwater Quality improvement.
BACKGROUND AND METHODOLOGY
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Background and Methodology 2-14 Fall 2013
zoning ordinance, subdivision regulations, historic preservation ordinance, and portions of the building
code. The UDC includes requirements for sustainable subdivision development tools in Section 11-10.
The UDC also includes a sustainable site development requirement to use two or more Low Impact
development (LID) or other Best Management Practice (BMP) tools approved by the City engineer, as
specified in Section 13-3.3 of the UDC. The allowable tools for use on a site development include the
following:
Reduced lot grading Bioswales
Check dams Native plantings
French drains or soak away pits Open water features
Green roofs Rain gardens
Microbasins Swales
Permeable pavement Trees and other plantings
Rainwater harvesting systems Tree filters
Sidewalks and drives sloped toward open
space
Vegetative buffers
The primary purpose of these features is to encourage more infiltration and/or filtration of stormwater
runoff, thereby reducing the amount of stormwater exiting the site. Reducing stormwater runoff at the
source helps to better manage downstream flooding. These features also can improve the quality of the
stormwater runoff.
In addition to the UDC LID requirements, City policy codified by an ordinance requires detention
requirements for new development greater than 1 acre in size. The post-development peak runoff rate for
the 2-, 10-, and 100-year storm event cannot exceed the pre-development peak runoff rate. The operation
and maintenance of the detention facilities located on non-residential land is the responsibility of the
property owner. On residential development, the developer is responsible for the construction of the
detention facility, and the City may, by ordinance, assume operation and maintenance responsibility and
then assess costs to the subdivision residents.
2.8.7 FEMA Floodplain Revisions
At the time of the 2001 DBMP, the effective Flood Insurance Rate Maps (FIRMs) for the City (dated
September 6, 1989) showed shaded and unshaded Zone X zones within the area of the Central Business
District – North Subarea and the Central Business District Subarea. Shaded Zone X zones indicate the
500-year floodplain. There was no floodplain designation along the Bee Branch. In 2009, FEMA updated
its analysis for these subareas and published draft maps for the City’s review. See Figure 2-3A for a
graphical depiction of FEMA’s draft floodplain maps from 2009. These maps showed the Central
Business District – North, Central Business District, and portions of the Kaufmann Avenue and West 32nd
Street Subareas within the 1-percent annual chance (100-year) floodplain.
Following the publication of FEMA’s draft floodplain maps in 2009, the City investigated the buildings
present within the revised floodplain boundary as well as potential impacts of flood insurance
requirements within the revised floodplain boundary. Figures 2-4A and 2-5A reflect the buildings and the
BACKGROUND AND METHODOLOGY
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Background and Methodology 2-15 Fall 2013
historic nature of those buildings that were included in the 2009 proposed floodplain boundary. Based on
information from the City Assessor’s Office, 85 percent of the impacted properties include potentially
eligible buildings for listing on the National Register of Historic Places, the official list of the Nation’s
historic places worthy of preservation. In fact, 57 percent of the 1,373 buildings are more than 100 years
old.
But this boundary did not incorporate the flood attenuation benefits associated with the construction of
the Carter Road Detention Basin and the expansion of the West 32nd Street Detention Basin. The City
initiated an appeal process to adjust the proposed floodplain boundary. The City appealed these maps and
showed revised inundation boundaries by incorporating the effects of the Carter Road and West 32nd
Street detention projects. This resulted in a smaller floodplain boundary, as shown in Figure 2-6A, than
FEMA showed in its proposed boundary. FEMA accepted the revised information, further revised the
floodplain boundary, and published revised maps that became effective on October 18, 2011, as shown in
Figure 2-7A.
2.9 Methodology
The proposed project identification and recommendations presented in this 2013 DBMP were completed
using the following methodology:
Limited hydrologic and hydraulic (H&H) modeling was completed, either as part of separate
efforts by City staff or under separate task work orders, to analyze projects presented herein.
Project evaluation was conducted on a qualitative basis.
Cost opinions presented herein are based on 2013 dollars. Costs have been adjusted from the time
of implementation or estimation.
City staff provided input in the descriptions of completed projects and in the identification of
proposed projects.
The 2013 DBMP was prepared as part of a collaborative effort on the part of HDR and the City.
Page Left Intentionally Blank
NORTH FORK CATFISH CREEK DRAINAGE BASIN
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
North Fork Catfish Creek Drainage Basin 3-1 Fall 2013
3.0 NORTH FORK CATFISH CREEK DRAINAGE BASIN
This section contains new text to document stormwater projects that have been completed since 2001 and
changes within the North Fork Catfish Creek Drainage Basin.
Amend 2001 DBMP Section 3.0 with new Sections 3.8 and 3.9 as follows:
3.8 Stormwater Projects Completed Since 2001
Within the North Fork Catfish Creek Drainage Basin, conveyance and detention improvements were
defined in the 2001 DBMP. Detention was expanded and improved at Northwest Arterial and upstream of
Pennsylvania Avenue. In addition, conveyance improvements were implemented along the North Fork
Catfish Creek between Northwest Arterial and Pennsylvania Avenue. Table 3.11 summarizes the 2001
DBMP projects within the North Fork Catfish Creek Drainage Basin that have been completed.
Table 3.11
2001 DBMP Completed Projects
2001 DBMP Project
Identifier Location Implementation Summary Approximate
Project Cost1
NF-ST-7 Northwest
Arterial
Excavated upstream detention and built
two-stage outlet structure.
$0.2 million
NF-ST-4 Pennsylvania
Avenue
Built concrete structural wall. $0.08 million
North Fork Catfish
Creek Stormwater and
Sanitary Improvements
– Phase I
University to
Kensington2
Excavated the channel to a trapezoidal
channel with a bottom width of 25 feet
and side slopes to 3H:1V.
$1.0 million
North Fork Catfish
Creek Stormwater and
Sanitary Improvements
– Phase II
Pennsylvania
Avenue and
JFK to
Keystone3
Excavated the channel to a trapezoidal
channel with a bottom width of either 10
feet or 25 feet and side slopes of 3H:1V.
$1.3 million
North Fork Catfish
Creek Stormwater and
Sanitary Improvements
– Phase III
Keystone to
Northwest
Arterial4
Excavated the channel to a trapezoidal
channel with a bottom width of 10 feet
and side slopes of 3H:1V. This project
also included the removal of the existing
storm sewer and replacement with a triple
10-foot-wide by 8-foot-high reinforced
concrete box (RCB).
$2.0 million
Total Estimated Capital Cost: $4.58 million
Notes:
1. Project cost includes engineering, property acquisition, construction, and legal fees (as necessary). Project costs escalated to
current dollars (June 2013) using the Engineering News Record (ENR) 20-city average Construction Cost Indices.
2. This project is downstream of the North Fork Catfish Creek reaches identified in the 2001 DBMP.
3. This project covers a portion of the North Fork Catfish Creek reaches identified in the 2001 DBMP as the Keyway to
Pennsylvania Avenue reach and the Rosemont to Keyway reach.
4. This project covers a portion of the North Fork Catfish Creek reaches identified in the 2001 DBMP as the Northwest Arterial to
Keyway reach.
NORTH FORK CATFISH CREEK DRAINAGE BASIN
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
North Fork Catfish Creek Drainage Basin 3-2 Fall 2013
3.9 Changes Within the North Fork Catfish Creek Drainage Basin
No other project improvements have been completed or identified in the North Fork Catfish Creek
Drainage Basin. Since the acceptance of the 2001 DBMP, the Catfish Creek Watershed Management
Authority (CCWMA) has been developed. The CCWMA was formed during the summer of 2012 and is
comprised of the City of Dubuque, Dubuque County, the City of Asbury, the City of Peosta, the City of
Centralia, and the Dubuque Soil and Water Conservation District. The purpose of the CCWMA is to work
together to solve water quality and flooding problems within the watershed. Through the completion of a
Watershed Management Plan and other initiatives, it is expected that proposed projects within the
watershed will be proposed and administered through the CCWMA.
BEE BRANCH DRAINAGE BASIN
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Bee Branch Drainage Basin 4-1 Fall 2013
4.0 BEE BRANCH DRAINAGE BASIN
The discussion of the Bee Branch Drainage Basin in the 2001 DBMP is hereby updated in this 2013
DBMP. Text is being added to update discussions on the problem areas, alternative solutions,
recommendations for improvement, and project phasing for the following drainage subareas that comprise
the Bee Branch Drainage Basin:
West 32nd Street
Kaufmann Avenue
Locust Street
Central Business District – North
Central Business District
Bee Branch Storm Sewer Trunk Line
Figure 4-1A shows the extent of the Bee Branch Drainage Basin, and Figure 4-2A shows a graphical
depiction of the individual subareas within the Bee Branch Drainage Basin.
Each drainage basin subsection below includes an identification of problem areas, conceptual
improvement plans to mitigate flooding in the problem areas, and capital cost estimates for each
improvement project.
4.1 General Drainage Basin Description
No change from 2001 DBMP.
4.2 West 32nd Street Drainage Subarea
The West 32nd Street Drainage Subarea is located in the upper portion of the Bee Branch Drainage Basin,
is approximately 1.9 square miles in size, and drains into the West 32nd Street Detention Basin. See
Section 4.2.1 of the 2001 DBMP for more detail on the description of the West 32nd Street Drainage
Subarea.
Amend 2001 DBMP Section 4.2 by adding the following text to the end of each designated subsection as
follows:
4.2.4 Problem Areas
City staff has identified the open channel drainageway from the outlet of the Carter Road Detention Basin
to the upstream end of the West 32nd Street Detention Basin as being in need of monitoring for potential
instability and need for potential stabilization. In some locations, sediment was eroded from the side
slopes of the channel, creating steep and near vertical banks. As a sediment management strategy, a
baseline condition of the stream banks was completed in 2008 by surveying typical cross-sections
between the two detention basins. Stream channels that have degraded to a point where the banks are no
longer stable, resulting in incision or bank deterioration, hamper the stream’s flood control capacity.
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4.2.5 Development of Alternative Solutions
One alternative considered for stabilizing the stream banks between the Carter Road Detention Basin and
the West 32nd Street Detention Basin was the enclosure of the stream into a culvert system. Similar to
what was originally done with the Bee Branch storm sewer trunk line, the open channel would be
replaced with a storm sewer system. This option would result in the potential for adverse wetland impacts
and would require lateral storm sewers along the alignment.
Another alternative considered was to restore the channel with the construction of grade stabilization
structures to reduce the channel grade and prevent erosion, and to modify the channel cross-section to
restore capacity and provide stable slopes.
4.2.6 Recommendations for Improvement Alternatives
It is recommended that the existing stream channel alignment between the Carter Road Detention Basin
and the West 32nd Street Detention Basin be monitored and, if necessary, restored. On a regular time
interval, such as every 3 years, the baseline cross-sections defined in 2008 should be surveyed and
evaluated for any change in slope and shape. With the construction of the Carter Road Detention Basin,
the average flow rates have been reduced and the impact on the degrading stream minimized. See Figure
4-3A for the location of the proposed stream monitoring project.
4.2.7 Project Phasing
The recommendation for the West 32nd Street Drainage Subarea is stream monitoring along the Bee
Branch between the Carter Road Detention Basin and the West 32nd Street Detention Basin. The
recommended improvement is summarized in Table 4.9A.
Table 4.9A
West 32nd Street Drainage Subarea
Recommended Improvements Summary
Drainage
Basin
Priority
Location Recommended Improvements Estimated
Cost1
1 Bee Branch – Along
Carter Road and West
32nd Street
Monitor stream banks. $5,000
Total Estimated Capital Cost: $5,000
Note:
1. Estimated annual cost includes time associated with performing field inspections and gathering data necessary to detect changes
year to year.
Amend 2001 DBMP Section 4.2 with new subsection 4.2.8 as follows:
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4.2.8 Completed Project Implementation
Since the completion of the 2001 DBMP, the existing West 32nd Street Detention Basin was expanded and
the Carter Road Detention Basin was constructed. The stormwater facilities are described below.
The West 32nd Street Detention Basin project included the expansion of an existing detention facility,
acquisition of property, the construction of two wet ponds, incorporation of aquatic vegetation in the
upstream wet pond, and planting of wild flowers and prairie grasses. The two-cell detention basin was
sized to control the 100-year, 24-hour rain event; however, the design includes the ability to reduce
discharge rates from more frequent storm events as well. Additional necessary improvements that were
constructed as part of the project include the replacement of the bridge under West 32nd Street just east of
Wildwood with a twin 9-foot-wide by 8-foot-high box culvert, and construction of 328 feet of 24-inch
diameter ductile iron sanitary sewer; 66-, 96- and 108-inch large diameter storm sewer; 2,200 feet of
6-foot-wide sidewalk along West 32nd Street; a stone shoulder along West 32nd Street where no curb and
gutter existed; a parking lane for four vehicles along West 32nd Street; and a gate structure for
maintenance purposes of the wet pond. See Appendix B for an update to the total project cost.34
The Carter Road Detention Basin project included the construction of an earthen dam approximately
350 feet long and 40 feet high, with a principal outlet consisting of a 15-inch diameter drawdown pipe
and a 24-inch diameter gated drainage structure. The secondary, or auxiliary, outlet is a 48-inch diameter
riser pipe that is approximately 37 feet high. A 350-foot long asphalt road provides access to the outlet
structure for operation and maintenance purposes. The existing sanitary sewer was rebuilt as part of this
project due to the additional embankment depth associated with the dam. See Appendix B for an update to
the total project cost.35
See Figure 4-3A for the location of West 32nd Street and Carter Road Detention Basins projects.
4.3 Kaufmann Avenue Drainage Subarea
The Kaufmann Avenue Drainage Subarea is in the west-central portion of the Bee Branch Drainage Basin
and is approximately 1.3 square miles in size. Drainage is predominantly in an easterly direction,
discharging into the Bee Branch storm sewer trunk line. See Section 4.3.1 of the 2001 DBMP for more
detail on the description of the Kaufmann Avenue Drainage Subarea.
Amend 2001 DBMP Section 4.3 by adding the following text to the end of each designated subsection as
follows:
4.3.4 Problem Areas
The 2001 DBMP identified locations where the existing storm sewer hydraulic capacity was not in
34 Information on the West 32nd Street Detention project was obtained from the February 12, 2008, City of Dubuque memo
requesting authorization of the public bidding procedure and from the December 1, 2009, City of Dubuque project
acceptance memo.
35 Information on the Carter Road Detention Basin project was obtained from the August 29, 2003, City of Dubuque memo
requesting bid award and from the November 29, 2004, City of Dubuque project acceptance memo.
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compliance with the City’s drainage standards/criteria in Table 4.14. The expansion of the capacity of
storm sewer inlets and pipes would significantly reduce flooding of streets and adjacent properties within
the Kaufmann Avenue Drainage Subarea. While streets and overland flow routes are an integral part of
the storm drainage system, they should convey runoff without flooding buildings. Two locations within
the Kaufmann Avenue Drainage Subarea were identified by City staff for priority replacement: Valeria
Street and 22nd Street.
Valeria Street
The residents located along the 400 block of Kaufmann Avenue and Valeria Street has experienced
persistent flooding over the last two decades. Storm events with rainfall of 3 inches or greater have
resulted in surcharge of the storm sewer system, caused overtopping of the curb, and resulted in runoff
flowing between the homes causing water to pond behind 15 single family units. The City discussed this
issue with the residents in the area and determined that flooding in this area has occurred three to four
times since 2001. Removal of accumulated runoff due to flooding of this area must either evaporate or be
pumped out by residents.36
22nd Street Storm Sewer
From the 2001 DBMP, a hydraulic capacity analysis of the Kaufmann Avenue (22nd Street) storm sewer
revealed that the existing storm sewer is insufficient to convey a 2-year rain event. The hydraulic model
indicated that a 108-inch diameter storm sewer would be required to safely convey the 10-year storm with
minimal street flow, as shown in the 2001 DBMP, Table 4.14.
The shortcoming of the existing 22nd Street storm sewer/street drainage system is that 22nd Street becomes
“like a river” across Central Avenue (US Highway 52), White, Jackson, and Washington Streets.
Motorists have become stranded in their cars at 22nd and Elm Streets, while other motorists have been
forced to abandon their stalled cars in the street. Stormwater flows have repeatedly overloaded the storm
sewer system and blown the covers off manholes, creating geysers several feet high. Photo 1 shows a
surcharged storm sewer, and Photo 2 shows residents wading in floodwaters.
36 Information presented on the Valeria Street project was obtained from an August 20, 2012, City of Dubuque memo titled
Kaufmann-Valeria Flood Reduction Analysis from Todd Shoemaker, PE, CFM to Deron Muehring and Gus Psihoyos, City of
Dubuque Engineering Department.
Photo 1: Surcharging Storm Sewer Manhole
on 22nd Street
Photo 2: Residents Wading Through Rushing
Floodwaters
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4.3.5 Development of Alternative Solutions
Alternative solutions to the Valeria Street and 22nd Street problem areas were developed, as discussed in
the following sections.
Valeria Street
Alternative solutions that were considered for the mitigation of the backyard ponding along Valeria Street
included the installation of a pump station for floodwater conveyance and/or a storm sewer alternative for
connecting this low area with the adjacent existing storm sewer system. The pump station was not
considered feasible due to the installation cost, ownership questions due to placement of the station, and
the long-term operation and maintenance cost. Storm sewer alternatives were analyzed with three
different sizes of pipes: 12-inch diameter, 18-inch diameter, and 24-inch diameter RCP. Two inlet
structures would be used to capture the runoff, and the storm sewer pipe would then convey the
stormwater to the existing storm sewer system located along Kaufmann Avenue.
22nd Street Storm Sewer
Alternatives to relieve the 22nd Street storm sewer system included expanding the Bee Branch open
channel to accommodate the Kaufman Avenue Drainage Subarea stormwater runoff. This alternative
would require additional property acquisition and would sever traffic connectivity access through the City
by eliminating 22nd Street, which serves as a critical east-west corridor across the City.
4.3.6 Recommendations for Improvement Alternatives
Valeria Street
It is recommended that the storm sewer project at Kaufmann Avenue and Valeria Street be constructed.
The proposed project would add two catch basins, approximately 170 feet of 24-inch diameter RCP, a
backflow preventer, and a connection to the existing storm sewer system along Kaufmann Avenue. The
backflow preventer would be used to prevent additional ponding behind these single family homes when
the downstream storm sewer system is surcharged. It is further recommended that this project not be
constructed until the Upper Bee Branch project has been completed to allow sufficient capacity
downstream. See Appendix C for the breakdown in project elements and proposed cost for this
alternative.
22nd Street Storm Sewer
Since 2001, the H&H modeling for the Kaufmann Avenue Drainage Subarea has been refined as part of
the 2004 Bee Branch Creek Alignment Study37 and further refined during development of the final design
of the Bee Branch Creek Restoration Project. The H&H analysis38 showed that a 10-foot-wide by 6-foot-
high reinforced concrete box (RCB) storm sewer along 22nd Street from Central Avenue (US Highway
52) to Elm Street will prevent flooding conditions repeatedly experienced along 22nd Street. As a part of
the Bee Branch Creek Restoration Project, a portion of the existing Bee Branch storm sewer system will
be removed between 22nd and 24th Streets, and it will be replaced by the restoration of the Bee Branch
37 Engineering work was performed by CDM Smith (Milwaukee, WI).
38 H&H analysis was performed by Strand & Associates (Madison, WI) as part of the Bee Branch Creek Restoration Project
design.
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City of Dubuque, Iowa Drainage Basin Master Plan Amendment
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Creek and associated floodplain. The Bee Branch storm sewer will remain in place and viable as a relief
storm sewer south from 22nd Street. The proposed 10-foot-wide by 6-foot-high RCB storm sewer will
connect to the portion of the Bee Branch sewer to remain and restrict flow from entering the proposed
Bee Branch Creek Restoration Project. Due to the size of the proposed storm sewer, complete
reconstruction of 22nd Street and the relocation of traffic, sanitary sewer, and water supply infrastructure
would need to be completed. See Appendix C for the breakdown in project elements and proposed cost
for this alternative.
See Figure 4-4A for the location of the Valeria Street and 22nd Street Storm Sewer projects.
4.3.7 Project Phasing
The recommendation for the Kaufmann Avenue Drainage Subarea is the proposed 24-inch storm sewer
system along the backyards of Valeria Street and the 22nd Street Storm Sewer. The recommended
improvement is summarized in Table 4.15A.
Table 4.15A
Kaufmann Avenue Drainage Subarea
Recommended Improvements Summary
Drainage
Basin
Priority
Location Recommended Improvements Estimated
Capital Cost1
1 Valeria Street/Kaufmann
Storm Sewer
Install 24-inch diameter storm sewer with two
catch basins.
$0.05 million
2 22nd Street Storm Sewer Install 920 linear feet of 10-foot-wide by 6-
foot-high storm sewer with catch basins
between Central Avenue (US Highway 52) to
the existing Bee Branch storm sewer system
at Elm Street.
$3.2 million
Total Estimated Capital Cost: $3.25 million
Note:
1. Estimated capital costs are in current (June 2013) dollars.
Amend 2001 DBMP Section 4.3 with new subsection 4.3.8 as follows:
4.3.8 Completed Project Implementation
In the 2001 DBMP, the only recommendation for the Kaufmann Avenue Drainage Subarea was the
construction of the Grandview/Kaufmann Detention Basin. This detention basin was determined to be
infeasible due to the potential roadway closure, traffic impacts in the area, public safety impacts
associated with the proposed project, and anticipated public opinion. This proposed detention basin would
adversely affect the transportation system in the area. The Grandview/Kaufmann Detention Basin is not
likely to be implemented; therefore, it was eliminated from further consideration.
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City of Dubuque, Iowa Drainage Basin Master Plan Amendment
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4.4 Locust Street Drainage Subarea
The Locust Street Drainage Subarea is in the upper portion of the Bee Branch Drainage Basin, is
approximately 0.9 square mile in size, and drains into the Bee Branch storm sewer which connects to the
Lower Bee Branch Creek Restoration Project. See Section 4.4.1 of the 2001 DBMP for more detail on
the description of the Locust Street Drainage Subarea.
Amend 2001 DBMP Section 4.4 by adding the following text to the end of each designated subsection as
follows:
4.4.4 Problem Areas
The 2001 DBMP identified locations where the existing
storm sewer hydraulic capacity was not in compliance with
the City’s drainage standards/criteria in Table 4.17. The
increased capacity of storm sewer inlets and pipes would
significantly reduce flooding of streets and adjacent
properties within the Locust Street Drainage Subarea.
A problem area has been identified at the base of Locust
and 17th Streets. The grade flattens along the street and storm
sewer at this intersection, creating flooding in this area. In
addition, stormwater flows rapidly down 17th Street. The flow must cross Central Avenue (US Highway
52), and White, Jackson, and Washington Streets. Photo 3 shows the depth of stormwater against stalled
cars on 17th Street west of Central Avenue. There is too much water flowing in the streets as evidenced in
Photo 3, as there is a lack of sufficient conveyance capacity draining to the Lower Bee Branch Creek
Restoration Project.
4.4.5 Development of Alternative Solutions
Alternatives considered for the problem area at Locust and 17th Streets included: 1) a relief storm sewer
system, 2) an open channel system, and 3) an upsized storm sewer system in the downstream reach.
From the 2001 DBMP, a hydraulic capacity analysis of the 16th Street and Cedar Street storm sewer
revealed that the existing storm sewer is insufficient to convey a 2-year rain event. The hydraulic model
indicated that a 72-inch diameter relief storm sewer was required to safely convey the 10-year storm with
minimal street flow, as shown in the 2001 DBMP, Table 4.17.
An open channel would have significant impact at this intersection and areas further south and east. The
road right-of-way is limited in this area and would require acquisition of a significant number of
commercial and residential properties to accommodate the channel.
An upsized storm sewer system could be limited by the low grade change in the area of the Locust and
17th Streets intersection.
Photo 3: Stalled Cars on 17th Street during
Flash Flooding in 2011
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4.4.6 Recommendations for Improvement Alternatives
It is recommended that a replacement storm sewer be constructed in the area of Locust and 17th Streets to
provide additional conveyance capacity for the downstream portion of the Locust Street Drainage
Subarea. The storm sewer would be constructed from Dorgan Place to approximately Elm Street,
discharging into the Bee Branch Creek Restoration Project. The existing 72-inch diameter stone sewer
would be replaced or augmented with a proposed 84-inch diameter storm sewer. See Figure 4-5A for the
Locust and 17th Streets Replacement Storm Sewer projects.
4.4.7 Project Phasing
The recommendation for the Locust Street Drainage Subarea is to provide for a replacement 84-inch
diameter storm sewer system along 17th Street. The recommended improvement is summarized in
Table 4.30.
Table 4.30
Locust Street Drainage Subarea
Recommended Improvements Summary
Drainage
Basin
Priority
Location Recommended Improvements Estimated
Capital Cost1
1 17th Street
Replacement Storm
Sewer Project
Install 2,750 LF of 84-inch diameter storm
sewer with area inlets from Ellis Street to east
of Elm Street.
$6.8 million
Total Estimated Capital Cost: $6.8 million
Note:
1. Estimated capital costs include contingencies (25%) to account for estimated quantities, unit price adjustments, and miscellaneous
work-related items. An additional 15% was included for administrative, legal, and engineering costs. Right-of-way, operation
and maintenance, and mitigation costs were not included.
Amend 2001 DBMP Section 4.4 with new subsection 4.4.8 as follows:
4.4.8 Completed Project Implementation
Locust Street was improved from Rosedale Avenue to Kirkwood Street as part of a street improvement
project. This Rosedale/Kirkwood project involved improving storm sewer capacity to a 48-inch diameter
storm sewer and extending the existing 36-inch diameter storm sewer along Rosedale Avenue. See
Appendix B for more detailed project costs.
4.5 Central Business District – North Subareas
The Central Business District – North Subareas are in the center portion of the Bee Branch Drainage
Basin and total approximately 1.9 square miles in size. These subareas encompass the previously defined
Washington Street, Windsor Avenue, Hamilton Street, Dock Street, and Upper Kerper Subareas. The
Washington Street and Windsor Avenue Drainage Subareas drain into the Bee Branch storm sewer trunk
line. Storm flows in the Hamilton and Dock Subareas are diverted to the Mississippi River under gravity
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conditions and into the 16th Street Detention Cell when high water levels on the Mississippi River restrict
gravity flow. The Upper Kerper Subarea drains directly into the 16th Street Detention Cell. Additional
improvements to the Bee Branch storm sewer trunk line and creek restoration are discussed in Section
4.7, below. See Section 4.5.1 of the 2001 DBMP for more detail on the description of the Central
Business District – North Subareas.
Amend 2001 DBMP Section 4.5 with new subsection 4.5.8 as follows:
4.5.8 Completed Project Implementation
Two relief storm sewer projects have been constructed in the Central Business District – North Subareas,
as discussed below.
Burden Street Reconstruction Project
To help improve stormwater runoff conveyance efficiency and reduce localized flooding, storm sewer
improvements associated with the Burden Street reconstruction project were completed. Storm sewer
ranging in size from 15-inch diameter to 36-inch diameter RCP was installed along Burden Street from
Hogrefe Avenue to Windsor Avenue. See Appendix B for more detailed project costs.
Windsor Avenue Storm Sewer Extension Project
A 42-inch diameter storm sewer was constructed along Windsor Avenue from Burden Street to Sutter
Street. This storm sewer extension connects the storm sewer installed along Burden Street with the
existing 48-inch diameter storm sewer along Sutter Street. These improvements were constructed to
facilitate storm drainage along Windsor Avenue and the intersection of 22nd, Elm Street, and Kniest
Streets. See Appendix B for more detailed project costs.
See Figure 4-6A for the Burden Street Reconstruction and Windsor Avenue Storm Sewer Extension
projects.
4.6 Central Business District Subareas
The Central Business District Subareas are in the lower portion of the Bee Branch Drainage Basin and are
approximately 0.9 square mile in size. These subareas encompass the previously defined 8th, 11th, and 14th
Streets, and Lower Kerper Drainage Subareas. Stormwater drains from these subareas into the 16th Street
Detention Cell. The 8th Street Subarea discharges to the Mississippi River under gravity conditions and
into the 16th Street Detention Cell when gravity flow is prohibited. See Section 4.6.1 of the 2001 DBMP
for more detail on the description of the Central Business District Subareas.
Amend 2001 DBMP Section 4.6 with new subsection 4.6.8 as follows:
4.6.8 Completed Project Implementation
With federal funding in the form of a TIGER grant, the City was able to redevelop a portion of this area,
known as the Historic Millwork District, including the first pervious street system designed and built
within the City. The project resulted in a decrease in directly connected impervious surface and a decrease
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in impervious surface, allowing for infiltration and decreased runoff. Conveying stormwater into the
ground through the pervious pavement system aids in reducing the threat of flooding and mitigates flood
damage in the area.
In addition to the directly connected impervious surface and impervious surface reductions associated
with the Historic Millwork District project, additional reduction benefits were realized with the re-
construction of alleys in the area using pervious pavement systems. Additional information on the
pervious pavement elements can be found in Sections 2.8.4 and 4.8. See Figure 4-7A for the Historic
Millwork District project.
Amend the title of Section 4.7 to match the following:
4.7 Bee Branch Storm Sewer Trunk Line and Open Channel (Bee
Branch Creek Restoration)
The 2001 DBMP recommended a combination of storage and conveyance to mitigate the impacts of the
100-year storm event. This included constructing the Carter Road Detention Basin, expanding the West
32nd Street Detention Basin, increasing the capacity of the 16th Street Detention Cell, and restoring the
Bee Branch trunk line to a large open channel floodway from the 16th Street Detention Cell upstream to
24th Street. The flood control channel is described in the 2001 DBMP as Phase I and Phase II. These
phases later became the Lower and Upper Bee Branch Creek Restoration Projects.
In addition to implementing drainage improvements reflected in the 2001 DBMP, advancing engineering
designs, and further investigating problem areas; drainage deficiencies have been documented and studied
and solutions/improvements identified.
Amend 2001 DBMP Section 4.7 with new subsection 4.7.1 as follows, and renumber existing subsections
4.7.1 through 4.7.3 as subsections 4.7.2 through 4.7.4:
4.7.1 Problem Areas
Upper Bee Branch Creek Restoration (Open Waterway)
With the substantial completion of the Lower Bee Branch Restoration Project in 2011, which extends
upstream from the 16th Street Detention Cell to the eastern edge of the CP Railway property, the
construction of the Upper Bee Branch Creek Restoration Project can begin. As identified in the 2001
DBMP, the existing Bee Branch storm sewer trunk line has insufficient drainage capacity to handle the
100-year storm event. As evaluated in the 2001 DBMP and the 2004 Bee Branch Creek Restoration
Alignment Study, and as refined in the 2009 design of the Lower Bee Branch Creek Restoration, the
Upper Bee Branch Creek Restoration Project is an open channel and flood plain area that would extend
from downstream of the CP Railway property to 24th Street.
Existing 16th Street Detention Cell Gates
The flood control gates and pump station located at the 16th Street Detention Cell are in need of
rehabilitation. The 16th Street Detention Cell discharges into a cutoff channel of the Mississippi River
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through twin 12-foot-wide by 12-foot-high concrete box culverts under normal river stages. The flood
gates were installed in the 1950s and modified by the U.S. Army Corps of Engineers (USACE) in the late
1960s as part of the construction of the John C. Culver Floodwall, the floodwall/levee system that
protects the City from the Mississippi River. . During gravity flow, the twin 12-foot-wide by 12-foot-high
flood gates are open; conversely, during flood events, the flood gates are closed to prevent the Mississippi
River from flooding the landward side of the levee. During the rainstorm in July 2011, the Mississippi
River was above flood stage, and the flood gates were closed. What resulted was interior flood depths
higher than the level of the Mississippi River. The flood gates were manually opened long enough to
allow the respective water elevations to equalize.
The functionality of the existing flood gates at the 16th Street Detention Cell has been investigated by the
City. The engineering investigation and associated data collection effort also revealed that the existing
12-foot-wide by 12-foot-high flood gate system has sustained damage over the past 30 years. Corrosion
of the gates and damage to the concrete wing walls on the upstream and downstream sides of the gates
have been documented.39
North End Storm Sewer
Repetitive flooding occurs in the “North End” of the Washington Street Subarea between White and Elm
Streets on 25th to 30th Streets during heavy rains due to inadequate drainage capacity. With the
completion of the Lower Bee Branch Creek Restoration Project, the need for additional storm sewer and
catch basins in the vicinity of the existing Bee Branch storm sewer trunk line can be further refined.
Amend 2001 DBMP Section 4.7 by adding the following text to the end of each designated subsection as
follows:
4.7.2 Development of Alternative Solutions
Upper Bee Branch Creek Restoration (Open Waterway)
Since the idea of the Bee Branch Creek Restoration Project was first presented in 2001, the City has
actively engaged the public, sharing information and asking for public input.
In May 2003, the City kicked off the Bee Branch Creek Alignment Study. The main objective was to
work with impacted residents, in the form of a citizen advisory committee, to ensure that the
recommended alignment location and waterway design were based on input from the neighborhoods
impacted by the proposed open waterway. The Bee Branch Citizen Advisory Committee (BBCAC)
provided input with regard to the social and economic concerns and the needs of the impacted
neighborhoods. It helped establish the criteria that would be used to evaluate alternative
alignments/preliminary designs for the open waterway, and ultimately the BBCAC made an
alignment/preliminary design recommendation to the City Council. Collectively, the 16-member
committee was made up of impacted Bee Branch Drainage Basin residents, impacted property owners,
senior citizens, a developer, a State representative, and a Dubuque Board of Realtors member. In addition
to the 16 citizens who participated in the BBCAC meetings, hundreds of citizens living in the flood-prone
39 Information on flood gates obtained from the Engineering Capital Improvements Plan (CIP) project write-up for Bee Branch
Flood Control Pumping Station Gates Replacement Project.
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neighborhoods were informed about the project through a series of Bee Branch Alignment Study
Newsletters that were mailed to them.
On March 30, 2004, the BBCAC co-hosted a public meeting at a neighborhood elementary school. The
meeting included an open house, project background presentation, question-and-answer period, and
public input session. Approximately 70 citizens attended the meeting. The meeting provided citizens with
the information they sought and provided the BBCAC, engineers, and City staff a better understanding of
citizens’ concerns with the proposed Bee Branch Creek Restoration Project.
In addition to the afore-mentioned public meeting, several other presentations were given by City staff.
The project elements were presented multiple times to the following organizations:
North End Neighborhood Association City Expo
Point Neighborhood Association Lion’s Club
Washington Street Neighborhood
Council
Masons
Morning Optimist Club
North End Neighborhood Resource Fair
The BBCAC’s preferred alignment for the open channel was presented in a letter from the BBCAC
Chairperson to the City Council dated June 30, 2004. The City selected BBCAC’s preferred alignment
because it best met the top three criteria established by the BBCAC: 1) preserve commercial and non-
commercial services, 2) minimize residential property acquisitions, and 3) minimize the project cost. The
preferred alignment impacted 65 residential homes and 15 non-residential buildings. More information
regarding the alternatives analysis that was conducted, resulting in this preferred alignment, is presented
below.
As part of the alternatives analysis performed in the October 2004 Bee Branch Creek Restoration
Alignment Study, two main alternatives were considered for the Bee Branch. Both alternatives included an
open waterway from the 16th Street Detention Cell to the CP Railway tracks just south of Garfield
Avenue. One alternative included a culvert from the CP Railway tracks to 24th Street while the other
extended the open waterway from the CP Railway tracks to 24th Street. These two alternatives are
described in further detail below.
Culvert Analysis
Based on analysis of the culvert alternative, in order for a culvert to convey the necessary flow, dual
concrete arch pipes between 36- and 42-feet in width would be required. This would result in a 150-foot-
wide project corridor. The construction of the twin concrete pipe arch concept would require the
reconstruction of road intersections over the pipe alignment.
Open Channel Analysis
For analysis of the open channel alternative, the open channel was assumed to consist of a 25-foot-wide
low flow channel, a 120- to 130-foot-wide flood control channel, and an approximately 30-foot-wide
overbank area. This results in a total corridor of 180 feet. The construction of this open channel would
require the construction of bridges to maintain traffic connectivity and road reconstruction to
accommodate the open channel.
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As stated above, the open channel alignment alternative was selected as the preferred alternative. In
August 2008, the City hired an engineering consulting firm to prepare the final design of the Bee Branch
Creek Restoration Project. As part of the design process, a landscape committee was formed that consists
of City staff as well as citizens from the North End and Washington Street Neighborhood Associations.
The purpose of the Bee Branch Landscape Design Advisory Committee was to facilitate the development
of a landscaping plan based on the input and direction of citizens and local businesses. Committee
meetings were conducted to discuss the previous and upcoming citizen workshops, discuss landscape
design issues as they impact or relate to individual committee members and the neighborhood or
department they represent, and advise the design consultant team.
As part of the design process, the City hosted a series of workshops to gather citizen input. A press
release was issued before each workshop, and over 2,000 postcards were sent to households in targeted
neighborhoods. At the first workshop, held in October 2008, citizens were asked to identify their hopes
and fears for the project. In addition, citizens were asked to provide input on the various potential
landscape features, bridges, and secondary uses (for example, pathways, and locations for park benches,
and playground equipment). At the second workshop held in November 2008 and continued in January
2009, the design team presented conceptual drawings that began to address the citizens’ hopes and fears
for the project as well as their landscape preferences. At the third workshop, in February 2009, the design
concept, developed based on citizen direction, was presented to the public for comment.
Several modifications to the 2004 Bee Branch Creek Restoration Project design were incorporated the
final design. A partial list of these design modifications is provided below:
The Bee Branch Creek Channel was extended approximately 1,500 feet from US Highways
151/61 to Kerper Boulevard through the existing 16th Street Detention Cell; thereby, increasing
the Phase I channel length from approximately 2,000 feet to approximately 3,500 feet.
Excavated soil generated by the Project would be placed within the footprint of the existing 16th
Street Detention Cell, resulting in the creation of an approximate 8-acre parcel along 16th Street
that can be developed at a later date.
The 16th Street Detention Cell shoreline adjacent to East 12th Street was realigned to provide a
less linear and more natural appearance.
The structural design of the proposed roadway bridges at Sycamore Street and 16th Street was
changed from precast concrete CON/SPAN®-type structures to cast-in-place concrete structures.
The Sycamore Street structure was modified from a 48-foot-wide by 11-foot-high precast arch
culvert to a cast-in-place, 109-foot long, three-span flat-slab bridge with an arch facing. Similarly,
the 16th Street structure was modified from an 11-foot-high by 48-foot-wide precast arch culvert
to a cast-in-place, 110-foot long, three-span flat-slab bridge with an arch facing.
The structural design of the roadway bridges at Rhomberg Avenue and 22nd Street changed from
precast concrete CON/SPAN®-type structures to cast-in-place concrete structures.
The Rhomberg Avenue and 22nd Street structures were modified from 11-foot-high by 48-foot-
wide precast arch culverts to cast-in-place, 90-foot long, three-span flat-slab bridges with arch
facing.
BEE BRANCH DRAINAGE BASIN
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Bee Branch Drainage Basin 4-14 Fall 2013
The typical channel cross-section has changed from using a vegetated floodway channel with a
25-foot-wide low-flow channel to a permanent wet pool for the full width of the floodway
channel. The width of the floodway channel varies from 65 to 145 feet.
A level control structure was added upstream of the proposed CP Railway crossing.40
One of the more significant changes is related to conveying the stormwater through the railroad property.
Originally, this was proposed as a pre-cast bridge, but other alternatives were investigated due to the
complications of building a conveyance structure through an active railroad yard with two main line
tracks and a half-dozen yard tracks. The alignment established in the 2004 Bee Branch Creek Alignment
Study determined that the yard office building would be acquired by the City and removed. A proposed
alternative alignment was evaluated.
The original alignment required the acquisition of CP Railway property from Garfield Avenue to the CP
Railway right-of-way, removal and replacement of the CP Railway yard office, and crossing of as many
as 10 tracks with multiple switches. By comparison, the proposed alternative alignment requires the
acquisition of all or a portion of the Dubuque Furniture & Flooring (430 Garfield Avenue) property, and
permanent and temporary construction easements from CP Railway and A-1 Crane.
Track operations, including the mainline and yard tracks, must be maintained during construction based
on criteria established by CP Railway. The extent of track modifications depends on whether the structure
type requires phasing to maintain track operations. Track phasing for open-cut and trenchless construction
options were evaluated. Track phasing for open-cut construction of the bridge structure on the original
alignment requires upgrading the tracks and switches in excess of $5 million to meet CP Railway
requirements. Track phasing for trenchless construction of the culverts on the proposed alternate
alignment is anticipated to be limited to periodic adjustment if active monitoring reveals unacceptable
movement.
Several alternatives were analyzed, as follows:
Alternative 1: 141-foot long Three-Span Steel Bridge. Alternative 1 includes the construction of
a bridge that would pass the flow from the Upper Bee Branch to the Lower Bee Branch under the
CP Railway tracks. The existing twin 10-foot-high by 12-foot-wide box culverts would remain in
place, conveying only stormwater from the existing Bee Branch storm sewer under the CP
Railway tracks. The initial plans for the proposed bridge crossing included a 141-foot-long
bridge with a width of 87 feet 2 inches. The 141-foot long three-span steel bridge option provided
6.01 and 5.16 feet of freeboard below the bridge low chord elevation for the 50- and 100-year
storm event, respectively. The hydraulic performance of the bridge exceeds the CP Railway
hydraulic design criteria for bridges (that is, 2.0 feet and 0.0 feet for a 50- and 100-year storm
event, respectively). This alternative also would improve hydraulic performance of the existing
twin 10-foot-high by 12-foot-wide box culvert by providing 5.52 and 3.36 feet of freeboard below
the crown of the existing twin culverts at the upstream and downstream end, respectively, for a
50-year storm event. For a 100-year storm event, 4.67 and 2.53 feet of freeboard would be
40 Strand & Associates, Technical Memo 2, Status Update of Bee Branch Hydraulic Design.
BEE BRANCH DRAINAGE BASIN
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Bee Branch Drainage Basin 4-15 Fall 2013
provided below the crown of the existing twin culverts at the upstream and downstream end,
respectively.
Alternative 2: Four 9.5-foot diameter Steel Culverts. Alternative 2 involves constructing new
culverts under the CP Railway tracks and combining them with the existing twin 10-foot-
high by 12-foot-wide box culverts under the CP Railway tracks to convey both the Bee
Branch storm sewer and the flow from the Upper Bee Branch to the Lower Bee Branch.
Alternative 2 e involved boring and jacking four 9.5-foot diameter steel culverts under the CP
Railway tracks. Unlike Alternative 1, the existing Bee Branch box culverts would discharge into
an open channel that conveys upstream flows from the storm sewer and channel flows.
The upstream and downstream invert elevations of the new culverts would be 590.0 and 589.39,
respectively. This alternative included the construction of a concrete junction chamber at the
upstream end of the railroad culverts. Four 10-foot high by 10-foot wide box culverts would
extend upstream (north) from the junction chamber to the north side of Garfield Avenue. The
existing Bee Branch culvert would connect into a proposed junction chamber.
Hydraulic modeling results indicated that the proposed culverts would meet the CP Railway
hydraulic design criteria for culverts (that is, 50-year hydraulic grade line (HGL) at or below the
culvert crown and 100-year HGL no more than 1.0 foot above the culvert crown). Comparing
hydraulic modeling results to Alternative 1, similar improvement to the hydraulic performance of
the existing twin box culverts would be realized.
Alternative 3: Six 6.5-foot diameter Steel Culverts. This crossing alternative involved boring and
jacking six 6.5-foot diameter steel culverts under the CP Railway tracks. The upstream and
downstream invert elevations of the culverts would be 589.9 and 589.4, respectively. Alternative
3 also incorporated a concrete junction chamber at the upstream end of the railroad culverts and
involves four 10-foot high by 10-foot wide box culverts under Garfield Avenue.
Hydraulic modeling results indicated that the proposed culverts would not meet the CP Railway
hydraulic design criteria for culverts (that is, 50-year HGL at or below the culvert crown and 100-
year HGL no more than 1 foot above the culvert crown). The hydraulic performance
improvement realized by the existing twin box culverts would be similar to the crossing
improvements under Alternatives 1 and 2.
Alternative 4: Seven 6.5-foot diameter Steel Culverts. A sensitivity analysis was performed to
estimate the change in hydraulic performance of adding another 6.5-foot diameter steel culvert to
the Alternative 3 crossing. Similar to Alternatives 2 and 3, Alternative 4 incorporated a concrete
junction chamber at the upstream end of the railroad culverts and involves four 10-foot high by
10-foot wide box culverts under Garfield Avenue.
BEE BRANCH DRAINAGE BASIN
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Bee Branch Drainage Basin 4-16 Fall 2013
Based on the results of this analysis, the 50- and 100-year storm event HGL elevation in the
existing Bee Branch near Rhomberg Avenue was lowered by 0.23 and 0.27 feet, respectively.
The 50- and 100-year storm event HGL elevation in the existing Bee Branch near 22nd Street
would be lowered by 0.1 and 0.2 feet, respectively.
Alternative 5: Five 9.5-foot diameter Steel Culverts. Alternative 5 was developed in an effort to
achieve Upper Bee Branch hydraulic performance at the Rhomberg Avenue and 22nd Street
bridges that is at least equivalent to that of Alternative 1 (that is, a 141-foot long three-span steel
railroad bridge). Alternative 5 would be similar to Alternative 2, but it included an additional 9.5-
foot diameter culvert under the CP and involves construction of five 10-foot high by 12-foot wide
box culverts under Garfield Avenue.
Hydraulic modeling results indicated that Upper Bee Branch 100-year storm event HGL
elevations at the Rhomberg Avenue and 22nd Street bridges are both 0.1 feet lower when
compared to the Alternative 1 hydraulic modeling results.41
Existing 16th Street Detention Cell Gates
Potential solutions to repair or replace the damaged existing flood gates at the 16th Street Detention Cell
outfall include the replacement or rehabilitation of the flood gates, and replacement or rehabilitation of
the pump station. An alternative design was developed that would allow interior floodwaters to
automatically pass into the Mississippi River when a positive hydraulic gradient occurs.
The design alternative would provide increased protection for a 100-year storm event occurring in the Bee
Branch Drainage Basin during a “Gates Closed” operating condition. To attain this higher level of flood
damage reduction, six 96-inch diameter rubber duckbill style check valves would be implemented
immediately downstream of the existing twin 12-foot-high by 12-foot-wide box culverts at Kerper
Boulevard. The six rubber duckbill style check valves would be mounted on the downstream side of a
new flared concrete structure constructed onto the ends of the existing twin 12-foot-high by 12-foot-wide
box culverts.
North End Storm Sewer
Potential solutions to the flooding of the streets and properties along the buried Bee Branch storm sewer
trunk line from 24th Street to 32nd Street are limited to those providing increased conveyance. One option
would be to extend the open waterway (restoration of the buried Bee Branch Creek) north from 24th Street
to 32nd Street. This would entail a significant increase in residential and commercial property acquisition
and come at a considerable cost to the City. Another potential option would be to construct underground
vault storage systems, which might provide relief but would also entail significant property acquisition
and disturb a significant portion of the area that is highly urbanized and developed with historic buildings.
A third option would be to construct relief or replacement storm sewers with additional storm sewer
intakes to ensure that the area remains well drained during severe weather and heavy rains.
41 Strand & Associates, Technical Memo 5, Alternatives Analysis of Canadian Pacific Railway Crossing Options.
BEE BRANCH DRAINAGE BASIN
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Bee Branch Drainage Basin 4-17 Fall 2013
The extent of acquisition and construction cost for the channel expansion and underground vault systems
are incredibly cost prohibitive (that is, $30 million to $60 million), and would likely result in unfavorable
public opinion. The construction of a relief storm sewer system is limited to a utility corridor that is more
easily managed in an urban setting than either previously identified option. It would provide the same
flood damage reduction as the other options but at a small fraction of the cost ($1 million).
The design of the North End Storm Sewer system is based on ensuring that the maximum amount of
stormwater can be conveyed from the area through the existing Bee Branch Storm Sewer Trunk Line (Bee
Branch Sewer). The H&H model created as part of the 2001 DBMP and further refined as part of the
2004 Bee Branch Creek Alignment Study indicates that the conveyance capacity of the Bee Branch Sewer
varies, it is limited to 320 cubic feet per second (cfs) north of 24th Street. To prevent the stormwater from
collecting and flooding any particular area, and recognizing the uniformity of the entire area to be
drained, the optimum design involves additional storm sewer conveyance capacity and additional storm
sewer intakes along 25th, 26th, 27th, 28th, 29th, and 30th Streets running generally between White and Elm
Streets. Each street system would intercept and convey approximately 55 cfs to the Bee Branch Sewer,
requiring a network of 15-, 18-, 24-, and 30-inch diameter storm sewer conduits with 106 storm sewer
intakes.
4.7.3 Recommendations for Improvement Alternatives
Upper Bee Branch Creek Restoration (Open Waterway)
The construction of the Bee Branch Creek Restoration Project is intended to re-create historic flood
control conveyance through the City while reducing flood damages. The existing Bee Branch storm
sewer trunk line will remain in service between 22nd Street and the Lower Bee Branch Creek to
supplement the channel’s capacity.42
As of October 2013, the Lower Bee Branch Creek Restoration Project is substantially complete, and the
Upper Bee Branch Creek Restoration Project is under design. The construction of the Upper Bee Branch
Creek Restoration Project will be bounded by 24th Street, the southern edge of the CP Railway property
just south of Garfield Avenue, and Kniest, Prince, and Elm Streets. This project will entail the
construction of large diameter culverts under the CP Railway yard and an open channel upstream of the
railroad tracks. The portion of the alignment under the railroad, located just south of Garfield Avenue,
will consist of five 9.5-foot diameter culverts. It is anticipated that construction will occur using a
trenchless installation method to reduce the impact on railroad operations. Construction is anticipated to
begin in the spring of 2014. The western edge of the open channel between the railroad and 22nd Street
will be along Kniest Street. The open channel will generally be centered along Elm Street between
22nd and 24th Streets. The project will include property acquisition (both partial and full), roadway
reconfigurations, construction of bridge crossings at Rhomberg Avenue and 22nd Street, and a headwall at
24th Street at the connection to the existing Bee Branch storm sewer.
42 Information in this section was obtained from the October 2004 Final Bee Branch Creek Restoration Alignment Study; the
August 11, 2010, memo from City Staff to City Council recommending bid award for the Lower Bee Branch Creek; and the
February 8, 2013, Upper Bee Branch Creek Restoration Project Technical Memorandum No. 5 – Alternatives Analysis for
Canadian Pacific Railway (CPR) crossing options.
BEE BRANCH DRAINAGE BASIN
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Bee Branch Drainage Basin 4-18 Fall 2013
Existing 16th Street Detention Cell Gates
It is recommended that the flood gates be replaced and a few other improvements associated with the
outfall structure be made in accordance with the observations during a 2012 inspection. Due to the age of
the structure, it is recommended that the flood gates, closure structure, concrete wing walls, and lifting
mechanisms be replaced as part of the larger project. It is recommended that the pump station discharge
pipes be equipped with automatic air release valves and check valves. Finally, it is recommended that six
96-inch diameter rubber duckbill style check valves be installed immediately downstream of the existing
twin 12-foot-high by 12-foot-wide box culverts at Kerper Boulevard. The six rubber duckbill style check
valves would be mounted on the downstream side of a new flared concrete structure constructed onto the
ends of the existing twin 12-foot-high by 12-foot-wide box culverts. While the existing slide gates would
not be routinely used during “Gates Closed” operating conditions, they could be used for emergency
backup situations if one of the rubber duckbill style check valves becomes obstructed with debris.
Implementation of the rubber duckbill style check valves would automatically provide significant
additional gravity flow capacity through the existing twin 12-foot-high by 12-foot-wide box culverts
when positive head is available during a “Gates Closed” operating condition. By incorporating these
elements into this project, the condition of the pump station would be upgraded to current USACE
standards and provide increased flood damage reduction within the Bee Branch Drainage Basin. Any
modifications to the operation of or work affecting the pump station requires the review, input, and
approval of USACE.
North End Storm Sewer
With the construction of the Bee Branch Creek Restoration Project, improvements to the North End storm
sewer would provide increased capacity and reduce flooding of streets and adjacent properties. These
improvements include replacing and upsizing the lateral storm sewers along the Bee Branch trunk line.
The North End Storm Sewer improvements would be along 25th, 26th, 27th, 28th, 29th, and 30th Streets
between White and Elm Streets. The storm sewer along each street would intercept and convey
approximately 55 cfs to the Bee Branch Sewer, requiring a network of 15-, 18-, 24-, and 30-inch diameter
storm sewer conduits with 106 storm sewer inlets.43
See Figure 4-8A for the location of the Upper Bee Branch Channel Restoration, 16th Street Detention Cell
Flood Gate Replacement, and North End Storm Sewer projects.
4.7.4 Project Phasing
Table 4.31 updates the project priority list, including storm sewer trunk line area improvements with
respect to the creek restoration, flood gate, and North End storm sewer. These improvements are
prioritized on the basis of flood damage reduction.
43 Information in this section was obtained from the City CIP project write-up for the North End Storm Sewer Improvements.
BEE BRANCH DRAINAGE BASIN
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Bee Branch Drainage Basin 4-19 Fall 2013
Table 4.31
Bee Branch Drainage Subarea
Recommended Improvements Summary
Drainage
Basin
Priority
Location Recommended Improvements Estimated
Capital Cost1
1 Upper Bee Branch
Creek Restoration
Construct five trenchless 9.5-foot diameter
culverts under the railroad and open channel from
the railroad just south of Garfield Avenue to
24th Street with two bridge structures, a headwall
structure, and street reconfigurations.
$58.9 million
2 16th Street Detention
Cell Flood Gate
Replacement
Replace damaged flood gates with concrete wing
walls and lifting mechanisms, construct automatic
air release and check valves on pump station
discharge piping, and add six rubber duckbill style
check valves mounted on the downstream side of
a new flared concrete structure.
$2.2 million
3 North End Storm
Sewer
Improvements
Upgrade the lateral storm sewer system to connect
to the Bee Branch storm sewer trunk line between
25th Street and 30th Street.
$1.0 million
Total Estimated Capital Cost: $62.1 million
Note:
1. Estimated capital costs are based on current (June 2013) dollars.
Amend 2001 DBMP Section 4.7 with new subsection 4.7.5 as follows:
4.7.5 Completed Project Implementation
The Bee Branch Creek Restoration Project is a drainage basin-wide project involving the daylighting and
restoration of a creek through the City from 24th Street to the 16th Street Detention Cell, and selective
removal of existing portions of the Bee Branch storm sewer that would be exposed as a result of the open
channel project.
The Lower Bee Branch Creek Restoration Project is the first of three phases of this project. The 2,100-
foot long channel project extending from the 16th Street Detention Cell to the west across Sycamore,
Cedar, and Maple Streets before extending north across 16th Street and along the western portion of the
former Dubuque Packing Company site to the railroad tracks just south of Garfield Avenue. The channel
was constructed with a 76-foot bottom width, and a maintenance access/hiking/biking path was included
along the channel with lighting and security features. The construction of the channel included a 100-foot
long bridge at Sycamore Street, a 110-foot long bridge at 16th Street, and a headwall where the existing
storm sewer outfalls into the open channel. The project also included reconstruction of sanitary sewer,
construction of new storm sewer, and dredging of the 16th Street Detention Cell. Construction was
substantially completed in the fall of 2011. Final project acceptance is pending.
BEE BRANCH DRAINAGE BASIN
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Bee Branch Drainage Basin 4-20 Fall 2013
The City implemented a public involvement strategy as part of this project to accommodate public input
and consider social and economic concerns of those residents being impacted. As discussed in
Section 4.7.2, the BBCAC was established as part of the public involvement strategy. A public meeting
was held, and several neighborhood meetings were held to discuss the project need, the project
alternatives, and address citizen concerns. The BBCAC was comprised of 16 citizens and represented a
cross-section of residents that would be affected by the project. The BBCAC met six times at meetings
open to the public between September 2003 and June 2004. The committee generated a letter in June
2004 summarizing its recommendations. These recommendations include the following:
A piped alternative was preferable to the open channel alignment. However, the BBCAC
conceded that if the piped alternative was deemed too expensive, the open channel (daylighting)
alignment was preferable to doing nothing.
The committee recommended that a moratorium be established over both alignments until the
alignment analysis was completed in more detail. Following analysis and selection of the
preferred alternative, it was recommended that construction commence as soon as possible.
The committee recommended that an erosion control ordinance be enacted, that stormwater
runoff reduction BMPs be encouraged for development within the City, and that the City pursue
drainage basin-level management practices with other applicable jurisdictions.
Once the open channel design was selected as the alternative of choice, the design team was selected by
the City to proceed with the design of the Lower Bee Branch open channel from the 16th Street Detention
Cell to the CP Railway property just south of Garfield Avenue. As part of the design process for this
project, public input was solicited for project features such as the recreational trail and landscaping plan
originally envisioned in the alignment study. As a result of this public participation process, a series of
amenities to enhance the project were identified, including the recreational trail, lighting, benches, an
amphitheater, and special facades for the bridge crossings over the channel. These amenities were
considered essential to the public’s acceptance and overall success of the project. To help fund the
project, the City successfully pursued multiple grant funds to supplement the established stormwater
utility fund. Awarded grants include the I-Jobs II grant and the Vision Iowa River Enhancement
Community Attraction and Tourism (RECAT) grant, generating approximately $6.2 million in additional
funding. See Figure 4-8A for the location of the Lower Bee Branch Channel Restoration project.
Amend 2001 DBMP with new Sections 4.8 and 4.9 as follows:
4.8 Impervious Area Reduction
As illustrated in Table 2.10, predicted rainfall totals for the City have increased by as much as 20 percent.
Impervious area reduction is critical to address the predicted and increasingly intense rainstorms
witnessed in the City since 2001. All alleys are located over soils with properties allowing for the
infiltration of stormwater. These soils have permeability rates above the 0.5 inch per hour (minimum
value criterion in ISMM), and nearly a third of the alleys are constructed over soils with permeability
rates between 2.0 and 6.0 inches per hour. The subsections below describe two pervious pavement
projects the City has implemented.
BEE BRANCH DRAINAGE BASIN
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Bee Branch Drainage Basin 4-21 Fall 2013
4.8.1 Pervious Street Pavement Systems
In 2012, the City completed a TIGER-grant-funded project that included the replacement of an
impervious street system with a pervious street pavement system within the Historic Millwork District.
Photo 4 shows the nature of the streets prior to the project. Photo 5 shows the pervious pavement system
that will convey stormwater into the underlying soil.
The project was constructed over a 2-year period and included the reconstruction of 10th Street from
Jackson to Elm Streets, Washington Street from 9th to 11th Streets, Jackson Street from 7th to 11th Streets,
utility upgrades on 11th Street from Jackson to Elm Streets, streetscaping on 9th Street from Washington to
Main Streets, streetscaping on 10th Street from Jackson to Main Streets, and the construction of a hike and
bike trail from 5th to 7th Streets along the Jackson Street corridor. Other project improvements included
the following44:
Reconstruction/replacement of approximately 1,200 feet of 12-inch diameter mainline sewer
Reconstruction of 11 deteriorated brick sanitary sewer manholes
Replacement of private sanitary sewer laterals
Reconstruction of approximately 5,100 linear feet of water main, mainline valves, 19 fire
hydrants, and replacement of lead water services
Construction of approximately 3,400 linear feet of new storm sewer, 16 manholes, and 63 catch
basins to improve the stormwater conveyance in the area
Installation of fiber optics and telecommunications conduit infrastructure
Replacement of existing sidewalks
Removal of two underground fuel oil tanks
Installation of pervious pavers in parking areas
Re-use of existing brick pavers in streetscape areas
As streets near the end of their life, the possibility of transforming into a pervious pavement system will
be evaluated. Considerations will include traffic volumes, street grade, and the nature of the underlying
soil. Several good candidates are East 14th, East 15th, East 16th, Sycamore, Cedar, and Maple Streets in the
44 Information for this section was obtained from the Dubuque Warehouse District Recommendations for Revitalization
(undated) and the January 24, 2012, memorandum from City Staff to City Council recommending project acceptance.
Photo 4: Impervious, Flood-prone Historic Millwork District
Street Prior to Federal TIGER Grant Complete
Streets Improvement Project
Photo 5: Historic Millwork District Pervious Pavement System
that Conveys Stormwater into the Underlying Soil
BEE BRANCH DRAINAGE BASIN
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Bee Branch Drainage Basin 4-22 Fall 2013
vicinity of the completed Lower Bee Branch Creek Restoration Project. Based on NRCS soil information,
the underlying soils in this area have permeability rates of over 6.0 inches per hour.
4.8.2 Pervious Alley Pavement System
There are 245 alleys within the Bee Branch Drainage Basin. Computer models WinSLAMM and P8 were
used to simulate the benefit of converting alleys into pervious pavement systems. P8 was used to
determine the runoff volume and WinSLAMM was used to determine the volume abstraction percentages.
WinSLAMM was chosen because it includes a specific calculation routine for pervious pavement, and it
is based on actual field observations, with minimal reliance on theoretical processes that have not been
adequately documented or confirmed in the field. The models predict reconstruction of the alleys with
pervious pavement systems would reduce the runoff volume to the Mississippi River by approximately 50
percent45. When fully constructed, approximately 2.5 million gallons of stormwater will be conveyed into
the ground and be diverted from the Bee Branch Creek and Mississippi River on an annual basis. The
City has completed the reconstruction of eight (8) alleys. Using federal financial assistance, design is
underway to reconstruct 73 alleys over a 3-year period so that a third of the alleys in the Bee Branch
Drainage Basin will have been converted to systems that convey stormwater into the ground.46 The
remaining alleys are to be converted into similar conveyance systems over a 20-year period as funding is
available. Figure 2-2A shows the location of the Bee Branch Drainage Basin alleys.
Tables D-1 through D-4 in Appendix D list the alleys that are proposed to be reconstructed by year, with
the anticipated square footage of pervious pavement.
4.8.3 Project Phasing
There is a direct correlation between impervious area and the runoff generated as a result of a rainstorm.
The decreased runoff realized by replacing impervious alleys within the Bee Branch Drainage Basin with
pervious alleys will help offset the increased rainfall predicted by the 2013 NOAA rainfall analysis.
Table 4.32 identifies the recommended impervious alleys within the Bee Branch Drainage Basin.
Table 4.32
Bee Branch Drainage Basin
Recommended Improvements Summary
Drainage
Basin
Priority
Location Recommended Improvements Estimated
Capital Cost1
1 Bee Branch
Drainage Basin
Reconstruct the 237 impervious alleys within the
Bee Branch Drainage Basin as pervious alleys to
convey stormwater into the ground.
$43.3 million
Total Estimated Capital Cost: $43.3 million
Note:
1. Estimated capital costs based on current (June 2013) dollars.
45 Models do not use a design storm. WimSLAMM and P8 models simulate actual, continuous, annual rainfall. Total
infiltration is based on the total annual runoff volume.
46 Information on the impervious surface reduction projects was obtained from February 2013 correspondence with the Iowa
Department of Natural Resources SRF Coordinator regarding the Dubuque CWSRF Project No. GNS13-1.
BEE BRANCH DRAINAGE BASIN
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Bee Branch Drainage Basin 4-23 Fall 2013
4.9 New Stormwater Management Projects
The 2001 DBMP identified stormwater management projects within the North Fork Catfish Creek and
Bee Branch Drainage Basins. In addition to the projects identified in the 2001 DBMP, the City has
identified other projects for flood damage reduction located outside of the Bee Branch Drainage Basin.
One such project is floodproofing at the City’s water plant located along the Mississippi River.
4.9.1 Water Treatment Plant Floodproofing
4.9.1.1 Development of Alternative Solutions
The City’s water treatment plant is located at the northeast corner of Rhomberg Avenue and Hawthorne
Street between the CP Railway property and the John C. Culver Floodwall47. The plant supplies potable
water to Bee Branch Drainage Basin residents and businesses. It also provides a sufficient quantity and
necessary pressure for fire protection and suppression. There are concerns of losing fire fighting
capabilities potable drinking water as the result of a flood either as a result of interior drainage flooding or
a breach in the John C. Culver Floodwall.
In response to these concerns, an evaluation of a conceptual structural floodproofing strategy was
conducted as a part of this drainage master plan amendment. The City is interested in a structural solution
that incorporates a combination of permanent and temporary floodproofing measures. The evaluation
used available Light Detection and Ranging (LiDAR) topographic data, aerial images of the area, and
information on typical earthen berm and floodwall requirements. The City desires to have 6 feet of
additional protection around the water treatment plant which can be achieved by either an earthen berm or
floodwall. A 6-foot high earthen berm would consist of side slopes of 4H:1V, a 10-foot top width, and a
58-foot bottom width. The floodwall would be a minimum of 1 foot thick, with an approximate 12-foot
wide foundation slab. The width of the floodwall foundation slab can be reduced by adding sheet pile
reinforcing. A floodwall would occupy a smaller footprint and have less of an impact on adjacent
properties than an earthen levee.
A potential alignment for the floodwall is along an apparent property line as defined by a fence, as shown
in Figure 4-9A. Using this alignment, the floodwall would parallel the railroad tracks to the southeast and
follow the existing fence. The alignment intersects three access points to the water treatment plant
facility: two access points directly off of Hawthorne Street and one from the parking lot for the Sutton
Pool. When the floodwall is constructed, openings will be left for the three access points to the water
treatment plant. Instead of flood gates, temporary closure measures will be used in the access locations
during flooding. Temporary measures may include collapsible reusable wire mesh, fabric-lined baskets
that can be installed and filled with sand, then emptied, removed, and stored when no longer needed. The
City’s existing baskets are 4 feet high and 3 feet high. In order to achieve 6 feet of protection at the access
points, two rows of baskets would be stacked, one on top of the other, across the width of the access
47 John C. Culver System was federally constructed, but locally operated by the City and protects the City of Dubuque from
Mississippi River flooding. The System consists of over 20,000 feet of earthen levees and 7,100 feet of floodwalls along the
entire Dubuque riverfront. The system also includes a navigable opening into Dubuque Harbor, three pump stations and
three primary ponding facilities.
BEE BRANCH DRAINAGE BASIN
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Bee Branch Drainage Basin 4-24 Fall 2013
points. For stability, the bottom row would be double wide, with two baskets set side-by-side, and a row
of single baskets placed on top of the bottom row.
4.9.1.2 Recommendations for Improvement Alternatives
It is recommended that the water treatment plant be equipped with a permanent concrete floodwall along
the existing alignment of the property fence, with the ability to deploy temporary measures at the access
point openings. The floodwall crest will be 6 feet aboveground and is recommended to have a T-wall
footing. Due to the floodwall construction, stormwater modifications will need to be designed and
constructed. Gravity stormwater pipes will be equipped with backflow prevention devices to prevent
ponding water from collecting within the floodproofed area. Stormwater conveyance systems otherwise
impacted would need to be replaced with pumping capacity to pump directly to the Mississippi River. For
the purposes of this analysis, a detailed interior drainage analysis was not completed to determine the
exact pump station capacity. Based upon experience with levee systems, an approximate cost was
utilized to approximate the cost.
4.9.1.3 Project Summary
Table 4.33 provides a project summary and conceptual level cost opinion for construction of the
permanent floodwall system for the City’s only potable water treatment plant. The conceptual cost
opinion does not include the cost of temporary measures to be deployed during a flood event.
Table 4.33
Other Stormwater Management Projects
Recommended Improvements Summary
Drainage
Basin
Priority
Location Recommended Improvements
Estimated
Capital
Cost1
1 Potable Water Treatment
Plant Floodproofing
Construct 2,600-foot long± floodwall with
footing, trench drain, site restoration, and
stormwater improvements.
$3.4 million
Total Estimated Capital Cost: $3.4 million
Note:
1. Estimated capital costs include contingencies (25%) to account for estimated quantities, unit price adjustments, and miscellaneous
work-related items. An additional 25% was included for administrative, legal, and engineering costs. Right-of-way, operation
and maintenance, and mitigation costs were not included. Costs are based on Iowa Department of Transportation 2013 unit prices.
4.10 Summary of Completed Projects in the Bee Branch Drainage
Basin
Within the Bee Branch Drainage Basin, conveyance and detention improvements were defined in the
2001 DBMP. Detention was provided along Carter Road, and the existing West 32nd Street Detention
Basin was expanded. The open channel alternative that would replace a portion of the Bee Branch storm
sewer trunk line as first prepared in the 2001 DBMP was selected for implementation. This channel
begins at the 16th Street Detention Cell, located near the Mississippi River, and proceeds upstream to near
24th Street. A phased approach separates the Bee Branch storm sewer into “Lower” and “Upper”
BEE BRANCH DRAINAGE BASIN
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Bee Branch Drainage Basin 4-25 Fall 2013
segments. The Lower Bee Branch Creek Restoration extends from the 16th Street Detention Cell to the
CP Railway property, and construction of the creek and flood plain area was substantially completed in
2011. The Upper Bee Branch Creek Restoration will continue north of the CP Railway crossing and
terminate at 24th Street. Land acquisition is near completion for the Upper Bee Branch Creek Restoration,
with construction scheduled to begin in the spring of 2014.
Table 4.34 summarizes the 2001 DBMP projects and other conveyance projects that that have been
completed since the 2001 DBMP was issued.
Table 4.34
Completed Project Cost Summary
Project Name
Project
Completion
Year
Project Summary1 Total Cost2
Burden Street Storm
Sewer Improvements
2001 Installed storm sewer along Burden Street
from Hogrefe to Windsor Avenues,
ranging in size from 15 to 36 inches in
diameter.
$0.2 million
Locust Street
Improvements
2003 Reconstructed Locust Street between
Rosedale Avenue and Kirkwood Street,
and upsized the storm sewer.
$0.4 million
Carter Road
Detention Basin
2004 Constructed earthen dam with two
principal outlets, one auxiliary outlet, and
other associated infrastructure
improvements.
$1.4 million
Windsor Avenue
Relief Storm Sewer
Project
2008 Installed 42-inch diameter storm sewer
along Windsor Avenue between Burden
and Sutter Streets.
$0.2 million
West 32nd Street
Detention Basin
2009 Expanded detention to include wet ponds,
outfall structure modifications, and other
related infrastructure improvements.
$4.6 million
Lower Bee Branch
Creek Restoration
2011 Included 2,100 feet of open channel,
selective demolition of existing storm
sewer, and other associated infrastructure
improvements.
$15.9 million3
Historic Millwork
District Project
2012 Replaced parking areas with pervious
pavement, reused brick pavers in
streetscaping areas, and included other
infrastructure improvements.
$8.3 million
Total Capital Cost: $31.0 million
Notes:
1. Information provided above was obtained from sources that include the Project Acceptance Memo, input from City staff, project
grant applications and correspondence, and other project-related documentation.
2. Project costs were escalated to current dollars (June 2013) using the ENR 20-city average Construction Cost Indices.
3. Final project cost has not been established by the City of Dubuque City Council. Cost does not include the additional $1.6 million
in planned appurtenances.
BEE BRANCH DRAINAGE BASIN
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Bee Branch Drainage Basin 4-26 Fall 2013
4.11 Other Dubuque Flood Risk Reduction Projects
In addition to the projects identified within the Bee Branch Drainage Basin, additional improvements
associated with the federally constructed, City operated and maintained John C. Culver Floodwall may be
appropriate. The levee/floodwall system reduces the risk of Mississippi River flooding in portions of the
City. Two projects have been identified for the John C. Culver Floodwall include a levee breach analysis
and a levee functional assessment. These projects are described in more detail in the following sections.
4.11.1 Levee Breach Analysis
As acknowledged by the USACE Levee Safety Program and within the recommendations generated from
the National Committee on Levee Safety, identification of levee risk is a critical issue. Knowing the
affects of a levee breach or failure is a component of understanding a levee system’s risk. An evaluation
of the affects of a possible Mississippi River levee breach along the City’s levee system is necessary to
understand the likelihood and the consequences of a levee failure. Mitigation strategies can then be
developed to avoid or minimize the impacts of a potential levee failure. The results of a levee breach
analysis can be used to supplement a flood risk management plan in order to promote public safety.
4.11.2 Levee Functional Assessment
The John C. Culver Floodwall was constructed by the USACE between 1968 and 1973. Since the
construction of this levee/floodwall system, numerous physical modifications and technical advances
have occurred. Some of these changes include:
levee and floodwall criteria and design
additional emphasis placed on federal levee safety program and local awareness to better
understand, manage, and reduce flood risks with levees
national impacts associated with Hurricane Katrina
variable flood frequency water surface elevations for the Mississippi River
increase operation and maintenance responsibilities of the local levee Sponsors
urbanization impact on the interior drainage system
It is recommended that an assessment be conducted to recognize the current levee’s level of flood risk
reduction and compliance with current criteria and conditions. This information will help the City to
determine what, if any, design and operational modifications need to be incorporated to the John C.
Culver Floodwall.
FINANCING DRAINAGE IMPROVEMENTS AND OPERATIONS
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Bee Branch Drainage Basin 5-1 Fall 2013
5.0 FINANCING DRAINAGE IMPROVEMENTS AND OPERATIONS
5.3 Capital Funding
5.3.4 Grants
Amend 2001 DBMP Section 5.3.4 with new subsections 5.3.4.1 and 5.3.4.2 as follows:
5.3.4.1 State of Iowa I-JOBS II Funding
In 2010, the Iowa Legislature appropriated $30 million from FY 2011 revenue bonds to the I-JOBS Board
of Directors for a Disaster Prevention Grant Program to assist or to provide additional funds to cities and
counties. The money was intended to assist cities and counties in the development and completion of
public construction projects relating to disaster prevention, including construction, replacement, or
reconstruction of local public buildings in a manner that would mitigate damages from future disasters,
including flooding. Because the Bee Branch Creek Restoration Project is a disaster prevention project, it
was a natural candidate for the grant program.
On July 1, 2010, the City submitted a Notice of Intent to Apply for $7.3 million in I-JOBS II Disaster
Prevention Grant Program funds for the Lower Bee Branch Creek Restoration Project, the first phase of
the Bee Branch Creek Restoration Project. The Lower Bee Branch Creek Restoration Project is the
section from the 16th Street Detention Cell to the CP Railway property just south of Garfield Avenue.
On July 15, 2010, the Iowa Finance Authority notified the City that it was eligible to apply for funds from
the program for the Lower Bee Branch Creek Restoration Project and invited the City to complete an
online application.
On September 15, 2010, the I-JOBS Board of Directors awarded a total of $30 million to 23 projects in 21
Iowa counties. Of those awardees, the City of Dubuque received $3,965,500 for the Lower Bee Branch
Creek Restoration Project, one of the largest awards.
5.3.4.2 Green Project Reserve Capitalization Grants
The federal FY 2010 Appropriation Law (P.L. 111-88) included the requirement that “for fiscal year
2010, to the extent there are sufficient eligible project applications, not less than 20 percent of the funds
made available under this title to each State for Clean Water State Revolving Fund capitalization grants
and not less than 20 percent of the funds made available under this title to each State for Drinking Water
State Revolving Fund capitalization grants shall be used by the State for projects to address green
infrastructure, water or energy efficiency improvements, or other environmentally innovative activities.”
These four categories of projects are the components of the Green Project Reserve (GPR). U.S.
Environmental Protection Agency (EPA) used an inclusive approach to determine what is and is not a
“green” water project and established that creek daylighting is a Categorical (Green Infrastructure)
Project.
Because the Bee Branch Creek Restoration Project is consistent with EPA’s definition of a “green”
project, in July 2010 the City submitted an application for $14.8 million in State Revolving Fund
FINANCING DRAINAGE IMPROVEMENTS AND OPERATIONS
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Bee Branch Drainage Basin 5-2 Fall 2013
(SRF)/GPR funding. The City’s application for the Upper Bee Branch Creek Restoration Project was
approved and is included on the Iowa State Revolving Fund Program Intended Use Plans (IUP) with 30
percent loan forgiveness, or $4.43 million.
Amend 2001 DBMP Section 5.3 with new subsection 5.3.6 as follows:
5.3.6 State Revolving Fund (SRF) Loan Program
Established by the federal Clean Water Act amendments of 1987, the Clean Water State Revolving Fund
(CWSRF) Program provided a new approach to providing funding assistance for water pollution
abatement projects. The primary benefit of SRF loans is that the interest rate is predictable, if not already
known, and many times is below the market rate. It also allows for a longer repayment schedule.
Congress designed the CWSRF Program to allow states to structure their programs creatively to best
serve their needs. States are given the flexibility to offer a variety of assistance options, including low
interest loans, refinancing, purchasing or guaranteeing local debt, and purchasing bond insurance. States
also set loan terms, including interest rates (from zero percent to market rate), repayment periods, and
many other loan features. The CWSRF Program has been used to fund both the construction of
wastewater treatment facilities and nonpoint source water quality improvement/protection projects. In
1990, only 1 percent of loan agreements made were for nonpoint source projects. Since then, however, the
number of loans made for nonpoint source projects has increased substantially.
The City was able to secure CWSRF loan funds for both the West 32nd Street Detention Basin and the
Lower Bee Branch Creek Restoration Project. CWSRF loan funds also has been approved for use on the
Upper Bee Branch Creek Restoration Project.
5.5 Municipal Drainage Utilities
Amend 2001 DBMP Section 5.5 by adding text to the end of the section as follows:
In April 2002, the Dubuque City Council authorized City staff to investigate the formation and
implementation of a stormwater management utility. The objective was to determine how the City can or
should fund the construction, operation, and maintenance of the public stormwater drainage system and
the improvements outlined in the 2001 DBMP.
A 30-member Citizen Advisory Council (CAC) was appointed by the City Council. The CAC’s
responsibilities included representing various areas of constituent interest, acting as advisor, assisting in
informing the community, and developing a recommendation for the City Council. The following
organizations were represented on the CAC:
Archdiocese of Dubuque Finley Hospital
Bluff Street Neighborhood Flexsteel Industries
Clarke College Greater Dubuque Development Corporation
Community Development Block Grant
Advisory Commission
Historic Bluffs Neighborhood Association
Holy Family Schools
FINANCING DRAINAGE IMPROVEMENTS AND OPERATIONS
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Bee Branch Drainage Basin 5-3 Fall 2013
Developer’s Roundtable Impacted Citizen
Downtown Neighborhood Council Landlord Association
Dubuque Area Chamber of Commerce Long Range Planning Advisory Commission
Dubuque Area Congregations United
1st Congregational Church of Christ
Loras College
Medical Associates Clinic
Dubuque Board of Realtors Mercy Hospital
Dubuque Community Schools North End Neighborhood Association
Dubuque Homebuilders Association United Auto Workers
Dubuque Main Street Ltd. University of Dubuque
Electrical Workers Local 704 Washington Neighborhood Council
Environmental Stewardship Advisory
Commission
West Side Business Association
Between June 2002 and January 2003, the CAC held eight meetings to address the basic elements of
stormwater management, discuss future stormwater requirements, evaluate funding options, and develop
its recommendation. In addressing future stormwater requirements, the CAC considered the impact of
new federal regulations, existing maintenance requirements, and increased future maintenance needs due
to growth and aging of the City’s stormwater system.
Numerous financing options were discussed, including a stormwater management utility, the general
fund, local sales tax, Dubuque Racing Association (DRA) funds, reallocation of existing budget authority,
and various combinations of those options. The CAC ultimately recommended a combination of a
stormwater management utility, existing general fund and local sale tax contributions, and additional
DRA funds.
On December 2, 2002, a set of consensus recommendations developed by the CAC were presented to the
City Council. The CAC recommended that:
1. The City should implement a major capital improvement program (CIP) to address identified
drainage problems as soon as possible. The magnitude of the CIP should start with a target of
$24.5 million and be reviewed annually.
2. The City should fund its stormwater management program from a number of sources (all existing
funding sources), including a new stormwater utility fee.
3. The City should contribute to the stormwater management program at current funding levels and
should identify additional funds, such as federal grants, to keep the stormwater utility fee as low
as possible.
The City created a stormwater management utility on February 27, 2003. When created, the stormwater
utility fee was $1.29 per month per SFU as stormwater management activities were funded in part with
property tax and sales tax funds. The stormwater utility ordinance was amended in 2008 to become a self-
supported utility and the SFU rates were revised accordingly. The charge in 2013 is $5.60 per month per
SFU, which ranks the second highest of the more than 30 stormwater utilities in the state.
Page Left Intentionally Blank
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CARTERRD
N GRANDVIEW
J
F
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N
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D
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G
L
E
N
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K
S
T
N
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R
A
NDVIEW
DELHI ST
HWY 61/151
GARFIELD AVE
U N I V E R S I T Y A V E
E 1 6 T H S T
K A U F M A N N AVE
AV
O
C
A
S
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W 1 7 T H S T
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DR
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N
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W
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S
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K E R P E R C T
N W A R T E R I A L
N
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L
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S
T
W
I
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D
S
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R
A
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E
WALLER
S
T
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CARTER RD
CHANEYRD
S C E N I C V I E WDR
CLARKE C R E S T D R
F:\PROJECTS\Storm and Sanitary\Storm\Drainage Basin Master Plan\Maps\Bee Branch Watershed Soil Permeability.mxd
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SCALE IN FEET
Legend
Bee Branch Watershed Limits
Streets
Pervious Streets
E E Alleys
Pervious Alleys
Pervious Parking
Soil Permeability
Water
<0.06 in/hr
0.06-0.20 in/hr
0.06-2.0 in/hr
0.6-2.0 in/hr
2.0-6.0 in/hr
6.0-20.0 in/hr
Drainage Basin Master PlanCity of Dubuque, Iowa
Bee Branch Drainage BasinSoil Permeability (USDA NRCS)
Source: Dubuque Area Geographical Information System (DAGIS), dated 2009
DATE
FIGURE
2013
2-2A
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Note:Soil permeability rates from US Department of Agriculture, NaturalResources Conservation Service (NRCS), Soil Survey of DubuqueCounty Iowa, 1985.
SAUNDERSST
E 22ND S
T
CARTERRD
N G
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N
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A
NDVIEW
DELH
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6
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S C E N I C V I E WDR
CLARKE C R E S T D R
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1,000 2,0000
SCALE IN FEET
Legend
Bee Branch Watershed Limits
Flood Zone
Zone A
Zone X (Protected by Levee)
Drainage Basin Master PlanCity of Dubuque, Iowa
Bee Branch Drainage BasinFEMA Floodplain (Proposed 2009)
Source: Dubuque Area Geographical Information System (DAGIS), dated 2009
DATE
FIGURE
2013
2-6A
(
P
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o
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a
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M
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FEMA Flood Zone Descriptions
Zone A:Areas subject to a 1-percent-annual-chance of flooding or a 26% chance of flooding in a 30-yearperiod. Because detailed analyses are not performed for such areas; no depths or base floodelevations are provided within these zones.
Zone X:Area protected by levees from the 1-percent-annual-chance flood event.
SAUNDERSST
E 2 2 N D S T
CARTERRD
N GRANDVIEW
J
F
K
E
N
N
E
D
Y
R
D
HILLST
G
L
E
N
O
A
K
S
T
N
G
R
A
NDVIEW
DELHI ST
HWY 61/151
GARFIELD AVE
U N I V E R S I T Y A V E
E 1 6 T H S T
K A U F M A N N AVE
AV
O
C
A
S
T
LINCOLN AVE
W 1 7 T H S T
KA N E S T
W 5TH ST
ASBURYRD
K
E
R
P
E
R
B
L
V
D
DOCK ST
E 26 T H S T
W 3RD ST
E 2 0 T H S T
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R
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RHOMBERG AVE
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DR
A
T
L
A
N
T
I
C
S
T
E 1 4 T H S T
E 8 T H S TE 1 0 T H S T
W LOCUST ST
S P R I N G VA L L E Y R D
M
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W
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PURINADR
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FA I R WAY D R
W
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W 3 2 N D ST
E 1 2 T H S T
K E R P E R C T
N W A R T E R I A L
N
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S
T
W
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D
S
O
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A
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E
WALLER
S
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R O S E D ALEAVE
CARTER RD
CHANEYRD
S C E N I C V I E WDR
CLARKE C R E S T D R
F:\PROJECTS\Storm and Sanitary\Storm\Drainage Basin Master Plan\Maps\Bee Branch Watershed Flood Plain Properties.mxd
1,000 2,0000
SCALE IN FEET
Legend
Bee Branch Watershed Limits
Year of Building Construction (# of Structures)
1850-1860 (12)
1861-1870 (28)
1871-1880 (128)
1881-1890 (87)
1891-1900 (423)
1901-1910 (107)
1911-1920 (181)
1921-1930 (83)
1931-1940 (24)
1941-1950 (34)
1951-1960 (39)
1961-1970 (21)
1971-1980 (10)
1981-1990 (1)
1991-2000 (5)
2001-2010 (29)
2011-2013 (2)
Unknown (159)
Drainage Basin Master PlanCity of Dubuque, Iowa
Bee Branch Drainage BasinSource: Dubuque Area Geographical Information System (DAGIS), dated 2009
DATE
FIGURE
2013
2-4A
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Historic Nature of Buildings in Flood-Prone Area
1. The buildings identified are limited to those within the flood-prone area determined by FEMA in 2009.
2. Of the 1,373 buildings, 785 (57%) are greater than 100 years old.
NOTES:
(7 8 5 )
(5 8 8 )
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CARTERRD
N GRANDVIEW
J
F
K
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N
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D
HILLST
G
L
E
N
O
A
K
S
T
N
G
R
A
NDVIEW
DELHI ST
HWY 61/151
GARFIELD AVE
U N I V E R S I T Y A V E
E 1 6 T H S T
K A U F M A N N AVE
AV
O
C
A
S
T
LINCOLN AVE
W 1 7 T H S T
KA N E S T
W 5TH ST
ASBURYRD
K
E
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B
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DOCK ST
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W 3RD ST
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C L A R K E D R
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RHOMBERG AVE
L O W E L L STCRISSY
DR
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A
N
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E 1 4 T H S T
E 8 T H S TE 1 0 T H S T
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K E R P E R C T
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N
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W
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S
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A
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E
WALLER
S
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CARTER RD
CHANEYRD
S C E N I C V I E WDR
CLARKE C R E S T D R
F:\PROJECTS\Storm and Sanitary\Storm\Drainage Basin Master Plan\Maps\Bee Branch Watershed Flood Plain Businesses.mxd
1,000 2,0000
SCALE IN FEET
Legend
Bee Branch Watershed Limits
Flood Zone (FEMA 2009)
Zone A
Zone X (Protected by Levee)
ÂV Businesses in Flood-Prone Area
Drainage Basin Master PlanCity of Dubuque, Iowa
Bee Branch Drainage BasinBusinesses in Flood-Prone Area
Source: Dubuque Area Geographical Information System (DAGIS), dated 2009
DATE
FIGURE
2013
2-5A
(
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i
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e
r
FEMA Flood Zone Descriptions
Zone A:Areas subject to a 1-percent-annual-chance of flooding or a 26% chance of flooding in a 30-year period. Because detailed analyses are not performed for such areas; no depths or base flood elevations are provided within these zones.
Zone X:Area protected by levees from the 1-percent-annual-chance flood event.
SAUNDERSST
E 2 2 N D S T
CARTERRD
N GRANDVIEW
J
F
K
E
N
N
E
D
Y
R
D
HILLST
G
L
E
N
O
A
K
S
T
N
G
R
A
NDVIEW
DELHI ST
HWY 61/151
GARFIELD AVE
U N I V E R S I T Y A V E
E 1 6 T H S T
K A U F M A N N AVE
AV
O
C
A
S
T
LINCOLN AVE
W 1 7 T H S T
KA N E S T
W 5TH ST
ASBURYRD
K
E
R
P
E
R
B
L
V
D
DOCK ST
E 26 T H S T
W 3RD ST
E 2 0 T H S T
B
U
R
D
E
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T
A
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A
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T
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S
T
HAMILTON ST
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W 1 2 T H S T
J
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S
T
E 30 T H S TE 32N D ST
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RHOMBERG AVE
L O W E L L STCRISSY
DR
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S
T
E 1 4 T H S T
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M
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W
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N W A R T E R I A L
N
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CHANEYRD
S C E N I C V I E WDR
CLARKE C R E S T D R
F:\PROJECTS\Storm and Sanitary\Storm\Drainage Basin Master Plan\Maps\Bee Branch Watershed Flood Plain Limits.mxd
1,000 2,0000
SCALE IN FEET
Legend
Bee Branch Watershed Limits
Flood Zone
Zone A
Zone X (Protected by Levee)
Drainage Basin Master PlanCity of Dubuque, Iowa
Bee Branch Drainage BasinFEMA Floodplain (Proposed 2009)
Source: Dubuque Area Geographical Information System (DAGIS), dated 2009
DATE
FIGURE
2013
2-6A
(
P
e
o
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t
a
C
h
a
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n
e
l
)
M
i
s
s
i
s
s
i
p
p
i
R
i
v
e
r
FEMA Flood Zone Descriptions
Zone A:Areas subject to a 1-percent-annual-chance of flooding or a 26% chance of flooding in a 30-yearperiod. Because detailed analyses are not performed for such areas; no depths or base floodelevations are provided within these zones.
Zone X:Area protected by levees from the 1-percent-annual-chance flood event.
SAUNDERSST
E 2 2 N D S T
CARTERRD
N GRANDVIEW
J
F
K
E
N
N
E
D
Y
R
D
HILLST
G
L
E
N
O
A
K
S
T
N
G
R
A
NDVIEW
DELHI ST
HWY 61/151
GARFIELD AVE
U N I V E R S I T Y A V E
E 1 6 T H S T
K A U F M A N N AVE
AV
O
C
A
S
T
LINCOLN AVE
W 1 7 T H S T
KA N E S T
W 5TH ST
ASBURYRD
K
E
R
P
E
R
B
L
V
D
DOCK ST
E 26 T H S T
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RHOMBERG AVE
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E 8 T H S TE 1 0 T H S T
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Bee Branch Watershed Limits
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Drainage Basin Master PlanCity of Dubuque, Iowa
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Source: Dubuque Area Geographical Information System (DAGIS), dated 2009
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Zone A:Areas subject to a 1-percent-annual-chance of flooding or a 26% chance of flooding in a 30-yearperiod. Because detailed analyses are not performed for such areas, no depths or base flood elevations are provided within these zones.
Zone X:Area protected by levees from 1-percent-annual-chance of flood event.
Zone AE:Areas subject to a 1-percent-annual-chance of flooding or a 26% chance of flooding in a 30-yearperiod. Detailed analyses was performed so that base flood elevations are provided.
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F:\PROJECTS\Storm and Sanitary\Storm\Drainage Basin Master Plan\Maps\Bee Branch Watershed Sub-Areas.mxd
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APPENDIX B: COMPLETED PROJECT COST SUMMARIES
Page Left Intentionally Blank
No Description Unit Unit Cost Quantity Item Cost
1 Engineering ---------$60,000
2 Construction ---------$900,000
$960,000
Notes:
1) Engineering costs obtained from the April 12, 2001 memo requesting project acceptance from Council.
2) Construction costs obtained from the April 12, 2001 memo requesting project acceptance from Council.
No Description Unit Unit Cost Quantity Item Cost
1 Engineering ---------$8,000
2 Construction ---------$120,000
$128,000
1.52
$190,000
Notes:
2) Construction costs obtained from the April 12, 2001 memo requesting project acceptance from Council.
Table B-1A - Final Construction Cost
Bee Branch Storm Sewer Trunkline Improvements:
Burden Street Improvements
TOTAL
Table B-1B - Final Construction Cost
4) Construction costs are rounded to the nearest ten thousand.
3) Escalation factors are based upon the Engineering News Record (ENR) Construction Cost Index (CCI). The
escalation factors are a ratio of the CCI for June 2013 against the CCI from April 2001.
SUBTOTAL INFLATION FACTOR
GRAND TOTAL
Bee Branch Storm Sewer Trunkline Improvements:
Burden Street Storm Sewer Improvements
TOTAL
1) Total engineering cost was estimated to be the total engineering cost multiplied by the fraction calculated by
dividing the storm sewer portion of the construction cost by the total construction cost.
No Description Unit Unit Cost Quantity Item Cost
1 Engineering ---------$9,000
2 Construction ---------$270,000
$279,000
1.43
$400,000
Notes:
1) Engineering costs obtained from the July 2, 2003 memo requesting project acceptance from Council.
2) Construction costs obtained from the July 2, 2003 memo requesting project acceptance from Council.
Table B-2 - Final Construction Cost
Bee Branch Storm Sewer Trunkline Improvements:
Locust Street Improvements
TOTAL
3) Escalation factors are based upon the Engineering News Record (ENR) Construction Cost Index (CCI). The
escalation factors are a ratio of the CCI for June 2013 against the CCI from July 2003.
SUBTOTAL INFLATION FACTOR
GRAND TOTAL
No Description Unit Unit Cost Quantity Item Cost
1 Engineering ---------$190,000
2 Property Acquisition ---------$140,000
3 Construction ---------$690,000
4 Early Completion Bonus ---------$60,000
$1,080,000
1.30
$1,410,000
Notes:
Table B-3 - Final Construction Cost
Bee Branch Storm Sewer Trunkline Improvements:
Carter Road Detention Cell
SUBTOTAL
SUBTOTAL INFLATION FACTOR
1) Engineering costs obtained from the November 29, 2004 memo requesting project acceptance from Council.
2) Property acquisition costs obtained from the November 29, 2004 memo requesting project acceptance from
Council.
3) Construction costs obtained from the November 29, 2004 memo requesting project acceptance from Council.
GRAND TOTAL
4) Escalation factors are based upon the Engineering News Record (ENR) Construction Cost Index (CCI). The
escalation factors are a ratio of the CCI for June 2013 against the CCI from November 2004.
No Description Unit Unit Cost Quantity Item Cost
1 Engineering ---------$9,000
2 Construction ---------$170,000
$179,000
1.11
$200,000
Notes:
1) Engineering costs obtained from the November 10, 2008 memo requesting project acceptance from Council.
2) Construction costs obtained from the November 10, 2008 memo requesting project acceptance from Council.
Table B-4 - Final Construction Cost
Bee Branch Storm Sewer Trunkline Improvements:
Windsor Street Relief Storm Sewer Project
TOTAL
3) Escalation factors are based upon the Engineering News Record (ENR) Construction Cost Index (CCI). The
escalation factors are a ratio of the CCI for June 2013 against the CCI from November 2008.
SUBTOTAL INFLATION FACTOR
GRAND TOTAL
No Description Unit Unit Cost Quantity Item Cost
1 Engineering ---------$300,000
2 Property Acquisition ---------$2,150,000
3 Construction ---------$1,710,000
$4,160,000
1.10
$4,590,000
Notes:
Table B-5 - Final Construction Cost
Bee Branch Storm Sewer Trunkline Improvements:
West 32nd Street Detention Cell
TOTAL
SUBTOTAL INFLATION FACTOR
1) Engineering costs obtained from the December 1, 2009 memo requesting project acceptance from Council.
2) Property acquisition costs obtained from the December 1, 2009 memo requesting project acceptance from
Council.
3) Construction costs obtained from the December 1, 2009 memo requesting project acceptance from Council.
GRAND TOTAL
4) Escalation factors are based upon the Engineering News Record (ENR) Construction Cost Index (CCI). The
escalation factors are a ratio of the CCI for June 2013 against the CCI from December 2009.
No Description Unit Unit Cost Quantity Item Cost
1 Engineering ---------$152,000
2 Property Acquisition ---------$25,000
3 Construction ---------$720,000
$897,000
1.09
$980,000
Notes:
1) Engineering costs obtained from the October 22, 2010 memo requesting project acceptance from Council.
2) Property acquisition costs obtained from the October 22, 2010 memo requesting project acceptance from
Council.
3) Construction costs obtained from the October 22, 2010 memo requesting project acceptance from Council.
4) Escalation factors are based upon the Engineering News Record (ENR) Construction Cost Index (CCI). The
escalation factors are a ratio of the CCI for June 2013 against the CCI from October 2010.
GRAND TOTAL
Table B-6 - Final Construction Cost
North Fork Catfish Creek Drainage Basin Improvements:
North Fork Catfish Creek Stormwater and Sanitary Improvements - Phase I
TOTAL
SUBTOTAL INFLATION FACTOR
No Description Unit Unit Cost Quantity Item Cost
1 Engineering ---------$158,000
2 Property Acquisition ---------$6,000
3 Construction ---------$1,052,000
$1,216,000
1.09
$1,320,000
Notes:
1) Engineering costs obtained from the October 22, 2010 memo requesting project acceptance from Council.
2) Property acquisition costs obtained from the October 22, 2010 memo requesting project acceptance from
Council.
3) Construction costs obtained from the October 22, 2010 memo requesting project acceptance from Council.
4) Escalation factors are based upon the Engineering News Record (ENR) Construction Cost Index (CCI). The
escalation factors are a ratio of the CCI for June 2013 against the CCI from October 2010.
GRAND TOTAL
Table B-7 - Final Construction Cost
North Fork Catfish Creek Drainage Basin Improvements:
North Fork Catfish Creek Stormwater and Sanitary Improvements - Phase II
TOTAL
SUBTOTAL INFLATION FACTOR
No Description Unit Unit Cost Quantity Item Cost
1 Engineering ---------$204,000
2 Property Acquisition ---------$17,000
3 Construction ---------$1,626,000
$1,847,000
1.09
$2,010,000
Notes:
1) Engineering costs obtained from the October 22, 2010 memo requesting project acceptance from Council.
2) Property acquisition costs obtained from the October 22, 2010 memo requesting project acceptance from
Council.
3) Construction costs obtained from the October 22, 2010 memo requesting project acceptance from Council.
4) Escalation factors are based upon the Engineering News Record (ENR) Construction Cost Index (CCI). The
escalation factors are a ratio of the CCI for June 2013 against the CCI from October 2010.
GRAND TOTAL
Table B-8 - Final Construction Cost
North Fork Catfish Creek Drainage Basin Improvements:
North Fork Catfish Creek Stormwater and Sanitary Improvements - Phase III
TOTAL
SUBTOTAL INFLATION FACTOR
No Description Unit Unit Cost Quantity Item Cost
1 Engineering ---------$0
2 Property Acquisition ---------$0
3 Construction ---------$201,000
$201,000
1.09
$220,000
Notes:
1) Construction costs obtained from Deron Muehring on July 24, 2013.
2) Escalation factors are based upon the Engineering News Record (ENR) Construction Cost Index (CCI). The
escalation factors are a ratio of the CCI for June 2013 against the CCI from October 2010.
Table B-9 - Final Construction Cost
North Fork Catfish Creek Drainage Basin Improvements:
Northwest Arterial Detention Basin Improvements
TOTAL
SUBTOTAL INFLATION FACTOR
GRAND TOTAL
No Description Unit Unit Cost Quantity Item Cost
1 Engineering ---------$0
2 Property Acquisition ---------$0
3 Construction ---------$71,000
$71,000
1.09
$80,000
Notes:
1) Construction costs obtained from Deron Muehring on July 24, 2013.
2) Escalation factors are based upon the Engineering News Record (ENR) Construction Cost Index (CCI). The
escalation factors are a ratio of the CCI for June 2013 against the CCI from October 2010.
Table B-10 - Final Construction Cost
North Fork Catfish Creek Drainage Basin Improvements:
Pennsylvania Avenue Concrete Wall
TOTAL
SUBTOTAL INFLATION FACTOR
GRAND TOTAL
No Description Unit Unit Cost Quantity Item Cost
1 Engineering ---------$1,390,000
2 Property Acquisition ---------$2,620,000
3 Construction ---------$11,240,000
$15,250,000
1.05
$15,960,000
Notes:
1) Engineering costs obtained from the August 10, 2010 memo requesting award approval from Council.
2) Property acquisition costs obtained from Bee Branch IJobs grant application.
3) Construction costs obtained from the September 10, 2011 pay request from Tschiggfrie Excavating.
GRAND TOTAL
4) Escalation factors are based upon the Engineering News Record (ENR) Construction Cost Index (CCI). The
escalation factors are a ratio of the CCI for June 2013 against the CCI from September 2011.
Table B-11 - Final Construction Cost
Bee Branch Storm Sewer Trunkline Improvements:
Lower Bee Branch Channel
TOTAL
SUBTOTAL INFLATION FACTOR
No Description Unit Unit Cost Quantity Item Cost
1 Engineering ---------$610,000
2 Construction ---------$6,690,000
3 Unused Materials ---------$120,000
4 Construction Inspection ---------$440,000
5 Testing, Environmental, Audits ---------$120,000
$7,980,000
1.04
$8,300,000
Notes:
Table B-12 - Final Construction Cost
Bee Branch Storm Sewer Trunkline Improvements:
Historic Millworks Complete Streets Project
TOTAL
6) Escalation factors are based upon the Engineering News Record (ENR) Construction Cost Index (CCI). The
escalation factors are a ratio of the CCI for June 2013 against the CCI from January 2012.
SUBTOTAL INFLATION FACTOR
GRAND TOTAL
1) Engineering costs obtained from the January 24, 2012 memo requesting project acceptance from Council.
2) Construction costs obtained from the January 24, 2012 memo requesting project acceptance from Council.
3) Unused materials costs obtained from the January 24, 2012 memo requesting project acceptance from
Council.
4) Construction inspection costs obtained from the January 24, 2012 memo requesting project acceptance from
Council.
5) Testing, environmental and audit costs obtained from the January 24, 2012 memo requesting project
acceptance from Council.
APPENDIX C: PROPOSED PROJECT OPINIONS OF PROBABLE
CONSTRUCTION COST
Page Left Intentionally Blank
No Description Item Cost
1 Construction $1,650,000
2 Design & Engineering $250,000
3 Contingency $250,000
SUBTOTAL $2,150,000
SUBTOTAL INFLATION FACTOR 1.03
GRAND TOTAL $2,210,000
Notes:
4) Construction cost has been rounded to the nearest ten thousand.
3) Escalation factors are based upon the Engineering News Record (ENR) Construction Cost Index
(CCI). The escalation factors are a ratio of the CCI for June 2013 against the CCI from March 2012.
Table C-1- Preliminary Opinion of Probable Construction Cost
Bee Branch Watershed Improvements:
16th Street Detention Basin Flood Gates
1) Construction cost was obtained from a combination of the CIP report for FY 2014 through FY
2018 and the November 2008 Strand Technical Memo No. 1.
2) Engineering cost was estimated to be 15% of the construction cost.
No Description Item Cost
1 Construction $34,000
2 Design & Engineering $6,000
3 Contingency $4,000
SUBTOTAL $44,000
SUBTOTAL INFLATION FACTOR 1.02
GRAND TOTAL $45,000
Notes:
3) Contingency cost was obtained from the August 20, 2012 Kaufmann-Valeria Flood
Reduction Analysis memo.
4) Escalation factors are based upon the Engineering News Record (ENR) Construction
Cost Index (CCI). The escalation factors are a ratio of the CCI for June 2013 against the
CCI from August 2012.
Table C-2- Preliminary Opinion of Probable Construction Cost
Bee Branch Watershed Improvements:
Valeria Street Project
1) Construction cost was obtained from the August 20, 2012 Kaufmann-Valeria Flood
Reduction Analysis memo.
2) Engineering cost was obtained from the August 20, 2012 Kaufmann-Valeria Flood
Reduction Analysis memo.
No Description Item Cost
1 Construction $39,100,000
2 Design & Engineering $5,900,000
3 Contingency $2,000,000
4 Property Acquisitions $11,900,000
SUBTOTAL $58,900,000
SUBTOTAL INFLATION FACTOR 1.00
GRAND TOTAL $58,900,000
Notes:
5) Escalation factors are based upon the Engineering News Record (ENR) Construction Cost Index
(CCI). The escalation factors are a ratio of the CCI for June 2013 against the CCI from April 2013.
2) Engineering cost was estimated to be 15% of the construction cost.
3) Contingency was estimated to be 5% of the construction cost.
4) Land acquisition cost estimates from Office of the City Engineer. Costs include acquisition,
relocation benefits, and site clearing (structure removal).
Table C-3- Preliminary Opinion of Probable Construction Cost
Bee Branch Watershed Improvements:
Upper Bee Branch Channel Restoration
1) Construction cost for the open channel was obtained from the 2013 cost estimate provided by the
design engineer of record (Strand & Associates).
No Description Item Cost
1 Construction $930,000
2 Design & Engineering $60,000
SUBTOTAL $990,000
SUBTOTAL INFLATION FACTOR 1.03
GRAND TOTAL $1,020,000
Notes:
1) Construction cost was obtained from the CIP report for FY 2013 through FY 2017.
2) Engineering cost was obtained from the CIP report for FY 2013 through FY 2017.
Table C-4- Preliminary Opinion of Probable Construction Cost
Bee Branch Watershed Improvements:
North End Storm Sewer Improvements
3) Escalation factors are based upon the Engineering News Record (ENR) Construction Cost
Index (CCI). The escalation factors are a ratio of the CCI for June 2013 against the CCI from
March 2012.
4) Construction cost has been rounded to the nearest ten thousand.
No Description Item Cost
1 Construction $2,610,000
2 Design & Engineering $260,000
3 Contingency $260,000
4 Property/ROW Acquisition $10,000
SUBTOTAL $3,140,000
SUBTOTAL INFLATION FACTOR 1.03
GRAND TOTAL $3,230,000
Notes:
1) Construction cost was obtained from the City.
2) Engineering cost was obtained from the CIP report for FY 2013 through FY 2017.
Table C-5- Preliminary Opinion of Probable Construction Cost
Bee Branch Watershed Improvements:
22nd Street Storm Sewer
3) Escalation factors are based upon the Engineering News Record (ENR) Construction Cost Index
(CCI). The escalation factors are a ratio of the CCI for June 2013 against the CCI from March 2012.
4) Construction cost has been rounded to the nearest ten thousand.
No Description Item Cost
1 Construction $5,640,000
2 Design & Engineering $560,000
3 Contingency $560,000
4 Property/ROW Acquisition $15,000
SUBTOTAL $6,775,000
SUBTOTAL INFLATION FACTOR 1.00
GRAND TOTAL $6,780,000
Notes:
1) Costs obtained from the Office of the City Engineer.
3) Construction cost has been rounded to the nearest ten thousand.
Table C-6- Preliminary Opinion of Probable Construction Cost
Bee Branch Watershed Improvements:
17th Street Storm Sewer
2) Escalation factors are based upon the Engineering News Record (ENR) Construction Cost
Index (CCI). The escalation factors are a ratio of the CCI for June 2013 against the CCI from
March 2012.
No Description Item Cost
1 Construction $37,260,000
2 Design & Engineering $3,730,000
3 Contingency $1,860,000
SUBTOTAL $42,850,000
SUBTOTAL INFLATION FACTOR 1.01
GRAND TOTAL $43,300,000
Notes:
Table C-7- Preliminary Opinion of Probable Construction Cost
Bee Branch Watershed Improvements:
Impervious Area Reduction
1) Construction cost based on February 12, 2013 letter from the City to the Iowa Department of Natural
Resources and historic costs to construct pervious alleys.
3) Escalation factors are based upon the Engineering News Record (ENR) Construction Cost Index (CCI).
The escalation factors are a ratio of the CCI for June 2013 against the CCI from February 2013.
2) Construction cost estimate to reconstruct the 237 impervious alleys in the Bee Branch watershed with
pervious pavement systems.
No Description Unit Unit Cost Quantity Item Cost
1 Construction LS 7%1 $2,100,000
2 Design & Engineering LS 2%1 $530,000
3 Contingency LS $10,500 1 $530,000
4 Property/ROW Acquisitions AC $6,300 0.5 $210,000
$3,370,000
1.00
$3,370,000
Notes:
2) Construction cost has been rounded to the nearest ten thousand.
Table C-8- Preliminary Opinion of Probable Construction Cost
Dubuque Drainage Basin Master Plan Amendment:
Water Treatment Plant Floodproofing
SUBTOTAL
1) Escalation factors are based upon the Engineering News Record (ENR) Construction Cost Index (CCI). The escalation factors are a ratio of the
CCI for June 2013 against the CCI from June 2013. Since there is no difference in month and year, there is no inflation for this project.
SUBTOTAL INFLATION FACTOR
GRAND TOTAL
APPENDIX D: IMPERVIOUS SURFACE REDUCTION ALLEY
RECONSTRUCTION PHASING
Page Left Intentionally Blank
APPENDIX D: IMPERVIOUS SURFACE REDUCTION ALLEY
RECONSTRUCTION PHASING
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Appendix D D-1 Fall 2013
Table D-1
Impervious Surface Reduction – Proposed Alley Reconstruction
Year 1 (Calendar Year 2013)
Parallel Bounding Streets
Beginning Point of
Alley
Reconstruction
End Point of Alley
Reconstruction
Approximate
Pervious
Pavement
Square
Footage (SF)
Lincoln Ave and Providence St 605 Lincoln Ave Windsor Ave 2,640
E 22nd St and Regent St Prince St Queen St 4,480
Prince St and Queen St 2240 Prince St Regent St 4,480
Prince St and Queen St Regent St E 24th St 4,320
Queen St and Windsor Ave Regent St E 24th St 3,200
Windsor Ave and Stafford St Merz St Ries St 8,240
Burden St and Balke St Link St Strauss St 5,280
Burden St and Balke St Strauss St Lawther St 4,400
Burden St and Balke St Lawther St Goethe St 4,400
Burden St and Balke St Goethe St Groveland Pl 7,040
Merz St and Ries St Pleasant St Windsor Ave 3,200
Edison St and Merz St Stafford St Windsor Ave 2,560
Maple St and Cedar St E 14th St E 15th St 4,560
Central Ave and White St E 24th St E 25th St 6,960
White St and Jackson St E 24th St E 25th St 3,200
W Locust St and Almond St Ellis St Foye St 15,120
Rhomberg Ave and Lincoln Ave Johnson St Windsor Ave 6,080
Rhomberg Ave and Lincoln Ave Windsor Ave Stafford St 6,240
Rhomberg Ave and Lincoln Ave Stafford St Humboldt St 6,320
Rhomberg Ave and Lincoln Ave Humboldt St Schiller St 6,000
Rhomberg Ave and Lincoln Ave Schiller St Farley St 5,520
Rhomberg Ave and Lincoln Ave Farley St Fengler St 4,800
Rhomberg Ave and Lincoln Ave Fengler St Ann St 6,640
Rhomberg Ave and Lincoln Ave Ann St Dock St 5,840
Rhomberg Ave and Lincoln Ave Dock St Marshall St 5,920
Garfield Ave and Rhomberg Ave Marshall St Decatur St 5,920
Garfield Ave and Rhomberg Ave Decatur St Hamilton St 7,040
Total (SF): 150,400
Note:
1. Information on proposed alley projects was obtained from the February 12, 2013, letter from the City of Dubuque to the Iowa
Department of Natural Resources, responding to comments with regard to the proposed pervious pavement reconstruction.
APPENDIX D: IMPERVIOUS SURFACE REDUCTION ALLEY
RECONSTRUCTION PHASING
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Appendix D D-2 Fall 2013
Table D-2
Impervious Surface Reduction – Proposed Alley Reconstruction
Year 2 (Calendar Year 2014)
Parallel Bounding Streets
Beginning Point of
Alley
Reconstruction
End Point of Alley
Reconstruction
Approximate
Pervious
Pavement
Square
Footage (SF)
Francis St and Valeria St Kaufmann Ave W 23rd St 7,920
Kaufmann Ave and W 23rd St Francis St Valeria St 2,640
Lowell St and Clarke Dr Paul St Foye St 8,080
Lowell St and Clarke Dr Foye St Schroeder St 4,160
Schroeder St and Harold St Clarke Dr Lowell St 6,480
W 17th St and Angella St Cox St Catherine St 11,680
W 11th St and Chestnut St Prairie St Walnut St 3,600
Mt. Pleasant St and Wood St Loras Blvd Park St 15,200
Adair St and N Grandview Ave Loras Blvd Fillmore St 4,400
Adair St and N Grandview Ave Fillmore St Decorah St 4,320
Adair St and N Grandview Ave Decorah St Delaware St 6,320
N Grandview Ave and Atlantic St Custer St Loras Blvd 6,960
N Grandview Ave and Atlantic St Loras Blvd Fillmore St 4,400
N Grandview Ave and Atlantic St Fillmore St Decorah St 4,320
N Grandview Ave and Atlantic St Decorah St Delaware St 4,320
Green St and N Grandview Ave Avoca St N Algona St 4,960
University Ave and Delhi St University Ave N Grandview Ave 6,400
Ventura Dr and Broadway St Pleasant View Dr Putnam St 10,880
Fulton St and Kane St King St Monroe St 8,000
Ashton Pl and Avoca St Decorah St Delaware St 4,320
Asbury Rd and Finley St Poplar St Bunker Hill Rd 7,120
Jackson St and Washington St E 25th St E 26th St 13,920
Total (SF): 150,400
Note:
1. Information on proposed alley projects was obtained from the February 12, 2013, letter from the City of Dubuque to the Iowa
Department of Natural Resources, responding to comments with regard to the proposed pervious pavement reconstruction.
APPENDIX D: IMPERVIOUS SURFACE REDUCTION ALLEY
RECONSTRUCTION PHASING
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Appendix D D-3 Fall 2013
Table D-3
Impervious Surface Reduction – Proposed Alley Reconstruction
Year 3 (Calendar Year 2015)
Parallel Bounding Streets
Beginning Point of
Alley
Reconstruction
End Point of Alley
Reconstruction
Approximate
Pervious
Pavement
Square
Footage (SF)
Green St and Rosedale Ave Avoca St Asbury Rd 10,160
Rhomberg Ave and Lincoln Ave Kniest St Johnson St 7,200
Garfield Ave and Rhomberg Ave Kniest St Johnson St 7,200
Dorgan Pl W 17th St Ellis St 13,000
White St and Jackson St E 16th St E 17th St 4,480
White St and Jackson St E 18th St E 19th St 4,480
White St and Jackson St E 19th St E 20th St 3,600
White St and Jackson St E 20th St E 21st St 6,080
White St and Jackson St E 21st St E 22nd St 7,360
Washington St and Elm St E 27th St E 28th St 9,920
Iowa St and Central Ave W 10th St W 11th St 4,320
Iowa St and Central Ave W 11th St W 12th St 4,480
Washington St and Elm St E 22nd St E 24th St 12,960
Washington St and Elm St E 24th St E 25th St 9,600
Central Ave and White St E 9th St E 10th St 4,240
Central Ave and White St E 10th St E 11th St 4,240
White St and Jackson St E 10th St E 11th St 4,240
White St and Jackson St E 13th St E 14th St 4,480
White St and Jackson St E 14th St E 15th St 4,480
Jackson St and Washington St E 12th St E 13th St 4,560
Jackson St and Washington St E 13th St E 14th St 4,480
Jackson St and Washington St E 14th St E 15th St 4,480
Jackson St and Washington St E 15th St E 16th St 4,560
Washington St and Elm St E 11th St E 12th St 4,560
Total (SF): 149,160
Note:
1. Information on proposed alley projects was obtained from the February 12, 2013, letter from the City of Dubuque to the Iowa
Department of Natural Resources, responding to comments with regard to the proposed pervious pavement reconstruction.
APPENDIX D: IMPERVIOUS SURFACE REDUCTION ALLEY
RECONSTRUCTION PHASING
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Appendix D D-4 Fall 2013
Table D-4
Impervious Surface Reduction – Proposed Alley Reconstruction
Year 4 and Beyond (Calendar Year 2016 and Beyond)
Parallel Bounding Streets Beginning Point of
Alley Reconstruction
End Point of Alley
Reconstruction
Approximate
Pervious
Pavement
Square
Footage (SF)
Adair St and Wood St Fillmore St Loras Blvd 6,400
Alta Pl and N Algona St Fillmore St Loras Blvd 4,400
Alta Pl and N Algona St Decorah St Fillmore St 4,320
Alta Pl and N Algona St Delaware St Decorah St 4,320
Alta Pl and N Algona St Green St Delaware St 5,440
Alta Vista St and Belmont St Loras Blvd Rose St 7,840
Alta Vista St and Center Pl Rose St University Ave 11,520
Asbury Rd and St Ambrose St Rosedale Ave Asbury Rd 3,040
Ashton Pl and Alta Pl Delaware St Decorah St 4,400
Atlantic St and N Grandview Ave Dexster St Delaware St 4,320
Auburn St and Atlantic St Fillmore St Loras Blvd 4,400
Auburn St and Atlantic St Decorah St Fillmore St 4,400
Auburn St and Atlantic St Delaware St Decorah St 4,400
Auburn St and Atlantic St Dexster St Delaware St 4,320
Auburn St and Atlantic St N Grandview Ave Dexter St 2,400
Belmont St and Cummins St Loras Blvd Rose St 8,320
Bluff St and Locust St W 10th St W 9th St 4,240
Bluff St and Locust St W 10th St North 2,080
Broadway St and Traut Terr Diagonal St Broadway St 6,160
Brunswick St and Balke St Strauss St Link St 3,600
Brunswick St and Balke St Lawther St South 2,960
Burden St and Argyle St Goethe St Lawther St 4,320
Burden St and Argyle St Groveland Pl Goethe St 3,760
Burden St and Hedley Ct Lawther St Strauss St 4,320
Caledonia Pl and Hill St Hill St north 4,000
Total (SF): 119,680
Note:
1. Information obtained from Dubuque Area Geographical Information System (DAGIS).
APPENDIX D: IMPERVIOUS SURFACE REDUCTION ALLEY
RECONSTRUCTION PHASING
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Appendix D D-5 Fall 2013
Table D-4
Impervious Surface Reduction – Proposed Alley Reconstruction
Year 4 and Beyond (Calendar Year 2016 and Beyond)
Parallel Bounding Streets Beginning Point of
Alley Reconstruction
End Point of Alley
Reconstruction
Approximate
Pervious
Pavement
Square
Footage (SF)
Center Pl and Race St Rose St W 11th St 4,960
Center Pl and Race St Rose St W 11th St 5,440
Center Pl and Wilson St W 11th St University Ave 5,760
Central Ave and White St E 8th St E 7th St 4,480
Central Ave and White St E 15th St E 14th St 4,480
Central Ave and White St E 16th St E 15th St 4,480
Central Ave and White St E 16th St E 17th St 4,480
Central Ave and White St E 18th St E 17th St 4,480
Clarke Dr and Rosedale Ave St Ambrose St N Grandview Ave 10,000
Cottage Pl and Lowell St Woodworth St East 5,280
Cottage Pl and Lowell St Abbott St Woodworth St 5,760
Cox St and Walnut St Cox St Chestnut St 6,080
Custer St and University Ave Auburn St Atlantic St 6,720
Custer St and University Ave N Algona St Auburn St 3,360
Davenport St and Lemon St Stoltz St South 2,080
Davenport St and Lemon St Saunders St Stoltz St 3,200
Davenport St and Lemon St Saunders St South 3,040
Davis St and Euclid St Sheridan Rd East 7,840
Diamond St and Milwaukee St Central Ave Jackson St 6,320
Edina St and Vernon St Glen Oak St Alta Vista St 4,000
Edith St and O’Neill St Burden St Sheridan St 8,960
Elm St and Pine St E 12th St E 13th St 4,560
Elm St and Pine St E 13th St E 14th St 4,480
Elm St and Pine St E 18th St E 17th St 4,320
Euclid St and Harlan St Sheridan Rd EAST 7,840
Total (SF): 132,400
Note:
1. Information obtained from Dubuque Area Geographical Information System (DAGIS).
APPENDIX D: IMPERVIOUS SURFACE REDUCTION ALLEY
RECONSTRUCTION PHASING
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Appendix D D-6 Fall 2013
Table D-4
Impervious Surface Reduction – Proposed Alley Reconstruction
Year 4 and Beyond (Calendar Year 2016 and Beyond)
Parallel Bounding Streets Beginning Point of
Alley Reconstruction
End Point of Alley
Reconstruction
Approximate
Pervious
Pavement
Square
Footage (SF)
Francis St and Central Ave W 23rd St Kaufmann Ave 8,320
Glen Oak St and Alta Vista St Edina St Vernon St 5,200
Glen Oak St and Alta Vista St Edina St north 7,840
Goethe St and Lawther St Sheridan Rd east 7,520
Green St and Cherry St Asbury Rd Avoca St 7,040
Harlan St and Goethe St Sheridan Rd east 7,600
Hill St and W 3rd St Hill St W 3rd St 10,080
Iowa St and Central Ave W 15th St Loras Blvd 4,480
Iowa St and Central Ave W 16th St W 15th St 4,480
Iowa St and Central Ave W 16th St W 17th St 4,480
Jackson St and Washington St E 20th St E 19th St 3,600
Jackson St and Washington St E 21ST St E 20th St 6,560
Jackson St and Washington St E 22nd St E 21ST St 7,200
Jackson St and Washington St E 24th St E 22nd St 15,680
Jackson St and Washington St E 27th St E 26th St 9,920
Jackson St and Washington St E 28th St E 27th St 10,000
Jackson St and Washington St E 29th St E 28th St 9,920
Jackson St and Washington St E 30th St E 29th St 9,920
Jackson St and Washington St E 16th St E 17th St 4,480
Jackson St and Washington St E 19th St E 18th St 5,200
Jackson St and Washington St E 18th St E 17th St 4,480
Kane St and Kaufmann Ave Kaufmann Ave Kaufmann Ave 8,640
Kane St and Muscatine St Putnam St Muscatine St 7,360
Lemon St and Central Ave W 32nd St W 30th St 14,400
Lincoln Ave and Rhomberg Ave Hamilton St Decatur St 6,880
Total (SF): 191,280
Note:
1. Information obtained from Dubuque Area Geographical Information System (DAGIS).
APPENDIX D: IMPERVIOUS SURFACE REDUCTION ALLEY
RECONSTRUCTION PHASING
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Appendix D D-7 Fall 2013
Table D-4
Impervious Surface Reduction – Proposed Alley Reconstruction
Year 4 and Beyond (Calendar Year 2016 and Beyond)
Parallel Bounding Streets Beginning Point of
Alley Reconstruction
End Point of Alley
Reconstruction
Approximate
Pervious
Pavement
Square
Footage (SF)
Lincoln Ave and Rhomberg Ave Decatur St Marshall St 5,840
Locust St and Main St W 9th St W 8th St 4,240
Locust St and Main St W 10th St W 9th St 4,480
Locust St and Main St W 11th St W 10th St 4,480
Locust St and Main St W 12th St W 11th St 4,400
Locust St and Main St W 13th St W 12th St 4,480
Locust St and Main St Loras Blvd W 13th St 4,480
Locust St and Main St W 15th St Loras Blvd 4,480
Locust St and Main St E 16th St E 15th St 4,480
Loras Blvd and Arlington St Prairie St Dell St 10,400
Main St and Iowa St W 9th St W 8th St 3,520
Main St and Iowa St W 10th St W 9th St 4,480
Main St and Iowa St W 11th St W 10th St 4,480
Main St and Iowa St W 12th St W 11th St 4,480
Main St and Iowa St W 13th St W 12th St 4,480
Main St and Iowa St Loras Blvd W 13th St 4,480
Main St and Iowa St W 15th St Loras Blvd 4,480
Merz St and Edison St Merz St south 10,880
Milwaukee St and E 32nd St Central Ave Jackson St 6,320
Mt Pleasant St and Glen Oak St Loras Blvd south 3,840
Muscatine St and Davenport St Sabula St W 28th St 4,320
Muscatine St and Davenport St Primrose St Sabula St 5,280
Muscatine St and Davenport St National St Primrose St 5,120
Muscatine St and Davenport St Stoltz St National St 4,160
Muscatine St and Broadway St Putnam St Gay St 6,800
Total (SF): 132,400
Note:
1. Information obtained from Dubuque Area Geographical Information System (DAGIS).
APPENDIX D: IMPERVIOUS SURFACE REDUCTION ALLEY
RECONSTRUCTION PHASING
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Appendix D D-8 Fall 2013
Table D-4
Impervious Surface Reduction – Proposed Alley Reconstruction
Year 4 and Beyond (Calendar Year 2016 and Beyond)
Parallel Bounding Streets Beginning Point of
Alley Reconstruction
End Point of Alley
Reconstruction
Approximate
Pervious
Pavement
Square
Footage (SF)
N Algona St and Auburn St Fillmore St Loras Blvd 4,400
N Algona St and Auburn St Decorah St Fillmore St 4,320
N Algona St and Auburn St Delaware St Decorah St 4,320
N Algona St and Auburn St Dexster St Delaware St 4,320
N Algona St and Auburn St N Grandview Ave Dexter St 3,760
N Booth St and Alta Vista St Loras Blvd Martha St 5,920
Nevada St and Alpine St University Ave South 9,920
O’Neill St and Groveland Pl Burden St Sheridan St 9,040
O’Neill St and Groveland Pl Brunswick St Burden St 11,840
Park St and VERNON St Glen Oak St Vernon St 5,760
Pine St and Maple St E 15th St E 14th St 4,560
Pine St and Maple St E 16th St E 15th St 4,480
Pleasant St and Merz St Viola St Merz St 8,240
Providence St and Lincoln Ave Stafford St Windsor Ave 6,160
Putnam St and Muscatine St Primrose St Sabula St 5,280
Putnam St and Muscatine St National St Primrose St 5,120
Putnam St and Muscatine St Stoltz St National St 4,000
Queen St and Windsor Ave Edward St E 24th St 8,960
Queen St and Windsor Ave Henry St Edward St 4,000
Queen St and Windsor Ave Pfotzer St Henry St 4,400
Queen St and Windsor Ave Sutter St Pfotzer St 4,400
Queen St and Windsor Ave Clinton St Sutter St 8,480
Queen St and Windsor Ave Queen St Clinton St 4,480
Race St and Walnut St Rose St W 11th St 4,880
Regent St and E 22nd St Stafford St Windsor Ave 5,440
Total (SF): 146,480
Note:
1. Information obtained from Dubuque Area Geographical Information System (DAGIS).
APPENDIX D: IMPERVIOUS SURFACE REDUCTION ALLEY
RECONSTRUCTION PHASING
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Appendix D D-9 Fall 2013
Table D-4
Impervious Surface Reduction – Proposed Alley Reconstruction
Year 4 and Beyond (Calendar Year 2016 and Beyond)
Parallel Bounding Streets Beginning Point of
Alley Reconstruction
End Point of Alley
Reconstruction
Approximate
Pervious
Pavement
Square
Footage (SF)
Rhomberg Ave and Garfield Ave Windsor Ave Johnson St 6,160
Rhomberg Ave and Garfield Ave Stafford St Windsor Ave 6,400
Rhomberg Ave and Garfield Ave Humbodt St Stafford St 6,400
Rhomberg Ave and Garfield Ave Schiller St Humboldt St 6,160
Rhomberg Ave and Garfield Ave Farley St Schiller St 5,600
Rhomberg Ave and Garfield Ave Dock St Ann St 6,080
Rhomberg Ave and Garfield Ave Ann St Fengler St 6,880
Rhomberg Ave and Garfield Ave Fengler St Farley St 4,960
Rose St and W 11th St Center Pl Race St 2,640
Ruby St and Diamond St Central Ave Jackson St 6,240
St Ambrose St and Avoca St Rosedale Ave south 5,280
Sheridan Rd and Windsor Ave Goethe St south 2,080
Sheridan Rd and Windsor Ave Harlan St Goethe St 4,000
Sheridan Rd and Windsor Ave Euclid St Harlan St 4,000
Sheridan Rd and Windsor Ave Davis St Euclid St 4,000
Stafford St and Althauser St Merz St Edison St 5,760
Strauss St and Burden St Burden St Windsor Ave 8,320
University Ave and Oxford St Alta Vista St Yale Ct 7,840
University Ave and W 5th St Nevada St Alpine St 4,320
University Ave and W 8th St Wilson St east 3,920
Vernon St and Loras Blvd Vernon St Glen Oak St 5,760
W 11th St and Jefferson St Spruce St Olive St 5,760
W 11th St and Jefferson St Walnut St Spruce St 5,760
W 16th St and W 15th St Cornell St east 2,480
W 5th St and W 3RD St Melrose Terr Winona St 4,720
Total (SF): 131,520
Note:
1. Information obtained from Dubuque Area Geographical Information System (DAGIS).
APPENDIX D: IMPERVIOUS SURFACE REDUCTION ALLEY
RECONSTRUCTION PHASING
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Appendix D D-10 Fall 2013
Table D-4
Impervious Surface Reduction – Proposed Alley Reconstruction
Year 4 and Beyond (Calendar Year 2016 and Beyond)
Parallel Bounding Streets Beginning Point of
Alley Reconstruction
End Point of Alley
Reconstruction
Approximate
Pervious
Pavement
Square
Footage (SF)
W 5th St and W 3rd St Winona St Hill St 3,520
W 5th St and W 3rd St Winona St Hill St 6,400
W 5th St and W 4th St Burch St Summit St 5,120
W 8th St and Hill St Caledonia St west 4,800
W Locust St and Main St E 16th St E 17th St 4,560
Washington St and Elm St E 12th St E 13th St 4,480
Washington St and Elm St E 13th St E 14th St 4,480
Washington St and Elm St E 15th St E 14th St 4560
Washington St and Elm St E 16th St E 17th St 4,480
Washington St and Elm St E 29th St E 28th St 9,920
Washington St and Elm St E 30th St E 29th St 9,920
Washington St and Elm St E 19th St E 18th St 5,200
Washington St and Elm St E 26th St E 25th St 15,040
Washington St and Elm St E 16th St E 15th St 4,560
White St and Jackson St E 16th St E 15th St 4,640
White St and Jackson St E 18th St E 17th St 4,480
White St and Jackson St E 12th St E 11th St 4,480
White St and Jackson St E 12th St E 13th St 4,560
White St and Jackson St E 10th St E 9th St 4,400
Wilson St and Caledonia Pl W 8th St Wilson St 12,400
Wilson St and Walnut St University Ave north 1,920
Windsor Ave and Stafford St E 24th St E 22nd St 7,040
Winona St and Hill St W 5th St W 3rd St 5,920
Providence St and Lincoln Ave Windsor Ave south 2,640
E 24th St and E 22ND St Queen St Prince St 4,480
Total (SF): 144,000
Note:
1. Information obtained from Dubuque Area Geographical Information System (DAGIS).
APPENDIX D: IMPERVIOUS SURFACE REDUCTION ALLEY
RECONSTRUCTION PHASING
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Appendix D D-11 Fall 2013
Table D-4
Impervious Surface Reduction – Proposed Alley Reconstruction
Year 4 and Beyond (Calendar Year 2016 and Beyond)
Parallel Bounding Streets Beginning Point of
Alley Reconstruction
End Point of Alley
Reconstruction
Approximate
Pervious
Pavement
Square
Footage (SF)
Prince St and Queen St Regent St south 4,480
Prince St and Queen St E 24th St Regent St 4,320
Queen St and Windsor Ave E 24th St Regent St 3,200
Windsor Ave and Stafford St Ries St Merz St 8,240
Balke St and Burden St Strauss St Link St 5,280
Balke St and Burden St Lawther St Strauss St 4,400
Balke St and Burden St Goethe St Lather St 4,400
Balke St and Burden St Groveland Pl Goethe St 7,040
Ries St and Merz St Stafford St west 3,200
Windsor Ave and Stafford St Merz St south 2,560
Maple St and Cedar St E 15th St E 14th St 4,560
Central Ave and White St E 25th St White St 6,960
White St and Jackson St E 25th St White St 3,200
Almond St and W Locust St Foye St Ellis St 15,120
Lincoln Ave and Rhomberg Ave Windsor Ave Johnson St 6,080
Lincoln Ave and Rhomberg Ave Stafford St Windsor Ave 6,240
Lincoln Ave and Rhomberg Ave Humboldt St Stafford St 6,320
Lincoln Ave and Rhomberg Ave Schiller St Humboldt St 6,000
Lincoln Ave and Rhomberg Ave Farley St Schiller St 5,520
Lincoln Ave and Rhomberg Ave Fengler St Farley St 4,800
Lincoln Ave and Rhomberg Ave Ann St Fengler St 6,640
Lincoln Ave and Rhomberg Ave Dock St Ann St 5,840
Lincoln Ave and Rhomberg Ave Marshall St Dock St 5,920
Rhomberg Ave and Garfield Ave Decatur St Marshall St 5,920
Rhomberg Ave and Garfield Ave Hamilton St Decatur St 7,040
Total (SF): 143,280
Note:
1. Information obtained from Dubuque Area Geographical Information System (DAGIS).
APPENDIX D: IMPERVIOUS SURFACE REDUCTION ALLEY
RECONSTRUCTION PHASING
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Appendix D D-12 Fall 2013
Table D-4
Impervious Surface Reduction – Proposed Alley Reconstruction
Year 4 and Beyond (Calendar Year 2016 and Beyond)
Parallel Bounding Streets Beginning Point of
Alley Reconstruction
End Point of Alley
Reconstruction
Approximate
Pervious
Pavement
Square
Footage (SF)
Valeria St and Francis St W 23rd St Kaufmann Ave 7,920
W 23rd St and Kaufmann Ave Valeria St east 2,640
Lowell St and Clarke Dr Foye St Paul St 8,080
Lowell St and Clarke Dr Schroeder St Foye St 4,160
Harold St and Schroeder St Lowell St Clarke Dr 6,480
Angella St and W 17th St Cox St east 11,680
Chestnut St and W 11th St Walnut St Prairie St 3,600
Wood St and Mt Pleasant St Wood St Loras Blvd 15,200
N Grandview Ave and Adair St Fillmore St Loras Blvd 4,400
N Grandview Ave and Adair St Decorah St Fillmore St 4,320
N Grandview Ave and Adair St Delaware St Decorah St 6,320
Atlantic St and N Grandview Ave Loras Blvd Custer St 6,960
Atlantic St and N Grandview Ave Fillmore St Loras Blvd 4,400
Atlantic St and N Grandview Ave Decorah St Fillmore St 4,320
Atlantic St and N Grandview Ave Delaware St Decorah St 4,320
N Grandview Ave and Green St Avoca St east 4,960
University Ave and Delhi St University Ave N Grandview Ave 6,400
Broadway St and Pleasant View Dr Broadway St Ventura Dr 10,880
Kane St and Fulton St Monroe St south 8,000
Avoca St and Ashton Pl Delaware St Decorah St 4,320
Jackson St and Washington St E 26th St E 25th St 13,920
Rosedale Ave and Green St Asbury Rd Avoca St 10,160
Lincoln Ave and Rhomberg Ave Johnson St south 7,200
Rhomberg Ave and Garfield Ave Johnson St south 7,200
Ellis St and Madison St Ellis St W 17th St 10,400
Total (SF): 178,240
Note:
1. Information obtained from Dubuque Area Geographical Information System (DAGIS).
APPENDIX D: IMPERVIOUS SURFACE REDUCTION ALLEY
RECONSTRUCTION PHASING
City of Dubuque, Iowa Drainage Basin Master Plan Amendment
Appendix D D-13 Fall 2013
Table D-4
Impervious Surface Reduction – Proposed Alley Reconstruction
Year 4 and Beyond (Calendar Year 2016 and Beyond)
Parallel Bounding Streets Beginning Point of
Alley Reconstruction
End Point of Alley
Reconstruction
Approximate
Pervious
Pavement
Square
Footage (SF)
White St and Jackson St E 16th St E 17th St 4,480
White St and Jackson St E 19th St E 18th St 4,480
White St and Jackson St E 20th St E 19th St 3,600
White St and Jackson St E 21ST St E 20th St 6,080
White St and Jackson St E 22ND St E 21ST St 7,360
Washington St and Elm St E 28th St E 27th St 9,920
Iowa St and Central Ave W 11th St W 10th St 4,320
Iowa St and Central Ave W 12th St W 11th St 4,480
Washington St and Elm St Washington St Washington St 12,960
Washington St and Elm St E 25th St Washington St 9,600
Central Ave and White St E 10th St E 9th St 4,240
Central Ave and White St E 10th St E 11th St 4,240
White St and Jackson St E 10th St E 11th St 4,240
White St and Jackson St E 13th St E 14th St 4,480
White St and Jackson St E 15th St E 14th St 4,480
Jackson St and Washington St E 12th St E 13th St 4,560
Jackson St and Washington St E 13th St E 14th St 4,480
Jackson St and Washington St E 15th St E 14th St 4,480
Jackson St and Washington St E 16th St E 15th St 4,560
Washington St and Elm St E 12th St E 11th St 4,560
Total (SF): 111,600
Note:
1. Information obtained from Dubuque Area Geographical Information System (DAGIS).
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