Hydrologic and hydraulic analyses were done for selected reaches of the Grand River, Red Cedar River and Sycamore Creek near Lansing, Michigan. To update and expand a portion of the Federal Emergency Management Agency detailed Flood Insurance Study, the U.S. Geological Survey (USGS) and the City of Lansing initiated a cooperative study. The study comprised a 3.2-mile reach of the Grand River, a 30.2-mile reach of the Red Cedar River, and a 12.0-mile reach of Sycamore Creek. Historical streamflow data from multiple streamgages, Grand River at Lansing, MI. (USGS station number 04113000), Red Cedar River at East Lansing, MI. (USGS station number 04112500), Red Cedar River near Williamston, MI. (USGS station number 04111379), and Sycamore Creek at Holt Road near Holt, MI. (USGS station number 04112850) along with regional regression equations were used to estimate instantaneous peak streamflows for floods with 10-, 4-, 2-, 1-, 0.2-percent, and 1-percent plus annual exceedance probabilities. The 1-percent plus flood elevation is defined by the Federal Emergency Management Agency as a flood elevation derived by using streamflows that include the average predictive error for the regression equation streamflow calculation for the Flood Risk project. This error is then added to the 1-percent annual exceedance probability flood streamflow to calculate the 1-percent plus streamflow. The annual exceedance probability streamflows were then used in a Hydrologic Engineering Center-River Analysis System step-backwater model to determine water-surface elevation profiles and flood-inundation boundaries for the 10-, 4-, 2-, 1-, 0.2-percent, and 1-percent plus annual exceedance probability floods, and a regulatory floodway, along a selected reach of each stream. Each hydraulic model was calibrated to the current stage-streamflow relations at each streamgage. Flood-inundation boundaries for the 1- and 0.2-percent annual exceedance probability floods and a regulatory floodway were mapped for each stream.

Hydrologic and hydraulic analyses were done for selected reaches of the Grand River, Red Cedar River and Sycamore Creek near Lansing, Michigan. To update and expand a portion of the Federal Emergency Management Agency detailed Flood Insurance Study, the U.S. Geological Survey (USGS) and the City of Lansing initiated a cooperative study. The study comprised a 3.2-mile reach of the Grand River, a 30.2-mile reach of the Red Cedar River, and a 12.0-mile reach of Sycamore Creek. Historical streamflow data from multiple streamgages, Grand River at Lansing, MI. (USGS station number 04113000), Red Cedar River at East Lansing, MI. (USGS station number 04112500), Red Cedar River near Williamston, MI. (USGS station number 04111379), and Sycamore Creek at Holt Road near Holt, MI. (USGS station number 04112850) along with regional regression equations were used to estimate instantaneous peak streamflows for floods with 10-, 4-, 2-, 1-, 0.2-percent, and 1-percent plus annual exceedance probabilities. The 1-percent plus flood elevation is defined by the Federal Emergency Management Agency as a flood elevation derived by using streamflows that include the average predictive error for the regression equation streamflow calculation for the Flood Risk project. This error is then added to the 1-percent annual exceedance probability flood streamflow to calculate the 1-percent plus streamflow. The annual exceedance probability streamflows were then used in a Hydrologic Engineering Center-River Analysis System step-backwater model to determine water-surface elevation profiles and flood-inundation boundaries for the 10-, 4-, 2-, 1-, 0.2-percent, and 1-percent plus annual exceedance probability floods, and a regulatory floodway, along a selected reach of each stream. Each hydraulic model was calibrated to the current stage-streamflow relations at each streamgage. Flood-inundation boundaries for the 1- and 0.2-percent annual exceedance probability floods and a regulatory floodway were mapped for each stream.

Hydrologic and hydraulic analyses were done for selected reaches of the Grand River, Red Cedar River and Sycamore Creek near Lansing, Michigan. To update and expand a portion of the Federal Emergency Management Agency detailed Flood Insurance Study, the U.S. Geological Survey (USGS) and the City of Lansing initiated a cooperative study. The study comprised a 3.2-mile reach of the Grand River, a 30.2-mile reach of the Red Cedar River, and a 12.0-mile reach of Sycamore Creek. Historical streamflow data from multiple streamgages, Grand River at Lansing, MI. (USGS station number 04113000), Red Cedar River at East Lansing, MI. (USGS station number 04112500), Red Cedar River near Williamston, MI. (USGS station number 04111379), and Sycamore Creek at Holt Road near Holt, MI. (USGS station number 04112850) along with regional regression equations were used to estimate instantaneous peak streamflows for floods with 10-, 4-, 2-, 1-, 0.2-percent, and 1-percent plus annual exceedance probabilities. The 1-percent plus flood elevation is defined by the Federal Emergency Management Agency as a flood elevation derived by using streamflows that include the average predictive error for the regression equation streamflow calculation for the Flood Risk project. This error is then added to the 1-percent annual exceedance probability flood streamflow to calculate the 1-percent plus streamflow. The annual exceedance probability streamflows were then used in a Hydrologic Engineering Center-River Analysis System step-backwater model to determine water-surface elevation profiles and flood-inundation boundaries for the 10-, 4-, 2-, 1-, 0.2-percent, and 1-percent plus annual exceedance probability floods, and a regulatory floodway, along a selected reach of each stream. Each hydraulic model was calibrated to the current stage-streamflow relations at each streamgage. Flood-inundation boundaries for the 1- and 0.2-percent annual exceedance probability floods and a regulatory floodway were mapped for each stream.

Digital flood-inundation maps were created by the U.S. Geological Survey (USGS) in cooperation with the Muskingum Watershed Conservancy District and the City of Rittman as part of a Federal Emergency Management Agency (FEMA) Flood Insurance Study (FIS). The flood-inundation maps show estimates of the areal extent corresponding to the 1% and 0.2% annual-exceedance probability floods. Flood profiles were computed for each stream reach by means of a one-dimensional step-backwater model.

This dataset includes the discharge values and simulation input conditions for 9 simulation discharges at the Wallens Bend (WB) reach on the Clinch River near Kyles Ford, Tennessee. Simulations were run for environmental DNA sample collection dates between September 24, 2019 and December 15, 2021. Simulation results were used as input for environmental DNA transport models.

Water-surface elevations along the stream reach were estimated by steady-state hydraulic modeling, assuming unobstructed flow, and using streamflows and hydrologic conditions anticipated at the USGS streamgage (station number 04206425). The hydraulic model reflects the land-cover characteristics and any bridge, dam, levee, or other hydraulic structures existing as of September 2023. _README_Contents-Directory.txt 1. model-software-version.txt (file) Identifies the modeling software, version, and website. 2. modelgeoref.txt (file) Includes reference to the model documentation report, data release, and bounding box coordinates. 3. Source (directory) Contains the URL to the installer files. 4. Model (directory) Contains the model input and output files for the hydraulic model.

This dataset includes the one-dimensional HEC-RAS water quality model simulation input and output files for three simulation discharges at the Wallens Bend reach on the Clinch River near Kyles Ford, Tennessee. Simulations were run for environmental DNA sample collection dates on September 14, 2020, August 10, 2021, and September 08, 2021. For each eDNA collection date, the transport of freshwater mussel eDNA from Epioblasma capsaeformis was simulated by specifying eDNA as an arbitrary constituent in the HEC-RAS water quality module and assigning a first order rate of decay. To account for the variation of the eDNA field samples at the upstream boundary condition, as well as the laboratory derived decay constants, we ran three model simulations for each eDNA collection date: a) the mean eDNA concentration at the upstream boundary with the mean decay constant (k), b) the mean eDNA concentration at the upstream boundary plus 1SE with the mean k minus 1SE, and c) the mean eDNA concentration at the upstream boundary minus 1SE with the mean k plus 1SE. Field collected eDNA concentrations were used as an upstream boundary condition.

This dataset includes the one-dimensional HEC-RAS water quality model simulation input and output files for three simulation discharges at the Wallens Bend reach on the Clinch River near Kyles Ford, Tennessee. Simulations were run for environmental DNA sample collection dates on September 14, 2020, August 10, 2021, and September 08, 2021. For each eDNA collection date, the transport of freshwater mussel eDNA from Epioblasma capsaeformis was simulated by specifying eDNA as an arbitrary constituent in the HEC-RAS water quality module and assigning a first order rate of decay. To account for the variation of the eDNA field samples at the upstream boundary condition, as well as the laboratory derived decay constants, we ran three model simulations for each eDNA collection date: a) the mean eDNA concentration at the upstream boundary with the mean decay constant (k), b) the mean eDNA concentration at the upstream boundary plus 1SE with the mean k minus 1SE, and c) the mean eDNA concentration at the upstream boundary minus 1SE with the mean k plus 1SE. Field collected eDNA concentrations were used as an upstream boundary condition.

The basis for these features is U.S. Geological Survey Scientific Investigation Report 2017-5024 Flood Inundation Mapping Data for Johnson Creek near Sycamore, Oregon. The domain of the HEC-RAS hydraulic model is a 12.9 mile reach of Johnson Creek from just upstream of SE 174th Avenue in Portland, Oregon to its confluence with the Willamette River. Some of the hydraulics used in the model were taken from Federal Emergency Management Agency, 2010, Flood Insurance Study, City of Portland, Oregon, Multnomah, Clackamas and Washington Counties, Volume 1 of 3, November 26, 2010. The Digital Elevation Model (DEM) utilized for the project was developed from LiDAR data flown in 2015 and provided by the Oregon Department of Geology and Mineral Industries. Bridge decks are generally removed from DEMs as standard practice. Therefore, these features may be shown as inundated when they are not. Judgement should be used when estimating the usefulness of a bridge during flood flow. Comparing the bridge to the surrounding ground can be more informative in this respect than simply looking at the bridge itself. Two model plans were used in the creation of the flood layers. The first is a stable model plan using unsteady flow in which the maximum streamflow is held in place for a long period of time (a number of days) in order to replicate a steady model using an unsteady plan. The stable model plan produced the areas of uncertainty contained in the sycor_breach.shp shapefile. The second is an unstable model plan that uses unsteady flow in which the full hydrograph (rising and falling limb) is represented based on the hydrograph shape of the December 2015 peak annual flood. The unstable model plan produced the flood extent polygons contained in the sycor.shp shapefile and the depth rasters and represents the best estimate of flood inundation for the given streamflow at U.S. Geological Survey streamgage 14211500.

The basis for these features is U.S. Geological Survey Scientific Investigation Report 2017-5024 Flood Inundation Mapping Data for Johnson Creek near Sycamore, Oregon. The domain of the HEC-RAS hydraulic model is a 12.9 mile reach of Johnson Creek from just upstream of SE 174th Avenue in Portland, Oregon to its confluence with the Willamette River. Some of the hydraulics used in the model were taken from Federal Emergency Management Agency, 2010, Flood Insurance Study, City of Portland, Oregon, Multnomah, Clackamas and Washington Counties, Volume 1 of 3, November 26, 2010. The Digital Elevation Model (DEM) utilized for the project was developed from LiDAR data flown in 2015 and provided by the Oregon Department of Geology and Mineral Industries. Bridge decks are generally removed from DEMs as standard practice. Therefore, these features may be shown as inundated when they are not. Judgement should be used when estimating the usefulness of a bridge during flood flow. Comparing the bridge to the surrounding ground can be more informative in this respect than simply looking at the bridge itself. Two model plans were used in the creation of the flood layers. The first is a stable model plan using unsteady flow in which the maximum streamflow is held in place for a long period of time (a number of days) in order to replicate a steady model using an unsteady plan. The stable model plan produced the areas of uncertainty contained in the sycor_breach.shp shapefile. The second is an unstable model plan that uses unsteady flow in which the full hydrograph (rising and falling limb) is represented based on the hydrograph shape of the December 2015 peak annual flood. The unstable model plan produced the flood extent polygons contained in the sycor.shp shapefile and the depth rasters and represents the best estimate of flood inundation for the given streamflow at U.S. Geological Survey streamgage 14211500.