Ground-water development in East St. Louis area, Illinois. Urbana, IL ...

More documents

Recommendations

Info

elief wells 137 and 139. Water levels were measured periodically with a steel tape in the pumped well, test hole 5, test hole 4, and relief well 140. The pumped well was 10 inches in diameter and was drilled to a depth of 84 feet; 20 feet of 8-inch slotted pipe was installed at the bottom. The well is an artificial pack well with a pack thickness of 4 inches. Test holes 4 and 5 were 2 inches in diameter and 70 and 66.5 feet in Figure 10. Time-drawdown data for well 6, aquifer test I Figure I I. Location of wells used in aquifer test 2 Table 9. Drillers Logs of Wells Used in Aquifer Test 2 Formation From To Sandy clay Test Well (Pumped Well) 0 14 Fine brown sand 14 50 Coarse gray sand 50 75 Fine-to-medium brown sand 75 90 Medium gray sand 90 95 Fine brown sand 95 98 Observation Well 1 Brown clay 0 14 Fine brown sand, clay streaks 14 50 Medium gray sand, loose 50 75 Coarse gray sand, some gravel, loose 75 90 Fine sand 90 100 Light gray shale 100 130 Limestone 130 Observation Well 2 Brown clay 0 14 Fine red sand, clay streaks 14 65 Medium gray sand, little gravel, few clay balls 65 90 Fine sand 90 100 (ft) 15
charged into the river as ground-water runoff or into the atmosphere as evapotranspiration is diverted toward the pumped well. Water levels are ultimately lowered below all or part of the river bed in the immediate vicinity of the well, and the aquifer is then recharged by the influent seepage of surface water. The cone of depression will continue to grow until sufficient area of the river bed Table 10. Drillers Logs of Test Holes Used in Aquifer Test 3 Figure 12. Time-drawdown data for observation well 2, aquifer test 2 Figure 13. Location of wells used in aquifer test 3 depth, respectively. The lower 6.4 feet of casing in each test hole was slotted. The logs of test holes are given in table 10. A distance-drawdown field data graph (figure 14) prepared with water-level data collected in the observation wells after a pumping period of 1335 minutes was superposed on the nonequilibrium type curve. The Theis (1935) equations were used to determine coefficients of transmissibility and storage of the aquifer. The coefficient of transmissibility was computed to be 134,000 gpd/ft. The coefficient of storage (0.155) is in the watertable range. The cone of depression created by pumping a well near a river that is hydraulically connected to the aquifer is distorted. The hydraulic gradients between the river and the pumped well will be steeper than the hydraulic gradients on the land side of the well. The flow towards the well will be greatest on the river side of the well, and under equilibrium conditions most of the pumped water will be derived from the river. When the well is pumped, water is initially withdrawn from storage within the aquifer in the immediate vicinity of the well. If pumping is continued long enough water levels in the vicinity of the river will be lowered and water that under natural conditions would have dis- Formation From To (ft) Test hole 3 Brown clay 0 20 Soft blue clay 20 46 Fine sand 46 50 Medium to coarse 50 82 Sand, loose 82 104 Gray clay 104 116 Fine sand, loose 116 120 Red clay 120 Rock Test hole 4 Brown clay 0 9 Fine sand, clay streaks 9 25 Medium sand, some clay 25 30 Fine tight sand 30 52 Coarse sand and gravel, loose 52 79 Hard gray clay 79 83 Fine sand, clay streaks 83 90 Bedrock 90 Test hole 5 Brown clay 0 11 Fine sand and clay 11 17 Fine sand 17 55 Coarse sand and gravel, loose 55 83 Gray clay 83 100 Test hole 6 (Pumped Well; ) Brown clay 0 10 Fine sand and clay 10 18 Fine sand 18 48 Coarse sand and gravel, boulders drilled like rock ledge at 57 feet 48 80 Gray clay 80 84 Figure 14. Distance-drawdown data for aquifer test 3 16
Page 2 and 3: REPORT OF INVESTIGATION 5I Ground-W
Page 4 and 5: CONTENTS PAGE Abstract Introduction
Page 6 and 7: FIGURE PAGE 47 Water levels in Gran
Page 8 and 9: Ground Water Development in East St
Page 10 and 11: Csallany, W. H. Walker, T. A. Prick
Page 12 and 13: Figure 2. Drainage system and locat
Page 14 and 15: at St. Louis was 421.26 feet and oc
Page 16 and 17: Figure 5. Thickness of the valley (
Page 18 and 19: Table 6 (Continued) Sand, very coar
Page 20 and 21: An aquifer test was made October 25
Page 24 and 25: is intercepted and the cone is deep
Page 26 and 27: straight line per log cycle and the
Page 28 and 29: Figure 20. Time-drawdown data for w
Page 30 and 31: Table 15. Specific-Capacity Data fo
Page 32 and 33: Table 17. Pumping center Pumping Ce
Page 34 and 35: wells contain slotted pipe screens.
Page 36 and 37: city of Wood River is given in figu
Page 38 and 39: a test hole near Monsanto. The coef
Page 40 and 41: Figure 35. Estimated pumpage, Alton
Page 42 and 43: dition, industrial and urban expans
Page 44 and 45: River stages were higher in June 19
Page 46 and 47: of the drought and changes in river
Page 48 and 49: The general pattern of flow of wate
Page 50 and 51: Table 23 (Continued) Water level ch
Page 52 and 53: Figure 54. Approximate elevation of
Page 54 and 55: RECHARGE FROM INDUCED INFILTRATION
Page 56 and 57: Table 27. Results of Aquifer Tests
Page 58 and 59: Potential recharge by the induced i
Page 60 and 61: The model was developed on the prem
Page 62 and 63: tions 26 and 28 which relate electr
Page 64 and 65: Figure 62. Areas of diversion in No
Page 66 and 67: water levels due to the changes in
Page 68 and 69: Table 35. Potential Yield of Aquife
Page 70 and 71: Table 37. Chemical Analyses of Wate
Page 72 and 73:
Table 37 (Continued) Sodium Alka- H
Page 74 and 75:
Table 39 (Continued) Total Laborato
Page 76 and 77:
REFERENCES Ahrens, T. P. 1957. Well
show all

Ground-water development in East St. Louis area, Illinois. Urbana, IL ...

Create successful ePaper yourself

Delete template?

Save as template?