Investigation of integrated buttress and cross walls to control movements induced by excavation

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研究生：	林孝悦 Aswin Lim
論文名稱：	Investigation of integrated buttress and cross walls to control movements induced by excavation Investigation of integrated buttress and cross walls to control movements induced by excavation
指導教授：	歐章煜 Chang-Yu,Ou
口試委員:	林宏達 Horn-Da,Lin 鄧福宸 Fuchen Teng 謝百鉤 Pio-Go,Hsieh 熊彬成 Bin-Chen,Hsiung 洪瀞 Ching,Hung 歐章煜 Chang-Yu,Ou
學位類別：	博士 Doctor
系所名稱：	工程學院 - 營建工程系 Department of Civil and Construction Engineering
論文出版年：	2018
畢業學年度：	106
語文別：	英文
論文頁數：	288
外文關鍵詞：	Cross Wall, Deformations, Retaining wall, Strut-free system
相關次數：	點閱：329 下載：20
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Besides soil improvement methods, buttress and cross walls could be used as an alternative measure to control excessive deformations induced by deep excavation. In this thesis, three-dimensional finite element analyses were conducted, and well-documented case histories were analyzed to verify the obtained results. Three buttress wall shapes were investigated, such as the common rectangular shape (R-shape), the capital L-letter (L-shape), the combination of the R-shape and L-shape (RL-shape), and the combination of the R-shape and the cross wall (U-shape). Each shape has its own characteristics and the deformations control mechanism were examined properly.
For the R-shape buttress wall, maintaining the buttress wall during excavation was suggested and it could form the integrated retaining system. For the demolished treatment of buttress walls, results showed that the RL-shape yielded a better performance in reducing wall deflections and ground surface settlements compared with the R-shape. Furthermore, for the U-shape wall, the top of the cross wall was located at the final excavation level until a certain depth which can be beneficial to save the construction cost. It was suggested that the normalized cross wall depth ratio (Dcw/He) was 0.15-0.2 to yield an optimum performance. Also, the design of the buttress wall length depends on the target value of the reduction. For 8 m intervals of the U-shape wall, 5 m length of the buttress wall could reduce the wall deflection and the ground settlement around 60%-80%.
Furthermore, the rigid and fixed diaphragm wall strut-free retaining system (RFD system) is a definite advancement of using cross walls, buttress walls, and diaphragm walls as an integrated retaining wall system. It is also a strut-free retaining wall system because no struts should be installed as lateral supports. It is applicable for a large and deep excavation geometry in soft clay. The main characteristics of this system were (1) forming a rigid and fixed retaining system by a series of rib-walls and cross walls. Hence, wall deflections below the final excavation level induced by deep excavation were very small, and (2) forming a rigid retaining wall by buttress walls and the cap-slab. The installation of the buttress wall increased the system stiffness of the RFD system and caused the rigid wall deflection. The system stiffness of the RFD system was a major factor in controlling deformations induced by excavation. In addition, the excavation geometry determined the dimension of each component of the RFD system.

ABSTRACT    I
ACKNOWLEDGMENT    II
TABLE OF CONTENTS    III
LIST OF TABLES    VIII
LIST OF FIGURES    X
CHAPTER 1: INTRODUCTION    1
1    Backgrounds of the research    1
2    Objectives    3
3    Structure of the thesis    3
CHAPTER 2: LITERATURE REVIEW    5
1    Introduction    5
2    Deformation characteristics induced by excavation    5
2.1    Wall deflection    5
2.2    Ground surface settlement    6
2.3    Heave at excavation bottom    9
2.4    Database of excavations worldwide    9
3    Numerical modeling    10
3.1    Two-dimensional simulation and three-dimensional simulation    11
3.2    The diaphragm wall installation modeling    13
3.3    Selection of soil constitutive models    13
4    Current practices of using buttress walls and cross walls in excavations    16
4.1    Buttress walls and cross walls as an auxiliary measure    16
4.2    Buttress walls as a part of a strut-free retaining system    20
5    Others construction technique to construct a strut-free retaining system    21
6    Summary    22
CHAPTER 3: THREE-DIMENSIONAL FINITE ELEMENT ANALYSIS OF EXCAVATIONS    35
1    Introduction    35
2    Material models    35
2.1    The Hardening Soil model for modeling soil    35
2.2    The linear elastic model for modeling structural components    37
2.3    The elastic-plastic model for the soil-structure interface    38
3    Excavation modeling procedure    39
3.1    Initial conditions    39
3.2    Installation of retaining walls    40
3.3    Plastic calculation    44
3.4    Stability calculation (c-phi reduction)    45
3.5    Dewatering and consolidation    45
4    Model geometry, mesh, and boundary condition    45
5    Summary    47
CHAPTER 4: DESIGN CONSIDERATIONS OF BUTTRESS WALLS AS AN AUXILIARY MEASURE    58
1    Introduction    58
2    Finite element analysis program    59
3    The MDR, MSR, and DAR    60
4    Parametric study    61
4.1    Effect of the intervals, locations, and treatments of buttress walls    61
4.2    Effect of buttress walls height    65
4.3    Effect of buttress walls and diaphragm wall thickness    67
4.4    Effect of the fixity of the diaphragm wall toe    68
5    Discontinuity of diaphragm walls    70
6    Discussions    71
7    Verification of the integrated retaining system through the DPB excavation project    75
7.1    Project overview    75
7.2    Three-dimensional finite element analysis of the DPB excavation project        75
7.3    Subsurface soils profile and material parameters of the DPB excavation project    76
7.4    Analysis results and discussions    77
8    Conclusions    79
CHAPTER 5: EVALUATION OF BUTTRESS WALL SHAPES TO LIMIT MOVEMENTS INDUCED BY DEEP EXCAVATION    109
1    Introduction    109
2    Finite element analysis program    110
3    Deformation control mechanism of buttress walls    111
3.1    The R-shape buttress wall    111
3.2    The L-shape buttress wall    114
3.3    The RL-shape buttress wall    116
4    Parametric study    117
4.1    Effect of buttress wall height    117
4.2    Effect of buttress walls shape: R-shape, L-shape, and RL-shape    119
4.3    Effect of area distribution on the vertical and longitudinal parts of L and RL-shapes buttress walls    120
4.4    Effect of the fixity of the diaphragm wall toe for R-shape, L-shape, and RL-shape    121
4.5    Effect of R-shape, L-shape, and RL-shape buttress walls treatment    123
R-shape    123
5    Proposed shape of buttress walls    125
6    Verification of proposed RL-shape buttress walls with the UPIB excavation project    126
6.1    Project overview    126
6.2    Subsurface soils profile and model parameters of the UPIB excavation project        127
6.3    Analysis results and discussions    128
7    Conclusions    129
CHAPTER 6: THE COMPOSITE BUTTRESS-CROSS WALLS AS AN AUXILIARY MEASURE    181
1    Introduction    181
2    Finite element analysis program    182
3    Parametric study    182
3.1    Effect of spacing and treatment of the buttress wall    182
3.2    Effect of buttress wall length    184
3.3    Effect of cross wall depth    185
3.4    Discussions    185
4    Deformation control mechanism of the U-shape wall    188
5    Relationship between maximum ground surface settlement and wall deflection            191
6    Conclusions    193
CHAPTER 7: THE RIGID AND FIXED DIAPHGRAM WALL STRUT-FREE RETAINING SYSTEM    224
1    Introduction    224
2    Characteristics of the RFD system    227
3    Numerical analysis    229
3.1    Model geometry, mesh, and boundary conditions    229
3.2    Soil constitutive model, model parameters, and modeling procedure            231
3.3    Finite element analysis program    233
4    Deformation characteristics of the RFD system    233
4.1    Wall deflections induced by deep excavation    234
4.2    Ground surface settlements induced by deep excavation    236
5    Deformations control mechanism of the RFD system    237
6    Effects of excavation geometry, the cap-slab, and height of diaphragm walls            241
6.1    Effects of excavation geometry    241
6.2    Effects of the cap-slab    242
6.3    Effects of diaphragm wall height    243
7    Conclusions    244
CHAPTER 8: CONCLUSIONS AND FUTURE WORK    267
1    Introduction    267
2    Major conclusions    267
3    Recommendation for future works    275
REFERENCES    277

                                

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