ACI 421.2R 10:2010 Edition
$36.56
421.2R-10 Guide to Seismic Design of Punching Shear Reinforcement in Flat Plates
| Published By | Publication Date | Number of Pages |
| ACI | 2010 | 34 |
During an earthquake, the unbalanced moments transferred at flat plate-column connections can produce significant shear stresses that increase the vulnerability of these connections to brittle punching shear failure. This guide provides recommendations for designing flat plate-column connections with sufficient ductility to withstand lateral drift without punching shear failure or loss of moment transfer capacity. This guide treats reinforced concrete flat plates with or without post-tensioning. Keywords: ductility; flat plate; post-tensioning; punching shear; seismic design; shear reinforcement; stud shear reinforcement.
PDF Catalog
| PDF Pages | PDF Title |
|---|---|
| 3 | CONTENTS |
| 4 | CHAPTER 1— INTRODUCTION 1.1— General 1.2—Scope |
| 5 | 1.3—Objective 1.4—Remarks CHAPTER 2— NOTATION AND DEFINITIONS 2.1—Notation |
| 7 | 2.2—Definitions CHAPTER 3— LATERAL STORY DRIFT 3.1— Lateral- force- resisting systems 3.2—Limits on story drift ratio 3.3—Effects of gravity loads on story drift capacity |
| 9 | 3.4—Design recommendations for flat plates with and without shear reinforcement CHAPTER 4— MINIMUM SHEAR AND INTEGRITY REINFORCEMENTS IN FLAT PLATES |
| 10 | CHAPTER 5— ASSESSMENT OF DUCTILITY |
| 11 | CHAPTER 6— UNBALANCED DESIGN MOMENT 6.1—Frame analysis |
| 12 | 6.2—Simplified elastic analysis 6.3—Upper limit for |
| 13 | CHAPTER 7— DESIGN OF SHEAR REINFORCEMENT 7.1— Strength design |
| 14 | 7.2—Summary of design steps 7.3—ACI 318 provisions |
| 15 | CHAPTER 8— POST-TENSIONED FLAT PLATES 8.1— General 8.2—Sign convention 8.3—Post-tensioning effects |
| 17 | 8.4—Effective compressive stress 8.5—Extension of punching shear design procedure to post- tensioned flat plates |
| 18 | 8.6—Research on post-tensioned flat plates |
| 19 | CHAPTER 9— REFERENCES 9.1— Referenced standards and reports 9.2—Cited references |
| 20 | APPENDIX A— VERIFICATION OF PROPOSED MINIMUM AMOUNT OF SHEAR REINFORCEMENT FOR EARTHQUAKE- RESISTANT FLAT PLATE-COLUMN CONNECTIONS APPENDIX B— VERIFICATION OF UPPER LIMIT TO UNBALANCED MOMENT TO BE USED IN PUNCHING SHEAR DESIGN |
| 22 | APPENDIX C— NOTES ON PROPERTIES OF SHEAR- CRITICAL SECTION C.1—Second moments of area |
| 23 | C.2—Equations for γv APPENDIX D— DESIGN EXAMPLES D.1— General |
| 24 | D.2—Example 1: Interior flat plate-column connection |
| 25 | D.3—Example 2: Edge flat plate-column connection |
| 26 | D.4— Example 3: Corner flat plate- column connection |
| 27 | D.5—Example 4: Use of stirrups—Interior flat plate- column connection |
| 28 | D.6—Example 5: Interior flat plate-column connection of Example 1, repeated using SI units |
| 29 | D.7—Post-tensioned flat plate structure |
| 30 | D.8—Example 6: Post-tensioned flat plate connection with interior column |
| 31 | D.9—Example 7: Post-tensioned flat plate connection with edge column |
| 32 | APPENDIX E— CONVERSION FACTORS |
