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FEMA P 751 2012

FEMA P 751 2012

$58.50

FEMA P-751 – 2009 NEHRP Recommended Seismic Provisions: Design Examples

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FEMA 2012 916
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PDF Catalog

PDF Pages PDF Title
1 FEMA P-751: 2009 NEHRP Recommended Seismic Provisions: Design Examples
3 TITLE PAGE
5 FOREWORD
6 PREFACE
9 TABLE OF CONTENTS
19 CHAPTER 1: INTRODUCTION
21 1.1 EVOLUTION OF EARTHQUAKE ENGINEERING
24 1.2 HISTORY AND ROLE OF THE NEHRP PROVISIONS
26 1.3 THE NEHRP DESIGN EXAMPLES
29 1.4 GUIDE TO USE OF THE PROVISIONS
56 1.5 REFERENCES
57 CHAPTER 2: FUNDAMENTALS
59 2.1 EARTHQUAKE PHENOMENA
61 2.2 STRUCTURAL RESPONSE TO GROUND SHAKING
2.2.1 Response Spectra
67 2.2.2 Inelastic Response
70 2.2.3 Building Materials
72 2.2.4 Building Systems
73 2.2.5 Supplementary Elements Added to Improve Structural Performance
74 2.3 ENGINEERING PHILOSOPHY
76 2.4 STRUCTURAL ANALYSIS
78 2.5 NONSTRUCTURAL ELEMENTS OF BUILDINGS
79 2.6 QUALITY ASSURANCE
81 CHAPTER 3: EARTHQUAKE GROUND MOTION
82 3.1 BASIS OF EARTHQUAKE GROUND MOTION MAPS
3.1.1 ASCE7-­05 Seismic Maps
83 3.1.2 MCER Ground Motions in the Provisions and in ASCE 7-­10
87 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
88 3.1.6 References
89 3.2 DETERMINATION OF GROUND MOTION VALUES AND SPECTRA
3.2.1 ASCE 7-­05 Ground Motion Values
90 3.2.2 2009 Provisions Ground Motion Values
91 3.2.3 ASCE 7­‐10 Ground Motion Values
92 3.2.4 Horizontal Response Spectra
93 3.2.5 Vertical Response Spectra
94 3.2.6 Peak Ground Accelerations
3.3 SELECTION AND SCALING OF GROUND MOTION RECORDS
95 3.3.1 Approach to GroundMotion Selection and Scaling
104 3.3.2 Two‐Component Records for Three Dimensional Analysis
107 3.3.3 One­‐Component Records for Two‐Dimensional Analysis
108 3.3.4 References
109 CHAPTER 4: STRUCTURAL ANALYSIS
111 4.1 IRREGULAR 12-­STORY STEEL FRAME BUILDING, STOCKTON, CALIFORNIA
4.1.1 Introduction
4.1.2 Description of Building and Structure
112 4.1.3 Seismic Ground Motion Parameters
116 4.1.4 Dynamic Properties
119 4.1.5 Equivalent Lateral Force Analysis
137 4.1.6 Modal Response Spectrum Analysis
147 4.1.7 Modal Response History Analysis
158 4.1.8 Comparison of Results from Various Methods of Analysis
161 4.1.9 Consideration of Higher Modes in Analysis
164 4.1.10 Commentary on the ASCE 7 Requirements for Analysis
165 4.2 SIX‐STORY STEEL FRAME BUILDING, SEATTLE, WASHINGTON
4.2.1 Description of Structure
168 4.2.2 Loads
172 4.2.3 Preliminaries to Main Structural Analysis
181 4.2.4 Description of Model Used for Detailed Structural Analysis
202 4.2.5 Nonlinear Static Analysis
217 4.2.6 Response History Analysis
242 4.2.7 Summary and Conclusions
245 CHAPTER 5: FOUNDATION ANALYSIS AND DESIGN
247 5.1 SHALLOW FOUNDATIONS FOR A SEVEN-­STORY OFFICE BUILDING, LOS ANGELES, CALIFORNIA
5.1.1 Basic Information
252 5.1.2 Design for Gravity Loads
255 5.1.3 Design for Moment-­Resisting Frame System
260 5.1.4 Design for Concentrically Braced Frame System
269 5.1.5 Cost Comparison
5.2 DEEP FOUNDATIONS FOR A 12-­STORY BUILDING, SEISMIC DESIGN CATEGORY D
5.2.1 Basic Information
277 5.2.2 Pile Analysis, Design and Detailing
291 5.2.3 Other Considerations
297 CHAPTER 6: STRUCTURAL STEEL DESIGN
299 6.1 INDUSTRIAL HIGH-­CLEARANCE BUILDING, ASTORIA, OREGON
6.1.1 Building Description
302 6.1.2 Design Parameters
303 6.1.3 Structural Design Criteria
306 6.1.4 Analysis
312 6.1.5 Proportioning and Details
336 6.2 SEVEN­‐STORY OFFICE BUILDING, LOS ANGELES, CALIFORNIA
6.2.1 Building Description
338 6.2.2 Basic Requirements
340 6.2.3 Structural Design Criteria
342 6.2.4 Analysis and Design of Alternative A: SMF
357 6.2.5 Analysis and Design of Alternative B: SCBF
368 6.3 TEN-­STORY HOSPITAL, SEATTLE, WASHINGTON
6.3.1 Building Description
372 6.3.2 Basic Requirements
374 6.3.3 Structural Design Criteria
376 6.3.4 Elastic Analysis
383 6.3.5 Initial Proportioning and Details
389 6.3.6 Nonlinear Response History Analysis
401 CHAPTER 7: REINFORCED CONCRETE
407 7.1 SEISMIC DESIGN REQUIREMENTS
7.1.1 Seismic Response Parameters
408 7.1.2 Seismic Design Category
7.1.3 Structural Systems
409 7.1.4 Structural Configuration
7.1.5 Load Combinations
410 7.1.6 Material Properties
411 7.2 DETERMINATION OF SEISMIC FORCES
7.2.1 Modeling Criteria
412 7.2.2 Building Mass
413 7.2.3 Analysis Procedures
7.2.4 Development of Equivalent Lateral Forces
419 7.2.5 Direction of Loading
7.2.6 Modal Analysis Procedure
421 7.3 DRIFT AND P‐DELTA EFFECTS
7.3.1 Torsion Irregularity Check for the Berkeley Building
423 7.3.2 Drift Check for the Berkeley Building
428 7.3.3 P-­delta Check for the Berkeley Building
429 7.3.4 Torsion Irregularity Check for the Honolulu Building
7.3.5 Drift Check for the Honolulu Building
431 7.3.6 P-­Delta Check for the Honolulu Building
432 7.4 STRUCTURAL DESIGN OF THE BERKELEY BUILDING
433 7.4.1 Analysis of Frame-­Only Structure for 25 Percent of Lateral Load
437 7.4.2 Design o fMoment Frame Members for the Berkeley Building
460 7.4.3 Design of Frame 3 Shear Wall
466 7.5 STRUCTURAL DESIGN OF THE HONOLULU BUILDING
7.5.1 Compare Seismic Versus Wind Loading
469 7.5.2 Design and Detailing of Members of Frame 1
481 CHAPTER 8: PRECAST CONCRETE DESIGN
484 8.1 HORIZONTAL DIAPHRAGMS
8.1.1 Untopped Precast Concrete Units for Five-­Story Masonry Buildings Located in Birmingham, Alabama and New York, New York
498 8.1.2 Topped Precast Concrete Units for Five-­Story Masonry Building Located in Los Angeles, California (see Sec.10.2)
506 8.2 THREE-STORY OFFICE BUILDING WITH INTERMEDIATE PRECAST CONCRETESHEAR WALLS
8.2.1 Building Description
508 8.2.2 Design Requirements
509 8.2.3 Load Combinations
510 8.2.4 Seismic Force Analysis
513 8.2.5 Proportioning and Detailing
525 8.3 ONE-STORY PRECAST SHEAR WALL BUILDING
8.3.1 Building Description
528 8.3.2 Design Requirements
529 8.3.3 Load Combinations
530 8.3.4 Seismic Force Analysis
532 8.3.5 Proportioning and Detailing
545 8.4 SPECIAL MOMENT FRAMES CONSTRUCTED USING PRECAST CONCRETE
8.4.1 Ductile Connections
547 8.4.2 Strong Connections
551 CHAPTER 9: COMPOSITE STEEL AND CONCRETE
553 9.1 BUILDING DESCRIPTION
557 9.2 PARTIALLY RESTRAINED COMPOSITE CONNECTIONS
9.2.1 Connection Details
560 9.2.2 Connection Moment‐Rotation Curves
563 9.2.3 Connection Design
567 9.3 LOADS AND LOAD COMBINATIONS
9.3.1 Gravity Loads and Seismic Weight
568 9.3.2 Seismic Loads
569 9.3.3 Wind Loads
9.3.4 Notional Loads
570 9.3.5 Load Combinations
571 9.4 DESIGN OF C-­PRMF SYSTEM
9.4.1 Preliminary Design
572 9.4.2 Application of Loading
573 9.4.3 Beam and Column Moment of Inertia
574 9.4.4 Connection Behavior Modeling
9.4.5 Building Drift and P-­delta Checks
576 9.4.6 Beam Design
577 9.4.7 Column Design
578 9.4.8 Connection Design
579 9.4.9 Column Splices
9.4.10 Column Base Design
581 CHAPTER 10: MASONRY
583 10.1 WAREHOUSE WITH MASONRY WALLS AND WOOD ROOF, LOS ANGELES, CALIFORNIA
10.1.1 Building Description
584 10.1.2 Design Requirements
586 10.1.3 Load Combinations
588 10.1.4 Seismic Forces
589 10.1.5 Side Walls
605 10.1.6 End Walls
624 10.1.7 In-­Plane Deflection– EndWalls
625 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
10.2.1 Building Description
628 10.2.2 Design Requirements
630 10.2.3 Load Combinations
631 10.2.4 Seismic Design for Birmingham 1
649 10.2.5 Seismic Design for Albuquerque
661 10.2.6 Birmingham 2 Seismic Design
669 10.2.7 Seismic Design for San Rafael
681 10.2.8 Summary of Wall D Design for All Four Locations
683 CHAPTER 11: WOOD DESIGN
685 11.1 THREE-­‐STORY WOOD APARTMENT BUILDING, SEATTLE, WASHINGTON
11.1.1 Building Description
688 11.1.2 Basic Requirements
691 11.1.3 Seismic Force Analysis
693 11.1.4 Basic Proportioning
712 11.2 WAREHOUSE WITH MASONRY WALLS AND WOOD ROOF, LOS ANGELES, CALIFORNIA
11.2.1 Building Description
713 11.2.2 Basic Requirements
715 11.2.3 Seismic Force Analysis
716 11.2.4 Basic Proportioning of Diaphragm Elements
737 CHAPTER 12: SEISMICALLY ISOLATED STRUCTURES
740 12.1 BACKGROUND AND BASIC CONCEPTS
12.1.1 Types of Isolation Systems
741 12.1.2 Definition of Elements of an Isolated Structure
742 12.1.3 Design Approach
743 12.1.4 Effective Stiffness and Effective Damping
12.2 CRITERIA SELECTION
745 12.3 EQUIVALENT LATERAL FORCE PROCEDURE
12.3.1 Isolation System Displacement
747 12.3.2 Design Forces
751 12.4 DYNAMIC LATERAL RESPONSE PROCEDURE
12.4.1 Minimum Design Criteria
752 12.4.2 Modeling Requirements
754 12.4.3 Response Spectrum Analysis
12.4.4 Response History Analysis
757 12.5 EMERGENCY OPERATIONS CENTER USING DOUBLE-­‐CONCAVE FRICTION PENDULUM BEARINGS, OAKLAND, CALIFORNIA
758 12.5.1 System Description
761 12.5.2 Basic Requirements
770 12.5.3 Seismic Force Analysis
772 12.5.4 Preliminary Design Based on the ELF Procedure
787 12.5.5 Design Verification Using Nonlinear Response History Analysis
797 12.5.6 Design and Testing Criteria for Isolator Units
801 CHAPTER 13: NONBUILDING STRUCTURE DESIGN
804 13.1 NONBUILDING STRUCTURES VERSUS NONSTRUCTURAL COMPONENTS
805 13.1.1 Nonbuilding Structure
806 13.1.2 Nonstructural Component
13.2 PIPERACK, OXFORD, MISSISSIPPI
807 13.2.1 Description
13.2.2 Provisions Parameters
808 13.2.3 Design in theTransverse Direction
811 13.2.4 Design in the Longitudinal Direction
813 13.3 STEEL STORAGE RACK, OXFORD, MISSISSIPPI
13.3.1 Description
814 13.3.2 Provisions Parameters
815 13.3.3 Design of the System
817 13.4 ELECTRIC GENERATING POWER PLANT, MERNA, WYOMING
13.4.1 Description
819 13.4.2 Provisions Parameters
820 13.4.3 Design in the North-­‐South Direction
821 13.4.4 Design in the East-­‐West Direction
13.5 PIER/WHARF DESIGN, LONG BEACH, CALIFORNIA
13.5.1 Description
822 13.5.2 Provisions Parameters
823 13.5.3 Design of the System
824 13.6 TANKS AND VESSELS, EVERETT, WASHINGTON
825 13.6.1 Flat-­‐Bottom Water Storage Tank
828 13.6.2 Flat-­‐Bottom Gasoline Tank
831 13.7 VERTICAL VESSEL, ASHPORT, TENNESSEE
13.7.1 Description
832 13.7.2 Provisions Parameters
833 13.7.3 Design of the System
837 CHAPTER 14: DESIGN FOR NONSTRUCTURAL COMPONENTS
839 14.1 DEVELOPMENT AND BACKGROUND OF THE REQUIREMENTS FOR NONSTRUCTURAL COMPONENTS
14.1.1 Approach to Nonstructural Components
840 14.1.2 Force Equations
841 14.1.3 Load Combinations and Acceptance Criteria
842 14.1.4 Component Amplification Factor
843 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
844 14.1.9 Accommodation of Seismic Relative Displacements
845 14.1.10 Component Anchorage Factors and Acceptance Criteria
14.1.11 Construction Documents
846 14.2 ARCHITECTURAL CONCRETE WALL PANEL
14.2.1 Example Description
848 14.2.2 Design Requirements
14.2.3 Spandrel Panel
855 14.2.4 Column Cover
856 14.2.5 Additional Design Considerations
857 14.3 HVAC FAN UNIT SUPPORT
14.3.1 Example Description
858 14.3.2 Design Requirements
859 14.3.3 Direct Attachment to Structure
862 14.3.4 Support on Vibration Isolation Springs
867 14.3.5 Additional Considerations for Supporton Vibration Isolators
869 14.4 ANALYSIS OF PIPING SYSTEMS
14.4.1 ASME Code Allowable Stress Approach
870 14.4.2 Allowable Stress Load Combinations
872 14.4.3 Application of the Standard
874 14.5 PIPING SYSTEM SEISMIC DESIGN
14.5.1 Example Description
879 14.5.2 Design Requirements
881 14.5.3 Piping System Design
884 14.5.4 Pipe Supports and Bracing
889 14.5.5 Design for Displacements
891 14.6 ELEVATED VESSEL SEISMIC DESIGN
14.6.1 Example Description
894 14.6.2 Design Requirements
896 14.6.3 Load Combinations
14.6.4 Forces in Vessel Supports
898 14.6.5 Vessel Support and Attachment
901 14.6.6 Supporting Frame
905 14.6.7 Design Considerations for the Vertical Load-­‐Carrying System
909 A – THE BUILDING SEISMIC SAFETY COUNCIL

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FEMA P 751 2012
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