Identification of Kentucky Shales
Research Report UKTRP-81-16
IDENTIFICATION OF KENTUCKY SHALES
by
Tommy C. Hopkins Research Engineer Chief
and
Brian C. Gilpin Geologist
Kentucky Transportation Research Program College of Engineering University of Kentucky Lexington, Kentucky
in cooperation with Department of Transportation Commonwealth of Kentucky
and
Federal Highway Administration US Department of Transportation
The contents of this report reflect the views of
the authors who are responsible for the facts and
the accuracy of the data presented herein, The
contents do not necessarily reflect the official
views or policies of the Kentucky Department of
Transportation, of the Federal Highway Administration
nor of the University of Kentucky. This report does
not constitute a standard, specification, or regulation.
August 1981
Technical Report Documentation Page
Report No. Government Accession No, Recipient's Catolog No. 1. 2. 3.
Title and Subtitle Report Date 4. 5. August 1981 Identification of Kentucky Shales 6. Performing Organization Code
Performing Organization Report No. 8. Author's) 7. UKTRP-81-16 Tommy c. Hopkins and Brian C. Gilpin Performing Organization Name and Address Work Unit No. (TRAIS) 9. 10. Kentucky Transportation Research Program
College of Engineering Contract or Gront No. 11. University of Kentucky KYP-76-79; KYHPR-82-91 Lexington, Kentucky 40506-0043 13. Type of Report and Period Cove.red 12. Sponsoring Agency Name and Address Interim Report Kentucky Department of Transportation State Office Building Sponsoring Agency Code Frankfort, Kentucky 40622 14.
Supplementary Notes 15. Prepared in cooperation with the U.S. Department of Transportation, Federal Highway Administration Study Title: Engineering Properties and Uses of Kentucky Shales
Abstract 16. Results obtained from a series of engineering tests performed on 40 different types of shales are summarized and discussed. Both hard and soft shales, as well as shales having well-documented histories of involvement in highway embankment failures and shales having little kuown involve- ment, were tested. A major portion of the report examines the suitability of the slake-durability tests, originally devised by Franklin-Chandra of England, as a means of broadly characterizing the engineering properties of Kentucky shales. Results obtained from ten different slake-durability testing procedures, which include procedures proposed by Franklin and Chandra and others as well as procedures devised during the study, were compared. Two procedures devised during the study appear to better characterize slake-durability properties of shales than procedures previously pro- posed. Natural water contents and jar slake tests were performed to determine if such tests might provide a fairly rapid means of identifying troublesome shales. The natural water content of a shale is a strong indicator of the slake-durability properties. Comprehensive mineral analyses were per- formed. Only a slight relationship between engineering performance and mineral composition was found. Most notably, montmorillonite was not present in any of the selected shales. Swelling prop- erties of ten shale types were examined. A good correlation was obtained between a newly devised slake-durability index and the water content of a shale after swelling was completed. When exposed to water, most of the shales exhibited high swell pressures. Particle-size determinations, specific gravity tests, and Atterberg limits were performed. Correlations obtained from these tests and slake- durability indices are described. Hardness characteristics of the shales were studied using the Shore scleroscope.
Key Words . Distribution Statement 17. 18 Shales Hardness Slake-Durability lvater content Mineral Analysis Evaluation Tech ,dques Swelling Physical Properties tests
Security Classif. (of this report) Security Classif. (of this page) No. of Pages Price 19. 20. 21. 22.
Form DOT F 1700.7 18-721 Reproduction of completed page authorized
E TA RRA
Research Report UKTRP-81-16
IDENTIFICATION OF KENTUCKY SHALES
August 1981
Table of Contents and page 95
Title of Appendix C should read as follows:
SLAKE-D BILITY INDEX - TIME CURVES URA
Table of Contents and page 101
Title of Appendix D should re�d as follows:
LOSS OF WATER - TIME CURVES
Table of Contents and page 115
Title of Appendix F should read as follows:
SWELL DEFLECTION AND SWELL PRESSURE
AS FUNCTIONS OF
LOGARITHM SQUARE ROOT OF TIME AND
Table of Contents and page 171
Title of Appendix G should read as follows:
MINERAL ANALYSES
List of Figures
Page Figure 1. A massive embankment failure on 64,milepost 118,in Bath County, Both embankment I and foundation contained shales (Crab Orchard Formation) of low shear strength 1
Figure 2. Accumulation of shale materials in a highway drainage ditch 2 Figure 3. Rock failures caused by the weathering of weak shales . 2
Figure 4. Uneven pavement caused by the swelling of subgrade shales 3 Figure 5. Geologic map of Kentucky 3
Figure 6. Slake�durability indices plotted as a function of lift thicknesses for various shale embankments 5
Figure 7. Schematic of an embankment and foundation showing typical conditions commonly encountered in Kentucky . 6
Figure 8. Back-computed shear strength as a function of peak shear strength from triaxial tests 8
Figure 9. Back�computed shear strength as a function of residual shear strength 8
Figure 10. Schematic illustrating "damming" effect of shale embankments 8
Figure 11. Slake�durability classification and the variation in durability of rocks of differing age 10
Figure 12. Suggested durability�plasticity classification 11
Figure 13. Proposed classification of shales for embankment construction 12
Figure 14. Classification in terms of slaking characteristics . 13
Figure 15. Engineering classification of argillaceous materials 13
Figure 16. Map of Kentucky showing sampling sites 15
Figure 17. Slake�durability apparatus 17
Figure 18. Slake�durability drum 18
Figure 19. Definition of proposed slake�durability decay index, D1 19 Figure 20. Model D Shore Scleroscope 20
Figure 21. Particle�size distribution curve 23
Figure 22. Equipment used to perform swell�deflection tests on selected shales 23 Figure 23. Equipment used to perform swell�pressure tests on selected shales 23
Figure 24. Distribution of indices from slake�durability decay tests 25 Figure 25. Indices from the Franklin�Chandra slake�durability test 26
Figure 26. Slake�durability indices from a modified procedure (modification of the Franklin�Chandra procedure) suggested by Deo 27
Figure 27.·slake�durability indices from a modified procedure (modification of the Franklin�Chandra procedure) suggested by Gamble 27
Figure 28. Slake�durability indices from a test procedure using two 25-minute cycles 27
Figure 29. Slake�durability indices from a procedure using air-dried shale and one 60�minute cycle 28
Figure 30. Slake-durability indices from a procedure using oven-dried shale and one 60-minute cycle 28
Figure 31. Slake-durability indices from a procedure using oven-dried shale and one 120-minute cycle 28
Figure 32. Comparison of slake-durability indices from a one-cycle, 10-minute test using air-dried shale and a one-cycle 10-minute test using oven-dried shale . 29
Figure 33. Comparison of slake-durability indices from a one�cycle, 25-minute test using air-dried shale and a one-cycle,25-minute test using oven-dried shale 29 Table of Contents
Page Introduction . 1 Previous Work 4
Site and Shale Descriptions 15 Sampling Procedure 16 Testing Equipment and Procedures 17 Slake-Durability Test 17 Jar-Slake Test 20 In Situ Water Contents 20 Air-Drying Tests . 20 Shore Scleroscope 20 Atterberg Limits . 21 Mineralogy 21 Hydrometer Analysis 22 Specific Gravity . 22 Swell Test . 22 Test Results and Analyses 24 Slake Durability . 24 Jar-Slake Test . 30 Routine Soils Tests 31 Swell Tests 35 Shore Scleroscope 38 Mineralogy 38 Conclusions 42 References . 43
Appendix A. Detailed Descriptions of Hand Specimens, Geologic Formations, and Sampling Sites 45
Appendix B. Computer Program for Calculating the Slake-Durability Decay Index, 87 01 Appendix C. Mineral Analyses 95
Appendix D. Slake-Durability Index-Time Curves 101 Appendix E. Conditions of Shales Before and After Soaking in the Jar-Slake Test 107 Appendix F. Conditions of Shales Before and After Soaking in the Jar-Slake Test 115
Appendix G. Swell Deflection and Swell Pressure as Functions of Logarithm and Square Root of Time 171 List of Figures Page Figure 34. Comparison of slake-durability indices from a one-cycle, 60-minute test using air-dried shale and a one-cycle, 60-minute test using oven-dried shale 29
Figure 35. Comparison of slake-durability indices from a one-cycle, 60-minute test using air-dried shale and a two-cycle, 25-minute test using oven-dried shale 29
Figure 36. Square root of the slake-durability decay index plotted as a function of jar slake number 30
Figure 37. Variation of clay content (percent finer than 0.002 mm) and jar slake number 31
Figure 38. Slake-durability index (10-minute, two-cycle, oven-dried) plotted as a function of natural water content 32
Figure 39. Slake-durability index (25-minute, one-cycle, oven-dried) plotted as a function of natural water content 32 Figure 40. Slake-durability index (60-minute, one-cycle, air-dried) plotted as a function of natural water content 32
Figure 41. Variation of the square root of the slake-durability decay index, Dp with natural water content 32 Figure 42. Clay fraction (percent finer than 0.002 mm) from mineral analysis plotted as a function of natural water content 33
Figure 43. Clay fraction (percent finer than 0.002 mm) from hydrometer analysis plotted as a function of natural water content 34
Figure 44. Variation of plasticity index with slake-durability index from Gamble's procedure and proposed durability-plasticity classification of shales and other argillaceous rocks 34
Figure 45. Variation of plasticity index with slake-durability index from the proposed slake-durability test (one-cycle, 60-minute, air-dried material) and the proposed durability-plasticity classification of shales and other argillaceous rocks . 35
Figure 46. Relationship between the square root of the slake-durability decay index and vertical strain from the swell-deflection test 36
Figure 47. Vertical strain from the swell-deflection test plotted as a function of clay fraction 36
Figure 48. Square root of slake-durability decay index plotted as a function of final water content from the swell-deflection test and jar slake test 36
Figure 49. Relationship between in situ contents and final water contents from the swell-deflection test and jar slake test (curve-fitted only to in situ and swell-deflection water contents) . 38
Figure 50. Square root of slake-durability decay index plotted as a function of Shore Scleroscope reading for 14 selected shales 39
Figure Al. View of the Crab Orchard, Sample 1-1 47
Figure A2. Close-up view of the Crab Orchard, Sample 1-1 47
Figure A3. View of the New Albany shale, Sainple 1-2 48 Figure A4. Close-up view of the New Albany shale, Sample 1-2 48
Figure AS. View of the Continental Deposits and landslide, Sample 2-1 49
Figure A6. Close-up view of the Continental Deposits, Sample 2-1 49
Figure A7. View of the Drakes, Sample 3-1 . 50
Figure A8. Close-up view of the Drakes, Sample 3-1 50
Figure A9. View of the Upper Nancy, Sample 4-1 . 51 Figure A10. Close-up view of the Upper Nancy, Sample 4-1 51 List of Figures Page Figure All. View of the Lower Nancy, Sample 5-1 52
Figure A12. Close-up of the Lower Nancy, Sample 5-l 52
Figure A13. View of the Clays Ferry, Sample 8-1 . 54
Figure A14. Close-up view of the Clays Ferry, Sample 8-1 54
Figure A15. View of the Crab Orchard, Sample 10-1 . 55
Figure A16. Close-up view of the Crab Orchard, Sample 10-1 55
Figure A17. View of the Breathitt, Sample 11-1 and 11-2 56
Figure AlB. Close-up view of the Breathitt, Sample 11-2 57 Figure A19. View of the Breathitt, Samples 11-3 and 11-4 57
Figure A20. Close-up view of the Breathitt, Sample 11-3 58
Figure A21. Close-up view of the Breathitt, Sample 11-4 59 Figure A22. View of the Kope, Sample 12-1 60
Figure A23. Close-up view of the Kope, Sample 12-1 60
Figure A24. View of the Hance, Sample 13-1 61
Figure A25. Close-up view of the Hance, Sample 13-1 61
Figure A26. View of the Lee, Sample 15-1 62
Figure A27. Close-up view of the Lee, Sample 15-1 62
Figure A28. View of the Lee, Sample 16-1 63
Figure A29. Close-up view of the Lee, Sample 16-1 63
Figure A30. View of the Bedford and Sunbury, Samples 17-1 and 17-2 64
Figure A31. Close-up view of the Bedford and Sunbury, Samples 17-1 and 17-2 64
Figure A32. Close-up view of the Sunbury and Henley, Samples 17-2 and 17-3 65
Figure A33. View of the Henley, Sunbury and Bedford, Samples 17-3, 17-2 and 17-1 65
Figure A34. Close-up view of the Henley, Sample 17-3. 66
Figure A35. View of the Nancy, Sample 17-4 67
Figure A36. View of the Nada, Samples 18-1 and 18-2 68
Figure A37. Close-up view of the Nada, Samples 18-1 and 18-2 69
Figure A38. View of the Newman, Sample 19-1 70
Figure A39. Close-up view of the Newman, Sample 19-1 70
Figure A40. View of the Osgood, Sample 20-1 . 71 Figure A41. Close-up view of the Osgood, Sample 20-1 71
Figure A42. View of the Conemaugh, Sample 21-1 72
Figure A43. Close-up view of the Conemaugh, Sample 21-1 72 Figure A44. View of the Crab Orchard, Sample 22-1 73
Figure A45. Close-up view of the Crab Orchard, Sample 22-1 73
Figure A46. View of the Caseyville and Tradewater, Sample 23-1 74
Figure A47. Close-up view of the Caseyville, Sample 23-1 74
Figure A48. View of the Lower Carbondale, Sample 24-1 75
Figure A49. Close-up view of the Lower Carbondale, Sample 24-1 75 List of Figures Page Figure ASO. View of the Lisman, Sample 25-1 76
Figure A51. Close-up view of the Lisman, Sample 25-1 76
Figure AS 2. View of the Carbondale, Sample 26-1 77
Figure A53. Close-up view of the Carbondale, Sample 26-1 77
Figure AS4. View of the Carbondale, Sample 26-2 78
Figure ASS. Close-up view of the Carbondale, Sample 26-2 78
Figure A56. View of the Tradewater, Sample 27-1 79 Figure AS7. Close-up view of the Tradewater, Sample 27-1 79
Figure ASS. View of the Kincaid, Sample 28-1 . 80
Figure AS9. Close-up view of the Kincaid, Sample 28-1 80
Figure A60. View of the Menard, Sample 29-1 . 81 Figure A61. Close-up view of the Menard, Sample 29-1 81
Figure A62. View of the Tar Springs, Sample 30-1 82 Figure A63. View of the Hardinsburg, Sample 31-1 83
Figure A64. Close-up view of the Hardinsburg, Sample 31-1 83 Figure A6S. View of the Golconda, Sample 32-1 84
Figure A66. View of the Clayton and McNairy, Sample 33-1 8S Figure Cl. Slake-durability index-time curves, Samples 1-2 (New Albany), 17-2 (Sunbury), 13-1 (Hance), and 8-1A (Lower Clays Ferry) 97
Figure C2. Slake-durability index-time curves, Samples 3-1 (Upper Drakes), 22-1 (Crab Orchard), 17-1 (Bedford), 2S-1 (Lisman),11-3 (Breathitt) and 28-1 (Kincaid) . 97
Figure C3. Slake-durability index-time curves, Samples 18-1 (Nada), 11-1 (Breathitt), 17-3 (Henley), 23-1 (Lower Caseyville), and 26-1 (Upper Carbondale) 98
Figure C4. Slake-durability index-time curves, Samples 5-1 (Lower Nancy), 4-1 (Upper Nancy), 27-1 (Tradewater), 16-1 (Lee), 17-4 (Nancy), and 21-1 (Conemaugh) 98
Figure CS. Slake-durability index-time curves, Samples 8-1B (Lower Clays Ferry), 20-1 (Osgood), 26-2 (Lower Carbondale), 11-2 (Breathitt Underclay),7-1 (Lower Clays Ferry), and 18-2 (Nada Red Shale) 99 Figure C6. Slake-durability index-time curves, Samples 24-1 (Lower Carbondale), 30-1 (Tar Springs), 10-1 (Crab Orchard), 29-1 (Menard), and 1-1 (Crab Orchard) 99
Figure C7. Slake-durability index-time curves, Samples 12-1 (Kope), 6-1 (Kope), 32-1 (Golconda), 31-1 (Hardinsburg), 33-1 (Clayton and McNairy), 1S-1 (Lee),2-1 (Continental Deposits), 19-1 (Newman), and 11-4 (Breathitt) . 100 Figure 01. Loss of water-time curves, Samples 1-2,17-2, 13-1, 3-1, 22-1, 17-1, and 25-1 103
Figure 02. Loss of water-time curves, Samples S-1, 4-1, 27-1,and 17-4 103
Figure D3. Loss of water-time curves, Samples 7-1, 24-1, 30-1, 29-1,and 12-1 104 Figure D4. Loss of water- time curves, Samples 28-1, 18-1, 11-1, 17-3, and 26-1 104
Figure 05. Loss of water-time curves, Samples 1-1, 11-3, 11-1, and 33-1 . 105
Figure 06. Loss of water-time curves, Samples 21-1,20-1,26-2, and 11-2 105 Figure 07. Loss of water-time curves, Samples 32-1, 31-1,15-1, and 19-1 106 List of Figures Page Figure El. Typical slaking reaction of a shale (Sample 19-1), after immersion, which was classified as having ajar slake number of 1 (top); and, view of the shale before immersion (bottom) 109
Figure E2. Typical slaking reaction of a shale (Sample 17-3), after immersion, which was classified as having a jar slake number of 2 (top); and, view of the shale before immersion (bottom) 110
Figure E3. Typical slaking reaction of a shale (Sample 4-1), after immersion, which was classified as having a jar slake number of 3 (top); and, view of the shale before immersion (bottom) 111 Figure E4. Typical slaking reaction of a shale (Sample 18-1), after immersion, which was classified as having ajar slake number of 4 (top); and, view of the shale before immersion (bottom) 112
Figure ES. Typical slaking reaction of a shale (Sample 3�1), after immersion, which was classified as having ajar slake number of 5 (top); and, view of the shale before immersion (bottom) 113
Figure E6. Typical slaking reaction of a shale (Sample 1�2), after immersion, which was classified as having a jar slake number of 6 (top); and, view of the shale before immersion (bottom) 114 Figure Fl. Swell deflection-logarithm�of�time curve, Sample 1-2 (New Albany) . 117
Figure F2. Swell deflection-square root�of-time curve, Sample 1�2 (New Albany) 118
Figure F3. Swell deflection-logarithm-of�time curve, Sample 17-2(1) (Sunbury) 119
Figure F4. Swell deflection-square root�of�time curve, Sample 17�2(1) (Sunbury) 120
Figure FS. Swell deflection-logarithm-of-time curve, Sample 17-2(2) (Sunbury) 121
Figure F6. Swell deflection-square root-of-time curve, Sample 17-2(2) (Sunbury) 122 Figure F7. Swell deflection-logarithm-of-time curve, Sample 13-1 (Hance) 123
Figure F8. Swell deflection-square root-of-time curve, Sample 13-1 (Hance) 124
Figure F9. Swell deflection-logarithm-of-time curve, Sample 17-1 (Bedford) 125
Figure FlO. Swell deflection-square root-of-time curve, Sample 17-1 (Bedford) 126
Figure Fll. Swell deflection-logarithm-of-time curve, Sample 17-3 (Henley) 127 Figure F12. Swell deflection-square root-of-time curve, Sample 17-3 (Henley) 128
Figure F13. Swell deflection-logarithm-of-time curve, Sampl� 17-3(2) (Henley) 129
Figure F14. Swell deflection-square root-of-time curve, Sample 17-3(2) (Henley) 130
Figure F15. Swell deflection-logarithm-of-time curve, Sample 5-l (Nancy) 131
Figure F16. Swell deflection-square root-of-time curve, Sample 5-1 (Nancy) 132
Figure F17. Swell deflection-logarithm-of-time curve, Sample 17-4 (Nancy) 133
Figure F18. Swell deflection-square root-of-time curve, Sample 17-4 (Nancy) 134
Figure F19. Swell deflection-logarithm-of-time curve, Sample 20-1 (Osgood) 135
Figure F20. Swell deflection-square root-of-time curve, Sample 20-1 (Osgood) 136
Figure F21. Swell deflection-logarithm-of-time curve, Sample 1-1 (Crab Orchard) 137
Figure F22. Swell deflection-square root-of-time curve, Sample 1-1 (Crab Orchard) 138
Figure F23. Swell deflection-logarithm-of-time curve, Sample 12-1 (Kope) 139
Figure F24. Swell deflection-square root-of-time curve, Sample 12-1 (Kope) 140
Figure F25. Swell deflection-logarithm-of-time curve, Sample 33-1 (Clayton and McNairy) 141
Figure F26. Swell deflection-square root-of-time curve, Sample 33-1 (Clayton and McNairy) 142
Figure F27. Swell deflection-logarithm-of-time curve, Sample 33-lA (Clayton and McNairy) 143
Figure F28. Swell deflection-square root-of-time curve, Sample 33-lA (Clayton and McNairy) 144 List of Figures Page Figure F29. Swell deflection-logarithm�of-time curve, Sample 2-1 (Continental Deposits) 145
Figure F30. Swell deflection-square root-of-time curve, Sample 2-1 (Continental Deposits) 146
Figure F31. Swell pressure-logarithm-of-time curve, Sample 1-2 (New Albany) . 147
Figure F32. Swell pressure-square root-of-time curve, Sample 1-2 (New Albany) 148
Figure F33. Swell pressure-logarithm-of-time curve, Sample 17-2(1) (Sunbury) . 149
Figure F34. Swell pressure-square root-of-time curve, Sample 17-2(1) (Sunbury) 150
Figure F35. Swell pressure-logarithm-of-time curve, Sample 13-1 (Hance) 151
Figure F36. Swell pressure-square root-of-time curve, Sample 13-1 (Hance) 152
Figure F37. Swell pressure-logarithm-of-time curve, Sample 17-1 (Bedford) 15 3 Figure F38. Swell pressure-square root-of-time curve, Sample 17-1 (Bedford) 154
Figure F39. Swell pressure-logarithm-of-time curve, Sample 17-3(2) (Henley) 155
Figure F40. Swell pressure-square root-of-time curve, Sample 17-3(2) (Henley) 156
Figure F41. Swell pressure-logarithm-of-time curve, Sample 5-1 (Nancy) . 157
Figure F42. Swell pressure-square root-of-time curve, Sample S-1 (Nancy) 158
Figure F43. Swell pressure-square root-of-time curve, Sample 17-4 (Nancy) 159
Figure F44. Swell pressure-logarithm-of-time curve, Sample 20-1 (Osgood) 160
Figure F45. Swell pressure-square root-of-time curve, Sample 20-1 (Osgood) 161
Figure F46. Swell pressure-logarithm-of-time curve, Sample 1-1 (Crab Orchard) 162
Figure F47. Swell pressure-square root-of-time curve, Sample 1-1 (Crab Orchard) 163 Figure F48. Swell pressure-logarithm-of-time curve, Sample 12-1 (Kope) . 164
Figure F49. Swell pressure-square root-of-time curve, Sample 12-1 (Kope) 165
Figure FSO. Swell pressure-logarithm-of-time curve, Sample 33-1 (Clayton and McNairy) 166
Figure FSl. Swell pressure-square root-of-time curve, Sample 33-1 (Clayton and McNairy) 167
Figure F52. Swell pressure-logarithm-of-time curve, Sample 2-1 (Continental Deposits) 168
Figure FS3. Swell pressure-square root-of-time curve, Sample 2-1 (Continental Deposits) 169 list of Tables
Page Table 1. Compilation of Highway Sites in Kentucky where Embankment Failures Involved Foundation Shales . 7
Table 2. An Engineering Evaluation of Shales 9
Table 3. A Shale Screening Test . 10
Table 4. Method Currently Used to Classify Kentucky Shales Based on Slake�Durability Test (Two IO�Minute Cycles Using Oven-Dried Material) 11
Table 5. Listing of Shales Selected for Testing 16
Table 6. Size Fraction for Mineral Analyses . 21
Table 7. Summary of Slake-Durability Indices and Jar Slake Numbers 24
Table 8. Summary of Results Obtained from Laboratory Index Tests 31
Table 9. Summary of Results Obtained from Swell Deflection and Swell Pressure Tests 35
Table 10. Percentages of Particle Size Fraction of Total Shale Sample 40
Table 11. Mineralogy of Each Shale Sample 41
Table Gl. Mineralogy for the Sand Fraction >so p,m 173 Table G2. Mineralogy for the Silt Fraction 50-20 11m 173
Table G3. Mineralogy for the Silt Fraction 20-10 174 f.liD Table G4. Mineralogy for the Silt Fraction 10-5 f1m 174
Table GS. Mineralogy for the Silt Fraction 5-2 11m 175
Table G6. Mineralogy for the Clay Fraction 2-0.2 f1m 175 Table G7. Mineralogy for the Clay Fraction <0.2 11m 176
Table G8. Mineralogy for the Sand Fraction >so pm, as a Percentage of the Whole Sample 176 Table G9. Mineralogy for the Sand Fraction. 50-20 Jlm, as a Percentage of the Whole Sample 177
Table GlO. Mineralogy for the Silt Fraction 20-10 flm, as a Percentage of the Whole Sample 177
Table Gll. Mineralogy for the Silt Fraction 10-5 p.m, as a Percentage of the Whole Sample 178
Table G12. Mineralogy for the Silt Fraction 5-2 JJ.m, as a Percentage of the Whole Sample 178
Table G13. Mineralogy for the Clay Fraction 2-0.2 Jlm, as a Percentage of the Whole Sample 179 Table G14. Mineralogy for the Clay Fraction <0.2 J.lm, as a Percentage of the Whole Sample 179 Introduction Large quantities and numerous varieties of shales show that certain shale types frequently caused insta. are located in Kentucky and, consequently, have been bility. Embankments at those sites were located on used extensively in the construction of highway foundations containing low shear-strength shales (both embankments. Numerous problems have been weathered and unweathered) or (and) the embank. encountered when making highway cuts and fill ments were constructed of weak shales. Figure 1 sections through the different shale fo rmations. illustrates the enormity of such problems. Embankment failures, slope instability, unstable The weathering of certain shales produces subgrades, and failures of shale cuts have occurred at material, as shown in Figure 2, which collects in many locations. Much remedial work and maintenance, drainage ditches at the bottom of slopes and must be such as cleaning of ditches, repaving road surfaces, and removed periodically . Another problem in highway cut stabilization of embankments, is required. Frequently, slopes is illustrated in Figure 3. In this situation, a the construction of highway embankments using shale massive sandstone or limestone overlays a shale materials is necessary because of their availability and formation. If the shale formation is of poor quality , it the lack of more suitable and economical alternate will weather faster than the sandstone. Eventually, construction materials. However, past experience has massive block falls of the harder formation occur and shown that such materials have oftentimes lead to require removal. In some instances, low shear-strength numerous and costly maintenance problems. In-depth shales have been observed to be the direct cause of investigations I1 - 7), for instance, conducted at slope failures in highway cut sections. Construction of several highway sites where embanlanents have failed highway pavements on shale materials also can lead to
Figure I. A Massive Embanlanent Failure on I 64, Milepost 118, in Bath County. Both Embankment and Foundation Contained Shales (Crab Orchard Formation) of Low Shear Strength I 1). Figure 2. Accumulation of ShaleMaterials in a Highway Drainage Ditch.
heaving problems as illustrated in Figure 4. The swell· ing of the subgrade shale produces uneven pavements. As shown in Figure 5, materials of the Ordovician, Silurian, Devonian, Mississippian, Pennsylvanian, Tertiary, and Quaternary periods are found Kentucky. With the exception of the in Cretaceous, Tertiary, and Quaternary (which contain expansive clays), shales are associated with all periods. The Ordovician, Silurian, and Mississippian shales have been involved in many road building problems. Certain formations have been particularily troublesome. The Kope and Fairview Formations (Ordovician inter bedded shale and limestone) of Northern Kentucky have caused embankment problems on I 75 near Covington and have caused extensive failures of KY 8 along the Ohio River, west of Covington, by sliding into the river. In the Knobs region to the east of the Cincinnati Arch, the Crab Orchard Formation (Silurian) causes many problems; and to the west of the arch, the Osgood causes problems. Many Mississip· pian shales behave poorly in road cuts. For instance, the lower Borden Formation (Nancy and New Pro. vidence) tends to cause wavy road surfaces. The Henley Figure 3. Rock Failures Caused by the Weathering shale caused construction problems on I 64 east of of Weak Shales. Morehead. Also, shales of the Eastern and Western
2 Figure 4. Uneven Pavements Caused by the Swelling of Subgrade Shales.
""lUCKY O!Ol-O GENERALIZED-.���;;.:'.':::,...... _ GEOLOGIC MAP OF K£NTUCKY DA..,.... I,.,..,.�oot"""'"l 0'"'""' Rc..'"'""' 0"''"'''""'".., QM;"''"PP""' 111111- lilllll sa... "'" •""""X"'" (:::;:]""" Figure 5. Geologic Map of Kentucky. 3 Kentucky coal fields (Pennsylvanian), such as the ruination of the shear strength of various compacted Breathitt Formation near Jackson (KY 15) and the shales. The aim was to provide the designer with guide Tradewater (Western Kentucky), have been trouble lines for determining slope stabilities. Determination some. TI1e Cretaceous and more recent sediments of of shear-strength parameters and development of a the Jackson Purchase Region, such as the Porters Creek comprehensive slope stability computer program were Clay which contains large percentages of mont major objectives of this phase. the third phase, the In morillonite, are highly overconsolidated clays and very field performance of embankments and cut sections expansive. were examined. The fourth phase involved developing Because of the extensive use of shales in highway classification and use charts. construction in Kentucky and a lack of proper tests to This report summarizes results from tests con evaluate shales in the laboratory and field, the Division ducted on some 40 selected shales and partially meet of Research of the Kentucky Department of Transpor the first objectives. The suitability of the slalce-dura tation initiated a testing program to develop tests for bility test proposed by Franklin and Chandra (8), as use in design and construction stages for differentiating a means of broadly identifying the engineering charac between 11rock-like11 and 11clay-like" shales. The ability teristics of shales, is examined. Testing procedures to predict performance from laboratory or field tests proposed by Franlilin and and Chandra, and later by would enable the design of compacted fills, drainage Deo (9} and Gamble (10} and seven other procedures, blankets, and subgrades. are examined. Natural water content and jar slake tests The major objective of this research study was to were evaluated. develop an engineering classification and use chart for Mineral composition was determined and related shales. Although only Kentucky shales are currently to performance. Swelling properties of fourteen shales, being studied, results of this study may have broader selected from the group of 40 shales were studied using applications. swell-deflection and swell-pressure tests on core (NX The work was divided into four phases, the first size) samples. Routine soils index tests used to charac dealing with the application of various engineering terize different shale types, particle size analysis, Alter tests developed by others. Some emphasis was given berg limits, and specific gravity determinations were in this phase to developing a simplified and fairly performed. Hardness characteristics of the shales were rapid test(s). The second phase deals with the deter- studied using the Shore scleroscope apparatus. Previous Work The term shale is defined ( geologically as a Shales make up the largest portion of all sedi Jl) fine-grained, indurated, detrital sedimentary rock mentary rocks and are the least understood. Many formed by the consolidation, such as compression or shale particles are less than one micron in diameter. cementation, of clay, silt, or mud and characterized by The determination of the chemical and mineralogical a fmely stratified structure (fissility) approximately constituents using standard methods such as the parallel to the bedding. Generally, shale is composed of petrographic microscope is made difficult by the small appreciable amounts of clay minerals, or derivatives particle size. Other more advanced methods, such as from clay minerals, and detrital quartz. Shale includes x-ray diffraction and emission, differential thermal all weak sedimentary rocks such as claystones, silt analysis, and the electron microscope, are needed to stones, and mudstones. Some materials such as under determine the chemical and mineral constituents. clays and highly overconsolidated clays, which, per Many problems encountered during and after haps, could not be (geologically) classified strictly as construction are caused primarily by the tendency of shales, but which are indurated and exhibit some shaly materials to decay or crumble (or erode) from an "shale-like" properties as defined above, have been indurated mass to a fine-grained mass of soil. Frequent included. ly, such reversion of certain shales produces weak clays Typically, shales (12) are composed of about or silts of low shear strength, although the indurated one-third quartz, one-third clay minerals, and one masses generally may have very high shear strengths third miscellaneous substances. The principal minerals ( 13). of shales, such as quartz, clay minerals, and hydrated There are three problems that must be con oxides (such as bauxite and limonite), are formed by sidered in the design of embankments composed of the weathering of feldspars and mafic igneous rocks. shales. First there is the question of how the shaly Some of the associated minerals such as calcite, dolo materials should be compacted and what constitutes mite, pyrite, illite, and glauconite are formed during proper compaction. For instance, certain shales de and after deposition of the primary minerals. scribed as "soil-like11 shales tend to degrade when 4 compacted. Further decay, or slaking may occur due that will ensure proper placement in the embankment to weathering within the embankment. Additionally, so that voids, pockets, and bridging will be reduced the rate of decay accelerates when shales are exposed to a minimum." Dimensions of boulders are limited to water. many cases, such shales, when excavated, to 3 feet (1 m) vertically and approximately 4.5 feet In have the properties and appearance of good, sound (1.5 m) horizontally. rock. Certain shales described as "rock-lilce," however, The importance of meeting unit weight and lift do not totally degrade when compacted and are not thickness criteria is illustrated in a subjective manner in as susceptible to weathering as "soiL-lflce" shales. In Figure 6 by data published by Lutton 15 ). Indices certain instances, some shales partially break down obtained from slake-durability tests (8) performed( on when compacted and may leave voids in the embank shales from various highway embankments were ment. Shales containing interbedded limestones are plotted as a function of lift thicknesses. The criterion particularly difficult to break down and compact. line or envelop shown is hypothetical and represents an This condition may lead to settlement and stability attempt to separate problem embankments from problems. nonproblem embankments. Those data indicate that, as the slaking-durability indices increase and lift thick Present Kentucky specifications (14) do place nesses decrease, susceptibility of an embankment to some requirements on the manner in which shales develop a problem decreases. Although lift thickness are to be compacted when used to construct embank and compaction criteria are certainly important, ments. Embankments of " ...soft shales shall be formed consideration of these factors alone is not necessarily by distributing the materials in successive, uniform, sufficient to prevent embankment instability . There are horizontal layers not exceeding 12 inches (300 mm) other factors, such as foundation conditions, shear in thickness, loose depth, to the full width of the cross strength of the embankment shales, and groundwater section. Layers less than 12 inches (300 mm) in loose conditions which must be considered. thiclmess will be required when necessary to obtain the The second, and perhaps, the most difficult specified density." The density in this case is 95 problem encountered in designing shale embankments percent of that determined by Kentucky Method is the selection of appropriate shear strengths. Shales 64-5 11 (comparable to ASTM D 598-78, Method A). may exist in different physical states after construc When "hard shales" are used, the lift thickness is not tion because of physical and chemical weathering. to exceed 3 feet m), and the material is required Weathering of many types of shales may occur rapidly, to be "distributed(1 by blading or dozing in a manner especially when exposed to water. When 11soft" shales I- z w 100 (.) 0 t9 0 0 Ill Ill 0:: 0 0 w 0 0 0 � 0 / a_ /� 80 0 0 / HYPOTHETICAL CRITERION cf\3 ...,___ ..... 0 INE rP d- X Oo I'll 0 / w 0 9--' LEGEND 0 60 Oil NO PROBLEM z 0 0 9'/ MINOR PROBLEM 0 fra MAJOR PROBLEM >- ce 1111 I- 40 0 / ?P<. 0 --' / 1111 0 1111111 ID / <( / 11111111 0:: � 20 rzP / 1lJ rlJ ::::> / 0 / I 0 w � 0 0 >< 0 I 1 <( � --' 0 5 10 15 20 25 30 35 40 45 50 (f) Ll FT THICK NESS, IN. Figure 6. Slake-Durability Indices Plotted as a Function of Lift Thicknesses for Various Shale Embankments (after Lutton ( 15 )). 5 weather, shear strengths much lower than those of the rately plastic, over-consolidated clay. Slope inclino unweathered shale result. Breakdown of some "hard" meters installed at failure sites frequently show a por shales may require year; the decrease (if any) in the tion of the shear zones located near the interface shear strength may involve considerable time. Con� of the weathered and unweathered shale. Sites where sequently, there is a problem of simulating in the failure had occurred and which involved foundation laborat01y the physical state of shale as it might exist shales are given in Table I. This table also indicates in an embankment at any given time so that approM some of the more troublesome formations. In all cases, priate design shear parameters can be selected. little foundation shales were significant in causing failure of information is available concerning the shear strength the highway embankment. of compacted shale. Present guidelines in the Geo Obtaining the most appropriate design shear technical Manual (16} suggest the following strength strengths of weathered and unweathered foundation parameters for rock fill material: shales is difficult. Bjerrum (17} and Skempton (13} assembled data showing that the average shear stress Soil-like Shale c = 1000 to 15 psf along the failure surface was much less than the average ° ¢' = 20 to 25°, and strength obtained from triaxial tests. In Figure 8, the c '= 200 psf back-computed effective stress angle of shearing Intermediate Shale c = 1000 to 1500 psf, resistance is plotted as a function of the effective ¢' = 26° to 30°, and peak stress ( 18} obtained from triaxial tests for the c '= 200 psf cases cited by Bjerrum and Skempton. Neglecting Sandstone, Limestone, and cohesion, the data plot below the line of equality. ° Rock-like Shale ¢' = 35 to 45° and c' = 0. If residual sl1ear strengths are used, there is better agreement between the computed strengths and To select shear strength parameters, considerable those obtained from consolidated-drained direct shear judgment and proper identification of the materials are tests as illustrated in Figure 9. However, residual shear required. More laboratory and field data are needed strengths oftentimes are lower than back-computed with regard to the shear strength of compacted shales. shear strengths. Hence, engineers designing slopes must Design of shale embankments is further com decide vrhich shear strength -- peak, residual, or some plicated by the fact that embankments oftentimes are intermediate strength -- to use. Residual shear strength located on foundations containing shales. Based on an may be conservative and too expensive, especially in investigation of several highway embankment failures, cases where temporary cuts are made in overcon a typically occurring situation in Kentucky is illustr solidated clays and plastic shales. A review of several ated in Figure 7. The embankment is located on a slope failures associated with overconsolidated clays foundation consisting of a relative shallow overburden and plastic shales shows that short-term as well as of soil underlain by a weathered zone of shale highly long-term stability problems are associated with these susceptible to sliding. The weathered shale is a mode- materials (18, 19}. ROADWAY t. I - FOUNDATION UNWEATHERED - r- � SHALE - WEATHERED SHALE --...... :_ ------= ------__ _ Fignre 7. Schematic of an Embankment and Foundation Showing Typical Conditions Commonly Encountered in Kentucky. 6 TABLE 1. Compilation of Highway Sites in Kentucky where Embankment Failures Involved Foundation Shales. LOCATION COUNTY REPORT ROUTE STATION PROJECT "' GEOLOGY SHEAR SURFACE FOUNDATION NUMBER SP-43-225-'11L Uppermost Mississippian shale-so£t, L-7-75 section lower most gray green Pennsylvanian;r:. limestone., and sandstone. MP 1 01. clay-compacted £ill sandstone-ha;r;d, yellow b:rown, £1ne to me.dium grained MP 107.8 clay-compacted £ill 65?. shale-so£t to medium d �S� ii�!�t?�!��a:rk gray, med1um gral.ned '" SP-90-75-56L Nelson Ordovician, Silurian, shale-clay-so£t red dolomite-light g;r;een, L-3-75 "' " and Devonian; lim,stone, ha:rd, uneven b:reaking dolomite, dolomitic lim,stones 6189+15 SP-'13-2.2.5-4\L a on Bedrock o£ Tradewater h and medium hard shales, da>:k L-8-7� 152.. ' �� n Formation; a member o£ ��;�n� f;:���;�d gray, slicken sides Pennsylvanian system 6198+15 so£t, brown to green shale-medium ha:rd, 70' ' gray £ractured shale laminated with lime cross bedding, da:rk gray 6192+53 shale-medium hard, shale-medium hard, 159. ' with so£t seams, dark with soft seams. da:rk gray gray 6192+50 so£t shale shale-so£t with ha:rd 4' ' layer, light g:ray to 0 blaok 619'1+54 shale-medium hard, shale-ha:rd,gray, 156. ' dark gray limy 619'1+50 so£t shale shale-medium ha:rd, da;r;k "' ' g>:ay 6198+32 so£t shale shale-soft to medium 181. ' ha:rd, dark g;r;ay 6198+92 so£t shale shale-very so£t, black, "' ' over ha:rd g:ray shale " ' 15+00- SP-59-155-BL Ke,':;on t.llu m, Fair<"l.e.W s.'l<:le and li�,"stone shale-75% to 100?., soft L-5-76 161+00 Fen:'" on, f:o-.,e and to :ne2iuJ;t hn:::d Foin l(Oase:-d: lin.:.�tor.e-C>; to Z5?. ha:rd, !"0�"· thi" bed<"led us 23 96+00- AP-'15-2.11-2.5C1 Greenup Bo:rden and Mewman shale-blue, medium to clay shale L-16-?5 103+E;O r.iroestone. very ha:rd us 23 112+00- AP-'15-211-25C1 Greenup Borden and Newman shale-blue-gray, so£t L-20-75 1�9+00 Limestone to medium ha:rd, angular bedding KY �0 SP-58-37-11L Johnson Mago££in Beds o£ shale-da:rk gray to sandstone-light g:t:a'(, L-11-75 Morse Kewdrich Shale black, so£t to medium medium grained, medJ.um hard ha:rd to ha:t:d KY 15 2.75+50- SP-13-367-1�L Breathitt Frozen Sandstone Membe>: so£t shale L-8-75 285+00 o£ the B�eathitt fo>:mation " "' 16+00- SP-61-�30-71 Knox Breathitt Fo>:mation shale.-black, so£t to sandstone-light gray, L-15-75 25+50 medium hard, £issle cross bedding, £ractu:res ., '" RP-088-0772- 11o:rgan '"" ond B:reathitt a sandstone-tan, and L-12-76 08-09 formations of �!�lu;1h�r�� �ith moderately ha:rd, ve:ry Lowe>: PennsylnanianHo sandstone £1ne g:rained, thin bedded Se:ri"s ' " SP-8-850-48L Boone- Bull Fo:rk Formation clay L-6-74 SP-59-315-5\L Kenton " 1930 2.0+50- RS-59-595-6L K"nton Kope Eden Fo;r;mation clay and shale so£t to ha:rd shale M-7-74 26+00 ., SP-68-1'1-161 Lewis Be :rea Sandstone ond talus mate>:ial-loose shale-ha:t:d, black, L-2.2-76 Ohio Black shale sandstone, soil, and £issle, some £:ractures pebbles ., " SP-7-20'1-111 Bell Breathitt Group gray shale L-13-76 "' 2. ' - 6. OS ., 79 70+25 SP-1'1-133-101 B:reckin- Golconda Formation sandstone-g>:ay, £ine sandstone L-18-75 ridge g:rained ' " MP-2.1-692-HG2. Car toll Alluvium of the silty clay shale and limestone L-5-75 Quaternary System e a edium and KoJile (!!:den) ���� t�o;�£¥� thi� Fo:rmat1on o£ the bedded; limestone-20� O:rdovician Syst�m r e ��=r�e�� �hi� g!dded " "' SP-21-72-9C1 Ca:r:roll i,.,-terbeci:k to medium gray, th1n. bedded, so£t, many ve:rt:�.cal f>:aotures ' " 1039+50 SP-�1-�34-491 Grant Eden (Kopel Fo:rmation clay L-5-74 1063+50 of the Upper O:rdovician clay 1114+50 System clay 883+50 clay 1 'L 22+00g olay In£ormation obtained from :repo:rts ptepa:red by the Division o£ Materials 7 30 C1COMPUTED EQUILIBRIUM WATER ' =0 TA BLE AFTER PLACE ' 25 TEST MENT OF SIDE - HILL c' ;t: o \ 0 FlL L \ ENCROACHMENT OF w \ 1- 20 :::> -- :<:. - - -- ... £L 0 -- Q EQUI LIBRIUM WATER TABL------' ¥ - , ::;; 15 BEFORE PLACEMENT OF 6 ---- 0 SIDE- HILL FILL � � ...... - u 10 ---- e- g 5 § Figure 10. Schematic Illustrating "Damming" Effect of Shale Embankments. 0 0 5 10 15 20 25 30 35 PEAK 4>' 10, causes a 11damrning" effect. Pore pressures increase Figure 8. Back·Computed Shear Strength as a in the lower portion of the shale embankment and Function of Peak Shear Strength from reduce the effective stresses acting at the base of the· Triaxial Tests (data from Bjerrum (17) and embankment and, hence, lower the stability of the Skempton (13)). slope. Design of the embankment is difficult in this situation because a forecast of the maximum pore pressures which may occur during the life of the earth structure involves many unknowns. Piezometric data obtained from cased boreholes located at several highway failures (18) show that the flow of water 25 c'r.:::- 0 through slopes is a prime factor causing the failure of highway embankments in Kentucky. Those data also show that, in many cases, pore pressures occurring in 0 20 w the lower portions of shale embankments increase 1- gradually over a period of several years (18) and may :::> £L 15 explain why some embankments fail after several ::;: years. The presence of water causes the decay and 0 0 swelling of the shale to produce a progressive "sofw 10 tening" and decreases in the shear strength. Free e draining sound rock at the bases of embankments is sometimes essential to prevent the detrimental effects 5 of water seepage. In the past few years, drainage blankets have been used whenever fe asible in Ken tucky. Both laboratory and field data are needed to 0 determine whether certain types of shales, such as the 0 5 10 15 20 25 11hard" shales, can be used for drainage purposes. RES I DUAL cJ)' The complex nature of shales has created prob. ]ems of classification for both the engineer and geolo Figure 9. Back.Computed Shear Strength as a gist. Most earlier classification systems have been Function of Residual Shear Strength made by geologists and are not applicable to engineer. (data from Bj errum (17 ) and Skempton ing use. Geologists classify shales according to certain (13)). mineral assemblages and physical properties that better describe the conditions in which the shale was formed; the engineer is more interested in the performance A third factor complicating the design of shale when used in embankments, subgrade, or cut slopes. embankments is the seepage of water into the lower Consequently, efforts have been made by several portion of the embankment. Forces resulting from engineers to develop engineering classification systems seepage have a significant effect on the stability of a for shales. slope (18). This particular problem is encountered in Underwood (20) investigated a series of tests for highway cut slopes and sidehill fills. Placement of a physical properties and characteristics to develop a shale embankment on a hill side, as shown in Figure better engineering classification system for shales. 8 Significant engineering properties considered by was developed by weighting the percentage illite, the Underwood were strength (compressive and shear), illite/kaolinite ratio, percentage montmorillonite, and modulus of elasticity, moisture content, density, void percentage sericite . He concluded that the durability of ratio, permeability, potential swell, and activity ratio. shales depend on the amount and distribution of Underwood stated that "a classification for shales expansive clay in the rock. Shales subjected to heating based on engineering considerations must take into or metamorphis tend to have higher durability . If the account not only the physical properties determined clay factor is not too high, the carbonate and silica by laboratory tests but also an evaluation of the in situ cement will increase durability. He noted that granular strength of the shale mass.'' Some important in situ quartz did not appear to affect durability but did factors considered were the state of stress of the shale produce a gritty degradation product. Based on formation, slope stability , rebound of excavated relationships between durability and lamination surface, deterioration of shale surfaces (slaking), and thickness, ethylene glycol soaking, bulk specific pore pressure. Correlations of favorable and unfavor gravity , and percentage absorption, Reidenouer desig able values for laboratory tests and in situ observations ned a tentative screening test shown in Table 3. Infor to probable behavior were made, as shown in Table 2 mation concerning the implementation of this screen (20). Insufficient test results and the wide range of ing scheme could not be found. values and variances in testing procedures between In Franklin and Chandra (8) developed a 1971, different laboratories prevented the development of a "slake-durability " test for evaluating the weathering satisfactory engineering classification. Underwood resistance cf shales, mudstones, siltstones, and other recommended standardization of testing procedures clay-bearing rocks. The prototype apparatus was and emphasized that additional test results were constructed at the Imperial College of England, and needed to develop a more reliable classification system. details of the test and apparatus have been published Reidenouer (21, 22) identified geologic units by the International Society for Rock Mechanics (23). containing shales most suitable for use as granular In recent years, the test has been used by many practi material in highway construction. He conducted cing and research engineers. The test consisted of durability tests, determined physical properties, placing several pieces of the shale sample in a drum and made mineralogical and compositional analyses. constructed of a wire mesh, partially submerging the Durability testing involved the gyratory compaction drum in water, and rotating the drum and sample 20 test, wet-dry test, Washington degradation test, and the revolutions per minute for 10 minutes. Based on the ethylene glycol test. Test values were weighted and oven-dry weight of the sample remaining after rotating, combined to produce a durability factor (DF) to a slaking index is computed. Based on the results of correlate with other physical and mineralogical pro slake-durability tests on various shales and other rock perties of Pennsylvania shales. Also, a clay factor (CF) of differing geological ages, Franklin and Chandra TABLE 2. An Engineering Evaluation of Shales (After Underwood, 1974). PHYSICAL PROPERTIES PROBABLE IK SITU BEHAVIOR UKFAVORABLE !>0-300 sh:eng-thComp:r:essive ,,. 300-5000 psi Modulus of 000-200 Elasticity zo. .ooo ,,. 200,000-2H 10 psi Cohesive 5- 100 psi st:r: n t 100 psi to >1500 psi ., g h 10-20 ��{!�n�f F:r:iction 20-55 D:r:y Density 70-110 110-160 pcf ,d Potential Swell 3-1!>11 1-311 Katu:r:al Moistu:r:e 20-3511 Content 5-1 !>II Coefficient of 10 10 e se c Pe:r:meability m/ >10 em/sec P:r:edominant Clay Hontmc:r: illonite, illite Mine:r:als J Activity �- P.I. 0.75 to >Z.O Ratio llclay 0.35 to 0.75 Wetting and Reduces to g:r:ain size D:r:ying- Cycles s Reduces to "flakes Spacing of Closely Spaced Rock Defects Widely Spaced O:r:ientation of Adve�sely O:r:iented Rock Defects Fal>o:r:ably O:r:iented state of st:r:ess >ENisting Ove:r:bu:r:den Load �ove:r:bu�den Load 9 TABLE 3. A Shale Screening Test (After Reidenouer, 1970). PART A I. Using a 0.5·mm scale, determine the lamination thickness of the shale. If lamellae are less than 0.5 thick, reject the material. mrn 2. Perform the ethylene glycol soaking test on a lO·pound (45·kllogram) sample of the remaining material. After soaking for 40 hours, visually inspect the pieces. If more than three pieces are cracked , reject the shale. PART B 1. For the material that passes PART A, soak a 500·gram fraction of graded material in water for 24 hours. After this, determine the bulk specific gravity and percent absorption on the same sample. 2. If the bulk specific gravity is above 2.715, the shale is suitable. If the bulk specific gravity is below 2.625, reject the material. 3. If the bulk specific gravity is between 2.625 and 2.715, use the percent absorption results. If the percent absorption is above 2.35, reject the shale; if the percent absorption is below 2.35, the shale is suitable material. If four out of the five samples pass suitable material, then the shale as a whole would be considered as suitable. devised a simple, but very useful, classification shown Currently, Kentucky shales are classified ( 16) as shown in Figure 11. The classification shown in Figure 11 was in Table 4, using the results obtained from the Franklin based on using one cycle in the slake.durability test to slake-durability test (two-cycles). define a slaking index. Gamble (10) in 1971 proposed Deo (9, 24) used a series of tests to identify using two cycles in the slake·durability test and pro shales suitable for use in embankments. He included posed a different subdivision of the slake-durability slaking tests, Franklin slake-durability, Atterberg scale as shown in Figure 12. Franklin and Chandra limits, particle·size distribution, x-ray diffraction, preferred Gamble's classification to their own (8). California Bearing Ratio (CBR), absorption-time, bulk 600 Cl) CAMBRIAN 550 - CAMBRIAN a:: .. I MUDSTONE >- I -" ;;;; " '" >- :0 I - ;o: - "' I ,. I a:;o: - '" U.JQ 0 CJ " I >- "' - U.J >_J _J "' t- I ;;;; '" X I I I I I I I > '" 10 20 30 40 50 60 70 80 90 95 SLAKE - DURABILITY INDEX SOIL ROCK II. Figure Slake-Durability Classification and the Variation in Durability of Rocks of Differing Age (after Franklin and Chandra (8)). 10 THE SLAKE -DURA Bl LITY TEST 40 I I I I I EXAMPLE: I I I I I 35 DURABILITY (2-CYCLE) =70 '- I I I I a.. PLASTICITY INDEX=5 PLOTTED POSIT ION I I I I 30 • X - CLASSIFIED AS MEDIUM DURABILITY- w I I I 0 LOW PLASTICITY z :I: I I I I l9 :I: I I I I I >- 1- 25 ------+ ---- - + ----+ - +I :2 u ::::> I I 0 I I I 1- w (f) :2 I I I I I Figure 12. S ested Durability-Plasticity Classification (from Gamble 10) ) ugg ( . TABLE 4. Method Currently Used to Classify Kentucky soil-like shales should be broken down before use and Shales Based on Slake-Durability Test (Two, be treated as soil. For shales which classify as Interme 10-Minute Cycles Using Oven-Dried Material). diate-! or -2, he suggested larger pieces of shale could be tolerated than if classified as soil-like. However Slake-Du�ability IndeK Clas sification (pe:t:cent) better density control should be specified for the Inter Rock-like Shale mediate-! shales than for Intermediate-2 shales. Rock > 95 Intermediate Shale 51 to 94 Soil-like Shale like shales should not be mixed with Intermediate-2 < 50 shales. Only more durable Intermediate-! shales, lime stone, or sandstone should be mixed together. If good and bad materials cannot be separated, Deo suggested density, and breaking characteristics. Four different the total material should be treated as soil. types of slaking tests were used to develop a classifi In. l974, Morgenstern and Eigenbrod (25) used cation system. Shales with lower durability were slaking and standard compression softening tests to eliminated by a simple one-cycle slaking in water. If make distinctions among different shale types. Geologi the sample did not completely break down after the cally, the materials tested were essentially young shales one-cycle slake test, it was soaked and subjected to the and overwconsolidated clays of the Cretaceous, Jurassic, Franklin slaking test. The modified sodium sulfate and Paleocene epochs. Their classification is based on soundness test was used to evaluate or differentiate the the observation that different materials have different more durable shales. Based on the results from these slaking rates. For example, soft shale {clay shale) will four types of slaking tests, shales were classified as slake faster than a rock-like shale. The "quantitative "Soil-like," "Intermediate-2,11 11lntermediate-l," and slaking test" and the "rate-of-slaking test" were used to "Rock-like" shales (see Figure measure the total amount of water absorbed and the From observations made13). in the midwest and rate at which water is absorbed. the quantitive slak In without the benefit of field testing, Deo noted that ing test, specimens were subjected to high humidity. In 11 SLAKING TEST IN WATER SLAKE-DURABILITY TEST SLAKE-DURABILITY TEST MODIFIED SOUNDNESS IN ONE CYCLE ON DRY SAMPLES ON SOAKED SAMPLES TEST SLAKESI DOES I NOT • COM PLETE- SLAKE t LY COMPLETELY � I ' I INTERMEDIATE-I 2 INTER ME OIAT E -II SOI L-LIKE SHALES ROCK-LIKE SHALES SHALES SHALES Figure 13. Proposed Classification of Shales for Embankment Construction (after Deo (24)). the rate-of.slaking test, specimens were submerged. function of time. These samples were tested at their Using the quantitative slaking test, a linear correlation natural water content or immersed in water and between the maximum water content obtained during allowed to soften. Materials were grouped according to the test and the liquid limit of the unweathered shale strength loss during softening, the rate of softening, was obtamed. Their correlation indicated that during and the compressive strength and undrained modulus slaking the water content of the slaked material even of elasticity during all stages of softening. Classification tually reached the liquid limit of the shale. The mate charts were developed for strength softening (a term rials with higher liquid limits tend to break down used by Morgenstern and Eigenbrod} and rate of slak faster. They also noted that material with lower liquid ing as a function of quantitative slaking (see Figures 14 limits can brealc down rather rapidly within a year and and 15). The liquid limit used for measuring the quan that the breakdown was probably due to cyclic freez titative rate of slaking and a simplified rate-of-slaking ing and thawing. However, Morgenstern and Eigenbrod test appeared to be the best parameters for classifying noted that the quantitative slaking test was time-con different clays and mudstones. suming and not practical for classification purposes. Chapman (26) investigated several simple labo They concluded that the liquid limit was most adequ ratory tests from existing shale classification systems : ate for predicting shale slaking. slake durability (Franklin), slaking tests in different A simplified rate-of-slaking test was used to fluids, Atterberg limits, Los Angeles abrasion, Schmidt determine the time required for an oven-dried shale, hammer, and the Washington degradation test. Six when immersed in water, to reach a constant water Indiana shales were tested and classified using Deo's, content. For most materials tested by Morgenstern and Gamble 's, Morgenstern and Eigenbrod's, and Eigenbrod, a constant water content was reached in Saltzman's (27) systems. Chapman noted that, before a less than two hours. Materials were grouped according useable system can be developed, many values of to their liquid limits and changes in liquidity indices classification indices should be accumulated. Although after two hours of immersion in water. Three slalcing he did not recommend a new classification system, he groups of materials were distinguished -- "slow," did recommend using the slalce index, slake durability, "fast," and "very fast." The standard compressive and rate-of-slalcing tests, and that values obtained from softening testing was used to measure strength loss as a those tests should be correlated with data such as 12 IIIL =CH ANGE IN LIQUIDITY INDEX FROM AN INITIAL STAT E TO A FINAL STATE. AMOUNT OF SLAKING = W = W I LIQUIDITY INDEX w- w P s L L = , f WHERE, lp VERY LOW LOW MEDIUM HIGH VERY HIGH FINAL WAT ER CONTENT, w = VL L M H VH Wp = PLASTIC LIMIT, AND "' = PLASTICITY INDEX 20"'W<5 0 50"'W < 90 90 Eigenbrod (25 )). C ps i ARGILLACEOUS MAT ERIAL S Guo > psi uo "' 250 250 IIC > G IIC C u 0.6 uo u < 0. 4 uo D.W > I 0/o D.W CLAY MUDSTONE ! t MEDIUM TO� SOFT STIFF HARD (CLAY-� SHALE) CLAYSTONE Sl LTSTONE I HOUR I DAY I DAY (SHALE, FISSILE) t t < t > >!< IF 50 50 50 IS THE TIME OF SOFTEN ING TO LOSE 50 % OF C ) it50 uo Figure IS. Engineering Classification of Argillaceous Materials (after Morgenstern and Eigenbrod ( 25 )) . 13 horizontal and vertical movements and pore pressures open-standpipe porous-tube piezometer is well-suited obtained from instrumented embankments. for determining the level of water and pore pressure Shamburger, Patrick, and Lutton 128) investi within an embankment, and settlement of embank gated the types of problems encountered with ments can be determined by standard surveying meth compacted shale embankments, causes of failures, ods, extensometers, measurement of crack openings, testing procedures, and some of the problem forma and slope inclinometers. Some of the valuable in situ tions and summarized current highway practices of tests were the Menard pressuremeter, Iowa shear test, state and federal agencies regarding the use of com and plate loading. pacted shale. They found that , among the 16 states A variety of remedies are available for treating surveyed, there was a lack of uniform design and distressed embankments. Horizontal drains have been construction procedures, due in part to the variability used successfully in many instances to relieve some of the physical character of shales in their natural stability and settlement problems. Horizontal drains environments and in part to the lack of proven seemed important for controlling sidehill fill seepage. test methods to classify shales as construction mate When used with vertical drains, they seem to be more rials. Samples were selected from various shale forma effective because the vertical drains tend to intercept tions in Indiana, Ohio, Kentucky, Tennessee, and seepage where thin water-bearing strata or flow Virginia and tested. The tests found most valuable for channels (such as open fractures and bedding planes) evaluating shales were the x-ray diffraction, slake-dur are separated by impervious strata I30). Other drain ability 18), dispersion, and standard soil mechanics age systems used successfully were pumped wells, tests. They also used other shnpler tests such as natural trench drains, drainage blankets, bench drains, and toe water content, pH of water, and the jar-slake test. drains. Other methods viewed as successful were berm They noted that the slake-durability test had potential (or buttress) retaining walls, crib walls, gabion walls, as an index for comparison of one material with reinforced earth walls, and piles. They also viewed others previously tested and with known behavior. concrete grouting as useful, particularly when the fill Natural water content also appeared to correlate contained a high percentage of interconnected voids qualitatively with the results of the slake-durability (porosity of 20 to 40 percent) and the fiJI was not test. According to these researchers, slake-durability subjected to subsurface seepage. When concrete grout tests worked well for evaluating most shales, except ing would not be effective because of fine particle sizes those which had high durability values and those (clayey material) blocking the flow of the concrete which softened but did not brealc down. In these grout, they recommended other methods that may be instances, they recommended that other tests may be able to penetrate into the low-permeability materials. more useful. Ultrasonic disaggregation might be used to Several remedies described above have been success establish information on the long-term weathering of fully applied at highway failure locations in Kentucky shales that have high slake-durability indices but tend 12, 5, 6, 7, 18, 31). Shamburger, et 128) , examined the miner to break apart along bedding or other discontinuities. a!. Shales which have high slake-durability values could alogy of shales of Palezoic Age from Kentucky, still break down in an embankment environment, Indiana, Ohio, Tennessee, and Virginia. Most samples particularly shales that contain high percentages of were obtained from formations associated with pyrite. They noted that the weathering of pyrite to engineering problems. In approximately half of the produce sulfuric acid helps speed up the breakdown of samples, quartz was very abundant and often exceed clay minerals, and the pH test may be helpful in ed the total amount of the clay minerals. Clay-mica, determining conditions conducive to this type of acid which presumably was illite, usually was most preva weathering. A case history illustrating such occurrence lent among the clay minerals. Chlorite was most of has been reported by Noble 129). ten second in abundance, and kaolinite was usually Bragg and Zeigler I30) noted that problems - third in abundance. Significant amounts of mont settlement and possibly lateral movement and slope morillinite were found in only four of 69 samples ; in instability -- are encountered when shale fills are three of those cases, the montmorillonite was in a compacted in thick lifts. Problems worsened when the mixed-layer relationship with day-mica. Since mont shale was mixed with harder and more durable rock morillonite was generally absent from the problem types, such as limestone; and if the shale deteriorates shales, Shamburger, et a!., believed this clay mineral around the harder rock, settlement usually results. was not a major factor in causing embankment dete Water accelerates deterioration and aids in the devel rioration in Paleozoic and older rocks. The amount and opment of zones of weak, impermeable materials type of mineral cement was a significant factor when which tend to prevent free drainage. They noted that related to shale durability. The carbonates and silica sufficient tests have been developed for evaluating the were thought to be the primary cementing agents in conditions of shale embankments. The Casagrande shales. In the Kope Formation, slake-durability index 14 values increased as calcite content increased. In the chlorite. Dark�colored shales containing iron sulfides, embankment environment, which is slightly acidic therefore, should be examined for clay mineral type, and oxidizing, quartz, silica, and iron and aluminum and if chlorite is present, the shale has a potential for oxides and hydroxides are stable as cementing agents. rapid weathering. The carbonates (calcite and dolomite) and pyrite are Underwood (20) indicated that chemical analy unstable . Another carbonate mineral, siderite, was ses cannot be used as a means of distinguishing various encountered in Mississippian and Pennsylvanian shales. shale types because of the close similarity of chemical Siderite is more stable than other carbonates. Crystal composition. Clay mineral assemblages within the clay lization pressures were also considered as potentially fraction are indicators of expansiveness, and mineral troublesome . When certain minerals alter by chemical analyses are better for classifying shales. However, the reconstitution, the volume of the new mineral may be determination of clay minerals is more difficult than larger, and the increase in internal pressure may cause performing chemical analyses. He also indicated a need deterioration. For instance, the alteration of calcite by exists for standardization of identification techniques. sulfuric acid causes a 60 percent volume increase in Illite was the primary clay mineral encountered crystalline solids. by Deo (24) and Chapman (26). Deo indicated that A hard black shale investigated by Noble (29) classification of shales into various clay mineral appeared to be durable and was subsequently treated categories was difficult because of similar x-ray dif as rock and placed as embankment material. Three fraction patterns. Chapman1s shales were also similar in years later, settlement and movement were observed. mineral content. In Reidenouer's study (21}, the Drill holes through the embankment indicated the percentage and type of a specific mineral did not corre seemingly hard shale had degraded to soil-like material. late significantly with durability. However, the clay It was concluded the shale had broken down because factor (a weighted combination of the different per of the formation of sulfuric acid from the weathering centages of clays) did show an inverse correlation with of iron sulfides (pyrite) that in turn broke down the durability . Site and Shale Descriptions Forty types of shale materials which exhibit a Plateaus, Bluegrass, and Eastern Coal Field Physio wide range of engineering properties and field perfor graphic Regions and from the Recent, Cretaceous mances from the various physiographic regions and Tertiary, Pennsylvanian , Mississippian, Devonian, geologic periods occurring in Kentucky were select Silurian, and Ordovician geologic periods. Sample ed for testing. Samples were obtained from the Jackson sites are shown in Figure 16. In certain instances, more Purchase, Western Coal Field, Knobs, Mississippian than one type of shale material was collected from the MAP OF KENTUCKY e Shale Sites Figure 16. Map of Kentucky Showing Sampling Sites. 15 TABLE 5. Listing of Shales Selected forTesting. SJ\MPLE GEOLOGIC GEOLOGIC BRIEF DESCRIPTION NU ER FORt1ATIOH t!B PERIOD OF SPECIMEN 1-1 Crab Orchard CKY 52 ) Silurian Soft Olive-Gray Shale 1-2 New Albany evonian Hard Black Shale 2-1 D Continental Deposits Recent Soft ( Ove cons o lidated) Shale 3-1 J: Dra]{es Ordovician Hard Gray Shale 4-1 Nancy (Upper Po r tion) Nississippian tle dium Hard Gray Shale 5-1 Nancy (Lower Portion) Mississippian Medium Hard Gray S ha le Kope r d o v i c ian Soft Gray Clay Shale 7-6-11 Clays Ferry (BGPl oOrdovician Greenish-Gray Calcareous Shale 8-lA C lays 25) Ordovician Greenish-Gray Ferry C!O: Calcareous Shale 8-1B Clays Ferry (KY 251 Ordovician G a y r i lla ceou s i me s to e r A g L tl 10-1 Crab 64) S i urian Soft Greenish-Gray Clay Shale Orchard (I l 11-1 Breathitt Pennsylvanian Hard Gray Siltstone 11-2 Bre a thitt Pennsylvanian Soft Medium Gray Unde rclay 11-3 rea thitt Pennsylvanian Soft Siltstone B Tan 11-4 B rea thitt Pennsylvanian Soft Gray Silty Sl1ale 12-1 ! 17-2 Sunbury Mississippian Hard Black Shale 17-3 Henley Mississippian Medium Hard Gray Shale 17-4 Nancy (Basel Mississippian Med1um !lard Gray Shale 18-1 Hada 11 ississippian Medium Hard Gray Silty Shal e 18-2 Nada Mississippian Medium Shale Hard Red and Green Newman s Soft Gray S hale 20-119- I O s g o od an Hard Gray S h ale 21-1 C o n u h Pennsl:'lvanian Medium Hard Gray Siltstone g gt�af! �llt;� 22-1 CJ:uber.n� Or chaJ:d Silur�an Medium Hard Gray Shale 23-1 Caseyville-Tradewater Pennsylvanian Medium Hard G ray S l e h a 24-1 Lower Carbondale Pennsylvanian (Middle ) Medium Hard Gray Siltstone 2"5-1 Lisman Pennsylvanian (U�pe�l Medium Hard Brown Sltale 26-1 b ondal e Pennsylvan�an (M1ddle ) Medium Hard Gray Siltstone Car 26-2 a bo dale Pennsylvanian (Middle) MediUtA Shale C r !lard Gr ay-Greenish 27-1 Penn s ylv anian (Middle ) Medium ard Gray Siltstone Tr adewatern H 28-1 Kincaid Mississippian Hard Gray Siltstone 29-1 11enard Mississippian Medium Hard Gray Sl1ale 3 1 Tar Springs M1ssiss1pp1an Medium Greenish-Gruy Silstone 0- Hard 31-1 Hnrdinsburg Mississippian Medium Hard Gray Siltstone 32-1 Golconda Mississippian Medium Hard Shale Gray 3 3-1 Clayton and McNairy Cretaceotts e r t i a ry Soft (Overconsolidatedl Grayish-Brown Clay & T same site. A brief listing showing the laboratory histories of involvements in highway failures, as well as number of the material, the geologic formation and materials of little known involvements, were selected. period, and a brief description of each sample is given Some of the more troublesome shales encountered in Table 5. More detailed descriptions of hand speci during highway construction in Kentucky are indicated mens, geologic fonnations, and locations are presented in Table 4. Nine of the 40 shale-like materials were in APPENDIX A. Additionally, photographs of each visually classified as siltstones because particles were site are included in that appendix for future reference visible on the exposed surfaces and because they had a and sampling. 11gritty11 fe el. Four of the shale-like materials were An effort was made to collect both nhard and n over-consolidated clays (Samples 2-1, 11 2, 15-1 and "soft" shales. Shales which had well-documented 33-1). - Sampling Procedures Samples were obtained using handtools and a weathered samples. The harder 11rock-like11 shales were Mobile Drill rig (Model B61 ). Shale pieces for bag usually sampled at horizontal distances of less than a samples were hammered loose using a rock hammer foot (0.3 m) because of difficulties in excavating the and mattock. The majority of the shale samples were samples. However, the 11rock-like11 shales obtained at obtained at a distance of I foot (0.3 m) measured the shallow distances were essentially unweathered. horizontally from the face of the shale formation. This During sampling, freshly dug and unweathered distance was usually sufficient to obtain samples free shale pieces were placed in water content cans. The from the effects of surface weathering, although some tops were taped and the cans were immediately re fractures penetrated to greater depths and were coated turned to the laboratory where water contents and with iron precipitates. In certain instances, some of water loss (with time) were obtained. For each shale, the 11softer11 shales had to be sampled at horizontal approximately 20 water content cans were filled distances greater than I fo ot (0.3 m) to obtain un- with the freshly dug shale pieces so that an average in 16 situ water content could be obtained. About 100 grams M-series core barrel. During sampling, the drill rig was of the unweathered shale was placed in a zip-lock positioned as close as practical to the bag sampling site. plastic bag for mineral analysis determinations. Bag The core barrel was advanced through the overlaying samples obtained by handtools were used in the material to an elevation equivalent to the elevation of following tests: slake-durability tests using the proce the bag sample digging. Hence, the core samples and dure proposed by Franklin and Chandra 18) and nine the bag samples were essentially the same material. other procedures, jar slake test, natural or in situ Immediately after removing the core barrel from the water content, specific gravity , Atterberg limits, drill hole, the core barrel was broken down and the hydrometer analysis, loss of water (with time) tests, cored shale sample was transferred to a core box. In and mineral analysis. certain instances, some of the clayey shales stuck to the inner tube of the core barrel and had to be Eight sites were core-drilled and 11 types of removed using an extruder. When this occurred, the shales were obtained. One of the sites had been core· ends of the barrel were sealed to prevent moisture loss. drilled in 1972 12) ·· Hance Formation, Sample 13-1 .. Selected sections of the extracted core were waxed or during an earlier study. This site was located within a throughly wrapped with cellophane to protect the few hundred feet of the bag sample site. One addi sample and to retain the natural water content. The tional shale sample ·· Continental deposits, Sample 2-1 waxed samples were stored in an environmental room .. was cored fr om a block sample using a small portable (controlled humidity) for fu ture testing. Swell deflec· core drill. Core samples were obtained using a double tion, swell pressure, and Shore scleroscope tests were tube, NX-size (2 1/8-inch (54-mm) core diameter), performed on the core samples. Testing Equipment and Procedures SLAKE-DURABILITY TEST The drum is rotated 20 revolutions per minute by the The slake-durability testing procedure was very variable-speed motor and a 25 :1 ratio gear-reduction similar to the method developed by Franklin and box. Thls ratio was chosen to obtain 20 revolutions per Chandra and described in the International Journal of minute without straining the motor. The test drum is a Rock Mechanics and Mining Science I 8). This test cylinder constructed of a 2.00-mm standard mesh with measures the resistance of rock samples to slaking and a length of 100 mm and a diameter of 140 mm (see abrasion by subjecting samples to one cycle of dry Figure 18). One end of the drum is solid and the other ing and wetting. A second cy cle was recommended by end contains a removable lid (attached by three Gamble in 1971 110) and endorsed by Franklin and screws). Each plate (end of drum) accepts a removable, Chandra I 8) . 1/2-inch (13-mm) shaft that extends through (hori· The slake durability device (see Figure 17) con zontally) a slaking trough of 1/2-inch (13-mm) thick sists of a 93-watt (1/8-horsepower) variable-speed plexiglass. The drum rotates freely in a horizontal motor, a variable-speed control, a gear-reducer, a test manner. The trough is fi lled with a slaking fluid to a drum, and a slaking trough {box). The apparatus shown level 0.80 inch (20 mm) below the dmm axis. The in Figure 17 was designed and constructed by the drum when mounted in the trough must have 1.5 8 authors according to dimensions given by Franklin 18). inches (40 mm) of unobstructed clearance between the trough and the base of the drum. Ten representative pieces of shale are selected such that each piece is as nearly equidimensional as practical and weighs approximately 40 to 60 grams. Collectively, the group of ten pieces should weight approximately 450 to 550 grams. The remainder of the procedure consists of the fo llowing steps: I. Samples are placed in pre-weighed beakers and oven-dried for 12 hours at 105 ± 3 "C. 2. The oven-dried weight of the specimens are obtained using a balance having a resolution of 0.1 gram. 3. The dried specimens or pieces are placed in the drum of the slake-durability apparatus; the drum and samples are mounted in the trough and water is Figure 17. Slake-Durability Apparatus. added. 17 widely accepted method, proposed by Gamble (10), consists of performing two 10-minute cycles (Steps 1 through 6 above). Deo (9) recommended using one 25-minute cycle (or 500 revolutions). Several slake-durability testing procedures, in cluding those of Franklin and Chandra, Deo, and Gamble, and seven others, were investigated and compared. Tests were performed using the procedure described above (Steps I through 6) with certain exceptions regarding the time interval, number of cycles, and the initial condition of the material. A listing of the different testing procedures and key fe atures follows: I. One 10-minute cycle, oven-dried material (Franklin and Chandra). 2. Two 10-minute cycles, oven-dried material (Gamble). 3. One 10-minute cycle, air-dried material. 4. One 25-minute cycle, oven-dried material (Deo). 5. Two 25-minute cycles, oven-dried material. 6. One 25-minute cycle, oven-dried material. 7. One 60-minutc cycle, air-dried material. 8. One 60-minute cycle, oven-dried material. 9. One 120-minute cycle, oven-dried material. 10. A series of slake-durability tests, using air dried material, at different time intervals to develop a 11slake-durability decay curve rr as illustrated in Figure 19. Figure 18. Slake-Durability Drum. All tests were performed in the same test apparatus (and drums). The air-dried specimens were tested only for one cycle; oven-dried specimens were tested using 4. Shortly after adding water to the trough to the one and two cycles. Slake-durability indices from prescribed level, the drum is rotated at 20 revolutions the 25-minute, 60-minute, and 120-minute tests per minute for 10 minutes. using oven-dried material were calculated using 5. Upon completion of the cycle, the material Equations 1 and 2. When air-dried material was used, remaining in the drum is removed and oven-dried. the slake-durability index was calculated from 6. A first cycle slake-durability index is calcu Slake-durability Index = I (one cycle) lated as the ratio of the final dry weight, Wf, of d material remaining in the drum after rotation to the initial, total dry weight, Wi, of sample or = (Wf (1 + w)/Wal x 100 3 Slake-durability Index = I in which oven-dried weight of material d retained in the drum after one cycle of testing, Wa air-dried weight of material If a second cycle is desired, as proposed by Gamble prior to testing, and (10), Steps 3 through 6 are repeated. The second-cycle w hydroscopic water content slake-durability index is computed as prior to testing. Material selected for the air-dried tests was allowed to Slake-durability Index = Id (second cycle) dry for at least 15 days prior to testing. To develop a testing procedure which might fu lly 2 describe the slake-durability characteristics and provide a complete slake-durability rrhistory" of a particular in which Wf2 is the oven-dried weight of the material shale, a series of slake-durability tests were performed remaining in the drum after two cycles. The more on each shale type using different, arbitrarily selected, 18 100 90 0 80 - w z w� 0:: f z 60 - w 0 0:: w a. 5 0 (AREA UN DER CURVE) 0 SLAKE- DURABILITY DECAY INDEX, D = H 1 500 X 40 w 0 z 30 - > f- ..J 20 m <1 0:: AREA UNDER "' 0 DECAY 10 w PROJECTED "' <1 ..J (J) 0 0 100 200 300 400 500 600 700 Boo 900 1000 1100 TI ME (MINUTES) Figure 19. Definition of proposed Slake-Durability Decay Index, �· time intervals and air-dried specimens. The slake-dur stopped too soon (Id > 10 percent). In this case, ability index of each test of the series was calculated another test was performed at a longer time interval. using Equation 3. In each series, usually six to ten To fully describe the slake-durability characteristics of tests were performed so that a slake-durability index a particular shale, a proposed index was defined as time curve could be developed as illustrated in Figure 19. Generally , tests were performed at time intervals of A/500 4 10, 25 , and 60 minutes; other time intervals were selected after the results of these tests had been evalu in which D1 slake-durability decay index, ated and plotted. Hence, a certain amount of trial and A � area under the slake-durability error was involved in developing the curves such as index-time curve (in percent shown in Figure 19. If, for example, the slake-dur minute), and ability index was greater than zero for the 60-minute 500 an arbitrarily selected value interval, then larger time intervals were selected for (in percent-minute) represent- additional tests. If the index was zero, then smaller ing one slake-durability decay intervals were chosen. The last test of the series was unit. al lowed to run until a small amount of material was To facilitate computations, a computer program retained in the drum and the slake-durability index was (APPENDIX B) was developed to determine the area less than 10 percent. In certain instances, the test was beneath each slake-durability index-time curve and the 19 slake-durability decay index. The algorithm in the weighed frequently -- three or four times daily -- and computer program divides the x- and y-axes into daliy thereafter until a constant weight was obtained. 1,000 intervals (and rectangles); the total area under The percent of water lost for each time interval was the curve is obtained by summing the areas of the calculated from rectangles. s JAR SLAKETEST w The jar slake test method used was very similar in which t wet weight of shale at time to one described by Shamburger, Patrick, and Lutton s equal zero, t0, (28) and currently used by the Kentucky Department W = wet weight of shale at time t, of Transportation, Division of Materials, with slight tJ, 1g (t,; > modifications. A specimen weighing 50 grams, instead /'-,w percent of water lost for a of 20 grams, is placed in a beaker of distilled water to a given time interval, t - t • S 0 depth of at least 1/2 inch (13 mm) below the water surface. Previously, the sample is dried for at least SHORE SCLEROSCOPE 6 hours in an oven at 110 S°C (230 9°F) and is The Shore scleroscope measures the resilience ± ± cooled for 30 minutes. The specimen is observed at or hardness of rock specimens by dropping a diamond frequent time intervals during the first one half hour tipped rod from a fiX ed height and measuring the re in the water; the time of each observation is noted. bound. The Model D Shore scleroscope (Figure 20) Observations are made at intervals for a 24-hour was used. The diamond tipped hammer is automati period. Photographs were made at each observation. cally raised and released by rotation of a control knob After 24 hours, the specimen is classified in one of on the apparatus. The knob is turned to a fixed point the following categories 15 ): and then released, allowing the diamond-tipped ham- ( CATEGORY BEHAVIOR I Degrades to pile of flakes or mud 2 Breaks rapidly and/or forms many chips 3 Breaks slowly and/or forms many chips 4 Breaks rapidly and/or develops few fractures s Breaks slowly and/or develops few fractures 6 No change IN SITU WATER CONTENTS Water contents of unweathered shales were determined in accordance with ASTM D 2216-71. During field sampling, smali pieces (40-SO grams) of each shale were obtained to fill approximately 20 water-content cans. The cans were sealed with tape to prevent the loss of moisture. The cans were returned to the laboratory, weighed, and placed in an oven (110 ± S°C). The in situ water content was determined by averaging the 20 water contents. AIR-DRYING TESTS Approximately 200 grams of fresh pieces of un weathered shale were placed in pre-weighed, quart-size cans. Generally, the pieces were about I inch (2S mm) or slightly less in diameter. The quart-size cans were sealed and transported to the laboratory, weighed, and unsealed. As the sample air-dried, the water loss was determined at various times_ During the early stages (first two or three days), the cans (and shales) were Figure 20. Model D Shore Scleroscope. 20 mer to strike the surface of the specimen. The rebound TABLE 6. Size Fraction for Mineral Analyses. causes a counter rotation of the knob; a dial gage having a scale ranging from 0 to 120 indicates the rebound. The instrument is calibrated using reference bars (steel) of a known hardness. The procedure FRACTION FRACTION SIZE follows: NAME (!lm) I. The samples were allowed to air dry for approximately 15 days. Sand >SO 2. Samples were broken or cut with a saw par Silt 50 - 20 allel with their bedding planes. The surfaces were Silt 20 - 10 sanded, first with coarse sandpaper and later with a Silt 10 - 5 finer grade sandpaper, to obtain a smooth plane Silt 5-2 approximately I inch (25 mm) in width. Clay 2-0.2 3. Five tests were performed on each side of the Clay <0.2 reference bar. The diamond tipped hammer was not allowed to fall closer than 0.25 inch (6 mm) from the sides and 0.50-inch (13 mm) from the end of the bar. The remaining suspension was allowed to settle The device is considered calibrated if 90 percent of the for 24 hours in a 2.5-gallon (9,500-mm3) bottle filled readings deviate no more than plus or minus 3 to a pre-determined depth with water at a pH of 10 (a points from the numbers marked on the end of the pH of I 0 aids in keeping the clay suspended by pre bar. venting flocculation). After 24 hours, the suspension 4. The specimen is clamped firmly after lowering was decanted into a storage container. The sediment the barrel until it touches the surface of the specimen. was resuspended and the bottle fi lled with water of pH The hammer is raised and released by rotating the knob 10. Three repetitions of the separation process were on the side of the barrel. The resultant reading is required before the material in the fourth suspension recorded on the dial gage in hardness units. was considered to be silt size (50-2 /l). 5. A series of 100 tests were made on each shale. The silt portion was stirred using a magnetic and the values were averaged. stirrer and introduced into an elutriation system. The elutriation system separates the silt-size particles into four fractions (50-20 /l, 20-10 10-5 /l, and 5-2 ATTERBERG LIMITS !l, Atterberg limits were determined using ASTM Following the separation process, each silt fr action !l). standards. Method D 423-66 was used for the liquid was oven dried at ll0°C and weighed. limit test, and Method D 424-59 was used for plastic Clay fractions (from two thoroughly mixed limit and plasticity index testing. The samples were portions of clay suspensions collected during the pre prepared using Method D 421-58, Dry Preparation of liminary separation)were obtained by separation using Soil Samples for Particle-Size Analysis and Determina a Sharples Super Centrifuge operating at 25,000 rpm. tion of Soil Constants. Each sample was air dried and The 0.2-0.08 clay fraction is obtained from the ll then dry-ground in a mortar with a rubber-tipped centrifuge as effluent suspension, which is transferred pestle. For liquid limits, I 00 grams were ground to pass to a large bottle. The 2-0.2 fraction is retained ll the No. 40 sieve; for the plastic limit and plasticity in the rotor. index, IS grams were retained from the -40 material. A clay film (for each fraction) was deposited on porous ceramic tiles. A portion of each fraction in MINERALOGY suspension was vacuum drawn onto a tile. Clays that The procedure used herein consisted of mineral were K-saturated and Mg-saturated and glycerol sol analysis tests on seven different soil fractions, as shown vated were used in the x-ray analyses. Silts were in Table 6. The mineralogy was also determined for the K-saturated. whole sample, including all fractions. X-ray diffraction measurements were made using Approximately I 00 grams of each sample were a General Electric unit. Monochromatic Cu Ka radi dry-ground with a porcelain mortar and pestle and ation at 50 kv and 20 rnA was used. Both the silt and sieved through a No. 10 sieve. The sample was then clay sizes were x-rayed from 3° to 35° (28). The silt ° ° placed in a solution of IN Na2C03 and allowed tiles were heated to temperatures fa 25 C and 110 C, to soak for 10-12 days (stirring vigorously on the third while the clay tiles were heated to 25°, 110° , 300° , and seventh day). A sand fraction was obtained from and 550° C. At the higher heat treatments, the clay the soaked sample by filtering through a No. 300 tiles were x-rayed at angles ranging from 3° to 15° screen. The sand fraction (> 50 was weighed in a (28). !l) tared beaker after drying at 110° C. A search for various minerals was made during 21 x-ray scans of the samples (see Figures Gl through Ground samples were allowed to soak for I 6 hours. G 14, Appendix G). Important 28 angles were deter After soaking, each sample was thoroughly stirred in a mined on each x-ray diffractogra:m. The d-spacings blender and then placed in an air-jet dispersion cup for the important peaks were calculated using Braggs' where the sample was agitated for I5 minutes. The formula: dispersed sample was transfered to a I ,000-mi gradu N�o.� 2 d sine 6 ated cylinder and then filled to volume with distilled in which n is an interger (I, 2, 3, ... N), water. A rubber stopper was placed over the open end wave length, ), of the cylinder, and the cylinder was turned upside d � is the distance between success- down and back for a period of I minute. After shaking, ive parallel atomic planes, and hydrometer readings were taken at the following time e the angle of incidence and re intervals: 15 sec, 30 sec, I min, 2 min, 5 min, 15 min, flection (the Bragg angle) of 30 min, 60 min, 4 hrs, and 24 hrs. the x-ray beam where reflec The percentage finer and the diameter for each tions are greatly intensified; hydrometer reading were calculated according to this is 28 on the diffractogram. ASTM procedures. A computer plot (Figure 21) was For each 28 angle, the height of each peak on drawn combining the previously recorded sieve sizes the diffractogram was calculated after a baseline had greater than the 200 sieve, and the hydrometer sizes been drawn to determine background radiation. Per less than 0.075 By means of semi-log linear inter fl. centages of minerals present were determined from polation, three particle-size groupings were tabulated the peak height, with the exception of dolomite and from the computerdrawn hydrometer plot. They calcite. included sand (> 50 silt (50 - 2 fl), and clay (< 2 Jl), Jl). A separate calibration curve was developed for These three sizes were chosen because of their equi dolomite and calcite assuming that selected calcite and valent relation to the size fractions chosen for the dolomite samples were 100 percent pure. Samples of mineralogical analyses. each were crushed and elutriated into four silt-sized fractions. Varying amounts of each were x-rayed. SPECIFIC GRAVITY From this information, a constant calibration curve Specific gravity tests were performed in accord was plotted using the intensity of peaks on a ance with ASTM D 854-58. Sixty grams of each shale diffraction pattern for the different fractions. Specific sample were ground dry with a mortar and pestle and amounts of calcite and dolomite were added to samples then oven dried for at least 12 hours at 110 5° C ± with equivalent size fractions that initially did not (230 9°F), or to a constant weight. The sample was ± contain calcite and dolomite. The peak intensities allowed to cool in a desiccator before testing. varied from the expected values on the calibration curve . Based on this information, it was determined, SWELL TEST empirically, that peak heights of calcite and dolomite Swell-deflection and swell-pressure tests were were being over estimated, and a resultant ratio was performed using a Soiltest consolidometer (Model used to compensate for this overestimation. The peak C-252) mounted in a Karol-Warner Model 345 loading height of dolomite was divided by 3 and the peak frame. By mounting the shale specimens in a con height of calcite was divided by 2 to achieve the solidometer, lateral movements of the specimens proper percentages of each. during swell were essentially eliminated. In the swell deflection test, a dial gage having a resolution of HYDROMETER ANALYSIS 0.0001 inch (0.003 mm) was used to measure swell Shales were tested for size fractions using ASTM (vertical) deflections. The equipment is shown in D 421-58, Dry Preparation of Soil Samples for Par Figure 22. To measure swell pressures, a Statham ticle-Size Analysis and Soil Constants, and D 422-63, (Model LB3TC) load cell was mounted between the Particle-Size Analysis of Soils. The hydrometer test was loading head, which rested on top of the shale speci used to determine the distribution of particles sizes men in the consolidometer, and the loading yoke as smaller than the No. 200 sieve (75 Distribution of shown in Figure 23. Vertical and lateral movements of Jl). particle sizes larger than the No. 200 sieve were deter the shale specimens were prevented and full develop mined by sieving. ment of swell pressures was allowed. A Hewlett Approximately 100 grams of each shale were Packard recorder (Model 321 dual channel, carrier ground to pass the No. I 0 sieve. A mortar and rubber amplifier) was used to monitor the load cell. covered pestle recommended by the ASTM Stan The swell-deflection and swell-pressure tests were dards was used to grind the softer shales. A rubber performed on air-dried, core specimens of NX size covered pestle was not suitable for grinding the harder (2 1/8 inches (54 mm) in diameter). The specimens samples, and a porcelain-tipped pestle was used. were allowed to air dry for at least two weeks prior to 22 COARSE COA RSE FINE SILT CLAY SAND SAND 0 0 0 2 0 0 0 "' 0 0 0 "' >- :r: "' 0 w 0 0 " ,_ >- "' 0 0: 0 w 0 "' "' "- >- 0 2 0 w 0 u "' a: w "- 0 0 0 .,. 0 0 0 "' 0 0 0 "' 5 5 5 5 5 ' ' ° -1 2 _, 10 10 10 \0 10- 10 DIAMETER IN MM Figure 21. Particle-Size Distribution Curve. Figure 23. Equipment Used to Perform Swell·Pressure Tests on Selected Shales. testing. To accommodate the NX-size core samples, teflon inserts having an inside diameter of 2 3/16 inches (81 mm) and an outside diameter of 2 1/2 Figure 22. Equipment Used to Perform Swell·De· inches (64 mm) were machined and fitted inside the flection Tests on Selected Shales. rings of the consolidometers. The inside diameter of 23 the consolidometer rings was 2 1/2 inches (64 mm). flection test, vertical movements were obtained at Preparation of the shale specimens consisted initially of elapsed times of 0.1, 0.2, 0.25, 0.30, 0.40, 0.50, 0.60, sawing the ends of the specimens using a rock saw. 0.70, 0.80, 0.90, 1, 1.5, 2, 3, 4, 6, 9, 16, 25, 36, 49, However, this effort was largely unsuccessful because 64, 81, and 100 minutes. Generally, after 100 minutes, the specimens usually fractured during sawing. A more readings were obtained at 30-minute intervals during successful effort consisted of 11breaking'' the end of the working hours. In the swell-pressure tests, readings specimen along natural bedding planes using a mallet were obtained at elapsed times of I, 2, 3, 4, 5, 6, 7, and chisel. Each specimen was tapped a few blows at 10, 15, 20, 30, 40, 50, 60, 70, 85, and 100 minutes, the desired point of break. The ends were then ground After 100 minutes, readings were obtained at 3D flat, smooth, and parallel using a grinding wheel. minute intervals during working hours. In both the Generally, the swell specimens were trimmed to a swell-deflection and swell-pressure tests, the shale height of approximately 1 inch (25 mm). specimens were allowed to swell (absorb water) for at After trimming and obtaining the physical di least 24 hours. In certain instances, mainly involving mensions and weight, the specimen was mounted in the the hard shales, a longer time was used. After consolidometer (and Teflon insert); depending on completion of each test, close-up photographs showing whether swell-deflection or swell-pressure tests were to the condition of each shale were obtained. Each speci be performed, either the dial gage or load cell was men was then oven-dried so that the water contents mounted. The tests were started by quickly filling the before and after each test could be obtained. Both consolidometer with water. At that instant, a Qwick swell deflections and swell pressures were plotted as a Set labchron automatic timer having a resolution of function of the logarithm of time and the square root 0.01 minute was punched (time equal zero). In the de- of time. Test Results and Analyses S.LAKE DURABILITY according to descending values c.f slake-durability Indices obtained from various slake-durability decay indices (DI)· Numerical categories obtained from testing procedures are summarized and compared in the jar slake test are also listed. Table 7. The shales listed in this table were ranked Curves obtained from the slake-durability decay TABLE 7. Summary of Slake-Durability Indices and Jar Slake Numbers. SLAKE-DURABILITY !){DICES 10-MIH 25-MIN 60-tiiN 120-t!I�I C �CLE C�CLE ED-hiUCYCLE CYClF. C�CJ,[ SAMPLE DECAY AIR .U R SV!f'EJ -� R NUMBER GEOLOGIC FORMATION INDEX g�gLE3 2 CYCLI:s4 DRIED DRIED .'. l!RIEDlh DRIEDCI'£N DOl'l'){Rl LD NUM)lLF. 1 2 New Albany Z�26 .4 '19. " .7 '" 98 " 98. 57 17-2 sunbury 1 253 . 9 55 .5 50. " " '"55 0 '" .0" " 08 5 13-1 Hance 256 . 0 55."' . 5 7 55 95. 90. "' 0 " . 0 9; " % .5 0 Lowe� Clays Ferry 16 5 %. 96 .7 80. " 3 8007. ' 3-1s-11\ Upper Drakes 78.50. 93.8 83. 4 9 1. � 6 3.� "' . '11!.75. 0 " 65. " .o 7 22-1 Crab Orchard 08. 7 90 3 " 09. '• 8. 0 " 72 ,, '1 7. " .7 17-1 Bed:fo:r:d "0. " 0 0 " . " . 0 55 0 , . 8 3 698. 9. 0 00 " 59 ; 2 25-1 Lisman c2.; 9" 0.. 0 " . 80" 0 75. ' "'7 9 7 0. 9 " .9.0 " . 9 1 1-3 Breathitt (tan shal") " . 1 1 " . 64. 5 ' 0 "' 05. ' ' 9" 51.7 43." 30 28- 1 Kinca�d '" ' 7070. 0 47 5 5" ' " 9 53, " 5 ",,, ' 27. 3 27. 97 ' 7 " " . 18-1 Nada (dark gray shale " .2 9 4. 9 90. 3 87 .4 ,. 95. 6 6 5. 1 6 8.7 11-1 Breathitt l " " ' ·" 9 70. '} 1 7- Henley " . 86 0 " . 0 73. 4490 " 07 ' 5 ' 6B. �. 9 00. ; " 2 3-13 Lower Caseyville " 7 " .5 " '" 71.. '·6 4 7S0 .0 " ' " ' ' 0 2 6- 1 Upper Carbondale "0"' .7.1 " ' ' " . ' . "'. 0 "89. 7 04 .7 " "' 7 64" " ' 50 5 :i H Lower Haney 37. 0 " . 7 " " ' 04 89 "" 6?. ' "" Upper Nancy 72. " 3 ·"" "' 4 7 3. 04 91 '" f5. 7(, 9. 6. " 4 27-1' T:r:adewater 28. 3 "' .7·' 555 5 " 2 00 '" 0 9 '+7 61 "3ii5. 0 16-1 cee " 75 Vernon) .2 '" .2 " . " so 21. 33. 45. 9 17-4 Haney " 64"'· " . ' . 132) '· " . 0 ., ' '"" 57 .68 8 9. 3 7S 1 69 46. 28 1 OS. 59. 1-1 Conemaugh 25. 5 " .8 85.5 " 4 " ' " . ' .9 9. z 8- B Lower Clays Ferry " . 3 86 " 9 " 7 1 )5. "69 ; "� 6 I Osgood " " .0.5 81.0 8 6 3. 60"' -�1 72 .9 �8 " 0 50 .15 2 o-1 9 26-2 Lower carbondale " .00 70 54 .3 0..9 " 95. .7 2. 9 �,,, 3. . "'3 '" 0 11-2 Bre at hi tt (underclay) ' ' 0 87 1 0. n"' 55.G ' 5. '"· ' .9 5 7-1 Lower Clays Ferry ' 9 3.7 83 .7 " .5 8ti.1 72 18-2 Nada (red shale) 12Jli .1 1 " 0 07so. '0 32 ' 3 '" .5.6 27 .3 40 25. 8 2 4- Lower Carbondale "0 .50 " 7 " ' 44 .0.5 ""' .3 "' .7 92 ' 31. " ' I '"' springs 5 .5" 78. 5 " .0 01 28 77 50 71. 30-11 o-1 C:rab Orchard o.; "' ' .5 .0 " 0 .0 '"9 5 35.7 '0 .7.0 ' OS 0 29-1 Menard 3. 8 '" ' " . 11.7 0 " 1 4. 2 .7 Crab Orchard '"' "' .7 51 .0 " " . ' "'n 0 25.' co. 9 1 03. 0 1 12-,_,1 Kope " " Williamstown) 53 .5 " " ' . " 5 57. 0 " ' '". '7 f:ope '" " ' " .31 90" 05 9 64 0 .06 6 32-H Golcondn 5 "" .0 I 2 . 9 ' " 70. 0 6. 5.7 I 5 '· 21. 8.'I 9 "· 0 0 lj 3 1- 3 . ' ... ., 13 3 3- I1 H�trlln<:LurgC!_,l)d0n Hclic:iry '· "I " l � ' 9 ,., 6' ' ""d ' ' 7 Lee " " unde�cl11yl 7L 1 5-1 0 9 ,, .5' ,., [> EFO�its ;5 20"5. Continon"Cal 40 .0 �."! 9 ·' 9 0. 0 1 9-1 Hewman ' 8 ',•:, -� 5 0. 0 0 0.5 0.,, ' 11-4 Breathitt (gray shale l 13.6 u '.2 u 0 6 0. 1. One 10-minute cycle, oven-drie d. 2. Two I 0-rnJ.nute cycles, oven-drJ.ed. 3. One 25-minute cycle , oven-dried. !( , Two 25-minute cycles , ouen-drJ.ed (The authors }. 24 tests are presented in APPENDIX C. A typical slake curve to a point on the time axis (SDI equal to zero) durability index-time curve (Nancy Shale) is shown was required in all cases. Generally , the projected line in Figure 19. Such curves give a complete slake was obtained by extending a line connecting the last durability "histmy" of each of the shales listed in two points on the SDI-time ·curve as shown in Figure Table 7. In developing the curves (see APPENDIX C), 19. In most cases the area under the projected portion an effort was made to perform the last of the test series of the SDI-time curve was very small. Consequently, for each shale so that the slake-durability index (SDI) any error in the decay index due to this projection is was less than 10 percent. For 80 percent of the shales small. listed in Table 7, such an effort was successful. How The distribution of indices obtained form the ever, in a few cases, mainly those involving the "hard 11 slake-durability decay tests is illustrated in Figure 24. shales, that was not practical because testing times in Kentucky shales can be divided into three distinctive excess of several days would have been required. groups -- designated as high, intermediate, and low. Hence, the decay indices of the very hard shales Subdivisions of each of these primary groups may be (Samples 1-2, 17-2, 13-1, and 8-IA) are not as accu possible when more slake-durability decay data become rately defined as those of the softer shales since the available. Numbers shown at the bottom of each bar in projected portions of the slake-durability-index-time Figure 24 are those obtained from the jar-slake test; curves for the harder shales encloses a larger area. To identification (sample) numbers are indicated at the define the decay index, the projection of the SDI-Time top of each bar. Indices obtained from the Franklin- HARD 24 2 D 1 6 0. 5 7 < 1 < "' 50 **-'- 45 40 Cl X w Cl z 35 "'>- u 30 w Cl >- f- 25 ...J "'ttl a: 20 :::> Cl I w "' 15 "' ...J (f) 10 SOFT < < 4 9,8 01 Q, 5 11- 1 I �06- C1)1- 1T-1 t\1 t\1-1 I rt) --- 1 V __ U),.,;;; f")���� 0 * NUMBER AT BASE Of EACH BAR FROM JAR SLAKE TEST, IS SHALE SPECIMEN IDENTIFICATION. ** NUMBER AT TOP OF EACH BAR Figure 24. Distribution ofIndices from Slake-Durability Decay Tests. 25 Chandra procedure (one-cycle, 10 minutes per cycle, testing procedures for the intermediate shales. The oven-dried shale) were grouped and plotted, Figure 25, distribution of indices obtained from the Franklin in a manner similar to the plot shown in Figure 24 so Chandra procedure, Figure 25, for the intermediate that comparisons could be made. That is, the arranged shales is very uneven and mixed -- that is, very high order of the shale indices shown in Figure 25 is the and low slake-durability indices are indicated. For same as that shown in Figure 24. instance, shale samples identified in Figure 25 as A qualitative comparison of the results obtained Numbers 3-1, 25-1, 18-1, 23-1, 26-1, 5-l, 4-1, 27-1, from the decay test and Franklin-Chandra's test shows 17-4, 21-1, and 7-1 could, perhaps, be classified as some apparent discrepancies in predicted slake-dur shales having hlgh values since the SDI-values of those ability characteristics. Although both procedures samples generally exceeded 85 percent. However, as indicate high slake-durability values for the group of illustrated in Figure 24, those shales have relatively low shales identified as "hard," the range of values from decay indices. Numbers 28-1 and 16-1 could probably the Franklin-Chandra procedure were essentially be considered to be in the low category of slake uniform (95 percent) (Sample Numbers 1-2, 17-2, and durability. Based on the decay indices, the two shales 13-1). In contrast, the decay test provides a wider classify as intermediate rather than soft. Essentially the range of slake-durability values and shows that there same observations as those described above can be are some distinctive differences among hard shales as made when a qualitative comparison of the decay and illustrated in Figure 24. Other discrepancies appear Franklin Chandra's indices shown for the shales of low when comparing the results obtained from the two slake-durability is made. Consequently, indices ob- HARD 99.9< 1 <98,7 0 INTERMEDIATE s e< 1 < 74.2 0 "'"'-I I � I __ _!_�I") 100 SOFT -OJI ro I 87- <1 <13-6 I .... ., � 0 ro 90 I * ,.I � "-' 1- :::> 80 z 1- z ::; ' "-' 0 '-' 0:: 70 w " a. X "-' 0 60 0 "-' z 0:: 0 >- 50 1- I z _J "-' lD > "" 0 40 0:: :::> "-' 0 _J I '-' "-' >- 30 "' '-' "" ..!. _J 10 0 *NOT TESTED Figure 25. Indices from the Franklin -Chandra Slake-Durability Test. 26 tained from the Franklin-Chandra test indicate that leading results. apparent problem is that the cycle An certain shales, Figure 25, have much higher slake time of 10 minutes is too short. A cycle-time of durability characteristics than those indicated by 25 minutes, as suggested by Deo (9}, or two 10-minute indices obtained from the decay test, Figure 24. cycles, as suggested by Gamble (10}, appear to provide Franklin-Chandra's procedure to determine the slightly better distinctions among the three shale slake-durability characteristics of Kentucky shales groupings, as shown in Figures 26 and 27, respec appears unreliable and inappropriate. The test does not tively. However, the discrepancies discussed above provide clear distinctions among the slake-durability are still present, although they are not as pronounced characteristics and may in certain cases provide mis- as those of the Franklin-Chandra's or Gamble's pro cedures. Results using two 25-minute cycles and oven dried material are shown in Figure 28. This procedure appears to better differentiate the shales than the re HARD 99.o< i <9s.o sults in Figure 26, which are based on Deo1s procedure. 0 "' INTERMEDIATE t- Results of three series of slake-durability tests 91.4< 1 <1.1 " 0 z *'* using longer cycle times than those specified by t . . "' z ' gO Franklin�Chandra Gamble or Deo procedures are I 1S, 1S 1S I.&J summarized in the right portion of Table 7. In these "'�"' "' three series of tests, slake-durability indices were ob �a.- ...... 10 tained using one 60-minute cycle and air-dried shale, X 0 one 60-rninute cycle and oven-dried material, and one LiJ LLI Go 0 "' 120-minute cycle and oven-dried material. Results are z 0 ,, shown, respectivley, in Figures 29, 30, and 31. Com >- ,, t- "'z parisons with Figures 26, 27, and 28 sl10w that the :::; > longer cycle times generally yield results that better 0 iD., distinguish among the three groups. Generally, slake "' w " -" durabilities fr om the 60-minute test using air-dried 0 u I >- "' u material were lower than values obtained from the "' ., .!. 60-minute test using oven-dried material. -" >If NN HARD I INTERMEDIATE 99.9< 0 < 98.7 HARD 94.1 < 1 o< 40.4 "' w t- a< 1 9a. D< 90.3 " t I- z z INTE RMEDIATE t � W •o � u ��lao a3.o< 1 < 0. 1 I '-' 0 * * Q 0::: "' 1l) 0::: •o ...... ?a.'10 N W Q Q.. BO X 0 w w so 0 "' X 0 SOFT z 50 - 0 w w 0 45.2< t < o.o - I "' D � z -" zoo 0 w lO >- (II., , � !:: z "' ...! w " " 0 iii > I "' 0 "' '" w"' ., :::> w -" 0 ...!(.) "' I w >-(.) "' "' oNOf TESfEO Figure 27. Slake-Durability Indices from a Modified J. * •GEN'"ALLY RONGED "ETWC£N OND "'"cENT 10 "'C >4q ...! Procedure (Modification of the Franklin 27 w1- HARD LLJ HARD :::> sa.s< l 74, 0 98.9< 10< 81.3 o < 2 1- 1-z �z z INTERMEDIATE w "' w :E 82.7 < 10 27.3 0 u I u < " ,, c . c wX w wX c c w z a: z a:: c c >- I " >- SOFT 1- !::: 0: z 22,2< 1{ w -'al <( 0.0 -' al > <( 0 '" Q: w 0:" ::> ::> w c -'u c '" I >- I u-' w u , w >- u "' <( <(" I -' -' (f) (f) Figure 29. Slake-Durability Indices from a Procedure Figure 30. Slake-Durability Indices from a Procedure Using Air-Dried Shale and One 60-Minute Using Oven-Dried Shale and One 60-Minute Cycle. Cycle. w 1- 1- HARD be oven dried three times. Air-drying the material prior �97.7 <10 <57. 2 to testing is a major disadvantage in the 60-minute :E� cycle. However, in many instances, this requirement I 0 should not present a particularly difficult problem "' INTERMEDIATE 70.7< I < 9. 8 because normally there is a period between the time D 0 the shale is obtained in the field and the time it is tested. Unless special provisions are taken, such as wX c waxing the sample, or storing the sample in plastic z bags, the sample will air dry, or at least partially air >- dry, during that period. A minor disadvantage of air !::: dried specimens is the necessity of obtaining the hydro -' "' scopic water content so that the dry weight of the <( Q: specimen can be calculated. ::> c To determine the approximate time required to I w air dry shales for slake-durability testing, loss of " water-time curves were developed for the 40-sample <( -' group. These curves are shown in APPENDIX D. (f) The maximum time necessary for the shales to reach Figure 31. Slake-Durability Indices from a Procedure constant weights, or completely air dry, ranged from 5 Using Oven-Dried Shale and One 120- days to 14 days. Hence, a period of about two weeks Minute Cycle. appears sufficient to air dry most Kentucky shales. Whether partially air-dried shales, instead of samples which are allowed to completely air dry, can be used in However, if the purpose of oven drying is to make the the one 60-rninute test was not investigated. In the specimen more susceptible to slaking and abrasion, opinion of the authors, partially air-dried shales pro than, for instance, air·dried shale, then such a result is bably would not yield results significantly differ not necessarily obtained. Comparison of indices ent from those obtained from slake-durability tests obtained from comparable slake-durability tests performed on completely air-dried shales. performed on oven-dried and air-dried shales shows In the slake-durability testing procedures significantly different results, as illustrated in Figures suggested by Franklin-Chandra, Gamble, and Deo, the 32, 33, and 34. In Figure 32, slake-durability indices samples are oven dried prior to testing. From a view" from tests performed on oven.dried shales using one point of assuring unifonnity, oven drying shales 10-minute cycle are plotted as a function of indices prior to testing appears to be a logical test sequence. obtained from tests on oven.dried specimens using 28 '"" '" " " 0 010 (OVEN-DRIED� i0!AIR-DRIEDI e1 IDVEII-ORIEO);s_ 1 1AIR-ORIEO) D 0 0 IOVEN-DRIEOI> i0(AIR-DAI£ 1 (OVEN-DRIED)> 1 IAIR-ORIEDI "' " ' 010 "' 0 " . 010 AVG. Io !OVEN-DAlEO)• I PERCENT AVG. lo lOVEll- DRIED)• PERCENT , 77. 49,4 ' " 0 z AVG.Io (AIR -DRIED)• PERCENT AV�.I lAIR- DRIED) • PERCENT S0.6 z z D " . 41.3 • '" " 0 u • i' •' . 0 " . 0 "� 0 " 0 e - - " 0 0 0 - '" � 0 " 0 0 X" X " c" 0 "•' 0 " 0 " ,,' • � •. � ' c o o >" ' • ' • t 0 • " 0 " • 0 ,•' . " • • • • • " " 0 0 " 0 �' � 0 " 0 0 � •d u X u X �' J, ' < 0 ' " " 0 �" 0 iii • 0 " 0 0 0 o o 0 "" " " " " " " " " " ' " 60 70 ao 90 ' SLAKE- DURABILITY INDEX, ( 10- MINUTE, SLAKE-Dl!RABILITY INDEX (60- MINLJTE, )-CYCLE, OVEN- DRIED) ( PERCENT) I-CYCLE, OVEN - D R I E D) PERCENT) I Figure 32. Comparison of Slake·Durability Indices Figure 34. Comparison of Slake-Durability Indices from a One·Cycle, IO·Minute Test Using from a One-Cycle 60-Minute Test Using Air·Dried Shale and a One-Cycle 1 0-Minute Air-Dried Shale and a One-Cycle 60-Minute Test Using Oven-Dried Shale. Test Using Oven-Dried Shale. '" " ' " " " 0 10 IOVEN-DRIED_5 10(/IER-ORIEDI 10 IOVEN-DRlE DI;s_ l01AlR-DRlEOI • • 0 (OVEN-DRIED]> 10IAIR-ORIED) ,, {OVEN- DRIED) > 10 lAIR-OR I EO) "' " 0 " 0 1 J? . " AVG. 10 (OVEN-DRIED)• PERCENT 00 ' AVG. IOVEN-ORI EOI• PERCENT , 62.� , ; 10 4�.7 AVG.I0 (AIR-ORIEOI• PERCENT AVG.lo (AIR-DRIED!• PERCENT • z 5�.2 z z 40.7 •" " • Oo " " , u 0 ' . • ' " 0 i . • 0 � c " 0 " 0 w - - '" " 0 0 0 X 0 " . 0 X " . 0 0 0 c • " ' "' • • 0• 0 0 0 c 0 • >" ' o o . • " . 0 " �. " • • Oo • ' 0 ,'• ,.; . " � . ,"-"' 0 c '" " ' � u u • • � > " ' u u u •X • ' ' 0 '" 0 " 0 �" � 0 0 • 0 0 " 0 0 0 0 " "' " " '" " '" " " "' " '" SLAK E-DURABILITY INDEX (25- M I NUTE , SLAKE-DURABILITY INDEX (25- MINUTE , I- CYCLE, OVEN- DRIED) ( PE RCENT) 2-CYCLE,OVEN- DRIEDl PE RCENT ) I Figure 33. Comparison of Slake-Durability Indices Figure 35. Comparison of Slake-Durability Indices from a One-Cycle 25-Minute Test Using from a One-Cycle 60-Minute Test Using Air-Dried Shale and a One-Cycle 25-Minute Air-Dried Shale and a Two-Cycle 25- Test Using Oven-Dried Shale. Minute Test Using Oven-Dried Shale. one IO·minute cycle. In Figure 33, air-dried and ''line of equality ;" that is, the oven-dried indices were oven·dried slake-durability indices obtained from a higher than the air-dried indices. 25-minute test are compared. Indices obtained fr om The effect of drying shales in an oven prior to tests performed on oven-dried and air-dried shales performing slake·durability tests is best illustrated, per using a 60-minute cycle are compared in Figure 34. haps, by comparing slake·durability indices obtained For each point shown in Figures 32, 33, and 34, tbe from the two-cycle, 25-minute test using oven-dried same type of shale was used in performing the tests on shale and values obtained from the one.cycle, 60- air-dried and oven-dried materials. Generally, the minute test using air-dried shale , as shown in Figure results from oven-dried material plotted below the 35. Approximately 70 percent of the Id·values from 29 the two-cycle 25-minute test are equal to or greater " than values from the one-cycle 60-minute test. Oven " HA�D SHALES drying prior to slake-durability testing apparently alters D. 8 1/lTE��(DEATE SHALES the mineral structure and increases the slake-durability " SOFT SHALES D of such materials (Figures 32, 33, 34, and 35). Conse quently, the practice of using oven-dried shales in the " slake-durability test is questionable and, perhaps, is not " needed. " JAR-SLAKE TEST " Categorical numbers obtained from the jar-slake • test which describe (somewhat subjectively) the slaking " behavior of a shale when completely submerged in b " • water are listed in Table 7 and shown at the bottom of • • • each bar in Figure 24. Views of selected shales prior to r• l • D I • hnmersion and the slaked condition after soaking for w 24 hours are shown in a series of photographs pre a sented in APPENDIX E. Generally, when a shale JAR SLAKE NUMBER reacted to water, the reaction largely occurred within Figure 36. Square Root of the Slake-Durability Decay the first 30 minutes after immersion and in many cases Index Plotted as a Function of Jar Slake within 10 minutes. Number. The group of shales which classified as 11low" or "soft," Figure 24, according to slake-durability only 2. The following observations are made con decay indices had a jar-slake number of I or 2. Eighty cerning the jar-slake number of a particular shale : percent of the group had a jar-slake number of 1. This 1. If the jar-slake number is I, the shale can be group of shales had low slake-durability decay indices considered with a high degree of certainty to have low, and, when submerged in water, either degraded to a or very low, slake-durability properties and will most pile of flakes (or mud) or broke rapidly and(or) formed likely be a problem shale. many chips. The group of shales identified as "hard" in 2. If the jar-slake number is 2, the shale has Figure 24 had a jar-slake number of 5 or 6 and high either low or intermediate slake-durability properties. slake-durability decay indices. Hence, for both the No distinction can be made between these two groups "hard" and "soft" groups -- grouped according to using the jar slake test. Some problems will be en decay indices -- there appeared to be good corres countered when using these shales for construction pondence between jar-slake numbers and slake purposes. durability decay indices. However, for the group of 3. If the jar-slake number is 3 or 4, the shale shales identified as intermediate in Figure 24, a variety most likely has intermediate slake-durability proper of slaking reactions were observed; jar-slake numbers ties. ranged from 2 to 6. 4- If the jar-slake number is 5 or 6, the shale has As shown in Figure 36, the relationship between either intermediate or high slake-durability properties. jar-slake numbers and slake-durability decay indices No distinction can be made between these two groups is not clearly defined, although a trend is present. using the jar-slake test. These shales might be expected Consequently, because of the wide range of jar-slake to pose few problems when used for construction numbers for the intermediate group of shales, the jar purposes. sl ake test, as originally proposed (15, 28), is not too The slaking reactions of shales to water appear to reliable for broadly characterizing the slake-durability be related to and somewhat controlled by the clay con properties of shales. (A shnilar conclusion was made by tent. As illustrated in Figure 37, a very general Lutton (15)). For example, samples numbered Il-l relationship appears to exist between clay content and and 26-1 had a jar-slake number of 6, which might jar-slake number. Although considerable scatter is be expected to indicate these shales have high slake present, the trend indicates that, as the jar-slake durability properties. However, the decay indices number increases, the clay content decreases. Con (48.5 and 40.7, respectively) were only intermediate. sidering that clay content strongly influences the Similarly, samples numbered 3-1, 25-1, 27-1, and engineering behavior of a shale, the jar-slake test may 21-1 had a high jar-slake number of 5, but intermediate be a good indicator of the general engineering behavior decay indices. Samples numbered 17-1, 28-1, 17-3, of shales. For instance, a shale having a jar-slake num 16-1 , 26-2, and 18-2 had intermediate decay index ber of 5 or 6 might be expected to have better en values while the jar-slake number of those shales was gineering properties than a shale having a jar-slake 30 D number of 2, even though both shales may have inter· HIGH SLAKE-DURABILITY C> D INTERMEDIATE SlAKE-DURABILITY mediate slake-durability properties. 0 LOW SLAKE- OURABIL.lTY [) D a ROUTINE SOILS TESTS D • Results from five types of routine laboratory TREND LINE ...._ • 0'- Y= 35.3-4.GX tests are summarized in Table 8. These include natural ',0 __r. water content, Atterberg limits, particle-size analysis, D 0... 0 0 • ...... • and specific gravity. Particle-size distributions obtained D . " . . , from the mineral analysis tests are also shown in Table . " . . " 8. The order of the shales in Table 8 is the same as that ...... ' " • in Table 7. The routine tests were performed to deter· • t--- mine if indices from such tests could be used to predict '" slake-durability characteristics. An effort was made to decompose each shale into individual particles for testing. However, because JAR SLAKE NUMBER of the strong bonding or cementation among particles of many shales, a complete breakdown without Figure 37. Variation of Clay Content (Percent Finer crushing or pulverizing some particles was probably not than 0.002 mm and Jar Slake Number achieved. The amount of grinding necessary to com ) . pletely break a shale into individual particles without crushing particles is difficult to define. In the cases of the specific gravity and particle-size analysis tests, the shales were first crushed in an Universal jaw crusher TABLE 8. Summary of Results Obtained from Laboratory Index Tests. PJI.RTICL!:': Jl.Hl\LYSIS (PERCENT ) SIZE HYDROtiETER IX SITU p .1\ S- t!INERAL ANJI.LYSIS ANALYSIS SPECIFIC LIQUID T CITY GRAVITY WATER SAMPLE CONTENT LHliT I DEX SAND SILT CLAY SAND SILT CLI!.Y DF NUMBER GEOLOGIC FORMATION (PERCENT) (PERCENT) (p >SOu 50-2u <2u >SOu 50-Zu 18-1 Nada Cg:r:: ay 6 . 22.5 3. 9 5.8 75.5 1 8. 9 2 3. 6 6 1 . 0 15. 4 2.73 shale l 1 11-1 3.5 20.8 5.7 44.3 4 2. 6 1 3. 0 6 0. 0 23 .3 11.7 2.59 Bt:eathitt 17-3 Henley 6 . 7 2 8. 0 7.7 1.2 71. 1 27.8 4.8 6 33.7 2.75 1 .5 2 3- 1 Lowet: Caseyville 4.3 2 3. 0 7. 3 4. 2 50. 15. 6 1 6. 6 56 .0 27 .3 2.74 2 6- 1 Uppet: Ca:r:: bondale 5.2 28.0 7.03 22.9 3 1 3. 2 3 9 . 1 47 .3 1 .6 2 . 7 3 3 5-1 Lowe:r:: Nancy 4.4 30 .0 9 . 0 0 . 7 78.4 20 .9 1 1.5 64 2 2 2.72 4-1 Uppet: Nancy 4.3 3 0 12. 0 5.5 77.7 6.8 9.4 70 .30 20.64. 2.77 2 7- 1 T :r:: adewatet: 5. 1 273..0 5.0 1 9 . 1 69 .4 111 . 6 3 0 . 5 53 .4 1 6 . 2.7ll 1 16-1 Lee (I 75 Mt. Vet:nonJ 4. 1 22.3 4.4 9 . 7 6 6 . 7 2 3 . 6 22.2 52 .4 2 . 4 2.63 5 17-4 Nancy (I 64 M.P. 32) 4.6 2 0 . 2 4.0 3 . 1 7 4. 19.9 5. 1 65. 1 29.8 2 . 7 5 1 21-1 Conemaugh 6.2 2 1 . 5 7.0 18.9 6 6 . 15.0 25.2 60 .2 14 . 6 2.57 8-1B Lowet: Clays Fe:r:: :r:: y 4. 2 1 9 . 5 2 . 9 2 1 . 9 6 2 . 41 15. 9 9 56 .7 25. 2 2 . 6 '] 2 0- 1 Osgood 4. 9 2 4. 0 7.0 10.8 ?0.0 1 9 . 2 18.15. 4 611.5 20. 1 2.?7 26-2 Lowe:r:: Carbondale 7.3 2? .5 6.5 2 . 4 6 5. 0 32 .6 15.7 2 1 2.80 55. 1-2 Bt:ea h tt (underclay l 3. 9 22.5 4.9 2 3 . 9 62.8 1 29. 2.67 1 t i 3 . 3 7-1 Lowe :r:: Fet:ry 5. 9 28. 1 1 1 . 0 11.0 6 4. 9 2 4. 1 3 6. 3 43.7 20.0 2.68 18-2 Nada (redClays 7. 1 3 6. 0 0.7 6 9. 6 2 9 . 4 65 .6 3 . 0 ?7 '] 1 24-1 Lowe:r:: Ca:r:: bondaleshale l 4.8 19. 0 .0 24.8 53.7 2 1.5 2 9.3. 5 44.8 25.7 2.1..76 30-1 Tar Sp:r:: ings 6 . 7 29.5 1 3 1 . 0 7.5 8 0. 3 1 6 . 2 17. 0 6 1 . 9 2 1 . 1 2.66 10-1 Orcha:r:: d 7.4 24.0 6.3 17. 6 53. 1 29.2 11' 53.9 34.8 2.78 C :r:: ab 3 29-1 Menat:d 1-2 .1 3 4. 0 1 2 . 1 4.5 59 .0 36.5 1.2 34 .7 311 . 1 .74 1-1 crab O :r:: chat:d tU. S. 52) 8.4 35.0 11.1 1.1 ?3. 4 2 5. 6 3 8. 0 63. 6 28 .4 2.62 8 75 59 .9 0.5 2 2 . 12-1 Kope (I Williamstown) 8.3 28.0 3.0 3. 1 37 .0 3 47. 22.3 6-1 · 8) 9.3 19.5 3. I 3 32-1 o 8.0 2 2 . 0 1 0 . 01 2 0 . 51! . 8 24.5 31.5 0 24 .5 2. 7 3 ��l; ��� I t1 t1 . 3 1 Hnrd�nsbu :r:: g 6.6 24 .0 6.0 3 9 . 48. 1 2 .7 33.8 43.5 22.7 2.69 1- '] 5 3 3-1 2 3 6. 4 12; 1 2 51.8 . 0 9 4 9 '2 31 .9 2 .62 Clayton and McNait:y 11. 3 I 12. 15-1 L 31 to pass the No. 4 sieve; the minus No. 4 material was • • then ground using a mortar and pestle to pass a No. 10 " • • . • "' sieve. For the Atterberg limits, the shales were crushed • • as described above and then ground using a mortar and • • • • pestle to pass the No. 40 sieve. • • Slake-durability indices were plotted as a fu nc tion of values obtained from the routine tests. Figures • 38, 39, and 40 show the variation of slake-durability indices obtained from the 10-minute two-cyele test • (Gamble), the 25-minute one-cycle test (Deo),and the • • 60-minute one-cyele (authors), respectively, with • natural water contents of the shales. There is scatter in the data. No good correlation was obtained, although a relationship is implied -- as the natural water contents NATURAl WATER CONTENT IPOI 0 the slake-durability decay index can be approximated 0 0 0 from 0 'b 0 rn 0 0 o(2.194-2.086 log w ) 2 0 [! !o n ] 7 o 00 0 0 0 The most important feature of the correlation in 0 0 Figure 41 is the sharp bend or 11break11 in the curve 0 0 near a natural water content of 3.5 percent. As the 0 natural water content decreases below 3.5 percent, the o o 0 0 slake-durability decay index increases rapidly. This 0 0 NATURAl feature suggests that major shale categories may be WATER CONTE NT {PeRCENT) distinguished on the basis of natural water content. For Figure 40. Slake-Durability Index (60-Minute, One example, shales having natural water contents below Cycle, Air-Dried) Plotted as a Function of approximately 3.5 percent can be elassified as hard or Natural Water Content. rock�like; shales having natural water contents greater • • '· • • • • • .. . • • • • • • • 0 • • • • • • • • • • • • • • 0 8 0 0 0 0 0 0 0 o 0�0 o 0 • 0 " NATURAL WATER CONTENT l PERCENT) Figure 38. Slake-Durability Index (10-Minute, Two Figure 41. Variation of the Square Root of the Slake Cycle, Oven-Dried) Plotted as a Function Durability Decay Index, D1, with Natural of Natural Water Content. Water Content. 32 than about 3.5 percent can be classified as either one shown in Figure 42. The clay fraction (CFha), as intermediate or soft (soil-like). Shales having natural obtained from the hydrometer test, can be approxi" water contents greater than approximately 7.5 percent mated from can probably be classified as soil-like or soft. Shales having natural water contents greater than 3.5 percent CF 4.0 + 3.93 W - 0.106 w 2 9 ha � n n but lesss than 7.5 percent may be classified as either intermediate or soft. Generaily , Equation 9 will yield slightly higher values As the natural water content increases, it might of clay fraction than those obtained from Equation 8. be expected that the clay content would increase. To The clay fraction, as determined from either the test this hypothesis, clay fractions (percent of particles mineral analysis test or the hydrometer test, can in a finer than the 0.002 size) obtained from mineral very general and subjective sense be used to character mm analysis tests were plotted as a function of natural ize and forecast the field performance of different water contents. Althoughsome sea tter is present, there types of shales. Numerous highway stability and settle is a fair correlation between those two parameters, as ment problems have been encountered during and after illustrated in figure 42. Based on a regression analysis, construction in such shales, for example, as the Kope the clay fraction (CFma) can be approxhnated from and Crab Orchard. These shales contain relatively large percentages of clay-size material (equal to or larger -1.87 - 0.13 w 2 8 CFma � + 4.69 Wn n than approximately 25 percent). In contrast, few construction problems have been encountered with The data in Figure 42 show that the clay content such shales as the New Albany and Sunbury which increases as the water content of a shale increases. have measured clay fractions less than 10 or 15 per Variation of the clay fraction obtained from the cent. Generally, most highway problems have been hydrometer test with the natural water content is encountered with shales having clay fractions greater presented in Figure 43. This curve is similar to the than 20 percent. Figure 42. Clay Fraction (Percent Finer than 0.002 mm) from Mineral Analysis Plotted as a Function of Natural Water Content. 33 50 >- z UJ 40 u 0: UJ ...: u "- 0 0 z 0 0 E 30 >- E u 0 <( N 0 0 0 2 3 4 5 6 10 12 13 14 15 7 8 9 " NATURA L WATER CO NTENT(PERCENT) Figure 43. Clay Fraction (Percent Finer than 0.002 mm) from Hydrometer Analysis Plotted as a Function of Natural Water Content. Efforts to correlate plasticity index and slake " V RY I LOW I cowE MEDIUM HIGH I�IEGRHT durability index as shown in Figure 44 were largely I I I e ' ------z " l � LI 4 unsuccessful. Slake-durability indices shown in the oHARO SHALE 1 u . INTER lI ,.EOIAff I I figure are those obtained from tests performed on the " sH•c.•• 1 1 1 I � " I SO'T SHAlES I 1 selected Kentucky shales using the procedure proposed 0 0 < I I I I w I I Gamble (10} ·- IO·minute, two cycles, oven·dried 0 I I by z " I I , material. The divisions and the durability-plasticity o o o I I I \ ______' l e " --- o2.---L : I _!.j__I � classification of shales and other argillaceous rocks 0 •, I 0 •' o • • f ' 0 1 I "''lele shown in Figure 44 are also those proposed by Gamble. . 3 • " 0t • l oo .,.1 " t J I I Based on the plasticity index divisions, the majority of I Kentucky shales classify as low plasticity shales. As ro 20 :;o 4o 50 so 7o ao 90 00 SLAKE- OU RABILITY( MINUTES, 2-CYCLE)( PERCENT) 1 shown in Figure 24, some shales which classify as 10- nsoft" or "Iow11 based on the slake-durability decay Figure 44. Variation of Plasticity Index with Slake index -- a value which to a large extent is a complete Durability Index from Gamble's Procedure measurement of the slake-durability of a shale - and Proposed Durability-Plasticity Classifi classify as "medium" using Gamble's classification. cation of Shales and Other Argillaceous Furthermore, certain shales which are characterized Roeks (JO)). as 11intermediate11 by the divisions in Figure 24, classi fy as 11medium" or 11high11 based on the divisions in Figure 44. Hence, the decay index classification shown in Figure 44. The results readily divide into and Gamble's classification characterize some of the three major categories. These categories correspond same shales in different ways. Results obtained from reasonably well with the decay index categories of the 60-minute, one·cycle slake·durability test, as plotted Figure 24. The three major categories were fu rther in Figure 45 , appear to provide a better means of subdivided as shown in Figure 45. Based on indices characterizing Kentucky shales than the divisions obtained from the 60-minute, one-cycle (air·dried 34 H 85 - 95 percent Hard -- high slake durability SOFT INTERM�DIA.TE A6� OR l OR MEDIUM1 HIGH VERYI O I 95-100 percent Hard -- very high slake dur VERY L W J MEOIUIII HIGH [ HIGH LOW ----1 --- 1 -- -- ::s ------.L------1------t -1 1 ability ,.,HA�O SHALES I I l [.t.. INTE� MEOIAH I SHACES I I I I I I > DSOFT SHALES I I I SWELL TESTS J I 1 I I I 1 I I Results from swell-deflection and swell-pressure s> 15 I I I 1I ------I ---- .a------I tests are summarized in Table 9. The swell tests were 10 & t..-- , I -- -- - , �- - -1 --,- J performed on eleven types selected from the group of t, A A "' "'... .t.. A 40 shales. Shales selected for testing exhibited a wide : : i• �.'� I t : : t>A "' I •�o. 1 "' • I I ,., I 1 I l I.e. range of slake-durability values. Vertical strains of the o,��,�-,�,_ L�>�o --� shale) slake-durability test, the following classification Ev � 1.5 + 0.38 CF. 10 is proposed: Variation of the square root of the slake-dur 0-25 percent Soft -- very low slake dur ability decay index as a function of the final water ability content, Wf, from the swell-deflection test (after 25 - 50 percent Intermediate -- low slake dur maximnm swell of each specimen had occurred) is ability shown in Figure 48. Based on a fit of those data, the 50 - 75 percent Intermediate -- medium slake slake-durability decay index, Dr, may be approximated durability from 75 - 85 percent Hard -- medium high slake durability TABLE 9. Summary of Results Obtained from Swell Deflection and Swell Pressure Tests. SWELL-DEFLECTION TEST COEFFICIENT TitlE Tll!E OF SWELL FINAL TO RE,'l,CH M.1. X I!1IUM TO RE,�CH VE?.. TICAL (S£.M.IYEARl WATER MAXIMUM S!H:LL MJ\XHlUM Si'.MPLE S T N CONTENT DEFLECTION PRES:;uF:E PRES:�l!RE P. U NUMBER GEOLOGIC FOEM.!I.TION (PERCEHT. ) log t (PERCENT) (MINUTES) (psll OH NUTE:; l --It 1-2 New Albany 0 .69 0 .03 0.03 1.4 1 6 0 0 4. 0 0 1 15 17-2 ( 1) sunbu:r:y 3 .70 0.55 0.89 4.5 1725 17-2 ( 2) sunbu:r:y 6.02 0.78 0 .67 4.9 1 6 10 49 .5 �00 13-1 Hance 4.37 0 . 7 2 0.67 3.6 1425 3 7. 4 lJ OO 17-1 Bedfo:r:d 8. 1 3 . 6 2 1.49 11 . 4 250 7. .8 (.0 1 1 8 17-3 ( 1) Henley 14. 23 0.75 0.28 10. 8 300 74 .1 1 3 0 lj 17-3 ( 2) Henley 17. 11 1. 18 0 .44 12.5 4 0 0 53. 6 385 5-1 N an y 4.69 3. 18 5. 3 1 8.0 132 1 3. 0 200 c 17-4 Nancy 7 .30 2. 3 1 1.48 8. 230 33. 8 385 2 0-1 Osgood 1 3. 26 0.70 0.39 1 2 .7 200 1 2. 7 250 1-1 c:r:ab O:r:cha:r:d 1 3. 8 9 1.95 0. 57 24 . 9 1400 7. 9 355 1 2-1 Kope 17 .98 1.11 1.14 1S:.4 10 0 47 .9 320 33-1 Clayton and McHal.:r:y 14. 26 0. 0.56 3 4. 4 1 0 0 51 33-1 Clayton 8.!ld McHal.:r:y 18. 58 0.50 0 .27 36 .5 100 2 0 200 _, 3. 2 Continentctl Deposits 7.86 0 . 42 0. 3 3 26 . 475 8.5 225 - 1 35 50 45 "' �20 0 0 " 0 0: 15 �> • z < 10 0: ,_ en ...J 5 .. 0 " ;:: 0 0: 0 5 10 15 20 25 30 35 40 10 !:;! CONTENT, CF (PERCENT) (<0.002mm) 0 CLAY 0 0 0 5 0 Figure 47. Vertical Strain from the Swell-Deflection o � o o oL------�--�--J------�----�� Test Plotted as a Function of Clay 5 10 15 20 Fraction. STRAIN, VERTICAL "v' (PERCENT) Figure 46. Relationship between the Square Root of the Slake-Durability Decay Index and Vertical Strain from the Swell-Deflection Test. 1-2 50 0 INTERMEDIATE SO FT HAR SHALES I SHALES SHALES 45 I I w, > 15 % I 40 I w, ·6.5 % w, = 17% 0 " 216 ,;: 1 01 = 10 w Q 17-2 "z 35 >- "' " 30 w " Q SWELL DE FLECTION TEST >- PROPOSED, SOAKING TEST 25 • >::: ...J "' "' n: 20 => "I ( 1.86- 0. 119 W 0,0019 W ) w 13-1 � 13-1 f + 0 / " 15 1 10 5 10 15 20 25 30 35 40 FINAL WAT ER CONTENT, W ' AFTER SWELL OR SOAKI NG (PERCENT) f Figure 48. Square Root of Slake-Durability Decay Index Plotted as a Function of Final Water Content from the Swell-Deflection Test and Jar Slake Test. 36 To determine if the water contents of shale spe with the logarithm of time and the square root of tL'lle cimens which had been soaked in the jar slake test are shown in APPENDIX F. The swell deflection - could be used to approximate the slake-durability square root of time and logarithm of time curves were decay index and, consequently, provide a simple means analyzed using a computerized version (32) of the of estimating slake-durability characteristics of a logarithm-of-time , square-root-of-time , and Naylor given shale, a series of jar slake tests were performed Doran fitting methods to obtain coefficients of swell, on the eleven shales shown in Table 9. The procedure Cs· The coefficient of swell obtained by the computer was slightly modified; that is, shale specimens were program using the square-root-of-time fi tting procedure soaked for a minimum of 30 hours instead of 24 hours ranged from 0.28 to 6.38 square feet per day (0.026 to and, additionally, the water contents of the soaked 0.59 m2 per day). Based on the logarithm-of-time specimens were obtained. Selection of a soaking period fitting procedure, coefficient of swell values ranged from 0.03 to 6.27 square feet per day (2.8 1Q·3 to of 30 hours was based on observed times, as shown in X Table 9, fo r the eleven shales to reach maximum 0.58 m2 per day). In certain cases, the two fitting deflections. These times, as obtained from the procedures yielded different values of coefficient of swell-deflection tests, ranged from 100 to 1,725 swell for the same shale type, as shown in Table 9. A minutes. Hence, a soaking period of 30 hours (1 ,800 comparison of coefficient of swell values and decay minutes) would appear to be sufficient for most indices revealed no meaningful relationship . Measured shales to completely swell and reach a constant water times for the end of primary swell in the deflection content. After soaking the shale specimens for 30 tests ranged from 100 minutes to 1,725 minutes. hours, pieces of the specimens (or the entire speci� Generally, the higher times corresponded to high men) were surface dried using a cloth or paper towel, slake-durability decay indices and vice versa. Sufficent weighed, and oven dried to obtain the water contents data were not obtained to analy ze the swell pressure after soaking. In the event the shale specimen slaked square root of time and logarithm of time curves for completely into a pile of flakes, or mud, the slaked values of coefficent of swell. Swell pressures ranged specimen and water were poured over a funnel-shaped from 4.1 to 74.1 pounds per square inch (28.3 to 511 filter paper and allowed to drain for a few minutes. kPa). No relationship was found between swell pressure The degraded mass of shale was then transferred to a and slake-durability decay index. drying dish and oven dried. Results of the water contents obtained from the In Figure 49, in situ water contents, wi, of the modified jar slake tests are shown and compared in shales listed in Table 9 are plotted as a fu nction of the Figure 48 to final water contents obtained from the final water contents, Wf, measured after primary swell swell-deflection tests. The water contents from the jar had ceased in the swell-deflection tests. The in situ and slake tests lie reasonably close to the trend curve fitted final water contents correlate reasonably well ; an to the square root of slake-durability decay index-final approximate relationship between the two parameters water content data. Consequently, the fo llowing obtained from a regression analysis may be expressed scheme is proposed for approximating the slake-dur as ability characteristics of a shale using water con tents obtained from the modified jar slake test: 2 Wi � 2.72 + 0.006 Wf + 0.016 Wf 12 Jar Slake Slake-Durability Estimated Water Decay Index Slake-Dur- Using the in situ and final water content divisions Content Range ability shown in Figures 41 and 48, respectively, the graph in (percent) Category Figure 49 can be zoned into three general categories of slake-durability -· high, intermediate , and low - to 6.5 >216 High and forms an approximate means of characterizing 0 ""6.5 to l7 ""216 to 6 Intermediate different types of sh ales on the basis of slake-dur >17 <6 Low ability and water contents. To check the use of Figure 49, fifteen different shales of known slake-durability As noted above the slake-durability decay indices can were selected from the group of shales listed in Table be estimated using the water content obtained from 7; water contents were determined after soaking in the the jar slake test and Equation 11. In practice, deter modified jar slake test. Results of those tests as well as mination of water contents of shales which degrade to in situ water contents are shown in Figure 49. Shales piles of flakes, or mud, would not be necessary . In this having large values of slake-durability and small values case , the slake-durability of the shale would be classi of water content plotted in the "high" zone while fied as low. sl1ales having intermediate values of slake durability Variation of swell deflections and swell pressures plotted in the 11intermediate " zone of Figure 49. 37 25 33-1 1- wi = 2.12 + + z o.ooGw1 o.ol6 w/�illa-,/ lJ.J 8 SWELL DEFLECTION TESTS (AIR DRIED) 1.5 < W < 35 (_) 20 = f= a:: 0 MODIFIED JAR-SLAKE TEST (OVEN DRIED) lJ.J a. 15 �lJ.J 1- z 0 (_) a:: 10 0 lJ.J I ------8 °/o------, • <( 1-1 3: :::l 5 l- 0 en ' z 17-2 : HIGH 6. 5% INTERMEDIATE LOW GI!J1-2 I 0 0 10 20 30 40 WATER CONTENT (PERCENT ) AFTER SWE LL Figure 49. Relationship between In Situ Water Contents and Final Water Contents from the Swell-Deflection Test and Jar Slake Test {Curve Fitted Only to In Situ and Swell-Deflection Water Contents). SHORE SCLEROSCOPE mineralogy of each of the seven fractions of each shale TI1e square-root of the slake-durability decay are shown in APPENDIX G. The percentages of each index as a function of Shore scleroscope reading (an type of mineral in Tables G-1 through G-7 were based average of 100 readings per point) is shown in Figure on the weight of each fraction. The type and estimated 50. Although considerable scatter is present, as the percentage based on the total weight of each shale Shore scleroscope reading increases the slake-durability sample for each of the seven fractions are summarized decay index generally increases. There is some indica in APPENDIX G, Table G-8 through 14. Table 10 tion that the Shore scleroscope test might be fairly indicates the mineralogy of the total sample. For useful in identifying shales. Shales having an average instance, as shown in Table 10, the New Albany Shale Shore scleroscope reading greater than 30 could be is composed of 66.2 percent quartz, obtained by classified as hard while shales having readings less than summing the values 53.4, 3.4, 2.8, 2.4, 2.5, 1.8, and about 15 may be considered soft. Shales having values 0.0 from Tables G-8 through G-14, respectively. In the greater than 15 but less than 30 may be considered tabulations shown in Tables 9, 10, and APPENDIX G, intermediate. However, more tests and improvements the shale samples were arranged from the most durable in the testing procedure are needed before the Shore to the least durable according to slake-durability decay scleroscope device can be used to identify shaleswith a indices. large degree of certainty. The more prominent minerals were quartz, mica {illite), and kaolinite . Lesser quantities of chlorite, MINERALOGY calcite, feldspar, and dolomite were present. Small The mineralogy was determined for seven differ quantities of vermiculite {less than eight percent and ent particle-size fractions of each of the 40 shale types. usually less than two percent) were in eight samples. These fractions ranged from sand-size to clay-size and Montmorillonite clay was not encountered in any of are shown in Table 8. The actual percentages of the shale samples. Quartz was one of the most preva particle sizes in each shale sample as determined from lent minerals in the samples. Two of the harder shales, the mineral analyses tests are shown in Table 9. The the New Albany and Sunbury, had high percentages 38 50 0 45 SHORE SCLEROSCOPE READING Figure 50. Square Root of Slake-Durability Decay Index Plotted as a Function of Shore Scleroscope Reading for Fourteen Selected Shales. (66 percent) of quartz (see Table 10). The Drakes also !rated the silt-size fractions for shales having low in contained a large percentage of quartz (68 percent). slake-durability characteristics. The samples at the upper range of durability contained Mica (primarily illite) is an expansive clay higher percentages of quartz. The intermediate- and mineral and was common in all shales tested. The low low-durability shales contain similar amounts of durability shales have higher percentages of clay mica quartz, making correlation of curability and quartz concentrated primarily in the silt and 2-0.2-mm clay content difficult. Quartz is concentrated mainly in the fractions, with the 2-0.2 mm clay fraction containing sand and silt sizes. Quartz tends to be more .concen- the higher concentrations of mica. Mica, unlike quartz, 39 TABLE 10. Percentages of Particle Size Fractions of Total Shale Sample. FRACTION SIZES (PERCENT ) SAMPLE NUl'!BE:R GEOLOGIC FORMATION >50um 50-20um 20-10um 1 0-5Ul:l 5-2um 2 0. 2um <0 . 2um 1-2 New Albany 76 .3 4.9 4.3 4.9 4. 5.0 0.5 17-2 Sunbury 79 .5 3. 8 3.5 3.6 2. 51 6.7 0.3 13-1 Hance 60.4 2.3 6. 1 7.7 1 0. 2 11.7 2 . 1 8-1A Lower Clays Ferry 74.0 2 6.8 1. 3.0 4. 6 0.6 3-1 Drakes 27 .7 309..4 9. 8.8s 1 3. 0 2. 3 t;. 8. Li 22-1 Crab Orchard 21.3 18.5 18. 4 15.9 .8 12. 2.0 17-1 Bedford i7.6 9.5 1e. 1 1. i . 40 3.5 18. 2 " 7 p�. 25-1 Lisman 8.1; 10. 4 17 . . ·� . 1 3.2 B 2.1.:, L 6 ?.-� 11-3 Breathitt 33.5 2. 8 18.0 F\ . c 9.4 2. 3 1• 8 ·; . 28- 1 Kinc2id 23-1 24.8 5 12. 6 ·, 4 2.5 1 3. 1 0. ' 3. 18-1 Nada 5.8 22 .5 31. 9 13.5 7.5 16. 0 2.9 1 1 Breathitt 12. 3 10.5 11.2 8.6 11. 3 1.9 171--3 Henley l!L! . 3 10. 3 23 .3 9.7 24.4 3.3 23-1 Caseyville 1.. 2 10. 3 17. 8 13.3 12.8i 1 3. 2 2.3 3 �� 2 13.9 26 Carbondale 20.7 17. 16. 1 9.5 12. 0 1 • - 1 22 .9 6 2 5-1 Lot..Jer Xa:ncy 0.7 1 2 . 25.2 22 .2 2 . 1 18.8 4-1 Uppe1� ;., . 5 6 1 8. 3 18.8 12.4 15. 3 5 27- 1 l'� ancy 18.3 27 .6 16. 3 9.8 9.7 11. . 9 1 6- LeeTra de�>Jatez: 1'? . "i �c..(: Z:217..6 0 16. 4 14.8 20.0 3.7 17-41 Nancy �.7 "!8.5 19.5 11.8 19. 9 3.0 ·" • i "1 7. 2 25.5 2 1-1 Conemaugh 17.8 19.2 1 4. 1 13. 3 1.7 8-1B Lov1er Cl;_:�,ys ferr:r 1 p.s 2215..5 1 15.7 1 3. 2 1 0 14.0 1 . 9 . . 20-1 Osgood 2; 3 1 3' 2 8.8 10.1 9 1 6 . 9 2.4 26-2 Lower Carbondale i 2.40.0 374.. 6 1 5.7 2 1 . 33. 6 30 .1 2.6 11-2 Breathitt 2 18.5 18. 1 15. 91 1 0. 2 11. 8 1.5 3. c: 7-1 Lower Clays Ferry 11.0 19. 0 17.4 15. 1 3 4 20.8 3. 3 . Naci.a 7 7.0 22.4 20.7 19.51 25.5 4. 1 218 Cf -2-1 Lowe� Car1ondale 24.80. 16. 0 1 . 1 12. 6 1 3. 9 18. 1 3.5 30-1 'l'ar Sp:rings 7.5 14. 29.91 24.9 1 . 0 13.7 2.5 1 0- 1 Crab Orchard 17. 6 21.84 5.3 11.0 15.1 0 24.4 3.8 29-1 r1e nard t:.5 3.5 3. 3 1 9. 2 2 3. 1 32.3 4.2 1-1 C:z:: ab Orchard 1 . 0 8.8 20.71 25 .9 18. 22 .7 2.9 12-1 Kope 3. 8.5 15. 18. 0 17. 61 32 .3 4.7 32-1 Golconda 20.71 8.0 . 3 6 17. 1 . 2 20.7 3.8 31-1 Hardinsburg 39 .7 9. 1 1 9. 1 6 14. 9 1814.5 21. 8 3.9 33-1 Clayton and McNairy 11.2 13.5 19.7 1 1 . 6 7.0 23.8 1 3. 2 15-1 Lee 6. 4 16. 2 17.0 2 1 . 6 16. 9 19. 0 2.9 2 ·- 1 Continental Deposits 13. 1 12. 6 1 3. 6 10.9 8. 1 28.7 12. 9 19-1 Newman 1. 7. 14.4 19. 6 2 4. 1 29 .0 4.5 11-4 Breathitt 4. 56 4.71 9.6 1lL 7 2 1.6 38.6 6. 3 tends to increase in concentration particle size varied considerably without a significant difference decreases, except the < 0.2-mm fraction contains small between high· and low-durability shales. quantities. Carbonate minerals, dolomite and calcite, were concentrated in the sand and silt fractions. Calcite was Kaolinite was less prevalent than mica in most present 21 and dolomite in 13 of the samples. The samples. The swell potential of kaolinite is less than in concentration was ten percent or less in most samples. illite; kaolinite thus has less effect on the breakdown The carbonate minerals could not be correlated with of shale when exposed to moisture. The lower-dur durability, except in the instance of ability shales have larger amounts of kaolinite. In five Sample 8-IA (Clays Ferry), an interbedded limestone of the low-durability shales (see Table 11), the per portion of Sample 8-1. centage of kaolinite was greater than the percentage of Feldspar was present in 19 samples. Concen mica. Rock-like shales had lower percentages of trations were less than ten percent and in most samples kaolinite. As with illite, the kaolinite minerals have were less than five percent. Due to the lack of signifi· fairly equal percentages in the mid- and ]ow-range cant quantities of feldspar in the samples, it was not durability and do not correlate well with the slake considered a contributing fa ctor to durability. durability index. Vermiculite and vermiculite with gibbsite inter Traces of chlorite were present in all except two layered were present in very small amounts in 11 shales. Twenty of the shales had five to ten percent samples. This clay mineral was detected only in the chlorite. Chlorite did not correlate well with the slake two clay fractions, with the greatest percentage in the durability decay index. The total amount of chlorite 2-0.2-mm fraction. 40 TABLE 11. Mineralogy of Each Shale Sample. TYPE OF I"liNE :<.. AL (PERCENT ) SAMPLE MICA VERMICULITE NUMBER GEOLOGIC FORMATION QUARTZ CILLITE) KAOLINITE CALCITE CHLORITE FELDSPAR DOLOMITE VERMICULITE (INTERLAYER) 1-2 New ALbany 31.8 2 • • 17-2 Sunbury 66 .2 2 1 3 1 13-1 Hance 6 32 31 1 4 6 1 0 8- 1A Lot.:e:r Clays Ferry I 8 3 3 75 9 3- 1 Drahes 68 18.5 10 3.2 3 • • 22-1 C:rab Orchard 35 32 17 4 1 1 - Bedford 43 32 14 2 2 1 1 25-17 1 Lisr.12n 1 6 39 32 65 11-3 Breathitt 4 1 27 8 Kinca�d 3826 34 18 3 4 28- 1 1 8- 1 Nada 40 24 9 2 5 11- 1 B:reathitt 2538 28 3 1 2 8 3 1 -3 Henley 27 40 23 8 2 23-17 Caseyville 24 33 33 8 26-1 Cc.. :>:: bondale 2 1 29 30 4 8 81 Lo :\at tested :fo:r: calcite dolomite ' O< -"' Conclusions The slake-durability test provides a means of characteristics, the second procedure (which uses one distinguishing and characterizing different types of 60-minute cycle and air-dried shale) listed above and shales. A comparison of indices obtained from slake the proposed slake-durability index divisions shown in durability tests performed on 40 selected shales using Figure 45 are recommended. ten different testing procedures shows that the decay Indices obtained from the Franklin-Chandra index provides the most positive means of identifying procedure do not appear well-suited for classifying the slake-durability properties. A listing of the slake-dur slake-durability characteristics. Slake-durability indices ability testing procedures in descending order of obtained from procedures proposed by Deo (9) and effectiveness of differentiating shales follows: Gamble (10 ) were not completely satisfactory. 1. Decay index procedure (proposed by the Although the same slake-durability testing pro authors) . cedure was used, indices obtained from slake-dur 2. Procedure which uses one 60-minute cycle ability tests performed on oven-dried shales were and air-dried material (proposed by the authors). generally higher than those obtained from tests per 3. Procedure which uses one 60-minute cycle formed on air-dried shales {see Figures 32, 33, 34, and and oven-dried material (proposed by the authors). 35). The slake-durability is increased when the shale is 4. Procedure which uses one 120-minute cycle oven-dried prior to testing. and oven-dried material (proposed by the authors). No correlations were found between indices 5. Procedure which uses two 25-minute cycles obtained from slake-durability tests using procedures and oven-dried material (proposed by the authors. 2, 7, and 8 listed above and natural water contents of 6. Procedure which uses one 25-minute cycle shales, although a trend is apparent (see Figures 38, 39, and air-dried material (proposed by the authors). and 40). Procedures 1, 3, 4, 5, 6, and 9 did not yield 7. Procedure which uses one 25-minute cycle meaningful relationships of natural water content and and oven-dried material (proposed by Deo (9)). slake-durability index. 8. Procedure which uses two 1 0-minute cycles A fairly good correlation (Figure 41) was ob and oven-dried material {proposed by Gamble (10)). tained between the square root of the slake-durability 9. Procedure which uses one 10-minute cycle and decay index and the natural water content of a shale. air-dried material {proposed by the authors). The decay index of a particular shale can be estimated 10. Procedure which uses one 1 0-minute cycle using Equation 7 and the natural water content of the material (proposed by Franklin and Chandra (8)). shale. The decay index procedure has two disadvan The natural water content of a shale is a strong tanges: indicator of the slake-durability characteristics (see 1. The procedure requires more time, materials, Figure 41). Shales which have natural water contents and tests to define an index than the other procedures below approximately a value of 3.5 percent have high listed above. slake-durability indices. Shales having natural water 2. The decay index of a hard or(and) cemented contents between about 3.5 and 7.5 percent appear to shale is not as accurately defined as for a softer shale have intermediate slake durability. because it is impractical to perform a slake-durability As the natural water contents of shales increase, test on exceptionally hard shale specimens in such a the clay contents {percentages of clay-sized particles manner that little material remains in the drum of the fm er than 0.002 mm as measured from hydrometer slake-durability device. To define a decay index the and mineral analyses tests) generally increase (see slake-durability index-time curve must be projected. To Figures 42 and 43). The clay content can be "standardize11 the decay index procedure when hard approximated using either Equations 8 or 9 and the shales are tested, it is suggested that the slake natural water content of the shale. durability tests be performed at 10, 25, 60, 1000, and No correlations were found between the plastic 2000 minutes. The curve is then projected to a slake ity indices and slake-durability indices. The shales durability index of zero using the slope of the curve were low-plastic materials. between the 1000- and 2000-minute points. Since the No meaningful relationship was obtained between decay index procedure requires more tests and time slake-durability indices and maximum vertical strains than the other procedures listed above, the method or swell pressures from swell-deflection tests and swell should, perhaps, be reserved for use on projects, such pressure tests, respectively. A trend was noted when as earth dams, where high risks and costs may be maximum vertical strain from swell-deflection tests was involved and which may require positive identification plotted as a function of the clay fraction; maximum of shale materials being considered for use in such vertical strain when allowed to soak can be approxi projects. For routine identification of slake-durability mated using Equation 10 and the final water content. 42 The final water content of a shale after soaking is no need to measure the water content; the shale can and after the shale specimen had been permitted to be classified as one having low slake-durability. reach some maximum value of deflection is a good A good relationship was found between the in indicator of the slake-durability index. A reasonably situ water content and the final water content from good correlation was obtained between the square root swell-deflection tests (See Figure 49). The water of the slake-durability decay index and the final water content is a valuable indicator of slake-durability content measured at the end cf the swell-deflection characteristics of shales. test after maximum deflection of the shale specimen A trend was noted between the slake-durability had occurred (see Figure 48). Shales having final water decay index and Shore scleroscope readings. The contents in excess of approximately 17 percent have scleroscope test may, with further development, low slake-durability indices while sl1ales which have provide a means of broadly classifying shales. final water contents less than about 6.5 percent have The most prominent minerals were quartz, mica high slake-durability. Shales having final water contents (illite), and kaolinite and were present in all of the between about 6.5 and 17 percent have intermediate shales. Illite, kaolinite, and chlorite were the most a� slake-durability. The slake-durability decay index can bundant clay minerals. Montmorillonite was not pre� be approximated using Equation II and the final water sent in any of the sllales. Investigations of Paleozoic content. sllales by others 16, 26, 28), yielded similar results. The jar-slake test provides a rapid and useful No meaningful( correlations were found between means of broadly classifying sllales having low slake ty pes or percentages of rrdnerals and slake-durability durability -- shales which degrade into a pile of flakes indices. Some trends were observable for shales having when submerged in water -- and shales having inter very high or very low slake-durability values. The more mediate or(and) high slake-durability. However, the durable shales had larger concentrations of quartz, par test does not distinguish between shales having inter ticularly in the larger size fractions. As the slake-dur mediate and high slake-durability indices. Conse ability decreased, the percentage of illite or kaolinite, quently, it is recommended that the test be modified. or both, increased. Large percentages of those minerals By measuring the water content of specimens after were present in shales having very low slake-durability soaking in the jar-slake test and using Figure 48, dis values. For shales having very low slake-durability tinctions can be made between intermediate and high values, clay minerals were concentrated in the silt and, as well as low slake-durability shales. To obtain good primarily, in the 2-Jlm clay size. The major portion of results, the shales should be soaked for about 24 to 30 those minerals consisted of illite and kaolinite ; lesser hours. In the event a shale completely degrades, there amounts of chlorite and vermiculite were present. References I. Hopkins, T. C.; and Allen, D. L.;In vestigation of Seminar, University of Tennessee, September a Side-Hill Embankment Slope Failure on I 64, 18-20, 1968). Bath Co unty, Milepost 118, Division of 6. Hopldns, T. C.; Stability of a Side-Hill Embank Research, Kentucky Department of Highways, ment, I 64 Lexington-Catlettsburg Road, 1971. Research Report 363, Division of Research, 2. Hopkins, T. C.; Un stable Embankment, US 119, Kentucky Department of Transportation, April Research Report 334, Division of Research, 1973. Kentucky Department of Highways, July 1972. 7. Scott, G. D.; and Deen, R. C.; Proposed Re 3. Hopkins, T. C.; Settlement of Highway Bridge medial Design fo r Un stable Highway Embank Approaches and Embankment Fo undations, ment Foundation, Research Report 234, Division Bluegrass Parkwrzy Bridges over Chaplin River, of Research, Kentucky Department of Highways, Research Report 356, Division of Research, April 1966. Kentucky Department of Highways, February 8. Franklin, J. A.; and Chandra, R.; The Slake 1973. Durability Test, International Journal of Rock 4. Southgate, H. F.; I 75, Kenton Co unty Slide, Mechanics and Mining Science, Vol. 9, Pergamon Research Report 267, Division of Research, Press, Great Britain, pp 325-341, 1972. Kentucky Department of Highways, September 9. Deo, P.; Use of Shale in Embankments, Report 1968. No. 14, Joint Highway Research Project, Purdue 5. Deen, R. C.; and Havens, J. H.; Landslides in University and Indiana Highway Commission, Kentucky, Research Report 266, Division of West Lafayette, August 1973. Research, Kentucky Department of Highways, 10. Gamble, J. C.; Durability -Plasticity Classifi September 1968 (presented to a Landslide cation of Shales and Other Argillaceous Rocks, 43 Ph. D. Thesis, University of illinois at Urbana Testing and Research, Harrisburg, Pa., April Champaign, 1971. 1974. II. American Geologic Institute; Glossary of Geol 23. Commission on Standardization of Laboratory ogy, Third Printing, Falls Church, Va., 1974. and Field Tests, Suggested Methods for Deter 12. Huang, W. T.; Petrology, McGraw-Hill Book mining the Slaking, Swelling, Po rosity , Density Company, 1962. and Related Rock Index Properties, International 13. Skempton, A. W.; Long-Term Stability of Clay Society for Rock Mechanics, January 1971. Slopes, Geotechnique, Vol l4, 1964. 24. Deo, P.; Shales as Embankment Ma terials, 14. Standard Specifications for Road and Bridge Report No. 45, Joint Highway Research Pro Construction, Bureau of Highways, Kentucky ject, Purdue University and Indiana Highway Department of Transportation, Edition of 1979, Commission, West Lafayette, December 1972. Frankfort, Kentucky. 25. Morgenstern, N. R.; and Eigenbrod, K. D.; 15. Lutton, R. J.; Design and Co nstruction of Co m Classification of Argillaceous Soils and Rocks, pacted Shale Embankments, U. S. Army En Journal of the Geotechnical Engineering Divi gineers Waterways Experiment Station, Vol 3, sion, ASCE, Vol !OO, No. GTIO, October 1974. Report No. FHWA-RD-77-1, Prepared for 26. Chapman, D. R.; Shale Classific ation Te sts and Federal Highway Administration, U.S. Dept. of Sy stems: A Comparative Study, Purdue Transportation, Washington, D. C., February University, West Lafayette, Indiana, June 1975. !977. 27. Saltzman, U.; Rock Quality Determination fo r 16. Geotechnical Manual, Division of Materials, Large-Size Stone Used in Protective Blankets, Kentucky Department of Transportation, Ph.D. Thesis, Purdue University, May 1975. February 1978. 28. Shamburger, J. H.; Patrick, D.M.; and Lutton, 17. Bjerrum, L.; Progressive Failure in Slopes in R. J.; Design and Co nstruction of Co mpacted Overconsolidated Plastic Gay and Clay Shales, Shale Embankments, Vol I (Survey of Problem Journal of the Soil Mechanics and Foundations Areas and Current Practices), Report No. Division,Vol 93, SM5, ASCE, September 1967. FHWA·RD-75-61, Federal Highway Adminis· 18. Hopkins, T. C.; Allen, D. L.; and Deen, R. C.; !ration, Washington,D. C., August 1975. Effe cts of Water on Slope Stability, Report 29. Noble, D. F.; Accelerated Weathering of Tough No. 435, Division of Research, Kentucky Depart Shales, Final Report, VHTRC 78-R20, Virginia ment of Transportation, October 1975. Highway and Transportation Research Council, Charlottesville, Virginia, October 1977. 19. Peck, R. B.; and Lowe, J.; Shear Strength of 30. Bragg, G. H., Jr.; and Zeigler, T. W.; Design and Un disturbed Cohesive Soils, Moderator's Report Co nstruction of Co mpacted Shale Embankments, .. Session 4, Proceedings, Research Conference Vol 2 (Evaluation and Remedial Treatment of on Shear Strength of Cohesive Soils, Boulder, Compacted Shale Embankments), Report No. Colorado, ASCE, June 1960. FHWA-RD-75-62, Federal Highway Administra· 20. Underwood, L. B.; Classification and Id entifi· lion, Washington, D. C., August 1975. cation of Shales, Journal of the Soil Mechanics 31. Geotechnical Section, Division of Materials, and Foundations Division, Vol 93, SM6, ASCE, Kentucky Department of Transportation, Bureau November 1967. of Highways, Various staff reports .. Numbered 21. Reidenouer, D. R.; Shale Suitability, Phase II, L-7-75, L-3-75, L-8-74, L-5-76, L-16-75, L-20-75, Interhn Report No. I, Pennsylvania Depart L-11-75, L-8-75, L-15-75, L-12-76, L-6-74, ment of Transportation, Bureau of Materials M-7-74, L-22-76, L-13-76, L- 18-75, L-5·75, Testing and Research, Harrisburg, Pa., December L-1-77, and L-5-74, Frankfort, Kentucky. 1970. 32. McNulty, E. G.; Gorman, C. T.; and Hopkins, 22. Reidenouer, D. R.; Shale Suitability, Phase II, T. C.; Analysis of Time-Dependent Co nsolid Final Report, Parts I and II, Pennsylvania Depart· ation Data, Preprint 3280, ASCE Spring Conven ment of Transportation, Bureau of Materials, tion and Exhibit, April 24-28, 1978. 44 Appendix A. DETAILED DESCRIPTIONSOF HAND SPECIMENS, GEOLOGIC FORMATIONS, AND SAMPLINGSITES 45 l-1, CRAB ORCHARD (SILURIAN) to grayish orange and is fine-grained. It is interbedded (Figures AI and A2) with shale in sets from I inch to 5 feet thick, with the dolomite beds I to 8 inches thick. I HAND-SPECIMAN DESCRIPTION: Shale, soft, olive gray, thin-bedded, platy, fine-grained clayey tex ture, no reaction to hydrochloric acid. LOCATION: The shale sample was taken from a KY-52 roadcut in Estill County, five miles west of West Irvine, at tbe base of a 40-foot road cut, about I foot below tbe lower contact with the Boyle Forma tion. FORMATION DESCRIPTION: In the Panola GQ-686 (Robert C. Green, 1968), the Crab Orchard (20 - !35 fe et thick) is overlain by the Devonian Boyle Dolomite (3 - 33 feet tbick) and is underlain by tbe Silurian Brassfield Dolomite (15 - 20 feet thick) . The Crab Orchard is composed of shale and dolomite. Shale portions are mainly gray to greenish gray - to pale - to olive in color. It has thin bedded and platy weathering characteristics, is nonresistant, and weath ers to plastic clay. The dolomite is gray and weathers Figure Al. View of the Crab Orchard, Sample 1-1. Figure A2. Close-up View of the Crab Orchard, Sample 1-1. 47 1·2 NEW ALBANY (DEVONIAN faces, or in other instances pieces that have curved ) (Figures A3 and A4) fractures. The dolomite is olive- to light-olive gray, fine grained, and weathers to yellowish brown. The beds are HAND-SPECIMEN DESCRIPTION: Black shale, I /2 inch to 2 fe et thick. very fissile and hard, no reaction to hydrocholoric acid, with pyrite nodules and crystals encountered in many of the samples. The shale weathers to form very small fissile flakes. LOCATION: Estill County, Kentucky, five miles west of West Irvine (KY 52). The sample was taken from the lower portion of the New Albany Shale Formation, about 5 feet above the contact with the Boyle Formation and about 35 feet above road level. FORMATION DESCRIPTION: In the Panola GQ-686 (Robert C. Green, 1968), the New Albany Shale (Devonian) is overlain by the Nancy Shale Member (Mississippian) of the Borden Formation (255 · 285 feet thick) and is underlain by the (De vonian) Boyle Dolomite (3 · 33 feet thick). The New Albany Shale ranges in thickness from 100 to ! 50 feet. Shale and dolomite are found in the unit. The upper portion contains mostly black shale; the lower portion contains shale and dolomite. The shale is brownish black, weathers to plates and chips with planar sur- Figure A3. View of the New Albany Shale, Sample 1· 2. Figure A4. Closeaup View of the New Albany Shale, Sample la2, 48 Figure AS. View of the Continental Deposits and Landslide, Sample 2�1. 2-1 , CONTINENTAL DEPOSITS (Figures AS and A6) HAND-SPECIMEN DESCRIPTION: Clay, soft, light gray to tan, massive structure, with irregular blackey fragments, clayey-silty texture, micaceous, no reaction to hydrochloric acid. LOCATION: The clay was taken from a slope failure on I 24, 0.6 mile east of the I-24 exit to the Purchase Parkway (northwest portion of Briensburg GQ-327) about 20 feet above road level, from the eastbound side of I 24. FORM.ATION DESCRIPTION: In the Briens burg GQ-327 (T. W. Lambert and L. 111. MacCary, 1964), the Continental Deposits consists mainly of gravel and sand with the gravel having subangular to rounded chert cobbles and pebbles usually an inch in diameter and scattered ovoid quartz pebbles. The matrix material is poorly sorted argillaceous, cherty, quartzose. The sand usually appears as lenses or gravelly sand that is very much like the matrix material of the gravel deposits. Clay was not listed in the description; but at the sample site, I 24 had cut through the Continental Deposits exposing clay lenses (some as much as 3 feet thick). These were fingering through the gravel deposits and appeared to have Figure A6. Close-up View of the Continental Deposits, Sarna caused a slope failure. pie 2-1. 49 3-1, DRAKES (ORDOVICIAN) (Figures A 7 and A8) HAND-SPECIMEN DESCRIPTION: Dolomitic shale , medium gray, ]aminated, with a silty texture, and no reaction to hydrochloric acid. Fractures to form hard, irregular, and conchoidal fragments. LOCATION: The sample site was 7.6 miles west of West Irvine on KY 52, 10 feet below the lower contact of the Brassfield Formation. FORMATION DESCRIPTION: In the Drakes GQ-686 (Robert C. Green, 1968), the Upper Ordo vician Drakes 25 - 45 feet thick) is overlain by the Silurian Brassfield(I DolomiteI (15 - 20 feet thick) and is underlain by the Reba Member (8 - 10 feet thick) of the Ashlock Formation (60+ feet thick). The Drakes Figure A7. View of the Drakes, Sample 3�1. Formation contains dolomite, shale, and limestone. The dolomite is silty and argillaceous; micro-grained to fine·grained and medium-grained, with even and un inch to 1/2 inch thick lamina and light olive to even beds varying in thickness from I j 6 inch to 8 greenish-gray in sets occurring near the top of the I inches thick, greenish, brownish , and gray colors. formation. Limestone is medium dark to medium Shale in the Drakes Formation is dolomitic, wiih 1/16 light gray with thick beds and fine-grained texture. Figure AS. Close-up View of theDrakes, Sample 3�1. 50 Figure A9. View of the Upper Nancy, Sample 4-1. 4-1 , NANCY (MISSISSlPPlAN) (Figures A9 and AlO) HAND-SPECIMEN DESCRIPTION: Medium gray silty shale, medium hard, indistinct structure and irregular fragment shape. It has no reaction to hydro chloric acid. Iron staining was visible on most of the samples, and pyrite concretions and crystals were present in many of the samples. LOCATION: The site was 4.8 miles south of the Junction of KY 150 and US 27 (near Stanford, Ken tucky), in the Halls Gap GQ-1 009. The sample was taken from the right side of US 27 (going south) about five feet above road level, and from the upper portion of the Nancy Member. FORMATION DESCRIPTION: The Nancy Member of the Borden Formation (Mississippian) is 40 - 100 fe et in thickness and is overlain by the Halls Figure AlO. Close-up View of the Upper Nancy, Sample Gap Member of the Borden Formation (70 . 140 feet 4-1. thick) and is underlain by the New Providence Shale (70 . 100 feet thick). These descriptions come from shaly, 11iron-rich, brownish-gray 11 in color and "inter the Halls Gap GQ-1009 (Gordon W. Weir, 1972). The stratified irregularly as lentils a few inches thick, and Nancy is corr,posed of shale, siltstone, and limestone. up to tens of feet long.11 Limestone is silty, and ranges Shale makes up 70-90 percent of the member and is from medium to dark gray. Some of the limestone silty, 11greenish-gray 11, is interbedded and intergraded occurs in lenses usually one to two feet thick and with with siltstone, and is locally calcitic. The siltstone fine-grained to coarse-grained texture. The limestone makes up to 10 to 30 percent of the member. It is makes up less than five percent of the unit. 51 5-1 , NANCY (MISSISSIPPIAN) (Figures All and A12) HAND-SPECIMEN DESCRIPTION: Medium gray, medium hard, silty shale with iron staining and pyrite concretions and crystals in some samples, and no reaction to hydrochloric acid. LOCATION: The Nancy was sampled in Estill County from a road cut, 7.4 miles south of KY 52 (West Irvine) on KY 89. FORMATION DESCRIPTION: The sample site is the Leighton GQ-1495 C. Haney and C. L. in (D. Rice, 1978). The Nancy (Mississippian) is composed of shale and siltstone. The shale is dark greenish-gray to light olive-gray, weathers to dark yellowish-brown to grayish-orange , and is limonite stained. The shale is silty and interbedded with siltstone in the upper part; Figure All. View of theLower Nancy, Sample 5-1. the lower 8 to 20 feet is clayey shale. The shale weathers to form angular plates and chips. Small mica flakes and large ironstone concretions with lenses up to I 1/2 feet thick are present. The siltstone is light limonite stained, and occurs in irregular and thin beds olive-gray, weathers to dark yellowish-brown, is commonly in sets a few feet thick. Figure A12. Close-up of the Lower Nancy1 Sample 5-1. 52 6-1 , KOPE (ORDOVICIAN) HAND-SPECIMEN DESCRIPTION: Clay shale, medium gray and thinly laminated, slightly calcareous, and medium hard to soft. LOCATION: The sample site was in the north west corner of Kenton County, 3,800 feet south on Amsterdam Road from the junction with KY 8. The sample was taken from a stream cut approximately 400 feet north of the road and 60 fe et above road level. FORMATION DESCRIPTION: In the Covington GQ-955 (S. J. Luft, 1971), the Kope is overlain by the Fairview Formation (0 - 100 feet thick) and is under lain by the Point Pleasant Formation. The Kope ranges from 205 to 240 feet thick and is primarily shale (80 percent of the formation) and is interbedded with limestone. The limestone ranges from gray to dark gray and is fine- to coarse-grained in beds 2 to 12 inches thick. The shale ranges fr om light gray to bluish- or greenish-gray in color and can be laminated and fissile to thinly bedded, ranging in thickness from 1/4 inch to sets 8 feet thick. 7-1, CLAYS FERRY (ORDOVICIAN) HAND-SPECIMEN DESCRIPTION: Greenish gray calcareous shale , argillaceous, with fossiles in the harder and more calcareous pieces. The shale fr agments were tabular, medium hard, with a clayey texture and a slight reaction to hydrochloric acid. LOCATION: The sample site was in Washington County . Samples were taken from the Bluegrass Parkway at Milepost 42 from the eastbound lane (rock cut), 125 feet west of the Chaplin River Bridge and 10 feet above the bridge deck. FORMATION DESCRIPTION: The Clays Ferry Formation (200 - 300 feet thick) contains shale, limestone, and siltstone. Descriptions of the formation were taken from the Chaplin GQ-1279 (W. L. Peterson, 1975). Shale makes up 50 to 75 percent of the formation and is greenish-gray , calcareous, clayey, and usually found in beds 0.3 to 0.6 foot thick, and sometimes 3 fe et thick. Limestone is olive gray and contains many whole fossils, and is found in beds 0.1 to 0.7 foot thick with micro-grained to coarse-grained texture . Siltstone make up a smaller portion, less than five percent, and is grayish in color and calcareous in beds as much as 1.5 feet thick. The siltstone is interbedded with limestone and shale. Overlying the Clays Ferry Fonnation is the Calloway Creek Limestone (90 - 100 feet thick). The underlying formation is the Lexington Limestone (24+ feet). 53 Figure A13. View of theClays Ferry, Sample 8·1. 8-IA, CLAYS FERRY (ORDOVICIAN) (Figures and A14) All HAND-SPECIMEN DESCRIPTION: Calcareous shale, greenish-gray , irregular fragment shape, clayey, indistinct laminations, slight reaction to hydrochloric acid. Portions of the shale samples were much harder and were more calcareous. LOCATION: The sample site was in Madison County, 3,200 feet south of the Kentucky River Bridge on US 25421, on the left side of the road, about 20 feet above the contact with the Lexington Limestone. The sample was taken approximately 10 feet above road level. FORMATION DESCRIPTION: The Clays Ferry Formation (I 25 · 190 feet thick) in the Ford Geologic Quandrangle, 764 (D. F. B. Black, 1968), contains interbedded clay shale, limestone, and siltstone. The clay shale is gray, calcareous in beds from 0.1 to 1.0 Figure Al4. Close�up View of the Clays Ferry, Sample foot thick, varying between 30 and 60 percent of 8·1. the unit. Limestone portions (30 to 60 percent of the unit) of the formation are gray and dark gray, have in the unit. The siltstone makes up 5 to 15 percent of micrograined and coquinoid texture in beds that are the unit. Upper portions of the Clays Ferry are over· thin to thin tablular. Greenish-gray siltstone is cal· lain by the Garrard Siltstone (30 · 45 feet thick), and careous and found in thin beds primarily toward the the lower portion is underlain by the Lexington Lime top of the unit, becoming wider spaced downward stone that ranges from 250 to 310 feet thick. 54 10-1,CRAB ORCHARD (SILURIAN) (Figures A15 and A16) HAND-SPECIMEN DESCRIPTION: Clayey shale, light gray to greenish-gray, thinly laminated, soft, irregular fragment shape, no reaction to hydro crab Orchard chloric acid. Pyrite inclusions (crystals) were visible in many of the shale pieces. LOCATIONS: The sample was taken from the Panola GQ-1334, from a cut on 1 64 (Milepost 118) near the Owingsville exit, from the lower portion of the Crab Orchard overlying the Drakes Formation. FORMATION DESCRIPTION: The Crab Figure A15. View of Crab Orchard, Sample 10-1. Orchard Formation contains shale and dolomite. The the formation is in the Preston GQ-1334 (G. W. Weir and R. C. McDowell, 1976). The shale is in part dolomitic, is micro-grained to medium-grained in texture, in light and greenish-gray in color, and is very clayey. beds up to I foot thick. The formation ranges from Shale is dominant in the upper portion of the forma 20 to 85 feet in thickness and is overlain uncon tion (95 percent) and is not as persistent in the lower formibly by the Boyle Dolomite (2 - 22 feet thick) portion. Dolomite is mainly grayish in color and and is underlain by the Brassifeld Dolomite (15 - 22 usually weathers to grayish- or reddish-orange, and feet thick). Figure A16. Close-up View of the Crab Orchard, Sample 10-1. 55 11-1, BREATHITT FORMATION (PENNSYLVANIAN) FORMATION DESCRIPTION: The Breathitt (Figure 7) Formation (Pennsylvanian) contains sandstone, silt AI stone, shale, limestone, and coal. The formation is HAND-SPECIMEN DESCRIPTION: Siltstone, underlain by the Lee Formation and is close to 700 laminated, platy, noncalcareous, hard, with mica, feet thick in portions of the Jackson GQ-205 (G. and dark gray in color. E. Prichard and J. E. Johnston, 1963). The samples were taken near the Vires Coal Bed in the lower LOCATION: Samples 11-1 through 11-4 were portion of the formation. This portionof the Breathitt taken from a rock cut (KY 5) near Jackson, Ken contains siltstone, shale, sandstone, and coal. The tucky, 0.8 mile north of the junctionI of KY 5 and siltstone is gray, carbonaceous with ironstone beds, and I KY 30. Samples 11-1 and 11-2 were taken approxi is shaly and sandy locally. Shale portions are medium mately 5 feet above road level . Samples 11-3 and 11-4 gray to dark-gray and silty. The sandstone beds are were taken 25 feet above road level on the right side of light gray, argillaceous, discontinuous, and occur KY 15 going north from Jackson. irregularily within the siltstone beds. Figure A17. View of the Breathitt, Samples 11-1 and 11-2. 56 11·2, BREATI:llTT FORMATION structure, irregular fragments, noncalcareous, soft (PENNSYLVANiAN) mica flakes, and plant rootlet imprints. (Figures Al8 and Al9) LOCATION: See 11-1 HAND-SPECIMEN DESCRIPTION: Underclay (Vires Coal), light to medium gray, silty, indistinct FORMATION DESCRIPTION: See 11-1 Figure AlS. Close-up View of Breathitt, Sample 11·2. Figure A19. View of the Breathitt, Samples 11-3 and 11-4. 57 ll-3, BREATillTT FORMATION blocky structure, noncalcareous, soft with a greasy (PENNSYLVANIAN) fe el, very small mica flakes with iron staining. (Figure A20) LOCATION: See 11-1 HAND-SPECIMEN DESCRIPTION: Siltstone, weathered, light brown to tan, laminated, tabular to FORMATION DESCRIPTION: See 11-1 Figure A20. Close-up View of the Breathitt, Sample 11-3. 58 114, BREATHITT FORMATION ments, silty texture, noncalcareous, soft, fe w small (PENNSYLVANIAN) plant imprints. (Figure A21) LOCATION: See 11.1 HAND·SPECIMEN DESCRIPTION: Silty shale (weathered), laminated, medium gray, irregular frag· FORMATION DESCRIPTION: See 11·1 Figure A21. Close-up View of the Breathitt, Sample 11-4. 59 Figure A22. View of the Kope, Sample 12-1. 12-1, KOPE FORMATION (ORDOVICIAN) (Figures A22 and A23) HAND-SPECIMEN DESCRIPTION: Clayey shale, medium gray, thinly laminated, calcareous, medium hard to soft. LOCATION: The sample was taken from an 1-75 rock cut in Grant County, Kentucky , near Milepost 156, I 1/2 miles north of Williamstown on the right side of the southbound lane, approximately 15 feet above the road surface . FORMATION DESCRIPTION: The Kope Formation (upper Ordovician) in the Williamstown GQ-1104 (S. J. Luft, 1963), contains shale and lime stone. Shale is grayish in color and makes up 75 percent of the formation; can be thickly or thinly laminated in sets more than 2 feet thick. The limestone is gray, micro-grained, and fine- to coarse-grained in beds up to 10 inches thick. The overlying unit is the Fairview (85 - 105{?) fe et thick) and the underlying unit is the Point Pleasant Formation (20+ fe et thick). Figure A23. Close-up View of the Kope, Sample 12-1. 60 13-l,HANCE (PENNSYLVANIAN) bedded, gray to dark gray, micaceous and laminated, (Figures A24 and A25) with sideritic bands and concretions. Portions of the shale were fossiliferous (linguloid brachiopods, ostra HAND-SPECIMEN DESCRIPTION: Shale, codes, pelecypods) and calcareous. The Hance For medium to dark gray, laminated, platy, noncalcareous, mation is overlain by the Mingo Formation (730 - 930 hard, fine grained without any visible minerals. feet thick) and underlain by the Lee Formation which ranges from 925 to I ,150 feet in thickness. LOCATION: The sample was taken from a US- 119 rock cut {right side of road), five miles east of the junction with KY 421. Located on the Wallins Creek GQ-1016. FORMATION DESCRIPTION: The Hance Formation of the Breathitt Group as described on the Wallins Creek GQ-1016 (A. J. Froelich, 1972) ranges from 1,020 to I ,050 fe et in thickness. The formation contains sandstone, shale, siltstone, and coal. The samples were taken from the lower portion of the formation lower than the Hance Coal Zone. At this location within the formation, the sandstone ranged from light to dark gray and from fine- to coarse grained, with thin to thick bedding and some cross bedding. Shale and siltstone portions were inter- Figure A24. View of the Hance, Sample 13� 1. Figure A25. Close�up View of the Hance, Sample 13�1. 61 Figure A26. View of the Lee, Sample 15-1. 15-1 , LEE FORMATION (PENNSYLVANIAN) is underlain by the Pennington Formation (0 - 80 feet (Figures A26 and A27) thick). The Corbin Sandstone Member makes up the upper 90 feet of the Lee (sandstone and conglomeritic HAND-SPECIMEN DESCRIPTION: Underclay, sandstone), and the Livingston conglomeritic member medium gray, indistinct structure, irregular fragments, makes up the lower 0. 120 feet of the Lee cutting into clayey texture, noncalcareous, medium to soft, notice the Pennington Formation. able plant imprints, with iron staining along partings (fractures). LOCATION: The sample was taken from an 1-75 cut slope 1 mile south of KY-25 exit, about 4 feet above road level, fr om an underclay below a 2-foot coal seam. Sampled from the right side of the road (northbound lane). FORMATION DESCRIPTION: The Lee Forma tion (Lower Pennsylvanian) as described in the Mount Vernon GQ-902 (S. D. Sehlarger and G. W. Weir, 1971) contains sandstone, shale, siltstone, and coal. The sandstone is pink-gray and reddish-brown in color, is fm e-grained to medium-grained, conglomeritic, cross bedded, and contains carbonaceous shale partings. Shale and siltstone portions of the formation are interbedded and intergraded with each other and with the sandstone beds. They range from light to dark gray in color, are in part carbonaceous, crudely laminated, and thin bedded. The Lee Formation ranges up to 600 feet in thickness in the Mount Vernon Quadrangle and Figure A27. Close-up View of the Lee, Sample 15-1. 62 AN) NNSYLVANI ATION (PE LEE FORM 16-1, and (Figures A28 A29) N: Silty shale , DESCRIPTIO ECIMEN e, HAND-SP gment shap irregular fra laminated, ium gray , nica flakes. med hard, with r ous, medium noncalcare m an I-75 was taken fro e sample LOCATION: Th south of the , 5.3 miles nty) rock cut ple ckcastle Cou e). The sam (Ro rthbound lan 25 (no ating) . ction with KY seam (undul jun foot coal below a 1.5- into the s 3 - 5 feet m grades wa the coal sea erclay below The und . darker sample TION: See 15-l ON DESCRIP FORMATI 1. e, Sample t6� View of the Le Figure A28- 1. e, Sample 16- 63 w of the Le Close-up Vie Figure A29. 17-1, BEDFORD (MISSISSIPPIAN-DEVONIAN) (Figures A30 and A3 I) HAND-SPECIMEN DESCRIPTION: Shale, medium gray, laminated, irregular fragment shape, noncalcareous, hard, iron staining along fractures, with fine-sized pyrite crystals visible in many of the speci mens. LOCATIONS: Located in Rowan County, Kentucky, near M.P. 132 on I 64, 9.4 miles from the Owingsville-Salt Lick exit (west of the site). The sample was taken from westbound side of the cut slope about 4.5 fe et above road level (elevation 880 feet). The sample area was very near the top of the formation. FORMATION DESCRIPTION: In the Farmers GQ-1236 (R. C. McDowell, 1975), the Bedford Devonian and Mississippian Shale is described as a medium- to olive-gray shale with pyrite nodules and calcitic concretions and very thin siltstone beds. The Bedford Shale ranges from I 5 to 30 fe et in thickness Figure A30. View of the Bedford and Sunbury, Samples and is overlain by the Sunbury Shale, 15 - 20 feet 17-1 and 17-2. thick and is underlain by the (Devonian) Ohio Shale which ranges from 165 to 200 feet in thickness. Figure A31. Close-up View of theBedford and Sunbury, Samples 17-1 and 17-2. 64 17-2, SUNBURY (MISSISSIPPIAN) (Figures A32 and A33) HAND-SPECIMEN DESCRIPTION: Shale, black, fissile, platy, noncalcareous, hard, with iron staining and visible pyrite inclusions. LOCATION: On I 64 at Milepost 132, 9.4 miles fr om the Owingsville Salt Lick exit (west from site). The sample was taken from a cut slope (westbound lane), about 2 feet above the road surface, from the top of the Sunbury Shale next to the Hen1ey Bed (Farmers Member) of the Borden Formation. FORMATION DESCRIPTION: In the Farmers GQ-1236 (R. C. McDoweil, 197 5), the Mississippian Sunbury Shale is described as a dark gray to black shale, carbonaceous, fissile, with pyritic nodules. Rang· ing in thickness from 15 to 20 feet, it is overlain by the Henley Bed (4 - 12 feet thick) of the Farmers Member of the Borden Formation and is underlain by Bedford Figure A32. Close-up View of the Sunbury and Henley, Shale (from 15-20 feet in thickness). Samples 17-2 and 17-3. Figure A33. View of theHenley , Sunbury and Bedford, Samples 17-3, 17-2 and 17-1. 65 17-3, HENLEY BED (MISSISSIPPIAN) above road level, from the upper portion of the Henley (Figure A34) Bed. FORMATION DESCRIPTION: In the Farmers HAND-SPECIMEN DESCRIPTION: Shale, me GQ-1236 (R. C. McDowell), the Henley Bed (4 - 12 dium gray to greenish-gray, laminated, irregular frag feet thick) is the lowest bed ofthe Farmers Member of ment shape, noncalcareous, and medium hard. the Borden Formation. It contains shale that is gray, clayey, and usually contains a few thiu sandstone beds LOCATION: Rowan County, Kentucky, on I 64, in the upper portion. The Henley Bed is overlain by Milepost 132, and 9.4 miles from the Owingsville-Salt sandstone beds of the Farmers Member of the Borden Lick exit (west from the site). The sample was taken and is underlain by the Sunbury Shale which ranges from the westbound side of the cut slope about 8 feet from 15 to 20 feet in thickness. Figure A34. Close-up View of the Henley, Sample 17�3. 66 17-4, NANCY (MISSISSIPPIAN) Member ranges from 115 to 175 fe et in thickness on (Figure A35) the Farmers GQ-1236 (R. C. McDowell, 1975). Over lying the Nancy Member is the Cowbell Member HAND-SPECIMEN DESCRIPTION: Shale, gray, (350 + feet thick); underlying the Nancy Member laminated, platy, noncalcareous, medium hard, iron is the Farmers Member of the Borden which varies staining along partings. from 20 to 80 feet in thickness. The Nancy contains shale , siltstone, and sandstone. Shale portions are gray, LOCATION: Rowan County, Kentucky on I 64, poorly fissile, silty, with ironstone concretions. The M.P. 134, from the westbound side of the cut slope. siltstone is shaly and occurs in minor amounts toward The sample was taken at the base of the Nancy the top of the unit. Sandstone occurs as lensing beds Member. The site was 9.4 miles from the Owingsville (one or two) in the lower portion of the unit, with Salt Uck exit. beds ranging up to 3 feet in thickness. The sand stone is brown to gray, very fine-grained, and evenly FORMATION DESCRIPTION: The Nancy bedded. Figure A35. View of d1e Nancy, Sample 17-4. 67 18-1, NADA (MISSISSIPPIAN) ber (Mississippian) of the Borden Formation ranges (Figures A36 and A37) from 0 to 45 feet in thickness in the Cranston GQ 1212 (J. C. Philley, D. K. Hylbert, and H. P. Hoge, HAND-SPECIMEN DESCRIPTION: Silty shale, 1974). The Nada contains shale, siltstone, and lime medium to light gray, laminated, platy, calcareous, and stone. Shale (90 percent of the member) portions vary medium hard. from very dark red to greenish-gray in color and is calcareous and laminated. The siltstone comprises five LOCATION: The sample site was located in percent of the Member, is greenish-gray, thin-bedded, Rowan County, Kentucky, on I 64, Milepost 146, 8.7 and slightly calcareous. Thin bedded limestone (5 miles east of the Morehead-Flemingsburg exit. The percent of the member) is gray and varies from me sample was taken from the westbound side of I 64, 70 dium to coarsely crystalline, with abundant fossils. feet from the top of the Nada contact and 2 feet The Nada is overlain by the Renfro Member (0 - 5 feet above road level. thick) of the Borden Formation and underlain by the Cowbell Member (220 - 370 feet thick) of the Borden FORMATION DESCRIPTION: The Nada Mem- Formation. Figure A36. View of theNada, Samples 18-1 and 18-2. 68 18-2, NADA (MISSISSIPPlAN) (Figure A37) HAND-SPECIMEN DESCRIPTION: Shale, red and green, laminated, platy, calcareous, softer than Sample 18-1 (medium hard). LOCATION: See 18-1 FORMATION DESCRIPTION : See 18-1 Figure A37. Close-up View of the Nada, Samples 18-1 and 18-2. 69 Figure A38. View of the Newman, Sample 19·1. 19-1 , NEWMAN (MISSISSIPPIAN) (Figures A38 and A39) HAND-SPECIMEN DESCRIPTION: Shale, gray laminated, irregular fragment shape , calcareous, soft, with iron staining. LOCATION: The sample was taken in Rowan County, Kentucky, from a rock cut on the west bound side of I 64. The site was 1 mile east of the KY- 799 overpass and approximately 30 feet above the road surface (on a bench), underlying a brown sand stone lying unconformably over the Newman. FORMATION DESCRIPTION: The Newman Limestone is overlain unconformably by the Mississippian Carter Caves Sandstone, 0-60 feet thick, and in other portions of the quadrangle by the down cutting Breathitt Formation (Pennsylvanian). Undera lying the Newman is the Renfro Member of the Borden Formation (0 - 10 feet thick). In the Soldier GQ-1233 C. Philley, D. K. Hylbert, and H. P. Hoge, 1975), (1. the Newman ranges from 0 to 80 feet thick. Lower portions of the formation contain thin·, medium and thick-bedded limestone. The upper portion of the formation, 0 a 40 feet, contains shale and limestone. Shale portions are greenish-gray to grayish-red, calcareous, thin-bedded, and laminated. The limestone is light olive-gray to bluish-gray, and ranges from medium to coarsely crystalline and from thin- to thick bedded. Figure A39. Close·up View of the Newman, Sample 19·1. 70 Figure A40. View of the Osgood, Sample 20·1. 20-1, OSGooD (MIDDLE SILURIAN) (Figures A40 and A41) HAND-SPECIMEN DESCRIPTION: Dolomitic shale, light gray, bedded, irregular fragment shape, clayey texture, calcareous, medium hard, with pyrite inclusions. LOCATioN: Located in Nelson County, Kentucky, on the Bluegrass Parkway at Milepost 22. The sample was taken from the eastbound side of the parkway about 3 feet below the road surface (ditch line) and about 6 feet from the top of the formation. FORMATION DESCRIPTION: The Middle Silurian Osgood Formation contains shale and dolo� mite and ranges from 25 to 4 7 feet thick as described in the Bardstown GQ-825 (W. L. Peterson, 1969). Greenish-gray and pale red shale predominated the unit. It is nonfissile and dolomitic with a smaller por� tion being a fissile clay shale. Dolomite is found as a ·uoot thick zone near the top of the unit and as scattered beds through the unit and tending to be more concentrated near the base of the Osgood. The Silurian Laurel Dolomite (25? . 85 feet thick) overlies the Osgood and the Silurian Brassifeld Dolomite (15 · 29 feet thick) underlies the Osgood Formation. Figure A41. Close-up View of the Osgood, Sample 20..1. 71 Figure A42. View of the Conemaugh, Sample 21-1. 21-1, CONEMAUGH FORMATION (J>ENNSYLV ANIAN) (Figures A42 and A43) HAND-SPECIMEN DESCRIPTION: Siltstone, gray with indistinct structure, irregular fragment shape, silty texture, medium hard, with iron staining along the fractures and no reaction to hydrochloric acid. LOCATION: The sample site was located in Boyd County, on I 64, Milepost 187, 2 miles west from the Ashland-Cannonsburg exit. The sample area was on the eastbound side of ! 64 and at road level. FORMATION DESCRIPTION: The Pennsyl vanian Conemaugh in the Cattlettsburg GQ-1 96 ranges to 310 feet in thickness. The formation is overlain by terrace deposits in some locations and underlain by the Breathitt Formation. Shale, siltstone, sandstone, coal, and underclay are present. Shale, siltstone and sandstone make up the majority of the Formation. The shale is gray, buff, reddish-brown, or mottled greenish-gray, with some beds up to 6 feet tn thick ness, and silty in portions. The sandstone is brown, gray, buff, medium to coarse-grained, conglomeratic Figure Close-up View of the Conemaugh, Sample in portions of the unit, and calcareous in some of the A43. beds. 21-1. 72 22-1, CRAB ORCHARD (SILURIAN) shale and dolomite. Shale is greenish-gray to gray (Figures A44 and A45) and plastic when wet. Dolomite is gray to light-gray to grayish-orange, to yellowish-brown, and weathers HAND-SPECIMEN DESCRIPTION: Shale, me to rusty brown. dium hard, gray, laminated, irregular structure, clayey texture, iron staining along fractures, and no reaction to hydrochloric acid. LOCATION: Location in Rowan County on I 64 (Milepost 130), two feet below the contact with the Ohio Shale, 11.5 miles west of the Owingsville-Salt Lick exit. The sample was taken from the eastbound side of I 64, at road level. FORMATION DESCRIPTION: In the Farmers GQ-1236 (R. C. McDowell, 1975), the Crab Orchard ranges up to 180 feet in thickness and is overlain by the New Albany Shale (200 feet thick) and Bisher Limestone (0 - 7 feet thick). The underlying unit is the Preachersville Member of the Drakes Formation (Upper Ordovician). The Crab Orchard consists of Figure A44. View of the Crab Orchard, Sample 22-1. Figure A45. Close-up View of the Crab Orchard, Sample 22-1. 73 Figure A46. View of the Caseyville and Tradewater. 23-1, CASEYVILLE AND TRADEWATER usually weathers to light yellowish-brown. Shale ranges FORMATIONS (PENNSYLVANIAN) from gray, olive-gray to black and is commordy inter (Figures A46 and A4 7) bedded �ith siltstone. Nodules and bedded sideritic concretions can commonly be found in the shale. HAND-sPECIMEN DESCRIPTION: Shale, medium hard, dark gray, laminated, platy to fissile, clayey to silty, noncalcareous, with iron staining along fractures. LOCATION: The sample site is located in Ohio County on the Western Kentucky Parkway 0.25 mile east from Milepost 85. The sample was taken from the westbound lane about 7 feet above the road surface from a rock cut that is approximately 40 feet high with a coal seam at the top. The majority of the cut consisted of dark gray shale with persistent beds (about 4 inches thick) that contain siderite. FORMATION DESCRIPTION: The Caseyville and Tradewater Formations are mapped together in the Rosine GQ-928. They are overlain by alluvium and underlain (unconformably) by Mississippian rock sometimes cutting down to the Waltersburg Formation. Below the Elm Lick Coal Bed, the formation (probably Caseyville) consists of sandstone, shale , siltstone, coal, and limestone. The sandstone is white to very light gray, very fine· to medium-grained, crossbeddcd, and Figure A47. Close-up View of the Caseyville, Sample 23-1. 74 Figure A48. View of the Lower Carbondale, Sample 24-1. 24-1, LOWER CARBONDALE (MIDDLE) sandstone generally grades laterally into shale and silt (PENNSYLVANIAN} stone. The siltstone is light to dark-gray and gener (Figures A48 and A49} ally micaceous. Shale is usually light gray to black and micaceous. HAND-SPECIMEN DESCRIPTION: Siltstone, light gray, medium hard, indistinct structure, irregular fragment shape, silty texture, noncalcareous, with small visible mica flakes. LOCATION: The sample was located in Muhlenberg County on the Western Kentucky Parkway 0.1 mile west from Milepost 47, 20 fe et below the contact with the Upper Carbondale. The sample was taken from the westbound side of the roadway 5 feet above road level and 7 feet below a coal seam. The rock cut was approximately 20 - 25 feet deep. FORMATION DESCRIPTION: The Lower Carbondale ranges to 200 feet in thickness and is underlain by the Tradewater Formation and is over lain by the Lisman Formation. As described in the Graham GQ-765 (T. M. Kehn, 1968), the formation is composed of sandstone, siltstone, shale, coal, and underclay. The sandstone is light- to medium-gray, fine- to medium-grained, and ranges from thina to Figure A49. Close·up View of the Lower Carbondale, thick-bedded, locally crossbedded and micaceous. The Sample 24-1. 75 25-1, LISMAN FORMATION medium-gray in color, dense, finely crystalline, and (UPPER PENNSYLVANIAN) thin-bedded with fossils. (Figures ASO and A51) HAND-SPECIMEN DESCRIPTION: Shale, medium hard, brown to gray, laminated, platy, clayey texture, and calcareous. LOCATION: Hopkins County on the Western Kentucky Parkway near Milepost 40 en the east bound side about 4 feet above the road surface, 2 miles east of the Madisonville exit. Probably on the downthrown side of a fault with the No.l4 coal outcropping across the parkway from the site. FORMATION DESCRIPTION: In the Norton ville GQ-762 (J. E. Palmer, 1968), the Lisman ranges up to 300 feet in thickness and is overlain by alluvium and underlain by the Carbondale Formation. The Lisman is composed of sandstone, shale, siltstone, limestone, coal, and underclay. The sandstone is light gray to dark brown, medium grained, interbedded with shale, medium-brown to dark-gray, partly sandy, and micaceous. The siltstone is light orange�brown, limonitic, and sandy. Limestone portions are light- to Figure ASO. View of the Lisman, Sample 25-1. Figure A51. Close-up View of the Lisman, Sample 25-1. 76 Figure A52. View of the Carbondale, Sample 26-1. 26-l, CARBONDALE FORMATION 9 coal bed, the Carbondale Shale is massive in fresh (MIDDLE PENNSYLVANlAN) exposures and contains siderite and pyrite concretions. (Figures A52 and A53) Limestone is medium-gray, finely crystalline, dense, and fo ssiliferous. HAND-SPECIMEN DESCRIPTION : Siltstone, medium-gray, laminated, tabular, silty texture with fine sand, noncalcareous, medium-hard mica flakes visiable with a hand lens. LOCATION: Located in Hopkins County on the Western Kentucky Parkway near Milepost 32 0.1 mile east from the KY-454 bridge. The samples came from a rock cut on the right side of the westbound lane. Sample 26-1 was obtained 5 feet above the No. 9 coal seam (4 · 5 feet thick) and approximately 15 feet above road level. Sample 26-2 was sampled 6 feet below the No. 9 coal bed and approximately 8 feet above road level. FORMATION DESCRIPTION : Descriptions of the Carbondale Formation were taken from tbe Saint Charles GQ-674 (J. E. Palmer, 1967). Tbe formation has a thickness of 355 feet and consists of sandstone, shale, limestone, coal, and underclay. The Lisman Formation overlies the Carbondale, and the Tradewater Formation underlies the Carbondale. Sandstone is light orange-brown, fine-grained, micaceous, thick bedded, and forms steep slopes and bluffs . Shale is Figure AS 3. Close-up View of the Carbondale, Sample light brown and dark gray to black. Above the No. 26·1. 77 26-2, CARBONDALE (MIDDLE PENNSYLVANIAN) Figures A54 and A55) ( HAND-SPECIMEN DESCRIPTION: Shale, gray Carbondale to greenish�gray, laminated, tabular, clayey texture, slightly calcareous, medium hard, with small pyrite crystals visible in some of the hand specimens. LOCATION: See 26-1 FORMATION DESCRIPTION: See 26-1 Figure A54. View of the Carbondale, Sample 26-2. Figure AS 5. Close-up View of the Carbondale, Sample 26u2, 78 27-1 , TRADEWATER locally forms steep slopes and cliffs. The siltstone is (MIDDLE PENNSYLVANIAN) light to medium gray and is locally interbedded in the (Figures A56 and A57) upper part with thin-bedded sandstone. HAND-SPECIMEN DESCRIPTION: Siltstone, medium gray, laminated, tabular fragments, silty with fm e sand (alternating light and dark laminations), noncalcareous, and medium hard. LOCATION: Located in Caldwell County on the Western Kentucky Parkway 0.6 mile east from Mile post 19. The sample was taken from a rock cut on the eastbound side of the parkway approximately 8 feet below a coal seam and 4 feet above road level. FORMATION DESCRIPTION: The Tradewater in the Olney GQ-742 (R. D. Trace and T. M. Kehn, 1968) ranges up to 420 feet in thickness. The formation is overlain by loess, and alluvium in some locations, and is underlain by the Caseyville For mation. Sandstone, siltstone, shale , limestone, and coal can be found in the Tradewater Formation. The sample came from below the lowermost unnamed coal bed of the Tradewater. Sandstone and siltstone is below the unnamed coal bed. The sandstone weathers light brown; fine� to mediurn.grained, micaceous; locally crossbedded, generally very thickbedded; and Figure AS6. View of the Tradewater, Sample 27-1. Figure A57. Close-up View of the Tradewater, Sample 27-1. 79 28-1 , KINKAID (?) (MISSISSIPPIAN) red, or greenish-gray, calcareous, and commonly silty. (Figures A58 and A59) The sandstone is gray and greenish-gray, very fine- and fine-grained, partly calcareous in places. HAND-SPECIMEN DESCRIPTION: Siltstone, gray, laminated, irregular fragment shape, silty texture, noncalcareous, fairly hard, with visible mica flakes and iron staining along fractures. LOCATION: The sample was taken from a rock cut in Caldwell County on the Western Kentucky Park way, 0.15 mile east from Milepost 19, I foot above road level from the westbound side of the parkway. The beds were dipping (fault) to the east at 15". The shale bed was approximately 6 - 7 feet thick overlying a 20-foot section of limestone and siltstone, with a 30-foot section of sandstone overlying them. FORMATION DESCRIPTION: The Kinkaid, Degonia Sandstone, and Clore Limestone as described in the Olney GQ-742 (R. D. Trace, 1968) are over lain by the Caseyville Formation (Pennsylvanian) and underlain by the Palestine Sandstone. The Kinkaid, Degonia, and Clore Fonnations are undivided and are composed of limestone, sandstone, shale, and siltstone. The limestone is light to medium-dark-gray, fine- to medium-crystalline, cherty, highly fossiliferous, and argillaceous (in places). The shale is medium-gray, gray, Figure ASS. View of the Kincaid, Sample 28-1. Figure A59. Close-up View of the Kincaid, Sample 28·1. 80 29-1, MENARD (MISSISSIPPIAN) gray, calcareous, composing 50 to 75 percent of the (Figures A60 and A61) unit. The limestone is medium gray, argillaceous, and locally dolomitic. HAND-SPECIMEN DESCRIPTION: Shale , medium to dark gray, laminated, tabular fragments, clayey texture, calcareous, medium hard, with iron staining along fractures. LOCATION: The sample was taken from a Western Kentucky Parkway rock cut in Caldwell County, 0.55 mile east from Milepost 17 about 5 feet above road level. There was about 25 - 30 feet of cut observed at the site with 10 feet of shale. The sampled shale was predominantly overlain by interbedded sand stone, shale, and siltstone. FORMATION DESCRIPTION: As described in the Olney GQ-742 (R. D. Trace and T. M. Kehn, 1968), the Manard is overlain by the Palestine Sand stone and underlain by the Waltersburg Sandstone. The Menard Formation consists of limestone, shale , and sandstone, with more limestone being found in the lower portions of the formation. The upper portion (10 - 20 feet thick), (sampled area) contains interbedded shale and limestone, with the shale being Figure A60. View of the Menard, Sample 29-1. FigureA61. Close-up View of the Menard, Sample 29-1. 81 30-1 , TAR SPRINGS (MISSISSIPPIAN) FORMATION DESCRIPTION: The Tar Springs (Figure A62) (80 - 90 feet thick) as described on the Olney GQ-742 (R. D. Trace and T. M. Kehn, 1968) is overlain by the Vienna Limestone (15 - 25 feet thick) and under HAND-SPECIMEN DESCRIPTION: Siltstone, lain by the Glen Dean Limestone (0 - 100 feet thick). gray to greenish�gray, laminated, tabular fragment Sandstone and shale predominate. The sandstone is shape, silty texture , noncalcareous, medium hard, with light to medium gray, fine grained, thin to thick silt-sized mica flakes. bedded, with some parts being argillaceous, and cal careous in the lower half when the limestone beds of the Glen Dean are missing. Shale portions are medium LOCATION: The sample site was located on the to dark-gray, commonly silty or sandy, with abundant Western Kentucky Parkway 5.4 miles east of the thin interbeds of siltstone or very fi ne-grained sand Princeton-Marion exit near M.P. 17 in a rock cut stone. The upper portion is mainly shale ; the middle (25 feet) on the westbound side about 6 feet above portion is mainly interbedded sandstone and shale road level. and the lower part is mostly sandstone. Figure A62. View of the Tar Springs, Sample 3()-1. 82 31-1, HARDINSBURG (MISSISSIPPIAN thick as 10 fe et. Also, a trace of coal can be found ) (Figures A63 and A64) approxbnately 40 feet above the base of the unit. HAND-SPECIMEN DESCRIPTION: Siltstone, medium gray, laminated, tabular fragment sbape, silty texture, slightly calcareous, medium hard, with mica flakes. LOCATION: The sample site was located in Caldwell County, 4 miles east of the Princeton-Marion exit on the Western Kentucky Parkway, 0.7 mile east from M.P. 15. The sample was taken from a rock cut on the westbound side of the parkway at road level from a 10-foot shale bed (3 feet below the contact with the Glen Dean). FORMATION DESCRIPTION : The Hardinsburg Formation on the Olney GQ-742 (R. D. Trace and T. M. Kehn, 1968) is overlain by the Glen Dean Limestone (0 - 100 feet thick) and underlain by the Golconda Formation (1 10 - 130 fe et thick). It ranges in thickness from 80 to 100 feet and consists of sandstone and shale. The sandstone is light and med ium gray, very fine- and fine-grained, slightly calcare ous locally, with some crossbedding. Shale is medium and dark gray, and sandy. The shale consists of four separate lenticular beds of sandstone, each being as Figure A63. View of the Hardinsburg, Sample 31-l. Figure A64. Close-up View of the Hardinsburg, Sample 31-1 . 83 32-1, GOLCONDA (MISSISSIPPIAN) FORMATION DESCRIPTION : The Golconda (Figure A65) Formation from the Olney GQ-742 (R. D. Trace, HAND-SPECIMEN DESCRIPTION: Shale , gray, T. M. Kehn, 1968) is overlain by the Hardinsburg laminated, medium hard, irregular fragment shape, Formation {80 . 200 feet thick) and is underlain clayey to silty texture, slightly calcareous, fossiliferous, by Cypress {?) Sandstone {40 · 60 feet thick). The with iron staining along fractures. Golconda {I I 0 · 130 feet thick) consists of shale , lime LOCATION: Caldwell County on the Western stone, aud saudstone. The shale is dark gray, partly_ Kentucky Parkway, 0.7 mile east of the Princeton sandy, partly silty, and partly calcareous. The lime Marion exit. The sample was taken from a 12-foot stone is light to medium gray, medium and coarsely shale bed on the eastbound (rock cut) side of the crystalline, locally argillaceous, and has abundant fossil parkway. At the sample site, the beds were dipping to fragments. The sandstone in the unit is light greenish the east due to a nearby fault. The beds were striking N gray to dark gray, very fine- and fine-grained, partly 80° E aud dipping at IIo. calcareous, and partly argillaceous. Figure A65. View of theGolconda, Sample 32-1. 84 33-1, CLAYTON AND MCNAIRY FORMATION DESCRiPTION: In the Hardin (CRETACEOUS AND TERTIARY?) GQ-759 (G. R. Scott and L. M. MacCary, 1968), the (Figure A66) Clayton and McNairy Formations (undivided) are overlain by the Porters Creek Clay (50 feet (?)) and HAND-SPECiMEN DESCRiPTION: Clay, underlain by the Tuscaloosa (0 - feet thick). The grayish-brown with yellow patches, soft, laminated, formation contains sand, clay , andISO gra vel. Sand ranges irregular fragment shape, clayey texture with thin in color from white to brown and is very fine- to sandy lenses, non calcareous with mica flakes. medium-grained, micaceous, with crossbedding and cut-and-fill structures being common. The clay portion LOCATION: The samples came from a Purchase is light gray to black, silty, carbonaceous, and Parkway cut, 0.2 mile north from Milepost 44 on the commonly contains lamina of fine-grained sand. The southbound side about 1 foot above road level. The gravel contains well-rounded white chert and cobbles in site was about 1.7 miles north from the Benton and a matrix of quartzose sand, occurring as indurated Symsonia exit (KY 348). gravel beds and scattered pebbles in the lower 60 feet. Figure A66. View of tbe Clayton and McNairy, Sample 3 3-1. 85 APPENDIX 8 COMPUTER PROGRAM FOR CALCULATING THE SLAKE-DURABILITY DECAY INDEX,D r 87 AREA- 0 c c iST c VEKS ION, SEPTEMBE R 1980 c UPDATES, VERSIONS : c NONE c c *** *********************************************** 1.. CGrW UTEi<. PROGRAM c l. c FCK L C OMPUTING AREA UNDER A CURVE c c D c iiN c SLAKE-DURAB IL ITY DECAY INDE X c 1.. BY c. c TOMM Y Co YCPKINS c JN1VERSITY OF KENTUCKY c r COLL�GE ENGINEERING ... OF KiNTULKY TRANSPOR TAT ION PROGRAM c RESEARCH c KE�TOCKY RESEARC H BU ILDING LEXINGTON c , K�NTUCKY 40506 PHON E 1.. 60o 258- 5874 ,,, '- c **� ************************* *********** ******* c r TH IS P O R A IS �RITT EN IN FCRTRAN IV AND ... R G M c PPGDUC�S A CCMPUTER PLOTTED CU TPUTo THE G FOR c PRJ RAM wAS DEVELOPED c N c THE KENTUCKY DEPARTMENT Of TRA SPORTATION c BUREAU c OF HIGH�AYS c c ****************************** ******************** c c THIS P THE AREA A GIVE� SLAKE-DURABILI c R O GR A M COMPUTES LYING UNDER TY DEX M DATA SET,CALCULA TES SLAKE-DUR ABI LITY DEC AY &KDEX c l i - Tl AND � E A COMPUTER PLOT OF T�c c PROVIDES SLAKE- DURA BILITY INDEX AS FUKC � OF TIME. IN A c TIO CJM?UTING THE AREA,THE SLAK E-DURABILITY INDEX TIME DAT A POINT S AkE CON�E CT ED BY STRA IGHT LlNES. THE TOTAL AREA 1.. c LYING UNDEK THE CURVE IS OBTAl i•ED BY DIVIDING THE AREA INTO 998 SLICES IOR KECTANGLtSI ,(ALCULAT ING AREA OF EACH c f�E RECTAKGLE tAND • THEN, SUMMI NG THE AREAS OF THE 998 RECTANGL ES. THE SLAKE-OURA3 I LITy DECAY INDEX lS ObTAINED AS FOLLO wS : ...� c l. SLAKE-DURABILIT Y DECAY UF R EC TANGULAR AREAS/5CO c INDEX= SUMMATION c VALUE OF �AS CHOSEN AND HAS UNITS OF PERCENT c !THE �OJ ARBITRARILY 00 MINUTES! <0 c <0 ( 0 c INPUT INSTRUCTI ONS c c COLUMNS VARIABLE F O KEMARKS c IUl A T c NAME c c loUTILITY AND NUMBER OF PROBLEMS CARD c c 1- 5 IN I5 IN=INPUT UT ILITY CODE FOR READING OAT c A;THE vALUE IS ADJUSTED RIGHT. c 6-10 c c I OUT I5 IOUT=CUTPUT UTILITY CODE FOR wRITING c DATA ; THE VALUE IS ADJ USTED RIGHT. L 11-15 NOP c rs NOP-NuMdER OF PROBLEMS TO BE SOLVED . c THE VALUE IS ADJU STED RIGHT. c c z. lDENTIFILATIUN CARD. c I ABO I J=PROJEC T IDE NTIFICA TION ,NAME OF c 1-tiD rill J H l ( c SPEC If'-1EN,t:: TC, . c c 3.TIME-S LAKE DuRABILITY INDEX CARD· c 1-10 XT( c 1' 10o0 XT( I-VALUE OF TIME IN MI NUTE S. c c 11-20 YII J F1Q. O yii I -V A L UE OF SLAKE-DURABILITY INDEX c iN PERCENT . NOTE:REPEAT THIS CARD FOR ADOI T&ONAL cr COORDINATES. PLACE THE VALUE 9 99 \. AT c CN THE LAST CARD OF THE D A SET c IN COLU MNS 1-10. c **************************** **************** ******************* *** c c VARIABLE DEFINITIONS c c IN c INPUT UTILITY CODE . c c IOJT c UUTPuT UT ILITY CUOE. c c NDP c NUMBER OF PROBLEMS. c IHl { l c c PROJ ECT AND/OR SAMPLE IDENTIFICATION c c c INO c 00 LOOP PARAMETER (. XTI l MINUTES. c X-COORDINATE OF THE VALUE OF TIME IN c c I I l Y PERCENT c Y-COO ROINATE OF THE VALUE OF SLAKE-DURABI LITY INDEX IN c NOPC c PO c NUMBER OF TIME-SLAKE DURAB ILITY INDEX COORDINATE INTS. \,. c XA =XT! ll X- c THE F IKST COORDI NATE VALUE OF TIME. c c XB =XT!f�OPC l LAST X-COORDINATE �ALUE TIME. c TH� OF c (. NSLICE r NUMBER OF SLICES. A vALUE OF HAS BEEN ARBI TRAR ILY S ELECTED \,. 998 c ANO OE FINEO IN THE PROGRAM . c XSSI l X-COURUHATE OF THE SIDES OF THE S LICES • '-!,; c SLCl l c SLOP� OF LINE PASSING THROUGH ANY TWO TIME-SLAKE DURAB ILITy c c INDEX COO RDINA TE POINTS• c XC I c l c X-COORDINATE OF THE CENT ER OF A SLICE c c YC ! l SL c Y COORJINATE AT THE CENTER OF EACH ICE AND AT THE TOP OF c EACH RECTANGLE. c K c c 00 LOOP PARAMETER· c c TOTAR TOTAL AREA LYING UNDER TIME-SLAKE DURABILI T Y INDEX CLRVE c THE c DC c S c SLAKE-DURABILITY DECAY IND EX c YS<.i c Y DECAY INDEX. c SQU ARE ROOT OF SLA KE DURAB IL IT c c \,. ******** ********************************************************** c THE FOLLOWING SUBROUTINES AND C OMPU ER c THE PROGRAM USES T c SUPPLIED BUFfERS : c MAIN PROGRAM c 1. c c 2• SUBROUTINE SLOP-COMPUTE S THE SLOPES OF LINES CONNECTING A GIVEN SET OF X- Y COORDI N ATE POINTS. CD c <0 c N c 3. SUBROUTINE COORD-COMPUTE S CCORO INATES XC, Y C AS DEFINED c ABOV E. c SUBROUTINe AREA UNDER A c 4. AREA-C OMPUTE S THE CURVE. c SET AND COUNTS c j. SUBROUTINe READ-RtAOS A GIVEN X-Y DATA THE c NUMBER OF X-Y OATA POI �TS. c SUB�OUTIN� DIVIOE-DIVIDES AN AREA UNDER C R VE I�TO REC '- o. A U c TANGLeS AND CCMPUTE� THE X- COORDINATE c AT CENTER OF EACH SLICE AND THE X- CDR c OINATE AT THE SIDE OF E ACH SLICE. c c 1. Ci.JMPUTEK PLUT c SUbROUTINE �: " c SCAL ER SQUARE c [:lOX c EM c P L DT c GRAPH c c c c c ************************************************************** **** l DIMH 65 SUdROUTINE AREA!NtDtY,TtAl 66 JIMENS lON Dl 998 lt Yl998),Al99Bl 6 7 T=O 68 00 l J = 1,N 69 J l = J l '-' Y I l A I 0 I J 70 T=T+A I�l 7l l CONT INUE 7Z RETURN 73 E:NO 74 SUBROUTINE READlA,d, KtJl 75 DIME NSION AlZ5J,dlZ5l 76 K=l 77 3 READIJtllAIKl tBIKl FORM AT I2FlO.O l co 7d l w 79 lFlA!Kl.GT.9o0•'10'�*9 l GO TO 2 xro •0> 00> x- •X z • ·- 00()> •a- <(()> ·- -x0'::> -N cu • �, o - �n Cl �--o� >D' +- .._.t.1" z---o o- w � z-o,_ + zz • "' '1"\ .o ,._ ·n '-" •:> .--� " ..., 00 co OJ tD 00 0'-0'· ry.. 0" 94 Appendix C MINERAL ANALYSES 95 100 " "'" 90 0 z 0 so NEW ALBANY,(I-210 : 2426.4 "' 8 1 z SUNBURY ( 17-2), 0 : 1258.9 .6. ;; 1 >- HANCE {13-1), o � 256.0 "' 70 0 1 "' LOWER CLAYS FERRY, 0 >- z (LIMESTONE AND SHALE) "' 60 {8 -IA) 0 : 160.5 I " ...... 1 "' - - -- "' - - .. --- 50 _o "'x 40 I 0 I ..: I I >- 30 I _J I "' .. '' I "' 20 ' I " ' 0 ' I ' ' ' I "' "' 10 I .. \ I _J ' "' ' I \ I 0 1000 2000 3000 4000 5000 6000 70 00 8000 9000 10,000 11,000 TIME {MINUTES) Figure Cl. Slake-Durability Index � Time Curves, Samples 1-2 (New Albany), 17-2 (Sunbuty), 13-1 (Hance), and 8-1A (Lower Clays Ferty). 100 " " "' INTERMEDIATE 0 90 UPPER DRAKES (3-I), D = 78.5 z 0 1 "' CRAB ORCHARD( 22-1), D = 68,7 0 1 "' BO 0 BEDFORD ( 17-1), 0 = 62.6 z 1 0 LISMAN (25- 1), 0 = 62.5 .. 1 o • BREATHITT {II-3), o =62.1 w 70 1 "' KINCA\ 0(28-1), 0 =60, 8 • 1 > z w 60 u "' w .. 50 wX 40 0 z > 30 > _J "' .. 20 "' " 0 10 w "' --- .. ------_J "' 0 0 200 400 600 BOO 1000 1200 1400 1600 \BOO 2000 2200 2400 2600 2800 3000 TIME (MINUTES) Figure C2. Slake-Durability Index - Time Curves, Samples 3-1 (Upper Drakes), 22-1 (Crab Orchard), 17-1 (Bedford), 25-1 (Lisman), 11-3 (Breathitt), and 28-1 (Kincaid). 97 100 :> => 0: 90 0 NADA (DARK GRAY- 18-1 ), D =53.2 A 1 z BREATHITT ( 11�1), 0 =48.5 o 1 0 80 II HENLEY (17-3), 0 =44 3 w 1 . z LOWER CASEYVILLE(23-I),D=41.1 0 1 "' UPPER CARBON DALE( 26-Il,0 =40. 7 f- 70 11 1 w 0: f- z 60 w u "' w a. 50 0 40 X w 0 z 30 >- f- = 20 "' "' 0: => 0 I 10 w " "' -' 0 --- "' 200 400 600 800 1000 1200 1400 TIME (MINUTES) Figure C3. Slake-Durability Index - Time Curves, Samples 18-1 (Nada), 11-1 (Breathitt), 17-3 (Henley), 23-1 (Lower Caseyville), and 26-1 (Upper Carbondale). 100 ::0 => 0: 90 0 0 LOWER NANCY o = 37.0 ( 5 -I ), 1 z UPPER NANCY (4-1 ), o =32.4 "' 1 0 80 0 TRADEWATER ( 27-1), o, = 28. 3 w D LEE (I-75, MT. VERNON- 16- 1), D " 2 6 . 2 z I • NANCY ( 1 -64, M P 132- 17-4 ), o = 26.0 f-"' 70 1 w • CONEMAUGH (21-1), o 2 !"' s.a "' f- z 60 w u 0: w a. 50 0 40 wx 0 z 3 0 >- f- -' "' 20 "' 0: => 0 10 ' w "' "' -' 0 "' 0 100 200 300 400 500 600 700 800 900 1000 liDO 1200 1300 1400 (TIME ( Ml NUTES) Figure C4. Slake-Durability Index - Time Curves, Samples 5-1 (Lower Nancy), 4-1 (Upper Nancy), 27-1 (Tradewater), 16-1 (Lee), 17·4 (Nancy), and 21-1 (Conemaugh). 98 100 "' :> 00: 90 z 0 80 "'z <( >- LOWER CLAYS FERRY (8-1 B) 0 1 •22.3 70 0 OSGOOD ( 20-1 ) 01 = 22.0 "'0: 0 >- LOWER CARBONDALE (26-2) 01 = 19.0 z ll 60 BREATH ITT (UNDERCLAY) (11-2) 0 .,14.3 "' 0 1 " 0: LOWER CLAYS FERRY (7-1 ) 01 � 1 4. 1 "' e "- 50 NADA \RED SHALE l (18- 2) 01 • 12.2 8 _- ,;: 40 0"' � >- 30 -' m <( 0: 20 :> 0 I "' " 10 -'<( "' 0 100 200 300 400 500 600 700 BOO 900 1000 1100 1200 T\ME (MINUTES) · Figure CS. Slake-Durability Index - Time Curves, Samples 8-1B (Lower Clays Ferry), 20-1 (Osgood). 26-2 (Lower Carbondale), 11-2 (Breathitt Underclay), 7-1 (Lower Clays Ferry), and 18-2 (Nada Red Shale). 100 " :> 0: 90 0 LOWER CARBONDALE (24- 1), 0 = 9.8 0 1 z TA R SPRING (30-I),I0 =6.0 • 1 CRAB ORCHARD (10-1 ), 0 " 5.1 0 80 6 1 MENARD (29-1), 0 = 3-8 "' D 1 � • CRAB ORCHARD ( 1-1 l, D = 3.7 � 1 "' 70 0: >- z "' 60 " "' "' "- 50 0 "'X 40 0 z ,.. 30 >::: ,! m 20 <( 0: :> 0 I 10 "' " <( ____ _ -' ..., ---- "' 0 0 200 300 400 500 600 TIME (MINUTES) Figure C6. Slake-Durability Index - Time Curves, Samples 24-1 (Lower Carbondale), 30-1 (Tar Springs), 10-1 (Crab Orchard), 29-1 (Menard), and 1-1 (Crab Orchard). 99 100 " SOFT SHALES => KOPE (WILLIAMS TOWN -12-1), 0 =3.5 "' 90 0 1 " KOPE (KY8, 6-1),0 =3.5 0 1 GOLCONDA (32-1 l, 0 = 3. 2 z a 1 HARDINSBURG{31- I), D = 2.8 80 0 1 " CLAYTON- MC NAIRY {33-1 ), o = 2.3 '" • 1 LEE (I5- 1), 0 =2.0 z A 1 CONTINENTAL DEPOSI TS (2-1), 0 =1.3 " 70 • 1 1- NEWMAN (19-1), 0 = 0.9 '" • 1 "' BREATHITT (tl-4) 0=0. 4 + 1- 60 z '" " "' '" 50 .. _o 40 X '" z" 30 >- 1- co! 20 "' " 0: => " 10 I '" "' " 0 --' "' 0 100 150 TIME (MINUTES) Figure C7. Slake-Durability Index - Time Curves, Samples 12-1 (Kope), 6-1 (Kope), 32-1 (Golconda), 31-1 (Hardins burg), 33-1 (Clayton and McNaity}, 15-1 (Lee), 2-1 (Continental Deposits), 19-1 (Newman), and 11-4 (Breathitt). 100 Appendix D SLAKE-DURABILITY INDEX-TIME CURVES 101 7 0 NEW ALBANY 1-2 SUNBURY 17-2 6 0 HANCE 13- 1 "' UPPER DRAKES 3- 1 D 5 • CRAB ORCHARD NO. 3 22- 1 1- • BEDFORD 17- 1 z UJ LISMAN 25-1 u .. 0: UJ 4 "- 100 lOCO 10,000 T I ME (MINUTES ) Figure Dl. Loss of Water - Time Curves, Samples 1-2, 17-2, 13-1, 3-1, 22-1, 17-1, and 25-1. 7 0 LOWER NANCY 5-I UPPER NANCY 4-1 6 0 TRADEWATER 27-1 t:. NANCY 17-4 D 5 1- z UJ u 0: 4 UJ "- 100 1000 10,000 100,000 TIME MINUTES ) I Figure D2. Loss of Water - Time Curves, Samples 5-1, 4-1, 27-1, and 17A. 103 7 LOWER CLAYS FERRY -I 6 0 7 LOWER CARBONDALE 24-1 0 TAR SPRINGS 30-1 t::. MENARD 29-1 0 KOPE 5 0 ( 1-75 WILLIAMSTOWN) 12·- 1 1- z OJ 0 0: 4 OJ "- (/) (/) 3 0:3 OJ 1- .. 2 3: 100 1000 10,000 100,000 TIME (MINUTES ) Figure D3. Loss of Water - Time Curves, Samples 7�1, 24-1, 30-1, 29-1, and 12-1. 7 KINCAID 28- 1 6 0 NADA 18- I 0 BREATHITT II-I 6 HENLEY 17- 3 o 5 UPPER e CARBONDA LE 26-1 f- z OJ u 4 0: w "- "' (/) 0 _j 3 0: w f- "' 2 "' 100 1000 10,000 100,000 TIME (MINUTES I Figure D4. Loss of Water - Time Curves, Samples 28�1, 18-1, 11-1, 17-3, and 26-1. 104 28 CRAB ORCHARD {US 52 } 1-1 24 0 BREATHITT {TAN SHALE ) 11-3 0 BREATHITT (GRAY SHALE) Il-l 6 0 CLAYTON AND Me NAIRY 33-1 20 1- z Ul l.) "' 16 Ul a. "' "' 0 12 --' "' Ul !:t� 8 4 100 1000 10,000 100,000 TIME (MINUTES ) Figure DS. Loss of Water · Time Curves, Samples 1-1, 11-3, 11·1, and 33-1. 7 CONEMAUGH 2 1- I 6 0 OSGOOD 20- 1 0 LOWER CARBON DALE 26-2 6 D BREATHITT (UNDERCLAY) 11-.2 5 1- z UJ l.)"' 4 UJ a. "' en 3 '3 0:: UJ 1- � 2 100 1000 10,000 100,000 TIME !MINUTES) Figure D6. Loss of Water - Time Curves, Samples 21-1, 20-1, 26-2, and 11-2. 105 7 GOLCONDA 0 32- 1 6 HARDINSBURG 31- 1 0 LEE ( 1-75 6 UNDERCLAY) 15-1 o NEWMAN 19- 1 5 .... z w u 0: 4 w 0. "' "' 0 _j 3 0: w .... "' "' 2 100 1000 I 0,000 I 00,000 TIME (MINUTES ) Figure D7. Loss of Water - Time Curves, Samples 32wl, 31-1, 15-1, and 19-1. 106 Appendix E. CONDITIONS OF SHALES BEFORE AND AFTER SOAKING IN THE JAR SLAKE TEST 107 Figure El. Ty pical Slaking Reaction of a Shale (Sample 19� 1), after Immersion, Which was Classified as Hav� ing aJar Slake Number of 1 (top); and, View of the Shale before Immersion (bottom). 109 Figure E2. Typical Slaking Reaction of a Shale (Sample 17�3), after Immersion, Which was Classified as Hav� ing aJar Slake Number of 2 (top); and, View of the Shale before Immersion (bottom). 110 Figure E3. Typical Slaking Re action of a Shale (Sample 4-1), after Immersion, Which was Classified as Having a Jar Slake Number of 3 (top); and, View of the Shale before Immersion (bottom). 111 Figure E4. Typical Slaking Reaction of a Shale (Sample 18-1), after Immersion, Which was Classified as Hav· ing a Jar Slake Nu":lbcr of 4 (top)i and, View of the Shale before Immersion (bottom). 112 Figure E5. Typical SlakingReaction of a Shale (Sample 3�1 ), after Immersion, Which was Classified as Having a}ar Slake Number of 5 (top) i and, Viewof the Shale before Immersion (bottom). 113 Figure E6. Typical Slaking Reaction of a Shale (Sample 1�2), after Immersion, Which was Classified as Having ajar Slake Number of 6 (top); and, View of the Shale before Immersion (bottom). 114 APPENDIX F CONDITIONS OF SHALES BEFORE AND AFTER SOAKINGIN THE JAR-SLAKE TEST 115 1-2 NEW ALBANY Cy • 0.03 t 0.001 lUll !IIL.It.IY !IQ.PY./01 t511 a 550.U5 l'l!fllt!ABII.ITT. Ill. K ,. 0. 01l08a11l .JZ Clt.I!II!C. 011 •-'2.. 258 1 Nit. l..0. 08119 I LOGLO. OF ELBPSED TIME JIN. l l ..O.IIQ 0.00 0.� 1. � L�l L� ol.IIQ • 8 ·� • e e e e e e " e " " ee - p.. p Figure Fl. Swell deflection -logarithm-of-time curve, sample 1-2 (New Albany). 117 1-2 NEW ALBANY 0. OS SO. t 0. 001 SCI. PT./DI teo. "' 2250.984 lUll C'y '"' II.IY PI!MI!ABILl 1"r. "' 0. 000'7•10 /SI!C. Do. 2829 t 089& I I K. .JZ Cit. •-'2. lilt. -4. II. 0.08 SQ.IL/III'IH 0. 00'7 I'TVTI o t-G.. 0814 Kif • 100 •-'2.. 0888 lilt. 111. 1 SQUARE ROOT OF ElAPSED TIME tSQ. RT. KI N. ) 40. 80. 10.0. 0.0. 0.0. eo. 0.0. 0.0. 0.0. f.IJ...tlO. 211. ! Figure F2. Swell deflection - Square root-of-time curve, sample 1-2 (New Albany). 118 17-2 1 l SUNBURY l 0.89 0.028 T "' 18.751 C'y a SQ.K./1' t SQ. Pt./Dl sn KIN L 0. t?li1•1Q ltK. l-11..Q921 PI!Rit!SRIII ITT. K • -'l Clt./SI!C. DQ •-2. SS9S IN. l a.-Q. �1Q I C-tUB�PM • 0. 00772. D 100 ltK. t-Il.OS'lQ IN. LOGLO. OF ELBPSED TIME MIN. l l __�� -o.�a _n ____o.� ______on o. �a __o +- _t�--en______2.� '-n _____s� . 2._ o____ _�� oo-- --�� an �-,41_._en 5 5 i 5 --- 55 -. • Figure F3. Swell deflection - logarithm-of-time curve, sample 17-2(1) (Sunbury). 119 17-2 (1 SUNBURY J lUll ty ,. 0..55 SO.. II.IT t 0.. 018 SO.. I'T./111 T!IQ ... U5.11SQ liV 11 • 0.. 83 SO.. II. /Iii'IH 0..08Q I"TUTI 100 a-Q.. 9800 lill. 08'78l-Q.. Ill.I SQUBRE ROOT 15F ElBPSEO T!HE lSil. RT. HIN. l � 00 2.0.. 00 tO.. OO BQ.QQ 80.. 00 1QCI.. OO � = �� mr� C1 ..... - �p i ,... - z :.p 5I - p .• � . .. • • e p li Figure F4. Swell deflection - square root-of-time curve, sample 17-2(1) (Sunbury). 120 l SUN BURl' 17-2 (2 Cy • SQ.It./'C 0.02.0. SQ.I"T./DI 25.9112. lUll O.B'l t tsn "' LOG1Q. OF -ll. 81l ElAPSED TIME l MIN. l 4.811 0.00 0.� L� L� L2.0. I p · · ·� at at " • "• c m �p 1'1 .. o-�P - G z:p ...... - N z: • • P s=lo p Ul Gl ..p at Figure FS. Swell deflection -logarithm-of-time curve, sample 17-2(2) (Sunbury). 121 SUNBURY 17-2 (2 J lUll Cy -. 0.'111 SQ.M./T t 0.023 SQ.I'Y./01 too a 95.930. PI!IIKI!ABILITT. • O.. IIIK 1•11l •-'2.. 21138 Ill. K .JZ CM../SI!C. Do. Hit. l-Q.Il90S I •-1. 1 Ill. K\1 a. 0. 39 SQ.K. /MPI H 0.. OS"l I"T2/TI D10.0. 5119 Hit. t-o.. 05N I o.o SQUBRE. ROOT10.. OF0.0. ELB2.11...PSED 0.0. TIM0.0.E tSQ.u.RT. 0.0. MIN50... l 0.0. po.. so.. I pIll Ill c m§� .... Cll z p =� z • - p ...... P"" J. •• . .. en p.. . .. p... Ill Figure F6. Swell deflection - square root�of-tirne curve, sample 17-2(2) (Sunbury). 122 13-1 HANCE Cy • 0. 87 SO K. /T 0. 020 SO. fT. /01 T . I 50 • 24.705 KJN PEI'INERBJUTT. K • 0. 0957a10 -7 CK. ISEC. Do •-2. 2708 IIJ4. Hl. 08U IN. I C-SUB-ALPHR 0. 00209 • 0100 •-1. 1717 KK. 1-0. 0•61 JN. I � LOGlO. OF ELA SEO TIME ( MIN. l -o. eo o oo o. eo I 2 'o , 2o o 4. 80 __ �______�. ______� __ �· -______�· -______• -o ____� ,-1_._s _o � __ -T_l�· -s_o__ ___ �· _ f'_,. "' • .., c, I'Tic .,. ,-a I'TI"'" n ...... a• z f' D ., - - • z I -f' D Ill 0 ... p "' .. Figure F7. Swell deflection -logarithm-of-time curve, sample 13-1 (Hance). 123 13-1 HANCE Cy a 0. 72 SQ. H. /Y I 0. 021 SO. fT. /01 Tgo • 99. 445 HJN PEftHEABJLl TY, K • D. 1023•10 -7 CH. /SEC. Do a-2. 2915 HH. 1-G. 0902 JN. I 0. 46 SO. H. IHPA I 0. 04' FT21TI HV = D 100 =-1. 2025 HH. I-G. 0473 JN. I SQUARE Al'ICIT CIF ELAPSED T ME !SO. AT. KIN. 8. 00 2,.I 00 32. 00 l f.o .oo 16. DO 4D. 00 0 ID � r �t... rn n ..... - de!, :Z• Cl Cit - - .:z I -!" Cl "' • ••• 1!1 • pc .. pc ... Figure FS. Swell deflection - square rootMof-time curve, sample 13-1 (Hance). 124 17-1 BEOf(jRO Cv • 1. 49 SQ. M. /Y I 0. 064 SQ. FT. /01 Tso • 8. 811 MIN O PEMEABILITY, K • . 3939•10 -7 CM. /SEC. Do •-2. 3470 lUI. 1-G,0924 IN. l C-SUB-ALPHA • 0. 01397 DtOO •-G. 5441 MM. t-G.0214 IN. I ELAPSED TIME ( MIN. LOGl 0. OF : l -o. ao o. 00 o. 80 1. 80 2 40 3. 20 4. 00 4 eo ... .. • · · ·� • • ?.. CD - - z .b •- .. 1\) p a a p a 1\) Figure F9. Swell deflection -logarithm-of-time curve, sample 17-1 (Bedford). 125 17-1 BEDFeJRD Cy a 1. 62 SQ. K. /Y t 0. 048 Sll. FT. /01 Tgo • 3(. 958 KIN PERKEABII.JTT. K • O. 4273a10 -7 CK. /SEC. Do •4. 8844 MM. t-G. 1057 IN. 1 IIV ,. 0. 85 SQ. K. IKPA I 0. 081 FT:UTI D100 •-G.3031 MM. t-Q. 0119 JN. 1 SQUARE RCCT CF ELAPSED TIME tSQ. RT. MIN. ) 0o oo 8. 00 16. 00 u. 00 32. 00 4.0. 00 • ... c:> • c:>b Cll �b,. r c:> rnm n -1 - O¢, z, c:> _...... z •�. e b C!l e e c:> C!) "' •c:> "' "' p c:> "' Figure FlO. Swell deflection - square root-of-time curve, sample 17-1 (Bedford). 126 (11 17-3 HENLEY Cy " ll.28 SQ. M. IY ( ll. llll8 SII.FT. /01 Tso • 49.706 MIN PERMEABILITY. K • 0. 1297a11l -7 CM. /SEC. Do •-2. 3089 MM. t-ll.ll91l9 IN. l LOGlO. OF ELAPSED TIME l MIN. 61l l -1. -o. eo o. oo o. eo 1.1m 2. 40 s. ao 4 Oil 4. 80 •b ...... I I I pCl ... I (!) I I (!)II ,... - z (!) • Cl• -a .. Cl• Cl ... Cl • ...... Figure Fll. Swell deflection -logarithm-of-time curve, sample 17-3 (Henley). 127 (1) HENLEY 17-3 Cy T 80. 020 KIN • 0. 75 SO. K. /T ( 0. 022 SO. FT. /01 90 = PEAKE JLJTT. K • 0. 3&68•10 -7 CK. /SEC. Do ..-5. 2138 Kit. (�. 2053 IN. I KV 1. SO.K. /KP� t 0. 142 FT2/TI D100 •1. 1415 tO. 0449 • Kit. IN. l SQUAR ROOT OF ELAPSED TIME tSQ. RT. MIN. l 0o . oo 8. 00 16. 00 2,. 00 32. 00 ,0. 00 • ... 1\> • 0b "' �b"Tl • rP m ,.. n -I ..... oP Z:p p ,...... z: • C9 •p C9 -o C!l:!lc9ct ... p 0 "' Figure F12. Swell deflection - square root-of-time curve, sample 17-3 (Henley). 128 17-3 HENLEY Cy = 0. 44 SQ. H. /Y I 0. 013 SQ. FT. /OJ Tso = 22. 605 HIN PERMEABILITY, CH. /SEC. K = 0. 2456•10 -7 Do =-2. 7889 HH. !-D. 1098 IN. l C-SUB-ALPHA = 0. 00131 0100 =1. 3785 HH. 10. 0543 IN. J l o LCJGlO. CJF ELAIPSEO TIME MIN. J -a. e 0. 00 0. 80 1.60 2. 40 3. 20 4. 00 4. 80 - "' (!) p 0 CD CJ m,!, ""Tl. ro m � n -i � oPZo 0 (!) p 0 CD p - "' Figure F13. Swell deflection -logarithm-of-time cotve, sample 17-3(2) (Henley). 129 17-3 HENLEY T Cy • 1. 18 SQ. M. /T ( 0. 035 SQ. FT. /Ol 90 = 36. 579 MIN PERMEABILITY, K = 0. 6534•10 -7 CH. /SEC. Do = -3. 7295 MM. I -D. 1466 IN. l MY = 1.79 SQ. M. /MPA I 0. 171 FT2/T l 0 100 =0. 1626 MM. 10. 0064 IN. l SQU RE RCHH CJF ELAPSED TIME (SQ. RT. MIN. l 0. 0 B. 00 16. 00 24. 00 32. 00 40. 00 1 •0 ��----�------�------�------�------� .... 1\) b. 0 Ql o, me ., . r o m � ("") -1 ..... oP Z 0o z • p �0 � (!) 0 . 0 Ql .0 .... 1\) Figure F14. Swell deflection - square root-of-time curve, sample 17-3(2) (Henley). 130 5-1 NANCY Cy • 5. 31 SQ. H. IY I 0. 157 SQ. ff. /01 Tso • 2. 677 MIN PEIIHEABILIH, K • 0.. 80B6a10 -7 CH. /SEC. Do •-2. 3825 HH. 1-o.0938 IN. I C-SUB-ALPHR • 0. 00124 Dtoll •-1. 1536 HH. 1-o. 11454 IN. I I LCJG1 ELAPSED TIME ( MIN. Ol Clf ) -0. 80 o. 00 0. 80 1. 60 2. 40 3. 20 1!1 C!l I el I C!le f. ' I 0 II) I r I C!l l (!) C!l � ..... z • I �? 0 U1 f. 0 "' Figure F15. Swell deflection -logaridlmwof-time curve, sample 5-1 (Nancy). 131 5 -1 NANCY Cy • 3. 18 SG. K. /Y t 0. 094 SQ. FT. /01 r90 • 19. 274 KIN PEftKERB ILITY. K • 0. '833•10 -7 CK. /SEC. 00 •-2. 2672 KK. t-o. 0893 IN. I KV ,. 0. 49 511. 11. /IIPR ( 0. 0'7 FT21TI 0100 •-1. 1130 1111. t-o.0438 IN. I SQUARE RCIOT CIF ELAPSED TI HE tSQ. RT. HI N. I 0o . oo 8. 00 16. 00 24. 00 32. 00 40. 00 • co "' II ID � ID - z -.• b co '" b• co .., Figure F16. Swell deflection - square root-of-time curve, sample 5-1 (Nancy). 132 NANCI I-64 MP 132 DEFLECTIDN Cy • 1. ,8 SQ. K. /Y t 0. 0,, SQ. FT. /01 Tso • 9. 997 KIN PERKER8 ILITY. K • 0. 3'98•10 -7 CK. /SEC. •-2. S343 KK. t-D. 0919 IN. Do l C-5UB-RLPHR • 0. 00,02 •-D. 5S3' KK. t-D. 0210 IN. I D1oo � LOGlO. OF LAPSED TIME ( MIN. l -D. 80 0. 0D 2 '· 00 ' 80 L-----��- . L--- �· -, �1_._& _D ______D�· -8 {_____ 1L . 6- D_____ 2� ·-'_D_____ S� ______D -- •0 T .. .. •0 .. CD - - z .- .0 .. "' •...... ..• .. "' Figure F17. Swell deflection - logarithm-of-time curve, sample 17-4 (Nancy). 133 NANCY l-64 MP 132 DEFLECTI�N Cy • 2. 31 SQ. It. /Y l 0. 068 SQ. FT. /01 Tgo • 27. 480 KIN PERMEAB ILITY, K • 0. 5478•10 -7 Clt. /SEC. Do •-2. 7339 Hit. t-Q. 1078 IN. I HV • 0. 78 SQ. It. /HPA I 0. 073 FT21Tl DtoO •-Q.7088 Hit. t-Q. 02711 IN. I ROOT OF ELAPSED TIME lSQ. RT. MIN. B. 00 1 B. 00 24. 00 32. 00 40. 00l 0 m � ..... z -.• b 0 N p 0 0 p 0 N Figure F18. Swell deflection - square root-of-time curve, sample 17-4 (Nancy). 134 20-1 CJSGOCJD Cy = 0. 39 SD,H.IY I 0. 012 SO. FT, /01 Tso • 39. 386 HlN D FERHEAB lllTY, K • 0. 1685•10 -7 CH, /SEC. o •-2. 5984 HH. 1-Q. 1023 lN. l o o C-SUB-ALPHA • 0. 00038 100 =1. 1707 ""· 10. 4e1 lN. 1 HIN. UJGlO. OF ELRPSfiO TIHE ( l ,-1 ._&o_____ -o L._a_o ____ o� ._o_o____ _o� . _ao____ �l �&_o _____2�· -' _o _____3 .2_o_____ ,� ·-o_o____ �' ·ao +_ L p - N • I ? • 0 ... c , I"Tio .,.. . r o m"" n ...... - o? Zo 0 � - z •o -;,... ? 0 ... ? ... N Figure F19. Swell deflection -logarithmMof-time curve, sample 2()-1(Osgood). 135 20-1 CJSGCJCJO T Cy = 0. 70 SO. M. /T I 0. 021 SO. FT. /01 90 • 95. 807 MIN PEAKE BJLJTT. K • 0. 2988•10 -7 CH. /SEC. Do ...... 7862 NM. 1-G. 188' JN. I MY = 1 38 SO.M. /NPA I 0. 132 FT2/TI D100 =1. 3927 HN. 10. 05t8 JN. I SQUA ROOT OF ELAPSED TIME (SQ. RT. MIN. l 0. 00 8. oo 16. oo 2t. oo 32. oo •o. oo ? - ... ? 0 CD � - z • 0 �0 l!l I!)I!) l!l l!l l!ll!l .... ? 0 CD ? - ... Figure F20. Swell deflection - square root�of-time curve, sample 2Q-l(Osgood). 136 1-1 CRAB �RCHARD Cy 0. 57 SQ. K. IY 0. 017 SQ. FT. /01 t 25. 455 KIN • l 50 • PEAKEABILITT, K • 0. 2568•10 -7 CK. /SEC. Do c-2. 3520 KK. t-Q. 0928 111. 1 C-SUB -aLPHA 0. 02412 1034 KK. tO.0434 JN. 1 • o100 •1. LOG10. Of ELAP1SED TIME l MIN. n. on n. en 1. en 4n l nn en b-1.Bn -o.an 2. 3. 2n 4. 4. • ... "' I l!l e I l!l (!l� I pc a� ... cs I 1!1 cs cs I • I • I r - z • c• �c "'" p ... "' Figure F21. Swell deflection - logarithm-of-time curve, sample 1-1 (Crab Orchard). 137 1-1 CRAB CJRCHARD Cy • 1. 95 SQ. H. /Y I 0. 057 SQ. FT. /01 Tso a 31. 896 MIN PEAIIEABILITY. K a 0. 8817•10 -7 CH. /SEC. Do •-2. 3250 MM. t-o.0915 IN. I HV • 1. 48 SQ.H. IHPA 0. 139 FT:UTI D 3078 0121 Ill.I t 100 •-G. MM. (-Q. SQUARE RCJIH CJF ELAPSED TIME (SQ. RT. MIN. -00 8. 00 18. 00 u. oo 32. 00 40. 001 •� ... 1\) •b 0 CB 0 m b "TI • r o m ,.. ("') ...... - oP :Zo 0 ,..... - :z • 0 • C!l C!lC!l --o C!l ... C!l p 0 "' .. 1\) Figure F22. Swell deflection - square root-of-time curve, sample 1-1 (Crab Orchard). 138 KCIPE 12-1 Cy • 1. 14 SQ. M. /Y I 0. 034 SQ. FT. /DI r50 • 11. 209 MIN PERMEAB ILITY, K • 0. 6662• 10 -7 CM. /SEC. Do •-2. 3165 MM. 1-D.0912 IN. I C-SUB-ALPHA • 0. 00250 0100 •2. 0433 MH. (0. 0804 IN. I t-l'JGl0. OF Et.APSEO TIME MIN. -1. 60 -0. 80 0. DO 0. 80 1. 60 2. I 40 S.l 20 4. 00 4. 80 1 P'�------L------�------�b------�------�------L------�------� - I "' I I f.Cl I CD C!l C!l I I I Clll I Ill p Cl CD p - "' Figure F23. Swell deflection -logarithm�of-time curve, sample 12-1 (Kope). 139 12-1 KeJPE Cy • 1. 11 SQ. H. /Y ( 0. 033 SQ. FT. /01 r90 • 49. 372 HIN PERHEAB ILITT. K • 0. 8510•10 -7 CH. /SEC. Do •-3. 1887 HH. t-o. 1255 IN. I O HV • 1. 89 SQ. H. /HPA t 0. 181 FT2/TI 0100 •2. 5398 HH. t . 1000 IN. I SQUARE ROOT OF ELAPSED TIHE lSQ. AT. HIN. l 0o oo 5. 00 10. 00 15. 00 20. 00 25. 00 • ... N b• Cll Cl CD "' CD CD CD "'TI' �breo m ,.. CD n -1 CD - o!" ZCI Cl - - CD z Cl• -o• ... G Gl C> • CDCDGe C!l C!l C!l C!l C!l C!l C!l .., C> "' !" .. N Figure F24. Swell deflection - square root-of-time curve, sample 12-1 (Kope). 140 33-1 CLAITON &MCNAIRI r Cy ,. 0. 51 Sll. II. /Y I 0. 015 SO. FT. /01 50 " 23. 407 KIN J>ERIIEAI JLIT'r. O. 2153•10 -7 CII. /SEC. O a-2. 3470 1-(1. 0924 JN. I K • o 1111. C-SUB-ALI'HA " O. 00029 0100 =1. 0029 liN. 10. 0395 IN. l LOGlO. OF ELARSEO TIME -o. ao o. oo 0. 80 1.60 2.£ 40 MIN. 3.l20 4. 00 4. 80 ... "' • �b"Tl· ,... .. rn.... n -t - a? Za .. � - z . .. -�.... ? .. ... - "' Figure F25. Swell deflection - logarithm·of·rime curve, sample 33·1 (Clayton and McNairy). 141 33-1 CLAY TCJN&M CNR I AI Cy 0. 58 50. 14. /T 0. 018 50. FT. /OI r • 91. 6'3 KIN = I 90 PERHEIIIIIUTT, K • D. 2587u111 -7 CH. /SEC. Do •-2. 99311 1414. . (-() 1179 IN. I KV 1. 49 50. 11. /14PII 0. HS FT21TI •1. 37115 10. 0542 JN. I " I D100 1414. SQUARE RGOT GF ELAPSED TIME (SQ. RT. MIN. l 0. 00 8. 00 16. 00 24. 00 32. 00 40. 00 1 p - "' 1 p 0 ... o, J"''' o .,... r o ,., ... n -1 - oP Zo 0 .0 0 ... 0 - "' Figure F26. Swell deflection - square root-of-time cutve, sample 33-1 (Clayton and McNairy). 142 33-lA CLAYTCJN&M CNAIRY 0.. 2'l l 0.1108 t ,. �� S:U lUll Cy a SG.It.l'r SG.FY./!11 511 P!ftiii!ABILIT':. l-G.09211 Ill. K,.0.. UIOSa111 -'l CII./S!C. DQ ,.4.3571 lilt. I LOG10. OF -G.811 0.00 0.811ElA PSED TIME l MIN. l 1. 811 2.� 3. 211 �811 I • I I I • I I • I I I ,...... z • p -� p !il pj ... 1\) Figure F27. Swell deflection - logarithmRof-time curve, sample 33-lA (Clayton and McNairy). 143 A CLAYT�N &MCNAIRY 33 Y9Q • 10S. lOQ KIN PI!RK!IHI LITT. K • 0.28tllla10 JZ CIL/SI!C. Oo .....5591 IlK. t-G-25112. IN. I PT2/TI KY • 1. SQ. K./KPIH 0. 118 D 10Q -s.0398 IlK. to. 119'1 I H. I SQURR RaOT aF ELAPSED TIME tSQ. RT. HIH-J on 8. OQ 18. QQ u. OQ 32. OQ u..OQ o. P...... p • i • • c m • "11 r m, C"l ..... - za P s ,... - :z: • p -� p •• • • i p ...... Figure F28. Swell deflection - square root-of-timecurve, sample 33-lA (Clayton and McNairy). 144 2-1 C�NTI NENTAL DEP�SITS Cy = 0. 33 SQ. H. /Y I 0. 010 SQ. FT. 101 Tso • 59. 146 IUN PERHEABJLJTY, K a 0. 0853•10 -7 CH. /SEC. Do •-2. 2860 MM. (-(I. 0900 IN. 1 C-SUB-ALPHA • 0. o••10 0100 =-o.2870 MM. 1-(1.0105 JN. 1 LOGlO. OF ELAPSED TIHE ( HIN. l 1. 0 b-1 .80 -o. 8o o. 00 o. 80 80 2. '0 '· 20 •• 00 ,. 8 • ... a I ...._ I . • •• I • • ?:>a I • • I I • I I - - z • I -? a N a• p a N Figure F29. Swell deflection -logarithm-of-time curve, sample 2-1 (Continental Deposits). 145 2-1 CONTINENTAL DEPOSITS Cy � 0. 62 SO. M. IT I 0. 012 SO. FT. /01 Tgg • 203. 192 MIN O.l0691f10 -7 l'f:Riti!AIIJLITT. K • Clt. /SEC. Do •-2. 111154 Hit. (-(l. 11311 Ill. I ( 0. 07!1 O ltV "' 0. 82 SQ. M. /llf'A FT2/TI Ou10 =0. UU IlK. (0. 0007 IN. l RDCIT CIF ELAPSED TIME !SQ. RT. MIN. 8. 00 18. 00 24. 00 32.00 40. 00l ... 0 p0 Ill �b.,.. . ro 1"11 .., n -1 .... o• zl"' 0 ... � - z • -. 0b .., I!) m., p 1!1 0 0 Figure F30. Swell deflection - square root�ofwtime curve, sample 2Ml (Continental Deposits). 146 NEW RLBRNY PRESSURE 1 -2 Cy � 3. 03 SQ. M. /Y I 0, 089 SQ. FT. /OJ Tso = 329. 458 MIN PERMEABILITY, K � 123. 3356•10 -7 CM. /SEC. Do = 55. 8799MM. I 2. 2000 IN. J C-SUB-ALPHA = -0. 03980 D 100 = 373. 712BM. I 14. 7131IN. J I LClGl O. Clf ELAPSED TIME MIN. l DO I( 3. 00 3. 50 00. 00 0. 50 !. 00 1. 50 2. 2. 50 4. 00 0 -- --�L_____ J______L______L____ � 0 +--- -L-- ��----J_ I I (!) (!) (!) (!) (!) ... (!) (!) I 0 (!) 0 I (!) (!) (!) (!) I DCX> I rrl· (!) -n o ro rr1 n -; � o - z:!"0 0 � z: �?' 0 0 01\) 0 0 1\) .... 0 0 Figure F31. Swell pressure -logarithm�of�time curve, sample 1-2 (New Albany). 147 1 -2 NEW RLBRNY PRESSURE Cy = 5. 79 SQ. H. /T 0. 171 SQ. FT. /01 Tgo = 741. 692 MIN = l PEAHEABIL!TT, K = 235. 6280•10 -7 CH. ISEC. Do -280. 6381. ( -11. 0481N. HV 131.02 SQ. M. /MPA ( 12. 551 FT2/TJ l = D100 = 470. 682BM. ( 18. 530BIN. SQUARE RCJ(H CJF ELAPSED TIME (SQ. RT. MIN. oo 20. oo 40. oo so. oo eo. oo 100.J oo dl· 0 0 . L � aD� C3 � en Cl"' ' rr1 • a: '"Tic a... r o :.:: rr1 n � -1 � 0 ...... 0 a- co z� 0 Ln 0 OJ ...... 1- z z . - w �!" L 0 w 0 a: u z ...... "' p w 0 a: 0 ::::;) en en w "' a: .... a... 0 0 Figure F32. Swell pressure - square root-of-time curve, sample 1-2 (New Albany). 148 17-2 (1 J SUNBURY PRESSURE Cy = 2043. 59 SQ. M. /Y ( 60. 262 SQ. FT. /01 T50 = 67. 358 MIN PERMEABILITY. K = 1125181. 0000•10 -7 CM. /SB§. = -203. 19!!11. ( -8. OOOOIN. l C-SUB-ALPHA = -0. 84723 o100 = 4695. 73!!1!. l 184. 8711N. 1 LCJGl0. CJF ELAPSED T J c:Jl. OO 0. 40 o. 8o 1. 20 1. so 2. oo 2. 4o 2. 80 3. 20 tMEI ( MIN. 0 0 (!) (!) ...0 (!) 0 0 Om rno r.,o . rn o n --i � o - z�0 (!) 0 (!) � (!) (!) z (!) . - 0 �p0 0"' 0 0 0 "' 0... 0 0 Figure F33. Swell pressure -logarithm·of-time curve, sample 17-2(1) (Sunbury). 149 17-2 (l l SUNBURY PRESSURE Cy 7819. 58 SO. M. ( 230. 587 SQ. FT. /D I Tgo = 75. 775 MIN = IY PERMEABILITY. 4305391. 0000•10 -7 CM. /SB§. = -61. 714!1M. ( -2. 4297IN. I K = MV = 1770. 74 SO. M. /MPA ( 169. 637 FT2/TI 0 100 = 2576. 43!111. ( 101. 434$N. I SQUARE RCICIT CIF ELAPSED TIME (SQ. RT. MIN. l 00 8. 00 16. 00 24. 00 32. 00 40. 00 dl· 0 0 .... 0 0 0 DOl m . .., o r o m o n �-l Gl - z� 0 0 � (!) (!) z. - (!) -� 0 (!) (!) 0 N 0 0 0 0 N ... 0 0 0 Figure F34. Swell pressure - square rootRof-timecurve, sample 17-2(1) (Sunbury). 150 13-1 HRNCE PRESSURE Cy = 2423. 35 SQ. H. /Y ( 71. 461 SQ. FT. /OJ T 50 = 34. 235 MIN PERMEABILITY. K = 994747. 8750•10 -7 CM. /SED!) = -104. 13811. ( -4. 1000 IN. I C -SUB -ALPHA = -0. 15661 0 100 = 3351. 518111. t 131. 949$N. I I I LCJGlO. CJF ELRP EO TIME ( MIN. l �. 00 0. 40 0. 80 1. 20 J 60 2. 00 2. 40 2. 80 3. 20 lt. 0 0 .... 0 0 0 0"' m ""Tlo • r o m o n --1 ...... o- z� 0 0 .z - -� 0 0 N 0 0 0 0 N .... p 0 0 Figure F35. Swell pressure -logarithm-of-time curve, sample 13-1 (Hance). 151 13-1 HRNCE PRESSURE Cy = 3581. 02 SQ. M. /T l 105. 599 SQ. FT. /01 T90 = 99. 726 MIN PERMEABILITT. K = 1469956. 0000• 10 -7 CM. /SB§. = -388. 2988. l -15. 287lN. I MV = 1320. 15 SQ. M. /MPA l 126. 471 FT2/TI o 100 = 3088. 9688. l L21. 613mN. J R��T �F ELAPSED TIME £SQ. RT. MIN. J 8. 00 16. 00 24. 00 32. 00 40. 00 .... p 0 0 CJ(]) m , .o r o m o n -; � Gl- z p (!) 0 (!) (!) (!) (!) 0 � z . - -p0 0 N 0 p 0 0 N .... p 0 0 Figure F36. Swell pressure - square root�of�time curve, sample 13-1 (Hance). 152 BEOFDRO PRESSURE 17-1 Cy = 519. 50 SQ. M. IY ( 15. 319 SQ. FT. /01 Tao = 85. 656 MIN PERMEABILITY, K = · 97341. 0000•10 -7 CM. /SECDo = -838. 11111!. ( -32. 996$N. 1 UTSLCP = -0. 0164 /MINUTES 0 100 = 1849. 481!1l. ( 72. 8145IN. 1 .00 20. 00 40. 00EL APSED60. 00 TIM80.E 00(MIN. Il 00.lt 0 ... 0I t+ + g0 I + + w l + (.!) El + _J 0 �I + 0 + + 0 + + N + I + 0 .... + + + N I Figure F38. Swell pressure - square root-of-time curve, sample 17-1 (Bedford). 154 17-1 BEDFORD PRESSURE Cy = 370. 09 SQ. M. /T ( 10. 913 SC. FT. /Dl Tso = 41. 637 MIN PERMEABILITY, K = 69344. 2500•10 -7 CM. /SECDo = 68. 5799MH. I 2. 7000 IN. l C-SUB-ALPHA 1 = -0. 15089 o100 = 1404. 871illl. t 55. 3101IN. I I CJF ELRPSEIO TIME ! MIN. DO D. 40 UlGl0. 80 O. 20 60 2. 00 2. 40 2. 80 3. 20 cJl· I. I. l 0 0 "' 0 0 0 ..... z ' CD -!" 0 0 - 0 0 0 0 - "' !" 0 0 Figure F3:7. Swell pressure -logarithm-of-time curve, sample 17-1 (Bedford). 153 17-3 (2) HENLEY PRESSURE Cv = 3033. 02. SQ. M, /Y ( 89. 439 SQ. FT. /01 Tgo = 421.2.81 MIN PERMEABILITI, K = 2.575113. 0000• 10 -7 CM. /SB§. = 833. 2.04BM. ( 32.. 8033 IN. I MV = 2.730. 53 SQ. M. /MPA ( 261. 585 FT2./TI 0 100 = 6569. 06911. ( 258. 62.41N. I SQUARE RCJC!T C!F ELAPSED TIME (SQ. RT. MIN. J oo o. oo e. 16. oo 24. oo 32. oo 40. oo P g (!) (!) (!) U1 p 0 0 rn(;0 -no r· rng n -I � a- z� 0 0 . z "' �p0 0 "' U1 0 0 0 "' 0 p 0 0 Figure F40. Swell pressure - square root-of-time cutve, sample 17-3(2) (Henley). 156 17-3 (2l HENLEY PRESSURE Cv 6877. 57 SQ. M. /Y ( 202. 809 SQ. FT. /Dl = T 50 = 43. 160 MIN PERMEAB ILITY, K = 5839239. 0000•10 -7 CM. /SB§. = -2 10. 821!1!. ( -8. 30001N. l C-SUB-ALPHA = -0. 76613 0 100 = 6199. 468111. ( 244. 073l'N. l LCJGlO. CJF ELAPSED TIME (MIN. l r:fl· DO 0. 40 0. 80 1. 20 1. 0 2. 00 2. 40 2. 80 3. 20 0 0 (!) (!) Ul (!) 0 0 0 m;;0 -no mgr· n -i ..... o- z� (!) 0 0 .z "' (!) --p0 0 (!) (!) (!) "' Ul 0 0 0 "' 0 p 0 0 Figure F39. Swell pressure -logarithm·of·time curve, sample 17·3(2) (Henley). 155 PRESSURE 5-1 NRNC'l' Cy = 602. 82 SQ. H. /Y ( 17.776 SQ. FT. /01 Tso = 22. 250 MIN PERMEABILITY, 62300. 4882•10 -7 CH. /SECO IN. J K = o = 243. 840111M. l 9. 6000 1147. 98BB. 45. 1963IN. J C-SUB-ALPHA = -0. 01693 0 100 = l 0. E RPSEO TIME ( MIN. oo LCIGl CIF J- J ,o. 0. 40 0. BO 1. 20 1. 60 2. 00 2. 40 2. 60 3. 20 0 0 1 1 - (!) "' (!) I 0 0 (!) I (!) (!) l (!) (!) I (!) (!) I C!ll (!) (!) � z . .. �P 0 0 (!) C!l 1!) (!) (!) (!) I!) (!)(!) .. (!) "' 0 0 <11 "' 0 0 Figure F41. Swell pressure -logarithm-of-time curve, sample S-1 (Nancy). 157 5 -1 NRNCI PRESSURE = Cy 5586. 94 SQ. H. /Y I 164. 750 SQ. FT. /01 Tgo = 10. 334 MIN PERHEABIL!TY, K = 577404. 2500•10 -7 CH. /SEDo = 102. 6911lH. I 4. 0430 IN. J MV = 332. 38 SQ. H. /MPA I 31. 842 FT2/TJ D1 00 = 666. 747BM. ( 26. 2499IN. J SQUARE RCJCIT CIF ELAPSED TIME (SQ. RT. MIN. J 8. 00 16. 00 24. 00 32. 00 40. 00 . OO 0afl -c 0 JJ rn (f) (!) (f) -Ol c JJ 0 � rn 0 (!) @ � (!) z: JJn rn,.Cl"' rn . r..,., o � rn::;:: fTl o (!) z: n -1 -1 (!f) � CD a"'"' U1 z:. (!) . 0 0 co Cl Cl � (!) .z: ... �P -c;>;; 0 (!) :n 0 (!)Cl (!) (!) ' (!)(!) (!) (f) (!) (!) (!) E) ... (!) "' ::;:: 0 0 U1 Ol 0 0 Figure F42. Swell pressure - square root-of-time curve, sample S-1 (Nancy). 158 17-4 NANCY 1-64 PRESSU RE SQUARE ROOT OF ELAPSED TIME (SQ. RT. MIN.) 0.0 0 8.00 16.00 24.0 0 32.00 40.00 0 0 0 ci 0 '6 0 0 0 0 (\Jci 0 0 ...... 0 (/) 0 0 ci 0 0 0 0 ci 0 0 c o 0 0 0 0 0 c 0 o (\J Figure F43. Swell pressure - square root-of-time curve, sample 17-4 (Nancy). 159 CJSGCJCJD PRESSURE 20-1 Cy 73. 1 = 3 SQ. H, /Y I 2. 157 SQ. FT. /Ol T50 = 115. 302 MIN PERMEABILITY. 10439. 5234•10 -7 C K = H. /SECOo = 20. 3200HH. I 0. 6000 IN. l C-SUB-ALPHA -0. 00667 = 0100 = 1143. 77Bil. I 45. 03061N. l LCJGl 0. CJF ELAPSED TIME ( MIN. l c:P· 00 0. 40 0. 80 1.20 1. 60 2. 00 2. 40 2. 80 3. 20 0 0 ( (!) (!) (!) I Q) (!) (!) I 0 0 I I I I I d ...... • z <.0 �!" 0 0 ... 0 0 0 (!)(!)(!)(!) ... Q) 0 0 Figure F44. Swell pressure -logarithm�of-time curve, sample 2()-1(Osgood). 160 20-1 CJSGCJCJO PRESSLJRE Cy 101.58 SQ. M. /Y I 2. 995 SQ. FT. /Ol = = r90 357. 341 MIN PERMEABILITY, K = 14499. 9218•10 -7 CH. /SECDo = -419. 04119. I -16. 49711N.l HV = 459. 08 SQ. H. /HPA I 43. 980 FT2/Tl D 1 oo = 1316. 881!11. I 51. 84581N. l SQUARE RCHH CJF ELAPSED TIME !SQ. AT. MIN. .DO 4. 00 8. 00 12. 00 16. 00 20. 00 � l 0 0 (!)'(!) (!) (!) .., (!) :Drn (./) CD (!)(!) (!) (./) 0 (!) c: 0 :Drn (!) ..... z rn�0 n 'Tl.o :Drn r o 3: rn rn n z -i ..... -I a"'z� (.0 0 t.n 0 . CX) .... 0 z 0 . "' -!" 0 (!) ::>:: 0 .., :0 ...... (./) ... 0 0 0 3: . 0 (!) (!) (!) (!) ... CD 0 0 Figure F45. Swell pressure - square root-of�time curve, sample 2()-1(Osgood). 161 1 -1 CRAB ORCHARD PRESSURE Cy = 69. 77 SQ. M. /Y 2. 057 SQ. FT. /Ol Tso = 64. 459 MIN PERMEABILITY, K = 3636. 4418•10 -7 CH. /SEC. Do = 190. 4991!H. { 7. 5000 IN. l C-SUB-ALPHA = -0. 02194 DtOO = 708. !OOBM. { 27. 87801N. l LCJGl O. CJF ELAPSED T f ME ( MIN. 00 0. 40 0. 80 1.20 1.60 2. 00 2. 40 2. 80 3. 20 aP· l 0 0 1\) C> 0 ...... z "' - '!"" 0 0 1\) "' 0 C> to "' 0 0 Figure F46. Swell pressure -logarithm-of-time curve, sample 1-1 (Crab Orchard). 162 CRRB CJRCHRRD PRESSURE 1 -1 = Cy 310. 72 SQ. M. /T ( 9. 163 SQ. FT. /01 Tgo = 62. 306 MIN PERMEABILITY, = K 16194. 2070•10 -7 CM. /SECDo = 167. 78411H. l 6. 6057 IN. 1 = HV 167. 62 SQ. M. /MPA I 16. 058 FT2/T1 0100 = 474. 249BM. ( 18. 6712IN. 1 SQUARE RClCJT ClF ELAPSED TIME (SQ. MIN. -00 e. oo 16. 00 24. 00 32AT..00 40. 00l pil0 0 (!)(!) "tt :D (!) rn (!) Ul - (!) cUl "'0 (!) :D 0 rn (!) z..... n rno_m (!) :D o r., . t!l(!) rn rn o (!) rn::;:: n z -1 -1 ...... (!) zo P"' 0 (!) U1(0 0 CXl 0 ...... 0 z . "' -'!"0 ;:>:; 0 "tt (!) :D ' (!) (!) Ul "' (!) 0 m 0 ::;:: 0 . "' 0"' 0 Figure F47. Swell pressure - square root-of-time curve, sample 1-1 (Crab Orchard). 163 KCWE PRESSLJflE 12-1 Cy = 1040. 34 SC. M. /Y ( 30. 678 SC. FT. /01 Tso = 21. 623 MIN PERMEABILITY, K = 21 1377. 06251110 -7 CM. /SEOo = -7. 6200MM. ( -0. 3000 !N. I C-SUB-ALPHA = 0. 00000 DtOO = 1828. 7988. ( 72. OOOO!N. I I I LCIGlO. CIF J o . 40 0. 80 1.20EJ LAPSED1. 60 TIME 2. 00 ( MIN. 2. 40 2. 80 3. 20 0 0 "' 0 0 0 mo ,..o ""T1• r o m o n -I ..... zQOlP 0 0 .....z -P. "' 0 0 - 0 0 0 0 "' 0 0 0 Figure F48. Swell pressure -logarithm-of-time curve, sample 12-1 (Kope). 164 12-1 Kc:JPE PRESSURE Cv � 1480. 96 SC. M. /Y ( 43. 671 SQ. FT. /OJ Tgo = 65. 384 MIN PERHEA8ILITY. K � 300902. 9375•10 -7 CH. / SEbo = 5, 1493 MH. ( 0. 2027 IN. J 0 = 1551.828111. C 61. 0955IN. J HV � 653. 44 SC. M. /MPA C 62. 600 FT2/TJ 100 SQUARE RCJCJT CJF ELAPSED TIME (SQ. RT. MIN. l 00. 00 8. 00 16. 00 24. 00 32. 00 40. 00 0 0 (!) N p 0 0 rno,.o r-n.o rn o n ---1 o"' z P 0 (!) (!) - (!) (!) .z "' -P0 0 � 0 0 0 - N0 0 Figure F49. Swell pressure - square root-of-time curve, sample 12-1 (Kope). 165 CLRYTON-MCNR IRY PRESSURE 33 -1 Cv = 2085. 91 SQ. H. lr C 61. 510 SC. FT. /OJ T50 = 22. 149 MIN PERMEABILITY, K = 659817. 4375•10 -7 CM. /SEOo = 20. 3200MM. C 0. 8000 IN. l = o = C-SUB-ALPHA -0. 68929 100 2323. 73BB. C 91. 4857IN. l UJGlO. eJF ELAPSED TIME I MIN. o oo o. 4o o. ao l .2o � s o 2. oo 2.l 4o 2 ao 3 2o P,�·���--�L��_____J �_____� L� �--��·��______L ______� ______�·� ______J . 0 0 I (!) I (!) "' (!) I 0 0 I 0 (!) I (!) I (!) )I (!) (!) ,__, z: -P. "' 0 0 - 0 0 0 0 "' 0 0 0 Figure FSO. Swell pressure -logarithm-of-time curve, sample ·33-1 (Clayton andMcNairy). 166 33 -1 CLRYT�N-MCNRIRY PRESSURE Cy = 2233. 45 SQ. M. lr ( 65. 861 SQ. FT. /0 l T90 = 89. 042 MIN PERMEABILITY. K = 706485. 5000•10 -7 CM. /SEDo = -329. 47MB. ( -12. 971$N. l = 0 = MV 1017. 31 SQ. M. /MPA ( 97. 459 FT2/Tl 100 2648. 941lB. ( 104. 289 !N. l SQUARE RCJCJT ELAPSED TIME (SQ. RT. MIN. J 0. 00 4. 00CJF 8. 00 12. 00 16. 00 20. 00 0 0 0 (!) (') (') "'0 (!) 0 0 (') fTlo ,..o (') ...,o . r o (') rn (!) n -1 (') ...... Gl Ol z P 0 0 z...... (') . "' -P 0 (!) 0 (') (') �0 (') 0 0 0 � 0"' 0 Figure FSl. Swell pressure - square root-of-time curve, sample 33-1 (Clayton andMcNairy). 167 CDNTINENTRL DEPOSITS PRESSURE 2-1 Cy = 108. 87 SO. M. /1 ( 3. 210 SO. FT. /OJ T50 = 23. 840 MIN PERMEABILITY, = 9013. 2773• 10 -7 CM. /SEC. D -23. 368BM. l -0. 92001N. l K o = C-SUB-ALPHA = -0. 02475 DtoO = 715. 31311M. l 28. 16201N. l I LCJGlO. CJF 0. 40 o. 80 1. 20EURPSED 1. so TIME 2. oo ( MIN. 2.J 40 2. 80 3. 20 0 0 "' 0 0 rn0 ;:;; .., . r o rn o n �-I Gl"' z:"' 0 0 �z (') (') (') . "' -f" 0 0 ... 0 0 0 ... "' 0 0 Figure F52. Swell pressure -logarithm-of-time curve, sample 2-1 (Continental Deposits). 168 2-1 CONTI NENTAL DEPOSITS PRESSURE Cy 101. 25 SQ. M. IY 2. 986 SQ. FT. /Ol Tgo = 110. 339 MIN = t PERMEABILITY. 8382. 9062•10 -7 CM. /SEC. D = -48. 42011!M. -1. 9063IN. K = o t l MV = 266. 26 SD. M. /MPA l 25. 508 FT2/Tl 0 100 = 786. 680�M. l 30. 97 171N. l ELAPSED TIME (SQ. MIN. RCJQT8. 00 CJF 16. 00 24. 00 32.RT. 00 40. 00l 0 rn ;;; -n. r o nrn o --1 � G"' z'f" 0 0 � z. "' -!" 0 0 .... p 0 0 ... co 0 0 Figure F53. Swell pressure - square root-of-time cutve, sample 2-1 (Continental Deposits). 169 Appendix G. SWELL DEFLECTION AND SWELL PRESSURE AS FUNCTIONS OF LOGARITHM AND SQUARE ROOT OF TIME 171 Table Gl. Mineralogy for the SaodFraction, >SO iJ.m. 7'r'PE MIHI:RI\L ( PEP.CENT ) " SAMPLE MICJ\ \'ER�l!CULI!E HUMBER GEOLOGIC FORMATION QUARTZ (ILLITE) OLI I T E CALCITE CfiLORITE FELDSPAR DOLOMITE vsr;�rcu:,TTE ( INTERLf,YEH ) t:A N 1-2 Now ALbany 00 30 17-2 sunbuty 67 20 1 3 1 3- 1 Hance 1B 1 5 8-111. Lowe:t Clays Fe try " 3 3- 1 Drakes 1 oo8 '1 I� 22-1 Crab Orchard 47 zo 12 16 17-1 Bedford 38 4 7 12 25-1 Lisman 36 211 21 21 11-3 Breathitt 35 35 30 28-1 ! 2 1-1 Conemaugh 35 21 27 6 12 8-lB Lower Clays Ferry 17 12 I 0 45 5 10 20-1 Osgood 6 78 26-2 Lower Carbondale 24I 3 35 293 11-2 B :r:: eathitt 34 23 " 7- Lower Clays Fe try 19 7 46 5 5 7 18-2I Hada 21 42 25II 8 2 4 24-1 Lower Catbondale 51 21 14 I 4 30-1 Springs 69 8 22 1 0-1 Crabh< Orchard 7 " 29-1 Menard 29 42 25 4 1-1 Crab Orchard so 50 • • 1 2-1 Kope IS 85 32-1 Golconda 19 4 22 56 31-1 Hardinsburg 60 6 10 17 33- 1 Clayton ond McNairy 24 59 11 4 15-1 cee 67 30 15 5 2-1 Continental Deposits 38 34 24 I 2 19- 1 Newm Not tested calcite dolomite '" " Table G2. Mineralogy for the Silt Fraction, 50.20 iJ.m. TYPE OF MINERAL (PERCENT) SAMPLE MICA VERMICULITE NUMBER GEOLOGIC FORMATION QUARTZ (ILLITE) KAOLINITE CALCITE CHLORITE FELDSPAR DOLOMITE VERMICULITE CINTERLli.YERl 1-2 New ALbany 70 30 • 17-2 Sunbury 71 21 8 1 3-1 Hance 28 30 24 2 9 7 8-ll\ Lower Clays Ferry 13 6 70 6 3-1 1 oo Drakes . 22-1 Crab Orchard 38 18 9 17-1 Bedford 61 16 8 8 4 13 2 5-1 Lisman 35 11 27 5 11 11-3 Breathitt 39 36 17 8 28-1 Kincaid 64 18 II 5 18-1 Nada 37 18 20 10 5 11-1 Breathitt 43 29 23 3 I 3 17-3 Henley 57 18 16 8 23-1 Caseyville 39 26 24 7 26-1 Carbondale 28 24 Z8 11 5-1 Lower Nancy 40 20 40 4-1 Upper Haney so 25 25 27- 1 Tradewater 36 30 10 8 16-1 cee 61 17 7 17-4 Nancy 43 20IS 16 10 2 1-1 a 37 30 25 2 7 8-1B ����� �l�ys Ferry 28 3 1 3 17 7 24 ,, 20-1 Osgood 32 20I 0 26-2 Lower carbondale 19 28 343 13 11�2 Breathitt 38 27 21 4 7-1 Lower Clays Ferry 25 11 I 4 15 0 I 5 18-2 Nada 46 IS 20 I 5 I 4 2 4- 1 Lower carbondale 59 21 16 4 30-1 T 29-1 Menard 47 36 17 -1 Crab Orchard 45 40 I 5 12I -1 27 12 17 39 5 32-1 ��l�onda 39 16 23 22 31-1 Hardinsburg 60 9 7 II 33-1 Clayton ond McNairy 66 21 6 4 15-1 Lee 77 6 11 2- Continental De!losits 59 I 5 20 19-1I Hew:·'"" '7J 13 9 � 11-11 Breathitt 6 I I 3 17 Not te ted for calcite dolomite 5 ,, 173 Table G3. Mineralogy for the Silt Fraction 2o-10f.lm. TYFE t!INERAL (PERCENT) " SAMPLE MICA Vrt<:·t:ICULITE NUMBER GEOLOGIC FORMATION <;!UARTZ (ILLITE) KAOLINITE CALCITE CHLORITE FELDSPAR DOLOMITE VERMICULITE CIH?t;RL.�n:;<) 1-2 New ALbany 65 35 17-2 Sunbury 68 11 13-1 Hance "'9 32 2 8-1!1 Lower Clays Ferry "9 86 3-1 Drakes 20 30 • so . 2 2-1 Crab Orchard 48 23 16 17-1 Bedford 53 28 14 3 25-1 Lisman 21 38 28 5 11-3 Breathitt 22 22 28-1 Kincaid 39 "27 20 18-1 Nada 28 32 24 11 11-1 Breathitt 2 3 35 29 6 17-3 Henley 44 25 21 6 4 23-1 Caseyville 28 22 34 1 0 5 2 6- 1 Carbondale 20 31 7 29 6 5-1 Lower Nancy 35 30 25 10 4-1 Upper Nancy 25 30 35 10 2 7-1 Tradewater 25 35 25 6 1 6- 1 Lee 32 3 1 3 I 3 17-4 Nancy 26 27 24 1 0 10 2 1-1 Conet'1augh 32 32 27 5 8-1B Lower clays Ferry 22 2 2 1 0 20-1 Osgood 27 I 4I 5 10 I 54' 26-2 Lower Carbondale 30 30 5 5 1 1-2 Breathitt "20 32 28 8 8 7-1 Lo1-:e r Clays Ferry 24 2 4 13 3 18-2 Had a 30 25" 28 I 8 24-1 Lower carbondale 44 3 1 22 33 30-1 Tar Sp:r:: ings 67 17 17 1 0-1 Crab Orchard 22 1 3 13 43 2S-1 Menard 42 31 15 12 1-1 Crab orcha:r::d 40 20 • 12-1 Kope "3 1 20 26 3 11 32-1 Golconda 35 20 18 22 5 31-1 Ha:r::dinsbu:r::g 52 22 17 9 3 3-1 Clayton •nd McH<1i:r:y 35 43 11 3 15-1 Lee 63 14 5 2-1 Continentnl Deposits 32 43" 1 1 HeWI� Not tested f ,, calcite dolorite 9C Table G4. Mineralogy for the Silt Fraction lG-5f.lm. TYPE MINERAL (PERCENT) " SAMPLE MICA VERMICULITE NUMBER GEOLOGIC FORMATION 2UIIRTZ (ILLITE) KAOLHHTE CALCITE CHLORITE FELDSPAR DOLOMITE VERMICULITE tiNTERLAYER) 1-2 60 25 15 New ALbany • 17-2 Sunbu:t:y 62 28 1 0 13-1 Hance 1 3 31 6 9 1 3 8-11\ Lowe:t: Cl 22-1 Crab O:t:chard 35 38 17 17-1 Bedford 28 11 25-1 Lisman so13 38 38 7 11-3 Breathitt 26 43 24 7 28-1 Kincaid 33 37 28 5 18-1 Nada 19 4 1 28 11-1 Breathitt 20 37 42 17-3 Henley 32 36 23-1 Caseyville 15 42 "36 26-1 Carbondale 21 28 27 1 3 5-1 Lower Nancy 25 35 30 1 0 • 4-1 Uppe:r: Haney 1 5 35 35 1 0 27-1 Tradewate:r: 19 33 29 6 1 0 16-1 Lee 19 30 44 3 3 17-4 N<�ncy 1 9 40 27 6 4 2 1-1 Conemaugh 13 5 29 6 8-lB Lowe:r: Clays Fe rry 20 27I 35 9 20-1 Osgood 32 31 9 6 22 26-2 Lower Carbondale 16 39 34 6 11-2 Breathitt 20 24 39 5 7-1 Lowe:r: Clays Ferry 19 28 31 10 9 18-2 H 29-1 Menard 36 44 19 1-1 Crab Orchard 30 55 15 • 12-1 Kope 35 24 27 3 32-1 Golconda 32 20 25 1 5 31-1 Hardinsburg 43 30 16 33-1 Clayton ond McNairy 4 I 33 2 1 15- 1 Coe 37 20 37 2-1 Cc>:1tin!:'ntal !l·�PO"its 4' 19-1 Ne:-n1an ?�� 2 ', 9 3S 11-4 Breathitt 19 36 33 IC Hot tested for calcite o� �olo�ite 174 Table GS. Mineralogy for the Silt Fraction 5-Zpm. TYPE " MINERAL (PERCENT) SAMPLE MICA VEP.l!ICUL.I'IE NUMBER GEOLOGIC FORMATION QUARTZ (ILLITE) KAOLINITE CALCITE CHLORITE FELDSPAR DOLOMITE VERMICULITE (INTERL.�YL�l NeLJ ALbany 60 H 25 15 17-2 Sunbury 57 27 0 7 1 3-1 Hanc.e 30 30I 6 3 8- LoLJer Clays " lJ\ Ferry 18 18 5 3-1 Drakes 25" 20 "' "' ' 15 22-1 Crab Orchard 25 45 25 5 17- 1 Bedford 45 32 13 3 25-1 Lisman 8 45 31 0 11-3 Breathitt 18 43 32 I 7 28-1 Kincaid 28 47 20 5 18-1 Nada 8 I 45 24 8 11-1 Breathitt 17 29 42 4 8 17-3 Henley 22 42 24 9 23-1 Caseyville 18 35 42 6 26-1 Carbondale " 34 34 5 8 5- 1 Lower Nancy 25 35 30 10 4-1 Upper Nancy 40 30 27-1 Tradewater " 33 28 "6 7 16- 1 Lee "12 25 5 I 6 3 17-4 Nancy 13 43 27 7 3 2 1-1 Conemaugh 8 46 37 7 S-IB Lower Clays Ferry 15 42 31 9 20-1 Osgood 27 4 3 16 7 26-2 Lower Carbondale 13 41 30 11-2 Breathitt 0 42 30 "8 7-1 Lower Clays Ferry 18 35 23 8 10 18-2 Nada 15 46 28 10 24-1 Lower Carbondale 11 39 44 4 30-1 Tar Springs 28 37 35 1 0- 1 Crab Orchard 14 43 31 13 2 9-1 Menard 32 46 22 1-1 Crab Orchard 30 55 15 12-1 Kope 27 27 25 '3 32-1 Golconda 19 40 23 12 31-1 Hardinsburg 30 54 16 33-1 Clayton McNairy 38 19 33 4 15-1 Leo ""' 22 20 52 2-1 Continental Deposits 25 15 58 73 19-1 Nek'man 34 4 I 11 6 11-4 Breat!oitt " 35 40 Not tested for calcite c!olo1:1�te "' Table G6. Mineralogy for theClay Fraction 2·0.2 11m. TYPE Of MINERAL (PERCENT) SAMPLE MICA VERMICULITE NUMBER GEOLOGIC FORMATION QUARTZ (ILLITE ) KAOLINITE CALCITE CHLORITE FELDSPAR DOLOMITE VERMICULITE (INTERLAYER) New ALbany 35 55 10 ,_, 17-2 Sunbury 36 40 16 13-1 Hance 5 35 9 8-111 Lower clays fer:r:y 4 5I44 25 10 Dr>1kes 65 20 10 H s '! 2 2-1 Cr>1b Orchard 4 63 17- 1 Bedford 60 "24 2 5- 1 "5 44 38 13 L�S� 18- 1 H 2 1- 1 C{'lnerl 7- Lo1Je r Clays Ferry 3 53 32 I 1 s-2 Nada 3 64 25 " 24-1 Lower Carbondale 4 50 46 0 3 0- Sprl.ngs 6 47 l T«:t 1 0-1 Crab Orchard 3 53"' 28 11 2 9-1 Menard 10 5I 12 1-I Crab Orchard 90 I 0 1 2-1 \:ope 50 35 13 32-1 Golconda 6 52 30 31-1 Hnrdinsburg 6 67 21 "6 3 3- 1 Clayton and McNairy 4 15 77 1 5-1 Lee 3 17 69 2- I Continental De;lOSl.tS 2 " 1 " " \ q- ,:,.. " 75 I .0 11-4 3reet-':1,�t� 32 53 Not s tc calcJ.Le 'iolo�ti te '::2 c! :£(l'!: oc 175 Table G7. Mineralogy for the Clay Fraction TYPE MINERAL (PERCENT) " SAMPLE MICA VERMICULITE NUMBER GEOLOGI.C FORMATION QUARTZ (ILLITE) KA.OLINITE CALCITE CHLORITE FELDSPAR DOLOMITE VERMICULITE (INTERLAYERl 1-2 New ALbany 6 5 35 17-2 sunbury 13 67 20 13-1 Hance 3 6 4 33 8-lA Lower Clays Ferry 84 16 3- 1 Drakes 95 5 22-1 Crab Orchard 79 17-1 Bedford 64 "36 25- 1 Lisman 68 32 11-3 Breathitt 52 39 28-1 Kincaid 83 11 18-1 Mad a 93 7 11-1 Breathitt 67 17-3 Henley 70" 23 2 3-1 Caseyville 54 46 26-1 Carbondale 51 43 5-1 Lower Nancy 90 1 0 ' 4-1 Upper Nancy 90 10 ' 27- 1 Tradewater 62 38 16-1 "e 17-4 Nancy 73" " 24 2 1-1 Conemaugh 63 37 8-lB Lower Clays Ferry Osgood 8478 1615 2 o-1 26-2 Lower Carbondale 61 31 11-2 Breathitt 37 51 " 7-1 Lower Clays Ferry 80 18-2 Nada 88 " 24-1 Lower Carbondale 60 40" 30-1 Tar Springs 65 1 0-1 Cz:ab Orchard 85 "1 0 29-1 Menar:d 68 6 1-1 Cr:ab Or:char:d 5 " 12-1 gope 7695 18 32-1 Golconda 15 31-1 Hardinsb1.1r:g "93 7 33-1 Clayton end McNairy 15 82 3 15- 1 Lee 64 11 z -1 Continental Deposits "8 90 19- 1 Ne""""n 11 3 '" 11-1+ Breathitt 30 " Hot tested :!or: calcite dolomite " Table GS. Mineralogy for the Sand Fraction as a Percentage of the Whole Sample.1 >so ,urn, TYPE MINERAL (PERCENT) " SAMPLE MICA VERMICULITE NUMBER GEOLOGIC FORMATION QUARTZ tiLLITE) KAOLINITE CALCITE CHLORITE FELDSPAR DOLOMITE VERMICULITE (lNTERLAYERl 1-2 New ALbany 53 .4 . 9 • • 17-2 sunbury 53 .3 "15 .9 1 0. 3 13-1 Hance 1 0 .9 16.9 18. 7 3. 0 3.0 8- 11'. Lower: Clays Ferry 5 .9 59.2 8. 9 3-1 Drakes . 7 • • " 22-1 Crab Orchard 1 0 . 0 4. 3 2 .6 .9 3.4 17-1 Bedford 6. 7 2.5 1 .2 0.5 .2 .1 2 5-1 Lisman 3. 0 1.8 1 . 8 .8 11-3 Breathitt 11 . 7 11 . 7 0 . 0 2 8- 1 Kincaid 9.0 8. 1 1 1 . 6 1.5 18-1 Nada 3 .1 1.1 1. 1 0 .2 0.5 11-1 Breathitt 16.8 1 0.2 11.1 4 .4 2.2 17-3 Henley 5.5 0. 3 0 .2 0. 1 ' ' 2 3- 1 Caseyville 12. 6 8. 0 9 3 .7 26-1 Carbondale 7. 1 5. 3 5 .7.o 1.1 1 .4 2.5 5-1 Lower Nancy 0 . 7 • • 4-1 Upper Nancy 3 . 0 1. 1 0. 6 27- 1 Tradewater 7 .6 5. 0 .4 .8 1 1 .0 . s 16-1 Lee 3 .3 2 .3 .5 . 4 0 .7 0 . 4 17-1+ Nancy 1 . 7 0 .6 .5 0. 1 0 . 21-1 Conemaugh .6 4. 0 5 .1 1 2. 8- 1B Lower Clays Ferry 3. 7 2 .6 z .8 1. . 2 20-1 Osgood 1.4 0 .7 0 .2.3 .4 26-2 Lower Carbondale 0.6 0.8 0 . 7 0. 1 .1 11-2 Breathitt 6.5 8. 1 5 . 5 0 .7 . 7 . 2 7-1 Lower Clays Ferry 2. 1 0.8 .2 5. 0 .6 0. 6 0.8 18-2 Hade 0 .2 0.3 .2 0. 1 ' 24-1 Lower Carbondale .7 5 .2 .5 3.' 5 30-1 3e< Springs "5 . 2 0 .6 .7 1 0-1 Crab Orchard 1 . 2 16. (j 29- 1 Menard 1 . 3 . 9 1. 0.2 1-1 Crab Orchard 0 .5 . 5 ' 12-1 Kope 0 .5 2. 7 3 2- 1 Golconda 3 .9 0.8 .6 11 . 6 31-1 Hardinsburg 23 .8 2. 4 .0 6.7 4 33-1 Clayton end McNairy 2 . 7 .6 1 .2 0.5 0.2 15- 1 Lee 4. 3 .9 1 .0 0 .3 2-1 Continental Deposits 5. .5 3.z 0. 0 .3 1 9- 1 )"{eWI''"ll 0 0 . 1 0. 0 ·'' ' 11 Breathitt .6 .7 1.4 0.7 -4 0. !:. 0.2 Hot tested for calcite or dolom1te T Trace 1 percent 1. The minerals 176 1 Table G9. Mineralogy for the Sand Fraction so-2011m; as a Percentage of the Whole Sample. TYPE OF MINERAL (PERCENT) SAMPLE MICA VERMICULITE NUMBER GEOLOGIC FORMATION 2UARTZ (ILLITE) KAOLINITE CALCITE CHLORITE FELDSPAR DOLOMITE VERMICULITE (INTERLA1ER) New ALbany 3. 4 1.5 17-2,_, Sunbu:t:y 2.2 0. 8 0.3 1 3-1 Hance 0.7 0.7 0.6 . 2 0.2 8- 1 A LoweJ: Clays Fe:t::�:y 1 . 2 0. 6 6 0. 6 3-1 D:t:akes 30 .4 • 22-1 C:t:ab Orcha:t:d 7.0 3.3 1.7 2.4 17-1 Bedfo:t:d 5. 8 1.5 0. 8 0. 0.8 . 4 25- 1 Lisman 3.6 1.1 2.8 0.5 .1 11-3 Breathitt 5. 0 4.7 2.2 1.0 28-1 Kincaid 15. 9 4. 5 2.7 . 7 1 • 2 18- 1 Nada 8. 4. 1 4.5 2. 3 3.4 11-1 B:t:eathitt 5. 3.6 2. 8 17-3 Henle;> 5. 1 . 9 1 . 6 0.3 1 3 4 23-1 Caseyville 4. 2.7 2.5 0.7 • 26-1 Ca:t:bondale 5 5.0 5.8 0. 4 2.3 . 7 5-1 Lower Nancy 5. 0 2. 5 5.0 4-1 Upper Nancy 9. 4 4.7 4. • . 6 27-1 T.�:adewater 7 . 5 6.2 3.72 0.6 7 .0 16-1 11 . 3 2.8 3. 1 0.2 . 3 Ceo 17-4 Nancy 7.4 3. 4 2. 7 . 7 .3 . 4 2 1 Conemaugh 5. 6 3.8 0. 3 1. 1- 8- 1 B Lower Clays Fe:t:ry 6.3 2. 9 3. 8 1. 5. 4 2 o- 1 Osgood 11. 9 i:§2.4 3.0 14.8 26-2 Lowe.�: Ca.�:bondale 0.9 1 3 1 . 6 • 6 .3 11-2 B.�:eathitt 7.0 5. 0 3.9 .7 . 3 0. 2-1 Lowe:t: Clays Fer:�:y 4. 8 2. 1 . 7 2. .4 2. 9 1 . 18-2 Nada 3.2 1.1 • 4 0. 1. 0 2 4- 1 Lower Carbondale 9.4 3.4 • 6 0.6 3 0-1 Tal: Springs 9.4 1.9 .2 .9 1 0-1 Crab O.�:cha.�:d 1 . 0.9 .9 .3 17.0 2 29-1 Menard 1 . 3 1-1 Crab O:t:cha:t:d 4. . 5 ..6 3 1 2-1 Kope 2. • 0 . 4 3.3 32-1 Golconda 3. .3 . 8 1 . 8 3 1-1 Hardinsburg 5. .8 .6 1 . 0 0. 5 33-1 Clayton and McNair;> 8.9 2.8 0.8 0. 1 0. 1 15- 1 12.4 1 . 0 1 . 8 0.2 2oo 2-1 Continental 7- 1 . c 0. 1 1 1 )(ewr:an Deposits 4.9'I 0.2 " 0. 1 <;>- o.9 11-4 Breathitt .8 0.6 .8 0. 1 3 * Not tested ior calcite o.�: dolomite T T:t:ace <0. 1 percent 1. The minerals within this size fraction, fc.�: each shale type . are shown as pe.�:centages of the Whole sample . 1 Table GlO. Mineralogy for the Silt Fraction 2o-1011m, as a Percentage of the Whole Sample. TYPE OF MINERAL (PERCENT) SAMPLE MICA VERMICULITE NUMBER GEOLOGIC FORMATION £UARTZ {ILLITE) KAOLINITE CALCITE CHLORITE FELDSPAR DOLOMITE VERMICULITE (INTERLAYEI\) 1-2 New ALbany .8 .5 • • 17-2. sunbu.�:y .4 .7 . 4 13-1 Hance .4 .8 .9 0. 2 0. 4 8-11\ Lowe.�: Clays Fe:t:ry .6 5. 9 • 3-1 Drakes • 7 • 9 .8 22-1 Crab O.�:cha:t:d 8.9 4.2 3.0 • 9 1. 5 17-1 Bedford 9.6 5. 1 .5 0.5 25-1 Lisman 3.7 6.8 .4 0. 9 11-3 B:t:eathitt 4.0 8. 5 4.0 .4 28-1 V. J..ncaid 5. 3.7 2.g:87 . 3 .8 .8 9 1 8-1 Nada 8 9 1 0 2 7.7 .6 1 . 0 .s 11-1 Brf>athitt 2.4 3.7 3. 1 .6 . 6 17-3 Henley 7. 8 4.5 3.7 .1 .7 23-1 Caseyville 2.8 4.4 4.7 • 4 .7 26-1 carbondale 3.5 5.5 5. .7 .4 .2 1 5-1 Lowe.�: Nancy 6. 4 5.5 4.6 . .8 4-1 Upper Nancy 6. 9 8. 3 9.7 • .8 27-1 Tradewate:r 5.6 7. 9 5. 6 0.9 .4 .4 1 0-1 Cee 5.4 5.3 5. 3 1.7 .5 • 2 17-4 Muncy 6.7 6. 9 6. 1 • 6 .0 .6 2 1-1 Conemaugh 5.7 5.7 4. 8 .9 8-lB Lower Clays Fe:t::ry 3.4 3. 3.3 . 8 . 6 1 . 2 0- 1 Osgood 3. 6 1 . 9 0.7 7. 26-2 Lowe:t: Carbondale 2. 2 1.7 1.7 .2 0.3 .3 11-2 B.�:eathitt 3.6 5.8 5. 1 .7 1.5 .5 2-1 Lowe:r Clays Ferry 4.2 3. 1 4.2 .3 2 3 • 2 .3 18-2 Nada 6.7 5.6 6. 3 1 . 8 . 7 .8 24-1 Lowe:r Ca:rbon1ale 4.9 9.4 2. 4 0.3 30-1 Tar Springs 20.0 5. 1 5. 1 0-1 Crab Orcha.�:d 1 . 2 0.7 0.71 0.5 . 3 29-1 Menard 5.6 4. 1 2.0 .6 1-1 C:t:ab Orcha:t:d 8.3 8.3 4. 1 • • 1 2-1 Kope 4.9 9.2 4 1 0.5 4 1.7 3 2- 1 Golconda 4.0 2.3 2 . 1 2.5 6 3 1-1 Hradinsbu:rg 5.0 2. 1 1.6 0.9 33-1 Clayton and McNai.�:y 7 . 7 .5 2.2 0. 2 0 4 15-1 e 1 0 . • 4 3. 1 2-1 Conti�entalCo Derosits 7 ,, ':i 0 1 9- 1 .o ]'{;ol,.!�i\ll .9 l . 3 11-4 B.�:eatJu.tt .5 1.6:� 3 2 0.2 . 2. Hot e or d�lc�ite t sted �c:r c�lclte 1. The mineru_ls sJ.;::e f.�:action , for each shale type , a:t:e shewn as pe.�:centages of the whole sample . within tllls 177 1 Table Gil. Mineralogy for the Silt Fraction lo-S pm, as a Percentage of d1e Whole Sample. TYPE Of MINERAL (PERCENT] SAMPLE MICA VERMICULITE NUMBER GEOLOGIC fORMATION QUARTZ (ILLITE ) KAOLINITE CALCITE CHLORITE FELDSPAR DOLOMITE VERMICULITE (INTERLAYER) 1 2 New ALbany 2 9 1.Z 0.7 17-Z 2.3 1 0 0.4 Sunbury • 13-1 Hance 1.0 2. 1 2.4 0.5 0. 7 1.0 8-1A Lower clays Ferry 0. 1 0.2 0.3 1.1 0. 1 3-1 Dral-:es 2.6 2.6 2.6 • 0. 9 0. 0 2 2- 1 Crab orchard 6.6 6. 1 2.7 • 17-1 Bedford 9. 1 1 2. 0 1 . 0 .6 25-1 Lisman 2.8 8.6. 1 1 1.5 .9 0. 0 11-3 Breathitt 3. 9 6.4 3. 6 1 • 28-1 Kincaid 4. I 4.7 2.8 0.6 .4 18-1 Nada 2.6 6 3. 8 .2 0. 11-1 Breathitt 2.2 6.4. I 4.7 .4 .9 17-3 Henley 7.4 8 4 5. 3 . 6 0.2 23-1 Caseyville 2.0 6 4.8 .9 z 6- 1 C arbondale 3.4 4.56. 4.4 . 8 .0 2. 6- 1 Lower Nancy 6. 3 8.8 7.6 2. 6 Upper Nancy 2.' 6.6 6.6 1.9 27-1H Tradewater 3. 1 5.4 4. 7 .7 1.0 .6 16-1 Cee 3. 1 4. 9 7.2 .2 0. 6 .6 17-4 Nancy 3. 7 7.8 5. 3 1.2 .8 0.8 2 1-1 Conemaugh 2.5 9 8 5. 6 .2 1 . 2 8-1B Lower Clays Ferry 2.6 3.6 4.6 .2 1.2 2 0- 1 Osgood 2 8 2.7 0. 1.9 B 4 26-2 Lower carbondale 3.4 8.2 7.2 0.4 • 1-2 Breathitt 3. 2 3.8 6.2 1.1 0.8 .8 l �J 7-1 Lower Clays Ferry 2.9 4.2 4.7 . 5 1.4 .6 18-2 Nada 4.3 7.5 6.6 2.3 24-1 Lower Carbondale 3. 2 3. 2 4. 3 .4 0.4 30-1 Tar Springs 12.7 5. 7 0.7 1 0-1 4. 0 2.8 1.2 Crab orchard �:i 2 9- 1 M enar d 6.9 8. 4 3. 6 1-1 Crab orchard 7.8 14. 2 3.9 . 12-1 Kope 6.3 4. 3 4. 0. .4 0.5 32-1 Golconda 5.5 3. 4 4. 39 2. 31-1 ardinsburg 6.4 4.5 2.4 .2 . 4 H 3 3-1 Clayton and McNairy 4.8 3. 2.4 0. .2 15- 1 Lee 8 0 4. 8.0 1 3 2- 1 Continental �epos1ts 3.2 0 1 2. 1 . c 1 9- 1 Hew'·'c:n 1 0. 2 6 0 11-4 Breathitt 2.8 5.3 �-�.8 .3 0. I * Hot tested o r calcite o r d olomite 1. The mineralsf within this size fraction , or each shale type , are shown as percentages oi the whole sample . f Table Gl2. Mineralogy for the Silt Fraction 5-2 pm, as a Percentage of the Whole Sample. 1 TYPE OF MINERAL (PERCENT] SAMPLE MICA VERMICULITE NUMBER GEOLOGIC FORMATION 2UARTZ (ILLITE) KAOLINITE CALCITE CHLORITE FELDSPAR DOLOMITE VERMICULITE (!NTERLAYER) 1-2 Hew ALbany 2.5 1.0 0. 6 17-2 Sunbury 1.4 0.7 0.2 0.2 13- 1 Hance 1 . 5 3 . 0 3.0 0 . 6 0 . 9 0.9 8-11\ Lower Clays Ferry 0.3 0.5 1.4 0. 1 3-1 Drakes 2 . 1 3.4 • ' 1.3 2 2- 1 9 5. 3 �:�2.9 . 6 Crab o:r:chard • 17-1 .6 4.7 1.9 .6 Bedford 0.4 • 4 2 5-1 Lisman .3 7.6 2 . 2 .0 11-3 Brsathitt .2 4.0 6.3.0 .7 28-1 Kincaid .8 4.8 2.0 .5 18-1 1.3 1.8 0.6 Had a 3.4 • 4 11-1 Breathitt 1.5 2.5 3.6 0. 0.7 17-3 Henley 4.3 8 . 3 4 . 7 1 8 . 8 23-1 Caseyville 2. 1 5. 4 0.8 2 6-1 carbondale 1.0 ,.63. 2 3. 2 .5 0.8 .9 6-1 Lower Nancy 5.6 7.8 6.7 . 2.2 • 4-1 Upper Nancy 1.9 5.0 3.7 • 1 . 9 27-1 Tradewater 2. 1 3. 2 2.7 0. 4 0. 6 .7 16-1 Cee 1.8 3.7 7.5 0.' 0. 9 .4 17-4 Nancy 1.5 6.8 5. 2 0.8 .4 2 1-1 Conemaugh 1.1 6.5 5. 2 .3 1.0 8-1B Lower clays Ferry 1.7 4.6 3., .3 1.0 20-1 Osgood 2 . 9 4 . 7 1 7 0.8 0.8 26-2 Lower Carbondale 4. 4 13.8 1 0. 1 0. 3.7 1. 11-2 Breathitt 0.9 4.3 3.9 0. 0.8 0. 7-1 Lower clays Ferry 2., '. 7 3. 9 .2 1 . 3 18-2 Nada 2.9 9.0 1.9 24-1 Lower carbondale 1 . 5 5. 4 0.3 0.6 30-1 Tar Springs 3. 1 4. 1 3.9 1 0-1 Crab orchard 2. 1 6.5 '�: 71 2. 0 29�1 Menard 7 4 1 0.6 5. 1 1-1 Crab Orchard 5. 4 1 0.0 2 7 1 2-1 Kope ' . 7 4 . 7 6. 1 .5 .4 3 2-1 Golconda 3. 5 7.3 4.2 .2 .9 3 1 1 � ardins ur 4.3 7.8 2.3 H b g 33-1 Clayton and McNairy 2.7 1.3 2.3 0 2 0.2 15- 1 Lee 3.7 3., 8 8 2- 1 Continental Deposits 2.0 1.2 4 7 1 �-1 8. 2 c " ., '(" ,, ··�.:1 . 1 1 -4 3re<>.th:Ltt 3. � .7 0." Hot or dolomite The t"s�ad:Lnera fors Wlth:Ln cnlc:Lt" thls Sl2e raction for each shale typ , are shown as percentages of the whole sample . rn l f , e 178 Table G13. Mineralogy for the Clay Fraction 2-0.2 ,urn, as a Percentage of the Whole Sample.1 TYPE OF MINERAL ( PERCENT l SAMPLE MICA VERMICULITE NUMBER GEOLOGIC FORMATION QUARTZ (ILLITE ) 1{1\0LINITE CALCITE CHLORITE FELDSPAR DOLOMITE VERMICULITE (INTERL/!.YERl 1-2 Now ALbany .8 1 2 . 8 0 .5 ' 17-2 sunbury 3 .4 3 .8 1.5 . ' 13-1 Hance 0 . 6 6 .0 4. 1 1.1 a.:.1A Lower clays Ferry 0. 2 2. 0 1 . 2 0. 8 .5 3-1 Drakes 0 . 7 8. 5 2 . 6 ' .3 ' 22-1 Crab Orchard 0 .5 7 . 6 3.5 . 5 17-1 Bedford 2.2 11.1 4.4 0. 25- 1 Lisman 1. 1 9. 7 8. 4 . 9 11-3 Breathitt 0 . 3 4 .4 3.7 1 .0 28-1 Kincaid I . 3 9 .0 2 . 0 0 . 9 18-1 Nada 11.2 3.5 . 3 11-1 Breathitt 0 .3 4 0 6 0 . 0 17-3 Henley 1 . 0 14 .9 6.8 .7 23-1 Caseyville 0 .5 6 .2 5. 7 .8 26-1 Carbondale 0 • 4 4 .7 5.8 .2 5-1 Lower Nancy 0 .9 10 . 3 5. ' . 9 ' 4-1 Upper Nancy 0 .8 8 . 4 4. .5 27-1 Tradewater 0 .3 4 . 5 4. 16-1 0 .2 4 .4 13. . 6 .8 '"" 17-4 Nancy 0 .6 11 .7 6. . 6 2 1-1 Conemaugh 0 . 4 6. 0. 8-1B Lower Clays Ferry 0. 4 76 .8.o 3. .5 20-1 Osgood 8 12. 2 3. 26-2 Lower Carbondale o.1 .5 14. 1 11. . 0 11-2 Breathitt 0 . 5 4.4 5 .2 7-1 Lower Clays Ferry 0 . 6 11.0 6 . 7 .5 18-2 Nada 0 . 8 16 .3 6 . 4 .0 24-1 Lower Carbondale 0 .7 9 . 0 8 .3 0.' 30-1 Tar Springs 0 .8 5 7 6.4 10-1 Crab Orchard 0 .8 13. 5 7. 1 . 8 29-1 Menard 3. 16 .5 3.9 .3 6. 5 1-1 Crab Orchard 2. 3 12-1 Kope zo16 .6. 2 11 3 .2 32-1 Golconda .2 10 . 8 6. 2 2" .5 3 1-1 Hardinsburg . 3 14 .6 4.6 I .3 3 3- 1 Clayton and McNairy .0 3 .6 18. 3 .2 15-1 . 6 3 .2 13. 1 2. Caa Continental Deposits .6 3. 2 23. 5 . 4 ,_, 1 1 H"\JT'1<:n .5 22 I 3.5 �- 1 1-4 B�eathitt 12 . 4 20 .5 "' 2. 2. Not tested for calcite or dolo�ite 1. The ml.nerals withl.ll this si:;;e fraction, fo:t: each shale type , a:t: Table G14. Mineralogy for the Clay Fraction TYPE OF MINERAL (PERCENT) SAMPLE MICA VERMICULITE NUMBER GEOLOGIC FORMATION QUARTZ 1-2 How ALbany .3 0.2 17-2 Sunbu:t:y .2 0. 1 13-1 Hance 0 ' 1 . 3 0 . 7 8-1!1 Lower Clays Fe:t:ry . 5 0. I 3-1 D:t:akes .2 0. 1 • 22-1 Crab Orcha:t:d 1.6 .4 17-1 Bedfo:t:d 2. 3 .3 2 S-1 Lis rna 2 . 2 1 . 0 I 11-3 Breathitt . 2 • 9 .2 2 8- 1 Kincaid 2 . 1 .3 .2 16-1 Nada 2 .7 0.2 11-1 B:t:eathitt 0. 6 1. 3 0. 17-3 Henley 2. 3 0. 8 0. 2 2 3-1 Caseylll.lle 1 .3 .1 26-1 Carbondale 0 .6 01 . 5 0. 5-1 LO\o.'e I: Nanqy .9 0 2 4-1 Upper Nancy .4 2 27-1 Tradewate:�: .2 0.o.7 16-1 Leo .8 2.7 0. 2 17-4 Nancy .2 o.7 0. 2 1-1 Conemaugh .2 0 .6 8-1B Lowe:t: Clays Fe:t::t:y .5 3 0 . 2 0-1 Osgood .0 0.o.4 0. percent ' '11 -2 B:t:eath1tt .6 . 8 0. 2 Lower Clays ferry 2 .7 0 .5 0.2 18,_,-2 Nada .6 0 .5 2 4-1 Lowe:�: Ca:t:bondale 23 .1 1 .4 30-1 Tar Springs 1 .6 0.9 1 0-1 C:t:ab O:t:chard 3. 3 0.4 0.2 29-1 Menard 2 .9 0 . I. I 1-1 C:t:ab O:t:cha:t:d 2 .8 o. 12-1 li:ope 3 0 0.3 5 32.-1 Golconda 3. 2 0 31-1 Hardinsbu:t:g 3. 6 0 .3.0 3 3- 1 Clayton and McNairy 2. 0 I 0.8 0. 4 5-1 .6 1 .8 0 . 3 1 2-1 Continental"" Deposits 01 .0 .7 0 o. 1 n-1 N= " . 3 c.::can 4 .0 0 .5 1 1-� :l:t:eatlutt 1 . 9 3. 0 . 0 . 4 Hot test"'d �o:t: eolomitiO T < 0.1 percent calc�te 6r 1. The mine:t:als within this Sl.Ze fiaCtJ.on , for each shale type , a:t:e shown as percentages of the whole sample. 179