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Correlation Between Laboratory and Field Permeability of Soils and Rocks

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ﺒﺴﻡ ﺍﷲ ﺍﻟﺭﺤﻤﻥ ﺍﻟﺭﺤﻴﻡ University of Khartoum Faculty of Engineering & Architecture Correlation between Laboratory and Field Permeability of Soils and Rocks A Thesis Submitted in Partial Fulfillment of the Requirements For the Degree of Master of Science in Structural Engineering By: Ahmed Abdallah Eltayeb Elfaki June 2006 DEDICATION • To my family • To all people whom works in a tough weather ACKNOWLEDGEMENTS The author wishes to express his great indebtness to the supervisor Dr. Hussien Arabi, Building and Road Research Institute (BRRI), University of Khartoum, for his kind help and guidance. Considerable thanks are due to the staff of (BRRI) for their great assistance. Thanks are extended to the laboratory staff for their help. In addition, I would like to express my appreciation to my family for supporting me. Ahmed ABSTRACT Permeability affects the performance of structure through the soil and rock pavements. Percolation of water, through the interconnected voids of soil and rock pavement, causes a number of soil and rock engineering problems such as settlement of buildings, yield of wells, seepage through and below the earth structures. In this study, laboratory and field permeability tests, based on the principles of falling head and lugeon test, were conducted on different borehole in Merowe irrigation project area and Khartoum New International Airport (KNIA), to study the correlation between the laboratory and the field permeability values. The main objective was to assess whether the field permeability values could be estimated from laboratory permeability values or any other parameter estimated from laboratory or field. The results show that there was a significant difference between the laboratory permeability measured and the field permeability values. The reason behind this discrepancy was further investigated and explained in this study. Nevertheless, there was a very good relationship between the laboratory permeability (KL), and the ratio field/laboratory permeability (Kf/KL). Also there was a good relationship between field permeability values and some parameters estimated from laboratory and field. ﺍﻟﺨﻼﺼـﺔ ﻤﻥ ﺍﻟﻤﻌﺭﻭﻑ ﺃﻥ ﺍﻟﻨﻔﺎﺫﻴﺔ ﺘﺅﺜﺭ ﻋﻠﻰ ﺃﺩﺍﺀ ﺍﻟﻤﻨﺸﺂﺕ ﺨﻼل ﻁﺒﻘﺎﺕ ﺍﻟﺘﺭﺒﺔ ﻭﺍﻟﺼﺨﻭﺭ. ﺘﺴﺭﺏ ﺍﻟﻤﻴﺎﻩ ﺨﻼل ﺍﻟﻔﺭﺍﻏﺎﺕ ﺍﻟﻤﺘﺭﺍﺒﻁﺔ ﻟﻁﺒﻘﺎﺕ ﺍﻟﺘﺭﺒﺔ ﻭﺍﻟﺼﺨﻭﺭ ﻴﺴﺒﺏ ﻋ ﺩ ﺩ ﺍﹰ ﻤﻥ ﺍﻟﻤﺸﺎﻜل ﺍﻟﻬﻨﺩﺴﻴﺔ ﺍﻟﻤﺨﺘﻠﻔﺔ ﻤﺜل ﻫﺒﻭﻁ ﺍﻟﻤﺒﺎﻨﻰ, ﺘﻬﺩﻡ ﺍﻵﺒﺎﺭ ﻭﺍﻟﺘﺴﺭﺏ ﺨﻼل ﻭﺃﺴﻔل ﺍﻟﻤﻨﺸﺂﺕ ﺍﻟﺘﺭﺍﺒﻴﻪ. ﻓﻰ ﻫﺫﻩ ﺍﻟﺩﺭﺍﺴﺔ ﺃﺠﺭﻴﺕ ﺍﻟﺘﺠﺎﺭﺏ ﺍﻟﺤﻘﻠﻴﺔ ﻭﺍﻟﻤﻌﻤﻠﻴﺔ ﻓﻰ ﻋﺩﺓ ﺍﹼﺒﺎﺭ (Boreholes ) ﻓﻰ ﻤﺸﺭﻭﻉ ﺭﻯ ﻤﺭﻭﻯ ﻭﻤﻁﺎﺭ ﺍﻟﺨﺭﻁﻭﻡ ﺍﻟﺠﺩﻴﺩ ﻭﺫﻟﻙ ﻟﺩﺭﺍﺴﺔ ﺍﻟﻌﻼﻗﺔ ﺒﻴﻥ ﺍﻟﻨﻔﺎﺫﻴﺔ ﺍﻟﺤﻘﻠﻴﺔ ﻭﺍﻟﻤﻌﻤﻠﻴﺔ. ﺍﻟﻬﺩﻑ ﻤﻥ ﻫﺫﻩ ﺍﻟﺩﺭﺍﺴﺔ ﻫﻭ ﺘﻘﻴﻴﻡ ﺍﻤﻜﺎﻨﻴﺔ ﺤﺴﺎﺏ ﻗﻴﻡ ﺍﻟﻨﻔﺎﺫﻴﺔ ﺍﻟﺤﻘﻠﻴﺔ ﻤﻥ ﺍﻟﻘﻴﻡ ﺍﻟﻤﻌﻤﻠﻴﺔ ﺃﻭ ﺃﻯ ﻤﻌﺎﻤﻼﺕ ﺘﺤﺴﺏ ﻓﻰ ﺍﻟﺤﻘل ﺃﻭ ﺍﻟﻤﻌﻤل. ﻤﻥ ﺨﻼل ﺍﻟﺩﺭﺍﺴﺔ ﺍﺘﻀﺢ ﺃﻥ ﻫﻨﺎﻟﻙ ﺍﺨﺘﻼﻑ ﻜﺒﻴﺭ ﺒﻴﻥ ﺍﻟﻘﻴﻡ ﺍﻟﺤﻘﻠﻴﺔ ﻭﺍﻟﻤﻌﻤﻠﻴﺔ, ﻭﻗﺩ ﺸﺭﺤﺕ ﻭﻭﻀﺤﺕ ﺃﺴﺒﺎﺏ ﻫﺫﺍ ﺍﻷﺨﺘﻼﻑ ﺒﺘﻔﺼﻴل ﻓﻲ ﻫﺫﺍ ﺍﻟﺒﺤﺙ. ﻤﻥ ﻨﺎﺤﻴﺔ ﺃﺨﺭﻯ, ﺘﻡ ﺍﺴﺘﻨﺒﺎﻁ ﻋﻼﻗﺔ ﻗﻭﻴﺔ ﺒﻴﻥ ﺍﻟﻨﻔﺎﺫﻴﺔ ﺍﻟﻤﻌﻤﻠﻴﺔ ﻭﻨﺴﺒﺔ ﺍﻟﻨﻔﺎﺫﻴﺔ ﻓﻰ ﺍﻟﺤﻘل ﺍﻟﻲ ﺍﻟﻨﻔﺎﺫﻴﺔ ﻓﻰ ﺍﻟﻤﻌﻤل ( kf/kL ratio ). ﺃﻴﻀﺎ ﻭﺠﺩﺕ ﻋﻼﻗﺔ ﻗﻭﻴﺔ ﺒﻴﻥ ﺍﻟﻨﺘﺎﺌﺞ ﺍﻟﺤﻘﻠﻴﺔ ﻭﺒﻌﺽ ﺍﻟﻤﺘﻐﻴﺭﺍﺕ ﺍﻟﺘﻲ ﺘﻡ ﺤﺴﺎﺒﻬﺎ ﻓﻲ ﺍﻟﻤﻌﻤل ﻭﺍﻟﺤﻘل. Table of Contents Acknowledgment ………………………………………………………………………………… i Abstract ………………………………………………………………………………… ii Abstract in Arabic ………………………………………………………………………………… iii Table of Content ………………………………………………………………………………… iv List of Figures ………………………………………………………………………………… viii List of Tables ………………………………………………………………………………… ix List of Plates ………………………………………………………………………………… xi Chapter 1. Introduction 1.1 General …………………………………………………………………… 1 1.2 Need and Scope…………………………………………………………… 2 1.3 Objective of the Study…………………………………………………… 2 1.4 Thesis Content …………………………………………………………… 3 Literature Review Chapter 2. 2.1 Introduction ………………………………………………………………. 4 2.2 Definition of Permeability ……………………………………………….. 4 2.3 Coefficient of Permeability ……………………………………………… 6 2.4 Classification of Permeability …………………….................................... 8 2.5 Methods for Determining Permeability………………………………...… 18 2.5.1 Indirect Methods for Determining Permeability………………… …….. 18 2.5.1.1 Visual Classification ……………………..………………………….. 18 2.5.1.2 Hazen’s Equation ……………………………………………………. 18 2.5.1.3 Correlation of In situ Horizontal Permeability and Hazen’s Effective Green Size……………………………………………………………………. 19 2.5.1.4 Kozeny-Carman Equation ……………………………………………. 19 2.5.1.5 Computation of Permeability from Consolidation Test……………… 20 2.5.2 Laboratory Methods for Determining Permeability…………………….. 20 2.5.2.1 General………………………………………………………………... 20 2.5.2.2 Constant Head Test…………………………………………………… 22 2.5.2.3 Falling Head Test…………………………………………………….. 22 2.5.2.4 Possible Source of Errors in Laboratory Permeability Test …………. 25 2.5.3 Field Methods for Determining Permeability…………………………. 26 2.5.3.1 Falling Head Method………………………………………………… 26 2.5.3.2 Rising Water Level Method…………………………………………. 26 2.5.3.3Constant Water Level Method……………………………………….... 27 2.5.3.4 Lugeon Water Pressure Test………………………………………….. 27 2.5.3.5 Field Pump Test………………………………………………………. 29 2.6 Factors Influencing Permeability ………………………………………… 30 2.6.1 Particle Size…………………………………………………………….. 30 2.6.2 Structure of Soil Mass………………………………………………….. 32 2.6.3 Particle Shape and Surface Roughness…………………………………. 34 2.6.4 Void Ratio………………………………………………………………. 37 2.6.5 Properties of Water……………………………………………………... 39 2.6.6 Degree of Saturation……………………………………………………. 40 2.6.7 Influence of Density…………………………………………………….. 41 2.7 Control of Permeability…………………………………………………… 43 2.7.1 Methods of Reducing the Coefficient of Permeability………………… 45 2.7.1.1Gleization……………………………………………………………… 45 2.7.1.2 Clay Lining…………………………………………………………… 45 2.7.1.3 Polyethylene Liner…………………………………………………… 46 2.7.1.4 Butyl Rubber Liner…………………………………………………… 46 2.7.1.5 Chemical Solutions…………………………………………………… 47 2.7.1.5.1 Sodium Carbonate………………………………………………….. 47 2.7.1.5.2 Bentonite……………………………………………………………. 48 2.7.1.5.3 Soil Cement…………………………………………………………. 48 2.7.2 Reducing the Hydraulic Gradient………………………………...…….. 49 2.7.3 Controlling the Effluent………………………………………………… 49 Method of Testing and Results Chapter 3. 3.1 Introduction …………………………………………………………........ 50 3.2 Area of Study……………………………………………………………... 51 3.3General Site Description………………………………………………….. 58 3.4 Boreholes……………………………………………………… 64 3.5 Field Tests………………………………………………………………… 67 3.5.1 Falling Head Test………………………………………………………. 67 3.5.2 Water Pressure Test (Lugeon Method)………………………………… 87 3.5.2.1 Cleaning Test Sections……………………………………………….. 87 3.5.2.2 Length of Test Section……………………………………………….. 87 3.5.2.3 Size of Rod or Pipe to Use in Tests………………………………….. 87 3.5.2.4 Pumping Equipment…………………………………………………. 88 3.5.2.5 Swivels for Use in Tests……………………………………………… 88 3.5.2.6 Location of Pressure Gauges………………………………………….. 88 3.5.2.7 Pressures Used in Testing……………………………………………. 88 3.5.2.8 Arrangement of Equipment…………………………………………… 89 3.5.2.9 Methods of Testing………………………………………………….... 89 3.5.2.9.1 Method 1 (Single packer)…………………………………………… 89 3.5.2.9.2 Method 2 (Double packer)………………………………………….. 89 3.6 Laboratory Testing……………………………………………………….. 99 3.6.1 Liquid and Plastic Limit Tests (Atterberge Limits)……………………. 99 3.6.1.1 The Liquid limit Test ………………………………………………… 99 3.6.1.2 The Plastic Limit Test………………………………………………… 99 3.6.2 Grain Size Distribution…………………………………….…………… 102 3.6.2.1 Description…………………………………………………………… 102 3.6.3 Permeability Tests (Falling Head Method)………………………..…… 105 3.6.3.1 Objective……………………………………………………………… 105 3.6.3.2 Planning and Organization……………………………………………. 105 3.6.3.3 Knowledge of Equipment……………………………..……………… 105 3.6.3.4 Preparation of Dynamically Compacted Disturbed Sample………….. 106 3.6.3.5 Experimental Procedure………………………………………………. 106 Correlation and Discussion Chapter 4. 4.1 introduction……………………………………………………………….. 109 4.2 Correlation of Field Permeability and Physical properties………………. 109 4.3 Correlation of Laboratory and Field Permeability Values ……………. … 120 4.4 Conclusions …………………………………………………………….. 126 Conclusions and Recommendation Chapter 5. 5.1 Conclusions……………………………………………………………... 127 5.2 Suggestion for Further Studies…………………………………………… 128 References ………………………………………………………………………………… 129 Appendix (A1) ………………………………………………………………………………… 134 Appendix (A2) ………………………………………………………………………………… 174 Appendix (A3) ………………………………………………………………………………… 230 Appendix (B1) ………………………………………………………………………………… 246 Appendix (B2) ………………………………………………………………………………… 258 List of Figures Chapter 2. Literature Review 2.1 Flow of A single Incompressible Fluid………………………………………. 6 2.2 Approximate Values Types of Coefficient of Permeability for Various Types of Soils and the Recommended Method of Determining these Values. ( After A Casagrande and Rutled 1940)……………………………………………… 12 2.3 Permeability Conversion Chart. (After Lohman 1972)…………..................... 13 2.4 Approximate Range in Coefficient of Permeability of Soils and Rocks. (After Milligan 1976)………………..……………………………………….. 14 Relationship Between In situ Horizontal Permeability and Effective 2.5 Size…………………………………………………….................................... 21 2.6 Sketch of A soil Aquifer Profile……………………………………………… 29 2.7 Standard Chart for Visual Estimation of Sphericity and Roundness of Cohesionless Soils. (After Krumbein and Sloss 1951)……………….……..... 35 2.8 Variation of k with e2, e2 / 1+e and e3 /1+e……………………………….. 37 2.9 Permeability Versus Degree of Saturation for Various Sands. (After Lamba 1951)………………………………………………………………………….. 41 2.10 Details of Plastic Lining………………………………………..…………….. 47 Chapter 3. Method of Testing and Results 3.1 Map of the Sudan ……………………………………………………………. 52 3.2 Location of the Merowe Project Site………………………………………… 53 3.3 Location of
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    Robertson, A.H.F., Emeis, K.-C., Richter, C., and Camerlenghi, A. (Eds.), 1998 Proceedings of the Ocean Drilling Program, Scientific Results, Vol. 160 48. VARIATIONS IN SEDIMENT PHYSICAL PROPERTIES AND PERMEABILITY OF MUD-VOLCANO DEPOSITS FROM NAPOLI DOME AND ADJACENT MUD VOLCANOES1 Achim Kopf,2 M. Ben Clennell,3 and Angelo Camerlenghi4 ABSTRACT Active mud volcanoes on the Mediterranean Ridge accretionary prism were sampled during Bannock Cruises 88 and 89 and Ocean Drilling Program Leg 160. Permeability tests on undisturbed whole-round samples from Napoli dome (Site 971) using a back-pressured system at effective stresses that ranged from 200 to 700 kPa revealed low hydraulic conductivities of the clay- rich, undisturbed “mud breccias,” which ranged from 5 × 10–8 to 5 × 10–9 mm/s. In general, conductivities of sediments from the footwall, flank, and crest of Napoli dome dropped to half their value when the load was incrementally increased from 500 up to 700 kPa. Pore volume, initially 50%−55%, was reduced to around 25% after multiple incremental loading between the permeability tests. Experiments on remolded mud breccia from Napoli dome (Site 971) and adjacent mud volcanoes using a geotechnical shear box as well as a Vane apparatus revealed peak shear strengths of 200−400 kPa. Plasticity indices also vary significantly for the mud-volcano deposits (i.e., from 25% to >40%), presumably because of variations in the composition and amount of the clay fraction. The friction angles obtained with shear tests indicate that montmorillonites (φ′ peak = 10°−15°) and fine grained carbonates (φ′ peak 27°−30°) are the two dominant mineral phases in the matrix.
  • The Effective Porosity and Grain Size Relations in Permeability Functions

    The Effective Porosity and Grain Size Relations in Permeability Functions

    Discussion Paper | Discussion Paper | Discussion Paper | Discussion Paper | Hydrol. Earth Syst. Sci. Discuss., 11, 6675–6714, 2014 www.hydrol-earth-syst-sci-discuss.net/11/6675/2014/ doi:10.5194/hessd-11-6675-2014 © Author(s) 2014. CC Attribution 3.0 License. This discussion paper is/has been under review for the journal Hydrology and Earth System Sciences (HESS). Please refer to the corresponding final paper in HESS if available. The effective porosity and grain size relations in permeability functions K. Urumović1 and K. Urumović Sr.*, ** 1Croatian Geological Survey, Sachsova 2, P.O. Box 268, 10001 Zagreb, Croatia *formally at: University of Zagreb, Faculty of Mining, Geology and Petroleum Engineering, Zagreb, Croatia **retired Received: 5 April 2014 – Accepted: 21 May 2014 – Published: 24 June 2014 Correspondence to: K. Urumović ([email protected]) Published by Copernicus Publications on behalf of the European Geosciences Union. 6675 Discussion Paper | Discussion Paper | Discussion Paper | Discussion Paper | Abstract Hydrogeological parameters of coherent and incoherent deposits are deeply dependent of their granulometric characteristics. These relations were shaped in formulas and defaultly used for calculation of hydraulic conductivity, and are valid only 5 for uniform incoherent materials, mostly sands. In this paper, the results of analyses of permeability and specific surface area as a function of granulometric composition of various sediments – from siltey clays to very well graded gravels are presented. The effective porosity and the referential grain size are presented as fundamental granulometric parameters which express an effect of forces operating fluid movement 10 through the saturated porous media. Suggested procedures for calculating referential grain size and determining effective (flow) porosity result with parameters that reliably determine specific surface area and permeability.
  • Predicting the Permeability of Sandy Soils From

    Predicting the Permeability of Sandy Soils From

    PREDICTING THE PERMEABILITY OF SANDY SOILS FROM GRAIN SIZE DISTRIBUTIONS A thesis submitted to Kent State University in partial fulfillment of the requirements for the Degree of Master of Science by Emine Mercan Onur May, 2014 Thesis written by Emine Mercan Onur B.S., Middle East Technical University, 2009 M.S., Kent State University, 2014 Approved by ___________________________________, Advisor ___________________________________, Chair, Department of Geology ___________________________________, Dean, College of Arts and Sciences ii TABLE OF CONTENTS LIST OF FIGURES ........................................................................................................... vi LIST OF TABLES ........................................................................................................... xiii ACKNOWLEDGEMENT ............................................................................................... xiv ABSTRACT ........................................................................................................................ 1 CHAPTER 1: INTRODUCTION ....................................................................................... 3 1.1 Background ............................................................................................................. 3 1.2 Factors affecting Permeability ................................................................................ 4 1.2.1 Effect of Grain Size and Grain Size Distribution ...................................................... 5 1.2.2 Effect of Density and
  • Chapter I Basic Characteristics of Soils Outline

    Chapter I Basic Characteristics of Soils Outline

    Chapter I Basic Characteristics of Soils Outline 1. The Nature of Soils (section 1.1 Craig) 2. Soil Texture (section 1.1 Craig) 3. Grain Size and Grain Size Distribution (section 1.2 Craig) 4. Particle Shape (part of section 1.4 Craig) 5. Atterberg Limits (section 1.3 Craig) 6. References 1. Soil Definitions • Civil Engineers define soils as any un-cemented accumulation of Mineral particles formed by the weathering of rocks, the voids spaces between the particles contain water and or air. weathering of rocks Physical weathering Sands, Gravel Chemical Weathering Clay 1.1 Origin of Clay Minerals “The contact of rocks and water produces clays, either at or near the surface of the earth” (from Velde, 1995). Rock +Water Clay For example, The CO2 gas can dissolve in water and form carbonic acid, which will become hydrogen ions H+ and bicarbonate ions, and make water slightly acidic. + - CO2+H2O H2CO3 H +HCO3 The acidic water will react with the rock surfaces and tend to dissolve the K ion and silica from the feldspar (common Mineral on earth crest). Finally, the feldspar is transformed into kaolinite. Feldspar + hydrogen ions+water clay (kaolinite) + cations, dissolved silica + + 2KAlSi3O8+2H +H2O Al2Si2O5(OH)4 + 2K +4SiO2 •Note that the hydrogen ion displaces the cations. 1.2 Basic Unit-Silica Tetrahedra (Si O )-4 1 Si 2 10 4 O Replace four Oxygen with hydroxyls or combine with positive union Tetrahedron Hexagonal Plural: Tetrahedra hole (Holtz and Kovacs, 1981) 1.3 Synthesis Mitchell, 1993 Noncrystall ine clay - allophane 1.4 1:1 Minerals-Kaolinite Basal spacing is 7.2 Å layer • Si4Al4O10(OH)8.
  • Plasticity, Strength and Permeability of Reclaimed Asphalt Pavement and Lateritic Soil Blends I.I

    Plasticity, Strength and Permeability of Reclaimed Asphalt Pavement and Lateritic Soil Blends I.I

    View metadata, citation and similar papers at core.ac.uk brought to you by CORE provided by Covenant University Repository International Journal of Scientific & Engineering Research, Volume 5, Issue 6, June-2014 631 ISSN 2229-5518 Plasticity, Strength and Permeability of Reclaimed Asphalt Pavement and Lateritic Soil Blends I.I. Akinwumi Abstract— This paper presents the results of laboratory evaluation of the effects of the addition of reclaimed asphalt pavement (RAP), to an A-2 lateritic soil, on the plasticity, strength and permeability of the soil. The natural soil was classified as A-2-6(1), according to AASHTO classification system. RAP was added to the soil in 0, 4, 8 and 12%, by dry weight of the soil. Specific gravity, Atterberg limits, compaction, California bearing ratio (CBR), unconfined compression and permeability tests were conducted on each of the soil-RAP blends. Results obtained show that as RAP content in the blend increased, the plasticity index, optimum moisture content, maximum dry unit weight, swell potential, unconfined compressive strength and permeability decreased while the specific gravity, soaked and unsoaked California bearing ratios increased. These results indicate that RAP effectively improved, especially, the plasticity and permeability of the soil. It also indicates that deformation should be a major design criterion while planning the use of lateritic soil-RAP blend as a road pavement layer material. Index Terms— laterite, recycled asphalt, soil modification, subgrade, sub-base, tropical soil, unbound granular materials —————————— —————————— 1 INTRODUCTION N today’s world, issues of reusing and recycling of non- virgin aggregates gave more satisfactory results than wholly I renewable resources as a means of minimizing waste and using RAP.