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E-raamat: Correlations of Soil and Rock Properties in Geotechnical Engineering

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Correlations of Soil and Rock Properties in Geotechnical EngineeringSuurem pilt
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This book presents a one-stop reference to the empirical correlations used extensively in geotechnical engineering. Empirical correlations play a key role in geotechnical engineering designs and analysis. Laboratory and in situ testing of soils can add significant cost to a civil engineering project. By using appropriate empirical correlations, it is possible to derive many design parameters, thus limiting our reliance on these soil tests. The authors have decades of experience in geotechnical engineering, as professional engineers or researchers. The objective of this book is to present a critical evaluation of a wide range of empirical correlations reported in the literature, along with typical values of soil parameters, in the light of their experience and knowledge. This book will be a one-stop-shop for the practising professionals, geotechnical researchers and academics looking for specific correlations for estimating certain geotechnical parameters. The empirical correlations in the forms of equations and charts and typical values are collated from extensive literature review, and from the authors' database.

1 Introduction
1(10)
1.1 Laboratory Testing
1(1)
1.2 In Situ Testing
2(3)
1.3 Empirical Correlations
5(3)
1.4 Contents of the Book
8(3)
References
9(2)
2 Geotechnical Properties of Soils -- Fundamentals
11(40)
2.1 Laboratory Tests for Soils
11(1)
2.2 Phase Relations
12(4)
2.2.1 Terminology and Definitions
13(2)
2.2.2 Relationships Between the Variables
15(1)
2.3 Granular Soils
16(3)
2.3.1 Grain Size Distribution
16(2)
2.3.2 Relative Density
18(1)
2.4 Plasticity
19(2)
2.4.1 Atterberg Limits
19(1)
2.4.2 Classification of Fine Grained Soils Based on Plasticity
20(1)
2.5 Compaction
21(3)
2.6 Permeability
24(9)
2.6.1 D'Arcy's Law and Permeability Measurements
24(4)
2.6.2 Intrinsic Permeability
28(1)
2.6.3 Reynold's Number and Laminar Flow
29(1)
2.6.4 Anisotropy
29(1)
2.6.5 One-Dimensional Flow in Layered Soils
30(1)
2.6.6 Effect of Applied Pressure on Permeability
31(1)
2.6.7 Critical Hydraulic Gradient
32(1)
2.7 Effective Stresses and Total Stresses
33(1)
2.8 Consolidation
33(10)
2.8.1 Computation of Final Consolidation Settlement
34(1)
2.8.2 Time Rate of Consolidation
35(4)
2.8.3 Coefficient of Volume Compressibility mv
39(2)
2.8.4 Secondary Compression
41(2)
2.9 Shear Strength
43(4)
2.9.1 Shear Strength, Friction Angle and Cohesion
43(1)
2.9.2 Undrained and Drained Loadings in Clays
44(1)
2.9.3 Undrained Shear Strength of Clays
44(1)
2.9.4 Peak, Residual and Critical States
45(1)
2.9.5 Dilatancy Angle
46(1)
2.9.6 Coefficient of Earth Pressure at Rest
46(1)
2.10 Soil Variability
47(4)
References
48(3)
3 Correlations for Laboratory Test Parameters
51(36)
3.1 Permeability
51(3)
3.1.1 Granular Soils
52(1)
3.1.2 Cohesive Soils
53(1)
3.2 Consolidation
54(6)
3.2.1 Compression Index
54(3)
3.2.2 Recompression Index or Swelling Index
57(1)
3.2.3 Compression Ratio and Recompression Ratio
57(1)
3.2.4 Constrained Modulus
58(1)
3.2.5 Coefficient of Consolidation cv
59(1)
3.2.6 Secondary Compression
60(1)
3.3 Shear Strength Parameters c and φ
60(13)
3.3.1 Cohesion in Terms of Effective Stress c
60(2)
3.3.2 Effects of Dilatancy in Granular Soils
62(1)
3.3.3 φpeak, φcv, φres Relationships with Plasticity Index for Clays
63(3)
3.3.4 Other Friction Angle Correlations
66(3)
3.3.5 Stress Path Dependence of Friction Angles
69(3)
3.3.6 Skempton's Pore Pressure Parameters
72(1)
3.3.7 Sensitivity of Clays
72(1)
3.4 Undrained Shear Strength of a Clay cu
73(3)
3.5 Soil Stiffness and Young's Modulus
76(3)
3.6 Coefficient of Earth Pressure at Rest Ko
79(2)
3.7 Using Laboratory Test Data in Pile Designs
81(6)
References
83(4)
4 Standard Penetration Test
87(28)
4.1 Standard Penetration Test Procedure
87(2)
4.2 Correction of N Value for Effective Overburden Pressure (For Granular Soils)
89(2)
4.3 Correction for SPT Hammer Energy Efficiency
91(2)
4.4 Correlation of Standard Penetration Number with Relative Density (Dr) of Sand
93(6)
4.5 Correlation of N with Peak Drained Friction Angle (φ) for Sand
99(3)
4.6 Correlation of N with Modulus of Elasticity (E) for Sandy Soils
102(1)
4.7 Correlation of Undrained Cohesion (cu) with N for Clay Soil
103(1)
4.8 Correlation of Preconsolidation Pressure (σc) with N for Clay Soil
104(1)
4.9 Correlation of Overconsolidation Ratio (Ocr) with N for Clay Soil
105(1)
4.10 Correlation of Cone Penetration Resistance (qc) with N
105(1)
4.11 Correlation of Liquefaction Potential of Sand with N
106(1)
4.12 Correlations for Shear Wave Velocity, vs
107(1)
4.13 SPT Correlations with Foundation Bearing Capacity
107(8)
References
110(5)
5 Cone Penetrometer Test
115(44)
5.1 Cone Penetrometer Test -- General
115(2)
5.2 Piezocone Test -- Equipment and Procedure
117(4)
5.3 Practical Use of Penetrometer Test Results
121(1)
5.4 Soil Classification
121(4)
5.5 Correlations for Sands
125(9)
5.5.1 Correlation with Relative Density of Sand
125(3)
5.5.2 Correlation of qc with Sand Friction Angle, φ
128(2)
5.5.3 Correlation with Constrained Modulus of Cohesionless Soils
130(2)
5.5.4 Correlation with Small Strain Shear Modulus of Cohesionless Soils
132(2)
5.6 Correlations for Cohesive Soils
134(7)
5.6.1 Correlation with Undrained Shear Strength of Cohesive Soils
134(1)
5.6.2 Correlation with Sensitivity of Cohesive Soils
135(1)
5.6.3 Correlation with Over Consolidation Ratio of Cohesive Soils
136(1)
5.6.4 Correlation with Constrained Modulus of Cohesive Soils
137(1)
5.6.5 Correlation with Compressibility of Cohesive Soils
138(1)
5.6.6 Correlation with Friction Angle of Cohesive Soils
139(1)
5.6.7 Correlation with Small Strain Shear Modulus of Cohesive Soils
139(2)
5.7 Correlation with Unit Weight
141(1)
5.8 Correlation with Permeability
142(1)
5.9 Correlation with SPT N
142(3)
5.10 Correlation with Bearing Capacity
145(3)
5.10.1 Shallow Foundations
145(1)
5.10.2 Deep Foundations
146(2)
5.11 Liquefaction Assessment
148(11)
5.11.1 Cyclic Stress Ratio
149(1)
5.11.2 Normalization of Resistance
150(2)
5.11.3 Computation of Cyclic Resistance Ratio (CRR)
152(1)
References
153(6)
6 Pressuremeter Test
159(24)
6.1 Pressuremeter Test -- General
159(6)
6.1.1 Menard Type Pressuremeter
160(2)
6.1.2 Self-Boring Pressuremeter
162(2)
6.1.3 Other Developments
164(1)
6.2 Pressuremeter Test -- Theoretical Interpretation
165(1)
6.3 Parameter Derivation
165(8)
6.3.1 In-Situ Lateral Stress
165(2)
6.3.2 Young's Modulus
167(1)
6.3.3 Undrained Shear Strength in Clay
168(3)
6.3.4 Friction Angle in Sands
171(2)
6.4 Correlations with Other Tests
173(1)
6.4.1 Correlation Between Limit Pressure from Menard Type Pressuremeter and qc from Cone Penetrometer Test
173(1)
6.4.2 Correlations with Other Soil Parameters -- Menard Type Pressuremeter
173(1)
6.5 Use of Menard Type Pressuremeter Test Results Directly in Design
173(10)
6.5.1 Ultimate Bearing Capacity (qu) of Shallow Foundations -- Menard Type Pressuremeter
174(2)
6.5.2 Ultimate Bearing Capacity of Deep Foundations -- Menard Type Pressuremeter Test
176(1)
6.5.3 Skin Friction for Deep Foundations -- Menard Type Pressuremeter
176(1)
6.5.4 Correlation with qc and SPT N
176(1)
6.5.5 Other Design Parameters from Menard Type Pressuremeter
177(2)
References
179(4)
7 Dilatometer Test
183(10)
7.1 Introduction
183(3)
7.2 Intermediate DMT Parameters
186(1)
7.3 Correlations
187(4)
7.4 Summary
191(2)
References
191(2)
8 Vane Shear Test
193(14)
8.1 Vane Shear Test -- General
193(1)
8.2 Vane Shear Test Equipment and Procedure in the Field
194(2)
8.3 Assessment of Shear Strength in the Field Using the Vane Shear Test
196(2)
8.3.1 Assessment of Sensitivity of Clay
198(1)
8.4 Vane Shear Test Corrections
198(3)
8.5 Correlations for cu in Normally Consolidated Soils
201(1)
8.6 Correlations for cu in Over Consolidated Soils
202(2)
8.7 Summary
204(3)
References
204(3)
9 Laboratory Rock Tests
207(18)
9.1 Rock Cores and RQD
208(1)
9.2 Permeability
209(1)
9.3 Uniaxial Compressive Strength
209(7)
9.4 Brazilian Indirect Tensile Strength
216(2)
9.5 Point Load Strength
218(1)
9.6 Slake Durability
219(1)
9.7 Summary
220(5)
References
221(4)
Index 225
Dr. Jay Ameratunga has been a practising civil engineer for over 35 years specialising in geotechnical engineering. After graduating from the University of Ceylon, Peradeniya in Sri Lanka, he obtained his Masters at the Asian Institute of Technology, Bangkok, and obtained his PhD from Monash University, Australia. Early part of his career was spent in Sri Lanka before joining the Coffey Group in 1989. He has been involved with the investigation, design and construction of many major projects, especially in Australia and New Zealand, including the Gateway Upgrade Project and the Future Port Expansion Seawall Project in Brisbane, and the State Highway 16 Project in Auckland. He works closely with universities on major research projects and mentors PhD students and young engineers. He has also been a visiting lecturer at Queensland University of Technology, Brisbane. He has co-authored close to 50 technical papers on soft clay, reclamation and ground improvement and has presented in conferences in Australia, New Zealand and at other international venues. He is a Past Chair, Australian Geomechanics Society, Queensland Division, a member of the Australian Standards Committee for Geosynthetics and a Fellow of the Institution of Engineers, Australia.





Dr. Nagaratnam Sivakugan received his Bachelors degree in Civil Engineering from the University of Peradeniya, Sri Lanka, with First Class Honours, and M.S.C.E and Ph.D. from Purdue University in West Lafayette, Indiana.His writings include five books, 110 refereed international journal papers, 75 refereed international conference papers, and more than 100 consulting reports. As a registered professional engineer of Queensland and a chartered professional engineer, he does substantial consulting work for the geotechnical and mining industry in Australia and overseas, including the World Bank. He is a Fellow of the American Society of Civil Engineers and Engineers Australia. He has supervised 13 Ph.D. students to completion at James Cook University, Queensland, Australia, where he was the Head of Civil Engineering from 2003 to 2014.





Dr. Braja Das is Dean Emeritus of the College of Engineering and Computer Science at California State University, Sacramento. He received his M.S. in Civil Engineering from the University of Iowa and his Ph.D. in the area of Geotechnical Engineering from the University of Wisconsin. He is the author of a

number of geotechnical engineering texts and reference books and has authored more than 250 technical papers in the area of geotechnical engineering. His primary areas of research include shallow foundations, earth anchors, and geosynthetics. He is a Fellow and Life Member of the American Society of Civil Engineers, Life Member of the American Society for Engineering Education, and an Emeritus Member of the Chemical and Mechanical Stabilization Committee of the Transportation Research Board of the National Research Council (Washington D.C.). Dr. Das has received numerous awards for teaching excellence, including the AMOCO Foundation Award, the AT&T Award for Teaching Excellence from the American Society for Engineering Education, the Ralph Teetor Award from the Society of Automotive Engineers, and the Distinguished Achievement Award for Teaching Excellence from the University of Texas at El Paso.
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