FLOOD INSURANCE STUDY

Transcription

1 FLOOD INSURANCE STUDY A Report of Flood Hazards in DUPAGE COUNTY, ILLINOIS DuPage County Community Name Community Number River Basin Community Name Community Number River Basin Addison, Village of 7098 Lemont, Village of 707 Aurora, City of Lisle, Village of 702 Bartlett, Village of Lombard, Village of 7022 Bensenville, Village of Naperville, City of 7023 Bloomingdale, Village of 7020 Oak Brook, Village of 7024 Carol Stream, Village of Oakbrook Terrace, City of 7025 Clarendon Hills, Village of Roselle, Village of 7026 Darien, City of Villa Park, Village of 7027 Downers Grove, Village of Warrenville, City of 7028 DuPage County (Unincorporated Areas) 7097 Elmhurst, City of Glen Ellyn, Village of Glendale Heights, Village of Hinsdale, Village of 7005 Itasca, Village of 7020 Wayne, Village of West Chicago, City of 7029 Westmont, Village of Wheaton, City of 7022 Willowbrook, Village of Winfield, Village of Wood Dale, City of Woodbridge, Village of Federal Emergency Management Agency State of Illinois Flood Insurance Study Number 7043CV000H

2 FOREwORD This countywide Flood Insurance Study (FIS) Report was produced through a unique cooperative partnership between the DuPage County and the Federal Emergency Management Agency (FEMA). DuPage County has implemented a long-term approach to floodplain management to decrease the costs associated with flooding. As a part of this effort, DuPage County has joined with FEMA in a Cooperating Technical Partner (CTP) agreement to produce and maintain this FIS Report and the accompanying digital Flood Insurance Rate Map (FIRM) for DuPage County.

3 NOTICE TO FLOOD INSURANCE STUDY USERS Communities participating in the National Flood Insurance Program have established repositories of flood hazard data for floodplain management and flood insurance purposes. This Flood Insurance Study (FIS) may not contain all data available within the repository. It is advisable to contact the community repository for any additional data. Part or all of this FIS may be revised and republished at any time. In addition, part of this FIS may be revised by the Letter of Map Revision process, which does not involve republication or redistribution of the FIS. It is, therefore, the responsibility of the user to consult with community officials and to check the community repository to obtain the most current FIS components. Initial Countywide FIS Effective Date: Revised Countywide FIS Date:

4 TABLE OF CONTENTS Page.0 INTRODUCTION. Purpose of Study.2 Authority and Acknowledgments.3 Coordination AREA STUDIED 7 2. Scope of Study Community Description Principal Flood Problems Flood Protection Measures ENGINEERING METHODS Hydrologic Analyses Hydraulic Analyses Vertical Datum FLOODPLAIN MANAGEMENT APPLICATIONS Floodplain Boundaries Floodways INSURANCE APPLICATIONS FLOOD INSURANCE RATE MAP OTHER STUDIES LOCATION OF DATA BIBLIOGRAPHY AND REFERENCES 86 ii

5 TABLE OF CONTENTS - continued Page FIGURES Figure - Floodway Schematic 63 TABLES Table - Initial and Final CCO Meetings 6-7 Table 2 - Flooding Sources Studied by Detailed Methods 7-8 Table 3 - Summary of Discharges 2-27 Table 4 Manning s n Values Table 5 - Floodway Data Table 6 00-Year Flood Data Table No reference made in text for this table! Table 7 - Community Map History EXHIBITS Exhibit - Flood Profiles Addison Creek (DPAC) Panel 0P Addison Creek Tributary No. (DPAC) Panel 02P Addison Creek Tributary No. 2 (DPAC) Panel 03P Addison Creek Tributary No. 3 (DPAC) Panels 04P-05P Armitage Ditch (EBAR) Panels 30P-3P Armitage Fork (EBAR) Panel 32P Bensenville Ditch (DPBP) Panels 06P-07P Brewster Creek (FRBC) Panels 85P-86P Briarwood Ditch (SCGC) Panel 98P Bronswood Cemetary Tributary (SCBW) Panels 9P-93P Crabtree Creek (EBCR) Panels 33P-35P Cress Creek (WBCC) Panel 50P Des Plaines River (DPDP) Panels 08P-09P Devon Avenue Tributary (SCDA) Panel 94P East Branch Du Page River (EBEB) Panels 36P-43P East Branch Sawmill Creek (SWSW) Panels 44P-45P East Branch Tributary No. (EBE) Panels 44P-45P East Branch Tributary No. 2 (EBE2) Panel 46P East Branch Tributary No. 3 (EBEB) Panels 47P-48P East Branch Tributary No. 4 (EBGL) Panels 49P-50P East Branch Tributary No. 5 (EBWI) Panels 5P-53P St. Procopius Creek (EBE6) Panels 54P-55P iii

6 TABLE OF CONTENTS - continued EXHIBITS continued Exhibit - Flood Profiles (continued) East Branch Tributary No. 7 (EBE7) Panels 56P-57P Ferry Creek (WBFE) Panels 5P-54P Ferry Creek Tributary No. (WBFE) Panels 55P-57P Flagg Creek (DPFC) Panel 2P Ginger Creek (SCGC) Panels 95P-97P Heritage Oaks Tributary (SCGC) Panel 99P Klein Creek Tributary No. (WBKC) Panels 67P-68P Klein Creek Tributary No. 2 (WBKC) Panel 69P Klein Creek Tributary No. 3 (WBKC) Panel 70P Klein Creek (WBKC) Panels 6P-66P Kress Creek (WBKR) Panels 7P-77P Lacey Creek (EBLA) Panels 58P-60P Lombard Tributary (SCGC) Panel 00P Mays Lake Tributary (SCGC) Panels 0P-02P Meacham Creek (SCSB) Panels 4P-5P Midwest Club Tributary (SCGC) Panel 03P North Branch St. Joseph Creek (EBSJ) Panel 80P Norton Creek (FRNC) Panel 87P Norton Creek Tributary (FRNC) Panel 88P North Unnamed Creek (DPWL) Panel 24P Plainfield Road Ditch (DPFC) Panels 7P-8P Prentiss Creek (EBPR) Panels 6P-64P Rott Creek (EBRC) Panels 65P-68P Salt Creek (SCSC) Panels 6P-30P Sawmill Creek (SWSW) Panels 36P-40P Sawmill Creek Tributary No. (SWSW) Panels 48P-49P Sawmill Creek Tributary No. 3 (DPDP) Panels 0P-5P South Branch St. Joseph Creek (EBSJ) Panels 8P-82P South Fork Westwood Creek (SCWC) Panel 35P South Unnamed Creek (DPWL) Panel 23P Spring Brook Creek (SCSB) Panels 06P-2P Spring Brook No. (WBSP) Panels 80P-84P Spring Brook No. 2 (DUSG) Panels 25P-29P Spring Road Tributary (SCOB) Panels 04P-05P St. Joseph Creek (EBSJ) Panels 69P-75P St. Joseph Creek Tributary (EBSJ) Panel 83P Sugar Creek (SCSU) Panels 3P-32P Sugar Creek Tributary A (SCSU) Panel 33P Tributary (A) (EBSJ) Panels 76P-78P Tributary 2(B) (EBSJ) Panel 79P Unnamed Creek (South of Foxcroft Road) (WBFX) Panels 58P-59P Unnamed Stream (North of 22 nd Street) (EBTS) Panel 84P Unnamed Creek (South of 87 th Street) (WBFX) Panel 60P Unnamed Tributary to Kress Creek (WBKR) Panels 78P-79P Wards Creek (SWSW) Panels 46P-47P Waubansee Creek (FRWA) Panels 89P-90P iv

7 TABLE OF CONTENTS - continued EXHIBITS continued Exhibit - Flood Profiles (continued) West Branch DuPage River (WBWB) Panels 85P-96P West Branch Sawmill Creek (SWSW) Panels 4P-43P West Branch Tributary No. (WBW) Panels 97P-98P West Branch Tributary No. 2 (Country Creek) (WBW2) Panels 99P-200P West Branch Tributary No. 3 (WBW3) Panels 20P-202P West Branch Tributary No. 4 (WBW4) Panels 203P-204P West Branch Tributary No. 5 (WBW5) Panel 205P West Branch Tributary No. 6 (WBW6) Panels 206P-208P West Branch Tributary No. 7 (WBW7) Panels 209P-2P West Branch Tributary to Spring Brook Creek (SCSB) Panel 3P Westwood Creek (SCWC) Panel 34P Winfield Creek (WBWF) Panels 22P-27P Winding Creek (WBWG) Panels 28P-29P 59 th Street Ditch (DPFC) Panel 22P 63 rd Street Ditch (DPFC) Panels 9P-20P 79 th Street Ditch (DPFC) Panel 6P Exhibit 2 - Flood Insurance Rate Map Index Flood Insurance Rate Map v

8 FLOOD INSURANCE STUDY LINOIS.0 INTRODUCTION. Purpose of Study This countywide Flood Insurance Study (FIS) investigates the existence and severity of flood hazards in, or revises and updates previous FISs/Flood Insurance Rate Maps (FIRMs) for the geographic area of DuPage County, Illinois, including: the Villages of Addison, Bartlett, Bensenville, Bloomingdale, Carol Stream, Clarendon Hills, Downer s Grove, Glen Ellyn, Hinsdale, Itasca, Lisle, Lombard, Oakbrook, Villa Park, Wayne, Westmont, Willowbrook, Winfield, and Woodridge; the Cities of Aurora, Darien, Elmhurst, Oakbrook, and West Chicago, and the unincorporated areas of DuPage County (hereinafter referred to collectively as DuPage County). The FIS and FIRMs for DuPage County will also show the portion of the Villages of Burr Ridge, Elk Grove, Hanover Park, Schaumburg, and Wayne; the Cities of Chicago and St. Charles that lie within DuPage County. The remaining portions of these communities lie within other counties; these communities have, therefore, been shown on DuPage County FIRMs for informational purposes only. The information contained on the DuPage County FIS for these communities is not to be used for flood insurance purposes. This FIS aids in the administration of the National Flood Insurance Act of 968 and the Flood Disaster Protection Act of 973. This FIS has developed flood risk data for various areas of the county that will be used to establish actuarial flood insurance rates. This information will also be used by DuPage County to update existing floodplain regulations as part of the Regular Phase of the National Flood Insurance Program (NFIP), and will also be used by local and regional planners to further promote sound land use and floodplain development. Minimum floodplain management requirements for participation in the NFIP are set forth in the Code of Federal Regulations at 44 CFR, In some States or communities, floodplain management criteria or regulations may exist that are more restrictive or comprehensive than the minimum Federal requirements. In such cases, the more restrictive criteria take precedence and the State (or other jurisdictional agency) will be able to explain them..2 Authority and Acknowledgments The sources of authority for this FIS are the National Flood Insurance Act of 968 and the Flood Disaster Protection Act of 973. This FIS was prepared to include the unincorporated areas of, and incorporated communities within, DuPage County in a countywide format. Information on the authority and acknowledgments for each jurisdiction included in this countywide FIS, as compiled from their previously printed FIS reports, is shown below.

9 Addison, Village of: Aurora, City of: Bloomingdale, Village of: Burr Ridge, Village of: the hydrologic and hydraulic analyses for this study were performed by Harza Engineering Company of Chicago, Illinois, for the FIA, under Contract No. H That work was completed in September 976. the hydrologic and hydraulic analyses for the original December 978, study wasperformed by Harza Engineering Company for the FIA under Contract No. H That work was completed in October 976. the hydrologic and hydraulic analyses for this study were performed by the Illinois State Water Survey for the FIA under Contract No. H Analysis of the East Branch DuPage River was coordinated with the USACE, Chicago District. That study was completed in September 979. the hydrologic and hydraulic analyses for this study were performed by Harza Engineering Company for the FIA under Contract No. H That study was completed in August 978. For the May 5, 986, revision, the hydraulic analyses were obtained from the Illinois Department of Transportation (IDOT). For the January 5, 989, study, the hydrologic and hydraulic analyses were taken from the FISs for the City of Aurora and the unincorporated areas of Kane and DuPage Counties, and from a Soil Conservation Service (SCS) floodplain management study for Indian Creek and Tributaries. For this revision, the hydrologic and hydraulic analyses were prepared by the SCS and the Illinois Department of Transportation, Division of Water Resources (IDOT/DWR). That work was completed in June

10 Carol Stream, Village of: Clarendon Hill, Village of: Darien, City of: Downer s Grove, Village of: Elmhurst, City of: the hydrologic and hydraulic analyses for this study were performed by the USACE, Chicago District, for the FIA, under Inter- Agency Agreement No. IAA-H-6-75, Project Order No. 9 and Inter-Agency Agreement No. IAA-H-7-76, Project Order No.. That study was completed in April 977, and was partially revised in January 98. the hydrologic and hydraulic analyses for this study were performed by Harza Engineering Company for the FIA, under Contract No. H That study was completed in January 979. the hydrologic and hydraulic analyses for this study were performed by Harza Engineering Company for the FIA, under Contract No. H That work was completed in April 978. the hydrologic and hydraulic analyses in this study represent a revision of the original analyses by the USACE, Chicago District, for FEMA, under Inter-Agency Agreement No. IAA-H-6-75, Project Order No. 9 and Inter-Agency Agreement No. IAA-H-7-76, Project Order No.. The updated version was prepared by Dewberry & Davis under agreement with FEMA. the hydrologic and hydraulic analyses for the original August 4, 980, study, were prepared by the Illinois State Water Survey (ISWS) for the FIA under Contract No. H That work was completed in September 978. For this revision, the hydrologic and hydraulic analyses were prepared by Harza Engineering Company. That work was completed in April 994. Glen Ellyn, Village of: the hydrologic and hydraulic analyses for this study were performed by the Chicago District of the USACE for the FIA, under Inter-Agency Agreement No. IAA-H-7-76, 3

11 Project Order No. 9. That work was completed in June 977. Hanover Park, Village of: Itasca, Village of: Lisle, Village of: Lombard, Village of: Naperville, City of: Oakbrook, Village of: Oakbrook Terrace, City of: the hydrologic and hydraulic analyses for this study were performed by the USACE, Chicago District, for the FIA, under Inter- Agency Agreement No. IAA-H-7-76, Project Order No. 9. That work was completed in September 977. the hydrologic and hydraulic analyses for this study were performed by the SCS for the FIA, under Inter-Agency Agreement No. IAA-H-7-75, Project Order No. 4. That work was completed in November 976. the hydrologic and hydraulic analyses for this study were performed by the USACE, Chicago District, for the FIA, under Inter- Agency Agreement Nos. IAA-H-6-75, Project Order No. 2; IAA-H-7-76, Project Order No. ; and IAA-H-7-76, Amendment No. 3 to Project Order No.. That work was completed in September 977. the hydrologic and hydraulic analyses for this study were performed by the Chicago District of the USACE for the FIA, under Inter-Agency Agreement No. IAA-H-7-76, Project Order No. 9. That work was completed in June 977. the hydrologic and hydraulic analyses for this study were prepared by the Chicago District of the USACE for the FIA under Inter-Agency Agreement Nos. IAA-H-6-75, Project Order No. 2 and IAA-H-7-76, Project Order No.. That work was completed in February 978. the hydrologic and hydraulic analyses for this study were performed by the Illinois State Water Survey for the FIA, under Contract No. H That study was completed in September 978. the hydrologic and hydraulic analyses for this study were performed by the Illinois State Water Study for the Federal Insurance 4

12 Administration, under Contract No. H This study was completed in September 978. Schaumburg, Village of: St. Charles, City of: Villa Park, Village of: Wayne, Village of: West Chicago, City of: Westmont, Village of: Wheaton, City of: the hydrologic and hydraulic analyses for this study were performed by Harza Engineering Company for the FIA, under Contract No That work was completed in October 977. the hydrologic and hydraulic analyses for this study were performed by the USACE, Chicago District, for the FIA, under Inter- Agency Agreement No. IAA-H-8-78, Project Order No. 3. That study was completed in March 980. the hydrologic and hydraulic analyses for this study were performed by the Illinois State Water Survey for the FIA, under Contract No. H That study was completed in September 978. the hydrologic and hydraulic analyses for this study were performed by the USACE, Chicago District, for the FIA, under Inter-Agency Agreement No. IAA-H-8-78, Project Order No. 3. That study was completed in February 980. the hydrologic and hydraulic analyses for his study were performed by the USACE, Chicago District, USACE, for the FIA, under Inter-Agency Agreement No. IAA-H- 7-76, Project Order No. 9, and Amendment No. 2 to this same agreement. That work was completed in April 977. the hydrologic and hydraulic analyses for this study were performed by Harza Engineering Company for the FIA, under Contract No. H That study was completed in May 979. the hydrologic and hydraulic analyses for this study were done by the USACE, Chicago District, for the FIA, under Inter- Agency Agreement No. IAA-H-7-76, 5

13 Project Order No. 9, with amendment. That work was completed in June 977. Willowbrook, Village of: Wooddale, City of: Woodridge, Village of: the source of authority for this FIS is the National Flood Insurance Act of 968, as amended. the hydrologic and hydraulic analyses for this study were performed by the U.S. Department of Agriculture, SCS, for the FIA under Inter-Agency Agreement No. IAA-H- 8-75, Project Order No. 6. That work was completed in August 976. the source of authority for this FIS is the National Flood Insurance Act of 968, as amended..3 Coordination An initial Consultation Coordination Officer s (CCO) meeting is held with representatives of the communities, FEMA, and the study contractors to explain the nature and purpose of the FIS, and to identify the streams to be studied by detailed methods. A final CCO meeting is held typically with representatives of the communities, FEMA, and the study contractor to review the results of the FIS. The dates of the initial and final CCO meetings held for DuPage County and the incorporated communities within its boundaries are shown in Table, "Initial and Final CCO Meetings." TABLE - INITIAL AND FINAL CCO MEETINGS Community Initial CCO Date Final CCO Date Village of Addison * November 0, 976 City of Aurora November 8, 993 April 24, 996 Village of Bartlett January 976 September 5, 980 Village of Bensenville October 4, 984 October 3, 988 Village of Bloomingdale July 9, 977 May 28, 980 Village of Burr Ridge March 976 May 4, 979 Village of Carol Stream January 975 January 9, 98 Village of Clarendon Hills July 977 August 6, 979 City of Darien * January 29, 979 Village of Downer s Grove January 975 June 30, 977 City of Elmhurst August 4, 980 January 8, 980 Village of Glen Ellyn December 975 * *Data not available 6

14 TABLE - INITIAL AND FINAL CCO MEETINGS - continued Community Initial CCO Date Final CCO Date Village of Hanover Park January 976 June, 977 Village of Hinsdale July 977 December 3, 979 Village of Itasca January 975 October 26, 976 Village of Lisle December 974 June 2, 977 Village of Lombard December 975 September 2, 977 City of St. Charles December 977 October 4, 980 Village of Schaumburg February 3, 975 November 7, 977 Village of Oak Brook August 976 January 0, 980 City of Oakbrook Terrace March 30, 977 January 30, 980 Village of Villa Park August 976 January 2, 980 Village of Wayne * January 6, 98 Village of Westmont July 977 October 29, 979 City of West Chicago January 2, 976 September 5, 977 Village of Willowbrook * January 0, 979 Village of Winfield January 5, 976 June 2, 977 Village of Woodridge * July 22, 976 *Data not available 2.0 AREA STUDIED 2. Scope of Study This FIS covers the geographic area of DuPage County, Illinois. Table 2, Flooding Sources Studied by Detailed Methods, lists the flooding sources that have been studied by detailed methods. Limits of detailed study are indicated on the Flood Profiles (Exhibit ) and/or on the FIRM (Exhibit 2). TABLE - FLOODING SOURCES STUDIED BY DETAILED METHODS 59 th Street Ditch 63 rd Street Ditch 79 th Street Ditch Addison Creek Addison Creek Tributary No. Addison Creek Tributary No. 2 Addison Creek Tributary No. 3 Armitage Creek Armitage Fork Brewster Creek Briarwood Ditch Bronswood Cemetery Tributary Crabtree Creek Cress Creek Des Plaines River Devon Avenue Tributary East Branch DuPage River East Branch Lacey Creek East Branch Sawmill Creek East Branch Tributary No. 3 East Branch Tributary No. 4 Ferry Creek Ferry Creek Tributary No. Flagg Creek Ginger Creek Heritage Oaks Tributary Klein Creek Kress Creek Lacey Creek Lombard Tributary 7

15 TABLE - FLOODING SOURCES STUDIED BY DETAILED METHODS continued Meacham Creek Midwest Club Tributary North Branch St. Joseph Creek North Unnamed Creek Norton Creek Norton Creek Tributary Plainfield Road Ditch Prentiss Creek Salt Creek Sawmill Creek South Branch St. Joseph Creek South Fork of Westwood Creek South Unnamed Creek Spring Brook Creek Spring Brook No. Spring Brook No. 2 Spring Road Tributary St. Joseph Creek St. Joseph Creek Tributary St. Procopius Creek Sugar Creek Sugar Creek Tributary A Tributary (A) Tributary B Unnamed Creek South of Foxcroft Road Unnamed Stream North of 22 nd Street Unnamed Tributary to Kress Creek Waubansee Creek West Branch DuPage River West Branch Sawmill Creek West Branch Tributary No. West Branch Tributary No. 2 West Branch Tributary No. 3 West Branch Tributary No. 4 West Branch Tributary No. 6 West Branch Tributary to Spring Brook Creek Westwood Creek Winding Creek Winfield Creek According to the State Water Survey, East Branch Tributary No. 4 is also known as Glen Crest Tributary. For this revision, 6,300 feet of the main channel of East Branch Tributary No. 2 was studied by detailed methods starting from a detention pond on the north side of James Court serving a subdivision in Glendale Heights north of North Avenue extending up to a point just upstream of Main Street. The areas studied by detailed methods were selected with priority given to all known flood hazard areas, and areas of projected development or proposed construction. Approximate methods of analysis were used to study those areas having a low development potential or minimal flood hazards. The scope and methods of study were proposed to and agreed upon by FEMA and the unincorporated areas of DuPage County. 2.2 Community Description DuPage County is situated in northeastern Illinois, approximately 25 miles directly west of the City of Chicago. DuPage County is bordered by Cook County on the north and east, Will County on the south, and Kane County on the 8

16 west. The county encompasses 332. square miles and had a 2000 residential population of 904,6 according to the 2000 U.S. Census. The gross residential density of 2000 was 2,722 people per square mile. Approximately 200 square miles or 60 percent of the county is in unincorporated areas. Temperature data is published for two climatological stations in DuPage County, Wheaton, and Argonne National Laboratories. The average annual temperature of Wheaton which is typical for these stations, and for the county as well, is 49.8 degrees Fahrenheit ( F) with an annual monthly high in July of 76.5 F and monthly low in January of 9.2 F. The annual average precipitation at Wheaton is inches. The highest monthly average precipitation occurs in August with a value of 7.65 inches (U.S. Department of Commerce, 975). There are four major drainage basins in DuPage County. These are: the West Branch DuPage River, the East Branch DuPage River, Salt Creek, and the Des Plaines River. The West Branch DuPage River, the East Branch DuPage River, and Salt Creek all run from north to south and divide the county into four vertical strips. The Des Plaines River flows along the southeastern boundary of DuPage County. The West Branch DuPage River flows southward near the western edge of the county. This river flows through the communities of Bartlett, Winfield, West Chicago, Warrenville, and Naperville. The East Branch DuPage River flows southward in the central portion of the county. Communities that are adjacent to this river are Glendale Heights, Lombard, Glen Ellyn, Downers Grove, and Lisle. The major tributaries studied in this drainage basin are Prentiss Creek, St. Joseph Creek, and Lacey Creek. Salt Creek is a tributary of the Des Plaines River. It flows southward from the northern section of Cook County to Oak Brook, then eastward to its confluence with the Des Plaines River, at Lyons. The Des Plaines River, located in the southeastern section of the county, flows southwest to its confluence with the Illinois River at Joliet. Sawmill Creek, Illinois and Michigan Canal, Chicago Sanitary and Ship Canal, and some minor tributaries were studied in the Des Plaines River basin. There is a minimal amount of development within the floodplains of DuPage County. This is because all development within the floodplains is regulated by the DuPage County Zoning Ordinance of 935 (DuPage County Zoning Ordinance, 935). 2.3 Principal Flood Problems In the unincorporated areas of DuPage County, flood peaks have been increasing because of recent urbanization of the uplands with resultant greater runoff. 9

17 Urbanization is often accompanied by filling of the floodplain or by encroachment upon it, which reduces channel conveyance capacity. Increased floods on the main channels cause backwater effects up their tributaries. Additional flood runoff is unable to flow through restricted culverts and bridge openings, which often are clogged with sediment and debris from new construction. The problems associated with urbanization are further complicated by inadequate channel improvements. Flood damages include residential, some business and commercial damage, road closures with corresponding transportation disruption, school closures, and agricultural, with residential absorbing the greatest damage. The floodwater enters sanitary sewers through street manholes, and floods basements and lower levels causing major cleanup problems and health hazards. More severe floods gain direct entrance to basements, subground living areas, and lower-level garages through surface runoff. This type of flood causes some minor structural damage. Very rarely do floods enter first-floor levels by direct surface runoff; however, when this does occur, there is usually major damage to structures and contents. Another major type of flood damage is the flooding of highways and local roads which results in considerable costs incurred by delays in travel. These flooded roads impede emergency vehicles and vehicles providing necessary goods and services, and will often close schools because of lack of access. Another type of flood damage is neighborhood degradation caused by frequent flooding. This type of damage usually results in declining property values within the flooded area. The impact of this type of damage is difficult to determine due to the many factors which influence the way property values change over time. Estimates for flood damages are not available for the unincorporated areas of DuPage County. Floods have occurred in the study reaches of the DuPage River Basin and its tributaries during all seasons of the year. The greatest recorded flood occurred in August 972. Flooding has usually resulted from heavy thunderstorms following a period of prolonged rainfall that had saturated the ground. The major storm of August 972 was preceded by a heavy rainfall for two days. During the winter months, flooding has usually been a result of heavy rainfall on frozen ground. Snowmelt can also be a factor in late winter or early spring. Because of the high runoff associated with saturated or frozen ground, stream flow stages in this area can be expected to rise quickly from normal to flood levels. 0

18 Principal Flood Problems for the Des Plaines River Watershed Watershed s major tributaries Flagg Creek The past history of flooding on Flagg Creek within the Village of Clarendon Hills indicates that flooding may occur during any season of the year. The majority of floods have occurred during March, April, and May; they are usually the result of spring rains and/or snowmelt. The 00-year discharge varies from 380 cfs at the downstream corporate limit to 90 cfs at the Eastern Avenue bridge. No high water marks are known to exist on Flagg Creek within the study area. Damaging floods on Flagg Creek can be documented from discharge records for the USGS gage on Flagg Creek at Willow Springs (U.S. Department of the Interior, 975). This gage (no , drainage area 6.5 square miles) was established in 949, and records are continuous to the present. The most severe floods in the Flagg Creek basin are listed below. Approximate Recurrence Water Discharge Interval Year (cfs) (years) 96 2, , , , , ,300 7 The portion of Flagg Creek flowing within the Village of Hinsdale flows through an underground culvert. For small flood events, the flow is contained in the culvert. For large floods, the culvert becomes surcharged and ponding occurs in the low-lying areas above the underground culvert. For a portion of 59 th Street Ditch, the culvert is incapable of containing the 00-year storm, thus causing overland flow. Plainfield Road Ditch Flooding at Plainfield Road Ditch occurs on farmland just west of the Tri-State Tollway and, in a milder form, at the International Harvester Company. No buildings are flooded. In both cases, shallow channels contribute to the flooding.

19 59 th Street Ditch Flooding occurs on the 59 th Street Ditch when flow from upstream exceeds the capacity of the underground conduit system. Floodwaters flow through the subdivision known as Wood View Estates. On the east side of the subdivision, the water flows into a drainage ditch along the Tri-State Tollway. The water then flows south into 63 rd Street Ditch, then east into Flagg Creek. 63 rd Street Ditch The entire reach of 63 rd Street Ditch east of State Route 83 in the Village of Willowbrook is subject to overbank flooding as described in the Hydrologic Atlases (U.S. Department of the Interior, HA-86, 963; U.S. Department of the Interior, HA-49, 963) and the report of the Des Plaines River Steering Committee (Des Plaines River Watershed Steering Committee, 975). In addition, Wight and Company, in their Stormwater Management Study for Willowbrook, describes two areas draining to the 63 rd Street Ditch which have been flooded (Wight and Company, 977). One of these is at the corner of 59 th Street and Clarendon Hills Road where flooding is due to inadequate drainage. This area flows into Marion Hills Ditch. The other is an area of overbank flooding along 63 rd Street Ditch downstream from Lake Hinsdale to 63 rd Street Ditch near Ridgemoor Drive and Quincy Drive. 79 th Street Ditch Frequent residential damage occurs in one area in the Village of Burr Ridge. Flooding problems principally are caused by development in low lands which formerly served as natural drains. Overflow of the 79 th Street Ditch causes damage to a residence on Hamilton Avenue south of 77 th Street. The channel of this stream is not well defined in many places. This results in flooding of streets and yards in the area south of the intersection of 79 th Street and Drew Avenue. Principal Flood problems for East Branch DuPage River Watershed Flooding along the East Branch DuPage River is minimal due to the construction of Westlake Lake which is designed for a 00-year event. The total drainage area is,350 acres, most of which is residential. Lake Illini, the retention lake for the Indian Lakes subdivision, drains to the East Branch DuPage River. This development is built on a broad, shallow, perched valley. During intense rainfalls, standing water occurs in areas of equal elevation to Lake Illini. Because of a high water table of roughly 778 feet, only two feet of storage is available before the designed 00-year level of 780 feet is exceeded. The Village of Bloomingdale is studying ways to prevent this flooding, but no projects have been built as yet. 2

20 Flood stages on the East Branch DuPage River are monitored by USGS gage no The three highest recorded floods for the stream are summarized in the following tabulation (U.S. Department of the Interior, 978): FLOOD STAGES WATER-SURFACE DISCHARGE RETURN PERIOD DATE ELEVATION (cfs) (years) GAGE NO AT ARMY TRAIL ROAD EAST BRANCH DUPAGE RIVER 8/26/ /8/ /26/ The portion of the East Branch DuPage River flowing through the Village of Glen Ellyn presents the most severe flood hazard within Glen Ellyn. Recent floods along the East Branch DuPage River have occurred in April 950, October 954, September 96, and August 972. The August 972 flood produced a discharge approximately equal to the computed 50-year discharge at Maple Avenue in the Village of Lisle. Recorded crests for this flood at two Illinois Division of Water Resources crest-stage gages near Glen Ellyn are as follows (U.S. Department of the Interior, 973): Location Elevation (feet NGVD) Butterfield Road St. Charles Road Damages in the Village of Glen Ellyn from overflow of the East Branch DuPage River and accompanying storm sewer back-up problems during the 972 flood totaled approximately $500,000 for private homeowners and $40,000 for the Village of Glen Ellyn (Glen Ellyn News, 972). Since discharge data are not available for the 950, 954, and 96 floods, it is not possible to give an accurate estimate of their frequency. High water marks for these floods are indicated in (U.S. Department of the Interior, 964; U.S. Department of the Interior, 965). The East Branch DuPage River and St. Joseph Creek have been sources of greatest concern in the Village of Lisle. Flooding has been reported on the East Branch DuPage River in 948, 950, 954, 957, and 972. Flooding on St. Joseph Creek and the East Branch DuPage River in October 954 caused the evacuation of many people. Water covered parts of Ogden Avenue, State Highway 53, Burlington Street, McKinley Avenue, Dumoulin Street, and River Drive. Flood waters reached the top of the Burlington Northern Railroad overpass on Main Street. A severe thunderstorm in July 957 reportedly dropped 7.7 inches of rain in six hours in nearby Downers Grove, causing flooding along 3

21 St. Joseph Creek in Lisle. The August 972 flood, however, proved to be the flood of record on the East Branch DuPage River and the most damaging in the area. The 972 flood is estimated to have a recurrence interval of about 50 years and resulted in a peak discharge on the East Branch DuPage River at village of Lisle of 2,500 cubic feet per second. Torrential rains were reported in excess of 7 inches in three hours in localized measurements. Crabtree Creek Flooding has occurred along Crabtree Creek, although most of the damages incurred during high stages of this stream result from basement flooding caused by sewer back-up. Signs of stream bank and bed erosion, caused by high water velocities, are evident along Crabtree Creek. East Branch Du Page River Tributary No. 2 Flooding problems have occurred at several locations in the Tributary No. 2 watershed, although these problems have generally been limited to yard flooding and road overtopping. Flooding has been reported by residents on Main Street, 2 nd Street west of Forest Avenue, and along Park Avenue. Road overtopping has been reported on Main Street and Glenrise Avenue. Lacey Creek Low-lying areas of the watershed are subject to periodic flooding caused by overflow of the various watercourses within the community. The most severe flooding occurs in late summer as a result of heavy thunderstorms following periods of prolonged rainfall that have saturated the ground. Flooding during the winter months has usually been a result of heavy rainfall on frozen ground. Repeated damage to structures has occurred during past floods, especially those of October 954, July 957, and August 972. The most severe flood of recent record occurred in August 972, when flood waters rose near Belmont Avenue to an elevation of 69.3 feet on St. Joseph Creek (Downers Grove Reporter, 954, et cetera). Based on the past history of floods within the area, this flood had a recurrence interval of 0 years. Prentiss Creek Prentiss Creek presents the most severe flood hazard within the Village of Woodridge. Floods along Prentiss Creek, as well as along the village s other streams, are usually highest in early spring, resulting from heavy rainfall and rapid snowmelt. Flooding along the creek is often aggravated by debris accumulation. Although just outside of the village limits, the constrictive culvert under State Route 53 causes substantial flooding of lands located just upstream of the bridge. Overbank flooding along Prentiss Creek is usually accompanied by back-up of street storm sewers and basement drains, two problems not specifically addressed by this study. Another major cause of flooding along 63 rd Street is the 4

22 inadequate capacity of the underground pipe which carries a small tributary stream from just upstream of 63 rd Street at Winston Street to Prentiss Creek. A profile of the July 963 flood, Prentiss Creek s flood of record, is available. Recorded flood crest elevations for the USGS crest-stage gage at State Highway 53 are as follows: Prentiss Creek at State Highway 53 (downstream) Flood Flood Crest Elevation (NGVD) July August Accurate estimates of the recurrence intervals for these floods cannot be made since the above flood crest elevations were affected by backwaters from the East Branch DuPage River, and corresponding discharges are not available. Unnamed Tributary North of 22 nd Street The principal cause of flooding in the area is the inadequate capacity of the natural channel to contain the runoff resulting from intense thunderstorm precipitation over the basin. Inundation of lands adjoining the river channel has been aggravated over the years by the gradual accumulation of silt. Buildup of sand bars and islands in the channel has resulted in the loss of channel capacity. Another factor lending itself to the poor flow characteristics of the channel in some reaches is the excessive growth of brush, light timber, and aquatic vegetation. In the past, the watershed has experienced almost none of the flood problems associated with the overflow of streams from their natural channels. As discussed above, the reason for this can be attributed to the undeveloped nature of the floodplain areas. However, the watershed has experienced flood damages as a result of the ponding of runoff compounded by the inability of the storm sewer system to convey the storm waters away in a timely manner. Principal Flood problems for the Sawmill Creek Watershed Sawmill Creek and West Branch Sawmill Creek Inadequate storm sewers and out-of-bank flooding along Sawmill Creek and its tributaries, East Branch Sawmill Creek and West Branch Sawmill Creek cause principal flood problems in the City of Darien. Flooding from inadequate sewers occurs in the area bounded roughly by Plainfield Road and Willow Lane. Flood damages include residential damages, traffic disruptions, and associated neighborhood degradation caused by frequent flooding. There are no discharge 5

23 gages located on Sawmill Creek, and peak discharges for past floods are not available. East Branch Sawmill Creek Flooding occurs along the entire reach of East Branch Sawmill Creek in the Village of Willowbrook. The June 3, 976, flood caused damage along Eleanor Place and Virginia Court south of 75 th Street and north of 79 th Street. Floods on East Branch Sawmill Creek generally occur at the same time as those on Flagg Creek. The Flagg Creek basin borders the Sawmill Creek basin on the north and west. Principal Flood problems for the Salt Creek Watershed Low-lying areas of the City of Wood Dale are subject to periodic flooding caused by overflow of Salt Creek. As a result, storm drain outfalls become blocked and areas along small tributaries are flooded. The blocked storm runoff infiltrates the sanitary sewer system, creating sewer overloads and subsequent basement backup. Repeated damage to structures in the floodplain of Salt Creek has occurred during such floods as those in 957, 960, 96, 966, 967, 968, 972, and 973. The worst floods occurred in 954, 967, and 972. The floods of 954 and 967 both have an estimated recurrence of 0 years as estimated by SCS and the flood of 972 has an estimated recurrence interval of 25 years as estimated by the USGS. Principal flood problems in the Village of Addison are street flooding caused by inadequate storm sewers and out-of-bank flooding along Salt and Westwood Creeks (U.S. Department of Agriculture, 976). A USGS crest-stage recorder is located on Salt Creek at the Lake Street bridge. The flood-of-record occurred on August 27, 972. An official or published discharge value for Salt Creek at Addison is not available. Stage-discharge relationships developed by Harza indicates that this flood had a peak discharge of about 3,340 cubic feet per second (cfs), a 50-year event. A 973 report (U.S. Department of Agriculture, 976) indicated that about 700 homes were within the flooded area of which about 500 applied for Federal aid after the flood had receded. Major damage was attributed to basement flooding by direct overland flow through windows or seepage through wall or foundation cracks. Additional damage occurred in some residences due to back-up through combined sewers. Dollar estimates of the damages are not available. Overflow of Spring Road Tributary and Salt Creek also causes principal flood problems in the City of Oakbrook Terrace. The Spring Road Tributary is ungaged. The best historical data available for flooding in Oakbrook Terrace are from a USGS recorder gage on Salt Creek, just north of Western Springs at Wolf Road about 7,000 feet downstream of the eastern corporate limit (U.S. Department of the Interior, 976). At this point, Salt Creek has a drainage area of 4 square miles, and there is 3 years of data from the Western Springs gage 6

24 (U.S. Water Resources Council, 976). The 5 most significant floods of record are tabulated below: Discharge Gage Height Total Height Date (cfs) (feet) (feet) March 20, 948, August 28, 972, October 0, 954, April 9, 975, May 2, 966, Devon Avenue Tributary Devon Avenue Tributary overflow causes periodic flooding in the low-lying areas of the Village of Itasca. As a result, storm drain outfalls become blocked and areas along small tributaries are flooded. The blocked storm runoff infiltrates the sanitary sewer systems, creating sewer overloads and subsequent basement backup. Repeated damage to structures in the floodplains have occurred during such floods as those in 957, 960, 96, 966, 967, 968, 972, and 973. Spring Brook Creek and West Branch Tributary to Spring Brook Creek Spring Brook Creek drains the north sector of the Village of Bloomingdale. Flooding occurs because of inadequate channel capacities due to increased runoff from developing land to the south and north, the Village of Roselle. In the upper portion of the West Branch Tributary to Spring Brook Creek, flooding occurs because the land is flat, marshy, and has no well-defined course because of considerable debris in the channel. After it crosses Lake Street, the West Branch Tributary to Spring Brook Creek flows northerly where the channel is well defined and flow is less obstructed. Flooding along the mainstem of Spring Brook Creek occurs downstream of the confluence with the West Branch Tributary to Spring Brook Creek. The creek is well defined but is usually clogged with debris. Flooding occurs because the gradient is much less than the upper reaches. Most flooding is confined along a narrow belt, paralleling the channel. Flood stages on Spring Brook Creek are monitored by USGS gages no The three highest recorded floods for the stream are summarized in the following tabulation (USGS, 978): 7

25 FLOOD STAGES WATER-SURFACE DISCHARGE RETURN PERIOD DATE ELEVATION (cfs) (years) GAGE NO SPRING BROOK CREEK 8/26/ /27/ /8/ Principal Flood problems for the West Branch Dupage River Watershed Flooding along the West Branch DuPage River in the Village of Hanover Park is frequent and severe. Rapid urbanization in the drainage area since 960 has led to increasing storm runoff, while at the same time, development in the floodplain in the north portion of the village has obstructed overbank flows during floods, raising water-surface elevations in the vicinity and generally worsening the damage conditions. A major storm in October 954 caused record flooding in the Chicago area but Hanover Park was sparsely developed at that time. Other significant floods occurred on June 0, 967, and on September 6, 970, with an estimated 2.7 inches of rainfall in the drainage area. Peak discharges at the crest stage gage at Lake Street on the West Branch DuPage River reached 570 cfs in 967 and 450 cfs in 970. Damages in Hanover Park resulting from the 970 flood were estimated at $470,000. In addition to flooding due to major storms, more frequent flooding occurs due to high waters in the river blocking storm sewer outlets and causing basement flooding (Harza Engineering Company, 97). West Branch DuPage River also causes flooding within the City of Naperville. The amount of land subject to inundation within the City of Naperville from the West Branch DuPage River was significantly reduced by the construction of the Fawell Dam, just north of Naperville, by the Illinois Division of Water Resources in July 972. The natural topography of the City of Naperville, particularly in the north-central portion of the city, has always been inadequate for the removal of storm water without some degree of total surface ponding occurring. This problem has been aggravated, however, by the continued development within Naperville which has decreased the amount of uncovered ground available for saturation by precipitation. Major destructive floods along the West Branch DuPage River occurred in March 948, April 950, October 954, July 957, and August 972. For the Illinois Division of Water Resources stream gage near Warrenville, the maximum recorded discharge occurred on August 26, 972. Although records for this gage begin only in 968, a high-water mark near the Warrenville gage indicates that the October 954 flood conveyed even a greater discharge. 8

26 Although the Warrenville stream gage crested on August 26 during the August 972 flood, the majority of the damage within Naperville resulted from a storm occurring a few days later, on August 29, when an average of 5.9 inches of rain fell over the West Branch DuPage River Basin over a 5-hour period. Rain gages at two of Naperville s sewage plants registered 4.75 and 5.25 inches of rainfall. As a result of the Fawell Dam s recent construction, the West Branch DuPage River was reported to leave its banks only in the city s southern portions. Some of the most severe flooding within Naperville took place along Huffman and Porter Streets due to storm sewer overflow and local ponding. Property damage from the August 972 flood was estimated in excess of $.5 million for the Naperville area. During the period of October 9-, 954, the West Branch DuPage River Basin received an average of approximately 7.5 inches of rain, while Naperville received in excess of 9 inches. The gage at Shorewood, on the DuPage River, registered its highest recorded discharge for this storm. Klein Creek The principal causes of flooding in the area are the inadequate capacities of the natural channels to contain the runoff resulting from intense thunderstorm precipitation over the watershed. Additional flooding problems are created by the many channel and floodway constrictions resulting from inadequate waterway openings at bridges and the floodplain encroachments in urban areas. Many of the bridges, principally those along Klein Creek, have inadequate waterway openings which cause increased water stages and flooding upstream of the bridge when discharges exceed their capacity. A matter of serious concern has been the growth of urban development on the floodplain of the river. This haphazard occupation of the floodplain has resulted in constriction of both the channel and available floodways. Houses, garages, fences, and related construction have been built on the immediate banks of the river without adequate consideration of their effect on flood flows on the river and are subject to early inundation in high water stages and also serve to block effective flow of the floodwaters. Today, the village uses the Ven Te Chow method (Chow, 964) for computing storage requirements for developing areas, which by its nature is restrictive and alleviates the magnitude of existing flooding. Repeated damage to structures in the floodplains has occurred during such floods as those that occurred in 942, 947, 948, 949, 950, 95, 953, 954, 957, 959, 96, 962, 966, 967, 972, and 975. High water marks available along Klein Creek indicate elevations of approximately 743 feet in October 954 and 743 feet in June 962. Both of these storms have an estimated 0-year recurrence interval. Klein Creek drains the southwest section of the Village of Bloomingdale. Construction commenced on this property in 979 and converted 77 percent of the 9

27 area north of Army Trail Road from agricultural to commercial/residential use. Flooding occurs here because of a naturally high water table and soil which drains poorly. The worst flooding occurred during the August 972 storm when a watersurface elevation of feet was reached at Army Trial Road. This elevation correlated well with a predicted year elevation from a USACE study (USACE, 975). The flood areas shown on the Flood Boundary and Floodway Map were provided by Mackie Consultants, the engineer for the developer (Mackie Consultants, Inc., 977). Kress Creek Discussions with city representatives revealed that the major flood problems in West Chicago have been along Kress Creek. The greatest flood in the West Chicago area occurred in October 954. Flood delineations for this event in West Chicago, taken from the Hydrologic Investigations Atlases (U.S. Department of the Interior, 965, et cetera), indicate that areas adjacent to Kress Creek were flooded up to widths of,000 feet, while the Unnamed Tributary to Kress Creek was minimally affected. During the 954 flood along the West Branch DuPage River, the portion of West Chicago upstream of State Highway 38 was flooded up to 250 feet from the channel on the right (west) bank, while downstream of the highway the left (east) bank was flooded for a distance of up to 350 feet from the channel. The peak discharge for the 954 flood on the West Branch DuPage River in West Chicago had a recurrence probability of about 50 years. Specific damage estimates in West Chicago during the 954 or 972 floods were not found in the newspaper accounts of the flooding. No photographs of past flooding in West Chicago could be found. Winfield Creek Principal flood problems in the City of Wheaton include overbank flooding from Winfield Creek, as well as local ponding of storm runoff at several locations. Major floods have occurred along Winfield Creek in May 954, October 954, and August 972. Although the May 954 flood caused only minor damage, substantial damages were sustained during the October flood of the same year. The following areas are among those hardest hit in the City of Wheaton during the October 954 flood: areas surrounding Winfield Creek near North Side Park and Gary Avenue, the East Hawthorne subdivision, the area near Wheaton High School and the Wheaton Sanitary District plant on Weisbrook Road (Wheaton Experiences Much Loss, 954). The August 972 flood was the flood of record for Winfield Creek. Several cars were washed into Winfield Creek at Main Street from streets and parking lots. Damages during the 972 flood in Wheaton were set at $5,055,000 ( Damage Estimate Set, 972). Gage readings for the August 26, 972, flood along Winfield Creek are as follows (U.S. Department of the Interior, 973): 20

28 Record Elevation Gage Location (NGVD) Spring Brook Creek Winfield Road Warrenville Road Winfield Creek Route Gary Avenue A discharge of 455 cfs was estimated at the Warrenville Road gage for Spring Brook Creek during the 972 flood (U.S. Department of the Interior, 973). This figure is slightly larger than the computed 00-year flood peak discharge of 430 cfs. No discharge data are available for Winfield Creek. 2.4 Flood Protection Measures After experiencing the damaging effects of flooding from the August 987 flood event, the county began to take measures to protect against future flooding. In 989, the county began construction of over $00 million in flood control projects, the strict enforcement of a comprehensive stormwater and floodplain ordinance, and the development of updated regulatory floodplain maps throughout the county. These principal improvements were managed by a new entity, the Stormwater Management Division (SMD). This new organization is a division of the DuPage County Department of Environment Concerns (DEC). The SMD has managed the planning, design, and construction of many major flood control facilities over the last 2 years. The main purpose of the SMD implements the countywide stormwater ordinance. The SMD developed the countywide stormwater and floodplain ordinance in 99, and started enforcement of the ordinance in February 992. In 2000, DEC became the Department of Development and Environmental Concerns, and is still known as the DEC. Streams that had less than one square mile of drainage area were studied using limited detailed analysis; therefore, only the 0-year and 00-year water-surface elevations were computed. No floodway was computed for those streams. The streams studied using this method were: East Branch Tributary No. East Branch Tributary No. 2 East Branch Tributary No. 5 East Branch Tributary No. 7 Klein Creek Tributary No. Klein Creek Tributary No. 3 West Branch Tributary No. 5 West Branch Tributary No. 7 Sawmill Creek Tributary No. Wards Creek Some of the streams listed above are known by other names according to the State Water Survey. East Branch Tributary No. 5 is also known as Leask Creek, East Branch Tributary No. 6 is also known as East Branch Tributary No. 2, East Branch Tributary No. 7 is also known as Armitage Ditch, and West Branch No. 2 is also known as Country Creek. 2

29 Principal Flood Protection Measures for the Des Plaines River Watershed Addison Creek The State of Illinois has proposed a reservoir project on Addison Creek. The County Board has enacted an ordinance amending the DuPage County Zoning Ordinance regulating floodplain and wetland areas (DuPage County Zoning Ordinance, 935). This ordinance provides that no floodplain and/or wetland area shall be disturbed, reshaped, or otherwise affected by: channel relocation, channel deepening, filling or grading of any type, the erection of any structures, or the storage of any materials or equipment, except as permitted by a special use ordinance. The minimum floodplain elevation is defined as that elevation determined from the flood crest profile of the highest flood of record. Flagg Creek There are no dams or reservoirs within the Flagg Creek. The main channel of Flagg Creek was improved in the past by paving a part of the channel between State Route 83 and Harris Avenue. Within the watershed, there are three facilities which provide some flood relief for local areas. These include the two interconnected detention ponds in Prospect Park, the Blue Lake detention area, and a grassed detention area in Hudson Park. These ponds do not have storage capacity for severe flooding events. The stream is not regulated by any floodplain management ordinance. 59 th Street Ditch All of 59 th Street Ditch within the Village of Hinsdale flows through an underground culvert. For small flood events, the flow is contained in a culvert. For large floods, the culvert becomes surcharged and ponding occurs in the lowlying areas above the underground culvert. The culvert is incapable of containing the 00-year storm, thus causing overland flow. There are no existing dams and reservoirs for the portion of the 59 th Street Ditch flowing within the corporate limits of the Village of Hinsdale. Village ordinances require detention of flood discharge in excess of 0. inch per hour for the 00-year storm for any new developments. 63 rd Street Ditch The Village of Burr Ridge has taken an active interest in solving its flooding problems, including contracting with Lindley and Sons, Inc., to investigate the problem. The retention pond near the mouth of 63 rd Street Ditch has been designed to retain 00-year flood flows for a short period of time without affecting the surrounding homes. There is a small lake on the International Harvester Company property along Plainfield Road Ditch. Some flood runoff will spill into this lake, but the lake is too small to reduce the peak flood discharge. For the portion of the stream flowing through the Village of 22

30 Willowbrook, the community has previously completed several projects, including improving culverts and channels to reduce flood peaks. Lake Hinsdale, with a storage volume of about 35 acre-feet, controls discharges to 63 rd Street Ditch from portions of the watershed west of Kingery Highway. Principal Flood Protection Measures for the East Branch DuPage River Watershed Following the floods of 954 and 957 in the Village of Lisle, new emphasis was given to studies for the East Branch DuPage River. A Survey Report for Flood Control was completed in 962 by the Department of Public Works and Buildings, Division of Waterways, covering this stream (State of Illinois, 962). Subsequently, the East Branch DuPage River channel has been enlarged and levees built on both sides of the channel in the area from the Burlington Northern Railroad crossing to Middleton Avenue. From Maple Avenue to the Burlington Northern Railroad crossing, a levee was constructed on the east bank only. The levees along the East Branch DuPage River at Lisle will be overtopped by the 00-year flood. The USACE, Chicago District, initiated a three-year study, which included the DuPage River Basin, in the spring of 975. This study is investigating the feasibility of solutions to urban water damage problems caused by overbank flooding and poor drainage in northeastern Illinois and northwestern Indiana. The investigation of drainage problems will be limited to sewer back-up caused by surcharging of drainage outlets by high river stages. The Village of Lisle, in December 970, adopted an ordinance regulating construction in floodplain or wetland areas, without appropriate safeguards against flood damage. A permit system through the office of the village engineer is the regulatory medium under this ordinance. For the portion of East Branch DuPage River flowing through the Village of Glen Ellyn, in the past, damages associated with storm sewer back-up have been significant during periods of intense rainfall. In order to avoid these street and basement flooding problems, several detention and retention ponds have been constructed within the Village of Glen Ellyn. These include the retention pond system at the Village Links golf course and the detention ponds at Panfish Park and Glen Ellyn Manor. During the August 972 storm, no significant flooding was reported by areas serviced by the Village Links storm retention system. There are two low-flow dams located on the East Branch DuPage River. One is located in the Morton Arboretum near the Village of Lisle and the other is a controlling structure for the Churchill Hills Lagoon. There are no Federal flood control structures on the East Branch DuPage River or its tributaries within the unincorporated areas of DuPage County. East Branch Tributary No. 2 One of the flood protection measures that has been implemented in East Branch Tributary No. 2 is an overflow channel to handle high flow between Main Street 23

31 and Park Boulevard. Low flows are carried in a corrugated metal storm sewer, and an overflow channel is provided for high flows. A crossover structure just east of Main Street is designed to assure full flow in the storm sewer before flow enters the overflow channel. There is also an overflow basin located between Forest and Park Street in the south side of Second Street, which detains flow when the capacity of the Second Street storm sewer is reached. Stream bank stabilization was completed by DuPage County on the overflow channel in 994 for the reach between Main Street and Forest Avenue, and the reach between Park Boulevard and Goodrich Avenue. Between Forest Avenue and Park Boulevard, the overflow passes through a wide grassy area that may have been designed for flood storage. Prentiss Creek Development of floodplains for Prentiss Creek flowing within the Village of Woodridge is currently regulated by Article III, Section 3.25 of the village s zoning ordinance. This section stipulates that no buildings may be constructed within those areas delineated as floodplains on the Hydrologic Atlas maps prepared by the USGS, in cooperation with the Northeastern Illinois Planning Commission (U.S. Department of the Interior, HA-48, 965; U.S. Department of the Interior, HA-46, 965). As the areas near Prentiss Creek have been residentially developed, substantial filling has occurred, and portions of the stream have been realigned. This is particularly true in that reach of the stream between State Route 53 rd and 63 rd Street. An independent citizens committee, the Prentiss Creek Flood Committee, has been formed to investigate solutions to flooding along Prentiss Creek. Additionally, the Village of Woodridge has recently begun discussions with neighboring communities to consider the regulation of storm runoff into Prentiss Creek. St. Joseph Creek and St. Joseph Creek Tributary Following the floods of 954 and 957, new emphasis was given to study for St. Joseph Creek. A Survey Report for Flood Control was completed in 962 by the Department of Public Works and Buildings, Division of Waterways, covering this stream (State of Illinois, 962). St. Joseph Creek has been straightened and enlarged from its mouth to Curtiss Street in the portion flowing through the Village of Downers Grove. Channel and culvert improvements along St. Joseph Creek have significantly reduced the flood potential in some areas. During the flood of October 954, extensive damage occurred in the downtown business area of the Village of Downers Grove. The village subsequently dredged a portion of St. Joseph Creek and that, together with clearing of debris from the channel, eliminated the flooding in the downtown area during the July 957 flood. At the present time, a culvert from Mackie Avenue to Carpenter Street prevents the 00- year flood waters from reaching the downtown business area. An earthen berm has been constructed just upstream of 55 th Street to further reduce the flooding of downstream areas. The Village of Downers Grove has established Floodplain Reservation Areas to protect the floodplains within the village limits. New 24

32 development must be 3 feet above the historical flood of record as shown on the flood-prone area maps for Hinsdale and Wheaton, Illinois, prepared by the USGS in cooperation with the Northeastern Illinois Planning Commission (U.S. Department of the Interior, 963, et cetera). Unnamed Tributary North of 22 nd Street There are no flood protection works on streams in the area. However, the area has an active storm water management program to alleviate some of the problems attributed to the ponding of runoff. Principal Flood Protection Measures for the Fox River Watershed Fox River is a major tributary of the Illinois River. Its watershed covers an area of approximately 2,580 square miles, of which,640 square miles are in Illinois. Two tributaries to this watershed start in DuPage County. Norton Creek There are no flood protection structures or measures such as concrete-lined channels, detention ponds, storage reservoirs, or local laws which affect the Norton Creek. Waubansee Creek There are two on-channel surface reservoirs on Waubansee Creek just upstream of the crossing of the Elgin, Joliet and Eastern Railway. Construction of the reservoirs meets FEMA requirements for consideration in hydraulic analyses. They are being developed by a private development company for flood control related to urbanization. In addition to reservoirs, on-site retention, storage is being installed throughout the watershed wherever substantial residential or commercial construction is taking place (State of Illinois, 975). Principal Flood Protection Measures for the Salt Creek Watershed On Salt Creek, there is an existing low-flow dam at Oak Brook. There are a number of proposed reservoir projects in the Salt Creek watershed. Two reservoirs are proposed on Meacham Creek near Roselle, and another on Salt Creek at Elmhurst. These three projects are currently being sponsored by the SCS. One flood water retarding reservoir on Salt Creek (Busse Woods Reservoir) is under construction approximately one mile upstream of the Village of Itasca. Construction was scheduled for completion in September 976. This reservoir will reduce, but not eliminate, flooding in the Village of Itasca. The Kingery dike has been constructed on the east side of Salt Creek in the northern Village of Villa Park and it contains the 500-year flood. This dike is the eastern boundary of the floodway and is in extreme northern Villa Park. In addition, there is a local zoning ordinance in the Village of Villa Park which restricts development within 25

33 the floodplain. An Act in Regulation to the Rivers, Lakes, and Streams of the State of Illinois, approved June 0, 9, as amended (Illinois Revised Statutes, Chapter 9, 52 et seq, 975) authorizes the Department of Transportation to define floodplains and establish a permit procedure for regulating construction within such defined floodplains (Illinois Department of Transportation, 973). Ginger Creek Other than the local zoning ordinance, which restricts development within the floodplain, no flood protection methods have been adopted for Ginger Creek Watershed. Principal Flood Protection Measures for the Spring Brook Creek and West Branch Tributary Spring Brook Creek Spring Brook Creek and West Branch Tributary Spring Brook Creek flow through the Village of Bloomingdale and the village has two ordinances which pertain to floodwater management. The first, No (Village of Bloomingdale, 973), provides stormwater detention requirements for new commercial and residential developments. The other, No (Village of Bloomingdale, 975), regulates the interference with existing drainage channels. Detention basins as described in ordinance 73-9 exist and are currently planned for different areas in the village where future development is pending. No structural flood control measures have been built to relieve overbank flooding. Spring Road Tributary Other than the local zoning ordinance, which restricts development within the floodplain, no flood protection methods have been adopted for this watershed. Principal Flood Protection Measures for the West Branch DuPage River Watershed After the damaging floods in 948 and 950, the Illinois Division of Water Resources made flood control studies on the West Branch DuPage River and other streams. After the floods of 954 and 957, these studies were expanded and a report on the DuPage River completed in 962. This report recommended a program of channel improvement, some levee and flood wall construction, and a detention reservoir on the West Branch DuPage River upstream from the City of Naperville. These flood control measures were intended to control flood flows with an expected recurrence frequency of about 50 years. Subsequently, Fawell Dam was constructed approximately 0.25 mile upstream of U.S. Highway 34 (Ogden Avenue). This dam was designed with a flood control storage reservoir of 2,900 acre-feet, adequate for a 50-year flood. On September 8, 970, the Naperville City Council enacted Ordinance No , which provides for regulation of Naperville s floodplains and drainage from new subdivisions. This ordinance stipulates that future construction in the floodplain shall be permitted 26

34 only in those areas outside the limits of a stream s floodway and outside the limits of floodwater detention or retention ponds and basins. In addition, all floodplain construction must be flood proofed to an elevation 2 feet above the established high-water elevation. Floodplain limits and high-water elevations defined by this ordinance are those indicated on the USGS Hydrologic Investigation Atlases (U.S. Department of the Interior, 965). As an additional storm runoff control measure, the City Council adopted Ordinance on December, 972. This ordinance requires on-site storage of excess runoff for all developing areas. The volume of required storage is equal to the runoff from a 00-year frequency storm less the safe release capacity of the downstream outlet channel or storm sewer system. A report, Naperville- Northcentral Storm Drainage Report, was prepared for the City of Naperville by Lindley & Sons, Inc., in February 974 (Lindley and Sons, Inc., 974). This report examines existing storm drainage facilities, determines the causes of flooding, and recommends solutions. The recommendations of this report are in accordance with Naperville s Ordinance Three detention basins have been constructed by the City of Naperville since 972, all of which have been designed to control runoff from the 00-year frequency rainfall. These basins are: the Jefferson School Basin, at the intersection of Washington Street and Iroquois Avenue; the County Commons Basin, just east of Huffman Street at School Street; and the Pembroke Greens Basin, just south of Cheshire Road between Charles Street and Richard Road. In addition, another basin is proposed for the grounds of North Central College, and plans call for the expansion of an existing quarry, referred to as the Chicago Avenue Basin, to 00-year storm capacity. At the request of the City of Naperville, the Chicago District, USACE, conducted a flood control study under the authority of Section 205 of the 948 Flood Control Act, as amended. A reconnaissance report to determine the Federal interest in continuing that study was scheduled for completion in 976. In addition, the USACE was authorized by Section 206 of Public Act to investigate the feasibility of providing solutions to urban water damage problems caused by overbank flooding and poor drainage in northeastern Illinois and northwestern Indiana. The investigation of drainage problems was limited to sewer back-up caused by surcharging of drainage outlets by high river stages. The DuPage River Basin is included within the 2,600 square mile bi-state study area. The USACE initiated a study of the DuPage River Basin under this authority in the summer of 976. The West Branch DuPage River is the major cause of flooding in the Village of Hanover Park, Illinois, downstream from the Village of Schaumburg. Flood control works on the West Branch DuPage River in Hanover Park include extensive channel improvements and two retention basins. Retention Basin A will be located along the West Branch DuPage River near the Hanover Park- Schaumburg corporate boundary, about,500 feet west of Springingsguth Road. This basin will provide about 0 acre-feet of flood control storage, but will not affect flood elevations on the West Branch DuPage River in Schaumburg. 27

35 Flood protection works planned by local and state agencies, and the Metropolitan Sanitary District are under construction on the West Branch DuPage River at Hanover Park, about 4 miles upstream from West Chicago. These works, consisting of channel improvements and detention ponds, will have no significant effect on flood peak discharges at West Chicago. The USACE was authorized by Section 206 of the Federal Public Act to investigate the feasibility of providing solutions to urban water damage problems caused by overbank flooding and poor drainage in northeastern Illinois and northwestern Indiana. The investigation of drainage problems will be limited to severe back-up caused by surcharging of drainage outlets by high river stages. The DuPage River basin is included within the 2,600 square mile bi-state study area. The Chicago District of the USACE initiated a study of the DuPage River basin under this authority in the summer of 976. At present, there are no significant flood-control structures built or planned on the study streams at West Chicago. The City of West Chicago has mapped the flood hazard areas and, by powers vested in the city building inspector by various city building ordinances, regulates construction thereby requiring that first-floor levels be elevated to a point 3 feet above the flood of record. Three dams have been built on the West Branch DuPage River. These are Warrenville Grove Dam, McDowell Forest Preserve Dam, and Fawell Dam. Warrenville Grove and McDowell Forest Preserve Dams are low-flow dams with no storage capacity. The other dam, Fawell Dam, lies north of Naperville and was constructed as a flood control dam. There are no new major flood control projects proposed for the West Branch DuPage River for the near future. Klein Creek There are no flood protection works existing or planned on streams within the Klein Creek Watershed. Unnamed Creek South of Foxcroft Road and Unnamed Creek South of 87 th Street Earthen dikes with.0-foot diameter culverts are located along each of the two unnamed tributaries to the West Branch DuPage River. These dikes were placed by private interests and cause an open field just southwest of the intersection of 87 th Street and Washington Street to act as a detention pond. Because of their questionable construction, however, these dikes cannot be relied upon as flood control structures. Winfield Creek Development of floodplains within the City of Wheaton is currently regulated by Chapter 2.5 of the Wheaton City Code. The problem of overbank flooding along Winfield Creek was recently studied for the City of Wheaton by the engineering firm of Baxter and Woodman, Inc. As a result of these studies (Baxter and Woodman, Inc., 975; Baxter and Woodman, Inc., 976), several suggestions 28

36 were made to alleviate the flooding situation along the stream. These include construction of berms around properties near Gary Avenue, reconstruction of several culverts, debris clearance, and construction of a retention pond. 3.0 ENGINEERING METHODS For the flooding source studied in detail in the county, standard hydrologic and hydraulic study methods were used to determine the flood hazard data required for this FIS. Flood events of a magnitude which are expected to be equaled or exceeded once on the average during any 0-, 50-, 00-, or 500-year period (recurrence interval) have been selected as having special significance for floodplain management and for flood insurance rates. These events, commonly termed the 0-, 50-, 00-, and 500-year floods, have a 0-, 2-, -, and 0.2-percent chance, respectively, of being equaled or exceeded during any year. Although the recurrence interval represents the long term average period between floods of a specific magnitude, rare floods could occur at short intervals or even within the same year. The risk of experiencing a rare flood increases when periods greater than year are considered. For example, the risk of having a flood which equals or exceeds the 00-year flood (-percent chance of annual exceedence) in any 50-year period is approximately 40 percent (4 in 0), and, for any 90-year period, the risk increases to approximately 60 percent (6 in 0). The analyses reported herein reflect flooding potentials based on conditions existing in the county at the time of completion of this FIS. Maps and flood elevations will be amended periodically to reflect future changes. 3. Hydrologic Analyses Hydrologic analyses were carried out to establish the peak discharge frequency relationships for each flooding source studied in detail affecting the county. Precountywide Analysis Each jurisdiction within DuPage County has a previously printed FIS report. The hydrologic analyses described in these reports have been compiled and are summarized below. Discharge-frequency data for East Branch DuPage River, West Branch DuPage River, mouth of Lacey Creek, Klein Creek, Klein Creek Tributary No. 2 were developed through the use of the Chicago Metropolitan Study, DuPage River Basin performed by the USACE s Hydrologic Engineering Center (USACE, 974). In the Chicago study, the DuPage River Basin above Shorewood, Illinois, was divided into 20 subareas and a generalized HEC- rainfall-runoff computer model was calibrated for the basin (USACE, 973). Using 24-hour rainfall data obtained from Weather Bureau Technical Paper No. 40, one-hour values, in critical order, were entered into the HEC- model of the DuPage River Basin to determine the 0-year, 50-year, and 00-year peak discharges (U.S. Department of Commerce, 963). 29

37 The 500-year peak discharge was determined from a linear extrapolation of a logprobability curve for the 0-, 50-, and 00-year values. Hydrologic computations for the Village of Glen Ellyn Links storm retention system, as well as other areas in the village which experience shallow flooding, were based on the SCS Technical Release No. 55 (U.S. Department of Agriculture, 975). The drainage basin of the Village Links system was first subdivided into those areas which drain directly into the golf course ponds, and those which first drain into other ponds and eventually discharge into the golf course ponds through storm sewers. For all areas, storage volumes and release rates applicable to a 00-year flood were then determined. The discharge rate available to direct runoff to the golf course was reduced to account for release rates of upstream ponding areas and storm sewers. The final required detention volume and corresponding 00-year flood elevation for the golf course was then determined. Discharges for the 0-year, 50-year, and 00-year floods for the Des Plaines River, East Branch Tributary No., East Branch Tributary No. 2, East Branch Tributary No. 4, East Branch Tributary No. 5, East Branch Tributary No. 7, West Branch Tributary No., West Branch Tributary No. 2, West Branch Tributary No. 3, West Branch Tributary No. 4, West Branch Tributary No. 5, West Branch Tributary No. 6, West Branch Tributary No. 7, Brewster Creek, Ferry Creek, Ferry Creek Tributary No., Klein Creek, Klein Creek Tributary No., Klein Creek Tributary No. 3, Kress Creek, Unnamed Tributary to Kress Creek, Lacey Creek, Meacham Creek, Norton Creek Tributary, Prentiss Creek, St. Joseph Creek, Salt Creek, Sawmill Creek, Sawmill Creek Tributary No., Sawmill Creek Tributary No. 3, Wards Creek, Winfield Creek, Ginger Creek, Crabtree Creek, Unnamed Creek North of 22 nd Street, Waubansee Creek, Winding Creek, Westwood Creek, Sugar Creek, Spring Brook, Spring Brook No., Spring Brook No. 2, Tributary A, Tributary B, Armitage Ditch, and 63 rd Street Ditch studied in detail and for the 0-year and 00-year events for streams studied by the limited detail method were computed using the log-pearson Type III method (U.S. Department of Commerce, 976) for gaged streams and regional equations for ungaged streams (U.S. Department of the Interior, 973; State of Illinois, 973). The 500-year flood discharges for streams studied in detail were estimated by straight line extrapolation. The USGS stream gages used for the hydrologic analyses for the streams studied in detail in the Unincorporated Areas of DuPage County, Illinois, are presented below: USGS Stream Gages USGS Drainage Area Record Flooding Source and Location Gage Number (sq. miles) (years) Brewster Creek at Valleyview Des Plaines River at Lockport East Branch DuPage River at Lisle

38 USGS Stream Gages - continued USGS Drainage Area Record Flooding Source and Location Gage Number (sq. miles) (years) East Branch DuPage River at Naperville West Branch DuPage River at Naperville West Branch DuPage River near Warrenville Ferry Creek at Warrenville Klein Creek at Carol Stream Kress Creek at West Chicago Norton Creek near Wayne Prentiss Creek near Lisle St. Joseph Creek at Lisle Salt Creek at Elmhurst Salt Creek at Oak Brook Sawmill Creek near Lemont Spring Brook No. near Warrenville Winfield Creek at Winfield The results of the hydrologic analyses were submitted to the Illinois State Water Survey for review. The 00-year flood discharges computed for the streams studied in detail and the streams studied by limited detail in the unincorporated areas of DuPage County were approved by the SWS and were certified by the DWR. Hydrologic analyses were made to establish the peak discharge-frequency relationships for floods of selected recurrence intervals on Salt and Westwood Creeks in Addison. Base flood elevations and flows for Tributary No. 2 were determined using a continuous simulation approach. Historical series of simulated flood elevations and flow are computed using dynamic hydrologic and hydraulic models. Then, a statistical procedure was used to determine flow and stage quantiles at locations of interest along the stream channel. Peak flows for the 0-, 50-, 00-, and 500-year floods were determined for Bronswood Cemetery Tributary, Ginger Creek, and Spring Road Tributary by the ISWS in accordance with the USGS report Technique for Estimating Magnitude and Frequency of Floods in Illinois (U.S. Department of the Interior, 977). This report described a technique for estimating flood magnitudes at recurrence intervals ranging from 2 to 500 years, for unregulated rural streams in Illinois, having drainage areas ranging from to 0,000 square miles. The 3

39 independent variables, drainage area, slope, rainfall intensity, and an aerial factor were used to define the flood-frequency relationship. In addition, a provision included allowed for weighting the estimate to an existing gage record. The discharges used in this study were determined by the SCS and the ISWS and were approved by the DOWR. For Crabtree Creek, flood peak discharges were computed using the multiple regression equations stated in Magnitude and Frequency of Floods in Illinois (Illinois Department of Transportation, 973). Discharges for the 500-year floods were determined by straight-line extrapolation of a log-probability curve of flood discharges computed for frequencies up to 00 years. For Cress Creek and Winding Creek, synthetic frequency-discharge curves were derived using regional statistics developed in the Chicago study. These discharges assume zero skew. Discharges for the 500-year floods of all streams were determined by linear extrapolation of a log probability curve of flood discharges computed for frequencies of up to 00 years. For Devon Avenue Tributary, and Meacham Creek, a gauging station on Salt Creek located about 20 miles downstream of Itasca was one source of data for defining discharge-frequency relationships. This gage has been operated since 945. A gauging station on Meacham Creek at Medinah in the northwest part of Itasca was used in defining discharge-frequency relationships. This gage was operated from Values of the 0-, 50-, and 00-year peak discharges were obtained from a log-pearson Type III distribution of annual peak flow data (U.S. Water Resources Council Hydrologic Committee, 976). However, much channel work has been performed on Salt Creek and rapid urbanization of the watershed has occurred during the operation period of the stream gages, especially in the past 0 years. The effect of these changes has not been adequately recorded. Water from large floods has overflowed into a quarry about 0 miles upstream of the gage. Therefore, peak discharge-drainage area relationships were developed from a combination of historic flood data and unit hydrograph rainfall-runoff relationships. Flood routing was done with the SCS- TR-20 Project Formulation Computer Program (U.S. Department of Agriculture, 974). Linear regression analysis was used to determine the 0-, 50-, and 00- year peak discharges as a function of the drainage area at any given cross section. The 500-year peak discharge was determined by a log-log extrapolation of peak discharges computed for frequencies up to 00 years. The peak discharges obtained were substantiated by regional flood flow equations for northeastern Illinois. Discharges for the 500-year flood for East Branch DuPage River, North Branch St. Joseph Creek, South Branch St. Joseph Creek, and Lacey Creek were determined by linear extrapolation of a log-probability graph of flood discharges computed for frequencies up to 00 years. Peak discharges for the upstream reaches of Lacey Creek were obtained by applying the square root of the drainage area ratio method to discharge values obtained from the HEC- computer model. 32

40 This method consists of calculating upstream discharges from a known downstream station by multiplying the discharge values from that downstream station by the square root of the ratio of the drainage area of the upstream station in question to the drainage area of the downstream station. Harza prepared hydrologic analyses using the State Standard Method, and discharges for 0- and 00-year floods were estimated for Flagg Creek using the regional urbanized equations for Illinois (U.S. Department of the Interior, 974). The 00-year discharges calculated by Harza were sent to the Illinois SWS for review. The discharges were approved by the SWS and certified by the DOWR. Data are located in a repository of flood-related data administered by the SWS. For each cross section of Flagg Creek, discharges for the 0- and 00-year floods were plotted on log-normal probability paper. The 50- and 500-year flood discharges were estimated by straight-line interpolation and extrapolation, respectively. The 500-year flood discharge is less reliable than the others because the period of record for discharge gages used to develop the regional urban equations is about 30 years. The hydrologic analysis of Klein Creek Tributary No. 3 was directly transferred from the DuPage County FIS (FEMA, 982). Discharges for the 0-year and 00-year floods of Klein Creek Tributary No. 3 were computed using the log- Pearson Type III method (U.S. Water Resources Council, 976). Discharges for the 500-year floods of all streams were determined by linear extrapolation of a log-probability graph of flood discharges computed for frequencies up to 00 years. Kress Creek is within sub area 6 of the Chicago Metro Study. Peak flows for this sub area, previously derived by the Chicago District, were utilized to derive peak flood flows on Kress Creek and the Unnamed Tributary to Kress Creek. A discharge-frequency relationship was developed for Kress Creek at State Highway 38, and peak flows for Kress Creek at the mouth were obtained by applying the square root of the drainage area ratio. The frequency-discharge drainage area relationships for the streams studied in detail in the community are presented in Table, Summary of Discharges. The peak discharge for a portion of the headwater area of Kress Creek studied by approximate methods was determined from a regional curve which indicated the 00-year peak discharge as a function of average streambed slope. This curve was determined by solving and plotting solutions to the multiple regression equation adopted by the State of Illinois for several streams within DuPage County (State of Illinois, 973). There are no stream flow recording gages on Norton Creek. In order to simulate flows for Norton Creek and Norton Creek Tributary, a regional frequency analysis has been completed for the gages in the vicinity of the Norton Creek drainage basin. Thirteen USGS gages with one to 20 years of records in the DuPage River drainage basin provided data for the regional frequency analysis. To enable the regional frequency model to more accurately predict the flows for a small basin, the DuPage data have been augmented by records from gages with small drainage 33

41 areas. Also included in the study are six gages from DuPage County basin having drainage areas of less than 20.0 square miles and six gages from basins within the region having drainage areas less than 2.0 square miles. The technique for a regional frequency analysis outlined in Bulletin No. 7 from the U.S. Water Resources Council (U.S. Water Resources Council, 976) has been used to calculate the discharges for Norton Creek and Norton Creek Tributary. The discharges for Prentiss Creek were derived from a regional frequency analysis using two Illinois Division of Water Resources stage recording gages located on the East Branch DuPage River, and five damage index stations used in the above Chicago Metro Study. Of these damage index stations, three were located along St. Joseph Creek, and one each along the East Branch DuPage River and Armitage Ditch. The analysis of the two Division of Water Resources gages, no. D W-C-3 at Naperville in Will County and No. D W-C-4 near Lisle in DuPage County, with individual recording periods of 4 and 5 years, respectively, followed the standard log-pearson Type III method as outlined by the Water Resources Council (U.S. Water Resources Council, 967). For the damage index stations, synthetic frequency-discharge curves were derived using regionalized statistics developed in the Chicago Metro Study. Flood peak discharges were obtained from regional drainage area-peak discharge curves computed from the results of the above gage and station analyses. Discharges for the 500-year floods were determined by straight-line extrapolation of a logprobability curve of flood discharges computed for frequencies up to 00 years. For Rott Creek and St. Joseph Creek, synthetic frequency-discharge curves were derived for three stations used in the Chicago Metropolitan study using regionalized statistics developed in that study and assuming zero skew. Discharges for the 0-, 50-, 00-, and 500-year floods on St. Joseph Creek in the Village of Westmont were derived by extrapolation of discharge-drainage area relationship for the creek in Downers Grove. Discharges for Tributaries, 2, and 3 in Lisle were derived from DWR multiple regression equations (State of Illinois, 973). Discharges for Saint Procopius Creek were computed by using the square root of the drainage area ratio applied to the results for Lacey Creek. The peak discharges for Tributary 4 were derived using the square root of drainage area ratio with Prentiss Creek applied to peak discharges for the East Branch DuPage River. Discharges for the 500-year floods of all streams were determined by linear extrapolation of a log-probability graph plotted for calculated peak discharges. Flood frequency curves for Salt Creek and Westwood Creek were prepared for this study and are based on discharges calculated by the SCS. The SCS has completed, recently, a comprehensive flood management study of the Salt Creek watershed as part of the Chicago Metropolitan Area River Basin Plan. That study included detailed watershed modeling utilizing the SCS watershed model TR-20 (U.S. Department of Agriculture, 974). It is an advanced hydrologic model which accurately simulates the historical flood stage- and discharge-hydrographs. The model was used for a regional analysis of the entire watershed. The model 34

42 included consideration of the Busse Woods and Kingery Detention Reservoirs. Elevation-capacity and outlet rating data were included in the model and were utilized in routing the hydrographs through the watershed. Estimates of flood discharge resulting from that study are the most current, and the 00-year discharges have been approved by the State of Illinois for use in the state s floodplain regulation program. Data are located in the Illinois State Water Survey Floodplain Repository. Harza prepared additional hydrologic analyses which provided an independent review of the suitability of the results in concurrence with FIA s guidelines. Discharges for the 00-, 50-, and 0-year floods were computed for Salt Creek and Westwood Creek by Harza using regional flood frequency equations for Illinois (Illinois Department of Transportation, 979). The discharges determined for Salt Creek are higher than the historic discharges because they are based on conditions projected to exist in the year The Salt Creek discharges decrease moving downstream as a result of overbank storage. The calculated unit flood discharges were compared to those for neighboring watersheds. This review by Harza established that the flood discharges computed by the SCS using their TR-20 program and certified by the State of Illinois are suitable for use in this FIS. The SCS discharges for the 0-, 25-, and 00-year floods for the two streams were plotted on log-normal probability paper. The 50- and 500-year flood discharges were estimated by straight-line interpolation and extrapolation, respectively. A frequency-discharge, drainage area table for the streams investigated in Addison is shown in Table. The flood discharges of specified return periods were compared with those calculated by the SCS using the TR-20 program for Sawmill Creek and East Branch Sawmill Creek. The SCS discharges for Sawmill Creek were found suitable, but the discharges for East Branch Sawmill Creek were found to be lower than the acceptable range of discharges calculated using the State Standard Method. Therefore, the discharges submitted to the SWS for East Branch Sawmill Creek are Harza values. All of the discharges for the detailed study areas were sent to the SWS for review and approval, and the 00-year discharges were certified by the DOWR for use in its floodplain regulation program. Data are located in a repository of flood-related data administered by the SWS. Discharges for the 2-, 5-, 0-, 25-, and 00-year floods were available from the SCS TR-20 model of Sawmill Creek (U.S. Department of Agriculture, 965). Discharges for the 0- and 00-year floods on East Branch Sawmill Creek and West Branch Sawmill Creek in the City of Darien were calculated by Harza using regional flood frequency equations (Illinois Department of Transportation, Magnitude and Frequency of Floods in Illinois, 973). Data for the three detailed study streams were plotted separately on log-normal probability paper, and the 50- and 500-year floods were estimated by straight-line interpolation and extrapolation, respectively. The 500-year flood discharge estimates are less reliable than the others because: ) the precipitation-frequency relationship, required for the TR- 20 program, is not well defined for this rare event, and 2) the average period of record for stream gages used to derive the regional equations is about 30 years. 35

43 Peak flows for the 0-, 50-, 00-, and 500-year floods on Spring Brook Creek and the West Branch Tributary Spring Brook Creek were computed using the TR-20 computer program (U.S. Department of Agriculture, 965) with data furnished by the SCS. Discharges for this study were coordinated with the ISWS and approved by the IDWR. The discharges for St. Joseph Creek Tributary were derived using the State Standard Method. Discharges for the 0- and 00-year floods were computed using regional equations for Illinois (U.S. Department of the Interior, 974). Hydrologic and hydraulic analysis of the detention ponds on the stream showed that their effect on floods greater than or equal to the 0-year event is minimal. Therefore, no adjustments were applied to the discharges developed from the regional equations. Discharges for the 0- and 00-year floods were plotted on log-normal probability paper. The 50- and 500-year flood discharges were estimated by straight line interpolation and extrapolation, respectively. The 00- year discharges estimated for the two detailed study streams were sent to the SWS for review. The discharges were approved by the SWS and certified by the DOWR. Data are located in a repository of flood-related data administered by the SWS. Peak flows for the 0-, 50-, 00-, and 500-year floods on Sugar Creek were computed using the Soil Conservation Service (SCS) Technical Release No. 20 (U.S. Department of Agriculture, 965). Peak flows for the 0-, 50-, 00-, and 500-year floods on Sugar Creek Tributary A were computed by the Illinois State Water Survey in accordance with the USGS report, Technique for Estimating Magnitude and Frequency of Floods in Illinois (U.S. Department of the Interior, 977). This report describes a technique for estimating flood magnitudes at recurrence intervals ranging from 2 to 500 years, for unregulated rural streams in Illinois, having drainage areas ranging from to 0,000 square miles. The independent variables drainage area, slope, rainfall intensity, and an aerial factor are used to define the flood frequency relationship. In addition, a provision included allows for weighting the estimate to an existing gage record. The discharges used in this study were coordinated with the Illinois State Water Survey and approved by the Illinois Division of Water Resources. The DuPage County Department of Development and Environmental Concerns has been working with the Northeastern Illinois Planning Commission (NIPC) to perform the regional hydrologic analysis for various watersheds since early 980. A continuous hydrologic model, Hydrologic Simulation Program, FORTRAN (HSPF), was used to simulate the hydrologic characteristics of the Tributary No. 2 watershed. HSPF uses a Watershed Data Management (WDM) file for storing input and output data. Hydrologic modeling for the Tributary No. 2 watershed is documented in Hydraulic Evaluation of HSPF Model for East Branch DuPage River Watershed (Price and Chang, 200). This document describes the development and calibration of an HSPF model used to represent runoff from land 36

44 covers throughout the East Branch watershed. The calibrated HSPF model generates unit runoff in inches per hour for six typical land covers. The land covers were developed for soil and vegetative conditions typically found in DuPage County. These land covers represent impervious area, flat medium and steep-sloped grassed areas, forest and agricultural land. HSPF was regionally calibrated to five stream flow gages in the three primary watersheds in DuPage County (Salt Creek, East Branch of the DuPage River, and West Branch of the DuPage River) and then verified using a separate period of record and additional stream flow gates. Discharges for the Unnamed Creek south of Foxcroft Road and Unnamed Creek south of 87 th Street in the City of Naperville two unnamed tributaries to the West Branch DuPage River were adjusted to reflect interbasin flow between the two streams. The Hydrologic Investigations Atlas for the Normantown quadrangle indicates that interbasin flow occurred during the October 954 flood (U.S. Department of the Interior, 965). Discharges for the two streams were adjusted on a trial-and-error basis until corresponding water-surface elevations in the area of interbasin flow were within 0.5 foot of each other, reflecting gently sloping sheet flow between the two streams. As a result, discharges for the unnamed creek in the area south of 87 th Street were decreased, while those for the creek in the area south of Foxcroft Road were increased. For the Waubansee Creek, estimates of the 0-, 50-, and 00-year floods were plotted on log-normal probability paper, and the 500-year flood discharges were estimated by straight line extrapolation. The 500-year flood discharge is less reliable than the others because the average period of record for stream gages used to prepare the regional equations is approximately 30 years. The reliability of the 00-year flood discharge is between those of the 50- and 500-year floods. The 00-year discharge value that was used in the 978 FIS for Waubansee Creek was adopted for the May 5, 986, restudy. The analysis did not include the 0-, 50-, or 500-year frequency flood events. To allow for zone calculations, the 0- year flood elevation was generated by approximate methods. Frequency-discharge data for Winfield Creek were developed through the use of the Chicago Metropolitan Study, DuPage River Basin (USACE, 973) performed by the USACE s Hydrologic Engineering Center. In the Chicago Metro Study, the DuPage River basin above Shorewood, Illinois, was divided into 29 subareas and a generalized HEC- rainfall-runoff computer model was calibrated for the basin (USACE, 973). One-hour increments of a 24-hour storm rainfall, obtained from the U.S. Weather Bureau Technical Paper No. 40 (U.S. Department of Commerce, 96), were entered into the HEC- model of the basin to obtain the 0-, 50-, and 00-year flood peak discharges. Point rainfall-frequency curves derived from Technical Paper No. 40 were extrapolated to obtain a 500-year rainfall distribution, from which the 500-year flood peak discharges were computed. Since the discharges computed by this method applied to the total subarea tributary to the West Branch DuPage River in which each stream was located, the corresponding subarea discharges were reduced by the square root of 37

45 the drainage area ratio for each stream. Discharges for Winfield Creek below Main Street, computed by the above methods, were decreased following a reservoir routing analysis for the area between Chicago and North Western railroad bridges and Main Street. (A reservoir routing analysis was used because of the large ponding area that is very flat.) Frequency-discharge data for the Unnamed Tributary North of 22 nd Street were developed through the use of the SCS Urban Hydrology for Small Watersheds, Technical Release No. 55 (U.S. Department of Agriculture, 975). This method was considered the most appropriate because the drainage areas were small, and the method accounted for the diversity and irregularity of the land use within the basin. Harza prepared the hydrologic analysis for the 59 th Street Ditch. Discharges for the 2- and 00-year floods for this stream were computed using the Illinois State Standard Method Urbanized Equations (U.S. Department of the Interior, 974). The 00-year discharges were sent to the SWS for review. The discharges were approved by the SWS and certified by the DOWR. These data are located in a repository of flood-related data administered by the SWS. For each cross section, discharges for the 2- and 00-year floods were plotted on log-normal probability paper. The 0-, 50-, and 500-year flood discharges were estimated by straight line interpolation and extrapolation. Discharges for the 0-, 50-, and 00-year floods for the 63 rd Street Ditch were determined using regional equations developed by the Illinois SWS. The principal factors considered in this method were soil types, land uses, watershed slope, channel slope and dimensions, and rainfall distributions (Illinois Department of Transportation, Magnitude and Frequency of Floods in Illinois, 973). The discharges were adjusted using factors recommended by the SWS which were developed from data for the USGS gage on Flagg Creek at Willow Springs, Illinois. The 00-year flood discharges for 63 rd Street Ditch and East Branch Sawmill Creek in Willowbrook were sent to the SWS for review. These discharges were approved by the SWS and certified by the DOWR for use in the State s floodplain regulation program. Data are located in the Illinois Floodplain Repository which is administered by the SWS. Discharges for the 0-, 50-, 00-, and 500-year floods of each flooding source studied in detail in the community are shown in Table. Discharges for the 0-, 50-, and 00-year floods on 79 th Street Ditch and Plainfield Road Ditch were determined by Harza using regional flood-frequency equations. The parameters used were channel slope, drainage area, and the percent of urbanization and nearby gage records using methods recommended by the Illinois SWS. These methods were determined by the log-pearson Type III analysis and the regional discharge equation at gage location (Baranecki, Vigilio, and Associates, 977). The adjustment coefficients were developed from data for the USGS gage (No , established in 95), located at the 6.2-mile marker on Flagg Creek at Willow Springs, Illinois. The 00-year discharges for 38

46 the streams were sent to the Illinois SWS for review. They were approved by the Illinois SWS and certified by the Illinois DWR for use in the state s floodplain regulation program (Des Plaines River Watershed Steering Committee, 975). Data are located in the State Floodplain Repository administered by the Illinois SWS. The flood discharges on Plainfield Road Ditch are much higher than the discharges of 79 th Street Ditch because the slope of Plainfield Road Ditch is 30 percent greater than the slope of 79 th Street Ditch, thereby increasing the rate of runoff. A summary of the drainage area-peak discharge relationships for the portions of the streams studied by detailed methods is shown in Table 3, Summary of Discharges. TABLE 3 - SUMMARY OF DISCHARGES FLOODING SOURCE DRAINAGE AREA PEAK DISCHARGES (cfs) AND LOCATION (sq. miles) 0-YEAR 50-YEAR 00-YEAR 500-YEAR ADDISON CREEK At downstream corporate Limits * ADDISON CREEK TRIBUTARY NO. At George Street Reservoir ADDISON CREEK TRIBUTARY NO. 2 At York Road At Church Road ADDISON CREEK TRIBUTARY NO. 3 Approximately 300 feet Downstream of George Street At Church Road ARMITAGE CREEK At mouth ,420 Above confluence with Armitage Fork At Ardmore Avenue Above Placid Avenue *Data not available 39

47 TABLE 3 - SUMMARY OF DISCHARGES - continued FLOODING SOURCE DRAINAGE AREA PEAK DISCHARGES (cfs) AND LOCATION (sq. miles) 0-YEAR 50-YEAR 00-YEAR 500-YEAR ARMITAGE FORK At mouth BENSENVILLE DITCH Just downstream of Garden Avenue * Just downstream of York Road * Just downstream of Mason Street * At Church Street * BREWSTER CREEK At river mile BRIARWOOD DITCH Approximately 360 feet upstream of confluence with Ginger Creek * * * 339 * Approximately 950 feet upstream of confluence with Ginger Creek * * * 447 * Approximately 80 feet downstream of Briarwood Central Road * * * 32 * BRONSWOOD CEMETERY TRIBUTARY At confluence with Ginger Creek 02 2,72 3,277 3,698 4,488 At Roosevelt Road 95 2,87 3,294 3,698 4,488 At confluence with Salt Creek East of Adams Road East of State Route CRABTREE CREEK Within Village of Woodridge corporate limits ,430 CRESS CREEK At mouth *Data not available 40

48 TABLE 3 - SUMMARY OF DISCHARGES - continued FLOODING SOURCE DRAINAGE AREA PEAK DISCHARGES (cfs) AND LOCATION (sq. miles) 0-YEAR 50-YEAR 00-YEAR 500-YEAR DES PLAINES RIVER At river mile ,060 7,800 9,000 0,000 DEVON AVENUE TRIBUTARY At lower corporate limit for the Village of Itasca Approximately 00 feet upstream of Pierce Road EAST BRANCH DUPAGE RIVER At Mile ,000 2,90 3,375 4,700 Just downstream of Crabtree Creek 75.3,850 2,630 3,080 4,270 At Hobson Road bridge 7.,840 2,600 3,05 4,75 At Maple Avenue 58.3,80 2,50 2,900 3,880 At East-West Tollway 40.,370,850 2,200 2,890 At Butterfield Road 27.2,00,325,630 2,090 At Glen Ellyn Sewage Disposal Plant ,50,435,820 At St. Charles Road ,220 Above confluence with Armitage Creek EAST BRANCH SAWMILL CREEK At 79 th Street At 75 th Street At Elm Street At Janet Road At Rodger Road At 68 th Street EAST BRANCH TRIBUTARY NO. At mouth EAST BRANCH TRIBUTARY NO. 2 At mouth

49 TABLE 3 - SUMMARY OF DISCHARGES - continued FLOODING SOURCE DRAINAGE AREA PEAK DISCHARGES (cfs) AND LOCATION (sq. miles) 0-YEAR 50-YEAR 00-YEAR 500-YEAR EAST BRANCH DUPAGE RIVER TRIBUTARY 3 At the mouth Above Winchester Avenue EAST BRANCH TRIBUTARY NO. 4 At Leask Lane ,200 At mouth EAST BRANCH TRIBUTARY NO. 5 At mouth ,200 EAST BRANCH TRIBUTARY NO. 7 At mouth FERRY CREEK At East-West Tollway FERRY CREEK TRIBUTARY NO. At mouth FLAGG CREEK At mouth 8.,660 2,650 3,80 4,500 Approximately 600 feet upstream of 79 th Street Ditch 5.3,420 2,300 2,720 3,850 At State Route At Eastern Avenue GINGER CREEK Downstream of Jorie Boulevard * * *,256 * Approximately 250 feet Upstream of Gabion Wier * * *,275 * Downstream of Route 83 * * *,277 * Downstream of Briarwood Lake * * *,27 * *Data not available 42

50 TABLE 2 - SUMMARY OF DISCHARGES - continued FLOODING SOURCE DRAINAGE AREA PEAK DISCHARGES (cfs) AND LOCATION (sq. miles) 0-YEAR 50-YEAR 00-YEAR 500-YEAR GINGER CREEK (continued) Upstream of confluence With Briarwood Ditch * * * 742 * Downstream of Regent Drive * * * 708 * Upstream of Regent Drive * * * 695 * Upstream of Sheet Pile Weir * * * 643 * Approximately 300 feet upstream of Sheet Pile Weir * * * 63 * Approximately 300 feet Downstream of confluence With Trinity Lakes 2 Tributary * * * 566 * Downstream of Midwest Road * * * 554 * Upstream of Baybrook Lane * * * 405 * Downstream of Meyers Road * * * 34 * Upstream of Baybrook (West) * * * 75 * HERITAGE OAKS TRIBUTARY Approximately 680 feet upstream of confluence with Ginger Creek * * * 60 * KLEIN CREEK Downstream of Thunderbird Trail in the Village of Carol Stream Approximately,000 feet upstream of Dam A in the Village of Carol Stream *Data not available 43

51 TABLE 3 - SUMMARY OF DISCHARGES - continued FLOODING SOURCE DRAINAGE AREA PEAK DISCHARGES (cfs) AND LOCATION (sq. miles) 0-YEAR 50-YEAR 00-YEAR 500-YEAR KLEIN CREEK TRIBUTARY NO. At mouth KLEIN CREEK TRIBUTARY NO. 2 At confluence with Klein Creek KLEIN CREEK TRIBUTARY NO. 3 At mouth * 208 * KRESS CREEK Mouth at West Branch DuPage River ,060,70,470 At mouth ,060,70,470 At Town Road ,000,270 Approximately.4 miles downstream of Lies Road ,25 At Roosevelt Road (State Highway 38) At Indian Boundary Road At Hawthorne Lane At river mile LACEY CREEK At mouth ,80 LOMBARD TRIBUTARY Downstream of Royal Drive * * * 475 * Upstream of Royal Drive * * * 475 * MAYS LAKE TRIBUTARY Upstream of 3 st Street * * * 70 * Approximately 250 feet Upstream of 3 st Street * * * 67 * MEACHAM CREEK At Lake Kadijah At Thorndale Avenue *Data not available 44

52 TABLE 3 - SUMMARY OF DISCHARGES - continued FLOODING SOURCE DRAINAGE AREA PEAK DISCHARGES (cfs) AND LOCATION (sq. miles) 0-YEAR 50-YEAR 00-YEAR 500-YEAR MIDWEST CLUB TRIBUTARY Approximately 450 feet upstream of confluence with Ginger Creek * * * 43 * Approximately,000 feet upstream of confluence with Ginger Creek * * * 24 * Approximately,500 feet upstream of confluence with Ginger Creek * * * 06 * Approximately 200 feet downstream of 3 st Street * * * 75 * NORTH BRANCH ST. JOSEPH CREEK At confluence with St. Joseph Creek NORTH UNNAMED CREEK At York Road ,264,576 2,479 At downstream end of culvert NORTON CREEK At Dunham Road ,038 Upstream of the confluence of Norton Creek Tributary NORTON CREEK TRIBUTARY At mouth PLAINFIELD ROAD DITCH At mouth At County Line Road PRENTISS CREEK At mouth ,020,40 At 63 rd Street bridge ,00 *Data not available 45

53 TABLE 3 - SUMMARY OF DISCHARGES - continued FLOODING SOURCE DRAINAGE AREA PEAK DISCHARGES (cfs) AND LOCATION (sq. miles) 0-YEAR 50-YEAR 00-YEAR 500-YEAR ROTT CREEK At mouth ,025 At Yackley Avenue Below Old Tavern Road Below East-West Tollway SALT CREEK At York Road 2 2,58 3,258 3,650 4,427 At 3 st Street 06 2,62 3,258 3,655 4,434 At confluence of Ginger Creek 02 2,72 3,277 3,680 4,450 At confluence of Spring Road Tributary ,86 3,290 3,696 4,480 At confluence of Sugar Creek ,87 3,30 3,698 4,495 At St. Charles Road 90.7,9 2,724 3,7 4,520 At Chicago and Northeastern Railway 88.8,95 2,730 3,78 4,530 At State Route ,90 3,306 3,70 4,502 Approximately 0.67 mile downstream of Interstate ,263 3,34 3,846 5,224 Approximately 250 feet downstream of Fullerton Avenue ,248 3,308 3,803 5,55 At Fullerton Avenue ,247 3,390 3,803 4,65 Approximately 4,800 feet upstream of Lake Street ,267 3,350 3,857 5,240 Approximately 660 feet upstream of Elizabeth Drive in City of Wood Dale 73 2,20 3,00 3,524 4,500 Approximately 528 feet downstream of Irving Park Road 7.4 2,0 3,090 3,502 4,490 Approximately 792 feet upstream of Chicago, Milwaukee, St. Paul and Pacific Railroad ,0 3,070 3,484 4,470 Upper corporate limit for City of Wood Dale 54.4,650 2,30 2,590 3,260 At Plum Grove Road ,225 46

54 TABLE 3 - SUMMARY OF DISCHARGES - continued FLOODING SOURCE DRAINAGE AREA PEAK DISCHARGES (cfs) AND LOCATION (sq. miles) 0-YEAR 50-YEAR 00-YEAR 500-YEAR SAWMILL CREEK Approximately 80 feet upstream of Bluff Road 3.0,363 * 2,588 * At 79 th Street At 75 th Street SAWMILL CREEK TRIBUTARY At river mile * 67 * SAWMILL CREEK TRIBUTARY 3 At mouth SOUTH BRANCH ST. JOSEPH CREEK At confluence with St. Joseph Creek SOUTH UNNAMED CREEK At York Road ,42 At Fairway Drive SPRING BROOK CREEK Approximately,76 feet upstream of Route ,040,264,800 At mouth ,090,650 At mile At Aurora Way At Warrenville Road SPRING BROOK NO. At mouth ,40 SPRING BROOK NO. 2 At river mile ,290 Approximately,660 feet upstream of 75 th Street *Data not available 47

55 TABLE 3 - SUMMARY OF DISCHARGES - continued FLOODING SOURCE DRAINAGE AREA PEAK DISCHARGES (cfs) AND LOCATION (sq. miles) 0-YEAR 50-YEAR 00-YEAR 500-YEAR SPRING BROOK CREEK At Medinah Road ,208 At Circle Avenue At Foster Avenue SPRING ROAD TRIBUTARY At mouth Just upstream of State Route ST. JOSEPH CREEK At mouth ,60,365,900 At Main Street.0 70,25,320,830 At the Burlington Northern Railroad ,090,290,770 Downstream of Maple Avenue ,055 At Cumnor Road At 63 rd Street Downstream of 55 th Street ST. JOSEPH CREEK TRIBUTARY At confluence TRIBUTARY (A) At mouth Above Warrenville Road TRIBUTARY 2 (B) At the Burlington Northern Railroad At Ogden Avenue ST. PROCOPIUS CREEK Approximately 600 feet downstream of Mill Bridge Lane *Data not available 48

56 TABLE 3 - SUMMARY OF DISCHARGES - continued FLOODING SOURCE DRAINAGE AREA PEAK DISCHARGES (cfs) AND LOCATION (sq. miles) 0-YEAR 50-YEAR 00-YEAR 500-YEAR SOUTH FORK OF WESTWOOD CREEK Just downstream of Army Trail Road Just downstream of control structure Just downstream of Fullerton Avenue SUGAR CREEK At confluence with Salt Creek ,43 At Villa Avenue ,000 At State Route SUGAR CREEK TRIBUTARY A At southern corporate limits for Village of Villa Park UNNAMED CREEK SOUTH OF FOXCROFT ROAD At mouth Approximately,000 feet downstream of 87 th Street UNNAMED CREEK SOUTH OF 87 TH STREET At mouth Approximately 80 feet downstream of Ring Road UNNAMED STREAM NORTH OF 22 ND STREET IN At mouth At Finley Road UNNAMED TRIBUTARYTO KRESS CREEK At mouth at Kress Creek Increased due to interbasin flow 2 Decreased due to interbasin flow *Data not available 49

57 TABLE 3 - SUMMARY OF DISCHARGES - continued FLOODING SOURCE DRAINAGE AREA PEAK DISCHARGES (cfs) AND LOCATION (sq. miles) 0-YEAR 50-YEAR 00-YEAR 500-YEAR WARDS CREEK At Interstate Highway * 207 * WAUBANSEE CREEK At Kane-Kendall County boundary ,220,447,950 WEST BRANCH DUPAGE RIVER Approximately 475 feet upstream of confluence with Unnamed Creek (south of 87 th Street) ,545 4,970 5,655 7,575 At DuPage-Will County line ,50 4,920 5,600 7,500 At Hillside Road ,075 4,000 4,400 5,250 At Ogden Avenue ,880 3,740 3,960 5,000 Upstream of Fawell Dam ,900 4,00 4,600 5,850 At confluence with Kress Creek ,460 3,460 3,850 4,900 Above mouth, Kress Creek 62.0,800 2,600 2,900 3,900 At Roosevelt Road (State Highway 38) 58.5,700 2,400 2,700 3,550 At North Avenue ,360,540,980 Downstream limit of study (near Jefferson Street) in Village of Hanover Park ,00,60,460 At Lake Street ,70 At Irving Park Road WEST BRANCH SAWMILL CREEK At Interstate Highway Near Cass School Near Bay View WEST BRANCH TRIBUTARY NO. Just upstream of Forest Preserve Road *Data not available 50

58 TABLE 3 - SUMMARY OF DISCHARGES - continued FLOODING SOURCE DRAINAGE AREA PEAK DISCHARGES (cfs) AND LOCATION (sq. miles) 0-YEAR 50-YEAR 00-YEAR 500-YEAR WEST BRANCH TRIBUTARY NO. 2 (COUNTRY CREEK) At mouth WEST BRANCH TRIBUTARY NO. 3 At mouth WEST BRANCH TRIBUTARY NO. 4 At mouth WEST BRANCH TRIBUTARY NO. 5 At mouth * 95 * WEST BRANCH TRIBUTARY NO. 6 At mouth WEST BRANCH TRIBUTARY NO. 7 At mouth WEST BRANCH TRIBUTARY TO SPRING BROOK CREEK At Roselle Road WESTWOOD CREEK At confluence with Salt Creek Approximately 320 feet upstream of Lincoln Street At Lake Street Approximately 200 feet downstream of Country Club *Data not available 5

59 TABLE 3 - SUMMARY OF DISCHARGES - continued FLOODING SOURCE DRAINAGE AREA PEAK DISCHARGES (cfs) AND LOCATION (sq. miles) 0-YEAR 50-YEAR 00-YEAR 500-YEAR WINDING CREEK At mouth WINFIELD CREEK At Roosevelt Road at Schaffner Road At Beverly Avenue At Chicago and North Western Railroad At low flow dam at mile At Main Street At downstream corporate limits for Village of Carol Stream TH STREET DITCH At County Line Road RD STREET DITCH At mouth ,30,330,850 At County Line Road ,070,490 At Madison Street ,00 At Lake Hinsdale TH STREET DITCH At County Line Road At 79 th Street At Hamilton Street *Data not available 3.2 Hydraulic Analyses Analyses of the hydraulic characteristics of flooding from the source studied were carried out to provide estimates of the elevations of floods of the selected recurrence intervals. Users should be aware that flood elevations shown on the FIRM represent rounded whole-foot elevations and may not exactly reflect the elevations shown on the Flood Profiles or in the Floodway Data tables in the FIS report. For construction and/or floodplain management purposes, users are encouraged to use the flood elevation data presented in this FIS in conjunction with the data shown on the FIRM. 52

60 Precountywide Analyses Each jurisdiction within DuPage County has a previously printed FIS report. The hydraulic analyses described in these reports have been compiled and are summarized below. Locations of selected cross sections used in the hydraulic analyses are shown on the Flood Profiles (Exhibit ). For stream segments for which a floodway was computed (Section 4.2), selected cross section locations are also shown on the Flood Boundary Floodway Map (Exhibit 2). Cross-section data for the streams studied in detail were obtained by field measurement. All bridges and culverts were surveyed to obtain structural geometry and elevation data. The hydraulic analyses for this study were based on the effects of unobstructed flow. The flood elevations shown on the profiles are considered valid only if hydraulic structures remain unobstructed, other planned flood control structures operate properly, and do not fail. All elevations are referenced to National Geodetic Vertical Datum of 929 (NGVD) formerly referred to as mean sea level with the 929 General Adjustment; elevation reference marks used in the study are shown on the maps. Qualifying bench marks within a given jurisdiction that are cataloged by the National Geodetic Survey (NGS) and entered into the National Spatial Reference System (NSRS) as First or Second Order Vertical and have a vertical stability classification of A, B, or C are shown and labeled on the FIRM with their 6- character NSRS Permanent Identifier. Bench marks cataloged by the NGS and entered into the NSRS vary widely in vertical stability classification. NSRS vertical stability classifications are as follows: Stability A: Monuments of the most reliable nature, expected to hold position/elevation well (e.g., mounted in bedrock) Stability B: Monuments which generally hold their position/elevation well (e.g., concrete bridge abutment) Stability C: Monuments which may be affected by surface ground movements (e.g., concrete monument below frost line) Stability D: Mark of questionable or unknown vertical stability (e.g., concrete monument above frost line, or steel witness post) 53

61 In addition to NSRS bench marks, the FIRM may also show vertical control monuments established by a local jurisdiction; these monuments will be shown on the FIRM with the appropriate designations. Local monuments will only be placed on the FIRM if the community has requested that they be included, and if the monuments meet the aforementioned NSRS inclusion criteria. To obtain current elevation, description, and/or location information for bench marks shown on the FIRM for this jurisdiction, please contact the Information Services Branch of the NGS at (30) , or visit their Web site at It is important to note that temporary vertical monuments are often established during the preparation of a flood hazard analysis for the purpose of establishing local vertical control. Although these monuments are not shown on the FIRM, they may be found in the Technical Support Data Notebook associated with this FIS and FIRM. Interested individuals may contact FEMA to access this data. Roughness coefficients (Manning s n ) for the hydraulic computations were assigned on the basis of field inspection, analyses of field photographs (USACE, ) and sound engineering judgment. Starting water-surface elevations for the streams studied in detail and limited detail were determined using corresponding flood elevations on the main stem, flood profiles from previous studies by the State of Illinois and the SCS (State of Illinois, 975; and Des Plaines River Watershed Steering Committee, January 976), normal depth computations, and rating curves. Backwater effects at confluences with larger stream systems are reflected on the flood profiles (Exhibit ). The water-surface elevations for the streams studied in detail and limited detail were computed using either the SCS WSP-2 backwater computer program or the USACE HEC-2 step-backwater computer program (U.S. Department of Agriculture, 974; USACE, HEC-2 Water-Surface Profiles, Computer Program723-X6-L202A, 973). The USACE HEC-2 model was used for all streams studied in detail and limited detail except for Meacham Creek, Sawmill Creek, Salt Creek, Spring Brook, and Westwood Creek, which were modeled utilizing the SCS WSP-2 program (U.S. Department of Agriculture, 974). Flood profiles were drawn showing computed water-surface elevations for floods of the selected recurrence intervals (Exhibit ). Streams studied in detail have flood profiles drawn for the 500-year, 00-year, 50-year, and 0-year storm events, with the exception of Upper Salt Creek, Klein Creek Tributary No., Klein Creek Tributary No. 2, Sawmill Creek, Sawmill Creek Tributary No., Wards Creek, West Branch Tributary No. 5, West Branch Tributary No. 7, East Branch Tributary No., and East Branch Tributary No. 2, which have only the 0-year and 00-year profiles. 54

62 Data for the flooding area along the eastern boundary of the Village of Glen Ellyn, near Route 53, designated as Zone AH, was taken from the Glen Ellyn FIS. Channel cross-section data for Addison Creek, Addison Creek Tributary No., Addison Creek Tributary No. 2, Addison Creek Tributary No. 3, Bensenville Ditch, North Unnamed Creek, and South Unnamed Creek were obtained from field surveys. All bridges and culverts were surveyed to obtain elevation data and structural geometry. Water surface profiles for present conditions on Addison Creek were determined for the 0-, 50-, and 00-year floods using the HEC-2 step-backwater computer program. Water-surface profiles for present conditions on the Addison Creek tributaries were determined for the 0-, 50-, 00-, and 500-year floods using the WSP-2 computer program (USACE, 984). Water-surface elevations for floods of the selected recurrence intervals on Bensenville Ditch, South Unnamed Creek, and North Unnamed Creek were computed using the HEC-2 step-backwater computer program(usace, 984). Starting water-surface elevations on the Addison Creek tributaries were determined using the slope/area method. Starting water-surface elevations for Bensenville Ditch, South Unnamed Creek, and North Unnamed Creek were determined by performing a routing at restrictive culverts that cause ponding at York Road and the Chicago and North Western railroad embankment. Roughness coefficients for Addison Creek, Addison Creek Tributary No., Addison Creek Tributary No. 2, Addison Creek Tributary No. 3, Bensenville Ditch, North Unnamed Creek, and South Unnamed Creek were assigned based on field inspection, photographs, and engineering judgment (USGS, 967, and Chow, Ven Te, 959). Cross-section data for the backwater analyses of Bronswood Cemetery Tributary, Ginger Creek, and Spring Road Tributary were obtained by field surveys during October 977. At this time, the ISWS crew conducting the field work also obtained elevation data and structural geometry for the bridges on each creek. Water-surface elevations on Bronswood Cemetery Tributary and Spring Road Tributary, for all designated recurrence intervals, were computed through use of the USACE HEC-2 step-backwater computer program (USACE, 976). Elevations for the approximate flooding areas were determined by field inspection. Flood profiles on Ginger Creek for the 0-, 50-, and 500-year floods were computed by the ISWS with the SCS WSP-2 step-backwater program (U.S. Department of Agriculture, 976), necessary input information was supplied by the SCS. The 00-year flood elevations and resulting floodplains, floodways, and profiles were computed by the ISWS and reported in a January 980 flood study of Salt Creek and its tributaries (Illinois Department of Transportation, 980). 55

63 Starting water-surface elevations for Bronswood Cemetery Tributary, Ginger Creek, and Spring Road Tributary were taken from the Salt Creek profiles for the corresponding recurrence intervals. Channel roughness factors (Manning s n ) used in the hydraulic computations of Bronswood Cemetery Tributary, Ginger Creek, and Spring Road Tributary were selected by engineering judgment and from field observations of the stream and floodplain areas. The factors were chosen to be consistent with commonly reported values (Dougherty, R. L, 977; Chow, V. T., 964; Chow, V. T., 959). Cross-section data for Crabtree Creek and Prentiss Creek were obtained from field surveys. Water-surface profiles for Crabtree Creek and Prentiss Creek were computed through use of the USACE s HEC-2 step-backwater computer program (USACE, HEC-2 Water-Surface Profiles, Computer Program 723-X6-L202A, 973). Profiles were determined for the 0-, 50-, 00-, and 500-year floods (Exhibit ). Starting elevations at the downstream corporate limits for Crabtree Creek and Prentiss Creek were determined from profiles of these streams computed for the FIS of the unincorporated areas of DuPage County (FEMA, 982). Roughness coefficients (Manning s n ) for Crabtree Creek and Prentiss Creek were estimated from field inspection at cross-section locations, and from model calibration based on high water marks. Both overbank and channel cross sections for Cress Creek, Winding Creek, Unnamed Creek South of Foxcroft Road, and Unnamed Creek South of 87 th Street were field surveyed. Water-surface elevations for Cress Creek, Winding Creek, Unnamed Creek South of Foxcroft Road, and Unnamed Creek South of 87 th Street were computed for the 0-, 50-, 00-, and 500-year floods using a HEC-2 computer step-backwater model (USACE, HEC-2 Water-Surface Profiles, Computer Program 723-X6- L202A, 973). The depth of shallow flooding along Bailey Road from Winding Creek in the City of Naperville was also computed using a HEC-2 model. The excess 00-year discharge which the underground storm sewer was incapable of handling was routed across surveyed ground-surface cross sections. Starting water-surface elevations for Cress Creek, Unnamed Creek South of Foxcroft Road, Winding Creek were calculated using the slope/area method. Roughness coefficients (Manning s n ) for Cress Creek were estimated by field inspection and by comparison of computed profiles with high-water marks. Cross-section data for Devon Avenue Tributary, and Meacham Creek, and bridges in the area were obtained from field surveys by the Illinois Division of Water 56

64 Resources supplemented with field surveys by a contractor for the SCS. In some cases, these cross sections were extended using topographic maps with a 2-foot contour interval (Floodplain Topographic Maps, 973). Water-surface profiles for Devon Avenue Tributary, and Meacham Creek were developed using the SCS WSP-2 Water-Surface Profile Computer Program (U.S. Department of Agriculture, 974). Profiles were determined for the 0-, 50-, 00-, and 500-year floods for all flooding sources. Starting elevations for Devon Avenue Tributary, and Meacham Creek were taken from previously published data (Des Plaines River Steering Committee, 975). Valley and channel roughness coefficients for Devon Avenue Tributary, and Meacham Creek were determined from field observations, USGS Water Supply Paper 849 (U.S. Department of the Interior, 967), and the SCS Guide for Selecting Roughness Coefficients (U.S. Department of Agriculture, 963). Cross-section data for East Branch DuPage River, North Branch St. Joseph Creek, South Branch St. Joseph Creek, and Lacey Creek were obtained by field measurement. The 00-year water-surface elevation on the East Branch DuPage River was computed through use of the USACE HEC-2 step-backwater computer program (USACE, HEC-2 Water-Surface Profiles, 976). Water-surface profiles for North Branch St. Joseph Creek, South Branch St. Joseph Creek, and Lacey Creek were developed using the USACE HEC-2 step-backwater computer model (USACE, HEC-2 Water-Surface Profiles, Computer Program 723-X6-L202A, 973). For North Branch and South Branch of St. Joseph Creek, starting elevations were determined from concurrent flowlines with the main stem. Roughness coefficients (Manning s n ) for East Branch Dupage River, North Branch St. Joseph Creek, South Branch St. Joseph Creek, and Lacey Creek were estimated by field inspection at the various cross sections. Stream cross sections and bridge sections for East Branch Sawmill Creek, Sawmill Creek, and West Branch Sawmill Creek were surveyed using land survey techniques. All of the cross sections on Sawmill Creek and the cross sections downstream from 75 th Street on East Branch Sawmill Creek were surveyed by the SCS; upstream sections were surveyed by Harza. All sections on West Branch Sawmill Creek were surveyed by Harza. Water-surface elevations for floods of the selected recurrence intervals were computed using hydraulic models for East Branch Sawmill Creek and Sawmill Creek prepared by the SCS (Des Plaines River Watershed Steering Committee, 976). Both models were extended by Harza to cover the entire stream within the City of Darien. The models were developed using the SCS WSP-2 57

65 step-backwater program (U.S. Department of Agriculture, 976). Mathematical relationships used in the model include the standard step-backwater procedure which estimates total energy at each cross section and accounts for friction losses between sections using Manning s formula. The model requires discharge, crosssection geometry, bridge geometry, starting water-surface elevation, and roughness data to simulate flood flow conditions. West Branch Sawmill Creek was modeled by Harza using the WSP-2 program. Starting water-surface elevations for East Branch Sawmill Creek, Sawmill Creek, and West Branch Sawmill Creek were determined from previous studies by the SCS (Des Plaines River Watershed Steering Committee, 976). Roughness coefficients for East Branch Sawmill Creek, Sawmill Creek, and West Branch Sawmill Creek were assigned on the basis of field inspection and previous analyses by the SCS. The cross-sectional data of the stream and floodplain, hydraulic structures such as bridges, culverts, dams, weirs, and other hydraulic controls for East Branch Tributary No. 2 were surveyed in 987 and 994 by Donohue and Associates. As they were surveyed, State Plane Coordinates were determined for each surveyed elevation location. Where possible, all of the surveyed cross-section points were used in the analysis. If any extra information was needed, such as horizontal extensions, the County s XDI software and digital topography were used as needed. In addition to the surveyed cross-sections, there were also fabricated cross sections used in the analysis. The fabricated cross sections were created for various reasons. Some of the surveyed cross sections were surveyed with no state plane coordinates. For this situation, the approximate location is determined and the State Plane Coordinates were assumed. This data was then used along with the surveyed elevations. There were also fabricated sections generated from existing surveyed sections. Hydraulic analysis for East Branch Tributary No. 2 was conducted using the continuous simulation hydraulic analysis software FEQ. Using FEQ, a detailed model of the Tributary 2 drainage network was developed. The model simulates flow storage in detention ponds, natural storage areas and floodplains. It also calculates the depth and discharge of flow through open channels, storm sewers, and overflow paths. Cross-section data for Flagg Creek were obtained from field measurements by Harza personnel. All hydraulic information for Flagg Creek was obtained from the Cook County FIS (FEMA, 2000). Water-surface elevations for floods of selected recurrence intervals were computed using a hydraulic model for Flagg Creek prepared by Harza. The model was developed using the WSP-2 backwater program of the U.S. 58

66 Department of Agriculture, Soil Conservation Service (SCS) (U.S. Department of Agriculture, 976). Mathematical relationships used in the model include the standard step-backwater procedure which estimates total energy at each cross section and accounts for friction losses between sections using Manning s formula. The model requires discharge, cross-section geometry, bridge geometry, starting water-surface elevations, and roughness data to simulate flood conditions. Profiles of water-surface elevations were computed for floods of the selected recurrence intervals (Exhibit ). On the profile for Flagg Creek, the 50- and 00- year flood profiles converge at station 5490 and are shown coincident to the upstream limit of detail study. The starting water-surface elevation for Flagg Creek was the 0-year flood elevation for the Des Plaines River (Des Plaines River Steering Committee, 975). Roughness coefficients for Flagg Creek were assigned on the basis of field inspection. Cross-section data for Klein Creek, Klein Creek Tributary No. 2, and Klein Creek Tributary No. 3 were obtained by field measurement. Water-surface elevations of floods of the selected recurrence intervals were computed using the USACE HEC-2 step-backwater computer program (USACE, HEC-2 Water-Surface Profiles, Computer Program 723-X6-L202A, 973) for Klein Creek, Klein Creek Tributary No. 2, and Klein Creek Tributary No. 3. Flood profiles were drawn showing computed water-surface elevations to an accuracy of 0.5 foot for floods of the selected recurrence intervals. Starting water-surface elevations for Klein Creek, Klein Creek Tributary No. 2, and Klein Creek Tributary No. 3 were calculated using the slope/area method. Roughness coefficients for the hydraulic computations of Klein Creek, Klein Creek Tributary No. 2, and Klein Creek Tributary No. 3 were assigned on the basis of field inspection of floodplain areas. Cross-section data for part of Kress Creek and for the entire Unnamed Tributary of Kress Creek were obtained by field measurement. Cross sections for Kress Creek up to Hawthorne Lane are identical to those used for a previous USACE Flood Plain Information Report (USACE, 975). In addition, channel modifications to Kress Creek for a distance of 600 feet upstream of the Elgin, Joliet, and Eastern Railroad, and culverts at the railroad crossing were inspected in March 978 and incorporated into the hydraulic model. Water-surface profiles for Kress Creek, and Unnamed Tributary to Kress Creek were developed through use of the USACE HEC-2 step-backwater computer program (USACE, HEC-2 Water-Surface Profiles, Computer Program 723-X6- L202A, 973). 59

67 Starting water-surface elevations for Kress Creek and Unnamed Tributary to Kress Creek were calculated using the slope/area method. Roughness coefficients for the hydraulic computations of Kress Creek and Unnamed Tributary to Kress Creek were assigned on the basis of field inspection of floodplain areas. Cross sections for the backwater analyses of Norton Creek and Norton Creek Tributary were determined from field surveys with some overbank cross sections being determined from topographic maps at a scale of :4,800, with a contour interval of four feet (U.S. Department of the Interior, 972). Cross-section locations were at close intervals above and below bridges, dams, and culverts in order to compute the significant backwater effects of these structures. Water-surface elevations of floods of the selected recurrence intervals on Norton Creek and Norton Creek Tributary were computed through use of the USACE HEC-2 step-backwater computer program (U.S. Army Corps of Engineers, February 972). This program relates stream geometry, characteristics, and discharge to stream elevation. The starting downstream water-surface elevations for Norton Creek and Norton Creek Tributary used in the HEC-2 step-backwater program were computed by the normal depth methods (USACE, February 972). Roughness coefficients for Norton Creek and Norton Creek Tributary were determined by field inspection and engineering judgment. Cross sections for the backwater analyses on Salt Creek and Westwood Creek were field surveyed by the SCS. Cross-section data for Salt Creek were obtained from Regulation of Construction Within the Floodplain of Lower Salt Creek and Tributaries (Illinois Department of Transportation, 980). Additional cross sections on the upper portion of Westwood Creek not included in the SCS studies were surveyed by Harza. Sections were located at close intervals above and below bridges and culverts in order to compute the significant backwater effects of these structures. Water-surface elevations of floods for selected recurrence intervals were computed using hydraulic models for Westwood Creek prepared by the SCS. The models were developed using the SCS WSP-2 backwater program (U.S. Department of the Interior, 963). The models involve a standard step-backwater computation procedure which estimates total energy at each stream cross section and accounts for friction losses between sections using Manning s formula. The model requires discharge, stream channel and floodplain geometry, starting watersurface elevation, and roughness data to simulate flood flow conditions. 60

68 Starting water-surface elevations for Salt Creek were developed by the slope/area method. Starting elevations for Westwood Creek were determined from the Salt Creek hydraulic model. Channel roughness factors for Salt Creek and Westwood Creek were assigned on the basis of field inspection of floodplain areas and from previous studies by the SCS. Cross-section data for the backwater analyses of Spring Brook Creek and the West Branch Tributary to Spring Brook Creek were obtained by field surveys during April-May 979. At that time, the ISWS crew conducting the field work also obtained elevation data and structural geometry for the bridges on each creek. Elevation data for portions of Spring Brook Creek were also provided by the SCS. Flood profiles on Spring Brook Creek and the West Branch Tributary to Spring Brook Creek for the 0-, 50-, 00-, and 500-year floods were computed by the ISWS with the SCS WSP-2 step-backwater program (Wight Consulting Engineers, Inc., 978); the necessary input information was supplied by SCS and the field surveys by ISWS. Starting water-surface elevations on Spring Brook Creek for all designated recurrence intervals were determined from downstream profiles of Spring Brook Creek. Starting water-surface elevations for the West Branch Tributary Spring Brook Creek were taken from profiles of the mainstem Spring Brook Creek. Channel roughness factors (Manning s n ) used in the hydraulic computations, for Spring Brook Creek and West Branch Tributary Spring Brook Creek were selected on the basis of field inspection of floodplain areas. The factors were chosen to be consistent with commonly reported values (U.S. Department of Agriculture, 965; Chow, V. T., 964; Chow, V. T., 959). Cross sections for St. Joseph Creek, Rott Creek, St. Procopius Creek, Tributary (A), Tributary 2 (B), East Branch Tributary No. 3, and East Branch Tributary 4 were field surveyed. For St. Joseph Creek, the below water sections were obtained by field measurement and the overbank sections were obtained from aerial photographs (Northeastern Illinois Planning Commission, 975). In all cases, cross sections were located at close intervals above and below bridges and culverts in order to compute the significant backwater effects of these structures. Water-surface elevations of floods of the selected recurrence intervals were computed for St. Joseph Creek, Rott Creek, St. Procopius Creek, Tributary (A), Tributary 2 (B), East Branch Tributary No. 3, and East Branch Tributary No. 4 through use of the USACE HEC-2 step-backwater computer model (USACE, HEC-2 Water-Surface Profiles, Computer Program 723-X6-L202A, 973). Starting water-surface elevations for St. Joseph Creek were calculated using the slope/area method. 6

69 Roughness coefficients for St. Joseph Creek, Rott Creek, St. Procopius Creek, Tributary (A), Tributary 2 (B), East Branch Tributary No. 3, and East Branch Tributary No. 4 were estimated by field inspection of the streams and floodplains. Cross-section data for St. Joseph Creek Tributary were obtained from field measurements. Hydraulic analyses for the St. Joseph Creek Tributary were made using the backwater program WSP-2 of the U.S. Department of Agriculture, Soil Conservation Service (SCS) (U.S. Department of Agriculture, 976). Mathematical relationships used in the model include the standard step method for backwater computations which estimates total energy at each cross section and accounts for friction losses between sections using Manning s formula. The model requires discharge, cross-section geometry, bridge geometry, starting water-surface elevations, and roughness data to simulate flood flow conditions. The starting water-surface elevations for St. Joseph Creek Tributary are the watersurface elevations on St. Joseph Creek at the confluence of the two streams. Cross sections for Sugar Creek were obtained from topographic maps (USDA, SCS, 975). Water-surface elevations for Sugar Creek were computed using the USACE HEC- 2 step-backwater computer program (USACE, 99). Flood profiles were drawn showing computed water-surface elevations for floods of the selected recurrence intervals. Starting water-surface elevations for Sugar Creek were taken from the Salt Creek profiles for the corresponding recurrence intervals. Roughness factors (Manning s n ) used in the hydraulic computations for Sugar Creek were chosen by engineering judgment and were based on field inspections of the streams and floodplain areas. The factors were chosen to be consistent with commonly reported values (Chow, V. T., 964; Chow, V. T., 959). Cross-section data for the backwater analysis of Sugar Creek Tributary A were obtained by field surveys during September 977. At this time, the Illinois State Water Survey crew conducting the field work also obtained elevation data and structural geometry for all bridges on the creek. Water-surface elevations on Sugar Creek Tributary A for all designated recurrence intervals were computed through use of the USACE HEC-2 stepbackwater computer program (USACE, November 976). Channel roughness factor (Manning s n ) used in the hydraulic computations of Sugar Creek Tributary A was selected by engineering judgment and from field observations of the stream and floodplain areas. The factor was chosen to be 62

70 consistent with commonly reported values (Dougherty, R. L, 977; Chow, V. T., 964; Chow, V. T., 959). Cross sections for Waubansee Creek were resurveyed to reflect development within the floodplain that had occurred subsequent to the previous FIS. The 00-year water-surface elevation for the restudy of Waubansee Creek was calculated using the USACE HEC-2 step-backwater program (U.S. Department of Agriculture, 965). Starting water-surface elevations for Waubansee Creek were calculated using the slope/area method. Cross sections used for the West Branch DuPage River are identical to those used in a previous Floodplain Information Report (USACE, 975). Channel portions of these cross sections were field surveyed, while overbank portions were determined photogrammetrically. Water-surface profiles for West Branch DuPage River were developed through use of the USACE HEC-2 step-backwater computer program (USACE, HEC-2 Water-Surface Profiles, Computer Program 723-X6-L202A, 973). Starting elevations for the West Branch DuPage River were derived from the Flood Plain Information Report (USACE, 975). Stream mileages for the West Branch DuPage River and Kress Creek were obtained from the Hydrologic Investigations Atlases (U.S. Department of the Interior, 965). Starting watersurface elevations for the tributaries were determined from the West Branch hydraulic model (U.S. Department of Agriculture, 973). Starting water-surface elevations for the West Branch DuPage River model in Schaumburg were obtained from downstream flood profiles prepared by the USACE for the Hanover Park FIS (U.S. Department of Housing and Urban Development, unpublished). Starting elevations were determined from the Poplar Creek hydraulic model. Roughness coefficients (Manning s n ) for West Branch DuPage River were estimated by field inspection and by comparison of computed profiles with highwater marks. Cross-section data for Winfield Creek were obtained from field surveys. Water-surface profiles for Winfield Creek were computed through use of the USACE HEC-2 step-backwater computer program (USACE, HEC-2 Water- Surface Profiles, Computer Program 723-X6-L202A, 973). Profiles were determined for the 0-, 50-, 00-, and 500-year floods (Exhibit ). For Winfield Creek between the Chicago and North Western Railroad and Main Street, two sets of profiles were computed using different sets of assumptions: () maximum inflow at Main Street and corresponding starting water-surface elevations at the 63

71 railroad, and (2) maximum pond elevations behind the railroad bridge and corresponding discharges through the reach. The profiles for the second case were used since they were higher for the entire reach. Starting water-surface elevations for Winfield Creek were calculated using the slope/area method. Roughness coefficients (Manning s n ) for Winfield Creek were estimated by field inspection. Cross-section data for the Unnamed Stream North of 22 nd Street were obtained by field measurement. Water-surface profiles for Unnamed Tributary North of 22 nd Street were developed using a HEC-2 computer step-backwater model (USACE, HEC-2 Water-Surface Profiles, Computer Program 723-X6-L202A, 973). Profiles were determined for the 0-, 50-, 00-, and 500-year floods (Exhibit ). Flood elevations for the Unnamed Tributary of 22 nd Street may be raised by debris blockage of bridges or culverts. Starting water-surface elevations Unnamed Tributary North of 22 nd Street were calculated using the slope/area method. Roughness coefficients for Unnamed Tributary North of 22 nd estimated by field inspection at the various cross section locations. Street were Channel and overbank cross sections for the 59 th Street Ditch were determined by land surveying. Water-surface elevations for floods of selected recurrence intervals for 59 th Street Ditch were computed using the WSP-2 and HEC-2 backwater programs (U.S. Department of Agriculture, 976; USACE, November 976). Mathematical relationships used in the models include the standard step-backwater procedure which estimates total energy at each cross section and accounts for friction losses between sections using Manning s formula. The model requires discharge, crosssection geometry, bridge geometry, starting water-surface elevation, and roughness data to simulate flood flow conditions. The hydraulic model for the 59 th Street Ditch was prepared by Harza. The starting water-surface elevations for the 59 th Street Ditch were estimated using the slope/area method at the Hinsdale boundary with Burr Ridge. Roughness coefficients (Manning s n values) for 59 th Street Ditch were assigned on the basis of field inspection and previous analysis by the SCS. Cross-section data for the 63 rd Street Ditch were obtained from the SCS Floodplain Information Maps and Profiles (Des Plaines River Steering 64

72 Committee, 975) and were supplemented with data from the Improvement Plan for Burr Ridge Meadows (Baranecki, Vigilio, and Associates, 977). Hydraulic analyses for the 63 rd Street Ditch and East Branch Sawmill Creek were made using the SCS backwater program WSP-2 (U.S. Department of Agriculture, 974). Mathematical relationships used in the model include the standard stepbackwater procedure which estimates total energy at each cross section and accounts for friction losses between sections using Manning s formula. The model requires discharge, cross-section geometry, bridge geometry, starting water-surface elevations, and roughness data to simulate flood flow conditions. The SCS previously had developed backwater simulation models for much of 63 rd Street Ditch and for East Branch Sawmill Creek (Des Plaines River Watershed Steering Committee, 975). Harza extended the model for 63 rd Street Ditch to include the reach upstream from Madison Street. Lake Hinsdale elevations were determined from a continuation of the analyses from 63 rd Street Ditch. Starting water-surface elevations for 63 rd Street Ditch were calculated by operation of the WSP-2 model of Flagg Creek developed by the SCS and used by the Des Plaines River Steering Committee (Des Plaines River Watershed Steering Committee, 975). Roughness coefficients (Manning s n values) for 63 rd assigned on the basis of field inspection. Street Ditch were Land surveys provided cross-section data for 79 th Street Ditch, Plainfield Road Ditch. Water-surface elevations for 79 th Street Ditch and Plainfield Road Ditch, floods of the selected recurrence intervals were computed using the SCS WSP-2 stepbackwater computer program (U.S. Department of Agriculture, 976). The starting water-surface elevation for Plainfield Road Ditch was obtained from the Indian Head Park FIS (U.S. Department of Housing and Urban Development, November, 2000). Roughness coefficients (Manning s n values) for 79 th assigned on the basis of field inspection. Street Ditch were All bridges and culverts were surveyed to obtain elevation data and structural geometry. Table 4, Manning s n Values, shows the channel and overbank n values for the streams studied by detailed methods. 65

73 TABLE 4 - MANNING'S "n" VALUES Stream Channel "n" Overbank "n" Addison Creek Addison Creek Tributary No Addison Creek Tributary No Addison Creek Tributary No Armitage Fork Bensenville Ditch Brewster Creek Briarwood Ditch Bronswood Cemetery Tributary Crabtree Creek Cress Creek Des Plaines River Devon Avenue Tributary East Branch DuPage River East Branch DuPage River Tributary No East Branch DuPage River Tributary No East Branch DuPage River Tributary No East Branch DuPage River Tributary No East Branch DuPage River Tributary No East Branch DuPage River Tributary No East Branch DuPage River Tributary No East Branch Sawmill Creek Ferry Creek Ferry Creek Tributary Flagg Creek Ginger Creek Heritage Oaks Tributary Klein Creek Klein Creek Tributary No Klein Creek Tributary No Kress Creek Lacey Creek Lombard Tributary Meacham Creek Midwest Club Tributary North Branch St. Joseph Creek North Unnamed Creek Norton Creek Norton Creek Tributary Plainfield Road Ditch Prentiss Creek Rott Creek Salt Creek

74 TABLE 4 - MANNING'S "n" VALUES - continued Stream Channel "n" Overbank "n" Sawmill Creek Sawmill Creek Tributary No Sawmill Creek Tributary No South Branch St. Joseph Creek South Fork of Westwood Creek South Unnamed Creek Spring Brook No Spring Brook No Spring Brook Creek Spring Road Tributary St. Joseph Creek St. Joseph Creek Tributary St. Procopius Creek Sugar Creek Sugar Creek Tributary A Tributary (A) Tributary 2 (B) Unnamed Creek South of Foxcroft Road Unnamed Stream North of 22 nd Street Unnamed Tributary of Kress Creek Waubansee Creek West Branch DuPage River West Branch Sawmill Creek West Branch Tributary No West Branch Tributary No West Branch Tributary No West Branch Tributary No West Branch Tributary No West Branch Tributary No West Branch Tributary No West Branch Tributary to Spring Brook Creek Westwood Creek Winfield Creek th Street Ditch rd Street Ditch th Street Ditch Several approximate study areas in the Village of Bloomingdale are a result of determined ponding from historical flooding. Flooding along the Bloomingdale Grove Tributary is caused from backwater from the West Branch Tributary to Spring Brook Creek. 67

75 The approximate flood elevations in the City of Darien were determined by field inspection and historic data. The 00-year flood elevation on the streams studied by approximate methods in the Villages of Downer s Grove, Carol Stream, and Woodridge was determined by solving Manning s equation for depth of flow in the channels (Woodward, Sherman M., 94). These streams were inspected in the field to obtain typical stream cross sections, average streambed slope, Manning s n values, and measurements at bridges and culverts. In the Village of Woodridge, these streams were inspected in the field to obtain typical stream cross sections, and measurements at bridges and culverts. Elevations for the approximate flooding areas in the Village of Oakbrook were determined by field inspection. For areas studied by approximate methods in the Village of Schaumburg, the extent of 00-year flooding was delineated using the USGS Hydrologic Atlas for the Palatine area and the FIA Flood Hazard Boundary Maps (U.S. Department of the Interior, 964; U.S. Department of Housing and Urban Development, 975). 3.3 Vertical Datum All FISs and FIRMs are referenced to a specific vertical datum. The vertical datum provides a starting point against which flood, ground, and structure elevations can be referenced and compared. Until recently, the standard vertical datum in use for newly created or revised FISs and FIRMs was the National Geodetic Vertical Datum of 929 (NGVD 29). With the finalization of the North American Vertical Datum of 988 (NAVD 88), many FIS reports and FIRMs are being prepared using NAVD 88 as the referenced vertical datum. All flood elevations shown in this FIS report and on the FIRM are referenced to NGVD 29. Structure and ground elevations in the community must, therefore, be referenced to NGVD 29. It is important to note that adjacent communities may be referenced to NAVD 88. This may result in differences in base flood elevations across the corporate limits between the communities. For more information on NAVD 88, see Converting the National Flood Insurance Program to the North American Vertical Datum of 988, FEMA Publication FIA- 20/June 992, or contact the Vertical Network Branch, National Geodetic Survey, Coast and Geodetic Survey, National Oceanic and Atmospheric Administration, Rockville, Maryland 2090 (Internet address FLOODPLAIN MANAGEMENT APPLICATIONS The NFIP encourages State and local governments to adopt sound floodplain management programs. To assist in this endeavor, each FIS provides 00-year floodplain data, which 68

76 may include a combination of the following: 0-, 50-, 00-, and 500-year flood elevations; delineations of the 00-year and 500-year floodplains; and 00-year floodway. This information is presented on the FIRM and in many components of the FIS, including Flood Profiles, Floodway Data tables, and Summary of Stillwater Elevation tables. Users should reference the data presented in the FIS as well as additional information that may be available at the local community map repository before making flood elevation and/or floodplain boundary determinations. 4. Floodplain Boundaries To provide a national standard without regional discrimination, the -percent annual chance (00-year) flood has been adopted by FEMA as the base flood for floodplain management purposes. The 0.2-percent annual chance (500-year) flood is employed to indicate additional areas of flood risk in the community. For the stream studied in detail, the 00- and 500-year floodplains have been delineated using the flood elevations determined at each cross section. Between cross sections, the boundaries were interpolated using topographic maps at a scale of :4,800, with contour intervals of 2 to 0 feet (State of Illinois, 976; USGS, 972, et cetera; State of Illinois, Floodplain Topographic Map for Salt Creek Watershed, 975). Approximate Methods Starting water-surface elevations for Klein Creek Tributary No. 3 studied by limited detail methods in the Village of Carol Stream were calculated using the slope/area method. Flood boundaries for several unnamed tributaries to the West Branch DuPage River were determined using approximate analyses. Depths of flooding along these streams were computed using the slope/area method. A small portion of Spring Brook southwest of the City of Naperville between 87 th and 95 th Streets was also studied by approximate analysis. Depth of the 00-year flood at this location was calculated from a stage-frequency curve prepared for a USGS crest stage gage at 83 rd Street. Part of the flood boundary just north of cross section E, for the Unnamed Creek South of Foxcroft Road, was delineated approximately using the contour map and the known water-surface elevation at the limit of detailed study. Also delineated by approximate methods were the limits of several detention ponds in the City of Naperville. Although many of these areas are residential lawns, they are designed to detain water during periods of heavy rainfall. Delineation of these areas was performed using information obtained from the city engineer s office and from Lindley and Sons, Inc. Flood boundaries for Zone AH near the Glen Ellyn eastern boundary were extrapolated from the boundaries shown in the Village of Glen Ellyn FIS using topographic maps (USGS, 972, et cetera). 69

77 Flood boundaries for areas studied by approximate methods were delineated using USGS Flood Prone Area Maps, and Regulatory Flood Plain Maps (USGS, 972, et cetera; USACE, 975). The 00- and 500-year floodplain boundaries are shown on the FIRM (Exhibit 2). On this map, the 00-year floodplain boundary corresponds to the boundary of the areas of special flood hazards (Zones A, AH, and AE), and the 500-year floodplain boundary corresponds to the boundary of areas of moderate flood hazards. In cases where the 00- and 500-year floodplain boundaries are close together, only the 00-year floodplain boundary has been shown. Small areas within the floodplain boundaries may lie above the flood elevations but cannot be shown due to limitations of the map scale and/or lack of detailed topographic data. 4.2 Floodways Encroachment on floodplains, such as structures and fill, reduces flood-carrying capacity, increases flood heights and velocities, and increases flood hazards in areas beyond the encroachment itself. One aspect of floodplain management involves balancing the economic gain from floodplain development against the resulting increase in flood hazard. For purposes of the NFIP, a floodway is used as a tool to assist local communities in this aspect of floodplain management. Under this concept, the area of the 00-year floodplain is divided into a floodway and a floodway fringe. The floodway is the channel of a stream, plus any adjacent floodplain areas, that must be kept free of encroachment so that the 00-year flood can be carried without substantial increases in flood heights. Minimum Federal standards limit such increases to.0 foot, provided that hazardous velocities are not produced. The floodway in this FIS is presented to local agencies as a minimum standard that can be adopted directly or that can be used as a basis for additional floodway studies. In Illinois though, under Revised Statutes, Section 65f, Chapter 9 as amended in 973 (Illinois Department of Transportation, 973), encroachment in the floodplain is limited to that which will cause only an insignificant increase in flood heights. Thus, at the recommendation of the Illinois Division of Water Resources, a floodway having no more than a 0.-foot surcharge has been delineated for this study. The floodways for East Branch Sawmill Creek and 63 rd Street Ditch were determined from the HUD-5 computer program (U.S. Department of Agriculture, 977). Floodways were computed without consideration of backwater from the receiving streams. Portions of the floodway for 63 rd Street Ditch lies outside of the corporate limits for the Village of Willowbrook. Conveyance floodways were determined for each modeled open channel cross section for East Branch Tributary No. 2 using the FEQUTL command using the PVSTATS computer program. The equal conveyance option was employed in the command. This command calculates cross-section 70

78 encroachments that result in equal losses of conveyance from each side of the floodplain. Encroachments are increased until either the water-surface elevation rises 0. foot or the total conveyance loss reaches 0 percent. Flagg Creek, St. Joseph Creek, and 59 th Street Ditch were determined using the HUD-5 computer program. An Act in Relation to the Regulations of the Rivers, Lakes, and Streams of the State of Illinois, approved June 0, 9, as amended (Illinois Revised Statutes, Chapter 9, 52 et. seq.), authorizes the IDOT to define floodplains and establish a permit procedure for regulating construction within such defined floodplains (Illinois Department of Transportation, 980). The floodway for Ginger Creek was taken directly from the IDOT study. Floodway widths for Salt Creek were computed at cross sections. Between cross sections, the floodway boundaries were interpolated. For Salt Creek, because the mapped floodway extends outside the mapped 00-year floodplain, the floodway was delineated within the 00-year floodplain using engineering judgment. The floodway for Salt Creek extends beyond the corporate limits for City of Elmhurst. The floodways for Spring Road Tributary were taken directly from the Illinois Department of Transportation study of Salt Creek (Illinois Department of Transportation, 980). The floodway for Sugar Creek Tributary A was determined using the HUD-5 computer program (U.S. Department of Agriculture, 977). A portion of the floodway for Salt Creek lies outside the corporate limits of Village of Villa Park. Floodways for streams tributary to the West Branch DuPage River were computed without consideration of backwater flooding from the West Branch. Near the mouth of a few of these streams, therefore, floodway surcharge elevations are below rather than above the 00-year elevations determined by the West Branch backwater and indicated on the flood profiles. The floodway along the unnamed tributary north of 22 nd Street was computed without consideration of backwater flooding near its mouth. Floodway surcharge elevations along the lower portion of the unnamed stream, therefore, are below rather than above the 00-year flood elevations as determined by backwater flooding. No floodway was delineated on Rott Creek above the East-West Tollway, as the recent channel improvements in this area contain the 00-year flood. A floodway is not generally appropriate in areas such as that along Bailey Road, where overland flow occurs because existing storm sewers are incapable of conveying flood discharges. For this reason, no floodway was computed along Winding Creek. 7

79 For all other streams, the floodways were computed on the basis of equal conveyance reduction from each side of the floodplain. The results of these computations are tabulated at selected cross sections for each stream segment for which a floodway is computed (Table 5). The computed floodways are shown on the revised FIRM or FBFM (Exhibit 2). In cases where the floodway and the 00- year floodplain boundaries are either close together or collinear, only the floodway boundary is shown. The area between the floodway and 00-year floodplain boundaries is termed the floodway fringe. The floodway fringe encompasses the portion of the floodplain that could be completely obstructed without increasing the water-surface elevation of the 00-year flood by more than.0 foot at any point. Typical relationships between the floodway and the floodway fringe and their significance to floodplain development are shown in Figure, Floodway Schematic. SCHEMATIC Figure 72

80 FLOODING SOURCE CROSS SECTION Addison Creek (DPAC) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE DPAC000 6,93 280, DPAC0002 6, , DPAC , , DPAC , , DPAC , DPAC , DPAC ,006 75, DPAC , DPAC ,7 355, In feet above confluence with Des Plaines River TABLE 5 DUPAGE COUNTY DATA ADDISON CREEK (DPAC)

81 FLOODING SOURCE CROSS SECTION DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE Addison Creek Tributary No. (DPAC) DPAC000 7, In feet above confluence with Des Plaines River 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA ADDISON CREEK TRIBUTARY NO. (DPAC)

82 FLOODING SOURCE CROSS SECTION DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE Addison Creek Tributary No. 2 (DPAC) DPAC00 69, DPAC002 70, DPAC003 73, In feet above confluence with Des Plaines River TABLE 5 DUPAGE COUNTY DATA ADDISON CREEK TRIBUTARY NO. 2 (DPAC)

83 FLOODING SOURCE CROSS SECTION Addison Creek Tributary No. 3 (DPAC) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE DPAC004 70, DPAC005 70, DPAC006 73, DPAC007 75, , In feet above confluence with Des Plaines River 2 Elevation computed without consideration of backwater effects from Addison Creek Tributary No. 2 TABLE 5 DUPAGE COUNTY DATA ADDISON CREEK TRIBUTARY NO. 3 (DPAC)

84 FLOODING SOURCE CROSS SECTION Bensenville Ditch (DPBD) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE DPBD000 44, DPBD ,49 673, DPBD , DPBD , DPBD , , DPBD ,78 485, DPBD , , DPBD , , DPBD , DPBD000 50, In feet above confluence with Des Plaines River 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA BENSENVILLE DITCH (DPBD)

85 FLOODING SOURCE CROSS SECTION Des Plaines River (DPDP) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE DPDP000 33,73,54 8, DPDP ,340,020 7, DPDP ,993,256 7, DPDP0004 4, , DPDP , , DPDP , , DPDP ,500,252 7, DPDP0008 5,78,02 6, DPDP , , DPDP000 56, , In feet above mouth TABLE 5 DUPAGE COUNTY DATA DES PLAINES RIVER (DPDP)

86 FLOODING SOURCE CROSS SECTION Sawmill Creek Tributary No. 3 (DPDP) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE DPDP DPDP002 2, DPDP003 2, DPDP004 4, DPDP005 6, DPDP006 6, DPDP007 7, DPDP008 8, DPDP009 9, DPDP0020 0, DPDP002, DPDP0022 2, DPDP0023 3, DPDP0024 3, In feet above confluence with Des Plaines River TABLE 5 DUPAGE COUNTY DATA SAWMILL CREEK TRIBUTARY NO. 3 (DPDP)

87 FLOODING SOURCE CROSS SECTION 79th Street Ditch (DPFC) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE DPFC DPFC DPFC DPFC0004, DPFC0005, DPFC0006 2, DPFC0007 2, DPFC0008 2, DPFC0009 3, In feet above county boundary TABLE 5 DUPAGE COUNTY DATA 79TH STREET DITCH (DPFC)

88 FLOODING SOURCE CROSS SECTION Plainfield Road Ditch (DPFC) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE DPFC , DPFC00, DPFC002, DPFC003, DPFC004 2, DPFC005 2, DPFC006 2, DPFC007 2, DPFC008 3, DPFC009 3, DPFC0020 3, DPFC002 3, DPFC0022 4,85 265, DPFC0023 4, DPFC0024 4, DPFC0025 4, DPFC0026 5, In feet above county boundary TABLE 5 DUPAGE COUNTY DATA PLAINFIELD ROAD DITCH (DPFC)

89 FLOODING SOURCE CROSS SECTION DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE Plainfield Road Ditch (DPFC) DPFC0027 5, DPFC0028 6, In feet above county boundary TABLE 5 DUPAGE COUNTY DATA PLAINFIELD ROAD DITCH (DPFC)

90 FLOODING SOURCE CROSS SECTION 63rd Street Ditch (DPFC) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE DPFC0029, DPFC0030 3, DPFC003 4, DPFC0032 8, DPFC0033 9, DPFC0034 0, DPFC0035 2, In feet above county boundary TABLE 5 DUPAGE COUNTY DATA 63RD STREET DITCH (DPFC)

91 FLOODING SOURCE CROSS SECTION Flagg Creek (DPFC) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE DPFC , DPFC , DPFC , DPFC , In feet above mouth 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA FLAGG CREEK (DPFC)

92 FLOODING SOURCE CROSS SECTION 59th Street Ditch (DPFC) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE DPFC DPFC DPFC0042, DPFC0043, In feet above county boundary TABLE 5 DUPAGE COUNTY DATA 59TH STREET DITCH (DPFC)

93 FLOODING SOURCE CROSS SECTION South Unnamed Creek (DPWL) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE DPWL000 34, DPWL , , DPWL , DPWL , DPWL , DPWL , DPWL , In feet above confluence with Des Plaines River 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA SOUTH UNNAMED CREEK (DPWL)

94 FLOODING SOURCE CROSS SECTION North Unnamed Creek (DPWL) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE DPWL , DPWL , DPWL000 35, DPWL00 36, In feet above confluence with Des Plaines River 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA NORTH UNNAMED CREEK (DPWL)

95 FLOODING SOURCE CROSS SECTION Spring Brook No. 2 (DUSG) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE DUSG000 7, DUSG0002 2, DUSG , DUSG , , DUSG0005 3, DUSG , DUSG , , DUSG , DUSG , DUSG000 42, DUSG00 44, DUSG002 45, DUSG003 45, , DUSG004 48, In feet above confluence with West Branch DuPage River TABLE 5 DUPAGE COUNTY DATA SPRING BROOK NO. 2 (DUSG)

96 FLOODING SOURCE CROSS SECTION Armitage Ditch (EBAR) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE EBAR000, EBAR0002 2, EBAR0003 2, EBAR0004 3, EBAR0005 3, EBAR0006 4, EBAR0007 5, EBAR0008 5, EBAR0009 6, EBAR000 7, EBAR00 8, EBAR002 0, EBAR003 0, EBAR004, , EBAR005, In feet above confluence with East Branch DuPage River TABLE 5 DUPAGE COUNTY DATA ARMITAGE DITCH (EBAR)

97 FLOODING SOURCE CROSS SECTION Armitage Fork (EBAR) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE EBAR006, EBAR007 2, In feet above confluence with Armitage Ditch TABLE5 DUPAGE COUNTY DATA ARMITAGE FORK (EBAR)

98 FLOODING SOURCE CROSS SECTION Crabtree Creek (EBCR) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE EBCR EBCR0002 3, EBCR0003 5, EBCR0004 6, In feet above confluence with East Branch DuPage River TABLE 5 DUPAGE COUNTY DATA CRABTREE CREEK (EBCR)

99 FLOODING SOURCE CROSS SECTION East Branch DuPage River (EBEB) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE EBEB000 39, , EBEB , EBEB , , EBEB0004 5, , EBEB , EBEB , EBEB , EBEB , , EBEB , , EBEB000 59, , EBEB00 60, EBEB002 60, EBEB003 6, EBEB004 62, EBEB005 64,0 205, EBEB006 64, , EBEB007 65, , In feet above confluence with West Branch DuPage River 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA EAST BRANCH DUPAGE RIVER (EBEB)

100 FLOODING SOURCE CROSS SECTION East Branch DuPage River (EBEB) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE EBEB008 66, , EBEB009 67, , EBEB , , EBEB002 72, EBEB , , EBEB ,235,030, EBEB , EBEB , EBEB ,229,008 2, EBEB , EBEB , EBEB , , EBEB , , EBEB003 89, EBEB , , EBEB0033 9, EBEB , , In feet above confluence with West Branch DuPage River 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA EAST BRANCH DUPAGE RIVER (EBEB)

101 FLOODING SOURCE CROSS SECTION East Branch DuPage River (EBEB) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE EBEB , , EBEB , EBEB , EBEB , EBEB0039 0, , EBEB , EBEB004 08, EBEB0042 3, EBEB0043 6, EBEB0044 7, EBEB0045 8,935,43 6, EBEB , , In feet above confluence with West Branch DuPage River 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA EAST BRANCH DUPAGE RIVER (EBEB)

102 FLOODING SOURCE CROSS SECTION East Branch Tributary No. 2 (EBE2) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE EBE , EBE200, EBE2002, EBE2003, EBE2004, EBE2005 2, EBE2006 2, EBE2007 2, EBE2008 3, EBE2009 3, EBE200 3, EBE20 4, EBE202 4, EBE203 4, EBE204 4, EBE205 4, EBE206 4, In feet above Confluence with East Branch DuPage River TABLE 5 DUPAGE COUNTY DATA EAST BRANCH TRIBUTARY NO. 2 (EBE2)

103 FLOODING SOURCE CROSS SECTION DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE East Branch Tributary No. 2 (EBE2) EBE207 5, EBE208 5, EBE209 6, In feet above Confluence with East Branch DuPage River TABLE 5 DUPAGE COUNTY DATA EAST BRANCH TRIBUTARY NO. 2 (EBE2)

104 FLOODING SOURCE CROSS SECTION East Branch Tributary No. 3 (EBEB) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE EBEB EBEB0048, EBEB0049, EBEB0050, EBEB005, EBEB0052 2, EBEB0053 3, In feet above confluence with East Branch DuPage River 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA EAST BRANCH TRIBUTARY NO. 3 (EBEB)

105 FLOODING SOURCE CROSS SECTION East Branch DuPage River Tributary No. 4 (EBGL) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE EBGL EBGL0002 2, EBGL0003 3, EBGL0004 4, EBGL0005 4, EBGL0006 5, In feet above confluence with East Branch DuPage River 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA EAST BRANCH TRIBUTARY NO. 4 (EBGL)

106 FLOODING SOURCE CROSS SECTION East Branch Tributary No. 5 (EBWI) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE EBWI000, EBWI0002 2, EBWI0003 3, EBWI0004 4, EBWI0005 5, EBWI0006 6, EBWI0007 7, EBWI0008 8, EBWI0009 9, EBWI000 9, EBWI00 0, EBWI002 2, In feet above confluence with East Branch DuPage River 2 Data not available TABLE 5 DUPAGE COUNTY DATA EAST BRANCH TRIBUTARY NO. 5 (EBWI)

107 FLOODING SOURCE CROSS SECTION St. Procopius Creek (EBE6) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE EBE6000 8, EBE , EBE , EBE , In feet above confluence with East Branch DuPage River TABLE 5 DUPAGE COUNTY DATA ST. PROCOPIUS CREEK (EBE6)

108 FLOODING SOURCE CROSS SECTION Lacey Creek (EBLA) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE EBLA EBLA0002 2, EBLA0003 4, , EBLA0004 4, EBLA0005 5, EBLA0006 6, EBLA0007 7, EBLA0008 8,760 25, EBLA0009 9, EBLA000 0, EBLA00 0, EBLA002, EBLA003 2,972 20, EBLA004 4,000,020 3, EBLA005 5, , EBLA006 6, EBLA007 7, EBLA008 7, In feet above confluence with East Branch DuPage River 2 Elevation computed without consideration of backwater effects from East Branch DuPage River 3 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA LACEY CREEK (EBLA)

109 FLOODING SOURCE CROSS SECTION Lacey Creek (EBLA) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE EBLA009 8, In feet above confluence with East Branch DuPage River 2 Elevation computed without consideration of backwater effects from East Branch DuPage River 3 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA LACEY CREEK (EBLA)

110 FLOODING SOURCE CROSS SECTION Prentiss Creek (EBPR) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE EBPR000 6, EBPR0002 3, EBPR0003 4, EBPR0004 6, EBPR0005 7, EBPR0006 7, EBPR0007 8, , EBPR0008 9, EBPR0009 2, EBPR000 22, EBPR00 23, In feet above East Branch DuPage River 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA PRENTISS CREEK (EBPR)

111 FLOODING SOURCE CROSS SECTION Rott Creek (EBRC) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE EBRC000, EBRC0002 2, EBRC0003 3, EBRC0004 4, EBRC0005 4, EBRC0006 6, EBRC0007 7, EBRC0008 7, EBRC0009, EBRC000 2, EBRC00 2, EBRC002 3, EBRC003 3, EBRC004 3, EBRC005 4, EBRC006 4, , EBRC007 5, , EBRC008 6, In feet above confluence with East Branch DuPage River 2 Elevations computed without consideration of backwater effects from East Branch DuPage River TABLE 5 DUPAGE COUNTY DATA ROTT CREEK (EBRC)

112 FLOODING SOURCE CROSS SECTION St. Joseph Creek (EBSJ) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE 2 EBSJ EBSJ0002, EBSJ0003, EBSJ0004, EBSJ0005 2, EBSJ0006 3, EBSJ0007 3, EBSJ0008 3, EBSJ0009 4, EBSJ000 5, EBSJ00 5, EBSJ002 5,492 52, EBSJ003 5, EBSJ004 6, EBSJ005 6, EBSJ006 7, EBSJ007 8, In feet above confluence with East Branch DuPage River 2 Elevation considered without backwater effects from East Branch DuPage River 3 Floodway coincident with channel banks 4 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA ST. JOSEPH CREEK (EBSJ)

113 FLOODING SOURCE CROSS SECTION St. Joseph Creek (EBSJ) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE EBSJ008 9, EBSJ009 0, EBSJ0020 0, EBSJ002 2, EBSJ0022 2,828 40, EBSJ0023 4, EBSJ0024 5, EBSJ0025 6, EBSJ0026 8, EBSJ0027 9, EBSJ0028 9, EBSJ ,362 90, EBSJ0030 2, EBSJ003 22, EBSJ , EBSJ , EBSJ , In feet above confluence with East Branch DuPage River 2 Elevation considered without backwater effects from East Branch DuPage River 3 Floodway coincident with channel banks 4 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA ST. JOSEPH CREEK (EBSJ)

114 FLOODING SOURCE CROSS SECTION St. Joseph Creek (EBSJ) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE 3 EBSJ , EBSJ , EBSJ , EBSJ0040 3, EBSJ004 32, EBSJ , EBSJ ,047 30, EBSJ , EBSJ , EBSJ , In feet above confluence with East Branch DuPage River 2 Elevation considered without backwater effects from East Branch DuPage River 3 Floodway coincident with channel banks 4 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA ST. JOSEPH CREEK (EBSJ)

115 FLOODING SOURCE CROSS SECTION Tributary (A) (EBSJ) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE EBSJ EBSJ EBSJ EBSJ EBSJ EBSJ0052, EBSJ0053, EBSJ0054 2, EBSJ0055 2, EBSJ0056 3, EBSJ0057 4, EBSJ0058 5, In feet above confluence with St. Joseph Creek 2 Elevation computed without consideration of backwater effects from St. Joseph Creek 3 Actual floodway width cannot be shown on the FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA TRIBUTARY (A) (EBSJ)

116 FLOODING SOURCE CROSS SECTION Tributary 2 (B) (EBSJ) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE EBSJ EBSJ EBSJ006, EBSJ0062, EBSJ0063 2, EBSJ0064 2, EBSJ0065 2, In feet above confluence with St. Joseph Creek 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain. TABLE 5 DUPAGE COUNTY DATA TRIBUTARY 2 (B) (EBSJ)

117 FLOODING SOURCE CROSS SECTION North Branch St. Joseph Creek (EBSJ) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE EBSJ EBSJ EBSJ0068, EBSJ0069 2, EBSJ0070 2, EBSJ007 2, EBSJ0072 3, EBSJ0073 3, In Feet above confluence with St. Joseph Creek 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA NORTH BRANCH ST. JOSEPH CREEK (EBSJ)

118 FLOODING SOURCE CROSS SECTION South Branch St. Joseph Creek (EBSJ) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE EBSJ , EBSJ , EBSJ , EBSJ0077, EBSJ0078, , EBSJ0079, EBSJ0080 2, EBSJ008 3, EBSJ0082 3, EBSJ0083 4, EBSJ0084 4, EBSJ0085 4, EBSJ0086 5, EBSJ0087 5, EBSJ0088 5, EBSJ0089 5, EBSJ0090 6, In feet above confluence with St. Joseph Creek 2 Backwater from St. Joseph Creek TABLE 5 DUPAGE COUNTY DATA SOUTH BRANCH ST. JOSEPH CREEK (EBSJ)

119 FLOODING SOURCE CROSS SECTION DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE South Branch St. Joseph Creek (EBSJ) EBSJ009 7, EBSJ0092 7, In feet above confluence with St. Joseph Creek 2 Backwater from St. Joseph Creek TABLE 5 DUPAGE COUNTY DATA SOUTH BRANCH ST. JOSEPH CREEK (EBSJ)

120 FLOODING SOURCE CROSS SECTION DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE St. Joseph Creek Tributary (EBSJ) EBSJ EBSJ0094 2, In feet above confluence with St. Joseph Creek TABLE 5 DUPAGE COUNTY DATA ST. JOSEPH CREEK TRIBUTARY (EBSJ)

121 FLOODING SOURCE CROSS SECTION Unnamed Stream North of 22nd Street (EBTS) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE EBTS000, EBTS0002, EBTS0003 2, EBTS0004 3, EBTS0005 3, EBTS0006 4, EBTS0007 4, EBTS0008 5, In feet above confluence with East Branch DuPage River 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA UNNAMED STREAM NORTH OF 22ND STREET (EBTS)

122 FLOODING SOURCE CROSS SECTION Brewster Creek (FRBC) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE FRBC000 23, , FRBC ,880 50, FRBC , In feet above confluence with West Branch DuPage River TABLE 5 DUPAGE COUNTY DATA BREWSTER CREEK (FRBC)

123 FLOODING SOURCE CROSS SECTION Norton Creek (FRNC) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE FRNC000 20, FRNC0002 2, FRNC , FRNC , FRNC , In feet above confluence with Fox River TABLE 5 DUPAGE COUNTY DATA NORTON CREEK (FRNC)

124 FLOODING SOURCE CROSS SECTION Norton Creek Tributary (FRNC) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE FRNC0006, FRNC0007, FRNC0008 3, FRNC0009 4, FRNC000 4, FRNC00 5, FRNC002 7, In feet above confluence with Norton Creek 2 Elevation computed without consideration of backwater effects from Norton Creek 3 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA NORTON CREEK TRIBUTARY (FRNC)

125 FLOODING SOURCE CROSS SECTION Waubansee Creek (FRWA) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE FRWA FRWA0002, FRWA0003 2, FRWA0004 4, FRWA0005 5, FRWA0006 6, FRWA0007 7, FRWA0008 8, FRWA0009 9, In feet above county boundary 2 Data not available TABLE 5 DUPAGE COUNTY DATA WAUBANSEE CREEK (FRWA)

126 FLOODING SOURCE CROSS SECTION Bronswood Cemetary Tributary (SCBW) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE SCBW SCBW SCBW0003, SCBW0004, SCBW0005 2, SCBW0006 2, SCBW0007 3, SCBW0008 3, SCBW0009 4, , SCBW000 5, SCBW00 6, SCBW002 6, SCBW003 6, SCBW004 7, SCBW005 7, In feet above confluence with Salt Creek 2 Actual floodway width cannot be shown on the FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA BRONSWOOD TRIBUTARY CEMETARY (SCBW)

127 FLOODING SOURCE CROSS SECTION DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE Devon Avenue Tributary (SCDA) SCDA000 3, SCDA0002 5, SCDA0003 5, In feet above Salt Creek 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA DEVON AVENUE TRIBUTARY (SCDA)

128 FLOODING SOURCE CROSS SECTION Ginger Creek (SCGC) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE SCGC SCGC SCGC5006, SCGC500 2, SCGC50 2, SCGC502 2, SCGC504 2,800 64, SCGC505 3, , SCGC507 3,70 63, SCGC508 3,935 55, SCGC509 4,280 58, SCGC5020 4, SCGC5030 6, SCGC503 6, SCGC5032 6,720 47, SCGC5033 6, SCGC5035 7, SCGC5036 7, In feet above confluence with Salt Creek 2 Data not available 3 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA GINGER CREEK (SCGC)

129 FLOODING SOURCE CROSS SECTION Ginger Creek (SCGC) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE SCGC5037 7, SCGC5038 7, , SCGC5039 8, SCGC5040 8, SCGC504 8, SCGC5049 9, SCGC5050 9, SCGC5046 0, SCGC5067, SCGC5068, SCGC5053 2, SCGC5047 5, SCGC505 6,290 55, SCGC5045 6, In feet above confluence with Salt Creek 2 Data not available 3 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA GINGER CREEK (SCGC)

130 FLOODING SOURCE CROSS SECTION Briarwood Ditch (SCGC) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE SCGC , SCGC SCGC5073, In feet above confluence with Ginger Creek 2 Elevation based on unsteady flow model TABLE 5 DUPAGE COUNTY DATA BRIARWOOD DITCH (SCGC)

131 FLOODING SOURCE CROSS SECTION DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE Heritage Oaks Tributary (SCGC) SCGC , In feet above confluence with Ginger Creek 2 Elevation based on unsteady flow model TABLE 5 DUPAGE COUNTY DATA HERITAGE OAKS TRIBUTARY (SCGC)

132 FLOODING SOURCE CROSS SECTION DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE Lombard Tributary (SCGC) SCGC SCGC In feet above confluence with Ginger Creek 2 Elevation based on unsteady flow model TABLE 5 DUPAGE COUNTY DATA LOMBARD TRIBUTARY (SCGC)

133 FLOODING SOURCE CROSS SECTION Mays Lake Tributary (SCGC) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE SCGC507, SCGC5028, SCGC5026, SCGS5057 2, SCGC5058 2, In feet above confluence with Ginger Creek 2 Data not available TABLE 5 DUPAGE COUNTY DATA MAYS LAKE TRIBUTARY (SCGC)

134 FLOODING SOURCE CROSS SECTION Midwest Club Tributary (SCGC) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE SCGC SCGC SCGC5064, SCGC5063, SCGC5062 2, SCGC506 2, In feet above confluence with Ginger Creek 2 Data not available TABLE 5 DUPAGE COUNTY DATA MIDWEST CLUB TRIBUTARY (SCGC)

135 FLOODING SOURCE CROSS SECTION Spring Road Tributary (SCOB) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE SCOB SCOB0002, SCOB0003 2, SCOB0004 2, SCOB0005 2, SCOB0006 3, SCOB0007 3, SCOB0008 3, SCOB0009 4, SCOB000 4, SCOB00 4, SCOB002 4, SCOB003 5, SCOB004 6, SCOB005 7, SCOB006 7, SCOB007 8, In feet above confluence with Salt Creek TABLE 5 DUPAGE COUNTY DATA SPRING ROAD TRIBUTARY (SCOB)

136 FLOODING SOURCE CROSS SECTION Spring Brook Creek (SCSB) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE SCSB ,265 8, SCSB0002, , SCSB0003,795,280 4, SCSB0004 3, , SCSB0005 5, SCSB0006 6, , SCSB0007 7, SCSB0008 7,53 48, SCSB0009 7,95 327, SCSB000 0, , SCSB00 2, , SCSB002 4, , SCSB003 6,6 30 2, SCSB004 8, , SCSB005 20,359 85, SCSB006 23, SCSB007 23, In feet above confluence with Salt Creek 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA SPRING BROOK CREEK (SCSB)

137 FLOODING SOURCE CROSS SECTION Spring Brook Creek (SCSB) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE SCSB008 24, SCSB009 24, SCSB , SCSB002 24, SCSB ,82 270, SCSB , SCSB , SCSB , , SCSB , SCSB , SCSB , SCSB , SCSB , SCSB003 28, SCSB , SCSB , SCSB , In feet above confluence with Salt Creek 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA SPRING BROOK CREEK (SCSB)

138 FLOODING SOURCE CROSS SECTION Spring Brook Creek (SCSB) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE SCSB , SCSB0036 3, SCSB , SCSB , SCSB , SCSB , SCSB004 33, SCSB , SCSB , SCSB , SCSB , SCSB , SCSB , SCSB , SCSB , SCSB , SCSB005 37, In feet above confluence with Salt Creek 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA SPRING BROOK CREEK (SCSB)

139 FLOODING SOURCE CROSS SECTION Spring Brook Creek (SCSB) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE SCSB , SCSB , SCSB , SCSB , SCSB , SCSB0057 4, SCSB0058 4, SCSB , , In feet above confluence with Salt Creek 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA SPRING BROOK CREEK (SCSB)

140 FLOODING SOURCE CROSS SECTION West Branch Tributary to Spring Brook Creek (SCSB) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE SCSB SCSB006, SCSB0062 2, SCSB0063 2, SCSB0064 3, SCSB0065 3, SCSB0066 3, SCSB0067 3, SCSB0068 4, In feet above confluence with Spring Brook Creek 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA W. BRANCH TRIBUTARY TO SPRING BROOK CREEK (SCSB)

141 FLOODING SOURCE CROSS SECTION Meacham Creek (SCSB) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE SCSB0069, SCSB0070 3, SCSB007 6, SCSB0072 7, SCSB0073 7, SCSB0074 9,0,376 6, SCSB0075 9,724,257 6, SCSB0076 0,74 293, In feet above confluence with Spring Brook Creek TABLE 5 DUPAGE COUNTY DATA MEACHAM CREEK (SCSB)

142 FLOODING SOURCE CROSS SECTION Salt Creek (SCSC) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE SCSC000 50,268 58, SCSC , , SCSC026 55, SCSC027 55, , SCSC028 58, , SCSC029 60, , SCSC030 62, SCSC03 65, , SCSC033 65, , SCSC034 68, , SCSC035 70,454,42 4, SCSC036 7,094,097 5, SCSC037 7,337 30, SCSC039 7, SCSC040 7, SCSC04 72, SCSC042 73,090 29, SCSC043 73,50 06, In feet above mouth 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain 3 Width includes floodway of Spring Brook Creek TABLE 5 DUPAGE COUNTY DATA SALT CREEK (SCSC)

143 FLOODING SOURCE CROSS SECTION Salt Creek (SCSC) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE SCSC045 73,784 30, SCSC047 73,940 36, SCSC049 74, , SCSC050 74, , SCSC05 74,68 332, SCSC052 75,78 24, SCSC053 75, , SCSC054 76, , SCSC055 76, , SCSC056 77, , SCSC057 77, , SCSC058 77, , SCSC059 78, , SCSC060 79,254 70, SCSC06 79,844 36, SCSC062 80, SCSC063 80, , SCSC064 80, , In feet above mouth 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain 3 Width includes floodway of Spring Brook Creek TABLE 5 DUPAGE COUNTY DATA SALT CREEK (SCSC)

144 FLOODING SOURCE CROSS SECTION Salt Creek (SCSC) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE SCSC065 8,029 85, SCSC007 8,250 73, SCSC008 82,935 30, SCSC009 83,56 50, SCSC ,29 65, SCSC002 84,746 70, SCSC , , SCSC , , SCSC ,854 40, SCSC , , SCSC , , SCSC0027 9, , SCSC ,526 75, SCSC , , SCSC , , SCSC003 96, , SCSC ,866 20, SCSC , , In feet above mouth 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain 3 Width includes floodway of Spring Brook Creek TABLE 5 DUPAGE COUNTY DATA SALT CREEK (SCSC)

145 FLOODING SOURCE CROSS SECTION Salt Creek (SCSC) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE SCSC , , SCSC0035 0, , SCSC ,50 387, SCSC , , SCSC , , SCSC , , SCSC0040, , SCSC004 3, , SCSC0042 4, , SCSC0043 7, , SCSC0044 7, , SCSC , , SCSC , , SCSC , , SCSC , , SCSC0049 3, , SCSC , , SCSC005 32, , In feet above mouth 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain 3 Width includes floodway of Spring Brook Creek TABLE 5 DUPAGE COUNTY DATA SALT CREEK (SCSC)

146 FLOODING SOURCE CROSS SECTION Salt Creek (SCSC) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE SCSC , , SCSC ,4 357, SCSC , , SCSC , , In feet above mouth 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain 3 Width includes floodway of Spring Brook Creek TABLE 5 DUPAGE COUNTY DATA SALT CREEK (SCSC)

147 FLOODING SOURCE CROSS SECTION Sugar Creek (SCSU) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE SCSU000 2, , SCSU0002 4,40 35, SCSC0003 4, SCSU0004 6, SCSU0005 6, SCSU0006 8, SCSU0007 9, SCSU0008 0, SCSU0009 0, SCSU000, In feet above confluence with Salt Creek TABLE 5 DUPAGE COUNTY DATA SUGAR CREEK (SCSU)

148 FLOODING SOURCE CROSS SECTION Sugar Creek Tributary A (SCSU) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE SCSU SCSU SCSU003, SCSU004, In feet above confluence with Sugar Creek 2 Elevation computed without consideration of backwater effects from Sugar Creek TABLE 5 DUPAGE COUNTY DATA SUGAR CREEK TRIBUTARY A (SCSU)

149 FLOODING SOURCE CROSS SECTION Westwood Creek DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE SCWC SCWC0002, , SCWC0003 2,720 49, SCWC0004 3, SCWC0005 4, SCWC0006 6, SCWC0007 7, SCWC0008 8, SCWC0009 0, In feet above confluence with Salt Creek 2 Data shown are computed based on upstream cross section for conditions at approach to structure 3 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA WESTWOOD CREEK

150 FLOODING SOURCE CROSS SECTION South Fork of Westwood Creek (SCWC) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE SCWC SCWC00, , SCWC002 3, , SCWC003 3, , SCWC004 4, , SCWC005 5, In feet above confluence with Westwood Creek TABLE 5 DUPAGE COUNTY DATA SOUTH FORK OF WESTWOOD CREEK (SCWC)

151 FLOODING SOURCE CROSS SECTION Sawmill Creek (SWSW) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE SWSW000 4, SWSW0002 8, SWSW0003, , SWSW0004 4, SWSW0005 6, SWSW0006 9, SWSW0007 2, SWSW , SWSW , SWSW000 28, In feet above confluence with Des Plaines River 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA SAWMILL CREEK (SWSW)

152 FLOODING SOURCE CROSS SECTION West Branch Sawmill Creek (SWSW) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE SWSW003 20, SWSW004 20, SWSW005 20, SWSW006 2, SWSW007 2, SWSW008 22, SWSW009 22, SWSW , SWSW002 23, SWSW , SWSW , SWSW , , SWSW , SWSW , In feet above confluence with Sawmill Creek TABLE 5 DUPAGE COUNTY DATA WEST BRANCH SAWMILL CREEK (SWSW)

153 FLOODING SOURCE CROSS SECTION East Branch Sawmill Creek (SWSW) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE SWSW , SWSW003 29, SWSW , SWSW , SWSW0034 3, SWSW , SWSW , SWSW , SWSW , SWSW , , In feet above confluence with Sawmill Creek 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DATA EAST BRANCH SAWMILL CREEK (SWSW)

154 FLOODING SOURCE CROSS SECTION Cress Creek (WBCC) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE WBCC WBCC0002, WBCC0003 2, WBCC0004 3, WBCC0005 4, WBCC0006 5, WBCC0007 5, WBCC0008 6, In feet above confluence with West Branch DuPage River 2 Elevations computed without consideration of backwater effects from West Branch DuPage River TABLE 5 DUPAGE COUNTY DATA CRESS CREEK (WBCC)

155 FLOODING SOURCE CROSS SECTION Ferry Creek (WBFE) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE WBFE0006 3, WBFE0007 3, WBFE0008 4, WBFE0009 5, WBFE000 6, WBFE00 7, WBFE002 8, WBFE003 8, WBFE004 9, WBFE005 0, WBFE006, WBFE007 2, WBFE008 3, WBFE009 4, WBFE0020 5, WBFE002 5, WBFE0022 5, WBFE0023 6, In feet above confluence with West Branch DuPage River TABLE 5 DUPAGE COUNTY DATA FERRY CREEK (WBFE)

156 FLOODING SOURCE CROSS SECTION Ferry Creek (WBFE) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE WBFE0024 7, , WBFE0025 8, In feet above confluence with West Branch DuPage River TABLE 5 DUPAGE COUNTY DATA FERRY CREEK (WBFE)

157 FLOODING SOURCE CROSS SECTION Ferry Creek Tributary No. (WBFE) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE WBFE000, WBFE0002, WBFE0003 3, WBFE0004 4, In feet above confluence with Ferry Creek 2 Elevations computed without consideration of backwater effects from Ferry Creek TABLE 5 DUPAGE COUNTY DATA FERRY CREEK TRIBUTARY NO. (WBFE)

158 FLOODING SOURCE CROSS SECTION Unnamed Creek (South of Foxcroft Road) (WBFX) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE WBFX WBFX0002, WBFX0003, WBFX0004 2, WBFX0005 3, In feet above county boundary TABLE 5 DUPAGE COUNTY DATA UNNAMED CREEK (SOUTH OF FOXCROFT ROAD) (WBFX)

159 FLOODING SOURCE CROSS SECTION DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE Unnamed Creek (South of 87th Street) (WBFX) WBFX00 6, WBFX002 6, In feet above mouth TABLE 5 DUPAGE COUNTY DATA UNNAMED CREEK (SOUTH OF 87TH STREET) (WBFX)

160 FLOODING SOURCE CROSS SECTION Klein Creek (WBKC) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE WBKC000, WBKC0002 4, WBKC0003 6,795 59, WBKC0004 8, WBKC0005 8, WBKC0006 9, WBKC0007 0, WBKC0008 2,52 60, WBKC0009 3, WBKC000 5, WBKC00 7, WBKC002 8, , WBKC003 20, , WBKC004 2, , WBKC005 22, , WBKC006 24, , WBKC007 25, , WBKC008 27, In feet above confluence with West Branch DuPage River 2 Elevation computed without consideration of backwater effect from West Branch DuPage River 3 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA KLEIN CREEK (WBKC)

161 FLOODING SOURCE CROSS SECTION Klein Creek (WBKC) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE WBKC009 30, WBKC , In feet above confluence with West Branch DuPage River 2 Elevation computed without consideration of backwater effect from West Branch DuPage River 3 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA KLEIN CREEK (WBKC)

162 FLOODING SOURCE CROSS SECTION DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE Klein Creek Tributary N0 2 (WBKC) WBKC WBKC WBKC0026, WBKC0027, WBKC0028, WBKC0029 2, WBKC0030 2, In feet above confluence with East Branch DuPage River 2 Elevations without considering backwater effect from Klein Creek TABLE 5 DUPAGE COUNTY DATA Klein Creek Tributary N0 2 (WBKC)

163 FLOODING SOURCE CROSS SECTION Kress Creek (WBKR) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE WBKR WBKR0002, WBKR0003 3, WBKR0004 5, WBKR0005 5, , WBKR0006 6, , WBKR0007 7, , WBKR0008 8, , WBKR0009 0, WBKR000, , WBKR00 3, WBKR002 6, , WBKR003 7,053 52, WBKR004 8, WBKR005 20, WBKR006 22, WBKR007 23, WBKR008 23, In feet above confluence with West Branch DuPage River 2 Elevations computed without consideration of backwater effects from West Branch DuPage River 3 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA KRESS CREEK (WBKR)

164 FLOODING SOURCE CROSS SECTION Kress Creek (WBKR) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE WBKR009 25, WBKR , WBKR002 26, WBKR , WBKR , WBKR , WBKR , WBKR , WBKR , WBKR , WBKR , WBKR , WBKR003 34, WBKR , WBKR , WBKR , WBKR0035 4, WBKR0036 4, In feet above confluence with West Branch DuPage River 2 Elevations computed without consideration of backwater effects from West Branch DuPage River 3 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA KRESS CREEK (WBKR)

165 FLOODING SOURCE CROSS SECTION Kress Creek (WBKR) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE 3 WBKR , In feet above confluence with West Branch DuPage River 2 Elevations computed without consideration of backwater effects from West Branch DuPage River 3 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA KRESS CREEK (WBKR)

166 FLOODING SOURCE CROSS SECTION Unnamed Tributary to Kress Creek (WBKR) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE WBKR0038, WBKR0039 2, WBKR0040 2, WBKR004 2, WBKR0042 3, WBKR0043 4, WBKR0044 4, WBKR0045 5, WBKR0046 5, WBKR0047 6, WBKR0048 6, WBKR0049 7, WBKR0050 7, WBKR005 8, WBKR0052 8, WBKR0053 9, WBKR0054, In feet above confluence with Kress Creek TABLE 5 DUPAGE COUNTY DATA UNNAMED TRIBUTARY TO KRESS CREEK (WBKR)

167 FLOODING SOURCE CROSS SECTION DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE Unnamed Tributary to Kress Creek (WBKR) WBKR0055, In feet above confluence with Kress Creek TABLE 5 DUPAGE COUNTY DATA UNNAMED TRIBUTARY TO KRESS CREEK (WBKR)

168 FLOODING SOURCE CROSS SECTION Spring Brook No. (WBSP) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE WBSP WBSP0002 2, WBSP0003 4, WBSP0004 8, WBSP0005, WBSP0006 2, WBSP0007 4, WBSP0008 5, WBSP0009 5, WBSP000 6, , WBSP00 7, , WBSP002 8,2 432, WBSP003 8, , WBSP004 9, , WBSP005 20, WBSP006 20,724 56, WBSP007 2, In feet above confluence with West Branch DuPage River 2 Elevations computed without consideration of backwater effects from West Branch DuPage River 3 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA SPRING BROOK NO. (WBSP)

169 FLOODING SOURCE CROSS SECTION Spring Brook No. (WBSP) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE WBSP008 22, WBSP009 23, WBSP , WBSP002 25, WBSP , WBSP , In feet above confluence with West Branch DuPage River 2 Elevations computed without consideration of backwater effects from West Branch DuPage River 3 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA SPRING BROOK NO. (WBSP)

170 FLOODING SOURCE CROSS SECTION West Branch DuPage River (WBWB) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE WBWB000 2, , WBWB0002 4, , WBWB0003 6,777 27, WBWB0004 9, , WBWB ,580 54, WBWB , , WBWB ,64 400, WBWB , , WBWB ,06 450, WBWB000 29, , WBWB00 30,953 66, WBWB002 3, WBWB003 32,344 22, WBWB004 33, WBWB005 34, , WBWB006 36, , WBWB007 39,59 550, In feet above confluence with DuPage River 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA WEST BRANCH DUPAGE RIVER (WBWB)

171 FLOODING SOURCE CROSS SECTION West Branch DuPage River (WBWB) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE WBWB008 4,59 400, WBWB009 42,423 90, WBWB , , WBWB002 5,222 2,040, WBWB , , WBWB ,337 20, WBWB , , WBWB ,580 5, WBWB ,804 89, WBWB , , WBWB , , WBWB0029 6, , WBWB , , WBWB003 63, , WBWB , , WBWB , WBWB , In feet above confluence with DuPage River 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA WEST BRANCH DUPAGE RIVER (WBWB)

172 FLOODING SOURCE CROSS SECTION West Branch DuPage River (WBWB) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE WBWB , , WBWB0036 7, , WBWB ,58 223, WBWB , , WBWB ,384 92, WBWB ,605 95, WBWB004 79,776 98, WBWB0042 8,74 265, WBWB , , WBWB0044 9, , WBWB , WBWB , WBWB , WBWB , , WBWB , , WBWB ,03 225, WBWB005 0, , In feet above confluence with DuPage River 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA WEST BRANCH DUPAGE RIVER (WBWB)

173 FLOODING SOURCE CROSS SECTION West Branch DuPage River (WBWB) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE WBWB , , WBWB ,58 323, WBWB , , WBWB0055, , WBWB0056 2,67 29, WBWB0057 5, WBWB0058 6,204 48, WBWB0059 8,09 230, WBWB0060 9, WBWB006 20, WBWB ,229 54, WBWB , WBWB , WBWB , , WBWB0066 3, WBWB ,92 366, WBWB , , In feet above confluence with DuPage River 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA WEST BRANCH DUPAGE RIVER (WBWB)

174 FLOODING SOURCE CROSS SECTION West Branch DuPage River (WBWB) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE WBWB , , WBWB0070 4, WBWB007 46, , WBWB , WBWB , WBWB , WBWB , WBWB , WBWB0077 6, In feet above confluence with DuPage River 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA WEST BRANCH DUPAGE RIVER (WBWB)

175 FLOODING SOURCE CROSS SECTION DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE West Branch Tributary No. (WBW) WBW000 6, , WBW0002 9, WBW0003 0, In feet above confluence with West Branch DuPage River 2 Elevation computed without consideration of backwater effects from West Branch DuPage River 3 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA WEST BRANCH TRIBUTARY NO. (WBW)

176 FLOODING SOURCE CROSS SECTION West Branch Tributary No. 2 (Country Creek) (WBW2) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE WBW2000 2, WBW , WBW ,00 263, WBW , WBW20005, In feet above confluence with West Branch DuPage River TABLE 5 DUPAGE COUNTY DATA WEST BRANCH TRIBUTARY NO. 2 (COUNTRY CREEK) (WBW2)

177 FLOODING SOURCE CROSS SECTION West Branch Tributary No. 3 (WBW3) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE WBW3000, WBW , WBW , WBW , , WBW , WBW , WBW , In feet above confluence with West Branch DuPage River 2 Elevation computed without considering backwater effects from West Branch DuPage River TABLE 5 DUPAGE COUNTY DATA WEST BRANCH TRIBUTARY NO. 3 (WBW3)

178 FLOODING SOURCE CROSS SECTION DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE West Branch Tributary No. 6 (WBW6) WBW6000, WBW , In feet above confluence with West Branch DuPage River 2 Actual floodway width cannot be shown on FIRM due to redelineation of floodplain TABLE 5 DUPAGE COUNTY DATA WEST BRANCH TRIBUTARY NO. 6 (WBW6)

179 FLOODING SOURCE CROSS SECTION DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE West Branch Tributary No. 7 (WBW7) WBW7000, WBW , In feet above confluence with West Branch DuPage River 2 Cross-section is shown on FIRM; not on profile 3 Data not available TABLE DUPAGE COUNTY DATA WEST BRANCH TRIBUTARY NO. 7 (WBW7)

180 FLOODING SOURCE CROSS SECTION Winfield Creek (WBWF) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE WBWF WBWF WBWF WBWF0004, WBWF0005, WBWF0006 2, WBWF0007 2, WBWF0008 2, WBWF0009 2, , WBWF000 3, , WBWF00 4, , WBWF002 5, WBWF003 6, WBWF004 7, , WBWF005 7, WBWF006 8, WBWF007 8, WBWF008 9, , In feet above West Branch DuPage River 2 Elevations include backwater effects from the West Branch DuPage River TABLE 5 DUPAGE COUNTY DATA WINFIELD CREEK (WBWF)

181 FLOODING SOURCE CROSS SECTION Winfield Creek (WBWF) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE WBWF009,9 40, WBWF0020 2, WBWF002 3, WBWF0022 4, WBWF0023 5, WBWF0024 6, WBWF0025 7, WBWF0026 7, WBWF0027 8, WBWF0028 9, WBWF , WBWF , WBWF003 2,650, WBWF , , WBWF , , WBWF , , WBWF , , WBWF , In feet above West Branch DuPage River 2 Elevations include backwater effects from the West Branch DuPage River TABLE 5 DUPAGE COUNTY DATA WINFIELD CREEK (WBWF)

182 FLOODING SOURCE CROSS SECTION Winfield Creek (WBWF) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE WBWF , WBWF , WBWF , WBWF , WBWF004 30, WBWF , , WBWF , WBWF , , WBWF , WBWF , In feet above West Branch DuPage River 2 Elevations include backwater effects from the West Branch DuPage River TABLE 5 DUPAGE COUNTY DATA WINFIELD CREEK (WBWF)

183 FLOODING SOURCE CROSS SECTION Winding Creek (WBWG) DISTANCE WIDTH (FEET) SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) BASE FLOOD WATER SURFACE ELEVATION (FEET NAVD) REGULATORY WITHOUT WITH INCREASE WBWG000 3, , WBWG0002 4, WBWG0003 5, WBWG0004 5, In feet above confluence with West Branch DuPage River TABLE 5 DUPAGE COUNTY DATA WINDING CREEK (WBWG)

184 CROSS SECTION FLOODING SOURCE DISTANCE WIDTH (FEET) RIVER CHANNEL SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) STREAM-BED ELEVATION (FT. NGVD) BASE FLOOD WATER SURFACE ELEVATIONS (FEET NGVD) East Branch Tributary No. (EBE) EBE * * * EBE * * * EBE * * * In feet above confluence with East Branch DuPage River *Data not available TABLE 6 00-YEAR FLOOD DATA EAST BRANCH TRIBUTARY NO. (EBE)

185 CROSS SECTION East Branch FLOODING SOURCE DISTANCE WIDTH (FEET) RIVER CHANNEL SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) STREAM-BED ELEVATION (FT. NGVD) BASE FLOOD WATER SURFACE ELEVATIONS (FEET NGVD) Tributary No. 7 (EBE7) EBE7000,690 * * * EBE ,835 * * * EBE ,062 * * * EBE ,235 * * * EBE ,345 * * * EBE ,635 * * * EBE ,664 * * * In feet above confluence with East Branch DuPage River TABLE 6 00-YEAR FLOOD DATA EAST BRANCH TRIBUTARY NO. 7 (EBE7)

186 CROSS SECTION Sawmill Creek Tributary No. (SWSW) FLOODING SOURCE DISTANCE WIDTH (FEET) RIVER CHANNEL SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) STREAM-BED ELEVATION (FT. NGVD) BASE FLOOD WATER SURFACE ELEVATIONS (FEET NGVD) SWSW0027 9,298 * * * SWSW0028 2,965 * * * SWSW ,57 * * * In feet above confluence with Sawmill Creek * Data not available TABLE 6 00-YEAR FLOOD DATA (SWSW) SAWMILL CREEK TRIBUTARY NO.

187 CROSS SECTION Wards Creek (SWSW) FLOODING SOURCE DISTANCE WIDTH (FEET) RIVER CHANNEL SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) STREAM-BED ELEVATION (FT. NGVD) BASE FLOOD WATER SURFACE ELEVATIONS (FEET NGVD) SWSW00 5,58 * * * SWSW002 9,298 * * * In feet above confluence with Sawmill Creek * Data not available TABLE 6 00-YEAR FLOOD DATA WARDS CREEK (SWSW)

188 CROSS SECTION Klein Creek Tributary No. (WBKC) FLOODING SOURCE DISTANCE WIDTH (FEET) RIVER CHANNEL SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) STREAM-BED ELEVATION (FT. NGVD) BASE FLOOD WATER SURFACE ELEVATIONS (FEET NGVD) WBKC002,600 * * * WBKC0022 4,490 * * * WBKC0023 6,488 * * * In feet above confluence with Klein Creek * Data not available TABLE 6 00-YEAR FLOOD DATA KLEIN CREEK TRIBUTARY NO. (WBKC)

189 CROSS SECTION Klein Creek Tributary No. 3 (WBKC) FLOODING SOURCE DISTANCE WIDTH (FEET) RIVER CHANNEL SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) STREAM-BED ELEVATION (FT. NGVD) BASE FLOOD WATER SURFACE ELEVATIONS (FEET NGVD) WBKC003,280 * * * WBKC0032 2,264 * * * WBKC0033 3,507 * * * In feet above confluence with Klein Creek * Data not available TABLE 6 00-YEAR FLOOD DATA KLEIN CREEK TRIBUTARY NO. 3 (WBKC)

190 CROSS SECTION West Branch Tributary No. 5 (WBW5) FLOODING SOURCE DISTANCE WIDTH (FEET) RIVER CHANNEL SECTION AREA (SQUARE FEET) MEAN VELOCITY (FEET PER SECOND) STREAM-BED ELEVATION (FT. NGVD) BASE FLOOD WATER SURFACE ELEVATIONS (FEET NGVD) WBW * * * WBW50002,28 * * * WBW50003,748 * * * In feet above confluence with West Branch DuPage River * Data not available TABLE 6 00-YEAR FLOOD DATA WEST BRANCH TRIBUTARY NO. 5 (WBW5)

191 5.0 INSURANCE APPLICATIONS For flood insurance rating purposes, flood insurance zone designations are assigned to a community based on the results of the engineering analyses. The zones are as follows: Zone A Zone A is the flood insurance rate zone that corresponds to the 00-year floodplains that are determined in the FIS by approximate methods. Because detailed hydraulic analyses are not performed for such areas, no base flood elevations or depths are shown within this zone. Zone AE Zone AE is the flood insurance rate zone that corresponds to the 00-year floodplains that are determined in the FIS by detailed methods. In most instances, whole-foot base flood elevations derived from the detailed hydraulic analyses are shown at selected intervals within this zone. Zone AH Zone AH is the flood insurance rate zone that corresponds to the areas of 00-year shallow flooding (usually areas of ponding) where average depths are between and 3 feet. Whole-foot base flood elevations derived from the detailed hydraulic analyses are shown at selected intervals within this zone. Zone AO Zone AO is the flood insurance rate zone that corresponds to the areas of 00-year shallow flooding (usually sheet flow on sloping terrain) where average depths are between and 3 feet. Average whole-depths derived from the detailed hydraulic analyses are shown within this zone. Zone AR Area of special flood hazard formerly protected from the % annual chance flood event by a flood control system that was subsequently decertified. Zone AR indicates that the former flood control system is being restored to provide protection from the % annual chance or greater flood event. Zone A99 Zone A99 is the flood insurance rate zone that corresponds to areas of the 00-year floodplain that will be protected by a Federal flood protection system where construction has reached specified statutory milestones. No base flood elevations or depths are shown within this zone. Zone V

192 Zone V is the flood insurance rate zone that corresponds to the 00-year coastal floodplains that have additional hazards associated with storm waves. Because approximate hydraulic analyses are performed for such areas, no base flood elevations are shown within this zone. Zone VE Zone VE is the flood insurance rate zone that corresponds to the 00-year coastal floodplains that have additional hazards associated with storm waves. Whole-foot base flood elevations derived from the detailed hydraulic analyses are shown at selected intervals within this zone. Zone X Zone X is the flood insurance rate zone that corresponds to areas outside the 500-year floodplain, areas within the 500-year floodplain, and to areas of 00-year flooding where average depths are less than foot, areas of 00-year flooding where the contributing drainage area is less than square mile, and areas protected from the 00-year flood by levees. No base flood elevations or depths are shown within this zone. Zone D Zone D is the flood insurance rate zone that corresponds to unstudied areas where flood hazards are undetermined, but possible. 6.0 FLOOD INSURANCE RATE MAP The FIRM is designed for flood insurance and floodplain management applications. For flood insurance applications, the map designates flood insurance rate zones as described in Section 5.0 and, in the 00-year floodplains that were studied by detailed methods, shows selected whole-foot base flood elevations or average depths. Insurance agents use the zones and base flood elevations in conjunction with information on structures and their contents to assign premium rates for flood insurance policies. For floodplain management applications, the map shows by tints, screens, and symbols, the 00- and 500-year floodplains. Floodways and the locations of selected cross sections used in the hydraulic analyses and floodway computations are shown where applicable. The current FIRM presents flooding information for the entire geographic area of DuPage County. Previously, separate Flood Hazard Boundary Maps and/or FIRMs were prepared for each identified flood-prone incorporated community and the unincorporated areas of the county. This countywide FIRM also includes flood hazard information that was presented separately on Flood Boundary and Floodway Maps (FBFMs), where applicable. Historical 82

193 data relating to the maps prepared for each community, up to and including this countywide FIS, are presented in Table 7, "Community Map History." 7.0 OTHER STUDIES FISs have been prepared for Kane County and incorporated areas ( ), Will County and incorporated areas ( ), and Cook County and incorporated areas ( ). Information pertaining to revised and unrevised flood hazards for each jurisdiction within DuPage County has been compiled into this FIS. Therefore, this FIS supersedes all previously printed FIS Reports, FHBMs, FBFMs, and FIRMs for all of the incorporated and unincorporated jurisdictions within DuPage County. Following is a list of reports and studies pertaining to the flood hazards within DuPage County: Flood Water Management Plan of the Des Plaines River Floodplain Maps and Flood Profiles for Salt Creek and Westwood Creek A Flooding and Storm Sewer Report USGS Publication Water Resources Data for Illinois, Part, Surface Water Records Floodplain Information Report, West Branch DuPage River, Kress Creek and Klein Creek, Cook County, Illinois An SCS Study for the Des Plaines River Basin Illinois Department of Transportation, Division of Water Resources report, Strategic Planning Study for Flood Control Bensenville Ditch, Bensenville, Illinois, DuPage County Donohue & Associates, Inc., study for Addison Creek Stormwater Management System Evaluation, DuPage and Cook Counties, Illinois Survey Report for Improvement for Spring Brook Creek Spring Brook Drainage Study West Branch Tributary to Spring Brook Creek Drainage Basin Study Engineer s Report, Stormwater Management Plan for the Klein Creek Basin Segment of the Bloomingdale West Project Storm Water Management Plan, a part of the Klein Creek segment of the Bloomingdale West Project Surface Water Drainage Study of the Indian Lakes Subdivision and Environs Flood Plain Information Study on the Des Plaines River and its tributaries Lindley and Sons, Inc., Drainage Study on a tributary to the 63 rd Street Ditch and on 79 th Street Ditch for the Village of Burr Ridge Baranecki, Vigilio, and Associates, Improvement Plan for Burr Ridge Illinois Division of Water Resources, Strategic Planning Study of the Winfield Creek Basin Floodplain maps and flood profiles for Sawmill Creek and East Branch Sawmill Creek 83

194 Special Flood Hazard Information Study for the East Branch DuPage River, Prentiss Creek, St. Joseph Creek, and Lacey Creek USGS Hydrologic Investigations Atlases USGS Flood-Prone Area Maps Special Flood Hazard Information Study of the East Branch DuPage River A report by Harza Engineering, Village of Hanover Park, Illinois, West Branch DuPage River Flood Control Plan Floodwater Management Plan for the Des Plaines River Watershed Upper Salt Creek Watershed Work Plan Des Plaines River Watershed Floodwater Management Plan and Flood Plain Information, Maps and Profiles USACE, Chicago District, East Branch DuPage River Special Flood Hazard Information Report A report by the State of Illinois Department of Public Works and Buildings, Division of Waterways West Branch DuPage River Flood Plain Information Report A report analyzing flooding along Salt Creek, updated by the IDOT A Flood Hazard Information Report by Carl C. Crane, Inc., for the Chicago District USACE A Plan of Study report on the Fox River and its tributaries Southeastern Wisconsin Regional Planning Commission Report Work Plan for Watershed Protection and Flood Prevention, Upper Salt Creek Watershed Report on the Regulation of Construction Within the Flood Plain of Upper Salt Creek and Tributaries, Palatine, Schaumburg, Elk Grove Township, Cook County, Illinois Des Plaines River Flood Plain Information Maps and Profiles Regulation of Construction Within the Flood Plain of the Lower Salt Creek and Tributaries of Cook and DuPage Counties A Comprehensive Plan for the Fox River Surface Water Drainage Control Study for the Village of Westmont Des Plaines River Flood Plain Information Maps and Profiles, Cook and DuPage Counties, Illinois Stormwater Management Study, Village of Willowbrook Lindley and Sons, Inc., Several Letter Reports to the City of Darien, Illinois, on Lake Hinsdale and Sawmill Creek SCS publication, Upper Salt Creek Watershed Work Plan of the Busse Woods Reservoir City of Wood Dale Comprehensive Storm Drainage Report

195 8.0 LOCATION OF DATA Information concerning the pertinent data used in the preparation of this FIS can be obtained by contacting FEMA, Federal Insurance and Mitigation Division, 536 South Clark Street, Sixth Floor, Chicago, Illinois BIBLIOGRAPHY AND REFERENCES American Guide Series. (94). DuPage County: A Descriptive and Historical Guide, Baranecki, Vigilio, and Associates. (December 977). Improvement Plans for Burr Ridge Meadows, Phase I. Burr Ridge, Illinois. Barton-Aschman Associates, Inc. (August 976). First Year Planning Program, Reconnaissance Study. Baxter and Woodman, Inc. (January 976). Winfield Creek Drainage Investigation: Engineer s Report. Crystal Lake, Illinois. Baxter and Woodman, Inc. (October 975). Winfield Creek Retention Study. Crystal Lake, Illinois. Chow, V. T. (964). Handbook of Applied Hydrology. McGraw Hill Book Company, Inc. Chow, V. T. (959). Open Channel Hydraulics. McGraw Hill Book Company, Inc. Damage Estimate Set. (August 29, 972). The Daily Journal, Volume 40, No. 226, Page. Des Plaines River Watershed Steering Committee, and U.S. Department of Agriculture, Soil Conservation Service. (976). Des Plaines River Floodwater Management Plan and Environmental Assessment. Des Plaines River Watershed Steering Committee. (December 975). Des Plaines River Flood Plain Information Maps and Profiles, Cook and DuPage Counties, Illinois. Dougherty, R. L., and J. B. Fanzini. (977). Fluid Mechanics with Engineering Applications. McGraw-Hill Book Company, Inc. Downers Grove Reporter. (October 4, 954; July 8, 957; and August 3, 972). Downers Grove, Illinois. DuPage County Zoning Ordinance. (December 0, 935, as amended). DuPage County Board of Supervisors. 86

196 Federal Emergency Management Agency. (April 982). Flood Insurance Study, DuPage County, Illinois (Unincorporated Areas). Federal Emergency Management Agency, Federal Insurance Administration. (February 8, 98). Flood Insurance Study, City of Oak Brook Terrace, DuPage County, Illinois. Washington, D.C. Federal Emergency Management Agency, Federal Insurance Administration. (February 98). Flood Insurance Study, Village of Villa Park, Illinois. Washington, D.C. Federal Emergency Management Agency, Federal Insurance Administration. (April 98). Flood Insurance Study, Village of Downers Grove, Illinois. Federal Emergency Management Agency, Federal Insurance Administration. (May 98). Flood Insurance Study, Village of Roselle, Illinois. Washington, D.C. Federal Emergency Management Agency, Federal Insurance Administration. (October 98). Flood Insurance Study, Village of Burr Ridge, Illinois. Washington, D.C. Federal Emergency Management Agency, Federal Insurance Administration. (January 980). Flood Insurance Study, Village of Willowbrook, Illinois. Washington, D.C. Federal Emergency Management Agency, Federal Insurance Administration. (September 980). Flood Insurance Study, Village of Lisle, Illinois. Washington, D.C. Federal Emergency Management Agency, Federal Insurance Administration. (June 979). Flood Insurance Study, City of Wheaton, Illinois. Washington, D.C. Federal Emergency Management Agency, Federal Insurance Administration. (October 978). Flood Insurance Study, Village of Lombard, Illinois. Washington, D.C. Federal Emergency Management Agency, Federal Insurance Administration. (October 977). Flood Insurance Study, Village of Itasca, Illinois. Washington, D.C. Federal Emergency Management Agency, Federal Insurance Administration. (In progress). Flood Insurance Study, Village of Downers Grove, Illinois. Washington, D.C. Federal Emergency Management Agency, Federal Insurance Administration. (In progress). Flood Insurance Study, City of Elmhurst, Illinois. Washington, D.C. Federal Emergency Management Agency, Federal Insurance Administration. (November 6, 2000). Flood Insurance Study, Cook County, Illinois (Unincorporated Areas). Washington, D.C. Floodplain Topographic Maps. (Champaign, Illinois, 973). Salt Creek Watershed, Scale :4,800, Contour Interval 2 feet. Soil Conservation Service. Glen Ellyn News. (August 30, 972).

197 Hansen, Harry (editor). (974). Illinois, A Descriptive and Historical Guide. New York, Hastings House. Harza Engineering Company. (97). West Branch DuPage River Flood Control Plan. Chicago, Illinois. Illinois Department of Public Works and Buildings, Division of Waterways. (962). Survey Report for Flood Control, DuPage River, DuPage and Will Counties. Illinois Department of Transportation, Division of Water Resources. (January 980). Regulation of Construction Within the Floodplain of Lower Salt Creek and Tributaries. Springfield, Illinois. Illinois Department of Transportation, Division of Water Resources. (Cook, DuPage, and Lake Counties, Illinois, July 979). Regulatory Floodplain, Lower Salt Creek, Scale :400, Contour Interval 4 feet. Illinois Department of Transportation, Division of Water Resources. (975). Strategic Planning Study of Waubansee Creek from Montgomery to Oswego, Kane and Kendall Counties, Illinois. Illinois Department of Transportation, Division of Water Resources. (Springfield, Illinois, 973, and revised statutes, Chapter 9, 52 et seq., 975). Rules and Regulations, Regulations of Construction Within Floodplains Established Pursuant to Section 654, Chapter 9, Illinois Revised Statutes. Illinois Department of Transportation, Division of Water Resources. (973). Magnitude and Frequency of Floods in Illinois. J. M. Carns (author). Springfield, Illinois. Illinois Department of Transportation, Division of Water Resources. (973). Rules and Regulations, Regulation of Construction Within Flood Plains Established Pursuant to Section 65F, Chapter 9, Illinois Revised Statutes. Springfield, Illinois. Illinois Division of Water Resources. (977). Guidelines for Operational Procedures at McHenry Dam. Lardner, J. P. and M. L. Terstriep. (November 975). Illinois State Water Survey, Waubansee Creek Floodplain Analysis. Lindley and Sons, Inc. (February 974). Northcentral Storm Drainage Report. Naperville, Illinois. Mackie Consultants, Inc. (977). Engineers Report, Stormwater Management Plan for the Klein Creek Basin Segment of the Bloomingdale West Project. 88

198 North Central Chicago Engineering Division-Hydraulics. (978). Memorandum for File, Fox River, Special Flood Hazard Study Chain of Lakes, McHenry and Lake Counties, Illinois. Northeastern Illinois Planning Commission. (Village of Downers Grove, Illinois, flown in March-April 975). Topographic Maps compiled from air photos, Scale :,200, Contour Interval Foot. Northeastern Illinois Planning Commission, in cooperation with the Chicago District, U.S. Army Corps of Engineers. (West Branch DuPage River, Cook and Will Counties, Illinois; Madison, Wisconsin, Alster and Associates, Inc., Photographed April 6, 974). Flood Plain Topographic Maps, Scale :4,800. Northeastern Illinois Planning Commission. (April 973). Suburban Factbook. Southeastern Wisconsin Regional Planning Commission. (April 969). Planning Report No. 2, Volumes One and Two. A Comprehensive Plan for the Fox River Watershed. Waukesau, Wisconsin. State of Illinois, Office of the Secretary of State. (976). Springfield, Illinois. State of Illinois. (July 976). Counties and Incorporated Municipalities of Illinois. State of Illinois, Department of Transportation, Division of Water Resources. (Madison, Wisconsin, September 976). DuPage River Flood Plain, Scale :4,800, Contour Interval 2 feet. Alster & Associates Engineering. State of Illinois, Department of Transportation, Division of Water Resources. (Sheboygan, Wisconsin, December 975). Flood Plain Topographic Map for Salt Creek Watershed, Scale :4,800, Contour Interval 4 feet. Aero-Metric Engineering, Inc. State of Illinois, Department of Public Works and Buildings, Division of Waterways (currently Department of Transportation, Division of Water Resources). (975). Survey Report for Development of Fox River, Ottawa to McHenry Dam, La Salle, Kane, Kendall, McHenry, and Lake Counties, Illinois. State of Illinois, Department of Transportation, Division of Water Resources. (December 975). Preliminary Report on the Regulation of Construction with the Floodplain of Waubansee Creek and Tributary. State of Illinois, Department of Transportation, Division of Water Resources. (973). Magnitude and Frequency of Floods in Illinois. J. M. Carns (author). Springfield, Illinois. State of Illinois, State Water Survey. (October 975). Poplar Creek Flood Plain Report. J. M. Jess (author). Springfield, Illinois. 89

199 State of Illinois, Department of Public Works and Buildings, Division of Waterways. (962). Survey Report for Flood Control, DuPage River, DuPage and Will Counties, Illinois. Chicago, Illinois. State of Illinois, Department of Public Works and Buildings, Division of Waterways (currently Department of Transportation, Division of Water Resources). (960). Survey Report for Flood Control, Indian Creek and Tributaries, Aurora and Vicinity, Kane County, Illinois. State of Illinois, Department of Public Works and Buildings, Division of Waterways (currently Department of Transportation, Division of Water Resources). (954). Floods in Illinois, Magnitude and Frequency. W. D. Mitchell (author). University of Illinois, Department of Agronomy, Agricultural Experiment Station. (950). AG-443, Illinois Soil Type Descriptions. Y. L. Wascher, J. B. Fehrenbacher, R. T. Odell, and P. T. Veale (authors). U.S. Army Corps of Engineers, Hydrologic Engineering Center. (May 99). HEC-2 Water-Surface Profiles, Generalized Computer Program. Davis, California. U.S. Army Corps of Engineers, Chicago District. (Unincorporated Areas of Kane County, Illinois, September-October 978). Topographic Maps, Scale :4,800, Contour Interval four feet. U.S. Army Corps of Engineers, Chicago District. (October 977). Preliminary Environmental Inventory. DuPage Basin Study Area. U.S. Army Corps of Engineers. (November 976). HEC-2 Water-Surface Profiles. U.S. Army Corps of Engineers, Chicago District. (976). A Plan of Study for the Fox River and its Tributaries. Chicago, Illinois. U.S. Army Corps of Engineers, Chicago District. (June 975). Flood Plain Information, West Branch DuPage River, Kress Creek, Klein Creek, DuPage County, Illinois. U.S. Army Corps of Engineers, Hydrologic Engineering Center. (June 974). Balanced Hydrograph Techniques for Five Selected Basins in the Chicago Metropolitan Area Memo No U.S. Army Corps of Engineers, Hydrologic Engineering Center. (January 973). HEC- Flood Hydrograph Package, Computer Program, 723-X6-L200. Davis, California. U.S. Army Corps of Engineers, Hydrologic Engineering Center. (September 973). Special Project Memo No. 42, Des Plaines River Basin, Duplicate Lock Hydrology Study. 90

200 U.S. Army Corps of Engineers, Hydrologic Engineering Center. (October 973). HEC Special Project Memo No. 45, Chicago Metropolitan Area Study, DuPage River Basin. U.S. Army Corps of Engineers, Hydrologic Engineering Center. (October 973). HEC-2 Water-Surface Profiles, Computer Program 723-X6-L202A. Davis, California. U.S. Army Corps of Engineers, Hydrologic Engineering Center. (February 972). HEC- 2 Water-Surface Profiles, Computer Program 723-X6-L202A. Davis, California. U.S. Department of Agriculture, Soil Conservation Service. (April 979). Soil Survey of Kane County, Illinois. U.S. Department of Agriculture, Soil Conservation Service. (June 978). Floodway Determination Computer Program, Technical Release 64. U.S. Department of Agriculture, Soil Conservation Service, Central Technical Unit. (977). HUD-5 Computer Program. Hyattsville, Maryland. U.S. Department of Agriculture, Soil Conservation Service. (May 976). Technical Release No. 6, WSP-2 Computer Program. Washington, D.C. U.S. Department of Agriculture, Soil Conservation Service. (January 975). Technical Release No. 55, Urban Hydrology for Small Watersheds. U.S. Department of Agriculture, Soil Conservation Service. (June 974). WSP-2 Water- Surface Profiles Users Manual. R. Pasley and O. Lee (authors). U.S. Department of Agriculture, Soil Conservation Service. (February 974). SCS TR- 20 Project Formulation Computer Program. Champaign, Illinois. U.S. Department of Agriculture, Soil Conservation Service. (March 974). WSP-2 Water-Surface Profile Computer Program. Champaign, Illinois. U.S. Department of Agriculture, Soil Conservation Service. (973). Work Plan for Watershed Protection and Flood Prevention, Upper Salt Creek Watershed. Lincoln, Nebraska. U.S. Department of Agriculture, Soil Conservation Service. (965). Technical Release No. 20, Computer Program, Project Formulation, Hydrology. Washington, D.C. U.S. Department of Agriculture, Soil Conservation Service. (December 963). Guide for Selecting Roughness Coefficients. Champaign, Illinois. U.S. Department of Commerce, National Oceanic and Atmospheric Administration, Environmental Data Service. (977). Climatological Data, Illinois. Asheville, North Carolina. 9

201 U.S. Department of Commerce, National Oceanic and Atmospheric Administration. (976). Local Climatological Data for Chicago, Illinois. U.S. Department of Commerce. (March 976). Bulletin No. 7, Guidelines for Determining Flood Flow Frequency. Washington, D.C. U.S. Department of Commerce, National Oceanic and Atmospheric Administration. (975). Climatological Data, Illinois, Annual Summary, 974, Volume 79, Number 3. U.S. Department of Commerce, Bureau of the Census. (97). Census of Population, Number of Inhabitants, Illinois. Washington, D.C. U.S. Department of Commerce, Bureau of the Census. (June 970). Current Population Report, Series P-28, No U.S. Government Printing Office. Washington, D.C. U.S. Department of Commerce, Weather Bureau. (963). Technical Paper No. 40, Rainfall Frequency Atlas of the United States (for Durations from 30 minutes to 24 hours and return periods from 7 to 00 years). Washington, D.C. U.S. Department of Commerce, Weather Bureau. (June 962). Climatic Guide for Chicago, Illinois, Area. U.S. Department of Commerce, National Weather Service. (May 96). Rainfall Frequency Atlas of the United States, Technical Paper No. 40. U.S. Government Printing Office. Washington, D.C. U.S. Department of Commerce, Bureau of Public Roads. (September 96). Hydraulic Charts for the Selection of Highway Culverts, Hydraulic Engineering Circular No. 5. U.S. Government Printing Office. Washington, D.C. U.S. Department of Housing and Urban Development, Federal Insurance Administration. (November 6, 2000). Flood Insurance Study, Indian Head Park, Illinois. U.S. Department of Housing and Urban Development, Federal Insurance Administration. (January 979). Flood Insurance Study, Village of Glen Ellyn, Illinois. Washington, D.C. U.S. Department of Housing and Urban Development, Federal Insurance Administration. (November 979). Flood Insurance Study, City of West Chicago, Illinois. Washington, D.C. U.S. Department of Housing and Urban Development, Federal Insurance Administration. (March 979). Flood Insurance Study, Village of Addison, Illinois. Washington, D.C. U.S. Department of Housing and Urban Development, Federal Insurance Administration. (June 979). Flood Insurance Study, Village of Woodbridge, Illinois. 92

202 U.S. Department of Housing and Urban Development, Federal Insurance Administration. (June 979). Flood Insurance Study, City of Aurora, Illinois. U.S. Department of Housing and Urban Development, Federal Insurance Administration. (March 979). Flood Insurance Study, City of Naperville, Illinois. U.S. Department of Housing and Urban Development, Federal Insurance Administration. (May 978). Flood Insurance Study, Village of Hanover Park, Cook and DuPage Counties, Illinois. Washington, D.C. U.S. Department of Housing and Urban Development, Federal Insurance Administration. (August 978). Flood Insurance Study, Village of Glendale Heights, Illinois. U.S. Department of Housing and Urban Development, Federal Insurance Administration. (May 977). Flood Hazard Boundary Map, DuPage County, Illinois (Unincorporated Areas). Washington, D.C. U.S. Department of Housing and Urban Development, Federal Insurance Administration. (October 24, 975). Flood Hazard Boundary Map, Village of Schaumburg, Cook County, Illinois. U.S. Department of the Interior, Geological Survey. (979). Effects of Urbanization on the Magnitude and Frequency of Floods in Northeastern Illinois, U.S. Department of the Interior, Geological Survey. (978). Water Resources Data for Illinois, Water Year 977. U.S. Department of the Interior, Geological Survey. (977). Water Resources Investigations 77-7, Technique for Estimating Magnitude and Frequency of Floods in Illinois. U.S. Department of the Interior, Geological Survey. (Hinsdale Quadrangle, 976). Hydrologic Atlas 86, Flood Plain Map, Scale :2,400, Contour Interval 5 Feet. U.S. Department of the Interior, Geological Survey. (975). Water Resources Data for Illinois, Part, Surface Water Records. Champaign, Illinois. U.S. Department of the Interior, Geological Survey. (974). Determination of 00-year Flood Flows in Urbanizing Regions of Northeastern Illinois. Champaign, Illinois. U.S. Department of the Interior, Geological Survey. (973). 972 Water Resources Data for Illinois. U.S. Department of the Interior, Geological Survey, in cooperation with the State of Illinois Department of Transportation, Division of Water Resources. (973). Magnitude and Frequency of Floods in Illinois. Jack M. Carns (author). Springfield, Illinois. 93

203 U.S. Department of the Interior, Geological Survey. (973). Water Resources Data for Illinois: 972. Champaign, Illinois. U.S. Department of the Interior, Geological Survey. (Naperville, 972; West Chicago, 972; Normantown, 973; Romeville, 973; Wheaton, 972; Lombard, 972; Elmhurst, 972; Hinsdale, 972; Sag Bridge, 973, Illinois). 7.5-Minute Series Topographic Maps, Scale :24,000, Contour Interval 0 feet. U.S. Department of the Interior, Geological Survey. (Hinsdale and Sag Bridge, Illinois, photorevised 972). 7.5-Minute Series Quadrangle Map, Scale :24,000, Contour Interval five feet. U.S. Department of the Interior, Geological Survey. (967). Water Supply Paper 849, Roughness Characteristics of Natural Channels. U.S. Government Printing Office. Washington, D.C. U.S. Department of the Interior, Geological Survey. (965). Hydrologic Investigations Atlases for West Chicago, HA202 and Naperville, HA54. U.S. Department of the Interior, Geological Survey. (965). Floods in Wheaton Quadrangle, Northeastern Illinois, Hydrologic Investigations Atlas HA-48. U.S. Department of the Interior, Geological Survey. (965). Floods in Romeoville Quadrangle, Northeastern Illinois, Hydrologic Investigations Atlas HA-46. U.S. Department of the Interior, Geological Survey. (Naperville, Illinois HA-54, 965; HA-20, 966; HA-48, 965, HA-46, 965). Hydrologic Investigations Atlases. H. E. Allen and V. Jeff May (authors). U.S. Department of the Interior, Geological Survey. (HA 43, 964, HA 202, 965). Hydrologic Investigations Atlases for Carol Stream, Scale :24,000, Contour Interval 0 feet. U.S. Department of the Interior, Geological Survey. (964). Hydrologic Investigations Atlas, HA-87, Floods in the Palatine Area Floods in the Palatine Area. Howard E. Allen and others (authors). U.S. Department of the Interior, Geological Survey. (964 and 965). Hydrologic Investigation Atlases, HA-43 and HA-48. U.S. Department of the Interior, Geological Survey. (963). Floods in Aurora North Quadrangle, Illinois, Hydrologic Investigations Atlas, HA-70. U.S. Department of the Interior, Geological Survey. (Hinsdale, Illinois, 963, Photorevised 972; Wheaton, Illinois, 962, Photorevised 972). Map of Flood-Prone Areas, Scale :24,000, Contour Interval 20 Feet. 94

204 U.S. Department of the Interior, Geological Survey. (Elmhurst, Illinois, 963, photorevised 972 and 980). 7.5-Minute Series Topographic Maps, Scale :24,000, Contour Interval 0 feet. U.S. Department of the Interior, Geological Survey. (Hinsdale Quadrangle, Illinois, 963). Hydrologic Investigations Atlas, HA-86, Scale :24,000, Contour Interval 0 Feet. U.S. Department of the Interior, Geological Survey. (Sag Bridge Quadrangle, Illinois, 963). Hydrologic Investigations Atlas, HA-49, Scale :24,000, Contour Interval 5 Feet. U.S. Department of the Interior, Geological Survey. (962 to present). St. Charles Gage Station, No U.S. Water Resources Council. (March 976). Bulletin No. 7, Guidelines for Determining Flood Flow Frequency. U.S. Water Resources Council, (December 967). Determining Flood Flow Frequencies, Bulletin No. 5. A Uniform Technique for Village of Carol Stream, Village Hall. (January 980). Carol Stream 979 Census. Village of Bloomingdale, DuPage County, Illinois. (March 24, 975). 75-0, An Ordinance Regulating the Interference with Storm Ditches and Requiring a Permit Therefore. Village of Willowbrook. (974). Zoning Map. Village of Bloomingdale, DuPage County, Illinois. (June 973). 73-9, An Ordinance Providing Stormwater Retention Requirements. Wheaton Experiences Much Loss. (October, 954). The Daily Journal, Volume 22, No. 07, page. Wight Consulting Engineers, Inc. (978). Surface Water Drainage Study, Indian Lakes Subdivision and Environs. Bloomingdale, Illinois. Wight and Company. (977). Stormwater Management Study, Village of Willowbrook. Woodward, Sherman M. and Chesley I. Posey. (94). Hydraulics of Steady Flow in Open Channels. John Wiley and Sons. 95

205 ELEVATION IN FEET (NGVD 29) LIMIT OF FLOODING AFFECTING COUNTY COUNTY LINE ROAD BRIDGE 2 CEMETARY ROAD CEMETERY ROAD GRAND AVENUE UNNAMED ROAD CULVERT CULVERT GEORGE STREET GEORGE STREET RESERVOIR LIMIT OF DETAILED STUDY THE 50-YEAR FLOOD PROFILE UPSTREAM OF STATION 66, 83 IS NOT AVAILABLE ADDISON CREEK (DPAC) COUNTY BOUNDARY DPAC000 DPAC0002 DPAC0003 DPAC0004 DPAC STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DES PLAINES RIVER DPAC0006 DPAC0007 DPAC0008 DPAC YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 0P

206 00-YEAR BACKWATER FROM DES PLAINES RIVER ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH DES PLAINES RIVER RAILROAD FOREST PRESERVE ROAD SAWMILL CREEK TRIBUTARY NO. 3 (DPDP) DPDP STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DES PLAINES RIVER DPDP YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 0P

207 ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH GINGER CREEK ROYAL VALE DRIVE LIMIT OF LOMBARD TRIBUTARY (SCGC) SCGC5054 SCGC STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH GINGER CREEK 500-YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD* *DATA NOT AVAILABLE 00P

208 00-YEAR BACKWATER FROM GINGER CREEK ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH GINGER CREEK CONCRETE WEIR CONCRETE WEIR CONCRETE WEIR MAYS LAKE TRIBUTARY (SCGC) SCGC507 SCGC5028 SCGC5026 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH GINGER CREEK 500-YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD* *DATA NOT AVAILABLE 0P

209 ELEVATION IN FEET (NGVD 29) CONCRETE WEIR OAK BROOK ROAD LIMIT OF MAYS LAKE II WEIR CULVERT LIMIT OF DETAILED STUDY MAYS LAKE TRIBUTARY (SCGC) CULVERT SCGC5057 SCGC MAYS LAKE I CULVERT STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH GINGER CREEK 500-YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD* *DATA NOT AVAILABLE 02P

210 ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH GINGER CREEK OAK BROOK ROAD LIMIT OF DETAILED STUDY MIDWEST CLUB TRIBUTARY (SCGC) SCGC5066 SCGC5065 SCGC SCGC5063 SCGC5062 SCGC506 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH GINGER CREEK 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD* *DATA NOT AVAILABLE 03P

211 ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH SALT CREEK SPRING ROAD ACCESS ROAD ACCESS ROAD STATE ROUTE HODGES ROAD PARK ROAD KARBAN ROAD SPRING ROAD TRIBUTARY (SCOB) SCOB000 SCOB0002 SCOB0003 SCOB0004 SCOB SCOB0006 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH SALT CREEK SCOB0007 SCOB0008 SCOB0009 SCOB000 SCOB00 SCOB002 SCOB YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 04P

212 ELEVATION IN FEET (NGVD 29) MACARTHUR DRIVE EISENHOWER ROAD CULVERT MIDWEST ROAD LIMIT OF DETAILED STUDY SPRING ROAD TRIBUTARY (SCOB) SCOB004 SCOB005 SCOB SCOB007 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH SALT CREEK 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 05P

213 ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH SALT CREEK N. PROSPECT AVENUE SPRING BROOK CREEK (SCSB) SCSB000 SCSB0002 SCSB STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH SALT CREEK SCSB0004 SCSB YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD SCSB P

214 ELEVATION IN FEET (NGVD 29) RAILROAD ROUTE 9 (IRVING PARK BLVD) MAPLE AVENUE INTERSTATE 290 (NORTHBOUND) INTERSTATE 290 (SOUTHBOUND) SPRING BROOK CREEK (SCSB) SCSB0007 SCSB0008 SCSB STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH SALT CREEK SCSB YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD SCSB00 07P

215 ELEVATION IN FEET (NGVD 29) LAKE KADIJAH SPILLWAY CONFLUENCE OF MEACHAM CREEK SPRING BROOK CREEK (SCSB) SCSB002 SCSB STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH SALT CREEK SCSB YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 08P

216 ELEVATION IN FEET (NGVD 29) MEDINAH ROAD MEDINAH-ON-THE-LAKE ROAD LAKEVIEW DRIVE SPRING BROOK CREEK (SCSB) SCSB STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH SALT CREEK SCSB006 SCSB007 SCSB008 SCSB009 SCSB0020 SCSB002 SCSB YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 09P

217 ELEVATION IN FEET (NGVD 29) SAWMILL CREEK TRIBUTARY NO. 3 (DPDP) DPDP STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DES PLAINES RIVER DPDP YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD P

218 ELEVATION IN FEET (NGVD 29) CIRCLE AVENUE GRAVEL ROAD FARM ROAD CONFLUENCE OF WEST BRANCH TRIBUTARY TO SPRING BROOK CREEK SPRING BROOK CREEK (SCSB) SCSB0023 SCSB0024 SCSB0025 SCSB0026 SCSB0027 SCSB0028 SCSB0029 SCSB0030 SCSB STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH SALT CREEK SCSB0032 SCSB0033 SCSB0034 SCSB0035 SCSB YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD SCSB0037 0P

219 ELEVATION IN FEET (NGVD 29) FOSTER AVENUE PRIVATE DRIVE WALNUT STREET ROSELLE ROAD TURNER AVENUE BRYN MAWR AVENUE SPRING BROOK CREEK (SCSB) SCSB0038 SCSB0039 SCSB0040 SCSB004 SCSB0042 SCSB0043 SCSB SCSB0045 SCSB0046 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH SALT CREEK SCSB0047 SCSB0048 SCSB0049 SCSB0050 SCSB YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD P

220 ELEVATION IN FEET (NGVD 29) PINE AVENUE MAPLE AVENUE WILLOW STREET ELM AVENUE HILL STREET CULVERT 780 CULVERT CENTRAL AVENUE LIMIT OF DETAILED STUDY SPRING BROOK CREEK (SCSB) SCSB0052 CULVERT SCSB0053 SCSB0054 SCSB0055 SCSB STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH SALT CREEK SCSB0057 SCSB0058 SCSB YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 2P

221 ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH SPRING BROOK CREEK BLOOMINGDALE ROAD CULVERT MAPLE AVENUE LIMIT OF DETAILED STUDY WEST BRANCH TRIBUTARY TO SPRING BROOK CREEK (SCSB) SCSB0060 SCSB006 SCSB SCSB0063 SCSB0064 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH SPRING BROOK CREEK SCSB0065 SCSB0066 SCSB0067 SCSB YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 3P

222 ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH SPRING BROOK CREEK LAKE KADIJAH MEDINAH MOUTH COUNTRY CLUB ROAD SCSB STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH SPRING BROOK CREEK SCSB YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD IRVING PARK BOULEVARD SCSB007 MEACHAM CREEK (SCSB) 4P

223 ELEVATION IN FEET (NGVD 29) RAILROAD MAPLE AVENUE THORNDALE AVENUE MEDINAH ROAD LIMIT OF DETAILED STUDY MEACHAM CREEK (SCSB) SCSB0072 SCSB SCSB0074 SCSB0075 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH SPRING BROOK CREEK SCSB YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 5P

224 COUNTY BOUNDARY COUNTY BOUNDARY COUNTY BOUNDARY SALT CREEK (SCSC) ELEVATION IN FEET (NGVD 29) SCSC STREAM DISTANCE IN FEET ABOVE MOUTH 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 6P

225 YORK ROAD FULLERSBURG DAM SALT CREEK (SCSC) ELEVATION IN FEET (NGVD 29) SCSC0002 SCSC026 SCSC STREAM DISTANCE IN FEET ABOVE MOUTH SCSC YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD SCSC029 7P

226 CONFLUENCE OF BRONSWOOD CEMETARY TRIBUTARY 3ST STREET CONFLUENCE OF GINGER CREEK 660 SALT CREEK (SCSC) ELEVATION IN FEET (NGVD 29) SCSC STREAM DISTANCE IN FEET ABOVE MOUTH SCSC03 SCSC YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 8P

227 ND STREET SALT CREEK (SCSC) ELEVATION IN FEET (NGVD 29) SCSC SCSC035 STREAM DISTANCE IN FEET ABOVE MOUTH SCSC036 SCSC037 SCSC039 SCSC040 SCSC04 SCSC YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 9P

228 ELEVATION IN FEET (NGVD 29) BLUFF ROAD EASTWOOD DRIVE FRONT STREET CASS AVENUE SAWMILL CREEK TRIBUTARY NO. 3 (DPDP) DPDP005 DPDP STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DES PLAINES RIVER DPDP YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 2P

229 ELEVATION IN FEET (NGVD 29) EAST WEST TOLLWAY (I-88) INTERSTATE CONNECTOR HARGER ROAD CONFLUENCE OF SPRING ROAD TRIBUTARY SALT CREEK (SCSC) SCSC043 SCSC045 SCSC047 SCSC049 SCSC050 SCSC05 SCSC052 SCSC053 SCSC054 SCSC SCSC056 STREAM DISTANCE IN FEET ABOVE MOUTH SCSC057 SCSC058 SCSC059 SCSC YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD SCSC06 20P

230 ROOSEVELT ROAD FRONTAGE ROAD STATE ROUTE 56 (BUTTERFIELD ROAD) SALT CREEK (SCSC) ELEVATION IN FEET (NGVD 29) SCSC062 SCSC063 SCSC065 SCSC064 SCSC007 SCSC SCSC009 STREAM DISTANCE IN FEET ABOVE MOUTH SCSC0020 SCSC002 SCSC YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 2P

231 CONFLUENCE OF SUGAR CREEK RAILROAD ILLINOIS PRAIRIE PATH SALT CREEK (SCSC) ELEVATION IN FEET (NGVD 29) SCSC0023 SCSC0024 SCSC0025 SCSC STREAM DISTANCE IN FEET ABOVE MOUTH SCSC0027 SCSC YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 22P

232 ST. CHARLES ROAD RAILROAD RAILROAD 685 SALT CREEK (SCSC) ELEVATION IN FEET (NGVD 29) SCSC0029 SCSC0030 SCSC STREAM DISTANCE IN FEET ABOVE MOUTH SCSC0032 SCSC YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 23P

233 STATE ROUTE 64 (NORTH AVENUE) KINGERY DIKE (SOUTH) TOP ELEVATION SALT CREEK (SCSC) ELEVATION IN FEET (NGVD 29) SCSC0034 SCSC0035 SCSC STREAM DISTANCE IN FEET ABOVE MOUTH SCSC YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 24P

234 FULLERTON AVENUE KINGERY DIKE (NORTH) KINGERY DIKE (SOUTH) TOP ELEVATION TOP ELEVATION LAKE STREET SALT CREEK (SCSC) ELEVATION IN FEET (NGVD 29) SCSC0038 SCSC STREAM DISTANCE IN FEET ABOVE MOUTH SCSC YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 25P

235 CONFLUENCE OF WESTWOOD CREEK INTERSTATE 290 COUNTRY CLUB ROAD SALT CREEK (SCSC) ELEVATION IN FEET (NGVD 29) SCSC004 SCSC STREAM DISTANCE IN FEET ABOVE MOUTH SCSC0043 SCSC YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD *DATA NOT AVAILABLE UPSTREAM OF SCSC0043 TO A POINT APPROXIMATELY,300 FEET DOWNSTREAM OF ELIZABETH ROAD 26P

236 COUNTRY CLUB ROAD ELIZABETH DRIVE SALT CREEK (SCSC) ELEVATION IN FEET (NGVD 29) STREAM DISTANCE IN FEET ABOVE MOUTH SCSC YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD *DATA NOT AVAILABLE UPSTREAM OF SCSC0043 TO A POINT APPROXIMATELY,300 FEET DOWNSTREAM OF ELIZABETH ROAD SCSC P

237 (STATE ROUTE 9) IRVING PARK BOULEVARD RAILROAD SALT CREEK (SCSC) ELEVATION IN FEET (NGVD 29) SCSC STREAM DISTANCE IN FEET ABOVE MOUTH SCSC0048 SCSC YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 28P

238 CONFLUENCE OF SPRING BROOK CREEK SALT CREEK (SCSC) ELEVATION IN FEET (NGVD 29) SCSC0050 SCSC STREAM DISTANCE IN FEET ABOVE MOUTH 500-YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD *DATA NOT AVAILABLE UPSTREAM OF 200 FEET UPSTREAM OF SCSC P

239 ELEVATION IN FEET (NGVD 29) PARKING LOT ROAD SAWMILL CREEK TRIBUTARY NO. 3 (DPDP) DPDP008 DPDP STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DES PLAINES RIVER 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 3P

240 THORNDALE AVENUE COUNTY BOUNDARY LIMIT OF DETAILED STUDY SALT CREEK (SCSC) ELEVATION IN FEET (NGVD 29) SCSC0055 SCSC STREAM DISTANCE IN FEET ABOVE MOUTH SCSC YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD *DATA NOT AVAILABLE UPSTREAM OF 200 FEET UPSTREAM OF SCSC P

241 YEAR BACKWATER FROM SALT CREEK CONFLUENCE WITH SALT CREEK RIVERSIDE DRIVE STATE ROUTE 83/ ROBERT KINGERY HIGHWAY FRONTAGE ROAD S. VILLA AVENUE S. EUCLID AVENUE SUMMIT AVENUE SUGAR CREEK (SCSU) ELEVATION IN FEET (NGVD 29) CULVERT SCSU STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH SALT CREEK SCSU0002 SCSC YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD SCSU0004 3P

242 HARRISON STREET ARDMORE AVENUE SUGAR CREEK (SCSU) ELEVATION IN FEET (NGVD 29) RIORDON ROAD SCHOOL CROSSING CONFLUENCE OF SUGAR CREEK TRIBUTARY A SCHOOL CROSSING SCHOOL CROSSING SCHOOL CROSSING LIMIT OF DETAILED STUDY SCSU0005 SCSU SCSU0007 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH SALT CREEK SCSU0008 SCSU0009 SCSU YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 32P

243 00-YEAR BACKWATER FROM SUGAR CREEK ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH SUGAR CREEK CULVERT ROOSEVELT ROAD LIMIT OF DETAILED STUDY SUGAR CREEK TRIBUTARY A (SCSU) SCSU00 SCSU STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH SUGAR CREEK SCSU003 SCSU YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 33P

244 ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH SALT CREEK N. ADDISON ROAD ROZANNE DRIVE N. LINCOLN AVENUE HIGHVIEW AVENUE LAKE STREET MILL ROAD CULVERT CONFLUENCE OF SOUTH FORK OF WESTWOOD CREEK COUNTRY CLUB DRIVE CULVERT LIMIT OF DETAILED STUDY WESTWOOD CREEK (SCWC) SCWC000 CULVERT SCWC0002 CULVERT SCWC0003 CULVERT SCWC0004 CULVERT SCWC SCWC0006 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH SALT CREEK SCWC0007 SCWC0008 SCWC YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 34P

245 ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH WESTWOOD CREEK ARMY TRAIL ROAD CONTROL STRUCTURE FULLERTON AVENUE LIMIT OF DETAILED STUDY SOUTH FORK OF WESTWOOD CREEK (SCWC) SCWC000 SCWC00 SCWC STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WESTWOOD CREEK SCWC003 SCWC004 SCWC YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 35P

246 YEAR BACKWATER FROM DES PLAINES RIVER ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH DES PLAINES RIVER RAILROAD SAWMILL CREEK (SWSW) STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DES PLAINES RIVER SWSW YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD *DATA NOT AVAILABLE 36P

247 ELEVATION IN FEET (NGVD 29) BLUFF ROAD FRONT STREET EASTWOOD DRIVE SAWMILL CREEK (SWSW) SWSW STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DES PLAINES RIVER 500-YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD * DATA NOT AVAILABLE 37P

248 ELEVATION IN FEET (NGVD 29) CONFLUENCE OF WARDS CREEK CASS AVENUE SAWMILL CREEK (SWSW) SWSW0003 SWSW STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DES PLAINES RIVER SWSW YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD * DATA NOT AVAILABLE 38P

249 ELEVATION IN FEET (NGVD 29) CONFLUENCE OF SAWMILL CREEK TRIBUTARY NO. INTERSTATE 55 JOLIET ROAD NANTUCKET DRIVE SAWMILL CREEK (SWSW) SWSW STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DES PLAINES RIVER SWSW YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD * DATA NOT AVAILABLE 39P

250 ELEVATION IN FEET (NGVD 29) CLARENDON HILLS ROAD QUARTER LANE SAWMILL CREEK TRIBUTARY NO. 3 (DPDP) DPDP0020 DPDP STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DES PLAINES RIVER DPDP YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 4P

251 ELEVATION IN FEET (NGVD 29) TH STREET LIMIT OF DETAILED STUDY SAWMILL CREEK (SWSW) SWSW SWSW0009 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DES PLAINES RIVER SWSW YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD *DATA NOT AVAILABLE DOWNSTREAM OF 25,000 FEET ABOVE CONFLUENCE WITH W. BRANCH DUPAGE RIVER 40P

252 ELEVATION IN FEET (NGVD 29) LIMIT OF DETAILED STUDY JOLIETE ROAD WEIR CULVERT NO COACHMAN ROAD CULVERT WEST BRANCH SAWMILL CREEK (SWSW) CULVERT SWSW003 SWSW004 SWSW STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH SAWMILL CREEK SWSW006 SWSW YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 4P

253 ELEVATION IN FEET (NGVD 29) CULVERT NO. 5 CULVERT NO CULVERT NO SWSW008 CULVERT NO. 3 SWSW009 SWSW0020 THE 50-YEAR PROFILE IS TOO CLOSE TO THE 00-YEAR PROFILE TO BE SHOWN SEPARATELY SWSW002 SWSW STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH SAWMILL CREEK LAKEVIEW DRIVE CULVERT SWSW YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD WEST BRANCH SAWMILL CREEK (SWSW) 42P

254 ELEVATION IN FEET (NGVD 29) LIMIT OF DETAILED STUDY WEST BRANCH SAWMILL CREEK (SWSW) SWSW SWSW0025 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH SAWMILL CREEK SWSW YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 43P

255 ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH SAWMILL CREEK TRIBUTARY NO TH STREET VIRGINIA COURT MIDWAY DRIVE 75TH STREET ELM STREET EVANS PLACE JANET AVENUE PLAINFIELD ROAD EAST BRANCH SAWMILL CREEK (SWSW) SWSW0030 SWSW003 SWSW0032 SWSW STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH SAWMILL CREEK AT DES PLAINES RIVER SWSW0034 SWSW0035 SWSW YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 44P

256 ELEVATION IN FEET (NGVD 29) ROGER ROAD 69TH STREET 68TH STREET TH STREET LIMIT OF DETAILED STUDY EAST BRANCH SAWMILL CREEK (SWSW) SWSW SWSW0038 SWSW0039 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH SAWMILL CREEK AT DES PLAINES RIVERH 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 45P

257 CONFLUENCE WITH SAWMILL CREEK NORTHGATE DRIVE CONFLUENCE OF WEST BRANCH SAWMILL CREEK WARDS CREEK (SWSW) ELEVATION IN FEET (NGVD 29) SWSW STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH SAWMILL CREEK 500-YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD *DATA NOT AVAILABLE 46P

258 S FRONTAGE ROAD LIMIT OF DETAILED STUDY WARDS CREEK (SWSW) ELEVATION IN FEET (NGVD 29) SWSW STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH SAWMILL CREEK 500-YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD *DATA NOT AVAILABLE 47P

259 ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH SAWMILL CREEK UNNAMED ROAD LEOMAR LANE WESTERN AVENUE INTERSTATE CLARENDON HILLS ROAD 8ST STREET SAWMILL CREEK TRIBUTARY NO. (SWSW) SWSW STREAM DISTANCE IN FEET ABOVE CONFLUENCE OF SAWMILL CREEK AT DES PLAINES RIVER SWSW0028 SWSW YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD *DATA NOT AVAILABLE DU PAGE COUNTY, IL 48P

260 ELEVATION IN FEET (NGVD 29) WILLIAM DRIVE 79TH STREET CONFLUENCE OF EAST BRANCH SAWMILL CREEK SAWMILL CREEK TRIBUTARY NO. (SWSW) STREAM DISTANCE IN FEET ABOVE CONFLUENCE OF SAWMILL CREEK AT DES PLAINES RIVER 500-YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD *DATA NOT AVAILABLE DU PAGE COUNTY, IL 49P

261 ELEVATION IN FEET (NGVD 29) 9ST STREET LIMIT OF DETAILED STUDY SAWMILL CREEK TRIBUTARY NO. 3 (DPDP) DPDP DPDP0024 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DES PLAINES RIVER 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 5P

262 00-YEAR BACKWATER FROM WEST BRANCH DUPAGE RIVER CONFLUENCE WITH WEST BRANCH DUPAGE RIVER TH AVENUE ROYAL ST. GEORGE AVENUE OGDEN AVENUE ZAININGER AVENUE BURNING TREE LANE FOOTBRIDGE WEST STREET CRESS CREEK (WBCC) ELEVATION IN FEET (NGVD 29) LIMIT OF DETAILED STUDY WBCC000 WBCC0002 WBCC0003 WBCC STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DU PAGE RIVER WBCC0005 WBCC0006 WBCC0007 WBCC YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 50P

263 00-YEAR BACKWATER FROM WEST BRANCH DUPAGE RIVER ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH WEST BRANCH DUPAGE RIVER MCDOWELL ROAD CONFLUENCE OF FERRY CREEK TRIBUTARY NO. FOREST RESERVE ROAD EAST BOUND TOLLWAY (I-88) WEST BOUND TOLLWAY (I-88) FERRY ROAD PRIVATE ROAD THE 50-YEAR PROFILE IS TOO CLOSE TO THE 00-YEAR PROFILE TO BE SHOWN SEPARATELY FERRY CREEK (WBFE) STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBFE0006 WBFE0007 WBFE0008 WBFE YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD WBFE000 5P

264 75 75 PRIVATE ROAD FARM ROAD FARM ROAD AURORA WAY RAILROAD BUTTERFIELD ROAD FERRY CREEK (WBFE) ELEVATION IN FEET (NGVD 29) THE 50-YEAR PROFILE IS TOO CLOSE TO THE 00-YEAR PROFILE TO BE SHOWN SEPARATELY WBFE00 WBFE002 WBFE003 WBFE STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBFE005 WBFE YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD WBFE007 52P

265 HOME AVENUE STATE ROUTE 59 PRIVATE BRIDGE AND WEIR FERRY CREEK (WBFE) ELEVATION IN FEET (NGVD 29) WBFE008 WBFE009 WBFE WBFE002 WBFE0022 CULVERT WBFE0023 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBFE YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 53P

266 LIMIT OF DETAILED STUDY FERRY CREEK (WBFE) ELEVATION IN FEET (NGVD 29) WBFE STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 54P

267 00-YEAR BACKWATER FROM WEST BRANCH DUPAGE RIVER ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH FERRY CREEK RAYMOND ROAD FERRY CREEK TRIBUTARY NO. (WBFE) WBFE STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH FERRY CREEK WBFE YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 55P

268 ELEVATION IN FEET (NGVD 29) FERRY CREEK TRIBUTARY NO. (WBFE) STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH FERRY CREEK 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 56P

269 ELEVATION IN FEET (NGVD 29) MC DOWELL ROAD LIMIT OF DETAILED STUDY FERRY CREEK TRIBUTARY NO. (WBFE) WBFE0003 WBFE YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH FERRY CREEK 57P

270 00-YEAR BACKWATER FROM WEST BRANCH DUPAGE RIVER ELEVATION IN FEET (NGVD 29) COUNTY BOUNDARY FOOTBRIDGE PRIVATE DRIVE WASHINGTON STREET DIKE TH STREET THE 50-YEAR PROFILE IS TOO CLOSE TO THE 00-YEAR PROFILE TO BE SHOWN SEPARATELY UNNAMED CREEK (SOUTH OF FOXCROFT ROAD) (WBFX) WBFX000 WBFX WBFX0003 STREAM DISTANCE IN FEET ABOVE COUNTY BOUNDARY WBFX YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 58P

271 ELEVATION IN FEET (NGVD 29) THE 50-YEAR PROFILE IS TOO CLOSE TO THE 00-YEAR PROFILE TO BE SHOWN SEPARATELY LIMIT OF DETAILED STUDY WBFX0005 STREAM DISTANCE IN FEET ABOVE COUNTY BOUNDARY 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD UNNAMED CREEK (SOUTH OF FOXCROFT ROAD) (WBFX) 59P

272 ELEVATION IN FEET (NGVD 29) COUNTY BOUNDARY COUNTY LINE ROAD DREW AVENUE 79TH STREET HAMILTON AVENUE LIMIT OF DETAILED STUDY 79TH STREET DITCH (DPFC) DPFC000 DPFC0002 DPFC0003 DPFC0004 DPFC DPFC0006 DPFC0007 DPFC0008 DPFC0009 STREAM DISTANCE IN FEET ABOVE COUNTY BOUNDARY 500-YEAR FLOOD 00-YEAR FLOOD 500-YEAR FLOOD 0-YEAR FLOOD 6P

273 ELEVATION IN FEET (NGVD 29) COUNTY BOUNDARY STORM SEWER LIMIT OF DETAILED STUDY UNNAMED CREEK (SOUTH OF 87TH STREET) (WBFX) WBFX00 WBFX002 STREAM DISTANCE IN FEET ABOVE MOUTH 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 60P

274 00-YEAR BACKWATER FROM WEST BRANCH DUPAGE RIVER CONFLUENCE WITH WEST BRANCH DUPAGE RIVER IL PRAIRIE PATH CONFLUENCE OF KLEIN CREEK TRIBUTARY NO FARM ROAD KLEIN CREEK (WBKC) ELEVATION IN FEET (NGVD 29) WBKC STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBKC YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 6P

275 COUNTY FARM ROAD RAILROAD ST. CHARLES ROAD NORTH AVENUE KUHN ROAD KLEIN CREEK (WBKC) ELEVATION IN FEET (NGVD 29) WBKC0003 WBKC0004 WBKC0005 WBKC STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBKC0007 WBKC YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 62P

276 THUNDERBIRD TRAIL CONFLUENCE OF KLEIN CREEK TRIBUTARY NO. 2 (THUNDERBIRD TRAIL CREEK) ILLINI DRIVE DAM "A" SPILLWAY NO. 3 KLEIN CREEK (WBKC) ELEVATION IN FEET (NGVD 29) WBKC0009 WBKC STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBKC00 WBKC YEAR FLOOD 500-YEAR FLOOD 500-YEAR FLOOD 0-YEAR FLOOD 63P

277 DITCH CROSSING ELK TRAIL SPILLWAY NO DITCH CROSSING SPILLWAY NO. KLEIN CREEK (WBKC) ELEVATION IN FEET (NGVD 29) WBKC003 CULVERT WBKC004 CULVERT WBKC005 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBKC006 LIES ROAD GARY AVENUE 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD WBKC007 64P

278 CONFLUENCE OF KLEIN CREEK TRIBUTARY NO. 3 RAILROAD KLEIN CREEK (WBKC) ELEVATION IN FEET (NGVD 29) WBKC STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBKC YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 65P

279 SCHMALE ROAD LIMIT OF DETAILED STUDY KLEIN CREEK (WBKC) ELEVATION IN FEET (NGVD 29) WBKC STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 66P

280 ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH KLEIN CREEK COUNTY FARM ROAD CENTER AVENUE KLEIN CREEK TRIBUTARY NO. (WBKC) WBKC002 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH KLEIN CREEK 500-YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD *DATA NOT AVAILABLE 67P

281 785 ELEVATION IN FEET (NGVD 29) WEIR WEIR PLEASANT HILL ROAD LIMIT OF DETAILED STUDY KLEIN CREEK TRIBUTARY NO. (WBKC) WBKC0022 CULVERT CULVERT WBKC0023 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH KLEIN CREEK 500-YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD *DATA NOT AVAILABLE 68P

282 ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH KLEIN CREEK SEMINOLE LAKE THUNDERBIRD TRAIL BLACKHAWK DRIVE LIMIT OF DETAILED STUDY KLEIN CREEK TRIBUTARY NO WBKC0024 WBKC0025 WBKC0026 WBKC0027 WBKC0028 WBKC0029 WBKC STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH KLEIN CREEK 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 69P

283 ELEVATION IN FEET (NGVD 29) COUNTY BOUNDARY COUNTY LINE ROAD FIELDSTONE DRIVE CULVERT INTERNATIONAL HARVESTER ENTRANCE WEIR WEIR INTERNATIONAL STREET COMMERCE STREET CULVERTS UNNAMED ROAD UNNAMED ROAD PLAINFIELD ROAD DITCH (DPFC) DPFC000 CULVERTS 50-YEAR PROFILE IS TOO CLOSE TO THE 00-YEAR PROFILE TO BE SHOWN SEPARATELY DPFC002 DPFC00 DPFC003 DPFC004 DPFC DPFC006 DPFC007 DPFC008 DPFC009 STREAM DISTANCE IN FEET ABOVE COUNTY BOUNDARY DPFC0020 DPFC002 DPFC0022 DPFC0023 DPFC0024 DPFC YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 7P

284 ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH KLEIN CREEK GARY AVENUE OLD GARY AVENUE 84TH COURT LIMIT OF DETAILED STUDY KLEIN CREEK TRIBUTARY NO. 3 (WBKC) WBKC WBKC0032 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH KLEIN CREEK WBKC YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD *DATA NOT AVAILABLE 70P

285 00-YEAR BACKWATER FROM WEST BRANCH DUPAGE RIVER CONFLUENCE WITH WEST BRANCH DUPAGE RIVER STATE ROUTE 59 JOLIET STREET FOOTBRIDGE KRESS CREEK (WBKR) ELEVATION IN FEET (NGVD 29) WBKR000 WBKR0002 WBKR STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER JOY ROAD WBKR0004 WBKR YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 7P

286 MAY STREET RAILROAD FOOTBRIDGE CONFLUENCE OF UNNAMED TRIBUTARY TO KRESS CREEK TOWN ROAD KRESS CREEK (WBKR) ELEVATION IN FEET (NGVD 29) WBKR0006 WBKR0007 WBKR STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBKR0009 WBKR YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 72P

287 ROAD A RAILROAD KRESS CREEK (WBKR) ELEVATION IN FEET (NGVD 29) WBKR00 WBKR STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBKR003 WBKR YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 73P

288 FABYAN PARKWAY MCCHESNEY ROAD FOOTBRIDGE ROOSEVELT ROAD RAILROAD KRESS CREEK (WBKR) ELEVATION IN FEET (NGVD 29) WBKR005 WBKR STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBKR007 WBKR008 WBKR009 WBKR YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD *DATA NOT AVAILABLE UPSTREAM OF FOOTBRIDGE 74P

289 DOWNS DRIVE WESTERN DRIVE INDIAN BOUNDARY ROAD RAILROAD SPUR INDUSTRIAL DRIVE KRESS CREEK (WBKR) ELEVATION IN FEET (NGVD 29) WBKR002 WBKR0022 WBKR0023 WBKR0024 WBKR0025 WBKR STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBKR0027 WBKR0028 WBKR YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD WBKR0030 *DATA NOT AVAILABLE 75P

290 HAWTHORNE LANE RAILROAD SPUR HARVESTER ROAD RAILROAD SPUR KRESS CREEK (WBKR) ELEVATION IN FEET (NGVD 29) WBKR003 WBKR STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBKR0033 WBKR YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD * DATA NOT AVAILABLE DOWNSTREAM OF APPROXIMATELY 37,500 FT ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER 76P

291 UNNAMED DRIVE CROWN COURT POWIS ROAD LIMIT OF DETAILED STUDY KRESS CREEK (WBKR) ELEVATION IN FEET (NGVD 29) WBKR0035 WBKR0036 WBKR0037 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 77P

292 00-YEAR BACKWATER FROM KRESS CREEK ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH KRESS CREEK ROOSEVELT ROAD PARKING LOT BRIDGE TOWN ROAD THE 50-YEAR PROFILE IS TOO CLOSE TO THE 00-YEAR PROFILE TO BE SHOWN SEPARATELY PRIVATE ROAD RAILROAD UNNAMED TRIBUTARY TO KRESS CREEK (WBKR) WBKR0038 WBKR0039 WBKR0040 WBKR STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH KRESS CREEK WBKR0042 WBKR0043 WBKR0044 WBKR0045 WBKR0046 WBKR YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 78P

293 ELEVATION IN FEET (NGVD 29) INDUSTRIAL DRIVE INDUSTRIAL DRIVE GENEVA ROAD RAILROAD RAILROAD RAILROAD LIMIT OF DETAILED STUDY UNNAMED TRIBUTARY TO KRESS CREEK (WBKR) WBKR0048 WBKR0049 WBKR0050 WBKR005 WBKR0052 CULVERT WBKR STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH KRESS CREEK WBKR0054 WBKR YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD * DATA NOT AVAILABLE UPSTREAM OF RAILROAD CULVERT 79P

294 ELEVATION IN FEET (NGVD 29) UNNAMED ROAD LIMIT OF PROFILE* PLAINFIELD ROAD DITCH (DPFC) DPFC0026 CULVERT DPFC0027 DPFC * PROFILE INFORMATION NOT AVAILABLE UPSTREAM OF THIS POINT STREAM DISTANCE IN FEET ABOVE COUNTY BOUNDARY 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 8P

295 00-YEAR BACKWATER FROM WEST BRANCH DUPAGE RIVER ELEVATION IN FEET (NGVD 29) 75 CONFLUENCE WITH WEST BRANCH DUPAGE RIVER MORRIS COURT ROAD PAMELA ROAD SPRING BROOK NO. (WBSP) WBSP000 WBSP STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBSP YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 80P

296 ELEVATION IN FEET (NGVD 29) WINFIELD ROAD UNNAMED ROAD UNNAMED ROAD SPRING BROOK NO. (WBSP) WBSP STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBSP0005 WBSP YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 8P

297 ELEVATION IN FEET (NGVD 29) ESSEX ROAD WBSP0007 WBSP0008 FOOTBRIDGE WBSP STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBSP000 SEWAGE PLANT BRIDGE SEWAGE PLANT BRIDGE WBSP00 SEWAGE PLANT BRIDGE WBSP002 W. CREEKSIDE DRIVE WBSP YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD WBSP004 SPRING BROOK NO. (WBSP) 82P

298 ELEVATION IN FEET (NGVD 29) STONEBRIDGE TRAIL CREEKSIDE DRIVE FOOTBRIDGE W. AURORA WAY S. GABLES BOULEVARD PRAIRIE PATH SPRING BROOK NO. (WBSP) WBSP005 WBSP006 WBSP007 WBSP STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBSP009 WBSP0020 WBSP YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD WBSP P

299 ELEVATION IN FEET (NGVD 29) WARRENVILLE ROAD HAWTHORNE LANE LIMIT OF E. ELM STREET LIMIT OF DETAILED STUDY SPRING BROOK NO. (WBSP) STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBSP YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 84P

300 ELEVATION IN FEET (NGVD 29) COUNTY BOUNDARY PRIVATE DRIVE BAILEY ROAD 75TH STREET HOBSON ROAD CONFLUENCE OF WEST BRANCH TRIBUTARY NO. 6 FOOTBRIDGE WEST BRANCH DUPAGE RIVER (WBWB) WBWB000 WBWB0002 WBWB STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DUPAGE RIVER WBWB0004 WBWB0005 WBWB YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 85P

301 ELEVATION IN FEET (NGVD 29) GARTNER ROAD HILLSIDE ROAD WASHINGTON STREET MAIN STREET WEBSTER STREET EAGLE STREET JEFFERSON AVENUE WEST BRANCH DUPAGE RIVER (WBWB) WBWB0007 WBWB0008 WBWB0009 WBWB STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DUPAGE RIVER WBWB00 WBWB002 WBWB003 WBWB004 WBWB YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD WBWB006 86P

302 ELEVATION IN FEET (NGVD 29) RAILROAD CONFLUENCE OF CRESS CREEK OGDEN AVENUE FAWELL DAM LOWFLOW DAM CONFLUENCE OF FERRY CREEK WEST BRANCH DUPAGE RIVER (WBWB) WBWB007 WBWB008 CULVERT WBWB STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DUPAGE RIVER CULVERT WBWB YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 87P

303 ELEVATION IN FEET (NGVD 29) TOLLWAY (I-88) TOLLWAY (I-88) WARRENVILLE ROAD FOOTBRIDGE LOW FLOW DAM ILLINOIS PRAIRE PATH STATE HIGHWAY 56 BUTTERFIELD ROAD CONFLUENCE OF SPRING BROOK NO. WEST BRANCH DUPAGE RIVER (WBWB) WBWB002 WBWB0022 WBWB0023 WBWB STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DUPAGE RIVER WBWB0025 WBWB0026 WBWB0027 CULVERT WBWB0028 WBWB0029 WBWB YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 88P

304 ELEVATION IN FEET (NGVD 29) ACCESS ROAD WILLIAMS ROAD MACK ROAD CONFLUENCE OF KRESS CREEK WEST BRANCH DUPAGE RIVER (WBWB) WBWB003 WBWB0032 WBWB0033 WBWB0034 WBWB STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DUPAGE RIVER WBWB0036 WBWB YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 89P

305 ELEVATION IN FEET (NGVD 29) COUNTY BOUNDARY COUNTY LINE ROAD DPFC0029 ELM STREET DPFC0030 STREAM DISTANCE IN FEET ABOVE COUNTY BOUNDARY GARFIELD AVENUE DPFC003 WOODEN FOOTBRIDGE WEIR GRANT AVENUE 500-YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD* CULVERT CONFLUENCE OF UNNAMED TRIBUTARY A *DATA NOT AVAILABLE DOWNSTREAM OF 7,066 FEET 63RD STREET DITCH (DPFC) 9P

306 ELEVATION IN FEET (NGVD 29) GARY'S MILL ROAD (ROOSEVELT ROAD) STATE ROUTE CONFLUENCE OF WEST BRANCH TRIBUTARY NO. 5 WEST BRANCH DUPAGE RIVER (WBWB) WBWB0038 WBWB0039 WBWB0040 WBWB004 WBWB STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DUPAGE RIVER 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD WBWB P

307 ELEVATION IN FEET (NGVD 29) BEECHER AVENUE RAILROAD HIGHLAKE ROAD UNNAMED ROAD GENEVA ROAD WEST BRANCH DUPAGE RIVER (WBWB) WBWB0044 WBWB0045 WBWB0046 WBWB0047 WBWB0048 WBWB STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DUPAGE RIVER WBWB YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD WBWB005 9P

308 ELEVATION IN FEET (NGVD 29) CONFLUENCE OF KLEIN CREEK ABANDONED RAILROAD CONFLUENCE OF WEST BRANCH TRIBUTARY NO. 3 CONFLUENCE OF WEST BRANCH TRIBUTARY NO. 4 RAILROAD WEST BRANCH DUPAGE RIVER (WBWB) WBWB0052 WBWB STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DUPAGE RIVER WBWB0054 WBWB0055 WBWB YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 92P

309 ELEVATION IN FEET (NGVD 29) NORTH AVENUE ST. CHARLES ROAD UNNAMED ROAD UNNAMED ROAD WEST BRANCH DUPAGE RIVER (WBWB) WBWB0057 WBWB0058 WBWB0059 WBWB0060 WBWB STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DUPAGE RIVER WBWB0062 WBWB YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 93P

310 ELEVATION IN FEET (NGVD 29) ARMY TRAIL ROAD SCHICK ROAD RAILROAD PRIVATE BRIDGE CONFLUENCE OF COUNTRY CREEK/ WEST BRANCH TRIBUTARY NO. 2 WEST BRANCH DUPAGE RIVER (WBWB) WBWB0064 WBWB0065 WBWB0066 WBWB STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DUPAGE RIVER WBWB0068 WBWB YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 94P

311 ELEVATION IN FEET (NGVD 29) COUNTY FARM ROAD WEST BRANCH DUPAGE RIVER (WBWB) WBWB0070 WBWB STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DUPAGE RIVER WBWB0072 WBWB YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 95P

312 ELEVATION IN FEET (NGVD 29) CONFLUENCE OF WEST BRANCH TRIBUTARY NO. ARLINGTON DRIVE U.S. ROUTE 20 FARM BRIDGE RAILROAD COUNTY BOUNDARY WEST BRANCH DUPAGE RIVER (WBWB) WBWB0074 WBWB WBWB0076 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DUPAGE RIVER WBWB YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 96P

313 00-YEAR BACKWATER FROM WEST BRANCH DUPAGE RIVER ELEVATION IN FEET (NGVD 29) FOREST PRESERVE ROAD LIMIT OF DETAILED STUDY FOOTBRIDGE WEST BRANCH TRIBUTARY NO. (WBW) WBW STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 97P

314 ELEVATION IN FEET (NGVD 29) CLOVERDALE ROAD GARY AVENUE LIMIT OF DETAILED STUDY WEST BRANCH TRIBUTARY NO. (WBW) WBW STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBW YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 98P

315 YEAR BACKWATER FROM WEST BRANCH DUPAGE RIVER ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH WEST BRANCH DUPAGE RIVER STEARNS ROAD WEST BRANCH TRIBUTARY NO. 2 (COUNTRY CREEK) (WBW2) WBW STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 99P

316 ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH GEORGE STREET RESERVOIR JEFFERSON AVENUE LIMIT OF DETAILED STUDY ADDISON CREEK TRIBUTARY NO. (DPAC) DPAC000 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DES PLAINES RIVER 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 02P

317 ELEVATION IN FEET (NGVD 29) MADISON STREET LANE COURT STATE ROUTE 83/ ROBERT KINGERY HIGHWAY LAKE HINSDALE DRIVE LIMIT OF DETAILED STUDY 63RD STREET DITCH (DPFC) DPFC0032 DPFC DPFC0034 STREAM DISTANCE IN FEET ABOVE COUNTY BOUNDARY DPFC YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD* *DATA NOT AVAILABLE DOWNSTREAM OF 7,066 FEET 20P

318 ELEVATION IN FEET (NGVD 29) FRANCINE DRIVE THE 50-YEAR PROFILE IS TOO CLOSE TO THE 00-YEAR PROFILE TO BE SHOWN SEPARATELY BROOKSIDE DRIVE WEST COUNTRY DRIVE FOOTBRIDGE FOOTBRIDGE DEVON AVENUE LIMIT OF DETAILED STUDY WEST BRANCH TRIBUTARY NO. 2 (COUNTRY CREEK) (WBW2) WBW20002 WBW20003 WBW STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBW YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 200P

319 YEAR BACKWATER FROM WEST BRANCH DUPAGE RIVER ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBW STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER PRINCE CROSSING ROAD WBW30002 RAILROAD WBW YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD WBW30004 WEST BRANCH TRIBUTARY NO. 3 (WBW3) 20P

320 ELEVATION IN FEET (NGVD 29) FOOTBRIDGE WAYNEWOOD DRIVE LIMIT OF DETAILED STUDY WEST BRANCH TRIBUTARY NO. 3 (WBW3) WBW WBW30006 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBW YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 202P

321 00-YEAR BACKWATER FROM WEST BRANCH DUPAGE RIVER ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH WEST BRANCH DUPAGE RIVER RAILROAD NORTH AVENUE WEST BRANCH TRIBUTARY NO. 4 (WBW4) WBW4000 WBW STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBW40003 WBW YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 203P

322 ELEVATION IN FEET (NGVD 29) ST. CHARLES ROAD TIMBER LANE LIMIT OF DETAILED STUDY WEST BRANCH TRIBUTARY NO. 4 (WBW4) WBW WBW40006 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 204P

323 ELEVATION IN FEET (NGVD 29) 00-YEAR BACKWATER FROM WEST BRANCH DUPAGE RIVER CONFLUENCE WITH WEST BRANCH DUPAGE RIVER LESTER STREET BOLLES AVENUE DONALD AVENUE CHICAGO AND NORTH WESTERN RAILROAD LIMIT OF DETAILED STUDY WEST BRANCH TRIBUTARY NO. 5 (WBW5) WBW WBW50002 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBW YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD *DATA NOT AVAILABLE 205P

324 ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH WEST BRANCH DUPAGE RIVER HOBSON MILL DRIVE (WEST) 00-YEAR BACKWATER FROM WEST BRANCH DUPAGE RIVER WEST BRANCH TRIBUTARY NO. 6 (WBW6) STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD WBW P

325 ELEVATION IN FEET (NGVD 29) HOBSON MILL DRIVE (EAST) WEST BRANCH TRIBUTARY NO. 6 (WBW6) STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 207P

326 ELEVATION IN FEET (NGVD 29) UNNAMED ROAD LIMIT OF DETAILED STUDY WEST BRANCH TRIBUTARY NO. 6 (WBW6) WBW60002 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 208P

327 00-YEAR BACKWATER FROM WEST BRANCH DUPAGE RIVER ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH WEST BRANCH DUPAGE RIVER UNNAMED ROAD WEST BRANCH TRIBUTARY NO. 7 (WBW7) STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER 500-YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD *DATA NOT AVAILABLE 209P

328 LIMIT OF DETAILED STUDY STATE ROUTE 83/ ROBERT KINGERY HIGHWAY 78 THE 50- AND 00-YEAR 78 ARE TOO CLOSE TO BE SHOWN SEPARATELY ANN STREET FOOTBRIDGE PRIVATE DRIVE PRIVATE DRIVE PRIVATE DRIVE PRIVATE DRIVE PRIVATE DRIVE PRIVATE DRIVE FOOTBRIDGE HARRIS AVENUE FLAGG CREEK (DPFC) ELEVATION IN FEET (NGVD 29) DPFC0036 DPFC DPFC0038 PRIVATE DRIVE PRIVATE DRIVE PRIVATE DRIVE PRIVATE DRIVE STREAM DISTANCE IN FEET ABOVE MOUTH PRIVATE DRIVE PRIVATE DRIVE DPFC0039 PRIVATE DRIVE LIMIT OF DETAILED STUDY 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 2P

329 ELEVATION IN FEET (NGVD 29) UNNAMED ROAD OXFORD LANE WEST BRANCH TRIBUTARY NO. 7 (WBW7) WBW STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER 500-YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD *DATA NOT AVAILABLE 20P

330 ELEVATION IN FEET (NGVD 29) STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBW70002 LIMIT OF DETAILED STUDY 500-YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD *DATA NOT AVAILABLE WEST BRANCH TRIBUTARY NO. 7 (WBW7) 2P

331 00-YEAR BACKWATER FROM WEST BRANCH DUPAGE RIVER ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH WEST BRANCH DUPAGE RIVER FARM BRIDGE SUMMIT DRIVE PARK STREET WINFIELD ROAD CHURCH STREET PRIVATE DRIVE MANCHESTER ROAD WINFIELD CREEK (WBWF) WBWF000 WBWF0002 WBWF0003 WBWF0004 WBWF0005 WBWF0006 WBWF0007 WBWF0008 WBWF STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBWF000 WBWF00 WBWF YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD WBWF003 22P

332 ELEVATION IN FEET (NGVD 29) ROOSEVELT ROAD SCHAFFNER ROAD HIGH SCHOOL ROAD ROAD TO APARTMENTS WINFIELD CREEK (WBWF) WBWF004 WBWF005 WBWF006 WBWF007 WBWF STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBWF009 WBWF YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 23P

333 ELEVATION IN FEET (NGVD 29) W. ROOSEVELT ROAD S. BEVERLY STREET FOOTBRIDGE FOOTBRIDGE WOODLAWN STREET W. CHILDS STREET PRIVATE ROAD DORCHESTER AVENUE WINFIELD CREEK (WBWF) WBWF002 WBWF0022 WBWF STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBWF0024 WBWF0025 WBWF0026 WBWF YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 24P

334 ELEVATION IN FEET (NGVD 29) W. MANCHESTER ROAD RAILROAD W. UNION AVENUE W. LINCOLN AVENUE ILLINOIS PRAIRIE PATH GARY AVENUE ELLIS AVENUE EXTENDED LOW FLOW DAM LOW FLOW DAM FOOTBRIDGE CULVERT WINFIELD CREEK (WBWF) WBWF0028 WBWF0029 WBWF0030 WBWF STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBWF0032 WBWF0033 WBWF YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD WBWF P

335 ELEVATION IN FEET (NGVD 29) WHEATON COURT MAIN STREET CONFLUENCE OF WINFIELD CREEK TRIBUTARY DRIVE TO ST. MARKS SCHOOL E. COLE AVENUE PADDOCK COURT GENEVA ROAD WINFIELD CREEK (WBWF) WBWF0036 WBWF0037 WBWF0038 WBWF STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBWF0040 WBWF004 WBWF YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 26P

336 FARM ROAD LIMIT OF DETAILED STUDY WINFIELD CREEK (WBWF) ELEVATION IN FEET (NGVD 29) WBWF0043 WBWF0044 WBWF WBWF0046 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 27P

337 ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH WEST BRANCH DUPAGE RIVER SWALLOW ROAD CHAT COURT VERDIN LANE CULVERTS TERRANCE DRIVE WINDING CREEK (WBWG) CULVERTS STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER WBWG000 WBWG YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 28P

338 ELEVATION IN FEET (NGVD 29) MODAFF ROAD LIMIT OF DETAILED STUDY WINDING CREEK (WBWG) WBWG0003 CULVERTS WBWG STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 29P

339 ELEVATION IN FEET (NGVD 29) COUNTY BOUNDARY COUNTY LINE ROAD CHARLESTON ROAD NORTH CHARLESTON ROAD SOUTH LIMIT OF DETAILED STUDY TH STREET DITCH (DPFC) DPFC DPFC004 DPFC0042 DPFC0043 STREAM DISTANCE IN FEET ABOVE COUNTY BOUNDARY 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 22P

340 ELEVATION IN FEET (NGVD 29) LIMIT OF DETAILED STUDY PRIVATE DRIVE PRIVATE DRIVE THORNDALE AVENUE THOMAS DRIVE RAILROAD FAIRWAY DRIVE LIMIT OF DETAILED STUDY SOUTH UNNAMED CREEK (DPWL) DPWL000 DPWL STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DES PLAINES RIVER DPWL0003 DPWL0004 DPWL0005 DPWL YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD DPWL P

341 ELEVATION IN FEET (NGVD 29) LIMIT OF DETAILED STUDY LIMIT OF DETAILED STUDY NORTH UNNAMED CREEK (DPWL) DPWL0008 DPWL DPWL000 DPWL00 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DES PLAINES RIVER 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 24P

342 ELEVATION IN FEET (NGVD 29) COUNTY BOUNDARY 87TH STREET SPRING BROOK NO. 2 (DUSG) DUSG STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER DUSG YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 25P

343 ELEVATION IN FEET (NGVD 29) NAPERVILLE ROAD SPRING BROOK NO. 2 (DUSG) DUSG STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER DUSG YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 26P

344 ELEVATION IN FEET (NGVD 29) 83RD STREET 83RD STREET BOOK ROAD BOOK ROAD SPRING BROOK NO. 2 (DUSG) DUSG STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER DUSG YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 27P

345 ELEVATION IN FEET (NGVD 29) 75TH STREET RICKERT DRIVE OAKTON LANE DUSG0009 WEIR SPRING BROOK/ COUNTRYSIDE LAKE SPRING BROOK NO. 2 (DUSG) CULVERT CULVERT DUSG STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER DUSG0008 DUSG YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 28P

346 ELEVATION IN FEET (NGVD 29) SPRING BROOK/ COUNTRYSIDE LAKE SEQUOIA ROAD OSWEGO ROAD LAKE OSBORNE WHISPERING HILLS DRIVE OGDEN AVENUE LIMIT OF DETAILED STUDY SPRING BROOK NO. 2 (DUSG) CULVERT DUSG00 DUSG002 CULVERT DUSG CULVERT STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER DUSG YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 29P

347 ELEVATION IN FEET (NGVD 29) CONFLUENCE AT GEORGE STREET RESERVOIR SPILLWAY CONFLUENCE OF ADDISON CREEK TRIBUTARY NO. 3 YORK ROAD CHURCH ROAD LIMIT OF DETAILED STUDY 690 ADDISON CREEK TRIBUTARY NO. 2 (DPAC) DPAC00 DPAC DPAC003 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DES PLAINES RIVER 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 03P

348 ELEVATION IN FEET (NGVD 29) LIMIT OF DETAILED STUDY TREATMENT PLANT ROAD WAYNE AVENUE JILL COURT LESLIE LANE ARMITAGE AVENUE GLEN ELLYN ROAD HIGHLAND AVENUE WINTHROP AVENUE CONFLUENCE OF ARMITAGE FORK FULLERTON AVENUE ARMITAGE DITCH (EBAR) EBAR000 EBAR0002 EBAR0003 EBAR0004 EBAR EBAR0006 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER EBAR0007 EBAR0008 EBAR YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD EBAR000 30P

349 ELEVATION IN FEET (NGVD 29) ARDMORE AVENUE LINCOLN AVENUE POLO CLUB ROAD PLACID AVENUE LIMIT OF DETAILED STUDY ARMITAGE DITCH (EBAR) EBAR EBAR002 EBAR003 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER EBAR004 EBAR YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 3P

350 ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH ARMITAGE DITCH LIMIT OF DETAILED STUDY ARMITAGE FORK (EBAR) EBAR006 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH ARMITAGE DITCH EBAR YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 32P

351 ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH EAST BRANCH DUPAGE RIVER SEWAGE DISPOSAL ROAD STATE HIGHWAY CRABTREE CREEK (EBCR) EBCR STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 33P

352 ELEVATION IN FEET (NGVD 29) WESTVIEW LANE CRABTREE CREEK (EBCR) EBCR STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER EBCR YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 34P

353 WOODRIDGE DRIVE LIMIT OF DETAILED STUDY CRABTREE CREEK (EBCR) ELEVATION IN FEET (NGVD 29) EBCR0004 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 35P

354 ELEVATION IN FEET (NGVD 29) COUNTY BOUNDARY CONFLUENCE OF CRABTREE CREEK TH STREET CONFLUENCE OF EAST BRANCH TRIBUTARY NO. 7 EAST BRANCH DUPAGE RIVER (EBEB) EBEB000 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER EBEB YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 36P

355 ELEVATION IN FEET (NGVD 29) HOBSON ROAD & CONFLUENCE WITH PRENTISS CREEK WEIR CONFLUENCE OF ST. PROCOPIUS CREEK SUMMERHILL DRIVE FOUR LAKES AVENUE MAPLE AVENUE SHORT STREET CONFLUENCE OF ROTT CREEK EAST BRANCH DUPAGE RIVER (EBEB) EBEB0003 EBEB STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER EBEB0005 EBEB0006 EBEB YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD EBEB0008 EBEB P

356 ELEVATION IN FEET (NGVD 29) RAILROAD BURLINGTON AVENUE U.S. HIGHWAY 34 (OGDEN AVENUE) CONFLUENCE OF EAST BRANCH TRIBUTARY NO. 3 CONFLUENCE OF ST. JOSEPH CREEK LACEY AVENUE MIDDLETON AVENUE EAST - WEST TOLLWAY (I-88) WARRENVILLE ROAD ARBORETUM ROAD CONFLUENCE OF EASH BRANCH TRIBUTARY NO. 5 ARBORETUM ROAD STATE ROUTE 53 EAST BRANCH DUPAGE RIVER (EBEB) EBEB000 EBEB00 EBEB002 EBEB003 EBEB004 EBEB005 EBEB006 EBEB STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER EBEB008 EBEB009 EBEB YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 38P

357 ELEVATION IN FEET (NGVD 29) CONFLUENCE OF LACEY CREEK BUTTERFIELD ROAD (STATE ROUTE 56) CONFLUENCE OF EAST BRANCH TRIBUTARY NO. 4 TREATMENT PLANT ROAD CONFLUENCE OF UNNAMED STREAM NORTH OF 22ND STREET EAST BRANCH DUPAGE RIVER (EBEB) EBEB002 EBEB0022 EBEB0023 EBEB0024 EBEB STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER EBEB0026 EBEB0027 EBEB YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 39P

358 ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH ADDISON CREEK TRIBUTARY NO YEAR BACKWATER FROM ADDISON CREEK NO 2 APARTMENT DRIVEWAY APARTMENT DRIVEWAY GEORGE STREET DENNIS DRIVE DENNIS DRIVE S. YORK ROAD FOREST VIEW ROAD CONFLUENCE OF TRIBUTARY A ADDISON CREEK TRIBUTARY NO. 3 (DPAC) CULVERTS DPAC004 DPAC STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DES PLAINES RIVER DPAC YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD *DATA NOT AVAILABLE FROM 2,047 FEET UPSTREAM OF FOREST VIEW ROAD TO 4,099 FEET UPSTREAM OF FOREST 04P

359 ELEVATION IN FEET (NGVD 29) ROOSEVELT ROAD STATE ROUTE EAST BRANCH DUPAGE RIVER (EBEB) EBEB0029 EBEB0030 EBEB003 EBEB STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER EBEB0033 EBEB0034 EBEB YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD EBEB P

360 ELEVATION IN FEET (NGVD 29) ILLINOIS PRAIRIE PATH (MAIN STEM) HILL AVENUE CRESCENT BOULEVARD ST. CHARLES ROAD ABANDONED RAILROAD CONFLUENCE OF EAST BRANCH TRIBUTARY NO. 2 CONFLUENCE OF EAST BRANCH TRIBUTARY NO. NORTH AVENUE EAST BRANCH DUPAGE RIVER (EBEB) EBEB0037 EBBE0038 EBEB STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER EBEB0040 EBEB YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 4P

361 ELEVATION IN FEET (NGVD 29) CONFLUENCE OF ARMITAGE DITCH RAILROAD TOP OF RAIL = CONFLUENCE OF SWIFT MEADOWS TRIBUTARY EAST BRANCH DUPAGE RIVER (EBEB) EBEB0042 EBEB EBEB0044 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER EBEB YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 42P

362 ELEVATION IN FEET (NGVD 29) ARMY TRAIL ROAD LIMIT OF DETAILED STUDY EAST BRANCH DUPAGE RIVER (EBEB) EBEB STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DUPAGE RIVER 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 43P

363 YEAR BACKWATER FROM EAST BRANCH DUPAGE RIVER ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH EAST BRANCH DUPAGE RIVER UNNAMED ROAD SWIFT ROAD EAST BRANCH TRIBUTARY NO. (EBE) STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER EBE YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD *DATA NOT AVAILABLE 44P

364 ELEVATION IN FEET (NGVD 29) NORTH AVENUE LIMIT OF DETAILED STUDY EAST BRANCH TRIBUTARY NO. (EBE) STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER EBE0002 EBE YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD *DATA NOT AVAILABLE 45P

365 ELEVATION IN FEET (NGVD 29) CULVERTS CONFLUENCE WITH EAST BRANCH DUPAGE RIVER EBE2000 EBE200 EASTERN AVENUE EBE2002 EBE2003 CULVERT EBE2004 GLENRISE AVENUE EBE2005 EBE2006 PRIVATE CULVERT EBE2007 EBE STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER PRIVATE CULVERT CULVERTS EBE2009 PARK BOULEVARD EBE200 EBE20 EBE202 FOREST AVENUE EBE203 EBE204 CULVERTS MAIN STREET EBE205 EBE206 EBE207 EBE208 EBE YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD LIMIT OF DETAILED STUDY EAST BRANCH TRIBUTARY NO. 2 (EBE2) 46P

366 00-YEAR BACKWATER FROM EAST BRANCH DUPAGE RIVER ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH EAST BRANCH DUPAGE RIVER TWIN CULVERTS THROUGH LEVEE RIVER DRIVE PARKING LOT CROSSING SWARTZ AVENUE PRIVATE DRIVE PRIVATE DRIVE DEVON AVENUE EAST BRANCH TRIBUTARY NO. 3 (EBEB) CULVERT EBEB0047 EBEB STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER EBEB0049 EBEB0050 EBEB YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 47P

367 ELEVATION IN FEET (NGVD 29) WINCHESTER AVENUE MIDDLETON AVENUE LIMIT OF DETAILED STUDY EAST BRANCH TRIBUTARY NO. 3 (EBEB) EBEB EBEB0053 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 48P

368 00-YEAR BACKWATER FROM EAST BRANCH DUPAGE RIVER ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH EAST BRANCH DUPAGE RIVER SUNNYBROOK ROAD GLEN CREST DRIVE BEMIS ROAD EAST BRANCH TRIBUTARY NO. 4 (EBGL) EBGL EBGL0002 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 49P

369 ELEVATION IN FEET (NGVD 29) ARTHUR COURT LIMIT OF DETAILED STUDY CULVERT ADDISON CREEK TRIBUTARY NO. 3 (DPAC) DPAC STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DES PLAINES RIVER 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD *DATA NOT AVAILABLE FROM 2,047 FEET UPSTREAM OF FOREST VIEW ROAD TO 4,099 FEET UPSTREAM OF FOREST VIEW ROAD 05P

370 ELEVATION IN FEET (NGVD 29) STATE ROUTE 53 (BRYANT AVENUE) FOOTBRIDGE 22ND STREET SHEFFIELD ROAD LIMIT OF DETAILED STUDY EAST BRANCH TRIBUTARY NO. 4 (EBGL) EBGL0003 EBGL0004 EBGL EBGL0006 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DU PAGE RIVER 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 50P

371 YEAR BACKWATER FROM EAST BRANCH DUPAGE RIVER ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH EAST BRANCH DUPAGE RIVER DAM UNNAMED ROAD UNNAMED ROAD DAM ARBORETUM ROAD UNNAMED ROAD UNNAMED ROAD LEASK LANE LIMIT OF FLOODING CULVERT EAST BRANCH TRIBUTARY NO. 5 (EBWI) EBWI000 EBWI STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER EBWI0003 EBWI0004 EBWI YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 5P

372 ELEVATION IN FEET (NGVD 29) LIMIT OF PRIVATE ROAD PRIVATE ROAD REGENCY WOODS DRIVE NORTH ARBORETUM CIRCLE ROBINWOOD LANE EAST BRANCH TRIBUTARY NO. 5 (EBWI) EBWI0006 EBWI0007 EBWI EBWI0009 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER EBWI000 EBWI YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 52P

373 ELEVATION IN FEET (NGVD 29) THE 50-YEAR FLOOD PROFILE IS TOO CLOSE 730 TO THE 00-YEAR PROFILE TO BE 730 SHOWN SEPARATELY LIMIT OF DETAILED STUDY EAST BRANCH TRIBUTARY NO. 5 (EBWI) EBWI STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 53P

374 75 75 ELEVATION IN FEET (NGVD 29) LIMIT OF DETAILED STUDY CULVERT MILL BRIDGE LANE CULVERT ST. PROCOPIUS CREEK (EBE6) STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER EBE6000 EBE YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 54P

375 ELEVATION IN FEET (NGVD 29) PRIVATE ROAD THE 50- AND 500-YEAR ARE TOO CLOSE TO BE SHOWN SEPARATELY COLLEGE ROAD LIMIT OF DETAILED STUDY ST. PROCOPIUS CREEK (EBE6) EBE EBE60004 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 55P

376 00-YEAR BACKWATER FROM EAST BRANCH DUPAGE RIVER ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH EAST BRANCH DUPAGE RIVER GREENE ROAD DRIVEWAY TO DERBY DRIVE FOOTBRIDGE EAST BRANCH TRIBUTARY NO. 7 (EBE7) EBE STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER EBE YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD EBE70003 * DATA NOT AVAILABLE 56P

377 ELEVATION IN FEET (NGVD 29) PRIVATE ROAD TO 75TH STREET FOOTBRIDGE MURRAY DRIVE PALOMINO DRIVE LIMIT OF DETAILED STUDY EAST BRANCH TRIBUTARY NO. 7 (EBE7) EBE70004 EBE EBE70006 EBE70007 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER 500-YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD * DATA NOT AVAILABLE 57P

378 ELEVATION IN FEET (NGVD 29) YEAR FLOOD 660 CONFLUENCE WITH EAST BRANCH DUPAGE RIVER 00-YEAR BACKWATER FROM EAST BRANCH DUPAGE RIVER EBLA000 EBLA STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER PRIVATE ROAD EBLA0003 PRIVATE ROAD EBLA0004 PRIVATE ROAD EBLA0005 PRIVATE ROAD EBLA YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD LACEY CREEK (EBLA) 58P

379 ELEVATION IN FEET (NGVD 29) YEAR FLOOD 670 FINLEY ROAD EBLA0007 EBLA0008 DOWNERS DRIVE EBLA STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER EBLA000 VENARD DRIVE EBLA00 SARATOGA AVENUE EBLA YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD BARNESWOOD DRIVE EBLA003 LACEY CREEK (EBLA) 59P

380 ELEVATION IN FEET (NGVD 29) LIMIT OF DETAILED STUDY ORCHARD AVENUE GARDEN AVENUE RAILROAD RAILROAD N. YORK ROAD AUTO PARTS ROAD IRVING PARK BOULEVARD MASON STREET BENSENVILLE DITCH (DPBD) DPBD000 DPBD0002 DPBD DPBD0004 DPBD0005 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DES PLAINES RIVER DPBD0006 DPBD0007 DPBD YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD* *DATA NOT AVAILABLE 06P

381 ELEVATION IN FEET (NGVD 29) YEAR FLOOD 680 HIGHLAND AVENUE EBLA004 EBLA WILLIAMS COLLEGE PRIVATE ROAD STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER EBLA006 EBLA007 EBLA008 EBLA009 FAIRVIEW AVENUE LIMIT OF DETAILED STUDY 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD LACEY CREEK (EBLA) 60P

382 FLOODING CONTROLLED BY EAST BRANCH DUPAGE RIVER 00-YEAR BACKWATER FROM EAST BRANCH DUPAGE RIVER ELEVATION IN FEET (NGVD 29) 665 HOBSON ROAD CONFLUENCE WITH EAST BRANCH DUPAGE RIVER PRENTISS CREEK (EBPR) STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER CULVERTS 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 6P

383 ELEVATION IN FEET (NGVD 29) STATE ROUTE PRENTISS CREEK (EBPR) CULVERT EBPR STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 62P

384 ELEVATION IN FEET (NGVD 29) HOBSON ROAD PRIVATE DRIVE PUFFER ROAD PRENTISS CREEK (EBPR) EBPR0002 EBPR STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER EBPR0004 EBPR YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 63P

385 ELEVATION IN FEET (NGVD 29) WOODWARE AVENUE PRENTISS DRIVE SPRINGSIDE AVENUE DUNHAM ROAD PRENTISS CREEK (EBPR) EBPR0006 EBPR0007 EBPR STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER EBPR0009 EBPR000 EBPR YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 64P

386 ELEVATION IN FEET (NGVD 29) YEAR FLOOD 640 CONFLUENCE WITH EAST BRANCH DUPAGE RIVER 00-YEAR BACKWATER FROM EAST BRANCH DUPAGE RIVER EBRC000 PRIVATE DRIVE CULVERT EBRC0002 VARSITY DRIVE CULVERT EBRC STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER YACKLEY AVENUE EBRC0004 YACKLEY AVENUE EBRC YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD RAILROAD EBRC0006 ROTT CREEK (EBRC) 65P

387 ELEVATION IN FEET (NGVD 29) YEAR FLOOD 670 EBRC0007 EBRC0008 BURLINGTON AVENUE BEAU BIEN ROAD FOOTBRIDGE STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER KELLER STREET BURLINGTON AVENUE EBRC0009 FENDER AVENUE OGDEN AVENUE EBRC000 EBRC00 FENDER AVENUE 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD ROTT CREEK (EBRC) 66P

388 ELEVATION IN FEET (NGVD 29) CULVERT YEAR FLOOD 700 FOOT BRIDGE EBRC002 EBRC003 EBRC004 OLD TAVERN ROAD EBRC005 EBRC006 EBRC EBRC008 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER EAST-WEST TOLLWAY (I-88) 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD ROTT CREEK (EBRC) 67P

389 ELEVATION IN FEET (NGVD 29) YEAR FLOOD 700 WARRENVILLE ROAD PRIVATE ROAD NAPERVILLE ROAD LIMIT OF DETAILED STUDY STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD ROTT CREEK (EBRC) 68P

390 YEAR BACKWATER FROM EAST BRANCH DUPAGE RIVER ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH EAST BRANCH DUPAGE RIVER DUMOULIN AVENUE LINCOLN AVENUE (STATE HIGHWAY 53) MAIN STREET CONFLUENCE OF TRIBUTARY (A) CENTER STREET OGDEN AVENUE (U.S. HIGHWAY 34) RAILROAD CULVERT ST. JOSEPH CREEK (EBSJ) EBSJ000 EBSJ0002 EBSJ0003 EBSJ0004 EBSJ0005 EBSJ STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER EBSJ0007 EBSJ0008 EBSJ0009 EBSJ000 EBSJ00 EBSJ002 EBSJ YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 69P

391 ELEVATION IN FEET (NGVD 29) CHURCH ROAD LIMIT OF DETAILED STUDY BENSENVILLE DITCH (DPBD) DPBD0009 DPBD STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH DES PLAINES RIVER 500-YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD* *DATA NOT AVAILABLE 07P

392 ELEVATION IN FEET (NGVD 29) EBSJ004 CONFLUENCE OF TRIBUTARY 2 (B) EBSJ005 EBSJ006 EBSJ007 EBSJ STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER WALNUT AVENUE EBSJ009 EBSJ0020 EBSJ YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD CURTISS STREET EBSJ0022 ST. JOSEPH CREEK (EBSJ) 70P

393 ELEVATION IN FEET (NGVD 29) BELMONT ROAD LEE AVENUE PRIVATE DRIVE ST. JOSEPH CREEK (EBSJ) EBSJ0023 EBSJ0024 EBSJ STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER EBSJ0026 EBSJ YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 7P

394 ELEVATION IN FEET (NGVD 29) JACQUELINE DRIVE BROOKBANK ROAD LIMIT OF DETAILED STUDY ST. JOSEPH CREEK (EBSJ) EBSJ0028 EBSJ EBSJ0030 EBSJ003 EBSJ0032 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 72P

395 ELEVATION IN FEET (NGVD 29) LIMIT OF DETAILED STUDY MACKIE AVENUE CULVERT CONFLUENCE OF NORTH BRANCH ST. JOSEPH CREEK MAPLE AVENUE CULVERT BLODGETT AVENUE GRAND AVENUE HILL STREET TH STREET CULVERT CULVERT GRAND AVENUE FAIRVIEW AVENUE DEERPATH ROAD ST. JOSEPH CREEK (EBSJ) EBSJ0035 EBSJ0036 EBSJ STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER EBSJ0038 BERM CONFLUENCE OF SOUTH BRANCH ST. JOSEPH CREEK EBSJ0039 EBSJ YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD EBSJ004 73P

396 ELEVATION IN FEET (NGVD 29) CUMNOR ROAD KING ARTHUR COURT CROSSING EASY ACRES GOLF COURSE CULVERT CULVERT 57TH STREET/ WILLIAMS STREET JAMES DRIVE CONFLUENCE OF ST. JOSPEH CREEK TRIBUTARY 59TH STREET WILLIAM STREET ST. JOSEPH CREEK (EBSJ) EBSJ0042 CULVERT EBSJ0043 EBSJ STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER EBSJ YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 74P

397 ELEVATION IN FEET (NGVD 29) 6ST STREET 63RD STREET LIMIT OF DETAILED STUDY ST. JOSEPH CREEK (EBSJ) EBSJ STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 75P

398 YEAR BACKWATER FROM EAST BRANCH DUPAGE RIVER ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH ST. JOSEPH CREEK CENTER STREET MIDDLETON AVENUE FOOTBRIDGE FOOTBRIDGE BUCKLEY AVENUE WARRENVILLE ROAD TRIBUTARY (A) (EBSJ) EBSJ0047 EBSJ0048 EBSJ0049 EBSJ0050 EBSJ005 EBSJ STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH ST. JOSEPH CREEK EBSJ0053 EBSJ YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD EBSJ P

399 ELEVATION IN FEET (NGVD 29) THE 50- AND 500-YEAR PROFILES ARE TOO CLOSE TO THE 00-YEAR ELEVATIONS TO BE SHOWN SEPARATELY TRIBUTARY (A) (EBSJ) EBSJ STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH ST. JOSEPH CREEK EBSJ YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 77P

400 ELEVATION IN FEET (NGVD 29) THE 50- AND 500-YEAR PROFILES ARE TOO CLOSE TO THE 00-YEAR ELEVATIONS TO BE SHOWN SEPARATELY LIMIT OF DETAILED STUDY TRIBUTARY (A) (EBSJ) EBSJ0058 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH ST. JOSEPH CREEK 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 78P

401 YEAR BACKWATER FROM ST. JOSEPH CREEK ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH ST. JOSEPH CREEK RAILROAD FOOTBRIDGE LIMIT OF DETAILED STUDY TRIBUTARY 2 (B) (EBSJ) EBSJ0059 EBSJ STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH ST. JOSEPH CREEK EBSJ006 EBSJ0062 EBSJ0063 EBSJ0064 EBSJ YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 79P

402 ELEVATION IN FEET (NGVD 29) COUNTY BOUNDARY CONFLUENCE OF SAWMILL CREEK CONFLUENCE OF SAWMILL CREEK TRIBUTARY NO. 3 DES PLAINES RIVER (DPDP) DPDP000 DPDP DPDP0003 STREAM DISTANCE IN FEET ABOVE MOUTH DPDP0004 DPDP YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 08P

403 ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH ST. JOSEPH CREEK RAILROAD CULVERT DOUGLAS ROAD CULVERT ROGER STREET AUSTIN STREET FAIRVIEW AVENUE WILCOX AVENUE THE 50-YEAR FLOOD PROFILE IS TOO CLOSE TO THE 00-YEAR ELEVATION TO BE SHOWN SEPARATELY FLORENCE AVENUE CUMNOR ROAD LIMIT OF DETAILED STUDY NORTH BRANCH ST. JOSEPH CREEK (EBSJ) EBSJ0066 CONCRETE VERTICAL DROP INTO CULVERT UNDER RAILROAD EBSJ0067 EBSJ EBSJ0069 EBSJ0070 EBSJ007 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH ST. JOSEPH CREEK EBSJ0072 EBSJ YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 80P

404 00-YEAR BACKWATER FROM ST. JOSEPH CREEK ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH ST. JOSEPH CREEK FAIRMOUNT AVENUE LYMAN AVENUE WASHINGTON STREET THE 50-YEAR PROFILE IS TOO CLOSE TO THE 00-YEAR ELEVATION TO BE SHOWN SEPARATELY WEBSTER STREET SOUTH BRANCH ST. JOSEPH CREEK (EBSJ) EBSJ0074 EBSJ0075 EBSJ0076 EBSJ0077 EBSJ0078 EBSJ EBSJ0080 EBSJ008 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH ST. JOSEPH CREEK EBSJ YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 8P

405 ELEVATION IN FEET (NGVD 29) MAIN STREET PRIVATE DRIVE PRIVATE DRIVE PRIVATE DRIVE PRIVATE DRIVE PRIVATE DRIVE CARPENTER STREET BROOKBANK AVENUE THE 50-YEAR PROFILE IS TOO CLOSE TO THE 00-YEAR ELEVATION TO BE SHOWN SEPARATELY 59TH STREET MIDDAUGH ROAD LIMIT OF DETAILED STUDY SOUTH BRANCH ST. JOSEPH CREEK (EBSJ) EBSJ0083 EBSJ0084 EBSJ0085 EBSJ0086 EBSJ0087 EBSJ0088 EBSJ EBSJ0090 EBSJ009 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH ST. JOSEPH CREEK EBSJ YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 82P

406 ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH ST. JOSEPH CREEK 59TH STREET 60TH STREET 6ST STREET LIMIT OF DETAILED STUDY CULVERT ST. JOSEPH CREEK TRIBUTARY (EBSJ) EBSJ EBSJ0094 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH ST. JOSEPH CREEK 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 83P

407 00-YEAR BACKWATER FROM EAST BRANCH DUPAGE RIVER ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH EAST BRANCH DUPAGE RIVER THE 50-YEAR FLOOD PROFILE IS TO CLOSE TO THE 00-YEAR PROFILE TO BE SHOWN SEPARATELY FINLEY ROAD LIMIT OF DETAILED STUDY UNNAMED STREAM NORTH OF 22ND STREET (EBTS) EBTS000 EBTS0002 EBTS EBTS0004 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH EAST BRANCH DUPAGE RIVER EBTS0005 EBTS0006 EBTS0007 EBTS YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 84P

408 ELEVATION IN FEET (NGVD 29) LIMIT OF DETAILED STUDY MUNGER ROAD BREWSTER CREEK (FRBC) FRBC STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DU PAGE RIVER FRBC YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 85P

409 ELEVATION IN FEET (NGVD 29) STATE ROUTE 59 HIGH LEVEL BRIDGE LIMIT OF DETAILED STUDY BREWSTER CREEK (FRBC) FRBC0003 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH WEST BRANCH DU PAGE RIVER 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 86P

410 COUNTY BOUNDARY HONEY HILL DRIVE LIMIT OF DETAILED STUDY NORTON CREEK (FRNC) ELEVATION IN FEET (NGVD 29) FRNC000 FRNC0002 FRNC STREAM DISTANCE IN FEET ABOVE COUNTY BOUNDARY FRNC YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD FRNC P

411 ELEVATION IN FEET (NGVD 29) COUNTY BOUNDARY HONEY HILL ROAD ARMY TRAIL ROAD BILLY BURNS ROAD RAILROAD POWIS ROAD LIMIT OF DETAILED STUDY NORTON CREEK TRIBUTARY (FRNC) FRNC0006 FRNC0007 FRNC FRNC0009 FRNC000 FRNC00 FRNC002 STREAM DISTANCE IN FEET ABOVE COUNTY BOUNDARY 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 88P

412 ELEVATION IN FEET (NGVD 29) COUNTY BOUNDARY KAUTZ ROAD WAUBANSEE CREEK (FRWA) FRWA000 FRWA0002 FRWA STREAM DISTANCE IN FEET ABOVE COUNTY BOUNDARY FRWA0004 FRWA YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD *DATA NOT AVAILABLE FRWA P

413 ELEVATION IN FEET (NGVD 29) DPDP0006 DPDP DPDP0008 STREAM DISTANCE IN FEET ABOVE MOUTH DPDP0009 DPDP000 COUNTY BOUNDARY 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD DES PLAINES RIVER (DPDP) 09P

414 ELEVATION IN FEET (NGVD 29) EOLA ROAD LIMIT OF DETAILED STUDY WAUBANSEE CREEK (FRWA) FRWA0007 FRWA FRWA0009 STREAM DISTANCE IN FEET ABOVE COUNTY BOUNDARY 500-YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD *DATA NOT AVAILABLE 90P

415 ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH SALT CREEK SPRING ROAD THE 50-YEAR PROFILE IS TOO CLOSE TO THE 00-YEAR PROFILE TO BE SHOWN SEPARATELY BRONSWOOD CEMETARY TRIBUTARY (SCBW) SCBW000 SCBW STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH SALT CREEK SCBW0003 SCBW YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 9P

416 ELEVATION IN FEET (NGVD 29) NORTHERN CEMETARY BRIDGE THE 50-YEAR PROFILE IS TOO CLOSE TO THE 00-YEAR PROFILE TO BE SHOWN SEPARATELY MIDDLE CEMETARY BRIDGE SOUTHERN CEMETARY BRIDGE BRONSWOOD CEMETARY TRIBUTARY (SCBW) SCBW0005 SCBW0006 SCBW0007 SCBW STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH SALT CREEK SCBW YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 92P

417 ELEVATION IN FEET (NGVD 29) SCBW000 DAM CULVERT SCBW00 ADAMS STREET SCBW002 CORPORATE LIMITS DAM SCBW003 CULVERT PRIVATE DRIVE STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH SALT CREEK SCBW YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD STATE ROUTE 83/ LIMIT OF ROBERT KINGERY HIGHWAY LIMIT OF DETAILED STUDY SCBW005 BRONSWOOD CEMETARY TRIBUTARY (SCBW) 93P

418 ELEVATION IN FEET (NGVD 29) LIMIT OF DETAILED STUDY PIERCE ROAD LIMIT OF DETAILED STUDY DEVON AVENUE TRIBUTARY (SCDA) SCDA000 STREAM DISTANCE IN FEET ABOVE SALT CREEK SCDA0002 SCDA YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 94P

419 ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH SALT CREEK SCGC500 MCDONALDS SERVICE ROAD STONE WEIR SCGC5003 RONALD LANE SCGC5006 STONE WEIR LAKE FRED SCGC500 JORIE BOULEVARD SCGC50 GABION WEIR SCGC502 SCGC504 SCGC GABION WEIR STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH SALT CREEK SCGC507 SCGC508 SCGC509 SCGC5020 ROUTE 83 BRIARWOOD CENTRAL ROAD CONCRETE WEIR CONFLUENCE OF MAYS LAKE TRIBUTARY CONFLUENCE OF BRIARWOOD DITCH 500-YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD* SCGC5030 *DATA NOT AVAILABLE GINGER CREEK (SCGC) 95P

420 ELEVATION IN FEET (NGVD 29) SCGC503 SCGC5032 SCGC5033 REGENT DRIVE SCGC5035 SHEET PILE WEIR SCGC5036 SCGC5037 SCGC5038 SCGC5039 GABION WEIR SCGC5040 SCGC504 MIDWEST ROAD CULVERT SCGC STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH SALT CREEK SCGC5050 SCGC5046 CONFLUENCE OF MIDWEST CLUB TRIBUTARY SCGC5067 SCGC5068 BAYBROOK LANE SCGC YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD* CONFLUENCE OF LOMBARD TRIBUTARY *DATA NOT AVAILABLE GINGER CREEK (SCGC) 96P

421 BAYBROOK LANE CONFLUENCE OF HERITAGE OAKS TRIBUTARY MYERS ROAD DROP BOX LIMIT OF DETAILED STUDY GINGER CREEK (SCGC) ELEVATION IN FEET (NGVD 29) SCGC SCGC505 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH SALT CREEK SCGC YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD* *DATA NOT AVAILABLE 97P

422 ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH GINGER CREEK KINGSTON DR LIMIT OF DETAILED STUDY BRIARWOOD DITCH (SCGC) SCGC5043 SCGC5069 SCGC STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH GINGER CREEK 500-YEAR FLOOD 00-YEAR FLOOD 50-YEAR FLOOD 0-YEAR FLOOD 98P

423 720 ELEVATION IN FEET (NGVD 29) CONFLUENCE WITH GINGER CREEK 00-YEAR BACKWATER FROM GINGER CREEK HERITAGE OAKS TRIBUTARY SCGC5044 STREAM DISTANCE IN FEET ABOVE CONFLUENCE WITH GINGER CREEK 500-YEAR FLOOD* 00-YEAR FLOOD 50-YEAR FLOOD* 0-YEAR FLOOD* *DATA NOT AVAILABLE 99P