Scope Of Work For The Four Mile Run Watershed Management Program

Webb (2003) conducted numerical analysis of source-water dynamics of stream-bounded alluvial aquifers, along the Ohio River in northern panhandle of West Virginia, with consideration of lateral infiltration of groundwater from bedrock aquifer. However, the author did not verify her model to the field data. On the other hand, Kozar and McCoy (2004) presented groundwater-surface water interaction and simulation of groundwater flow in the alluvial aquifers from the northern panhandle of West Virginia without considering recharge form adjacent bedrock and leakage from overlying tributary streams. Although, Bader et al., (1997) and Unthank (1999) independently identified that the alluvium along the Ohio River, West Virginia and Kentucky respectively is recharged by the following means: (1) precipitation on the flood plain, (2) inflow from fractures in the bedrock beneath and adjacent to the alluvium, (3) inflow from tributary streams through gravel deltas and bedding-plane partings, and (4) induced inflow from the river. Water flowing in tributary streams can percolate through the deltas to the gravel under the clay-silt layer (Grain, 1966). Unthank (2013) updated model and reran it which generated significant difference between measured water levels and model-computed water levels in the aquifer. The author concluded that more accurate and site-specific estimates of field parameters, refined model geometry, and additional numerical method improve

These tasks go hand and hand with the City Public Works Drainage Division which administrates permits, and is responsible for the implementation and the execution of stormwater best management practices through the use of various resources such as personnel, and medium and heavy equipment. Public Works maintains more than 350 miles of storm sewer drainage system within the City and approximately 150 miles of drainage ditches and thousands of storm water inlets. Public Works crews work continually throughout the year removing trash and debris, mowing drainage ditches, vacuuming stormwater inlets, as well as other tasks to maintain a healthy drainage infrastructure. Unfortunately, the City is faced with the challenges of sustaining its extensive MS4 program and existing drainage infrastructure due to the lack of additional financial resources. Certain sections of the City’s drainage system are more than 50 years old and deteriorating. As the City continues to grow and expand, the need for repairs, retrofitting and maintaining the City’s existing infrastructure is as equally important as creating new capital projects.

In 2013, Anacostia Riverkeeper, an organization devoted to restoring the Anacostia River, challenged a permit issued in 2010 by the Maryland Department of Environment (MDE). The MDE issued a Municipal Separate Storm Sewer (MS4) permit to Montgomery County, Maryland (Edwards, 2015). MS4 systems fall under the Environmental Protection Agency’s (EPA) National Pollutant Discharge Elimination System (NPDES) regulations, which require maximum controlled pollution in storm water (Maryland Department of the Environment, 2015). The MS4 permit required the county to administer best management practices

The Ellicott City flood was destructive because it was on a high gradient stream. The high gradient stream made it flood faster, and had low stream discharge. Discharge is cross section of stream channel. It was also capable of moving large particles, which is an example of deposition and erosion. In the experiment, the ‘Main Street Ellicott City’ stream was more affected than the Meandering Stream. The Main Street Ellicott City stream was flooded faster, and more houses and cars were destroyed compared to the Meandering

Howard County has two major tributaries, the Patuxent River in the southwest region of the county and the Patapsco River in the north, as well as smaller rivers, streams and lakes that branch off from the main sources (Howard County website). The areas of land that are close in proximity to these bodies of water, and especially the tributaries, have a significantly higher risk of flooding as the water from the river overflows when there is a large rainstorm. In addition to these natural factors that account for higher flooding risks, human influences play a major role in intensifying the risk. For example, human development leads to building water-resistant surfaces like concrete on floodplains, cutting down trees and plants that help filter water, as well as well as installing storm drainage systems that end up in the rivers (BBC GCSE). For these reasons, Howard County finds there is a higher flood risk in urban areas, such as Main Street in Ellicott City, and Elkridge and Allview Estates in Columbia (Live Green Howard). These three locations in Howard County,

Reports revealed that by 2080s, the projected flood heights for locations in Connecticut (e.g., Norwalk, Westport, Bridgeport, Greenwich Cove, Shippan Point, Stamford, and Stratford) could range from 11.5 to 13 feet for a Category 1 hurricane, and 14.5 to 15.7 feet for a Category 3 storm (Gornitz et al., 2004). Therefore, rising sea level could account for 18-22% of the increase in flood height (in the high sea-level rise scenario) or 6-8% in the lower case (Gornitz et al., 2004). With the rising sea level, floods generated by storms of this magnitude could approach 18 feet by the 2080s (Gornitz et al., 2004). The increase in the projected flood level cities in Connecticut will be greatly affected such as Bridgeport and New Haven. As an illustration, a significant portion of both Bridgeport and New Haven lies within the high-risk flood zone, and during severe storms this place a large population, private property, and infrastructure at high risk. In New Haven, some infrastructures that are at risk include the New Haven railroad station and track yards, the Tweed-New Haven Airport, ramps to the Connecticut

A mass curve and double mass curve were created for the Red Deer basin at Drumheller in 1964. Precipitation data was collected from the city of Drumheller, which is approximately 0.6 km from the river measurement. On average the greatest amount of precipitation occurred in May, June, and July, but there was a large spike in precipitation in the month of September. The lowest amount of precipitation occurred in January, February and October. The double mass curve for this basin has a large gradual increase. Runoff for this basin is always greater than precipitation, but there is an area of large run off and storage during the end of the curve. This could be due to the large amount of precipitation that occurred in September, and storage

To apply the computational methods to estimate the fate and transport of pollutants in Leon River and Navasota River watersheds of Brazos River watershed.

Associated activities may include installing drainage systems, grading slopes, ditching for storm drainages, and conduits for service utilities. The disturbance of natural patterns of runoff and rainwater infiltration through modified drainage can lead to the concentration of water flow at sites that previously only took direct rainwater infiltration; this can result in rapid forming cover-subsidence sinkholes (Waltham et al, 2005, p. 159). The many impervious surfaces used in modified drainage activities also impedes groundwater recharge, which can consequently lower the water

Most of the catchments depicted in Figure 1 where fully urbanised which caused surfaces in the catchment to be impervious; that is very little runoff would infiltrate into the ground

The 2014 Colorado River pulse flow was part of a bi-national agreement, called Minute 319, between the United States and Mexico. The overall goal of Minute 319 was to manage the Colorado River in light of the drastic decrease in the river’s streamflow and the predicted increase in weather variability due to climate change. The pulse flow established through this agreement was an attempt to restore the riparian ecosystem by adding around 100,000 acre-feet of water into the Colorado River. This was an experimental pulse flow, aiming to determine the ideal frequency and quantity of pulse flows in order to maximize the positive impacts. Our analysis reveals the historical context of the Colorado River streamflow rates upstream from the pulse flow,

Information that was used to develop my conclusions were relative to the history of Clearwater River such as the average normal discharge of 40,000cfs, the fact that the river can accommodate 55,000cfs before flooding will occur, and that with every increase of 2600cfs the river rises one foot. For example, this information helped to determine that four of the thirteen noted Peak Flood Discharges listed on the worksheet were not at flood stage as the river is able to accommodate discharges less than 55,000cfs. However, nine of the thirteen Peak Flood Discharges listed on the worksheet were at flood stage or drastically above; with the maximum rise of 17.77 feet above and a discharge rate of 101,200cfs. The average discharge rate of the top three noted floods per information on the Stream Gauge Data of Peak Flow Discharges is 93,613cfs, which is resourceful later in determining the extrapolated 75-year flood.

Lenz, ( 2003 ) studied the Ground-Water Flow and Rainfall Runoff with Emphasis on the Effects of Land Cover, Whittlesey Creek, Bayfield County, Wisconsin, 1999-2001 using SWAT model. The effects of land cover on flooding and base-flow characteristics of Whittlesey Creek, Bayfield County, Wis were examined in a study that involved ground-water-flow and rainfall-runoff modeling. Field data were collected during 1999-2001. Potentiometric-surface altitudes and stratigraphic descriptions were provided by well logs. Geological data, soil parameters, hydrography, altitude, and land-cover data were compiled into a geographic information system (GIS) and used in two ground-water-flow models (GFLOW and MODFLOW) and a rainfall-runoff model (SWAT). A base flow of 17-18 cubic feet per second is produced in a deep ground-water system which intersects Whittlesey Creek near the confluence with the North Fork.

Arlington County and Streams Tech personnel will walk along the key or questionable areas of the stormwater network to identify potential problems and verify the connectivity and representation of network (nodes, links, storages and subwatersheds) in the model.

The Jemez River, located in north-central New Mexico, is an alluvial stream that converges with the Rio Guadelupe. The purpose of this lab was to collect hydrologic data related to the Jemez River and the Rio Guadalupe in order to evaluate the whether the prevailing ideas about bankfull discharge are applicable to this system. The ideas that bankfull discharge is the most important factor in determining the geomorphic characteristics of the stream, and that bankfull discharge is has a recurrence interval of approximately 1.5 years were tested using field data collected and compared to real time data collected below the confluence of the Jemez and Rio Guadalupe rivers.