PERMEABILITY AND SHEAR STRENGTH- or ' ‘ ' . DEWATERED men ASH CONTENT PULP‘ AND PAPERMILL SLUDGES ' Thesis for the Degree of Ph. D. MICHIGAN STATE UNEVERSETY ~ ROBERT WILLIAM LAZA 1971 rent—s!» This is to certify that the thesis entitled PERMEABILITY AND SHEAR STRENGTH OF DEWATERED HIGH ASH CONTENT PULP AND PAPERMILL SLUDGES presented by Robert William Laza has been accepted towards fulfillment of the requirements for Ph .D . degree in Civil Engineering Q“ "$52). CLANS‘Q‘LOS 54k Major professor * u munlnjwu LII! ill lull 11m Ill will l | 6W ‘ 03 2 ABSTRACT PERMEABILITY AND SHEAR STRENGTH OF DEWATERED HIGH ASH CONTENT PULP AND PAPERMILL SLUDGES BY Robert W. Laza The improved treatment of pulp and papermill waste water for pollution control has resulted in large quantities of settleable solids to be disposed of. These solids are composed primarily of clay and cellulose fiber. This study is the third stage of a program sponsored by the National Council of the Paper Industry for Air and Stream Improvement for the evaluation of these waste sludges in organized landfill operations. This phase of the program consisted of the experimental evaluation of the shear strength param— eters, the permeability characteristics, and the resulting effects of these properties due to a change in sludge com- position. Two different types of sludge were evaluated for comparative purposes. The shear strength study consisted of evaluation of the two sludges in the state as received from the source mill and with ten percent lime or flyash added. In addition, for Robert W. Laza the sludge most representative of the high ash variety, sludge H-2, the organic content was altered to simulate decomposition and the strength characteristics were re-eval- uated. Consolidatedaundrained triaxial tests with.pore pressure measurements were used for these determinations. The results of these tests indicated that the sludge would develop adequate shear strength, that this development would be primarily frictional in character, and that the addition of lime or flyash would contribute to the shear strength. With a reduction in organic content, a decrease in the angle of internal friction was noted which may cor- relate to a decrease in strength with natural decomposition. The permeability study also considered both sludges in the state as received from the source mill, with different solids contents, and with the addition of ten percent lime or flyash. The different organic content samples of the triaxial portion of the study were also evaluated. This evaluation was by means of a falling head permeameter modified to permit the application of a backpressure. Both sludges had relatively low permeabilities, approaching that of a pure clay when the solids content was approximately 60 percent. It was found that entrapped air bubbles within the sludge significantly affected the permeability up to heads of 60 to 120 feet of water. By pretreating the sludge with a vacuum and/or sterilant, the effects of these air bubbles could be essentially eliminated. Lime or flyash were found to increase the permeability slightly with the Robert W. Laza lime addition being more effective than the flyash. A decrease in organic content resulted in a decrease in permeability and a reduction in the ability of the material to retain water. These tests indicated that the drainage of such sludge deposits would be slow, that the entrapment of minute air bubbles would affect the flow rate, and that the material would retain large quantities of water. PERMEABILITY AND SHEAR STRENGTH OF DEWATERED HIGH ASH CONTENT PULP AND PAPERMILL SLUDGES BY Robert William Laza A THESIS Submitted to Michigan State University in partial fulfillment of the requirements for the degree of DOCTOR OF PHILOSOPHY Department of Civil Engineering 1971 ACKNOWLEDGMENTS The writer wishes to express his sincere appreciation to Dr. 0. B. Andersland, Professor of Civil Engineering, under whose direction this research was performed, for his guidance, patience, and encouragement. Thanks are also due the other members of the writer's guidance committee: Dr. R. K. Wen, Chairman and Professor of Civil Engineering, Dr. W. A. Bradley, Professor of Applied Mechanics, and Dr. M. M. Mortland, Professor of Soil Science. In addition, the writer owes a debt of gratitude to Mr. W. J. Gillespie and Mr. C. A. Mazzola of the National Council of the Paper Industry for Air and Stream Improvement, Kalamazoo office, for their efforts in supplying the sludges, background, and other assistance. Sincere appreciation is also extended to the National Council of the Paper Industry for Air and Stream Improvement and the Division of Engineering Research at Michigan State University for the financial assistance which made this research possible. ii TABLE OF CONTENTS LIST OF TABLES . . . . . . . LIST OF FIGURES LIST OF APPENDICES . . . . . . . . . . NOTATIONS . . . CHAPTER I. INTRODUCTION . II. LITERATURE REVIEW . . . . . . 2.1 High Ash Primary Clarifier Sludges 2.1.1 Composition . . . . . 2.1.2 Water Content 2.1.3 Consistency Limits 2.1.4 Fiber Content 2.1.5 Admixtures 2.2 Conditions of Failure for Sludges 2.2.1 Shear Strength Theory . 2. 2. 2 Similarity to Organic Soils 2. 2. 3 Vane Shear Strength 2.3 Water Flow in Sludge . . . 2. 3.1 Permeability Theory . 2. 3. Factors Which Alter Flow. Rate III. SLUDGES STUDIED AND SAMPLE PREPARATION 3.1 Secondary Fiber Mill Sludge . 3.2 Integrated Pulp and Papermill Sludge 3.3 Triaxial Specimen Preparation . 3.4 Permeability Sample Preparation IV. LABORATORY EQUIPMENT AND TEST PROCEDURES 4.1 Triaxial Equipment . . . . . . . . . 4.2 Triaxial Test Procedures . . . 4.3 Permeability Equipment . . . . . . 4.4 Permeability Test Procedures 4.5 Water Retention Procedures iii vi xi xii V. EXPERIMENTAL RESULTS . . . . . . . . . . . 5.1 Triaxial Tests 5.1.1 5.1.2 5.1.3 Shear Strength for. Natural Sludges . Shear Strength for Different Organic Contents . . Shear Strength with Additions of Lime or Flyash . . . . . 5.2 Permeability Tests 5.2.1 5.2.2 5.2.5 5.2.4 Flow Through Natural Sludges. Influence of Organic Content on Flow . . . Influence of Lime or Flyash on Flow . . Water Retention of Sludge VI. DISCUSSION AND INTERPRETATION OF RESULTS 6.1 Shear Strength 6.1.1 6.1.2 6.1.5 Natural Sludges : Organic Content . . . . . . Lime and Flyash Admixtures 6.2 Permeability 6.2.1 6.2.2 6.2.5 Natural Sludges : : : Organic Content . . . . . . . Lime and Flyash Admixtures . VII. SUMMARY AND CONCLUSIONS 7.1 Shear Strength Parameters . . 7.2 Permeability of Pulp and Papermill Sludges BIBLIOGRAPHY APPENDICES . . . iv 103 103 105 106 111 116 116 119 122 125 125 127 130 134 LIST OF TABLES Table Page 2.1 Sludge Properties of Fiber Content Studies (after NCASI Tech. Bull. No. 174) 19 3.1 Physical Property and Test Method 38 5.2 Physical Properties of the Sludge Materials 40 3.3 Properties of Lime and Flyash 41 5.1 Summary of Triaxial Test Results on the Natural Sludges 64 5.2 Summary of Triaxial Test Results on Sludge H—2 with Different Organic Contents 71 5.5 Summary of Triaxial Test Results on Sludges with Lime Added 77 5.4 Summary of Triaxial Test Results on Sludges with Flyash Added 78 5.5 Summary of Z and 3 Values for the Triaxial Tests 84 5.6 Hydraulic Gradient Required to Initiate Flow 86 A—1 thru A-58 Triaxial Test Data 155 — 19O B—1 thru B-62 Permeability Test Data 191 - 221 C Water Retention Data, Sludge H-2 222 Figure 2.1 2.5 2.4 2.5 2.6 2.7 5.2 5.5 LIST OF FIGURES Water Content vs Ash Content (after Mazzola, 1969) Liquid Limit vs Ash Content (after Mazzola, 1969) Plastic Limit vs Ash Content (after Mazzola, 1969) Plastic Limit vs Liquid Limit (after Mazzola, 1969) Percent Solids vs Applied Pressure (after NCASI Tech. Bull. No. 174) Dry Solids vs Fiber Content of Sludge Sample (after NCASI Tech. Bull. No. 174) Effect of Fiber Length Present on Drainage Rate (after NCASI Tech. Bull. No. 136) Stress Circle and Failure Envelope Straight Line Representation of Mohr Envelope Equations and Definitions for Shear Strength Theory, Effective Stress Basis Drained Com ression Tests on Peat (after Adams, 1961? Grain Size Distribution Curve for Flyash Admixture Triaxial Samples and Mold (left to right-— consolidated, failed, and new specimen) Permeability Sample and Mold vi Page 12 14 14 15 18 18 2O 25 25 26 29 41 44 44 Figure 4.1 .e .p .e -e \m m Diagrammatic Representation of the Modified Triaxial Cell Triaxial Equipment and Recorder Modified Triaxial Cell with Sample Triaxial Sample, Porous Stones, Loading Cap, Paper Side Drains, and Protective Membrane Measured Pore Pressures at Mid-height and at Base of Sludge Sample (a) strain-rate of 0.010 in/min (b) strain-rate of 0.005 in/min (c) strain-rate of 0.001 in/min Diagrammatic Representation of Permeability Equipment Permeability Equipment Permeameters and Pressure Cells Typical Stress-strain Curves for Sludge H-2, 43 percent organic content Consolidated-undrained Test Results for Sludge H-1 (a) Mohr envelope and kf ru ture line (b) Water content (c Undrained strength Consolidated—undrained Test Results for Sludge H—2, 43 percent organic matter Ea) Mohr envelope and k rupture line b) Water content (c) findrained strength Consolidated-undrained Test Results for Sludge C-1 (a) Mohr envelope and kf ru ture line (b) Water content (c Undrained strength Typical Stress-strain Curves for Sludge H-2 (a) 28 % or anic matter (b) 35 % or anic matter 0) 43 % organic matter (d 50 % organic matter Consolidated-undrained Test Results for Sludge H-2, 28 % organic matter (a) kf ru ture line (b) Water content (c Undrained strength vii Page 49 so 50 52 54 56 57 57 65 65 66 67 69 72 Figure 5.7 5.8 5.9 Consolidated-undrained Test Results for Sludge H-2, 35 % organic matter (a) kf ru ture line (b) Water content (c Undrained strength Consolidated-undrained Test Results for Sludge H-2, 43 % organic matter (a) kf ru ture line (b) Water content (c Undrained strength Consolidated—undrained Test Results for Sludge H-2, 50 % organic matter (a) kf ru ture line (b) Water content (c Undrained strength Consolidated—undrained Test Results for Sludge H-2 with 10 % lime added, 43 % or anic matter (a) k rupture line (b Water content (c "Undrained strength Consolidated—undrained Test Results for Sludge H-2 with 10 % lime added, 28 % or anic matter (a) k rupture line (b Water content (c Undrained strength Consolidated-undrained Test Results for Sludge C—1 with 10 % lime added (a) kf ru ture line (b) Water content (c Undrained strength Consolidated-undrained Test Results for Sludge H—2 with 10 % flyash added, 43 % or anic matter (a) k rupture line (b Water content (c Undrained strength Consolidated-undrained Test Results for Sludge C-1 with 10 % flyash added (a) kf ru ture line (b) Water content (c Undrained strength Permeability of Sludge H-2 with Varying Average Head Permeability of Sludge C-1 with Varying Average Head Permeability, Solids content, and Average Head for Sludge H-2 viii Page 75 74 75 79 8O 81 82 85 89 89 90 Figure 5. 5. 18 .19 .2O .21 .22 .25 .24 .25 .26 .27 .28 .29 50 5.51 5. 52 Permeability, Solids Content, and Average Head for Sludge C-1 Change in Permeability with Change in Or anic Content (a) 25.7 % solids (b? 34.2 % solids (c) 40.25 % solids d 50.18 % solids Permeability of Sludge H-2 with 10 % Lime Added Permeability of Sludge C-1 with 10 % Lime Added Permeability of Sludge H—2 with 10 % Lime Added at Three Solids Contents Permeability of Sludge C—1 with 10 % Lime Added at Three Solids Contents Permeability of Sludge H-2 with 10 % Lime Added and Pretreated (a) 25.7 % solids (b) 40.25 % solids Permeability of Sludge C-1 with 10 % Lime Added and Pretreated (a) 30.7 % solids (b) 46.7 % solids Permeability of Sludge H-2 with 10 % Flyash Added Permeability of Sludge C-1 with 10 % Flyash Added Permeability of Sludge H—2 with 10 % Flyash Added at Three Solids Contents Permeability of Sludge C-1 with 10 % Flyash Added at Three Solids Contents Permeability of Sludge H-2 with 10 % Flyash Added and Pretreated (a) 25.7 % solids (b) 40.25 % solids Permeability of Sludge C-1 with 10 % Flyash Added and Pretreated (a) 30.7 % solids (b) 46.7 % solids Water Retention Characteristics for Sludge H-2 ix Page 91 92 94 94 95 95 96 97 98 98 99 99 100 101 102 Organic Content and Stress-strain Behavior, Sludge H-2 Organic Content and Angle of Internal Friction Z, Sludge H-2 Water Contents after Consolidation in the Triaxial Cell, Sludge H-2 at Different Organic Contents Undrained Strengths after Consolidation in the Triaxial Cell, Sludge H-2 at Different Organic Contents K -Line for Natural Sludge H-2 Compared t6 k —Line for Sludge H-2 with 10 % Lime or Flyash Admixture Permeability, Organic Content, and Solids Content Relationships for Sludge H-2 Permeability, Solids Content, and Lime or Flyash Relationships for Sludge H-2 Calibration Curve for Permeameter Standpipe Page 108 109 112 113 115 120 124 225 Appendix A B C D LIST OF APPENDICES Triaxial Test Data Permeability Test Data Water Retention Data Calibration of Permeameter Standpipe xi Page 155 191 222 225 k(8) 6| v C) NOTATIONS Area Pore pressure coefficients Shape factor Average grain size Henry's coefficient of solubility Length Rate of flow Initial saturation y intercept, kf failure line Cohesion Cohesion, effective stress basis Undrained strength Coefficient of consolidation Void ratio Head of water Hydraulic gradient Permeability Permeability as a function of the volumetric water content,8 Initial length Consolidation pressure 1 _ _ E uwawa owummfim m.~ ouswwm N .ucoucoo £m< ooH om ow oq ON o ’- O D bl - u d 4 OOH .d I 9 S 3 .L. 3 W. m 1.. .fi ooN M4 m/o A com 1 Amooa .maounmz nonwov Dooucoo £m< m> uwawa caanA ~.~ ousmwm N .ucouaoo £m< cod ow oo o: ON C m 1 v 1 Q .j ooH .. CON .4 com % ‘errq PIUbIT 15 250 O 200" N 150 " J 'H .3 A U H g 100't CO H 9-1 50 III- 0 : : : 44 o 50 100 150 200 250 Liquid Limit, A Figure 2.4 Plastic Limit vs Liquid Limit (after Mazzola, 1969) 16 of the total mass in a manner that reduced the plasticity. Since this relationship was somewhat less than one to one, it appeared that the effect was greater on the plastic limit than on the liquid limit. These findings are identical to those found in examining peat, muck, and similar highly organic materials (Baver, 1966). Evaluation of the water-plasticity ratio for these samples (Mazzola, 1969) established values ranging from one to in excess of 1000, with most of the deposits in a fluid state. Sands, silts, and clays will normally be found with a water-plasticity ratio of less than one and usually less than zero. Since a high ratio indicates material which, when loaded, will experience a large degree of consolidation, the consolidation potential for these deposits was high. In general, it was found that the lower values were associated with deposits containing a large proportion of ash or with deposits where a load had been imposed on the material. The higher values were generally associated with deposits that had a high fiber content. No relationship could be found based on ash content alone. In that even the older samples, which had been subjected to a load, still had a water-plasticity ratio in excess of one, the drainage char- acteristics of the material must be such that the material will retain a large portion of the water. 2.1.4 Fiber Content Several studies have been carried out for the purpose of evaluating the effects of fiber on sludge behavior. 17 These studies have examined both the length of fiber present and the relative proportion of fiber in comparison to the remaining composition. In reporting on mechanical pressing methods (NCASI Tech. Bull. No. 174) it became apparent that the amount of fiber had a strong influence on the effective- ness of the method. Two types of sludge were examined, a boardmill sludge and a deinking sludge. The characteristics for each are given in Table 2.1. These sludges were sub- jected to various pressures ranging from O to 900 psi. The results are given in Figure 2.5 for pressures applied at five minute durations. Mechanical pressing was found to be considerably more effective with the deinking sludge than with the boardmill sludge. The difference was attributed to the higher inorganic content of the former. Approxi- mately 25 to 50 percent more water was removed from this sludge for the same pressure and pressing time. To further substantiate this conclusion, samples of both sludges were prepared with fiber contents of 5, 10, 15, 20, and 25 per- cent. It was found that the addition of fiber caused a reduction in solids content and this reduction was propor— tional to the amount of fiber present. These results are given graphically in Figure 2.6., These findings did sub— stantiate the previous conclusions. Not only is the amount of fiber important, but so is the length of fiber (NCASI Tech. Bull. No. 156). In a study on the filter— ability of pulp and papermill sludges, it was found that a definite relationship existed between the length of fiber 801r 60‘ 18 Deinking Sludge P M O 40' Dry Solids in Pressed Cake in % Boardmill Sludge Pressures applied for 5 minute duration I 1 L L 1 j T I 0 200 400 600 800 1000 1200 Pressure Applied to Sludge Cake in psi Figure 2.5 Percent Solids vs Applied Pressure (after NCASI Tech. Bull. No. 174) 80‘ g. Deinking Sludge c 'H m 607’ .3 m L) 1o o {0 § 40-r 3‘ Boardmill Sludge .5 a: 3 2o» H o a: z‘ 10 minute press duration at 900 psi :1 0 1 4 i 1 4 as 0 5 10 15 20 25 30 Fiber Content in Sludge in Percent Figure 2.6 Dry Solids Content vs Fiber Content of Sludge Sample (after NCASI Tech. Bull. No. 174) 19 Table 2.1 Sludge Properties of Fiber Content Studies (after NCASI Tech. Bull. No. 174) Sludge Boardmill Deinking Solids content 21 % 30 % Combustible fraction 74 % 55 % Ash content 26 % 47 % and drainability. In that this relationship proved to be nonlinear, a small percentage of long fiber will appreci- ably increase the drainability. This fact is shown in Figure 2.7. 2.1.5 Admixtures Efforts to improve the dewaterability of pulp and papermill sludges have considered the addition of flyash from boiler operations to the material. In a laboratory study conducted in 1962 (NCASI Tech. Bull. N0. 158) several aspects of such procedures were examined in connection with vacuum filtration. One of the first observations made was that there is a considerable difference in flyash as collected from various mills. Hence, an additional project phase was necessary to consider the effects of different flyash. In all, twelve different samples of flyash were used in the evaluation. A summary of the pertinent results are given below (NCASI Tech. Bull. N0. 158). 1. For the sludge materials examined, the precoat using any of the twelve flyash samples increased the filter loadings. 20 100 I 80" P: 60 -~ t o > o E g u 40 m U m 3 20 fl 0 Original sample 60 mesh fiber removed 0 100 mesh fiber removed 0 1 1 1 1 1 1 1 1 0 1 2 3 4 5 6 7 8 Time, minutes Figure 2.7 Effect of Fiber Length Present on Drainage Rate (after NCASI Tech. Bull. No. 136) 21 2. For those sludges high in organic materials, the precoat of flyash considerably increased the drainability. 5. For those sludges low in organic materials, the precoat of flyash decreased the drainability. 4. Sludges not dewaterable by ordinary vacuum filtra— tion could be handled with the addition of flyash. 5. Flyash samples having a uniform particle size dis- tribution yielded more favorable results with re- spect to the quantity required than those well graded. However, if the flyash had a large propor- tion of fines, the drainability would decrease. Field experience has shown similar results (NCASI Tech. Bull. N0. 57) in that an increase in ash content from 5 to 20 percent of the sludge solids increased the filter loading by 20 percent and an increase of ash to 75 percent caused a 200 percent increase in loading. A second additive that has been widely investigated and used is lime (CaO). Acting as a flocculating agent, a 5 percent addition of lime has been found to increase the filter loading an average of 28 percent (NCASI Tech. Bull. No. 37). Increasing the lime to 10 percent showed little additional benefit. Other studies (NCASI Tech. Bull. Nos. 136, 190) report similar results with respect to both loading and drainability. 2.2 Conditions of Failure for Sludges Sludges, like soil materials, fail either in tension or shear. Tensile stresses may cause opening of cracks which are undesirable or detrimental. In the majority of the engineering problems only the resistance to failure by shear requires consideration. Shear starts at a point in a mass 22 of sludge when, on some surface passing through the point, a critical combination of shearing and normal stresses is reached. This section deals with shear strength theory, similarity of sludges to organic soils, and vane shear strength. 2.2.1 Shear Strength Theory Experience has shown that the Mohr-Coulomb theory of failure has been very successful for defining failure in soil materials (Terzaghi and Peck, 1948; Wu, 1966). This theory, represented in the usual form 2}f = c + offtand (2.1) states that the shear stress, fo, on a failure surface at failure is a function of the normal stress on that plane at failure, off, and the material properties, cohesion c and the angle of internal friction o. In this form the soil skeleton must carry all the normal stress, that is, the soil must be free draining. For cohesive materials that are not free draining, such as pulp and papermill sludges, the pore fluid will carry part of the normal stress. This portion cannot con— tribute to the frictional resistance and strength. Hence, for these materials, the stress carried by the fluid must be subtracted from the total normal stress and the shear strength based only on that portion of the normal stress carried by the soil skeleton. This can be done by meas- uring the pore pressure during triaxial testing and present- ing the results in terms of effective stresses. So 25 represented, equation 2.1 becomes fo= "c' + (off — u)tanZ (2.2) where u is the pore pressure, 6 is the cohesion intercept based on effective stresses, and Z is the frictional angle based on effective stresses. The equation then represents a straight line with the intercept on the shear stress axis equal to E and the slope angle equal to 3. The shear strength so defined is the maximum shear stress that can be sustained on any plane in a given soil of sludge material. Determination of truly representative values for the mate- rial properties of the sample is essential in order to reflect field behavior. Experience has shown that the values determined by consolidated-undrained triaxial tests with pore pressure measurements (Bishop and Henkel, 1962) correlate well with the actual field behavior. For these tests, a soil sample, usually 1% inches in diameter by 3 inches high, is subjected to an all around pressure 03 and allowed to consolidate under drained conditions. The vertical stress 01 is next increased under undrained conditions until the sample fails. During the loading period, measurements are taken of the pore water pressure, axial deformation, and axial load. Results from each test represent an effective stress circle at failure. If several triaxial tests are performed with different all around pressures and the measured stresses corresponding to failure are plotted, the points represent- ing failure are given by the envelope of the stress circles 74 as shown in Figure 2.8. This envelope is known as the rupture line; and, although it is not perfectly straight, it can be represented by a straight line with sufficient accuracy that the resulting material properties adequately reflect field behavior for soils. In normal laboratory evaluation, three to five tests are made and the rupture line drawn tangent to the observed failure circles as shown in Figure 2.9. Since this method of evaluation depends on visual determination of the tangent points, it is desirable to adopt a representation that uses the points of maximum shear stress at failure. Lambe and Whitman (1969) represents these points as if = 13(31 + 33). qf= SE, - 33) These points are unambiguous and precisely determined, allowing curve fitting methods to determine the line of best fit. This method gives the kf failure line and results in a y intercept E and a slope angle 3, which, with the proper geometric transformations, give the desired values 6 and 3, respectively, as shown in Figure 2.10. 2.2.2 Similarity to Organic Soils Although considerable work has been reported in the lit- erature on the consolidation properties of highly organic soils, that regarding the shear strength has been limited since these types of materials have been avoided in engi- neering practice. Hanrahan (1954) points out that one of the biggest handicaps in the testing of peat is the aniso— tropic nature of the material. The probability of obtaining 25 Shear Stress Normal Effective Stress Figure 2.8 Stress Circles and Failure Envelope Shear Stress oI h’QI Ql PHI 3 .5 3 1 32 33 11 12 3 Normal Effective Stress Figure 2.9 Straight Line Representation of the Mohr Envelope ff - c + ff tan d d N 45’ 1‘1-3L _, _, _ 3,09 qf ‘ a + pftancx .40 60 f. _ 950 / c / .x’ Z 1 - .. r . L ”3 c’1 [7 x 3(01 + OS) - “"1 ‘ ”3) - _3_ 3 tanKI-T—T—— tanot- x or x= _ 35(0’ + a) + x tanot 1 3 _ 5(31 - 3'3) tan 3 = f or x = c— sin ¢ II _ _ tan 9‘ 8(01 + US) + x z . z _ _ tan; tan 3 .°. canes = sin d but tan 2 = sin 3 . Z '5 tan 3 sin 3 — Z c = ._ cos d Figure 2.10 Equations and Definitions for Shear Strength Theory, Effective Stress Basis “L 27 representative undisturbed samples is minute. On the other hand, recompacted samples are unlikely to be representative because the structure will be destroyed in remolding. Hanrahan chose to use undisturbed samples that were obtained and prepared with extraordinary care. Consolidated triaxial tests were found difficult to carry out due to the large volume change associated with the peat and the nonuniformity of this volume change. To make calculations possible, it was necessary to assume that the peat was equally compress— ible horizontally and vertically. In reality, this is not true; but, even with this assumption, the results of several tests were consistent. It was found that the shape of the curve relating water content to the deviator stress at fail- ure was characterized by a decreasing slope for decreasing water content. This result indicated that the water re- moved in later stages of consolidation results in consid- erably greater increases in strength than the same quantity removed during early stages. Consolidation was permitted under three different chamber pressures; 15, 25, and 35 psi. For one series of tests the undrained shear strength was evaluated after a consolidation period of 24 hours and with no decrease in lateral pressure. The results showed that no increase in strength resulted from the increased lateral pressure and at failure the pore pressure was approximately equal to the chamber pressure. For a second series of tests the undrained shear strength was evaluated after the consolidated test specimens were allowed to swell 28 for at least one-half hour. The results of these tests led to strengths 20 to 40 percent less than the previous group with pore pressures at failure only 30 to 50 percent of the chamber pressure. The 3 angle for the swollen samples was only about 50 leading Hanrahan to conclude that the strength of peat is exclusively cohesive in character. The rate of deformation was normally 0.001 in/sec. A comparison of strength was made to that determined when a rate of defor- mation of 0.01 in/sec was used. The faster rate resulted in an increase in strength of approximately 5 percent. No other evaluations or conclusions were made on testing rates. Adams (1961), in conducting consolidated-undrained triaxial tests on peat, found 3 angles of approximately 50 degrees. These results were obtained from samples 1.9 inches in diameter by 4.5 inches high, consolidated under confining pressures of 2, 10, 20, and 30 psi. In each test the pore water pressure build up was rapid and, at failure, essentially equal to the lateral pressure. Two drained tests were also carried out, running for a period of three months. The observed results were almost identical to the consoli— dated-undrained tests, giving a 3 value of 510. A compar- ison of the results from the two types of tests is given in Figure 2.11. The cohesive value determined in both types of tests was essentially zero. Investigations undertaken at University College, Dublin, (Hanrahan, et el., 1967) have shown similar results. Remolded samples of an organic peat were examined by means 29 120 'r 80 n 510 Drained envelope '3 --— - Undrained envelope a. m. U} o u U m 40 h H o u .c in o 1 fit 1 1 1 0 40 80 120 160 200 Effective Normal Stress, psi Figure 2.11 Drained Compression Tests on Peat (after Adams, 1961) 50 of consolidated-undrained triaxial tests. The values observed for 0 varied from 0.7 to 1.0 psi and Z varied from approximately 35 to 44 degrees. These studies showed that E was affected by the water content, decreasing at higher values. The strain rate used was established by a separate series of tests in which the pore pressure was measured simultaneously at midheight and at the base of the sample. Determination of the most satisfactory testing rate was based on the difference in the pore water pressure between the two points and on the resulting time required to com- plete a triaxial test. A rate of 0.0024 in/min was deter- mined to be the most satisfactory with respect to both the results and time required. The pore pressure coefficient B was found invariably to be one for the soft peats with no evidence exhibited to suggest a value greater than unity, i.e., the loss of effective stress due to instability of the solid structure. The applicability of the A coefficient for peat was questioned because the pore pressure for all the samples increased during shear, becoming equal to the confining pressure for the samples with a water content in excess of 400 percent. For drier samples the pore pressure attained values of only 90 to 100 percent of the cell pressure, then fell off slightly. 2.2.3 Vane Shear Strength When undrained conditions are expected to prevail in deposits of saturated clay in the field, vane shear tests (Terzaghi and Peck, 1967) are often used advantageously in 51 evaluating the cohesion c. In the simplest form, the mech— anism for evaluation consists of a four-bladed vane fastened to the bottom of a vertical rod. The vane and rod can be pushed into the soil without appreciable disturbance. This assembly is then rotated and from the measured torque the shear strength determined. Field measurements on the shearing strength of peat (muskeg) have shown a variation from 100 to 1700 psf (Hardy, 1964). Results show that high shear strengths for peat can be mobilized but they will be accompanied by abnormally high deformations. These results are based on extensive vane shear strength tests conducted under the supervision of Hardy at the University of Alberta. In examining the vane shear strength of the sludge deposits described by Mazzola (1969) in situ values ranged from 0.12 to 0.37 kg/cm2. Variations in sludge properties with depth were such that little correlation existed between depth and water content or depth and vane shear strength. Where sludges of similar physical properties were found, as shown by similar consistency limits, the water content did decrease with depth and the vane shear strength increase. This behavior is similar to that found for soft marine clays. 2.3 Water Flow in Sludge The physical nature and the arrangement of constituent particles in sludge greatly affect the size and continuity of pores and/or capillaries. Such differences plus incom- plete saturation result in a wide range in permeability for a.” 1.- ‘.- . w.- I .32 pulp and papermill sludges. Sludges containing a high pro- portion of sols tend to discourage permeability by water while the open meshed fibrous sludges are initially quite permeable. This section reviews the permeability theory and the factors which affect flow through a material. 2.3.1 Permeability Theory The importance of the permeability of soil is reflected by the number of properties which are dependent on flow, e.g. drainage, consolidation, and shear strength on an effective stress basis. The most widely used representation of flow is given by Darcy's law (Terzaghi and Peck, 1967; Lambe and Whitman, 1969). Darcy's law is usually written in the form V=—%—=k Ail =ki (2.3) where the rate of flow, Q, is dependent upon a permeability constant, k, the hydraulic gradient 1 = fl? , and the cross sectional area A. The accuracy of the equation is generally dependent on the permeability k. For the permeability to be truly constant certain conditions must be satisfied or accounted for including (1) a completely saturated medium, (2) an incompressible fluid, (3) no change of void ratio in the porous medium, (4) low flow velocities, (5) a homo- geneous porous media, (6) a homogeneous fluid, (7) contin- uous flow, and (8) steady state flow (Leonards, 1962; De Wiest, 1969). Examination of the above conditions in terms of the usual engineering problems reveals that items five through 55 eight are insignificant since the laboratory determination of the permeability adequately takes them into account. In addition, the void size and configuration in ordinary soils is such that the flow velocities are normally small. A change in void ratio may be due to solid material going into solution and can be accounted for by altering the per- meability value in accordance with the different stages. Most investigators assume that the absence of conditions one or two, i.e., an unsaturated material or a compressible fluid, will result in a considerable variance in permea- bility (Leonards, 1962; Scott, 1963; De Wiest, 1969). Both of these conditions introduce the factor of air (gas) occupying part of the pore space and restricting flow. 2.3.2 Factors Which Alter Flow Rate Richards (1967) reported on the work of several inves— tigators in examining soils which are normally unsaturated. No theory to date has been proposed that fully reflects the flow behavior through these soils. Most attempts to rep- resent unsaturated flow have been based on modifications of Darcy's law. The main modification necessary is one to reflect the negative pore pressures possible when air is introduced into the media. Many investigators have taken this factor into account by combining Darcy's law with the law of continuity and basing k on the volumetric water content. When these changes are made the following equation results: v = arm—W (2.4) 3x L4“ 54 where v = velocity of flow k(O) = permeability as a function of the volumetric water content, 8 3%: = gradient of potential or total head, , ' in the x direction V=Z+u z = elevation head u = pore pressure in height of water In this modified form certain assumptions must be made which may result in serious problems and limit the use of the equation. Two such assumptions are: (1) light overburden and applied pressures and (2) no soil structure or fissures. The first severely limits the range of applicability when applying the results to field behavior. The second limits the laboratory determination of k(0), as a structure is present in soils and the removal of in situ stresses will cause it to be altered. As a consequence most engineers fall back on semi—empirical methods for the evaluation of the permeability of unsaturated soils. Mitchell and Younger (1967) have examined the work of many investigators in regards to the permeability of fine grain soils. They report that non-Darcy flow is common in these types of materials and that no consensus of opinion exists as to the cause. Several of the papers reviewed attribute the varying permeabilities to the alternate plugging and unplugging of void space. It is still argued whether this action is due to the migration of fine particles under stress or the effect of minute air bubbles in the material. Mitchell and Younger attribute much of this fluctuation in permeability to experimental effects in 55 measuring k such as leakage, swelling, consolidation, or variation in the fluid. Growth of bacteria and other organisms has been found to influence flow behavior (Gupta and Swartzendruber, 1962). Growth of organisms can change the flow rate by blocking the flow paths with both the organisms themselves and with gaseous by—products or by changing the structure of the material through decomposition. With respect to threshold gradients to initiate flow, Mitchell and Younger (1967) report that the Russian investigators have accepted and used the above concept for a number of years. In their study on kaolonite, it was found that a threshold value did exist below which no flow would take place. The exact cause of this threshold limit could not be established, but three possible reasons were advanced; (1) capillary action, (2) the irregular destruction of a quasi-crystalline structure, or (3) bacterial growth. Of these three possi— ble reasons, (1) and (3) relate to the entrapment of air within the sample. Miller and Low (1963) also performed a series of tests to establish whether or not a threshold value for flow exists and if so, the cause. In working with bentonite of different densities, they found varying threshold gradients. The higher thresholds were associated with the higher densities. By examining sodium and lithium saturated ben- tonite, they concluded that the water develops a quasi— crystalline structure and acts as a solid at low gradients. 56 For these tests, efforts were made to evacuate any air within the sample. The success of this could not be ascer- tained and, as such, air blockage could not be completely dismissed. In working with organic soils, Arman (1969) found results similar to the above with fluctuations in the per— meability of peat ranging up to 50,000 times the low value. A large part of this fluctuation was attributed to bacte- rial growth causing the formation of minute air bubbles which would partially block the void space. It was also found that the permeability was affected by the amount of organic matter. As the organic matter was increased to beyond 40 percent, it was found that the controlling factor was the permeability of the organic materials. It appeared not to matter what the composition of the inorganic frac— tion was. Permeability-time studies performed indicated that the permeability decreased considerably with time for the peat studied. This factor may be of such importance that long term consolidation of peat is controlled by a decrease in permeability under a relatively constant pore pressure rather than by the dissipation of excess pore pressure. In summary, it is widely agreed that deviation from Darcy flow is common and permeability values will show a wide fluctuation. There is no consensus of opinion as to why this fluctuation occurs nor has an adequate theory been proposed which relates the flow to the gradients applied and the material properties. CHAPTER III SLUDGES STUDIED AND SAMPLE PREPARATION To best correlate the results of this study to the sludges encountered within the pulp and paper industry, two types of sludge were selected for evaluation: one from an integrated pulp and papermill, the other from a secondary fiber mill. The organic portion of the first was composed of long fiber cellulose material and some wood chips, while the organic portion of the latter was made up entirely of small cellulose fibers. The remaining portions were essentially the same for both sludges, varying only in the relative amounts of constituent materials. All samples were indexed by their physical properties which included the specific gravity, consistency limits, percent organic matter, percent ash, and clay type. The test methods used to determine these properties are listed in Table 3.1. This chapter describes the sludge samples used and provides information on the sample preparation for the triaxial specimens and permeability samples. 5.1 Secondary Fiber Mill Sludge The secondary fiber mill sludge best fits the defini- tion of a high ash pulp and papermill sludge (Gillespie, 57 58 Table 3.1 Physical Property and Test Method Physical Property Test Method Consistency (Atterberg) limits Liquid limit ASTM D423—66 Plastic limit and plasticity ASTM D424-59 index Shrinkage limit ASTM D427-61 Ash content ASTM D586-63 Organic content Agronomy No. 9, Sec. 92-5.5 Clay identification Agronomy No. 9, pp. 683—692 Specific gravity* ASTM D854-58 *Oven-dried samples were used for sludges H—2 and 0-1. For sludge H—1, the oven-dried weight was determined at the end of the test. Gellman, and Janes, 1970), hence it was used for the major part of the test program. The first sample obtained of this sludge was grey in color and contained 28.3 percent solids by weight. The organic content was only 27.5 percent of the solids by weight indicating this sample was not typical of those sludges normally resulting from the operation of this type of mill. Later information established that cleaning operations were underway at the mill when this sample was taken. These cleaning operations resulted in the sludge containing an excessive amount of fillers and coatings. Because this sample was not typical, a second sample, more representative of the mill, was obtained for the project. The second sample was also grey in color but contained 59 25.7 percent solids of which 43.6 percent was organic mate— rial. The organic matter in both samples was essentially the same being short cellulose fiber. The physical prop— erties of both sludges are given in Table 3.2 which also includes the properties of the samples modified by lime or flyash. The symbols H—1 and H—2 will be used throughout this report to identify the first and second samples, re— spectively, of the secondary fiber mill sludge. The admixtures used with the two sludges included a commercial lime, comparable to that used in the paper indus— try but obtained from a local supplier, and a flyash re- sulting from the incineration of coal and bark in boilers at a secondary fiber mill. The properties of this lime and flyash are given in Table 3.3, with a grain size distribution curve for the flyash given in Figure 3.1. Preparation of the samples with different organic con- tents or admixtures required special procedures. It was desired to alter the organic content of the sludge without affecting the remaining constituents in order to simulate decomposition. This was done by washing the sludge through a U. S. Standard No. 16 sieve (openings of 0.0469 inches) and collecting both the wash water and the material remain- ing on the sieve. The wash water was placed in a closed container and allowed to stand undisturbed for about four days permitting the suspended solids to settle out. The clear water was the siphoned off to a point about two inches above the settled solids. Next, the remaining .HHHe um poaHmuno owmsHm mo ucoucoo meHom 4o m .Nonuo>H:D oumom omecon ..uaom oocoHom HHOm mo mmmum Np posuowuom mummy q .mouowmn zam< porous umoH m cssaH cmescaurm 1 Am .sssaH cauasHa u as .caaaH assess u as N owous HHHsHoama mam aHsm commuwoucH 11 o N mam H moHaEmm .owmsHm HHHs HonHw Nummcooom 11 m H aH.~ a.es «.mm c.NHH H.~NH m.oe~ smegao N CH + cucsmuo N am mm.~ m.Nq m.Hm «.moH q.oNH H.mm~ osHH N OH + oHcmwuo N Hm N.om cm.~ m.Hm m.m¢ m.q~H o.moH m.mq~ uaousoo oHcmwuo N Hm H10 o~.~ a.am N.sc H.~m m.mHH H.NSH raeNHm N OH + cscsmuo N ms He.~ q.om m.qm m.Ho m.mw o.omH osHH N 0H + oHomwuo N mm em.~ ~.oq m.mo w.qm m.NNH m.mmH osHH N oH + oHcmwuo N ms s~.~ H.om a.ae H.am s.NmH N.oH~ accuses casemuo N am N.m~ NN.~ o.mq H.Ho N.mw o.moH m.mNH uaoucoo oHomwuo N me am.~ N.sm w.mN H.Hs m.mm H.HmH accuses cscsmuo N mm om.~ o.w~ N.mm N.mm m.mo «.mmH usousoo oHsmwuo N mm N1: m.w~ aH.N m.NN m.mm o.me m.qN m.NOH Hum .ss as N N N ssmsaco NsH>euo ucoscoo uamnaco Hm am as mmoHHom oHMHooam qucmwuo m£m< mmuHsHH wuonuouo< HomosHm mHmHuoumz owosHm onu Ho moHuuoaoum Hmonmsm N.m oHan 41 Table 3.3 Properties of Lime and Flyash LIME Brand Mississippi Hydrated Lime Source Massour, Missouri Specific gravity 3.32 Available calcium hydroxide 97.00% Available calcium oxide 73.40% Available calcium carbonate 2.04% Total calcium oxide 74.57% Total trace elements 1.68% FLYASH Specific gravity 1.92 Liquid limit 55.2 Plastic limit 49.7 Plasticity index 3.5 100 80 60.- A0 » Percent finer by weight 20 - A; J J_LALJ L I 1 T V '0:001 1.0 0.1 0:01 Diameter in mm Figure 3.1 Grain Size Distribution Curve for Flyash Admixture 42 portion was brought to a consistency of about 40 percent solids by weight using an International model V, size 2 centrifuge for 30 minutes at 2500 rpm. An organic content determination was run on both the material collected on the sieve and on that washed through. Using these known values of organic content, mixtures were prepared to give the de— sired organic content. These mixtures (Table 3.2) were then checked for the actual percent of organic material. Since the openings on the No. 16 sieve are larger than the indi- vidual particles and fibers within the sludge, this process was not one of selective separation. The material retained on the sieve appeared to contain a full range of fiber size, the same as that washed through. Hence the fiber size within the modified samples was comparable to that in the natural sludge samples. The mixing referred to above was done by hand until the materials appeared to be well dis— persed, then completed with a Hobart model A-2OO electric mixer. The prepared mixtures were then stored in a refrig- erator at 350 F in sealed plastic bags. The lime and flyash samples were prepared by hand mixing the desired percentage by dry weight of the admixture with the sludge until it was well dispersed. Mixing was then completed using the Hobart mixer for four to five minutes. This material was also sealed in plastic bags and returned to the refrigerator for 24 hours before the test specimens were prepared. 43 3.2 Integrated Pulp and Papermill Sludge The integrated pulp and papermill sludge was dark brown in color and contained some discrete particles of bark and wood chips. These particles ranged up to 15 mm in length and 2 mm in diameter. The solids content was 30.7 percent by weight of which 51.2 percent was organic material. This sludge would fall in the lower range of the high ash sludges. The symbol 0-1 will be used throughout this report to iden- tify this material. The physical properties of the sludge and its modifications with lime and flyash are given in Table 3.2. These modifications were prepared in a manner identical to that used for the secondary fiber mill sludge. 3.5 Triaxial Specimen Preparation Triaxial specimens prepared with the secondary fiber mill sludge and the integrated pulp and papermill sludge would not retain their required shape as shown in Figure 3.2 until they had been dewatered to about 42 and 37 percent solids by weight, respectively. After dewatering by means of the centrifuge, remolded sludge samples were formed in a mold 7.13 cm high by 3.56 cm in diameter. Care was taken to work the sludge down into the mold and compact it so that any voids were small and any layering would be minimized. With the mold filled, the ends were carefully trimmed to be perpendicular to the sample axis. Next the mold was dis- assembled by pulling the sides directly away from the spec- imen such that no smear effects would result on the sides and interfere with drainage. The sample was then weighed, 44 -0 9 ‘(a l I v If; I“ .C, 1.7 f Agu; Figure 3.2 Triaxial Sampl es and Mold (left to right-- consolidated, failed, and new specimens) Figure 3.3 Permeability Sample and Mold 45 placed in an air tight container and returned to the refrigerator. 5.4 Permeability Sample Preparation In preparing the permeability samples the sludge was first dewatered to the desired water content using the International centrifuge. This sludge was carefully worked into an acrylic plastic permeameter tube 2.81 inches long by 1.125 inches in diameter as shown in Figure 3.3. Care was taken to minimize the formation and size of voids and to fill these voids with the sludge fluid. To establish base permeability curves it was necessary to remove the entrapped air and to prevent the formation of additional gas. The procedure for preparing such samples consisted of first treating the sludge with a biological sterilant (mercuric oxide) and then removing the previously entrapped air by subjecting the samples to a vacuum. The mercuric oxide was mixed with the sludge in such quantities that it formed a 0.5 percent solution by weight with the sludge fluid. Other concentrations were tried but it was found that this was the lowest concentration at which es- sentially all gas formation stopped. After a contact time of fifteen minutes, the sludge was placed in the centrifuge and dewatered to the desired solids content. The specimen was then formed as before and placed in a vacuum chamber at minus 10 psi. While in the vacuum, it was usually necessary to reform the sample as the escaping gas bubbles normally forced part of the sample out of the permeameter tube. 46 When no bubbles were observed moving out of the tube, the sample was removed from the vacuum, placed in an air tight container, and returned to the refrigerator until the test was to be run. This time period was never greater than two hours. CHAPTER IV LABORATORY EQUIPMENT AND TEST PROCEDURES The triaxial test provides information on the strength and deformation characteristics of soil and sludge mate- rials. The principal features of the triaxial apparatus are given in part II of THE MEASUREMENT OF SOIL PROPERTIES IN THE TRIAXIAL TEST by A. W. Bishop and D. J. Henkel (1962). The permeameter provides information on the ease with which water can flow through a soil or sludge in terms of permeability. Basic information on the apparatus and supplies is given in Chapter VI of SOIL TESTING FOR ENGINEERS by T. W. Lambe (1951). This chapter provides information on the laboratory equipment and test procedures used in this study on the high ash pulp and papermill sludges. 4.1 Triaxial Equipment The initial stages of the research program involved very precise measurements of load, axial deformation, and pore pressure so as to minimize experimental error and observe the general sludge behavior under triaxial test conditions. A conventional triaxial cell (part II, Bishop and Henkel, 1962) for a 3 inch high by 1% inch diameter 47 48 sample size was modified to permit electronic measurement of load, axial deformation, and pore pressure. A schematic diagram of the system is shown in Figure 4.1 and pictured in Figures 4.2 and 4.3. The other modification was the installation of a 1000 cc burret to measure the large vol- ume changes during consolidation of the high water content sludges. A Sanborn Linearsyn Differential Transformer (model 585DT-1000, 1 inch stroke) measured axial deformation, a Dynisco load transducer (model FT2-2C, 250 pound capacity) measured the axial load, and a Transducer Inc. pressure transducer (model GP—49F—250, 250 psi capacity) measured the pore water pressure at the sample base. All transducers were linear over the full range of loads, pressures, and displacements and, when calibrated, gave actual values on the recorder with no conversions needed. As the test pro- gram proceeded and the general behavior of the pulp and papermill sludges was determined, conventional triaxial equipment (Bishop and Henkel, 1962) was also used, meas- uring the load, pore pressure, and axial deformation with a proving ring, mercury manometer, and dial gage, respectively. Comparisons of results using this equipment to those deter— mined with the electronic measurements showed excellent agreement, although the amount of work in performing the test was considerably more and some additional experimental error was involved. 149 Displacement Transducer 3% | Stainless steel ram Air release valve 1' ' ' |777777 Rubber 0 rings Tie bar (3)_—_—————S I | Load pAA F' L.l a d cer ‘~ Tr as u. 7“ | : JE—————-Perspecs Cylinder | I ,4 Loading cap Rubber membrane \\‘~ >>____Porous stones Sample ‘ ///’ 1/8 in. thick ___14 Radial grooves Connection to L g—Valve pressure —————) _ supply To burret Pore Pressure 4% Transducer Figure 4.1 Diagrammatic Representation of the Modified Triaxial Cell 50 Figure 4.2 Triaxial Equipment and Recorder Figure 4.3 Modified Triaxial Cell with Sample 51 4.2 Triaxial Test Procedure Sample preparation and test set ups were identical throughout the study and varied only slightly from a stand— ard consolidated-undrained test for soil (Bishop and Henkel, 1962). Specimens were prepared the afternoon before the consolidation phase of the test was to begin. Since cold samples were easier to set up in the triaxial cell, the prepared samples were returned to the refrigerator for a minimum of two hours but never for more than four before setup was attempted. After removal from the refrigerator, side drains consisting of filter paper strips (Bishop and Henkel, 1962) 4 3/4 inches by 3 1/4 inches were wrapped around the sample and also around a porous stone placed at each end of the sample. This method permits both radial and end drainage to occur during consolidation. Next the sample was mounted on the cell pedestal, the loading cap placed on the top, and enclosed with two rubber membranes, Figure 4.4. Finally the cell was filled with water and a small quantity of oil and permitted to stand overnight to bring the sample to room temperature. The oil, floating at the top of the cell served a dual purpose in reducing fric— tional forces between the ram and the cell and in reducing leakage around the ram due to the greater viscosity of the oil. The consolidation phase of the test varied in time depending upon the composition of the sample. So that both straight line portions of the volume change versus square 52 Figure 4.4 Triaxial sample, porous stones, loading cap, paper side drains, and protective membranes root of time plot could be well established, the consoli- dation phase was continued as long as 72 hours in some tests. The maximum time for 100 percent consolidation in any test was 266 minutes or approximately 4% hours. When the consolidation phase was completed, the cell pressure was increased by 20 psi with a 20 psi backpressure. This backpressure served to insure complete saturation and was maintained for 12 hours. After this 12 hour period, the cell pressure was increased an additional 10 psi and the increase in pore pressure recorded in order to determine the pore pressure coefficient B. With the pore pressure stabilized, the sample was then failed under undrained conditions by increasing the axial load. Pore pressure measurements were recorded during this part of the test. In order to minimize the time required for each test, 55 samples were deformed at the fastest rate possible while still permitting the pore pressure to equalize itself throughout the sample. To determine this rate of deforma- tion, a special series of tests was run with the pore pres— sure measured with a probe at midheight of the sample and at the porous stone at the bottom of the sample for several deformation rates. These measurements gave the time lag for equalization of pore pressure between the center of the sample and the ends. Figure 4.5 gives the results for one such series of tests using the strain rates of 0.010, 0.005, and 0.001 inches per minute. This data showed that a strain rate of 0.005 inches per minute satisfactorily allowed for pore pressure distribution and reduced the time lag effects to a position of minor importance. Hence, the time required to fail a sample or reach at least 25 percent strain was approximately 2% hours. 4.3 Permeability Equipment The variable head permeameter is best suited for per- meability measurements in relatively impervious materials. In order to establish the effects on the permeability of air entrapped in the sludge, a variable head permeameter was modified so that a backpressure could be applied to the sample. This equipment is shown schematically in Figure 4.6 and pictured in Figures 4.7 and 4.8. It consisted of a standard falling head permeameter (Soiltest model K—620) on which the fittings were changed to accept 1/8 inch inside diameter plastic tubing, pressure rated to 150 psi. This 2 Pore Pressure, u, kg/cm 2 Pore Pressure, u, kg/cm 54 D n P Base pore water pressure (a) Z. $.0- db .11- . r 4 . t 4 I: Mid-height pore water pressure Base pore water pressure 0)) l I 8 12 16 20 24 1A1 , Z 1 0 db up a. A 1 l I di- h Strain, 6 = db JI- 55 6 1 ‘Mid-height pore water pressure 5 ‘7 N 4 1" .§ Base pore water pressure .9 a. . 3 ‘ O 5 Q m o A ._ g 2 (c) o n. 1 up 0 1 1 1 1 1 ‘r 1 fi‘ 1 1 1 1 ~w‘ 0 4 8 12 16 20 24 Strain, 5- €1 , 71. 0 Figure 4.5 Measured Pore Pressures at Mid-height and at the Base of Sludge Sample (a) strain rate of 0.010 in/min (b) strain rate of 0.005 in/min (c) strain rate of 0.001 in/min 56 Bleed off valve————a Permeameter tube-————————+. 1/8 I.D. tubing-—_g Calibrated scale-———————H Sample Porous stone Air space Pressure cell Runoff £1uid\ Connection to nitrogen pressure ,LH—rerr” source 7 fl?) fl L 1' Figure 4.6 Diagrammatic Representation of Permeability Equipment 57 Figure 4.7 P meability Equip— er ment Figure 4.8 Permeameters and Pressure Cells 58 tubing connected to the top of the permeameter and ran con- tinuously upward 10 feet along a calibrated backing and back down into a pressure cell. To facilitate filling that por— tion of the tubing used as a standpipe, a larger container was connected to the system by a series of valves. Finally, a tank of pressurized nitrogen equipped with a low pressure regulator was connected to the cell and served as a pressure source. This system was capable of backpressures ranging from 0 to 100 psi or an equivalent head of 231 feet of water. The water in the standpipe provided for the pressure difference or hydraulic gradient for the test. 4.4 Permeability Test Procedures Identical procedures were followed for each test so as to minimize any difference in the results, especially those due to temperature variations. Liquid extracted from other portions of the same sludge was used as the flow media in an attempt to minimize any change in the sludge composition. The base of the permeameter was first filled with the fluid to the top of the porous stone and the bottom clamped shut. Next, the sample was put in place and the permeameter reassembled. The fluid was then permitted to flow down on the sample and force the air out through the top valve. With the air removed and the bottom tube clamped, 10 cm of liquid was forced into the upper tube. The sample was then allowed to set two hours to bring it to room temperature. With the sample at room temperature, the standpipe was filled to a point 10 cm above the desired water head and the 59 bottom tube opened. Time zero was taken at the point where the 10 cm overfill had passed through the sample. Flow was then continued until the final head in the stand- pipe was reached. In those tests where a backpressure was required, the desired pressure was placed on the sample when the upper tube was filled to the initial 10 cm mark. This pressure was then held constant for the entire test with the excep— tion of that period when the standpipe was filled. For this short period it was necessary to release the pressure. Application of the backpressure caused a small expansion in the standpipe resulting in a change in cross sectional area. Hence, a calibration curve for tube diameter versus pressure was needed and is given in Appendix D. 4.5 Water Retention Procedures Preparation of the four samples for determination of their water retention characteristics was identical and done in a manner that comparisons between specimens could be made. Distilled, deionized water was mixed with the sludge to form a fluid mixture. This mixture was then placed in a metal ring 7.62 cm in diameter and 4.65 cm high. The ring had one end covered with four layers of gauze and was resting on a metal screen (openings 0.25 x 0.25 in). The mixture inside the ring was free to drain and as water moved out and the material settled, more was added. The water content at which the ring was filled and no water was draining out was taken as the initial state with zero 60 tension. The samples were next subjected to different tensions by means of either a water tension table or a pressure container system (Agronomy No. 9). Each pressure was maintained for 24 hours after which time the change in air volume was determined by means of a volumetric gas equalization system (Agronomy No. 9). CHAPTER V EXPERIMENTAL RESULTS The experimental results of the test program are pre- sented in two sections. The first section covers the triaxial phase of the project and includes information on the shear strength of the three natural sludges, sludge H—2 with different organic contents, and sludges H-2 and C-1 with 10 percent lime or flyash. The results are summarized by typical stress-strain curves, p—q plots giving the cohe- sion and angle of internal friction, and the relationships of the water content and undrained shear strength to consol— idation pressure. The second section covers the permeability tests on the natural sludges H—2 and C—1, sludge H—2 with different organic contents, and sludges H-2 and C-1 with the addition of 10 percent lime or flyash. The results are pre- sented in terms of permeability versus the average head (backpressure plus hydraulic head). 5.1 Triaxial Tests Consolidated—undrained triaxial tests with pore pres— sure measurements were used for evaluation of the shear strength parameters. Initially, only the single triaxial cell equipped to measure the axial load, axial displacement, 61 62 and pore water pressure with electronic sensors was used. This instrumentation permitted measurements to 0.01 pound, 0.0001 inch, and 0.01 psi, respectively. As the general behavior of the sludge materials was established, conven- tional triaxial equipment was also used (Chapter IV). A minimum of three triaxial tests and usually more were used to establish the failure line. Test results are presented in terms of the kf failure line from which the cohesion E and the angle of internal friction Z are computed. Water content and unconfined compressive strength are plotted against the consolidation pressure for each test series. 5.1.1 Shear Strength for Natural Sludges For the purpose of this study, natural sludges are defined as those sludges at the same organic content as when sampled at the mill and with no addition of lime or flyash. The physical properties of the three natural~ sludges, C—1, H—1, and H-2, are given in Table 3.2. Stress- strain curves were similar for the three. Several typical curves, in terms of axial strain versus stress difference (31 - 33) are shown in Figure 5.1. Since a peak stress dif— ference was not reached, failure was taken equal to 20 per- cent axial strain. A summary of the individual test results is given in Table 5.1. Complete test data is included in Appendix A. The Mohr failure envelope and the kf line are given in Figures 5.2(a), 5.3(a), and 5.4(a) for the three natural sludges. Trigonometric transformations for the two methods 2 Stress Difference, (01 - 03), kg/cm U" 1 b a I w L T 65 Test A-9 w = 78.57% pf: 4.92 kg/cmzo ° c. Test A-7 w = 87.22% p = 4.92 kg/cm A Test A-S w = 95.13% p = 4.92 kg/cm D I? 2 1, . 1* ° lb 1 '1‘ i Sludge H-Z I Organic content = 43% 0 - 1 t 1 ‘t e: ti 0 5 10 15 20 25 30 Axial Strain, €= $2, , % 0 Figure 5.1 Typical Stress-strain Curves for Sludge H-2, 43% organic matter 64 «0.0 0H.0 ~0.N 00.0 00.0 0N.0 00.0 H0.0 00.0 00.0 00.0 00.0 00.0 0H.0- 00.0 00.0 0H.0 00.0 00.0 00.0 0H.HH 00.0 00.0 00.0 00.0 00.0 00.0 00.0 00.0 00.0 00.0 00.0 00.0 00.0 00.0 N0.~ N0.0 00.0 0N.H 00.0 00.0 00.0 N~.0 00.0 00.0 00.0 0~.0 00.0 Nso\0x ~80\0x u on .4; a. m :Hmuum Hmem unwoumm 00 an wmumommumou mH ousHHmm 00.0 00.00 «0.0 0H1< 00.0 n0.00 00.0 0H1< H0.0 0H.00 00.0 0H-0 0H.0 HN.N0 00.0 0H1< H0.0 00.00 00.0 ~H1< HN.H 00.00H 00.H HH1< H10 0H.0 00.n0 00.0 0H1< No.0 N0.0N H0.0 01¢ 00.0 00.00 H0.0 01< 00.0 00.n0 HH.N N10 00.H N0.00 HH.N 01< 00.H 0H.00 H0.H 01< 00.0 00.HHH 0N.0 01< 0.: 00.0 H0.00 HH.~ 010 00.0 ~0.N0 00.H ~10 00.H 00.HN 0N.0 H14 H10 Bo\wx N Bu\0x muwaouum umouaoo omsmmoum .oz voszuvaD uous: GOHumeHomzoo ummH owcsHm II mowvaHm Housuuz onu so muHsmom umoH HmemNHH mo mumaasm H.0 mHamH (a) Shear Stress, 2 7!, kg/cm '6 s - 2 Effective Normal Stress, a, kg/cm . 801' U a 3 70" (b) 8. 0“. ._ S S“ 60 3 so . , p, 3 o 1 2 3 2 Consolidation Pressure, p, kg/cm .5 4‘1 U 21" it ‘ ”\DC 2 0 O E“. "do: - (c) n '2 =3 0 1 1 1 0 1 2 3 Consolidation Pressure, p, kg/cm? Figure 5.2 Consolidated-undrained Test Results for Sludge H-l a) Mohr envelope and k rupture line b) Water content c) Undrained strength 66 6 7 g - :: a: " 4. / m 4 3 Na / H 0 3 3; 75 c x - . g A: 2 A /' :7 (a) a ,jr' 0 5’ 1 . —4 as 1 1 1 0 2 4 6 8 10 12 Effective Normal Stress, '5', kg/cm2 120 I g 100 ” d) J.) a o as on 1.11.130" 33 A! 60 1 O 6 . 6 1 .c: 1%) , O N 1134- ”“ 75 'o .a 1- G 00 so. 2, 1'3 (0) '8 D .11- 0 1e: 1 1 1 1 1 0 1 2 3 4 5 6 Consolidation Pressure, p, kg/cm? Figure 5.3 Consolidated-undrained Test Results for Sludge H-2, 43% organic matter a) Mohr envelope and k rupture line b) water content c) Undrained strengtfi 67 6» an ' A can: 4" ,2 g. E 5- (a) to no //" .3 z: . /. 0 N "' / - s 2 ,1/ // [I 0 f .1: 4. O 2 4 6 8 10 J A‘- a 8 Odb 8 o 10 o '1 ._ u tn 0 3 g 30 : 1 #7 . . :3 0 1 2 3 4 5 Consolidation Pressure, p, kg/cm? Q 1- .c 3‘0 1 4 P E‘VE u u .. a: ~t «a .32 U 2 db -5 '5 u o n n '8 :2 o 4% I i %** gas 0 1 2 3 4 5 2 Consolidation Pressure, p, kg/cm Figure 5.4 Consolidated-undrained Test Results for Sludge C-l s) Mbhr envelope and kf rupture line b) water content c) Undrained strength 68 of presentation are given in Figure 2.10. Since the kf failure line can be more accurately determined, the Mohr envelope is omitted in subsequent figures. The water con— tent and undrained strength versus consolidation pressure are also given in Figures 5.2, 5.3, and 5.4. 5.1.2 Shear Strength for Different Organic Contents The organic content of sludge H—2 was altered by washing the material through a U. S. Standard No. 16 sieve to separate the organic fiber and inorganic material. These fractions were recombined to provide samples with four different organic contents. The physical properties of these samples are given in Table 3.2. Typical stress— strain curves are given in Figure 5.5 for the four dif— ferent organic contents. A peak strength value was not reached when plotting the stress difference or principal stress ratio against axial strain, hence, failure was again defined at 20 percent axial strain. A summary of the tri— axial test results for the different organic contents is given in Table 5.2 with complete data given in Appendix A. The shear strength in terms of the kf line is shown in Figures 5.6(a), 5.7(a), 5.8(a), and 5.9(a). Figure 5.8 represents the natural sludge H-2. These plots clearly show that the angle of internal friction increases with an increase in organic content. Plots of water content and undrained compressive strength versus consolidation pressure are also included in Figures 5.6, 5.7, 5.8, and 5.9. 69 «e A VV’ (a) Test A-l9 NEU\wx «Anglol I va .mocouommwn muouum 24 20 2 m C / g k [+0 40 .A “J t S: 8 TD. \1 fl NaU\wx QAMII I va .oocouommwn nuouum 24 20 12 Strain, 70 (c) Test A-8 p a 2.81 kg/cm2 Strain, C = (d) Test A-29 p- 3.00 kg/cm2 1 r I l ‘I q. +- 6 " M a - 4 * o 3 a a 4' E "m a 'b m u 2 ‘ a .4 u lb a: ‘1 d O r O 6 " Jru 4 ‘ 8 5 u - 33 32° t; w G \H a ”:3 "m It: 2 a m u 3 H u lb a; v o i 0 Figure 505 matter 00+ 12 16 20 6': Strain, (d) 50% organic matter Typical Stress-strain Curves for Sludge H-Z (a) 28% organic (b) 35% organic matter (c) 43% organic matter 71 sfimnum Hmflxm unmouoa om an woucommHamu ma musaflmm .m.m mHan mom .Hmuums owmmwuo mo unsoam mumeonummm msu muammmummu ounwwm owmuamouwm H mq.o wm.o ~m.m mm.q om.qm mm.q Hmu< «m.o oq.o mo.n om.m om.mm oo.¢ omu< wq.o q~.o no.0 Hm.~ mo.om oo.m m~u< qq.o ma.o mm.m N¢.H ~H.HOH oo.~ w~-< 8.0 8.0 Ed 84 3.9: 8; 32¢. son Jim mm.o om.o mH.HH q~.m mm.mo mm.¢ oHu< am.o oq.o mm.o mo.m mm.wm Hm.m mu< o¢.o ~¢.o No.m oo.~ o¢.ow Hw.m mu< mq.o om.o mq.¢ mo.~ -.mw HH.N mn< om.o mm.o ~m.m ~w.~ mm.mw HH.N ou< m¢.o o~.o nm.~ mm.H mH.mm H¢.H mu< Rd 86 i; 35 $.H: 2.0 .Vé x3 Jar o¢.o Hm.o wq.m mm.q mm.Ho mm.q omu< om.o oo.o Hm.o Ho.m No.mo oo.¢ mmu< o¢.o Hq.o ow.m mm.m m~.wo oo.m ¢Nu< Nq.o mm.o om.q Hw.m mo.~m oo.m mm-< £6 86 85 $4 Sgw 84 N~-< fin .N-m qm.o mH.~ ¢~.OH mo.q em.mm mm.q Hmu< mq.o oo.H Ha.o mm.~ mm.wm oo.q omu< «q.o Ho.o qo.c mm.~ Hm.~o oo.m mau< m~.o mm.o mo.q wo.~ oo.mo oo.m wHu< N~.o mm.o om.m mm.H om.oo 00.H mHu< xwm .Num Eo\wx Eo\wx Eo\wx N Eo\wx N m N m :wwcmuum uoouaoo swammoum .oz m< mo Ho vmcflmupcz uoumz cowumuwaomcoo umoH Hmwwsam mucmuaoo owcmwuo ucmumwmwa :uw3 Nu: mwpsam so muasmmm ummH HmflxmwuH mo humeanm N.m mHnme 70 % 3450 Water Content b N cu: kg/cmz Undrained Strength, 1D 72 (a) o A I n l A I I T U 1 I 2 4 6 551 + '53), E. kg/cm2 m-Ib H O 2 Consolidation Pressure, p, kg/cm (C) l l t j I ' I I I r 1 2 3 4 5 Consolidation Pressure, p, kg/cm2 Figure 5.6 Consolidated-undrained Test Results for Sludge H-2, 28% organic matter strength (a) k rupture line (b) Water content (c) Undrained 73 (a) o t . : : .L + : : . : 0 2 4 6 8 10 - - - 2 5(‘71 + 0.3): P: kg/cm « 90" U c: 3 J. a») C3 8 N L. 1‘ 70- 3 3 L g, . 3 50 *t 4 : : t O 1 2 3 4 5 Consolidation Pressure, p, kg/cm2 a“ 1D to EN 4" u a £3 ~3 - o .3 :2 3 “a 2.. a u 0 (C) H 'u d- F: D O t i : 5 i O l , 2 3 4 5 Consolidation Pressure, p, kg/cm2 Figure 5.7 Consolidated-undrained Test Results for Sludge H-2, 35% organic matter (a) kf rupture line (b) Water content (c) Undrained strength N 8 \ fi’ 6'3 lb" I I3" w 0 L l l I AL I 0 2 4 6 8 10 12 — -— — 2 *(0'1 + 0'3), P9 kg/Cm 120 'r J a 3;: 100 v 8 N a: i" g 80" 3 60 -4 O 6 Consolidation Pressure, p, kg/cm2 a“ U u 5 ca ‘\ '6 31° 2 . .4 s u o 6 a :3 6 Consolidation Pressure, p, kg/cm2 Figure 5.8 Consolidated-undrained Test Results for Sludge H-2, 43% organic matter (a) kf rupture line (b) Water content (c) Undrained strength 75 5.. N 3 R .3 u“- IS“ (a) I .l-I IV as O i 4 i + t i i 3 0 2 4 6 8 - - - 2 k(0 + 0’ )5 P: RS/Cm l 3 110 T U s .. e (b) H g N o L, “ 90 u E a“ .. a :3 7O . : : : : : O l 2 3 4 5 Consolidation Pressure, p, kg/cm2 :3 it a 4 ‘ 8% u o .. U) \ '2. 3‘“ 2 1 ,5 “a (c) a o u .. 'o a D I l l l o I I I U T O 1 2 3 4 S Consolidation Pressure, p, kg/cmz Figure 5.9 Consolidated-undrained Test Results for Sludge H-2, 50% organic matter (a) kf rupture Line (b) Water content (c) Undrained strength 76 5.1.3 Shear Strength With Additions of Lime or Flyash Ten percent additions of lime or flyash were combined with sludges H—2 and C-1 for the purpose of determining if any beneficial effects result on the shear strength and permeability. The physical properties of the sludge-admix- ture combinations are given in Table 3.2. A 10 percent addition of lime by dry weight represents a value slightly greater than what would normally be added at the mill for increasing sludge dewaterability. It would, however, give a good indication of whether or not the lime was having a significant effect on the sludge behavior and if further investigations in this area were warranted. This series of tests also included the evaluation of the lime addition to sludge H-2 modified to 28 percent organic matter. A summary of the triaxial tests on the sludges with lime or flyash added are given in Table 5.3 and 5.4, respectively. Infor- mation on the shear strength in terms of the kf line, water content, and undrained compressive strength is given in Figures 5.10 thru 5.14. Complete test data is given in Appendix A. A summary of values for the cohesion E and the angle of internal friction E for all the samples studied is given in Table 5.5. 5.2 Permeability Tests The permeability of pulp and papermill sludges is of importance in the engineering problems of seepage, settle- ment, stability, and drainage. Analytical treatment of these problems requires a relationship between the hydraulic 77 cwmuum Hmwxm unmouma ON up woucmmmumou we ousHHmm .N.m mHan wow .uouume owcmwuo mo unsosm mumswxouamm ecu mucmmmummu muswww mwmuamoumm H m0.0 “3.0 mm.“ 50.0 00.30 00.0 03-< em.0 H0.0 Ne.0 03.0 0e.00 00.3 m¢-< 0q.0 0H.0 e0.m $0.0 03.00 00.0 eq-< 00.0 e~.0 mq.m mm.~ NH.~0H 00.~ m¢-< 0H.0 00.0 em.m 0N.H 0N.0HH 00.H Ne-< H-0 00.0 e0.0 0N.0 mm.~ me.ee 00.0 Hq-< 03.0 «0.0 05.0 0m.~ 50.Hm 00.0 03-< Hq.0 0¢.0 q~.e 00.H m~.em 00.~ 00-< H~.0 n~.0 00.~ 00.H 0N.~0 00.H wm-< emu .N-m 03.0 me.0 q~.0H qe.q e0.0e N0.q em-< m0.0 H0.0 «H.0 e~.q mq.mm 00.0 0m-< Hm.0 0m.0 00.n 0N.m H~.00 00.~ mm-< Hq.0 NH.0 mm.q ~N.~ Hm.~0 00.~ sm-< e~.0 00.0 00.0 H0.H «0.~0H 00.H mm-< 0~.0 00.0 mm.~ 0H.H 00.HHH 0m.0 mm-< ems .N-m so\wx Eo\wx ao\wx N Eo\wx m N mm N «a swwaouum ucmuaoo swammmum .02 < o o vocwmupc: umumz coaumcwaomsoo ummH Howcsam pmpv< used :uw3 mmwpsam co muasmmm ume Hmwxmwue mo mumEESm m.m «Home 78 cwmuum Hmflxm unmouom ON an wousmmoumou ma ousawmm Hm.o mm.o mm.o HQ.o mN.o NN.o Hm.o mm.o om.o 03.0 Nq.o om.o 0N.o ma.m mN.No oo.m wmu< om.o NH.m 3H.oN oo.¢ nmu< mm.m wN.m 0N.mn om.m omu< wa.o cm.m ow.am oo.m mm-< o¢.N «q.m Nm.om om.N dwu< mo.w Nm.m oq.Nm oo.N mmu< ow.N om.H wm.moH 00.H Nmn< Huu qo.m om.m Hw.No Na.¢ Hmn< «N.o «H.m Nc.mo oo.¢ Omu< mN.o mm.N mH.NN oo.m aqn< w¢.q 0H.N 0N.mn oo.N w¢u< mq.N HN.H HN.om oo.a Nqn< Nu: Eo\wx Eo\mx N Eo\wx N w :mwcouum ucouaou mmsmmoum .02 Ho pmowmuccs Hmumz :oHuM©HH0mcoo ume mwpsam nmvp< cmmmHm :uw3 mmwwsam so muHsmmm ummH HafixmwuH mo xumsasm ¢.m mHamH 79 N s O \ 32° 02 AM lb I (8) I3” 4“ 8 10 - - — 2 95(01 + 63). p, ks/cm T g 110 ‘- 33 o 3 N " (b) 3 3‘“ 90 4r 0 U é" *- o 70 4 i : : : 0 1 2 3 4 5 J; . U E’N 4‘ 3 8 (D \ .3 :2 .3 a” 2 a O ’0 d! c: D o r i i : : : O 1 2 3 4 5 Consolidation Pressure, p, kg/cm2 Figure 5.10 Consolidated-undrained Test Results for Sludge H-Z with 10% Lime Added, 43% organic matter (a) kf rupture line (b) Water content (c) Undrained strength 8C) 4 v "a £ no 3 n .3 c? A 2 cu Ib‘n uH 1 ‘ Is an 0 i i i ? ‘r 4 O l 2 3 4 5 6 - - - 2 35(01 + 0'3), p, kg/cm 2 100 ‘ m E O N 90 "’ (b) D O E» 3‘” 801 o 3: 70 i i i 4 *4 O 1 2 3 4 5 Consolidation Pressure, p, kg/cm2 3 4 T no 8N » :3 8 a: ~c L w: j? 2 ‘ o a a 'H s a 0 d- (C) E D o -r e 4 A. : 0 l 2 3 4 5 Consolidation Pressure, p, kg/cm2 I'Figure 5.11 Consolidated-undrained Test Results for Sludge H-2 with 10% Lime Added, 28% organic matter (a) kf rupture line (b) Water content (c) Undrained strength 81 N E o \ f3 6 r: to" I Iff‘ (3) gr; 0 i } i i i 1' 0 l 2 3 4 S 6 - — - 2 5(01 + 03): P: kg/Cm v (13) L; 110*" a o H .- a O N U “ E 344 90" 0 m :3 r. 70 i i : : t 0 1 2 3 4 5 Consolidation Pressure, p, kg/cm2 .c“ 3: 4W o 861 o 3 5 4 o m \ O 'o .3? o . 2‘ 5 s a o 'g " (c) :> O a i i 5 ‘fi # 0 1 2 3 4 5 Consolidation Pressure, p, kg/cm2 Figure 5.12 Consolidated-undrained Test Results for Sludge C-l with 10% Lime Added (a) kf rupture line (b) Water content (c) Undrained strength 82 4'r “N «lb “m8 '5 “ 2.. ' 3‘0 (8) I3”; 1. 4p 0 t l , : 'r + . 4 0 2 4 6 8 + ,3 9° (b) a o 3 CI!- 8 N H 1L 70" g 3 3 db 50 4* : 41 : L 4' 0 1 2 3 4 5 Consolidation Pressure, p, kg/cm2 T .n ‘4 41r- u 5 d- o "’ 3° .8 “ 24b {3 0° .3 q. (C) o :3 o : : : P : 0 1 2 3 4 5 Consolidation Pressure, p, kg/cm2 Figure 5.13 Consolidated-undrained Test Results for Sludge 8-2 with 10% Flyash Added, 43% organic matter (a) k rupture line (b) Water content (c) Undrained streng h €33 4 AMNB I? .3 2 #3 I3; t; 49: 0 i 8 “ 100 " «LI 5 (b) g .. O N U G H Q-a db 3 3 90 m 3 I F 70 i : : a, in, 0 1 2 3 4 5 Consolidation Pressure, p, kg/cm2 'fi 4 1' o E’ ~—1r——<}—— U , cc» 0 44—V H a " U 0 m E“ “U 2 dr- .§ .3 o (C) m o u .. 'o 5 o : i : : : 0 1 2 3 4 5 Consolidation Pressure, p, kg/cm2 Figure 5.14 Consolidated-undrained Test Results for Sludge C-l with 10% Flyash Added (a) k rupture line (b) Water content (c) Undrained strength 84 Table 5.5 Summary of'z and 2 Values for the Triaxial Tests Sludge Z Z 2 H-l 58.7 degrees 0.0 kg/cm H-2 28 % organic matter 44.3 0.3 35 % organic matter 51.4 0.3 43 % organic matter 58.5 0.0 50 % organic matter 63.4 0.0 43 % organic + 10 % lime 58.9 0.2 28 % organic + 10 % lime 55.2 0.0 43 % organic + 10 % flyash 54.1 0.2 C-1 59.7 0.2 10 % lime added 57.4 0.2 10 % flyash added 64.1 0.1 Natural sludge H-2 85 flow rate and hydraulic gradient as given by Darcy's law. It was found that the constant of proportionality or perme— ability was dependent on several variables including the presence of small air bubbles trapped within the sludge mass, the average head or backpressure, the organic content, and the presence of either lime or flyash. Test results are presented in terms of the permeability, k, versus the average head on an element midheight of the sample. 5.2.1 Flow Through Natural Sludges Permeability relationships for natural sludges H—2 and C—1 are given by the lower curve in Figures 5.15 and 5.16. The applied backpressures for these tests ranged from O to almost 240 feet of water. When tests were started at low hydraulic gradients with either a low backpressure or the absence of such, it was observed that to initiate flow it was necessary to increase the hydraulic gradient to some critical value. Once flow had started, it would continue at the lower hydraulic gradients. The hydraulic gradients required to initiate flow at the different backpressures are given in Table 5.6 for the natural sludges. Since it appeared that small air bubbles trapped within the sludge were having a marked effect on the permeability at the lower backpressures, another series of tests was run on the sludges after they had been treated with a sterilant (mercuric oxide) and/or subjected to a vacuum before testing. The resulting permeabilities were greatly increased as shown by the upper curves in Figures 5.15 and 5.16. 86 Table 5.6 Hydraulic Gradient Required to Initiate Flow Sludge Backpressure Hydraulic gradient H—2 0 psi 7.56 - 11.77 10 6.16 - 8.97 20 5.36 - 4.76 50 1.96 - 4.76 40 and above 0 C-1 0 3.36 — 7.57 10 1.96 - 5.32 20 and above 0 Complete permeability data is given in Appendix B. Permeability tests conducted at several solids contents for sludge H—2 are summarized in Figure 5.17. This three— dimensional plot, which includes the influence of backpres- sure, shows that the permeability is decreased substantially with a slight increase in solids content. At 57.8 percent solids by weight the permeability was in the order of 1x10"8 cm/sec. Figure 5.18 presents similar results for sludge C-1, only in a two-dimensional form. All the curves show the same characteristic shape but the degree of fluctuation is less. Complete permeability data is given in Appendix B. 5.2.2 Influence of Organic Content on Flow Permeability tests were conducted on the modified organic content samples of sludge H-2 for solids contents of 25.7, 54.2, 40.25, and 50.18 percent by weight. The results of these tests are summarized in Figure 5.19 with complete data given in Appendix B. These figures show that 87 with a decrease in organic content the permeability also decreases. 5.2.3 Influence of Lime or Flyash Admixtures on Flow Natural sludges H-2 and C-1 were examined to determine what effects the addition of lime or flyash would have on the drainage characteristics previously determined. The addition of 10 percent lime by dry weight gave some improve— ment in permeability as shown in Figures 5.20 and 5.21. This increase in permeability becomes more evident when comparisons are made on the basis of different solids con- tents as given in Figures 5.22 and 5.23. In assessing the effects of the lime on the sludge behavior, the pretreatments with a sterilant and/or vacuum were also performed and evaluated. The permeabilities after such treatments are given in Figures 5.24 and 5.25. The drop in permeability values at the larger heads in Figure 5.25(a) is the result of the low solids content as a de- crease in total volume was noted as the head was increased. These figures show that the effects of the sterilant and vacuum are opposite to those found without lime added. The variations in permeability examined with the addi— tion of the lime admixture were also examined with the addition of 10 percent flyash (dry weight basis). The results of these tests are summarized in Figures 5.26 thru 5.50. The permeability is slightly increased, but propor— tionately, not as much as with the addition of lime. The results of the pretreatments were similar to those obtained 88 on the natural sludges. 5.2.4 Water Retention of Sludge The ability of the sludge to retain or hold water under a given tension or suction is shown by the water retention curves in Figure 5.31. These curves represent sludge H-2 at two organic contents and natural sludge H-2 with 10 percent lime or flyash added. The water holding capacity is reduced with either the lowering of organic content or with the addition of lime or flyash. Permeability, k x10-8, cm/sec H O n 8 O 4000 2000 Figure 5.15 , cm/ sec no Permeability, k.x10- 7100 6900 6700 6500 6300 I 89 No pretreatment Sterilant and vacuum pretreated Sterilant pretreated QDDO Vacuum pretreated L I 0 4'0 so 120 160 200 240 280 Average Head, h, feet of water 1 db Permeability of Sludge H-2 with Varying Average Head B a- ” .__.____——: i o a .. C ",v C J P 0 ul- "0 o o o No pretreatment 7‘ IJ Sterilant and vacuum pretreated a 7A Sterilant pretreated o 1 v vacuum pretreated A .4- dr- .L o 40 so - 1'20 160 200 240 280 Average Head; h, feet of water I I Figure 5.16 Permeability of Sludge C-l with Varying Average Head 90 01x a ‘KJIIIqaamJaa 8— oas/mo ‘ mum owvoam you woo: omnuo>< can .uaousoo mwfiaom .huwafinomapom ha.m whomfim on a \— \‘ \— )wm . . . . \\ oar co \\ up How N .om 9%o0 \\ \A \\\ A\\ .flwm o 9¢0 _ \ or. O , \ \fi \ A _ \fi \\\ _ _ \\\ _ \\\x _ ON \ _ \_ _ “\ _ _\\\ _ \\\ _ o \\.\\\ ... . \Am 11kw11 o . \\\ _ . _ season em as o K\\.\\ HouoB wm\voom .3 .mefl wwwwkqx _ . aw . . . 4 .1 . . 41 . omN . OWN. ,. omm 00¢ 4. com .. O O N H 4 ow ONH o. comm 1 \I c ovasom N .qm 91 2000-- _o. in go o ’ 46.7} solids ‘ 8004- , . . °" W ° 52.5% solids U r U U o 40 80 120 160 200 240 280 Average Head, h, feet of water Figure 5.18 Permeability, Solids Content, and Average Head for Sludge C-l 92 43% organic matter 0 o (D 75 o (a) w“ I c: v—l x .x 35% organic matter >2 U 0'4 H -H .0 m “6’ o n. 28% organic matter —& E l l l 160 200 240 280 Average Head, h, feet of water 1600‘F “ c e e— 1200- 43% organic matter ' (b) 800 7 35% organicciatter c ears . tr 2°% organic matter Permeability, k xlO-B, cm/sec 1 1 n l _l I l r I I 120 160 200 240 280 Average Head, h, feet of water A o ' 40 80 ‘Permeability, k x10-8, cm/sec Permeability, k x10-8, cm/sec 93 <> fife} 43% organic matter 454* - 4: sire 35% organic matter (C) W% organicamatter 0 l 1 l l— 1 4 L L l I I I I I I I I I r 0 40 80 120 160 200 240 280 Average Head, h, feet of water db 43% organic matter 35% organic matter '2 El— 28% organic matter gas a=i *— 40 'r .. (d) o t t i 1 : t : i . : i : % 1 0 40 80 120 160 200 240 280 Average Head, h, feet of water Figure 5.19 Change in Permeability with Change in Organic Content (a) 25.7% solids (b) 34.2% solids (c) 40.25% solids (d) 50.18% solids 94 10% lime added .1 \ g ‘\\\———-—-No lime added 0 Permeability, k xlO-B, cm/sec l A 1 1 4 4 1 1 I I I I I I I I 240 0 40 80 120 160 200 Average Head, h, feet of water 0 «L 280 Figure 5.20 Permeability of Sludge H-2 with 10% Lime Added 730° " 107 lim dd d—. o e a e n —“.r 3 O 8 3 , 7100 \ s 0 0° " No lime added 'c, 69001 H N .8 f; 6700 - w-l H 0H .o 3 e 6500 - 0 A: .1. 6300 i 1 : .‘ § : 1 i i 1 : 1 : 4‘ o 40 so 120 160 200 240 280 Average Head, h, feet of water Figure 5.21 Permeability of Sludge C-1 with 10% Lime Added 95 16001? a & Ar ‘ 34.2% solids 1200‘ ~-10% lime added No lime added Permeability, k x10-8, cm/sec ‘6 U 52.5% solids 0 40 80 120 160 200 240 280 Average Head, h, feet of water Figure 5.23 Permeability of Sludge C-l with 10% Lime Added at Three Solids Contents 96 $4=8= o o a \ E o a;. 53 0 No pretreatment .x D Sterilant and vacuum pretreated 5': 5000‘ A Sterilant pretreated a v Vacuum pretreated 8 o 3000 " E o m (a) 1000 0 40 80 120 160 200 240 280 Average Head, h, feet of water 1300 8 o ° ° ””33’957-(5‘ , r _, "— I 3 1200 _ “ - gvr'“ E 7'6 O "u °.°' " Q . 2 1100" . x J o No pretreatment 7: , ° 0 Sterilant and vacuum pretreated 3? 1000" a A Sterilant pretreated : v Vacuum pretreated s *’ . o E 900- o n. b 800 L ( ) 0 40 80 120 160 200 240 280 Figure 5.24 Average Head, h, feet of water Permeability of Sludge H-2 with 10% Lime Added and Pretreated (a) 25.7% solids (b) 40.25% solids 7400 8 0° °' —“_’3—-—;° 0‘ . o . o .cv"5"‘:,=~».= r“ B 7200 A pr" 9 G U _ .- I. «n . “0 lo ' 1: 7000 -- u .2 .7 " 5: . ' o No pretreatment a 6800 15 o D Sterilant and vacuum pretreated '§ ' A Sterilant pretreated E 6600 .. V Vacuum pretreated " (a) 6400 , ‘ § 4 1 % 1 ‘u 3 4 4. f i ‘r £ 0 40 80 120 160 200 240 280 Average Head, h, feet of water 1340 "tr n _:—:—R o 3.? E 1320 o co ' .3 o No pretreatment l 9p: 1300 1' o Sterilant and Vacuum pretreated .3 ,_ A Sterilant pretreated >2 " v Vacuum pretreated :3 1280 -~ H 01-! '3 .. .. “é a 1260 '1' (b) 1240 J. 1 1 J l A l L L A l l 0 40 80 120 160 200 240 280 Average Head, h, feet of water Figure 5.25 Permeability of Sludge C-l with 10% Lime Added and Pretreated (a) 30.7% solids (b) 46.7% solids 98 1000: 10% flyash added 0 "' {1% W7 0 :2 8001 3 No flyash added 8' ” o d 'g 600 .2 . >2 :3 400 H 0H '0 . 8 E 200‘ n. 0:4:r:;:::::::: 0 40 80 120 160 200 240 280 Average Head, h, feet of water Figure 5.26 Permeability of Sludge H-2 with 10% Flyash Added 7300 r 4 10% flyash added-—————q\\‘ 7100 6900 6700 6500 Permeability, k x10-8, cm/sec qu- I #1 I l T fir I I 0 40 80 150 l I I L l I I I 160 200 240 280 Average Head, h, feet of water 4 Figure 5.27 Permeability of Sludge C-l with 10% Flyash Added 99 34.2% solids \——l-40.zsz solids ‘—o—o— 10% flyash added No flyash added 50.18% solids ‘JP 0000000 00,0 0 @— u L I 0 Permeability, k xlO-B, cm/sec l A I A A A l l n L l O I l I I I l j I I I ' 0 40 80 120 160 200 240 280 Average Head, h, feet of water Figure 5.28 Permeability of Sludge H-2 with 10% Flyash Added at Three Solids Contents 2000-[ U o o o o o 000 9 o o 0 o c T U a ’ 38.2% solids \ 5 l600‘;//’//,”..——————’ a? " - 10% flyash added 2 No flyash added x 1200-~ . Ali 0 “f o o o o o o o o 9 O #0 f G E; . . ° 46.7% solids H .o a -. a 400 f . . v v %:'f \4 52 .5% solids 0 40 80 120 160 200 240 280 Average Head, h, feet of water Figure 5.29 Permeability of Sludge C-l with 10% Flyash Added at Three Solids Contents Permeability, k x10-8, cm/sec Permeability, k x1078, cm/sec 10C) 10,0001” 1" o n‘ - .. ¢== — - 8 0 17,;J9 8000‘“ ,.‘ _;d° 6000+- . o o No pretreatment " .u Sterilant and vacuum pretreated 4000.; ° A Sterilant pretreated V’ Vacuum pretreated 2000" .. (a) 0:::i:::;‘r:::e: 0 40 80 120 160 200 240 280 Average Head, h, feet of water 1100-“ 900* o No pretreatment D Sterilant and vacuum pretreated A Sterilant pretreated 7001 v Vacuum pretreated (b) 0 40 80 120 160 200 240 280 Average Head, h, feet of water Figure 5.30 Permeability of Sludge H-2 with 10% Flyash Added and Pretreated (a) 25.7% solids (b) 40.25% solids 7200" o o n__... o .. 0 0 o .pfl?’fl=a—7-:——-T-——' " lo :"1.u' , n V :’ III: I: g 7000«~ .°° £3 8 -» V .. . A o No pretreatment cm 4 Q3 6800 n Sterilant and vacuum pretreated H D x “ A Sterilant pretreated .x >2 6600 1 V Vacuum pretreated : D "" ‘3 3 (a) 3 6400‘t E n. A T%%§%t%tfiiitiii 0 ~40 80 120 160 200 240 280 Average Head, h, feet of water 1100" 4 Permeability, k x10-8, cm/sec 900 o No pretreatment ‘_ D Sterilant and vacuum pretreated A Sterilant pretreated 800‘“ v Vacuum pretreated (b) 700.. {1::+:::‘.:;+::: 0 40 80 120 160 200 240 280 Figure 5.31 Average Head, h, feet of water Permeability of Sludge C-l with 10% Flyash Added and Pretreated (a) 30.7% solids (b) 46.7% solids 102 100.001“ 10.00*“ A o H m U to 60 o C U} o H .3 g- 1.oo-~ =o o E U n. o a. .3 m l 0 5 E" o 43% organic matter H 8 D 43% organic + 10% lime m 3 A 43% organic + 10% flyash 0'10“? V’ 35% organic matter 0.01 L—v“ 1 4o 80 120 160 200 Water Content, w, % Figure 5.32 Water Retention Characteristics for Sludge H-2 CHAPTER VI DISCUSSION AND INTERPRETATION OF RESULTS This discussion and interpretation of results is sub— divided into two sections, shear strength and permeability. Each section considers the natural sludges, the consequences of changing the organic content such as may occur during decomposition, and the influence of lime or flyash additives. Related information on the undrained strength, pore pressure parameters, and water retention characteristics of the sludge are included in the appropriate section. 6.1 Shear Strength 6.1.1 Natural Sludges The typical stress—strain curves of Figure 5.1 for sludge H-2 show a sharp increase in stress at low strains followed by a more gradual increase at higher strains. No peak strength value is reached with strength continuing to increase for strains of 25 percent or more. Scott (1963) points out that this behavior is typical of remolded clays where the particles are randomly oriented and have few inter- particle contacts. Technically this means that large defor— mations will occur as the sludge develops its resistance to applied loads and in design problems, deformation or 103 104 settlement may be the controlling factor rather than stability. The water content of dewatered sludges is unusually high in comparison to inorganic soils that are normally en— countered in engineering practice. As sampled, the water content of sludges H-2 and C-1 were 387 and 322 percent, respectively. Strength improvements in these sludges will be dependent on the reduction of their water content. Figures 5.2, 5.3, and 5.4 include curves showing changes in the water content and undrained strength in relationship to the all—around consolidation pressure. These curves show relationships similar to what is expected for inorganic soils (Bishop and Henkel, 1962). The ratio cu/p appears to be constant, its value depending on the sludge composition. This means for a uniform sludge deposit the undrained strength should increase linearly with depth. Data pre— sented by Mazzola (1969) gave some indications of this behavior where the sludge strata appeared to be uniform as shown by the consistency limits. Sludge specimens prepared for the triaxial tests were remolded such that no preferred orientation existed between the fibers or clay particles. Consolidation under an all around pressure would not greatly alter this general random orientation. These conditions may not be fully represent— ative of field sludge deposits in which consolidation takes place only in the vertical direction (one—dimensional). This anisotrophy, with respect to fiber and particle 105 orientation, expected in field deposits was not considered in this study. In addition, there are reasons to doubt that the solid phase in a sludge can be considered as incom— pressible as for inorganic soils. Laboratory methods which would permit consideration of the compressibility of the solid phase are not yet available. For purposes of engineering design, numerical values must be assigned to the shear strength of the sludge. Parameters are required which will reflect the change in shear strength with variations in stress and loading his— tory. Conventional practice in soil mechanics uses the Mohr-Coulomb theory (Terzaghi and Peck, 1967; Wu, 1966) which gives the shear strength in terms of a cohesion com— ponent and a frictional component (Equation 2.1). Using effective normal stresses, experimental results on the natural sludges are given in Figures 5.2(a), 5.3(a), and 5.4(a). The cohesion component approximates zero. The angle of internal friction for these sludges is exception— ably high when compared to those for inorganic soils but is comparable to those found for peat and muskeg. These high values indicate that for practical problems the sludge can develop sufficient shear strength but this development will be accompanied by large deformations. Thus the governing factor in design will be the deformation characteristics of the sludge. Adams (1961) has established that the coefficient of earth pressure at rest for peat is exceptionably low and 106 that it decreases with increasing effective consolidation pressure. Jaky (1944) has suggested that experimental values for K0 are represented by the relationship KO = 1 - sin 3 (6.1) where Z is the angle of internal friction. If this expres— sion is approximately correct for the natural sludges, KO would be close to zero. This finding would have implications in stability analysis involving bearing capacity and in the development of shearing resistance on failure surfaces. The pore pressure parameters A and B (Bishop and Henkel, 1962) were for the consolidated-undrained tests. For fully saturated sludges B equals unity within the limits of experimental determination. Values for A at failure (20 percent strain) are summarized in Table 5.1 and show a range from 0.25 to 0.62. 6.1.2 Organic Content The organic content of the sludge influences both the consistency limits and the shear strength parameters. Data included in Table 3.2 shows that both the liquid limit and plastic limit were decreased for sludge H-2 when the organic content was reduced. This correlates with the decrease in water retention shown in Figure 5.32 for a reduction in organic content. The range in water contents in which the sludge can be considered plastic (plasticity index) changed only slightly with the reduction in organic content. This shows that the plasticity of the sludge is not dependent on the organic fiber. The fiber does interfere with the 107 mechanical test procedures used for the determination of the liquid and plastic limits and thus throws some uncer- tainty on these values. A comparison of stress-strain curves for samples with different organic contents is shown in Figure 6.1. These curves show a smaller increase in strength at the larger axial strains with a lower organic content. This behavior may be the result of the amount of fibers since it was also observed in sample preparation that the higher organic content sludge samples would maintain the test specimen shape at a lower solids content. Values for the angle of internal friction and cohesion (effective stress basis) are summarized in Table 5.5. Considering sludge H—2, the organic content has been plotted against the angle of internal friction in Figure 6.2. This point representation indicates a linear relationship between the two over the range of organic contents studied and shows a considerable increase in friction angle with an increase in organic content. At the lower organic contents, the angle of internal friction should approach a value repre— sentative of the non-organic constituents in the pulp and papermill sludges. In sludge H-2 this component was prima- rily kaolonite clay. Gibbs, et el. (1960) reports the 3 for kaolonite to be approximately 25 degrees. The value obtained for the sludge by extending the linear relationship to the 3 axis (22.80) is in close agreement with this. For comparison, a data point for muskeg (Adams, 1965) is shown mum mwwofim .uoa>mnmm camuumummouum can ucmuooo owcmwuo H.o ouswwh 108 o .\. . AM» u w .fimhm 13.2. ON 0H NH w w o .r T .q .7 " 4p T .W + + a u w . O . H _ M N 34. 38. .. panama 3598 N3 a .7. m .m. Hmu< was? un uouuma owamwuo Now 0 % a J 11¢ “ Nao\wx maé n @3393 cowumgaOmaou .m... m T... . .. m n o a D\ u .\ m n.\\\\ ..o c a\\\\ 1m. \0 E\m\\u.v N - a o : .\ £2 a u\ . . . . . . .. m a. n I a o mz o 0 lj a ..OH 5. HH 109 70‘ a 50.. (Adams, 1965) 30 w / .1 L L L J T V Y +- k r 0 20 4O 60 80 100 Organic Content, Z by weight Figure 6.2 Organic Content and Angle of Internal Friction é, Sludge H-Z 11O assuming that the organic content equals one minus the ash content. It may be that the friction angle would continue to increase to some peak value and then decrease. If sludge decomposition is represented by a decrease in organic fiber content, then for the same effective normal stress, the frictional aspects of the shear strength will decrease due to the reduction in the angle of internal friction. This may not be as serious as it appears since cellulose decom- position requires the presence of available nitrogen (Umbreit, 1962) which has been reported lacking in pulp and papermill sludges. Mazzola (1969) observed very little de- composition visually in sludge samples representing ages of 1 and 12 years taken in the same deposit. Natural sludge C-1, with a higher organic content, has close to the same 3 as does natural sludge H-2. Longer and larger diameter fibers and the presence of organic material in sludge C-1 may be responsible for similar 3 values at different organic contents. The large 3 value for sludge H-1 with a low organic content, may be related to the size of the organic fiber present. It was so small that visual observations were not recorded. Small values for the cohesion 5 were found for sludge H-2 at the lower organic contents and for natural sludge C—1. It is possible that some preconsolida- tion during sample preparation or small experimental error during the triaxial test could be responsible. Water content - consolidation pressure curves are in- cluded for each series of triaxial test data given in 111 chapter 5. A comparison of these water contents for differ- ent organic contents is given in Figure 6.3. With increasing organic contents, the reduction in water content is greater for the same increase in consolidation pressure. At the same time, the higher organic contents are responsible for a greater water retention at a given consolidation pressure as shown in Figure 5.32. As the organic content increases, the effective pore space must be increased such that the free water can drain more readily. The relative proportions of interstitial water and water of imbibition must increase with an increase in organic content. Undrained shear strengths for the different organic contents are compared in Figure 6.4 for the range of consol— idation pressures used in the triaxial tests. Experimental error appears to hide most of the influence of the organic content on Cu' The higher organic contents appear to give the greater undrained strength for the higher consolidation pressures. At lower consolidation pressures, the lower organic content sludge gave the greater undrained strength. This behavior may be a consequence of the relatively greater reduction in water contents for the higher organic content sludges. 6.1.3 Lime and Flyash Admixtures Lime or flyash admixtures were combined with the pulp and papermill sludge to determine whether improvements in the shear strength parameters would result. Data from Table 3.2 shows that the plasticity index of natural sludge 112 1101- 100 4 0% organic matter 90 T N 3. so ‘- J c: 0 U {.1 O U 3 70‘t U m 3 60 -~ 5011 E. I. If 4 : 4. o 1 2 3 4 5 Consolidation Pressure, p, kg/cm2 Figure 6.3 Water Contents after Consolidation in the Triaxial Cell at Different Organic Contents 113 mucoumoo owamwuo uomuowugn um Nam owvsam .Hamo awwmeuH can ow doauwwaaomooo uoumm mnuwamuum voawmuwna «.0 ouowfim ao\m& .m .munmmmum coaumvwaomoou N o n q n N H o T1 A u n A m o wounds odomwuo Nam b. ..H “mouse owcmmuo Nnm 4 . nu .539: 0.28qu Nm¢ o m. 1 “mouse ofiomwuo Non m. 1: N w p S .4 1 a u 9. .4 .u. _ If m a n‘ x. a. / 3 m z ..¢ -.n 114 H-2 was reduced from 67 to 28 by addition of 10 percent lime by dry weight. The shrinkage limit was increased. These changes are generally attributed to cation exchange, floc- culation, and agglomeration in lime—soil mixtures (Thompson, 1966). Addition of flyash to sludge H-2 was not as effective as the lime in reducing the plasticity index and had little effect on the shrinkage limit. Comparisons of the kf lines are made in Figure 6.5 for natural sludge H—2 with 10 percent lime or flyash added. Any real changes in the angle of internal friction are not evident. These results tend to indicate that E for the sludge is independent of combinations with either lime or flyash. A small cohesion value 3 was observed for each series of tests which included admixtures. Undrained shear strengths included in Figures 5.10 thru 5.14 show a greater scatter than when no admixtures were used. This may be due to variations in completion of any reactions of the lime or flyash with the sludge. Some increase in undrained strength for natural sludge H—2 is apparent. The results presented in Figure 5.14(c) indicate that for sludge C-1 plus 10 per- cent flyash the undrained strength has been altered. Cementation would alter the 011 versus p relationship as shown. The relative short period (four days) between sample preparation and shearing might limit the development of increased strengths. The presence of organic matter will also retard the strength producing lime-soil pozzolanic reaction (Thompson, 1966). 115 mmusuxaas< nmmsHm was maHg NOH nuHs ocHH 1r wow 4 «x Ou woummaoo mum owvsHm amusumz How mafia x m.o shaman Nao\wx .m .Amo + fiovm m e m N H o A a. u a u C : H ammmHm NoH + oHamwuo fine a maHH NoH + oHammuo Nme 4 a1 nomads owawwuo Nm¢ 0 .MW. . E- N (0(— u. m 4 m WW 7U : e .r m 116 6.2 Permeability 6.2.1 Natural Sludges The permeability of natural sludges H—2 and C-1 given in Figures 5.15 and 5.16 change significantly with increases in backpressure or average head. Minute air bubbles en- trapped within the material during sludge dewatering or formed by decomposition greatly reduced the pore area avail- able for fluid flow. Reduction in this air volume is approx- imated by Boyle's law at low backpressures. As the average head increases, Henry's law of solubility must also be con— sidered. Bishop and Elden (1950) have derived the expression [Au = 11 Mill (6.2) a a SCH for computation of the pressure increase, Auas, needed to obtain full saturation. The initial degree of saturation when the sample is unconfined equals So, the initial pres- sure of the air in the voids when the sample is unconfined equals uao, and H is Henry's coefficient of solubility (approximately 0.02 cc of air per cc of water at 200 C). The curves given in Figures 5.15 and 5.16 indicate that the effect of air bubbles on the permeability disappears in the vicinity of 60 to 120 feet of head of water (26 to 52 psi). This is predicted by Eq. 6.2 for an initial degree of sat-I uration in the range of 92 to 98 percent. The measured degree of saturation ranged from 92 to 97.5 percent. At low backpressures a certain hydraulic head was re- quired to initiate flow as listed in Table 5.6. With a 117 total absence of backpressure, this gradient was approxi— mately 12. This magnitude then decreased with an increase in backpressure and appeared to be related to air bubbles contained in the sludge pores. This deviation from Darcy's law has serious implications with respect to sludge drain— age and consolidation in field embankments where the grad- ients may be close to unity. It explains why the sludge deposits studied by Mazzola (1969) showed little change in water content since placement several years earlier and why no settlement has occurried at many mills' disposal areas. The incorporation of sand drains or drainage blankets and possible surcharge loads in a fill project will contribute to better drainage and more rapid consolidation. To verify that air bubbles in the sludge were respon- sible for the reduced permeability at low backpressures, certain samples were subjected to a vacuum and/or treated with a sterilant prior to testing. The vacuum essentially removed all the existing air bubbles while the sterilant (mercuric oxide) greatly reduced biological decomposition and hence, the formation of additional gas bubbles. The effectiveness of these pretreatments is shown in the top curves of Figures 5.15 and 5.16. The combination of both pretreatments almost totally reduced the dependence of the permeability on the average head. At low backpressures, however, some increase in permeability is still noted with an increase in the hydraulic gradient. De Wiest (1969) states that such behavior is typical in materials composed 118 partially of asymmetrical particles. Increased heads or velocities tend to reorient these particles into a parallel structure. This reorientation enlarges the cross sectional area, reduces the tortuosity of the flow path, and increases the permeability. Due to the elongated fibers, pulp and papermill sludges have such a structure. Other possible factors that could contribute to the variance from a con— stant value include small experimental defects in equipment and that only a 10 psi vacuum was available. With the removal of the entrapped air, the need for a certain hydraulic gradient to initiate flow was eliminated. The permeability of soil is dependent on a number of factors which include the void ratio (Taylor, 1948). Void ratio is defined as the ratio of void volume to solid vol- ume. For the sludges, it was convenient to determine the relationship between solids content and permeability. The relationship between permeability, solids content, and average head is shown for sludge H-2 in a three-dimensional plot in Figure 5.17. At 60 percent solids by weight the permeability approaches 10'8 cm/sec. This is significant since materials with values in this range are considered impermeable. As a result, it may be expected that consoli— dation will be a long term process and noticeable settlement will cease with the material at a relatively high water con- tent. A similar type of influence of solids content on perme— ability is indicated for sludge C-1 in Figure 5.18. 119 6.2.2 Organic Content The water content versus consolidation pressure curves shown_in Figure 6.3 clearly illustrate the large effect that sludge organic content must have on the permeability. The results presented in Figure 5.19 show this influence of organic content on permeability at four solids contents. Permeability data from Figure 5.19, at an average head of 150 feet of water, is plotted against organic content in Figure 6.6. The four curves illustrate that no simple relationship exists between permeability and organic con- tent and that additional variables must be considered. Taylor (1948) gives an expression for the permeability k of a soil as V . 0 '.~ (6.3) From the terms on the right hand side of this expression, the following outline of factors relate to the pulp and papermill sludges. ‘1. DS represents the average grain size for a soil and for a given soil is constant. The preparation procedures outlined in Chapter III for changing the organic content did not maintain an average particle size as all the fines were washed through the sieve. 2. The second factor depends on-the properties of the pore fluid where rw is the unit weight and/a is the viscosity. Increasing the organic content may increase the overall viscosity of the pore fluid in that more water is held by adsorption on the surfaces of the fibers and other organic 12C) 7000 '“ Backpressure = 150' water T 6000 1 25.7% solids ‘ 5000‘ 40004- 3000 "' Permeability, k x10-8, cm/sec V 2000‘ 34.2% solids 40.25% solids 50.18% solids ___\‘ A—fi; of v <9 ‘ 1 l l l I I f 1 3O 35 4O 45 Organic Content, Z of solids by weight Figure 6.6 Permeability, Organic Content, and Solids Content Relationships for Sludge H-Z 121 particles. The water retention curves shown in Figure 5.32 support this in that more water is held at a given tension for sludge samples with higher organic contents. 5. For soils, the permeability is dependent on the void ratio e. For the same solids content by weight, addition of fibrous material to sludge appears to increase the void ratio. This may result from the fibrous material being somewhat compressible. Seepage can occur, however, through only part of the pore space as part of the water is bound to the fibers and other organic particles. No method is available at present for obtaining values for a ratio between the volume of free water and that fixed. 4. Permeability also depends on the shapes and arrange- ments of pores, or on the sludge structure, as represented by the composite shape factor C. Shapes of the fibrous organic particles differ significantly from clay particles, hence, the shape factor will change with a change in organic content. De Wiest (1969) also indicates that there is reason to believe particles shaped as the fiber is will reorientate in passing a fluid. Hence, the more fiber, the more reorientation. 5. Permeability depends on the amount of undissolved gas within the media. This factor would appear to be constant for the backpressure of 150 feet of water considered in Figure 6.6. The changes in permeability shown in Figure 6.6 must be due to changes in the first four factors above which, by 122 the nature of the material would be very difficult to consider separately. The mechanical change of organic content used for sludge H—2 was intended to give some insight as to possible changes in engineering characteristics of the sludge during decomposition. In nature this decomposition will be accom- panied by the formation of gases. Data shown in Figure 6.6 has excluded this factor by considering a backpressure of 150 feet of water. The hydraulic heads existing in most sludge embankments will normally be in the range of 0 to 60 feet of water. Hence, it can be expected that gas formation will contribute to a decrease in permeability in these embankments. 6.2.5 Lime and Flyash Admixtures The chemical reactions which occur when lime or flyash is mixed with a soil or sludge tend to improve drainability and increase permeability. The water retention curve given in Figure 5.52 for sludge H-2 plus 10 percent lime shows a relatively large reduction in water holding ability as com- pared to the natural sludge. Arman and Munfakh (1970) state that when lime is added to an organic soil, some of the Ca++ ions are used to satisfy the exchange capacity of the organic matter. This would alter the sludge-water relationships. The permeability of sludges H-2 and C-1 does increase with the addition of lime and flyash as shown in Figures 5.20 — 5.23 and 5.25 — 5.28. Data from Figures 5.22 and 5.28 has been used in Figure 6.7 to show the relative 123 change in permeability of sludge H-2 with both lime and flyash. Lime is seen to be approximately twice as effective as flyash. The total change in permeability is relatively small. The presence of entrapped gas within the material also made it necessary to treat the samples containing the lime or flyash with the sterilant and to subject them to a vacuum in order to obtain a relatively constant permeability at low backpressures. The lime admixture appeared to reduce the capacity of the sludge to retain the air bubbles within the mass. This behavior would account for the increase observed in the permeabilities with no backpressure and would be beneficial in improving the drainability and con- solidation of a sludge embankment. With flyash, the signif— icance of the entrapped air was similar to that for the natural sludges. 124 1600 I 1400 r 1200 ._ ° .. 10% lime added 1000 v o 8 75 ? 10% flyash added 0 m a 'c: 800 t H x .x- No admixture >2 " U -H F! 2 600 -~ g o m .1. 400 " Sludge H-2 “ Backpressure - 150' water Temperature - 200 C 200 ” 0 "AV 5 1 1 1 35 40 45 50 Solids Content, Z by weight Figure 6.7 Permeability, Solids Content, and Lime or Flyash Relationships for Sludge H-2 CHAPTER VII SUMMARY AND CONCLUSIONS The summary and conclusions are presented under two headings: shear strength parameters and permeability of pulp and papermill sludges. Items covered under each heading are intended to reflect the findings of this study and are limited to the sludges studied, the methods of sample preparation, and the test procedures employed. 7.1 Shear Strength Parameters Two sludges, one from an integrated pulp and papermill and the other from a secondary fiber mill, were subjected to a series of consolidated—undrained triaxial tests in three forms; (1) the natural state, (2) combined with 10 percent lime or flyash, and (5) sludge H-2 with different organic contents. Experimental data was summarized in terms of typical stress—strain curves, 5 - q plots which gave the angle of internal friction and cohesion on an effective stress basis, and water content and undrained strength rela— tionships to all—around consolidation pressure. The follow- ing conclusions on shear strength are based on the above results and information available in the field of soil mechanics. 125 126 1. The engineering characteristics of dewatered pulp and papermill sludges are influenced by their solids content, the amount of organic material present, and the character of this organic material. Sludge H-2 would not maintain the required triaxial sample shape for samples containing less than about 42 percent solids by weight. Sludge C—1, with more and larger fibrous materials, required about 35 percent solids by weight to maintain its shape. This means that field embankments constructed of similar sludges must have lateral supports in the form of dikes until water drainage is sufficient to mobilize the required shear strength. 2. Triaxial test data shows that the strength of pulp and papermill sludges is essentially frictional and in accordance with the principal of effective stress. For the dewatered sludges the observed angle of internal friction E was close to 58 degrees and the cohesion was approximately zero. Thus, for practical purposes, the shear stress at failure, ff, can be represented by the equation ’Zf ==3tan3 (7.1) 3. The stress-strain curves show that large strains are required to fully mobilize the available shear strength. This implies that in a design situation, deformation or settlement may govern before stability. That is, an embank— ment may remain stable but deformations may become so large as to be unacceptable. 4. The angle of internal friction appears to be dependent 127 on the organic content of the sludge. For sludge H-2, the E values ranged from 64 degrees at an organic content of 50.1 percent down to about 38 degrees for an organic content of 28.6 percent. If sludge decomposition means a reduction in fiber content, then the shear strength will decrease in accordance with equation 7.1. This may not be as serious as the strength data indicates. Mazzola (1969) observed no visually evident decomposition in sludge samples of the same deposit representing ages of 1 and 12 years. 5. The undrained strength of pulp and papermill sludges appears to be directly related to the consolidation pressure. This means for a uniform sludge deposit the undrained strength should increase linearly with depth. 6. The lime and flyash admixtures appear to have little effect on the angle of internal friction Z. A small cohe- sion value 3 was observed for each series of tests including these admixtures. Some increase in the undrained strength of sludge H—2 is apparent. These changes in 5 and cu are small but would contribute to the stability of a sludge embankment. 7.2 Permeability of Pulp and Papermill Sludges The same two sludges were tested in a variable head permeameter in the same forms as above. Experimental data was presented for a range of backpressures and at several solids contents. The presence of minute gas bubbles en— trapped within the sludge mass was allowed for by pretreat- ment of the sludge with a biological sterilant and a vacuum 128 prior to testing. The following conclusions are based on the permeability test data and information available in the soil mechanics literature. 1 . TEEJErsieebilyfy 09:.-&11-md.w-p.ap,emill. sludssgiis, greatly affineihymminaice air 19910.16?Estreppeéflithin the.-- JAM. .— -— sludge mass as shown in Figures 5.15 and 5.16,- This gas gym-w. will dissolve in the pore fluid or reduce to an insignif- ,4 icant volume when the backpressure or average head is increased to a certain value. This‘backpressure can be as estimated by equation 6.2 (Bishop and Eldin, 1950) derived on the basis of Boyle's law and Henry's law of solubility. 2. Pretreatment of the sludge with a sterilant (mercuric oxide) and subjecting the sample to a vacuum eliminates the problem of minute air bubbles at low backpressures. The results of the mercuric oxide pretreatment indicate some biological decomposition is taking place and that mercuric oxide is effective in reducing this to a point where little additional gas is formed. 3. At low backpressures the natural sludges require a threshold hydraulic gradient to initiate flow. With sludge H—2 and no backpressure this gradient was as high as 11.77. As backpressures were sufficiently' increased, this threshold gradient disappeared. This phenomena explains why the existing sludge deposits (Mazzola, 1969) have shown little decrease in water content over a period of several years. 4. Permeability of the sludge is a function of the organic content when the amount of fibrous material is changed by 129 washing the sludge through a U. S. Standard No. 16 sieve as described in section 3.4. This procedure served as a means to simulate decomposition. The experimental data showed a decrease in permeability with a decrease in the amount of fibrous material. At the same time the sludge would retain less water at the lower fiber contents. 5. Mixing the sludge with 10 percent lime or flyash by dry weight did increase the permeability to a small degree. Lime was approximately twice as effective as flyash. These admixtures would contribute to easier drainage of sludge deposits. BIBLIOGRAPHY BIBLIOGRAPHY Adams, J. I., "Lab? atory Compression Tests on Peat," Proceedings 7-— Muskeg Research Conf., 1961. Adams, J. I., "The Engineering Behavior of a Canadian Muskeg," Proceedings 6—— Internat. Conf. on Soil Mechanics and Found. Engr., Vol. I: pp 3-7, 1965. Arman, A., "A Definition of Organic Soils, An Engineering Identification," Engr. Research Bull. No. 101, Louisiana State University, Baton Rouge, Louisiana, 1969. Arman, A., and Munfakh, G. A., "Stabilization of Organic Soils with Lime," Engr. Research Bull. No. 103, Louisiana State University, Baton Rouge, Louisiana, 1970. Bishop, A. W., and Eldin, A. K. G., "Undrained Triaxial Tests on Saturated Sands and their Significance in the General Theory of Shear Strength," Geotechnique, Vol. II, pp 13—32, 1950. Bishop, A. W., and Henkel, D. J., The Measurement of Soil Properties in the Triaxial Test, Edward Arnold (publishers) Ltd., London, 1962. Baver, L. D., Soil Physics, 339 ed., John Wiley & Sons, Inc., New York, 1956. De Wiest, R. J. M., Flow Through Porous Media, Academic Press, New York, 1969. Gehm, H. W., "Current Developments in the Dewatering of Papermill Sludges," National Council for Stream Improvement Tech. Bull. No. 113, March, 1959. Gehm, H. W., "Removal, Thickening, and Dewatering of Waste Solids," Pulp and Paper Magazine of Canada, March, 1960. Gibbs, H. J., Hilf, J. W., Holtz, W. G., and Walker, F. C., "Shear Strength of Cohesive Soils," Proceedings, Research Conf. on Shear Strength of Cohesive Soils, A.S.C.E., 1960. 13O 131 Gillespie, w. J., Gellman, I., and Janes, R. L., "Utilization of High Ash Papermill Waste Solids," National Council of the Paper Industry for Air and Stream Improvement, Inc., 1970. Gupta, R. P., and Swartzendruber, D., "Flow-Associated Reduction in the Hydraulic Conductivity of Quartz Sand," Proceedings, Soil Science Society of Am., pp 6-10, 1962. Hanrahan, E. T., "An Investigation of Some Physical Proper— ties of Peat," Geotechnique, Vol. IV, pp 108-23, 1954. Hardy, R. M., "Research on Shearing Strength of Muskeg and Its Application," Proceedings, lOEfl Muskeg Research Conf., National Research Council, Canada, pp 25-32, May, 1964. ‘ Jaky, J., "The Coefficient of Earth Pressure at Rest," Journal of the Society of Hungarian Architects and Engineers, pp 335-58, 1944. Lambe, T. W., Soil Testing for Engineers, John Wiley &-Sons, Inc., New York, 1951. Lambe, T. W., and Whitman, R. V., Soil Mechanics, John Wiley & Sons, Inc., New York, 1969. Leonards, G. A., Foundation Engineering, McGraw-Hill Book Co., Inc., New York, 1962. Mazzola, C. A., "Soil Index Properties of High Ash Primary Pulp and Paper Sludges," National Council of the Paper Industry for Air and Stream Improvement, Inc., October, 1969. Miller, R. J., and Low, P. P., "Threshold Gradient for Water Flow in Clay Systems," Proceedings, Soil Science Society of Am., Vol. 27, No. 6: pp 605-9, November- December, 1963. Mitchell, J. K., and Younger, J. S., "Abnormalities in Hydraulic Flow Through Fine-Grained Soils," ASTM STP 417. pp 106-139, 1967. National Council for Air and Stream Improvement, Inc., "Mechanical Dewatering of Papermill Sludges," Tech. Bull. No. 37, October, 1950. , "Current Developments in the Dewatering of Papermill Sludges," Tech. Bull. No. 113, March, 1969. , "Recent Developments in the Disposal of Pulp and Paper Industry Sludges," Tech. Bull. No. 136, Nov., 1960. 132 "Mechanical Pressing of Primary Dewatered Papermill Sludges," Tech. Bull. No. 174, June, 1964. , "Settleable Solids Removal Practices in the Pulp and Paper Industry," Tech. Bull. No. 178, Nov., 1964. , "Manual of Practice for Sludge Handling in the Pulp and Paper Industry," Tech. Bull. No. 190, June, 1966. Richards, B. G., "Moisture Flow and Equilibria in Unsaturated Soils for Shallow Foundations," Permeability and Capillarity of Soils, ASTM STP 417, pp 4-23, 1967. Scott, R. F., Principles of Soil Mechanics, Addison Wesley Publishing Co., Reading, Mass., 1963. Taylor, D. W., Fundamentals of Soil Mechanics, John Wiley & Sons, Inc., New York, 1948. Terzaghi, K., angtPeck, R. B., Soil Mechanics in Engineering Practice, 1—— ed., John Wiley & Sons, Inc., New York, 1948. nd , , Soil Mechanics in EngineeringiPractice, 2-— ed., John Wiley & Sons, Inc., New York, 1967. Thompson, "Lime Reactivity of Illinois Soils," Journal of Soil Mechanics and Found. Engr., Vol. 92, SM 5, pp 67-92, September, 1966. Umbreit, W. W., "Soil Microbiology," Modern Microbiology, W. H. Freeman and Co., San Francisco, 1962. Waksman, S. A., "Cellulose and Sludge Decomposition in Soil," National Council for Air and Stream Improvement, Inc., Tech. Bull. No. 120, 1960. Wu, T. H., Soil Mechanics, Allyn and Bacon, Inc., Boston, 1966. APPENDIX A TRIAXIAL TEST DATA 133 Table A-1 Data, Triaxial Test A-l Sludge H-l p = 0.70 kg/cm2 wf = 71.38% 01f - 2.34 kg/cm2 cu = 1.05 kg/cm2 33f = 0.24 kg/cm2 Af = 0.33 uf = 2.57 kg/cm2 cV = 0.0013 cmZ/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 2 2 kg cm kg/cm Z kg/cm kg/cm 0.00 0.0000 2.09 0.00 0.73 0.73 1.36 0.0472 2.14 0.68 0.84 0.67 3.17 0.0554 2.16 0.80 1.03 0.65 5.90 0.0617 2.22 0.89 1.29 0.59 7.71 0.0688 2.26 1.00 1.47 0.56 10.89 0.1074 2.36 1.55 1.73 0.45 11.79 0.1382 2.39 2.00 1.80 0.42 13.15 0.2090 2.45 3.02 1.89 0.37 14.06 0.2786 2.47 4.03 1.96 0.34 14.97 0.3665 2.50 5.30 2.01 0.32 15.42 0.4171 2.50 6.03 2.04 0.31 16.78 0.5542 2.52 8.02 2.13 0.29 18.14 0.7323 2.54 10.59 2.20 0.27 19.05 0.8402 2.56 12.15 2.25 0.25 19.96 0.9776 2.57 14.14 2.29 0.25 20.87 1.1389 2.57 16.47 2.32 0.24 21.32 1.2344 2.57 18.56 2.34 0.24 21.77 1.4132 2.57 20.05 2.34 0.24 134 Table A-2 Data, Triaxial Test A-2 Sludge H-l p = 1.40 kg/cm2 Wf = 67-62% 1f = 4.35 kg/cm2 cu = 2.04 kg/cm2 03f = 0.26 kg/cm2 Af = 0.27 uf = 3.25 kg/cm2 cv = 0.0019 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 a 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.14 0.00 1.43 1.43 5.90 0.0064 2.21 0.10 2.02 1.31 11.34 0.0132 2.35 0.20 2.54 1.17 13.61 0.0196 2.43 0.30 2.73 1.09 14.97 0.0259 2.48 0.39 2.84 1.03 16.78 0.0381 2.57 0.58 2.98 0.95 18.14 0.0536 2.65 0.82 3.05 0.87 19.05 0.0691 2.71 1.05 3.10 0.81 21.32 0.1387 2.84 2.11 3.21 0.67 24.04 0.2670 2.98 4.06 3.34 0.54 26.31 0.4120 3.04 6.27 3.47 0.47 28.12 0.5392 3.09 8.21 3.56 0.42 30.39 0.6736 3.13 10.24 3.70 0.38 32.21 0.7920 3.16 12.06 3.79 0.35 35.83 0.9992 3.21 15.21 4.00 0.31 39.01 1.1720 3.23 17.84 4.18 0.29 41.73 1.2992 3.25 19.78 4.33 0.26 42.64 1.3404 3.26 20.40 4.38 0.26 46.27 1.4961 3.28 22.77 4.58 0.24 50.80 1.6525 3.29 25.16 4.84 0.22 135 Table A-3 Data, Triaxial Test A-3 Sludge H-l p = 2.11 kg/cm2 wf = 59.51% 01f = 5.07 kg/cm2 cu = 2.34 kg/cm2 03f = 0.38 kg/cm2 Af = 0.35 uf = 3.83 kg/cm2 cV = 0.0015 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 2 2 kg cm kg/cm % kg/cm kg/cm 0.00 0.0000 2.09 0.00 2.18 2.18 1.81 0.0305 2.15 0.47 2.29 2.06 9.07 0.0391 2.30 0.60 3.06 1.92 16.78 0.0523 2.53 0.80 3.79 1.68 21.32 0.0747 2.84 1.14 4.05 1.38 24.95 0.1389 3.10 2.12 4.21 1.12 26.76 0.1938 3.22, 2.96 4.28 0.99 28.58 0.2692 3.34 4.11 4.34 0.87 29.94 0.3409 3.47 5.20 4.34 0.75 30.85 0.4105 3.51 6.26 4.37 0.71 31.75 0.4557 3.53 6.95 4.42 0.68 32.66 0.5075 3.56 7.64 4.47 0.66 33.57 0.5626 3.57 8.58 4.53 0.64 34.47 0.6299 3.61 9.61 4.55 0.60 35.38 0.6812 3.63 10.39 4.59 0.58 37.20 0.7940 3.68 12.12 4.67 0.53 39.92 0.9596 3.73 14.64 4.79 0.48 41.73 1.0757 3.77 16.41 4.87 0.45 44.45 1.2134 3.81 18.51 5.00 0.41 46.27 1.3122 3.83 20.02 5.07 0.38 48.99 1.4534 3.84 22.18 5.20 0.37 52.62 1.6205 3.87 24.73 5.36 0.35 53.52 1.6586 3.87 25.31 5.41 0.34 56.24 1.7983 3.86 27.44 5.52 0.36 136 Table A-4 Data, Triaxial Test A-4 Sludge H-2, 43% organic matter p = 0.70 kg/cm2 wf = 111.69% 01f = 1.74 kg/cm2 cu = 0.83 kg/cm2 - 2 03f 0.08 kg/cm Af — 0.37 uf = 2.73 kg/cm2 cv = 0.0038 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 o 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.11 0.00 0.70 0.70 2.59 0.0066 2.14 0.10 0.99 0.67 3.70 0.0137 2.16 0.22 1.12 0.65 4.44 0.0185 2.17 0.29 1.20 0.64 4.81 0.0234 2.18 0.37 1.23 0.63 5.54 0.0356 2.21 0.56 1.30 0.60 6.28 0.0566 2.25 0.89 1.35 0.56 6.65 0.0653 2.27 1.03 1.37 0.54 7.76 0.1344 2.37 2.11 1.40 0.45 8.50 0.2073 2.43 3.25 1.42 0.39 8.87 0.2603 2.46 4.09 1.42 0.35 9.61 0.3612 2.51 5.67 1.45 0.31 9.98 0.4199 2.53 6.59 1.46 0.28 10.72 0.5403 2.57 8.48 1.48 0.24 11.46 0.6485 2.61 10.18 1.49 0.20 12.57 0.8258 2.65 12.97 1.53 0.16 13.31 0.9235 2.67 14.50 1.57 0.14 14.42 1.0559 2.69 16.58 1.63 0.12 15.52 1.1890 2.71 18.67 1.68 0.10 16.45 1.2756 2.73 20.03 1.74 0.08 17.93 1.4056 2.74 22.07 1.82 0.07 18.67 1.4704 2.75 23.09 1.86 0.06 137 Table A-5 Data, Triaxial Test A-S Sludge H-2, 43% organic matter p = 1.40 kg/cm2 wf = 95.13% 31f = 2.97 kg/cm2 cu = 1.38 kg/cm2 03f = 0.20 kg/cm2 Af = 0.43 uf = 3.31 kg/cm2 cV = 0.0043 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 2 2 kg cm kg/cm % kg/cm kg/cm 0.00 0.0000 2.11 0.00 1.41 1.41 3.70 0.0071 2.12 0.11 1.88 1.39 5.55 0.0124 2.18 0.20 2.06 1.33 7.02 0.0190 2.25 0.31 2.18 1.27 8.13 0.0254 2.30 0.41 2.27 1.21 9.61 0.0373 2.39 0.60 2.37 1.12 10.72 0.0488 2.45 0.79 2.45 1.06 11.46 0.0630 2.51 1.02 2.49 1.01 14.05 0.1367 2.71 2.20 2.61 0.81 15.16 0.1941 2.80 3.13 2.64 0.72 15.52 0.2588 2.85 4.18 2.61 0.66 16.26 0.3302 2.92 5.33 2.61 0.59 17.01 0.3980 2.97 6.42 2.63 0.55 17.74 0.4737 3.01 7.64 2.65 0.51 18.11 0.5121 3.03 8.26 2.66 0.49 18.85 0.5918 3.07 9.55 2.68 0.45 19.22 0.6317 3.09 10.19 2.69 0.43 20.70 0.7684 3.13 12.40 2.75 0.38 21.91 0.8727 3.18 14.08 2.79 0.34 23.29 1.0099 3.23 16.29 2.84 0.29 24.77 1.1237 3.28 18.13 2.89 0.24 26.62 1.2482 3.31 20.14 2.98 0.20 28.47 1.3650 3.34 22.02 3.07 0.17 30.68 1.4895 3.38 24.03 3.18 0.14 32.16 1.5644 3.40 25.24 3.26 0.12 33.27 1.6165 3.40 26.08 3.33 0.11 36.60 1.7536 3.42 28.29 3.52 0.09 138 Table A-6 Data, Triaxial Test A-6 Sludge H-2, 43% organic matter p= 2.11 kg/cm2 wf= 85.877. 01f = 3.92 kg/cm2 cu = 1.82 kg/cm2 03f = 0.28 kg/cm2 Af = 0.50 uf = 3.94 kg/sz cv = 0.0036 cmZ/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 o 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.11 0.00 2.11 2.11 7.02 0.0168 2.55 0.28 2.68 1.67 7.76 0.0188 2.57 0.31 2.77 1.65 9.61 0.0254 2.62 0.42 2.98 1.60 10.72 0.0310 2.66 0.51 3.10 1.56 11.46 0.0356 2.69 0.59 3.18 1.53 12.94 0.0488 2.76 0.81 3.31 1.46 14.05 0.0602 2.82 1.00 3.40 1.40 17.01 0.1227 3.05 2.03 3.57 1.17 18.48 0.1905 3.21 3.15 3.60 1.01 19.59 0.2611 3.33 4.32 3.60 0.89 20.33 0.3127 3.38 5.17 3.62 0.84 21.81 0.4305 3.49 7.12 3.65 0.73 22.55 0.5016 3.54 8.30 3.66 0.67 23.29 0.5685 3.59 9.41 3.67 0.62 24.03 0.6294 3.63 10.42 3.70 0.59 25.50 0.7686 3.72 12.72 3.72 0.50 27.36 0.9200 3.80 15.22 3.77 0.42 29.57 1.0841 3.88 17.94 3.84 0.34 31.79 1.2245 3.95 20.26 3.93 0.27 34.02 1.3564 4.00 22.45 4.02 0.22 37.71 1.5303 4.05 25.32 4.23 0.17 42.88 1.7480 4.06 28.93 4.56 0.16 139 Table A-7 Data, Triaxial Test A-7 Sludge H-2, 43% organic matter p = 2.11 kg/cm2 wf = 87.22% 01f = 4.45 kg/cm2 cu = 2.05 kg/cm2 03f = 0.36 kg/cm2 Af = 0.43 uf = 3.86 kg/cm2 cV = 0.0042 cmZ/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 2 2 kg cm kg/cm Z kg/cm kg/cm 0.00 0.0000 2.11 0.00 2.11 2.11 6.35 0.0122 2.20 0.21 2.88 2.02 9.07 0.0183 2.26 0.31 3.20 1.96 10.89 0.0254 2.31 0.43 3.39 1.91 11.79 0.0307 2.35 0.52 3.47 1.87 12.70 0.0373 2.39 0.63 3.55 1.82 14.06 0.0480 2.47 0.81 3.65 1.75 15.42 0.0635 2.53 1.07 3.77 1.68 18.60 0.1219 2.78 2.05 3.92 1.43 20.41 0.1847 2.98 3.11 3.94 1.24 21.77 0.2476 3.10 4.17 3.97 1.12 22.68 0.3023 3.18 5.09 3.97 1.03 23.59 0.3604 3.29 6.07 3.95 0.93 24.49 0.4209 3.35 7.09 3.98 0.87 25.40 0.4790 3.40 8.07 4.01 0.82 26.31 0.5441 3.45 9.17 4.03 0.77 27.22 0.6142 3.50 10.35 4.05 0.72 28.58 0.7173 3.58 12.08 4.07 0.64 30.39 0.8252 3.66 13.90 4.13 0.56 32.66 0.9647 3.74 16.25 4.21 0.47 35.38 1.0975 3.82 18.49 4.33 0.40 38.10 1.2169 3.87 20.50 4.48 0.35 40.82 1.3327 3.94 22.45 4.60 0.28 44.45 1.4465 3.98 24.37 4.83 0.24 47.17 1.5235 3.99 25.66 5.02 0.23 140 Table A-8 Data, Triaxial Test A-8 Sludge H-2, 43% organic matter 2.81 kg/cm2 w p = f = 80.40% E = 5.62 kg/cmz c = 2 60 kg/cm2 If u ' 03f = 0.42 kg/cm2 Af = 0.46 uf = 4.50 kg/Cm2 cv = 0.0050 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 o 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.08 0.00 2.84 2.84 3.17 0.0071 2.08 0.12 3.29 2.84 4.99 0.0119 2.09 0.20 3.54 2.83 9.53 0.0183 2.12 0.31 4.15 2.80 11.79 0.0234 2.16 0.40 4.43 2.76 13.61 0.0297 2.19 0.50 4.65 2.73 15.42 0.0381 2.25 0.65 4.85 2.67 17.24 0.0495 2.32 0.84 5.03 2.60 19.05 0.0665 2.43 1.13 5.17 2.50 22.68 0.1278 2.80 2.17 5.27 2.12 24.49 0.1704 3.04 2.89 5.26 1.88 26.31 0.2304 3.27 3.91 5.23 1.65 28.12 0.3081 3.49 5.22 5.21 1.42 29.94 0.3998 3.72 6.78 5.16 1.20 31.75 0.4953 3.89 8.40 5.15 1.03 32.66 0.5364 3.94 9.10 5.19 0.97 33.57 0.5893 4.02 9.99 5.19 0.90 36.28 0.7506 4.17 12.73 5.24 0.75 38.10 0.8341 4.26 14.14 5.30 0.66 40.82 0.9779 4.37 16.58 5.38 0.55 43.54 1.0937 4.44 18.54 5.51 0.49 47.17 1.2299 4.53 20.85 5.69 0.39 48.99 1.2982 4.57 22.01 5.78 0.36 52.16 1.3985 4.62 23.71 5.95 0.31 141 Table A-9 Data, Triaxial Test A-9 Sludge H-2, 43% organic matter p = 3.51 kg/cm2 wf = 78.57% 01f = 6.53 kg/cm2 cu = 3.07 kg/cm2 03f = 0.40 kg/cmz Af = 0.39 uf = 5.23 kg/cm2 cv = 0.0053 cmZ/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 . 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.11 0.00 2.81 2.81 5.55 0.0058 2.90 0.10 3.53 2.72 10.72 0.0119 3.14 0.20 4.04 2.49 14.05 0.0175 3.30 0.30 4.36 2.33 16.27 0.0234 3.41 0.40 4.57 2.22 18.12 0.0302 3.49 0.51 4.74 2.13 19.22 0.0356 3.55 0.60 4.84 2.08 21.44 0.0475 3.67 0.80 5.04 1.95 22.92 0.0561 3.72 0.95 5.19 1.90 26.62 0.1191 4.00 2.02 5.40 1.62 28.83 0.1811 4.20 3.06 5.50 1.44 31.05 0.2593 4.35 4.39 5.58 1.27 34.01 0.3792 4.55 6.42 5.69 1.08 36.23 0.4892 4.67 8.28 5.77 0.95 38.44 0.5969 4.78 10.10 5.85 0.85 41.41 0.7336 4.89 12.41 5.99 0.73 44.36 0.8572 5.00 14.50 6.12 0.63 46.58 0.9505 5.07 16.08 6.22 0.56 48.80 1.0371 5.13 17.55 6.33 0.50 51.76 1.1430 5.21 19.34 6.47 0.42 54.71 1.2459 5.27 21.08 6.61 0.35 58.41 1.3640 5.34 23.08 6.79 0.28 62.81 1.4823 5.41 25.08 7.04 0.21 142 Table A-lO Data, Triaxial Test A-10 Sludge H-2, 43% organic matter p = 4.92 kg/cm2 wf = 67.88% 01f = 11.19 kg/cm2 cu = 5.14 kg/Cm2 03f = 0.90 kg/cm2 Af = 0.39 uf = 6.13 kg/cm2 cv = 0.0030 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 2 2 kg cm kg/cm % kg/cm kg/cm 0.00 0.0000 2.11 0.00 4.92 4.92 15.89 0.0056 2.12 0.10 7.36 4.91 19.96 0.0112 2.14 0.20 7.96 4.89 23.66 0.0173 2.18 0.30 8.49 4.85 25.88 0.0244 2.21 0.43 8.79 4.82 27.36 0.0300 2.23 0.52 8.99 4.80 28.84 0.0371 2.26 0.65 9.18 4.77 30.31 0.0447 2.31 0.78 9.36 4.72 32.53 0.0599 2.39 1.05 9.60 4.64 38.45 0.1237 2.73 2.17 10.09 4.30 42.14 0.1781 3.03 3.12 10.29 4.00 45.84 0.2357 3.34 4.13 10.47 3.69 48.80 0.2985 3.66 5.23 10.50 3.37 51.02 0.3597 3.98 6.30 10.41 3.05 56.19 0.4724 4.51 8.27 10.46 2.52 59.89 0.5735 4.89 10.04 10.44 2.14 63.59 0.6858 5.23 12.01 10.42 1.80 70.24 0.8070 5.54 14.13 10.78 1.50 75.79 0.9317 5.79 16.31 11.01 1.24 79.48 1.0389 5.96 18.19 11.08 1.06 85.03 1.1796 6.18 20.65 11.24 0.85 88.72 1.2601 6.29 22.06 11.39 0.74 143 Table A-ll Data, Triaxial Test A-ll 77'.‘ Sludge C-1 p = 1.50 kg/cm2 wf = 104.59% 01f = 3.54 kg/cm2 cu = 1.71 kg/cm2 33f = 0.12 kg/cm2 Af = 0.30 uf = 3.60 kg/cm2 cv = 0.0086 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 2 2 kg cm kg/cm % kg/cm kg/cm 0.00 0.0000 2.11 0.00 1.14 1.14 7.71 0.0076 2.69 0.12 2.00 1.03 8.42 0.0112 2.70 0.18 2.08 1.02 9.83 0.0203 2.78 0.32 2.17 0.94 10.54 0.0269 2.81 0.43 2.23 0.91 11.25 0.0351 2.83 0.56 2.30 0.89 11.95 0.0452 2.88 0.72 2.33 0.84 12.66 0.0574 2.90 0.92 2.40 0.82 13.37 0.0732 2.97 1.17 2.41 0.75 15.21 0.1372 3.10 2.19 2.49 0.62 16.34 0.1925 3.19 3.08 2.52 0.53 17.47 0.2540 3.21 4.06 2.62 0.51 18.60 0.3233 3.29 5.17 2.65 0.43 19.45 0.3820 3.31 6.11 2.71 0.41 20.30 0.4475 3.34 7.15 2.75 0.38 21.29 0.5144 3.38 8.22 2.80 0.34 22.28 0.5789 3.42 9.25 2.84 0.30 23.13 0.6350 3.43 10.15 2.91 0.29 25.41 0.7668 3.49 12.26 3.00 0.23 27.09 0.8819 3.52 14.10 3.13 0.20 29.36 1.0081 3.53 16.11 3.29 0.19 31.62 1.1308 3.58 18.07 3.40 0.14 34.17 1.2649 3.60 20.22 3.55 0.12 36.71 1.3819 3.62 22.09 3.70 0.10 40.68 1.5337 3.63 25.51 3.96 0.09 'rjr—g ‘44 44 144 Table A-12 Data, Triaxial Test A-12 Sludge C-l p = 2.50 kg/cm2 wf = 99.44% 61f = 4.53 kg/cm2 cu = 2.31 kg/cm2 33f = -0.10 kg/cm2 Af = 0.26 uf = 4.80 kg/cm2 cV = 0.0111 cmZ/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 2 2 kg cm kg/cm % kg/cm kg/cm 0.00 0.0000 2.11 0.00 1.08 1.08 6.16 0.0127 3.65 0.21 1.88 1.05 6.16 0.0254 3.65 0.43 1.88 1.05 6.16 0.0381 3.65 0.64 1.88 1.05 6.35 0.0508 3.65 0.85 1.91 1.05 7.20 0.0622 3.72 1.05 1.95 0.98 13.17 0.0919 3.95 1.55 2.51 0.75 16.15 0.1293 4.04 2.17 2.81 0.66 18.69 0.1801 4.22 3.03 2.94 0.48 20.78 0.2410 4.27 4.05 3.14 0.43 22.57 0.3023 4.35 5.08 3.26 0.35 24.06 0.3632 4.37 6.11 3.40 0.33 25.25 0.4194 4.42 7.05 3.47 0.28 26.44 0.4750 4.47 7.98 3.54 0.23 27.64 0.5344 4.51 8.98 3.61 0.19 28.98 0.5939 4.57 9.98 3.68 0.13 31.22 0.7142 4.63 12.01 3.80 0.07 33.90 0.8435 4.65 14.18 4.00 0.05 36.58 0.9629 4.71 16.19 4.16 -0.01 39.27 1.0714 4.74 18.01 4.34 -0.04 42.55 1.1900 4.80 20.00 4.53 -0.10 46.10 1.3129 4.83 22.07 4.75 -0.13 49.94 1.4275 4.86 24.00 5.00 -0.16 53.44 1.5260 4.90 25.65 5.20 -0.20 145 Table A-13 Data, Triaxial Test A-13 Sludge C-1 p = 3.00 kg/cm2 wf = 97.71% 01f = 6.66 kg/cm2 cu = 3.18 kg/cm2 03f = 0.30 kg/cm2 Af = 0.34 uf = 4.92 kg/cm2 cV = 0.0079 cmZ/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 a 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.18 0.00 3.04 3.04 10.89 0.0053 2.40 0.09 4.29 2.82 15.36 0.0150 2.65 0.25 4.65 2.57 18.34 0.0249 2.87 0.42 4.83 2.35 19.84 0.0310 2.97 0.53 4.92 2.24 22.82 0.0488 3.22 0.83 5.07 2.00 24.31 0.0610 3.32 1.04 5.16 1.90 28.78 0.1171 3.82 1.99 5.22 1.40 31.77 0.1857 4.02 3.16 5.37 1.20 34.00 0.2563 4.25 4.36 5.38 0.97 36.99 0.3663 4.32 6.23 5.60 0.90 39.97 0.4935 4.48 8.40 5.70 0.74 42.21 0.5900 4.59 10.04 5.76 0.63 47.39 0.7854 4.70 13.36 6.08 0.52 52.63 0.9822 4.82 16.71 6.34 0.40 57.88 1.1483 4.92 19.54 6.61 0.30 60.32 1.2278 4.92 20.89 6.77 0.30 64.87 1.3553 5.00 23.06 6.98 0.22 71.85 1.5362 5.10 26.14 7.31 0.12 146 Table A-14 Data, Triaxial Test A-14 Sludge C-l p = 3.50 kg/cm2 wf = 95.13% 31f = 8.43 kg/cm2 cu = 4.01 kg/cm2 33f = 0.41 kg/cm2 Af = 0.34 uf = 5.31 kg/cm2 cv = 0.0086 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 2 2 kg cm kg/cm % kg/cm kg/cm 0.00 0.0000 2.11 0.00 3.17 3.17 7.20 0.0071 2.55 0.12 4.14 3.17 9.65 0.0127 2.59 0.21 4.42 3.13 13.97 0.0178 2.69 0.30 4.90 3.03 17.57 0.0246 2.80 0.42 5.27 2.92 20.45 0.0310 2.90 0.52 5.55 2.82 21.89 0.0363 2.99 0.61 5.65 2.73 23.33 0.0409 3.08 0.69 5.75 2.64 24.77 0.0488 3.17 0.82 5.85 2.55 25.49 0.0528 3.19 0.89 5.92 2.53 26.93 0.0615 3.32 1.04 5.98 2.40 30.53 0.0917 3.58 1.55 6.18 2.14 32.69 0.1209 3.77 2.04 6.25 1.95 35.57 0.1753 4.06 2.95 6.30 1.82 37.73 0.2433 4.24 4.10 6.34 1.48 38.45 0.3040 4.43 5.12 6.19 1.29 41.18 0.3635 4.47 6.13 6.44 1.25 44.93 0.4171 4.63 7.03 6.70 1.09 46.37 0.4801 4.68 8.09 6.76 1.04 46.80 0.5357 4.75 9.03 6.69 0.97 47.09 0.5954 4.80 10.03 6.61 0.92 57.62 0.7219 4.92 12.17 7.60 0.80 60.71 0.8367 5.03 14.10 7.69 0.69 68.46 0.9682 5.15 16.32 8.26 0.57 72.17 1.0742 5.23 18.10 8.43 0.49 74.65 1.1915 5.31 20.08 8.42 0.41 80.23 1.3109 5.40 22.09 8.72 0.32 83.95 1.4254 5.43 24.02 8.86 0.29 86.42 1.5255 5.50 25.71 8.84 0.22 147 Table A-15 Data, Triaxial Test A-15 Sludge C-l p = 4.00 kg/cm2 Wf = 89-47% 01f = 6.74 kg/cm2 cu = 3.23 kg/cm2 03f = 0.28 kg/cm2 Af = 0.56 uf = 5.80 kg/sz cv = 0.0058 cmZ/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 o 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.19 0.00 3.89 3.89 9.48 0.0061 2.21 0.11 5.23 3.87 10.19 0.0655 2.21 1.14 5.31 3.87 17.26 0.0886 2.57 1.54 5.95 3.51 25.75 0.1191 3.20 2.07 6.49 2.88 29.99 0.1494 3.54 2.59 6.73 2.54 32.82 0.1775 3.90 3.08 6.74 2.18 37.07 0.2372 4.28 4.12 6.89 1.80 39.90 0.2901 4.42 5.04 7.03 1.60 42.73 0.3653 4.74 6.34 7.08 1.34 46.26 0.4707 5.40 8.17 7.17 1.08 49.09 0.5932 5.22 10.29 7.17 0.86 50.51 0.7066 5.22 12.27 7.21 0.86 51.92 0.8232 5.49 14.29 6.97 0.59 54.04 0.9909 5.61 17.21 6.88 0.47 56.17 1.1384 5.80 19.77 6.74 0.28 56.87 1.1872 5.80 20.61 6.75 0.28 58.29 1.2700 5.85 22.05 6.74 0.22 60.41 1.3957 5.92 24.24 6.72 0.16 63.95 1.5524 6.00 26.96 6.78 0.08 148 Table A-16 Data, Triaxial Test A-16 Sludge C-l p = 4.92 kg/cm2 wf = 94.39% 01f = 7.82 kg/cm2 cu = 3.85 kg/cm2 3f = 0.13 kg/cm2 Af = 0.62 uf = 6.90 kg/cm2 cv = 0.0089 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 o 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.11 0.00 4.92 4.92 6.35 0.0061 2.64 0.10 5.24 4.39 7.71 0.0124 2.69 0.21 5.38 4.34 12.25 0.0175 2.84 0.30 5.83 4.19 16.33 0.0234 3.04 0.40 6.18 3.99 19.51 0.0290 3.17 0.50 6.47 3.86 22.23 0.0353 3.29 0.61 6.72 3.74 24.49 0.0411 3.44 0.71 6.87 3.59 26.76 0.0475 3.54 0.82 7.07 3.49 28.12 0.0536 3.66 0.92 7.12 3.37 29.93 0.0607 3.75 1.04 7.27 3.28 35.38 0.0927 4.11 1.59 7.61 2.92 38.10 0.1201 4.35 2.07 7.71 2.68 43.55 0.1834 4.79 3.15 7.92 2.24 47.17 0.2438 5.08 4.19 8.04 1.95 50.80 0.3282 5.38 5.64 8.10 1.64 54.43 0.3960 5.57 6.81 8.30 1.46 58.06 0.4890 5.80 8.41 8.40 1.23 59.88 0.5283 5.87 9.08 8.49 1.16 63.50 0.6205 6.10 10.67 8.57 0.93 65.32 0.7026 6.21 12.08 8.57 0.82 64.41 0.8039 6.85 13.82 7.66 0.18 63.50 0.9525 6.87 16.37 7.30 0.14 67.13 1.0584 6.90 18.20 7.53 0.13 71.67 1.1709 6.90 20.13 7.84 0.13 78.02 1.3061 6.90 22.45 8.28 0.13 81.65 1.3716 6.90 23.58 8.53 0.13 88.45 1.5570 6.91 26.77 8.85 0.12 149 Table A-17 Data, Triaxial Test A-17 Sludge H-2, 28% organic matter p = 1.00 kg/cm2 wf = 66.96% 01f = 3.36 kg/cm2 cu = 1.52 kg/cm2 03f = 0.32 kg/cm2 Af = 0.22 uf = 2.76 kg/cm2 CV = 0.0022 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 a 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.09 0.00 0.99 0.99 8.78 0.0069 2.11 0.10 2.01 0.97 10.94 0.0160 2.18 0.24 2.20 0.90 11.66 0.0208 2.21 0.32 2.25 0.87 12.38 0.0279 2.24 0.42 2.31 0.84 13.10 0.0358 2.29 0.54 2.34 0.79 13.82 0.0488 2.37 0.74 2.34 0.71 14.54 0.0635 2.40 0.96 2.40 0.68 16.42 0.1478 2.52 2.24 2.47 0.56 17.57 0.2316 2.61 3.51 2.49 0.47 18.72 0.2964 2.62 4.49 2.59 0.46 19.87 0.3937 2.67 5.96 2.64 0.41 21.02 0.4750 2.69 7.19 2.71 0.39 21.60 0.5283 2.69 8.00 2.76 0.39 22.75 0.6076 2.70 9.20 2.84 0.38 23.90 0.6886 2.70 10.42 2.93 0.38 25.63 0.8435 2.71 12.77 3.03 0.37 27.36 0.9505 2.74 14.39 3.13 0.34 28.51 1.0571 2.74 16.00 3.19 0.34 30.53 1.2009 2.76 18.18 3.29 0.32 32.25 1.3663 2.76 20.68 3.37 0.32 33.41 1.4862 2.76 22.49 3.40 0.32 34.42 1.5240 2.76 23.07 3.47 0.32 150 Table A-18 Data, Triaxial Test A-18 Sludge H-2, 28% organic matter p = 2.00 kg/cm2 wf = 63.60% 1f = 4.69 kg/cm2 cu = 2.08 kg/cm2 63f = 0.52 kg/cmz Af = 0.29 uf = 3.60 kg/cm2 cV = 0.0031 cmZ/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 2 2 kg cm kg/cm % kg/cm kg/cm 0.00 0.0000 2.11 0.00 1.74 1.74 12.37 0.0071 2.51 0.11 3.14 1.61 17.53 0.0191 2.84 0.30 3.44 1.28 20.96 0.0361 3.04 0.56 3.66 1.08 22.68 0.0635 3.10 0.99 3.80 1.02 24.40 0.1074 3.29 1.67 3.80 0.83 26.12 0.1826 3.32 2.84 3.94 0.80 27.83 0.2631 3.40 4.09 4.03 0.72 29.21 0.3665 3.47 5.69 4.06 0.65 30.58 0.4425 3.49 6.87 4.16 0.63 31.96 0.5392 3.50 8.37 4.25 0.62 32.99 0.5961 3.52 9.26 4.31 0.60 34.02 0.6698 3.52 10.40 4.38 0.60 36.02 0.8100 3.58 12.58 4.45 0.54 38.14 0.9454 3.58 14.68 4.57 0.54 39.52 1.0701 3.60 16.62 4.60 0.52 41.58 1.2172 3.60 18.90 4.70 0.52 42.61 1.3774 3.60 21.39 4.67 0.52 43.64 1.4448 3.60 22.44 4.71 0.52 45.71 1.5629 3.63 24.27 4.78 0.49 151 Table A-19 Data, Triaxial Test A—19 Sludge H-2, 28% organic matter p = 3.00 kg/cm2 wf = 62.51% 1f = 6.04 kg/cm2 cu = 2.72 kg/cm2 03f = 0.61 kg/cm2 Af = 0.42 uf = 4.48 kg/cm2 cV = 0.0017 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 a 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.17 0.00 2.92 2.92 7.76 0.0071 2.19 0.11 3.88 2.90 13.72 0.0130 2.21 0.20 4.63 2.88 18.94 0.0201 2.30 0.32 5.20 2.79 21.92 0.0259 2.33 0.41 5.54 2.76 24.16 0.0323 2.42 0.51 5.73 2.67 25.65 0.0386 2.50 0.61 5.84 2.59 27.14 0.0462 2.60 0.73 5.92 2.49 27.89 0.0523 2.63 0.82 5.99 2.46 28.64 0.0582 2.70 0.92 6.01 2.39 29.38 0.0663 2.78 1.04 6.02 2.31 33.11 0.1267 3.20 2.00 6.03 1.89 35.35 0.1951 3.62 3.07 5.84 1.47 37.58 0.2723 3.88 4.29 5.80 1.21 38.33 0.3119 3.93 4.92 5.81 1.16 39.82 0.3830 4.13 6.04 5.73 0.96 41.31 0.4526 4.20 7.13 5.78 0.89 42.80 0.5202 4.29 8.20 5.81 0.80 45.30 0.6916 4.37 10.90 5.86 0.72 48.09 0.8545 4.42 13.47 5.98 0.67 49.14 0.9632 4.42 15.18 5.98 0.67 51.24 1.1166 4.46 17.60 6.01 0.63 52.29 1.1831 4.46 18.65 6.05 0.63 53.33 1.2748 4.48 20.09 6.05 0.61 55.43 1.4379 4.48 22.66 6.08 0.61 56.41 1.5618 4.49 24.61 6.02 0.60 Table A-20 152 Data, Triaxial Test A-20 Sludge H-2, 28% organic matter p = 4.00 kg/cm2 wf = 58.25% 01f = 6.91 kg/cm2 cu = 2.92 kg/cm2 33f = 1.06 kg/cmz Af = 0.49 uf = 5.03 kg/cm2 cV = 0.0029 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 a 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.12 0.00 3.97 3.97 12.17 0.0061 2.13 0.10 5.47 3.96 18.53 0.0127 2.20 0.20 6.19 3.89 22.78 0.0183 2.30 0.29 6.61 3.79 27.02 0.0262 2.41 0.41 7.02 3.68 28.44 0.0310 2.50 0.49 7.10 3.59 30.56 0.0376 2.60 0.60 7.26 3.49 32.68 0.0462 2.72 0.73 7.40 3.37 34.10 0.0538 2.82 0.85 7.47 3.27 35.51 0.0620 2.97 0.98 7.49 3.12 40.46 0.1257 3.60 1.99 7.41 2.49 43.29 0.1859 4.03 2.95 7.28 2.06 45.41 0.2540 4.33 4.03 7.17 1.76 47.54 0.3231 4.50 5.12 7.19 1.59 49.66 0.4224 4.70 6.70 7.14 1.39 50.37 0.4872 4.82 7.73 7.04 1.27 51.07 0.5469 4.82 8.67 7.06 1.27 52.49 0.6914 4.96 10.97 6.93 1.13 53.90 0.8090 5.00 12.83 6.92 1.09 55.32 0.9454 5.00 15.00 6.93 1.09 56.73 1.0825 5.00 17.17 6.93 1.09 57.44 1.1857 5.00 18.81 6.88 1.09 58.85 1.2619 5.03 20.02 6.91 1.06 60.27 1.4041 5.09 22.27 6.82 0.99 61.68 1.5448 5.09 24.50 6.78 0.99 153 Table A-21 Data, Triaxial Test A-21 Sludge H-2, 28% organic matter kg/cm2 w p = 4.92 f = 55.94% T: = 10.24 kg/cm2 c = 4.03 kg/cmz If u 03f = 2.19 kg/cm2 Af = 0.34 uf = 4.84 kg/cm2 cV = 0.0027 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 a 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.11 0.00 4.92 4.92 8.16 0.0063 2.12 0.10 5.83 4.91 17.24 0.0130 2.13 0.21 6.86 4.90 25.40 0.0191 2.14 0.30 7.77 4.89 30.84 0.0264 2.15 0.42 8.37 4.88 34.47 0.0351 2.16 0.56 8.77 4.87 36.29 0.0424 2.17 0.67 8.96 4.86 38.10 0.0490 2.18 0.78 9.15 4.85 39.01 0.0538 2.19 0.85 9.23 4.84 40.82 0.0643 2.25 1.02 9.37 4.78 46.27 0.1283 2.33 2.03 9.85 4.70 49.90 0.1839 2.40 2.91 10.13 4.63 53.52 0.2560 2.58 4.06 10.28 4.45 57.15 0.3312 2.77 5.25 10.41 4.26 60.78 0.4094 2.91 6.49 10.58 4.12 64.41 0.5062 3.14 8.02 10.62 3.89 66.23 0.5618 3.27 8.90 10.62 3.76 69.85 0.6434 3.48 10.19 10.68 3.55 75.30 0.7813 3.81 12.38 10.71 3.22 78.93 0.8941 4.09 14.16 10.64 2.94 83.92 1.0381 4.42 16.45 10.57 2.61 86.18 1.1410 4.62 18.08 10.43 2.41 88.45 1.2540 4.83 19.87 10.25 2.20 90.72 1.3492 4.99 21.38 10.14 2.04 92.99 1.4348 5.11 22.73 10.08 1.92 95.26 1.5258 5.23 24.17 10.01 1.80 154 Table A-22 Data, Triaxial Test A-22 Sludge H-2, 35% organic matter p = 1.00 kg/cm2 wf = 81.81% 01f = 3.01 kg/cm2 cu = 1.46 kg/cm2 3f = 0.09 kg/cm2 Af = 0.28 uf = 2.99 kg/cm2 CV = 0.0024 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 2 2 kg cm kg/cm % kg/cm kg/cm 0.00 0.0000 2.18 0.00 0.90 0.90 9.07 0.0061 2.32 0.09 1.85 0.76 10.51 0.0175 2.32 0.27 2.02 0.76 11.23 0.0315 2.49 0.48 1.94 0.59 11.95 0.0394 2.50 0.60 2.01 0.58 12.67 0.0457 2.50 0.70 2.10 0.58 13.39 0.0533 2.51 0.82 2.17 0.57 14.11 0.0640 2.52 0.98 2.25 0.56 16.27 0.1300 2.67 2.00 2.33 0.41 17.71 0.2040 2.72 3.13 2.43 0.36 18.43 0.2799 2.76 4.30 2.45 0.32 19.15 0.3465 2.79 5.32 2.48 0.29 19.87 0.4171 2.79 6.40 2.53 0.29 20.59 0.4854 2.82 7.45 2.56 0.26 21.31 0.5687 2.85 8.73 2.58 0.23 22.03 0.6327 2.85 9.71 2.63 0.23 22.75 0.6924 2.88 10.63 2.65 0.20 23.47 0.7709 2.89 11.84 2.69 0.19 25.20 0.9398 2.91 14.43 2.77 0.17 27.07 1.0701 2.92 16.43 2.89 0.16 28.51 1.2085 2.96 18.55 2.92 0.12 29.95 1.2852 2.98 19.73 3.00 0.10 30.82 1.3388 3.00 20.56 3.03 0.08 32.83 1.4554 3.00 22.35 3.16 0.08 34.27 1.5301 3.00 23.49 3.24 0.08 155 Table A-23 Data, Triaxial Test A-23 Sludge H-2, 35% organic matter p = 2.00 kg/cm2 wf = 72.65% 'Elf = 4.30 kg/cm2 cu = 3.81 kg/cm2 03f = 0.29 kg/cm2 Af = 0.42 uf = 3.81 kg/cm2 cV = 0.0026 cmZ/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 o 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.10 0.00 2.00 2.00 7.22 0.0056 2.10 0.09 2.90 2.00 12.37 0.0142 2.17 0.22 3.48 1.93 14.09 0.0185 2.20 0.29 3.66 1.90 15.81 0.0259 2.27 0.41 3.81 1.83 17.53 0.0376 2.38 0.59 3.91 1.72 19.24 0.0551 2.47 0.87 4.03 1.63 20.96 0.0836 2.64 1.32 4.06 1.46 23.02 0.1496 2.98 2.36 3.94 1.12 24.05 0.1935 3.07 3.06 3.96 1.03 25.09 0.2596 3.21 4.10 3.92 0.89 26.12 0.3231 3.32 5.10 3.89 0.78 27.15 0.3815 3.39 6.03 3.92 0.71 28.52 0.4747 3.48 7.50 3.94 0.62 29.21 0.5380 3.50 8.50 3.96 0.60 30.58 0.6447 3.56 10.18 3.99 0.54 32.65 0.8001 3.61 12.64 4.07 0.49 34.02 0.8961 3.65 14.16 4.12 0.45 36.77 1.0203 3.70 16.12 4.28 0.40 38.15 1.1171 3.76 17.65 4.29 0.34 39.52 1.2370 3.79 19.54 4.31 0.31 40.21 1.2893 3.82 20.37 4.31 0.28 42.96 1.4168 3.85 22.38 4.44 0.25 45.02 1.5260 3.88 24.11 4.51 0.22 156 Table A-24 Data, Triaxial Test A-24 Sludge H-2, 35% organic matter p = 3.00 kg/cm2 wf = 68.25% 01f = 5.86 kg/cm2 cu = 2.73 kg/cm2 03f = 0.41 kg/cm2 Af = 0.46 uf = 4.71 kg/cm2 cv = 0.0022 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 a 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.19 0.00 2.93 2.93 7.61 0.0081 2.21 0.13 3.89 2.91 8.35 0.0188 2.22 0.30 3.98 2.90 9.84 0.0251 2.25 0.40 4.14 2.87 14.32 0.0310 2.32 0.50 4.64 2.80 18.05 0.0386 2.40 0.62 5.04 2.72 21.03 0.0467 2.50 0.75 5.32 2.62 22.52 0.0528 2.58 0.85 5.43 2.54 24.01 0.0607 2.67 0.98 5.53 2.45 29.23 0.1214 3.20 1.96 5.63 1.92 32.22 0.1890 3.65 3.04 5.51 1.47 34.45 0.2687 3.91 4.33 5.48 1.21 35.94 0.3302 4.03 5.32 5.50 1.09 37.44 0.4196 4.20 6.76 5.44 0.92 38.93 0.4895 4.28 7.88 5.48 0.84 39.67 0.5428 4.30 8.74 5.51 0.82 41.16 0.6256 4.37 10.07 5.54 0.75 43.40 0.7701 . 4.46 12.40 5.58 0.66 46.69 0.9446 4.50 15.21 5.74 0.62 50.19 1.1311 4.65 18.21 5.78 0.47 53.68 1.2807 4.73 20.62 5.91 0.39 57.18 1.4354 4.80 23.11 6.01 0.32 60.67 1.5524 4.90 25.00 6.11 0.22 157 Table A-25 Data, Triaxial Test A-25 Sludge H-2, 35% organic matter p = 4.00 kg/cm2 wf = 65.62% 01f = 6.71 kg/cm2 cu = 3.01 kg/cm2 3f = 0.69 kg/cm2 Af = 0.50 uf = 5.39 kg/cm2 cv = 0.0023 cmZ/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 2 2 kg cm kg/cm % kg/cm kg/cm 0.00 0.0000 2.36 0.00 3.72 3.72 10.19 0.0081 2.38 0.13 5.09 3.70 11.60 0.0208 2.38 0.34 5.28 3.70 12.31 0.0284 2.40 0.46 5.35 3.68 14.43 0.0335 2.40 0.55 5.66 3.68 17.26 0.0376 2.46 0.61 5.96 3.62 21.51 0.0432 2.52 0.70 6.47 3.56 24.33 0.0488 2.58 0.79 6.79 3.50 27.16 0.0559 2.67 0.91 7.08 3.41 29.99 0.0678 2.79 1.10 7.33 3.29 36.36 0.1278 3.30 2.08 7.63 2.78 39.19 0.1849 3.63 3.01 7.63 2.45 41.31 0.2497 4.00 4.06 7.48 2.08 43.43 0.3320 4.28 5.40 7.40 1.80 44.85 0.3929 4.46 6.39 7.34 1.62 46.26 0.4539 4.60 7.39 7.32 1.48 47.68 0.5126 4.70 8.34 7.34 1.38 49.09 0.6193 4.82 10.08 7.28 1.26 50.51 0.7645 5.01 12.44 7.10 1.07 51.92 0.9098 5.15 14.80 6.96 0.93 52.63 0.9888 5.20 16.09 6.90 0.88 54.04 1.1222 5.31 18.26 6.79 0.77 55.46 1.2543 5.42 20.41 6.68 0.66 56.87 1.3589 5.50 22.11 6.62 0.58 59.00 1.5248 5.58 24.81 6.55 0.50 158 Table A-26 Data, Triaxial Test A-26 Sludge H-2, 35% organic matter P = 4,92 kg/cm2 wf = 61.32% 61f = 9.48 kg/cm2 cu = 4.28 kg/cm2 03f = 0.91 kg/cm2 Af = 0.46 uf = 6.12 kg/cm2 CV = 0.0022 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 2 2 kg cm kg/cm % kg/cm kg/cm 0.00 0.0000 2.11 0.00 4.92 4.92 6.35 0.0071 2.22 0.11 5.67 4.81 13.61 0.0124 2.24 0.20 6.63 4.79 19.96 0.0183 2.28 0.30 7.44 4.75 24.49 0.0246 2.33 0.40 8.00 4.70 27.22 0.0307 2.38 0.50 8.31 4.65 29.94 0.0386 2.44 0.62 8.62 4.59 31.75 0.0452 2.50 0.73 8.80 4.53 32.66 0.0495 2.53 0.80 8.89 4.50 34.47 0.0589 2.59 0.95 9.06 4.44 35.38 0.0635 2.64 1.02 9.13 4.39 41.73 0.1205 3.14 2.02 9.43 3.89 45.36 0.1849 3.58 2.98 9.41 3.45 48.99 0.2586 4.05 4.17 9.33 2.97 51.71 0.3223 4.41 5.20 9.26 2.62 53.52 0.3790 4.66 6.11 9.17 2.37 56.25 0.4610 4.98 7.44 9.10 2.05 58.06 0.5204 5.16 8.40 9.07 1.87 61.69 0.6299 5.41 10.16 9.12 1.62 65.32 0.7442 5.62 12.01 9.20 1.41 68.95 0.8755 5.79 14.13 9.25 1.24 72.58 1.0099 5.94 16.29 9.32 1.09 76.20 1.1549 6.05 18.63 9.37 0.98 78.93 1.2344 6.12 19.92 9.47 0.91 79.83 1.2626 6.14 20.37 9.51 0.89 86.18 1.4127 6.23 22.79 9.81 0.80 90.72 1.5260 6.30 24.62 9.99 0.73 159 Table A-27 Data, Triaxial Test A-27 Sludge H-2, 50% organic matter p = 1.00 kg/cm2 w f = 109.35% 6' = 2.18 kg/cm2 c = 108 kg/cm2 If u ° 03f = 0.01 kg/cm2 Af = 0,46 uf = 3.04 kg/cm2 cV = 0.0034 cm2/min Load ' Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 a 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.05 0.00 1.00 1.00 5.33 0.0046 2.13 0.08 1.64 0.92 6.77 0.0107 2.20 0.18 1.77 0.85 8.21 0.0236 2.28 0.39 1.88 0.77 8.93 0.0325 2.32 0.54 1.94 0.73 9.65 0.0480 2.40 0.80 1.95 0.65 10.37 0.0660 2.43 1.09 2.02 0.62 11.81 0.1316 2.57 2.18 2.05 0.48 12.53 0.1925 2.68 3.19 2.02 0.37 13.25 0.2748 2.70 4.55 2.07 0.35 13.68 0.3424 2.75 5.67 2.06 0.30 14.40 0.4125 2.80 6.83 2.08 0.25 14.69 0.4780 2.82 7.92 2.07 0.23 15.26 0.5796 2.88 9.60 2.05 0.17 15.84 0.6881 2.92 11.40 2.04 0.13 16.99 0.8778 2.96 14.54 2.07 0.09 18.14 1.0216 3.00 16.92 2.10 0.05 19.30 1.1420 3.02 18.92 2.16 0.03 20.45 1.2664 3.05 20.98 2.19 0.00 21.74 1.3533 3.06 22.42 2.29 -0.01 23.24 1.4803 3.09 24.52 2.36 -0.04 24.19 1.5489 3.09 25.66 2.41 -0.04 16C) Table A-28 Data, Triaxial Test A-28 Sludge H-2, 50% organic matter p = 2.00 kg/cm2 wf = 101.12% 01f = 3.97 kg/cm2 cu = 1.92 kg/cm2 03f = 0.13 kg/cm2 Af = 0,44 uf = 4.00 kg/cm2 cv = 0.0036 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 o 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.11 0.00 1.93 1.93 12.37 0.0079 2.45 0.14 3.45 1.67 14.09 0.0175 2.56 0.31 3.58 1.56 15.81 0.0358 2.72 0.64 3.66 1.40 17.53 0.0645 2.92 1.14 3.69 1.20 19.24 0.1214 3.08 2.15 3.75 1.04 20.28 0.1745 3.20 3.09 3.75 0.92 21.31 0.2405 3.43 4.27 3.63 0.69 22.34 0.3294 3.43 5.84 3.72 0.69 23.37 0.4171 3.50 7.40 3.73 0.62 24.40 0.5105 3.60 9.05 3.71 0.52 25.77 0.6205 3.62 11.01 3.80 0.50 27.84 0.7607 3.72 13.49 3.87 0.40 29.90 0.9014 3.89 15.99 3.85 0.23 31.62 1.0058 3.94 17.84 3.92 0.18 32.65 1.0866 3.98 19.27 3.93 0.14 33.68 1.1417 4.00 20.25 3.99 0.12 36.08 1.2797 4.08 22.69 4.05 0.04 37.11 1.3444 4.08 23.84 4.10 0.04 39.18 1.4514 4.08 25.74 4.23 0.04 161 Table A-29 Data, Triaxial Test A-29 Sludge H-2, 50% organic matter p = 3.00 kg/cm2 wf = 90.09% 01f = 6.07 kg/cm2 cu = 2.91 kg/cm2 03f = 0.24 kg/cm2 Af = 0.48 uf = 4.98 kg/cm2 cV = 0.0051 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 o 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.14 0.00 3.08 3.08 13.87 0.0058 2.25 0.10 5.07 2.97 16.85 0.0130 2.39 0.23 5.38 2.83 18.34 0.0183 2.48 0.33 5.51 2.74 19.84 0.0251 2.54 0.45 5.67 2.68 21.33 0.0335 2.70 0.60 5.73 2.52 22.82 0.0437 2.78 0.78 5.87 2.44 24.31 0.0579 2.92 1.03 5.94 2.30 26.55 0.0831 3.13 1.48 6.05 2.09 28.79 0.1255 3.50 2.24 5.98 1.72 31.02 0.1925 3.80 3.43 5.96 1.42 32.51 0.2637 3.98 4.70 5.93 1.24 34.01 0.3330 4.10 5.93 5.96 1.12 35.50 0.4196 4.20 7.48 5.99 1.02 36.24 0.4592 4.31 8.18 5.95 0.91 37.73 0.5438 4.45 9.69 5.93 0.77 38.48 0.6060 4.50 10.80 5.92 0.72 39.97 0.6881 4.60 12.26 5.93 0.62 41.46 0.7780 4.69 13.86 5.94 0.53 43.90 0.9251 4.80 16.48 5.97 0.42 45.65 1.0097 4.84 17.99 6.05 0.38 47.39 1.0902 4.96 19.42 6.04 0.26 49.14 1.1699 5.00 20.84 6.11 0.22 52.63 1.3007 5.10 23.17 6.24 0.12 56.13 1.4097 5.15 25.11 6.43 0.07 61.37 1.5486 5.20 27.59 6.75 0.02 162 Table A-30 Data, Triaxial Test A-30 Sludge H-2, 50% organic matter p = 4.00 kg/cm2 w f — 79.90A 3 = 7 05 kg/cmz c = 3 3o kg/cm2 1f ' u ' 03f = 0.46 kg/cm2 Af = 0.54 uf = 5.63 kg/cm2 cV = 0.0033 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 a 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.05 0.00 4.04 4.04 10.75 0.0147 2.10 0.27 5.68 3.99 15.70 0.0226 2.12 0.41 6.44 3.97 18.53 0.0277 2.15 0.50 6.86 3.94 21.36 0.0330 2.20 0.60 7.25 3.89 23.49 0.0396 2.24 0.72 7.54 3.85 24.90 0.0452 2.29 0.82 7.70 3.80 26.31 0.0513 2.33 0.93 7.88 3.76 27.02 0.0554 2.37 1.00 7.95 3.72 32.68 0.1123 2.82 2.03 8.33 3.27 35.51 0.1648 3.17 2.98 8.37 2.92 37.63 0.2189 3.50 3.96 8.31 2.59 39.79 0.2824 3.88 5.11 8.17 2.09 41.17 0.3495 4.10 6.32 8.09 1.99 43.29 0.4465 4.43 8.08 7.95 1.66 45.44 0.5575 4.72 10.08 7.83 1.37 47.54 0.6533 4.97 11.81 7.75 1.12 48.95 0.7628 5.15 13.79 7.61 0.94 49.66 0.8514 5.18 15.40 7.56 0.91 51.07 0.9964 5.53 18.02 7.18 0.56 52.49 1.1488 5.70 20.78 6.96 0.38 53.20 1.2187 5.75 22.04 6.90 0.34 54.61 1.3205 5.82 23.88 6.84 0.27 55.60 1.3842 5.88 25.03 6.80 0.21 58.15 1.5270 6.00 27.61 6.74 0.09 163 Table A-31 Data, Triaxial Test A-31 Sludge H-2, 50% organic matter p= 4.92 kg/cm2 wf= 74.907. OH = 9.52 kg/cm2 cu = 4.57 kg/cm2 03f = 0.38 kg/cm2 Af = 0,49 uf = 6.65 kg/cm2 cV = 0.0032 cmZ/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 a 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.11 0.00 4.92 4.92 5.44 0.0069 2.11 0.13 5.78 4.92 9.07 0.0107 2.13 0.20 6.33 4.90 13.61 0.0160 2.19 0.30 6.99 4.84 19.05 0.0226 2.33 0.42 7.71 4.70 20.87 0.0274 2.41 0.51 7.91 4.62 22.68 0.0330 2.47 0.61 8.14 4.56 24.49 0.0401 2.49 0.74 8.40 4.54 26.31 0.0505 2.61 0.94 8.55 4.42 28.12 0.0615 2.76 1.14 8.69 4.27 33.57 0.1166 3.35 2.16 8.89 3.68 37.20 0.1745 3.90 3.23 8.84 3.13 40.82 0.2603 4.57 4.82 8.63 2.46 44.45 0.3604 5.07 6.67 8.54 1.96 46.27 0.4181 5.28 7.73 8.52 1.75 48.08 0.4768 5.48 8.82 8.50 1.55 49.90 0.5329 5.62 9.86 8.54 1.41 51.71 0.5931 5.79 10.97 8.54 1.24 55.34 0.6942 6.02 12.84 8.66 1.01 58.97 0.7920 6.23 14.65 8.79 0.80 62.60 0.8872 6.36 16.41 8.97 0.67 68.04 1.0023 6.55 18.54 9.27 0.48 71.67 1.0754 6.65 19.90 9.49 0.38 73.48 1.1085 6.66 20.51 9.63 0.37 78.93 1.2070 6.74 22.33 10.01 0.29 88.45 1.3188 6.82 24.40 10.82 0.21 95.26 1.4031 6.87 25.97 11.35 0.16 102.06 1.4788 6.89 27.36 11.90 0.13 164 Table A-32 Data, Triaxial Test A-32 Sludge H-2 + 10% Lime, 43% organic matter p = 0.70 kg/cm2 wf = 111.80% 01f = 2.35 kg/cm2 cu = 1.16 kg/cm2 03f = 0.03 kg/cmz Af = 0.26 uf = 2.62 kg/cm2 cV = 0.0123 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress kg cm kg/cm2 % kg/cm kg/cm2 0.00 0.0000 2.02 0.00 0.63 0.63 9.48 0.0074 2.10 0.11 1.61 0.55 10.89 0.0124 2.11 0.19 1.76 0.54 12.31 0.0224 2.19 0.34 1.83 0.46 13.02 0.0335 2.25 0.50 1.85 0.40 13.72 0.0485 2.29 0.73 1.88 0.36 14.43 0.0843 2.32 1.27 1.92 0.33 15.00 0.1397 2.39 2.10 1.92 0.26 15.56 0.1986 2.44 2.99 1.90 0.21 16.41 0.2891 2.49 4.35 1.91 0.16 16.98 0.3465 2.50 5.21 1.94 0.15 17.54 0.4399 2.51 6.62 1.97 0.14 18.39 0.5519 2.52 8.30 2.01 0.13 19.52 0.6683 2.53 10.05 2.08 0.12 20.66 0.8118 2.58 12.21 2.10 0.07 22.07 0.9505 2.60 14.30 2.16 0.05 23.20 1.0919 2.61 16.43 2.20 0.04 24.62 1.2146 2.61 18.27 2.29 0.04 26.03 1.3477 2.62 20.27 2.35 0.03 27.45 1.4557 2.63 21.90 2.42 0.03 28.58 1.5311 2.63 23.03 2.48 0.03 165 Table A—33 Data, Triaxial Test A-33 Sludge H-2 + 10% Lime, 43% organic matter p = 1.50 kg/cm2 wf = 102.04% 01f = 3.30 kg/cm2 cu = 1.61 kg/cmz 03f = 0.08 kg/cm2 Af = 0.27 uf = 2.96 kg/cmz cv = 0.0249 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 o 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.10 0.00 0.94 0.94 9.99 0.0074 2.25 0.11 1.97 0.79 12.23 0.0127 2.32 0.20 2.17 0.72 14.47 0.0203 2.42 0.31 2.33 0.62 15.96 0.0284 2.49 0.44 2.43 0.55 16.70 0.0356 2.53 0.55 2.48 0.51 17.45 0.0442 2.56 0.68 2.53 0.48 18.20 0.0584 2.58 0.90 2.60 0.46 18.94 0.0815 2.62 1.26 2.64 0.42 19.98 0.1397 2.69 2.15 2.67 0.35 20.88 0.2045 2.70 3.15 2.74 0.34 21.78 0.2703 2.74 4.17 2.77 0.30 22.67 0.3518 2.77 5.42 2.81 0.27 23.86 0.4575 2.80 7.05 2.87 0.24 25.35 0.5933 2.82 9.15 2.95 0.22 26.25 0.6723 2.85 10.36 2.98 0.19 27.74 0.8052 2.88 12.41 3.04 0.16 28.93 0.9144 2.89 14.10 3.09 0.15 30.57 1.0422 2.92 16.06 3.16 0.12 32.33 1.1758 2.94 18.12 3.22 0.10 34.00 1.3035 2.96 20.09 3.30 0.08 35.79 1.4374 2.98 22.16 3.36 0.06 37.29 1.5415 2.99 23.76 3.42 0.05 166 Table A-34 Data, Triaxial Test A-34 Sludge H-2 + 10% Lime, 43% organic matter p = 2.00 kg/cm2 w f - 92.51A '6 = 4.57 kg/cm2 c = 2.22 kg/cm2 1f u 03f = 0.12 kg/cm2 Af = 0.41 uf = 3.91 kg/cm2 cV = 0.0153 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 2 2 kg cm kg/cm % kg/cm kg/cm 0.00 0.0000 2.08 0.00 1.95 1.95 9.10 0.0071 2.12 0.11 2.99 1.91 12.08 0.0130 2.22 0.20 3.25 1.81 15.06 0.0208 2.41 0.33 3.41 1.62 16.55 0.0254 2.46 0.40 3.53 1.57 18.05 0.0333 2.57 0.53 3.60 1.46 18.79 0.0378 2.61 0.60 3.65 1.42 21.02 0.0513 2.78 0.81 3.74 1.25 22.52 0.0655 2.88 1.03 3.81 1.15 25.50 0.1346 3.20 2.12 3.81 0.83 26.70 0.1981 3.36 3.13 3.75 0.67 27.74 0.2611 3.44 4.12 3.76 0.59 28.78 0.3332 3.50 5.26 3.78 0.53 29.68 0.3879 3.52 6.12 3.83 0.51 30.57 0.4475 3.55 7.06 3.87 0.48 31.47 0.5065 3.60 7.99 3.88 0.43 33.86 0.6541 3.68 10.32 3.97 0.35 36.24 0.7767 3.74 12.26 4.08 0.29 38.63 0.9047 3.77 14.28 4.21 0.26 41.32 1.0317 3.81 16.28 4.34 0.22 43.41 1.1303 3.90 17.84 4.38 0.13 46.69 1.2692 3.91 20.03 4.57 0.12 50.19 1.3993 3.94 22.08 4.75 0.09 54.38 1.5362 3.98 24.24 4.96 0.05 167 Table A-35 Data, Triaxial Test A-35 Sludge H-2 + 10% Lime, 43% organic matter p = 2.90 kg/cm2 wf = 89.21% 01f = 7.96 kg/cm2 cu = 3.79 kg/cmz 03f = 0.38 kg/cm2 Af = 0.31 uf = 4.52 kg/cm2 CV = 0.0132 cmZ/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 2 2 kg cm kg/cm % kg/cm kg/cm 0.00 0.0000 2.19 0.00 2.71 2.71 8.78 0.0089 2.24 0.14 3.75 2.66 9.50 0.0157 2.24 0.25 3.84 2.66 10.94 0.0249 2.29 0.40 3.97 2.61 15.26 0.0307 2.35 0.50 4.44 2.55 18.14 0.0368 2.41 0.59 4.74 2.49 20.30 0.0434 2.48 0.70 4.93 2.42 22.46 0.0508 2.52 0.82 5.16 2.38 26.06 0.0716 2.68 1.16 5.43 2.22 33.26 0.1245 3.15 2.01 5.82 1.75 36.14 0.1796 3.49 2.90 5.79 1.41 37.58 0.2464 3.68 3.98 5.72 1.22 41.18 0.3071 3.83 4.96 5.95 1.07 42.62 0.3797 3.92 6.13 5.97 0.98 43.78 0.4318 3.99 6.97 5.99 0.91 44.06 0.5034 4.05 8.13 5.90 0.85 45.50 0.5659 4.11 9.13 5.95 0.79 48.96 0.6330 4.19 10.22 6.19 0.71 51.55 0.7475 4.27 12.07 6.28 0.63 55.76 0.8793 4.37 14.19 6.50 0.53 66.60 0.9964 4.42 16.08 7.45 0.48 70.32 1.1283 4.49 18.21 7.58 0.41 77.13 1.2776 4.53 20.62 8.00 0.37 81.47 1.3873 4.59 22.39 8.20 0.31 85.18 1.5240 4.62 24.60 8.29 0.28 168 Table A-36 Data, Triaxial Test A-36 Sludge H-2 + 10% Lime, 43% organic matter p = 3,50 kg/sz wf = 77.45% 01f = 9.14 kg/cm2 cu = 4.27 kg/cm2 03f = 0.61 kg/cm2 Af = 0.45 uf = 4.79 kg/cm2 cV = 0.0132 cmZ/min Load Displ. Pore Strain Effective Effective Pressure Principle Minor Stress Stress 2 2 2 kg cm kg/cm % kg/cm kg/cm 0.00 0.0000 0.91 0.00 4.49 4.49 11.68 0.0069 0.88 0.11 5.99 4.52 15.12 0.0513 0.88 0.85 6.41 4.52 16.84 0.0630 0.93 1.04 6.57 4.47 32.30 0.0904 1.62 1.49 7.79 3.78 51.20 0.1214 2.60 2.00 9.12 2.80 59.79 0.1979 3.58 3.27 9.11 1.82 61.86 0.2586 3.68 4.27 9.18 1.72 63.23 0.3327 3.92 5.49 9.00 1.48 64.61 0.4026 4.05 6.65 8.95 1.35 66.67 0.4999 4.17 8.25 8.93 1.23 69.42 0.6167 4.20 10.18 9.05 1.20 71.48 0.7366 4.35 12.16 8.96 1.05 74.92 0.8595 4.58 14.19 8.92 0.82 77.66 0.9779 4.60 16.15 9.00 0.80 81.44 1.1138 4.75 18.39 9.02 0.65 85.22 1.2243 4.79 20.22 9.17 0.61 88.66 1.3381 4.95 22.10 9.15 0.45 94.16 1.4630 4.99 24.16 9.41 0.41 169 Table A-37 Data, Triaxial Test A-37 Sludge H-2 + 10% Lime, 43% organic matter p = 4.92 kg/cm2 wf = 79.67% 01f = 10.24 kg/cm2 cu = 4.74 kg/cm2 03f = 0.75 kg/cm2 Af = 0.44 uf = 6.28 kg/cm2 cV = 0.0153 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 . 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.11 0.00 4.92 4.92 5.44 0.0061 2.12 0.10 5.65 4.91 15.42 0.0124 2.20 0.20 6.94 4.83 23.51 0.0178 2.31 0.29 7.95 4.72 30.48 0.0254 2.47 0.42 8.77 4.56 34.47 0.0315 2.60 0.52 9.14 4.43 36.28 0.0376 2.71 0.61 9.26 4.32 39.92 0.0442 2.98 0.72 9.49 4.05 41.73 0.0505 3.11 0.83 9.59 3.92 44.45 0.0617 3.40 1.01 9.66 3.63 51.71 0.1290 4.47 2.11 9.51 2.56 54.43 0.1880 5.05 3.07 9.22 1.98 56.25 0.2517 5.19 4.12 9.24 1.85 58.06 0.3066 5.34 5.01 9.26 1.69 59.87 0.3744 5.43 6.12 9.31 1.60 61.69 0.4247 5.52 6.95 9.38 1.51 65.32 0.5705 5.72 9.33 9.43 1.31 67.13 0.6292 5.78 10.29 9.51 1.25 70.76 0.7468 5.88 12.21 9.67 1.15 76.21 0.8865 5.04 14.50 9.93 0.99 79.83 1.0865 6.12 16.14 10.09 0.91 83.92 1.1704 6.25 19.14 10.09 0.78 88.45 1.2761 6.31 20.87 10.32 0.72 92.99 1.3721 6.42 22.44 10.50 0.61 97.52 1.4529 6.47 23.76 10.76 0.56 102.06 1.5324 6.50 25.06 11.02 0.53 170 Table A-38 Data, Triaxial Test A-38 Sludge H-2 + 10% Lime, 28% organic matter p = 1.00 kg/cm2 wf = 97.23% 01f = 2.98 kg/cm2 cu = 1.35 kg/cm2 03f = 0.27 kg/cm2 Af = 0.21 uf = 2.82 kg/cm2 CV = 0.0147 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principle Minor Stress Stress 2 . 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.11 0.00 0.85 0.85 9.07 0.0061 2.34 0.09 1.87 0.75 11.95 0.0168 2.44 0.25 2.13 0.65 12.67 0.0226 2.50 0.34 2.15 0.59 13.39 0.0307 2.58 0.47 2.16 0.51 14.11 0.0427 2.62 0.65 2.20 0.47 14.83 0.0612 2.68 0.93 2.23 0.41 15.55 0.0919 2.72 1.39 2.27 0.37 16.27 0.1529 2.78 2.32 2.28 0.31 17.71 0.2068 2.80 3.13 2.41 0.29 19.15 0.3363 2.80 5.09 2.54 0.29 19.87 0.4496 2.82 6.81 2.56 0.27 21.60 0.5364 2.83 8.13 2.71 0.26 22.75 0.7056 2.83 10.69 2.77 0.26 24.19 0.8197 2.83 12.42 2.88 0.26 25.34 0.9959 2.83 15.09 2.92 0.26 26.64 1.1270 2.83 17.07 2.99 0.26 27.50 1.2764 2.83 19.33 3.00 0.26 27.22 1.3746 2.81 20.82 2.94 0.28 28.51 1.4732 2.83 22.32 3.00 0.26 28.94 1.6159 2.82 24.48 2.97 0.27 28.22 1.6998 2.83 25.75 2.85 0.26 29.32 1.7988 2.82 27.25 2.90 0.26 171 Table A-39 Data, Triaxial Test A-39 Sludge H-2 + 10% Lime, 28% organic matter p = 2.00 kg/cm2 wf = 87.23% 01f = 4.24 kg/cm2 cu = 1.89 kg/cm2 03f = 0.46 kg/cm2 Af = 0.41 uf = 3.64 kg/cm2 cV = 0.0142 cmZ/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 2 2 kg cm kg/cm % kg/cm kg/cm 0.00 0.0000 2.08 0.00 2.02 2.02 17.87 0.0056 2.22 0.09 4.02 1.88 21.31 0.0130 2.60 0.21 4.05 1.50 23.02 0.0299 3.00 0.37 3.85 1.10 24.74 0.0434 3.18 0.69 3.87 0.92 25.77 0.0462 3.31 0.74 3.86 0.79 26.80 0.1107 3.42 1.77 3.84 0.68 27.84 0.1699 3.51 2.71 3.84 0.59 28.87 0.2395 3.57 3.83 3.86 0.53 29.90 0.3081 3.60 4.92 3.91 0.50 30.93 0.3632 3.60 5.80 4.00 0.50 31.96 0.4425 3.62 7.07 4.04 0.48 32.99 0.5418 3.62 8.65 4.10 0.48 34.02 0.6337 3.62 10.12 4.15 0.48 36.08 0.8026 3.64 12.82 4.23 0.46 37.11 0.9131 3.64 14.58 4.26 0.46 38.14 0.9987 3.64 15.95 4.31 0.46 39.18 1.1882 3.64 18.98 4.27 0.46 39.86 1.4458 3.64 23.09 4.14 0.46 39.86 1.5519 3.62 24.79 4.08 0.48 172 Table A-40 Data, Triaxial Test A-40 Sludge H-2 + 10% Lime, 28% organic matter p = 3.00 kg/cm2 wf = 81.07% 01f = 5.70 kg/cm2 cu = 2.59 kg/cm2 03f = 0.52 kg/cm2 Af = 0.48 uf = 4.60 kg/cm2 cV = 0.0123 cm2/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 2 2 kg cm kg/cm % kg/cm kg/cm 0.00 0.0000 2.08 0.00 3.04 3.04 8.80 0.0056 2.10 0.09 4.13 3.02 15.51 0.0124 2.25 0.20 4.82 2.87 19.98 0.0183 2.40 0.29 5.23 2.72 22.97 0.0239 2.58 0.38 5.42 2.54 25.21 0.0297 2.78 0.48 5.49 2.34 27.44 0.0361 2.88 0.58 5.67 2.24 28.93 0.0427 3.09 0.69 5.64 2.03 30.43 0.0495 3.18 0.80 5.74 1.94 31.92 0.0589 3.37 0.95 5.73 1.75 32.66 0.0660 3.40 1.06 5.78 1.72 36.39 0.1250 3.90 2.01 5.71 1.22 37.88 0.1859 4.16 2.99 5.58 0.96 39.37 0.2621 4.35 4.21 5.51 0.77 40.87 0.3454 4.42 5.55 5.56 0.70 42.36 0.4374 4.48 7.03 5.59 0.64 44.25 0.5530 4.48 8.89 5.71 0.64 46.00 0.6505 4.48 10.45 5.82 0.64 47.74 0.7620 4.52 12.24 5.87 0.60 49.14 0.9428 4.52 15.15 5.84 0.60 50.19 1.0615 4.60 17.06 5.75 0.52 51.24 1.2268 4.60 19.71 5.69 0.52 52.98 1.3495 4.63 21.68 5.71 0.49 54.73 1.5735 4.65 25.28 5.61 0.47 173 Table A-4l Data, Triaxial Test A-41 Sludge H-2 + 10% Lime, 28% organic matter 4.00 kg/cm2 w p = f = 77.75% E = 6.78 kg/cmz c = 2 95 kg/cm2 lf u ° 03f = 0.87 kg/cm2 Af = 0.54 uf = 5.21 kg/cm2 cV = 0.0159 cmZ/min Load Displ. Pore Strain Effective Effective Pressure Principle Minor Stress Stress 2 a 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.03 0.00 4.05 4.05 10.19 0.0071 2.07 0.12 5.33 4.01 14.43 0.0137 2.12 0.22 5.83 3.96 20.09 0.0196 2.28 0.32 6.41 3.80 25.75 0.0246 2.46 0.40 6.96 3.62 29.99 0.0300 2.65 0.49 7.31 3.43 34.24 0.0378 2.95 0.61 7.56 3.13 37.07 0.0439 3.20 0.71 7.67 2.88 39.19 0.0505 3.35 0.82 7.79 2.73 40.60 0.0556 3.50 0.90 7.82 2.58 42.02 0.0635 3.68 1.03 7.82 2.40 46.26 0.1224 4.47 1.98 7.51 1.61 48.39 0.2090 4.80 3.38 7.36 1.28 49.80 0.2809 5.00 4.56 7.26 1.08 50.51 0.3660 5.10 5.92 7.16 0.98 51.21 0.4552 5.10 7.37 7.15 0.98 51.92 0.5466 5.15 8.85 7.08 0.93 52.63 0.6312 5.15 10.22 7.08 0.93 53.34 0.7569 5.21 12.25 6.96 0.87 54.04 0.8425 5.21 13.64 6.94 0.87 54.75 0.9406 5.21 15.22 6.91 0.87 55.46 1.0541 5.21 17.06 6.86 0.87 56.17 1.1679 5.21 18.90 6.80 0.87 56.87 1.2543 5.21 20.30 6.77 0.87 57.16 1.3589 5.22 22.00 6.66 0.86 57.58 1.4331 5.25 23.20 6.59 0.83 57.86 1.5062 5.25 24.38 6.52 0.83 58.26 1.6180 5.25 26.19 6.43 0.83 174 Table A-42 Data, Triaxial Test A-42 Sludge C-1 + 10% Lime p = 1.00 kg/cmz wf = 113.797. 01f = 3.57 kg/cm2 cu = 1.78 kg/cm2 03f - 0.00 kg/cm2 Af = 0.16 uf = 3.09 kg/cm2 Cv = 0.0291 cmZ/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 o 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.11 0.00 0.57 0.57 12.10 0.0058 2.62 0.09 1.77 0.47 13.54 0.0127 2.67 0.19 1.87 0.42 14.26 0.0175 2.69 0.27 1.93 0.40 15.70 0.0302 2.71 0.46 2.06 0.38 16.42 0.0404 2.72 0.62 2.13 0.37 17.14 0.0536 2.78 0.82 2.14 0.31 17.86 0.0716 2.79 1.10 2.20 0.30 19.29 0.1407 2.84 2.16 2.28 0.25 21.46 0.2169 2.88 3.33 2.44 0.21 22.18 0.2563 2.90 3.93 2.48 0.19 23.62 0.3426 2.96 5.25 2.54 0.13 24.34 0.4397 2.98 6.74 2.55 0.11 26.50 0.5126 3.00 7.86 2.72 0.09 28.22 0.5923 3.01 9.08 2.84 0.08 29.38 0.6505 3.02 9.97 2.92 0.07 30.82 0.7894 3.05 12.10 2.96 0.04 34.42 0.9317 3.09 14.28 3.17 0.00 35.86 1.0681 3.09 16.37 3.23 0.00 40.18 1.2019 3.09 18.43 3.53 0.00 40.90 1.2469 3.09 19.12 3.56 0.00 41.62 1.3228 3.09 20.28 3.57 0.00 45.94 1.4641 3.09 22.44 3.84 0.00 48.38 1.5479 3.09 23.73 3.97 0.00 175 Table A-43 Data, Triaxial Test A-43 Sludge C-l + 10% Lime p = 2.00 kg/cm2 wf = 102.12% 01f = 5.45 kg/cm2 cu = 2.59 kg/cm2 03f = 0.27 kg/cm2 Af = 0.35 uf = 3.84 kg/cm2 cV = 0.0366 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 o 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.04 0.00 2.07 2.07 17.86 0.0053 2.28 0.08 3.91 1.83 19.59 0.0124 2.38 0.20 4.00 1.73 21.31 0.0208 2.95 0.33 3.63 1.16 23.02 0.0335 3.03 0.53 3.74 1.08 24.74 0.0554 3.19 0.87 3.77 0.92 26.46 0.0897 3.30 1.41 3.84 0.81 28.18 0.1443 3.45 2.27 3.86 0.66 29.90 0.2088 3.52 3.29 3.95 0.59 31.62 0.2723 3.59 4.29 4.04 0.52 33.33 0.3576 3.63 5.63 4.14 0.48 35.05 0.4425 3.65 6.97 4.25 0.46 38.49 0.5908 3.75 9.31 4.42 0.36 40.21 0.6558 3.78 10.33 4.52 0.33 43.99 0.8075 3.82 12.72 4.76 0.29 46.74 0.8666 3.83 13.65 4.97 0.28 49.49 1.0226 3.84 16.11 5.10 0.27 52.23 1.1247 3.84 17.71 5.27 0.27 53.61 1.2106 3.84 19.07 5.32 0.27 55.67 1.2700 3.84 20.00 5.45 0.27 58.76 1.4013 3.90 22.07 5.54 0.21 62.54 1.5316 3.90 24.12 5.73 0.21 176 Table A-44 Data, Triaxial Test A-44 Sludge c-1 + 107. Lime p = 3.00 kg/cm2 wf = 94.46% 61f = 7.94 kg/cm2 cu = 3.89 kg/cm2 03f = 0.16 kg/cm2 Af = 0.40 uf = 5.05 kg/cm2 cv = 0.0325 cmZ/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 2 2 kg cm kg/cm % kg/cm kg/cm 0.00 0.0000 1.91 0.00 3.30 3.30 13.27 0.0061 2.10 0.10 4.72 3.11 18.49 0.0127 2.30 0.21 5.15 2.91 21.48 0.0185 2.47 0.30 5.34 2.74 22.97 0.0231 2.62 0.45 5.51 2.55 25.95 0.0328 2.86 0.53 5.49 2.35 28.93 0.0457 3.10 0.74 5.60 2.11 30.45 0.0554 3.14 0.90 5.74 2.07 33.41 0.0808 3.60 1.31 5.62 1.61 37.14 0.1351 3.95 2.20 5.70 1.26 40.12 0.2004 4.18 3.26 5.75 1.03 42.36 0.2570 4.35 4.18 5.79 0.86 44.25 0.3205 4.47 5.21 5.84 0.74 46.00 0.3749 4.49 6.10 5.97 0.72 47.74 0.4374 4.52 7.11 6.08 0.69 49.49 0.4933 4.62 8.02 6.12 0.59 51.24 0.5438 4.70 8.84 6.19 0.51 54.73 0.6368 4.70 10.35 6.48 0.51 58.92 0.7523 4.80 12.23 6.70 0.41 64.17 0.8910 4.90 14.49 6.98 0.31 68.71 0.9952 5.00 16.18 7.21 0.21 73.95 1.1077 5.00 18.01 7.58 0.21 80.94 1.2512 5.06 20.35 7.99 0.15 86.18 1.3528 5.09 22.00 8.29 0.12 93.52 1.4790 5.13 24.05 8.72 0.08 96.67 1.5395 5.17 25.03 8.85 0.04 177 Table A-45 Data, Triaxial Test A-45 Sludge C-l + 10% Lime p = 4.00 kg/cm2 wf = 89.78% 01f = 6.77 kg/cm2 cu = 3.13 kg/cm2 03f = 0.51 kg/cm2 Af = 0.57 uf = 5.57 kg/cm2 cV = 0.0325 cmZ/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 a 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.02 0.00 4.06 4.06 12.73 0.0046 2.03 0.08 5.62 4.05 13.44 0.0124 2.03 0.21 5.70 4.05 14.86 0.0231 2.06 0.38 5.84 4.02 15.56 0.0284 2.09 0.47 5.90 3.99 18.39 0.0381 2.19 0.63 6.14 3.89 26.88 0.0488 2.52 0.81 6.84 3.56 33.95 0.0635 2.98 1.06 7.23 3.10 36.78 0.0714 3.18 1.19 7.37 2.90 41.03 0.0892 3.52 1.48 7.53 2.56 45.27 0.1242 4.02 2.06 7.52 2.06 48.81 0.1875 4.40 3.12 7.50 1.68 50.22 0.2568 4.65 4.27 7.35 1.43 51.64 0.3609 4.81 6.00 7.24 1.27 53.76 0.4905 5.27 8.15 6.99 0.91 55.18 0.6375 5.34 10.60 6.81 0.74 57.30 0.7777 5.42 12.93 6.80 0.66 60.13 0.9652 5.56 16.05 6.73 0.52 62.96 1.1694 5.60 19.44 6.73 0.48 63.66 1.2090 5.56 20.10 6.78 0.52 68.59 1.3487 5.56 22.42 7.07 0.52 73.94 1.5240 5.54 25.34 7.33 0.54 1783 Table A-46 Data, Triaxial Test A-46 Sludge C-l + 10% Lime p = 5.00 kg/cm2 wf = 81.09% 61f = 7.22 kg/cm2 cu = 3.37 kg/cm2 33f = 0.47 kg/cm2 Af = 0.65 uf = 6.62 kg/cm2 cv = 0.080 cmZ/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 o 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.19 0.00 4.90 4.90 12.87 0.0071 2.60 0.12 6.11 4.49 18.97 0.0142 3.11 0.24 6.38 3.98 23.09 0.0216 3.47 0.36 6.54 3.62 25.16 0.0277 4.00 0.46 6.26 3.09 30.31 0.0582 4.19 0.96 6.70 2.90 33.40 0.0884 4.65 1.46 6.61 2.44 35.46 0.1250 5.11 2.07 6.38 1.98 37.53 0.1814 5.36 3.00 6.34 1.73 39.59 0.2512 5.60 4.16 6.30 1.49 42.68 0.3663 5.80 6.06 6.37 1.29 45.77 0.4948 6.02 8.19 6.40 1.07 48.87 0.6137 6.11 10.15 6.55 0.98 51.96 0.7267 6.18 12.02 6.71 0.91 55.05 0.8463 6.32 14.00 6.77 0.77 59.18 0.9779 6.43 16.18 6.95 0.66 63.30 1.1120 6.55 18.40 7.09 0.54 66.39 1.2040 6.61 19.92 7.22 0.48 67.42 1.2273 6.65 20.31 7.26 0.44 71.55 1.3299 6.75 22.00 7.41 0.34 76.70 1.4432 6.78 23.88 7.71 0.31 81.86 1.5444 6.82 25.55 8.00 0.27 179 Table A-47 Data, Triaxial Test A-47 SIudge H-2 + 10% Flyash, 43% organic matter p = 1.00 kg/cmz wf = 90.217. 01f = 2.48 kg/cm2 cu = 1.21 kg/cm2 3f = 0.06 kg/cm2 Af = 0.36 uf = 3.02 kg/cm2 cv = 0.0041 cmZ/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 o 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.11 0.00 0.92 0.92 4.61 0.0099 2.17 0.16 1.47 0.91 6.05 0.0178 2.19 0.28 1.63 0.89 7.49 0.0251 2.32 0.40 1.67 0.76 8.93 0.0356 2.37 0.56 1.80 0.71 9.65 0.0432 2.47 0.68 1.78 0.61 10.37 0.0528 2.47 0.83 1.87 0.61 11.09 0.0688 2.49 1.09 1.93 0.59 13.25 0.1623 2.67 2.56 1.99 0.41 13.97 0.2263 2.70 3.57 2.03 0.38 14.69 0.3101 2.74 4.90 2.05 0.34 16.13 0.4244 2.80 6.70 2.12 0.28 16.85 0.5225 2.83 8.25 2.14 0.25 17.57 0.6297 2.88 9.94 2.14 0.20 19.01 0.7351 2.89 11.61 2.25 0.19 20.45 0.9014 2.95 14.23 2.28 0.13 21.89 1.0163 2.98 16.05 2.35 0.10 23.33 1.1593 3.02 18.31 2.39 0.06 24.05 1.2029 3.02 19.00 2.44 0.06 24.77 1.2700 3.02 20.05 2.48 0.06 26.93 1.3891 3.03 21.93 2.62 0.05 29.23 1.5250 3.06 24.08 2.73 0.02 Table A-48 18C) Data, Triaxial Test A-48 Sludge H-2 + 10% Flyash, 43% organic matter p = 2.00 kg/cm2 wf = 78.20% am = 4.48 kg/cm2 on = 2.16 kg/cmz 05f = 0.17 kg/cm2 Af = 0.42 uf = .92 kg/cm2 cv = 0.0035 cmZ/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 a 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.13 0.00 1.96 1.96 14.09 0.0107 2.48 0.18 3.45 1.61 15.81 0.0224 2.53 0.37 3.62 1.56 17.53 0.0389 2.72 0.64 3.65 1.37 19.24 0.0671 2.85 1.11 3.73 1.24 20.96 0.1163 3.08 1.92 3.70 1.01 22.34 0.1697 3.20 2.80 3.73 0.89 23.71 0.2367 3.30 3.91 3.77 0.79 25.09 0.3216 3.38 5.31 3.81 0.71 26.46 0.4072 3.49 6.72 3.83 0.60 27.84 0.4912 3.52 8.11 3.91 0.57 29.90 0.6193 3.60 10.22 4.00 0.49 31.96 0.7513 3.68 12.40 4.07 0.41 33.33 0.8418 3.70 13.89 4.14 0.39 35.40 0.9451 3.82 15.59 4.17 0.27 36.77 1.0155 3.82 16.76 4.27 0.27 38.83 1.1092 3.89 18.30 4.35 0.20 40.89 1.2009 3.92 19.81 4.46 0.17 41.92 1.2349 3.92 20.38 4.53 0.17 45.02 1.3449 3.97 22.19 4.70 0.12 48.45 1.4549 4.00 24.01 4.90 0.09 51.55 1.5438 4.05 25.47 5.06 0.04 Table A-49 181 Data, Triaxial Test A-49 Sludge H-2 + 10% Flyash, 43% organic matter p = 3.00 kg/cm2 wf = 72.13% 01f = 6.25 kg/cm2 cu = 2.93 kg/cm2 03f = 0.39 kg/cm2 Af = 0.46 uf = 4.86 kg/cm2 cV = 0.0034 cmZ/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 a 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.11 0.00 3.07 3.07 7.01 0.0046 2.18 0.08 4.02 3.07 8.50 0.0196 2.18 0.33 4.22 3.07 9.25 0.0328 2.20 0.55 4.30 3.05 13.72 0.0414 2.32 0.69 4.79 2.93 16.70 0.0478 2.40 0.80 5.11 2.85 21.18 0.0638 2.69 1.07 5.42 2.56 27.89 0.1217 3.25 2.03 5.72 2.00 30.87 0.1847 3.68 3.09 5.65 1.57 33.11 0.2497 3.81 4.17 5.77 1.44 34.60 0.3129 3.97 5.23 5.75 1.28 36.09 0.3871 4.10 6.47 5.75 1.15 38.33 0.5022 4.29 8.39 5.75 0.96 39.07 0.5364 4.34 8.97 5.76 0.91 40.57 0.6091 4.39 10.18 5.83 0.86 42.80 0.7320 4.48 12.24 5.89 0.77 45.30 0.8575 4.65 14.33 5.89 0.60 48.79 1.0160 4.72 16.98 6.05 0.53 50.54 1.0866 4.80 18.16 6.09 0.45 52.29 1.1532 4.85 19.28 6.15 0.40 54.03 1.2060 4.86 20.16 6.27 0.39 57.53 1.3279 4.96 22.20 6.39 0.29 62.77 1.4610 5.02 24.42 6.70 0.23 66.26 1.5491 5.09 25.90 6.86 0.16 182 Table A-50 Data, Triaxial Test A-SO Sludge H-2 + 10% Flyash, 43% organic matter p = 4.00 kg/cm2 wf = 67.62% 01f = 6.74 kg/cm2 cu = 3.14 kg/cm2 03f = 0.47 kg/cm2 Af = 0.54 uf = 5.59 kg/cm2 cV = 0.0041 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 o 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.18 0.00 3.88 3.88 10.04 0.0015 2.20 0.03 5.34 3.84 10.75 0.0239 2.22 0.40 5.34 3.84 12.87 0.0493 2.29 0.83 5.56 3.77 14.29 0.0521 2.30 0.88 5.74 3.76 17.83 0.0594 2.39 1.01 6.14 3.67 26.31 0.0874 2.72 1.48 6.97 3.34 30.56 0.1204 3.00 2.04 7.25 3.06 35.51 0.1867 3.51 3.16 7.37 2.55 38.34 0.2489 3.90 4.21 7.31 2.16 40.46 0.3053 4.16 5.17 7.28 1.90 41.88 0.3973 4.31 6.72 7.22 1.66 44.71 0.4470 4.58 7.57 7.27 1.48 46.12 0.4989 4.72 8.44 7.26 1.34 47.54 0.5563 4.87 9.41 7.22 1.19 48.95 0.6109 4.97 10.34 7.24 1.09 50.37 0.7198 5.02 12.18 7.24 1.04 51.78 0.8385 5.32 14.19 6.96 0.74 53.20 0.9685 5.48 16.39 6.81 0.58 55.03 1.1085 5.50 18.76 6.82 0.56 56.03 1.1872 5.60 20.09 6.73 0.46 58.14 1.3284 5.67 22.48 6.71 0.39 59.56 1.4158 5.71 23.96 6.69 0.35 61.68 1.5288 5.80 25.88 6.67 0.26 183 Table A-Sl Data, Triaxial Test A-51 Sludge H-2 + 10% Flyash, 43% organic matter p = 4.92 kg/cm2 w f — 62.81A - _ 2 _ 2 01f - 8.64 kg/cm cu — 3.96 kg/cm 03f = 0.71 kg/cm2 Af = 0.53 uf = 6.32 kg/cm2 cv = 0.0033 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 a 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.11 0.00 4.92 4.92 4.54 0.0066 2.73 0.11 4.95 4.29 9.98 0.0124 2.78 0.23 5.82 4.24 13.61 0.0178 2.83 0.30 6.17 4.20 17.24 0.0251 2.89 0.42 6.74 4.12 19.96 0.0305 2.94 0.51 6.97 4.09 21.77 0.0358 2.99 0.60 7.17 4.04 23.59 0.0434 3.06 0.73 7.36 3.97 25.40 0.0521 3.14 0.87 7.53 3.89 27.22 0.0622 3.23 1.04 7.70 3.80 30.84 0.0937 3.49 1.57 7.93 3.54 33.57 0.1257 3.74 2.11 8.05 3.29 37.20 0.1915 4.18 3.21 8.06 2.85 39.92 0.2637 4.56 4.42 7.99 2.47 41.73 0.3208 4.81 5.38 7.93 2.22 43.55 0.3759 5.00 6.31 7.93 2.03 45.36 0.4326 5.17 7.26 7.95 1.86 47.17 0.4912 5.31 8.24 7.98 1.62 48.99 0.5588 5.46 9.38 7.99 1.57 49.90 0.5984 5.53 10.04 8.00 1.50 53.52 0.7231 5.75 12.13 8.09 1.28 57.15 0.8443 5.83 14.17 8.30 1.20 60.78 0.9703 6.02 16.28 8.37 1.01 64.41 1.0729 6.19 18.00 8.48 0.84 68.04 1.1783 6.30 19.77 8.63 0.73 68.95 1.2068 6.33 20.25 8.66 0.70 73.48 1.3226 6.43 22.19 8.88 0.60 78.92 1.4460 6.53 24.26 9.15 0.50 79.83 1.4930 6.56 25.05 9.14 0.47 184- Table A-52 Data, Triaxial Test A—52 Sludge C-1 + 10% Flyash p = 1.00 kg/cm2 wf = 105.38% 1f = 2.80 kg/cm2 cu = 1.36 kg/cm2 03f = 0.08 kg/cm2 Af = 0.31 uf = 3.00 kg/cm2 cV = 0.0094 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 2 2 kg cm kg/cm % kg/cm kg/cm 0.00 0.0000 2.14 0.00 0.94 0.94 7.63 0.0097 2.22 0.15 1.77 0.86 8.35 0.0157 2.28 0.25 1.79 0.80 9.79 0.0328 2.40 0.51 1.84 0.68 11.23 0.0538 2.47 0.84 1.93 0.61 11.95 0.0711 2.50 1.11 1.99 0.58 12.67 0.0970 2.57 1.52 1.99 0.51 14.11 0.1628 2.67 2.55 2.05 0.41 15.12 0.2969 2.74 4.64 2.05 0.34 16.99 0.4097 2.80 6.41 2.17 0.28 18.43 0.4953 2.85 7.75 2.25 0.23 19.15 0.6431 2.89 10.06 2.24 0.19 22.32 0.8123 2.92 12.70 2.48 0.16 22.75 0.9352 2.92 14.63 2.48 0.16 27.79 1.2492 3.00 19.54 2.74 0.08 28.80 1.2855 3.00 20.11 2.82 0.08 45.79 1.4077 3.00 22.02 4.33 0.08 48.67 1.5321 3.01 23.96 4.47 0.07 1535 Table A-53 Data, Triaxial Test A-53 Sludge C-1 + 10% Flyash p = 2.00 kg/cm2 wf = 92.40% 31f = 8.03 kg/cmz cu = 3.92 kg/cm2 33f = 0.19 kg/cmz Af = 0.22 uf = 3.93 kg/cm2 cV = 0.0094 cmZ/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 2 2 kg cm kg/cm Z kg/cm kg/cm 0.00 0.0000 2.18 0.00 1.94 1.94 11.34 0.0048 2.42 0.08 3.12 1.70 13.06 0.0127 2.58 0.21 3.17 1.54 14.78 0.0231 2.67 0.38 3.30 1.45 16.50 0.0411 2.92 0.68 3.25 1.20 18.21 0.0716 3.00 1.18 3.38 1.12 21.65 0.1707 3.25 2.80 3.51 0.87 42.27 0.2494 3.12 4.10 6.08 1.00 57.73 0.3630 3.41 5.96 7.52 0.71 61.17 0.4887 3.57 8.03 7.60 0.55 64.61 0.6622 3.67 10.87 7.67 0.45 66.32 0.7374 3.72 12.11 7.71 0.40 69.76 0.8895 3.78 14.61 7.81 0.34 71.48 0.9660 3.82 15.86 7.84 0.30 74.92 1.1077 3.90 18.19 7.90 0.22 76.63 1.1661 3.91 19.15 7.98 0.21 78.35 1.2248 3.93 20.11 8.04 0.19 81.79 1.3505 3.97 22.18 8.13 0.15 87.97 1.5464 4.00 25.39 8.35 0.12 1236 Table A-54 Data, Triaxial Test A-54 Sludge C-l + 10% Flyash p = 2.50 kg/cm2 wf = 86.57% 61f = 7.46 kg/cm2 cu = 3.44 kg/cm2 33f = 0.58 kg/cmz Af = 0.29 uf= 4.13 kg/cmz cv= 0.0081 cmZ/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 a 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.09 0.00 2.61 2.61 11.48 0.0155 2.10 0.27 4.38 2.59 12.23 0.0384 2.10 0.66 4.48 2.60 13.72 0.0505 2.10 0.88 4.71 2.60 14.47 0.0587 2.10 1.02 4.82 2.60 25.65 0.0889 2.50 1.54 6.12 2.19 31.62 0.1224 2.72 2.12 6.78 1.98 36.09 0.1857 2.93 3.22 7.19 1.77 38.33 0.2510 3.10 4.35 7.29 1.60 40.57 0.3485 3.34 6.04 7.27 1.36 42.80 0.4755 3.56 8.24 7.23 1.14 45.30 0.6294 3.78 10.91 7.18 0.92 47.04 0.7257 3.88 12.58 7.20 0.82 48.79 0.8207 4.00 14.23 7.19 0.65 50.54 0.9215 4.00 15.97 7.29 0.70 54.03 1.0813 4.10 18.74 7.41 0.60 55.78 1.1679 4.13 20.25 7.47 0.57 59.27 1.3056 4.20 22.63 7.62 0.50 61.02 1.3846 4.21 24.00 7.69 0.49 64.52 1.5344 4.32 26.60 7.73 0.38 187' Table A-55 Data, Triaxial Test A-55 Sludge C-l + 10% Flyash p = 3.00 kg/cmz wf = 81.84% 01f = 6.98 kg/cm2 cu = 3.34 kg/cm2 03f = 0.31 kg/cm2 Af = 0.41 uf 8 4.81 kg/cm2 cv = 0.0094 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 o 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.09 0.00 3.03 3.03 12.53 0.0074 2.18 0.12 4.59 2.94 15.51 0.0155 2.32 0.26 4.84 2.80 17.75 0.0234 2.47 0.39 4.98 2.65 19.24 0.0307 2.57 0.51 5.07 2.55 20.73 0.0394 2.79 0.66 5.13 2.42 22.22 0.0500 2.90 0.84 5.12 2.22 23.71 0.0630 2.98 1.05 5.23 2.14 26.70 0.0963 3.27 1.60 5.31 1.85 28.19 0.1199 3.46 2.00 5.30 1.66 31.17 0.1808 3.71 3.01 5.39 1.41 33.41 0.2393 3.84 3.98 5.51 1.28 37.14 0.3589 4.12 5.98 5.60 1.00 40.87 0.4856 4.31 8.09 5.76 0.81 44.25 0.5977 4.43 9.95 5.94 0.69 47.74 0.7221 4.60 12.02 6.06 0.52 51.24 0.8428 4.66 14.03 6.27 0.46 54.73 0.9573 4.72 15.94 6.46 0.40 58.23 1.0627 4.79 17.69 6.65 0.33 61.72 1.1572 4.81 19.27 6.88 0.31 63.47 1.2060 4.81 20.08 6.99 0.31 69.06 1.3543 4.90 22.55 7.27 0.22 73.96 1.4702 5.00 24.48 7.48 0.12 77.45 1.5621 5.00 26.01 7.67 0.12 188 Table A-56 Data, Triaxial Test A-56 Sludge C-l + 10% Flyash p = 3.50 kg/cm2 wf = 75.70% [Elf = 6.33 kg/cm2 cu = 3.28 kg/cm2 03f = -0.24 kg/cm2 Af = 0.57 uf = 5.83 kg/cm2 cv = 0.0081 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 a 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.09 0.00 3.50 3.50 13.72 0.0030 2.11 0.05 5.62 3.48 14.43 0.0183 2.11 0.31 5.72 3.48 15.84 0.0307 2.12 0.53 5.92 3.47 20.09 0.0361 2.15 0.62 6.55 3.44 21.50 0.0514 2.15 0.86 6.76 3.44 21.50 0.0605 2.19 1.04 6.71 3.40 29.99 0.0851 2.39 1.46 7.80 3.20 34.23 0.1138 2.55 1.96 8.27 3.04 37.07 0.1725 2.90 2.96 8.29 2.69 39.19 0.2637 3.30 4.53 8.12 2.29 40.60 0.3475 3.62 5.97 7.91 1.97 42.02 0.4635 3.98 7.96 7.64 1.61 44.14 0.5880 4.28 10.10 7.49 1.31 46.97 0.7165 4.62 12.31 7.38 0.97 49.09 0.8580 5.08 14.14 7.03 0.51 50.51 0.9807 5.34 16.85 6.79 0.25 52.63 1.1499 5.80 19.16 6.37 -0.21 53.34 1.2065 5.92 20.73 6.25 -0.33 54.75 1.2954 6.10 22.26 6.12 -0.51 56.87 1.4265 6.48" 24.51 5.80 —0.89 58.99 1.5591 6.78 26.79 5.54 -1.19 1539 Table A-57 Data, Triaxial Test A-57 Sludge C-1 + 10% Flyash p= 4.00 kg/cm2 wf= 70.147. 01f = 6.76 kg/cm2 cu = 3.17 kg/cm2 03f 8 0.41 kg/cm2 Af = 0.55 uf = 5.69 kg/cm2 cv = 0.0071 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress 2 o 2 2 kg cm kg/cm A kg/cm kg/cm 0.00 0.0000 2.16 0.00 3.94 3.94 16.98 0.0074 2.31 0.12 6.05 3.79 19.81 0.0132 2.42 0.22 6.31 3.68 24.05 0.0257 2.70 0.43 6.59 3.40 25.47 0.0302 2.83 0.54 6.64 3.27 26.88 0.0386 2.96 0.65 6.68 3.14 29.00 0.0511 3.15 0.86 6.78 2.95 30.42 0.0627 3.30 1.05 6.81 2.80 33.25 0.0884 3.60 1.48 6.86 2.50 36.08 0.1242 3.89 2.08 6.92 2.21 39.61 0.1872 4.24 3.14 7.00 1.89 42.44- 0.2494 4.50 4.18 7.02 1.60 44.57 0.3068 4.62 5.14 7.11 1.48 46.69 0.3688 4.79 6.18 7.15 1.31 48.81 0.5011 5.00 8.40 7.06 1.10 50.22 0.6025 5.11 10.10 7.01 0.99 52.35 0.7572 5.27 12.69 6.92 0.83 54.47 0.8971 5.44 15.04 6.83 0.66 56.59 1.0264 5.60 17.20 6.74 0.50 59.42 1.1829 5.68 19.83 6.77 0.42 60.13 1.2210 5.72 20.47 6.75 0.38 62.25 1.3180 5.81 22.09 6.75 0.29 72.16 1.5319 5.94 25.68 7.31 0.16 Table A-58 190 Data, Triaxial Test A-58 Sludge C-l + 10% Flyash p = 5.00 kg/cm2 wf = 62.25% 01f = 6.70 kg/cm2 cu = 3.13 kg/cm2 03f = 0.44 kg/cm2 Af = 0.71 uf = 6.58 kg/cm2 cv = 0.0081 cmz/min Load Displ. Pore Strain Effective Effective Pressure Principal Minor Stress Stress kg cm kg/cm2 % kg/cm kg/cm2 0.00 0.0000 2.09 0.00 4.93 4.93 16.91 0.0058 2.94 0.11 6.72 4.08 17.94 0.0102 3.00 0.19 6.82 4.02 18.97 0.0150 3.18 0.27 6.80 3.84 20.00 0.0206 3.32 0.38 6.82 3.70 21.03 0.0269 3.42 0.49 6.88 3.60 22.06 0.0358 3.63 0.66 6.82 3.39 23.09 0.0447 3.68 0.82 6.92 3.34 24.12 0.0582 4.03 1.07 6.73 2.99 28.25 0.1143 4.47 2.09 6.88 2.55 30.31 0.1654 4.99 3.03 6.63 2.03 32.37 0.2416 5.30 4.43 6.56 1.72 34.43 0.3348 5.49 6.13 6.59 1.53 36.50 0.4252 5.89 7.79 6.40 1.13 38.56 0.5380 5.94 9.86 6.52 1.08 41.65 0.7013 6.20 12.85 6.50 0.82 44.74 0.8641 6.42 15.83 6.49 0.60 46.80 0.9596 6.50 17.58 6.56 0.52 49.90 1.0848 6.58 19.87 6.70 0.44 50.93 1.1384 6.58 20.86 6.75 0.44 52.99 1.2126 6.60 22.21 6.87 0.42 58.15 1.3825 6.79 25.33 7.03 0.23 63.30 1.5489 6.80 28.37 7.32 0.22 APPENDIX B PERMEABILITY TEST DATA Table B-1 Permeability Test Data for Natural Sludge H-2, 25.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10”8 164.5 154.5 12.45 0.0 2.62 5.28 512. 164.5 154.5 2.93 5.0 14.15 22.86 2217. 164.5 154.5 1.68 10.0 25.69 40.41 3920. 164.5 154.5 1.18 15.0 37.23 57.82 5609. 164.5 154.5 0.92 20.0 48.77 74.40 7217. 164.5 154.5 0.86 22.5 54.54 79.81 7741. 164.5 154.5 0.81 25.0 60.31 84.95 8240. 164.5 154.5 0.79 27.5 66.08 87.25 8463. 164.5 154.5 0.79 30.0 71.85 87.33 8471. 164.5 154.5 0.79 35.0 83.39 87.60 8498. 164.5 154.5 0.79 40.0 94.92 87.68 8505. 164.5 154.5 0.79 45.0 106.46 87.92 8528. 164.5 154.5 0.79 50.0 118.00 88.04 8540. 164.5 154.5 0.79 60.0 141.08 88.19 8553. 164.5 154.5 0.79 80.0 187.23 88.35 8570. 164.5 154.5 0.79 100.0 233.39 88.45 8580. Table B-2 Permeability Test Data for Natural Sludge C-1, 30.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10-8 164.5 154.5 1.00 0.0 2.62 65.68 6371. 164.5 154.5 1.00 5.0 14.15 66.98 6497. 164.5 154.5 0.99 10.0 25.69 68.57 6651. 164.5 154.5 0.97 15.0 37.23 70.34 6823. 164.5 154.5 0.95 20.0 48.77 72.06 6989. 164.5 154.5 0.95 22.5 54.54 72.25 7008. 164.5 154.5 0.95 25.0 60.31 72.43 7025. 164.5 154.5 0.95 27.5 66.08 72.56 7038. 164.5 154.5 0.94 30.0 71.85 73.39 7119. 164.5 154.5 0.95 35.0 83.39 72.85 7066. 164.5 154.5 0.95 40.0 94.92 72.91 7072. 164.5 154.5 0.95 45.0 106.46 73.11 7092. 164.5 154.5 0.95 50.0 118.00 73.21 7101. 164.5 154.5 0.95 60.0 141.08 73.33 7113. 164.5 154.5 0.95 80.0 187.23 73.47 7127. 164.5 154.5 0.95 100.0 233.39 73.55 7135. 192 Table B-3 Permeability Test Data for Sludge H-2, 43 percent organic matter, vacuum and sterilant pretreated, 25.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min _psi ft water x10-8 164.5 154.5 0.78 0.0 2.62 84.21 8169. 164.5 154.5 0.79 5.0 14.15 84.79 8224. 164.5 154.5 0.80 10.0 25.69 84.86 8231. 164.5 154.5 0.79 15.0 37.23 86.37 8378. 164.5 154.5 0.79 20.0 48.77 86.65 8405. 164.5 154.5 0.79 22.5 54.54 86.88 8427. 164.5 154.5 0.79 25.0 60.31 87.10 8448- 164.5 154.5 0.79 27.5 66.08 87.25 8463- 164.5 154.5 0.78 30.0 71.85 88.45 8579. 164.5 154.5 0.78 35.0 83.39 88.73 8607. 164.5 154.5 0.78 40.0 94.92 88.80 8614. 164.5 154.5 0.78 45.0 106.46 89.05 8638. 164.5 154.5 0.78 50.0 118.00 89.17 8649. 164.5 154.5 0.78 60.0 141.08 89.31 8663. 164.5 154.5 0.78 80.0 187.23 89.48 8680- 164.5 154.5 0.78 100.0 233.39 89.58 8690. Table B-4 Permeability Test Data for Sludge C-1, vacuum and sterilant pretreated, 30.7 percent solids Initial Final Time Back Average Permeability Head Head Pressures Head ft/yr cm/sec cm cm min psi ft water x10- 8 164.5 154.5 0.90 0.0 2.62 72.98 7079- 164.5 154.5 0.91 5.0 14.15 73.60 7140- 164.5 154.5 0.93 10.0 25.69 72.99 7080. 164.5 154.5 0.93 15.0 37.23 73.37 7117. 164.5 154.5 0.93 20.0 48.77 73.60 7140. 164.5 154.5 0.94 22.5 54.54 73.02 7082. 164.5 154.5 0.94 25.0 60.31 73.20 7100. 164.5 154.5 0.94 27.5 66.08 73.33 7113. 164.5 154.5 0.94 30.0 71.85 73.39 7119. 164.5 154.5 0.94 35.0 83.39 73.62 7142. 164.5 154.5 0.94 40.0 94.92 73.69 7148. 164.5 154.5 0.95 45.0 106.46 73.11 7092. 164.5 154.5 0.95 50.0 118.00 73.21 7101. 164.5 154.5 0.95 60.0 141.08 73.33 7113- 164.5 154.5 0.95 80.0 187.23 73.47 7127- 164.5 154.5 0.95 100.0 233.39 73.55 7135. 193 Table B-5 Permeability Test Data for Sludge H-2, 43 percent organic matter, sterilant pretreated, 25.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm mdn gpsi ft water x10-8 164.5 154.5 1.81 0.0 2.62 36.29 3520. 164.5 154.5 1.43 5.0 14.15 46.84 4543- 164.5 154.5 1.18 10.0 25.69 57.53 5580. 164.5 154.5 1.01 15.0 37.23 67.56 6553. 164.5 154.5 0.88 20.0 48.77 77.79 7545. 164.5 154.5 0.83 22.5 54.54 82.69 8021. 164.5 154.5 0.80 25.0 60.31 86.01 8343. 164.5 154.5 0.79 27.5 66.08 87.25 8463. 164.5 154.5 0.79 30.0 71.85 87.33 8471. 164.5 154.5 0.79 35.0 83.39 87.60 8498. 164.5 154.5 0.79 40.0 94.92 87.68 8505. 164.5 154.5 0.79 45.0 106.46 87.92 8528. 164.5 154.5 0.79 50.0 118.00 88.04 8540. 164.5 154.5 0.79 60.0 141.08 88.18 8553. 164.5 154.5 0.79 80.0 187.23 88.35 8570. 164.5 154.5 0.80 100.0 233.39 87.35 8472. Table B-6 Permeability Test Data for Sludge H-2, 43 percent organic matter, vacuum pretreated, 25.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm. min psi ft water x10-8 164.5 154.5 0.95 0.0 2.62 69.14 6707. 164.5 154.5 0.92 5.0 14.15 72.80 7062. 164.5 ~154.5 0.89 10.0 25.69 76.28 7399. 164.5 154.5 0.85 15.0 37.23 80.27 7787. 164.5 154.5 0.82 20.0 48.77 83.48 8097. 164.5 154.5 0.81 22.5 54.54 84.73 8219. 164.5 154.5 0.80 25.0 60.31 86.01 8343. 164.5 154.5 0.79 27.5 66.08 87.25 8463. 164.5 154.5 0.78 30.0. 71.85 88.45 8579. 164.5 154.5 0.79 35.0 83.39 87.60 8498. 164.5 154.5 0.79 40.0 94.92 87.68 8505. 164.5 154.5 0.79 45.0 106.46 87.92 8528- 164.5 154.5 0.79 50.0 118.00 88.04 8540. 164.5 154.5 0.79 60.0 141.08 88.19 8553- 164.5 154.5 0.79 80.0 187.23 88.35 8570- 164.5 154.5 0.79 100.0 233.39 88.45 8580. 194 Table B-7 Permeability Test Data for Sludge C-l, sterilant pretreated, 30.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min gpsi ft water x10-8 164.5 154.5 0.96 0.0 2.62 68.42 6637. 164.5 154.5 0.96 5.0 14.15 69.77 6768. 164.5 154.5 0.96 10.0 25.69 70.71 6859. 164.5 154.5 0.96 15.0 37.23 71.08 6894. 164.5 154.5 0.95 20.0 48.77 72.06 6989. 164.5 154.5 0.95 22.5 54.54 72.25 7008. 164.5 154.5 0.94 25.0 60.31 73.20 7100. 164.5 154.5 0.94 27.5 66.08 73.33 7113. 164.5 154.5 0.94 30.0 71.85 73.39 7119- 164.5 154.5 0.94 35.0 83.39 73.62 7142. 164.5 154.5 0.95 40.0 94.92 72.91 7072. 164.5 154.5 0.95 45.0 106.46 73.11 7092. 164.5 154.5 0.95 50.0 118.00 73.21 7101. 164.5 154.5 0.95 60.0 141.08 73.33 7113- 164.5 154.5 0.95 80.0 187.23 73.47 7127. ‘164.5 154.5 0.95 100.0 233.39 73.55 7135. Table B-8 Permeability Test Data for Sludge C-l, vacuum pretreated, 30.7 percent solids Initial Final Time Back. Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10"8 164.5 154.5 0.92 0.0 2.62 71.40 6925. 164.5 154.5 0.93 5.0 14.15 72.02 6986. 164.5 154.5 0.94 10.0 25.69 72.22 7005. 164.5 154.5 0.94 15.0 37.23 "72.59 7041. 164.5 154.5 0.94 20.0 48.77 72.82 7064. 164.5 154.5 0.94 22.5 54.54 73.02 7082. 164.5 154.5 0.94 25.0 60.31 73.20 7100- 164.5 154.5 0.94 27.5 66.08 73.33 7113. 164.5 154.5 0.94 30.0 71.85 73.39 7119. 164.5 154.5 0.94 35.0 83.39 73.62 7142. 164.5 154.5 0.94 40.0 94.92 73.69 7148. 164.5 154.5 0.95 45.0 106.46 73.11 7092. 164.5 154.5 0.95 50.0 118.00 73.21 7101. 164.5 154.5 0.95 60.0 141.08 73.33 7113. 164.5 154.5 0.95 80.0 187.23 73.47 7127. 164.5 154.5 0.95 100.0 233.39 73.55 7135. 195 Table B-9 Permeability Test Data for Natural Sludge H-2, 34.2 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10.8 164.5 154.5 14.56 0.0 2.62 4.51 438. 164.5 154.5 11.05 5.0 14.15 6.06 588. 164.5 154.5 8.93 10.0 25.69 7.60 737. 164.5 154.5 7.43 15.0 37.23 9.18 891. 164.5 154.5 6.39 20.0 48.77 10.71 1039- 164.5 154.5 5.98 22.5 54.54 11.48 1113. 164.5 154.5 5.68 25.0 60.31 12.11 1175. 164.5 154.5 5.53 27.5 66.08 12.46 1209- 164.5 154.5 5.42 30.0 71.85 12.73 1235. 164.5 154.5 5.30 35.0 83.39 13.06 1267. 164.5 154.5 5.24 40.0 94.92 13.22 1282- 164.5 154.5 5.22 45.0 106.46 13.31 1291. 164.5 154.5 5.21 50.0 118.00 13.35 1295. 164.5 154.5 5.21 60.0 141.08 13.37 1297. 164.5 154.5 5.21 80.0 187.23 13.40 1299- 164.5 154.5 5.21 100.0 233.39 13.41 1301. Table B-lO Permeability Test Data for Natural Sludge H-2, 40.25 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min gpsi ft water x10-8 164.5 154.5 18.95 0.0 2.62 3.25 315. 164.5 154.5 14.95 5.0 14.15 4.48 435. 164.5 154.5 12.38 10.0 25.69 5.48 532. 164.5 154.5 10.48 15.0 37.23 6.51 632. 164.5 154.5 9.08 20.0 48.77 7.54 731. 164.5 154.5 8.56 22.5 54.54 8.02 778. 164.5 154.5 8.04 25.0 60.31 8.56 830. 164.5 154.5 7.71 27.5 66.08 8.94 867. 164.5 154.5 7.48 30.0 71.85 9.22 895~ 164.5 154.5 7.26 35.0 83.39 9.53 925. 164.5 154.5 7.14 40.0 94.92 9.70 941. 164.5 154.5 7.12 45.0 106.46 9.70 946. 164.5 154.5 7.11 50.0 118.00 9.78 949. 164.5 154.5 7.11 60.0 141.08 9.80 950. 164.5 154.5 7.11 80.0 187.23 9.82 952. 164.5 154.5 7.11 100.0 233.39 9.83 953. 196 Table B-11 Permeability Test Data for Natural Sludge H-2, 50.18 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min gpsi ft water x10-9 164.5 154.5 150.44 0.0 2.62 0.44 4235. 164.5 154.5 111.42 5.0 14.15 0.60 5831. 164.5 154.5 89.39 10.0 25.69 0.76 7366. 164.5 154.5 73.44 15.0 37.23 0.93 9012. 164.5 154.5 62.77 20.0 48.77 1.09 1058. 164.5 154.5 58.76 22.5 54.54 1.17 1133. 164.5 154.5 54.96 25.0 60.31 1.25 1214. 164.5 154.5 52.71 27.5 66.08 1.31 1268. 164.5 154.5 51.57 30.0 71.85 1.34 1298. 164.5 154.5 50.14 35.0 83.39 1.38 1339. 164.5 154.5 49.33 40.0 94.92 1.40 1362. 164.5 154.5 48.97 45.0 106.46 1.42 1376. 164.5 154.5 48.64 50.0 118.00 1.43 1387. 164.5 154.5 48.65 60.0 141.08 1.43 1389. 164.5 154.5 48.71 80.0 187.23 1.43 1390. 164.5 154.5 48.73 100.0 233.39 1.43 1391. Table B-12 Permeability Test Data for Natural Sludge C-1, 38.2 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm mdn ,psi ft water x10"8 164.5 154.5 4.45 0.0 2.62 14.76 1432. 164.5 154.5 4.39 5.0 14.15 15.26 1480. 164.5 154.5 4.32 10.0 25.69 15.71 1524. 164.5 154.5 4.21 15.0 37.23 16.21 1572. 164.5 154.5 4.12 20.0 48.77 16.61 1612. 164.5 154.5 4.11 22.5 54.54 16.70 1620. 164.5 154.5 4.11 25.0 60.31 16.74 1624. 164.5 154.5 4.11 27.5 66.08 16.77 1627. 164.5 154.5 4.11 30.0 71.85 16.70 1628. 164.5 154.5 4.12 35.0 83.39 16.80 1629. 164.5 154.5 4.12 40.0 94.92 16.81 1631. 164.5 154.5 4.13 45.0 106.46 16.82 1631. 164.5 154.5 4.14 50.0 118.00 16.80 1630. 164.5 154.5 4.14 60.0 141.08 16.83 1632. 164.5 154.5 4.15 80.0 187.23 16.82 1631. 164.5 154.5 4.15 100.0 233.39 16.84 1633. Ill . Ill-111101 197 Table B-13 Permeability Test Data for Natural Sludge C-1, 46.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10-8 164.5 154.5 8.46 0.0 2.62 7.76 753. 164.5 154.5 8.40 5.0 14.15 7.97 774. 164.5 154.5 8.27 10.0 25.69 8.21 796. 164.5 154.5 8.07 15.0 37.23 8.46 820. 164.5 154.5 7.90 20.0 48.77 8.66 840. 164.5 154.5 7.81 22.5 54.54 8.79 852. 164.5 154.5 7.76 25.0 60.31 8.87 860. 164.5 154.5 7.75 27.5 66.08 8.89 863. 164.5 154.5 7.74 30.0 71.85 8.91 865. 164.5 154.5 7.75 35.0 83.39 8.93 866. 164.5 154.5 7.75 40.0 94.92 8.94 867. 164.5 154.5 7.76 45.0 106.46 8.95 868. 164.5 154.5 7.75 50.0 118.00 8.97 870. 164.5 154.5 7.77 60.0 141.08 8.97 870. 164.5 154.5 7.77 80.0 187.23 8.98 871. 164.5 154.5 7.78 100.0 233.39 8.98 871. Table B-14 Permeability Test Data for Natural Sludge C-1, 52.5 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min ,psi ft water x10-8 164.5 154.5 16.32 0.0 2.62 4.02 390. 164.5 154.5 16.31 5.0 14.15 4.11 398. 164.5 154.5 16.24 10.0 25.69 4.18 406. 164.5 154.5 16.01 15.0 37.23 4.26 413. 164.5 154.5 15.75 20.0 48.77 4.35 422. 164.5 154.5 15.72 22.5 54.54 4.37 424. 164.5 154.5 15.76 25.0 60.31 4.37 424. 164.5 154.5 15.79 27.5 66.08 4.37 423. 164.5 154.5 15.80 30.0 71.85 4.37 424. 164.5 154.5 15.81 35.0 83.39 4.38 425. 164.5 154.5 15.83 40.0 94.92 4.38 424. 164.5 154.5 15.87 45.0 106.46 4.38 424. 164.5 154.5 15.89 50.0 118.00 4.38 425. 164.5 154.5 15.92 60.0 141.08 4.38 424. 164.5 154.5 15.95 80.0 187.23 4.38 424. 164.5 154.5 15.97 100.0 233.39 4.38 424. 198 Table B-lS Permeability Test Data for Sludge H-2, 28 percent organic matter, 25.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x1078 164.5 154.5 60.46 0.0 2.62 1.09 105. 164.5 154.5 45.27 5.0 14.15 1.48 144. 164.5 154.5 36.45 10.0 25.69 1.86 181. 164.5 154.5 30.25 15.0 37.23 2.26 219. 164.5 154.5 26.05 20.0 48.77 2.63 255. 164.5 154.5 24.94 22.5 54.54 2.75 267. 164.5 154.5 24.10 25.0 60.31 2.86 277. 164.5 154.5 23.46 27.5 66.08 2.94 285. 164.5 154.5 23.15 30.0 71.85 2.98 289. 164.5 154.5 22.67 35.0 83.39 3.05 296. 164.5 154.5 22.46 40.0 94.92 3.08 299. 164.5 154.5 22.38 45.0 106.46 3.10 301. 164.5 154.5 22.33 50.0 118.00 3.11 302. 164.5 154.5 22.30 60.0 141.08 3.12 303. 164.5 154.5 22.34 80.0 187.23 3.12 303. 164.5 154.5 22.36 100.0 233.39 3.13’ 303. Table B-16 Permeability Test Data for Sludge H-2, 35 percent organic matter, 25.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10"8 164.5 154.5 7.65 0.0 2.62 8.59 833. 164.5 154.5 4.53 5.0 14.15 14.79 1434. 164.5 154.5 3.23 10.0 25.69 21.02 2039. 164.5 154.5 2.51 15.0 37.23 27.18 2637. 164.5 154.5 2.08 20.0 48.77 32.91 3192. 164.5 154.5 1.98 22.5 54.54 34.66 3362. 164.5 154.5 1.91 25.0 60.31 36.02 3494. 164.5 154.5 1.87 27.5 66.08 36.86 3575. 164.5 154.5 1.83 30.0 71.85 37.70 3657. 164.5 154.5 1.79 35.0 83.39 38.66 3750. 164.5 154.5 1.77 40.0 94.92 39.13 3796. 164.5 154.5 1.74 45.0 106.46 39.92 3872. 164.5 154.5 1.74 50.0 118.00 39.97 3877. 164.5 154.5 1.74 60.0 141.08 40.04 3883. 164.5 154.5 1.74 80.0 187.23 40.11 3891. 164.5 154.5 1.74 100.0 233.39 40.16 3895. 199 Table B-17 Permeability Test Data for Sludge H-2, 28 percent organic matter, 34.2 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10-9 164.5 154.5 69.76 0.0 2.62 0.94 913. 164.5 154.5 59.94 5.0 14.15 1.12 1084. 164.5 154.5 52.07 10.0 25.69 1.30 1265. 164.5 154.5 45.80 15.0 37.23 1.49 1445. 164.5 154.5 40.84 20.0 48.77 1.68 1626. 164.5 154.5 39.02 22.5 54.54 1.76 1706. 164.5 154.5 36.94 25.0 60.31 1.86 1807. 164.5 154.5 35.82 27.5 66.08 1.92 1867. 164.5 154.5 34.73 30.0 71.85 1.99 1927. 164.5 154.5 33.78 35.0 83.39 2.05 1987. 164.5 154.5 33.47 40.0 94.92 2.07 2007. 164.5 154.5 33.23 45.0 106.46 2.09 2028. 164.5 154.5 33.28 50.0 118.00 2.09 2027. 164.5 154.5 33.00 60.0 141.08 2.11 2048. 164.5 154.5 33.07 80.0 187.23 2.11 2047. 164.5 154.5 32.94 100.0 233.39 2.12 2058. Table B-18 Permeability Test Data for Sludge H-2, 28 percent organic matter, 40.25 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10-9 164.5 154.5 82.45 0.0 2.62 0.80 773. 164.5 154.5 74.41 5.0 14.15 0.90 873. 164.5 154.5 67.64 10.0 25.69 1.00 974. 164.5 154.5 61.63 15.0 37.23 1.11 1074. 164.5 154.5 56.55 20.0 48.77 1.21 1174. 164.5 154.5 54.37 22.5 54.54 1.26 1224. 164.5 154.5 51.95 25.0 60.31 1.32 1285. 164.5 154.5 50.86 27.5 66.08 1.36 1315. 164.5 154.5 50.13 30.0 71.85 1.38 1335. 164.5 154.5 49.55 35.0 83.39 1.40 1355. 164.5 154.5 49.59 40.0 94.92 1.40 1355. 164.5 154.5 49.35 45.0 106.46 1.41 1365. 164.5 154.5 49.43 50.0 118.00 1.41 1365. 164.5 154.5 49.15 60.0 141.08 1.42 1375. 164.5 154.5 49.24 80.0 187.23 1.42 1375. 164.5 154.5 49.30 100.0 233.39 1.42 1375. 2CX) Table B-19 Permeability Test Data for Sludge H-2, 28 percent organic matter, 50.18 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10-9 164.5 154.5 114.60 0.0 2.62 0.57 556. 164.5 154.5 114.18 5.0 14.15 0.59 569. 164.5 154.5 112.93 10.0 25.69 0.60 583. 164.5 154.5 111.02 15.0 37.23 0.61 596. 164.5 154.5 109.00 20.0 48.77 0.63 609. 164.5 154.5 108.04 22.5 54.54 0.64 616. 164.5 154.5 107.61 25.0 60.31 0.64 620. 164.5 154.5 107.28 27.5 66.08- 0.64 623. 164.5 154.5 106.86 30.0 71.85 0.65 626. 164.5 154.5 107.02 35.0 83.39 0.65 627. 164.5 154.5 106.94 40.0 94.92 0.65 628. 164.5 154.5 107.24 45.0 106.46 0.65 628. 164.5 154.5 107.21 50.0 118.00 0.65 629. 164.5 154.5 107.21 60.0 141.08 0.65 630. 164.5 154.5 107.25 80.0 187.23 0.65 631. 164.5 154.5 107.37 100.0 233.39 0.65 631. Table B-20 Permeability Test Data for Sludge H-2, 35 percent organic matter, 34.2 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10”9 164.5 154.5 16.75 0.0 2.62 3.92 3804. 164.5 154.5 14.01 5.0 14.15 4.78 4637. 164.5 154.5 12.06 10.0 25.69 5.63 5460. 164.5 154.5 10.52 15.0 37.23 6.49 6291. 164.5 154.5 9.46 20.0 48.77 7.24 7019. 164.5 154.5 9.24 22.5 54.54 7.43 7205. 164.5 154.5 9.07 25.0 60.31 7.59 7358. 164.5 154.5 8.98 27.5 66.08 7.68 7446. 164.5 154.5 8.94 30.0 71.85 7.72 7485. 164.5 154.5 8.92 35.0 83.39 7.76 7526. 164.5 154.5 8.88 40.0 94.92 7.80 7566. 164.5 154.5 8.86 45.0 106.46 7.84 7604. 164.5 154.5 8.80 50.0 118.00 7.90 7666. 164.5 154.5 8.79 60.0 141.08 7.93 7687. 164.5 154.5 8.78 80.0 187.23 7.95 7711. 164.5 154.5 8.79 100.0 233.39 7.95 7711. 2CM Table B-Zl Permeability Test Data for Sludge H-2, 35 percent organic matter, 40.25 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr .cm/sec cm cm min psi ft water 11:10"9 164.5 154.5 20.28 0.0 2.62 3.24 3142. 164.5 154.5 16.95 5.0 14.15 3.95 3833. 164.5 154.5 14.58 10.0 25.69 4.66 4516. 164.5 154.5 12.75 15.0 .37.23 5.35 5191. 164.5 154.5 11.31 20.0 .48.77 6.05 5871. 164.5 154.5 10.80 22.5 54.54 6.36 6164. 164.5 154.5 10.49 25.0 60.31 6.56 6362. 164.5 154.5 10.28 27.5 66.08 6.71 6504. 164.5 154.5 10.15 30.0 71.85 6.80 6593. 164.5 154.5 10.06 35.0 83.39 6.88 6673. 164.5 154.5 10.04 40.0 94.92 6.90 6692. 164.5 154.5 10.05 45.0 106.46 6.91 6704. 164.5 154.5 10.05 50.0 118.00 6.92 6713. 164.5 154.5 10.06 60.0 141.08 6.92 6717. 164.5 154.5 10.08 80.0 187.23 6.92 6716. 164.5 154.5 10.08 100.0 233.39 6.93 6724. Table B-22 Permeability Test Data for Sludge H-2, 35 percent organic matter, 50.18 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10 9 164.5 154.5 99.51 0.0 2.62 0.66 640. 164.5 154.5 90.67 5.0 14.15 0.74 717. 164.5 154.5 82.84 10.0 25.69 0.82 795. 164.5 154.5 75.98 15.0 37.23 0.90 871. 164.5 154.5 70.01 20.0 48.77 0.98 948. 164.5 154.5 68.39 22.5 54.54 1.00 974. 164.5 154.5 67.31 25.0 60.31 1.02 992. 164.5 154.5 66.69 27.5 66.08 1.03 1003. 164.5 154.5 66.28 30.0 71.85 1.04 1010. 164.5 154.5 66.10 35.0 83.39 1.05 1016. 164.5 154.5 65.89 40.0 94.92 1.05 1020. 164.5 154.5 65.69 45.0 106.46 1.06 1026. 164.5 154.5 65.71 50.0 118.00 1.06 1027. 164.5 154.5 65.56 60.0 141.08 1.06 1031. 164.5 154.5 65.30 80.0 187.23 1.07 1037. 164.5 154.5 65.19 100.0 233.39 1.07 1040. 2202 Table B-23 Permeability Test Data for Natural Sludge H-2 + 10 percent lime, 25.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm mdn psi ft water x10-8 164.5 154.5 2.11 0.0 2.62 31.13 3020. 164.5 154.5 1.59 5.0 14.15 42.13 4086. 164.5 154.5 1.28 ~10.0 25.69 53.04 5144. 164.5 154.5 1.07 15.0 37.23 63.77 6186. 164.5 154.5 0.92 20.0 48.77 74.40 7217. 164.5 154.5 0.86 22.5 54.54 79.81 7741. 164.5 154.5 0.83 25.0 60.31 82.90 8041. 164.5 154.5 0.80 27.5 66.08 86.16 8358. 164.5 154.5 0.79 30.0 71.85 87.33 8471. 164.5 154.5 0.77 35.0 83.39 89.88 8718. 164.5 154.5 0.77 40.0 94.92 89.96 8726. 164.5 154.5 0.77 45.0 106.46 90.21 8750. 164.5 154.5 0.77 50.0 118.00 90.32 8761. 164.5 154.5 0.77 60.0 141.08 90.47 8776. 164.5 154.5 0.77 80.0 187.23 90.64 8792. 164.5 154.5 0.77 100.0 233.39 90.75 8803. Table B-24 Permeability Test Data for Sludge C-l + 10 percent lime, 30.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10”8 164.5 154.5 0.98 0.0 2.62 67.03 6501. 164.5 154.5 0.96 5.0 14.15 69.77 6768. 164.5 154.5 0.96 10.0 25.69 70.71 6859. 164.5 154.5 0.95 15.0 37.23 71.82 6967. 164.5 154.5 0.94 20.0 48.77 72.82 7064. 164.5 154.5 0.94 22.5 54.54 73.02 7082. 164.5 154.5 0.93 25.0 60.31 73.98 7177. 164.5 154.5 0.93 27.5 66.08 74.12 7189. 164.5 154.5 0.93 30.0 71.85 74.18 7195. 164.5 154.5 0.93 35.0 83.39 74.42 7218. 164.5 154.5 0.93 40.0 94.92 74.48 7225. 164.5 154.5 0.93 45.0 106.46 74.69 7245. 164.5 154.5 0.93 50.0 118.00 74.78 7254. 164.5 154.5 0.93 60.0 141.08 74.91 7266. 164.5 154.5 0.94 80.0 187.23 74.25 7202. 164.5 154.5 0.94 100.0 233.39 74.34 7211. 2CI5 Table B-25 Permeability Test Data for Natural Sludge H—2 + 10 percent lime, 34.2 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10-8 164.5 154.5 6.78 0.0 2.62 9.69 940. 164.5 154.5 6.24 5.0 14.15 10.73 1041. 164.5 154.5 5.76 10.0 25.69 11.79 1143. 164.5 154.5 5.29 15.0 37.23 12.90 1251. 164.5 154.5 4.91 20.0 48.77 13.94 1352. 164.5 154.5 4.81 22.5 54.54 14.27 1384. 164.5 154.5 4.74 25.0 60.31 14.52 1408. 164.5 154.5 4.70 27.5 66.08 14.67 1423. 164.5 154.5 4.68 30.0 71.85 14.74 1430. 164.5 154.5 4.66 35.0 83.39 '14.85 1441. 164.5 154.5 4.65 40.0 94.92 14.90 1445. 164.5 154.5 4.66 45.0 106.46 14.91 1446. 164.5 154.5 4.65 50.0 118.00 14.96 1451. 164.5 154.5 4.64 60.0 141.08 15.01 1456. 164.5 154.5 4.64 80.0 187.23 15.04 1459. 164.5 154.5 4.64 100.0 233.39 15.06 1461. Table B-26 Permeability Test Data for Natural Sludge H-2 + 10 percent lime, 40.25 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10 8 164.5 154.5 7.16 0.0 2.62 9.17 890. 164.5 154.5 6.92 5.0 14.15 9.68 939. 164.5 154.5 6.65 10.0 25.69 10.21 990. 164.5 154.5 6.37 15.0 37.23 10.71 1039. 164.5 154.5 6.10 20.0 48.77 11.22 1089. 164.5 154.5 5.98 22.5 54.54 11.48 1113. 164.5 154.5 5.86 25.0 60.31 11.74 1139. 164.5 154.5 5.78 27.5 66.08 11.93 1157. 164.5 154.5 5.72 30.0 71.85 12.06 1170. 164.5 154.5 5.64 35.0 83.39 12.27 1190. 164.5 154.5 5.63 40.0 94.92 12.30 1193. 164.5 154.5 5.61 45.0 106.46 12.38 1201. 164.5 154.5 5.59 50.0 118.00 12.44 1207. 164.5 154.5 5.57 60.0 141.08 12.51 1213. 164.5 154.5 5.57 80.0 187.23 12.53 1215. 164.5 154.5 5.56 100.0 233.39 12.57 1219. 2Cfl1 Table B-27 Permeability Test Data for Natural Sludge H-2 + 10 percent lime, 50.18 percent solids Time Initial Final Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10-9 164.5 154.5 33.59 0.0 2.62 1.96 1897. 164.5 154.5 32.65 5.0 14.15 2.05 1990. 164.5 154.5 31.54 10.0 25.69 2.15 2088. 164.5 154.5 30.35 15.0 37.23 2.25 2181. 164.5 154.5 29.36 20.0 48.77 2.33 2262. 164.5 154.5 29.15 22.5 54.54 2.35 2284. 164.5 154.5 29.02 25.0 60.31 2.37 2300. 164.5 154.5 28.89 27.5 66.08 2.39 2314. 164.5 154.5 28.82 30.0 71.85 2.39 2322. 164.5 154.5 28.80 35.0 83.39 2.40 2331. 164.5 154.5 28.79 40.0 94.92 2.41 2334. 164.5 154.5 28.85 45.0 106.46 2.41 2335. 164.5 154.5 28.86 50.0 118.00 2.41 2338. 164.5 154.5 28.88 60.0 141.08 2.41 2340. 164.5 154.5 28.93 80.0 187.23 2.41 2340. 164.5 A154.5 28.95 100.0 233.39 2.41 2341. Table B-28 Permeability Test Data for Sludge C-l + 10 percent lime, 38.2 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10”8 164.5 154.5 2.81 0.0 2.62 23.38 2267. 164.5 154.5 2.84 5.0 14.15 23.58 2288. 164.5 154.5 2.84 10.0 25.69 23.90 2319. 164.5 154.5 2.83 15.0 37.23 24.11 2339. 164.5 154.5 2.80 20.0 48.77 24.45 2371. 164.5 154.5 2.80 22.5 54.54 24.51 2378. 164.5 154.5 2.80 25.0 60.31 24.57 2384. 164.5 154.5 2.80 27.5 66.08 24.63 2388. 164.5 154.5 2.80 30.0 71.85 24.64 2390. 164.5 154.5 2.81 35.0 83.39 24.63 2389. 164.5 154.5 2.81 40.0 94.92 24.65 2391. 164.5 154.5 2.82 45.0 106.46 24.63 2389. 164.5 154.5 2.82 50.0 118.00 24.66 2392. 164.5 154.5 2.82 60.0 141.08 24.70 2396. 164.5 154.5 2.83 80.0 187.23 24.66 2392. 164.5 154.5 2.83 100.0 233.39' 24.69 2395. 2205 Table B-29 Permeability Test Data for Sludge C-l + 10 percent lime, 46.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10"8 164.5 154.5 5.10 0.0 2.62 12.88 1249. 164.5 154.5 5.12 5.0 14.15 13.08 1269. 164.5 154.5 5.12 10.0 25.69 13.26 1286. 164.5 154.5 5.07 15.0 37.23 13.46 1305. 164.5 154.5 5.02 20.0 48.77 13.64 1323. 164.5 154.5 5.00 22.5 54.54 13.73 1332. 164.5 154.5 5.00 25.0 60.31 13.76 1335. 164.5 154.5 5.00 27.5 66.08 13.79 1337. 164.5 154.5 5.00 30.0 71.85 13.80 1338. 164.5 154.5 5.01 35.0 83.39 13.81 1340. 164.5 154.5 5.02 40.0 94.92 13.80 1338. 164.5 154.5 5.03 45.0 106.46 13.81 1339. 164.5 154.5 5.03 50.0 118.00 13.83 1341. 164.5 154.5 5.04 60.0 141.08 13.82 1341. 164.5 154.5 5.05 80.0 187.23 13.82 1341. 164.5 154.5 5.06 100.0 233.39 13.81 1340. Table B-30 Permeability Test Data for Sludge C-l + 10 percent lime, 52.5 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10-9 164.5 154.5 9.33 0.0 2.62 7.04 6829. 164.5 154.5 9.49 5.0 14.15 7.06 6856. 164.5 154.5 9.60 10.0 25.69 7.07 6859. 164.5 154.5 9.62 15.0 37.23 7.09 6880. 164.5 154.5 9.63 20.0 48.77 7.11 6895. 164.5 154.5 9.65 22.5 54.54 7.11 6899. 164.5 154.5 9.66 25.0 60.31 7.12 6909. 164.5 154.5 9.68 27.5 66.08 7.12 6907. 164.5 154.5 9.68 30.0 71.85 7.13 6913. 164.5 154.5 9.71 35.0 83.39 7.13 6914. 164.5 154.5 9.72 40.0 94.92 7.13 6912. 164.5 154.5 9.75 45.0 106.46 7.12 6910. 164.5 154.5 9.76 50.0 118.00 7.13 6912. 164.5 154.5 9.77 60.0 141.08 7.13 6916. 164.5 154.5 9.79 80.0 187.23 7.13 6915. 164.5 154.5 9.80 100.0 233.39 7.13 6916. 2N36 Table B-31 Permeability Test Data for Sludge H-2 + 10 percent lime, 43 percent organic matter, vacuum and sterilant pretreated, 25.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min ,g_psi ft water x10.-8 164.5 154.5 0.75 0.0 2.62 87.58 8495. 164.5 154.5 0.76 5.0 14.15 88.13 8549. 164.5 154.5 0.76 10.0 25.69 89.32 8664. 164.5 154.5 0.76 15.0 37.23 89.78 8709. 164.5 154.5 0.76 20.0 48.77 90.07 8737. 164.5 154.5 0.76 22.5 54.54 90.31 8760. 164.5 154.5 0.76 25.0 60.31 90.53 8782. 164.5 154.5 0.76 27.5 66.08 90.70 8797. 164.5 154.5 0.76 30.0 71.85 90.77 8805. 164.5 154.5 0.76 35.0 83.39 91.06 8833. 164.5 154.5 0.76 40.0 94.92 91.14 8841. 164.5 154.5 0.76 45.0 106.46 91.39 8865. 164.5 154.5 0.76 50.0 118.00 91.51 8877. 164.5 154.5 0.76 60.0 141.08 91.66 8891. 164.5 154.5 0.77 80.0 187.23 90.64 8792. 164.5 154.5 0.77 100.0 233.39 90.75 8803. Table B-32 Permeability Test Data for Sludge H-2 + 10 percent lime, 43 percent organic matter, sterilant pretreated, 25.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10-8 164.5 154.5 0.88 0.0 2.62 74.64 7240. 164.5 154.5 0.87 5.0 14.15 76.99 7468. 164.5 154.5 0.85 10.0 25.69 79.86 7747. 164.5 154.5 0.83 15.0 37.23 82.21 7974. 164.5 154.5 0.80 20.0 48.77 85.57 8300. 164.5 154.5 0.77 22.5 54.54 89.14 8646. 164.5 154.5 0.78 25.0 60.31 88.21 8557. 164.5 154.5 0.77 27.5 66.08 89.52 8683. 164.5 154.5 0.77 30.0 71.85 89.59 8691. 164.5 154.5 0.76 35.0 83.39 91.06 8833. 164.5 154.5 0.76 40.0 94.92 91.14 8841. 164.5 154.5 0.77 45.0 106.46 90.21 8750. 164.5 154.5 0.77 50.0 118.0 90.32 8761. 164.5 154.5 0.77 60.0 141.08 90.47 8776. 164.5 154.5 0.77 80.0 187.23 90.64 8792. 164.5 154.5 0.77 100.0 233.39 90.75 8803. 2C1? Table B-33 Permeability Test Data for Sludge H-2 + 10 percent lime, 43 percent organic matter, vacuum pretreated, 25.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10“,8 164.5 154.5 1.44 0.0 2.62 45.61 4425. 164.5 154.5 1.25 5.0 14.15 53.58 5198. 164.5 154.5 1.09 10.0 25.69 62.28 6041. 164.5 154.5 0.97 15.0 37.23 70.34 6823. 164.5 154.5 0.87 20.0 48.77 78.68 7632. 164.5 154.5 0.83 22.5 54.54 82.69 8021. 164.5 154.5 0.80 25.0 60.31 86.01 8343. 164.5 154.5 0.78 27.5 66.08 88.37 8572. 164.5 154.5 0.77 30.0 71.85 89.59 8691. 164.5 154.5 0.77 35.0 83.39 89.88 8718. 164.5 154.5 0.77 40.0 94.92 89.96 8726. 164.5 154.5 0.77 45.0 106.46 90.21 8750. 164.5 154.5 0.77 50.0 118.00 90.32 8761. 164.5 154.5 0.77 60.0 141.08 90.47 8776. 164.5 154.5 0.77 80.0 187.23 90.64 8792. 164.5 154.5 0.77 100.0 233.39 90.75 8803. Table B-34 Permeability Test Data for Sludge H-2 + 10 percent lime, 43 percent organic matter, sterilant and vacuum pretreated, 40.25 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min p31 ft water x10“8 164.5 154.5 5.27 0.0 2.62 12.46 1209. 164.5 154.5 5.36 5.0 14.15 12.50 1212. 164.5 154.5 5.43 10.0 25.69 12.50 1213. 164.5 154.5 5.43 15.0 37.23 12.57 1219. 164.5 154.5 5.46 20.0 48.77 12.54 1216. 164.5 154.5 5.46 22.5 54.54 12.57 1219. 164.5 154.5 5.47 25.0 60.31 12.58 1220. 164.5 154.5 5.48 27.5 66.08 12.58 1220. 164.5 154.5 5.49 30.0 71.85 12.57 1219. 164.5 154.5 5.50 35.0 83.39 12.58 1221. 164.5 154.5 5.51 40.0 94.92 12.57 1219. 164.5 154.5 5.52 45.0 106.46 12.58 1221. 164.5 154.5 5.53 50.0 118.00 12.58 1220. 164.5 154.5 5.54 60.0 141.08 12.57 1220. 164.5 154.5 5.55 80.0 187.23 12.58 1220. 164.5 154.5 5.56 100.0 233.39 12.57 1219. 2CM3 Table B-35 Permeability Test Data for Sludge H-2 + 10 percent lime, 43 percent organic matter, 40.25 percent solids sterilant pretreated, Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10-8 164.5 154.5 5.64 0.0 2.62 11.65 1130. 164.5 154.5 5.68 5.0 14.15 11.79 1144. 164.5 154.5 5.69 10.0 25.69 11.93 1157. 164.5 154.5 5.65 15.0 37.23 12.08 1171. 164.5 154.5 5.60 20.0 48.77 12.22 1186. 164.5 154.5 5.59 22.5 54.54 12.28 1191. 164.5 154.5 5.56 25.0 60.31 12.38 1200. 164.5 154.5 5.55 27.5 66.08 12.42 1205. 164.5 154.5 5.53 30.0 71.85 12.48 1210. 164.5 154.5 5.53 35.0 83.39 12.51 1214. 164.5 154.5 5.53 40.0 94.92 12.53 1215. 164.5 154.5 5.55 45.0 106.46 12.52 1214. 164.5 154.5 5.56 50.0 118.00 12.51 1213. 164.5 154.5 5.55 60.0 141.08 12.55 1218. 164.5 154.5 5.56 80.0 187.23 12.55 1218. 164.5 154.5 5.57 100.0 233.39 12.55 1217. Table B-36 Permeability Test Data for Sludge H-2 + 10 percent lime, 43 percent organic matter, vacuum pretreated, 40.25 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10-8 164.5 154.5 6.58 0.0 2.62 9.98 968. 164.5 154.5 6.45 5.0 14.15 10.38 1007. 164.5 154.5 6.31 10.0 25.69 10.76 1044. 164.5 154.5 6.12 15.0 37.23 11.15 1081. 164.5 154.5 5.93 20.0 48.77 11.54 1120. 164.5 154.5 5.85 22.5 54.54 11.73 1138. 164.5 154.5 5.76 25.0 60.31 11.95 1159. 164.5 154.5 5.69 27.5 66.08 12.11 1175. 164.5 154.5 5.65 30.0 71.85 12.21 1184. 164.5 154.5 5.58 35.0 83.39 12.40 1203. 164.5 154.5 5.58 40.0 94.92 12.41 1204. 164.5 154.5 5.59 45.0 106.46 12.43 1205. 164.5 154.5 5.59 50.0 118.00 12.44 1207. 164.5 154.5 5.60 60.0 141.08 12.44 1207. 164.5 154.5 5.61 80.0 187.23 12.44 1207. 164.5 154.5 5.61 100.0 233.39 12.46 1208. 2Cfi3 Table B-37 Permeability Test Data for Sludge C-l + 10 percent lime, sterilant and vacuum pretreated, 30.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10-8 164.5 154.5 0.88 0.0 2.62 74.64 7240. 164.5 154.5 0.90 5.0 14.15 74.42 7219. 164.5 154.5 0.91 10.0 25.69 74.60 7236. 164.5 154.5 0.92 15.0 37.23 74.17 7194. 164.5 154.5 0.92 20.0 48.77 74.40 7217. 164.5 154.5 0.92 22.5 54.54 74.60 7236. “1 164.5 154.5 0.92 25.0 60.31 74.79 7255. 164.5 154.5 0.92 27.5 66.08 74.92 7267. 164.5 154.5 0.92 30.0 71.85 74.99 7274. 164.5 154.5 0.93 35.0 83.39 74.42 7218. 1 164.5 154.5 0.93 40.0 94.92 74.48 7225. 164.5 154.5 0.93 45.0 106.46 74.69 7245. 164.5 154.5 0.93 50.0 118.00 74.78 7254. 164.5 154.5 0.93 60.0 141.08 74.91 7266. 164.5 154.5 0.93 80.0 187.23 75.05 7280. 164.5 154.5 0.94 100.0 233.39 74.34 7211. Table B-38 Permeability Test Data for Sludge C—l + 10 percent lime, sterilant pretreated, 30.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10 8 164.5 154.5 0.90 0.0 2.62 72.98 7079. 164.5 154.5 0.91 5.0 14.15 73.60 7140. 164.5 154.5 0.92 10.0 25.69 73.79 7157. 164.5 154.5 0.92 15.0 37.23 74.17 7194. 164.5 154.5 0.92 20.0 48.77 74.40 7217. 164.5 154.5 0.92 22.5 54.54 74.60 7236. 164.5 154.5 0.92 25.0 60.31 74.79 7255. 164.5 154.5 0.92 27.5 66.08 74.92 7267. 164.5 154.5 0.92 30.0 71.85 74.99 7274. 164.5 154.5 0.93 35.0 83.39 74.42 7218. 164.5 154.5 0.93 40.0 94.92 74.48 7225. 164.5 154.5 0.93 45.0 106.46 74.69 7245. 164.5 154.5 0.93 50.0 118.00 74.78 7254. 164.5 154.5 0.93 60.0 141.08 74.91 7266. 164.5 154.5 0.94 80.0 187.23 74.25 7202. 164.5 154.5 0.94 100.0 233.39 74.34 7211. 21() Table B-39 Permeability Test Data for Sludge C-l + 10 percent lime. vacuum pretreated, 30.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10-8 164.5 154.5 0.94 0.0 2.62 69.88 6778. 164.5 154.5 0.95 5.0 14.15 70.51 6839. 164.5 154.5 0.95 10.0 25.69 71.46 6931. 164.5 154.5 0.94 15.0 37.23 72.59 7041. 164.5 154.5 0.93 20.0 48.77 73.60 7140. 164.5 154.5 0.93 22.5 54.54 73.80 7159. 164.5 154.5 0.93 25.0 60.31 73.98 7177. 164.5 154.5 0.93 27.5 66.08 74.12 7189. 164.5 154.5 0.93 30.0 71.85 74.18 7195. 164.5 154.5 0.93 35.0 83.39 74.42 7218. 164.5 154.5 0.93 40.0 94.92 74.48 7225. 164.5 154.5 0.93 45.0 106.46 74.69 7245. 164.5 154.5 0.93 50.0 118.00 74.78 7254. 164.5 154.5 0.93 60.0 141.08 74.91 7266. 164.5 154.5 0.94 80.0 187.23 74.25 7202. 164.5 154.5 0.94 100.0 233.39 74.34 7211. Table B-40 Permeability Test Data for Sludge C-l + 10 percent lime, sterilant and vacuum pretreated, 46.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10-8 164.5 154.5 4.78 0.0 2.62 13.74 1333. 164.5 154.5 4.87 5.0 14.15 13.75 1334. 164.5 154.5 4.93 10.0 25.69 13.77 1336. 164.5 154.5 4.94 15.0 37.23 13.81 1340. 164.5 154.5 4.96 20.0 48.77 13.80 1339. 164.5 154.5 4.96 22.5 54.54 13.84 1342. 164.5 154.5 4.97 25.0 60.31 13.84 1343. 164.5 154.5 4.98 27.5 66.08 13.84 1343. 164.5 154.5 4.99 30.0 71.85 13.83 1341. 164.5 154.5 5.00 35.0 83.39 13.84 1343. 164.5 154.5 5.01 40.0 94.92 13.83 1341. 164.5 154.5 5.02 45.0 106.46 13.84 1342. 164.5 154.5 5.03 50.0 118.00 13.83 1341. 164.5 154.5 5.04 60.0 141.08 13.82 1341. 164.5 154.5 5.05 80.0 187.23 13.82 1341. 164.5 154.5 5.05 100.0 233.39 13.84 1342. 211 Table B-4l Permeability Test Data for Sludge C-l + 10 percent lime, sterilant pretreated, 46.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10”8 164.5 154.5 4.87 0.0 2.62 13.49 1308. 164.5 154.5 4.93 5.0 14.15 13.59 1318. 164.5 154.5 4.98 10.0 25.69 13.63 1322. 164.5 154.5 4.98 15.0 37.23 13.70 1329. 164.5 154.5 4.97 20.0 48.77 13.77 1336. 164.5 154.5 4.98 22.5 54.54 13.78 1337. 164.5 154.5 4.98 25.0 60.31 13.82 1340. 164.5 154.5 4.99 27.5 66.08 13.81 1340. 164.5 154.5 4.99 30.0 71.85 13.83 1341. 164.5 154.5 5.00 35.0 83.39 13.84 1343. 164.5 154.5 5.01 40.0 94.92 13.83 1341. 164.5 154.5 5.02 45.0 106.46 13.84 1342. 164.5 154.5 5.03 50.0 118.00 13.83 1341. 164.5 154.5 5.04 60.0 141.08 13.82 1341. 164.5 154.5 5.05 80.0 187.23 13.82 1341. 164.5 154.5 5.05 100.0 233.39 13.84 1342. Table B-42 Permeability Test Data for Sludge C-l + 10 percent lime, vacuum pretreated, 46.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water 1411008 164.5 154.5 4.99 0.0 2.62 13.16 1277. 164.5 154.5 5.04 5.0 14.15 13.29 1289. 164.5 154.5 5.06 10.0 25.69 13.42 1301. 164.5 154.5 5.03 15.0 37.23 13.57 1316. 164.5 154.5 5.00 20.0 48.77 13.69 1328. 164.5 154.5 4.99 22.5 54.54 13.75 1334. 164.5 154.5 4.99 25.0 60.31 13.79 1338. 164.5 154.5 4.99 27.5 66.08 13.81 1340. 164.5 154.5 5.00 30.0 71.85 13.80 1338. 164.5 154.5 5.01 35.0 83.39 13.81 1340. 164.5 154.5 5.02 40.0 94.92 13.80 1338. 164.5 154.5 5.03 45.0 106.46 13.81 1339. 164.5 154.5 5.04 50.0 118.00 13.80 1339. 164.5 154.5 5.04 60.0 141.08 13.82 1341. 164.5 154.5 5.05 80.0 187.23 13.82 1341. 164.5 154.5 5.06 100.0 233.39 13.81 1340. 212? Table B-43 Permeability Test Data for Sludge H-2 + 10 percent flyash, 43 percent organic matter, 25.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10-8 164.5 154.5 4.70 0.0 2.62 13.98 1356. 164.5 154.5 2.43 5.0 14.15 27.56 2674. 164.5 154.5 1.64 10.0 25.69 41.39 4015. 164.5 154.5 1.24 15.0 37.23 55.03 5338. 164.5 154.5 0.99 20.0 48.77 69.14 6707. 164.5 154.5 0.92 22.5 54.54 74.60 7236. 164.5 154.5 0.86 25.0 60.31 80.01 7761. 164.5 154.5 0.84 27.5 66.08 82.06 7960. 164.5 154.5 0.82 30.0 71.85 84.13 8161. 164.5 154.5 0.80 35.0 83.39 86.51 8391. 164.5 154.5 0.79 40.0 94.92 87.68 8505. 164.5 154.5 0.80 45.0 106.46 86.82 8422. 164.5 154.5 0.78 50.0 118.00 89.17 8649. 164.5 154.5 0.78 60.0 141.08 89.31 8663. 164.5 154.5 0.78 80.0 187.23 89.48 8680. 164.5 154.5 0.78 100.0 233.39 89.58 8690. Table B-44 Permeability Test Data for Sludge C-l + 10 percent flyash, 30.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water 71:10"8 164.5 154.5 0.98 0.0 2.62 67.03 6501. 164.5 154.5 0.98 5.0 14.15 68.35 6630. 164.5 154.5 0.98 10.0 25.69 69.27 6719. 164.5 154.5 0.97 15.0 37.23 70.34 6823. 164.5 154.5 0.95 20.0 48.77 72.06 6989. 164.5 154.5 0.95 22.5 54.54 72.25 7008. 164.5 154.5 0.95 25.0 60.31 72.43 7025. 164.5 154.5 0.94 27.5 66.08 73.33 7113. 164.5 154.5 0.94 30.0 71.85 73.39 7119. 164.5 154.5 0.94 35.0 83.39 73.62 7142. 164.5 154.5 0.94 40.0 94.92 73.69 7148. 164.5 154.5 0.94 45.0 106.46 73.89 7168. 164.5 154.5 0.95 50.0 118.00 73.21 7101. 164.5 154.5 0.95 60.0 141.08 73.33 7113. 164.5 154.5 0.95 80.0 187.23 73.47 7127. 164.5 154.5 0.95 100.0 233.39 73.55 7135. 2215 Table B-45 Permeability Test Data for Sludge H-2 + 10 percent flyash, 43 percent organic matter, 34.2 percent solids -8, Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10 164.5 154.5 9.59 0.0 2.62 6.85 664. 164.5 154.5 8.28 5.0 14.15 8.09 785. 164.5 154.5 7.27 10.0 25.69 9.34 906. 164.5 154.5 6.43 15.0 37.23 10.61 1029. 164.5 154.5 5.78 20.0 48.77 11.84 1149. 164.5 154.5 5.52 22.5 54.54 12.43 1206. 164.5 154.5 5.34 25.0 60.31 12.88 1250. 164.5 154.5 5.23 27.5 66.08 13.18 1278. 164.5 154.5 5.16 30.0 71.85 13.37 1297. 164.5 154.5 5.08 35.0 83.39 13.62 1321. 164.5 154.5 5.05 40.0 94.92 13.72 1330. 164.5 154.5 5.02 45.0 106.46 13.84 1342. 164.5 154.5 5.01 50.0 118.00 13.88 1347. 164.5 154.5 5.00 60.0 141.08 13.93 1351. 164.5 154.5 4.99 80.0 187.23 13.99 1357. 164.5 154.5 4.99 100.0 233.39 14.00 1358. Table B-46 Permeability Test Data for Sludge H-2 + 10 percent flyash, 43 percent organic matter, 40.25 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10-8 164.5 154.5 10.37 0.0 2.62 6.33 614. 164.5 154.5 9.32 5.0 14.15 7.19 697. 164.5 154.5 8.43 10.0 25.69 8.05 781. 164.5 154.5 7.65 15.0 37.23 8.92 865. 164.5 154.5 7.00 20.0 48.77 9.78 949. 164.5 154.5 6.77 22.5 54.54 10.14 983. 164.5 154.5 6.62 25.0 60.31 10.39 1008. 164.5 154.5 6.51 27.5 66.08 10.59 1027. 164.5 154.5 6.45 30.0 71.85 10.70 1037. 164.5 154.5 6.40 35.0 83.39 10.81 1049. 164.5 154.5 6.39 40.0 94.92 10.84 1051. 164.5 154.5 6.41 45.0 106.46 10.84 1051. 164.5 154.5 6.40 50.0 118.00 10.87 1054. 164.5 154.5 6.39 60.0 141.08 10.90 1057. 164.5 154.5 6.39 80.0 187.23 10.92 1060. 164.5 154.5 6.39 100.0 233.39 10.94 1061. 214 Table B-47 Permeability Test Data for Sludge H-2 + 10 percent flyash, 43 percent organic matter, 50.18 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10-9 164.5 154.5 59.39 0.0 2.62 1.11 1073. 164.5 154.5 55.00 5.0 14.15 1.22 1181. 164.5 154.5 51.06 10.0 25.69 1.33 1290. 164.5 154.5 47.28 15.0 37.23 1.44 1400. 164.5 154.5 43.99 20.0 48.77 1.56 1509. 164.5 154.5 42.69 22.5 54.54 1.61 1560. 164.5 154.5 41.18 25.0 60.31 1.67 1621. 164.5 154.5 40.21 27.5 66.08 1.71 1663. 164.5 154.5 39.55 30.0 71.85 1.74 1692. 164.5 154.5 38.89 35.0 83.39 1.78 1726. 164.5 154.5 38.54 40.0 94.92 1.80 1743. 164.5 154.5 38.56 45.0 106.46 1.80 1747. 164.5 154.5 38.56 50.0 118.00 1.80 1750. 164.5 154.5 38.58 60.0 141.08 1.81 1751. 164.5 154.5 38.64 80.0 187.23 1.81 1752. 164.5 154.5 38.66 100.0 233.39 1.81 1753. Table B-48 Permeability Test Data for Sludge C-l + 10 percent flyash, 38.2 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10"8 164.5 154.5 3.58 0.0 2.62 18.35 1780. 164.5 154.5 3.62 5.0 14.15 18.50 1795. 164.5 154.5 3.64 10.0 25.69 18.65 1809. 164.5 154.5 3.63 15.0 37.23 18.80 1823. 164.5 154.5 3.61 20.0 48.77 18.96 1839. 164.5 154.5 3.60 22.5 54.54 19.07 1849. 164.5 154.5 3.60 25.0 60.31 19.11 1854. 164.5 154.5 3.60 27.5 66.08 19.15 1857. 164.5 154.5 3.60 30.0 71.85 19.16 1859. 164.5 154.5 3.62 35.0 83.39 19.12 1854. 164.5 154.5 3.62 40.0 94.92 19.13 1856. 164.5 154.5 3.63 45.0 106.46 19.13 1856. 164.5 154.5 3.63 50.0 118.00 19.16 1858. 164.5 154.5 3.64 60.0 141.08 19.14 1856. 164.5 154.5 3.64 80.0 187.23 19.17 1860. 164.5 154.5 3.65 100.0 233.39 19.14 1857. 2215 Table B-49 Permeability Test Data for Sludge C-l + 10 percent flyash, 46.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec . . -8 cm cm min p31 ft water x10 164.5 154.5 7.10 0.0 2.62 9.25 897. 164.5 154.5 7.08 5.0 14.15 9.46 918. 164.5 154.5 7.01 10.0 25.69 9.68 939. 164.5 154.5 6.90 15.0 37.23 9.89 959. 164.5 154.5 6.77 20.0 48.77 10.11 981. 164.5 154.5 6.74 22.5 54.54 10.18 988. 164.5 154.5 6.72 25.0 60.31 10.24 993. 164.5 154.5 6.71 27.5 66.08 10.27 996. 164.5 154.5 6.71 30.0 71.85 10.28 997. 164.5 154.5 6.72 35.0 83.39 10.30 999. 164.5 154.5 6.72 40.0 94.92 10.31 1000. 164.5 154.5 6,73 45.0 106.46 10.32 1001. 164.5 154.5 6.74 50.0 118.00 10.32 1001. 164.5 154.5 6.75 60.0 141.08 10.32 1001. 164.5 154.5 6.75 80.0 187.23 10.34 1003. 164.5 154.5 6.76 100.0 233.39 10.34 1003. Table B-50 Permeability Test Data for Sludge C-l + 10 percent flyash, 52.5 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10"9 164.5 154.5 13.09 0.0 2.62 5.02 4867. 164.5 154.5 13.24 5.0 14.15 5.06 4907. 164.5 154.5 13.31 10.0 25.69 5.10 4947. 164.5 154.5 13.28 15.0 37.23 5.14 4984. 164.5 154.5 13.21 20.0 48.77 5.18 5026. 164.5 154.5 13.20 22.5 54.54 5.20 5044. 164.5 154.5 13.20 25.0 60.31 5.21 5056. 164.5 154.5 13.21 27.5 66.08 5.22 5061. 164.5 154.5 13.21 30.0 71.85 5.22 5066. 164.5 154.5 13.24 35.0 83.39 5.23 5070. 164.5 154.5 13.24 40.0 94.92 5.23 5075. 164.5 154.5 13.28 45.0 106.46 5.23 5073. 164.5 154.5 13.29 50.0 118.00 5.23 5076. 164.5 154.5 13.31 60.0 141.08 5.23 5077. 164.5 154.5 13.34 80.0 187.23 5.23 5075. 164.5 154.5 13.35 100.0 233.39 5.23 5077. Table B-51 Permeability Test Data for Sludge H-2 + 10 percent flyash, 43 percent organic matter, sterilant and vacuum pretreated, 25.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec . . -8 cm cm min ,pSl ft water x10 164.5 154.5 0.76 0.0 2.62 86.43 8383. 164.5 154.5 0.77 5.0 14.15 86.99 8438. 164.5 154.5 0.77 10.0 25.69 88.16 8552. 164.5 154.5 0.77 15.0 37.23 88.61 8596. 164.5 154.5 0.76 20.0 48.77 90.07 8737. 164.5 154.5 0.76 22.5 54.54 90.31 8760. 164.5 154.5 0.76 25.0 60.31 90.53 8782. 164.5 154.5 0.77 27.5 66.08 89.52 8683. 164.5 154.5 0.77 30.0 71.85 89.59 8691. 164.5 154.5 0.77 35.0 83.99 89.88 8718. 164.5 154.5 0.77 40.0 94.92 89.96 8726. 164.5 154.5 0.77 45.0 106.46 90.21 8750. 164.5 154.5 0.77 50.0 118.00 90.32 8761. 164.5 154.5 0.77 60.0 141.08 90.47 8776. 164.5 154.5 0.78 80.0 187.23 89.48 8680. 164.5 154.5 0.78 100.0 233.39 89.58 8690. Table B-52 Permeability Test Data for Sludge H-2 + 10 percent flyash, 43 percent organic matter, sterilant pretreated, 25.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec . -8 cm cm min p51 ft water x10 164.5 154.5 1.45 0.0 2.62 45.30 4394. 164.5 154.5 1.26 5.0 14.15 53.16 5156. 164.5 154.5 1.12 10.0 25.69 60.61 5879. 164.5 154.5 0.99 15.0 37.23 68.92 6685. 164.5 154.5 0.90 20.0 48.77 76.06 7378. 164.5 154.5 0.86 22.5 54.54 79.81 7741. 164.5 154.5 0.82 25.0 60.31 83.91 8139. 164.5 154.5 0.81 27.5 66.08 85.10 8254. 164.5 154.5 0.80 30.0 71.85 86.23 8365. 164.5 154.5 0.79 35.0 83.39 87.60 8498. 164.5 154.5 0.78 40.0 94.92 88.80 8614. <164.5 154.5 0.78 45.0 106.46 89.05 8638. 164.5 154.5 0.78 50.0 118.00 89.17 8649. 164.5 154.5 0.78 60.0 141.08 89.31 8663. 164.5 154.5 0.78 80.0 187.23 89.48 8680. 164.5 154.5 0.78 100.0 233.39 89.58 8690. 21'? Table B-53 Permeability Test Data for Sludge H-2 + 10 percent flyash, 43 percent organic matter, vacuum pretreated, 25.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec . -8 cm cm min p31 ft water x10 164.5 154.5 0.94 0.0 2.62 69.88 6778. 164.5 154.5 0.92 5.0 14.15 72.80 7062. 164.5 154.5 0.88 10.0 25.69 77.14 7483. 164.5 154.5 0.85 15.0 37.23 80.27 7787. 164.5 154.5 0.82 20.0 48.77 83.48 8097. 164.5 154.5 0.80 22.5 54.54 85.79 8322. 164.5 154.5 0.79 25.0 60.31 87.10 8448. 164.5 154.5 0.78 27.5 66.08 88.37 8572. 164.5 154.5 0.78 30.0 71.85 88.45 8579. 164.5 154.5 0.77 35.0 83.39 89.88 8718. 164.5 154.5 0.77 40.0 94.92 89.96 8726. 164.5 154.5 0.78 45.0 106.46 89.05 8638. 164.5 154.5 0.78 50.0 118.00 89.17 8649. 164.5 154.5 0.78 60.0 141.08 89.31 8663. 164.5 154.5 0.78 80.0 187.23 89.48 8680. 164.5 154.5 0.78 100.0 233.39 89.58 8690. Table B-54 Permeability Test Data for Sludge H-2 + 10 percent flyash, 43 percent organic matter, sterilant and vacuum pretreated, 40.25 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec . . -8 cm cm min 4281 ft water x10 164.5 154.5 6.13 0.0 2.62 10.72 1039. 164.5 154.5 6.23 5.0 14.15 10.75 1043. 164.5 154.5 6.30 10.0 25.69 10.78 1045. 164.5 154.5 6.29 15.0 37.23 10.85 1052. 164.5 154.5 6.30 20.0 48.77 10.87 1054. 164.5 154.5 6.31 22.5 54.54 10.88 1055. 164.5 154.5 6.30 25.0 60.31 10.92 1059. 164.5 154.5 6.28 27.5 66.08 10.98 1065. 164.5 154.5 6.27 30.0 71.85 11.00 1067. 164.5 154.5 6.28 35.0 83.39 11.02 1069. 164.5 154.5 6.29 40.0 94.92 11.01 1068. 164.5 154.5 6.30 45.0 106.46 11.03 1069. 164.5 154.5 6.31 50.0 118.00 11.02 1069. 164.5 154.5 6.32 60.0 141.08 11.02 1069. 164.5 154.5 6.33 80.0 187.23 11.03 1070. 164.5 154.5 6.34 100.0 233.39 11.02 1069. 2163 Table B-55 Permeability Test Data for Sludge H-2 + 10 percent flyash, 43 percent organic matter, sterilant pretreated, 40.25 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec , -8 cm cm min 4p51 ft water x10 164.5 154.5 8.00 0.0 2.62 8.21 796. 164.5 154.5 7.70 5.0 14.15 8.70 844. 164.5 154.5 7.36 10.0 25.69 9.22 895. 164.5 154.5 7.87 15.0 37.23 8.67 841. 164.5 154.5 6.71 20.0 48.77 10.20 990. 164.5 154.5 6.58 22.5 54.54 10.43 1012. 164.5 154.5 6.47 25.0 60.31 10.63 1032. 164.5 154.5 6.42 27.5 66.08 10.74 1041. 164.5 154.5 6.35 30.0 71.85 10.86 1054. 164.5 154.5 6.36 35.0 83.39 10.88 1056. 164.5 154.5 6.36 40.0 94.92 10.89 1056. 164.5 154.5 6.38 45.0 106.46 10.89 1056. 164.5 154.5 6.38 50.0 118.00 10.90 1057. 164.5 154.5 6.39 60.0 141.08 10.90 1057. 164.5 154.5 6.41 80.0 187.23 10.89 1056. 164.5 154.5 6.41 100.0 233.39 10.90 1057. Table B-56 Permeability Test Data for Sludge H-2 + 10 percent flyash, 43 percent organic matter, vacuum pretreated, 40.25 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10”8 164.5 154.5 6.86 0.0 2.62 9.58 929. 164.5 154.5 6.84 5.0 14.15 9.79 950. 164.5 154.5 6.75 10.0 25.69 10.06 976. 164.5 154.5 6.63 15.0 37.23 10.29 998. 164.5 154.5 6.50 20.0 48.77 10.53 1022. 164.5 154.5 6.44 22.5 54.54 10.66 1034 164.5 154.5 6.39 25.0 60.31 10.77 1044. 164.5 154.5 6.35 27.5 66.08 10.85 1053. 164.5 154.5 6.34 30.0 71.85 10.88 1055. 164.5 154.5 6.34 35.0 83.39 10.92 1059. 164.5 154.5 6.33 40.0 94.92 10.94 1061. 164.5 154.5 6.34 45.0 106.46 10.96 1063. 164.5 154.5 6.35 50.0 118.00 10.95 1062. 164.5 154.5 6.36 60.0 141.08 10.95 1062. 164.5 154.5 6.38 80.0 187.23 10.94 1061. 164.5 154.5 6.38 100.0 233.39 10.95 1062. 2219 Table B-57 Permeability Test Data for Sludge C-l + 10 percent flyash, sterilant and vacuum pretreated, 30.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min Appsi ft water x10"8 164.5 154.5 0.90 0.0 2.62 72.98 7079. 164.5 154.5 0.91 5.0 14.15 73.60 7140. 164.5 154.5 0.92 10.0 25.69 73.79 7157. 164.5 154.5 0.93 15.0 37.23 73.37 7117. 164.5 154.5 0.93 20.0 48.77 73.60 7140. 164.5 154.5 0.93 22.5 54.54 73.80 7159. 164.5 154.5 0.94 25.0 60.31 73.20 7100. 164.5 154.5 0.94 27.5 66.08 73.33 7113. 164.5 154.5 0.94 30.0 71.85 73.39 7119. 164.5 154.5 0.94 35.0 83.39 73.62 7142. 164.5 154.5 0.94 40.0 94.92 73.69 7148. 164.5 154.5 0.94 45.0 106.46 73.89 7168. 164.5 154.5 0.94 50.0 118.00 73.99 7177. 164.5 154.5 0.94 60.0 141.08 73.33 7113. 164.5 154.5 0.95 80.0 187.23 73.47 7127. 164.5 154.5 0.95 100.0 233.39 73.55 7135. Table B-58 Permeability Test Data for Sludge C-l + 10 percent flyash, sterilant pretreated, 30.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec . . -8 cm cm min p31 ft water x10 164.5 154.5 0.95 0.0 2.62 69.14 6707. 164.5 154.5 0.96 5.0 14.15 69.77 6768. 164.5 154.5 0.96 10.0 25.69 70.71 6859. 164.5 154.5 0.95 15.0 37.23 71.82 6967. 164.5 154.5 0.94 20.0 48.77 72.82 7064. 164.5 154.5 0.94 22.5 54.54 73.02 7082. 164.5 154.5 0.94 25.0 60.31 73.20 7100. 164.5 154.5 0.94 27.5 66.08 73.33 7113. 164.5 154.5 0.94 30.0 71.85 73.39 7119. 164.5 154.5 0.94 35.0 83.39 73.62 7142. 164.5 154.5 0.94 40.0 94.92 73.69 7148. 164.5 154.5 0.95 45.0 106.46 73.11 7092. 164.5 154.5 0.95 50.0 118.00 73.21 7101. 164.5 154.5 0.95 60.0 141.08 73.33 7113. 164.5 154.5 0.95 80.0 187.23 73.47 7127. 164.4 154.5 0.95 100.0 233.39 73.55 7135. 22C) Table B-59 Permeability Test Data for Sludge C-1 + 10 percent flyash, vacuum pretreated, 30.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec . . -8 cm cm min p31 ft water x10 164.5 154.5 0.94 0.0 2.62 69.88 6778. 164.5 154.5 0.94 5.0 14.15 71.26 6912. 164.5 154.5 0.95 10.0 25.69 71.46 6931. 164.5 154.5 0.94 15.0 37.23 72.59 7041. 164.5 154.5 0.94 20.0 48.77 72.82 7064. 164.5 154.5 0.94 22.5 54.54 73.02 7082. 164.5 154.5 0.94 25.0 60.31 73.20 7100. 164.5 154.5 0.94 27.5 66.08 73.33 7113. 164.5 154.5 0.94 30.0 71.85 73.39 7119. 164.5 154.5 0.94 35.0 83.39 73.62 7142. 164.5 154.5 0.94 40.0 94.92 73.69 7148. 164.5 154.5 0.94 45.0 106.46 73.89 7168. 164.5 154.5 0.95 50.0 118.00 73.21 7101. 164.5 154.5 0.95 60.0 141.08 73.33 7113. 164.5 154.5 0.95 80.0 187.23 73.47 7127. 164.5 154.5 0.95 100.0 233.39 73.55 7135. Table B-60 Permeability Test Data for Sludge C-l + 10 percent flyash, sterilant and vacuum pretreated, 46.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec . . -8 cm cm min pSi ft water x10 164.5 154.5 6.37 0.0 2.62 10.31 1000. 164.5 154.5 6.49 5.0 14.15 10.32 1001. 164.5 154.5 6.57 10.0 25.69 10.33 1002. 164.5 154.5 6.61 15.0 37.23 10.32 1001. 164.5 154.5 6.62 20.0 48.77 10.34 1003. 164.5 154.5 6.63 22.5 54.54 10.35 1034. 164.5 154.5 6.65 25.0 60.31 10.35 1034. 164.5 154.5 6.66 27.5 66.08 10.35 1004. 164.5 154.5 6.66 30.0 71.85 10.36 1005. 164.5 154.5 6.68 35.0 83.39 10.36 1005. 164.5 154.5 6.69 40.0 94.92 10.35 1004. 164.5 154.5 6.71 45.0 106.46 10.35 1004. 164.5 154.5 6.72 50.0 118.00 10.35 1004. 164.5 154.5 6.73 60.0 141.08 10.35 1004. 164.5 154.5 6.74 80.0 187.23 10.36 1004. 164.5 154.5 6.75 100.0 233.39 10.35 1004. 221 Table B-6l Permeability Test Data for Sludge C-l + 10 percent flyash, sterilant pretreated, 46.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec cm cm min psi ft water x10--8 164.5 154.5 6.81 0.0 2.62 9.65 936. 164.5 154.5 6.86 5.0 14.15 9.76 947. 164.5 154.5 6.86 10.0 25.69 9.90 960. 164.5 154.5 6.80 15.0 37.23 10.03 973. 164.5 154.5 6.73 20.0 48.77 10.17 987. J 164.5 154.5 6.71 22.5 54.54 10.23 992. firm-r 164.5 154.5 6.70 25.0 60.31 10.27 996. 164.5 154.5 6.70 27.5 66.08 10.29 998. 164.5 154.5 6.69 30.0 71.85 10.31 1000. 164.5 154.5 6.70 35.0 83.39 10.33 1002. 7* 164.5 154.5 6.71 40.0 94.92 10.32 1001. " 164.5 154.5 6.73 45.0 106.46 10.32 1001. , 164.5 154.5 6.74 50.0 118.00 10.32 1001. ? 164.5 154.5 6.75 60.0 141.08 10.32 1001. 164.5 154.5 6.76 80.0 187.23 10.32 1002. 164.5 154.5 6.77 100.0 233.39 10.32 1001. Table B-62 Permeability Test Data for Sludge C-l + 10 percent flyash, vacuum pretreated, 46.7 percent solids Initial Final Time Back Average Permeability Head Head Pressure Head ft/yr cm/sec . -8 cm cm min p81 ft water x10 164.5 154.5 6.67 0.0 2.62 9.85 955. 164.5 154.5 6.74 5.0 14.15 9.94 964. 164.5 154.5 6.76 10.0 25.69 10.04 974. 164.5 154.5 6.72 15.0 37.23 10.15 985. 164.5 154.5 6.68 20.0 48.77 10.25 994. 164.5 154.5 6.67 22.5 54.54 10.29 998. 164.5 154.5 6.67 25.0 60.31 10.32 1001. 164.5 154.5 6.68 27.5 66.08 10.32 1001. 164.5 154.5 6.67 30.0 71.85 10.34 1003. 164.5 154.5 6.69 35.0 83.39 10.34 1003. 164.5 154.5 6.70 40.0 94.92 10.34 1003. 164.5 154.5 6.71 45.0 106.46 10.35 1004. 164.5 154.5 6.72 50.0 118.00 10.35 1004. 164.5 154.5 6.73 60.0 141.08 10.35 1004. 164.5 154.5 6.75 80.0 187.23 10.34 1003. 164.5 154.5 6.75 100.0 233.39 10.35 1004. APPENDIX C WATER RETENTION DATA D" __ . 3. ill 222? .I .- ¢.mm o.mm m.mm ¢.N© Eum oo.mH N.H© m.mm m.¢m 0.60 Bum O0.0H H.©m H.mo w.mo m.Hm Sum oo.m m.m¢H «.aHH N.Hm m.an Bum 00.H n.mmH m.mNH N.QNH m.w¢H Sum No.0 H.¢©H N.NqH H.qu ©.¢©H Bum mm.o m.me m.©mH O.NNH N.me 80 0.00 H.5wH n.00H H.N®H m.mmH 00.0 memam SCH .Num mafia NOH .mum owcmwuo Nmm .mum Hmunumz .Num commamH mwesam mucoucoo umumz .mumm cowucoumm Houmz H10 mHLmH APPENDIX D CALIBRATION OF PERMEAMETER STANDPIPE £225 magmpomum umuoammaumm How o>uao cowumunfiamo Hun muamwm Hum .ouommmumxomm OOH ow oo 08 cm 0 wqomao. ooa mmomao. ow agenda. cm .338. on w 238. 3 m ocmuao. o: o mNaNHc. mm 1. £38. on u. 838. 2 m. 338. cm .w. nqnmao. ma Mu $88. 2 .a mamNHo. m I. NE £286 4.8 o u mou< muammoumxomm ICHI IES 111111111111