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

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a test hole near Monsanto. The coefficient of permeability of the aquifer in the vicinity of the test hole was estimated to be 3000 gpd/sq ft from aquifer-test data. The 50 percent size of the materials in the finest sample is less than 4 times the 50 percent size of the materials in the coarsest sample; therefore, the slot size should not be tailored to individual samples but should be based on the mechanical analysis of the finest sample. The effective grain sizes of all three samples are greater than 0.01 and uniformity coefficients are greater than 3. A natural pack well is therefore indicated. The materials overlying the aquifer will not easily cave so the sieve size (0.060 inch) that retains 40 percent of the aquifer materials is selected as the proper slot size. Suppose a pumping rate of 1000 gpm is desired. Computations made with equation 9, indicate that 26 feet of 16-inch continuous slot screen with a slot opening of 0.060 inches is needed. The effective open area of the screen is estimated to be 0.640 sq ft per foot of the screen. The optimum screen entrance velocity (table 20) is equal to 8 fpm. Alternate designs to the above example are possible by using a small diameter screen with a longer length or a larger diameter screen with a shorter length. The following are well diameters that have been used in Illinois (Smith, 1961): Pumping rate (gpm) Diameter of well (in) 125 6 300 8 600 10 1200 12 2000 14 3000 16 Experience has shown that in the case of a multiple well system consisting of more than two wells the proper spacing between wells is at least 250 feet. GROUND-WATER The first significant withdrawal of ground water in the East St. Louis area started in the late 1890s. Prior to 1900 ground water was primarily used for domestic and farm supplies; since 1900 pumpage has been mostly for industrial use. The first record of an industrial well in the East St. Louis area is for a well drilled in 1894 by the Big Four Railroad in East Alton (Bowman and Reeds, 1907). The well was 54 feet deep and 8 inches in diameter, and was pumped at an average rate of 75,000 gpd. The water was used primarily in locomotive boilers. The meat packing industry in National City started to pump large quantities of ground water in 1900. According to Schicht and Jones (1962), estimated pumpage from wells in the National City area increased from 400,000 gpd in 1900 to 5.3 mgd in 1910. The first municipal well was drilled in 1899 by Edwardsville at a site near Poag and was pumped at an average rate of 300,000 gpd. The second municipal well was drilled in 1901 by Collinsville at a site about a mile north of Caseyville and was pumped at an average rate of 100,000 gpd. Pumpage from wells in the East St. Louis area from 1890 through 1960 was estimated by Schicht and Jones (1962). Estimated pumpage from wells increased from 2.1 mgd in 1900 to 111.0 mgd in 1956 as shown in figure 32. Pumpage declined sharply from 111.0 mgd in 1956 to 92.0 mgd in 1958 and then gradually increased to 93.0 mgd in 1960. The average rate of pumpage increase for the period 1890 through 1960 was about 1.5 mgd per year. Pumpage from wells in the East St. Louis area was greatest in 1956, totaling 111.0 mgd. As shown in figure 32 pumpage increased from 93.0 mgd in 1960 to 96.8 mgd in 1961, and increased sharply to 105.0 mgd in 1962. WITHDRAWALS Pumpage is concentrated in five major pumping centers : the Alton, Wood River, Granite City, National City, and Monsanto areas. Also, there are five minor pumping centers: the Fairmont City, Caseyville, Poag, Troy, and Glen Carbon areas. The distribution of pumpage in 1956 and 1962 are shown in figures 33 and 34 respectively, which also indicate the locations of the pumping centers. As shown in figures 35 and 36, changes in pumpage for the period of record are similar in all major pumping centers. Poor economic conditions are reflected in the decreased pumpage during the years of the late 1920s and early 1930s. The effects of increased production dur- Figure 32. Estimated pumpage from wells, 1890 through 1962, subdivided by use 31
ing World War II and the post-war reduction in production are evident. There has been a general and gradual increase in pumpage from the five minor pumping centers throughout the period of record as shown in figure 37. The distribution of pumpage from wells in 1956, 1960, 1961, and 1962 is shown in table 21. The greatest Table 21. Distribution of Pumpage from Wells Total pumpage (mgd) Pumping center 1956 1960 1961 1962 Alton area 9.8 13.6 12.3 13.9 Wood River area 21.1 20.9 24.3 25.5 Granite City area 30.1 7.9 8.8 9.5 National City area 13.8 9.6 10.8 11.6 Monsanto area 30.1 33.2 31.9 35.4 Fairmont City area 2.4 3.2 4.4 4.5 Caseyville area 2.3 2.6 2.4 2.5 Poag area 0.9 1.2 1.2 1.2 Troy area 0.3 0.5 0.4 0.5 Glen Carbon area 0.2 0.3 0.3 0.4 Total 111.0 93.0 96.8 105.0 Figure 34. Distribution of estimated pumpage in 1962 Figure 33. Distribution of estimated pumpage in 1956 change in pumpage from 1956 to 1962 occurred in the Granite City area. Because of a serious decline in water levels caused by heavy pumpage concentrated in a relatively small area and the severe drought during 1952- 1956, the Granite City Steel Company abandoned its wells in 1957 and began obtaining water supplies from the Mississippi River. As a result, withdrawals of ground water dropped sharply from 30.1 mgd in 1956 to 7.6 mgd in 1958, and gradually increased to 9.5 mgd in 1962. Pumpage in the National City area in 1962 does not include pumpage necessary to dewater a cut along an interstate highway in construction near National City since this information was not available at the time this report was written. Of the 1962 total pumpage, withdrawals for public water-supply systems amounted to about 6.4 percent, or 6.7 mgd; industrial pumpage was about 91.1 percent, or 95.7 mgd; domestic pumpage was 2.3 percent, or 2.4 mgd; and irrigation pumpage was 0.2 percent, or 0.2 mgd. The major industries in the East St. Louis area using ground water are oil refineries, chemical plants, ore re- 32
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 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 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

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