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FEMA P 2192 Volume1 2020

FEMA P 2192 Volume1 2020

$63.70

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 2020
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PDF Catalog

PDF Pages PDF Title
1 2020 NEHRP Recommended Seismic Provisions: Design Examples, Training Materials, and Design Flow Charts
2 2020 NEHRP (National Earthquake Hazards Reduction Program) Recommended Seismic Provisions: Design Examples
4 Foreword
5 Preface and Acknowledgements
7 Table of Contents
14 List of Figures
20 List of Tables
22 Chapter 1: Introduction
1.1 Overview
24 1.2 Evolution of Earthquake Engineering
28 1.3 History and Role of the NEHRP Provisions
32 1.4 Key Updates to the 2020 NEHRP Provisions and ASCE/SEI 7-22
1.4.1 Earthquake Ground Motions and Spectral Acceleration Parameters
35 1.4.2 New Shear Wall Seismic Force-Resisting Systems
36 1.4.3 Diaphragm Design
37 1.4.4 Nonstructural Components
1.4.5 Permitted Analytical Procedures and Configuration Irregularities
38 1.4.6 Displacement Requirements
1.4.7 Exceptions to Height Limitations
39 1.4.8 Nonbuilding Structures
1.4.9 Performance Intent and Seismic Resiliency
40 1.4.10 Seismic Lateral Earth Pressures
1.4.11 Soil-Structure Interaction
1.5 The NEHRP Design Examples
44 1.6 Organization and Presentation of the 2020 Design Examples
H4
45 1.6.2 Presentation
46 1.7 References
52 Chapter 2: Fundamentals
53 2.1 Earthquake Phenomena
55 2.2 Structural Response to Ground Shaking
2.2.1 Response Spectra
61 2.2.2 Inelastic Response
64 2.2.3 Building Materials
2.2.3.1 WOOD
2.2.3.2 STEEL
65 2.2.3.3 REINFORCED CONCRETE
2.2.3.4 MASONRY
2.2.3.5 PRECAST CONCRETE
66 2.2.3.6 COMPOSITE STEEL AND CONCRETE
2.2.4 Building Systems
67 2.2.5 Supplementary Elements Added to Improve Structural Performance
2.3 Engineering Philosophy
69 2.4 Structural Analysis
72 2.5 Nonstructural Elements of Buildings
73 2.6 Quality Assurance
2.7 Resilience-Based Design
2.7.1 Background
75 2.7.2 Functional Recovery Objective
77 2.7.2.1 HAZARD LEVEL
2.7.2.2 EXPECTED FUNCTIONAL RECOVERY TIME
79 2.7.2.3 DESIRED OR ACCEPTABLE FUNCTIONAL RECOVERY TIME
81 2.7.3 Code-based Functional Recovery Design Provisions
2.7.3.1 SEISMIC FORCE-RESISTING SYSTEM
85 2.7.3.2 NONSTRUCTURAL SYSTEMS AND CONTENTS
86 2.7.4 Voluntary Design for Functional Recovery
88 2.7.5 References
92 Chapter 3: Earthquake Ground Motions
3.1 Overview
93 3.2 Seismic Design Maps
3.2.1 Development of MCER, MCEG, and TL Maps
94 3.2.2 Updates from ASCE/SEI 7-16 to ASCE/SEI 7-22
95 3.2.3 Online Access to Mapped and Other Ground-Motion Values
100 3.3 Multi-Period Response Spectra
101 3.3.1 Background
3.3.2 Design Parameters and Response Spectra of ASCE/SEI 7-16
103 3.3.3 Site-Specific Requirements of ASCE/SEI 7-16
104 3.3.4 New Ground Motion Parameters of ASCE/SEI 7-22 Chapter 11
108 3.3.5 New Site Classes of ASCE/SEI 7-22 Chapter 20
109 3.3.6 New Site-Specific Analysis Requirements of ASCE/SEI 7-22 Chapter 21
112 3.3.7 Example Comparisons of Design Response Spectra
113 WUS Sites – Irvine (Southern California) and San Mateo (Northern California)
115 OCONUS Sites – Honolulu (Hawaii) and Anchorage (Alaska)
118 CEUS Sites – St. Louis (Missouri) and Memphis (Tennessee)
120 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)
123 3.4.3 Site Class When Shear Wave Velocity Data are Unavailable (ASCE/SEI 7-22 Section 20.3)
125 3.5 References
127 Chapter 4: Reinforced Concrete Ductile Coupled Shear Wall System as a Distinct Seismic Force-Resisting System in ASCE/SEI 7-22
128 4.1 Introduction
130 4.2 Ductile Coupled Structural (Shear) Wall System of ACI 318-19
132 4.3 Ductile Coupled Structural (Shear) Wall System in ASCE/SEI 7-22
134 4.4 FEMA P695 Studies Involving Ductile Coupled Structural (Shear) Walls
143 4.5 Design of a Special Reinforced Concrete Ductile Coupled Wall
4.5.1 Introduction
4.5.1.1 GENERAL
145 4.5.1.2 DESIGN CRITERIA
146 4.5.1.3 DESIGN BASIS
147 4.5.1.4 LOAD COMBINATIONS FOR DESIGN
4.5.1.5 SYSTEM IRREGULARITY AND ACCIDENTAL TORSION
148 4.5.1.6 REDUNDANCY FACTOR, 
4.5.1.7 ANALYSIS BY EQUIVALENT LATERAL FORCE PROCEDURE
Structural period calculation
Base shear calculation
149 4.5.1.8 MODAL RESPONSE SPECTRUM ANALYSIS
152 4.5.1.9 STORY DRIFT LIMITATION
4.5.2 Design of Shear Walls
4.5.2.1 DESIGN LOADS
153 4.5.2.2 DESIGN FOR SHEAR
156 4.5.2.3 BOUNDARY ELEMENTS OF SPECIAL REINFORCED CONCRETE SHEAR WALLS (ACI 318-19 SECTION 18.10.6)
166 4.5.2.4 CHECK STRENGTH UNDER FLEXURE AND AXIAL LOADS (ACI 318-19 SECTION 18.10.5.1)
167 4.5.3 Design of Coupling Beam
4.5.3.1 DESIGN LOADS
4.5.3.2 DESIGN FOR FLEXURE
169 4.5.3.3 MINIMUM TRANSVERSE REINFORCEMENT REQUIREMENTS
4.5.3.4 DESIGN FOR SHEAR
171 4.6 Acknowledgements
4.7 References
173 Chapter 5: Coupled Composite Plate Shear Walls / Concrete Filled (C-PSW/CFs) as a Distinct Seismic Force-Resisting System in ASCE/SEI 7-22
174 5.1 Introduction
175 5.2 Coupled Composite Plate Shear Wall / Concrete Filled (C-PSW/CF) Systems
177 5.3 Coupled C-PSW/CF System in ASCE/SEI 7-22
181 5.4 FEMA P695 Studies Involving Coupled C-PSW/CFs
186 5.5 Design of Coupled C-PSW/CF System
5.5.1 Overview
187 5.5.2 Building Description
189 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
190 5.5.3.4 BUILDING SEISMIC WEIGHT
191 5.5.3.5 SEISMIC DESIGN PARAMETERS
192 5.5.3.6 SEISMIC FORCES
194 5.5.4 Structural Analysis (Seismic Design)
5.5.4.1 C-PSW/CFS AND COUPLING BEAM SECTION
196 5.5.4.2 NUMERICAL MODELING OF COUPLED C-PSW/CF
200 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)
201 5.5.5.3 MINIMUM AREA OF STEEL
5.5.5.4 STEEL PLATE SLENDERNESS REQUIREMENT FOR COUPLING BEAMS
202 5.5.5.5 FLEXURAL STRENGTH (MP,CB)
203 5.5.5.6 NOMINAL SHEAR STRENGTH (VN.CB)
5.5.5.7 FLEXURE-CRITICAL COUPLING BEAMS (REVISITED)
204 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
205 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
206 5.5.6.6 COMPOSITE WALL RESISTANCE FACTOR
207 5.5.6.7 WALL TENSILE STRENGTH
5.5.6.8 WALL COMPRESSION STRENGTH
208 5.5.6.9 WALL FLEXURAL STRENGTH
211 5.5.6.10 WALL SHEAR STRENGTH
212 5.5.7 Coupling Beam Connection
215 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
216 5.5.7.4 CHECK SHEAR STRENGTH OF WALL WEB PLATES
217 5.5.7.5 CHECK DUCTILE BEHAVIOR OF FLANGE PLATES
218 5.5.7.6 CALCULATE FORCES IN WEB PLATES
219 5.5.7.7 CALCULATE FORCE DEMAND ON C-SHAPED WELD
5.5.7.8 SELECT WELD GEOMETRY
220 5.5.7.9 CALCULATE C-SHAPED WELD SHEAR & MOMENT CAPACITIES
221 5.5.7.10 CALCULATE C-SHAPED WELD TENSION CAPACITY
5.5.7.11 CALCULATE THE UTILIZATION OF C-SHAPED WELD CAPACITY
222 5.6 Acknowledgements
5.7 References
224 Chapter 6: Three-Story Cross-Laminated Timber (CLT) Shear Wall
6.1 Overview
225 6.2 Background
226 6.3 Cross-laminated Timber Shear Wall Example Description
229 6.4 Seismic Forces
231 6.5 CLT Shear Wall Shear Strength
233 6.5.1 Shear Capacity of Prescribed Connectors
234 6.5.2 Shear Capacity of CLT Panel
235 6.6 CLT Hold-down and Compression Zone for Overturning
6.6.1 CLT Shear Wall Hold-down Design
240 6.6.2 CLT Shear Wall Compression Zone
244 6.7 CLT Shear Wall Deflection
247 6.8 References
248 Chapter 7: Horizontal Diaphragm Design
7.1 Overview
251 7.2 Introduction to Diaphragm Seismic Design Methods
254 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
256 7.3.2 Step-By-Step Determination of Diaphragm Design Forces Using the Section 12.10.3 Alternative Provisions
262 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)
267 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
270 7.4.2 Example: One-Story Wood Assembly Hall – ASCE/SEI 7-22 Section 12.10.3 Alternative Diaphragm Design Method
273 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
280 7.5.2 Example: Multi-story Steel Building – ASCE/SEI 7-22 Section 12.10.3 Alternative Diaphragm Design Method
285 7.5.3 Comparison of Traditional and Alternative Procedure Diaphragm Design Forces
286 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
290 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
296 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
301 7.6.4 Comparison of Diaphragm Design Forces for Traditional and Alternative RWFD Provisions
302 7.7 References
303 Chapter 8: Nonstructural Components
8.1 Overview
305 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
306 8.2.2 Force Equations
307 8.2.3 Development of Nonstructural Seismic Design Force Equations in ASCE/SEI 7-22
308 8.2.3.1 NIST GCR 18-917 43
310 8.2.3.2 REVISIONS MADE IN THE 2020 NEHRP PROVISIONS
311 8.2.3.3 REVISIONS MADE FOR ASCE/SEI 7-22
314 8.2.4 Load Combinations and Acceptance Criteria
316 8.2.5 Component Importance Factor, Ip
8.2.6 Seismic Coefficient at Grade, 0.4SDS
8.2.7 Amplification with Height, Hf
318 8.2.8 Structure Ductility Reduction Factor, Rμ
320 8.2.9 Component Resonance Ductility Factor, CAR
8.2.9.1 COMPONENT PERIOD AND BUILDING PERIOD
322 8.2.9.2 COMPONENT AND/OR ANCHORAGE DUCTILITY
323 8.2.9.3 CAR CATEGORIES
325 8.2.10 Component Strength Factor, Rpo
8.2.11 Equipment Support Structures and Platforms and Distribution System Supports
328 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
330 8.2.15 Component Anchorage Factors and Acceptance Criteria
332 8.2.16 Construction Documents
8.2.17 Exempt Items
333 8.2.18 Pre-Manufactured Modular Mechanical and Electrical Systems
334 8.3 Architectural Concrete Wall Panel
8.3.1 Example Description
336 8.3.2 Providing Gravity Support and Accommodating Story Drift in Cladding
340 8.3.3 Design Requirements
8.3.3.1 ASCE/SEI 7-22 PARAMETERS AND COEFFICIENTS
344 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
347 8.3.4.2 PRESCRIBED SEISMIC FORCES
348 8.3.4.3 PROPORTIONING AND DESIGN
350 8.3.4.4 PRESCRIBED SEISMIC DISPLACEMENTS
8.3.5 Spandrel Panel – Fasteners of the Connecting System
8.3.5.1 PRESCRIBED SEISMIC FORCES
352 8.3.5.2 PROPORTIONING AND DESIGN
355 8.3.5.3 PRESCRIBED SEISMIC DISPLACEMENTS
8.3.6 Column Cover
8.3.6.1 CONNECTION LAYOUT
357 8.3.6.2 PRESCRIBED SEISMIC FORCES
8.3.6.3 PRESCRIBED SEISMIC DISPLACEMENTS
360 8.3.7 Additional Design Considerations
8.3.7.1 PERFORMANCE INTENT FOR GLAZING IN EARTHQUAKES
365 8.3.7.2 WINDOW FRAME SYSTEM
8.3.7.3 BUILDING CORNERS
366 8.3.7.4 DIMENSIONAL COORDINATION
8.4 Seismic Analysis of Egress Stairs
8.4.1 Example Description
369 8.4.2 Design Requirements
8.4.2.1 ASCE/SEI 7-22 PARAMETERS AND COEFFICIENTS
372 8.4.2.2 APPLICABLE REQUIREMENTS
373 8.4.3 Prescribed Seismic Forces
374 8.4.3.1 EGRESS STAIRWAYS NOT PART OF THE BUILDING SEISMIC FORCE-RESISTING SYSTEM
377 8.4.3.2 EGRESS STAIRS AND RAMP FASTENERS AND ATTACHMENTS
379 8.4.4 Prescribed Seismic Displacements
382 8.5 HVAC Fan Unit Support
8.5.1 Example Description
383 8.5.2 Design Requirements
8.5.2.1 ASCE/SEI 7-22 PARAMETERS AND COEFFICIENTS
386 8.5.2.2 APPLICABLE REQUIREMENTS
387 8.5.3 Case 1: Direct Attachment to Structure
388 8.5.3.1 PRESCRIBED SEISMIC FORCES
389 8.5.3.2 PROPORTIONING AND DESIGN
8.5.4 Case 2: Support on Vibration Isolation Springs
391 8.5.4.1 PRESCRIBED SEISMIC FORCES
392 8.5.4.2 PROPORTIONING AND DESIGN
395 8.5.5 Additional Considerations for Support on Vibration Isolators
397 8.6 Piping System Seismic Design
8.6.1 Example Description
404 8.6.2 Design Requirements
8.6.2.1 ASCE/SEI 7-22 PARAMETERS AND COEFFICIENTS
407 8.6.2.2 APPLICABLE REQUIREMENTS
8.6.3 Piping System Design
8.6.3.1 PRESCRIBED SEISMIC FORCES
408 8.6.3.2 PROPORTIONING AND DESIGN
413 8.6.4 Pipe Supports and Bracing
414 8.6.4.1 PRESCRIBED SEISMIC FORCES
416 8.6.4.2 PROPORTIONING AND DESIGN
422 8.6.5 Prescribed Seismic Displacements
425 8.7 Elevated Vessel Seismic Design
8.7.1 Example Description
429 8.7.2 Design Requirements
8.7.2.1 ASCE/SEI 7-22 PARAMETERS AND COEFFICIENTS
434 8.7.2.2 APPLICABLE REQUIREMENTS
8.7.3 Vessel Support and Attachments
8.7.3.1 PRESCRIBED SEISMIC FORCES
435 8.7.3.2 PROPORTIONING AND DESIGN
444 8.7.4 Supporting Frame
8.7.4.1 PRESCRIBED SEISMIC FORCES
446 8.7.4.2 PROPORTIONING AND DESIGN
454 8.7.5 Design Considerations for the Gravity Load-Carrying System
457 8.8 References

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FEMA P 2192 Volume1 2020
$63.70