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1 Little Dry Creek Restoration Deep River Flood Risk Management Final Presentation to LCRBDC June 10, 2015 Presentation Overview Project Overview & Background Information Data Collection Model Development Flood Mitigation Alternatives Levee Construction Bridge Modifications Lake Station Dam Modifications Bypass Tunnel Floodplain Storage Lake George Dam Modifications Brickie Bowl Flooding Lake George Sedimentation Channel Conveyance Green Infrastructure Property Acquisition Project Prioritization 1
2 Project Location Historical Flooding Flood of Record: September 2008 Inundated numerous buildings along Deep River, from Lake Station to Hobart Lake George Dam sustained significant damage but has been rehabilitated. This event will serve as basis for several alternatives evaluated. Peak Discharge at USGS Gage = 5,280 cfs 100-year Discharge = 4,700 cfs 500-year Discharge = 6,250 cfs 2
3 Historical Flooding Data from USGS Gage No Current Conditions Gage Data Comparison : Deep River (Red) : Hart Ditch (Green) : Little Calumet River (Blue) 3
4 Current Conditions Downtown Hobart Current Conditions Downtown Hobart 4
5 Historical Flooding Data from USGS Gage No September 2008 Event Beverly Lane crossing north of Lake George. 5
6 September 2008 Event Wastewater treatment plant downstream of Old Ridge Road. September 2008 Event Downtown Hobart 6
7 Data Collection Collected & reviewed several previous reports and projects Collected & reviewed several previous models from: IDNR USACE MWRD Stantec (FEMA s Contractor for effective Flood Insurance Study) Data Collection IDNR Hydraulic Model Steady State Only Cross Sections are Approximate Outdated Bridge Modeling Methodologies Lake George Dam Modeled as Bridge Lake Station Dam Excluded Does Not Include Interaction with Little Cal Regulatory Model Results are within 0.2 of the water surface elevations published in the effective Flood Insurance Study 7
8 Data Collection USACE Hydraulic Model Unsteady State Only Cross Sections are Approximate Includes Interaction with Little Cal Peak Flows vary significantly from those published in the effective Flood Insurance Study for the 100-year plan. Data Collection FEMA/Stantec Hydraulic Model Steady State Only Deep River Downstream of State Route 51 Cross Sections are Approximate Lake Station Dam Excluded Does Not Include Interaction with Little Cal MWRD Hydrologic Models Several Historical Storms including September 2008 Event 100-year Hydrographs Does Not Include Interaction with Little Cal 8
9 Data Collection LiDAR Data + Bathymetric Data Data Collection Bridge Survey Data Survey Notes Previous Models New Model 9
10 Model Development Model Development 16 River Miles 12 Mi. Deep River 4 Mi. Burns Waterway 126 Cross Sections 102 on Deep River 24 on Burns Waterway 24 Bridges 18 on Deep River 6 on Burns Waterway 2 Dams (Lake Station & Lake George) 10
11 Model Development Steady & Unsteady Models No new hydrology Steady-state discharges from FIS Unsteady discharges from MWRD models Georeferenced Models Automated floodplain mapping Public education & outreach Model Calibration USGS Gage at Lake George Outlet (Gage No ) 11
12 Model Calibration USGS Gage at Lake George Outlet (Gage No ) Model Calibration USGS Recorded High Water Marks 12
13 Model Calibration Model Calibration Comparison to Effective Base Flood Elevations: Location Along Deep River (FIS Cross Section ID) Effective Base Flood Elevation (from FIS) Calibrated Model Result Difference (ft) Liverpool Road (D) Old Soo Line Railroad (E) Dekalb St/Michigan St (G) Grand Blvd (J) th Avenue (M) State Route 51 North Crossing (N) State Route 51 South Crossing (R) th Avenue (W) th Ave/Rand (Y) Chicago, Ft. Wayne & Eastern Railroad D/S (AA) Chicago, Ft. Wayne & Eastern Railroad U/S Old Ridge Road (AB) Hobart Dam (AC) rd Street (AG) Norfolk Southern RR (AJ) Wisconsin Street (AO)
14 Model Calibration Comparison to Effective Base Flood Elevations: Flood Mitigation Alternatives Levee Construction Bridge Modifications Lake Station Dam Modifications Bypass Tunnel Floodplain Storage Lake George Dam Modifications Brickie Bowl Flooding Lake George Sediment Management Channel Conveyance Green Infrastructure Property Acquisition 14
15 Levee Construction ~230 Structures Inundated During Sept 08 Event, 190 Still Remain Levee Construction Both Unsteady & Steady Models Show No Increase in BFEs due to Levee ~1% of Floodplain Storage Removed Tailwater Conditions Control Compensatory Storage Not Needed FEMA Accreditation Lower Flood Insurance Rates Remove Mandatory Purchase Requirement Property Acquisition Required (~20) Interior Drainage Facilities Needed 15
16 Bridge Modifications 4 Most Restrictive Bridges: September 2008 Flood Profile Bridge Modifications 4 Most Restrictive Bridges: 16
17 Bridge Modifications Bridge Modifications CFE Railroad Bridge Removal of Existing Bridge To remove restriction, need opening of ~70 Recommended to provide opening of ~110 17
18 Bridge Modifications CFE Railroad Bridge Bridge Replacement To remove restriction, need span of ~70 Expand to east to avoid brickyard waste Existing CFE Bridge New CFE Bridge Bridge Modifications 3 rd Street Bridge at Lake George Influences elevations at Wisconsin Street Elevations of Interest (NAVD 88): Normal Water Surface = ft Bottom of Bridge Deck = ft NWL Boater Clearance of 4.4 ft Top of Bridge Deck = ft 100-Year Water Surface (FIS) = ft 1.1 ft Water Depth September 2008 Water Surface = ft 1.2 ft Water Depth 1.8 ft Head Differential 18
19 Bridge Modifications 3 rd Street Bridge at Lake George Overtopped during September 2008 Event Bridge Modifications 3 rd Street Bridge at Lake George By eliminating restriction, peak water surface elevations upstream (in Lake George) could decrease by up to 1.8 feet for September 2008 event. To eliminate restriction, bridge span must be increased from 65 feet to 125 feet. New headwater elevation of 610.2, new minimum road elevation of (at shoulder). Current road elevation is approx at CL. 19
20 Bridge Modifications Wisconsin Street Crossing Lake George Frequently Closed due to Overtopping Critical Route to Hospital Bridge Modifications Wisconsin Street Crossing Lake George Road Overtopping Elevation = ft Peak Water Surface Elevations (FIS): 10-Year = ft (0.2 ft Water Depth) 50-Year = ft (4.1 ft Water Depth) 100-Year = ft (6.1 ft Water Depth) 500-Year = ft (11 ft Water Depth) September 2008 = ft (6.4 ft Water Depth) Bottom of Bridge Deck = ft 20
21 Bridge Modifications Wisconsin Street Crossing Lake George Bridge Modifications Wisconsin Street Crossing Lake George View from south side of Lake George during September 2008 event. Approximately 700 ft of road was inundated. 21
22 Bridge Modifications Wisconsin Street Crossing Lake George Due to overtopping, current crossing doesn t create significant flow restriction Inspection: Cracks & spalls on bridge deck, abutments, and pier Deteriorated fascia beam and pier cap Bridge Modifications Wisconsin Street Crossing Lake George Bridge Improvement Scenario 1: If profile is raised to reduce overtopping frequency and duration, bridge deck length will need to be increased. New road shoulder at elev ft (1 ft above 100-year headwater elev. of ft) Bridge span needs to be ~340 feet long to prevent upstream stage increases Current bridge span is 110 feet. 22
23 Bridge Modifications Wisconsin Street Crossing Lake George Bridge Improvement Scenario 2: If 3 rd Street is reconstructed first under separate project, bridge deck length could be reduced: New road shoulder at elev ft (1 ft above new 100-year headwater elevation of ft) Bridge span needs to be ~300 feet long to prevent upstream stage increases. Scenario 1 bridge span was ~340 feet. Current bridge span is 110 feet. Bridge Modifications Wisconsin Street Crossing Lake George Bridge Improvement Scenario 3: If 3 rd Street and Wisconsin Street are reconstructed under same project, Downstream BFE = (1.3 lower than effective) Upstream BFE = (1.1 lower than effective) New minimum road elev (at shoulder) Increase head differential across bridge without increasing regulatory BFEs. Bridge span could be reduced to ~140 feet. Scenario 2 bridge span was ~315 feet. Scenario 1 bridge span was ~340 feet. Current bridge span is 110 feet. 23
24 Bridge Modifications Summary of Scenarios: Lake Station Dam Lake Station Dam June USGS Gage Flow = 60 cfs. 24
25 Lake Station Dam Lake Station Dam July USGS Gage Flow = 1,400 cfs. Lake Station Dam 2 Flow Events Modeled: September 2008 Event August 2007 Event with Assumed Tailwater Condition Between 10-year & 50-year frequency 2 Alternatives Considered: Lake Station Dam Removed Lake Station Dam Replaced with Dam Capable of Drawing Down prior to Event 25
26 Lake Station Dam Lake Station Dam Removal NWL above dam reduced from to approx Pool area water surface narrows from ~235 feet to ~120 feet. Max decrease of 0.1 for Sept 2008 Event Max decrease of 3.9 for August 2007 Event with low tailwater condition No structures removed from inundation area due to narrow floodplain. Lake Station Dam 26
27 Lake Station Dam Lake Station Dam Replacement Pool NWL of (same as existing) Drawdown to Max decrease of 0.9 ft for August 2007 Event with low tailwater condition. No structures removed from inundation area due to narrow floodplain. No decrease shown for September 2008 Event. Existing Dam Seepage through sheet pile wall Sudden failure unlikely Bypass Tunnel 27
28 Bypass Tunnel Tunnel Length = 4,600 feet 2 Options Evaluated: Single 10-ft diameter tunnel Three parallel 10-ft diameter tunnels For September 2008 Event, maximum benefit of single tunnel is a decrease of 0.2 ft; 0.6 ft for triple tunnel. No structures are removed from inundation area. Floodplain Storage 3 Potential Storage Areas Evaluated 28
29 Floodplain Storage Rosser Storage: Area = 65 acres Rosser Lake NWL = 597 Adjacent County Park Lake NWL = Year Peak Elevation = 597 Drawdown Rosser Lake to match adjacent lake NWL prior to event. 600 ac-ft of storage gained for September 2008 Event (Less than 2% of Flood Volume of 36,000 ac-ft) No reduction in peak water surface elevations. Floodplain Storage Indiana Street/Arizona Street Storage: Area = 75 acres Significant Excavation Needed (more than 3 Million CY assumed for this analysis) 700 ac-ft of storage gained for September 2008 Event (Less than 2% of Flood Volume) No reduction in peak water surface elevations. 29
30 Floodplain Storage 37 th Avenue Storage: Area = 140 acres Significant Excavation Needed (more than 5 Million CY assumed for this analysis) 1,400 ac-ft of storage gained for September 2008 Event (4% of Flood Volume) Maximum reduction in peak water surface elevation for September 2008 Event is 0.1 ft. Floodplain Storage Storage Required to Make a Difference September 2008 Flood Volume = 36,000 ac-ft Storage Provided Upstream of Lake George 100-acre basin providing 1,000 ac-ft of storage results in decrease of 0.3 through Lake George 500-acre basin providing 4,000 ac-ft of storage results in decrease of 1.7 1,000-acre basin providing 6,000 ac-ft of storage results in decrease of
31 Lake George Dam Lake George Dam during Normal Stage Lake George Dam Lake George Dam during September 2008 Event 31
32 Lake George Dam Single 7 x 8 Drawdown Gate For Q = 200 cfs, Lake George could be drawn down 3 in 14 hours. If Lake is drawn down 3 prior to September 2008 event, 400 ac-ft of storage is added, peak elevations decrease by 0.1. Lake George Dam Other Considerations: 3 ft draw down results in average lake depth of 1.5 ft Lake bottom would be exposed in many areas Dredging could help maintain pool Retaining walls along Lake George could be damaged by draw down No advance warning system Court-established lake level of
33 Brickie Bowl Flooding Located along Duck Creek Brickie Bowl Flooding 33
34 Brickie Bowl Flooding FIS profile of Duck Creek shows that Deep River controls peak elevations at Brickie Bowl for all events. Improving the railroad bridge could result in a peak water surface elevation decrease of 3.5 ft for the September 2008 event. September 2008 Peak WSE = ft 100-Year Peak WSE = ft Average field elevation = 603 ft Lake George Sedimentation Bathymetric survey compared to record drawings from 2000 dredging 70,000 CY has accumulated Stoke s Law confirms that fine particles can settle out in basin size of Lake George Prepared cross sections showing accumulation at several points throughout Lake George 34
35 Lake George Sedimentation Lake George Sedimentation 35
36 Lake George Sedimentation Lake George Sedimentation 36
37 Lake George Sedimentation Lake George Sedimentation 37
38 Lake George Sedimentation Lake George Sedimentation Permanent Sediment Management If the lake continues to act as a sediment trap, the decreasing pool area will reduce the sedimentation efficiency, sending more sediment downstream. May be able to restrict dredging activities to upstream of 3 rd Street Recreational & Ecological Impacts of Sedimentation Current average lake depth is 4-5 ft Upstream pools were not dredged in 2000, significant plant growth evident 38
39 Lake George Sedimentation Channel Conveyance Overbank clearing could reduce losses, lower peak water elevations. Heavy deciduous tree cover in overbank areas from CFE Railroad Bridge down to confluence with Little Calumet River If cleared trees in the overbanks, decrease peak water surface elevations by up to 0.8 for Sept 08 event 39
40 Channel Conveyance Channel narrows significantly at 37 th Avenue Bridge crossing. Eliminating restriction could lower peak water surface elevations by up to 0.3 Green Infrastructure EPA s Definition: Green infrastructure uses vegetation, soils, and natural processes to manage water and create healthier urban environments. At the scale of a city or county, green infrastructure refers to the patchwork of natural areas that provides habitat, flood protection, cleaner air and cleaner water. At the scale of a neighborhood or site, green infrastructure refers to stormwater management systems that mimic nature by soaking up and storing water. 40
41 Green Infrastructure Can be used in lieu of or together with traditional flood risk management solutions hydrograph indicates quick response of rainfall/runoff in watershed. If more runoff is detained upstream, can flatten out hydrograph and dampen peak flow. If implemented throughout watershed, benefits increase. Must be evaluated in detail to ensure green infrastructure does not cause adverse impact, especially in lower reaches of watershed. Property Acquisition/Structure Elevation Developing List of Properties within 100-yr Inundation Area Addresses & Values Legal/Administrative Process Options for Reducing Risk Acquire property & demolish Limited future use of property Rebuild elevated structure on property Detailed feasibility and cost analysis required Elevate existing structure on property Relocate existing structure 41
42 Other Considerations FEMA Hazard Mitigation Assistance Hazard Mitigation Grant Program For long-term hazard mitigation measures following a major disaster. Pre-Disaster Mitigation Program For hazard mitigation planning and projects on an annual basis Flood Mitigation Assistance Program For projects to reduce or eliminate risk of flood damage to buildings insured under NFIP on an annual basis. Model review by IDNR & FEMA Additional modeling of Burns Waterway & Little Calumet River needed. Project Prioritization Lake Station Approx. 230 structures inundated in Sept 08 Property Acquisition Levee Construction Property acquisition Interior drainage & pump station(s) Typical section: 42
43 Project Prioritization Hobart Sediment Management in Lake George 70,000 CY accumulated since 2000 Property Acquisition Snagging Fallen Trees CFE Railroad Bridge Improvements 3 rd Street & Wisconsin Street Improvements Assume they are permitted together 3 rd Street: Butler Fairman and Seufert, Inc. Wisconsin Street: Several considerations Project Prioritization Wisconsin Street 43
44 Project Prioritization Wisconsin Street Project Prioritization Wisconsin Street 44
45 Project Prioritization Wisconsin Street Project Prioritization CFE Railroad Bridge Feasibility Study 3.5 decrease for Sept 08 event Coordination with railroad is key Lake George Dredging Permanent dredging plan to maintain lake bathymetry and aesthetics Snagging/Clearing Debris Prevent damage to structures and blockages Additional Analysis Upstream & downstream 45
46 Project Prioritization Additional analysis Downstream: Tailwater Impacts Deep River FEMA FIS: Q 100 Burns Waterway = 4,640 cfs Q 100 Deep River = 5,500 cfs Effective model doesn t include confluence USACE model shows reverse flow of 1,000 cfs Important to have more detailed model of downstream area prior to pursuing Lake Station levee option Upstream: Evaluate impact of future development and benefits of implementing Green Infrastructure Next Steps City of Hobart June 3 Letter Requesting assistance with the following: Reconstruction of Wisconsin Street & Bridge and 3 rd Street Bridge Permit together with Wisconsin Street to reduce overall construction costs. Construction Sequence:» Wisconsin Street Bridge first» 3 rd Street Bridge second» Wisconsin Street Causeway third Scoping Report for CFE Railroad Bridge Lake George Dredging 46
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