正版现货新书 波浪、海床和结构物相互作用:模拟、过程及应用(英文版) 9787313197573 郑东生
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作者郑东生
出版社上海交通大学出版社
ISBN9787313197573
出版时间2018-08
装帧精装
开本16开
定价150元
货号1201769012
上书时间2024-09-27
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目录
1 Overview
1.1 Background
1.2 Recent Advances in Theoretical Models for Wave-Seabed Interactions(WSIs)
1.2.1 An Overview of Theoretical Models
1.2.2 Simplified Models
1.2.3 Biots Poro-Elastic Models for Oscillatory Mechanism
1.2.4 Inelastic Models for Residual Mechanism
1.2.5 Poro-Elastoplastic Models
1.2.6 Waves Propagating over a Porous Seabed: Wave Damping and Seepage Flux
1.3 Recent Advances in Wave-Induced Seabed Instability
1.3.1 Shear Failure
1.3.2 Liquefaction
1.4 Recent Advances in Physical Modeling
1.4.1 Wave Flume Experiments
1.4.2 Compressive Tests
1.4.3 Centrifugal Wave Experiment
1.5 Recent Advances in Field Measurements
1.6 Recent Advances in Wave-Seabed-Structure Interactions (WSSIs)
1.6.1 Seawalls
1.6.2 Breakwaters
1.6.3 Pipelines
1.6.4 Other Foundations
1.7 Challenges in Future Studies
2 Basic Seabed Mechanisms
2.1 Introduction
2.2 Wave Models
2.2.1 Linear Wave Model
2.2.2 Fully Non-Linear Wave Models
2.3 Wave-Induced Oscillatory Soil Response
2.3.1 Yamamoto-Madsen Model
2.3.2 Okusa (1985b) Model
2.3.3 Mei-Foda (1981) Model
2.3.4 u-p Approach
2.3.5 u-U Approach
2.3.6 Discussions: Comparisons and Validation of the Models
2.4 Wave-Induced Residual Soil Response
2.4.1 1D Seed-Rahman Model
2.4.2 2D Seed-Rahman Model
2.4.3 Poro-Elastoplastic Seabed Model
2.5 Progressive Nature of Wave-Induced Liquefaction
2.5.1 Two-Layered Fluid Systems
2.5.2 Poro-Elastoplastic Soil Model for Progressive Liquefaction
2.6 Solitary Wave over a Sloping Seabed
2.6.1 Theoretical Model
2.6.2 Comparison with Previous Works
2.6.3 Results and Discussions
2.7 Coupled Model for Wave-Seabed Interactions
3 Soil Response in Marine Sediments under Combined Loading of Waves and Currents
3.1 Introduction
3.2 Flow Models for Wave-Current Interaction
3.2.1 Analytical Solution: Third-Order Approximation of Wave-Current Interactions
3.2.2 Numerical Models of Wave-Current Interactions
3.3 Seabed Model
3.3.1 Boundary Value Problem
3.3.2 Analytical Solutions and Numerical Models
3.3.3 Treatment of Lateral Boundary Conditions
3.4 Discussions
3.4.1 Effects of Currents
3.4.2 Seabed Liquefaction under Combined Wave and Current Loading
4 Integrated Model of Wave-Seabed Interactions around Caisson-Type Breakwaters
4.1 Introduction
4.2 Theoretical Model
4.2.1 Wave Model
4.2.2 Seabed Model
4.2.3 Integration of Wave and Seabed Models
4.3 Validation of the Model
4.3.1 Lus (2005) Experiment: Progressive Waves
4.3.2 Tsai and Lees (1995) Experiment: Standing Wave
4.3.3 Mizutani and Mostafas (1998) Experiment: Submerged Breakwater
4.3.4 Mostafa et al.s (1999) Experiment: Composite Breakwater
4.4 Application 1: Seabed Response around Composite Breakwater under Ocean Wave Loading
4.4.1 Consolidation of Seabed under Composite Breakwater and Static Water Pressure
4.4.2 Dynamic Response of a Seabed
4.4.3 Wave-Induced Momentary Liquefaction
4.5 Application II: Water Waves over Permeable Submerged Breakwaters with Bragg Reflection
4.5.1 Numerical Example Configuration
4.5.2 Comparison with Experiments (Cho et al. 2004)
4.5.3 Pore-Water Pressures
4.5.4 Vertical Effective Stresses
4.5.5 Liquefaction Potential
4.6 Application III: Wave-Induced Dynamic Response in the Vicinity of a
Breakwater on a Sloping Seabed
4.6.1 Wave-Seabed-Breakwater Interactions
4.6.2 Wave-Induced Residual Liquefaction
5 Mechanics of Wave-Seabed-Pipeline Interactions
5.1 Introduction
5.2 Theoretical Formulations
5.2.1 Wave Model
5.2.2 Seabed Model
5.2.3 Integration of Wave and Seabed Models
5.3 Validations of Theoretical Models
5.4 Oscillatory Soil Response around a Fully Buried Pipeline
5.4.1 Oscillatory Soil Response in a Non-Homogeneous Seabed
5.4.2 Internal Stresses of Pipeline
5.4.3 Inertial Effects and Soil-Pipeline Contact Effects
5.4.4 Effects of a Cover Layer
5.5 Residual Soil Response around a Buried Pipeline
5.5.1 Wave-Induced Pore Pressure Build-Up around a Buried Pipeline
5.5.2 Poro-Elastic Seabed Model of Wave-Induced Residual Liquefaction
5.6 Wave-Seabed-Pipeline Interactions in a Trench Layer
5.6.1 Development of Liquefaction Potential
5.6.2 Implementation for Practical Engineers
5.7 Improved Analysis Method for Wave-Induced Pipeline Stability
5.7.1 Physical Phenomena of Pipeline Losing On-Bottom Stability
5.7.2 Criteria for Pipeline On-Bottom Instability
5.7.3 Procedure for Analysis of Wave-Induced Pipeline On-Bottom Stability
5.7.4 Comparison with DNV Recommended Practice
6 Three-Dimensional Model of Wave-Seabed Interactions around Breakwater Heads
6.1 Introduction
6.2 Wave Field around Breakwater Heads
6.2.1 Linear Wave Model
6.2.2 Non-Linear Wave Model
6.3 Seabed Models
6.3.1 Poro-Elastic Models of Oscillatory Soil Response
6.3.2 Poro-Elastic Models of Residual Soil Response
6.3.3 Poro-Elastoplastic Models
6.4 Results and Discussions
6.4.1 Wave Diffraction
6.4.2 Wave Obliquity
6.4.3 Comparison of 1D and 3D Models
6.4.4 Comparison between Poro-Elastic and Poro-Elastoplastic Models
6.5 Wave-Induced Oscillatory Soil Response around Two Breakwaters
7 Seabed Instability around Offshore Wind Turbine Foundations
7.1 Introduction
7.2 Monopile Foundation
7.2.1 Seabed Model
7.2.2 Wave Model
7.2.3 Boundary Conditions
7.2.4 Integrated Process
7.2.5 Discussion: Seabed Response around a Monopile
7.2.6 Discussion: Parametric Studies of Pore Pressure around the Monopile
7.2.7 Discussion: Effect of Wavelength on Pore-Water Pressure around a Monopile
7.2.8 Discussion: Soil Displacements
7.2.9 Discussion: Displacement of the Monopile
7.3 Case Study: Donghai Offshore Wind Farm, Shanghai, China
7.3.1 General Introduction of Donghai Offshore Wind Farm
7.3.2 Characteristics of DH-OWF and Its Engineering Solutions
7.3.3 Foundation of Donghai Offshore Wind Farm
7.3.4 Numerical Model
7.3.5 Discussion：Effects of Wave Parameters on Hydrodynamics
7.3.6 Discussion：Wave―Induced Pore Pressure around HRSF
7.3.7 Discussion：Effects of Wave and Soil Parameters on Soil Response
7.3.8 Discussion：Wave―Induced Liquefaction around HRSF
8 Physical Modelling：One-Dimensional Compressive Tests
8.1 Introduction
8.2 Experimental Facility
8.3 Experiments with a Sandy Deposit
8.3.1 Materials
8.3.2 Experimental Procedure
8.3.3 Comparison with Previous Analytical Solution
8.3.4 Discusslon：Attenuation and Phase Lag of Pore Pressures
8.3.5 Discusslon：Effects of Wave Cycles
8.3.6 Discussion：Efiects of Wave Period and Wave Height
8.3.7 Discussion：Efiects of Relative Density and Saturation
8.3.8 Discussion：Sandy Deposit Liquefaction
8.3.9 Discussion：Variations of Sandy Deposit Height
8.4 Experiments with Sand.Clay Mixtures
8.4.1 Experimental Details
8.4.2 Discussion：Effects of Clay Content(cc)
8.4.3 Discussion：Settlement ofthe Deposit
Appendix A Analytical Solution for a Seabed of Finite Thickness(Hsu&Jeng1994)
Appendix B Derivation of u-p Approximation(Jeng et a1.1 999)
Appendix C Derivation of u-U Approximation(Cha et a1.20 02)
Appendix D Mathematical Derivatio
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