Re-examination of Punching Shear Strength and Deformation Capacity of Corner Slab-Column Connection

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研究生：	Langa Shadrack Dlamini Langa Shadrack Dlamini
論文名稱：	Re-examination of Punching Shear Strength and Deformation Capacity of Corner Slab-Column Connection Re-examination of Punching Shear Strength and Deformation Capacity of Corner Slab-Column Connection
指導教授：	鄭敏元 Min-Yuan Cheng
口試委員:	黃世建 Shyh-Jiann Hwang 邱建國 Chien-Kuo Chiu
學位類別：	碩士 Master
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：	120
中文關鍵詞：	Deformation Capacity 、Corner-Column Connection 、Punching Shear Strength 、Flat Plate 、Yield Line
外文關鍵詞：	Deformation Capacity, Corner-Column Connection, Punching Shear Strength, Flat Plate, Yield Line
相關次數：	點閱：193 下載：3
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Effects of slab flexural reinforcement on the punching shear strength and deformation capacity of corner slab-column connections without shear reinforcement are evaluated in this study. Previous study’s six isolated corner slab-column subassemblages which were tested under combined gravity-type loading and lateral displacement reversals, results are discussed. Results from previous studies indicate that punching shear strength and deformation capacity per ACI 318-14 is not conservative for corner slab-column connections. For connections subjected to gravity-type loads only, a shear strength model considering effects of the equivalent slab top flexural reinforcement ratio and the critical section aspect ratio ( ), which was proposed in previous study, is revisited. For connections subjected to combined gravity-type loads and lateral displacement reversals, the gravity shear ratio determined based on the proposed model improves applicability of the shear decay model per ACI 318-14.

TABLE OF CONTENT

ABSTRACT    i
ACKNOWLEDGEMENT    ii
TABLE OF CONTENTS    iii
LIST OF FIGURES    vi
LIST OF TABLES    viii
NOTATIONS    ix

CHAPTER 1    1
INTRODUCTION    1
1.1    BACKGROUND    1
1.2    RESEARCH OBJECTIVES    3
1.3    ORGANISATION    3
CHAPTER 2    5
LITERATURE REVIEW    5
2.1 INTRODUCTION    5
2.2 CURRENT STUDY TEST RESULTS    5
2.2.1 Test Results from Giduquio (2016)    5
2.3 ACI 318 - 14 DESIGN PROVISIONS    12
2.3.1 Punching Shear Capacity     12
2.3.2 ACI 318-14    13
2.3.3 Deformation Capacity    14
2.3.4 Punching Shear Demand    15
2.4 ACI 421 DESIGN PROVISIONS    16
2.4.1 Punching Shear Force (Demand)    16
2.4.2 Punching Shear Strength (Capacity)    18
2.5 CONNECTION DISPLACEMENT CAPACITY    18
2.6 OTHER PUNCHING SHAER STRENGHT MODELS    21
2.6.1 Eurocode 2 (2004)    21
2.6.2 FIB Model Code 2010    24
2.7 CORNER CONNECTIONS TESTS FOR SLAB-COLUMN    27
2.7.1 Zaghlool and de Paiva (1970)    27
2.7.2 Walker and Regan (1987)    28
2.7.3 Desayi and Seshadri (1997)    29
2.7.4 Agudela et. al. (2003)    30
CHAPTER 3    33
YIELD LINE THEORY    33
3.1 INTRODUCTION    33
3.2 THE UPPER AND THE LOWER BOUND THEOREMS    33
3.3 YIELD LINE PATTERN    37
3.3.1 Yield Line    37
3.3.2 One Way Slab    38
3.3.4 Two-Way Slab    39
3.4 YIELD LINE PATTERN USING SAFE    42
3.4.1 Analysis Results    42
3.5 NOMINAL MOMENT ALONG YIELD LINE    47
3.6 METHODS OF ANALYSIS (Virtual Work Method)    48
CHAPTER 4    51
ANALYSIS OF EXPERIMENTAL RESULTS    51
4.1 INTRODUCTION    51
4.2 PUNCHING SHEAR STRENGTH    51
4.2.1 Database    51
4.3 EVALUATION    55
4.3.1 ACI 318-14    55
4.3.2 ACI 421    62
4.3.3 Eurocode 2 (2004)    67
4.3.4 Fib Model Code 2010    71
4.4 MODEL PROPOSED GIDUQUIO (GIDUQUIO, 2016) FOR CORNER SLAB-COLUMN CONNECTION UNDER GRAVITY-TYPE LOADING PUNCHING SHEAR STRENGTH    76
4.5 LATERAL DISPLACEMENT CAPACITY OF CORNER SLAB-COLUMN CONNECTIONS    85


CHAPTER 5    87
CONCLUSION    87

REFERENCES    88
APPENDIX    101








 
LIST OF FIGURES

CHAPTER 1
Fig. 1.1  - Flat Plate Structure    1
Fig. 1.2 - Schematic View of Slab-Column Connections    2

CHAPTER 2
Fig.2.1 – Slab Flexural Reinforcement Layout    7
Fig.2.2 - Experimental Setup    8
Fig. 2.3 – Specimen Lateral Load – Drift Relationship    9
Fig. 2.4 – Specimen Connection Shear History    10
Fig. 2.5 - Punching Shear Strength Evaluation per ACI 318-14  (Giduquio, 2016)    11
Fig. 2.6 - Section Through Column    14
Fig. 2.7 – Drift Ratio vs. Gravity Shear Ratio Interaction Diagram    16
Fig.2.8 – Critical Section per ACI 318-14    16
Fig. 2. 9 – Punching Shear Stress Distribution due to Combined Gravity Load and Biaxial Unbalanced Moment    17
Fig. 2.10 - Coordinates of Endpoints of Line AB      19
Fig. 2. 11- Shear-Drift Model by Luo and Durrani (1995)    20
Fig. 2.12 - Shear-Drift Model by Hueste and Wight (1995)    20
Fig. 2. 13 – Shear Drift Interaction Diagram per Joint ACI- ASCE Committee 421 (2010)      21
Fig. 2. 14 - Critical Section for Punching Shear per EC2 (2004)    22
Fig. 2.15 - Corner Connection basic perimeter for Punching Shear per EC2 (2004)    23
Fig. 2.16 - Reduced Basic Control Perimeter per EC2 (2004)    24
Fig. 2.17 - Basic Control Perimeter per fib Model Code (2010)    25
Fig. 2.18- Reduced Basic Control Perimeter per fib Model Code (2010)    26
Fig. 2.19 - Resultant of Shear Forces Location per fib Model Code (2010)    26
Fig. 2.20 - Single Panel Flat Plate Specimen by Zaghlool et al. (1970)    28
Fig. 2.21 - Single Panel Flat Plate Specimen by Walker and Regan (1987)    30
Fig. 2.22 - Single Panel Flat Plate Specimen by Desayi and Seshadri (1997)    31
Fig. 2.23 - Single Panel Flat Plate Specimen by Agudela (2003) …….        ………  32

 
CHAPTER 3
Fig. 3.1 - Fixed-Supported Beam Example    34
Fig. 3.2 - Fixed-Supported Beam Example    36
Fig. 3.3 -  Plastic Hinges Development on Structure Elements    38
Fig. 3.4 – Yield Line Pattern of a One-Way Slab    39
Fig. 3.5 -  Yield Line Formation on a Particular Slab    40
Fig. 3.6 - Failure Mechanism of a Two-Way Slab    41
Fig. 3.7 - Possible Yield Line Pattern of a Two-Way Slab    41
Fig. 3.8 - Experimental Setup (Experimental Photo)    43
Fig. 3.9 - Structure Model    44
Fig. 3. 10 - Maximum Deflection of Slab    44
Fig. 3.11 - Maximum Stress on Bottom Face of Slab    45
Fig. 3.12 - Crack Width of the Slab    46
Fig. 3.13 – Assumed Yield-Line Pattern    47
Fig. 3.14 - Reinforcement Pattern    47
Fig. 3.15 - Moment at an Element    48


CHAPTER 4
Fig. 4.1 – Points of Interests for a Corner Slab-Column Connection (Giduquio, 2016)    55
Fig. 4.2 – Punching Shear Strength Evaluation per ACI 318-14 Considering Uniaxial Moment Transfer    57
Fig. 4. 3 – Punching Shear Strength Evaluation per ACI 318-14 Considering Biaxial Moment Transfer    57
Fig. 4.4 – Punching Shear Strength Evaluation per ACI 421    62
Fig. 4.5 - Punching Shear Strength Evaluation per Eurocode 2.    70
Fig. 4.6 – Punching Shear Strength Evaluation per fib Model Code 2010.    71
Fig. 4.7 – Evaluation of Connection Shear – Unbalanced Moment Interaction    80
Fig. 4.8 – Effect of  Ratio on Connection Shear Strength (By Giduquio)    81
Fig. 4.9 – Proposed Punching Shear Evaluation (Revised)    81
Fig. 4.10 – Proposed Punching Shear Evaluation    82
Fig. 4.11 - Specimen Drift Capacity    86




LIST OF TABLES

CHAPTER 2
Table 2.1 – Specimen Test Parameters and Experimental Results    6
Table 2.2 – Values of k for rectangular columns as per the EC2.    24

CHAPTER 4
Table 4.1 Database of Corner Slab-Column Connection Subjected to Gravity-Type Load    53
Table 4.2 – Parameters for Punching Shear Strength Evaluation per ACI 318-14    58
Table 4.3 – Punching Shear Strength Evaluation per ACI 318–14    60
Table 4.4 – Parameters for Punching Shear Strength Evaluation per ACI 421 (2008, 2010)    63
Table 4.5 – Punching Shear Strength Evaluation per ACI 421 (2008, 2010)    65
Table 4.6 – Punching Shear Strength Evaluation per EC2 (2004)    68
Table 4.6 – Punching Shear Strength Evaluation per EC2 (2004) (Continue)    69
Table 4.7 – Parameters for Punching Shear Strength Evaluation per fib Model Code (2010)    72
Table 4.8 – Punching Shear Strength Evaluation per fib Model Code (2010)    74
Table 4.9 – Influence of Moment on the Connection Shear    79
Table 4.10 – Punching Shear Strength Evaluation using the Proposed Punching Shear Strength Model    83
Table 4.11– Drift Capacity of Corner Slab - Column Connections by Giduquio 2016    85



                                

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