Organization | • | Illinois State Water Survey | [X] |
| | 1: | | Title: | | | | | Volume/Number: | 1998 | | | | Issuing Agency: | | | | | Description: | In 1993, with funding from the Long Range Water Plan Steering Committee (LRWPSC), the Illinois State Water Survey (ISWS) and the Illinois State Geological Survey (ISGS) began a study of the sand-and-gravel aquifers in southwest McLean and southeast Tazewell Counties to estimate the availability of ground water and determine the hydrogeologic feasibility of possibly developing a regional water supply. The study area includes the confluence of the buried Mahomet and Mackinaw Bedrock Valleys (confluence area) and contains part of one of the largest sand-and-gravel aquifers in Illinois, the Sankoty-Mahomet Sand aquifer. The study had two goals: (1) to determine the quantity of water a well field in the Sankoty-Mahomet Sand aquifer could yield, and (2) to determine the possible impacts to ground-water levels and existing wells that might occur in the Sankoty- Mahomet Sand aquifer and overlying aquifers from the development of a well field pumping 10-15 million gallons of water a day (mgd). Two major tasks were completed to meet the study goals. The first task was a hydrogeologic characterization of the glacially deposited (glacial-drift) aquifers within the confluence area. Results of the hydrogeologic characterization were published in 1995 (Herzog et al., 1995a and b) and a summary of their findings are in the appendices. The second task, and the subject of this report, was the development of a computer-based, mathematical model of the ground-water flow in the glacial deposits (ground-water flow model). The ground-water flow model was used to simulate the effects of a hypothetical well field for various locations within the study area and to provide an estimate of the amount of ground water a regional well field could yield from the Sankoty-Mahomet Sand aquifer within the confluence area. The characterization of the hydrogeology of the glacial-drift aquifer system was simplified to allow the development of a ground-water flow model. The generalized hydrogeology resembled a layer cake with uneven layers, some of which were discontinuous. The layers included relatively impermeable bedrock overlain by three sand-and-gravel aquifer layers that are generally separated by aquitard layers. Due to the complexity of the spatial distribution of the sand-and-gravel deposits above the Sankoty-Mahomet Sand aquifer, these shallower deposits were generalized as two aquifer layers. Although none of the aquifer deposits represented by the shallower aquifer layers are capable of sustaining a 10-15 mgd water supply, the thickness, distribution, and hydraulic properties of these deposits are important for a complete understanding of the hydrology of the model area. In some parts of the area covered by the ground-water flow model, two or more of the aquifer layers are in direct contact, providing a 'window' of hydraulic connection between the aquifer layers. In other parts of the model area, one or more of the aquifer layers are absent. Using the information from the hydrogeologic mapping and water-level data, chloride concentrations, and percent modern carbon data from observation wells, an updated conceptual understanding of the groundwater flow system for the Sankoty-Mahomet Sand aquifer was developed that described the movement of ground water into and out of the model area. Ground water in the Sankoty-Mahomet Sand aquifer generally flows through the Mahomet Bedrock Valley from the southeast, westward to the Illinois River and northward through the Mackinaw Bedrock Valley. The natural ground-water discharge areas for the Sankoty-Mahomet Sand aquifer in the study area are the Mackinaw River in the west-central part of the study area and Sugar Creek in the southwestern part of the study area. In some areas very close to the rivers, ground water is flowing upward from the Sankoty-Mahomet Sand aquifer through the upper aquifers and into the stream beds. There is a slight hydraulic gradient (slope) east of the model area that steepens where the flow enters the study area, even though the aquifer volume increases. This slope increase is caused by a greater amount of recharge entering the aquifer due to hydraulic connections with overlying aquifers. The areas of connection are more numerous in the west and north portions of the model area, as demonstrated by increases in water levels, decreases in chloride concentrations, and increases in modern carbon isotope concentrations in the Sankoty-Mahomet Sand aquifer. Down gradient of these connections, the chloride concentrations remain low, which suggests that the influx of ground water through these connections provides the majority of the recharge in these areas. Water pumped from the Normal west well field south of Danvers, which has wells penetrating into one of these upper aquifer connections, has low chloride values, indicative of water coming from the upper sands. Although the size of the original study area was about 260 square miles, the area to be modeled (model area) was expanded to 1,100 square miles. This expansion was necessary to reduce the effects of the model boundary conditions on simulated water levels in the study area. The simulated water levels are strongly influenced by the boundary conditions, which reduce the accuracy of the simulated water levels near the boundaries. The ground-water flow model was developed using Visual Modflow software. Three aquifer layers sandwiched between four aquitard layers are simulated in the model. Bedrock forms the lowest aquitard; till units form the others. The hydraulic property values of each hydrogeologic unit were assigned to the corresponding layer in the ground-water flow model where the unit was present. When a unit was absent, the layer was assigned the value of an overlying or underlying hydrogeologic layer. The model's boundary conditions control the regional flow into and out of the study area, discharge to and from the streams, infiltration from precipitation, and removal of water by production wells. The model was calibrated to match water levels measured in area wells in 1994 and to match the baseflow gains and losses in the Mackinaw River and Sugar Creek. The mean absolute error of the simulated water levels was 4.99 feet, which was only slightly greater than the errors associated with the potentiometric surface maps, indicating a good match between the model and the characterization of the ground-water flow system. The ground-water flow budget calculated using the model shows that 80 percent of the water coming into the model is from infiltration of precipitation, 11 percent is from the regional Mahomet aquifer in the east, and 8 percent is from river leakage. The budget also shows that 57 percent of the surface and ground water that leaves the model area does so through discharge to the rivers, 33 percent to the regional ground-water flow to the north and to the west, and the remaining 10 percent to existing production wells. (See online pub for remining abstract...) | | | | Date Created: | 9 24 2004 | | | | Agency ID: | COOP-19 | | | | ISL ID: | 000000000797 Original UID: 999999993916 FIRST WORD: Hydrogeology | |
| 2: | | Title: | | | | | Volume/Number: | 1979 | | | | Issuing Agency: | | | | | Description: | The hydraulics of flow was investigated at two reaches in the Kaskaskia River. The discharge varied from 58 to 4000 cubic feet per second and the flow frequency varied from 5 to 88 percent. The head loss varied from 0.96 feet/ mile for high flows to 1.98 feet/mile for low flows. The vertical velocity distribution was found to follow a logarithmic distribution. A theoretical distribution predicted the lateral velocity distribution in the bends reasonably well. In all, 79 isovels were developed for all flow conditions. The average value of the energy coefficient was 1.45 for straight reaches and 1.43 for bends. Similarly, the average value of the momentum coefficient was 1.22 for straight reaches and 1.18 for bends. Manning's roughness coefficient varied from 0.039 to 0.053. During low flows, the river flows through a series of pools and riffles. The median diameter of bed materials varied from 40 millimeters in the riffle to 0.04 millimeters in the pool, whereas the Froude number changed from 0.7 to 0.01. During high flows, the effect of the pool and riffle on the flow condition is minimal or nonexistent. | | | | Date Created: | 9 24 2004 | | | | Agency ID: | RI-91 | | | | ISL ID: | 000000000933 Original UID: 999999993954 FIRST WORD: Hydraulics | |
| 3: | | Title: | | | | | Volume/Number: | 2001 | | | | Issuing Agency: | | | | | Description: | A primary concern in the management of the Lower Cache River is the amount of sediment that is deposited in the river's valley in the vicinity of Buttonland Swamp. From previous monitoring studies it is known that floodwaters from Big Creek convey a significant amount of sediment and create a reverse flow condition in the Cache River that carries the sediment into Buttonland Swamp. This study investigated the potential influence of several management alternatives in reducing or eliminating the reverse flow condition in the Cache River, which would alleviate much of the sediment concern. Management alternatives include various options for detention storage in the Big Creek watershed as well as redirecting the lower portion of Big Creek to the west, away from Buttonland Swamp. To evaluate the impact of these alternatives, the hydrology of the Big Creek watershed and its influence on the hydraulics of the Lower Cache River were investigated using two models. The HEC-1 flood hydrology model was used to simulate the rainfall-runoff response of tributaries draining to the Lower Cache River, with emphasis on Big Creek and estimating the impact of detention storage on the Big Creek flood flows. The UNET unsteady flow routing model was then used to evaluate the flow patterns in the Lower Cache River and the impact of management alternatives on flow direction, flood discharge, and stage. Under existing conditions, the UNET model shows that reverse flow occurs in the Lower Cache River east of Big Creek confluence during all the flood events considered. Various detention alternatives in the Big Creek watershed have the potential to reduce the peak of the reverse flow by 26 to 76 percent. Of the detention alternatives examined, the larger detention facilities in the lower reaches of Big Creek appear to produce the greatest reduction in reverse flows. An alternative to divert the lower portion of Big Creek has the potential to totally eliminate reverse flows in the area immediately east of the Big Creek confluence with the Lower Cache River, but may cause increased flooding to the west. To eliminate most of the reverse flow east of Big Creek, and at the same time not increase flood stages farther west on the Lower Cache River, it may be necessary to use a combination of detention storage and either a partial or total diversion of the lower portion of Big Creek. For example, the use of the split flow alternative in combination with the many ponds and Cache valley detention alternatives reduces the peak reverse flows east of Big Creek by 81 percent for a 2-year flood and 92 percent for a 100-year flood. This combined alternative also accomplishes a reduction in the peak stages farther downstream west of Interstate 57 by approximately 0.5 foot. | | | | Date Created: | 9 24 2004 | | | | Agency ID: | CR-2001-06 | | | | ISL ID: | 000000000836 Original UID: 999999994317 FIRST WORD: Hydrology | |
| 4: | | Title: | | | | | Volume/Number: | 2000 | | | | Issuing Agency: | | | | | Description: | Flooding, upland soil and streambank erosion, sedimentation, and contamination of drinking water from agricultural chemicals (nutrients and pesticides/herbicides) are critical environmental problems in Illinois. Upland soil erosion causes loss of fertile soil, streambank erosion causes loss of valuable riparian lands, and both contribute large quantities of sediment (soil and rock particles) in the water flowing through streams and rivers, which causes turbidity in sensitive biological resource areas and fills water supply and recreational lakes and reservoirs. Most of these physical damages occur during severe storm and flood events. Eroded soil and sediment also carry chemicals that pollute water bodies and stream/reservoir beds. Court Creek and its 97-square-mile watershed in Knox County, Illinois, experience problems with flooding and excessive streambank erosion. Several fish kills reported in the streams of this watershed were due to agricultural pollution. Because of these problems, the Court Creek watershed was selected as one of the pilot watersheds in the Illinois multi-agency Pilot Watershed Program (PWP). The watershed is located in environmentally sensitive areas of the Illinois River basin; therefore, it is also part of the Illinois Conservation Reserve Enhancement Program (CREP). Understanding and addressing the complex watershed processes of hydrology, soil erosion, transport of sediment and contaminants, and associated problems have been a century old challenge for scientists and engineers. Mathematical computer models simulating these processes are becoming inexpensive tools to analyze these complex processes, understand the problems, and find solutions through land-use changes and best management practices (BMPs). Effects of land-use changes and BMPs are analyzed by incorporating these into the model inputs. The models help in evaluating and selecting from alternative land-use and BMP scenarios that may help reduce damaging effects of flooding, soil and streambank erosion, sedimentation (sediment deposition), and contamination to the drinking water supplies and other valuable water resources. A computer model of the Court Creek watershed is under development at the Illinois State Water Survey (ISWS) using the Dynamic Watershed Simulation Model (DWSM) to help achieve the restoration goals set in the Illinois PWP and CREP by directing restoration programs in the selection and placement of BMPs. The current study is part of this effort. The DWSM uses physically based governing equations to simulate propagation of flood waves, entrainment and transport of sediment, and commonly used agricultural chemicals for agricultural and rural watersheds. The model has three major components: (1) hydrology, (2) soil erosion and sediment transport, and (3) nutrient and pesticide transport. The hydrologic model of the Court Creek watershed was developed using the hydrologic component of the DWSM, which is the basic (foundation) component simulating rainfall-runoff on overland areas, and propagation of flood waves through an overland-stream-reservoir network of the watershed. A new routine was introduced into the model to allow simulation of spatially varying rainfall events associated mainly with moving storms and localized thunderstorms. The model was calibrated and verified using three rainfall-runoff events monitored by the ISWS. The calibration and verification runs demonstrated that the model was representative of the Court Creek watershed by simulating major hydrologic processes and generating hydrographs with characteristics similar to the observed hydrographs at the monitoring stations. Therefore, model performance was promising considering watershed size, complexities of the processes being simulated, limitations of available data for model inputs, and model limitations. The model provides an inexpensive tool for preliminary investigations of the watershed for illustrating the major hydrologic processes and their dynamic interactions within the watershed, and for solving some of the associated problems using alternative land use and BMPs, evaluated through incorporating these into the model inputs. The model was used to compare flow predictions based on spatially distributed and average rainfall inputs and no difference was found because of a fairly uniform rainfall pattern for the simulated storm. However, the routine will be useful for simulating moving storms and localized thunderstorms. A test to examine effects of different watershed subdivisions with overland and channel segments found no difference in model predictions. This was because of the dynamic routing schemes in the model where dynamic behaviors were preserved irrespective of the sizes and lengths of the divided segments. Although finer subdivision does not add accuracy to the outflows, it allows investigations of spatially distributed runoff characteristics and distinguishes these among smaller areas, which helps in prioritizing areas for proper attention and restoration. The calibrated and verified model was used to simulate four synthetic (design) storms to analyze and understand the major dynamic processes in the watershed. Detailed summaries of results from these model runs are presented. These summary results were used to rank overland segments based on unit-width peak flows, which indicated potential flow strengths that may damage the landscape, and were based on runoff volumes that indicate potential flood-causing runoff amounts. Stream channel and reservoir segments also were ranked based on peak flows and indicate potential for damages to the streams. Maps were generated showing these runoff potentials of overland areas. These results may be useful in identifying and selecting critical overland areas and stream channels for implementation of necessary BMPs to control damaging effects of runoff water. The model also was used to evaluate and quantify effects of the two major lakes in the watershed in reducing downstream flood flows and demonstrating model ability to evaluate detention basins. The model was run for one of the design storms with and without the lakes. The results showed significant reduction of peak flows and delaying of their occurrences immediately downstream. These effects become less pronounced further downstream. This report presents and discusses results from the above applications of the DWSM hydrology to the Court Creek watershed along with descriptions of the watershed, formulations of the hydrology component of the DWSM, limitations of the model and available data affecting predictions, and recommendations for future work. Efforts are currently under way at the ISWS to add subsurface and tile flow routines to the DWSM that would improve model predictions and their correspondence with observed data. It is recommended that stream cross-sectional measurements be made at representative sections of all major streams in the Court Creek watershed and that stream flow monitoring be continued or established at least at outlets of major tributaries and upper and lower Court Creek. A minimum of four equally spaced raingage stations are recommended for recording continuous rainfall. | | | | Date Created: | 9 24 2004 | | | | Agency ID: | CR-2000-04 | | | | ISL ID: | 000000000803 Original UID: 999999994080 FIRST WORD: Hydrologic | |
| 5: | | Title: | | | | | Volume/Number: | | | | | Issuing Agency: | | | | | Description: | In continuation of the efforts made by the Illinois State Water Survey to develop a detailed hydrologic and water quality simulation model of the entire Illinois River Basin, a hydrologic simulation model was developed for the Vermilion River Watershed (one of the major tributaries of the Illinois River) to simulate streamflows using available climatic data. The model was developed using Hydrologic Simulation Program FORTRAN (HSPF, version 12) under the BASINS (Better Assessment Science Integrating Point and Nonpoint Sources, version 3.0), a multipurpose environmental analysis system developed by the U.S. Environmental Protection Agency (USEPA). | | | | Date Created: | 05 04 2004 | | | | Agency ID: | 2004-10 | | | | ISL ID: | 000000003076 Original UID: 2943 FIRST WORD: Hydrologic | |
| 6: | | Title: | | | | | Volume/Number: | | | | | Issuing Agency: | | | | | Description: | Watershed scale hydrologic simulation models HSPF (Hydrologic Simulation Program FORTRAN) and SWAT (Soil and Water Assessment Tool) were used to model the hydrology of the 2150 square mile Iroquois River watershed (IRW) located in the east central Illinois. | | | | Date Created: | 05 04 2004 | | | | Agency ID: | 2004-08 | | | | ISL ID: | 000000003080 Original UID: 2939 FIRST WORD: Hydrologic | |
| 7: | | Title: | | | | | Volume/Number: | | | | | Issuing Agency: | | | | | Description: | Watershed modeling applications for the Fox and Iroquois River watersheds in Illinois were used to evaluate the response in simulated streamflow to various climate scenarios. The climate scenarios applied to both watersheds are based on simulations from two global climate models, the Japan and Hadley models, which respectively represent comparatively dry and wet scenarios of future climatic conditions. | | | | Date Created: | 05 04 2004 | | | | Agency ID: | 2004-07 | | | | ISL ID: | 000000003082 Original UID: 2937 FIRST WORD: Hydrologic | |
| 8: | | Title: | | | | | Volume/Number: | 2001 | | | | Issuing Agency: | | | | | Description: | This report summarizes the results of surveying conducted at the mouths of five deltas on Peoria Lake in 1999. The five deltas are at the mouths of Richland Creek, Partridge Creek, Blue Creek, Dickison Run, and Farm Creek. All surveying was done to include the planform of the deltas that existed in 1999. The 1999 planform of four of the five deltas except Dickison Run is different than the locations in 1902-1904. In order to estimate the volumes of deposited sediment between 1902-1904 and 1999, a grid was developed encompassing the aerial extent of the 1999 delta. Subsequently, computations determined the net volumetric accumulation of sediment within each grid for each delta: 2,683 acre-feet (Partridge Creek), 1,495 acre-feet (Blue Creek), 1,428 acre-feet (Richland Creek), 1,252 acre-feet (Farm Creek), and 338 acre-feet (Dickison Run). Relative values of the sediment accumulation could be quite misleading since most of these creeks have been altered over the last 100 years, the 1999 outlets are not at the same locations as those that existed in 1902-1904, and a significant amount of sand-and-gravel mining took place at several locations such as at Farm Creek. Still these values provide a significant contribution toward the understanding of the relative magnitudes of sediments being deposited at the mouths of these five deltas. | | | | Date Created: | 9 24 2004 | | | | Agency ID: | CR-2001-08 | | | | ISL ID: | 000000000841 Original UID: 999999994324 FIRST WORD: Historical | |
| 9: | | Title: | | | | | Volume/Number: | 2006 | | | | Issuing Agency: | | | | | Description: | Traditional approaches to characterization and modeling of fractured dolomite aquifers face many conceptual and technical challenges. One alternative strategy begins with the Generalized Radial Flow interpretation of hydraulic tests, which infers an additional parameter, the flow dimension, to describe the geometry of groundwater flow. This study examines the behavior and variability of the apparent flow dimension, n*, and advective transport for four stochastic models of heterogeneous transmissivity, T(x). This is accomplished through Monte Carlo analysis of numerical models simulating aquifer tests and converging flow tracer tests (CFTTs) in two-dimensional systems. For ln T(x) distributed as a multivariate Gaussian (mvG) variable of variance less than one, the apparent flow dimension of an aquifer test converges to n* = 2 if the scale of the test is large relative to the scale of correlation. The variability of the apparent flow dimension depends on the variance and integral scale of the transmissivity, suggesting that it may be possible to identify the variance and integral scale from a set of aquifer tests. For variances greater than one, the results suggest that the average of the apparent flow dimension is less than two initially, then converges to n* = 2, similar in some respects to a percolation network. The simulation of an uncorrelated log-Gaussian model suggests that the flow dimension of an aquifer test converges to n* = 2 even for large variances. For ln T(x) distributed as fractional Brownian motion (fBm), the apparent flow dimension averages to n* = 2 and its variability increases with time. An approximation of a percolation network model showed an average apparent flow dimension stabilizing between n* = 1.4 to 1.6, followed by an increasing trend. These characteristics apparently are functions of the transmissivity contrast between the percolating and nonpercolating fractions. In the low-variance mvG, uncorrelated log-Gaussian, and fBm models, CFTTs influenced by matrix diffusion showed late-time breakthrough curves (BTCs) with log-log slopes of -3/2, the characteristic behavior of matrix diffusion. In the percolation network model, a simulated CFTT influenced by matrix diffusion had late-time BTC with log-log slopes of -5/4, attributed to slow advection through low transmissivity regions. This indicates that some heterogeneity models can systematically affect the late-time behavior of a BTC for a CFTT. These results suggest that the flow dimension may be a useful diagnostic for selecting models of heterogeneity, and that flow dimensions n ? 2 may be associated with unique tracer behavior. Additional research is advocated to infer the general behavior of the flow dimension at various field sites, to assess a broader range of parameters, to examine other stochastic models, and to conduct a more detailed examination of transport behavior versus the flow dimension. | | | | Date Created: | 4 13 2006 | | | | Agency ID: | CR-2006-04 | | | | ISL ID: | 000000000958 Original UID: 999999994479 FIRST WORD: High | |
| 10: | | Title: | | | | | Volume/Number: | 1963 | | | | Issuing Agency: | | | | | Description: | The Urbana weather station on the campus of the University of Illinois, now called the Morrow Plots Weather Station, has an interesting history. The station is one of the oldest University installations still in operation, and it is unique in comparison with other weather stations in Illinois.This chronicle of the campus weather station concerns not only the types of weather data that have been collected, but also the persons who operated the station and the instruments used to collect the data. The factors, which tie these facets of the past together, are the reasons for the stations existence. | | | | Date Created: | 5 20 2005 | | | | Agency ID: | C-88 | | | | ISL ID: | 000000000737 Original UID: 999999993740 FIRST WORD: History | |
| 11: | | Title: | | | | | Volume/Number: | 1983 | | | | Issuing Agency: | | | | | Description: | | | | | Date Created: | 9 24 2004 | | | | Agency ID: | RI-103 | | | | ISL ID: | 000000000935 Original UID: 999999993966 FIRST WORD: Hydrology, | |
| 12: | | Title: | | | | | Volume/Number: | 2006 | | | | Issuing Agency: | | | | | Description: | The Hurricane and Kickapoo Creek watersheds lie in three counties in southeastern Illinois. The drainage areas of Hurricane Creek and Kickapoo Creek at their confluences with the Embarras River are 56 and 101 square miles, respectively. Hurricane Creek joins the Embarras River at river mile 94.2 and has two tributaries: East and West Branch Hurricane Creek. The Kickapoo Creek is also a tributary of the Embarras River at river mile 115.5. The Illinois State Water Survey (ISWS) conducted a 2.5-year watershed monitoring study of the Hurricane and Kickapoo Creek watersheds for the Embarras River Ecosystem Partnership-Conservation 2000 Ecosystem Program and Illinois Department of Natural Resources Pilot Watershed Program. The purpose was to collect hydrologic and water quality data to provide a better understanding of the cumulative impacts of future best management practices (BMPs) implemented in the watersheds. However, the BMP implementation programs never occurred. The ISWS established two streamgaging stations on Hurricane Creek and one on Kickapoo Creek. Streamflow, sediment, nitrogen, and phosphorus were monitored for the entire study period (April 2000-September 2002). The Mattoon wastewater treatment plant contributes approximately 27 percent of the annual discharge at the Kickapoo Creek station. Annual runoff was much higher at all stations in Water Year 2002 (WY02) than in the preceding 1.5 years. Annual sediment loads in WY02 were twice the loads in WY00 and WY01. The Kickapoo station had higher mean annual nitrate concentrations and load per unit area than the two Hurricane stations. | | | | Date Created: | 8 30 2006 | | | | Agency ID: | CR-2006-03 | | | | ISL ID: | 000000000957 Original UID: 999999994478 FIRST WORD: Hydrology, | |
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