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

More documents

Recommendations

Info

straight line per log cycle and the pumping rate were substituted into equation 5 and the coefficient of transmissibility was computed to be 95,600 gpd/ft. The slope of the straight line per log cycle from distance-drawdown data on a line perpendicular to the river and on a line parallel to the river are approximately the same suggesting that the effects of induced infiltration on drawdowns were negligible. The coefficient of storage, S, was computed from the following equation (Cooper and Jacob, 1946): where: (7) Figure 16. Distance-drawdown data for aquifer test 4 Figure 17. Location of wells used in aquifer test 5 The pumped well was 12 inches in diameter and 88 feet deep; the lower 10 feet of the well was screened. Observation wells AS-1, AS-2, AN-1, AW-1, AW-2, and AE-1 were 6 inches in diameter and averaged about 90 feet in depth. Well AE-3 was 6 inches in diameter and 124 feet in depth. Drillers logs of wells are given in table 12. Recording gages were installed on the observation wells and the Mississippi River. Values of drawdown in wells AS-1, AW-1, AE-1, AS-2, AS-3, and AW-2 at a time 1830 minutes after pumping started were plotted on semilogarithmic paper against values of distances from the pumped well as shown in figure 18. A straight line was drawn through the points. The slope of the The coefficient of storage (0.135) is in the water-table range. The distance a was found to be 100 feet from the river's edge, as determined from water-level data collected during a production test February 13-19, 1959, using the collector well constructed at the site of aquifer test 5, hydraulic properties of the aquifer determined from the aquifer test May 29 - June 1, 1956, and equation 6. Pumping from the collector well was started at 8 a.m. on February 13 and continued at a constant rate of 7000 gpm until 3:15 p.m. February 17 when the pumping rate was increased to 8400 gpm. The pumping test continued at a rate of 8400 gpm until 8:15 p.m. February 19 when pumping was stopped and water levels were allowed to recover. Recording gages were installed on observation wells AS-3, AE-1, and AN-1. Frequent water-level measurements were made with a steel tape in well AS-2. In addition, recording gages were installed on the Mississippi River, on the collector well, and on an observation well immediately outside the collector well. An aquifer test (test 6) was made August 4-8, 1952, by Ranney Method Water Supplies, Inc., for the Monsanto Chemical Corporation. The test site is located east of Monsanto, along the Mississippi River in sec. 27, T2N, R10W. Seven wells, grouped as shown in figure 19 were used. The wells were arranged in a ‘T’ pattern with four wells parallel to and 515 feet east of the Mississippi River and three wells perpendicular to the river. Pumping was started at 6 p.m. August 4 and was continued at a constant rate of 1100 gpm until 6 p.m. August 8 when pumping was stopped and water levels were allowed to recover. Observation wells S-1, W-1, N-1, S-2, W-2, and W-3 were 7 inches in diameter and were drilled to depths of about 100 feet. The pumped well was 12 inches in diameter and was drilled to a depth of 99 feet; 10 feet of screen was installed at the bottom. Available logs of wells are given in table 13. Recording gages were installed on the 19
Table 12. Drillers Logs of Wells Used in Aquifer Test 5 Formation From To (ft) Well AP-12 (Pumped Well) Fine brown sand, silty 0 15 Fine brown sand, silty, scattered gravel 15 28 Medium to pea gravel, fine sand with scattered clay balls, gray 28 40 Fine sand, scattered gravel 40 60 Very fine sand 60 78 Medium to coarse gravel, fine sand with scattered clay balls 78 81 Medium to pea gravel, medium sand 81 85 Medium to pea gravel, coarse sand 85 88 Gray clay 88 (Total depth) Well AS-1 Fine brown sand, silty 0 27 Fine sand, scattered gravel, clay balls 27 30 Medium to pea gravel, fine sand, clay 30 37 Very fine gray sand 37 73 Medium to pea gravel, medium to coarse sand 73 89 Clay balls 89 Well AS-2 Fine brown sand, silty 0 28 Fine brown sand, clay balls 28 30 Very fine gray sand 30 37 Medium to coarse gravel, fine sand 37 73 Medium to pea gravel, fine sand 73 89 Clay balls 89 Well AS-3 Very fine brown sand, silty 0 22 Medium to pea gravel, fine sand 22 34 Fine gray sand 34 70 Medium to pea gravel, fine sand 70 75 Medium to pea gravel, medium sand 75 90 Gray clay 90 96 Formation From To (ft) Medium sand, scattered gravel, clay balls 96 110 Medium sand, scattered pea gravel 110 124 Sandstone rock 124 Well AN-1 Fine sand, brown, silty 0 25 Fine gray sand 25 35 Medium sand, scattered gravel 35 56 Medium sand, scattered gravel, clay balls 56 59 Medium sand, scattered gravel 59 72 Medium to pea gravel, coarse sand 72 80 Medium to pea gravel, medium sand 80 82 Clay balls and boulders 82 83 Medium to fine sand, scattered gravel, clay balls 83 89 Well AW-1 Fine brown sand, silty 0 20 Medium sand, clay balls 20 31 Fine gray sand, scattered gravel 31 37 Very fine gray sand 37 76 Medium to pea gravel, medium sand 76 87 Gray clay 87 88 Well AW-2 Fine brown sand, silty 0 38 Very fine gray sand 38 55 Very fine gray sand, scattered gravel 55 57 Very fine gray sand 57 84 Medium to fine sand, scattered gravel 84 89 Clay balls 89 Well AE-1 Fine brown sand, silty 0 28 Fine gray sand, clay balls 28 32 Very fine sand 32 75 Medium to pea gravel, fine sand 75 86 Medium to coarse gravel, medium sand 86 90 Clay balls 90 observation wells; Mississippi River stages were available from the river gage at St. Louis. A time-drawdown field data graph (figure 20) for well S-2 was superposed on the nonequilibrium type curve. The Theis (1935) equations were used to determine coefficients of transmissibility and storage of the aquifer for data on the third segment of the time-drawdown curve. The coefficient of transmissibility was computed to be 210,000 gpd/ft. The coefficient of storage (0.082) is in the water-table range. Drawdowns deviated from the type-curve trace during the latter part of the test because of the effects of induced infiltration. The distance to the image well associated with the recharge boundary was computed to be 1790 feet from the following equation (see Ingersoll, Zobel, and Ingersoll, 1948): where: (8) Specific-Capacity Data The yield of a well may be expressed in terms of its specific capacity, which is defined as the yield in gallons per minute per foot of drawdown (gpm/ft) for a stated pumping period and rate. Walton (1962) gave an equation for computing the theoretical specific capacity of a well discharging at a constant rate in a homogeneous, isotropic, artesian aquifer infinite in areal extent. 20
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 22 and 23: elief wells 137 and 139. Water leve
Page 24 and 25: is intercepted and the cone is deep
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 ...

You also want an ePaper? Increase the reach of your titles

Delete template?

Save as template?