{"id":26405,"date":"2024-10-17T02:30:47","date_gmt":"2024-10-17T02:30:47","guid":{"rendered":"https:\/\/pdfstandards.shop\/product\/uncategorized\/fema-440-05-2005\/"},"modified":"2024-10-24T13:46:12","modified_gmt":"2024-10-24T13:46:12","slug":"fema-440-05-2005","status":"publish","type":"product","link":"https:\/\/pdfstandards.shop\/product\/publishers\/fema\/fema-440-05-2005\/","title":{"rendered":"FEMA 440 05 2005"},"content":{"rendered":"

PDF Catalog<\/h4>\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n\n
PDF Pages<\/th>\nPDF Title<\/th>\n<\/tr>\n
3<\/td>\nTitle Page <\/td>\n<\/tr>\n
5<\/td>\nForward <\/td>\n<\/tr>\n
7<\/td>\nPreface <\/td>\n<\/tr>\n
9<\/td>\nExecutive Summary
1. Overview of Inelastic Seismic Analysis Procedures
2. Evaluation of Current Nonlinear Static Procedures
3. Strength Degradation <\/td>\n<\/tr>\n
10<\/td>\n4. Improved Procedures for Displacement Modification
5. Improved Procedures for Equivalent Linearization
6. Evaluation and Comparison of Improved Nonlinear Static Procedures
7. Soil-Structure Interaction Effects <\/td>\n<\/tr>\n
11<\/td>\n8. Multiple-Degree-of Freedom Effects
9. Important Future Developments
10. Application Example <\/td>\n<\/tr>\n
13<\/td>\n1. Introduction 1-1
2. Overview of Inelastic Seismic Analysis Procedures 2-1
3. Evaluation of Current Nonlinear Static Procedures 3-1
Table of Contents <\/td>\n<\/tr>\n
14<\/td>\n4. Strength Degradation 4-1
5. Improved Procedures for Displacement Modification 5-1
6. Improved Procedures for Equivalent Linearization 6-1
7. Evaluation and Comparison of Improved Nonlinear Static Procedures 7-1
8. Procedures for Including Soil-Structure Interaction Effects 8-1
9. Multiple-Degree-of-Freedom Effects 9-1 <\/td>\n<\/tr>\n
15<\/td>\n10. Summary and Application Example 10-1 <\/td>\n<\/tr>\n
19<\/td>\nList of Figures <\/td>\n<\/tr>\n
27<\/td>\nList of Tables <\/td>\n<\/tr>\n
29<\/td>\n1. Introduction
1.1 Background
1.2 Project Purpose and Scope <\/td>\n<\/tr>\n
30<\/td>\n1.3 Report Scope, Organization and Contents <\/td>\n<\/tr>\n
33<\/td>\n2. Overview of Inelastic Seismic Analysis Procedures
2.1 Structural Modeling <\/td>\n<\/tr>\n
34<\/td>\n2.2 Characterization of Seismic Ground Motion <\/td>\n<\/tr>\n
37<\/td>\n2.3 Options for Inelastic Analysis <\/td>\n<\/tr>\n
40<\/td>\n2.4 Current Nonlinear Static Procedures <\/td>\n<\/tr>\n
41<\/td>\n2.4.1 The Coefficient Method of Displacement Modification from FEMA 356 <\/td>\n<\/tr>\n
42<\/td>\n2.4.2 Capacity-Spectrum Method of Equivalent Linearization in ATC-40 <\/td>\n<\/tr>\n
45<\/td>\n3. Evaluation of Current Nonlinear Static Procedures
3.1 Introduction
3.2 Evaluation Procedures
3.2.1 Hysteretic Characteristics <\/td>\n<\/tr>\n
47<\/td>\n3.2.2 Earthquake Ground Motions <\/td>\n<\/tr>\n
48<\/td>\n3.2.3 Error Measures and Statistical Study <\/td>\n<\/tr>\n
49<\/td>\n3.3 Evaluation of Capacity-Spectrum Method of ATC-40
3.3.1 Summary of the Approximate Method <\/td>\n<\/tr>\n
51<\/td>\n3.3.2 Iteration Procedures <\/td>\n<\/tr>\n
52<\/td>\n3.3.3 Evaluation Using Ground Motion Records <\/td>\n<\/tr>\n
53<\/td>\n3.4 Evaluation of Coefficient Method (FEMA 356)
3.4.1 Summary of the Approximate Method <\/td>\n<\/tr>\n
54<\/td>\n3.4.2 Maximum Displacement Ratio (Coefficient C1) <\/td>\n<\/tr>\n
59<\/td>\n3.4.3 Degrading System Response (Coefficient C2) <\/td>\n<\/tr>\n
61<\/td>\n3.4.4 P-D Effects (Coefficient C3) <\/td>\n<\/tr>\n
63<\/td>\n3.5 Nonlinear Elastic Behavior <\/td>\n<\/tr>\n
65<\/td>\n4. Strength Degradation
4.1 Types of Strength Degradation
4.2 Strength Degradation and SDOF Performance <\/td>\n<\/tr>\n
66<\/td>\n4.3 Global Force-Deformation Behavior with Strength Degradation <\/td>\n<\/tr>\n
67<\/td>\n4.4 Limitation on Strength for In-Cycle Strength Degradation Including P-D Effects <\/td>\n<\/tr>\n
69<\/td>\n5. Improved Procedures for Displacement Modification
5.1 Introduction
5.2 Maximum Displacement Ratio (Coefficient C1)
5.2.1 Simplified Expression <\/td>\n<\/tr>\n
70<\/td>\n5.2.2 Limits on Maximum Displacements for Short Periods <\/td>\n<\/tr>\n
71<\/td>\n5.3 Adjustment for Cyclic Degradation (Coefficient C2) <\/td>\n<\/tr>\n
72<\/td>\n5.4 Limitation on Strength to Avoid Dynamic Instability for Nonlinear Static Procedures <\/td>\n<\/tr>\n
73<\/td>\n6. Improved Procedures for Equivalent Linearization
6.1 Introduction <\/td>\n<\/tr>\n
74<\/td>\n6.2 Basic Equivalent Linearization Parameters
6.2.1 Effective Damping <\/td>\n<\/tr>\n
76<\/td>\n6.2.2 Effective Period <\/td>\n<\/tr>\n
77<\/td>\n6.2.3 MADRS for Use with Secant Period
6.3 Spectral Reduction for Effective Damping <\/td>\n<\/tr>\n
78<\/td>\n6.4 Solution Procedures <\/td>\n<\/tr>\n
81<\/td>\n6.5 Approximate Solution Procedure <\/td>\n<\/tr>\n
82<\/td>\n6.6 Iterative Strategy
6.7 Limitation on Strength to Avoid Dynamic Instability for Nonlinear Static Procedures <\/td>\n<\/tr>\n
83<\/td>\n7. Evaluation and Comparison of Improved Nonlinear Static Procedures
7.1 Introduction
7.2 Summary of Evaluation Procedures
7.2.1 NEHRP Design Response Spectrum
7.2.2 Ground Motions and Ground-Motion Scaling <\/td>\n<\/tr>\n
85<\/td>\n7.2.3 Characteristics of Oscillators
7.2.4 Nonlinear Static Procedure Estimates Using Smoothed or Average Spectra <\/td>\n<\/tr>\n
87<\/td>\n7.2.5 Response-History Analyses
7.3 Results of the Study <\/td>\n<\/tr>\n
92<\/td>\n7.4 Summary of Implications of the Results of the Study <\/td>\n<\/tr>\n
93<\/td>\n8. Procedures for Including Soil-Structure Interaction Effects
8.1 Introduction <\/td>\n<\/tr>\n
95<\/td>\n8.2 Procedures for Kinematic Effects <\/td>\n<\/tr>\n
96<\/td>\n8.3 Procedures for Foundation Damping <\/td>\n<\/tr>\n
101<\/td>\n9. Multiple-Degree-of-Freedom Effects
9.1 Introduction
9.2 Review of Current Simplified Procedures
9.2.1 Single-Mode Load Vectors <\/td>\n<\/tr>\n
102<\/td>\n9.2.2 Multi-Mode Pushover Procedures
9.2.3 Summary of Current Provisions <\/td>\n<\/tr>\n
103<\/td>\n9.3 Summary of Illustrative Examples
9.3.1 Load Vectors <\/td>\n<\/tr>\n
104<\/td>\n9.3.2 Equivalent SDOF Estimates of Global Displacement <\/td>\n<\/tr>\n
106<\/td>\n9.4 Practical Implications <\/td>\n<\/tr>\n
107<\/td>\n9.4.1 Single Load Vectors <\/td>\n<\/tr>\n
110<\/td>\n9.4.2 Multi-Mode Pushover Analysis <\/td>\n<\/tr>\n
111<\/td>\n9.4.3 Roof Displacement Estimation
9.4.4 Limitation of Simplified Procedures <\/td>\n<\/tr>\n
112<\/td>\n9.5 Potential Future Improvements
9.5.1 Incremental Response-Spectrum Analysis
9.5.2 Nonlinear Dynamic Procedure Using Scaled Response Histories <\/td>\n<\/tr>\n
115<\/td>\n10. Summary and Application Example
10.1 Overview of Inelastic Seismic Analysis Procedures
10.2 Evaluation of Current Nonlinear Static Procedures
10.2.1 Key Observations: ATC-40 Version of Capacity-Spectrum Method
Longer-period response. <\/td>\n<\/tr>\n
116<\/td>\nShorter-period response
Degrading stiffness and strength
Limitations on damping and spectral reduction factors
10.2.2 Key Observations: FEMA 356 and the Coefficient Method
Transition period for the equal-displacement approximation
Ratio of inelastic to elastic deformation, coefficient C1
Degradation of stiffness and strength (Coefficients C2 and C3) <\/td>\n<\/tr>\n
117<\/td>\n10.3 Strength Degradation
10.4 Improved Procedures for Displacement Modification
10.4.1 Summary of Findings Pertaining to Coefficient C1 <\/td>\n<\/tr>\n
118<\/td>\n10.4.2 Summary of Findings Pertaining to Coefficient C2
10.4.3 Summary of Findings Pertaining to Coefficient C3 <\/td>\n<\/tr>\n
119<\/td>\n10.5 Improved Procedures for Equivalent Linearization
10.6 Evaluation and Comparison of Improved Nonlinear Static Procedures <\/td>\n<\/tr>\n
120<\/td>\n10.7 Soil-Structure Interaction Effects
10.8 Multiple-Degree-of Freedom Effects <\/td>\n<\/tr>\n
122<\/td>\n10.9 Uncertainty and Reliability <\/td>\n<\/tr>\n
124<\/td>\n10.10 Important Future Developments
10.10.1 Nonlinear Modeling for Cyclic and In- Cycle Degradation of Strength and Stiffness <\/td>\n<\/tr>\n
125<\/td>\n10.10.2 Soil and Foundation Structure Interaction
10.10.3 Nonlinear Multi-Degree of Freedom Simplified Modeling <\/td>\n<\/tr>\n
126<\/td>\n10.11 Application Example
10.11.1 Example Building Description
10.11.2 Basic Ground Motion
10.11.3 Kinematic Soil-structure Interaction <\/td>\n<\/tr>\n
128<\/td>\n10.11.4 Fixed-Base Model
10.11.5 Flexible-Base Model
10.11.6 Foundation Damping <\/td>\n<\/tr>\n
129<\/td>\n10.11.7 Force-Displacement Relationships (Pushover Curves)
10.11.8 Check on Minimum Strength for Strength Degrading Model
10.11.9 Target Displacement for Displacement Modification <\/td>\n<\/tr>\n
130<\/td>\n10.11.10 Calculation of the Performance Point Using Equivalent Linearization
10.11.11 Check on Assumed Ductility <\/td>\n<\/tr>\n
143<\/td>\nReferences and Bibliography <\/td>\n<\/tr>\n
151<\/td>\nProject Participants <\/td>\n<\/tr>\n
155<\/td>\nA. Summary of Research on Inelastic Analysis Procedures
A.1 Introduction <\/td>\n<\/tr>\n
156<\/td>\nA.2 Classification of Analysis Methods <\/td>\n<\/tr>\n
157<\/td>\nA.3 Nonlinear Static Procedures
A.3.1 Overview of Current Procedures
A.3.1.1 Capacity-Spectrum Method <\/td>\n<\/tr>\n
158<\/td>\nA.3.1.2 Displacement Coefficient Method <\/td>\n<\/tr>\n
159<\/td>\nA.3.1.3 Drift-Based Approaches
A.3.1.4 Direct Displacement-Based Design <\/td>\n<\/tr>\n
160<\/td>\nA.3.2 Fundamental Bases and Relationships
A.3.2.1 Equivalent Linearization <\/td>\n<\/tr>\n
161<\/td>\nA.3.2.2 Displacement Modification <\/td>\n<\/tr>\n
162<\/td>\nA.3.2.3 Choosing Between Equivalent Linearization and Displacement Modification
A.3.3 Near-Field Effects on SDOF Systems <\/td>\n<\/tr>\n
163<\/td>\nA.3.4 Equivalent SDOF Systems
A.3.5 Behavior Mode Effects
A.3.6 MDOF and Inelastic Mechanism Effects <\/td>\n<\/tr>\n
165<\/td>\nA.3.7 Pushover Analysis <\/td>\n<\/tr>\n
166<\/td>\nA.4 Nonlinear Dynamic Procedures
A.4.1 Simplified Models
A.4.2 Incremental Dynamic Analysis <\/td>\n<\/tr>\n
167<\/td>\nA.5 Modeling Limitations <\/td>\n<\/tr>\n
168<\/td>\nA.6 Demand Characterization
A.7 Applicability for Performance-Based Earthquake Engineering and Design
A.7.1 Role for Inelastic Procedures <\/td>\n<\/tr>\n
169<\/td>\nA.7.2 Design Formats <\/td>\n<\/tr>\n
170<\/td>\nA.7.3 Quantities to be Determined and Measures of Performance
A.7.4 Statistical Measures and Treatment of Uncertainty
A.8 References and Bibliography <\/td>\n<\/tr>\n
175<\/td>\nB. Summary of Practice using Inelastic Analysis Procedures
B.1 Introduction
B.2 Typical Buildings and Structural Systems
B.3 Inelastic Analysis Procedures <\/td>\n<\/tr>\n
176<\/td>\nB.4 Software <\/td>\n<\/tr>\n
177<\/td>\nB.5 Implementation Issues <\/td>\n<\/tr>\n
178<\/td>\nB.6 Use of Limitations on Coefficient C1 in FEMA 356
B.7 Practical Guidance and Education <\/td>\n<\/tr>\n
181<\/td>\nC. Supplemental Data on the Evaluation of Current Procedures
C.1 Ground Motions <\/td>\n<\/tr>\n
186<\/td>\nC.2 Response History Results
C.2.1 Effect of Site Class on C1 of SDOF Systems with Elastoplastic Perfectly Plastic (EPP) Hysteretic Behavior <\/td>\n<\/tr>\n
187<\/td>\nC.2.2 Effect of Site Class on C1 of SDOF Systems with Stiffness Degrading (SD) Hysteretic Behavior <\/td>\n<\/tr>\n
188<\/td>\nC.2.3 Effect of Site Class on C1 of SDOF Systems with Strength and Stiffness Degrading (SSD) Hysteretic Behavior <\/td>\n<\/tr>\n
189<\/td>\nC.2.4 Effect of Site Class on C1 of SDOF Systems with Nonlinear Elastic Hysteretic Behavior <\/td>\n<\/tr>\n
190<\/td>\nC.2.5 Evaluation of Coefficient C2 for Site Class B <\/td>\n<\/tr>\n
191<\/td>\nC.2.6 Evaluation of Coefficient C2 for Site Class C <\/td>\n<\/tr>\n
192<\/td>\nC.2.7 Evaluation of Coefficient C2 for Site Class D <\/td>\n<\/tr>\n
193<\/td>\nC.2.8 Evaluation of Coefficient C2 for Site Class E <\/td>\n<\/tr>\n
194<\/td>\nC.2.9 Evaluation of Coefficient C2 for Near Fault Set <\/td>\n<\/tr>\n
195<\/td>\nC.2.10 Effect of Site Class on Coefficient C2 (Stiffness Degrading Hysteretic Behavior) <\/td>\n<\/tr>\n
196<\/td>\nC.2.11 Effect of Site Class on Coefficient C2 (Strength-Stiffness Degrading Hysteretic Behavior) <\/td>\n<\/tr>\n
197<\/td>\nC.2.12 Effect of Site Class on Coefficient C2 (Nonlinear Elastic Hysteretic Behavior) <\/td>\n<\/tr>\n
198<\/td>\nC.2.13 Effect of Hysteretic Behavior on C1 of SDOF Systems (Site Class B) <\/td>\n<\/tr>\n
199<\/td>\nC.2.14 Effect of Hysteretic Behavior on C1 of SDOF Systems (Site Class C) <\/td>\n<\/tr>\n
200<\/td>\nC.2.15 Effect of Hysteretic Behavior on C1 of SDOF Systems (Site Class D) <\/td>\n<\/tr>\n
201<\/td>\nC.2.16 Effect of Hysteretic Behavior on C1 of SDOF Systems (Site Class E) <\/td>\n<\/tr>\n
202<\/td>\nC.2.17 Effect of Hysteretic Behavior on C1 of SDOF Systems (Near Fault Set) <\/td>\n<\/tr>\n
203<\/td>\nC.3 Evaluation of ATC-40 Version of Capacity Spectrum Method: Summary Results
C.3.1 Comparisons for Site Class B: <\/td>\n<\/tr>\n
204<\/td>\nC.3.2 Comparisons for Site Class C: <\/td>\n<\/tr>\n
205<\/td>\nC.3.3 Comparisons for Site Class D: <\/td>\n<\/tr>\n
206<\/td>\nC.3.4 Comparisons for Site Class E: <\/td>\n<\/tr>\n
207<\/td>\nC.3.5 Comparisons for Near-Fault Ground Motions: <\/td>\n<\/tr>\n
208<\/td>\nC.4 Evaluation of the Coefficient Method of FEMA 356: Summary Results
C.4.1 FEMA 356 Nonlinear Static Procedure (NSP) C1 Values for Different Ts Values: <\/td>\n<\/tr>\n
210<\/td>\nC.4.2 FEMA 356 NSP C2 Values for Different Ts Values: <\/td>\n<\/tr>\n
211<\/td>\nC.4.3 Mean Error of FEMA 356 NSP (Mean of Approximate to Exact Maximum Inelastic Displacements):
C.4.3.1 Comparison with Elastic Perfectly Plastic Hysteretic Behavior: <\/td>\n<\/tr>\n
213<\/td>\nC.4.3.2 Comparison with Stiffness Degrading Hysteretic Behavior: <\/td>\n<\/tr>\n
215<\/td>\nC.4.3.3 Comparison with Stiffness and Strength Degrading Hysteretic Behavior: <\/td>\n<\/tr>\n
217<\/td>\nC.4.4 Dispersion of the Error in FEMA 356 NSP (Standard Deviation of Approximate to Exact Maximum Inelastic Displacements):
C.4.4.1 Comparison with Elastic Perfectly Plastic Hysteretic Behavior: <\/td>\n<\/tr>\n
219<\/td>\nC.4.4.2 Comparison with Stiffness Degrading Hysteretic Behavior: <\/td>\n<\/tr>\n
221<\/td>\nC.4.4.3 Comparison with Stiffness and Strength Degrading Hysteretic Behavior: <\/td>\n<\/tr>\n
223<\/td>\nD. Supplementary Information and Data on Equivalent Linearization
D.1 Introduction
D.2 Capacity-Spectrum Method
D.2.1 Structural Capacity: Inelastic Pushover <\/td>\n<\/tr>\n
224<\/td>\nD.2.2 Seismic Demand: Response Spectra
D.3 Theoretical Basis for Equivalent Linearization <\/td>\n<\/tr>\n
227<\/td>\nD.4 Starting Point For Optimization <\/td>\n<\/tr>\n
228<\/td>\nD.5 Alternative Statistical Analysis <\/td>\n<\/tr>\n
229<\/td>\nD.5.1 Error Measure <\/td>\n<\/tr>\n
230<\/td>\nD.5.2 Optimization Criterion <\/td>\n<\/tr>\n
231<\/td>\nD.6 Effective Linear Parameters <\/td>\n<\/tr>\n
233<\/td>\nD.7 Performance Point Errors
D.8 References <\/td>\n<\/tr>\n
237<\/td>\nE. Supplementary Information and Data on Soil- Structure Interaction Effects
E.1 Introduction
E.2 Kinematic interaction
E.2.1 Shallow Foundations at the Ground Surface <\/td>\n<\/tr>\n
239<\/td>\nE.2.2 Embedded Shallow Foundations <\/td>\n<\/tr>\n
240<\/td>\nE.2.3 Application of Transfer Functions to Calculation of Foundation Motions <\/td>\n<\/tr>\n
242<\/td>\nE.2.4 Simplified Procedure for Design <\/td>\n<\/tr>\n
244<\/td>\nE.3 Foundation Damping <\/td>\n<\/tr>\n
245<\/td>\nE.3.1 Analysis of Impedance Functions
E.3.1.1 Basic Case <\/td>\n<\/tr>\n
246<\/td>\nE.3.1.2 Nonuniform Soil Profiles <\/td>\n<\/tr>\n
248<\/td>\nE.3.1.3 Embedded Foundations
E.3.1.4 Foundation Shape <\/td>\n<\/tr>\n
249<\/td>\nE.3.1.5 Foundation Flexibility <\/td>\n<\/tr>\n
251<\/td>\nE.3.2 Analysis of System Damping Ratios <\/td>\n<\/tr>\n
256<\/td>\nE.3.3 Simplified Procedure for Design <\/td>\n<\/tr>\n
257<\/td>\nE.4 References <\/td>\n<\/tr>\n
261<\/td>\nF. Supplementary Information and Data on Multi- Degree-of-Freedom Effects
F.1 Introduction
F.1.1 Objectives
F.1.2 Scope
F.2 Example Buildings and Demand Parameters <\/td>\n<\/tr>\n
262<\/td>\nF.2.1 Prototype Buildings
F.2.1.1 Regular 3-Story Frame
F.2.1.2 Regular 9-Story Frame <\/td>\n<\/tr>\n
263<\/td>\nF.2.1.3 3-Story Weak Story Frame
F.2.1.4 9-Story Weak Story Frame
F.2.1.5 8-Story Shear Wall <\/td>\n<\/tr>\n
264<\/td>\nF.2.2 Modeling <\/td>\n<\/tr>\n
266<\/td>\nF.2.2.1 Dynamic Characteristics of Models <\/td>\n<\/tr>\n
268<\/td>\nF.2.2.2 Model Verification
F.2.3 Ground Motions and Demand Intensities <\/td>\n<\/tr>\n
272<\/td>\nF.2.3.1 Ordinary (Site Class C) Motions
F.2.3.2 Near-Field Motions
F.2.3.3 Drift Levels
F.2.3.4 Ground Motion Scaling
F.2.4 Extensions to Address P-Delta <\/td>\n<\/tr>\n
273<\/td>\nF.3 Simplified Techniques
F.3.1 Single Load Vectors
F.3.1.1 First Mode <\/td>\n<\/tr>\n
274<\/td>\nF.3.1.2 Inverted Triangular
F.3.1.3 Rectangular
F.3.1.4 Code Force Distribution <\/td>\n<\/tr>\n
276<\/td>\nF.3.1.5 Adaptive First Mode
F.3.1.6 SRSS <\/td>\n<\/tr>\n
277<\/td>\nF.3.2 Multiple Mode Pushover Analysis <\/td>\n<\/tr>\n
279<\/td>\nF.4 Accuracy of Estimates Made Using Simplified Procedures
F.4.1 Error Measurement <\/td>\n<\/tr>\n
280<\/td>\nF.4.2 Results for Ordinary Ground Motions
F.4.2.1 Floor Displacements
F.4.2.2 Interstory Drift Ratios <\/td>\n<\/tr>\n
281<\/td>\nF.4.2.3 Story Shears
F.4.2.4 Overturning Moments <\/td>\n<\/tr>\n
282<\/td>\nF.4.3 Results for Near Field Motions
F.5 Equivalent SDOF Estimates of Peak Roof Displacement Response <\/td>\n<\/tr>\n
283<\/td>\nF.5.1 Analysis Details <\/td>\n<\/tr>\n
284<\/td>\nF.5.2 Analysis Results
F.6 Scaled NDP Analysis Method
F.6.1 Background
F.6.2 Elaboration of Step 3 and Examples <\/td>\n<\/tr>\n
286<\/td>\nF.6.2.1 Example Illustrations
F.6.3 Statistical Basis <\/td>\n<\/tr>\n
287<\/td>\nF.6.4 Observed Coefficients of Variation <\/td>\n<\/tr>\n
288<\/td>\nF.7 Energy-based Approaches for Pushover Analysis
F.7.1 Peak Displacement Response
F.7.2 Multiple Mode Estimates of Response Quantities <\/td>\n<\/tr>\n
291<\/td>\nF.8 Detailed Figure Sets for the MDOF Examples <\/td>\n<\/tr>\n
292<\/td>\nF.8.1 Ground Motion Details <\/td>\n<\/tr>\n
307<\/td>\nF.8.2 Responses to Ordinary (Site Class C) Motions <\/td>\n<\/tr>\n
331<\/td>\nF.8.3 Errors Associated with Ordinary (Site Class C) Motions <\/td>\n<\/tr>\n
341<\/td>\nF.8.4 Responses to Near Fault Motions <\/td>\n<\/tr>\n
373<\/td>\nF.8.5 Errors Associated with Near Fault Motions <\/td>\n<\/tr>\n
383<\/td>\nF.8.6 Observed Coefficients of Variation of the Response Quantities Determined for the Ordinary (Site Class C) Motions <\/td>\n<\/tr>\n
391<\/td>\nF.9 References <\/td>\n<\/tr>\n<\/table>\n","protected":false},"excerpt":{"rendered":"

FEMA 440 – Improvement of Nonlinear Static Seismic Analysis Procedures<\/b><\/p>\n\n\n\n\n
Published By<\/td>\nPublication Date<\/td>\nNumber of Pages<\/td>\n<\/tr>\n
FEMA<\/b><\/a><\/td>\n2005<\/td>\n392<\/td>\n<\/tr>\n<\/tbody>\n<\/table>\n","protected":false},"featured_media":26406,"template":"","meta":{"rank_math_lock_modified_date":false,"ep_exclude_from_search":false},"product_cat":[2743],"product_tag":[],"class_list":{"0":"post-26405","1":"product","2":"type-product","3":"status-publish","4":"has-post-thumbnail","6":"product_cat-fema","8":"first","9":"instock","10":"sold-individually","11":"shipping-taxable","12":"purchasable","13":"product-type-simple"},"_links":{"self":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product\/26405","targetHints":{"allow":["GET"]}}],"collection":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product"}],"about":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/types\/product"}],"wp:featuredmedia":[{"embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/media\/26406"}],"wp:attachment":[{"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/media?parent=26405"}],"wp:term":[{"taxonomy":"product_cat","embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product_cat?post=26405"},{"taxonomy":"product_tag","embeddable":true,"href":"https:\/\/pdfstandards.shop\/wp-json\/wp\/v2\/product_tag?post=26405"}],"curies":[{"name":"wp","href":"https:\/\/api.w.org\/{rel}","templated":true}]}}