LIBRARY. JUN 1 2 1997 Ucul £>un\/£Y Digitized by the Internet Archive in 2012 with funding from University of Illinois Urbana-Champaign http://archive.org/details/geologicalgeotec122curr 1 (^ SW^ GEOLOGICAL-GEOTECHNICAL STUDIES FOR SITING THE SUPERCONDUCTING SUPER COLLIDER IN ILLINOIS: RESULTS OF THE 1986 TEST DRILLING PROGRAM B. B. Curry A. M. Graese M. J. Hasek R. C. Vaiden R. A. Bauer D. A. Schumacher K. A. Norton W. G. Dixon, Jr. 1988 ENVIRONMENTAL GEOLOGY NOTES 122^ Department of Energy and Natural Resources ILLINOIS STATE GEOLOGICAL SURVEY .itJKAH JUN 1 3 19 •II STATE GEOLORICAIW LIBRARY. Curry, B. B. Geological-geotechnical studies for siting the Superconducting Super Collider in Illinois: results of the 1986 test drilling program/B. B. Curry ... and others. — Champaign, IL; Illinois State Geological Survey, 1988. x, 108 p.; 28 cm. — (Environmental geology notes; 122) 1. Geology — Illinois, Northeastern. 2. SSC. 3. Drill cores — Illinois, Northeastern. I. Title. II. Title: Results of the 1986 test drilling program. Printed by authority of the State of Illinois 1 1988 1 1500 lilffilin ntmh ,°?OLOGICAL SURVEY 3 3051 00005 5073 GEOLOGICAL-GEOTECHNICAL STUDIES FOR SITING THE SUPERCONDUCTING SUPER COLLIDER IN ILLINOIS: RESULTS OF THE 1986 TEST DRILLING PROGRAM ILLINOIS STATE GEOLOGICAL SURVEY Morris W. Leighton, Chief Natural Resources Building 615 East Peabody Drive Champaign, Illinois 61820 B. B. Curry A. M. Graese M. J. Hasek R. C. Vaiden R. A. Bauer D. A. Schumacher K. A. Norton W. G. Dixon, Jr. 1988 ENVIRONMENTAL GEOLOGY NOTES 122 Department of Energy and Natural Resources ILLINOIS STATE GEOLOGICAL SURVEY CONTENTS EXECUTIVE SUMMARY v INTRODUCTION 1 GEOLOGIC SETTING 2 Bedrock Stratigraphy 2 Silurian System 2 Ordovician System 5 Glacial Drift Stratigraphy 5 GENERAL PROCEDURES 7 Geotechnical Testing 11 Bedrock 11 Glacial Drift 11 Hydrogeology 12 Pressure Testing 13 Installation of Casagrande Piezometers 16 Introduction to Data Presented for Each Test Hole 17 TEST HOLE ISGS S-18 23 S-19 29 S-20 35 S-21 41 S-22 47 S-23 53 S-24 and S-24A 59 S-25 70 S-26 75 S-27 82 S-28 87 S-29 95 S-30 101 REFERENCES 106 ACKNOWLEDGMENTS 108 'JUN 1 3 19b ILL STATE GEOLOGICAI W TABLES 1 Mean core recovery, Rock Quality Designation, and fracture frequency for each stratigraphic unit (1986 drilling program) ix 2 Characteristics of discontinuities in core for each stratigraphic unit xi 3 Average hydraulic conductivity for each stratigraphic unit, and for rocks to 40 feet below the bedrock surface and deeper bedrock xiii 4 Summary of special attributes, relative rock quality, and relative permeability of the rocks in each test hole xiv 5 Location and elevation for Test Holes ISGS S-18 to S-30 7 6 Test hole summary of 1986 drilling 8 7 Groupings of approximate bearing strengths 12 8 Depth and elevation of 1.5-inch outside diameter piezometers, including stratigraphic unit and lithology of the test interval 17 9 Water levels measured in piezometers 17 10 Characteristics of joints in core per borehole and stratigraphic unit 18 11 Mean drilling rates for each hole and stratigraphic unit 20 12 Fracture frequency per foot of core for each stratigraphic unit for each test hole 20 13 Mean core recovery for each test hole and stratigraphic unit 21 14 Mean Rock Quality Designation for each test hole and stratigraphic unit 21 15 Engineering properties and particle-size distribution of drift for Test Hole ISGS S-18 26 16 Hydraulic conductivity calculated from pressure tests in Test Hole ISGS S-18 26 17 Engineering properties and particle-size distribution of drift for Test Hole ISGS S-19 33 18 Hydraulic conductivity calculated from pressure tests in Test Hole ISGS S-19 33 19 Engineering properties and particle-size distribution of drift for Test Hole ISGSS-20 38 20 Hydraulic conductivity calculated from pressure tests in Test Hole ISGS S-20 39 21 Engineering properties and particle-size distribution of drift for Test Hole ISGS S-21 44 22 Hydraulic conductivity calculated from pressure tests in Test Hole ISGS S-21 45 23 Hydraulic conductivity calculated from pressure tests in Test Hole ISGS S-22 51 24 Engineering properties and particle-size distribution of drift for Test Hole ISGS S-23 57 25 Hydraulic conductivity calculated from pressure tests in Test Hole ISGS S-23 58 26 Engineering properties and particle-size distribution of drift for Test Hole ISGS S-24A 67 27 Hydraulic conductivity calculated from pressure tests in Test Hole ISGS S-24A 68 28 In situ stress calculations for Test Hole ISGS S-26 78 29 Engineering properties and particle-size distribution of drift for Test Hole ISGS S-26 79 30 Hydraulic conductivity calculated from pressure tests in Test Hole ISGS S-26 80 31 Engineering properties and particle-size distribution of drift for Test Hole ISGS S-27 86 32 Hydraulic conductivity calculated from pressure tests in Test Hole ISGS S-27 86 33 In situ stress calculations for Test Hole ISGS S-28 92 34 Engineering properties and particle-size distribution of drift for Test Hole ISGS S-28 93 35 Hydraulic conductivity calculated from pressure tests in Test Hole ISGS S-28 93 36 Hydraulic conductivity calculated from pressure tests in Test Hole ISGS S-29 98 37 Engineering properties and particle-size distribution of drift for Test Hole ISGS S-30 105 FIGURES 1 Study area in northeastern Illinois showing one possible ring configuration for the SSC tunnel v 2 Test-hole locations of fall 1984, spring 1985, and 1986 drilling programs. vi 3 Generalized stratigraphic column for the study area, and east-west trending cross-section viii 4 Cumulative strike of joints measured in angled boreholes x 5 Mean hydraulic conductivity for each stratigraphic unit shown on east-west trending cross-section in figure 3 xii 6 Piezometric heads of intervals selected for each test hole. xiii 7 Stratigraphy of Paleozoic bedrock units in study area 3 8 Geologic map of the bedrock surface 4 9 Stratigraphy of Quaternary deposits 6 10 Field drilling-log form 9 11 Rock discontinuity log form 9 12 Summary diagram of drilling, core, and borehole characteristics 10 13 Method used to show number and angle of dip of discontinuities 11 14 Pressurized permeability test design 13 15 Water pressure testing form 14 16 Permeability/hydraulic conductivity chart 15 17 Standing-water-level (Casagrande) piezometer design 16 18 Stratigraphic column for Test Hole ISGS S-18 22 19 Summary diagram for Test Hole ISGS S-18 24 20 Number and angle of dip of joints in core from Test Hole ISGS S-18 25 21 Stratigraphic column for Test Hole ISGS S-19 28 22 Summary diagram for Test Hole ISGS S-19 30 23 Number and angle of dip of joints in core from Test Hole ISGS S-19 32 24 Stratigraphic column for Test Hole ISGS S-20 34 25 Summary diagram for Test Hole ISGS S-20 36 26 Number and angle of dip of joints in core from Test Hole ISGS S-20 37 27 Stratigraphic column for Test Hole ISGS S-21 40 28 Summary diagram for Test Hole ISGS S-21 42 29 Number and angle of dip of joints in core from Test Hole ISGS S-21 43 30 Stratigraphic column for Test Hole ISGS S-22 46 31 Summary diagram for Test Hole ISGS S-22 48 32 Number and angle of dip of joints in core from Test Hole ISGS S-22 49 33 Stratigraphic column for Test Hole ISGS S-23 52 34 Summary diagram for Test Hole ISGS S-23 54 35 Number and angle of dip of joints in core from Test Hole ISGS S-23 55 36 Stratigraphic column for Test Hole ISGS S-24A 60 37 Summary diagram for Test Hole ISGS S-24 62 38 Number and angle of dip of joints in core from Test Hole ISGS S-24 63 39 Summary diagram for Test Hole ISGS S-24A 65 40 Number and angle of dip of joints in core from Test Hole ISGS S-24A 66 41 Stratigraphic column for Test Hole ISGS S-25 69 42 Summary diagram for Test Hole ISGS S-25 71 43 Number and strike of joints and fractures in core from Test Hole ISGS S-25 72 44 Stratigraphic column for Test Hole ISGS S-26 74 45 Summary diagram for Test Hole ISGS S-26 76 46 Number and angle of dip of joints in core from Test Hole ISGS S-26 77 47 Stratigraphic column for Test Hole ISGS S-27 81 in FIGURES 48 Summary diagram for Test Hole ISGS S-27 83 49 Number and angle of dip of joints in core from Test Hole ISGS S-27 84 50 Stratigraphic column for Test Hole ISGS S-28 88 51 Summary diagram for Test Hole ISGS S-28 89 52 Number and angle of dip of joints in core from Test Hole ISGS S-28 90 53 Stratigraphic column for Test Hole ISGS S-29 94 54 Summary diagram for Test Hole ISGS S-29 96 55 Number and strike of joints and fractures in core from Test Hole ISGS S-29 97 56 Stratigraphic column for Test Hole ISGS S-30 100 57 Summary diagram for Test Hole ISGS S-30 102 58 Number and angle of dip of joints in core from Test Hole ISGS S-30 104 IV EXECUTIVE SUMMARY From 1984 through 1986, geologists from the Illinois State Geological Survey (ISGS) conducted a thorough field investigation in northeastern Illinois to determine whether the surface and subsurface geology would be suitable for constructing the U.S. Department of Energy's 20-Tev (trillion electron volt) particle accelerator — the Superconducting Super Collider (SSC). The third and final stage of test drilling in 1986 concentrated on a specific corridor proposed for the racetrack-shaped SSC that would circle deep below the surface of Kane, Kendall, and Du Page Counties (fig. 1 ). The main objective was to verify that bedrock lying under the region satisfied the site criteria for construction of a 10-foot-diameter tunnel to hold the particle accelerator and the superconducting magnets, large chambers to house the laboratories and computers for conducting and recording experiments, and shafts to provide access to the subterranean facilities. R 4 E R 5 E R 6 E R 7 E R 8 E R 9 E DEKALB ! KANE |COOK T ! i II i ( j 42 N J 1 ri 1 H Elgin T 41 N j T 41 N T 40 N 1 dU Pkok T 40 N St Charles fl ^k ^ Elburn ^H ^ m Geneva 1 /'// T 39 N B atavia ■ A - T 39 N T 38 N Big Rockfc S£ ^ T 33 N ^L j WILL KENDALL T 37 N Sandwich Aj York /illel o f 4 D 15 & 13 30 12 24 A 27A A 30 o? A 26 25A A 23 A 22 KENDALL OS COOK i J DU PAGE 02 A 29 CM A 28 A 21 D 16 A19 20 A A18 1 10 WILL DL U _ O Fall 1984 Test Hole Locations |f J Spring 1985 Test Hole Locations A^ 1986 Test Hole Locations Figure 2 Locations of test holes drilled during fall 1984, spring 1985, and 1986. Boxed-in area is the SSC study area. Thirteen test holes, ISGS S-18 through S-30, were drilled to depths ranging from 398.2 to 646.6 feet (fig. 2). The field team recovered 5675 feet of bedrock core and 212 samples of glacial drift (sand, clay, gravel) for laboratory analyses and recorded on-site data that establish the thickness, distribution, lithology (composition), and other properties of the rocks lying under the study area. Data from earlier studies and from the first two stages of drilling in 1984 and VI 1985 (Kempton et al.„ 1987a and b) indicated that the rocks, formally named the Galena and Platteville Groups, lying between 250 and 500 feet deep, are thick and stable enough to hold the tunnel and other facilities. These rocks are distributed uniformly underthe entire region so that they can easily contain a facility that is 53 miles in circumference. Placing the SSC underground was judged to be the safe, sensible way to minimize impact on the cultural and natural environments. For example, groundwater resources, which supply much of the drinking water for the region's communities, occur sufficiently far away from the Galena-Platteville dolomites targeted for the tunnel. Water supplies would not be affected because aquifers lie either at shallower depths (in sand-and-gravel deposits or fractured bedrock) or at greater depths (in sandstone). Also, the Galena-Platteville rocks neither hold nor transmit significant amounts of water, so water inflow or seepage would be no problem during construction and operation of the SSC. Special features of the final field testing in 1986 include • drilling two angle holes to find out which way fractures and joints are oriented in the rocks targeted for the tunnel and chambers. We know that a fracture parallel to the chamber would be more likely to cause unstable walls than the same fracture intersecting the chamber at an oblique angle; unstable areas would need support to prevent the rock moving into the chamber. • measuring stress in the bedrock to be certain that the combination of the direction and magnitude of the stresses and forces, and the rock strength would not cause the rocks to buckle or break during tunnel excavation — or later, during installation and operation of the SSC. Illinois' geological-geotechnical studies have produced a great quantity and diversity of data, all supporting earlier conclusions: geological conditions in northeastern Illinois are well suited for construction and long-term operation of the SSC. Thickness, Distribution, and Lithology of Bedrock and Glacial Materials Drilling penetrated to a depth of 647 feet to the top of the Ancell Group (a; fig. 3). The strata proposed for the tunnel are two overlying groups, the Platteville (b), ranging from 110 to 135 feet thick, and the Galena (c), from 160 to 250 feet thick. Both groups are evenly distributed throughout the study area. They consist of relatively homogenous limestone and dolomite with a few cherty and shaly layers. The access shafts connecting the SSC tunnel and research chambers in the Galena with ground surface will pass through other units: the Maquoketa Group (d), up to 210 feet thick; the Silurian formations (e), up to 135 feet thick; and Quaternary glacial materials (f), up to 350 feet thick (fig. 3). The Maquoketa Group, in contrast to the bedrock lying above and below it, consists of shales and carbonates that are lithologically complex and variable in thickness. The Silurian formations are similar to the Platteville and Galena — chiefly dolomite, limestone, and minor chert. No younger bedrock units underlie this region. The glacial materials include clay, silt, sand, gravel, and boulders. VII KANE j DU PAGE A \7X — i~T A KENDALL ^^/^ i WILL Scale 12 3 4 5 miles I I I I I i Figure 3 Generalized stratigraphic column for the study area, and east-west trending cross section . Inset shows location of section line. Bedrock was last eroded by glaciers, which only slightly modified a pre-existing pattern of valleys and uplands similar to the modern landscape (fig. 3). Glacial drift is generally thickest where bedrock valleys cut into the bedrock surface. Where it is composed of sand and gravel, the drift holds valuable groundwater resources for present and future municipal and domestic supplies. The SSC tunnel will lie below these bedrock valleys. Although several construction plans for the tunnel are feasible, two are preferred: a level tunnel that will lie within the Galena and Platteville, or a tilted design that will only cut through the Galena. Since bedrock strata dip about 0.2 degrees to the east, a level design could intersect more than one unit. Properties of Bedrock During this investigation, we evaluated discontinuities (joints and fractures), rock resistance to drilling (strength and abrasion), and stress in the bedrock. The data in this and earlier reports compare favorably with the vast store of data collected in the same region during the successful tunneling venture, the Chicago Tunnel and Reservoir Plan (TARP; Harza with ISGS 1988). VIII Table 1 Mean core recovery, Rock Quality Designation, and fracture frequency for each stratigraphic unit (1986 drilling program). Galena Group Silurian Maquoketa Wise Lake Dunleith Platteville formations Group Formation Formation Group Number of 10-foot runs 47 191 195 61 90 Core recovery 99.22 99.68 99.65 99.60 99.49 Rock Quality Designation 91.92 97.53 98.57 96.75 97.55 Fracture frequency per foot 0.29 0.12 0.20 0.21 0.28 In this report, we discuss data collected in the field. Results of remaining laboratory tests on cores retrieved from this drilling program will be available later in 1988. The data will include unconfined and confined compressive, indirect tensile, axial and diametric point-load strengths, deformation properties, moisture content, specific gravity, compressive-wave velocity, and Shore Hardness (Bauer et al., in preparation). Field Data At each drillhole, the bedrock was continuously cored with a 10-foot-long barrel. We noted the drilling rate and described the distance between horizontal fractures, core recovery, Rock Quality Designation, and fracture frequency of the core. The last three parameters are used frequently along with laboratory data to estimate the cost of tunneling. Drilling rate indicates how resistant rock was to drilling at a particular site. It represents the average time taken to core each foot of rock, providing that a constant load is kept on the drill bit. Drilling through massive shaly units or cherty horizons is slower than drilling through massive, uniform carbonate rock. Distance between horizontal separations is the length of core segments removed from the core barrel; measurements are affected by the mechanical breakage and handling-induced separations along bedding as well as natural fractures. These data are useful to help the engineer interpret the rock character. Core recovery is the total length of core collected from the core barrel divided by the length of the run, usually about 10 feet. Recovery of less than 100 percent may be the result of voids, soft rock that has been washed out by circulation of the drilling fluid, or by fractured rock that has been pulverized during coring and lost through circulation during drilling. Poor core recovery is not desirable because information is lost. In this study, average core recovery was excellent — more than 99 percent for the shales and dolomite. Rock Quality Designation (RQD) is a standard parameter for evaluating engineering suitability of rock masses for underground excavation; it is the quotient (expressed as a percentage) of the sum of all core segments greater than 4 inches in length between natural nonvertical fractures and the length of the core run. Cores from all units have an excellent RQD — more than 91 percent. Fracture frequency is determined by counting the natural fractures in every 10-foot interval. As with RQD, this does not include breaks along bedding caused by handling of the core. As would be expected, correlation between RQD and fracture frequency is generally good. The average core recovery and Rock Quality Designation are excellent for the Galena and Platteville Groups (table 1), and the fracture frequency is low. These data, as well as data presented by Harza with ISGS (1988), indicate that the Galena-Platteville can be removed by conventional tunneling techniques. IX R 5 E R 6 E miles | Figure 4 Cumulative strike of joints measured in angled boreholes and Meyers-Podschwit quarry. The preferred ring orientation is one that bisects the principal joint orientations. This is especially true of the underground chambers (K1 through K6), which will have their long axes parallel to the tunnel. Discontinuities Joints and fractures are discontinuities that we evaluated in the core. In the study area, the discontinuity planes (surfaces created by fractures or breaks) are high angle (near vertical), wavy, rough, nonweathered, sound, tight, and infrequently contain clay filling. These characteristics, along with adequate rock strength, lend themselves to underground conditions ideal for construction because artificial supports for chamber walls and roofs are likely to be fewer and less costly. Also, the orientation (strike and dip) of joints was evaluated in ISGS S-25 and S-29, which were drilled about 30 degrees from vertical. These angled test holes determine the position and orientation of discontinuities in the core. The cumulative discontinuities as viewed from a map are important for establishing the best way to orient the chambers. Vertical joints that parallel the chamber walls are not as stable a configuration as when the joints obliquely cut across the tunnel. As shown in figure 4, the cumulation of discontinuities at ISGS S-25, S-29, and F-8, and Meyers-Podschwit Quarry (Kempton et al., 1987a) favor a north-south trend for the long axes of the underground chambers. Table 2 Characteristics of discontinuities in core for each stratigraphic unit. Silurian Maquoketa Galena Group Platteville Wise Lake Dunleith formations Group Formation Formation Group Total Filling None 45 98 144 90 163 540 Partly 49 51 94 17 39 250 Complete 28 57 50 16 32 182 Type of filling Shale 1 1 3 3 5 13 Clay 61 46 59 11 42 219 Mineralized 19 66 84 20 37 225 Healed 19 89 143 35 80 366 Condition Sound 106 190 362 105 243 1006 Altered 16 12 26 18 8 80 Very altered Roughness Planar 62 131 174 44 90 501 Wavy 52 74 185 63 148 522 Uneven 8 7 28 16 23 82 Asperities Rough 60 48 156 40 75 379 Smooth 62 163 132 81 178 616 Slickensided 5 2 3 2 11 23 Total joints 122 212 388 123 251 1097 Total length of 414.7 1809.9 1966.7 590.9 892.6 5674.8 core examined (ft) Joint characteristics are described according to the degree of surface variation — planar, rough, or wavy. A planar joint is relatively flat, whereas wavy or uneven joints have surface irregularities that significantly increase the shear strength of the discontinuity. Irregularities on joint surfaces are called asperities, which may be rough, smooth, or have slickensides. Rough asperities can be felt by hand. Slickensides are polished surfaces produced by shear movement along the plane. All of these characteristics affect the shear strength along joints. A summary of joint characteristics is in table 2. In 5674.8 feet of core, 1097 joints were noted, equivalent to 0.20 joints per foot. St. Peter Sandstone core was not counted. Of these, about 56 percent had no filling, and about 20 percent had a clay filling. The latter condition is generally the least favorable because it has the least shear strength. About 93 percent of the joints are sound; only 7 percent are altered; none are very altered. Data on discontinuities will be discussed in a comprehensive report on the geotechnical character of the rock (Bauer etal., in preparation). Stress measurements The bedrock in ISGS S-26 and S-28 (fig. 2) was tested for stress at selected intervals. Stress is the force applied to a designated plane. Tests to measure stress are similar to pressurized packer tests for groundwater, except that instead of measuring flow of water into a sealed interval, water pressure is increased until the rock fractures. The orientation of the fractures and water pressure necessary to hold the fracture open indicate the magnitude and orientation of some of the principle stresses (Haimson, 1987), which along with the rock mass properties (strength, discontinuities) affect optimum placement of SSC facilities. XI \ KANE OU PAGE \JL T A r~ y^ J wiu KENDALL HI Rock 40 ft below bedrock surface has average k = 2.8x10" 3 cm/sec; rock below has average k = 3.4x10 s cm/sec. Scale 12 3 4 5 miles I I I I I I Figure 5 Mean hydraulic conductivity (k) for each stratigraphic unit shown on east-west trending cross section in figure 3. Units are in centimeters per second (cm/sec). Groundwater Groundwater is an important resource in northeastern Illinois, and it has been extensively studied (eg., Visocky, Sherrill, and Cartwright, 1985). Zones containing significant quantities of groundwater occur above and below the nearly watertight Platteville and Galena Groups in the study area. We evaluated hydraulic conductivity of all bedrock units and piezometric head of bedrock in the interval from 270 to 350 feet above mean sea level, the interval targeted for the SSC tunnel and research chambers. These properties are necessary for estimating groundwater flow into these underground facilities. Groundwater flows chiefly along discontinuities in the rock. The hydraulic conductivity is measured during pressurized packer tests, and the piezometric head is measured in piezometers. Packer Tests The 1986 drilling program included 1075 packer tests in 215 test intervals, each 20 feet long. Glacial drift was not tested. The equipment was most accurate from 1.0 x 10" 6 to 5.0 x 10" 4 centimeters per second (cm/sec). Calculated hydraulic conductivities were between 3.9 x 10' 7 and 1.0 x 10~ 1 cm/sec. XII Table 3 Mean hydraulic conductivity for each stratigraphic unit, and for rocks to 40 feet below the bedrock surface and deeper bedrock. Standard Number of Percent of Number of x(mean) deviation tests with total with Unit tests cm/sec cm/sec no flow no flow Silurian 14 1.4x10" 4 ± 3.2x10" 4 2 14 formations Maquoketa Group 28* 1.4x10" 4 ± 3.6x10" 4 7 25 Wise Lake Formation, 58 7.0x10 -6 ± 1.7X10 -5 9 16 Galena Group Dunleith Formation, 13 1.5x10" 5 ± 2.9x10" 5 2 15 Galena Group Platteville Group 24 1.1 x10" 5 ± 2.3x10" 5 4 17 Rocks to 40 ft below 19 2.8x10 -3 — 1 5 bedrock surface Bedrock 40 ft below 118 3.4x10" 5 — 35 30 bedrock surface and beyond * Does not include values of 1.9x10" 2 and 3.3x10" 2 cm/sec for tests from ISGS S-20. No flow = 1.0x10" 6 cm/sec 950 900 850 800 750- 700 650 600 550 500 450- 400- 350- 300 250 surface elevation ■ piezometric head of tested interval per hole tested interval S-18 S-19 S-21 S-22 S-23 S-26 S-30 S-24 S-27 S-28 S-20 Figure 6 Piezometric heads for intervals selected for each test hole. The water level measurements were all made on November 14, 1987. XIII Average hydraulic conductivity for each unit based on data from this study is shown below in table 3 and above in figure 5. The values are conservative because a hydraulic conductivity of 1.0 x 10" 6 cm/sec is assumed where no water flow was detected; for example, rocks within 40 feet of the bedrock surface are on the average 100 times more permeable than the rocks below (table 3) because the former were broken due to pre-glacial weathering and subsequent forces of the overriding glaciers. Piezometers We used PVC pipes with a 1.5-inch outside diameter. The pipe was screened along a selected 20-foot test interval to allow water to flow into the piezometer. The height of the water column in the pipe above the test interval is a measure of the water pressure in pores or discontinuities in the rock along the test interval. Figure 6 shows stabilized piezometric heads (water column heights) for test holes in this report. Two test holes, ISGS S-18 and S-28 (fig. 2), have dry piezometers; and for those two points along the proposed tunnel there should be little groundwater inflow. Summary The data from this report and other drilling reports (Kempton et al., 1987a and b) demonstrate the uniformity, low permeability, and excellent quality of the proposed subsurface stratum that will house the Superconducting Super Collider if it is sited in Illinois (table 4). Table 4 Summary of special attributes, relative rock quality (based on RQD and core recovery), and relative permeability (based on terminology in figure 15) of the rocks in each test hole. Test Special attribute General conditions of the bedrock hole rock quality relative permeability S-18 — excellent generally low S-19 — Plattevillegood; moderate to low; other units excellent highest value measured in Galena Group (1 x 10~ 3 cm / sec) S-20 — excellent low S-21 — Maquoketafair; other units excellent generally low S-22 — Silurian fair; other units excellent moderate to low S-23 — excellent low S-24 — excellent — S-24A — excellent low S-25 angle hole good to excellent — S-26 stress test good to excellent low S-27 — excellent moderate to low S-28 stress test excellent generally low S-29 angle hole excellent moderate to low S-30 — excellent — XIV INTRODUCTION The Illinois State Geological Survey (ISGS) has participated in an extensive program to determine the geological and environmental suita- bility of northeastern Illinois for siting the proposed Superconducting Super Collider (SSC). In the 1986 test drilling program, 13 holes were drilled to confirm existing information and establish baseline data on the stratigraphic, hydrogeologic, and geotechnical characteristics of the glacial drift and bedrock of a four-county region just west of Chicago (see fig. 1). The purpose of this report is to summarize bore- hole data and laboratory results from NQ wireline bedrock core and split-spoon samples of drift from 13 test holes, ISGS S-18 through S-30. Data for the first 17 test holes, ISGS F-l through F-17, are presented in Kempton et al. (1987a and b). Test Holes ISGS S-18 to S-30 were sited along a proposed corridor in a 16-township area (approximately 580 square miles) including parts of Kane, Du Page, Kendall, and Will Counties (fig. 1). Fermi National Accelerator Laboratory, an internationally recognized center for research in high-energy physics, is located along the proposed corri- dor. Fermilab's particle accelerator, the Tevatron, could be the injector for the SSC. Site suitability required both an environmental and a geological- geotechnical evaluation. The siting studies began in 1984 and consisted of four phases: 1. preliminary feasibility study (Kempton et al., 1985; Hines, 1986); 2. investigation of a selected region to locate the most suitable cor- ridor for the SSC ring; 3. verification of predicted surface and subsurface conditions within the corridor and surrounding area by drilling test holes (Kempton et al., 1987a and b; Vaiden et al., 1988), and presentation of the results in the Regional Summary (Graese et al., 1988). 4. consultation services during the site selection process and construction. During the 1986 test drilling program (part of phase 3), discontinuous 1.40-inch-diameter split-spoon samples of glacial drift and continuous 1.87-inch-diameter cores of the underlying bedrock were recovered from each test hole. Pressurized packer tests were used to evaluate the hydraulic conductivity of the bedrock, and piezometers installed to determine the water pressure at a proposed tunnel depth. In this report, we describe the procedures used, summarize the data, and interpret the samples and other data collected from ISGS S-18 through S-30. Field logs, descriptions, laboratory test data, and geophysical logs for all boreholes are on open file at the ISGS in Champaign. A later report (Bauer et al., in preparation) will include all results from the laboratory tests of bedrock for unconfined and confined compressive strength, deformation properties, indirect tensile, axial and diametric point-load, moisture content, specific gravity, compres- sive wave velocity, thermal conductivity, joint shear strength and compressibility, abrasion resistance, and Shore Hardness. The geo- physical logs include caliper, temperature, self-potential, natural gamma, neutron, and density logs. GEOLOGIC SETTING At the proposed SSC site, materials from ground surface down to bedrock have been deposited during the Quaternary Period--a span of about 1.5 million years ago to the present. These deposits, which chiefly consist of glacial and fluvial sediments up to 350 feet thick, lie above the carbonates, shales, siltstones, and some sandstones that make up bed- rock. These rocks were deposited during the Ordovician and Silurian Periods about 500 to 400 million years ago. Materials that may have been deposited between 400 and 1.5 million years ago were removed by erosion. The buried bedrock surface is cut by valleys that have up to 200 feet of local relief and contain glacial drift. The deepest is the "Newark" Bedrock Valley in Kane County where the lowermost elevation of the bedrock surface is slightly less than 500 feet above mean sea level. The Ordovician Ancell, Galena, and Platteville Groups in western Kane County are overlain by interbedded shale and dolomite of the Ordovician Maquoketa Group, which are in turn overlain by dolomite formations of the Silurian System in eastern Kane and Du Page Counties (figs. 7 and 8). Bedrock units dip as much as 0.2 degrees to the southeast. In the southwestern part of the study area lies a narrow zone (0.5 to 2.0 miles wide) of nearly vertical faults — the Sandwich Fault Zone (Kolata, Buschbach, and Treworgy, 1978). The fault zone juxtaposes the Ordovi- cian Galena and Platteville Groups on the northeastern side of the fault with Cambrian-age rocks of the Eminence, Potosi, and Franconia Forma- tions on the southwest side. Further information on the geologic setting of the study area is con- tained in the Regional Summary (Graese et al., 1988) as well as the Handbook of Illinois Stratigraphy (Willman et al., 1975). BEDROCK STRATIGRAPHY A primary concern for constructing the SSC is the stability, uniformity, and character of the bedrock units that may house the necessary facili- ties. The most suitable units are in the Galena and Platteville Group, but construction will involve the Kankakee, Elwood, and Wilhelmi Forma- tions (Silurian) and the Maquoketa Group (fig. 7). Silurian System In the study area, the formations within the Silurian System are largely light gray, fine-grained, thin- to medium-bedded dolomite and limestone with thin, wavy, green, shaly laminae. As the Silurian has been eroded, it can range from zero to more than 100 feet thick. The Kankakee Dolomite Formation is composed of light greenish and pinkish gray, pure, fine-grained dolomite that occurs in thin beds separated by wavy, green shaly laminae. Its base grades into the Elwood Dolomite Formation consisting of light brownish gray, cherty dolomite which is slightly more argillaceous than the Kankakee. The Wilhelmi > CO yj a: LU cn FORMATION thickness (in feet) GRAPHIC LOG DESCRIPTION Z < o > o Q DC o HOLO CENE GrayslakePeal (0-15) -++- -t-+- -H- -H- Richland Loess (0-5) Eq uality (0-35) Peat and muck Silt loam, massive Sand; silt and clay, laminated Sand and gravel, stratified Till, sand and gravel, laminated sand, silt and clay Sand, silt and clay, laminated Organic-rich silty clay Till, sand and gravel, laminated sand, silt and clay Dolomite, fine-grained Dolomite, fine-grained, cherty Dolomite, fine-grained, argillaceous; shale, dolomitic Shale, dolomitic; dolomite; fine to coarse grained, argillaceous Quimbys Mill-Nachusa (60) Grand Detour - Mifflin UP) ^^T Pecatonica (38) M 23 Glenwood St. Peter Ss (60-520) z Dolomite, some limestone, fine to medium grained Dolomite, fine to medium-grained, cherty Dolomite, fine to medium-grained with red-brown shaly laminae Dolomite, fine to medium-grained, slightly cherty Dolomite, fine to medium-grained, argillaceous Dolomite, fine to medium-grained, cherty, sandy at base Sandstone, poorly sorted; silty dolomite and green shale Sandstone, white, fine- to medium-grained, well sorted Q o 2o! a. =^ Shakopee New Richmond Oneota (0-400) Eminence (20-150) Potosi (90-225) Dolomite, fine-grained Sandstone, fine to medium-grained Dolomite, fine to coarse-grained, cherty Dolomite, fine to medium-grained, sandy, oolitic chert Dolomite, fine-grained, trace sand and glauconite Franconia (75-150) Sandstone, fine-grained, glauconitic; green and red shale < z < o o -g «i A £ Kg g- (V , > C3 ■0 c i X ai a c > i 1 - "o ■0 I > E 6 1 C < < >• C K. > 1 c c cc E -0 ■D C ■5 Tl m "5 Figure 11 Rock discontinuity log form. Recorded drilling rate m in/ft % 3 4 5 80 90 100 Rock Core Quality recovery Designation Distance between horizontal separations in ft Fracture frequency #/10ft **75' ..- 450' ' 425' __L 5HI I A Water pressure tests (permeability cm/sec) <10" 7 10"* I0" b 10 ^ 10 3 10" ? flow below detection limit flow below detection limit •: Test overlap i-: : : : :-: : :. : : : :i : ■■ ,;i "' Piezometric head/base (ft) Base ol piez " Fractures shown correspond to fracture frequency except where extensively fractured Figure 12 Example of summary diagram of drilling, core, and borehole characteristics. 10 10 T 5 Joints ,o CT\ Figure 13 Example of diagram method used to show number and angle of dip of discontinuities. GEOTECHNICAL TESTING Bedrock ISGS geologists recorded information on two forms in the field. The general information log (fig. 10) provides space for describing glacial drift samples and bedrock core as well as columns for recording standard drilling information and core characteristics such as joints, fractures, standard penetration test (SPT; N or blow counts), core recovery, Rock Quality Designation (RQD), fracture frequency, and bed spacing. The rock discontinuity log (fig. 11) provides a matrix for noting depths, spacing, and features of rock discontinuities in detail. Two diagrams were used to summarize the recorded observations from the data forms. Figure 12 shows the drilling rates and general rock core information; whereas figure 13 depicts the dip of joints and fractures at 5-degree intervals within a specific unit of core. The positions of fractures are recorded as a simple sketch of core fractures (fig. 12), and may be compared with hydraulic conductivity calculated from packer test data (for example, table 16). Glacial Drift Tables that summarize engineering characteristics and particle-size dis- tribution data for drift samples are provided for each test hole. Samples, typically about 1.5 feet long, were collected at 5.0-foot intervals. These data include standard penetration tests (N; blows per foot), unconfined compressive strength (Qp; tons/ft 2 ) determined by pocket penetrometer, and moisture content. Also included for each sample are laboratory particle-size determinations by wet sieving for gravel and sand, and by hydrometer for silt and clay. The drift units per test hole are classified by relative bearing strengths and relative strength for till and lacustrine sediment, and 11 Table 7. Groupings of approximate bearing strengths (from Bergstrom and others, 1976; after Terzaghi and Peck, 1967) Relative strength Till and Lacustrine Sediment Unconfined Standard compressive penetration strength test (tsf) blow count* Sand and Gravel Bearing strength Standard penetration test blow count* Relative density Low Very soft Soft 0.25 0.25-0.5 2 2-4 4 Very loose Medium Medium Stiff 0.5-1.0 1.0-2.0 4-8 8-15 4-10 10-30 Loose Medium High Very High Very stiff Hard 2.0-4.0 >4.0 15-30 >30 30-50 >50 Medium Very dense *Blow count for 12-inch penetration (each blow is from a 140 pound hammer dropped from height of 30 inches). relative density for sand and gravel (table 7). These groupings are based on data from shallow borings. Standard Penetration Test (SPT) is conducted to determine the number of blows (N) needed to drive a split-barrel sampler (outside diameter = 2 inches) 12 inches by a 140-pound hammer dropped 30 inches. In this study, the split-barrel sampler was generally driven at least 1 foot, even when the blow count was given as greater than 100. Refusal (R) is reached at a blow count of 100 with less than one foot of penetration into the drift. The recovered samples have an outside diameter of about 1.4 inch. Unconfined compressive strengths were measured with a Soiltest Model CL-700 pocket penetrometer. Measurements were taken on the ends and at the centers of fresh split-barrel samples. The recorded value is an average of at least two of these tests. Moisture content of the sample is the ratio of the weight of water to the weight of the dry solids. Particle-size distribution was determined by wet sieving of gravel and sand and by hydrometer analysis of silt and clay (ASTM D-4-22, 1982). We follow the M.I.T. standard of particle size classes (Taylor, 1948): clay, <0.0039 mm; silt, between 0.0625 and 0.0039 mm; sand, between 2.0 and 0.0625 mm; gravel, >2.0 mm. For particle-size textural classes, we use a modified USDA standard (Soil Survey Staff, 1975). In the tables, gravel is reported as percentage of the total sample, and sand, silt, and clay as percentage of the <2.0 mm fraction. HYDROGEOLOGY Hydraulic conductivity was determined by pressure (packer) tests. Pie- zometers were installed to measure piezometric heads at a hypothetical tunnel elevation of about 320 feet mean sea level. Fluid losses during 12 surge tank by-pass flow valve meter "J!?" - compressed air 20 ft long J test interval 3$3sw5 Figure 14 Pressurized packer test design. drilling and water levels in open boreholes were recorded before dril- ling resumed each morning. Pressure Testing Downhole pressure testing provides information on the in situ hydraulic conductivity of the rock units. The equipment (fig. 14) was calibrated before the drilling program began to determine the amount of pressure loss in the pipe system due to the fractional drag between the wall of the pipe and the water. A pair of pneumatically operated rubber packers or bladders separated by 20.0 feet of perforated pipe was lowered into a drillhole to a predetermined depth. The packers are inflated to seal against the rock sidewalls; water is pumped into the rock interval between the packers at a selected pressure, and finally, the rate of water flow is measured. The data recorded during the tests are used to calculate approximate permeability values. The equipment used for these tests accurately measures hydraulic conductivities between 1.0 x 10" 6 and 5.0 x 10 _<+ cm/sec. Where no water flow was recorded, the hydraulic conductivity was assumed to be less than 1.0 x 10' 6 cm/sec. A standard procedure was adopted for this program so that test failures could be detected and data from the holes could be easily compared. A five-step up-and-down increase and decrease sequence of pressures was used for each test interval. Below a depth of 150 feet, the tests at a given depth were run in succession at pressures of 35 psi, 70 psi, 100 psi, 70 psi and 35 psi. Above a depth of 150 feet, the tests were run at 10 psi, 30 psi, 50 psi, 30 psi, and 10 psi. These pressures did not cause hydrostatic uplift. The pneumatic pressure (gauge pressure registered at ground surface) applied to the packers is based on the depth of the bottom packer and is the sum of three pressures: (1) gauge pressure, the maximum water pres- sure applied to a test interval; (2) pressure head, the height of the 13 WATER PRESSURE TEST PROJECT HOLE NO. Sheet of Hole Location Angle ( From Horizontal) Bearing Coordinates: N E. Ground Elevation Hole Size . Total Depth of Hole Tested by Date Tested Depth to Bedrock (down-hole) _ Water Depth Before Testing: Inclined Vert. Height of Gauge Above Ground LOCATION SKETCH INTERVAL TESTED (-ft.) (-m.) From To Length TAKE (— cu. ft.) (—gal.) (-liters) / mm. Meter Start End Water Loss Elapsed Time (min) Take PRESSURE (-psi) (-Kg/cm 2 ) Gauge (+) Column (+) Friction Loss (-) Net PERMEABILITY Units) REMARKS: Figure 15 Water pressure testing form. 60 - s z - 100 120 140 PSI NET PRESSURE 14 water column during the test from the top of the casing to the lower packer times 0.433; and (3) an arbitrary pressure set at 40 psi selected to seal the packer firmly against the rock wall without rupturing the packer or the rock (fig. 14). An example of the form used to record water pressure tests is shown in figure 15. The hydraulic condu presented in tables graphically on the interval (fig. 12). graphs. A sequence lower suggests that waterflow. Convers successively increa out. Water leakage occurred only at th ctivities, as calculated from packer-test data, are for each test-hole description, and are also plotted summary diagrams with the range of the five tests per The tabulated data should be compared with the of tests in which the values become successively fine-grained material may have progressively blocked ely, a sequence of tests in which the permeability ses suggests that fine-grained material was washed around packer bladders was suspected when flow e highest pressure test. Hydraulic conductivity is a property of saturated, porous rock, and the viscosity of the associated fluid (Freeze and Cherry, 1979); it is not affected by pore-water pressure or pressure gradients. Certain cautions must be taken to avoid test failures which may be due to one or more factors: erosion of fines and plugging of the rock unit; erosion and washout of fines, which increases permeability; hydrostatic uplift and increase of permeability; friction loss in the pipes; leakage around a packer; and rupture of a packer. A graphic comparison of four commonly used units of hydraulic conduc- tivity is shown in figure 16. This figure also indicates typical values associated with different earth materials and rock types. PERMEABILITY/HYDRAULIC CONDUCTIVITY 10 6 1 10 s 1 10 4 1 10 3 1 10 2 i gal/ft 2 /day 10 i 1 i 10-' 1 1 10- 2 1 10~ 3 I 10" 4 1 10 s 1 10 4 1 10 3 1 10 2 1 10 I ft/day 1 1 10-' i 10 I -2 10- 3 1 io- 4 1 io- s i 10 4 1 10 3 i 10 2 1 10 1 m/day 1 10" 1 i i 10" 2 1 10- 3 10" 4 1 io- 5 1 10" 6 i 10 2 1 10 1 i 10' 1 1 10- 2 1 cm /sec 10~ 3 10" 4 i i io- s 1 10" 6 10- 7 1 10" 8 io- 9 1 Very high High RELATIVE PERMEABILITY Moderate Low Very low Clean gravel Clean sand, and sand and gravel REPRESENTATIVE SOILS Fine sand • Silt, clay and mixtures of sand, silt, and clay Massive clay Cavernous limestone or dolomite; vesicular lava REPRESENTATIVE ROCKS Clean sandstone; fractured limestone, dolomite or igneous and metamorphic rocks Laminated sandstone, shale, mudstone; slightly fractured limestone or dolomite Massive igneous and metamorphic rocks ISGS 1985 Figure 16 Permeability/hydraulic conductivity chart (modified from the U.S. Dept. of Interior Groundwater Manual, 1981). 15 To Total Depth Figure 17 Standing water level (Casagrande) piezometer design. Installation of Casagrande Piezometers To make long-term observations of the piezometric head at test intervals between about 275 and 360 feet above mean sea level, we installed standing-water-level Casagrande (head) type piezometers (fig. 16). Table 8 lists the depth to the bottom of each slotted section, top and bottom depth and elevation of the gravel pack, and the stratigraphic unit and lithology of the tested section. Table 9 lists periodic water-level readings. Nearly static water levels have been attained in all piezometers after 8 months of monitoring. The height of the water column in the piezometer indicates the water pres- sure (pressure head) in the rock along the slotted section (see fig. 6). 16 Table 8. Depth and elevation of 1.5-inch diameter (OD) piezometers, including stratigraphic unit and lithology of the test interval Depth from gi "ound su rface Elevation of gravel-pack Stratigraphic Test to bottom of to gravel -pack unit and hole slotted section (ft) intervals (ft) intervals (ft) lithology S-18 355.2 340.2-360.2 315.8-295.8 Galena, limestone S-19 342.6 330.0-347.8 316.0-298.2 Galena and Platteville, limestone and dolomite S-20 416.2 402.0-422.8 315.0-294.2 Galena, limestone S-21 303.5 288.5-320.8 359.5-327.2 Galena, dolomite S-22 371.0 356.0-373.3 307.0-289.7 Galena, limestone S-23 474.3 459.3-484.1 294.7-269.9 Platteville, dolomite S-24A 604.7 589.7-609.7 313.3-293.3 Platteville, dolomite S-26 502.5 487.5-502.5 327.5-312.5 Platteville, dolomite S-27 465.0 450.0-475.5 289.0-263.5 Platteville, dolomite S-28 435.0 420.0-443.0 311.0-288.0 Galena, limestone S-30 545.0 530.0-550.0 353.0-333.0 Platteville, dolomite Table 9. Water levels measured in piezometers (ft) Test Hole S-18 S-19 S-20 S-21 S-22 S-23 S-24A S-26 S-27 S-28 S-30 Ground surface elevation 656 646 717 648 663 754 903 815 739 731 883 1986 Sep. 17 dry 156.4 364.9 57.0 14.8 -- -- -- -- -- — Oct. 14 dry 154.7 353.0 61.1 105.4 — — — — — — Nov. 17 352.2 154.5 354.9 56.5 105.2 -- -- -- -- — -- 1987 Jan 15 dry 154.8 -- 58.0 106.4 -- -- -- -- -- -- Feb 19 dry 154.9 354.6 56.4 — 187.9 417.0 265.3 203.1 427.5 353.5 Mar 15 dry 154.0 354.7 55.1 105.6 187.8 416.6 265.2 302.7 dry 353.3 Apr 15 dry 154.4 353.1 57.6 106.3 187.0 415.2 263.6 301.1 dry 351.7 May 14 dry 154.3 354.7 54.6 106.5 187.6 415.7 264.8 302.4 dry 351.2 Jun 15 dry 154.3 354.6 56.1 105.5 187.3 415.1 264.6 302.2 dry 353.1 Jul 16 dry 154.7 354.2 56.3 105.1 187.6 415.4 263.4 302.4 dry 353.4 Aug 17 dry 154.2 354.5 56.0 104.8 187.8 414.8 263.6 301.8 dry 353.2 Sep 15 dry 154.1 354.4 55.3 105.1 192.8 416.8 262.5 302.4 dry 353.2 Oct 14 dry 154.4 354.6 54.6 105.8 188.1 416.7 263.1 302.7 dry 353.2 (--) indicates no water level data recorded Introduction to Data Presented for Each Test Hole The description of each test hole provides the following information: • location, property owner, surface elevation, and total depth; • stratigraphic column of geologic units penetrated; • summary diagram of data including piezometer heads (measured) October 14, 1987; table 9), drilling rate, core recovery, Rock Quality Designation, distance between horizontal separations, fracture frequency, schematic sketch of fractures, and range of water pressure tests; • tables of pressure test data; • dip diagrams of joints observed in vertically oriented core, or strike frequency diagrams of core from angle holes; • tables of engineering properties and particle-size analyses of drift, 17 CM Cl (_ cn o a. -h 100* CO O rH lo 00 CM O LO "3- i— 1 cm co o CM O O CO rH CM cm ro O (XI CM OO O r- lo o O >— i «* cn O CM o en 1 — 1 1 — 1 O o -* "- 1 CM CM o o "-* rH CD O CM o CM i— 1 CM CM CM ro lo oo •—< ro i — i o Cn CO On CM en LO CO o CM LO LO £ LT> CO co CT> CM CM CO CM CM LO CO CM o o o O o - 1 CM o o CD CM o o CM o CM O CM CM CM <— 1 o ro o o O o o O ro - o CM LO CM "=3- ro CO CM o CO CD r- 1 CO CO CO CO i— 1 CO - 1 O p«* CM o oo CO o CM CM Cn CM CM 1 — 1 ro o CO co r-. 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HERBERT TILL MEMBER MAQUOKETA GROUP ,jmmij^ | -l 100 - : zE~zE~zz = Iz 1 1 "• o < z < WISE LAKE FORMATION / ; / / / / / / / / i i ___ ■ i / ; / / / / — 1 I-" 1 1 / / / / / / / / / / 1 1 / A DUNLEITH FORMATION / A / 300 — / / 1 1 1 / / / / / / i i PLATTEVILLE GROUP OUIMBYS MILL- NACHUSA FORMATIONS 1 1 i 1 A 1 1 1 1 A A 1 aqq c ft in i i Silty clay loam, black to brown (0-4 ft) Gravelly loam, brown, very poorly sorted (4-8 ft) Sand and gravel, brownish gray, very poorly sorted (8-23 ft) Till, gray clay loam (23-25 ft) Silt and clay, reddish brown, laminated, fines upwards (25-40 ft) Sand, black and reddish brown, fine grained, stratified, contains wood fragments (40-46 ft) Till, pinkish brown loam, fine sand from 52 to 57 ft; lowermost ft composed of rock rubble (46-71.0 ft) Siltstone, olive gray, dolomitic, laminated (71.0-79.6 ft) Dolomite, yellow gray, dark speckled, medium to coarse grained, vuggy, fossiliferous; beds every 0.4 to 0.6 ft separated by olive-gray shaly laminae (79.6-84.2 ft) Shale, olive gray, dolomitic, fossiliferous, greenish gray at base (84.2-151.5 ft) Dolomite, pale yellow brown to dusky yellow brown, fine to medium grained, vuggy and oil stained, minor shaly laminae, pyritic along upper contact (151.5-186.3 ft) Limestone, similar to above (186.3-199.7 ft) Dolomite, as above (199.7-222.6 ft) Limestone, as above (222.6-239.1 ft) Dolomite, as above (239.1 -286.1 ft) Mixed layer clay, light gray (223.0-223.3 ft) Dolomite and limestone, as above, but with occasional chert nodules (286.1-339.5 ft) Limestone and dolomite, pale yellow brown, mottled medium light gray, fine grained (339.5-379.8 ft) Dolomite, light to medium light gray, intensively burrowed, with dark gray to olive-gray shaly laminae less than 0.01 ft thick about every 0.6 ft (379.8-384.3 ft) Dolomite, pale yellow brown, dark yellowish brown mottles, fine grained, calcareous, occasional chert nodules, dusky yellow brown shaly laminae every 0.4 to 0.6 ft (384.3-488.6 ft T.D.) Figure 21 Stratigraphic column for Test Hole ISGS S-19. 28 TEST HOLE ISGS S-19 Location: NE1/4 NE1/4 NE1/4 NE1/4 Sec. 16, T37N, R7E Property: Village of Bristol Surface Elevation: 646 feet Total Depth: 488.6 feet STRATIGRAPHY Bedrock The stratigraphic column (fig. 21) shows the lithologies and depths of the drift and rock units encountered in ISGS S-19. The hole penetrated (from top to bottom) 71 feet of glacial drift; 80.5 feet of interbedded siltstone; argillaceous, medium- to coarse-grained dolomite; and olive- gray dolomitic shale (Maquoketa Group, undifferentiated); 134.6 feet of pale yellow-brown, fine- to medium-grained, slightly vuggy limestone and dolomite (Galena Group, Wise Lake Formation); 53.4 feet of pale yellow- brown, fine- to medium-grained, cherty dolomite and limestone (Galena Group, Dunleith Formation); and 149.1 feet of pale yellow-brown, mottled dark gray, very fine-grained, cherty dolomite and limestone (Platteville Group, Quimbys Mill and Nachusa Formations). The Dygerts Clay Bed was noted at 223 feet. The upper 4 feet of the Wise Lake has oil -stains along fractures and vugs. Glacial Drift The glacial drift, which is 71 feet thick, includes from top to bottom 8 feet of black to brown silt loam and gravelly loam (Richland Loess and Peyton Colluvium), and 15 feet of brownish gray, poorly sorted sand and gravel (Henry Formation). Deeper material includes about 2 feet of gray clay loam till (Maiden Till Member, Wedron Formation); 15 feet of lamin- ated reddish brown silt and clay; and 6 feet of wood-bearing, pinkish brown sand (Peddicord Formation). The underlying Glasford Formation is 25 feet thick; it consists of pinkish brown loam to sandy loam till (Herbert Till Member), except for the interval from 52 to 57 feet deep, which is composed of fine sand, and the lowermost foot, which is com- posed of rock rubble. The Herbert Till Member of the Glasford Formation has been tentatively identified in two additional borings: ISGS S-24 and S-30. The Herbert has been correlated from deposits in Boone County (Berg et al., 1985) on the basis of the sandy loam texture, and high illite content (about 74 percent). Other characteristics of the Herbert in the study area include abundant boulders, low moisture content (about 7.5 percent) and light pink color. The Herbert in the study area may be a higher illite facies of the Argyle Till Member of the Winnebago Formation or the Fairdale Till Member of the Glasford Formation (Berg et al., 1985). GEOTECHNICAL DATA Bedrock Figure 22 shows the drilling rate, core recovery, Rock Quality Designa- tion, and fracture frequency for each run at IGS S-19. 29 Recorded Rock drilling Core Quality rate recovery Designation m in/ft % % Distance between horizontal separations in ft Fracture frequency # /10ft _/'_ It I =f= L 1 — 5^ rr T2 T= —J 90 100 80 90 100 I5BL ~-~ m Water pressure tests (permeability cm/sec) <10~ 7 10" 6 10"* 10" 4 10 3 10~ 2 Piezometric head/base (ft) Figure 22 Summary diagram for Test Hole ISGS S-19. 30 * Fractures shown correspond to fracture trequency except where extensively fractured The Maquoketa contains ten joints and fractures that range from nearly horizontal to a dip of 75 to 90 degrees (fig. 23a). Of these discon- tinuities, five have no filling, four are completely filled with clay, and one is filled with pyrite and clay. All joints and fractures are sound; 20 percent are planar and 80 percent are wavy. Half of the asperities are rough, and half are smooth. The Wise Lake contains 14 fractures and joints, 26 percent of the total in this borehole. The discontinuities dip 50 to 90 degrees (fig. 23b). Seven fractures and joints have no filling, seven are partly or com- pletely filled with calcite, and one is filled with clay. The calcite- and clay-filled fractures have traces of pyrite. Fifty percent are healed. All have sound rock surfaces that are wavy (79 percent) or uneven (21 percent); all surfaces have rough asperities. The Dunleith contains only seven fractures and joints. The discontinui- ties dip 70 to 90 degrees (fig. 23c). All fractures and joints are sound; three are partly to completely filled with calcite and one is partly filled with pyrite. Two of the calcite-filled discontinuities are healed. Eighty-six percent of the surfaces are wavy and 14 percent are uneven with 71 percent of the asperities characterized as rough and 29 percent as smooth. The Platteville has 22 fractures and joints, 36 percent of the total found in ISGS S-19. One highly fractured zone (fracture frequency = 1.1/ft) occurs from 339.5 to 359.0 feet. The discontinuities dip 70 to 90 degrees (fig. 23d). Fourteen of the 22 fractures and joints are partially to completely filled with calcite (75 percent), clay (19 percent), or pyrite (6 percent). Twenty-one surfaces are sound; one is altered. Fifty percent of the fractures and joints are healed; 77 percent are planar and 23 percent are uneven. The asperities are rough. Average fracture frequencies are 0.12, 0.10, 0.13, and 0.45 fractures per foot for the Maquoketa, Wise Lake, Dunleith, and Platteville, respectively (table 12). Core recovery is excellent with average values of 99.2, 100.0, 99.6, and 97.9 percent for the Maquoketa, Wise Lake, Dunleith, and Platteville, respectively. Average RQD values are also excellent with 98.6, 100.0, 99.6, 99.1 percent for the Maquoketa, Wise Lake, Dunleith, and Platteville, respectively (tables 13 and 14). Water circulation was lost during coring in the Maquoketa at approxi- mately 83 feet and was never regained. The water level was 151 feet below the ground surface 14 hours after the borehole was completed. Drift The drift at ISGS S-19 is heterogeneous, consisting of relatively thin beds of sand and gravel, lacustrine clay, and till. The material has medium to high bearing capacity. A notable interval between about 30 to 40 feet deep is composed of 87.7-percent clay with a 28.8-percent mois- ture content (table 17). As the clay minerals are predominantly ill i te 31 c. b. 15 Joints 1 5 Joints 15 Joints Figure 23 Number and angle of dip of joints in core from Test Hole ISGS S-19- a. 80.5 feet of Maquoketa Group strata b. 134.6 feet of Wise Lake Formation (Galena Group) strata c. 53.4 feet of Dunleith Formation (Galena Group) strata d. 149.1 feet of Platteville Group strata (<70 percent), kaolinite, and chlorite with some smectite, this clay bed has a low shrink-swell capacity. HYDR0GE0L0GIC DATA Pressure testing Results of individual pressure tests for this boring are listed in table 18. Calculated hydraulic conductivity values range from 6.7 x 10' 2 cm/sec to less than 1.0 x 10" 6 cm/sec and are shown graphically in figure 22. Piezometer The test interval in ISGS S-19 is located from 330.0 to 347.8 feet deep in the Dunleith Formation of the Galena Group and the Quimbys Mill Formation of the Platteville Group (fig. 22). The piezometric head is 188.2 feet (table 9). 32 Table 17. Engineering properties and particle-size distribution of drift for Test Hole ISGS S-19 Unit* N (blows/ft) QP (tsf) Moisture content (%) Gravel (% of total sanple) <2mm fraction Unified Depth of sample (ft) Sand (%) Silt Clay (%) («) soil classifi- cation 3.5-5.0 A 7 -- 16.9 2.4 15.4 47.5 37.1 CL 8.5-10.0 13.5-15.0 18.5-20.0 B 17 33 20 ~ ~ -- -- -- — GW GW GW 23.5-25.0 C 21 -- 9.3 15.4 35.2 38.5 26.3 CL 28.5-30.0 33.5-35.0 38.5-40.0 D 22 11 12 :-; 22.3 28.5 28.8 0.0 0.0 0.2 0.1 23.0 76.8 12.2 87.7 ML CL CL 43.5-45.0 E 27 -- -- -- -- — SP 48.5-50.0 F 28 -- 8.3 9.9 47.8 34.5 17.7 CL 53.5-55.0 G 37 -- -- -- -- -- SP 58.5-60.0 63.5-65.0 H 47 45 — 8.4 50.4 24.6 49.5 69.1 33.7 16.8 20.6 10.3 CL CL Qp = unconfined compressive strength as measured by pocket penetrometer R = refusal *unit description A = sandy loam, gravelly base B = brownish gray sand and gravel C = gray clay loam till D = pinkish brown laminated silt (top) and clay E = black and reddish brown fine sand with wood fragments F = pinkish brown loam till G = fine sand with till ball? H = pinkish brown loam and sandy loam till Table 18. Hydraulic conductivity (cm/sec) calculated from pressure tests in Test Hole ISGS S-19 Depth of Pressure test interval (ft) 35 psi 70 psi 100 psi 70 psi 35 psi 382-362 * 7.6xl0" 7 l.lxlO -6 7.6xl0" 7 * 362-342 5.8xl0"5 4.4xl0"5 3.5xl0"5 3.9xl0" 5 5.5xl0" 5 342-322 5.4X10" 1 * 3.4X10" 1 * 3.1xl0 _1 + 4.1X10" 4 * 1.2xl0" 3 322-302 5.8xl0~ 6 7.8xl0~6 l.OxlO' 5 9.4xl0~6 5.8xl0~6 302-282 8.7xl0"6 7.8xl0~6 9.0xl0~6 7.8xl0"& 8.7xl0~6 282-262 5.8x10-6 6.3xl0~6 7.8xl0~ 6 6.3xl0~6 8.7xl0" 6 262-242 5.8xl0"6 6.3xl0~6 2.2xl0"5 l.lxlO'5 1.2xl0~ 5 242-222 2.9xl0" 6 1.6xl0~6 2.2xl0~6 1. 6x10*6 2.9xl0~ 6 222-202 1.5xl0~6 7.8xl0" 7 l.lxlO" 6 7.8xl0" 7 1.5xl0~ 6 202-182 9.6xl0"5 6.7xl0" 5 6.7xl0"5 7.0xl0"5 l.lxlO" 4 182-162 5.8x10-6 3.1xl0"6 7.8xl0"6 7.8xl0~6 8.7xl0~6 162-142 * 7.8xl0" 7 5.6xl0"6 1.6xl0" 6 * 10 psi 30 psi 50 psi 30 psi 10 psi 142-122 * 3.3xl0"6 4.3xl0"6 * * 122-102 7.6x10-6 l.OxlO'5 1.5xl0"5 6.6xl0" 6 7.6xl0 _ 6 102-82 1.9xl0" 2 1.4xl0"2 6.7xl0"2 1.4xl0" 2 9.1xl0" 3 94.5-74.5 9.2xl0"3 8.3xl0" 3 3.6xl0" 3 8.4xl0" 3 3.3xl0"2 *No flow was detected during test. Reverse flow was observed in one test interval (102-82 ft). 33 100 — 200 — 400 — 468.4 ft T.D. o . : «• V. /- \' ^^7 * / s z ^g^g 300 — PEDDICORD FM. ELWOOD FM. MAQUOKETA GROUP WISE LAKE FORMATION Till, yellowish brown silty clay loam from to 10 ft, gray clay loam and silty clay from 10 to 40 ft, gray clay loam from 40 to 52 ft (0-52 ft) Sand and gravel, gray, very poorly sorted (52-73 ft) Till, pinkish brown sandy loam and loam from 73 to 85 ft, pinkish brown and gray loam from 85 to 116 ft Silt and sand, yellowish brown, stratified, generally well sorted (116-148 ft) Dolomite, light greenish gray, very fine grained, cal- careous, slightly argillaceous, very cherty (148.1-163.9 ft) Dolomite, light greenish gray, greenish gray and yellowish gray, fine to coarse grained, argillaceous; separated by thin greenish gray shale laminae (163.9-196.3 ft) Shale, greenish gray, grayish purple, and olive gray, silty, dolomitic; interbedded with limestone, as above (196.3-239.5 ft) Dolomite, yellow gray, dark speckled, coarse grained, vuggy, very argillaceous; separated by olive-gray shale laminae (239.5-254.8 ft) Shale, olive gray, fossiliferous, laminated; greenish gray in lower ft (254.8-322.5) Dolomite, pale yellow brown, medium dark gray in the upper ft, burrowed, vuggy, fine to medium grained (322.5-331.4 ft) Dolomite, as above, calcareous (331.4-340.8 ft) Dolomite, as above, some interbedded limestone (340.8-354.4 ft) Limestone, yellow gray to white to pale yellow brown, gray mottles, fine grained, separated by very thin olive gray shaly laminae (354.4-461.1 ft) Mixed-layer clay, light greenish gray (414.30-414.35 ft) Limestone, as above, some stylolites (461.1-468.4 ft T.D.) Figure 24 Stratigraphic column for Test Hole ISGS S-20. 34 TEST HOLE ISGS S-20 Location: SW1/4 NE1/4 SE1/4 NE1/4 Sec. 2, T37N, R8E Property: Illinois Department of Transportation, District 1 Surface Elevation: 717 feet Total Depth: 468.4 feet STRATIGRAPHY Bedrock The stratigraphic column (fig. 24) shows the lithologies and depths of the drift and rock units encountered in ISGS S-20. The hole penetrated (from top to bottom) 148 feet of glacial drift; 15.8 feet of light greenish gray, very fine-grained, very cherty dolomite (Elwood Forma- tion); 158.6 feet of interbedded, yellow-gray to greenish gray, fine- to coarse-grained, argillaceous dolomite and olive-gray shale (Maquoketa Group, undifferentiated); and 145.9 feet of pale yellow-brown, fine- to medium-grained dolomite and limestone (Galena Group, Wise Lake Forma- tion). The Dygerts Clay Bed was noted at 414.30 feet. Glacial Drift The glacial drift is 148 feet thick, and from top to bottom includes 52 feet of yellowish brown silty clay loam to gray clay loam and silty clay till (Yorkville Till Member, Wedron Formation); 21 feet of gray poorly sorted sand and gravel, 43 feet of pinkish brown loam, sandy loam and clay loam till (Maiden Till Member); and 32 feet of gray to yellow- ish brown, well-sorted, laminated fine sand and silt (Peddicord Forma- tion). GEOTECHNICAL DATA Bedrock Figure 25 shows the drilling rate, core recovery, Rock Quality Designa- tion, and fracture frequency for each run at ISGS S-20. No significant features were found in 15.8 feet of core composed of Silurian dolomite. The Maquoketa contains six discontinuities, and five of these dip 85 to 90 degrees (fig. 26a). Four are unfilled, and the remainder are com- pletely filled with calcite and healed. All have sound rock surfaces. Three are planar, and three are wavy. There are three surfaces each with rough or smooth asperities. One broken zone extends from 166.6 to 167.1 feet. The Wise Lake contains 15 discontinuities, 71 percent of the fractures and joints in ISGS S-20. The discontinuities dip 60 to 90 degrees (fig. 26b); seven of these have no filling, and the remaining 8 are partially or completely filled with calcite (7) or pyrite (1). All of the rock surfaces are sound and 14 are healed. One-third of the sur- faces are planar, and two-thirds are wavy. Asperities are either rough (27 percent) or smooth (73 percent). 35 Q. > CD «? D ill Recorded Rock drilling Core Quality rate recovery Designation min/ft % % Distance between horizontal separations in ft Fracture frequency #/10ft ■400 -z_- 525 ■ _ ■!_ _ _!_ N \ \ \ N 12 3 j» 5 t | y y 100 i y> JO 100 | J | t< ' l -| "| ^ f N Aa A.n y x 375 / j ' ' ■ ^' ■ ' ■ ' ■■■ ' ■ ' ■ ' ■ ' ■ ^ r- I I I Water pressure tests (permeability cm/sec) 10" 7 10 -6 1 CL 23. 5-25.0 17 2.3 — 22.5 21.6 39.8 38.6 CL 28.5-30.0 23 2.5 16.0 2.9 11.9 46.3 41.8 CL 33.5-35.0 21 2.8 17.3 2.6 10.7 46.3 43.0 CL 38.5-40.0 19 3.0 17.2 17.7 10.8 46.1 43.1 CL 43.5-45.0 47 3.2 12.3 13.3 19.5 43.9 36.6 CL 48.5-50.0 27 3.0 9.8 23.9 33.9 36.6 29.5 CL 53.5-55.9 C 115 -- -- 49.1 69.6 16.9 13.5 GW 58.5-60.0 41 -- -- 51.4 73.2 13.1 13.7 GW 63.5-65.0 41 -- -- 61.4 80.1 12.1 7.8 GW 68.5-70.0 34 -- -- 48.4 80.9 9.9 9.2 GW 73.5-75.0 D 18 1.3 10.9 10.5 47.9 34.3 17.8 CL 78.5-80.0 83 4.5 9.6 20.3 50.5 38.1 11.4 CL 83.5-85.0 70 2.8 -- 43.8 59.3 31.6 9.1 GW 88.5-90.0 E 27 2.0 10.6 34.2 55.4 23.8 20.8 CL 93.5-95.0 92 3.0 12.3 9.1 30.8 32.6 36.6 CL 98.5-100.0 73 >4.5 8.7 28.4 36.0 44.0 20.0 CL 103.5-105.0 R >4.5 8.3 20.0 35.4 42.5 22.1 CL 108.5-110.0 123 -- 7.0 19.9 36.1 43.6 20.3 CL 113.5-115.0 122 -- 8.8 16.8 34.3 44.9 20.8 CL 118.5-120.0 F R -- -- 1.1 34.9 61.7 3.4 SP 123.5-125.0 R -- — 37.3 77.5 19.0 3.5 SP 129.0-130.5 111 -- -- 0.7 53.2 43.0 3.8 SP 133.5-135.0 126 -- -- 16.4 85.0 11.9 3.1 SP 138.5-140.0 R -- -- -- -- -- -- SP 143.5-145.0 110 -- — 0.4 81.1 17.1 1.8 SP Qp = unconfined compressive strength as measured by pocket penetrometer R = refusal *unit description A = yel low-brown till B = gray clay loam to silty clay loam to silty clay till C = poorly sorted, gray sand and gravel D = pinkish brown sandy loam and loam E = pinkish brown and gray loam till F = yellowish brown stratified sand and silt, generally well sorted 38 Table 20. Hydraulic conductivity (cm/sec) calculated from pressure tests in Test Hole ISGS S-20 Depth of Pressure test interval (ft) 35 psi 70 psi 100 psi 70 psi 35 psi 451-431 * 6.2x10"? 1.4xl0"6 1.2xl0"6 9.9xl0"7 431-411 * 6.2x10-7 4.7x10-7 6.2x10-7 • 411-391 * * * * * 391-371 * 6.2xl0" 7 * * * 371-351 * * 4.7x10-7 * * 351-331 2.0xl0"6 1.9xl0"6 1.4xl0"6 1.9x10-6 9.9x10-7 331-311 2.0x10-6 1.2x10-6 9.5xl0"7 6.2x10-7 9.9x10-7 311-291 * * * * * 291-271 * * * * * 271-251 3.9xl0"6 3.7xl0"6 3.3x10-6 2.5x10-6 2.0x10-6 251-231 5.7x10-5 6.7x10-5 7.3x10-5 7.6x10-5 7.9x10-5 231-211 * 6.2xl0" 7 4.7x10-7 * * 211-191 2.6x10-5 2.6x10-5 2.6xl0"5 3.0x10-5 3.2xl0"5 191-171 2.0x10-6 1.9x10-6 1.4x10-6 6.2x10-7 9.9x10-7 171-151 1.4x10-5 1.9x10-5 1.5xl0"5 1.5xl0"5 1.8xl0"5 * No flow was detected during test. 39 404.5 ft T.D — ' ■■ ■•.-.■.•' •••.-.'■ .'-■■ z o 5 s oc o > oc z Ul z •<=» .' • • < T > '. • f^ ' 100 — z o g s DC o z o oc Q Ul < Ui •a: 'o ■'.' c» e> -" » ' ^ ' - < GLASFORD FM -<-*-*-<.- MAQUOKETA GROUP : =z=TzzTz£ / / 0. O tr o < H HI _l < WISE LAKE FORMATION / / / / / 200— / / / / / / / / -4 / / / / / / / / / / / 300 — / / / ' / ' 9 DUNLEITH FORMATION I A T 1 £ i r i i i i GUTTENBERG 1 / ' / PLATTEVILLE GROUP OUIMBYS MILL- NACHUSA FORMATIONS / / / / i i i -/ / - Sand, orange brown to pinkish brown, laminated; pinkish brown loam from 8.5 to 9.0 ft (0-15 ft) Sand, pinkish brown, 6-in thick beds that fine upwards from coarse to very fine sand, laminated (15-35 ft) Sand and gravel, pinkish brown, stratified (35-65 ft) Till, pinkish brown clay loam, soft at top, gray sand and gravel at base from 111 to 118 ft (65-118 ft) Till, olive-green loam (118-121 ft) Shale, purple and green, very soft, high moisture content, weakly developed silans (soil structure) (121-129.0 ft) Dolomite, olive gray, very fine grained, very argillaceous, silty (129.0-130.1 ft) Shale, olive gray, brittle, dolomitic (130.1-134.7 ft) Dolomite, olive gray, very fine grained, very argillaceous, laminated to slightly burrowed (134.7-135.5 ft) Shale, olive gray, greenish gray in lower 2 ft, dolomitic (135.5-172.7 ft) Dolomite, pale yellow brown, calcareous, slightly to moderately vuggy, slightly oil stained in the upper 2 ft, fine to medium grained, some pyrite and calcite-filled vugs (172.6-315.5 ft) Mixed layer clay, light olive gray (240.15-240.20 ft) Dolomite, as above, with occasional chert nodules (315.5-340.8 ft) Limestone, yellow gray to pale yellow brown, light gray mottles, fine to medium grained (340.8-356.5 ft) Limestone, interbedded with dolomite, separated by reddish brown shaly laminae (356.5-360.9 ft) Dolomite, pale yellow brown, some medium dark gray mottles, calcareous, fine grained with occasional white chert nodules (360.9-387.3 ft) Limestone, pale yellow and pinkish white, mottled medium dark gray, occasional stylolites (387.3-402.1 ft) Dolomite, medium gray, very fine grained, very argillaceous and burrowed, separated by olive-gray shaly laminae (402.1-404.5 ft T.D.) Figure 27 Stratigraphic column for Test Hole ISGS S-21. 40 TEST HOLE ISGS S-21 Location: NE1/4 NE1/4 NE1/4 NE1/4 Sec. 7, T37N, R7E Property: Feltes Sand and Gravel Company Surface Elevation: 648 feet Total Depth: 404.5 feet STRATIGRAPHY Bedrock The stratigraphic column (fig. 27) shows the lithologies and depths of the drift and rock units encountered in ISGS S-21. The hole penetrated (from top to bottom) 121 feet of glacial drift; 51.7 feet of interbedded, \/ery fine-grained, very argillaceous dolomite and olive-gray dolomitic shale (Maquoketa Group, undifferentiated); 142.8 feet of pale yellow- brown, fine- to medium-grained, vuggy dolomite (Galena Group, Wise Lake Formation); 41.0 feet of pale yellow-brown, fine- to medium-grained, cherty dolomite (Galena Group, Dunleith Formation); 4.4 feet of pale yellow-brown, fine- to medium grained limestone and dolomite with reddish brown shaly laminae (Galena Group, Guttenberg Formation); and 43.6 feet of pale yellow-brown, medium-gray, burrowed, fine-grained, pure to argillaceous dolomite and limestone (Platteville Group, Quimbys Mill and Nachusa Formations). The Dygerts Clay Bed was noted at 240.15 feet. Glacial Drift The glacial drift is 121 feet thick and from top to bottom is composed of 65 feet of sand and gravel with a 1.5-foot-thick loam till bed at 8.5 feet (Henry Formation, related to the Maiden Till Member, Wedron Forma- tion), 53 feet of pinkish brown clay loam till and 7 feet of gray sand and gravel (Tiskilwa Till Member, Wedron Formation), and 3 feet of olive-green loam till (Glasford Formation, undifferentiated). The latter bed has small manganese concretions, silty segregations (silans), and is leached, indicating that it is a paleosol. The silans extend into the upper 4 feet of the bedrock. GEOTECHNICAL DATA Bedrock Figure 28 shows the drilling rate, core recovery, Rock Quality Designa- tion, and fracture frequency for each run at ISGS S-21. The 18 discontinuities in the Maquoketa are sound with smooth surfaces; 89 percent are planar, and 11 percent wavy. Fifty-six percent of the discontinuities are partly to completely filled with clay. The dip of fractures and joints is variable (fig. 29a). Six broken and fractured zones are located in the Maquoketa. The most significant broken zone extends from 130.5 to 139.5 feet and is located directly below the bedrock surface. The Wise Lake contains 21 fractures and joints that are planar (71 per- cent) or wavy (29 percent) with smooth (57 percent) or rough (43 per- cent) asperities. Eighty-one percent of the discontinuities have sound 41 Recorded Rock drilling Core Quality rate recovery Designation min/ft % % Distance between horizontal separations in ft Fracture frequency #/10ft 5 80 90 100 80 90 100 Water pressure tests (permeability cm/sec) 10 ' 0" 6 10 5 10 * 10° 10" 2 Piezometric head/base (ft) -300- - 350 ' I ES3^ / , / ^ / , / s - I T-r+r ■ >.---.-.-il-.-.--»->X zn SffixS mm ^ w4t J: Test j J overlap 1 ft Test overlap S:v: : :-:j R a n 9Q of values Base of piez ' Fractures shown correspond to fracture frequency except where extensively fractured Figure 28 Summary diagram for Test Hole ISGS S-21. 42 1 5 Joints a. 15 Joints d. Figure 29 Number and angle of dip of joints in core from Test Hole ISGS S-21 . a. 51 .7 feet of Maquoketa Group strata b. 142.8 feet of Wise lake Formation (Galena Group) strata c. 41.0 feet of Dunleith Formation (Galena Group) strata d. 43.6 feet of Platteville Group strata rock planes and the remainder are slightly altered. Fifty-two percent of all the fractures and joints are healed. Fifty-seven percent of the discontinuities have no filling and the other 43 percent are partly to completely filled with clay (5), calcite (2), or shale (1). Fifty-seven percent of the joints and fractures dip 80 to 90 degrees and 19 percent have no dip (fig. 29b). One discontinuity, at 245.8 feet, contains brecciated fragments up to 0.4 inches across. The Dunleith contains two discontinuities (fig. 29c) along 45.4 feet of core. One of these dips 80 degrees, has no filling, and is healed, sound, planar, and smooth. The other discontinuity is horizontal, contains a complete clay filling and is planar and rough. One broken zone extends 0.2 feet. Eight of the nine fractures and joints in the Platteville dip 75 to 90 degrees (fig. 29d). The discontinuities are sound with wavy (7), planar (1), or uneven (1) surfaces. The asperities are smooth (6) or 43 Table 21. Engineering properties and particle-size distribution of drift for Test Hole ISGS S-21 Moisture Gravel (% of <2mm fraction Unified Depth of soil s amp 1 e N QP content total Sand Silt Clay classifi- (ft) Unit* (blows/ft) (tsf) (%) sample) (%) (%) (%) cation 3.5-5.0 A 21 __ __ _- .- -_ SP 8.5-10.0 25 -- -- 51.9 45.2 35.5 19.3 CL 13.5-15.0 22 -- -- -- -- -- — SP 18.5-20.0 B 28 -- -- -- -- -- -- SP 23.5-25.0 25 — -- -- -- — — SP 28.5-30.0 36 — -- -- -- -- -- GW 33.5-35.0 64 -- -- -- -- -- — GW 38.5-40.0 C 40 -- -- -- -- -- -- GW 43.5-45.0 44 -- -- — -- — — GW 48.5-50.0 60 -- -- -- -- -- -- GW 53.5-60.0 110 -- -- -- -- -- — CL 63.5-65.0 42 -- -- -- -- -- -- CL 68.5-70.0 D 41 < ■ -POOR REC0VERY-- > CL 73.5-75.0 71 < -P00R RECOVERY--- > CL 78.5-80.0 E 70 >4.5 10.0 -- -- -- -- CL 83.5-85.0 73 >4.5 10.1 8.1 30.5 38.0 31.5 CL 88.5-90.0 50 >4.5 10.2 4.3 31.2 38.5 30.3 CL 93.5-95.0 69 4.0 10.5 4.2 31.1 37.1 31.8 CL 98.5-100.0 61 4.5 10.3 3.6 31.1 37.6 31.3 CL 103.5-105.0 75 >4.5 10.6 4.3 30.5 37.9 31.6 CL 108.5-110.0 76 4.5 10.0 3.7 31.6 37.3 31.1 CL 113.5-115.0 F 106 -- -- -- -- -- -- GL 118.5-120.0 G R >4.5 10.5 24.8 36.9 37.9 25.2 CL 123.5-125.0 H R >4.5 24.6 1.0 6.6 61.8 31.6 CL 128.5-130.0 R 4.5 < POOR RECOVERS r > SHALE Qp = unconfined compressive strength as measured by pocket penetrometer R = refusal *unit description A = orange-brown (top) to pinkish brown fine sand; laminated B = six-inch thick beds of fining upward pinkish brown coarse sand to very fine sand C = pebbly pinkish brown fing to medium sand D = soft, pinkish brown sandy loam till E = pinkish brown till (contains very small wood fragments) F = gray gravel and sand G = olive- green loam till H = soil developed into Maquoketa Shale Group; upper part with soil structure (silans); neutron log indicates high moisture content to 139 ft rough (3). Five of the discontinuities have no filling; the remaining four are partly to completely filled either with clay (2) or calcite (2). Seven of the discontinuities are healed. A joint partly filled with clay extending from 370.0 to 370.8 feet has an apparent vertical offset of approximately 0.4 inches. The respective average fracture frequencies for the Maquoketa, Wise Lake, Dunleith, and Platteville are 0.41, 0.15, 0.04, and 0.04 fractures per feet (table 12). The Maquoketa has a low average core recovery of 97.2 percent and an average RQD of 72.4 percent because of a 9-foot-long broken zone near 44 Table 22. Hydraulic conductivity (cm/sec) calculated from pressure tests in Test Hole ISGS S-21 Depth of Pressure test interval (ft) 35 psi 70 psi 100 psi 70 psi 35 psi 402-382 1.9xl0" 6 l-8 )( 10 / 6 1.4xl0"6 1.2xl0"6 9.7x10-7 382-362 9.7x10"? 6.2xl0" 7 9.4xl0" 7 6.2xl0" 7 * 362-342 3.9x10-6 4.3x10-6 4.2x10-6 3.7x10-6 2.9x10-6 342-322 5.8x10-5 9.0x10-5 LOxlO" 4 3.9xl0"5 2.9xl0"5 322-302 2.5X10-4 2.3X10" 4 2.5xl0 _1 * 1.3xl0" 4 3.9xl0"5 302-282 2.1x10-5 1.2x10-5 1.4x10-5 1.0x10-5 8.7x10-6 282-262 2.3x10-5 2.0x10-5 2.3xl0"5 1.8xl0"5 1.3xl0"5 262-242 3.1x10-5 3.7xl0"5 3.6xl0"5 2.5xl0"5 1.9xl0"5 242-222 5.8x10-6 7.4x10-6 6.6x10-6 4.9xl0"6 3.9xl0"6 222-202 9.7x10-6 8.6xl0"6 9.4x10-6 6.2xl0"6 3.9xl0"6 202-182 7.8x10-6 7.4xl0"6 7.5xl0"6 6.2xl0"6 3.9xl0"6 181-161 1.9x10-6 2.5x10-6 3.3x10-6 2.5xl0"6 1.9xl0"6 161-141 9.7x10"? 1.2xl0"6 1.9xl0"6 1.2xl0"6 9.7xl0" 7 10 psi 30 psi 50 psi 30 psi 10 psi 151-131 5.1x10-6 1.3x10-5 9.6xl0"6 7.2x10-6 2.6xl0"6 * No flow was detected during test. the bedrock surface. The remainder of the borehole maintains excellent average core recoveries of 99.9, 100.0, and 99.7 percent for the Wise Lake, Dunleith, and Platteville, respectively, and average RQD values of 99.9, 99.6, and 99.7 percent for the Wise Lake, Dunleith, and Platteville, respectively (tables 13 and 14). Water circulation records are not available for this borehole. Water levels were measured prior to coring each day. The level was 25 feet below the ground surface with a borehole depth of 227 feet and at 57 feet below the ground surface with a borehole depth of 404 feet. Drift The drift from ground surface to 65 feet deep is chiefly composed of medium dense, poorly graded sand and gravel with medium bearing capacity. Hard till with \/ery high bearing capacity occurs from 65 to 111 feet, and is underlain by 7 feet of wery dense, well -graded sand and gravel. The lowermost drift is composed of about 3 feet of hard till with yery high bearing capacity (table 21). HYDROGEOLOGIC DATA Pressure testing Results of individual pressure tests for this boring are listed in table 22. Calculated hydraulic conductivity values range from 2.5 x 10" 4 cm/sec to less than 1.0 x 10" 6 cm/sec and are shown graphically in figure 28. Pi ezometer The test interval in ISGS S-21 is located from 288.5 to 320.8 feet deep in the Wise Lake Formation of the Galena Group (fig. 28). The piezo- metric head is 248.5 feet (table 9). 45 / / KANKAKEE FM. / / / / / / / A / ELWOOD FM. / A / T A ' ^ ' r / / MAQUOKETA GROUP / -T^S~S--^~— -. — ■ ZrOrLJriJrz __/ — i — /__ 200- / Q. D o tr < z LU _1 < WISE LAKE FORMATION / / / / / / / / / / / / / / / / __/ /_ 1 1 l l I I 300- 1 1 1 1 1 1 i i 1 A 1 DUNLEITH FORMATION A 1 1 1 I 1 1 GUTTENBERG / A / PL ATTEVILLE GROUP fTD r / A Dolomite, dark yellowish orange to moderate yellowish brown, light olive gray, very fine grained, slightly burrowed, beds 0.1 to 0.2 ft thick separated by greenish to olive-gray laminae (0.0-25.5 ft) Dolomite, light olive gray, very fine-grained, laminated to slightly burrowed, nodules and beds of chert (25.5-56.5 ft) Dolomite, yellow gray to olive gray, fine to coarse grained, pure to argillaceous; interbedded with shale, olive gray, dolomitic, fossiliferous (56.5-75.9 ft) Shale, greenish gray, olive gray, dolomitic; interbedded with some dolomite, as above, fossiliferous (75.9-145.2 ft) Dolomite, olive gray, fine to coarse grained, very argillaceous, very fossilferous becoming more shaly towards the base (145.2-149.7 ft) Shale, olive gray, greenish gray in lower ft, dolomitic, soft to moderately hard; occasional dolomite beds, as above 149.7-196.4 ft) Dolomite, pale yellow brown, fine to medium grained, light orange and medium light gray mottles, and slightly vuggy and oil stained, pyritic along upper contact (196.4-278.0 ft) Mixed-layer clay bed (271.5-271.8 ft) Limestone, very pale orange to white, medium light gray to light olive-gray mottles, very fine grained but occasional coarse bed, beds separated by stylolitic laminae every 0.1 to 1.0 ft (278.0-340.4 ft) OUIMBYS MILL FM. Limestone, as above, but with occasional chert nodules at top (340.4-381.7 ft) Limestone, as above, but with reddish brown shaly laminae every 0.01 to 0.20 ft (381.7-388.5 ft) Dolomite, light yellow gray to pale yellow brown, mottled, very mottled in last ft, fine grained, some calcite-filled vugs, a few white chert nodules (388.5-398.2 ft T.D.) Figure 30 Stratigraphic column for Test Hole ISGS S-22. 46 TEST HOLE ISGS S-22 Location: NW1/4 NW1/4 NE1/4 SW1/4 Sec. 26, T38N, R6E Property: Meyers-Podschwit Aggregate Company Surface Elevation: 663 feet Total Depth: 398.2 feet STRATIGRAPHY Bedrock The stratigraphic column (fig. 30) shows the lithologies and depths of drift and bedrock units encountered in ISGS S-22. The hole penetrated (from top to bottom); 56.5 feet of dark yellowish brown to light olive gray, very fine-grained dolomite (Silurian); 139.9 feet of interbedded olive-gray, dolomitic shale and yellow-gray to olive-gray, fine- to coarse-grained, pure to argillaceous dolomite (Maquoketa Group, undif- ferentiated); 144.0 feet of pale yellow-brown to white, very fine- to medium-grained dolomite and limestone (Galena Group, Wise Lake Forma- tion); 41.3 feet of very pale orange to white, very fine-grained, cherty limestone (Galena Group, Dunleith Formation); 6.8 feet of very pale- orange to white limestone with reddish brown shaly laminae (Galena Group, Guttenberg Formation); and 9.6 feet pale yellow-brown, mottled, very fine-grained, slightly cherty dolomite (Platteville Group, Quimbys Mill Formation). The Dygerts Clay Bed is at 271.5 ft. Glacial Drift Glacial drift was not present at the drilling site; however, adjacent highwall exposures reveal a 41-foot-sequence of drift, which from top to bottom includes 3 feet of brown silt loam (Richland Loess); 25 feet of light brown loam to sandy loam till with three well-sorted, fine-grained sand beds less than 3 feet thick at depths of 11, 18, and 23 feet (Maiden Till Member, Wedron Formation); 1 to 4 feet of dark red, leached clay loam with streaks of white to whitish yellow dolomitic silt (Sangamon Soil developed in Pearl Formation); and 9 to 12 feet of poorly sorted sand and gravel, and beds of pinkish brown silt loam that dip about 30 degrees west (Pearl Formation). The Sangamon Soil and Pearl Formation are sheared, faulted, and contain silt loam beds related mineralogically to the overlying Maiden Till Member of the Wedron Forma- tion. These relationships indicate glaciotectonic deformation of the Pearl Formation by overriding Woodfordian glaciers. The deposits are remarkably uniform in thickness across the 1,000-foot-long headwall exposure. GEOTECHNICAL DATA Bedrock Figure 31 shows the drilling rate, core recovery, Rock Quality Designa- tion and fracture frequency for each run at ISGS S-22. The eight joint and fracture surfaces in core composed of Silurian strata dip predominantly 80 to 90 degrees with one surface oriented horizontally (fig. 32a). The uppermost 14 feet of the Silurian is weathered and broken. Five additional broken and fractured zones up to 47 # Water pressure |g tests Piezometrlc B (permeability cm/sec) head/base <10~ 7 n ~ 6 in ~ 5 in ~* in " 3 n_2 ' !; * Fractures shown correspond to fracture frequency except where extensively fractured Figure 31 Summary diagram for Test Hole ISGS S-22. 48 15 Joints C. Figure 32 Number and angle of dip of joints in core from Test Hole ISGS S-22. a. 56.5 feet of Silurian strata b. 144.0 feet of Wise Lake Formation (Galena Group) strata c. 41 .3 feet of Dunleith Formation d. 9.6 feet of Platteville Group Strata 4.4 feet long are found in this strata. The surfaces are 50 percent sound and 50 percent slightly altered, and all are wavy and smooth. Five of the eight discontinuities are partly to completely filled with clay (3), calcite (1), or pyrite (1). The Maquoketa contains no significant joints or fractures. The Wise Lake has 27 discontinuities, 61 percent of the fractures and joints in this test hole. The discontinuities dip 50 to 90 degrees (fig. 32b). Forty-eight percent have no filling, 52 percent are par- tially to completely filled with calcite, and 59 percent are healed. The surfaces are wavy (19), planar (6), or uneven (2); all are sound. The asperities are smooth (21) or rough (6). One broken zone is 0.3 foot long. The Dunleith contains only four discontinuities, which dip 70 to 90 degrees (fig. 32c) and are completely filled with calcite (3) or partly filled with pyrite (1). The rock planes are planar (2), wavy 49 (1), or uneven (1) with rough (1) or smooth (3) asperities. Three of the discontinuities are healed. The five fractures and joints in the Platteville dip 75 to 90 degrees (fig. 32d). Four of these have no filling and four are healed. All of the rock surfaces are sound with wavy (3) or planar (2) surfaces. Asperities are smooth. Average fracture frequencies for the Silurian are 0.14 per foot; for the Wise Lake, 0.19 per foot; for the Dunleith, 0.08 per foot; and for the Platteville, 0.52 per foot (table 12). Core recoveries are excellent throughout the borehole. The Silurian, Maquoketa, Wise Lake, Dunleith, and Platteville yield average recoveries of 98.8, 99.9, 99.4, 100.0, and 100.0 percent, respectively. The average RQD value of the Silurian is fair (67.5 percent) because of broken zones in the upper part. Average RQD values for the other strata are excellent: Maquoketa is 99.9 percent; Wise Lake is 99.1 percent; Dunleith, 100 percent; and Plateville, 100 percent (tables 13 and 14). Water circulation during coring was lost in the Maquoketa at approxi- mately 95 feet and did not return for the remainder of the coring opera- tion. After coring was completed, the water level was 10 feet below the ground surface. Drift No drift was sampled in ISGS S-22 because the drilling site is in a quarry. The highwall of the quarry exposes about 41 feet of sandy drift that includes, from top to bottom, 28 feet of chiefly dense, sandy till with three beds 1 to 2 feet thick and composed of poorly graded sand; and 13 feet of underlying material composed of well-graded gravel and sand. Blow counts from nearby test borings indicate the drift exposed in the highwall has high to yery high bearing capacity. HYDR0GE0L06IC DATA Pressure Testing Results of individual pressure tests for this boring are listed in table 23. Estimated hydraulic conductivity values range from 1.0 x 10" 1 cm/sec to less than 1.0 x 10" b cm/sec and are shown graphically in figure 31. Tests from this hole have the highest permeability values recorded from the entire 1984-86 drilling program. However, the three uppermost intervals tested (24 to 4, 31 to 11, 51 to 31 feet) were about 30 feet away from the existing east-facing headwall at the Meyers- Podschwit Quarry. The permeability is undoubtedly increased from lateral stress release, and effects from blasting along the highwall. Piezometer The test interval in ISGS S-22 is located from 356.0 to 373.3 feet deep in the Dunleith Formation of the Galena Group (fig. 31). The piezomet- ric head is 264.6 feet (table 9). 50 Table 23. Hydraulic conductivity (cm/sec) calculated from pressure tests in Test Hole ISGS S-22 Depth of Pressure test interval (ft) 35 psi 70 psi 100 psi 70 psi 35 psi 393-373 * 7.8xl0" 7 5.6xl0" 7 7.8xl0" 7 * 373-353 * * * * * 353-333 * * 5.6x10-7 * * 333-313 * 1.6x10-6 5.6xl0" 7 * * 313-293 * 7.8x10-7 5.6xl0" 7 7.8xl0" 7 * 292-272 * 7.8xl0" 7 5.6xl0" 7 7.8xl0" 7 * 272-252 4.2x10-5 3.6xl0"5 3.4xl0"5 3.7xl0"5 5.5xl0"5 252-232 2.9xl0"6 3.1x10-6 4.5xl0"6 3.9xl0"6 2.9xl0"6 232-212 2.9x10-6 3.9xl0"6 5.6xl0"6 4.7xl0"6 2.9xl0"6 212-192 1.4xl0" 6 7.8xl0" 7 5.6xl0" 7 7.8xl0" 7 *■ 192-172 * * 5.6xl0" 7 * * 172-152 * * 5.6xl0" 7 * * 10 psi 30 psi 50 psi 30 psi 10 psi 152-132 * 1.1x10"* 1.2x10"* l.lxlO" 4 3.7xl0"6 132-112 3.2x10"* 9.5x10"* 1.0x10-3 7.2xl0 _lt 1.7X10 -4 112-92 4.8x10"* 4.4x10"* 4.9x10"* 5.6x10"* 9.4x10"* 91-71 3.7x10-6 1.7xl0"6 1.1x10-6 * * 71-51 3.7x10-6 3.3xl0"6 2.1x10-6 1.7x10-6 * 51-31 1.3x10"* 8.9xl0"5 8.0xl0"5 8.3xl0"5 1.1x10"* 31-11 4.9xl0"3 8.4xl0"3 3.8xl0" 2 6.2xl0"3 4.6xl0" 3 24-4 1.0x10"! 3.1xl0"2 4.0xl0" 2 1.4xl0"2 1.7xl0" 2 * No flow was detected during test. Reverse flow was detected in the interval from 24 to 4 ft. 51 -ilfkAh 'JUN 1 3 19a ILL STATE GEOLOfilRAI W 100 — 200— ~ 300— 400. 500- 554.2 ft T.D. *'■'.''' •'■' l ','!.-''.'>' ' i ^' iz -'/- - -/ - e« T =^^ J =z=^ r ^= L s ^=^ =^ ^^ A/ A / r^ Z 2: x^ w=z a— r ^^ Z: S -'-/-' Z g Z g^^ 'A / g~ .* / ^F^ SSZgSs RICHLAND LOESS PEARL FM? MAQUOKETA GROUP WISE LAKE FORMATION DUNLEITH FORMATION GUTTENBERG PLATTEV1LLE GROUP QUIMBYS MILL- NACHUSA FORMATIONS GRAND DETOUR- MIFFLIN FORMATIONS PECATONICA FM. ANCELL GROUP ST. PETER SANDSTONE Silt loam, brown to black (0-2 ft) Till, brown loam, jointed, oxidized (2-10 ft) Silt, pinkish brown, laminated (10-15 ft) Till, pinkish brown clay loam and gray, stratified, well-sorted sand (15-29 ft) Sand and minor silt, brown, stratified, moderately well-sorted to very well-sorted, medium to very fine grained. (29-67 ft) Silty clay loam, pinkish brown, massive (67-70 ft) Sand and gravel, pinkish brown, stratified (70-97.0 ft) Dolomite, yellow gray to light greenish gray, mottled (burrowed), argillaceous fine to medium grained; interbedded with olive-gray shale, some greenish gray, silty (97.0-116.8 ft) Shale, greenish gray, olive gray, silty, dolomitic (116.8-211.3 ft) Dolomite, pale yellow brown, fine to medium grained, slightly vuggy, beds, 0.1 -0.6 ft thick separated by greenish gray and olive-gray laminae or stylolites, slightly fossil- iferous (211.3-355.3 ft) Mixed-layer clay bed, olive gray (288.2-288.3 ft) Dolomite, as above, but with chert nodules in the upper ft (355.3-398.4 ft) Dolomite, as above, but with brownish black shale laminae (398.4-398.9 ft) Dolomite, pale yellow brown, very fine to medium grained, few medium-gray mottles, occasional white chert nodules, beds 0.1 to 0.6 ft thick separated by thin wavy shale laminae, slightly porous and vuggy (398.9-442.1 ft) Dolomite, medium dark gray, pale yellow brown, intensely mottled except for lower 2.5 ft, very argillaceous (442.1 -447.6 ft) Dolomite, pale yellow brown to moderate brown, fine to medium grained, beds 0.1 to 0.6 ft thick separated by olive-gray shale laminae (447.6-497.7 ft) Dolomite, light olive gray, greenish gray, pale yellow brown (burrowed) medium gray mottles; beds less than 0.05 to 0.02 ft thick, slightly vuggy and sucrosic (497.7-509.1 ft) Dolomite, pale yellow brown, medium grained, occasional white chert nodules, numerous pyrite-filled joints and vugs, few medium light gray mottles or light greenish gray, occasional sucrosic zones (509.1 -544.2 ft) Sandstone, white, fine grained, crossbeds, beds 0.1 to 0.7 ft thick, some light greenish gray zones (544.2-554.2 ft T.D.) Figure 33 Stratigraphic column for Test Hole ISGS S-23. 52 TEST HOLE ISGS S-23 Location: SE1/4 NE1/4 SE1/4 NE1/4 Sec. 34, T39N, R6E Property: Kane County Highway Department Surface Elevation: 754 feet Total Depth: 554.2 feet STRATIGRAPHY Bedrock The stratigraphic column (fig 33) shows the lithologies and depths of drift and bedrock units encountered in ISGS S-23. The hole penetrated (from top to bottom) 97 feet of glacial drift; 114.3 feet of inter- bedded, yellow-gray, fine- to medium-grained, argillaceous dolomite and olive-gray dolomitic shale (Maquoketa Group, undifferentiated); 144.0 feet of pale yellow-brown, fine- to medium-grained, slightly vuggy dolomite (Galena Group, Wise Lake Formation); 43.2 feet of pale yellow- brown, fine- to medium-grained, cherty and vuggy dolomite (Galena Group, Dunleith Formation); 0.5 foot of pale yellow-brown, fine- to medium- grained dolomite with brownish black shale laminae (Galena Group, Guttenberg Formation); 48.7 feet of pale yellow-brown, very fine- to medium-grained, slightly mottled, slightly cherty dolomite (Platteville Group, Quimbys Mill, and Nachusa Formations); 61.5 feet of pale yellow- brown to moderate yellow-brown, fine- to medium-grained, argillaceous dolomite (Platteville Group, Grand Detour, and Mifflin Formations); 35.2 feet of pale yellow-brown, medium-grained, cherty dolomite (Platteville Group, Pecatonica Formation); and 9.7 feet of white, friable sandstone (Ancell Group, St. Peter Formation). The Dygerts Bed is at 288.2 feet. Glacial Drift The glacial drift is 97 feet thick and from top to bottom is composed of 2 feet of brown to black silt loam (Richland Loess), 8 feet of brown, oxidized and jointed loam till (Maiden Till Member, Wedron Formation), 57 feet of brown, stratified, sorted, fine- to medium-grained sand with 1-foot thick pinkish brown clay loam beds at 18 and 27 feet (Maiden Till Member), 3 feet of laminated silty clay (Peddicord Formation?) and 26 feet of poorly-sorted pinkish brown sand and gravel (Pearl Formation?). GEOTECHNICAL DATA Bedrock Figure 34 shows the drilling rate, core recovery, Rock Quality Designa- tion, and fracture frequency for each run at ISGS S-23. Borehole S-23 has a relatively high average fracture frequency of 0.28 per feet. The fractures and joints are concentrated in the Maquoketa, Wise Lake, and Platteville. There are 33 discontinuities in the Maquoketa, and 94 percent of them dip 50 to 90 degrees (fig. 35a). Seventeen of the 33 fractures and joints are partially to completely filled with calcite. Thirty rock surfaces are sound; the remaining three are slightly altered rock 53 Recorded Rock drilling Core Quality rate recovery Designation m in/ft % % Distance between horizontal separations in ft Fracture frequency tt I 10ft ?V/>^ l>, '*=*.•■ ';!:' ■ ■•'<= A/ A / / I .„ n 1 i 3 =3 ™ I :j I 1 Water pressure tests (permeability cm/sec) <10" 7 10" 6 1ET 5 10"* 10 -3 10" 2 cc (low below detection limit I flow below detection limit Test overlap ; Range of values Piezometric head/base (ft) LJ Base of piez ' Fractures shown correspond to fracture frequency except where extensively fractured Figure 34 Summary diagram for Test Hole ISGS S-23. 54 15 Joints Figure 35 Number and angle of dip of joints in core from Test Hole ISGS S-23. a. 1 14.3 feet of Maquoketa Group strata b. 144.0 feet of Wise Lake Formation (Galena Group) strata c. 43.2 feet of Dunleith Formation (Galena Group) strata d. 145.4 feet of Platteville Group strata e. 9.7 feet of St. Peter strata 55 surfaces and the remaining ones are sound. Sixty-seven percent of the discontinuities are planar, 27 percent wavy, and 6 percent uneven; 94 percent of the surfaces have smooth asperities and 6 percent are rough. Possible shear zones in the Maquoketa are from 169.0 to 171.3 feet and from 194.4 to 195.8 feet. The zones are characterized by parallel to subparallel joints dipping from 50 to 70 degrees and are completely filled with approximately 0.02 inch of orange calcite. All of the joints are sound, planar, and smooth. No significant offsets are determinable. The Wise Lake contains 31 discontinuities that dip 75 to 90 degrees with 48 percent of them oriented vertically (fig. 35b). Surfaces are pre- dominantly wavy (81 percent), smooth (90 percent), and sound (97 per- cent). Surfaces with large amplitudes (from 0.4 to 1.2 inches) are located within the Wise Lake. None of the fractures and joints have filling. The Dunleith contains only two discontinuities in 43.7 feet of core. Both are vertical (fig. 35c), sound, wavy, smooth, and have no filling. The Platteville contains 62 fractures and joints (48 percent of the total in ISGS S-23). About 65 percent of the discontinuities dip 80 to 90 degrees (fig. 35d). Forty-seven percent of the discontinuities are partly to completely filled with clay (19), pyrite (4) or calcite (4). Forty-seven percent of the fractures and joints are healed, 95 percent are sound, 73 percent wavy, 19 percent planar, 82 percent smooth, 18 percent rough, and 3 have si ickensides. Ten broken and brecciated zones are located in the Platteville with numerous brecciated si ickensides including vertical offsets as much as 0.1 inch long. These include a zone with parallel to subparallel sets of intersecting joints from 513.0 to 516.1 feet, and a highly jointed zone from 516.2 to 545.7 feet. The St. Peter has two discontinuities that dip 80 and 90 degrees (fig. 35e). Both are sound, healed, and smooth; one is planar, the other is wavy. One is filled partially with clay and pyrite; the other has no filling. The average fracture frequencies for the Maquoketa, Wise Lake, Dunleith, Platteville, and St. Peter are 0.29, 0.22, 0.05, 0.43, and 0.21 frac- tures per foot respectively (table 12). Core recoveries are excellent throughout the borehole with a low value of 90.6 percent in the St. Peter. The Maquoketa, Wise Lake, Dunleith, and Platteville yield average recoveries of 99.6, 99.6, 100.0, and 100.0 percent, respectively. Average RQD values are also excellent--98.6, 99.4, 100.0, 95.1, and 90.6 percent for the respective strata (tables 13 and 14). No record of water circulation is available for ISGS S-23. Water levels in the borehole gradually dropped during coring from 1 to 152 feet below the ground surface. After the borehole was completed, the level was at 152 feet and after 14 hours rose 28 feet to 124 feet. 56 Table 24. Engineering properties and particle-size distribution of drift for Test Hole ISGS S-23 Moisture Gravel {% of <2mm fraction Unified Depth of soil sample N Qp content total Sand Silt Clay classifi- (ft) Unit* (blows/ft) (tsf) (%) sample) (%) (%) (%) cation 3.5- 5.0 A __ __ _. __ __ __ -_ CL 8.5-10.0 9 2.0 10.7 8.3 32.9 52.4 14.7 CL 13.5-15.0 B 18 — — 0.1 3.4 94.6 2.0 ML 18.5-20.0 C 11 >4.5 12.6 42.1 42.9 28.3 28.8 SP.CL 23.5-25.0 D 20 -- — -- -- -- SP 28.5-30.0 E 7 -- -- 51.9 19.2 47.8 33.0 CL 33.5-35.0 8 -- -- — -- -- — SP 38.5-40.0 F 22 -- -- 17.6 83.3 14.1 2.6 SP 43.5-45.0 35 -- — 0.0 33.8 63.0 3.2 SP.ML 48.5-50.0 44 -- -- -- -- -- -- SP 53.5-55.0 37 — -- — -- — — SP 58.5-60.0 46 -- -- -- -- -- -- SP 63.5-65.0 54 -- -- -- -- -- — SP 68.5-70.0 G 52 >4.5 15.9 0.0 1.6 42.9 55.5 CL 73.5-75.0 H 20 -- -- _. __ __ __ GW 78.5-80.0 67 -- -- -- -- -- -- GW 83.5-85.0 82 — -- -- -- -- — GW 88.5-90.0 96 -- -- -- -- -- -- GW 93.5-95.0 90 -- -- -- -- -- -- GW Qp = unconfined compressive strength as measured by pocket penetrometer R = refusal *unit description A = brown loam til 1 B = pinkish brown silt C = pinkish brown clay loam till D = brown sand E = pinkish brown clay loam till F = stratified brown sand and minor silt G = massive pinkish brown silty clay loam H = pinkish brown gravelly sand Drift The drift at ISGS S-23 is composed of very stiff to hard till, lacu- strine sediment, and very dense sand and gravel from about to 35 feet with medium bearing capacity. Below from 35 to 70 feet, there is dense, poorly-graded sand with high to very high bearing capacity, and from 70 to 97 feet there is dense, well-graded sand and gravel with very high bearing capacity (table 24). 57 Table 25. Hydraulic conductivity (cm/sec) calculated from pressure tests in Test Hole ISGS S-23 Depth of Pressure test interval (ft) 35 psi 70 psi 100 psi 70 psi 35 psi 550-530 1.3xl0" 5 1.3xl0" 5 1.4xl0" 5 1.3xl0" 5 1.3xl0" 5 541-521 6.6xl0" 6 6.6xl0"6 6.9x10-6 5.7x10-6 5.3x10-6 521-501 5.9x10-6 7.1x10-6 7.6xl0"6 7.6xl0"6 5.3xl0"6 501-481 * 1.9xl0"6 2.3x10-6 1.9x10-6 * 481-461 * * 7.6x10-7 * * 461-441 1.3xl0"6 2.8x10-6 2.7xl0"6 2.4x10-6 1.3x10-6 441-421 1.3x10-6 1.9x10-6 2.3x10-6 1.9x10-6 2.6xl9"6 421-401 2.6xl0"6 6.2x10-6 5.3x10-6 4.7xl0"6 4.6x10-6 401-381 6.6x10-6 9.5xl0"6 1.1x10*5 9.5xl0'6 7.9xl0"6 381-361 3.9xl0"6 4.7xl0"6 4.6x10-6 4.7xl0"6 3.9xl0"6 361-341 1.1x10-5 9.5xl0"6 9.9xl0"6 9.5xl0"6 7.9xl0"6 341-321 9.2x10-6 9.5xl0"6 9.9xl0"6 8.5xl0"6 7.9xl0"6 321-301 3.9x10-6 6.2xl0"6 5.7xl0"6 3.8xl0" 6 2.6xl0"6 301-281 5.3x10-6 6.6xl0"6 5.3xl0"6 5.7xl0"6 3.9xl0" 6 281-261 3.3x10-6 2.8xl0"6 2.7x10-6 2.4xl0"6 2.0x10-6 261-241 * 1.4x10-6 1.5x10-6 1.4xl0"6 6.6xl0"7 241-221 6.6x10"? 1.4x10-6 1.5x10-6 9.5x10-7 6.6x10-7 221-201 6.6xl0" 7 9.5xl0" 7 7.6xl0"7 9.5x10-7 * 201-181 * 4.7x10-7 7.6xl0"7 * * 10 psi 30 psi 50 psi 30 psi 10 psi 121-101 * 6.3x10-6 6.8xl0"6 1.4xl0"6 * no flow was detected during test. HYDROGEOLOGIC DATA Pressure Testing The results of individual pressure tests for this boring are listed in table 25. Calculated hydraulic conductivity values range from 1.4 x 10" 5 cm/sec to less than 1.0 x 10" 6 cm/sec and are shown graphically in figure 34. Piezometer The test interval in ISGS S-23 is located from 459.3 to 484.1 feet deep in the Nachusa, Grand Detour, and Mifflin Formations of the Platteville Group (fig. 34). The piezometric head is 286.2 feet (table 9). 58 TEST HOLES ISGS S-24 and ISGS S-24A Location: SW1/4 NW1/4 NE1/4 SW1/4 Sec. 22, T40N, R7E Property: Kane County Forest Preserve Surface Elevation: 903 feet Total Depth: 644.3 feet STRATIGRAPHY Bedrock Due to coring problems, ISGS S-24 was abandoned at a depth of 450.2 feet. Test hole ISGS S-24A was subsequently drilled about 10 feet north of the previous hole. The stratigraphic column (fig 36) shows the lithologies and depths of drift and bedrock units encountered in ISGS S-24A. The total depth is 644.3 feet. The hole penetrated (from top to bottom) 251 feet of glacial drift, 122.8 feet of interbedded, olive-gray dolomitic shale and yellow-gray, medium- to coarse-grained, argillaceous dolomite (Maquoketa Group, undifferentiated); 139.4 feet of pale yellow- brown, fine- to medium-grained dolomite (Galena Group, Wise Lake Forma- tion); 43.4 feet of pale yellow-brown, fine- to medium-grained, cherty dolomite (Galena Group, Dunleith Formation), 2.3 feet of pale yellow- brown dolomite with reddish brown shaly laminae (Galena Group, Guttenberg Formation); 52.2 feet of pale yellow-brown, very fine- to medium-grained, slightly mottled, slightly cherty dolomite (Platteville Group, Quimbys Mill, and Nachusa Formations); 33.2 feet of pale yellow- brown, mottled, very fine-grained, argillaceous dolomite (Platteville Group, Grand Detour, and Mifflin Formations). The Dygerts Clay Bed was noted at 451.3 feet. Glacial Drift The glacial drift is 251 feet thick and from top to bottom is composed of 11 feet of brown, oxidized, and jointed loam till (Maiden Till Member, Wedron Formation); 59 feet of brown to gray, poorly sorted, stratified sand and gravel, 9 feet of gray, laminated clay and silty clay (Maiden Till Member); 81 feet of pinkish brown clay loam till (Tiskilwa Till Member); 8 feet of wood-bearing, moderately well-sorted sand (Peddicord Formation); 1 foot of black and brown silty clay loam and loam (weakly developed soil in diamicton); 43 feet of light pink, interbedded, laminated sand, silt and silty clay (Glasford Formation, undifferentiated); and 39 feet of dense light pink loam to sandy loam till (Herbert Till Member, Glasford Formation). GEOTECHNICAL DATA Bedrock: ISGS S-24 Due to coring problems, the Maquoketa and Wise Lake were the only strata penetrated. Geotechnical data are summarized in figure 37. The Maquoketa contains nine discontinuities that dip to 85 degrees (fig. 38a). Six of them are partly to completely filled with clay (4), pyrite (2), or calcite (1). Four of the discontinuities are healed, and 89 percent are sound. The roughness of the surfaces are smooth (78 59 u^-i CC • ; • ca •' ••.;•. CD 5 C=>.-."<=^ '. ■ '- 5 • ■••. ■ • • '• •; o. _) :■<=> .<=>•-. . . z ".o •«>• ■K~.v.i* : ' a ••:■*#»■•«?.■ z o 5 ■ ■ • O ■ ■ § * . r - .* ' ' ' i s DC o u. z > \C"\ / ''\ / a o 100 — DC O IU S CC 2 s S CO K :-:A^.:--:^?v.--v. PEDDICORD FM. •o 0) z 5 c g (D 200 — "■'• '• •' ' *•• '• '.V-*. -*•»*'•' < E EC O ll ^6 ii--iL^ "■*££:• c 3 f ^ / ^\' ^ i^^T Q \ \ \ \ CC o u. cn P CC < G CD LU cc s I Till, brown loam, jointed, oxidized (0-11 ft) Sand and gravel, brown and grayish brown, crudely stratified, very poorly sorted (11-70 ft) Clay, silty clay and very fine sand, pinkish to grayish brown, laminated (70-79 ft) Till, pinkish brown clay loam (79-160 ft) Sand, pinkish brown, fine to medium grained, with wood fragments (160-168 ft) Silty clay and loam, black and brown, humic stains and soil structure in upper 0.5 ft (168-169 ft) Silty clay, silt loam, sandy loam, sand, pink, laminated (169-212 ft) Till, light pink loam and sandy loam with abundant boulders, very compact (212-251.1 ft) Figure 36 Stratigraphic column for Test Hole ISGS S-24A. 60 644.3 ft T.D. -/--- 1- - ; MAQUOKETA GROUP 300 — ~ " -/ / --/ /- / -/ "-/ 1- 1 1 Q- O (Z CD < z LU < CD WISE LAKE FORMATION 1 1 1 -WO 1 1 1 1 1 1 1 1 1 1 1 1 1 --, -/-, / / / / / / / / / / 500- / / / / / A / L DUNLEITH FORMATION 1 A / / / / / / / / / GUTTENBERG / A / PLATTEVILLE GROUP OUIMBYS MILL- NACHUSA FORMATIONS / / 1 1 A / / / 600 — / / A / / /_*_/__ GRAND DETOUR- MIFFLIN FORMATIONS _ / — /_ / /_A_ _/__/_ _A_/ Dolomite, yellow gray, speckled dark gray, medium to coarse grained; interbedded with olive-gray shale, low burrows; beds 0.1 to 0.6 ft thick (251.1-266.9 ft) Shale, olive gray, burrows, dolomitic, some interbeds of dolomite, olive gray, very fine grained, argillaceous (266.9-345.3 ft) Dolomite, medium to coarse grained, vuggy, very fossiliferous (345.3-363.6 ft) Shale, olive gray, laminated (363.6-373.8 ft) Dolomite, pale yellow brown, fine to medium grained, pyritic along upper contact; separated every 0.1 to 0.6 ft by olive-gray shale laminae (373.8-513.2 ft) Mixed-layer clay, greenish gray (451.3-451.5 ft) Dolomite, as above, but with white chert nodules (513.2-556.6 ft) Dolomite, as above, but with reddish brown shaly laminae, no chert (556.6-558.9 ft) Dolomite, pale yellow brown with reddish brown filled burrows in upper 0.5 ft, few chert nodules (558.9-563.4 ft) Dolomite, as above, but with burrows, coated with dark gray shale (563.4-566.6 ft) Dolomite, pale yellow brown, few moderate yellow brown to dark yellowish brown mottles, fine grained, slightly argillaceous; beds separated by dark yellowish brown shale laminae every 0.1 to 0.6 ft, some stylolitic laminae (566.6-596.7 ft) Dolomite, medium dark gray, very fine grained, very argillaceous, abundant burrows grading to few burrows and becoming pale yellow brown in lower 1.3 ft (596.7-601.2 ft) Dolomite, pale yellow brown, fine grained, beds every 0.1 ft separated 0.01 ft by pale yellow brown shaly laminae (601.2-611.2 ft) Dolomite, pale yellow brown, dark gray with moderate yellow mottles, brown shale partings every 0.1 to 0.2 ft (611.2-631.0 ft) Dolomite, pale yellow brown, no mottles, fine grained, dark yellowish brown to olive-gray laminae every 0.05 to 0.20 ft (631.0-637.8 ft) Dolomite, as above, but with moderate gray shale laminae every 0.05 to 0.20 ft; slightly burrowed in lower 0.5 ft (637.8-644.3 ft T.D.) Figure 36 Continued 61 E E §" Recorded drilling Core rate recovery min"! % 12 3 4 5 Distance Hock between Quanty horizonlal Designation separations Fracture frequency #/ 10 ft ^^ / / / , / / , / / / $! I 1 i*»*H W W i H r I Water pressure tests {permeability cm/sec) <10~ 7 10" 6 10" 5 10" 1 1(T 3 0" 2 Piezometric head/base (ft) No tests done ] Range of values No piez installed Figure 37 Summary diagram for Test Hole ISGS S-24. 62 ' Fractures shown correspond to fracture frequency except where extensively tractured 1 5 Joints a. 1 5 Joints Figure 38 Number and angle of dip of joints in core from Test Hole ISGS S-24. a. 122.8 feet of Maquoketa Group strata b. 76.5 feet of Wise Lake Formation (Galena Group) strata percent) or wavy (22 percent); asperities are smooth (89 percent) or rough (11 percent). One shale surface has slickensides. The Wise Lake contains 17 fractures and joints with 82 percent that dip 75 to 90 degrees (fig. 38b). Forty-one percent of the discontinuities are partly filled with clay, pyrite, or sphalerite. Fifty-three percent of the fractures and joints are healed and 76 percent have sound rock planes. Seventy-one percent of the surfaces are planar, 23 percent wavy, 59 percent rough, and 2 of the discontinuities have lateral slickensides. The average fracture frequency for the Maquoketa is 0.07 fracture per foot; the Wise Lake has 0.12 fracture per foot (table 12). Core recoveries and RQD values are excellent in both units. The Maquoketa has an average recovery of 98.7 percent and an average RQD of 97.6 percent. The Wise Lake has an average recovery of 99.9 percent and an average RQD of 99.3 percent (tables 13 and 14). No record of water circulation during coring is available for S-24. The water levels each day prior to coring were 46 feet below the ground surface with a borehole depth of 309 feet and 98 feet below the ground surface with a borehole depth of 458 feet. Bedrock S-24A Figure 39 shows the drilling rate, core recovery, Rock Quality Designa- tion, and fracture frequency for each run at ISGS S-24A. The Maquoketa contains 21 fractures and joints, 31 percent of the total number of discontinuities. The fractures and joints dip with an even distribution from 50 to 90 degrees (fig. 40a). Fifteen of these contain partial to complete fillings of calcite (9), pyrite (5), or clay (1). Ninety-one percent of the discontinuities are sound and 86 percent are 63 healed. Sixty-four percent of the discontinuities are planar, 36 per- cent are wavy. The asperities are 95 percent smooth and 5 percent rough. Six broken and fractured zones are located in the Maquoketa, but none are more than 0.5 feet long. Two areas in shale indicate lateral offsets of 0.3 inch or less at 352.0 and 353.7 feet. A 0.2 inch verti- cal offset is located at 327.2 feet. The Wise Lake contains 25 fractures and joints (35 percent of the total number of discontinuities) that dip 60 to 90 degrees--84 percent of these dip 80 to 90 degrees (fig. 40b). Twenty-two (88 percent) have no filling and 12 percent are partly filled with pyrite or calcite. Eighty-four percent of the fractures and joints are healed and 88 per- cent have sound rock surfaces. Discontinuity planes are planar (48 percent) or wavy (52 percent), while asperities are smooth (76 percent) or rough (24 percent). One broken and fractured zone extends from 456.5 to 457.4 feet. The Dunleith has 10 discontinuities, 14 percent of the total fractures and joints. Three dip horizontally; the others dip from 65 to 85 degrees (fig. 40c). Six have no filling, three are filled with shale, one contains calcite, six are healed, eight have sound rock surfaces. The roughness of the surfaces range from planar (50 percent) to uneven (10 percent). Asperities are rough (20 percent) or smooth (80 per- cent). Horizontal joints at 520.9 and 531.4 feet contain polished dark brown shale with slickensides. The Platteville contains 14 discontinuities, 20 percent of the total fractures and joints. These dip 70 to 90 degrees (fig. 40d). Thirteen have no filling. The remaining discontinuity is complete shale filling. Seventy-one percent of the fractures and joints are healed, 79 percent are sound, and 21 percent have altered rock surfaces. The surfaces are planar (64 percent), wavy (29 percent), or uneven (7 percent); while asperities are rough (36 percent) or smooth (64 percent). Slickensides in dark brown shale occur along one smooth horizontal surface at 564.2 feet. The average fracture frequencies for the Maquoketa, Wise Lake, Dunleith, and Platteville are 0.17, 0.18, 0.22, and 0.16 fractures per feet, respectively (table 12). Core recoveries and RQD values are excellent throughout the borehole. Respective average core recoveries for the Maquoketa, Wise Lake, Dunleith, and Platteville are 100.0, 100.0, 100.0, and 97.8 percent. Average RQD values for the Maquoketa, Wise Lake, Dunleith, and Platteville are 98.3, 99.3, 99.7, and 97.0 percent, respectively (tables 13 and 14). Water circulation was absent only during one core run and may have been blocked by a support gel poured into the borehole after the previous day's coring. Water levels ranged from 104 feet during coring to 114 feet below the ground surface after coring was completed. Drift The drift from top to bottom is composed of about 11 feet of stiff till with medium bearing capacity; 59 feet of dense to very dense sand and 64 Recorded drilling rate min/ft Rock Core Quality recovery Designation Distance between horizontal Fracture Water pressure frequency m tests #/ 10ft 3 (permeability cm/sec) Piezometric head/base -■550' — / — /- 425-. 475 >.-. ^ ■' «=» mm?- ■vv-A^At y. ^ s ^ \ > I , I / / ^ -■250- &—/ ? 3 5 80 90 100 80 90 100 mm i - ■ a S 7 , P rr i El flow below detection limit Range of values Base of piez Figure 39 Summary diagram for Test Hole ISGS S-24A. * Fractures shown correspond to fracture frequency except where extensively fractured 65 1 5 Joints a. c. 15 Joints Figure 40 Number and angle of dip of joints in core from Test Hole ISGS S-24A. a. 1 22.8 feet of Maquoketa Group strata b. 139.4 feet of Wise Lake Formation (Galena Group) strata c. 43.4 feet of Dunleith Formation (Galena Group) strata d. 85.4 feet of Platteville Group strata gravel with very high bearing capacity; 142 feet of very stiff to hard till, lacustrine sediment, and very dense, poorly graded sand with high to yery high bearing capacity; and 39 feet of hard till with extremely high bearing capacity and low moisture content (<7.5 percent; table 26). HYDROGEOLOGIC DATA Pressure Testing Results of individual pressure tests for this boring are listed in table 27. Calculated hydraulic conductivity values range from 1.4 x 10" 5 cm/sec to less than 1.0 x 10" 6 cm/sec and are shown graphically in figure 37. Piezometer The test interval in ISGS S-24A is located from 589.7 to 609.7 feet deep in the Quimbys Mill, Nachusa, and Grand Detour Formations of the Platte- ville Group (fig. 37). The piezometric head is 188.0 feet (table 9). 66 Table 26. Engineering properties and particle-size distribution of drift for Test Hole ISGS S-24 Moisture Gravel (% of <2mm fraction Unified Depth of soil sample N Qp content total Sand Silt Clay classifi- (ft) Unit* (blows/ft) (tsf) (%) sample) (X) (X) (X) cation 3.5-5.0 A 8 1.5 15.7 2.5 43.0 31.5 25.5 CL 8.5-10.0 10 2.8 13.9 6.7 47.5 30.0 22.5 CL 13.5-15.0 B 53 -- -- -- -- -- -- GW 18.5-20.0 42 -- -- -- -- -- -- GW 23.5-25.0 51 -- — -- -- -- -- GW 28.5-30.0 60 -- -- -- -- -- -- GW 33.5-35.0 103 -- -- -- -- -- -- GW 38.5-40.0 79 -- -- -- -- -- -- GW 43.5-45.0 58 -- — -- -- — — GW 48.5-50.0 34 -- -- -- -- -- -- GW 53.5-55.0 53 -- -- -- -- -- — GW 58.5-60.0 63 -- -- -- -- -- -- GW 63.5-65.0 58 — -- -- -- -- — GW 68.5-70.0 C 73 -- -- -- -- -- -- CL 73.5-75.0 36 4.3 16.7 0.1 1.0 52.4 46.6 CL 78.5-80.0 33 2.5 22.9 0.1 0.2 33.9 65.9 CL 83.5-85.0 D 53 >4.5 10.7 15.5 34.4 41.4 24.2 CL 88.5-90.0 44 >4.5 9.0 5.2 5.4 65.6 29.0 CL 93.5-95.0 39 >4.5 9.6 4.7 35.2 33.6 31.2 CL 98.5-100.0 75 >4.5 8.3 5.4 34.3 36.3 29.4 CL 103.5-105.0 41 2.0 9.5 6.0 35.1 34.2 30.7 CL 108.5-110.0 49 >4.5 9.0 19.8 34.7 34.8 30.5 CL 113.5-115.0 35 4.0 9.2 22.1 33.0 36.0 31.0 CL 118.5-120.0 68 >4.5 8.4 9.8 31.9 37.3 30.8 CL 123.5-125.0 77 4.0 8.4 7.3 32.4 35.5 32.1 CL 128.5-130.0 59 4.0 8.7 8.4 32.8 36.3 30.9 CL 133.5-135.0 95 — -- -- -- -- — CL 143.5-145.0 50 2.8 9.7 6.0 33.6 35.2 31.2 CL 153.5-155.0 57 4.0 9.0 8.9 33.9 36.1 30.0 CL 163.5-165.0 E 77 -- -- -- -- -- -- SP 168.5-170.0 F 52 >4.5 12.7 0.0 1.9 49.8 48.3 SP 173.5-175.0 G 139 3.25 12.9 0.0 36.5 42.6 20.9 CL 178.5-180.0 -- -- -- -- -- — — ML,SP 183.5-185.0 0.0 72.7 22.3 5.0 ML,SP 82 >4.5 12.7 0.0 1.5 52.2 46.3 CL,ML,SP 188.5-190.0 -- -- -- -- -- -- -- ML,SP 193.5-195.0 R -- -- -- -- -- -- ML.SP 198.5-200.0 -- -- -- -- -- -- -- ML,SP 203.5-205.0 47 1.5 17.4 0.0 15.1 42.5 42.4 CL,ML,SP 208.5-210.0 -- -- -- -- -- -- -- ML,SP 215.0-216.5 H 42 2.3 7.4 18.5 44.8 38.5 16.7 CL 218.5-220.0 — -- -- -- -- -- -- CL 223.5-225.0 -- -- -- -- -- -- -- CL 228.5-230.0 R >4.5 4.4 17.2 53.8 29.9 16.3 CL 233.5-235.0 — -- -- __ _- __ __ CL 238.5-240.0 -- -- -- -- -- -- -- CL 243.5-245.0 R >4.5 5.9 -- -- -- -- CL Qp = unconfined compressive strength as measured by pocket penetrometer R = refusal *unit description A = brown loam till B = very poorly sorted brown gravelly sand C = pinkish to grayish brown clay, silty clay and loam, fine sand, laminated D = pinkish brown clay loam till E = pinkish brown sand with wood fragments F = black and brown silty clay with humic stains and soil structure G = laminated pink silty clay; sandy loam and loam H = light pink sandy loam till with abundant boulders 67 Table 27. Hydraulic conductivity (cm/sec) calculated from pressure testing in Test Hole ISGS S-24A Depth of Pressure test interval (ft) 35 psi 70 psi 100 psi 70 psi 35 psi 642-622 * 4.9x10"? * • * 622-602 * 4.9x10"? 3.9xl0" 7 * * 602-582 * 4.9xl0"7 3.9xl0" 7 * 6.9xl0" 7 582-562 * 9.8xl0" 7 1.6xl0" 6 9.8xl0" 7 * 562-542 * 2.0xl0"6 1.6xl0"6 2.0xl0"6 6.9xl0" 7 542-522 * 9.8xl0" 7 7.9x10-7 4.9xl0"7 * 522-502 * * 3.9xl0"7 * * 502-482 • 4.9x10"? * * * 482-462 * 9.8xl0"7 3.9xl0"7 * * 462-442 * * 3.9xl0"7 * * 442-422 • * * * * 422-402 * * * * * 402-382 * * * * • 382-362 * * * * * 362-342 * * 3.9x10-7 4.9xl0"7 * 342-322 • 4.9xl0' 7 * * * 322-302 * 4.9x10-7 1.6x10-6 4.9x10-7 * 302-282 * 4.9xl0" 7 3.1xl0" 6 4.9xl0" 7 * 282-262 1.4xl0"5 1.4x10-5 1.3x10-5 1.2x10-5 1.2xl0"5 * no flow was detected during test. 68 0~ GLACIAL DRIFT (not recovered) / A / ELWOOO FM. 1 A / A 100— / A / r A -. / — MAQUOKETA GROUP / / /__ / _/ _ _ _/ — _ _ /_—___ *~~ ~ / / ,_ / , /. -/ (-- 200 — z^r^srllrz. — /■ / / , - . / / 0. O DC a < z HI _l < WISE LAKE FORMATION / / / / / / / / / / / 300 / / / / / / / / / / / / ' / / / A / A DUNLEITH FORMATION / / / / / / / / 400 — / / PLATTEVILLE GROUP OUIMBYS MILL- NACHUSA FORMATIONS / / / A / / A / / / / A / / / 1 GRAND DETOUR- MIFFLIN FORMATIONS _/ / / / /_ 500 — — — / / ' 1 PECATONICA FM. 1 I 1 1 ..•:■/•.■::(•..:/.• nn •I.'i^x.-.'v.'-v-i'i'--: ANCELL j GROUP Not Recovered (0.0-84.0 ft) Dolomite, yellow gray, fine grained, slightly argillaceous, slightly vuggy, few white chert nodules (84.0-108.2 ft) Dolomite, yellow gray, speckled dark gray, fine to coarse grained, argillaceous, few chert nodules (108.2-153.3 ft) Shale, olive-gray, dolomitic, with occasional olive-gray dolomite beds less than 0.1 ft thick (153.3-167.3 ft) Dolomite, greenish gray, fine grained, argillaceous; interbedded with olive-gray, reddish brown, and moderate yellow-brown shale, laminated or burrowed (167.3-187.7 ft) Shale, olive gray, some interbedded dolomite, as above (187.7-202.4 ft) Dolomite, yellow gray, speckled dark gray, medium to coarse grained, slightly vuggy and argillaceous (202.4-215.1 ft) Shale, olive gray, greenish gray, dolomitic, laminated (215.1-238.1 ft) Dolomite, pale yellow brown, few mottles, fine to medium grained, pyritic in the upper 0.5 ft, slightly vuggy; beds 0.1 to 1.0 ft thick separated by thin greenish gray shale laminae (238.1-354.3 ft) ST. PETER SANDSTONE Dolomite, as above, but with few white chert nodules 0.1 ft thick (354.3-402.0 ft) Dolomite, pale yellow brown, very fine to fine grained, slightly mottled, several white chert nodules; beds 0.3 to 1.0 ft separated by shale laminae (402.0-467.3 ft) Dolomite, pale yellow brown to moderate yellowish brown, common burrows and dark gray mottles; beds 0.2 to 1.0 ft thick separated by brownish black and greenish gray shale laminae up to 0.3 ft thick (467.3-506.3 ft) Dolomite, pale yellow brown, fine to medium grained, occasional white chert nodules, slightly vuggy, sandy at base (506.3-541.8 ft) Sandstone, white, fine grained, stratified, friable, glauconitic, dolomitic (541.8-551.2 ftT.D.) Figure 41 Stratigraphic column for Test Hole ISGS S-25. 69 TEST HOLE ISGS S-25 Location: NE1/4 NW1/4 NE1/4 NW1/4 Sec. 26, T39N, R6E Property: Village of Kaneville Surface Elevation: 785 feet Total Depth: 634.8 feet, equivalent to vertical depth 551.2 feet STRATIGRAPHY Bedrock Borehole ISGS S-25 was drilled 60 degrees from horizontal and oriented due south. Neither drift samples were collected nor pressure tests completed. The stratigraphic column (fig. 41) shows the lithologies and calculated vertical depths to the rock units encountered in ISGS S-25. The total calculated vertical depth is 551.2 feet. The hole penetrated (from top to bottom) 84 feet of glacial drift (not recovered); 24.2 feet of yellow-gray, fine-grained dolomite (Elwood Formation); 129.9 feet of interbedded, greenish gray, yellow-gray, fine- to coarse-grained, argil- laceous dolomite and olive-gray, greenish gray dolomitic shale (Maquoketa Group, undifferentiated); 116.2 feet of pale yellow-brown, fine- to medium-grained dolomite (Galena Group, Wise Lake Formation); 47.7 feet of pale yellow-brown, fine- to medium-grained, cherty dolomite (Galena Group, Dunleith Formation); 65.3 feet of pale yellow-brown, very fine- to fine-grained, slightly mottled, slightly cherty dolomite (Platteville Group, Quimbys Mill, and Nachusa Formation); 39.0 feet of pale yellow-brown to moderate yellowish brown, mottled dark gray, very fine- to medium-grained dolomite (Platteville Group, Grand Detour, and Mifflin Formations); 35.5 feet of pale yellow-brown, fine- to medium- grained, slightly cherty dolomite (Platteville Group, Pecatonica Forma- tion); and 9.4 feet of white, friable sandstone (Ancell Group, St. Peter Sandstone). GEOTECHNICAL DATA Bedrock Drilling rates, core recovery, Rock Quality Designation, and fracture frequency for Test Hole ISGS S-25 are shown in figure 42. This borehole yielded 237 fractures and joints; 68 percent of these are located in the Wise Lake and the Platteville. The cumulative orienta- tion of the joint and fracture strike planes indicates principal direc- tions of N70W to N80W (primary) and of N60E to N80E (secondary) (fig. 43). The Wise Lake and Platteville most strongly exhibit the principal strike plane orientations. The Silurian contains 22 fractures and joints. Eighty-seven percent of these are partly to completely filled with clay; the remaining ones have no filling. All of the discontinuities have sound rock surfaces; 50 percent are planar and 50 percent are wavy. Asperities are 50 per- cent smooth and 50 percent rough. A possible shear zone extends from 104.5 to 108.9 feet and contains a 0.3-foot-long broken zone and a zone of brecciated shale. 70 Recorded Rock drilling Core Quality rate recovery Designation min/ft % % 12 3 4 5 90 100 80 90 100 Fracture frequency #/10ft 2 4 6 Water pressure tests (permeability cm/sec) no -7 O^ 6 10 s 10^ 10~ 3 10" 2 Piezometric head/base (ft) ^ZE ^L i— —i O ; i E :m 1 -«-io 3 W, o ... "■• ii3. pa ■M MAM W*. | No tests done . : Range o( values Figure 42 Summary diagram for Test Hole ISGS S-25. ' Fractures shown correspond to fracture frequency except where extensively fractured 71 20° 10° 180 o 170° 160° Figure 43 Number and strike of joints and fractures in core from Test Hole ISGS S-25. The Maquoketa contains 36 these have no filling and with clay (54 percent), py All of the discontinuities (30 percent), or uneven (6 or smooth (72 percent). A Silurian-Maquoketa contact three joints contain brecc have parallel to subparall are concentrated from N90W fractures and joints. Thirty-three percent of 67 percent are partly to completely filled rite (42 percent), or calcite (4 percent), are sound and are planar (64 percent), wavy percent). Asperities are rough (28 percent) broken and fractured zone extends below the from 125.8 to 139.8 feet. In this zone, ia and three zones from 213.7 to 239.9 feet el fractures. The strikes of the joint planes to N50W. The Wise Lake contains 83 discontinuities. Forty-six percent of these have no filling and the remaining 54 percent are partly to completely filled with clay (87 percent) or pyrite (13 percent). One-hundred percent of the discontinuities have sound surfaces, and 18 percent of these are healed. Sixty-nine percent of the surfaces are planar, 25 percent are wavy, and 6 percent are uneven. The asperities are rough (43 percent) or smooth (57 percent). Five broken zones, none exceeding 0.6 feet in length, are distributed throughout the Wise Lake from 287.2 to 288.6 feet, 313.1 to 315.6 feet, 331.7 to 332.8 feet, and 341.5 to 343.5 feet. Nine broken and fractured zones contain breccia. The principal orientations of the discontinuities range from N60W to N80W and from N40E to N80E. The Dunleith contains 18 discontinuities. None of the fractures or joints have filling and all are sound. The surfaces are planar (50 percent), wavy (39 percent), or uneven (11 percent) with asperities that are rough (39 percent) or smooth (61 percent). One fractured and broken 72 zone is located from 430.6 to 435.6 feet. The principal orientation of the discontinuities is N45W to N85W, and from N65E to N80E. The Platteville contains 78 discontinuities. Fifty-seven of these (73 percent) have no filling and 21 (27 percent) are partly to completely filled with clay, pyrite, or shale. All of the discontinuities have sound rock surfaces. Fifty-five percent of the surfaces are planar, 32 percent are wavy, and 13 percent are uneven. Seventy-six percent of the asperities are smooth, and 24 percent are rough. Seven surfaces have slickensides. Three discontinuities contain breccia and two of these have slickensides. All of the slickensided surfaces are concentrated between 546.1 and 582.5 feet. The magnitude of the displacements are not determinable, but indicate predominantly vertical with minor lateral movement. A broken zone extends from 554.0 to 555.4 feet. No significant features are observable in 9.2 feet of core from the St. Peter Sandstone. The Silurian, Maquoketa, Wise Lake, Dunleith, and Platteville yield average fracture frequencies of 0.79, 0.24, 0.62, 0.33, and 0.48 frac- tures per feet respectively (table 12). The relatively higher fracture frequency per foot of core is the result of the angle boring, which intercepted more high-angle discontinuities than the vertical test holes. Core recoveries throughout ISGS S-25 are excellent. The lowest average recovery, 90.6 percent, is from the St. Peter. The Silurian, Maquoketa, Wise Lake, and Platteville recoveries are 97.9, 99.8, 98.4, 97.7, and 99.8 percent, respectively. Average RQD values for the Silurian, Maquoketa, Wise Lake, Platteville, and St. Peter are 93.9, 89.4, 90.8, 89.3, 97.4, and 90.6 percent, respectively (tables 13 and 14). Water circulation was lost in the Wise Lake at approximately 282 feet. Water levels, measured below ground surface each day before coring com- menced, ranged from 8 feet with the borehole depth at 99 feet to 78 feet with the borehole depth at 585 feet. 73 509.0 ft T.D. u — T_=-=_ =-=_=— RICHLAND LOESS MALDEN T.M. — >>.-•/ ,^ / s . I / z O 5 -J s P a: O' "•'• rd lin He nf 3 3 4 c rec 80 ore svery % o ip n Qi Desi i ?° ock ality jnation % 10 10 horizonta separation in ft °* * ? V ^ A S 9 O 1 F re ft ractL que /1C \ re icy ft i B 6 (p <10- 7 0"* Water pres tests ermeability 1 0" 5 10"* sure ;m/8 0" 3 ec) 0" 2 Piezometric head/base (ft) J II -25- -50- -75- -100- -125- -150- -175- -200- -225- -250- -275- -300- -325- -350- -375- -400- -425- -450- -475- -500- -525- -550- -575- -600- -625- -650- -675- -700- -725- -750- ■800 •775 ■750 - I j j ***4 l,l l| I I '/, \> V $ n I* \ 'l V i> >i \ 1 Pi /'r 'i V / 1 V i I I flow belo J detection | flow belo J detection w limit V limit ues ▼ — =L -H=E ■725 ■700 ■675 ■650' ■625 ■ ■600- ■575- ■550' ■ 525- -500 -475 ■450 -425 ^===^ : : : : : : :3 ■■■■■:■:■/ ■':'■ : : : >i : : ; : m .:■:■::': : S-lsi ill sf gs; BSS ■m:-;\ I i ; -L J— ¥:&! : ! : 1 1 1 -*+*" ***** 502.5 ft 1 1 1 I "p: 1 ' 1 *BB 1 1 1 ': i 1 I I!?! 1 :SS llj 1 :;S % 1 1 •: ■:■■■■■-', 1 A / A , / A / 7 }■■ " « 1 . is( H 1 1 1 1 :S-g 1 -400 1~^~, 68°o 4 J—, L $1 1 -375 •350 ■325 ' I | ■f— F 1 ^i 1 i / A fii / 1 A / / ' ; :m --:-:-■:■:: z u 1 I Range of va ■300 ■275 250' 225' 200. 175. 150- 125- 100- 75" L i ■ ■■' ■ ■:•:•:* •.•».»:i „ Base of piez r ' ' Fractures shown correspond to fracture frequency except where extensively fractured Figure 45 Summary diagram for Test Hole ISGS S-26. 76 15 Joints Figure 46 Number and angle of dip of joints in core from Test Hole ISGS S-26. a. 1 16.2 feet of Maquoketa Group strata b. 108.2 feet of Wise Lake Formation (Galena Group) strata c. 81 .7 feet of Dunleith Formation (Galena Group) strata d. 64.9 feet of Platteville Group strata Twelve of the surfaces are planar, 20 are wavy, and one is uneven. Twenty-one of the asperities are rough and 12 are smooth. One rock surface has slickensides that extends from 340.7 to 341.2 feet and indicates predominantly lateral displacement of unknown magnitude. Dolomite breccia occurs in four joints and one of these is healed. There are six broken and fractured zones up to 3.1 feet long. The Dunleith contains 22 discontinuities that dip 65 to 90 degrees (fig. 46c). None of these has filling, all have sound rock surfaces, and four are healed. The surfaces are planar (23 percent), wavy (73 percent), or uneven (4 percent). Asperities are smooth (59 percent) or rough (41 percent). There are 12 fractured and broken zones throughout the Dunleith; eight of these are in the interval from 417.4 to 444.1 feet. Breccia occurs along nonhealed joints in the interval from 370.9 to 372.4 ft and from 406.8 to 409.4 feet. 77 Table 28. In situ stress calculations for Test Hole ISGS S-26 Depth ft. Rock unit Sv(gr) psi Sv psi Sh psi SH psi SH direction 186 244 Maquoketa Maquoketa 190 250 320 310 nor frac 265 303 331 Wise Lake Wise Lake Wise Lake 275 320 350 500 470 885 710 N54E 382 Dunleith 435 695 1235 452 466 481 Platteville Platteville Platteville 495 500 515 585 620 580 1115 1170 1045 N53E Sv(gr) = calculated vertical stress from rock density. Sv = vertical stress based on sut-in pressure in horizontal fracture. Sh, SH = vertical, least horizontal, and largest horizontal principal stresses. The Platteville has 12 discontinuities; 11 of these dip 70 to 90 degrees (fig. 46d). Eight of the discontinuities have no filling and 4 are partly filled with clay (3) or pyrite (1). All of the fractures and joints are sound and two are healed. Sixty-seven percent of the sur- faces are planar and 33 percent are wavy. The asperities are smooth (67 percent) or rough (33 percent). Six fractured the Platteville. One of these zones, which is broken, extends from 455.8 to 458.4 feet. One and broken zones are in severely fractured and joint contains breccia and has a surface amplitude of approximately 0.6 inch. Average fracture frequencies for the Maquoketa, Wise Lake, Dunleith, and Platteville are 0.21, 0.30, 0.27, and 0.18 fractures per foot respec- tively (table 12). Core recovery is excellent for all units. The Maquoketa, Wise Lake, Dunleith, and Platteville yield average recoveries of 100.0, 100.0, 99.0, and 99.2 percent, respectively. The average RQD values ranged from good to excellent with respective values of 99.4, 95.3, 89.1, and 92.5 percent for the Maquoketa, Wise Lake, Dunleith, and Platteville (tables 13 and 14). Water circulation was lost in the Platteville at approximately 448 feet. The water level, measured approximately 14 hours after drilling, was 268 feet below the ground surface. In situ stress measurements Nine in situ stress Madison, Wisconsin, generate a vertical of the fissility of measurements were made by Dr. Bezalel C. Haimson of in borehole ISGS S-26 (table 28). Two attempts to fracture in the Maquoketa were unsuccessful because the horizontally layered shale. The tests formed horizontal fractures that enabled determination of the vertical stress (03). The measured vertical stress is 1.25 to 1.70 times the expected loads calculated from rock density data and gravity; it is the least principal stress. Three measurements were made in the Wise Lake and Platteville units and one in the Dunleith. The ratio of the maximum principal horizontal stress (aj) to the least principal horizontal 78 Table 29. E ingineering properties and particle-: size distri but ion of drif t for Test Ho le ISGS S-26 Gravel Moisture (% of <2mm fracti on Unified Depth of soil sample N Qp content total Sand Silt Clay classifi- (ft) Unit* (blows /ft) (tsf) (%) sample) {%) (%) (%) cation 4.0-5.0 A 3 1.0 26.9 0.0 3.6 67.2 29.2 ML.MH 8.5-10.0 B 20 3.0 19.1 9.6 22.6 44.4 33.0 CL 13.5-15.0 24 2.3 12.9 5.4 24.5 45.6 29.9 CL 18.5-20.0 26 3.5 14.0 10.9 46.9 42.2 10.9 CL 23.5-25.0 66 6.0 10.1 9.5 34.7 33.2 32.1 CL 28.5-30.0 45 -- -- 0.2 86.4 9.1 4.5 SP 33.5-35.0 C 13 -- -- 0.4 73.2 23.1 3.7 SP 38.5-40.0 47 -- -- 4.4 92.0 4.2 3.8 SP 43.5-45.0 41 -- — 0.4 58.7 37.5 3.8 SP 48.5-50.0 48 -- -- 2.5 90.9 5.4 3.7 SP 53.5-55.0 77 -- -- 1.1 79.4 16.9 3.7 SP 58.5-60.0 30 -- -- 27.3 81.5 12.3 6.2 SW 68.5-70.0 D < — -NO SAMPLE- > 78.5-80.0 58 4.5 17.6 0.0 0.2 79.5 20.3 ML 88.5-90.0 E 40 3.5 15.6 0.0 0.2 79.7 20.1 ML 98.5-100.0 F 69 -- -- — -- -- -- SP 108.5-110.0 61 — -- -- — — — CL 113.5-115.0 96 >4.5 7.4 9.8 43.1 34.2 22.7 CL 118.5-120.0 G 156 >4.5 10.8 14.6 45.8 30.8 23.4 CL 123.5-125.0 R >4.5 7.2 12.7 50.5 33.8 15.7 CL 128.5-130.0 R >4.5 7.4 18.4 57.6 28.8 13.6 CL 133.5-135.0 R >4.5 7.3 18.5 53.4 27.9 18.7 CL 138.5-140.0 R -- -- -- -- -- -- CL Qp = unconfined compressive strength as measured by pocket penetrometer R = refusal *unit description A = brown to gray silty clay B = gray to pinkish brown till C = pinkish brown sand; finely laminated D = gray massive silt E = pinkish-gray massive silt F = well -sorted pinkish brown sand G = pinkish-brown to brown loam till stress (c^) generally is in the range of 2:1 to 3:1. The maximum prin- cipal stress direction is about N53E. The maximum to minimum principal stress ratios in this borehole are lower than expected and lower than those measured in borehole ISGS S-29. The low values are probably the result of stress relaxation associated with the many fractures encountered in this borehole. Drift The drift is composed from top to bottom of 27 feet of very stiff to hard till with high to very high bearing capacity, and 79 feet of dense, generally poorly-graded sand with subordinate beds of silt, all with high to very high bearing capacity. The lowermost drift, from 106 to 138 feet, is hard till with very high bearing capacity and generally low moisture content (<10.8 percent; table 29). 79 Table 30. Hydraulic conductivity (cm/sec) calculated from pressure tests in Test Hole ISGS S-26 Depth of Pressure test interval (ft) 35 psi 70 psi 100 psi 70 psi 35 psi 504-484 1.6X10' 6 1.9xl0" 6 1.6xl0"6 1.3xl0"6 7.8xl0" 7 484-464 4.7xl0"5 4.3xl0"5 4.5xl0"5 4.3xl0"5 4.6xl0"5 464-444 6.1x10-5 7.3xl0"5 7.9xl0"5 7.6xl0"5 8.0x10-5 444-424 8.6xl0"6 9.5xl0"6 8.7xl0"6 6.3xl0"6 5.4xl0"6 424-404 1.7x10-5 2.0x10-5 2.4xl0"5 1.6xl0"5 1.4xl0"5 404-384 4.7xl0"6 5.1xl0"6 4.9xl0"6 4.4xl0"6 2.3xl0"6 384-364 3.9x10-6 4.4xl0"6 4.4xl0"6 3.8xl0"6 3.1xl0"6 364-344 3.1x10-6 4.4xl0"6 4.4xl0"6 3.8xl0"6 2.3x10-6 344-324 1.6x10-6 2.5x10-6 2.7xl0"6 1.9xl0"6 1.6xl0" 6 324-304 1.6xl0"6 1.9x10-6 2.2x10-6 1.3xl0"6 7.8xl0" 7 304-284 7.8xl0- 7 6.3x10"? 1.6x10-6 1.3x10-6 7.8xl0 -7 284-264 7.8xl0" 7 1.3xl0"6 1.6xl0"6 * * 264-244 l.lxlO" 5 1.6xl0"5 1.7xl0"5 1.9xl0" 5 1.8xl0" 5 244-224 * * * * * 224-204 * * 5.4xl0" 7 * * 204-184 * * 5.4xl0" 7 6.3xl0 -7 7.8xl0" 7 184-164 • * * * * 10 psi 30 psi 50 psi 30 psi 10 psi 164-144 9.3x10"? 8.0xl0" 7 * 8.0xl0" 7 9.3xl0 -7 No flow was detected during test. HYDROGEOLOGIC DATA Pressure Testing Results of individual pressure tests for this boring are listed in table 30. Calculated hydraulic conductivity values range from 8.0 x 10~ 5 cm/sec to less than 1.0 x 10" 6 cm/sec and are shown graphically in figure 45. Pi ezometer The test interval in ISGS S-26 is located from 487.5 to 502.5 feet deep in the Quimbys Mill and Nachusa Formations of the Platteville Group (fig. 45). The piezometric head is 239.4 feet (table 9). 80 o— = = EQUALITY FM. • O". • <=■• O'.CB HENRY FM. '.V />•"/>•/>• £ IL z o c a Ul S MALDEN T.M. TISKILWA T.M. "*~V-*-^~ ROBEIN SILT -*=_S=^=S- GLASFORD FM. A / A ELWOOD FM. / r 1 A 1 -1 / — WILHELMI FM. - / /- 100 — MAQUOKETA GROUP — — / — / — __'_/_ _I _ -/ /- / _/ / --/ /- / /- - --/ /- / / / / 1 _/ /__ __/ /_ / /_ _ __/ /_ 200 — / _/ /_ / m ^^~- 7 =--=--=: 1 1 Q. O DC o < Z 111 _l < C3 WISE LAKE FORMATION 1 1 / / / / / / / / 300 / / / / / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 400_ 1 1 A / A DUNLEITH FORMATION A / A / / / / t 1 1 1 1 =-*_- -r / - GUTTENBERG / 0. o DC CD LU _l _l > LU 1- £ _i 0. QUIMBYS MILL- NACHUSA FORMATIONS / / / A / / / / A / / / / A 500— / /_ GRAND DETOUR FM. _A_/_ / . 526.2 ft T.D. Silt and silt loam, brown, laminated (0-8 ft) Sand and gravel, brownish gray, massive (8-15 ft) Till, gray silty clay loam (15-21 ft) Silt loam and loamy sand, pinkish brown, laminated (21-36 ft) Till, pinkish brown clay loam (36-48 ft) Silty clay, green and black, wood fragments, leached (48-55 ft) Silt and fine sand, yellowish white, laminated (55-61 ft) Dolomite, yellow gray to light greenish gray, stained very pale orange, fine grained, slightly vuggy, cherty and pyritic; separated by greenish gray shaly laminae (61.5-82.3 ft) Dolomite, yellow gray to dark gray, fine to medium grained, slightly argillaceous, silty, laminated beds 0.05 to 0.40 ft thick separated by wavy shale laminae (82.3-101.8 ft) Shale, greenish gray to dark greenish gray, silty (101.8-108.8 ft) Dolomite, pale yellow brown, argillaceous, medium to coarse grained (108.8-109.3 ft) Dolomite, as above, but more argillaceous, light greenish gray to light olive- gray, fine grained, fossiliferous, few chert beds and nodules separated by greenish gray and olive-gray shale beds (109.3-203.7 ft) Shale, olive gray, dolomitic (203.7-221.8 ft) Dolomite, yellow gray to light olive gray, fine to coarse grained, slightly argillaceous; separated by olive gray shale laminae up to 0.1 ft thick, few fossils (221.8-231.4 ft) Shale, olive gray, laminated, some pyrite nodules (231.4-251.0 ft) Dolomite, pale yellow brown, fine to medium grained, slightly vuggy; upper 0.5 ft is mottled and contains pyrite; beds 0.1 to 0.6 ft separated by olive-gray shale laminae (251.0-266.4 ft) Dolomite, as above, separated by reddish brown shaly laminae every 0.01 to 0.10 ft (266.4-266.7 ft) Dolomite, as above, few medium light gray mottles, separated by olive-gray shaly laminae up to 0.01 to 0.02 ft, few dark gray hardgrounds (266.7-398.1 ft) Dolomite, as above, but with chert nodules 0.1 to 0.2 ft thick separated by brownish black laminae every 0.1 to 0.4 ft, occasional through-going vugs, few dark gray hardgrounds (398.1 -441.9 ft) Dolomite, pale yellow brown separated by reddish brown shaly laminae every 0.01 to 0.20 ft (441.9-442.8 ft) Dolomite, pale yellow brown, few medium light gray mottles, fine grained, small tubular, burrow-like vugs (442.8-451.5 ft) Dolomite, pale yellow brown, fine grained, no mottles (451.5-482.8 ft) Dolomite, medium dark gray, very argillaceous, common burrows, fine grained beds separated by dark gray shale laminae (482.8-485.0 ft) Dolomite, pale yellow brown, no mottles, very fine grained (485.0-493.4 ft) Dolomite, pale yellow brown, fine grained, common medium dark gray mottles (493.4-510.7 ft) Dolomite, pale yellow brown, fine grained, beds 0.1 to 0.2 ft separated by olive-gray shale laminae (510.7-526.2 ft T.D.) Figure 47 Stratigraphic column for Test Hole ISGS S-27. 81 TEST HOLE ISGS S-27 Location: NW1/4 NW1/4 SE1/4 SE1/4 Sec. 20, T40N, R8E Property: Kane County Forest Preserve Surface Elevation: 739 feet Total Depth: 526.2 feet STRATIGRAPHY Bedrock The stratigraphic column (fig. 47) shows the lithologies and depths of drift and bedrock units encountered in ISGS S-27. The hole penetrated (from top to bottom) 61 feet of glacial drift; 20.8 feet of yellow-gray to light greenish gray, fine-grained cherty dolomite (Elwood Formation); 19.5 feet of yellow-gray to dark gray, fine-grained, argillaceous dolo- mite (Wilhelmi Formation); 149.2 feet of interbedded pale yellow-brown, fine- to coarse-grained, argillaceous dolomite with olive-gray, dolo- mitic shale (Maquoketa Group, undifferentiated); 147.1 feet of pale yellow-brown, fine- to medium-grained dolomite (Galena Group, Wise Lake Formation); 43.8 feet of pale yellow-brown, fine- to medium-grained, cherty dolomite (Galena Group, Dunleith Formation); 0.9 feet of pale yellow-brown dolomite separated by reddish brown shaly laminae (Galena Group, Guttenberg Formation); 40.0 feet of pale yellow-brown, yery fine- grained, slightly mottled, slightly cherty dolomite (Platteville Group, Quimbys Mill, and Nachusa Formations); 43.4 feet of pale yellow-brown, mottled dark gray, argillaceous, \/ery fine-grained dolomite (Platteville Group, Grand Detour Formation). Glacial Drift The glacial drift is 61 feet thick and from top to bottom is composed of 8 feet of brown and gray laminated silt and silt loam (Equality Forma- tion); 7 feet of brownish gray, poorly sorted sand and gravel (Henry Formation); 6 feet of gray clay loam and loam till (Maiden Till Member, Wedron Formation); 15 feet of pinkish brown, stratified sand and lamin- ated silt loam; 12 feet of pinkish brown clay loam till (Tiskilwa Till Member); about 7 feet of organic-rich silty clay (Robein Silt); and 6 feet of yellowish white, laminated fine sand (Glasford Formation, undif- ferentiated). GE0TECHNICAL DATA Bedrock Figure 48 shows the drilling rate, core recovery, Rock Quality Designa- tion, and fracture frequency for each run at ISGS S-27. The Silurian contains nine joints and fractures, six of which are slightly oxidized and horizontal (fig. 49a). These are just below the bedrock surface, partly to completely filled with clay, and predomi- nantly planar and rough. Four contain breccia. One discontinuity is partly filled with pyrite. Four of the nine fractures and joints have sound rock surfaces and the remainder are altered. Surfaces are planar (78 percent), wavy (11 percent), and uneven (11 percent). The asperi- ties are rough (78 percent) or smooth (22 percent). One broken zone is associated with a fracture and extends from 100.9 to 101.0 feet. 82 Distance Recorded Rock between drilling Core Quality horizontal rate recovery Designation separations min/ft % % Fracture frequency #/10ft Water pressure tests Piezometric (permeability cm/sec) head/base Figure 48 Summary diagram for Test Hole ISGS S-27. 83 ' Fractures shown correspond to Iracture Irequency except where extensively fractured 15 Joints 15 Joints 15 Joints 15 Joints 1 5 Joints Figure 49 Number and angle of dip of joints in core from Test Hole ISGS S-27. a. 40.3 feet of Silurian strata b. 1 49.2 feet of Maquoketa Group strata c. 147.1 feet of Wise Lake Formation (Galena Group) strata d. 43.8 feet of Dunleith Formation (Galena Group) strata e. 83.4 feet of Platteville Group strata Ten of the 12 discontinuities in the Maquoketa dip 80 to 90 degrees (fig. 49b). Seventy-five percent of the fractures and joints have no filling and the remaining 25 percent are partly to completely filled with pyrite. Eighty-three percent of the discontinuities have sound rock surfaces and 33 percent are healed. Fifty-eight percent of the surfaces are rough and 42 percent are wavy. The asperities are smooth (92 percent) or rough (8 percent). One dolomite surface has faint slickensides. One broken zone extends 0.2 feet in shale. 84 The Wise Lake contains only two discontinuities (fig. 49c). One is horizontal, filled with shale, and is slightly altered, planar, and rough. The second discontinuity dips 80 degrees, has no filling, is slightly altered and healed, and also planar and rough. The Wise Lake also contains two broken zones less than 0.2 feet long. The Dunleith contains one discontinuity (fig. 49d), which is horizontal, partly clay filled, altered, planar, and rough. There are two broken zones, each 0.1 foot long. The Platteville contains 12 discontinuities that dip 75 to 90 degrees (fig. 49e). None of these have filling and all have sound rock sur- faces. Four of the 12 fractures and joints are planar and eight are wavy. The asperities are smooth (10) or rough (2). The Silurian, Maquoketa, Wise Lake, Dunleith, and Platteville have average fracture frequencies of 0.22, 0.08, 0.01, 0.02, and 0.14 frac- tures per foot, respectively (table 12). Average core recoveries are excellent throughout the borehole. Respec- tive recovery values are 99.7, 99.9, 100.0, 99.9, and 100.0 percent for the Silurian, Maquoketa, Wise Lake, Dunleith, and Platteville. Average RQD values are also excellent with respective values of 98.6, 99.7, 99.7, 99.6, and 99.9 percent (tables 13 and 14). Water circulation was lost in the Maquoketa at a depth of approximately 229 feet. A complete record of water return is not available. Seating problems with the casing were noted early in the coring operation and may have influenced water levels, which fluctuated from 30 to 38 feet below the ground surface regardless of borehole depth during coring. Drift The drift is heterogenous; all deposits have medium bearing capacity. The deposits from 48 to 55 feet contain less than 0.9 percent organic carbon, and have a low smectite content, which suggests an insignificant shrink-swell capacity (table 31). HYDROGEOLOGIC DATA Pressure Testing Results of individual pressure tests for this boring are listed in table 32. Calculated hydraulic conductivity values range from 1.4 x 10" 3 cm/sec to less than 1.0 x 10~ 6 cm/sec and are shown graphically in figure 48. Piezometer The test interval in ISGS S-27 is located from 450.0 to 475.5 feet deep in the Quimbys Mill and Nachusa Formations of the Platteville Group (fig. 48). The piezometric head is 162.3 feet (table 9). 85 Table 31. Engineering properties and particle-size distribution of drift for Test Hole ISGS S-27 Unit* N (blows/ft) Qp (tsf) Moisture content (%) Gravel (% of total sample) <2mm fraction Unified Depth of s amp 1 e (ft) Sand (%) Silt (%) Clay (%) soil classifi- cation 3.5- 5.0 A 15 1.3 * 0.0 1.3 81.2 17.5 ML 8.5-10.0 B 26 • * 18.9 72.7 22.9 4.4 SW 13.5-15.0 18.5-20.0 C 14 27 * 4.0 * 11.8 8.9 34.3 26.1 40.3 39.1 25.4 34.8 CL CL 23.5-25.0 29.0-30.5 33.5-35.0 D 10 34 45 -- — 0.0 35.0 57.8 0.7 64.1 74.4 63.7 25.5 16.9 35.6 10.4 8.7 CL CL CL 38.5-40.0 43.5-45.0 E 16 18 2.0 2.0 -- 15.8 3.7 26.8 25.7 37.2 38.6 36.0 35.7 CL CL 48.5-50.0 53.5-55.0 F 38 27 -- 0.5 14.5 30.3 55.2 ML.CL CL 58.5-60.0 G 72 -- -- -- -- -- -- SP Qp = unconfined compressive strength as measured by pocket penetrometer *unit description A = laminated brown silt loam B = brownish gray sand and gravel, brown loam till bed at 13.5 ft C = gray clay loam and loam till D = laminated pinkish brown silt and sand E = soft, pinkish brown clay loam till F = organic-rich silty clay G = yellowish-white, fine sand Table 32. Hydraulic conductivity (cm/sec) calculated from pressure testing in Test Hole S-27 Depth of Pressure test interval (ft) 35 psi 70 psi 100 psi 70 psi 35 psi 521-501 * * • * * 501-481 * • * * * 481-461 * * • * * 461-441 * * * * * 441-421 * • * * * 421-401 * * * * * 401-381 • * * * * 381-361 * * * * * 361-341 * 1.4x10-6 1.0x10*6 1.4xl0"6 2.4xl0"6 341-321 2.4xl0"6 1.4xl0"6 l.OxlO" 6 * 2.4xl0" 6 321-301 * 1.4x10-6 1.0x10-6 1.4x10-6 2.4x10-6 301-281 * 1.4x10-6 l.OxlO" 6 * * 281-261 2.4x10-6 * * * * 261-241 • * l.OxlO'6 * * 291-221 1.2xl0"3 1.4xl0"3 8.4X10" 1 * 6.7xl0 _,t 6.4X10" 4 221-201 2.4xl0"6 1.4x10-6 1.0x10-6 • * 201-181 * * 2.9x10-5 * * 181-161 * * 7.0x10-5 * * **161-141 * 1.4x10-6 1.3xl(P» 3.2x10-5 * **141-121 2.4x10-6 2.9x10-5 1.5X10"* 8.7x10-5 2.4x10-6 **121-101 * * l.OxlO" 6 1.4x10-6 • 10 psi 30 psi 50 psi 30 psi 10 psi 101-81 9.1x10-5 6.9x10-5 6.9xl0 T 5 7.7x10-5 l.lxKP* 83-63 * 7.9x10-6 7.3x10-6 5.3x10-6 * *No flow was detected during test. **These three intervals were tested at the higher pressures and the results may be in error, but by less than an order of magnitude. 86 TEST HOLE ISGS S-28 Location: NE1/4 SE1/4 SW1/4 SW1/4 Sec. 5, T38N, R9E Property: Ays Landscaping Surface Elevation: 731 feet Total Depth: 528.1 feet STRATIGRAPHY Bedrock The stratigraphic column (fig. 50) shows the lithologies and depths of drift and bedrock units encountered in ISGS S-28. The hole penetrated (from top to bottom) 67 feet of glacial drift; 58.4 feet of pinkish gray to light greenish gray, fine-grained dolomite (Joliet?-Kankakee Forma- tions); 25.6 feet of pale yellow-brown to light greenish gray, fine- grained, cherty dolomite (Elwood Formation); 155.9 feet of interbedded greenish gray to olive-gray, fine- to coarse-grained, pure to argilla- ceous dolomite and olive-gray dolomitic shale (Maquoketa Group, undif- ferentiated); 142.8 feet of pale yellow-brown, \/ery fine- to medium- grained dolomite and limestone (Galena Group, Wise Lake Formation); 36.0 feet of pale yellow-brown, s/ery fine grained cherty limestone (Galena Group, Dunleith Formation); 0.4 foot of pale yellow-brown, very fine- grained limestone with reddish brown shale laminae (Galena Group, Guttenberg Formation); and 41.7 feet of pale yellow-brown, fine-grained, slightly mottled, slightly cherty limestone and dolomite (Platteville Group, Quimbys Mill and Nachusa Formations). The Dygerts Clay Bed was encountered at 400.85 feet. Glacial Drift The glacial drift is 68 feet thick. The drift units are correlated to those described in Landon and Kempton (1971). The drift is composed from top to bottom of 2 feet of brown and black silty clay loam (Richland Loess, Unit A of Landon and Kempton); 20 feet of gray silty clay and clay till (Yorkville Till Member, Wedron Formation, Unit B); 20 feet of brown clay loam to silty clay loam till (Maiden Till Member, Unit C); 14 feet of gray clay till (Unit 0); and 12 feet of pinkish brown sandy loam till (Unit E). GEOLOGICAL DATA Bedrock Figure 51 shows the drilling rate, core recovery, Rock Quality Designa- tion, and fracture frequency for each run at ISGS S-28. The Silurian contains 13 fractures and joints, 30 percent of the total in ISGS S-28. Eighty-five percent of these dip from 80 to 90 degrees (fig. 52a) Sixty-two percent have no filling and the remainder are partly to completely filled with clay. Five of the discontinuities are healed and all have sound rock surfaces. Sixty-nine percent of the sur- faces are planar, 25 percent are wavy, and one is uneven. The asperi- ties are rough (62 percent) or smooth (38 percent); one rock surface has faint slickensides. Six broken zones are located within the Silurian; none is more than 0.8 foot long and most are 0.1 foot long. 87 100 200" 300 — 400- 500— 528.1 ft T.D. MAQUOKETA GROUP I 4 I ^S WISE LAKE FORMATION DUNLEITH- GUTTENBERG FORMATIONS PLATTEVILLE GROUP QUIMBYS MILL- NACHUSA FORMATIONS Silty clay loam, brown and black (0-2 ft) Till, brown to gray silty clay to clay, few laminations (2-22 ft) Till, brown loam to silty clay loam (22-42 ft) Till, gray clay (42-56 ft) Till, pinkish brown sandy loam (56-67 ft) Dolomite, pinkish gray, reddish brown, light greenish gray, fine grained, beds 0.1 to 0.5 ft thick separated by greenish gray shaly laminae (67.0-125.4 ft) Dolomite, pale yellow brown to light greenish gray, fine grained, with abundant chert nodules (125.4-151.0 ft) Dolomite, fine to coarse grained, pure to argillaceous, some chert nodules; separated by greenish gray shaly laminae (151.0-156.9 ft) Shale, greenish gray, silty, dolomitic, very cherty; interbedded with light olive-gray dolomite, fine grained (156.9-199.2 ft) Shale, olive gray, dolomitic, few dolomite interbeds, light olive gray, fine grained, beds 0.1 to 0.2 ft thick (199.2-232.5 ft) Dolomite, greenish gray to olive gray, fine grained, common burrows; grades to shale towards the base (232.5-233.9 ft) Shale, olive gray, dolomitic, few fossils (bryozoans) (233.9-306.9 ft) Dolomite, very pale orange to pale yellow brown, fine to medium grained, very calcareous, oil stains in the upper 6 ft (306.9-319.4 ft) Limestone, very pale orange, very fine-grained, light olive gray mottles, fossiliferous, few reddish brown shale laminae, 0.1 to 0.4 ft thick beds separated by olive gray shale laminae, few coarse-grained beds 0.1 to 0.2 ft thick (319.4-449.7 ft) Mixed layer clay bed, olive gray (400.85-400.88 ft) Limestone, as above, but with few white chert nodules, some calcite-filled vugs, some stylolitic bedding surfaces, some reddish brown shale partings in the lower 0.4 ft (Guttenberg Fm.) (449.7-486.4 ft) Limestone, light gray, few mottles, predominantly fine grained, some calcite-filled vugs (486.4-492.4 ft) Dolomite, pale yellow brown, fine to medium grained, few light gray and grayish orange mottles, slightly cherty, occasional dark gray shaly beds (492.4-528.1 ft T.D.) Figure 50 Stratigraphic column for Test Hole ISGS S-28. 88 Distance Recorded Rock between drilling Core Quality horizontal Fracture rate recovery Designation separations in ft frequency min/ft % % #/10ft Water pressure tests (permeability cm/sec) Piezometric head/base (ft) " Fractures shown correspond to fraclure Irequency except where extensively Iractured Figure 51 Summary diagram for Test Hole ISGS S-28. 89 15 Joints Figure 52 Number and angle of dip of joints in core from Test Hole ISGS S-28. a. 84.0 feet of Silurian strata b. 155.9 feet of Maquoketa Group strata c. 142.8 feet of Wise Lake Formation (Galena Group) strata d. 36.3 feet of Dunleith Formation (Galena Group) strata e. 41 .7 feet of Platteville Group strata 90 The Maquoketa contains ten discontinuities with sound surfaces, nine of which dip from approximately 65 to 90 degrees (fig. 52b). Forty-four percent have no filling and the remainder are partly to completely filled with clay (3), calcite (1), or pyrite (1). Four discontinuities are healed, of which two have been mineralized. The surfaces are planar (67 percent) or wavy (33 percent). Asperities are rough (11 percent) or smooth (89 percent). The Maquoketa has three broken and fractured zones located from 171.2 to 280.6 feet. Slickensides are found on a dolomite- chert interface at 172.2 feet. The Wise Lake contains four discontinuities that dip from 80 to 90 degrees (fig. 52c), only nine percent of the total fractures and joints in this borehole. Two of the discontinuiites have no filling and the remaining two are partly to completely filled with calcite. All four of the discontinuities are healed and sound. Three surfaces are wavy, one is planar; three are smooth and one is rough. The Dunleith contains two discontinuities that dip 50 and 80 degrees (fig. 52d). One is partly and the other is completely filled with calcite; both are healed and sound. One discontinuity is planar and one is rough, and both surfaces have smooth asperities. The Platteville has the greatest number (16) of fractures and joints of any unit in ISGS S-28. The discontinuities dip from 55 to 90 degrees (fig. 52e). Twelve of these have no filling and four are partly to com- pletely filled with calcite (3) or pyrite (1). Six of the discontinui- ties are healed and all have sound rock surfaces. A broken zone extends from 492.6 to 494.5 feet, and slickensides occur from 492.6 to 492.9 feet. Average fracture frequencies for the Silurian, Maquoketa, Wise Lake, Dunleith, and Platteville are 0.15, 0.06, 0.03, 0.05, and 0.38 fractures per foot for the respective strata (table 12). Core recoveries and RQD values are excellent throughout the borehole. Average recovery values for the Silurian, Maquoketa, Wise Lake, Dunleith, and Platteville are 99.2, 99.9, 100.0, 100.0 and 100.0 per- cent; and average RQD values are 96.8, 99.2, 100.0, 100.0, and 99.9 per- cent, respectively (tables 13 and 14). Water circulation was partially lost at approximately 218 feet and completely lost at approximately 228 feet in the Maquoketa. A slight return occurred at approximately 269 feet. Water levels ranged from 49 to 52 feet below the ground surface. In situ stress measurement Eleven in situ stress measurements were made by Dr. Bezalel C. Haimson of Madison, Wisconsin, in borehole ISGS S-29 (table 33). Four attempts to generate a vertical fracture in the Maquoketa were unsuccessful because of the fissility of the horizontally layered shale. The tests formed horizontal fractures that enabled determination of the vertical stress. The measured vertical stress is the least principal stress (a3)--0.93 to 1.4 times the expected loads calculated from rock density 91 Table 33. In situ stress calculations for Test Hole ISGS S-28 Depth ft. Rock unit Sv(gr) psi Sv psi Sh psi SH psi SH direction 75 147 Silurian Si lurian 70 155 155 560 325 840 N69E 200 217 250 277 Maquoketa Maquoketa Maquoketa Maquoketa 215 230 270 300 200 320 300 340 hor frac hor frac 321 377 441 Wise Lake Wise Lake Wise Lake 344 410 480 960 800 815 1715 1440 1575 N63E N57E 457 466 Dunleith Dunleith 500 510 830 1150 1485 1970 N65E Sv(gr) = calculated vertical stress from rock density. Sv = vertical stress based on shut-in pressure in horizontal fracture. Sh, SH = vertical, least horizontal, and largest horizontal principal stresses. data and gravity. Two measurements were made in the Silurian and Dunleith units and three in the Wise Lake. The ratios of the maximum principal horizontal stress (ai) to the least principal horizontal stress (o 2 ) generally are in trie range of 3:1 to 4:1. All maximum principal stress directions are between N57E and N69E. Drift The drift is similar to the sequence at the Fermi National Accelerator Laboratory site (Landon and Kempton, 1971). The upper 2 feet is loess with medium bearing capacity (Richland Loess; Unit A of Landon and Kempton); it is underlain by 20 feet of very stiff till with high bearing capacity (Yorkville Till Member, Wedron Formation; Unit B of Landon and Kempton). From 22 to 42 feet depth is hard to very hard till with very high bearing capacity (Maiden Till Member; Unit C); it is underlain by 20 feet of hard till with high bearing capacity (Unit D). The lowermost unit, from 56 to 68 feet, is stiff to very stiff till with very high bearing capacity (Maiden Till Member; Unit E). The clay content of Unit D and Unit E is about 60 percent and 14 percent, respec- tively (table 34). HYDROGEOLOGIC DATA Pressure Testing Results of individual pressure tests for this boring are listed in table 35. Calculated hydraulic conductivity values range from 2.1 x 10" 4 cm/sec to less than 1.0 x 10" 6 cm/sec and are shown graphically in figure 51. Piezometer The test interval in ISGS S-28 is located from 420.0 to 443.0 feet deep in the Wise Lake Formation of the Galena Group (fig. 51). There is no piezometric head (table 9). 92 Table 34. Engineering properties and particle-size distribution of drift for Test Hole ISGS S-28 Moisture Gravel {% of <2mm fraction i Unified Depth of soil sample N Qp content total Sand Silt Clay classifi- (ft) Unit* (blows/ft) (tsf) (%) sample) (%) {%) (%) cation 3.5-5.0 A 22 >4.5 13.7 0.6 5.8 49.9 44.3 CL 8.5-10.0 19 3.8 18.5 6.7 11.0 45.1 43.9 CL 13.5-15.0 24 3.5 16.4 1.1 4.1 45.1 50.8 CL 18.5-20.0 16 2.0 24.1 1.0 0.3 32.2 67.5 CL 23.5-25.0 B 60 »4.5 9.5 7.2 27.2 46.5 26.3 CL 28.5-30.0 51 4.5 11.6 5.4 19.7 37.4 42.9 CL 33.5-35.0 58 4.5 11.9 6.0 20.1 35.7 44.2 CL 38.5-40.0 16 4.5 17.8 -- -- -- -- CL 43.5-45.0 C 26 __ 2.5 9.2 30.3 60.5 CL 50.0-51.5 21 2.5 21.0 0.5 4.7 33.7 61.6 CL 55.0-56.5 21 1.8 24.4 0.5 4.1 28.8 67.1 CL 58.5-60.0 D 41 1.0 -- 40.0 48.3 39.5 12.2 CL 64.5-65,0 18 1.5 8.5 27.7 50.8 35.0 14.2 CL Qp = unconfined compressive strength as measured by pocket penetrometer *unit description A = brown to gray silty clay to clay till; locally laminated B = brown loam to silty clay till C = soft, gray clay till D = pinkish brown loam till Table 35. Hydraulic conductivity (cm/sec) calculated from pressure testing in Test Hole ISGS S-28 Depth of Pressure test interval (ft) 35 psi 70 psi 100 psi 70 psi 35 psi 522-502 * 1.3xl0"6 9.6xl0" 7 1.3xl0"6 * 502-482 2.0xl0"6 1.3x10-6 9.6x10-7 1.3x10-6 * 482-462 * * 9.6x10"? * * 462-442 2.0xl0"6 1.3x10-6 9.6xl0" 7 1.3x10-6 2.0x10-6 442-422 * * 9.6x10"" • * 422-402 2.0xl0"6 1.3x10-6 * 1.3x10-6 * 402-382 2.0xl0"6 * 9.6xl0" 7 1.3x10-6 * 382-362 * 1.3x10-6 1.9x10-6 * * 362-342 * * 9.6x10-7 * * 342-322 * * * * * 322-302 * • * * * 302-282 * * * * * 282-262 * 1.3x10-6 9.6x10"? * * 262-242 * 1.3x10-6 3.8x10-6 * * 242-222 1.2x10-5 l.lxlO'5 1.4xl0"5 l.OxlO'5 l.OxlO" 5 222-202 4.8xl0"5 4.0xl0"5 3.6x10-5 3.8x10-5 4.4xl0"5 202-182 9.9x10-5 9.0x10-5 l.OxlO" 4 l.OxlO -1 * 1.3xl0 _1+ 182-162 1.8xl0 _l » 1.8xl0 _l+ 1.7X10" 1 * I.8XIO- 4 2.1xl0 _lt 162-142 6.0x10-6 7.6xl0"6 8.6x10-6 8.8xl0"6 8.1x10-6 10 psi 30 psi 50 psi 30 psi 10 psi 142-122 * 2.2x10-6 1.6x10-6 * * 122-102 * 2.2x10-6 3.2x10-6 2.2xl0"6 * 102-82 3.5x10-6 2.2x10-6 1.6xl0"6 2.2x10-6 * 90-70 1.4x10-5 1.5x10-5 2.4x10-5 2.6x10-5 2.8x10-5 no flow was detected during test. 93 534.6 ft T.D GLACIAL DRIFT (not recovered) / ) JOLIETFM. 1 1 1 / /" / / / / 100 — / KANKAKEE FM / / / / / / / / / / / / / ' 1 I 1 ELWOOD FM 1 1 1 1 1 / MAQUOKETA GROUP undifferentiated / <^/ — — — / — — /_ . / __ / 200 — ZEr-^E^-EI-E. -^-ipL^izZ 1 / _ / — __ _ _ -EEt-E^—EjtL 1 1 a o rr o < z LU _l < CD WISE LAKE FORMATION 1 1 1 1 1 I I f 1 1 I 1 / / / / / / 1 1 / / 400 — / 1 1 / 1 / / I / f / 1 / 1 / / A/ A / DUNLEITH FORMATION A / A / 7 / / / / '■ 7 GUI lENBERG / PLATTEVILLE GROUP QUIMBYS MILL FM. 500— 1 I / I / / / / ft T l-> / / Not recovered (0.0-64.1 ft) Dolomite, light greenish gray, pinkish gray, fine grained, slightly argillaceous; beds 0.2 to 0.5 ft thick separated by greenish gray shale laminae (64.1-95.9 ft) Dolomite, yellow gray to light greenish gray, few medium dark gray mottles, fine grained, beds 0.4 to 0.6 fl thick separated by greenish gray shale laminae (95.9-149.9 ft) Dolomite, similar to above but more medium dark gray mottles, slightly cherty (149.9-177.8 ft) Shale, greenish gray, soft; some interlaminated dolomite (177.8-181.5 ft) Dolomite, yellow gray, greenish gray, fine to medium grained, argillaceous; with greenish gray shale laminae and partings; beds 0.2 to 0.4 ft thick (181.5-194.4 fl) Shale, greenish gray, olive gray, dolomitic; interbedded with dolomite, light olive gray, fine grained, argillaceous (194.4-266.9 ft) Dolomite, olive gray, fine to coarse grained, very argillaceous (266.9-269.8 ft) Shale, olive gray, few dark gray mottles (269.8-289.7 ft) Dolomite, olive gray, bioclasts very fine grained, very argillaceous (289.7-299.5 ft) Shale, olive gray to olive black, slightly laminated (299.5-315.0 ft) Dolomnite, pale yellow brown, fine to medium grained, slightly to very vuggy; beds up to 1.0 ft thick separated by olive-gray shale laminae (315.0-453.6 ft) Dolomite, as above, but cherty (453.6-487.7 ft) Dolomite, as above, but with reddish brown shaly laminae (487.7-488.0 ft) Dolomite, pale yellow brown, medium light gray mottles, very fine to medium grained, argillaceous (488.0-534.6 ft T.D.) Figure 53 Stratigraphic column for Test Hole ISGS S-29. 94 TEST HOLE ISGS S-29 Location: NW1/4 SW1/4 NW1/4 SW1/4 Sec. 17, T39N, R9E Property: Fermi National Accelerator Laboratory Surface Elevation: 738 feet Total Depth: 617.3 feet, equivalent to vertical depth 534.6 feet STRATIGRAPHY Bedrock Borehole ISGS S-29 was drilled 60 degrees from horizontal and oriented due south. The stratigraphic column (fig. 53) shows the lithologies and calculated vertical depths to the rock units encountered in ISGS S-29. The calculated total vertical depth is 534.6 feet. The hole penetrated (from top to bottom) 64 feet of glacial drift (not recovered); 85.8 feet of yellow gray to light greenish gray, fine-grained dolomite (Joliet- Kankakee Formations); 27.9 feet of yellow-gray to light greenish gray, fine-grained, cherty dolomite (El wood Formation); 137.6 feet of inter- bedded, olive-gray, dolomitic shale and yellow-gray, fine- to coarse- grained, argillaceous dolomite (Maquoketa Group, undifferentiated); 138.6 feet of pale yellow-brown, fine- to medium-grained, slightly vuggy dolomite (Galena Group, Wise Lake Formation); 34.1 feet of pale yellow- brown, fine- to medium-grained, cherty dolomite (Galena Group, Dunleith Formation); 0.3 foot of pale yellow-brown dolomite with reddish brown shaly laminae (Galena Group, Guttenberg Formation); and 46.6 feet of pale yellow-brown, slightly mottled, very fine- to medium-grained dolo- mite (Platteville Group, Quimbys Mill Formation). GEOTECHNICAL DATA Bedrock Figure 54 shows the drilling rate, core recovery, Rock Quality Designa- tion and fracture frequency for each run at ISGS S-29. Core from this borehole has 209 fractures and joints; 72 percent of these are in the Silurian and Wise Lake. The cumulative orientation of the joint and fracture strike planes has a tighter distribution than ISGS S-25. However, the orientations in ISGS S-29 (fig. 55) are similar to the most strongly exhibited orientations in ISGS S-25 (fig. 43). The principal directions in ISGS S-29 are from N55W to N80W (primary) and from N70E to S85E (secondary) (fig. 55). The Wise Lake exhibits the principal strike planes most strongly. The Silurian contains 56 fractures and joints which are predominantly oriented from N60W to N90W and from N75E to N85E. These comprise 27 percent of the total number of discontinuities in this borehole. Thirty percent of the fractures and joints have no filling and 70 percent are partly to completed filled with clay (67 percent), pyrite (30 percent), or shale (3 percent). Forty-nine of the discontinuities have sound rock surfaces, 7 are altered, and 13 are healed. Surfaces are planar (62 percent), wavy (27 percent), or uneven (11 percent). The asperities are smooth (64 percent) or rough (36 percent), and two surfaces have slickensides. Fourteen broken and fractured zones are distributed throughout the Silurian with the most significant being a highly 95 Recorded Rock drilling Core Quality rate recovery Designation min/ft % % Distance between horizontal separations in ft Fracture frequency #/10ft 12 3 4 5 625- f ^ 7~Z ■ : : :■ : s^sss : ■■ 90 100 80 90 100 l Y ii ' i t vWS f ..... ..... 78% Mwi i"iwW r ii (MM .W* luMi *r Water pressure tests (permeability cm/sec) q-7 -6 . -5 10 -i 10 j 10 2 flow below detection limit (low below detection limit flow below detection limit flow below I detection limit Piezometric head/base (ft) -U L Test overlap Range of values * Fraclures shown correspond lo fracture frequency except where extensively fractured Figure 54 Summary diagram for Test Hole ISGS S-29. 96 i° 0° 20° 10° 180 c 170 c 160 c Figure 55 Number and strike of joints and fractures in core from Test Hole ISGS S-29. fractured zone extending from 116.0 to 117.9 feet. Five joints contain breccia and three surfaces have slickensides in dolomite from 162.4 to 162.9 feet and 168.9 to 169.1 feet, and in clay from 164.8 to 164.9 feet. A possible shear zone with breccia and slickensides extends from 159.6 to 169.3 feet. The Maquoketa has 18 fractures and joints that strike primarily from N55W to N90W. Seventy-two percent of the discontinuities have no filling, 16 percent are filled with clay, and 12 percent are filled with pyrite. Nine of the fractures and joints are healed and all have sound rock surfaces. Seventy-two percent are planar and 28 percent are wavy; 67 percent are rough and 33 percent are smooth. Five broken zones are in the Maquoketa, but none are longer than 0.2 foot. The Wise Lake contains 95 fractures and joints--more discontinuities than any other interval, or 45 percent of the total in the hole. Sixty- five percent have no filling and the remainder are partly to completely filled with calcite (46 percent), pyrite (39 percent), clay (12 percent), or shale (3 percent). Eighty-six of the rock surfaces are sound, nine are altered, and 24 are healed. Fifty-three percent of the surfaces are planar, 39 percent are wavy, and 8 percent are uneven. Asperities are smooth (67 percent) or rough (33 percent). Three broken zones are found in the Wise Lake and none is longer than 0.1 foot. Discontinui- ties in the Wise Lake strongly follow the cumulative strike plane orientation, which predominantly ranges from N30W to N90W and from N70E to N85E. 97 Table 36. Hydraulic conductivity (cm/sec) calculated from pressure testing in Test Hole ISGS S-29 Depth of Pressure test interval (ft) 35 psi 70 psi 100 psi 70 psi 35 psi 528.3-510.9 * • 9.8x10-7 * * 510.9-493.6 * * 4.9xl0 -7 • * 493.6-476.3 * * * * * 476.3-459.0 * * 4.9xl0" 7 * * 459.0-441.7 * * 9.8xl0"7 1.3xl0"6 * 441.7-424.3 * * * • * 424.3-407.0 * * * * * 407.0-389.7 * * 2.5x10-6 * * 389.7-372.4 * * 4.9x10-7 * * 372.4-355.1 * * 2.5x10-6 * * 355.0-337.7 * * * * * 337.7-320.4 * * * * * 320.4-303.1 * * * * * 303.1-285.8 * * * * * 285.8-268.5 * * * * * 268.5-251.1 l.lxl0"6 2.0xl0"6 2.0x10-6 2.0x10-6 l.lxlO -6 251.1-233.8 * 1.3x10-6 1.5xl0"6 1.3xl0"6 * 233.8-216.5 l.lxlO'5 9.8xl0"6 7.4x10-6 2.6xl0"6 l.lxl0"6 216.5-199.2 2.1xl0"6 2.6xl0-& 2.5x10-6 2.6x10-6 * 199.2-181.9 l.lxl0'6 1.3x10-6 1.6x10-5 9.1x10-6 2.1x10-6 181.9-164.5 * * 4.9x10-7 * * 164.5-147.2 * 6.5xl0 -7 2.6x10-5 6.5x10-7 * 35 psi 70 psi 50 psi 30 psi 10 psi 147.2-129.9 5.3xl0"6 1.4x10-5 1.6x10-5 1.4x10-5 1.2x10-5 10 psi 30 psi 50 psi 30 psi 10 psi 129.9-112.6 * * * * * 112.6-95.2 * * * * * 95.3-77.9 * 8.2x10-6 2.0x10-5 1.9xl0"5 * 86.6-69.3 l.lxl0"3 9.2X10" 4 8.4xl0 _1 * 7.5X10" 1 * 6.1xl0 _, + Hole was drilled on a 60 degree angle from the horizonal. All depth figures have been corrected to vertical. The underlined figures are tests at pressures higher than intended, and the results may be inaccurate, but less than an order of magnitude. * No flow was detected during test. 98 Twenty-five of the 35 discontinuities in the Dunleith have no filling. The remainder are partly to completely filled with pyrite (40 percent), clay (20 percent), calcite (20 percent), or pyrite and calcite (20 percent). Thirty-one percent are healed. Sixty percent have sound rock surfaces, and 40 percent have altered rock, surfaces. The surfaces are planar (51 percent), wavy (34 percent), or uneven (15 percent). The asperities are smooth (80 percent) or rough (20 percent). Two broken zones produce a cumulative 1.5 feet of broken core. The fractures and joints in the Dunleith are relatively weak indicators of the discon- tinuity strike plane orientation with only a minor concentration of planes ranging from N55W to N85W. The Platteville contains five fractures and joints. Three of the five fractures and joints have no filling; two are completely filled with calcite and are healed. All five discontinuities have sound rock sur- faces that are wavy (60 percent) or planar (40 percent). Asperities are rough (20 percent) or smooth (80 percent). The Platteville is also a weak indicator of the discontinuity strike plane orientation. Four of the fractures and joints range from N60W to N75W. The average fracture frequencies for the Silurian, Maquoketa, Wise Lake, Dunleith, and Platteville are 0.43, 0.11, 0.59, 0.88, 0.09 fractures per feet, respectively (table 12). Core recoveries and RQD values are excellent. Average recoveries are 99.3, 99.6, 99.6, 100.0, and 100.0 percent for the Silurian, Maquoketa, Wise Lake, and Platteville, respectively. Average RQD values for the respective units are 95.2, 98.8, 97.8, 95.0, and 100.0 percent (tables 13 and 14). Water circulation was lost at approximately 80 feet in the Silurian and did not return. Water levels ranged from 45 to 50 feet below the ground surface during coring and were 45 feet below the ground surface after coring. HYDROGEOLOGIC DATA Pressure Testing Results of individual pressure tests for this boring are listed in table 36. Calculated hydraulic conductivity values range from 1.1 x 10" 3 cm/sec to less than 1.0 x 10" 6 cm/sec and are shown graphically in figure 54. Piezometer A piezometer was not installed in ISGS S-29. 99 vW 100— lS S^S£ 200- 300— 400— 500- Figure 56 Stratigraphic column for Test Hole ISGS S-30. 600- 646.6 ^>XXA \'.'\' :0'- "to." jf*^'*. / RQBeInsilt V "EEizEn t^E 1 zr r=^ I / ^^ ^^ S 7 ^=^ .4 / a 5=^ 7~ ZT ^=F=^ -/---/- -/——/- vlBT^ I & z ft m i - . v- . v • ■ • ■ -• : -. ■-•- [ ZCD UJ s <2 52 en * BEHHY CLAY GLASFORO FM. KANKAKEE-ELWOOD FORMATIONS WILHELMI FM MAQUOKETA GROUP WISE LAKE FORMATION DUNLEITH FORMATION GUTTENBERG PLATTEVILLE GROUP OUIMBYS MILL- NACHUSA FORMATIONS GRAND DETOUR- MIFFLIN FORMATIONS PECATONICA FM. ANCELL GROUP ST. PETER SANOSTONE Till, yellowish brown and gray loam, oxidized, joints in upper part (0-16 ft) Sand and gravel, very poorly sorted, crude stratification, brown and oxidized from 16 to 20 ft, gray and unoxidized from 20 to 48 ft (16-48 ft) Silt loam, gray, laminated (48-51 ft) Till, mottled pinkish brown and gray loam (51-55 ft) Till, pinkish brown loam; fine sand and silt, massive from 118-124 ft (55-133 ft) Muck, dark brown, abundant plant fibers (133-134 ft) Silt loam, abundant organic matter (134-135 ft) Till, brown clay loam, soil structure, leached (135-136 ft) Till, brown loam, soil structure, leached (136-140.0 ft) Dolomite, grayish orange, yellow gray, light greenish gray, fine grained, slightly argillaceous, beds 0.1 to 0.2 ft thick separated by thin greenish gray shale laminae, chert at 156.2 ft (140.0-159.8 ft) Dolomite, light olive gray, argillaceous, separated every 0.01 to 0.10 ft by wavy olive-gray shale laminae (159.8-168.1 ft) Shale, dark gray, laminated with pale yellow brown dolomite (168.1-174.0 ft) Shale, greenish gray, very dolomitic (174.0-176.0 ft) Dolomite, yellow gray to light olive gray, fine to coarse grained, in wavy beds separated by greenish gray shale beds (176.0-207.5 ft) Shale, olive gray, dolomitic, interbedded with some minor dolomite beds, fine to medium grained, argillaceous (207.5-306.3 ft) Dolomite, yellow gray, greenish gray, medium to coarse grained, 0.1 ft thick greenish gray shale bed at the base (306.3-307.5 ft) Dolomite, pale yellow brown, fine to medium grained, slightly vuggy, separated by olive-gray and greenish gray shale laminae, fossiliferous, few burrows (307.5-451.7 ft) Mixed-layer clay bed, olive green (384.98-385.1 ft) Dolomite, as above, but with chert nodules 0.1 to 0.2 ft thick (451.7-498.0 ft) Dolomite, pale yellow brown separated by reddish brown shale laminae up to 0.5 ft thick every 0.1 to 0.4 ft (498.0-501.8 ft) Dolomite, pale yellow brown, very fine to medium grained, occasional white chert nodules (501.8-557.8 ft) Dolomite, pale yellow brown, very fine grained, thin beds separated by olive-gray shaly laminae up to 0.1 ft thick, argillaceous, few burrows (557.8-608.7 ft) Dolomite, pale yellow brown, fine to medium grained, few white chert nodules, few vuggy, sucrosic zones, beds up to 1.0 ft thick, sandy at base (608.7-645.4 ft) Sandstone, white, fine grained, friable with dolomite cement (645.4-646.6 ft T.D.) TEST HOLE ISGS S-30 Location: NE1/4 SE1/4 NE1/4 SE1/4 Sec. 36, T40N, R6E Property: Kane County Forest Preserve Surface Elevation: 883 feet Total Depth: 646.6 feet STRATIGRAPHY Bedrock The stratigraphic column (fig. 56) shows the lithologies and depths of drift and bedrock units encountered in ISGS S-30. The hole penetrated (from top to bottom) 140 feet of glacial drift; 19.8 feet of yellow-gray and greenish gray, fine-grained, slightly argillaceous, cherty dolomite (Elwood Formation); 14.2 feet of light olive-gray, fine-grained, argil- laceous dolomite and dark gray laminated shale (Wilhelmi Formation); 133.5 feet of yellow-gray, greenish gray, medium- to coarse-grained, argillaceous dolomite and olive-gray dolomitic shale (Maquoketa Group, undifferentiated); 144.2 feet of pale yellow-brown, fine- to medium- grained, slightly vuggy dolomite (Galena Group, Wise Lake Formation); 46.3 feet of pale yellow-brown, fine- to medium-grained, cherty dolomite (Galena Group, Dunleith Formation); 3.8 feet of pale yellow-brown dolo- mite separated by reddish brown shale laminae (Galena Group, Guttenberg Formation); 56.0 feet of pale yellow-brown, fine-grained, slightly cherty, slightly burrowed dolomite (Platteville Group, Quimbys Mill and Nachusa Formations); 50.9 feet of pale yellow-brown, very fine-grained, argillaceous dolomite (Platteville Group, Grand Detour and Mifflin Formations); 36.8 feet of pale yellow-brown, fine- to medium-grained, slightly cherty dolomite (Platteville Group, Pecatonica Formation); and 1.2 feet of white friable sandstone (Ancell Group, St. Peter Sand- stone). The Dygerts Clay Bed is at 384.98 feet. Glacial Drift The glacial drift is 140 feet thick and from top to bottom is composed of 16 feet of yellowish brown to gray loam till (Maiden Till Member, Wedron Formation); 32 feet of brown to gray, poorly sorted sand and gravel, 3 feet of mottled loam till (Maiden Till Member); 78 feet of pinkish brown clay loam till (Tiskilwa Till Member); 1 foot each of muck and leached, organic-rich silt loam (Robein Silt); 1 foot of leached brown loam diamicton (Berry Clay, Glasford Formation); and 4 feet of pinkish gray clay loam to loam till (Herbert Till Member?, Glasford Formation). Two radiocarbon dates of samples of Robein Silt from ISGS S-30 include 26,610 ± 390 yrs B.P. (ISGS-1953) and 41,000 ± 3100 yrs B.P. (ISGS- 1594). The younger date is from fibrous peat, and the older date is from organic-rich silt loam. Robein Silt and Berry Clay overlie a soil developed in the Glasford Formation (Curry, in progress). 101 Recorded Rock drilling rate min/ft Core recovery % Quality Designation Distance between horizontal separations in ft Fracture frequency #/ 10 ft Water pressure tests (permeability cm/sec) 0" 7 -6 10" 5 10"* 10 J 10~ 2 Piezometric head/base (H) 875 \ S\' '\( 700' _/ " I i— —i p i a s i~= hi ,' ,-, ■ ' . .-.:..■ ::;:;:'::> 3 . . . . ..... iii i fii K w *::¥< I Results not available ] Range of values Base of piez * Fractures shown correspond to fracture frequency except where extensively fractured Figure 57 Summary diagram for Test Hole ISGS S-30. 102 GEOTECHNICAL DATA Bedrock Figure 57 shows the drilling rate, core recovery, Rock Quality Designa- tion and fracture frequency for each run at ISGS S-30. The Silurian has no fractures in 24.0 feet of core. The Maquoketa has 11 fractures and joints that dip 40 to 90 degrees (fig. 58a). Six of these have no filling and the remaining five are partly to completely filled with clay (3), pyrite (1), or calcite (1). Two of the discontinuities are healed and all have sound rock surfaces that are wavy (46 percent), planar (36 percent), or uneven (18 percent); all have smooth asperities. The Wise Lake has the least number of fractures and joints (eight) and also the lowest average fracture frequency (0.06). Six discontinuities are vertical and two dip 80 degrees (fig. 58b). Seven discontinuities have no filling and the remaining one is partly filled with a trace of pyrite. Six of the fractures and joints are healed and all have sound rock surfaces. Surfaces are wavy (7) or planar (1). All surfaces have smooth asperities. One broken zone is 0.2 foot long. The Dunleith has 13 discontinuities, and the highest average fracture frequency in ISGS S-30 (0.26). The fractures and joints dip 50 to 90 degrees (fig. 58c). Six of these have no filling and seven are partly to completely filled with clay (6) or a trace of clay and pyrite (1). One rock surface is altered, and the remainder are sound; five of the discontinuities are healed. Surfaces are wavy (11), planar (1), or uneven (1); all have smooth asperities. One fractured and broken zone extends from 488.5 to 489.1 feet. A slight vertical offset in rock occurs from 484.0 to 484.7 feet. Eighty-seven percent of the 15 discontinuities in the Platteville dip 75 to 90 degrees (fig. 58d). Nine of these have no filling and six are partly to completely filled with clay (83 percent) or pyrite (17 per- cent). One surface is altered and the remainder are sound. Eight of the fractures and joints are healed. Surfaces are wavy (93 percent) or planar (7 percent), and all have smooth asperities. One broken zone extends 0.2 foot. Breccia is found along part of one 0.7 foot-long vertical joint extending from 520.4 to 522.4 feet. No discontinuities are in 1.2 feet of core composed of St. Peter Sandstone. The Maquoketa, Wise Lake, Dunleith, and Platteville have average fracture frequencies of 0.08, 0.06, 0.26, and 0.10 fractures per feet, respectively (table 12). Core recoveries and RQD values throughout ISGS S-30 are excellent. Average recoveries for the Maquoketa, Wise Lake, Dunleith, Platteville, and St. Peter are 99.6, 99.9, 99.6, 100.0, 99.6, and 94.0, respec- tively. Average ROD values for the respective units are 99.6, 99.8, 99.5, 98.8, 98.8, and 94.0 percent (tables 13 and 14). 103 15 Joints 15 Joints Figure 58 Number and angle of dip of joints in core from Test Hole ISGS S-30. a. 133.5 feet of Maquoketa Group strata b. 144.2 feet of Wise Lake Formation (Galena Group) strata c. 46.3 feet of Dunleith Formation (Galena Group) strata d. 143.6 feet of Platteville Group strata Water circulation was lost in the Silurian at approximately 150 feet. This may have been due to leaks around the base of the casing. Water levels ranged from 68 to 100 feet below the ground surface and showed no correlation to the corresponding cored depth. Prior to pressure testing, the water level was 78 feet below the ground surface. Drift The drift is composed from top to bottom of 16 feet of very stiff till that overlies 32 feet of dense sand and gravel. Both have high bearing capacity. Underlying this is 85 feet of very stiff to hard till with very dense sand from 118 to 124 feet; both have high to very high bearing capacity. From 133 to 134 feet lies mucky, fibrous organic material with a high organic carbon content (15.2 percent). The lower- most drift, from 134 to 140 feet, is hard till with very high bearing capacity (table 37). 104 Table 37. Engineering properties and particle-size distribution of drift for Test Hole ISGS S-30 Moisture Gravel (% of <2mm fractior i Unified Depth of soil sample N Qp content total Sand Silt Clay classifi- (ft) Unit* (blows/ft) (tsf) (%) sample) (%) (*) (%) cation 8.5- 10.0 A 16 1.5 13.2 16.1 47.8 44.9 7.3 CL 13.5- 15.0 B 33 4.3 10.5 3.9 30.5 48.4 21.1 CL 18.5- 20.0 30 — — — -- — — GW 25.0- 26.5 C 47 -_ -- -- — — -- GW 28.5- 30.0 32 -- — -- -- — — GW 33.5- 35.0 34 — -- -- — -- -- GW 38.5- 40.0 33 — — — — — — GW 43.5- 45.0 26 -- -- -- -- -- -- GW 48.5- 50.0 D 35 1.3 8.7 42.1 23.6 59.9 16.5 GW 53.5- 55.0 E 35 2.0 11.4 9.6 38.4 36.9 24.7 CL 58.5- 60.0 F 25 2.3 10.4 12.1 40.4 38.9 20.7 CL 63.5- 65.0 37 2.5 10.4 10.2 33.2 37.8 29.0 CL 68.5- 70.0 50 3.1 10.6 7.2 33.0 36.9 30.1 CL 73.5- 75.0 48 3.0 11.4 3.8 33.0 36.1 30.9 CL 78.5- 80.0 55 — — 9.8 35.3 34.6 30.1 CL 83.5- 85.0 24 1.5 12.6 4.9 31.0 37.5 31.5 CL 88.5- 90.0 26 1.5 12.6 9.2 31.0 37.3 31.7 CL 93.5- 95.0 28 1.3 11.9 9.0 30.8 37.3 31.9 CL 98.5-100.0 33 2.0 13.8 4.1 29.6 37.9 32.5 CL 103.5-105.0 47 2.0 13.8 8.9 30.5 37.6 31.9 CL 105.0-106.5 70 1.5 9.9 5.1 30.1 37.3 32.6 CL 106.5-108.0 83 1.7 12.4 4.5 31.5 37.2 31.3 CL 108.0-110.0 33 2.1 10.5 7.0 31.1 36.6 32.3 CL 110.0-111.5 80 1.9 8.7 4.2 33.6 35.8 30.6 CL 111.5-113.0 43 1.5 12.0 8.5 31.8 36.4 31.8 CL 115.0-117.0 53 3.2 11.8 13.1 33.7 34.9 31.4 CL 117.0-118.5 G 98 2.3 10.1 4.4 33.2 35.3 31.5 CL 118.5-120.5 116 — -- — -- -- -- SP 120.0-122.0 117 1.0 16.0 — — — — SP 122.0-123.5 155 >4.5 -- -- -- -- -- SP 123.5-125.0 H 116 18.6 31.9 37.3 30.8 CL 128.5-130.0 38 2.0 12.5 18.3 31.8 36.5 31.7 CL 133.5-135.5 I 69 1.5 24.8 0.0 3.0 69.0 31.0 ML 135.5-137.0 J 92 2.3 17.8 2.1 31.1 34.8 34.1 CL 137.0-138.5 47 2.1 10.2 4.2 59.3 22.8 17.9 CL Qp = unconfined compressive strength as measured by pocket penetrometer *unit description A = yellowish brown to gray loam till F B = brown sand and gravel G C = gray sand and gravel H D = laminated, gray silt loam I E = gray and pinkish brown mottled till J = pinkish brown clay loam till = pinkish brown sand and silt = pinkish brown clay loam till = brown silt loam with organic-rich seams = brown clay loam and loam till, soil structure, leached HYDROGEOLOGIC DATA Pressure Testing Routine pressure tests were conducted at ISGS S-30, but unfortunately, are not available. Piezometer The test interval in ISGS S-30 is located from 530.0 to 550.0 feet in the Grand Detour Formation of the Platteville Group (fig. 57). piezometric head is 191.8 feet (table 9). deep The 105 REFERENCES American Society of Testing and Material, 1982, Natural Building Stones, Soil and Rock, Annual Book of ASTM Standards, Part 19D-4-22: Philadelphia, PA, 492 p. Bauer, R. A., M. Hasek, and W.J. Su, in progress, Geological- geotechnical studies for siting the Superconducting Super Collider in Illinois: Geotechnical Summary. Berg, R. C, J. P. Kempton, L. R. Follmer, and D. P. McKenna, 1985, Illinoian and Wisconsinan stratigraphy and environments in northern Illinois: The Altonian revised, Midwest Friends of the Pleistocene, 32nd Field Conference: Illinois State Geological Survey Guidebook 19, 177 p. Buschbach, T. C, 1964, Cambrian and Ordovician strata of northeastern Illinois: Illinois State Geological Survey Report of Investigations 218, 90 p. Curry, B. B., in press, Absence of glaciation in northeastern Illinois from the Sangamonian to the Late Wisconsinan. Freeze, R. A., and J. A. Cherry, 1979, Groundwater, Prentice-Hall, Inc., Englewood Cliffs, NJ, 604 p. Graese, A. M., R. A. Bauer, B. B. Curry, R. C. Vaiden, W. G. Dixon, Jr., and J. P. Kempton, 1988, Geological-geotechnical studies for siting the Superconducting Super Collider in Illinois: Regional Summary: Illinois State Geological Survey Environmental Geology Notes 123. Haimson, B. C, 1987, Hydrofracturing in situ stress measurements in Testholes S26 and S28, near Aurora, Illinois, unpublished report, 80 p. (On open-file at Illinois State Geological Survey, Champaign.) Harza with ISGS, 1988, Geotechnical summary to the proposal to site the Superconducting Super Collider in Illinois: Illinois State Geological Survey Special Reprint, 48 p. Hines, J. K., 1986, Siting the Superconducting Super Collider in north- eastern Illinois: Environmental Screening Atlas: Illinois Depart- ment of Energy and Natural Resources, 96 p. Kempton, J. P., R. C. Vaiden, D. R. Kolata, P. B. DuMontelle, M. M. Killey, R. A. Bauer, 1985, Geological-geotechnical studies for siting the Superconducting Super Collider in Illinois: A preliminary geo- logical feasibility study: Illinois State Geological Survey Environmental Geology Notes 111, 36 p. Kempton, J. P., R. A. Bauer, B. B. Curry, W. G. Dixon, Jr., A. M. Graese, P. C. Reed, M. L. Sargent, and R. C. Vaiden, 1987, Geological-geotechnical studies for siting the Superconducting Super Collider in Illinois: Results of the fall 1984 test-drilling program: Illinois State Geological Survey Environmental Geology Notes 117, 102 p. Kempton, J. P., R. A. Bauer, B. B. Curry, W. G. Dixon, Jr., A. M. Graese, P. C. Reed, and R. C. Vaiden, 1987, Geological-geotechnical studies for siting the Superconducting Super Collider in Illinois: Results of the Spring 1985 Test Drilling Program: Illinois State Geological Survey Environmental Geology Notes 120, 88 p. Kolata, D. R., T. C. Buschbach, and J. D. Treworgy, 1978, The Sandwich Fault Zone in northern Illinois: Illinois State Geological Survey Circular 505, 26 p. 106 Kolata, D. R., and A. M. Graese, 1983, Lithostratigraphy and deposi- tional environments of the Maquoketa Group (Ordovician) in northern Illinois: Illinois State Geological Survey Circular 528, 49 p. Landon, R. A., and J. P. Kempton, 1971, Stratigraphy of the glacial deposits at the National Accelerator Laboratory site, Batavia, Illinois: Illinois State Geological Survey Circular 456, 21 p. Soil Survey Staff, 1975, Soil Taxonomy: U.S. Department of Agriculture, Agricultural Handbook, no. 436, 754 p. Taylor, D. W. , 1948, Fundamentals of Soil Mechanics, John Wiley and Sons, Inc., New York, 700 p. U.S. Department of the Interior, 1981, Ground Water Manual: John Wiley and Sons, New York, 29 p. Vaiden, R. C, M. J. Hasek, C. R. Gendron, B. B. Curry, A. M. Graese, and R. A. Bauer, 1988, Geological-geotechnical studies for siting the Superconducting Super Collider in Illinois: Results drilling large- diameter test holes in 1986 program: Illinois State Geological Survey Environmental Geology Notes 124, 56 p. Visocky, A. P., M. G. Sherrill, and K. Cartwright, 1985, Geology, hydrology, and water quality of the Cambrian and Ordovician Systems in Northern Illinois, Cooperative Groundwater report 10: Illinois State Geological Survey, Illinois State Water Survey, Champaign, 136 p. Wickham, S. S., W. H. Johnson, and H. D. Glass, 1988, Regional geology of the Tiskilwa Till Member, Wedron Formation, northeastern Illinois, Illinois State Geological Survey Circular 543, 35 p. Willman, H. B., and others, 1975, Handbook of Illinois stratigraphy: Illinois State Geological Survey Bulletin 95, 261 p. Willman, H. B., and D. R. Kolata, 1978, The Platteville and Galena Groups in northern Illinois: Illinois State Geological Survey Circular 502, 75 p. 107 ACKNOWLEDGMENTS Principal funding was provided by a special appropriation from the Illinois General Assembly to the Illinois Department of Energy and Natural Resources, and administered through the University of Illinois. The authors gratefully acknowledge the valuable assistance of the support staff, and in particular Barbara Stiff (drafting and layout) and Joanne Klitzing (typing). Critical reviews were made by John Kempton, Keros Cartwright, Jonathan Goodwin, Leon Follmer, and Michael Sargent. The Executive Summary in this report was written with the assistance of Ellen Stenzel , senior editor of the Illinois State Geological Survey. Laboratory work for determining particle-size distribution and moisture content of the drift samples were done by the ISGS Inter-Survey Geo- technical Laboratory under the supervision of Michael V. Miller. The support and assistance of many individuals and groups have facili- tated the test drilling portion of the project. Fox Drilling Company of Itasca, Illinois, was the project drilling contractor; they provided excellent service and cooperation. We are indebted to the many public and private landowners who granted access to their property for the test drilling program. 108 HECKMAN l±J BINDERY INC. |§| JUN97 Bound -To-PleasP N.MANCHESTER, INDIANA 46962