Design Material Material Performance Preliminary
Quantification of Building Seismic Performance Factors
Charles Kircher, Applied Technology Council
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Publisher: Federal Emergency Agency of the U.S. Department of Homeland Security (FEMA)
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Published: June 2009
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Pages: 421
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Subjects:
* Earthquake resistant design - Standards
* Earthquake hazard analysis
* Buildings -- Earthquake effects
* Risk assessment
* Earthquake engineering.
* Structural analysis (Engineering)
* Building laws
The objective of this publication was to develop a procedure to establish consistent and rational building system performance and response parameters (R, Cd, Ω0) for the linear design methods traditionally used in current building codes. The primary of the procedure is for the evaluation of structural systems for new construction with equivalent earthquake performance
Quantification of Building Seismic Performance Factors presents a recommended methodology for reliably quantifying building system performance and response parameters for use in seismic design. The parameters or “seismic performance factors” addressed include the response modification coefficient (R factor), system overstrength factor, and deflection amplification factor. The methodology is a refinement of an earlier preliminary methodology, and is based on a review of relevant on nonlinear response and collapse simulation, benchmarking studies of selected structural systems, feedback from an expanded group of experts and potential users, and evaluations of additional structural systems conducted to verify the technical soundness and applicability of the approach
Contents:
Quantification of Building Seismic Performance Factors
Front Cover
Title Page
Copyright
Foreword
Preface
Executive Summary
Table of Contents
List of Figures
List of Tables
Chapters
Chapter 1
Introduction
1.1 Background and Purpose
1.2 Scope and Basis of the Methodology
1.2.1 Applicable to New Building Structural Systems
1.2.2 Compatible with the NEHRP Recommended Provisions and ASCE/SEI 7
1.2.3 Consistent with the Safety Performance Objective
1.2.4 Based on Acceptably Low Probability of Structural Collapse
1.2.5 Earthquake Hazard based on MCE Ground Motions
1.2.6 Concepts Consistent with Current Seismic Performance Factor Definitions
1.2.7 Safety Expressed in Terms of Collapse Margin Ratio
1.2.8 Performance Quantified Through Nonlinear Collapse Simulation on a Set of Archetype Models
1.2.9 Uncertainty Considered in Performance Evaluation
1.3 Content and Organization
Chapter 2
Overview of Methodology
2.1 General Framework
2.2 Description of Process
2.3 Develop System Concept
2.4 Obtain Required Information
2.5 Characterize Behavior
2.6 Develop Models
2.7 Analyze Models
2.8 Evaluate Performance
2.9 Document Results
2.10 Peer Review
Chapter 3
Required System Information
3.1 General
3.2 Intended Applications and Expected Performance
3.3 Design Requirements
3.3.1 Basis for Design Requirements
3.3.2 Application Limits and Strength Limit States
3.3.3 Overstrength Design Criteria
3.3.4 Configuration Issues
3.3.5 Material Properties
3.3.6 Strength and Stiffness Requirements
3.3.7 Approximate Fundamental Period
3.4 Quality Rating for Design Requirements
3.4.1 Completeness and Robustness Characteristics
3.4.2 Confidence in Design Requirements
3.5 Data from Experimental Investigation
3.5.1 Objectives of Testing Program
3.5.2 General Testing Issues
3.5.3 Material Testing Program
3.5.4 Component, Connection, and Assembly Testing Program
3.5.5 Loading History
3.5.6 System Testing Program
3.6 Quality Rating of Test Data
3.6.1 Completeness and Robustness Characteristics
3.6.2 Confidence in Test Results
Chapter 4
Archetype Development
4.1 Development of Structural System Archetypes
4.2 Index Archetype Configurations
4.2.1 Structural Configuration Issues
4.2.2 Seismic Behavioral Effects
4.2.3 Load Path and Components Not Designated as Part of the Seismic-Force-Resisting System
4.2.4 Overstrength Due to Non-Seismic Loading
4.3 Performance Groups
4.3.1 Identification of Performance Groups
Chapter 5
Nonlinear Model Development
5.1 Development of Nonlinear Models for Collapse Simulation
5.2 Index Archetype Designs
5.2.1 Seismic Design Methods
5.2.2 Criteria for Seismic Design Loading
5.2.3 Transition Period, T
5.2.4 Seismic Base Shear, V
5.2.5 Fundamental Period, T
5.2.6 Loads and Load Combinations
5.2.7 Trial Values of Seismic Performance Factors
5.2.8 Performance Group Design Variations
5.3 Index Archetype Models
5.3.1 Index Archetype Model Idealization
5.4 Simulated Collapse Modes
5.5 Non-Simulated Collapse Modes
5.6 Characterization of Modeling Uncertainties
5.7 Quality Rating of Index Archetype Models
5.7.1 Representation of Collapse Characteristics
5.7.2 Accuracy and Robustness of Models
Chapter 6
Nonlinear Analysis
6.1 Nonlinear Analysis Procedures
6.1.1 Nonlinear Analysis
6.2 Input Ground Motions
6.2.1 MCE Ground Motion Intensity
6.2.2 Ground Motion Record Sets
6.2.3 Ground Motion Record Scaling
6.3 Nonlinear Static (Pushover) Analyses
6.4 Nonlinear Dynamic (Response History) Analyses
6.4.1 Background on Assessment of Collapse Capacity
6.4.2 Calculation of Median Collapse Capacity and CMR
6.4.3 Ground Motion Record Intensity and Scaling
6.4.4 Energy Dissipation and Viscous Damping
6.4.5 Guidelines for CMR Calculation using ThreeDimensional Nonlinear Dynamic Analyses
6.4.6 Summary of Procedure for Nonlinear Dynamic Analysis
6.5 Documentation of Analysis Results
6.5.1 Documentation of Nonlinear Models
6.5.2 Data from Nonlinear Static Analyses
6.5.3 Data from Nonlinear Dynamic Analyses
Chapter 7
Performance Evaluation
7.1 Overview of the Performance Evaluation Process
7.1.1 Performance Group Evaluation Criteria
7.1.2 Acceptable Probability of Collapse
7.2 Adjusted Collapse Margin Ratio
7.2.1 Effect of Spectral Shape on Collapse Margin
7.2.2 Spectral Shape Factors
7.3 Total System Collapse Uncertainty
7.3.1 Sources of Uncertainty
7.3.2 Combining Uncertainties in Collapse Evaluation
7.3.3 Effect of Uncertainty on Collapse Margin
7.3.4 Total System Collapse Uncertainty
7.4 Acceptable Values of Adjusted Collapse Margin Ratio
7.5 Evaluation of the Response Modification Coefficient,
7.6 Evaluation of the Overstrength Factor,
7.7 Evaluation of the Deflection Amplification Factor,
Chapter 8
Documentation and Peer Review
8.1 Recommended Qualifications, Expertise and Responsibilities for a System Development Team
8.1.1 System Sponsor
8.1.2 Testing Qualifications, Expertise and Responsibilities
8.1.3 Engineering and Construction Qualifications, Expertise and Responsibilities
8.1.4 Analytical Qualifications, Expertise and Responsibilities
8.2 Documentation of System Development and Results
8.3 Peer Review Panel
8.3.1 Peer Review Panel Selection
8.3.2 Peer Review Roles and Responsibilities
8.4 Submittal
Chapter 9
Example Applications
9.1 General
9.2 Example Application Reinforced Concrete Special Moment Frame System
9.2.1 Introduction
9.2.2 Overview and Approach
9.2.3 Structural System Information
9.2.4 Identification of Reinforced Concrete Special Moment Frame Archetype Configurations
9.2.5 Nonlinear Model Development
9.2.6 Nonlinear Structural Analysis
9.2.7 Performance Evaluation
9.2.8 Iteration: Adjustment of Design Requirements to Meet Performance Goals
9.2.9 Evaluation of
Using Final Set of Archetype Designs
9.2.10 Summary Observations
9.3 Example Application Reinforced Concrete Ordinary Moment Frame System
9.3.1 Introduction
9.3.2 Overview and Approach
9.3.3 Structural System Information
9.3.4 Identification of Reinforced Concrete Ordinary Moment Frame Archetype Configurations
9.3.5 Nonlinear Model Development
9.3.6 Nonlinear Structural Analysis
9.3.7 Performance Evaluation for SDC B
9.3.8 Performance Evaluation for SDC C
9.3.9 Evaluation of
Using Set of Archetype Designs
9.3.10 Summary Observations
9.4 Example Application Wood Light-Frame System
9.4.1 Introduction
9.4.2 Overview and Approach
9.4.3 Structural System Information
9.4.4 Identification of Wood Light-Frame Archetype Configurations
9.4.5 Nonlinear Model Development
9.4.6 Nonlinear Structural Analyses
9.4.7 Performance Evaluation
9.4.8 Calculation of
using Set of Archetype Designs
9.4.9 Summary Observations
9.5 Example Applications Summary Observations and Conclusions
9.5.1 Short-Period Structures
9.5.2 Tall Moment Frame Structures
9.5.3 Collapse Performance for Different Seismic Design Categories
Chapter 10
Supporting Studies
10.1 General
10.2 Assessment of Non-Simulated Failure Modes in a Steel Special Moment Frame System
10.2.1 Overview and Approach
10.2.2 Structural System Information
10.2.3 Nonlinear Analysis Model
10.2.4 Procedure for Collapse Performance Assessment, Incorporating Non-Simulated Failure Modes
10.3 Collapse Evaluation of Seismically Isolated Structures
10.3.1 Introduction
10.3.2 Isolator and Structural System Information
10.3.3 Modeling Isolated Structure Archetypes
10.3.4 Design Properties of Isolated Structure Archetypes
10.3.5 Nonlinear Static Analysis for Period-Based Ductility, SSFs, Record-to-Record Variability and Overstrength
10.3.6 Collapse Evaluation Results
10.3.7 Summary and Conclusion
Chapter 11
Conclusions and Recommendations
11.1 Assumptions and Limitations
11.1.1 Far-Field Record Set Ground Motions
11.1.2 Influence of Secondary Systems on Collapse Performance
11.1.3 Buildings with Significant Irregularities
11.1.4 Redundancy of the Seismic-Force-Resisting System
11.2 Observations and Conclusions
11.2.1 Generic Findings
11.2.2 Specific Findings
11.3 Collapse Evaluation of Individual Buildings
11.3.1 Feasibility
11.3.2 Approach
11.4 Recommendations for Further Study
11.4.1 Studies Related to Improving and Refining the Methodology
11.4.2 Studies Related to Advancing Seismic Design Practice and Building Code Requirements (ASCE/SEI 7-05)
Appendices
Appendix A
Ground Motion Record Sets
A.1 Introduction
A.2 Objectives
A.3 Approach
A.4 Spectral Shape Consideration
A.5 Maximum Considered Earthquake and Design Earthquake Demand (
)
A.6 PEER NGA Database
A.7 Record Selection Criteria
A.8 Scaling Method
A.9 Far-Field Record Set
A.10 Near-Field Record Set
A.11 Comparison of Far-Field and Near-Field Record Sets
A.12 Robustness of Far-Field Record Set
A.12.1 Approach to Evaluating Robustness
A.12.2 Effects of PGA Selection Criteria Alone
A.12.3 Effects of PGV Selection Criteria Alone
A.12.4 Effects of both PGA and PGV Selection Criteria Simultaneously, as well as Selection of Two Records from Each Event
A.12.5 Summary of the Robustness of the Far-Field Set
A.13 Assessment of Record-to-Record Variability in Collapse Fragility
A.14 Summary and Conclusion
Appendix B
Adjustment of Collapse Capacity Considering Effects of Spectral Shape
B.1 Introduction
B.2 Previous Research on Simplified Methods to for Spectral Shape (Epsilon)
B.3 Development of a Simplified Method to Adjust Collapse Capacity for Effects of Spectral Shape (Epsilon)
B.3.1 Epsilon Values for the Ground Motions in the Far-Field Set
B.3.2 Target Epsilon Values
B.3.3 Impact of Spectral Shape (
) on Median Collapse Capacity
B.4 Final Simplified Factors to Adjust Median Collapse Capacity for the Effects of Spectral Shape
B.5 Application to Site Specific Performance Assessment
Appendix C
Development of Index Archetype Configurations
C.1 Development of Index Archetype Configurations for a Reinforced Concrete Moment Frame System
C.1.1 Establishing the Archetype Design Space
C.1.2 Identifying Index Archetype Configurations and Populating Performance Groups
C.1.3 Preparing Index Archetype Designs and Index Archetype Models
C.2 Development of Index Archetype Configurations for a Wood Light-Frame Shear Wall System
C.2.1 Establishing the Archetype Design Space
C.2.2 Identifying Index Archetype Configurations and Populating Performance Groups
C.2.3 Preparing Index Archetype Designs and Index Archetype Models
C.2.4 Other Considerations for Wood Light-Frame Shear Wall Systems
D.1 Identification of Structural Failure Modes
D.2 System Definition
D.3 Element Deterioration Modes
D.3.1 Flexural Hinging of Beam and Columns
D.3.2 Compressive Failure of Columns
D.3.3 Shear Failure of Beam and Columns
D.3.4 Joint Panel Shear Behavior
D.3.5 Bond-Slip of Reinforcing Bars
D.3.6 Punching Shear in Slab-Column Connections
D.4 Local and Global Collapse Scenarios
D.5 Likelihood of Collapse Scenarios
D.6 Collapse Simulation
E.1 Purpose
E.2 Structural Modeling Overview
E.3 Beam-Column Element Model
E.3.1 Element and Hysteretic Model
E.3.2 Calibration of Parameters for the Reinforced Concrete Beam-Column Element Model
E.4 Joint Modeling
E.4.1 Shear Panel Spring
E.4.2 Bond-Slip Spring Model
Appendix D
Appendix E
Appendix F
Collapse Evaluation of Individual Buildings
F.1 Introduction
F.2 Feasibility
F.3 Approach
F.4 Collapse Evaluation of Individual Building Systems
F.4.1 Step One: Develop Nonlinear Model(s)
F.4.2 Step Two: Define Limit States and Acceptance Criteria
F.4.3 Step Three: Determine Total System Uncertainty and Acceptable Collapse Margin Ratio
F.4.4 Step Four: Perform Nonlinear Static Analysis (NSA)
F.4.5 Step Five: Select Record Set and Scale Records
F.4.6 Step Six: Perform Nonlinear Dynamic Analysis (NDA) and Evaluate Performance
Symbols
Glossary
Definitions
References
Project Participants
ATC Management and Oversight
FEMA Project Officer FEMA Technical Monitor
Project Management Committee
Working Group on Nonlinear Static Analysis
Working Group on Nonlinear Dynamic Analysis
Working Group on Wood-frame Construction
Working Group on Autoclaved Aerated Concrete
Project Review Panel
Workshop Participants – Chicago, Illinois
Workshop Participants – San Francisco, California
Peer Reviewed
Title:
Design Strategies and Preliminary Prototype for a Low-Cost Arsenic Removal System for Rural Bangladesh
Author:
Mathieu, Johanna L.
Publication Date:
02-26-2010
Publication Info:
Lawrence Berkeley National Laboratory
Permalink:
http://www.escholarship.org/uc/item/6db8c8vn
Citation:
Mathieu, Johanna L.(2010).
Design Strategies and Preliminary Prototype for a Low-Cost Arsenic Removal System for Rural Bangladesh
. Lawrence Berkeley National Laboratory: Lawrence Berkeley National Laboratory. LBNL Paper LBNL-2696E. Retrieved from: http://www.escholarship.org/uc/item/6db8c8vn
Keywords:
Bangladesh arsenic removal system
Local Identifier:
LBNL Paper LBNL-2696E
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