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eLibrary >
FEMA P-2192-V1 2020 NEHRP Recommended Seismic Provisions: Design Examples, Training Materials, and Design Flow Charts - Volume I: Design Examples >
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FEMA P-2192-V1 2020 NEHRP Recommended Seismic Provisions: Design Examples, Training Materials, and Design Flow Charts - Volume I: Design Examples, 2020
- 2020 NEHRP Recommended Seismic Provisions: Design Examples, Training Materials, and Design Flow Charts [Go to Page]
- 2020 NEHRP Recommended Seismic Provisions: Design Examples, Training Materials, and Design Flow Charts
- 2020 NEHRP (National Earthquake Hazards Reduction Program) Recommended Seismic Provisions: Design Examples
- Foreword
- Preface and Acknowledgements
- Table of Contents
- List of Figures
- List of Tables
- Chapter 1: Introduction
- 1.1 Overview
- 1.2 Evolution of Earthquake Engineering
- 1.3 History and Role of the NEHRP Provisions
- 1.4 Key Updates to the 2020 NEHRP Provisions and ASCE/SEI 7-22
- 1.4.1 Earthquake Ground Motions and Spectral Acceleration Parameters
- 1.4.2 New Shear Wall Seismic Force-Resisting Systems
- 1.4.3 Diaphragm Design
- 1.4.4 Nonstructural Components
- 1.4.5 Permitted Analytical Procedures and Configuration Irregularities
- 1.4.6 Displacement Requirements
- 1.4.7 Exceptions to Height Limitations
- 1.4.8 Nonbuilding Structures
- 1.4.9 Performance Intent and Seismic Resiliency
- 1.4.10 Seismic Lateral Earth Pressures
- 1.4.11 Soil-Structure Interaction
- 1.5 The NEHRP Design Examples
- 1.6 Organization and Presentation of the 2020 Design Examples
- H4
- 1.6.2 Presentation
- 1.7 References
- Chapter 2: Fundamentals
- 2.1 Earthquake Phenomena
- 2.2 Structural Response to Ground Shaking
- 2.2.1 Response Spectra
- 2.2.2 Inelastic Response
- 2.2.3 Building Materials
- 2.2.3.1 WOOD
- 2.2.3.2 STEEL
- 2.2.3.3 REINFORCED CONCRETE
- 2.2.3.4 MASONRY
- 2.2.3.5 PRECAST CONCRETE
- 2.2.3.6 COMPOSITE STEEL AND CONCRETE
- 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
- 2.7 Resilience-Based Design
- 2.7.1 Background
- 2.7.2 Functional Recovery Objective
- 2.7.2.1 HAZARD LEVEL
- 2.7.2.2 EXPECTED FUNCTIONAL RECOVERY TIME
- 2.7.2.3 DESIRED OR ACCEPTABLE FUNCTIONAL RECOVERY TIME
- 2.7.3 Code-based Functional Recovery Design Provisions
- 2.7.3.1 SEISMIC FORCE-RESISTING SYSTEM
- 2.7.3.2 NONSTRUCTURAL SYSTEMS AND CONTENTS
- 2.7.4 Voluntary Design for Functional Recovery
- 2.7.5 References
- Chapter 3: Earthquake Ground Motions
- 3.1 Overview
- 3.2 Seismic Design Maps
- 3.2.1 Development of MCER, MCEG, and TL Maps
- 3.2.2 Updates from ASCE/SEI 7-16 to ASCE/SEI 7-22
- 3.2.3 Online Access to Mapped and Other Ground-Motion Values
- 3.3 Multi-Period Response Spectra
- 3.3.1 Background
- 3.3.2 Design Parameters and Response Spectra of ASCE/SEI 7-16
- 3.3.3 Site-Specific Requirements of ASCE/SEI 7-16
- 3.3.4 New Ground Motion Parameters of ASCE/SEI 7-22 Chapter 11
- 3.3.5 New Site Classes of ASCE/SEI 7-22 Chapter 20
- 3.3.6 New Site-Specific Analysis Requirements of ASCE/SEI 7-22 Chapter 21
- 3.3.7 Example Comparisons of Design Response Spectra
- WUS Sites – Irvine (Southern California) and San Mateo (Northern California)
- OCONUS Sites – Honolulu (Hawaii) and Anchorage (Alaska)
- CEUS Sites – St. Louis (Missouri) and Memphis (Tennessee)
- 3.4 Other Changes to Ground Motion Provisions in ASCE/SEI 7-22
- 3.4.1 Maximum Considered Earthquake Geometric Mean (MCEG) Peak Ground Acceleration (ASCE/SEI 7-22 Section 21.5)
- 3.4.2 Vertical Ground Motion for Seismic Design (ASCE/SEI 7-22 Section 11.9)
- 3.4.3 Site Class When Shear Wave Velocity Data are Unavailable (ASCE/SEI 7-22 Section 20.3)
- 3.5 References
- Chapter 4: Reinforced Concrete Ductile Coupled Shear Wall System as a Distinct Seismic Force-Resisting System in ASCE/SEI 7-22
- 4.1 Introduction
- 4.2 Ductile Coupled Structural (Shear) Wall System of ACI 318-19
- 4.3 Ductile Coupled Structural (Shear) Wall System in ASCE/SEI 7-22
- 4.4 FEMA P695 Studies Involving Ductile Coupled Structural (Shear) Walls
- 4.5 Design of a Special Reinforced Concrete Ductile Coupled Wall
- 4.5.1 Introduction
- 4.5.1.1 GENERAL
- 4.5.1.2 DESIGN CRITERIA
- 4.5.1.3 DESIGN BASIS
- 4.5.1.4 LOAD COMBINATIONS FOR DESIGN
- 4.5.1.5 SYSTEM IRREGULARITY AND ACCIDENTAL TORSION
- 4.5.1.6 REDUNDANCY FACTOR,
- 4.5.1.7 ANALYSIS BY EQUIVALENT LATERAL FORCE PROCEDURE
- Structural period calculation
- Base shear calculation
- 4.5.1.8 MODAL RESPONSE SPECTRUM ANALYSIS
- 4.5.1.9 STORY DRIFT LIMITATION
- 4.5.2 Design of Shear Walls
- 4.5.2.1 DESIGN LOADS
- 4.5.2.2 DESIGN FOR SHEAR
- 4.5.2.3 BOUNDARY ELEMENTS OF SPECIAL REINFORCED CONCRETE SHEAR WALLS (ACI 318-19 SECTION 18.10.6)
- 4.5.2.4 CHECK STRENGTH UNDER FLEXURE AND AXIAL LOADS (ACI 318-19 SECTION 18.10.5.1)
- 4.5.3 Design of Coupling Beam
- 4.5.3.1 DESIGN LOADS
- 4.5.3.2 DESIGN FOR FLEXURE
- 4.5.3.3 MINIMUM TRANSVERSE REINFORCEMENT REQUIREMENTS
- 4.5.3.4 DESIGN FOR SHEAR
- 4.6 Acknowledgements
- 4.7 References
- Chapter 5: Coupled Composite Plate Shear Walls / Concrete Filled (C-PSW/CFs) as a Distinct Seismic Force-Resisting System in ASCE/SEI 7-22
- 5.1 Introduction
- 5.2 Coupled Composite Plate Shear Wall / Concrete Filled (C-PSW/CF) Systems
- 5.3 Coupled C-PSW/CF System in ASCE/SEI 7-22
- 5.4 FEMA P695 Studies Involving Coupled C-PSW/CFs
- 5.5 Design of Coupled C-PSW/CF System
- 5.5.1 Overview
- 5.5.2 Building Description
- 5.5.3 General Information of the Considered Building
- 5.5.3.1 MATERIAL PROPERTIES
- 5.5.3.2 LOADS
- 5.5.3.3 LOAD COMBINATIONS
- 5.5.3.4 BUILDING SEISMIC WEIGHT
- 5.5.3.5 SEISMIC DESIGN PARAMETERS
- 5.5.3.6 SEISMIC FORCES
- 5.5.4 Structural Analysis (Seismic Design)
- 5.5.4.1 C-PSW/CFS AND COUPLING BEAM SECTION
- 5.5.4.2 NUMERICAL MODELING OF COUPLED C-PSW/CF
- 5.5.5 Design of Coupling Beams
- 5.5.5.1 FLEXURE-CRITICAL COUPLING BEAMS
- 5.5.5.2 EXPECTED FLEXURAL CAPACITY (MP.EXP.CB)
- 5.5.5.3 MINIMUM AREA OF STEEL
- 5.5.5.4 STEEL PLATE SLENDERNESS REQUIREMENT FOR COUPLING BEAMS
- 5.5.5.5 FLEXURAL STRENGTH (MP,CB)
- 5.5.5.6 NOMINAL SHEAR STRENGTH (VN.CB)
- 5.5.5.7 FLEXURE-CRITICAL COUPLING BEAMS (REVISITED)
- 5.5.6 Design of C-PSW/CF
- 5.5.6.1 STEP 4-1: MINIMUM AND MAXIMUM AREA OF STEEL
- 5.5.6.2 STEEL PLATE SLENDERNESS REQUIREMENTS FOR COMPOSITE WALLS
- 5.5.6.3 TIE SPACING REQUIREMENTS FOR COMPOSITE WALLS
- 5.5.6.4 REQUIRED WALL SHEAR STRENGTH
- 5.5.6.5 REQUIRED FLEXURAL STRENGTH OF COUPLED C-PSW/CF
- 5.5.6.6 COMPOSITE WALL RESISTANCE FACTOR
- 5.5.6.7 WALL TENSILE STRENGTH
- 5.5.6.8 WALL COMPRESSION STRENGTH
- 5.5.6.9 WALL FLEXURAL STRENGTH
- 5.5.6.10 WALL SHEAR STRENGTH
- 5.5.7 Coupling Beam Connection
- 5.5.7.1 FLANGE PLATE CONNECTION DEMAND
- 5.5.7.2 CALCULATE REQUIRED LENGTH OF CJP WELDING
- 5.5.7.3 CHECK SHEAR STRENGTH OF COUPLING BEAM FLANGE PLATE
- 5.5.7.4 CHECK SHEAR STRENGTH OF WALL WEB PLATES
- 5.5.7.5 CHECK DUCTILE BEHAVIOR OF FLANGE PLATES
- 5.5.7.6 CALCULATE FORCES IN WEB PLATES
- 5.5.7.7 CALCULATE FORCE DEMAND ON C-SHAPED WELD
- 5.5.7.8 SELECT WELD GEOMETRY
- 5.5.7.9 CALCULATE C-SHAPED WELD SHEAR & MOMENT CAPACITIES
- 5.5.7.10 CALCULATE C-SHAPED WELD TENSION CAPACITY
- 5.5.7.11 CALCULATE THE UTILIZATION OF C-SHAPED WELD CAPACITY
- 5.6 Acknowledgements
- 5.7 References
- Chapter 6: Three-Story Cross-Laminated Timber (CLT) Shear Wall
- 6.1 Overview
- 6.2 Background
- 6.3 Cross-laminated Timber Shear Wall Example Description
- 6.4 Seismic Forces
- 6.5 CLT Shear Wall Shear Strength
- 6.5.1 Shear Capacity of Prescribed Connectors
- 6.5.2 Shear Capacity of CLT Panel
- 6.6 CLT Hold-down and Compression Zone for Overturning
- 6.6.1 CLT Shear Wall Hold-down Design
- 6.6.2 CLT Shear Wall Compression Zone
- 6.7 CLT Shear Wall Deflection
- 6.8 References
- Chapter 7: Horizontal Diaphragm Design
- 7.1 Overview
- 7.2 Introduction to Diaphragm Seismic Design Methods
- 7.3 Step-By-Step Determination of Diaphragm Design Forces
- 7.3.1 Step-By-Step Determination of Diaphragm Design Forces Using the Section 12.10.1 and 12.10.2 Traditional Method
- 7.3.2 Step-By-Step Determination of Diaphragm Design Forces Using the Section 12.10.3 Alternative Provisions
- 7.3.3. Step-By-Step Determination of Diaphragm Design Forces Using the Section 12.10.4 Alternative Diaphragm Design Provisions for One-Story Structures with Flexible Diaphragms and Rigid Vertical Elements (Alternative RWFD Provisions)
- 7.4 Example: One-Story Wood Assembly Hall
- 7.4.1 Example Using the ASCE/SEI 7-22 Section 12.10.1 and 12.10.2 Traditional Diaphragm Design Method
- 7.4.2 Example: One-Story Wood Assembly Hall – ASCE/SEI 7-22 Section 12.10.3 Alternative Diaphragm Design Method
- 7.5 Example: Multi-Story Steel Building with Steel Deck Diaphragms
- 7.5.1 Example: Multi-Story Steel Building - Section 12.10.1 and 12.10.2 Traditional Diaphragm Design Method
- 7.5.2 Example: Multi-story Steel Building – ASCE/SEI 7-22 Section 12.10.3 Alternative Diaphragm Design Method
- 7.5.3 Comparison of Traditional and Alternative Procedure Diaphragm Design Forces
- 7.6 Example: One-Story RWFD Bare Steel Deck Diaphragm Building
- 7.6.1 Example: One-Story Bare Steel Deck Diaphragm Building Diaphragm Design – ASCE/SEI 7-22 Section 12.10.1 and 12.10.2 Traditional Design method
- 7.6.2 Example: One-Story Bare Steel Deck Diaphragm Building Diaphragm Design -Section 12.10.4 Alternative Design Method with Diaphragm Meeting AISI S400 Special Seismic Detailing Provisions
- 7.6.3 Example: One-Story Bare Steel Deck Diaphragm Building Diaphragm Design – ASCE/SEI 7-22 Section 12.10.4 Alternative Design Method with Diaphragm NOT Meeting AISI S400 Special Seismic Detailing Provisions
- 7.6.4 Comparison of Diaphragm Design Forces for Traditional and Alternative RWFD Provisions
- 7.7 References
- Chapter 8: Nonstructural Components
- 8.1 Overview
- 8.2 Development and Background of the Requirements for Nonstructural Components
- 8.2.1 Approach to and Performance Objectives for Seismic Design of Nonstructural Components
- 8.2.2 Force Equations
- 8.2.3 Development of Nonstructural Seismic Design Force Equations in ASCE/SEI 7-22
- 8.2.3.1 NIST GCR 18-917 43
- 8.2.3.2 REVISIONS MADE IN THE 2020 NEHRP PROVISIONS
- 8.2.3.3 REVISIONS MADE FOR ASCE/SEI 7-22
- 8.2.4 Load Combinations and Acceptance Criteria
- 8.2.5 Component Importance Factor, Ip
- 8.2.6 Seismic Coefficient at Grade, 0.4SDS
- 8.2.7 Amplification with Height, Hf
- 8.2.8 Structure Ductility Reduction Factor, Rμ
- 8.2.9 Component Resonance Ductility Factor, CAR
- 8.2.9.1 COMPONENT PERIOD AND BUILDING PERIOD
- 8.2.9.2 COMPONENT AND/OR ANCHORAGE DUCTILITY
- 8.2.9.3 CAR CATEGORIES
- 8.2.10 Component Strength Factor, Rpo
- 8.2.11 Equipment Support Structures and Platforms and Distribution System Supports
- 8.2.12 Upper and Lower Bound Seismic Design Forces
- 8.2.13 Nonlinear Response History Analysis
- 8.2.14 Accommodation of Seismic Relative Displacements
- 8.2.15 Component Anchorage Factors and Acceptance Criteria
- 8.2.16 Construction Documents
- 8.2.17 Exempt Items
- 8.2.18 Pre-Manufactured Modular Mechanical and Electrical Systems
- 8.3 Architectural Concrete Wall Panel
- 8.3.1 Example Description
- 8.3.2 Providing Gravity Support and Accommodating Story Drift in Cladding
- 8.3.3 Design Requirements
- 8.3.3.1 ASCE/SEI 7-22 PARAMETERS AND COEFFICIENTS
- 8.3.3.2 APPLICABLE REQUIREMENTS
- 8.3.4 Spandrel Panel – Wall Element and Body of Wall Panel Connections
- 8.3.4.1 CONNECTION LAYOUT
- 8.3.4.2 PRESCRIBED SEISMIC FORCES
- 8.3.4.3 PROPORTIONING AND DESIGN
- 8.3.4.4 PRESCRIBED SEISMIC DISPLACEMENTS
- 8.3.5 Spandrel Panel – Fasteners of the Connecting System
- 8.3.5.1 PRESCRIBED SEISMIC FORCES
- 8.3.5.2 PROPORTIONING AND DESIGN
- 8.3.5.3 PRESCRIBED SEISMIC DISPLACEMENTS
- 8.3.6 Column Cover
- 8.3.6.1 CONNECTION LAYOUT
- 8.3.6.2 PRESCRIBED SEISMIC FORCES
- 8.3.6.3 PRESCRIBED SEISMIC DISPLACEMENTS
- 8.3.7 Additional Design Considerations
- 8.3.7.1 PERFORMANCE INTENT FOR GLAZING IN EARTHQUAKES
- 8.3.7.2 WINDOW FRAME SYSTEM
- 8.3.7.3 BUILDING CORNERS
- 8.3.7.4 DIMENSIONAL COORDINATION
- 8.4 Seismic Analysis of Egress Stairs
- 8.4.1 Example Description
- 8.4.2 Design Requirements
- 8.4.2.1 ASCE/SEI 7-22 PARAMETERS AND COEFFICIENTS
- 8.4.2.2 APPLICABLE REQUIREMENTS
- 8.4.3 Prescribed Seismic Forces
- 8.4.3.1 EGRESS STAIRWAYS NOT PART OF THE BUILDING SEISMIC FORCE-RESISTING SYSTEM
- 8.4.3.2 EGRESS STAIRS AND RAMP FASTENERS AND ATTACHMENTS
- 8.4.4 Prescribed Seismic Displacements
- 8.5 HVAC Fan Unit Support
- 8.5.1 Example Description
- 8.5.2 Design Requirements
- 8.5.2.1 ASCE/SEI 7-22 PARAMETERS AND COEFFICIENTS
- 8.5.2.2 APPLICABLE REQUIREMENTS
- 8.5.3 Case 1: Direct Attachment to Structure
- 8.5.3.1 PRESCRIBED SEISMIC FORCES
- 8.5.3.2 PROPORTIONING AND DESIGN
- 8.5.4 Case 2: Support on Vibration Isolation Springs
- 8.5.4.1 PRESCRIBED SEISMIC FORCES
- 8.5.4.2 PROPORTIONING AND DESIGN
- 8.5.5 Additional Considerations for Support on Vibration Isolators
- 8.6 Piping System Seismic Design
- 8.6.1 Example Description
- 8.6.2 Design Requirements
- 8.6.2.1 ASCE/SEI 7-22 PARAMETERS AND COEFFICIENTS
- 8.6.2.2 APPLICABLE REQUIREMENTS
- 8.6.3 Piping System Design
- 8.6.3.1 PRESCRIBED SEISMIC FORCES
- 8.6.3.2 PROPORTIONING AND DESIGN
- 8.6.4 Pipe Supports and Bracing
- 8.6.4.1 PRESCRIBED SEISMIC FORCES
- 8.6.4.2 PROPORTIONING AND DESIGN
- 8.6.5 Prescribed Seismic Displacements
- 8.7 Elevated Vessel Seismic Design
- 8.7.1 Example Description
- 8.7.2 Design Requirements
- 8.7.2.1 ASCE/SEI 7-22 PARAMETERS AND COEFFICIENTS
- 8.7.2.2 APPLICABLE REQUIREMENTS
- 8.7.3 Vessel Support and Attachments
- 8.7.3.1 PRESCRIBED SEISMIC FORCES
- 8.7.3.2 PROPORTIONING AND DESIGN
- 8.7.4 Supporting Frame
- 8.7.4.1 PRESCRIBED SEISMIC FORCES
- 8.7.4.2 PROPORTIONING AND DESIGN
- 8.7.5 Design Considerations for the Gravity Load-Carrying System
- 8.8 References [Go to Page]
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