FEMA P 2012AssessingSeismicPerformanceIrregularities 2018
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FEMA P-2012, Assessing Seismic Performance Irregularities
| Published By | Publication Date | Number of Pages |
| FEMA | 2018 | 366 |
None
PDF Catalog
| PDF Pages | PDF Title |
|---|---|
| 1 | FEMA P-2012 |
| 3 | Assessing Seismic Performance of Buildings with Configuration Irregularities: Calibrating Current Standards and Practices |
| 5 | Foreword |
| 7 | Preface Preface |
| 9 | Table of Contents |
| 15 | List of Figures |
| 27 | List of Tables |
| 31 | Ch1: Introduction 1.1 Background |
| 32 | 1.2 Overview of Irregularities Considered |
| 33 | 1.3 Target Audience 1.4 Content and Organization |
| 35 | Ch2: Overview of Irregularities |
| 36 | 2.1 Literature Search |
| 37 | 2.1.1 Observed Performance of Irregular Buildings 2.1.1.1 Earthquake-Related Fatalities 2.1.1.2 Causes of Structural Collapse Recent U.S. Earthquakes |
| 41 | 1995 Kobe Earthquake |
| 45 | 2010 Maule Earthquake |
| 46 | 2.1.2 Treatment of Configuration Irregularities in Codes and Standards 2.1.2.1 U.S. Codes and Standards |
| 48 | 2.1.2.2 International Codes |
| 49 | 2.1.3 Published Research on Irregularities |
| 53 | 2.2 Performance Concerns for Irregularities and Corresponding Code Requirements |
| 59 | 2.3 Treatment of Irregularities in this Report |
| 61 | Ch3: Archetype Design, Modeling, and Analysis Approach 3.1 Scope of Analytical Studies |
| 64 | 3.2 Archetype Configurations and Designs |
| 65 | 3.2.1 Steel Moment Frame Archetypes |
| 68 | 3.2.2 Reinforced Concrete Moment Frame Archetypes |
| 70 | 3.2.3 Reinforced Concrete Shear Wall Archetypes |
| 72 | 3.3 Structural Modeling of Archetype Buildings |
| 73 | 3.3.1 Steel Moment Frame Archetypes 3.3.1.1 System Modeling |
| 74 | 3.3.1.2 Modeling of Beam and Column Components |
| 76 | 3.3.1.3 Modeling of Joint Panel Zones |
| 77 | 3.3.2 Reinforced Concrete Moment Frame Archetypes 3.3.2.1 System Modeling 3.3.2.2 Modeling of Beam and Column Components |
| 79 | 3.3.2.3 Modeling of Joint Panel Zones |
| 80 | 3.3.3 Reinforced Concrete Shear Wall Archetypes 3.3.3.1 System Modeling |
| 81 | 3.3.3.2 Modeling of Walls using Fiber Elements |
| 82 | 3.3.3.3 Material Constitutive Models for Concrete and Rebar |
| 83 | 3.4 Archetype Analysis Methods |
| 84 | 3.4.1 Overview of FEMA P695 Analysis Methods |
| 85 | 3.4.2 Selection of Ground Motions |
| 86 | 3.4.3 Incremental Dynamic Analysis |
| 88 | 3.4.4 Evaluation of MCER Collapse Performance |
| 89 | 3.4.5 Collapse Evaluation Using Absolute and Relative Measures of Collapse Risk |
| 90 | 3.4.6 Tracking of Non-Collapse Archetype Response Parameters |
| 93 | Ch4: Buildings with Torsional Irregularities [H1, H6] 4.1 Overview 4.2 Objectives of Studies and Summary of Findings |
| 94 | 4.2.1 Objective 1: Evaluate ASCE/SEI 7-16 Torsion Design Provisions 4.2.2 Objective 2: Propose Modifications to the ASCE/SEI 7-16 Seismic Torsion Provisions 4.2.3 Summary of Findings |
| 95 | 4.3 Methodology to Assess Torsion Design Provisions |
| 97 | 4.4 Archetype Design Space 4.4.1 Plan Configurations |
| 100 | 4.4.2 Baseline Archetypes |
| 102 | 4.4.3 Proportioning the Lateral System for Seismic Design |
| 103 | Method 1: Decoupled strength and stiffness Method 2: Coupled strength and stiffness 4.5 Results 4.5.1 Collapse Performance under Current Code Requirements |
| 106 | 4.5.2 Observations about Torsion Design Requirements |
| 107 | 4.5.3 Recommended Minimum Requirements |
| 113 | 4.6 Conclusions and Recommendations |
| 115 | Ch5: Concrete Wall Buildings with Vertical Irregularities [V1, V8] 5.1 Overview and Summary of Findings |
| 116 | 5.2 Design Procedures and Common Irregularities |
| 118 | 5.3 Overview of Archetype Designs |
| 121 | 5.4 Modeling RC Wall Response 5.4.1 Methodology Validation and Comparison Studies |
| 122 | 5.4.2 Non-Simulated Failure Modes |
| 125 | 5.5 Assessment of Collapse Risk 5.5.1 Overview |
| 126 | 5.5.2 Results |
| 131 | 5.6 Conclusions and Recommendations |
| 133 | Ch6: Moment Frame Buildings with Vertical Irregularities [V1, V2, V5, V6, V7] 6.1 Overview |
| 134 | 6.2 Objectives of Studies and Summary of Findings 6.2.1 Objective 1: Assess the Adequacy of ASCE/SEI 7-16 Vertical Irregularity Provisions 6.2.2 Objective 2: Assess the Necessity for Expanding the ASCE/SEI 7-16 Vertical Irregularity Provisions |
| 135 | 6.2.3 Summary of Findings 6.3 Methodology to Assess Vertical Irregularity Design Provisions |
| 136 | 6.4 Archetype Design Space by System 6.5 Studies of Weight (Mass) Irregularity [V2] |
| 137 | 6.5.1 Archetype Descriptions 6.5.2 Results |
| 139 | 6.5.3 Conclusion and Recommendations |
| 140 | 6.6 Studies of Soft- and Weak-Story Irregularities [V1/V5] 6.6.1 Archetype Descriptions |
| 142 | 6.6.2 Results |
| 144 | 6.6.3 Conclusion and Recommendations 6.7 Studies of Strong-Column/Weak-Beam Design Provisions [V6] |
| 145 | 6.7.1 Archetype Descriptions |
| 146 | 6.7.2 Results |
| 149 | 6.7.3 Conclusion and Recommendations 6.8 Studies of Gravity-Induced Lateral Demands [V7] 6.8.1 Previous Studies |
| 150 | 6.8.2 Archetype Descriptions 6.8.3 Results |
| 152 | 6.8.4 Limitations of the GILD Studies |
| 153 | 6.9 Overview of Conclusions and Recommendations |
| 154 | 6.9.1 Weight (Mass) Irregularity [V2] 6.9.2 Soft/Weak Story Irregularity [V1/V5] |
| 155 | 6.9.3 Strong-Column/Weak-Beam [V6] 6.9.4 Gravity-Induced Lateral Demand [V7] |
| 157 | Ch7: Discussion of Other Irregularities [H2, H3, H4, H5, V3, V4, V8] 7.1 Reentrant Corner [H2] Irregularity |
| 161 | 7.2 Diaphragm Discontinuity [H3] Irregularity |
| 163 | 7.3 Out-of-Plane Offset [H4] and In-Plane Discontinuity [V4] Irregularities |
| 164 | 7.3.1 Impact of Out-Of-Plane and In-Plane Discontinuities in RC Wall Buildings |
| 166 | 7.4 Nonparallel System [H5] Irregularity |
| 167 | 7.5 Vertical Geometric [V3] Irregularity 7.6 Wall Discontinuity [V8] Irregularity |
| 168 | 7.6.1 Discontinuities Associated with Initiation or Termination of Stacked Openings in Walls |
| 169 | 7.6.2 Discontinuities Associated with Increased Wall Area to Capture Forces Introduced by New Structural Elements |
| 171 | Ch8: Recommended Improvements 8.1 Codes and Standards 8.1.1 NEHRP Recommended Provisions and ASCE/SEI 7-16 Revised Triggers and Prohibitions |
| 172 | Revised Modeling Requirements |
| 174 | Revised Design Requirements |
| 175 | Improved Commentary and Other Clarifications |
| 176 | 8.1.2 ASCE/SEI 41-17 8.2 Future Studies and Development 8.2.1 Explicit Collapse Assessment Improvements |
| 177 | 8.2.2 Design Sensitivity Studies |
| 178 | 8.2.3 Strong-Column/Weak-Beam Requirements 8.2.4 More Detailed Considerations |
| 181 | AppA: Torsion Studies A.1 Development and Validation of Simplified 3D Models A.1.1 Nonlinear Backbones for Modeling the Seismic-Force-Resisting System |
| 184 | A.1.2 Scaling of Nonlinear Backbones |
| 185 | A.1.3 3D Modeling Approach A.1.4 Validation of Single-Story 3D Models |
| 187 | A.2 Torsional Strength Irregularity |
| 188 | A.3 Importance of Checking Drift and Stability Requirements at the Building’s Edge for Torsionally Irregular Buildings |
| 189 | A.4 Rationale for Triggering Type 1a Torsional Irregularity When >75% of Strength is on One Side of the CM |
| 191 | A.5 Application of 5% Mass Offsets to Simulate Accidental Torsion with Modal Response Spectrum Analysis |
| 193 | A.6 Explanation of Why Some Trends in the Results Plots Double Back on Themselves |
| 195 | AppB: Concrete Wall Studies B.1 Past Investigations of Concrete Walls with Irregularities B.1.1 Damage of Concrete Walls with Irregularities in Past Earthquakes |
| 200 | B.1.2 Quantification of Vertical Discontinuities in Concrete Walls Using Field Data |
| 202 | B.1.3 Laboratory Test Results for Concrete Walls with Vertical Irregularities |
| 204 | B.2 Investigation of Vertical Irregularity Using Nonlinear Continuum Analysis |
| 206 | B.3 RC Wall Building Design Process |
| 207 | B.3.1 Building Prototype |
| 209 | B.3.2 Wall Design |
| 210 | B.3.3 Design of Wall Panel Zone |
| 211 | B.3.4 Design of Coupling Beams |
| 212 | B.3.5 RC Wall Building Design Summaries |
| 216 | B.4 Modeling Wall Response B.4.1 ATENA |
| 218 | B.4.2 OpenSees |
| 222 | B.5 Preliminary Analyses to Investigate Modeling Assumptions and Identify a Preferred Modeling Approach |
| 223 | B.5.1 Modeling Assumptions Employed for OpenSees and ATENA Analyses |
| 224 | B.5.2 Pushover Analyses to Compare OpenSees and ATENA Models |
| 226 | B.5.3 Dynamic Analyses to Compare OpenSees Displacement-Based and Force-Based Beam-Column Element Models |
| 227 | B.5.4 Dynamic Analyses to Compare Models Comprising OpenSees Displacement-Based Beam-Column Elements and SFI-MVLEM |
| 231 | B.5.5 Identification of a Preferred Modeling Approach for Assessing the Impact of Vertical Irregularities on the Collapse Risk Posed by RC Wall Buildings |
| 232 | B.6 Analysis Results |
| 247 | AppC: Steel Moment Frame Studies C.1 Steel Moment Frame Baseline Designs |
| 249 | C.1.1 Low Seismicity Zone (SDC Bmax) – Steel Ordinary Moment Frame Design |
| 251 | C.1.1.1 3-Story OMF Building |
| 253 | C.1.1.2 9-Story OMF Building |
| 256 | C.1.1.3 20-Story OMF Building |
| 258 | C.1.2 High Seismicity Zone (SDC Dmax) – Steel Special Moment Frame Design |
| 261 | C.1.2.1 3-Story SMF Building |
| 262 | C.1.2.2 9-Story SMF Building |
| 265 | C.1.2.3 20-Story SMF Building |
| 271 | C.2 Summary of Steel Moment Frame Results |
| 279 | AppD: Concrete Moment Frame Studies D.1 Concrete Moment Frame Baseline Designs |
| 280 | D.1.1 Low Seismicity Zone (SDC Bmax) – RC Ordinary Moment Frame Design D.1.1.1 4-Story OMF Building |
| 282 | D.1.1.2 8-Story OMF Building D.1.1.3 12-Story OMF Building |
| 285 | D.1.2 High Seismicity Zone (SDC Dmax) – RC Special Moment Frame Design D.1.2.1 4-Story SMF |
| 287 | D.1.2.2 8-Story SMF |
| 289 | D.1.2.3 12-Story SMF |
| 292 | D.1.2.4 20-Story SMF |
| 296 | D.2 Summary of Reinforced Concrete Moment Frame Results |
| 301 | AppE: Results of Quality Control Review E.1 Overview of Quality Control Review E.2 Results from Quality Control Review E.2.1 Torsional Studies |
| 302 | E.2.2 Concrete Shear Wall Studies |
| 303 | E.2.3 Steel Moment Frame Studies |
| 304 | E.2.4 Concrete Moment Frame Studies |
| 307 | AppF: Global Behavior of Buildings with Mass Irregularity [V2] F.1 Background |
| 308 | F.2 Expanded Design Space and Assessment Method F.2.1 Expanded Design Space |
| 313 | F.2.2 Assessment Method for Global Behavior F.3 Findings |
| 315 | F.4 Recommendations |
| 327 | AppG: Story Stiffness and Strength Calculation |
| 328 | G.1 Background |
| 329 | G.2 Calculation of Story Stiffness G.2.1 Simple Hand Calculations and Their Limitations |
| 332 | G.2.2 SEAOC Story Drift Ratio Method |
| 333 | G.2.3 Apparent Story Stiffness Method |
| 334 | G.3 Calculation of Story Strength |
| 335 | G.4 Recommendations G.4.1 Calculation of Story Stiffness G.4.2 Calculation of Story Strength |
| 337 | AppH: Steel Systems Not Specifically Detailed for Seismic Resistance H.1 Background |
| 338 | H.2 Configuration H.3 Proportioning H.3.1 Strong-Column/Weak-Beam Requirement H.3.2 Panel Zone Proportioning |
| 339 | H.3.3 Connection Design Philosophy H.4 Member Local Buckling and Lateral Bracing Requirements |
| 340 | H.5 Less Stringent Material Specifications and Inspection Requirements |
| 341 | Symbols |
| 345 | Glossary Definitions |
| 347 | References |
| 361 | Project Participants FEMA Oversight ATC Management and Oversight Project Technical Committee Project Review Panel |
| 362 | Working Group |
| 363 | Workshop Participants |
| 366 | Catalog No. 18166-1 |
