0<\/p>\n
| PDF Pages<\/th>\n | PDF Title<\/th>\n<\/tr>\n | ||||||
|---|---|---|---|---|---|---|---|
| 3<\/td>\n | Preface <\/td>\n<\/tr>\n | ||||||
| 5<\/td>\n | Table of Contents <\/td>\n<\/tr>\n | ||||||
| 9<\/td>\n | List of Figures <\/td>\n<\/tr>\n | ||||||
| 13<\/td>\n | List of Tables <\/td>\n<\/tr>\n | ||||||
| 15<\/td>\n | Prologue What have we learned? <\/td>\n<\/tr>\n | ||||||
| 16<\/td>\n | What does it mean? <\/td>\n<\/tr>\n | ||||||
| 19<\/td>\n | 1. Introduction 1.1 Purpose And Scope 1.2 Materials Working Group 1.2.1 Tests and Investigations 1.2.2 Component Behavior and Modeling <\/td>\n<\/tr>\n | ||||||
| 20<\/td>\n | Figure 1 1 Component Force-Deformation Relationships 1.2.3 Repair Techniques <\/td>\n<\/tr>\n | ||||||
| 21<\/td>\n | Figure 1 2 Generalized Undamaged and Damaged Component Curves 1.3 Analysis Working Group <\/td>\n<\/tr>\n | ||||||
| 22<\/td>\n | Figure 1 3 Effect of Damage on Building Response 1.4 References <\/td>\n<\/tr>\n | ||||||
| 23<\/td>\n | Figure 1 4 Global Load-Displacement Relationships <\/td>\n<\/tr>\n | ||||||
| 25<\/td>\n | 2. Reinforced Concrete Components 2.1 Commentary and Discussion 2.1.1 Development of Component Guides and l Factors <\/td>\n<\/tr>\n | ||||||
| 26<\/td>\n | Figure 2 1 Diagram of process used to develop component guides and component modification factors. <\/td>\n<\/tr>\n | ||||||
| 27<\/td>\n | Table 2 1 Ranges of reinforced concrete component displacement ductility, mD, associated with dam… <\/td>\n<\/tr>\n | ||||||
| 28<\/td>\n | 2.2 Typical Force-Displacement Hysteretic Behavior <\/td>\n<\/tr>\n | ||||||
| 46<\/td>\n | 2.3 Tabular Bibliography <\/td>\n<\/tr>\n | ||||||
| 47<\/td>\n | Table 2 2 Key References on Reinforced Concrete Wall Behavior. <\/td>\n<\/tr>\n | ||||||
| 51<\/td>\n | 2.4 Symbols for Reinforced Concrete <\/td>\n<\/tr>\n | ||||||
| 53<\/td>\n | 2.5 References for Reinforced Concrete <\/td>\n<\/tr>\n | ||||||
| 57<\/td>\n | 3. Reinforced Masonry 3.1 Commentary and Discussion 3.1.1 Typical Hysteretic Behavior 3.1.2 Cracking and Damage Severity <\/td>\n<\/tr>\n | ||||||
| 58<\/td>\n | Table 3 1 Damage Patterns and Hysteretic Response for Reinforced Masonry Components <\/td>\n<\/tr>\n | ||||||
| 64<\/td>\n | 3.1.3 Interpretation of Tests 3.2 Tabular Bibliography for Reinforced Masonry <\/td>\n<\/tr>\n | ||||||
| 65<\/td>\n | Table 3 2 Ranges of reinforced masonry component displacement ductility, mD, associated with dama… <\/td>\n<\/tr>\n | ||||||
| 66<\/td>\n | Table 3 3 Annotated Bibliography for Reinforced Masonry <\/td>\n<\/tr>\n | ||||||
| 71<\/td>\n | 3.3 Symbols for Reinforced Masonry <\/td>\n<\/tr>\n | ||||||
| 72<\/td>\n | 3.4 References for Reinforced Masonry <\/td>\n<\/tr>\n | ||||||
| 77<\/td>\n | 4. Unreinforced Masonry 4.1 Commentary and Discussion 4.1.1 Hysteretic Behavior of URM Walls Subjected to In-Plane Demands <\/td>\n<\/tr>\n | ||||||
| 90<\/td>\n | 4.1.2 Comments on FEMA 273 Component Force\/Displacement Relationships <\/td>\n<\/tr>\n | ||||||
| 91<\/td>\n | Figure 4 1 Bed-joint sliding force\/displacement relationship <\/td>\n<\/tr>\n | ||||||
| 92<\/td>\n | Figure 4 2 Relationship Between Toe Crushing and Bed-Joint Sliding <\/td>\n<\/tr>\n | ||||||
| 93<\/td>\n | 4.1.3 Development of l-factors <\/td>\n<\/tr>\n | ||||||
| 94<\/td>\n | Figure 4 3 Developing the initial portion of the damaged force\/displacement relationship <\/td>\n<\/tr>\n | ||||||
| 95<\/td>\n | 4.2 Tabular Bibliography for Unreinforced Masonry <\/td>\n<\/tr>\n | ||||||
| 98<\/td>\n | 4.3 Symbols for Unreinforced Masonry <\/td>\n<\/tr>\n | ||||||
| 99<\/td>\n | 4.4 References for Unreinforced Masonry <\/td>\n<\/tr>\n | ||||||
| 103<\/td>\n | 5. Infilled Frames 5.1 Commentary And Discussion 5.1.1 Development of l-Factors for Component Guides 5.1.2 Development of Stiffness Deterioration\u2014lK <\/td>\n<\/tr>\n | ||||||
| 104<\/td>\n | 5.1.3 The Determination of lQ for Strength Deterioration <\/td>\n<\/tr>\n | ||||||
| 105<\/td>\n | 5.1.4 Development of lD\u2014Reduction in Displacement Capability <\/td>\n<\/tr>\n | ||||||
| 106<\/td>\n | Figure 5 1 Energy-based damage analysis of strength reduction to define lQ <\/td>\n<\/tr>\n | ||||||
| 107<\/td>\n | 5.2 Tabular Bibliography for Infilled Frames Table 5 1 Tabular Bibliography for Infilled Frames <\/td>\n<\/tr>\n | ||||||
| 109<\/td>\n | 5.3 References for Infilled Frames <\/td>\n<\/tr>\n | ||||||
| 113<\/td>\n | 6. Analytical Studies 6.1 Overview 6.2 Summary of Previous Findings 6.2.1 Hysteresis Models <\/td>\n<\/tr>\n | ||||||
| 115<\/td>\n | Figure 6 1 Effect of Hysteretic Properties on Response to 1940 NS El Centro Record (from Nakamura… <\/td>\n<\/tr>\n | ||||||
| 116<\/td>\n | 6.2.2 Effect of Ground Motion Duration 6.2.3 Residual Displacement 6.2.4 Repeated Loading <\/td>\n<\/tr>\n | ||||||
| 117<\/td>\n | 6.3 Dynamic Analysis Framework 6.3.1 Overview 6.3.2 Dynamic Analysis Approach <\/td>\n<\/tr>\n | ||||||
| 118<\/td>\n | 6.3.3 Ground Motions <\/td>\n<\/tr>\n | ||||||
| 119<\/td>\n | Table 6 1 Recorded Ground Motions Used in the Analyses <\/td>\n<\/tr>\n | ||||||
| 120<\/td>\n | Figure 6 2 Characteristics of the WN87MWLN.090 (Mount Wilson) Ground Motion <\/td>\n<\/tr>\n | ||||||
| 121<\/td>\n | Figure 6 3 Characteristics of the BB92CIVC.360 (Big Bear) Ground Motion <\/td>\n<\/tr>\n | ||||||
| 122<\/td>\n | Figure 6 4 Characteristics of the SP88GUKA.360 (Spitak) Ground Motion <\/td>\n<\/tr>\n | ||||||
| 123<\/td>\n | Figure 6 5 Characteristics of the LP89CORR.090 (Corralitos) Ground Motion <\/td>\n<\/tr>\n | ||||||
| 124<\/td>\n | Figure 6 6 Characteristics of the NR94CENT.360 (Century City) Ground Motion <\/td>\n<\/tr>\n | ||||||
| 125<\/td>\n | Figure 6 7 Characteristics of the IV79ARY7.140 (Imperial Valley Array) Ground Motion <\/td>\n<\/tr>\n | ||||||
| 126<\/td>\n | Figure 6 8 Characteristics of the CH85LLEO.010 (Llolleo) Ground Motion <\/td>\n<\/tr>\n | ||||||
| 127<\/td>\n | Figure 6 9 Characteristics of the CH85VALP.070 (Valparaiso University) Ground Motion <\/td>\n<\/tr>\n | ||||||
| 128<\/td>\n | Figure 6 10 Characteristics of the IV40ELCN.180 (El Centro) Ground Motion <\/td>\n<\/tr>\n | ||||||
| 129<\/td>\n | Figure 6 11 Characteristics of the TB78TABS.344 (Tabas) Ground Motion <\/td>\n<\/tr>\n | ||||||
| 130<\/td>\n | Figure 6 12 Characteristics of the LN92JOSH.360 (Joshua Tree) Ground Motion <\/td>\n<\/tr>\n | ||||||
| 131<\/td>\n | Figure 6 13 Characteristics of the MX85SCT1.270 (Mexico City) Ground Motion <\/td>\n<\/tr>\n | ||||||
| 132<\/td>\n | Figure 6 14 Characteristics of the LN92LUCN.250 (Lucerne) Ground Motion <\/td>\n<\/tr>\n | ||||||
| 133<\/td>\n | Figure 6 15 Characteristics of the IV79BRWY.315 (Brawley Airport) Ground Motion <\/td>\n<\/tr>\n | ||||||
| 134<\/td>\n | Figure 6 16 Characteristics of the LP89SARA.360 (Saratoga) Ground Motion <\/td>\n<\/tr>\n | ||||||
| 135<\/td>\n | Figure 6 17 Characteristics of the NR94NWHL.360 (Newhall) Ground Motion <\/td>\n<\/tr>\n | ||||||
| 136<\/td>\n | Figure 6 18 Characteristics of the NR94SYLH.090 (Sylmar Hospital) Ground Motion <\/td>\n<\/tr>\n | ||||||
| 137<\/td>\n | Figure 6 19 Characteristics of the KO95TTRI.360 (Takatori) Ground Motion <\/td>\n<\/tr>\n | ||||||
| 138<\/td>\n | 6.3.4 Force\/Displacement Models Figure 6 20 Force-Displacement Hysteretic Models <\/td>\n<\/tr>\n | ||||||
| 139<\/td>\n | Figure 6 21 Degrading Models Used in the Analyses <\/td>\n<\/tr>\n | ||||||
| 140<\/td>\n | Figure 6 22 Bilinear Model Used to Determine Strengths of Degrading Models Figure 6 23 Specification of the Pinching Point for the Takeda Pinching Model 6.3.5 Undamaged Oscillator Parameters <\/td>\n<\/tr>\n | ||||||
| 141<\/td>\n | Figure 6 24 Specification of the Uncracked Stiffness, Cracking Strength, and Unloading Stiffness … 6.3.6 Damaged Oscillator Parameters Figure 6 25 Construction of Initial Force-Displacement Response for Prior Ductility Demand > 0 an… <\/td>\n<\/tr>\n | ||||||
| 142<\/td>\n | Figure 6 26 Construction of Initial Force-Displacement Response for PDD> 0 and RSR< 1 for Takeda5… <\/td>\n<\/tr>\n | ||||||
| 143<\/td>\n | Figure 6 27 Strength Degradation for Takeda Pinching Model 6.3.7 Summary of Dynamic Analysis Parameters <\/td>\n<\/tr>\n | ||||||
| 144<\/td>\n | Figure 6 28 Construction of Initial Force-Displacement Response for PDD> 0 and RSR< 1 for Takeda … 6.3.8 Implementation of Analyses 6.4 Results Of Dynamic Analyses 6.4.1 Overview and Nomenclature <\/td>\n<\/tr>\n | ||||||
| 145<\/td>\n | 6.4.2 Response of Bilinear Models 6.4.3 Response of Takeda Models <\/td>\n<\/tr>\n | ||||||
| 146<\/td>\n | Figure 6 29 Response of Bilinear Oscillators to Short Duration Records (DDD= 8) <\/td>\n<\/tr>\n | ||||||
| 147<\/td>\n | Figure 6 30 Response of Bilinear Oscillators to Long Duration Records (DDD= 8) <\/td>\n<\/tr>\n | ||||||
| 148<\/td>\n | Figure 6 31 Response of Bilinear Oscillators to Forward Directive Records (DDD= 8) <\/td>\n<\/tr>\n | ||||||
| 149<\/td>\n | Figure 6 32 Displacement Response of Takeda Models Compared with Elastic Response and Bilinear Re… <\/td>\n<\/tr>\n | ||||||
| 150<\/td>\n | Figure 6 33 Displacement Response of Takeda Models Compared with Elastic Response and Bilinear Re… <\/td>\n<\/tr>\n | ||||||
| 151<\/td>\n | Figure 6 34 Displacement Response of Takeda Models Compared with Elastic Response and Bilinear Re… <\/td>\n<\/tr>\n | ||||||
| 153<\/td>\n | Figure 6 35 Effect of Cracking Without and With Strength Reduction on Displacement Response of Ta… <\/td>\n<\/tr>\n | ||||||
| 154<\/td>\n | Figure 6 36 Effect of Cracking Without and With Strength Reduction on Displacement Response of Ta… <\/td>\n<\/tr>\n | ||||||
| 155<\/td>\n | Figure 6 37 Effect of Cracking Without and With Strength Reduction on Displacement Response of Ta… <\/td>\n<\/tr>\n | ||||||
| 156<\/td>\n | Figure 6 38 Effect of Large Prior Ductility Demand Without and With Strength Reduction on Displac… <\/td>\n<\/tr>\n | ||||||
| 157<\/td>\n | Figure 6 39 Effect of Large Prior Ductility Demand Without and With Strength Reduction on Displac… <\/td>\n<\/tr>\n | ||||||
| 158<\/td>\n | Figure 6 40 Effect of Large Prior Ductility Demand Without and With Strength Reduction on Displac… <\/td>\n<\/tr>\n | ||||||
| 159<\/td>\n | Figure 6 41 Effect of Damage on Response to El Centro (IV40ELCN.180) for Takeda5, T=0.2 sec (DDD= 8) <\/td>\n<\/tr>\n | ||||||
| 160<\/td>\n | Figure 6 42 Effect of Damage on Response to El Centro (IV40ELCN.180) for Takeda5, T=0.5 sec (DDD= 8) <\/td>\n<\/tr>\n | ||||||
| 161<\/td>\n | Figure 6 43 Effect of Damage on Response to El Centro (IV40ELCN.180) for Takeda5, T=1.0 sec (DDD= 8) <\/td>\n<\/tr>\n | ||||||
| 162<\/td>\n | Figure 6 44 Effect of Damage on Response to El Centro (IV40ELCN.180) for Takeda5, T=1.5 sec (DDD= 8) <\/td>\n<\/tr>\n | ||||||
| 163<\/td>\n | Figure 6 45 Effect of Damage on Response to El Centro (IV40ELCN.180) for Takeda5, T=2.0 sec (DDD= 8) <\/td>\n<\/tr>\n | ||||||
| 164<\/td>\n | Figure 6 46 Effect of Large Prior Ductility Demand Without and With Strength Reduction on Displac… <\/td>\n<\/tr>\n | ||||||
| 165<\/td>\n | Figure 6 47 Effect of Large Prior Ductility Demand Without and With Strength Reduction on Displac… <\/td>\n<\/tr>\n | ||||||
| 166<\/td>\n | Figure 6 48 Effect of Large Prior Ductility Demand Without and With Strength Reduction on Displac… <\/td>\n<\/tr>\n | ||||||
| 167<\/td>\n | Figure 6 49 Effect of Damage on Response of TakPinch Model to El Centro (IV40ELCN.180) for T=1.0 … <\/td>\n<\/tr>\n | ||||||
| 168<\/td>\n | Figure 6 50 Effect of Damage on Response of TakPinch Model to El Centro (IV40ELCN.180) for T=1.0 … <\/td>\n<\/tr>\n | ||||||
| 169<\/td>\n | 6.4.4 Response Statistics Figure 6 51 Effect of Cracking on Displacement Response of Takeda10 Model for Short Duration Reco… <\/td>\n<\/tr>\n | ||||||
| 170<\/td>\n | Figure 6 52 Effect of Cracking on Displacement Response of Takeda10 Model for Long-Duration Recor… Figure 6 53 Effect of Cracking on Displacement Response of Takeda10 Model for Forward Directive R… <\/td>\n<\/tr>\n | ||||||
| 171<\/td>\n | Figure 6 54 Effect of Damage on Response of Takeda10 Model to El Centro (IV40ELCN.180) for T=1.0 … <\/td>\n<\/tr>\n | ||||||
| 173<\/td>\n | 6.5 Nonlinear Static Procedures 6.5.1 Introduction <\/td>\n<\/tr>\n | ||||||
| 174<\/td>\n | 6.5.2 Description of Nonlinear Static Procedures <\/td>\n<\/tr>\n | ||||||
| 175<\/td>\n | Figure 6 58 Construction of Effective Stiffness for use with the Displacement Coefficient Method <\/td>\n<\/tr>\n | ||||||
| 176<\/td>\n | Figure 6 59 Initial Effective Stiffness and Capacity Curves Used in the Secant and Capacity Spect… Figure 6 60 Schematic Depiction of Secant Method Displacement Estimation <\/td>\n<\/tr>\n | ||||||
| 177<\/td>\n | Figure 6 61 Schematic Depiction of Successive Iterations to Estimate Displacement Response Using … 6.5.3 Comments on Procedures Figure 6 62 Schematic Depiction of Successive Iterations to Estimate Displacement Response Using … <\/td>\n<\/tr>\n | ||||||
| 178<\/td>\n | 6.5.4 Application of Procedures to Undamaged and Damaged Oscillators 6.6 Comparison of NSP and Dynamic Analysis Results 6.6.1 Introduction 6.6.2 Displacement Estimation <\/td>\n<\/tr>\n | ||||||
| 179<\/td>\n | 6.6.3 Displacement Ratio Estimation <\/td>\n<\/tr>\n | ||||||
| 180<\/td>\n | Figure 6 63 Values of dd,NSP\/dd for the Takeda5 Model <\/td>\n<\/tr>\n | ||||||
| 181<\/td>\n | Figure 6 64 Mean values of dd,NSP \/dd for all ground motions for each NSP method, for short and l… Figure 6 65 Coefficient Method Estimates of Ratio of Damaged and Undamaged Oscillator Displacemen… <\/td>\n<\/tr>\n | ||||||
| 182<\/td>\n | Figure 6 66 Coefficient Method Estimates of Ratio of Damaged and Undamaged Oscillator Displacemen… Figure 6 67 Coefficient Method Estimates of Ratio of Damaged and Undamaged Oscillator Displacemen… <\/td>\n<\/tr>\n | ||||||
| 183<\/td>\n | Figure 6 68 Secant Method Estimates of Ratio of Damaged and Undamaged Oscillator Displacement Nor… Figure 6 69 Secant Method Estimates of Ratio of Damaged and Undamaged Oscillator Displacement Nor… <\/td>\n<\/tr>\n | ||||||
| 184<\/td>\n | Figure 6 70 Secant Method Estimates of Ratio of Damaged and Undamaged Oscillator Displacement Nor… Figure 6 71 Capacity Spectrum Method Estimates of Ratio of Damaged and Undamaged Oscillator Displ… <\/td>\n<\/tr>\n | ||||||
| 185<\/td>\n | Figure 6 72 Capacity Spectrum Method Estimates of Ratio of Damaged and Undamaged Oscillator Displ… Figure 6 73 Capacity Spectrum Method Estimates of Ratio of Damaged and Undamaged Oscillator Displ… <\/td>\n<\/tr>\n | ||||||
| 186<\/td>\n | Figure 6 74 Coefficient Method Estimates of Displacement Ratio of RSR=0.6 and RSR=1.0 Takeda5 Osc… <\/td>\n<\/tr>\n | ||||||
| 187<\/td>\n | Figure 6 75 Coefficient Method Estimates of Displacement Ratio of RSR=0.6 and RSR=1.0 Takeda5 Osc… <\/td>\n<\/tr>\n | ||||||
| 188<\/td>\n | Figure 6 76 Coefficient Method Estimates of Displacement Ratio of RSR=0.6 and RSR=1.0 Takeda5 Osc… <\/td>\n<\/tr>\n | ||||||
| 189<\/td>\n | Figure 6 77 Secant Method Estimates of Displacement Ratio of RSR=0.6 and RSR=1.0 Takeda5 Oscillat… <\/td>\n<\/tr>\n | ||||||
| 190<\/td>\n | Figure 6 78 Secant Method Estimates of Displacement Ratio of RSR=0.6 and RSR=1.0 Takeda5 Oscillat… <\/td>\n<\/tr>\n | ||||||
| 191<\/td>\n | Figure 6 79 Secant Method Estimates of Displacement Ratio of RSR=0.6 and RSR=1.0 Takeda5 Oscillat… <\/td>\n<\/tr>\n | ||||||
| 192<\/td>\n | Figure 6 80 Capacity Spectrum Method Estimates of Displacement Ratio of RSR=0.6 and RSR=1.0 Taked… <\/td>\n<\/tr>\n | ||||||
| 193<\/td>\n | Figure 6 81 Capacity Spectrum Method Estimates of Displacement Ratio of RSR=0.6 and RSR=1.0 Taked… <\/td>\n<\/tr>\n | ||||||
| 194<\/td>\n | Figure 6 82 Capacity Spectrum Method Estimates of Displacement Ratio of RSR=0.6 and RSR=1.0 Taked… <\/td>\n<\/tr>\n | ||||||
| 195<\/td>\n | 6.7 Conclusions and Implications <\/td>\n<\/tr>\n | ||||||
| 196<\/td>\n | 6.8 References <\/td>\n<\/tr>\n | ||||||
| 199<\/td>\n | 7. Example Application 7.1 Introduction 7.1.1 Objectives 7.1.2 Organization <\/td>\n<\/tr>\n | ||||||
| 200<\/td>\n | Figure 7 1 Flowchart for example <\/td>\n<\/tr>\n | ||||||
| 201<\/td>\n | 7.2 Investigation 7.2.1 Building Description 7.2.2 Post-earthquake Damage Observations <\/td>\n<\/tr>\n | ||||||
| 202<\/td>\n | Figure 7 2 Floor Plans <\/td>\n<\/tr>\n | ||||||
| 203<\/td>\n | Figure 7 3 Building Cross-section Figure 7 4 Example Solid Wall Detail (Condition at Line 7) <\/td>\n<\/tr>\n | ||||||
| 204<\/td>\n | Figure 7 5 Example Coupled Wall Detail (Condition at line B) <\/td>\n<\/tr>\n | ||||||
| 205<\/td>\n | Figure 7 6 Solid Wall Example <\/td>\n<\/tr>\n | ||||||
| 206<\/td>\n | Figure 7 7 Coupled Wall Example <\/td>\n<\/tr>\n | ||||||
| 207<\/td>\n | 7.2.3 Preliminary Classification (by Observation) of Component Types, Behavior Modes, and Damage … <\/td>\n<\/tr>\n | ||||||
| 208<\/td>\n | 7.2.4 Final Classification (by Analysis) of Component Type, Behavior Mode and Damage Severity <\/td>\n<\/tr>\n | ||||||
| 213<\/td>\n | 7.2.6 Summary of Component Classifications <\/td>\n<\/tr>\n | ||||||
| 217<\/td>\n | 7.3 Evaluation by the Direct Method 7.3.1 Structural Restoration Measures <\/td>\n<\/tr>\n | ||||||
| 218<\/td>\n | Table 7 4 Summary of Component Type, Behavior Mode, and Damage Severity for Wall Components (Nort… <\/td>\n<\/tr>\n | ||||||
| 219<\/td>\n | Table 7 5 Summary of Component Type, Behavior Mode, and Damage Severity for Wall Components (East… 7.3.2 Nonstructural Restoration Measures 7.3.3 Restoration Summary and Cost 7.4 Evaluation by Performance Analysis <\/td>\n<\/tr>\n | ||||||
| 220<\/td>\n | Figure 7 8 Detail of Coupling Beam Replacement Table 7 6 Restoration Cost Estimate by the Direct Method 7.4.1 Performance Objectives <\/td>\n<\/tr>\n | ||||||
| 221<\/td>\n | Figure 7 9 Response Spectra for Selected Performance Levels 7.4.2 Nonlinear Static Analysis <\/td>\n<\/tr>\n | ||||||
| 222<\/td>\n | Figure 7 10 Mathematical Model of Coupled Shear Wall <\/td>\n<\/tr>\n | ||||||
| 223<\/td>\n | Figure 7 11 Mathematical Model of Full Building <\/td>\n<\/tr>\n | ||||||
| 224<\/td>\n | 7.4.3 Force-Displacement Capacity (Pushover Analysis) Results <\/td>\n<\/tr>\n | ||||||
| 225<\/td>\n | Figure 7 12 Component Force-Displacement Curves for Coupling Beams <\/td>\n<\/tr>\n | ||||||
| 226<\/td>\n | Figure 7 13 Comparison of Pre-event and Post-event Pushover Curves <\/td>\n<\/tr>\n | ||||||
| 227<\/td>\n | 7.4.4 Estimation of Displacement, de, Caused by Damaging Earthquake Figure 7 14 Response Spectra from Damaging Earthquake <\/td>\n<\/tr>\n | ||||||
| 228<\/td>\n | 7.4.5 Displacement Demand <\/td>\n<\/tr>\n | ||||||
| 230<\/td>\n | 7.4.6 Analysis of Restored Structure Table 7 7 Performance Indices for Pre-event and Post-event Structures <\/td>\n<\/tr>\n | ||||||
| 231<\/td>\n | Figure 7 15 Comparison of Pre-event and Repaired Pushover Curves <\/td>\n<\/tr>\n | ||||||
| 232<\/td>\n | 7.4.7 Performance Restoration Measures 7.5 Discussion of Results 7.5.1 Discussion of Building Performance Table 7 8 Restoration Cost Estimate by the Relative Performance Method <\/td>\n<\/tr>\n | ||||||
| 233<\/td>\n | 7.5.2 Discussion of Methodology and Repair Costs 7.6 References <\/td>\n<\/tr>\n | ||||||
| 235<\/td>\n | Appendix A. Component Damage Records for Building Evaluated in Example Application <\/td>\n<\/tr>\n | ||||||
| 255<\/td>\n | ATC-43 Project Participants <\/td>\n<\/tr>\n | ||||||
| 259<\/td>\n | Applied Technology Council Projects And Report Information <\/td>\n<\/tr>\n<\/table>\n","protected":false},"excerpt":{"rendered":" FEMA 307 – Evaluation of Earthquake Damaged Concrete and Masonry Wall Buildings Technical Resources<\/b><\/p>\n |