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eLibrary >
FEMA P-751: 2009 NEHRP Recommended Seismic Provisions: Design Examples / September 2012 >
FEMA P-751: 2009 NEHRP Recommended Seismic Provisions: Design Examples / September 2012, 2012
- FEMA P-751: 2009 NEHRP Recommended Seismic Provisions: Design Examples [Go to Page]
- TITLE PAGE
- FOREWORD
- PREFACE
- TABLE OF CONTENTS
- CHAPTER 1: INTRODUCTION [Go to Page]
- 1.1 EVOLUTION OF EARTHQUAKE ENGINEERING
- 1.2 HISTORY AND ROLE OF THE NEHRP PROVISIONS
- 1.3 THE NEHRP DESIGN EXAMPLES
- 1.4 GUIDE TO USE OF THE PROVISIONS
- 1.5 REFERENCES
- CHAPTER 2: FUNDAMENTALS [Go to Page]
- 2.1 EARTHQUAKE PHENOMENA
- 2.2 STRUCTURAL RESPONSE TO GROUND SHAKING [Go to Page]
- 2.2.1 Response Spectra
- 2.2.2 Inelastic Response
- 2.2.3 Building Materials
- 2.2.4 Building Systems
- 2.2.5 Supplementary Elements Added to Improve Structural Performance
- 2.3 ENGINEERING PHILOSOPHY
- 2.4 STRUCTURAL ANALYSIS
- 2.5 NONSTRUCTURAL ELEMENTS OF BUILDINGS
- 2.6 QUALITY ASSURANCE
- CHAPTER 3: EARTHQUAKE GROUND MOTION [Go to Page]
- 3.1 BASIS OF EARTHQUAKE GROUND MOTION MAPS [Go to Page]
- 3.1.1 ASCE7-05 Seismic Maps
- 3.1.2 MCER Ground Motions in the Provisions and in ASCE 7-10
- 3.1.3 PGA Maps in the Provisions and in ASCE 7-10
- 3.1.4 Basis of Vertical Ground Motions in the Provisions and in ASCE 7‐10
- 3.1.5 Summary
- 3.1.6 References
- 3.2 DETERMINATION OF GROUND MOTION VALUES AND SPECTRA [Go to Page]
- 3.2.1 ASCE 7-05 Ground Motion Values
- 3.2.2 2009 Provisions Ground Motion Values
- 3.2.3 ASCE 7‐10 Ground Motion Values
- 3.2.4 Horizontal Response Spectra
- 3.2.5 Vertical Response Spectra
- 3.2.6 Peak Ground Accelerations
- 3.3 SELECTION AND SCALING OF GROUND MOTION RECORDS [Go to Page]
- 3.3.1 Approach to GroundMotion Selection and Scaling
- 3.3.2 Two‐Component Records for Three Dimensional Analysis
- 3.3.3 One‐Component Records for Two‐Dimensional Analysis
- 3.3.4 References
- CHAPTER 4: STRUCTURAL ANALYSIS [Go to Page]
- 4.1 IRREGULAR 12-STORY STEEL FRAME BUILDING, STOCKTON, CALIFORNIA [Go to Page]
- 4.1.1 Introduction
- 4.1.2 Description of Building and Structure
- 4.1.3 Seismic Ground Motion Parameters
- 4.1.4 Dynamic Properties
- 4.1.5 Equivalent Lateral Force Analysis
- 4.1.6 Modal Response Spectrum Analysis
- 4.1.7 Modal Response History Analysis
- 4.1.8 Comparison of Results from Various Methods of Analysis
- 4.1.9 Consideration of Higher Modes in Analysis
- 4.1.10 Commentary on the ASCE 7 Requirements for Analysis
- 4.2 SIX‐STORY STEEL FRAME BUILDING, SEATTLE, WASHINGTON [Go to Page]
- 4.2.1 Description of Structure
- 4.2.2 Loads
- 4.2.3 Preliminaries to Main Structural Analysis
- 4.2.4 Description of Model Used for Detailed Structural Analysis
- 4.2.5 Nonlinear Static Analysis
- 4.2.6 Response History Analysis
- 4.2.7 Summary and Conclusions
- CHAPTER 5: FOUNDATION ANALYSIS AND DESIGN [Go to Page]
- 5.1 SHALLOW FOUNDATIONS FOR A SEVEN-STORY OFFICE BUILDING, LOS ANGELES, CALIFORNIA [Go to Page]
- 5.1.1 Basic Information
- 5.1.2 Design for Gravity Loads
- 5.1.3 Design for Moment-Resisting Frame System
- 5.1.4 Design for Concentrically Braced Frame System
- 5.1.5 Cost Comparison
- 5.2 DEEP FOUNDATIONS FOR A 12-STORY BUILDING, SEISMIC DESIGN CATEGORY D [Go to Page]
- 5.2.1 Basic Information
- 5.2.2 Pile Analysis, Design and Detailing
- 5.2.3 Other Considerations
- CHAPTER 6: STRUCTURAL STEEL DESIGN [Go to Page]
- 6.1 INDUSTRIAL HIGH-CLEARANCE BUILDING, ASTORIA, OREGON [Go to Page]
- 6.1.1 Building Description
- 6.1.2 Design Parameters
- 6.1.3 Structural Design Criteria
- 6.1.4 Analysis
- 6.1.5 Proportioning and Details
- 6.2 SEVEN‐STORY OFFICE BUILDING, LOS ANGELES, CALIFORNIA [Go to Page]
- 6.2.1 Building Description
- 6.2.2 Basic Requirements
- 6.2.3 Structural Design Criteria
- 6.2.4 Analysis and Design of Alternative A: SMF
- 6.2.5 Analysis and Design of Alternative B: SCBF
- 6.3 TEN-STORY HOSPITAL, SEATTLE, WASHINGTON [Go to Page]
- 6.3.1 Building Description
- 6.3.2 Basic Requirements
- 6.3.3 Structural Design Criteria
- 6.3.4 Elastic Analysis
- 6.3.5 Initial Proportioning and Details
- 6.3.6 Nonlinear Response History Analysis
- CHAPTER 7: REINFORCED CONCRETE [Go to Page]
- 7.1 SEISMIC DESIGN REQUIREMENTS [Go to Page]
- 7.1.1 Seismic Response Parameters
- 7.1.2 Seismic Design Category
- 7.1.3 Structural Systems
- 7.1.4 Structural Configuration
- 7.1.5 Load Combinations
- 7.1.6 Material Properties
- 7.2 DETERMINATION OF SEISMIC FORCES [Go to Page]
- 7.2.1 Modeling Criteria
- 7.2.2 Building Mass
- 7.2.3 Analysis Procedures
- 7.2.4 Development of Equivalent Lateral Forces
- 7.2.5 Direction of Loading
- 7.2.6 Modal Analysis Procedure
- 7.3 DRIFT AND P‐DELTA EFFECTS [Go to Page]
- 7.3.1 Torsion Irregularity Check for the Berkeley Building
- 7.3.2 Drift Check for the Berkeley Building
- 7.3.3 P-delta Check for the Berkeley Building
- 7.3.4 Torsion Irregularity Check for the Honolulu Building
- 7.3.5 Drift Check for the Honolulu Building
- 7.3.6 P-Delta Check for the Honolulu Building
- 7.4 STRUCTURAL DESIGN OF THE BERKELEY BUILDING [Go to Page]
- 7.4.1 Analysis of Frame-Only Structure for 25 Percent of Lateral Load
- 7.4.2 Design o fMoment Frame Members for the Berkeley Building
- 7.4.3 Design of Frame 3 Shear Wall
- 7.5 STRUCTURAL DESIGN OF THE HONOLULU BUILDING [Go to Page]
- 7.5.1 Compare Seismic Versus Wind Loading
- 7.5.2 Design and Detailing of Members of Frame 1
- CHAPTER 8: PRECAST CONCRETE DESIGN [Go to Page]
- 8.1 HORIZONTAL DIAPHRAGMS [Go to Page]
- 8.1.1 Untopped Precast Concrete Units for Five-Story Masonry Buildings Located in Birmingham, Alabama and New York, New York
- 8.1.2 Topped Precast Concrete Units for Five-Story Masonry Building Located in Los Angeles, California (see Sec.10.2)
- 8.2 THREE-STORY OFFICE BUILDING WITH INTERMEDIATE PRECAST CONCRETESHEAR WALLS [Go to Page]
- 8.2.1 Building Description
- 8.2.2 Design Requirements
- 8.2.3 Load Combinations
- 8.2.4 Seismic Force Analysis
- 8.2.5 Proportioning and Detailing
- 8.3 ONE-STORY PRECAST SHEAR WALL BUILDING [Go to Page]
- 8.3.1 Building Description
- 8.3.2 Design Requirements
- 8.3.3 Load Combinations
- 8.3.4 Seismic Force Analysis
- 8.3.5 Proportioning and Detailing
- 8.4 SPECIAL MOMENT FRAMES CONSTRUCTED USING PRECAST CONCRETE [Go to Page]
- 8.4.1 Ductile Connections
- 8.4.2 Strong Connections
- CHAPTER 9: COMPOSITE STEEL AND CONCRETE [Go to Page]
- 9.1 BUILDING DESCRIPTION
- 9.2 PARTIALLY RESTRAINED COMPOSITE CONNECTIONS [Go to Page]
- 9.2.1 Connection Details
- 9.2.2 Connection Moment‐Rotation Curves
- 9.2.3 Connection Design
- 9.3 LOADS AND LOAD COMBINATIONS [Go to Page]
- 9.3.1 Gravity Loads and Seismic Weight
- 9.3.2 Seismic Loads
- 9.3.3 Wind Loads
- 9.3.4 Notional Loads
- 9.3.5 Load Combinations
- 9.4 DESIGN OF C-PRMF SYSTEM [Go to Page]
- 9.4.1 Preliminary Design
- 9.4.2 Application of Loading
- 9.4.3 Beam and Column Moment of Inertia
- 9.4.4 Connection Behavior Modeling
- 9.4.5 Building Drift and P-delta Checks
- 9.4.6 Beam Design
- 9.4.7 Column Design
- 9.4.8 Connection Design
- 9.4.9 Column Splices
- 9.4.10 Column Base Design
- CHAPTER 10: MASONRY [Go to Page]
- 10.1 WAREHOUSE WITH MASONRY WALLS AND WOOD ROOF, LOS ANGELES, CALIFORNIA [Go to Page]
- 10.1.1 Building Description
- 10.1.2 Design Requirements
- 10.1.3 Load Combinations
- 10.1.4 Seismic Forces
- 10.1.5 Side Walls
- 10.1.6 End Walls
- 10.1.7 In-Plane Deflection– EndWalls
- 10.1.8 Bond Beam– Side Walls (and End Walls)
- 10.2 FIVE-‐STORY MASONRY RESIDENTIAL BUILDINGS IN BIRMINGHAM, ALABAMA; ALBUQUERQUE, NEW MEXICO; AND SAN RAFAEL, CALIFORNIA [Go to Page]
- 10.2.1 Building Description
- 10.2.2 Design Requirements
- 10.2.3 Load Combinations
- 10.2.4 Seismic Design for Birmingham 1
- 10.2.5 Seismic Design for Albuquerque
- 10.2.6 Birmingham 2 Seismic Design
- 10.2.7 Seismic Design for San Rafael
- 10.2.8 Summary of Wall D Design for All Four Locations
- CHAPTER 11: WOOD DESIGN [Go to Page]
- 11.1 THREE-‐STORY WOOD APARTMENT BUILDING, SEATTLE, WASHINGTON [Go to Page]
- 11.1.1 Building Description
- 11.1.2 Basic Requirements
- 11.1.3 Seismic Force Analysis
- 11.1.4 Basic Proportioning
- 11.2 WAREHOUSE WITH MASONRY WALLS AND WOOD ROOF, LOS ANGELES, CALIFORNIA [Go to Page]
- 11.2.1 Building Description
- 11.2.2 Basic Requirements
- 11.2.3 Seismic Force Analysis
- 11.2.4 Basic Proportioning of Diaphragm Elements
- CHAPTER 12: SEISMICALLY ISOLATED STRUCTURES [Go to Page]
- 12.1 BACKGROUND AND BASIC CONCEPTS [Go to Page]
- 12.1.1 Types of Isolation Systems
- 12.1.2 Definition of Elements of an Isolated Structure
- 12.1.3 Design Approach
- 12.1.4 Effective Stiffness and Effective Damping
- 12.2 CRITERIA SELECTION
- 12.3 EQUIVALENT LATERAL FORCE PROCEDURE [Go to Page]
- 12.3.1 Isolation System Displacement
- 12.3.2 Design Forces
- 12.4 DYNAMIC LATERAL RESPONSE PROCEDURE [Go to Page]
- 12.4.1 Minimum Design Criteria
- 12.4.2 Modeling Requirements
- 12.4.3 Response Spectrum Analysis
- 12.4.4 Response History Analysis
- 12.5 EMERGENCY OPERATIONS CENTER USING DOUBLE-‐CONCAVE FRICTION PENDULUM BEARINGS, OAKLAND, CALIFORNIA [Go to Page]
- 12.5.1 System Description
- 12.5.2 Basic Requirements
- 12.5.3 Seismic Force Analysis
- 12.5.4 Preliminary Design Based on the ELF Procedure
- 12.5.5 Design Verification Using Nonlinear Response History Analysis
- 12.5.6 Design and Testing Criteria for Isolator Units
- CHAPTER 13: NONBUILDING STRUCTURE DESIGN [Go to Page]
- 13.1 NONBUILDING STRUCTURES VERSUS NONSTRUCTURAL COMPONENTS [Go to Page]
- 13.1.1 Nonbuilding Structure
- 13.1.2 Nonstructural Component
- 13.2 PIPERACK, OXFORD, MISSISSIPPI [Go to Page]
- 13.2.1 Description
- 13.2.2 Provisions Parameters
- 13.2.3 Design in theTransverse Direction
- 13.2.4 Design in the Longitudinal Direction
- 13.3 STEEL STORAGE RACK, OXFORD, MISSISSIPPI [Go to Page]
- 13.3.1 Description
- 13.3.2 Provisions Parameters
- 13.3.3 Design of the System
- 13.4 ELECTRIC GENERATING POWER PLANT, MERNA, WYOMING [Go to Page]
- 13.4.1 Description
- 13.4.2 Provisions Parameters
- 13.4.3 Design in the North-‐South Direction
- 13.4.4 Design in the East-‐West Direction
- 13.5 PIER/WHARF DESIGN, LONG BEACH, CALIFORNIA [Go to Page]
- 13.5.1 Description
- 13.5.2 Provisions Parameters
- 13.5.3 Design of the System
- 13.6 TANKS AND VESSELS, EVERETT, WASHINGTON [Go to Page]
- 13.6.1 Flat-‐Bottom Water Storage Tank
- 13.6.2 Flat-‐Bottom Gasoline Tank
- 13.7 VERTICAL VESSEL, ASHPORT, TENNESSEE [Go to Page]
- 13.7.1 Description
- 13.7.2 Provisions Parameters
- 13.7.3 Design of the System
- CHAPTER 14: DESIGN FOR NONSTRUCTURAL COMPONENTS [Go to Page]
- 14.1 DEVELOPMENT AND BACKGROUND OF THE REQUIREMENTS FOR NONSTRUCTURAL COMPONENTS [Go to Page]
- 14.1.1 Approach to Nonstructural Components
- 14.1.2 Force Equations
- 14.1.3 Load Combinations and Acceptance Criteria
- 14.1.4 Component Amplification Factor
- 14.1.5 Seismic Coefficient at Grade
- 14.1.6 Relative Location Factor
- 14.1.7 Component Response Modification Factor
- 14.1.8 Component Importance Factor
- 14.1.9 Accommodation of Seismic Relative Displacements
- 14.1.10 Component Anchorage Factors and Acceptance Criteria
- 14.1.11 Construction Documents
- 14.2 ARCHITECTURAL CONCRETE WALL PANEL [Go to Page]
- 14.2.1 Example Description
- 14.2.2 Design Requirements
- 14.2.3 Spandrel Panel
- 14.2.4 Column Cover
- 14.2.5 Additional Design Considerations
- 14.3 HVAC FAN UNIT SUPPORT [Go to Page]
- 14.3.1 Example Description
- 14.3.2 Design Requirements
- 14.3.3 Direct Attachment to Structure
- 14.3.4 Support on Vibration Isolation Springs
- 14.3.5 Additional Considerations for Supporton Vibration Isolators
- 14.4 ANALYSIS OF PIPING SYSTEMS [Go to Page]
- 14.4.1 ASME Code Allowable Stress Approach
- 14.4.2 Allowable Stress Load Combinations
- 14.4.3 Application of the Standard
- 14.5 PIPING SYSTEM SEISMIC DESIGN [Go to Page]
- 14.5.1 Example Description
- 14.5.2 Design Requirements
- 14.5.3 Piping System Design
- 14.5.4 Pipe Supports and Bracing
- 14.5.5 Design for Displacements
- 14.6 ELEVATED VESSEL SEISMIC DESIGN [Go to Page]
- 14.6.1 Example Description
- 14.6.2 Design Requirements
- 14.6.3 Load Combinations
- 14.6.4 Forces in Vessel Supports
- 14.6.5 Vessel Support and Attachment
- 14.6.6 Supporting Frame
- 14.6.7 Design Considerations for the Vertical Load-‐Carrying System
- A - THE BUILDING SEISMIC SAFETY COUNCIL [Go to Page]
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