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FEMA P-2139-3: Short-Period Building Collapse Performance and Recommendations for Improving Seismic Design Volume 3 – Study of One-to-Four Story Special Reinforced Masonry Shear Wall Buildings, 2020
- FEMA P-2139-3
- Short-Period Building Collapse Performance and Recommendations for Improving Seismic Design,
Volume 3 – Study of One-to-Four Story Special Reinforced Masonry Shear Wall Buildings
- Foreword
- Preface
- Table of Contents
- List of Figures
- List of Tables
- Chapter 1: Introduction [Go to Page]
- 1.1 Background and Purpose
- 1.2 Approach and Scope
- 1.3 Organization and Content
- Chapter 2: Observed Response and Performance Benchmarks [Go to Page]
- 2.1 Introduction
- 2.2 Observed Damage and Collapse of Modern Short-Period Reinforced Masonry Buildings in Past Earthquakes [Go to Page]
- 2.2.1 Reinforced Masonry Building Damage in the 1987 Whittier Earthquake
- 2.2.2 Reinforced Masonry Building Damage in the 1994 Northridge Earthquake
- 2.2.3 Reinforced Masonry Building Damage in the 2011 Christchurch Earthquake
- 2.3 Observed Performance in Shake-Table Tests
- 2.4 Collapse Failure Modes and Target Collapse Rates of Reinforced Masonry Buildings
- Chapter 3: Development of Building Archetype Configurations and Designs [Go to Page]
- 3.1 Introduction
- 3.2 Factors Influencing Building Performance [Go to Page]
- 3.2.1 Seismic Design Level
- 3.2.2 Occupancy and Architectural Influence on Structure Configuration
- 3.2.3 Reinforced Masonry Design and Construction Practice
- 3.2.4 Site Class and Foundation Systems
- 3.2.5 Architectural and Nonstructural Components
- 3.2.6 Behavior of Reinforced Masonry Walls under Seismic Loads
- 3.3 Building Type Considerations for Development of Archetypes [Go to Page]
- 3.3.1 FEMA Model Building Types
- 3.3.2 Building Occupancy
- 3.3.3 Commercial Buildings (COM)
- 3.3.4 Multi-Family Residential and Hotel Buildings (RES)
- 3.3.5 Retail, Industrial, and Warehouse Buildings (BOX)
- 3.4 Archetype Design Criteria and Configurations [Go to Page]
- 3.4.1 Applicable Codes and Standards
- 3.4.2 Gravity Loads
- 3.4.3 Seismic Loads and Design Criteria
- 3.4.4 Foundation Design Criteria
- 3.4.5 Archetype Height
- 3.5 Commercial Building Archetypes (COM) [Go to Page]
- 3.5.1 Commercial Building Parametric Designs
- 3.6 Multi-Family Residential Archetypes (RES)
- 3.7 Retail, Industrial, and Warehouse Archetypes (BOX)
- Chapter 4: Numerical Modeling for Parametric Studies [Go to Page]
- 4.1 Introduction
- 4.2 Background and Modeling Methods [Go to Page]
- 4.2.1 Behavior of Reinforced Masonry Shear Walls
- 4.2.2 Overview of Modeling Methods
- 4.2.3 Adopted Modeling Approach
- 4.3 Refined Finite-Element Modeling [Go to Page]
- 4.3.1 Overview of Modeling Approach
- 4.3.2 Detailed Modeling of Reinforced Masonry Walls
- 4.3.3 Smeared-Crack Shell Elements
- 4.3.4 Cohesive-Crack Interface Elements
- 4.3.5 Beam Elements for Steel Reinforcement
- 4.3.6 Bond-Slip and Dowel-Action Interface Elements
- 4.3.7 Element Removal Scheme
- 4.3.8 Calibration and Validation with Experimental Data [Go to Page]
- Quasi-Static Wall Segment Tests
- Shake-Table Test of a Two-Story Building
- Shake-Table Test of a Wall Structure to Near Collapse
- 4.4 Overview of Archetypes Considered for Parametric Studies
- 4.5 Refined Finite-Element Models for the Archetypes [Go to Page]
- 4.5.1 Modeling of Horizontal Diaphragms
- 4.5.2 Calibration of Material Models
- 4.5.3 Pushover Analyses of Archetype Models
- 4.5.4 Eigenvalue Analyses of Archetype Models
- 4.5.5 Response-History Analyses of Archetype Models
- 4.6 Simplified Frame Models used for Parametric Studies [Go to Page]
- 4.6.1 Model Description
- 4.6.2 Model Calibration
- 4.6.3 Pushover Analyses of Baseline Models
- 4.6.4 Eigenvalue Analyses of Baseline Models
- 4.7 Overview of Parametric Studies [Go to Page]
- 4.7.1 Baseline Configuration Parametric Study
- 4.7.2 Displacement Capacity Parametric Study
- 4.7.3 Soil-Structure Interaction and Foundation Flexibility Parametric Study [Go to Page]
- Special Modeling for SSI and Foundation Flexibility Analyses
- 4.8 Incremental Dynamic Analyses and Peak Response Values
- Chapter 5: Numerical Results of Parametric Studies [Go to Page]
- 5.1 Introduction
- 5.2 Baseline Configuration Parametric Study [Go to Page]
- 5.2.1 Pushover and Incremental Dynamic Analyses
- 5.2.2 Factors Influencing Probability of Collapse
- 5.3 Displacement Capacity Parametric Study
- 5.4 Soil-Structure Interaction and Foundation Flexibility Parametric Study
- Chapter 6: Findings, Conclusions, and Recommendations [Go to Page]
- 6.1 Introduction
- 6.2 Key Findings of the Parametric Studies [Go to Page]
- 6.2.1 Baseline Configuration Parametric Study
- 6.2.2 Displacement Capacity Parametric Study
- 6.2.3 Soil-Structure Interaction (SSI) and Foundation Flexibility Parametric Study
- 6.3 Conclusions and Recommendations [Go to Page]
- 6.3.1 Comparison with Prior FEMA P-695 Collapse Probability Studies
- 6.3.2 Recommendations for Improved Seismic Design Codes and Standards
- 6.3.3 Recommendations for Advanced Seismic Design and Analysis Practices
- 6.3.4 Recommendations for Enhanced Modeling and Testing
- 6.3.4.1 Recommendations for Modeling
- 6.3.4.2 Recommendations for Experimental Studies
- Appendix A: Archetype Design Criteria and Details [Go to Page]
- A.1 Introduction
- A.2 Design Criteria [Go to Page]
- A.2.1 Codes
- A.2.2 Materials
- A.2.3 Site-Specific Design Criteria
- A.2.4 Gravity Loads
- A.2.5 Design Periods of Vibration
- A.2.6 Seismic Design Criteria
- A.2.7 Archetype Configurations
- A.3 Commercial Buildings (COM) [Go to Page]
- A.3.1 Structural Plans: Commercial Buildings [Go to Page]
- A.3.1.1 Single-Story Commercial Building Plans (COM1, COM4, COM7)
- A.3.1.2 Two-Story Commercial Building Plans (COM2, COM5, COM8)
- A.3.1.3 Four-Story Commercial Building Plans (COM3)
- A.3.1.4 Four-Story Commercial Building Plans (COM6)
- A.3.2 Structural Elevations: Commercial Buildings [Go to Page]
- A.3.2.1 Single-Story Commercial Building Elevations (COM1, COM4, COM7)
- A.3.2.2 Two-Story Commercial Building Elevations (COM2)
- A.3.2.3 Two-Story Commercial Building Elevations (COM5)
- A.3.2.4 Two-Story Commercial Building Elevations (COM8)
- A.3.2.5 Four-Story Commercial Building Elevations (COM3)
- A.3.2.6 Four-Story Commercial Building Elevations (COM6)
- A.3.2.7 Four-Story Commercial Building Elevations (COM9)
- A.3.3 Structural Details: Commercial Buildings [Go to Page]
- A.3.3.1 Foundation Details
- A.3.3.2 Framing Details
- A.4 Multi-Family Residential and Hotel Buildings (RES) [Go to Page]
- A.4.1 Structural Plans: Residential Buildings [Go to Page]
- A.4.1.1 Four-Story Residential Building Plans (RES1, RES2, RES3)
- A.4.2 Structural Elevations: Residential Buildings [Go to Page]
- A.4.2.1 Four-Story Residential Building Elevations (RES1, RES3)
- A.4.2.2 Four-Story Residential Building Elevations (RES 2)
- A.4.3 Structural Details: Residential Buildings [Go to Page]
- A.4.3.1 Foundation Details
- A.4.3.2 Framing Details
- A.5 Retail, Industrial, and Warehouse Buildings (BOX) [Go to Page]
- A.5.1 Structural Plans: Box Buildings [Go to Page]
- A.5.1.1 Building Plans (BOX1, BOX2, BOX3)
- A.5.2 Structural Elevations: Box Buildings [Go to Page]
- A.5.2.1 Building Elevations (BOX1)
- A.5.2.2 Building Elevations (BOX2)
- A.5.2.3 Building Elevations (BOX3)
- A.5.3 Structural Details: Box Buildings [Go to Page]
- A.5.3.1 Foundation Details
- A.5.3.2 Framing Details
- Appendix B: Response-History Analysis Results Obtained with Refined and Simplified Numerical Models [Go to Page]
- B.1 Archetype COM1
- B.2 Archetype COM2
- B.3 Archetype COM3
- B.4 Archetype COM4
- B.5 Archetype COM5
- B.6 Archetype COM6
- Appendix C: Development of Soil Springs, Soil Dampers, and Frequency-Modified Ground Motion Records for the SSI Parametric Study [Go to Page]
- C.1 Introduction
- C.2 Background and Theory [Go to Page]
- C.2.1 Inertial-Interaction Effects
- C.2.2 Kinematic-Interaction Effects
- C.3 Representative Field Sites [Go to Page]
- C.3.1 Soft Site
- C.3.2 Stiff Site
- C.4 Foundation Springs and Dampers [Go to Page]
- C.4.1 Development of the Foundation Impedances
- C.4.2 Spring and Damper Example Calculations
- C.5 Frequency-Modified Ground Motion Records
- Appendix D: Archive of Peak Response Calculations [Go to Page]
- D.1 Peak Response Parameters Archived for Each Model
- References
- Project Participants [Go to Page]
- Charles A. Kircher (Project Technical Director)
- Back Cover [Go to Page]