Atjaunināt sīkdatņu piekrišanu

Innovative Earthquake Soil Dynamics [Hardback]

(Chuo University, Tokyo, Japan)
  • Formāts: Hardback, 478 pages, height x width: 246x174 mm, weight: 1054 g
  • Izdošanas datums: 27-Jul-2017
  • Izdevniecība: CRC Press
  • ISBN-10: 1138029025
  • ISBN-13: 9781138029026
Citas grāmatas par šo tēmu:
  • Hardback
  • Cena: 217,27 €
  • Grāmatu piegādes laiks ir 3-4 nedēļas, ja grāmata ir uz vietas izdevniecības noliktavā. Ja izdevējam nepieciešams publicēt jaunu tirāžu, grāmatas piegāde var aizkavēties.
  • Daudzums:
  • Ielikt grozā
  • Piegādes laiks - 4-6 nedēļas
  • Pievienot vēlmju sarakstam
Innovative Earthquake Soil DynamicsPalielināt
  • Formāts: Hardback, 478 pages, height x width: 246x174 mm, weight: 1054 g
  • Izdošanas datums: 27-Jul-2017
  • Izdevniecība: CRC Press
  • ISBN-10: 1138029025
  • ISBN-13: 9781138029026
Citas grāmatas par šo tēmu:
Permanent link: https://www.kriso.lv/db/9781138029026.html
Keywords:

This book deals with soil dynamics in earthquake engineering including almost all aspects of soil behavior from the bedrock up to the ground surface necessary for engineering design of structures, wherein generally accepted basic knowledge as well as advanced and innovative views are accommodated. Major topics discussed in this book of earthquake geotechnical engineering are (i) seismic site amplification, (ii) liquefaction, and (iii) earthquake-induced slope failure. Associated with the above three topics, basic theories and methodologies on wave propagation/attenuation, soil properties, laboratory tests, numerical analyses, and model tests are addressed in the earlier chapters. Some of the advanced research findings are addressed, and associated recent laboratory data as well as field case history data are incorporated in this book.
Another important feature characterizing this book is an energy perspective to these topics in addition to conventional views based on the force-equilibrium perspective. It is because the author strongly believes, through his long-time experiences in reconnaissance of earthquake damage and model tests, that the energy is a very relevant though simple index in determining seismic failures of structures, particularly soils and soil structures.
The book is intended to cover major recent research advances in this field during recent earthquakes such as the 1995 Kobe earthquake and the 2011 Tohoku earthquake in Japan. Many research results originate from Japan, rich of earthquake records and case histories though isolated to international investigators and engineers because of the language barrier. It is written for an international audience of graduate students, researchers and practicing engineers.

Recenzijas

"The book Innovative Earthquake Soil Dynamics is very appropriately titled and reflects the unique background and extensive expertise of the author, Dr. Takaji Kokusho, Emeritus Professor, Chuo University, Tokyo, Japan. The book is composed of six chapters that can be grouped into four categories: background material (Chapters 1-3), site amplification and dynamic soil-structure-interaction (Chapter 4), liquefaction and related phenomena (Chapter 5), and earthquake-induced slope failure (Chapter 6). The background material presented in Chapters 1-3 gives an in depth coverage of elastic wave propagation in soil, dynamic soil properties, and soil modeling and sets the stage for the topics covered in the latter chapters.

Innovative Earthquake Soil Dynamics is unique from other books on geotechnical aspects of earthquake engineering in that it includes a detailed coverage of soil dynamics, as related to earthquake engineering, in addition to the oft-presented empirical relationships. The book is innovative in that it presents the material from both "traditional" (e.g., stress-, strain-, and force-based perspectives) and "energy" perspectives, with the latter largely derived from the authors own extensive research. The author shows that energy is central to site amplification and dynamic soil-structure-interaction and can be used as a simple index for evaluating liquefaction and related phenomena and earthquake-induced slope failures.

Another unique aspect of Innovative Earthquake Soil Dynamics stems from the author having received his higher education in both the United States (Duke University) and Japan (University of Tokyo), and having spent the first half of his career working for the electric power industry in Japan and the second half of his career as a professor at Chuo University. As a result, the material presented in the book reflects research and engineering procedures from both Japan and the United States, as well as other countries, and all the material presented builds to applications in engineering practice. The book is equally suited to serve as a text for graduate courses in geotechnical aspects of earthquake engineering and soil dynamics or as a reference book for practicing engineers."

Russell A. Green, Professor of Civil and Environmental Engineering at Virginia Tech, Blacksburg, Virginia, USA. "The book Innovative Earthquake Soil Dynamics is very appropriately titled and reflects the unique background and extensive expertise of the author, Dr. Takaji Kokusho, Emeritus Professor, Chuo University, Tokyo, Japan. The book is composed of six chapters that can be grouped into four categories: background material (Chapters 1-3), site amplification and dynamic soil-structure-interaction (Chapter 4), liquefaction and related phenomena (Chapter 5), and earthquake-induced slope failure (Chapter 6). The background material presented in Chapters 1-3 gives an in depth coverage of elastic wave propagation in soil, dynamic soil properties, and soil modeling and sets the stage for the topics covered in the latter chapters.

Innovative Earthquake Soil Dynamics is unique from other books on geotechnical aspects of earthquake engineering in that it includes a detailed coverage of soil dynamics, as related to earthquake engineering, in addition to the oft-presented empirical relationships. The book is innovative in that it presents the material from both "traditional" (e.g., stress-, strain-, and force-based perspectives) and "energy" perspectives, with the latter largely derived from the authors own extensive research. The author shows that energy is central to site amplification and dynamic soil-structure-interaction and can be used as a simple index for evaluating liquefaction and related phenomena and earthquake-induced slope failures.

Another unique aspect of Innovative Earthquake Soil Dynamics stems from the author having received his higher education in both the United States (Duke University) and Japan (University of Tokyo), and having spent the first half of his career working for the electric power industry in Japan and the second half of his career as a professor at Chuo University. As a result, the material presented in the book reflects research and engineering procedures from both Japan and the United States, as well as other countries, and all the material presented builds to applications in engineering practice. The book is equally suited to serve as a text for graduate courses in geotechnical aspects of earthquake engineering and soil dynamics or as a reference book for practicing engineers."

Russell A. Green, Professor of Civil and Environmental Engineering at Virginia Tech, Blacksburg, Virginia, USA.

Acknowledgments xv
Preface xvii
About the author xix
Nomenclature xxi
Introduction of the book xxv
1 Elastic wave propagation in soil 1(44)
1.1 Introduction
1(3)
1.2 One-dimensional wave propagation and wave energy
4(6)
1.2.1 One-dimensional propagation of SH and P-waves
4(3)
1.2.2 Basic formulation of wave propagation
7(1)
1.2.3 Basic formulation of wave energy
8(2)
1.3 Three-dimensional body waves
10(3)
1.4 Surface waves
13(16)
1.4.1 Rayleigh wave
14(12)
1.4.1.1 General formulation
14(8)
1.4.1.2 Uniform semi-infinite layer
22(2)
1.4.1.3 Two-layer system
24(2)
1.4.2 Love wave
26(3)
1.5 Viscoelastic model and soil damping for wave propagation
29(5)
1.5.1 General stress-strain relationship of viscoelastic material
29(1)
1.5.2 Viscoelastic models
30(4)
1.5.2.1 Kelvin model
30(1)
1.5.2.2 Maxwell model
31(2)
1.5.2.3 Nonviscous Kelvin model
33(1)
1.5.2.4 Comparison with ID-of-freedom vibration system
33(1)
1.6 Wave attenuation by internal damping
34(7)
1.6.1 Viscoelastic models and wave attenuation
34(3)
1.6.1.1 Attenuation for Kelvin model
34(2)
1.6.1.2 Attenuation for Maxwell model
36(1)
1.6.1.3 Attenuation for Nonviscous Kelvin model
36(1)
1.6.2 Energy dissipation in wave propagation
37(3)
1.6.3 Energy dissipation in wave propagation compared with cyclic loading
40(1)
1.7 Wave attenuation including geometric damping
41(1)
1.8 Summary
42(3)
2 Soil properties during earthquakes 45(58)
2.1 Characterization of dynamic soil properties
45(13)
2.1.1 Small-strain properties
45(2)
2.1.2 Strain-dependent nonlinearity in soil properties
47(3)
2.1.3 Equivalent linearization
50(3)
2.1.4 Strong nonlinearity toward failure
53(5)
2.1.4.1 Basic mechanism of seismic soil failure
54(3)
2.1.4.2 Effects of loading rate and loading cycle
57(1)
2.2 How to measure soil properties
58(21)
2.2.1 In situ wave measurement for small strain
58(8)
2.2.1.1 Measurements using boreholes
59(3)
2.2.1.2 Measurements without boreholes
62(4)
2.2.2 Laboratory tests for small-strain properties
66(6)
2.2.2.1 Wave transmission tests
67(3)
2.2.2.2 Small-strain cyclic loading tests
70(2)
2.2.3 Laboratory tests for medium to large strain
72(7)
2.2.3.1 Simple shear test
72(2)
2.2.3.2 Torsional simple shear test
74(1)
2.2.3.3 Cyclic triaxial test
75(1)
2.2.3.4 Membrane penetration effect in undrained tests
76(3)
2.3 Typical small-strain properties
79(10)
2.3.1 Vs and Go for sand and gravel
80(4)
2.3.1.1 Effects of void ratio and confining stress
80(2)
2.3.1.2 Effect of particle grading
82(2)
2.3.2 Go for cohesive soil
84(4)
2.3.2.1 Effects of void ratio and confining stress
84(1)
2.3.2.2 Long-term consolidation effect
85(2)
2.3.2.3 Effect of overconsolidation
87(1)
2.3.3 Frequency-dependency of damping ratio in the laboratory
88(1)
2.4 Strain-dependent equivalent linear properties
89(12)
2.4.1 Modulus degradation
89(7)
2.4.1.1 Sand and gravel
89(3)
2.4.1.2 Cohesive soil
92(2)
2.4.1.3 Overview of cohesive/non-cohesive soil
94(2)
2.4.2 Damping ratio
96(1)
2.4.2.1 Sand and gravel
96(1)
2.4.2.2 Cohesive soil
97(1)
2.4.3 Strain-dependent property variations compared with in situ
97(6)
2.4.3.1 Modulus degradations
98(2)
2.4.3.2 Damping ratios
100(1)
2.5 Summary
101(2)
3 Soil modeling for analyses and scaled model tests 103(60)
3.1 Modelling of soil properties
103(20)
3.1.1 Nonlinear stress-strain curves
103(2)
3.1.2 Masing rule for cyclic loading
105(2)
3.1.3 Hysteretic models for cyclic loading
107(2)
3.1.3.1 Bilinear model
107(1)
3.1.3.2 Hysteretic hyperbolic (HH) model and Hardin-Drnevich (HD) model
108(1)
3.1.3.3 Ramberg-Osgood (RO) model
109(1)
3.1.4 Comparison of laboratory test data with equivalent linear model
109(3)
3.1.5 Modeling of soil dilatancy
112(6)
3.1.5.1 Dilatancy in drained monotonic shearing
112(2)
3.1.5.2 Dilatancy in drained cyclic shearing
114(2)
3.1.5.3 Dilatancy in undrained cyclic shearing
116(2)
3.1.6 Dynamic strength in cyclic loading based on fatigue theory
118(5)
3.1.6.1 Regular and irregular cyclic loading
118(3)
3.1.6.2 Two-directional loading
121(2)
3.2 Dynamic soil analyses
123(22)
3.2.1 Distinctions of dynamic analyses on soils
124(1)
3.2.2 Goals of dynamic soil analyses
124(2)
3.2.3 Outline of dynamic response analyses
126(11)
3.2.3.1 One-dimensional wave propagation analysis in continuum model
126(5)
3.2.3.2 Complex response analysis of discretized model
131(2)
3.2.3.3 Mode-superposition analysis of discretized model
133(1)
3.2.3.4 Time-domain stepwise nonlinear analysis of discretized model
134(3)
3.2.4 Equivalent linear analysis
137(3)
3.2.4.1 Analytical procedure
137(1)
3.2.4.2 Modification of equivalent linear analysis
138(2)
3.2.5 Equivalent linear and nonlinear analyses compared with model test
140(5)
3.2.5.1 Shaking table test and 1D soil model
140(2)
3.2.5.2 Comparison of analyses and model test
142(3)
3.3 Scaled model tests and soil models
145(14)
3.3.1 Needs for model tests
145(1)
3.3.2 Similitude for scaled model tests
146(9)
3.3.2.1 How to derive similitude
146(1)
3.3.2.2 Derivation of similitude by forces
147(5)
3.3.2.3 Similitude for other variables
152(3)
3.3.3 Soil properties for model test under ultra-low confining stress
155(4)
3.4 Summary
159(4)
4 Seismic site amplification and wave energy 163(80)
4.1 Soil condition and site amplification
164(2)
4.2 Amplification in two-layer system
166(9)
4.2.1 Two-layer system without internal damping
166(4)
4.2.2 Two-layer system with internal damping
170(5)
4.2.2.1 Amplification in horizontal array versus vertical array
171(3)
4.2.2.2 Amplification by different damping models
174(1)
4.3 Site amplification by earthquake observation
175(19)
4.3.1 Amplification of maximum acceleration or maximum velocity
175(4)
4.3.2 Spectrum amplification
179(2)
4.3.3 Amplification reflecting frequency-dependent damping
181(10)
4.3.3.1 Damping in observed site amplification
182(5)
4.3.3.2 Outline of wave scattering theory
187(4)
4.3.4 Microtremor FIN spectrum ratio
191(3)
4.4 Site amplification formulas by earthquake observation
194(13)
4.4.1 Site amplification formula using near-surface Vs
195(1)
4.4.2 Amplification formula using average Vs in equivalent surface layer
196(5)
4.4.3 Effect of soil-nonlinearity
201(4)
4.4.4 Effect of downhole seismometer installation depth
205(2)
4.5 SSI and radiation damping in one-dimensional wave propagation
207(9)
4.5.1 Soil-structure interaction (SSI)
208(4)
4.5.2 Radiation damping
212(4)
4.5.2.1 Rigid foundation
213(1)
4.5.2.2 Shear-vibration structure
214(2)
4.6 Energy flow in wave propagation
216(24)
4.6.1 Energy flow at a boundary of infinite medium
217(2)
4.6.2 Energy flow of harmonic wave in two-layer system
219(1)
4.6.3 Energy flow of irregular wave in two-layer system
220(3)
4.6.4 Energy flow calculated by vertical array records
223(12)
4.6.4.1 Energy flow calculation procedure
224(1)
4.6.4.2 Energy flow in two vertical array sites
225(4)
4.6.4.3 General trends of energy flow observed in vertical arrays
229(2)
4.6.4.4 Correlation of upward energy ratio with impedance ratio
231(2)
4.6.4.5 Upward energy at the deepest level of vertical array
233(2)
4.6.5 Design considerations in view of energy
235(8)
4.6.5.1 Energy-based structure design
235(2)
4.6.5.2 Earthquake damage versus upward wave energy
237(3)
4.7 Summary
240(3)
5 Liquefaction 243(172)
5.1 Typical liquefaction behavior
243(7)
5.1.1 Scaled model test
243(2)
5.1.2 Undrained soil element test
245(2)
5.1.3 How to interpret element test data
247(3)
5.2 General conditions for liquefaction triggering
250(4)
5.2.1 Geotechnical conditions
250(3)
5.2.2 Seismic conditions
253(1)
5.3 Geotechnical conditions for liquefaction triggering
254(11)
5.3.1 Effect of confining stress
254(5)
5.3.2 Effect of relative density and soil fabric
259(4)
5.3.2.1 Relative density versus CRR
259(1)
5.3.2.2 Influence of soil fabric on CRR
260(3)
5.3.3 Effect of stress/strain history
263(2)
5.4 Effect of gravels and fines
265(16)
5.4.1 Particle grading
265(2)
5.4.2 Liquefaction resistance of gravelly soils
267(7)
5.4.2.1 Gravelly soils actually liquefied
267(2)
5.4.2.2 Liquefaction resistance by cyclic triaxial test
269(2)
5.4.2.3 Post-liquefaction behavior of gravelly soils
271(2)
5.4.2.4 Effect of particle crushability
273(1)
5.4.3 Liquefaction resistance of fines-containing soils
274(7)
5.4.3.1 Plasticity of fines
274(4)
5.4.3.2 Effect of non-plastic fines
278(1)
5.4.3.3 Effect of fines on post-liquefaction behavior
279(2)
5.5 Liquefaction potential evaluation by in situ tests
281(30)
5.5.1 Penetration tests and data normalizations
281(12)
5.5.1.1 Overview of penetration tests
281(7)
5.5.1.2 Correction of penetration resistance by overburden
288(1)
5.5.1.3 SPT N-value versus relative density
289(4)
5.5.2 Liquefaction resistance versus penetration resistance
293(7)
5.5.2.1 Evaluation using laboratory tests
293(3)
5.5.2.2 Evaluation using case histories
296(4)
5.5.3 Fe-dependency of CRR - penetration resistance curve
300(3)
5.5.3.1 Mini-cone triaxial tests for Fc-dependency
300(2)
5.5.3.2 Cementation effect in Fc-dependency
302(1)
5.5.4 Evaluation on gravelly soils
303(2)
5.5.5 Overview of current practice of liquefaction potential evaluation in SBM
305(6)
5.5.5.1 Basic evaluation steps
305(2)
5.5.5.2 How to decide CSR
307(2)
5.5.5.3 How to decide CRR
309(2)
5.6 Energy-based liquefaction potential evaluation
311(18)
5.6.1 Review on Energy-Based Method
311(4)
5.6.2 Dissipated energy for liquefaction in lab tests
315(4)
5.6.3 How to compare capacity and demand
319(4)
5.6.4 Evaluation steps in EBM
323(1)
5.6.5 Typical EBM results compared with SBM
324(5)
5.7 Effect of incomplete saturation
329(12)
5.7.1 Evaluation by laboratory tests
330(1)
5.7.2 Theoretical background
331(3)
5.7.3 Effect on B-value and P-wave velocity
334(5)
5.7.4 Effect on residual strength
339(2)
5.8 Effect of initial shear stress
341(13)
5.8.1 Laboratory tests considering initial shear stress
341(5)
5.8.2 Effect on liquefaction failure
346(2)
5.8.3 Effect on failure mode
348(6)
5.9 Cyclic softening of clayey soils
354(7)
5.9.1 Typical cyclic softening behavior
355(4)
5.9.2 Post-cyclic loading strength and deformation
359(2)
5.10 Liquefaction-induced failures and associated mechanisms
361(41)
5.10.1 Failure modes
361(2)
5.10.2 Post-liquefaction settlement
363(7)
5.10.2.1 Case histories
363(2)
5.10.2.2 Post-liquefaction settlement by element tests
365(5)
5.10.3 Liquefaction-induced lateral flow
370(15)
5.10.3.1 Case histories of lateral flow in gentle slopes
371(3)
5.10.3.2 Case histories of lateral flow behind retaining walls
374(1)
5.10.3.3 Void redistribution mechanism
375(10)
5.10.4 Liquefaction-induced effects on foundations
385(13)
5.10.4.1 Shallow foundations
385(5)
5.10.4.2 Uplift of buried structures
390(1)
5.10.4.3 Pile foundations in liquefied soils
391(7)
5.10.5 Mitigation measures
398(4)
5.10.5.1 Counter measures for shallow foundations and superstructures
399(1)
5.10.5.2 Soil improvements
399(3)
5.11 Base-isolation during liquefaction
402(7)
5.11.1 Base-isolation case histories
402(3)
5.11.2 Base-isolation in terms of energy
405(2)
5.11.3 Soil properties by triaxial liquefaction tests
407(1)
5.11.4 Energy calculation for base-isolation
408(1)
5.12 Summary
409(6)
6 Earthquake-induced slope failures 415(40)
6.1 Slip-surface analysis by seismic coefficient
417(3)
6.1.1 Unsaturated slip plane
418(1)
6.1.2 Saturated slip plane
419(1)
6.2 Newmark-method
420(6)
6.2.1 Newmark-method for a rigid block on a straight slip plane
420(3)
6.2.2 Newmark method along a circular slip plane
423(2)
6.2.3 Newmark-method combined with dynamic response analysis
425(1)
6.3 Self-weight deformation analysis using degraded moduli
426(5)
6.3.1 Outline of analysis
427(1)
6.3.2 Equivalent moduli for residual deformation
428(3)
6.4 Energy-based slope failure evaluation
431(9)
6.4.1 Energy balance in earthquake-induced slope failure
431(3)
6.4.2 Model shaking table test
434(3)
6.4.3 Energy-based travel distance evaluation
437(3)
6.5 Case histories and back-calculations by energy-based method
440(12)
6.5.1 Slope failures during recent earthquakes
440(8)
6.5.1.1 2004 Niigataken Chuetsu earthquake
441(1)
6.5.1.2 2008 Iwate-Miyagi Inland Earthquake
441(1)
6.5.1.3 Statistics of failed slopes in two earthquakes
442(6)
6.5.2 Back-calculated mobilized friction coefficients
448(4)
6.6 Summary
452(3)
References 455(20)
Index 475
Prof. Takaji Kokusho is Professor Emeritus at Chuo University since 2015. He obtained his BS and MS degrees from the University of Tokyo, and a MS degree at Duke University, USA. He completed his PhD (Doctor of Engineering) at the University of Tokyo in 1982 on the topic of "Dynamic soil properties and nonlinear seismic response of ground.". Takaji worked at the Central Research Institute of Electric Power Industry (CRIEPI) between 1969 and 1995 as researcher, head, and director of Siting Technology for Earthquake Geotechnology. He wasProfessor at the department of Civil and Environmental Engineering at Chuo University between 1996 and 2015. In this time, he published more than 100 reviewed research papers in national and international journals and conference proceedings, and served as a chairman of Technical Committee No. 4 of ISSMGE (2005-2009), Earthquake Geotechnical Engineering, and Asian Technical Committee ATC3 of ISSMGE (1998-2005), and Geotechnology for Natural Hazards.