Barrette Foundations

壁板桩基础

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Author: Lei Guohui
Language: English
ISBN/ISSN: 7030170598
Published on: 2006-01
Hardcover

Barrette Foundations
Although excavated rectangular piles, i. e., barrettes, have been extensivelyused recently, relatively few investigations have been carried out to study thefundamental behaviour of barrettes. The objectives of this book are to improvethe understanding of:l)the ground deformation and soil stress change during theinstallation of a barrette2)the mobilisation behaviour of the shaft resistance of abarrette under vertical loading. These objectives have been achieved by carryingout full-scale field tests, analytical study and three-dimensional numericalmodelling.
A new,simple and explicit plane stress analytical elastic solution was derivedand calculation charts and tables were developed for calculating the horizontalstress changes and displacements caused by the installation of a barrette. It hasbeen shown that for a long and thin barrette,stress relief and stress increase aregenerally induced in the soil around the faces and the ends of the barrette trenchduring the bentonite stage, respectively. The larger the aspect ratio (length towidth) of a barrette,the greater is the magnitude and the more extensive is theinfluence zone of the horizontal stress changes and displacements caused by theinstallation. The maximum horizontal displacement is approximately proportionalto the length of the barrette. The applicability of the proposed two-dimensionalanalytical solution to three-dimensional barrette installation problem wassubsequently examined by using a three-dimensional numerical technique. Inaddition,the loading test on a 40m deep barrette constructed at Kowloon Bay,Hong Kong provided a comprehensive case history of the soil response to barretteinstallation. It has been observed that during installation of the barrette,the totallateral pressure on the sidewalls of the barrette trench was first reduced from thetotal earth pressure at rest to the hydrostatic bentonite pressure and thenincreased to the wet concrete pressure given approximately by a theoreticalbilinear envelope. Also observed are small ground movements.



ABSTRACT
ACKNOWLEDGEMENTS
NOMENCLATURE
1. INTRODUCTION
1.1 OVERVIEW
1.2 BARRETTE
1.3 OBJECTIVES OF THE RESEARCH
1.4 STRUCTURE OF THE BOOK
2. LITERATURE REVIEW
2.1 INTRODUCTION
2.2 BARRETTE INSTALLATION EFFECTS
2.3 BARRETTE LOAD-CARRYING PERFORMANCE
2.4 DESIGN METHODOLOGY OF BARRETTE
2.5 SUMMARY
3. OVERVIEW OF FIELD TESTS ON BARRETTES IN HONG KONG
3.1 INTRODUCTION
3.2 BARRETTE PILING PRACTICE IN HONG KONG
3.3 FIELD TESTED BARRETTES UNDER REVIEW
3.4 SITE LOCATIONS AND GROUND CONDITIONS
3.5 DETAILS OF CONSTRUCTION
3.6 INSTRUMENTATION
3.7 LOADING TEST METHOD
3.8 SUMMARY
4. GROUND CONDITIONS,CONSTRUCTION AND INSTRUMENTATION OF A BARRETTE AT KOWLOOM BAY
4.1 INTRODUCTION
4.2 SITE LOCATION AND GROUND CONDITIOS
4.3 DETAILS OF CONSTRUCTION
4.4 INSTRUMENTATION
4.5 LOADING TEST PROCEDURES
4.6 SUMMARY
5. GROUND DEFORMATION AND STRESS CHANGES DURING THE INSTALLATION OF THE BARRETTE
5.1 INTRODUCTION
5.2 GROUND GEFORMATIONS
5.3 LATERAL PRESSURES ON SIDEWALLS OF THE BARRETTE TRENCH
5.4 DISCUSSION OF SOIL STRAINS
5.5 SUMMARY AND CONCLUSIONS
6. RESULTS OF THE BARRETTE LOADING TEST AT KOWLOON BAY
6.1 INTRODUCTION
6.2 LOAD AND MOVEMENT BEHAVIOUR
6.3 AXIAL LOAD DISTRIBUTION
6.4 MOBILISATION OF SHAFT RESISTANCE
6.5 PORE PRESSURE RESPONSE AT BARRETTE-SOIL INTERFACE
6.6 CHANGES OF LATERAL STRESS AT BARRETTE-SOIL INTERFACE
6.7 SUMMARY AND POSSIBLE EXPLANATION OF BARRETTE-SOIL INTERFACE BEHAVIOUR
6.8 CONCLUSIONS
7. SHAFT RESISTANCE OF BARRETTES IN GRANITIC SAPROLITE
7.1 INTRODUCTION
7.2 LOAD-MOVEMENT RESPONSE AT THE BARRETTE HEAD
7.3 METHODOLOGY OF INTERPRETATION OF THE TEST DATA
7.4 MOBILISATION OF SHAFT RESISTANCE IN GRANITIC SAPROLITE
7.5 MAXIMUM UNIT SHAFT RESISTANCE IN GRANITIC SAPROLITE
7.6 CONSTRUTION EFFECTS ON SHAFT RESISTANCE
7.7 DISCUSSION OF NORMAL STRESS ON BARRETTE-SOIL INTERFACE
7.8 SUMMARY AND CONCLUSIONS
8. AN ANALYTICAL SOLUTION FOR CALCULATING HORIZONTAL STRESS CHANGES AND DISPLACEMENTS AROUND A BARRETTE
8.1 INTRODUCTION
8.2 BACKGROUND
8.3 STRESS BOUNDARY CONDITIONS DURING THE INSTALLATION OF A BARRETTE
8.4 BASIC SIMPLE ELASTIC SOLUTION
8.5 SOLUTION FOR HORIZONTAL STRESS CHANGES AND DISPLACEMENTS AROUND A BARRETTE
8.6 SOLUTION FOR HRIZONTAL STRESS CHANGES AND DISPLACEMENTS AROUND AN EXCAVATED CIRCULAR PILE
8.7 DISTRIBUTIONS OF STRESS CHANGES AROUND BARRETTES
8.8 DISPLACEMENTS AROUND BARRETTES
8.9 DEVELOPMENT OF POTENTIAL YIELDING OF SOILS AROUND A BARRETTE
8.10 PARAMETRIC STUDY
8.11 EXAMPLES
8.12 LIMITATIONS AND APPLICABILITY
8.13 SUMMARY AND CONCLUSIONS
9. APPLICABILITY OF THE ANALYTICAL SOLUTION AND UNEVEN SHAFT RESISTANCE DISTRIBUTION ACROSS A BARRETTE
9.1 INTRODUCTION
9.2 ASSUMPTIONS,CO-ORDINATE SYSTEM AND SIGN CONVENTION
9.3 EFFECT OF MESH REFINEMENT ON THE CALCULATION ACCURACY
9.4 APPLICABILITY OF THE PROPOSED 2-D ANALYTICAL SOLUTION TO 3-D BARRETTE INSTALLATION PROBLEM
9.5 NUMERICAL ANALYSES OF THE BARRETTE AT KOWLOON BAY
9.6 SUMMARY AND CONCLUSIONS
10. APPROXIMATE THREE-DIMENSIONAL ANALYSIS OF RECT-ANGULAR BARRETTE-SOIL-CAP INTERACTION
10.1 INTRODUCTION
10.2 A SINGLE BARRETTE
10.3 A BARRETTE GROUP
10.4 A BARRETTE-SOIL-CAP INTERACTION SYSTEM
10.5 VERIFICATION OF METHOD
10.6 RESULTS OF ANALYSES
10.7 CONCLUSIONS
11. MAJOR CONCLUSIONS AND FURTHER STUDIES
11.1 GROUND DEFORMATION AND STRESS CHANGE DURING A BARRETTE INSTALLATION
11.2 MOBILISATION BEHAVIOUR OF BARRETTE SHAFT RESISTANCE
11.3 FURTHER STUDIES

REFERENCES
APPENDIX A SPECIFIC SURFACE OF A RECTANGULAR BARRETTE AND A CIRCULAR PILE
APPENDIX B RHYSICAL MEANINGS OF KINEMATICS IN CENTRIFUGE MODELLING TECHNIQUE
B.1 INTRODUCTION
B.2 EXPRESSIONS OF GLOBAL VELOCITY AND ACCELERATION
B.3 PHYSICAL MEANINGS IN GLOBAL ACCELERATION EXPRESSION
B.4 PREFERRED DIRECTION OF UNI-AXIAL SHAKING
B.5 EXAMINATION OF SCHOFIELD'S DESCRIPTION OF THE KINEMATICS IN CENTRIFUGE MODELLING
B.6 CONCLUSIONS
APPENDIX C ACTUAL AZIMUTH ANGLE AND DISPLACEMEN INTERPRETED FROM PENDULUM TYPE INCLINOMETER READINGS
C.1 ABSTRACT
C.2 INTRODUCTION
C.3 CONVENTIONAL DATA INTERPRETATION METHOD
C.4 BASIC WORKING PRINCIPLE OF PENDULUM TYPE INCLIONMETER
C.5 ACTUAL AZIMUTH ANGLE AND RESULTANT DISPLACEMENT
C.6 EXPERIMENTAL VERIFICATION
C.7 ERRORS INDUCED IN THE CONVENTIONAL METHOD
C.8 CONCLUSIONS
APPENDIX D STRESS AND DISPLACEMENT AROUND AN ELASTIC ARTIFICIAL RECTANGULAR HOLE
D.1 INTRODUCTION
D.2 BACKGROUND
D.3 CONFORMAL TRANSFORMATION FUNCTION
D.4 STRESS FUNCTIONS
D.5 STRESS AND DISPLACEMENT SOLUTION
D.6 COMPUTATIONAL IMPLEMENTATION OF THE SOLUTION
D.7 VERIFICATION OF THE SOLUTION
D.8 USE OF THE SOLUTION FOR NON-RECTANGULAR HOLES
D.9 CONCLUSIONS
APPENDIX E PROOF OF THE REGION IN WHICH h1(ξ) AND h2(ξ) ARE HOLOMORPHIC AND CONTINUOUS
E.1 INTRODUTION
E.2 FOR THE FUNCTION h1(ξ)
E.3 FOR THE FUNCTION h2(ξ)
APPENDIX F FORTRAN SUBROUTINE FOR A RECTANGULAR HOLE SUBJECTED TO UNIAXIAL STRESS AT INFINITY
APPENDIX G FORTRAN PROGRAM FOR CALCULATING HORIZONTAL STRESS CHANGES AND DISPLACEMENTS AROUND A BARRETTE
APPENDIX H TYPICAL FLAC3D INPUT FILE FOR MODELLING THE EXCAVATION OF A BARRETTE TRENCH
APPENDIX I FLAC3D INPUT FILE FOR MODELLING THE BARRETTE INSTALLATION AND LOAD TESTING AT KOWLOON BAY
APPENDIX J EXPRESSION FOR THE SOIL DISPLACEMENT INFLUENCE FACTOR



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