Seismic Design for Buildings - index
Performance Objectives
Seismic and Designan And Procedures
Figure 1-1. Performance and structural deformation demand for ductile structures.
Figure 1-2 Performance And Structural deformation Demand Nonductile Structures
Minimum Analytical Pro cedures
Quality Assurance - ufc_3_310_03a0021
General - ufc_3_310_03a0022
Figure 2-1. Description Of Acceleration Response Spectrum
Site Hazards Other than Ground Motion.
Behavior of Structures.
Fundamentals of Seismic Design.
Lateral-Force-Resisting Systems.
Figure 2-2 . Vertical Elements Of the Lateral Force Resisting Systems.
Configuration and Simplicity.
Redundancy
Ductile vs. Brittle Response.
Connectivity.
Elements that Connect Buildings
Alternatives to the Prescribed Provisions.
Chapter 3. Ground Motion And Geological Hazards Assessment
Design Parameters for Ground Motion A
Design Parameters for Ground Motion A - Continued
Table 3-1. Site Classification
Table 3-2a. Values of F As A Function Of Site Class And Mapped Short- Period Spectral Response Acceleration S.
Modal Analysis Procedure.
Figure 3-1. Seismic Coefficient, Cs.
Figure 3-2. Design Response Spectural
Modal forces, deflections, and drifts.
Design values for sites outside the U.S.
Design values for sites outside the U.S. - Continued
Table 3-3
Table 3-3 cont.
Tabnle 3-3 cont.
Design Parameters for Ground Motion B.
Site-Specific Determination Of Ground Motion.
General Approaches.
Overview of Methodology.
Characterizing Earthquake Sources.
Figure 3-3. Development of response spectrum based on a fixed spectrum shape
Figure 3-4. Development of equal-hazard response spectrum from probabilistic seismic
Figure 3-5. Major Active in California ( After Wesnousky, 1986).
Figure 3-6. Cross Section through Puget Sound. Washington, Showing Subbduction Zone ( from nolson And Others. 1988).
Recurrence relationships. Recurrence Relationships
Recurrence relationships. Recurrence Relationships - Continued
Figure 3-7 Relation between earthquake magnitude and rupture area
Figure 3-8. Diagrammatic characteristic earthquake recurrence relationship for an individual
Figure 3-9. Comparison Of Exponential and Characteristics Earhquake Magnitude Distributions.
Characterizing Ground Motion Attenuation.
Characterizing Ground Motion Attenuation. - Continued
Figures 3-10. Example of Attenuation Relationships For Response Spectral Accelerations (5% Damping).
Figure 3-11. Example Of Ground Motion Data Scatter for a Single Earhtquake ( From Seed And ldriss. 1982).
Concluding Probabilistics Seismis Hazard Analyses
Developing Response Spectra from the PSHA
Figure 3-12. Example seismic hazard curve showing relationship between peak ground acceleration
Accounting for Local Site Effects on Response Spectra.
Accounting for Local Site Effects on Response Spectra. - Continued
Figure 3-13. Construction Of Equal- Hazard Spectra.
Figure 3-14. Response spectra and ratio of response spectra for ground motions recorded
Special Characteristics of Ground Motion For Near-Source Earthquakes.
Vertical Ground Motions.
Figure 3-15. Schematic Of Site Response Analysis .
Figure 3-16. Acceleration and velocity time histories for the strike-normal
Geologic Hazards.
Geologic Hazards. - Continued
Figure 3-17. Distance dependency of response spectral ratio (V/H) for M 6.5 at rock
Chapter 4. Application of Criteria
Table 4-1 Seismic Use Groups
Table 4-1 Seismic Use Groups - Continued
Seismic Use Groups.
Seismic Design Categories.
Table 4-2a Seismic Design Category Based on Short Period Response Accelerations
Overstrength.
Structural Performance Levels
Design Ground Motions.
Table 4-4. Structural System Performance Objectives
Table 4-5 Step-by-Step Procedures for Performance Objective 1A (Life Safety) - ufc_3_310_03a0094
Table 4-5 Step-by-Step Procedures for Performance Objective 1A (Life Safety) - ufc_3_310_03a0095
Performance Pbjectives For Nonstructural Systems And Components
Figure 4-1. Flow Chart for Performance Objective 1A (All Buildings)
Table 4-6. Step-by-Step Procedures For Enhanced Performance Objectives With Linear Elastic Analyses Using M Factors
Figure 4-2. Flow Chart For Performance Objective 2A ( Seismic Use Group II Buildings)
Figure 4-3. Flow Chart For Performance Objective 2B ( Seismic Use Group III Buiildings )
Table 4-7 . Step-by Step Procedure for Enhanced Performance Objective With Nonlinear Elastic Static Analysis
Table 4-7. Step-by- Step Procedure for Enhanced Performance Objective With Nonlinear Elastic Static Analysis
Figure 4-4. Flow Chart for Performance Objective 3B ( Seismic Use Group III E Buildings )
Chapter 5. Analysis Procedures
Linear Elastic Static Procedure .
Linear Elastic Dynamic Procedure.
When Nonlinear Procedures are Required.
When Nonlinear Procedures are Required. - Continued
Figure 5-1: In- Plane Discontinuity in Lateral System
Figure 5-2: Typical Building With Out- Of Place Offset Irregularity.
Limitations on Use of the Procedure
Modeling and Analysis Criteria.
Period determination.
Figure 5-3: Calculation of Effective Stiffness K
Determination of Actions and Deformations.
Determination of Actions and Deformations. - Continued
Target displacement.
Target Replacement Cont.
Table 5-2: Values for Modification Factor C.
Nonlinear Dynamic Procedure.
Alternative Rational Analyses.
Chapter 6. Acceptance Criteria
Table 6-1. Allowable Story Drift,? (in, or mm)
Enhanced Performance Objectives.
General. - ufc_3_310_03a0125
Figure 6-1 General Component Behavior Curves
General. - Continued - ufc_3_310_03a0127
General. - Continued - ufc_3_310_03a0128
General. - Continued - ufc_3_310_03a0129
Figure 6-2. Idealized Component Load Versus Deformation Curves for Depicting Component Modeling and Acceptability
Force-controlled actions.
Nonlinear Static Procedure.
Actions and Deformations.
Concrete Moment Frames. - ufc_3_310_03a0134
Reinforced concrete shear walls. - ufc_3_310_03a0135
Reanalysis.
Figure 6-3. Definition of Chord Rotation
Figure 6-4. Plastic Hinge Rotation in Shear Wall Where Flexure Dominates Inelastic Response
Reinforced concrete shear walls. - ufc_3_310_03a0139
Reinforced masonry shear walls
Figure 6-5. Chord Rotation for Shear Wall Coupling Beams
Chapter 7. Structure Systems And Components
Table 7-1. Design Coefficients And Factors for Basic Seismic - Force Resisting Systems
Tabnle 7-1 (Cont'd) Design Coefficients and Factors for Basic Seismic- Force - Resisting - Systems
Table 7-1. (cont'd) Design Coefficients And Factors for Basic Seismic- Force - Resisting Systems
Table 7-1( cont'd ) Design Coefficients and Factors for Basic Seismic- Force Resisting Systems
Table 7-1-( Cont'd ) Design Coefficients And Factors Basic Seismic- Force Resisting- Systems
Shear Walls.
Design Forces.
Rigidity analysis.
Figure 7-2. Deformation of Shear Wall With Openings
Effect of openings.
Figure 7-3. Relative Rigidities of Piers and Spandrels
Figure 7-4. Design Curves for Masonry And Concrete Shear Walls
Figure 7-4. Design Curves
Methods of analysis.
Figure 7-5. Out-of-Plane Effects
Cast-in-Place Concrete Shear Walls.
Figure 7-6. Minimum Concrete Shear Wall Reinforcement
Figure 7-7. Minimum Concrete Shear Wall Reinforcement
Boundary zone requirements for special reinforced concrete shear walls.
Figure 7-8. Boundary Zones in a Special Reinforced Concrete Shear Wall
Figure 7-8. Boundary Zones in a Special Reinforced Concrete Shear Wall - Continued
Table 7-2. Numeric Acceptance Criteria for Linear Procedures-Members Controlled by Flexure
Table 7-3. Numeric Acceptance Criteria for Linear Procedures-Members Controlled by Shear
Tilt-up and Other Precast Concrete Shear Walls
Table 7-4. Modeling Parameters and Numerical Acceptance Criteria For Nonliner Procedures
Table 7-5: Modeling And Numerical Acceptance Criteria for Nonclinear Procedutres Members Controlled by Shear.
Masonry Shear Walls.
Figure 7-9. Tilf-Up And Other Precast Walls - Typical Details of Attachments
Bond beams.
Figure 7-10. Reinforced Arouted Masonry
Figure 11. Reinforced Hollow Masonry
Figure 7-12. Reinforced Filled - Cell Masonry
Figure 7-13. Location of Bond Deams
Design considerations. - ufc_3_310_03a0176
Figure 7-14. Typical Wall Reinforcement
Reinforcing at wall openings.
Figure 7-15. Reinforcement Around Wall Openings
Figure 7-18. Masonry Wall Details
Figure 7-16. Continued
Excluded materials.
Table 7-6. Lateral Support Requirements for Masonry Walls.
Wood Stud Shear Walls.
Table 7-7: Linear Static Procedure -m Factors for Reinforced Masonry In- Plane Walls
Table7-8: Nonlinear Static Procedure - Simplified Force- Deflection Relations for Reinforced Masorny Shears Walls
Figure 7-17. Plywood Sheathed Wood Stud Shear Walls
Table 7-9. Factored Shear Resistance in Kips Per Foot (KLF) For Seismic Force
Table 7-9. Factored Shear Resistance in Kips Per Foot (KLF) For Seismic Force - Continued
Figure 7-18. Wood Stud Walls
Steel Braced Frames.
Concentric Braced Frames.
Figure 7-19. Concentric Braced Frames
Figure 7-21. Effective Lenght of Cross- Bracing
Low buildings.
Figure 7-22. Gusset Plate Design Criteria
Acceptance criteria. - ufc_3_310_03a0197
Table 7-10: Acceptance Criteria for Linear Procedures - Braced Frames Steel Shear Walls.
Table 7-11. Modeling Parameters And Acceptance Criteria for Nonlinear Procedures - Braced Frames and Steel Shear Walls
Table 7-11. Modeling Parameters And Acceptance Criteria for Nonlinear Procedures - Braced Frames - Continued
Figure 7-23. Eccentric Braced Frame Configurations
Figure 7-23 Eccentric Braced Frame configurations
Figure 7-24. Derformed Frame Geometry
Link- Beam Web.
Concrete Moment Resisting Frames.
Figure -7-25. Link Beam And Intermediate Stiffeners.
Table 7-12: Acceptance Criteria For Linear Procedures- Fully Restrained ( FR) Moment Frames
Table 7-13: Acceptance Criteria for Linear Procedures- Partially Restrained (PR) Moment Frames
Figure 7-26. Frame Deformations
Nonseismic Frames.
Acceptance Criteria. - ufc_3_310_03a0211
Figure 7-27. Intermediate Moment Frame Requirements
Figure 7-28. Intermediate Moment Frame Longitudinal Reinforcement
Figure 7-29. Intermediate Moment Frame Splices in Reinforcement
Figure 7-30: Intermediate Moment Frame Transverse Reinforcement
Figure 7-31. Intermediate Moment Frame Girder Web Reinforcement.
Figure 7-32. Intermediate Moment Frame Transverse Reinforcement
Figure 7-33. Special Concreate Moment Frame- Limitations on Dimensions
Figure 7-34. Special Concreate Moment Frame Longitudinal Reinforcement
Figure 7-35. Special Moment Frame Splices in Reinforcement
Figure 7-38. Special Moment Frame - Transverse Reinforcement
Figure 7-37. Special Moment Frame Girder Web Reinforcement
Figure 7-38. Special Moment Frame Transverse Reinforcement
Figure 7-38. Special Moment Frame - Special Transverse Reinforcement
Figure 7-40. Special Frame- Girder Column Joint Analysis
Table 7-14: Numerical Acceptance Criteria for Linear Procedures- Reinforced Concreate Beams
Table 7-15: Numerical Accetance Criteria for Linear Procedures- Reinforced Concrete Columns.
Table 7-16. Numerical Acceptance Criteria for Linear Procedures- Reinforced Concreate Beam- Column Joints
Table 7-17: Numerical Acceptance Criteria for Linear Procedures-Two Way Slabs And Slab - Column Connections
Table 7-18: Modeling Parameters And Numerical Acceptance Criteria for Nonlinear Procedures Reinforced Concrete Beams
Table 7-19: Modeling Parameters And Numerical Acceptance Criteria for Nonlinear Procedures- Reinforced Concrete Columns
Steel Moment Resisting Frames
Table 7-20: Modeling Parameters And Numerical Acceptance for Nonlinear Procedures
Table 7-21: Modeling Parameters And Numerical Acceptance Criteria for Nonlinear Procedures
Required shear strength.
Figure 7-41. Typical Pre-Northridge Fully Restrained Moment Connection
Figure 7-42. Typical Partially Restrained Moment Connection
Intermediate Moment Frames (IMFs).
Figure 7-43. Typical Post- Northridge Fully Restrained Moment Connection
Connection shear strength.
Lateral support at beams.
Special Truss Moment Frames (STMFs).
Special segment nominal strength.
Figure 7-44. Special Truss Moment Frame.
Acceptance Criteria. - ufc_3_310_03a0245
Dual Systems.
Table 7-22: Modeling Parameters And Acceptance Criteria for Nonlinear Procedures - Fully Restrained (FR) Moment Frames
Table 7-22: Modeling Parameters And Acceptance Criteria for Nonlinear Procedures - Fully Restrained (FR) Moment Frames - Continued
Table 7-23: Modeling Parameters and Acceptance Criteria for Nonlinear Procedures
Moment Frame/Shear Wall Systems.
Diaphragms.
Diaphragm Flexibility.
Figure 7-45. Diaphragm Flexibility
Figure 7-47. Bracing An Industrial Building
Rotation.
Figure 7-48. Cantilever Diaphragm
Flexible Diaphragms
Figure 7-49. Building with Walls on the Three Sides
Rigid diaphragms.
Figure 7-50. Calculated Torsion.
Flexibility limitations.
Table 7-24: Span and Depth Limitations on Diaphragms
Deflection calculations.
Design of Diaphragms.
Concrete Diaphragms. - ufc_3_310_03a0265
Figure 7-51. Drag Struts At Re-entrant Building Corners
Precast concrete slab units
Figure 7-52. Anchorage of Cast- in Place Concrete Slab
Figure 7-53. Attachment of Superimposed Diaphragm Slab to Precast Slab Units
Figure -7-54. Precast Concrete Diaphragms Using Precast Units
Figure 7-55. Concrete Diaphragms Using Precast Units Details Permitted
Steel Deck Diaphragms.
Figure 7-56. Corner of Monollthic Concrete Diagram
Figure 5-57. Concrete Diaphragms - Typical Connection Details
Figure 7-58. Steel Deck Diaphragms
Figure 7-59. Steel Deck Diaphragms Type A- Typical Attachments
Figure 7-60. Steel Deck Diaphragms - Typical Details with Open Web joists
Figure 7-60 . cont.
Figure 61. Steel Deck Diaphragm Type B - Typical Attachments to Frame.
Figure 7-61 cont. - ufc_3_310_03a0280
Figure 7-61 cont. - ufc_3_310_03a0281
Wood Diaphragms.
Figure 7-62. Steel Deck Diaphragms with concrete Fill.
Material Requirements.
Acceptance criteria. - ufc_3_310_03a0285
Figure 7-63. Wood Details.
Figure 7-63. Wood Details Continued. - ufc_3_310_03a0287
Figure 7-63 . Continued
Figure 7-63. Wood Details Continued. - ufc_3_310_03a0289
Table 7-25. Factored Shear Resistance in Kips Per Foot for Horizontal Wood Diaphragms with Framimg Members
Table 7-25 (cont )
Table 7-26. Numerical Acceptance Factors for Linear Procedures
Table 7-26. Numerical Acceptance Factors for Linear Procedures - Continued
Table 7-27: Normaliized Force Deflection Curve Coordinates for Nonlinear Procedures
Table 7-27: Normaliized Force Deflection Curve Coordinates for Nonlinear Procedures - Continued
Horizontal Bracing.
Chapter 8. Seidmic Isolation And Energy Dissipation Systems
Figure 8-1 Schematic Drawings of Representative Isolation/Energy
Mechanical Engineering Applications.
Design Objectives.
Seismic Isolation Systems.
Device Description.
Table 8-1. Damping Coefficient, BD or BM
Applications
Figure 8-2. Seismic Isolation Hard Soil Example
Figure 8-3. Seismic Isolation Soft Soil Examples
Figure 8-4. Seismic Isolation Very Soft Soil Example
Design Criteria. - ufc_3_310_03a0308
Dynamic analysis.
Maximum Displacement.
Minimum lateral force.
Vertical distribution of force.
Dynamic Lateral Response Procedure.
Ground Motion
Analytical Procedure
Design Lateral Force.
Design and Construction Review.
Energy Dissipation Systems.
Table 8-2. Damping Coefficients Bs and B1 as a Function of Effective Damping β
Device Description
Figure 8-5. Supplemetal Damping Hard Soil Example
Figure 8-8. Supplemental Damping Very Soft Soil Example
Design Criteria. - ufc_3_310_03a0323
Modeling of Energy-Dissipation Devices.
Velocity-dependent devices. - ufc_3_310_03a0325
Fluid viscous devices.
Figure 8-7. Calculation of Secant Stiffness K
Linear Static Procedures.
Figure 8-8. General Response Spectrum
Velocity-dependent devices. - ufc_3_310_03a0330
Velocity-dependent devices. - ufc_3_310_03a0331
Nonlinear Elastic Static Procedure.
Acceptance Criteria - ufc_3_310_03a0333
Guidance for Selection and Use of Seismic Isolation and Energy Dissipation Systems.
Earthquake Effects - Acceleration vs. Displacement
Site Selection - Inappropriate Sites.
Site Selection - Inappropriate Sites. - Continued
Table 8-3. Comparison of Building Behavior
Chapter 9. Foundations
Load Deformation Characteristics for Foundations
Figure 9-1 Idealized Elasto-Plastic Load-Deformation Behavior for Soils
Stiffness Parameters.
Figure 9-2 Elastic Solutions for Rigid Footing Spring Constants
Figure 9-3 (a) Foundation Shape Correction Factors (b) Embedment Correction Factors
Figure 9-4 Lateral Foundation-Soil Stiffness for Passive Pressure
Figure 9-5 Vertical Stiffness Modeling for Shallow Bearing Footings
Pile Foundations.
Figure 9-6 Idealized Concentration of Stress at Edge of Rigid Footings Subjected
Capacity Parameters.
General Requirements.
Design of Elements.
Basement Walls.
Acceptance Criteria. - ufc_3_310_03a0354
Changes
Chpater 10. Nonstructural Systems and Components
Seismic Forces.
Table 10-1: Architectural Components Coefficients
Table 10-2: Mechanical and Electrical Components Coefficients
Component Importance Factor.
Architectural Components.
Design Criteria.
Veneered walls
Figure 10-1. Typical Details of Isolation of Walls
Figure 10-2. Veneered Walls
Connections of Exterior Wall Panels.
Suspended Ceiling Systems.
Figure 10-3. Design Forces For Exterior Precast Alements
Alternative Designs.
Figure 10-4. Suspended Acoustical Tile Ceiling
Mechanical and Electrical Equipment.
Lighting Fixtures in Buildings
Piping in Buildings
Seismic Restraint Provisions.
Flexible Piping Systems.
Stacks.
Figure 10-5. Maximum span for rigid pipe pinned-pinned.
Figure 10-6. Maximum span for rigid pipe fixed-pinned.
Figure 10-7. Maximum span for rigid pipe fixed-fixed
Cantilever stacks.
Figure 10-8. Acceptable Seismic Details for Sway Bracing
Figure 10-9. Period Coefficients for Uniform Beams
Elevators.
Elevators. - Continued
Figure 10-10. Single Guyed- Stack
Acceptance Criteria - ufc_3_310_03a0386
Figure 10-11. Elevator Details
Figure 10-12.Typical Seismic Restraint of Hanging Equipment.
Figure 10-13. Typical Seismic Restrant of Floor Mountes Equipment
Appendix B. Symbols And Notations - ufc_3_310_03a0391
Appendix B. Symbols And Notations - Continued - ufc_3_310_03a0392
Appendix B. Symbols And Notations - Continued - ufc_3_310_03a0393
Appendix C. Glossary - ufc_3_310_03a0394
Appendix C. Glossary cont. - ufc_3_310_03a0395
Appendix C. Glossary cont. - ufc_3_310_03a0396
Appendix C. Glossary cont. - ufc_3_310_03a0397
Appendix C. Glossary Cont. - ufc_3_310_03a0398
Appendix C. Glossary cont. - ufc_3_310_03a0399
Appendix C. Glossary cont. - ufc_3_310_03a0400
Appendix C. Glossary cont. - ufc_3_310_03a0401
Appendix C. Glossary cont. - ufc_3_310_03a0402
Appendix C. Glossary cont. - ufc_3_310_03a0403
Appendix C. Glossary cont. - ufc_3_310_03a0404
Appendix D. Ground Motion Background Data
Earthquake Size.
Figure D1. Earthquake Source Model and Types of Seismic Waves ( From Bolt, 1993)
Figure D2. Types of Fault Slip
Figure D-3. The Richter Scale ( After Bolt, 1988).
Ground Motion Recordings and Ground Motion Characteristics
Ground Motion Recordings and Ground Motion Characteristics - Continued
Table D1. Moment Magnitude, M, And Seismic Moment, M Of Some Well known Earthquakes.
Table D-2. Modified Mercalli Intensity Scale.
Table D-2.Modified Mercalli Intensity Scale - Continued
Figure D-4 Relation between earthquake magnitude and epicentral intensity
Figure D-5. Corralitos ground motion recording, component 0E, October 17, 1989,
Response Spectrum.
Figure Pacoima dam recording (S14W component) obtained 3 km (1.9 miles)
Figure D-7. Single Degree of Freedom System.
Figure D-8. Maximum Dynamic Load Factor for Sinusoidal Load.
Response Spectrum. - Continued
Figure D-9. Tripartite plot of the response spectrum from the Corralitos recording
Appendix E. Site- Specific Probabilistics Seismic Hazard Analysis.
Mathematical Formulation of the Basic Seismic Hazard Model.
Mathematical Formulation of the Basic Seismic Hazard Model. - Continued
Figure E-1. Typical Earthquake Recurrence Curves And Discretized Occurrence Rates.
Figure E-2. Illustration Of Distance Probability Distribution.
Treatment Of Modeling And Parameter Uncertainties in PSHA.
Analysis Results.
Figure E-3 Ground motion estimation conditional probability function.
Figure E-4 Example logic tree for characterizing uncertainty in seismic hazard inputYoungs et al., 1988)
Figure E-5. Example Of Distribution Of Seismic Hazard Results .r
Examples of PSHA Usage in Developing Site Specific Response Spectra.
Figure 6. Example Of Contributions Of Various Seismic Sources to The Mean Hazard At a Site.
Figure E-7. Example of contributions of events in various magnitude intervals to the hazard
Figure E-8. Example Of Uncertainty in Attenuation contribution to Seismic Hazard Uncertainty.
Figure E-9. Example Of Uncertainty in Maximum Magnitude Contribution to Seismic Hazard Uncertainty.
Figure E-10. Regional Active Fault Map, San Francisco Bay Area.
Figure E-11. Map Of the San Francisco Bay Area Showing Independent Earthquakes, Fault Corridors, And Areal Source Zones.
Figure E- 12. Comparison Of Recurrence Rates Developed from Independent Seismicity and from Fault Slip Rates Fo Fault.
Figure E-13. Comparison Of Recurrence Rates Developed from Independent Seismicity And From Fault Slip Rates fo
Figure E-14. Comprehensive Recurrence Model for The Central Bay Area.
Site in Illinois
Figure E-15. Generic Logic Tree Used To Characterize Seismic Sources for Probabilistics Seismic Hazard Analysis.
Figure E-16. Ground Motion Attenuation Relationships.
Table E-1. Dispersion Relationships For Horizontal Rock Motion From The Attenuation Relationships of Sadigh et al.(1993)
Figure E-17. Mean, 5th, and 95th percentile hazard curves for the site for peak acceleration
Figure E-18. Contributions of Various Sources to Mean Hazard At The Site.
Figure E-19. Contributions Of Events In Various Magnitude Intervals to the Mean Hazard at The Site.
Figure E-20 . Sensitivity Of Mean Hazard at The Site from The Choice Of Attenuation Model.
Figure E-21. Sensitivity Of Mean Hazard At The Site from the San An Reas Fault Only Due To Choice of Earthquake He San Andreas Fault.
Figure E-22. Equal-Hazard Pseudo- Velocity Response Spectra for The Site ( 5 Percent Damping).
Figure E-23. Seismic Source Zonation Model For The Central And Southeastern United States.
Figure E-24. Comparison of Historical And Paleoseismic Recurrence Estimates for The Reelfoot Rift And Iapetan Rift Seismic Zone.
Ground Motion Attenuation Characterization.
Figure E-25. Logic Tree Showing Relative Weights Assigned to Boundaries Separating Potential Subzones of the Iapetan Rift Seismic Zone.
Figure E-26 . Attenuation Curves Of Atkinson And Boore (1995) And EPRI (1993) for Peak Ground Acceleration at 1.0 Second Period.
Figure E-27. Computed Hazard for Peak Ground Acceleration And Response Spectral Accelerations At 0.2 And 1.0
Figure E-28. Contributions Of Components Of the ICR Source to The Hazard.
Figure E-29. Comparisons Of Hazard from the Geology And Seisimicity- Based Models
Ground Motion Attenuation Characterization. - Continued
Figure E-30. Equal Hazard Response Spectra (5% Damping).
Appendix F. Geological Hazards Evaluations
Figure F-1. Types Of Faults
Figure F-2. Surface Faulting Accompanying Landers, California Eathquake of june 28, 1992.
Figure F-3. House damaged by ground displacement caused by surface faulting
Soil liquefaction - ufc_3_310_03a0467
Figure F-4. Bearing Capacity Failure due to Liquefaction, Niigita, Japan Earthquake of June 16, 1964.
Figure F-5. Diagram of lateral spread before and after failure. Liquefaction occurs
Figure F-6. Lateral spreading failure due to liquefaction, University of California
Screening Procedures
Figure F-7. House and street damaged by several inches of landslide displacement
Figure F-8. Damage to store front caused by rock fall during the San Fernando
Soil liquefaction - ufc_3_310_03a0474
Sources of information.
Table F-1. Estimated Susceptibility of Sedimentary Deposits to Liquefaction During Strong Ground Motion ( After Youd And Perkins, 1978).
Soil differential compaction.
Evaluation Procedures
Figure F-9. Tsunami Zone Map Wave Heights
Fault location
Soil liquefaction.
Figure F-10. Relationship between maximum surface fault displacement (MD)
Seed-Idriss evaluation procedure
Figure F-11. Relationship between cyclic stress ratio (CSR) causing liquefaction
Table F-2. Scaling factors for influence of earthquake magnitude on liquefaction resistance
Consequences of liquefaction - ufc_3_310_03a0486
Figure F-12. Example of LIQUFAC analysis graphic plot
Consequences of liquefaction - ufc_3_310_03a0488
Figure F-13. Relationships Between Cyclic Stress Ratio (CSR),(Ni) And VolumetricStrain for Saturated claean Sands (From Tokimatsu and Seed, 1987).
Figure F-14. Illustration Of Effects Of Liquefaction Or Increased Pore Water Pressures On Ultimate Bearing Capacity Foundations
Differential compaction.
Deformation analysis procedures
Figure F-15. Integration of acceleration time-history to determine velocities
Figure F-16. Cariation of Normalized Permanent Displacement With Yield Acceletation- Summary
Figure F-18B. Relationships Between Displacement Factor And Ratio of Critical Acceletation And Induced Acceleration ( After Egan, 1994.)
Figure F-19. Upper bound envelope curves of permanent displacements for all natural
Figure F-20. Variation of Normalized Permanent Deformation with Yield Acceleration
Mitigation Techniques and Considerations
Table F-3. Liquefaction Remediation Measures ( National Research Council 1985; Ferritto,1997b.)
Table F-3. Liquefaction Remediation Measures ( National Research Council 1985; Ferritto,1997b.) - Continued
Soil differential compaction.
Figure F-21. Vibroreplacement and installation of stone columns
Figure F-22. Conceptual Shemes to Resists Liquefaction- Included Settlement Or Bearing Capacity Reductions.
Figure F-23. Conceptual Schemes to Resists Liquefaction- Included Lateral Spreading
Documentation Of Geologic Hazards Evaluations
Appendix G. Geologic Hazard Screening And Evaluation Examples
Figure G-1. Map Of Building Site
The trench exposed no soil-bedrock contact.
Example 2. Liquefaction Hazard Screening
Liquefaction Hazard Screening
Example 3 - Liquefaction Potential Evaluation
Figure G-3. Plot of SPT Blowcounts Vs. Depth.
Figure G-5. Relationship Between Cyclic Stress Ratio (CSR) Causing Liquefaction And (Ni)
Table G-1. Calculation of the (Ni)60 Values
Table G-1. Calculation of the (Ni)60 Values - Continued
Figure G-7. Relationship Between id And Depth ( from Seed And Idriss, 1971).
Settlement
Table G-2. Calculation Of CSR And (Ni) 60 critical
Figure G-8. Relationships Between K And Go( From Seed And Harder, 1990).
Figure G-10. Correlation for Volumetric Strain, Cyclic Stress Ratio ( CSR) and (Ni)60 for Sands ( From Tokimatsu And Seed, 1987).
Settlement - Continued
Figure G-11. Plot Of Induced Shear Strain for Sands ( from Tokimatsu And Seed, 1987).
Table G-3. Calculation of settlement of sand above ground water table ..
Example 4 Landslide Hazard Screening
Figure G-13. Profile Of Earthquake Included Landsliding Example Problem.
Example 5 - Landslide hazard evaluation
Hazard mitigation
Appendix HI. Vehicle Maintenence Facility
Lateral Systems
Mezzanine Plan
Building Elevations
Brace Elevation
Design of building
Design of building - Continued
Determine preliminary member sizes for gravity load effects. - ufc_3_310_03a0535
Metal Roof Decking
Steel Columns
Roof Level Tributary Seismic Weights ( Roof & tributary Walls )
Calculate the vertical distribution of seismic forces
Longitudinal Seismic Forces - ufc_3_310_03a0540
Perform Static Analysis - ufc_3_310_03a0541
Mezzanine Diaphragm Forces
Distribute upper roof diaphragm shear forces to vertical resisting elements
Determine shear in vertical elements due to self-weight inertial effects - ufc_3_310_03a0544
Determine distribution or mezzanine shear force to vertical resisting elements
Typical Exterior Wall
Typical Interior Mezzanine Wall
Typical Interior Mezzanine Wall - Continued
Interior Shear Wall E1-E2 - ufc_3_310_03a0549
Interior Shear Wall E1-E2 - Continued
Mezzanine Level Diaphragm Shear Forces
Determine shear in vertical elements due to self-weight inertial effects - ufc_3_310_03a0552
Determine diaphragm chord and collector forces
Longitudinal Forces to Upper Diaphragm
Collector Forces
Out-of-Plane Wall Forces - ufc_3_310_03a0556
Determine cm and cr
Determine the Rigidity of Braced Frames
Perform torsional analysis - ufc_3_310_03a0559
Longitudinal Seismic Forces - ufc_3_310_03a0560
Distribution of Forces for Transverse Seismic Forces
B9. Determine Need for Overstrenght Factor
Determine structural member sizes - ufc_3_310_03a0563
Shear Walls
Shear Forces to Individual Piers
Interior Shear Wall E1-E2 - ufc_3_310_03a0566
Interior mezzanine CMU shear walls B1-B2 & H1-H2
Interior mezzanine CMU shear walls B1-B2 & H1-H2 - Continued
Out-of plane Forces On CMU Walls
Out-of-plane forces on CMU walls - Continued - ufc_3_310_03a0570
Out-of-plane forces on CMU walls - Continued - ufc_3_310_03a0571
Out-of-plane shear strength check
Standard reinforcement details for CMU shear walls
Perimeter roof beams
Braced Frames ( Typical Bay)
Braced Frames ( Typical Bay) - Continued
Braced Frames ( Typical Bay) - Continued
Brace Check
Shear Transfer Mechanism for Upper-Roof Diaphragm
Shear transfer mechanism for mezzanine-to-vertical element connection
Shear transfer mechanism for mezzanine-to-vertical element connection - Continued
Steel Connections
Roof Edge Beam-to-Column Connection at Braced Bay
Roof Edge Beam-to-Column Connection at Braced Bay - Continued
Gusset plates
Single Gusset
Double Gusset
Double Gusset - Continued
Bachelor Enlisted Quarters
Figure 1. Architectural floor plan
Figure 2. Foundation and first floor plan
Figure 3. Typical floor framing plan
Figure 4. Roof Framing Plan
Figure 5. Section A-A
Figure 6. Section B-B
Building design (following steps in Table 4-5 for Life Safety).
Determine preliminary member sizes for gravity load effects.
Determine preliminary member sizes for gravity load effects. - Continued
Corbel Design
Corbel Design - Continued
Transverse beam design
Transverse beam design - Continued - ufc_3_310_03a0603
Transverse beam design - Continued - ufc_3_310_03a0604
Determine Dead Load
Calculate Base Shear, V:
Assemblly Weights (PSF)
Building Weigths (kips)
Perform Static Analysis. - ufc_3_310_03a0609
Perform Static Analysis. - Continued - ufc_3_310_03a0610
Determine Cr and Cm - ufc_3_310_03a0611
Location of Mass Centroid of Roof in the Transverse Direction
Perform torsional analysis.
Perform torsional analysis. - Continued
Determine need for redundancy factor, ρ. - ufc_3_310_03a0615
Determine structural member sizes. - ufc_3_310_03a0616
Determine structural member sizes. - Continued - ufc_3_310_03a0617
Determine structural member sizes. - Continued
Figure 9. Design strength interaction diagram for shear wall section on grid lines 1 and 9
Determine structural member sizes. - Continued - ufc_3_310_03a0620
Determine structural member sizes. - Continued - ufc_3_310_03a0621
Determine structural member sizes. - Continued - ufc_3_310_03a0622
Figure 10. Design Strength Interaction Diagram for shear wall section on grid lines 2 through 8
Determine structural member sizes. - Continued - ufc_3_310_03a0624
Figure 11. Shear and moment diagrams for frame beams due to lateral loading
Figure 12. Shear and moment diagrams for frame beams due to gravity loads
Determine structural member sizes. - Continued - ufc_3_310_03a0627
Determine structural member sizes. - Continued - ufc_3_310_03a0628
Determine structural member sizes. - Continued - ufc_3_310_03a0629
Determine structural member sizes. - Continued - ufc_3_310_03a0630
Determine structural member sizes. - Continued - ufc_3_310_03a0631
Determine structural member sizes. - Continued - ufc_3_310_03a0632
Determine structural member sizes. - Continued - ufc_3_310_03a0633
Determine structural member sizes. - Continued - ufc_3_310_03a0634
Determine structural member sizes. - Continued - ufc_3_310_03a0635
Determine structural member sizes. - Continued - ufc_3_310_03a0636
Figure 13. Shear and Moment Diagrams for Frame Columns Due to Lateral Loading
Figure 14. Shear and Moment Diagrams for Frame Columns Due to Gravity Loading
Determine structural member sizes. - Continued - ufc_3_310_03a0639
Determine structural member sizes. - Continued - ufc_3_310_03a0640
Determine structural member sizes. - Continued - ufc_3_310_03a0641
Determine structural member sizes. - Continued - ufc_3_310_03a0642
Determine structural member sizes. - Continued - ufc_3_310_03a0643
Determine structural member sizes. - Continued - ufc_3_310_03a0644
Determine structural member sizes. - Continued - ufc_3_310_03a0645
Determine structural member sizes. - Continued - ufc_3_310_03a0646
Determine structural member sizes. - Continued - ufc_3_310_03a0647
Determine structural member sizes. - Continued - ufc_3_310_03a0648
Determine structural member sizes. - Continued - ufc_3_310_03a0649
Determine structural member sizes. - Continued - ufc_3_310_03a0650
Determine structural member sizes. - Continued - ufc_3_310_03a0651
Determine structural member sizes. - Continued - ufc_3_310_03a0652
H-3 Chapel
Floor Plan
Front Elevation
Side Elevation
Typical Eave Detail
Knee Detail for Rigid frame
Preliminary building design (Following steps in Table 4-5 for Life Safety).
Determine preliminary member sizes for gravity load effects. - ufc_3_310_03a0660
Beams Along Grid Lines B & H
Moment Frames - ufc_3_310_03a0662
Beam Design
Column Design
Calculate fundamental period, T
Building Seismic Weights
Calculate vertical distribution of seismic forces
Perform Static Analysis - ufc_3_310_03a0668
Perform Static Analysis - Continued
Longitudinal Direction - ufc_3_310_03a0670
Weight of roof and normal walls between grid lines 2 and 7
Longitudinal Direction - Continued
Seismic forces to vertical resisting elements from lower sloped roof diaphragm
Wall Rigidity Equations
Wall Rigidity Equations - Continued
Longitudinal direction - ufc_3_310_03a0676
Seismic forces to vertical resisting elements from entrance area diaphragm
Transverse direction
Lower Sloped Roof @ Entrance Tributary Seismic Weights (Roof and Normal)
Seismic forces to vertical resisting elements from sacristy area diaphragm
Shear Wall lines A&I
Lower Portions of Walls C7-C8 and G-7-G-8
Determine cr and cm - ufc_3_310_03a0683
Center of Rigidity
Lower sloped roof areas - ufc_3_310_03a0685
Perform torsional analysis - ufc_3_310_03a0686
Sacristy Areas
Lower Sloped Roof Areas - ufc_3_310_03a0688
Transverse Forces
Determine need for redundancy factor, ρ. - ufc_3_310_03a0690
Determine Structural Member Sizes - ufc_3_310_03a0691
The Pier Elements
Shearwall line 1
Shear wall line 7 (Walls 7A-7C & 7G-7I same by symmetry)
Shear wall line 7 (Walls 7A-7C & 7G-7I same by symmetry) - Continued - ufc_3_310_03a0695
Shear wall line 7 (Walls 7A-7C & 7G-7I same by symmetry) - Continued - ufc_3_310_03a0696
Shear walls D1-D2 and F1-F2
Shear walls A2-A7 and I2-I7
Shear wall lines A7-A8 & I7-I8
Horizontal bracing:
Moment frames - ufc_3_310_03a0701
Moment frames - Continued
Check Allowable Drift and P A Effect
Check for Performance Objective 2A
Identify force-controlled and deformation controlled structural components.
Determine DCR's For Deformation- Controlled Components
Horizontal Bracing
Horizontal Bracing - Continued
Design of horizontal bracing connections
Out-of-plane strength of plate
Design of gusset-to-column flange and beam web weld
Design of Gusset-to - Column flange And Beam Web Weld cont.
Design of gusset-to-column weld
Plan of Horizontal Bracing at Low Roof
Fire Station
Figure. 1 Building Plan Layout
Preliminary building design (following steps in Table 4-5 for Life Safety)
Determine preliminary member sizes for gravity load effects. - ufc_3_310_03a0719
Transverse Beams.
Columns.
Second Floor Slab.
Equivalent Lateral Force Procedure
Calculate Vertical Distribution of Forces.
Assembly Weights (PSF)
Building Weights (KIPS)
Perform Static Analysis. - ufc_3_310_03a0727
Perform Static Analysis. - Continued - ufc_3_310_03a0728
Perform Static Analysis. - Continued - ufc_3_310_03a0729
Perform Static Analysis. - Continued - ufc_3_310_03a0730
Haunch Properties Are Calculated on Spreadsheet As Follows
Determine Cr and Cm.
Perform Torsional Analysis - ufc_3_310_03a0733
Determine Need for Redundancy Factor,P
Calculate Combined Load Effects
Determine structural member sizes. - ufc_3_310_03a0736
Chord/ Collector Elements (Low Roof).
Chord/Collector Elements (High Roof).
Moment Frames (Low Roof).
Check plastic hinge location;
Check plastic hinge location - Continued - ufc_3_310_03a0741
Check plastic hinge location - Continued - ufc_3_310_03a0742
Check plastic hinge location - Continued - ufc_3_310_03a0743
Check plastic hinge location - Continued - ufc_3_310_03a0744
Moment Frames without truss (High Roof).
Moment Frames without truss (High Roof). - Continued - ufc_3_310_03a0746
Moment Frames without truss (High Roof). - Continued - ufc_3_310_03a0747
Moment Frames without truss (High Roof). - Continued - ufc_3_310_03a0748
Moment Frame With Truss ( High Roof).
Moment Frame With Truss ( High Roof). - Continued - ufc_3_310_03a0750
Moment Frame With Truss ( High Roof). - Continued - ufc_3_310_03a0751
Moment Frame With Truss ( High Roof). - Continued - ufc_3_310_03a0752
Check allowable drift and P ∆ effect.
Enhanced Performance Objective
Identify Force Controlled And Deformation Controlled Structural Components
Determine Qce For Deformation-Controlled Components
Determine DCR's For Deformation Controlled Components
Determine DCR's For Deformation Controlled Components - Continued
Determine DCR's For Deformation Controlled Components - Continued - ufc_3_310_03a0759
Determine DCR's For Deformation Controlled Components - Continued - ufc_3_310_03a0760
Determine QUF and QCL For Force-Controlled Components and Compare QUF With QCL
Determine QUF and QCL For Force-Controlled Components and Compare QUF With QCL - Continued
Revise Member Sizes as Necessary and Repeat Analysis.
Revise Member Sizes as Necessary and Repeat Analysis. - Continued - ufc_3_310_03a0764
Revise Member Sizes as Necessary and Repeat Analysis. - Continued - ufc_3_310_03a0765
Revise Member Sizes as Necessary and Repeat Analysis. - Continued - ufc_3_310_03a0766
Design connections.
Design connections. - Continued - ufc_3_310_03a0768
Design connections. - Continued - ufc_3_310_03a0769
Design connections. - Continued - ufc_3_310_03a0770
Design connections. - Continued - ufc_3_310_03a0771
Moment Frame Detail For Low Roof
Design connections. - Continued - ufc_3_310_03a0773
Illustration - ufc_3_310_03a0774
Appendix 1-1 Suspended Ceiling Bracing
Bracing System
Digure II-1 Force Diagram for Bracing Wires
Figure II-2. Wire Support And Bracing System
Masonry Partition Bracing
Figure 12-3. Detail Of Forces in Brace Connection
Determine appropriate Seismic Use Group
Determine Seismic Force Effects. - ufc_3_310_03a0782
Design Members - ufc_3_310_03a0783
Conclusion
Elevator Guard Rail Bracing
Determine Seismic Force Effects
Figure J-1-1. Guide Rail Elevation
Design Members - ufc_3_310_03a0788
Figure J1-2. Composite Section of Stiffened Guide Rail
Design Members - Continued - ufc_3_310_03a0790
Design Members - Continued - ufc_3_310_03a0791
Figure J1-4. Section Through Guide Rail Bracket
Design Members - Continued
Design Members - Continued - ufc_3_310_03a0794
Design Members - Continued - ufc_3_310_03a0795
Equipment Platform Bracing
Component design. - ufc_3_310_03a0797
Lateral load reisiting system.
Determine member sizes for gravity load effects. - ufc_3_310_03a0799
Figure J2-5. Transverse Beam Connection, Elevation View
Determine Seismic Force Effects. - ufc_3_310_03a0801
Figure J2-6. Force Diagram for Tank to Platform Welds
Design Members - ufc_3_310_03a0803
Figure J2-7. Seismic Force Diagram for Supporting Legs and Braces
Design Members - Continued - ufc_3_310_03a0805
Figure J2-8. Brace Connection Details and Nomenclature
Figure J2-9. Brace to Brace Connection
Design Members - Continued - ufc_3_310_03a0808
Design Members - Continued - ufc_3_310_03a0809
Design Members - Continued - ufc_3_310_03a0810
Pipe Bracing
Component design. - ufc_3_310_03a0812
Determine member sizes for gravity load effects. - ufc_3_310_03a0813
Determine Seismic Force Effects. - ufc_3_310_03a0814
Design Members
Design Members - Continued - ufc_3_310_03a0816
Figure J3-3. Longitudinal Pipe Restraint And force Diagram
Design Members - Continued - ufc_3_310_03a0818
Design Members - Continued - ufc_3_310_03a0819
Performance Objectives
Seismic and Designan And Procedures
Figure 1-1. Performance and structural deformation demand for ductile structures.
Figure 1-2 Performance And Structural deformation Demand Nonductile Structures
Minimum Analytical Pro cedures
Quality Assurance - ufc_3_310_03a0021
General - ufc_3_310_03a0022
Figure 2-1. Description Of Acceleration Response Spectrum
Site Hazards Other than Ground Motion.
Behavior of Structures.
Fundamentals of Seismic Design.
Lateral-Force-Resisting Systems.
Figure 2-2 . Vertical Elements Of the Lateral Force Resisting Systems.
Configuration and Simplicity.
Redundancy
Ductile vs. Brittle Response.
Connectivity.
Elements that Connect Buildings
Alternatives to the Prescribed Provisions.
Chapter 3. Ground Motion And Geological Hazards Assessment
Design Parameters for Ground Motion A
Design Parameters for Ground Motion A - Continued
Table 3-1. Site Classification
Table 3-2a. Values of F As A Function Of Site Class And Mapped Short- Period Spectral Response Acceleration S.
Modal Analysis Procedure.
Figure 3-1. Seismic Coefficient, Cs.
Figure 3-2. Design Response Spectural
Modal forces, deflections, and drifts.
Design values for sites outside the U.S.
Design values for sites outside the U.S. - Continued
Table 3-3
Table 3-3 cont.
Tabnle 3-3 cont.
Design Parameters for Ground Motion B.
Site-Specific Determination Of Ground Motion.
General Approaches.
Overview of Methodology.
Characterizing Earthquake Sources.
Figure 3-3. Development of response spectrum based on a fixed spectrum shape
Figure 3-4. Development of equal-hazard response spectrum from probabilistic seismic
Figure 3-5. Major Active in California ( After Wesnousky, 1986).
Figure 3-6. Cross Section through Puget Sound. Washington, Showing Subbduction Zone ( from nolson And Others. 1988).
Recurrence relationships. Recurrence Relationships
Recurrence relationships. Recurrence Relationships - Continued
Figure 3-7 Relation between earthquake magnitude and rupture area
Figure 3-8. Diagrammatic characteristic earthquake recurrence relationship for an individual
Figure 3-9. Comparison Of Exponential and Characteristics Earhquake Magnitude Distributions.
Characterizing Ground Motion Attenuation.
Characterizing Ground Motion Attenuation. - Continued
Figures 3-10. Example of Attenuation Relationships For Response Spectral Accelerations (5% Damping).
Figure 3-11. Example Of Ground Motion Data Scatter for a Single Earhtquake ( From Seed And ldriss. 1982).
Concluding Probabilistics Seismis Hazard Analyses
Developing Response Spectra from the PSHA
Figure 3-12. Example seismic hazard curve showing relationship between peak ground acceleration
Accounting for Local Site Effects on Response Spectra.
Accounting for Local Site Effects on Response Spectra. - Continued
Figure 3-13. Construction Of Equal- Hazard Spectra.
Figure 3-14. Response spectra and ratio of response spectra for ground motions recorded
Special Characteristics of Ground Motion For Near-Source Earthquakes.
Vertical Ground Motions.
Figure 3-15. Schematic Of Site Response Analysis .
Figure 3-16. Acceleration and velocity time histories for the strike-normal
Geologic Hazards.
Geologic Hazards. - Continued
Figure 3-17. Distance dependency of response spectral ratio (V/H) for M 6.5 at rock
Chapter 4. Application of Criteria
Table 4-1 Seismic Use Groups
Table 4-1 Seismic Use Groups - Continued
Seismic Use Groups.
Seismic Design Categories.
Table 4-2a Seismic Design Category Based on Short Period Response Accelerations
Overstrength.
Structural Performance Levels
Design Ground Motions.
Table 4-4. Structural System Performance Objectives
Table 4-5 Step-by-Step Procedures for Performance Objective 1A (Life Safety) - ufc_3_310_03a0094
Table 4-5 Step-by-Step Procedures for Performance Objective 1A (Life Safety) - ufc_3_310_03a0095
Performance Pbjectives For Nonstructural Systems And Components
Figure 4-1. Flow Chart for Performance Objective 1A (All Buildings)
Table 4-6. Step-by-Step Procedures For Enhanced Performance Objectives With Linear Elastic Analyses Using M Factors
Figure 4-2. Flow Chart For Performance Objective 2A ( Seismic Use Group II Buildings)
Figure 4-3. Flow Chart For Performance Objective 2B ( Seismic Use Group III Buiildings )
Table 4-7 . Step-by Step Procedure for Enhanced Performance Objective With Nonlinear Elastic Static Analysis
Table 4-7. Step-by- Step Procedure for Enhanced Performance Objective With Nonlinear Elastic Static Analysis
Figure 4-4. Flow Chart for Performance Objective 3B ( Seismic Use Group III E Buildings )
Chapter 5. Analysis Procedures
Linear Elastic Static Procedure .
Linear Elastic Dynamic Procedure.
When Nonlinear Procedures are Required.
When Nonlinear Procedures are Required. - Continued
Figure 5-1: In- Plane Discontinuity in Lateral System
Figure 5-2: Typical Building With Out- Of Place Offset Irregularity.
Limitations on Use of the Procedure
Modeling and Analysis Criteria.
Period determination.
Figure 5-3: Calculation of Effective Stiffness K
Determination of Actions and Deformations.
Determination of Actions and Deformations. - Continued
Target displacement.
Target Replacement Cont.
Table 5-2: Values for Modification Factor C.
Nonlinear Dynamic Procedure.
Alternative Rational Analyses.
Chapter 6. Acceptance Criteria
Table 6-1. Allowable Story Drift,? (in, or mm)
Enhanced Performance Objectives.
General. - ufc_3_310_03a0125
Figure 6-1 General Component Behavior Curves
General. - Continued - ufc_3_310_03a0127
General. - Continued - ufc_3_310_03a0128
General. - Continued - ufc_3_310_03a0129
Figure 6-2. Idealized Component Load Versus Deformation Curves for Depicting Component Modeling and Acceptability
Force-controlled actions.
Nonlinear Static Procedure.
Actions and Deformations.
Concrete Moment Frames. - ufc_3_310_03a0134
Reinforced concrete shear walls. - ufc_3_310_03a0135
Reanalysis.
Figure 6-3. Definition of Chord Rotation
Figure 6-4. Plastic Hinge Rotation in Shear Wall Where Flexure Dominates Inelastic Response
Reinforced concrete shear walls. - ufc_3_310_03a0139
Reinforced masonry shear walls
Figure 6-5. Chord Rotation for Shear Wall Coupling Beams
Chapter 7. Structure Systems And Components
Table 7-1. Design Coefficients And Factors for Basic Seismic - Force Resisting Systems
Tabnle 7-1 (Cont'd) Design Coefficients and Factors for Basic Seismic- Force - Resisting - Systems
Table 7-1. (cont'd) Design Coefficients And Factors for Basic Seismic- Force - Resisting Systems
Table 7-1( cont'd ) Design Coefficients and Factors for Basic Seismic- Force Resisting Systems
Table 7-1-( Cont'd ) Design Coefficients And Factors Basic Seismic- Force Resisting- Systems
Shear Walls.
Design Forces.
Rigidity analysis.
Figure 7-2. Deformation of Shear Wall With Openings
Effect of openings.
Figure 7-3. Relative Rigidities of Piers and Spandrels
Figure 7-4. Design Curves for Masonry And Concrete Shear Walls
Figure 7-4. Design Curves
Methods of analysis.
Figure 7-5. Out-of-Plane Effects
Cast-in-Place Concrete Shear Walls.
Figure 7-6. Minimum Concrete Shear Wall Reinforcement
Figure 7-7. Minimum Concrete Shear Wall Reinforcement
Boundary zone requirements for special reinforced concrete shear walls.
Figure 7-8. Boundary Zones in a Special Reinforced Concrete Shear Wall
Figure 7-8. Boundary Zones in a Special Reinforced Concrete Shear Wall - Continued
Table 7-2. Numeric Acceptance Criteria for Linear Procedures-Members Controlled by Flexure
Table 7-3. Numeric Acceptance Criteria for Linear Procedures-Members Controlled by Shear
Tilt-up and Other Precast Concrete Shear Walls
Table 7-4. Modeling Parameters and Numerical Acceptance Criteria For Nonliner Procedures
Table 7-5: Modeling And Numerical Acceptance Criteria for Nonclinear Procedutres Members Controlled by Shear.
Masonry Shear Walls.
Figure 7-9. Tilf-Up And Other Precast Walls - Typical Details of Attachments
Bond beams.
Figure 7-10. Reinforced Arouted Masonry
Figure 11. Reinforced Hollow Masonry
Figure 7-12. Reinforced Filled - Cell Masonry
Figure 7-13. Location of Bond Deams
Design considerations. - ufc_3_310_03a0176
Figure 7-14. Typical Wall Reinforcement
Reinforcing at wall openings.
Figure 7-15. Reinforcement Around Wall Openings
Figure 7-18. Masonry Wall Details
Figure 7-16. Continued
Excluded materials.
Table 7-6. Lateral Support Requirements for Masonry Walls.
Wood Stud Shear Walls.
Table 7-7: Linear Static Procedure -m Factors for Reinforced Masonry In- Plane Walls
Table7-8: Nonlinear Static Procedure - Simplified Force- Deflection Relations for Reinforced Masorny Shears Walls
Figure 7-17. Plywood Sheathed Wood Stud Shear Walls
Table 7-9. Factored Shear Resistance in Kips Per Foot (KLF) For Seismic Force
Table 7-9. Factored Shear Resistance in Kips Per Foot (KLF) For Seismic Force - Continued
Figure 7-18. Wood Stud Walls
Steel Braced Frames.
Concentric Braced Frames.
Figure 7-19. Concentric Braced Frames
Figure 7-21. Effective Lenght of Cross- Bracing
Low buildings.
Figure 7-22. Gusset Plate Design Criteria
Acceptance criteria. - ufc_3_310_03a0197
Table 7-10: Acceptance Criteria for Linear Procedures - Braced Frames Steel Shear Walls.
Table 7-11. Modeling Parameters And Acceptance Criteria for Nonlinear Procedures - Braced Frames and Steel Shear Walls
Table 7-11. Modeling Parameters And Acceptance Criteria for Nonlinear Procedures - Braced Frames - Continued
Figure 7-23. Eccentric Braced Frame Configurations
Figure 7-23 Eccentric Braced Frame configurations
Figure 7-24. Derformed Frame Geometry
Link- Beam Web.
Concrete Moment Resisting Frames.
Figure -7-25. Link Beam And Intermediate Stiffeners.
Table 7-12: Acceptance Criteria For Linear Procedures- Fully Restrained ( FR) Moment Frames
Table 7-13: Acceptance Criteria for Linear Procedures- Partially Restrained (PR) Moment Frames
Figure 7-26. Frame Deformations
Nonseismic Frames.
Acceptance Criteria. - ufc_3_310_03a0211
Figure 7-27. Intermediate Moment Frame Requirements
Figure 7-28. Intermediate Moment Frame Longitudinal Reinforcement
Figure 7-29. Intermediate Moment Frame Splices in Reinforcement
Figure 7-30: Intermediate Moment Frame Transverse Reinforcement
Figure 7-31. Intermediate Moment Frame Girder Web Reinforcement.
Figure 7-32. Intermediate Moment Frame Transverse Reinforcement
Figure 7-33. Special Concreate Moment Frame- Limitations on Dimensions
Figure 7-34. Special Concreate Moment Frame Longitudinal Reinforcement
Figure 7-35. Special Moment Frame Splices in Reinforcement
Figure 7-38. Special Moment Frame - Transverse Reinforcement
Figure 7-37. Special Moment Frame Girder Web Reinforcement
Figure 7-38. Special Moment Frame Transverse Reinforcement
Figure 7-38. Special Moment Frame - Special Transverse Reinforcement
Figure 7-40. Special Frame- Girder Column Joint Analysis
Table 7-14: Numerical Acceptance Criteria for Linear Procedures- Reinforced Concreate Beams
Table 7-15: Numerical Accetance Criteria for Linear Procedures- Reinforced Concrete Columns.
Table 7-16. Numerical Acceptance Criteria for Linear Procedures- Reinforced Concreate Beam- Column Joints
Table 7-17: Numerical Acceptance Criteria for Linear Procedures-Two Way Slabs And Slab - Column Connections
Table 7-18: Modeling Parameters And Numerical Acceptance Criteria for Nonlinear Procedures Reinforced Concrete Beams
Table 7-19: Modeling Parameters And Numerical Acceptance Criteria for Nonlinear Procedures- Reinforced Concrete Columns
Steel Moment Resisting Frames
Table 7-20: Modeling Parameters And Numerical Acceptance for Nonlinear Procedures
Table 7-21: Modeling Parameters And Numerical Acceptance Criteria for Nonlinear Procedures
Required shear strength.
Figure 7-41. Typical Pre-Northridge Fully Restrained Moment Connection
Figure 7-42. Typical Partially Restrained Moment Connection
Intermediate Moment Frames (IMFs).
Figure 7-43. Typical Post- Northridge Fully Restrained Moment Connection
Connection shear strength.
Lateral support at beams.
Special Truss Moment Frames (STMFs).
Special segment nominal strength.
Figure 7-44. Special Truss Moment Frame.
Acceptance Criteria. - ufc_3_310_03a0245
Dual Systems.
Table 7-22: Modeling Parameters And Acceptance Criteria for Nonlinear Procedures - Fully Restrained (FR) Moment Frames
Table 7-22: Modeling Parameters And Acceptance Criteria for Nonlinear Procedures - Fully Restrained (FR) Moment Frames - Continued
Table 7-23: Modeling Parameters and Acceptance Criteria for Nonlinear Procedures
Moment Frame/Shear Wall Systems.
Diaphragms.
Diaphragm Flexibility.
Figure 7-45. Diaphragm Flexibility
Figure 7-47. Bracing An Industrial Building
Rotation.
Figure 7-48. Cantilever Diaphragm
Flexible Diaphragms
Figure 7-49. Building with Walls on the Three Sides
Rigid diaphragms.
Figure 7-50. Calculated Torsion.
Flexibility limitations.
Table 7-24: Span and Depth Limitations on Diaphragms
Deflection calculations.
Design of Diaphragms.
Concrete Diaphragms. - ufc_3_310_03a0265
Figure 7-51. Drag Struts At Re-entrant Building Corners
Precast concrete slab units
Figure 7-52. Anchorage of Cast- in Place Concrete Slab
Figure 7-53. Attachment of Superimposed Diaphragm Slab to Precast Slab Units
Figure -7-54. Precast Concrete Diaphragms Using Precast Units
Figure 7-55. Concrete Diaphragms Using Precast Units Details Permitted
Steel Deck Diaphragms.
Figure 7-56. Corner of Monollthic Concrete Diagram
Figure 5-57. Concrete Diaphragms - Typical Connection Details
Figure 7-58. Steel Deck Diaphragms
Figure 7-59. Steel Deck Diaphragms Type A- Typical Attachments
Figure 7-60. Steel Deck Diaphragms - Typical Details with Open Web joists
Figure 7-60 . cont.
Figure 61. Steel Deck Diaphragm Type B - Typical Attachments to Frame.
Figure 7-61 cont. - ufc_3_310_03a0280
Figure 7-61 cont. - ufc_3_310_03a0281
Wood Diaphragms.
Figure 7-62. Steel Deck Diaphragms with concrete Fill.
Material Requirements.
Acceptance criteria. - ufc_3_310_03a0285
Figure 7-63. Wood Details.
Figure 7-63. Wood Details Continued. - ufc_3_310_03a0287
Figure 7-63 . Continued
Figure 7-63. Wood Details Continued. - ufc_3_310_03a0289
Table 7-25. Factored Shear Resistance in Kips Per Foot for Horizontal Wood Diaphragms with Framimg Members
Table 7-25 (cont )
Table 7-26. Numerical Acceptance Factors for Linear Procedures
Table 7-26. Numerical Acceptance Factors for Linear Procedures - Continued
Table 7-27: Normaliized Force Deflection Curve Coordinates for Nonlinear Procedures
Table 7-27: Normaliized Force Deflection Curve Coordinates for Nonlinear Procedures - Continued
Horizontal Bracing.
Chapter 8. Seidmic Isolation And Energy Dissipation Systems
Figure 8-1 Schematic Drawings of Representative Isolation/Energy
Mechanical Engineering Applications.
Design Objectives.
Seismic Isolation Systems.
Device Description.
Table 8-1. Damping Coefficient, BD or BM
Applications
Figure 8-2. Seismic Isolation Hard Soil Example
Figure 8-3. Seismic Isolation Soft Soil Examples
Figure 8-4. Seismic Isolation Very Soft Soil Example
Design Criteria. - ufc_3_310_03a0308
Dynamic analysis.
Maximum Displacement.
Minimum lateral force.
Vertical distribution of force.
Dynamic Lateral Response Procedure.
Ground Motion
Analytical Procedure
Design Lateral Force.
Design and Construction Review.
Energy Dissipation Systems.
Table 8-2. Damping Coefficients Bs and B1 as a Function of Effective Damping β
Device Description
Figure 8-5. Supplemetal Damping Hard Soil Example
Figure 8-8. Supplemental Damping Very Soft Soil Example
Design Criteria. - ufc_3_310_03a0323
Modeling of Energy-Dissipation Devices.
Velocity-dependent devices. - ufc_3_310_03a0325
Fluid viscous devices.
Figure 8-7. Calculation of Secant Stiffness K
Linear Static Procedures.
Figure 8-8. General Response Spectrum
Velocity-dependent devices. - ufc_3_310_03a0330
Velocity-dependent devices. - ufc_3_310_03a0331
Nonlinear Elastic Static Procedure.
Acceptance Criteria - ufc_3_310_03a0333
Guidance for Selection and Use of Seismic Isolation and Energy Dissipation Systems.
Earthquake Effects - Acceleration vs. Displacement
Site Selection - Inappropriate Sites.
Site Selection - Inappropriate Sites. - Continued
Table 8-3. Comparison of Building Behavior
Chapter 9. Foundations
Load Deformation Characteristics for Foundations
Figure 9-1 Idealized Elasto-Plastic Load-Deformation Behavior for Soils
Stiffness Parameters.
Figure 9-2 Elastic Solutions for Rigid Footing Spring Constants
Figure 9-3 (a) Foundation Shape Correction Factors (b) Embedment Correction Factors
Figure 9-4 Lateral Foundation-Soil Stiffness for Passive Pressure
Figure 9-5 Vertical Stiffness Modeling for Shallow Bearing Footings
Pile Foundations.
Figure 9-6 Idealized Concentration of Stress at Edge of Rigid Footings Subjected
Capacity Parameters.
General Requirements.
Design of Elements.
Basement Walls.
Acceptance Criteria. - ufc_3_310_03a0354
Changes
Chpater 10. Nonstructural Systems and Components
Seismic Forces.
Table 10-1: Architectural Components Coefficients
Table 10-2: Mechanical and Electrical Components Coefficients
Component Importance Factor.
Architectural Components.
Design Criteria.
Veneered walls
Figure 10-1. Typical Details of Isolation of Walls
Figure 10-2. Veneered Walls
Connections of Exterior Wall Panels.
Suspended Ceiling Systems.
Figure 10-3. Design Forces For Exterior Precast Alements
Alternative Designs.
Figure 10-4. Suspended Acoustical Tile Ceiling
Mechanical and Electrical Equipment.
Lighting Fixtures in Buildings
Piping in Buildings
Seismic Restraint Provisions.
Flexible Piping Systems.
Stacks.
Figure 10-5. Maximum span for rigid pipe pinned-pinned.
Figure 10-6. Maximum span for rigid pipe fixed-pinned.
Figure 10-7. Maximum span for rigid pipe fixed-fixed
Cantilever stacks.
Figure 10-8. Acceptable Seismic Details for Sway Bracing
Figure 10-9. Period Coefficients for Uniform Beams
Elevators.
Elevators. - Continued
Figure 10-10. Single Guyed- Stack
Acceptance Criteria - ufc_3_310_03a0386
Figure 10-11. Elevator Details
Figure 10-12.Typical Seismic Restraint of Hanging Equipment.
Figure 10-13. Typical Seismic Restrant of Floor Mountes Equipment
Appendix B. Symbols And Notations - ufc_3_310_03a0391
Appendix B. Symbols And Notations - Continued - ufc_3_310_03a0392
Appendix B. Symbols And Notations - Continued - ufc_3_310_03a0393
Appendix C. Glossary - ufc_3_310_03a0394
Appendix C. Glossary cont. - ufc_3_310_03a0395
Appendix C. Glossary cont. - ufc_3_310_03a0396
Appendix C. Glossary cont. - ufc_3_310_03a0397
Appendix C. Glossary Cont. - ufc_3_310_03a0398
Appendix C. Glossary cont. - ufc_3_310_03a0399
Appendix C. Glossary cont. - ufc_3_310_03a0400
Appendix C. Glossary cont. - ufc_3_310_03a0401
Appendix C. Glossary cont. - ufc_3_310_03a0402
Appendix C. Glossary cont. - ufc_3_310_03a0403
Appendix C. Glossary cont. - ufc_3_310_03a0404
Appendix D. Ground Motion Background Data
Earthquake Size.
Figure D1. Earthquake Source Model and Types of Seismic Waves ( From Bolt, 1993)
Figure D2. Types of Fault Slip
Figure D-3. The Richter Scale ( After Bolt, 1988).
Ground Motion Recordings and Ground Motion Characteristics
Ground Motion Recordings and Ground Motion Characteristics - Continued
Table D1. Moment Magnitude, M, And Seismic Moment, M Of Some Well known Earthquakes.
Table D-2. Modified Mercalli Intensity Scale.
Table D-2.Modified Mercalli Intensity Scale - Continued
Figure D-4 Relation between earthquake magnitude and epicentral intensity
Figure D-5. Corralitos ground motion recording, component 0E, October 17, 1989,
Response Spectrum.
Figure Pacoima dam recording (S14W component) obtained 3 km (1.9 miles)
Figure D-7. Single Degree of Freedom System.
Figure D-8. Maximum Dynamic Load Factor for Sinusoidal Load.
Response Spectrum. - Continued
Figure D-9. Tripartite plot of the response spectrum from the Corralitos recording
Appendix E. Site- Specific Probabilistics Seismic Hazard Analysis.
Mathematical Formulation of the Basic Seismic Hazard Model.
Mathematical Formulation of the Basic Seismic Hazard Model. - Continued
Figure E-1. Typical Earthquake Recurrence Curves And Discretized Occurrence Rates.
Figure E-2. Illustration Of Distance Probability Distribution.
Treatment Of Modeling And Parameter Uncertainties in PSHA.
Analysis Results.
Figure E-3 Ground motion estimation conditional probability function.
Figure E-4 Example logic tree for characterizing uncertainty in seismic hazard inputYoungs et al., 1988)
Figure E-5. Example Of Distribution Of Seismic Hazard Results .r
Examples of PSHA Usage in Developing Site Specific Response Spectra.
Figure 6. Example Of Contributions Of Various Seismic Sources to The Mean Hazard At a Site.
Figure E-7. Example of contributions of events in various magnitude intervals to the hazard
Figure E-8. Example Of Uncertainty in Attenuation contribution to Seismic Hazard Uncertainty.
Figure E-9. Example Of Uncertainty in Maximum Magnitude Contribution to Seismic Hazard Uncertainty.
Figure E-10. Regional Active Fault Map, San Francisco Bay Area.
Figure E-11. Map Of the San Francisco Bay Area Showing Independent Earthquakes, Fault Corridors, And Areal Source Zones.
Figure E- 12. Comparison Of Recurrence Rates Developed from Independent Seismicity and from Fault Slip Rates Fo Fault.
Figure E-13. Comparison Of Recurrence Rates Developed from Independent Seismicity And From Fault Slip Rates fo
Figure E-14. Comprehensive Recurrence Model for The Central Bay Area.
Site in Illinois
Figure E-15. Generic Logic Tree Used To Characterize Seismic Sources for Probabilistics Seismic Hazard Analysis.
Figure E-16. Ground Motion Attenuation Relationships.
Table E-1. Dispersion Relationships For Horizontal Rock Motion From The Attenuation Relationships of Sadigh et al.(1993)
Figure E-17. Mean, 5th, and 95th percentile hazard curves for the site for peak acceleration
Figure E-18. Contributions of Various Sources to Mean Hazard At The Site.
Figure E-19. Contributions Of Events In Various Magnitude Intervals to the Mean Hazard at The Site.
Figure E-20 . Sensitivity Of Mean Hazard at The Site from The Choice Of Attenuation Model.
Figure E-21. Sensitivity Of Mean Hazard At The Site from the San An Reas Fault Only Due To Choice of Earthquake He San Andreas Fault.
Figure E-22. Equal-Hazard Pseudo- Velocity Response Spectra for The Site ( 5 Percent Damping).
Figure E-23. Seismic Source Zonation Model For The Central And Southeastern United States.
Figure E-24. Comparison of Historical And Paleoseismic Recurrence Estimates for The Reelfoot Rift And Iapetan Rift Seismic Zone.
Ground Motion Attenuation Characterization.
Figure E-25. Logic Tree Showing Relative Weights Assigned to Boundaries Separating Potential Subzones of the Iapetan Rift Seismic Zone.
Figure E-26 . Attenuation Curves Of Atkinson And Boore (1995) And EPRI (1993) for Peak Ground Acceleration at 1.0 Second Period.
Figure E-27. Computed Hazard for Peak Ground Acceleration And Response Spectral Accelerations At 0.2 And 1.0
Figure E-28. Contributions Of Components Of the ICR Source to The Hazard.
Figure E-29. Comparisons Of Hazard from the Geology And Seisimicity- Based Models
Ground Motion Attenuation Characterization. - Continued
Figure E-30. Equal Hazard Response Spectra (5% Damping).
Appendix F. Geological Hazards Evaluations
Figure F-1. Types Of Faults
Figure F-2. Surface Faulting Accompanying Landers, California Eathquake of june 28, 1992.
Figure F-3. House damaged by ground displacement caused by surface faulting
Soil liquefaction - ufc_3_310_03a0467
Figure F-4. Bearing Capacity Failure due to Liquefaction, Niigita, Japan Earthquake of June 16, 1964.
Figure F-5. Diagram of lateral spread before and after failure. Liquefaction occurs
Figure F-6. Lateral spreading failure due to liquefaction, University of California
Screening Procedures
Figure F-7. House and street damaged by several inches of landslide displacement
Figure F-8. Damage to store front caused by rock fall during the San Fernando
Soil liquefaction - ufc_3_310_03a0474
Sources of information.
Table F-1. Estimated Susceptibility of Sedimentary Deposits to Liquefaction During Strong Ground Motion ( After Youd And Perkins, 1978).
Soil differential compaction.
Evaluation Procedures
Figure F-9. Tsunami Zone Map Wave Heights
Fault location
Soil liquefaction.
Figure F-10. Relationship between maximum surface fault displacement (MD)
Seed-Idriss evaluation procedure
Figure F-11. Relationship between cyclic stress ratio (CSR) causing liquefaction
Table F-2. Scaling factors for influence of earthquake magnitude on liquefaction resistance
Consequences of liquefaction - ufc_3_310_03a0486
Figure F-12. Example of LIQUFAC analysis graphic plot
Consequences of liquefaction - ufc_3_310_03a0488
Figure F-13. Relationships Between Cyclic Stress Ratio (CSR),(Ni) And VolumetricStrain for Saturated claean Sands (From Tokimatsu and Seed, 1987).
Figure F-14. Illustration Of Effects Of Liquefaction Or Increased Pore Water Pressures On Ultimate Bearing Capacity Foundations
Differential compaction.
Deformation analysis procedures
Figure F-15. Integration of acceleration time-history to determine velocities
Figure F-16. Cariation of Normalized Permanent Displacement With Yield Acceletation- Summary
Figure F-18B. Relationships Between Displacement Factor And Ratio of Critical Acceletation And Induced Acceleration ( After Egan, 1994.)
Figure F-19. Upper bound envelope curves of permanent displacements for all natural
Figure F-20. Variation of Normalized Permanent Deformation with Yield Acceleration
Mitigation Techniques and Considerations
Table F-3. Liquefaction Remediation Measures ( National Research Council 1985; Ferritto,1997b.)
Table F-3. Liquefaction Remediation Measures ( National Research Council 1985; Ferritto,1997b.) - Continued
Soil differential compaction.
Figure F-21. Vibroreplacement and installation of stone columns
Figure F-22. Conceptual Shemes to Resists Liquefaction- Included Settlement Or Bearing Capacity Reductions.
Figure F-23. Conceptual Schemes to Resists Liquefaction- Included Lateral Spreading
Documentation Of Geologic Hazards Evaluations
Appendix G. Geologic Hazard Screening And Evaluation Examples
Figure G-1. Map Of Building Site
The trench exposed no soil-bedrock contact.
Example 2. Liquefaction Hazard Screening
Liquefaction Hazard Screening
Example 3 - Liquefaction Potential Evaluation
Figure G-3. Plot of SPT Blowcounts Vs. Depth.
Figure G-5. Relationship Between Cyclic Stress Ratio (CSR) Causing Liquefaction And (Ni)
Table G-1. Calculation of the (Ni)60 Values
Table G-1. Calculation of the (Ni)60 Values - Continued
Figure G-7. Relationship Between id And Depth ( from Seed And Idriss, 1971).
Settlement
Table G-2. Calculation Of CSR And (Ni) 60 critical
Figure G-8. Relationships Between K And Go( From Seed And Harder, 1990).
Figure G-10. Correlation for Volumetric Strain, Cyclic Stress Ratio ( CSR) and (Ni)60 for Sands ( From Tokimatsu And Seed, 1987).
Settlement - Continued
Figure G-11. Plot Of Induced Shear Strain for Sands ( from Tokimatsu And Seed, 1987).
Table G-3. Calculation of settlement of sand above ground water table ..
Example 4 Landslide Hazard Screening
Figure G-13. Profile Of Earthquake Included Landsliding Example Problem.
Example 5 - Landslide hazard evaluation
Hazard mitigation
Appendix HI. Vehicle Maintenence Facility
Lateral Systems
Mezzanine Plan
Building Elevations
Brace Elevation
Design of building
Design of building - Continued
Determine preliminary member sizes for gravity load effects. - ufc_3_310_03a0535
Metal Roof Decking
Steel Columns
Roof Level Tributary Seismic Weights ( Roof & tributary Walls )
Calculate the vertical distribution of seismic forces
Longitudinal Seismic Forces - ufc_3_310_03a0540
Perform Static Analysis - ufc_3_310_03a0541
Mezzanine Diaphragm Forces
Distribute upper roof diaphragm shear forces to vertical resisting elements
Determine shear in vertical elements due to self-weight inertial effects - ufc_3_310_03a0544
Determine distribution or mezzanine shear force to vertical resisting elements
Typical Exterior Wall
Typical Interior Mezzanine Wall
Typical Interior Mezzanine Wall - Continued
Interior Shear Wall E1-E2 - ufc_3_310_03a0549
Interior Shear Wall E1-E2 - Continued
Mezzanine Level Diaphragm Shear Forces
Determine shear in vertical elements due to self-weight inertial effects - ufc_3_310_03a0552
Determine diaphragm chord and collector forces
Longitudinal Forces to Upper Diaphragm
Collector Forces
Out-of-Plane Wall Forces - ufc_3_310_03a0556
Determine cm and cr
Determine the Rigidity of Braced Frames
Perform torsional analysis - ufc_3_310_03a0559
Longitudinal Seismic Forces - ufc_3_310_03a0560
Distribution of Forces for Transverse Seismic Forces
B9. Determine Need for Overstrenght Factor
Determine structural member sizes - ufc_3_310_03a0563
Shear Walls
Shear Forces to Individual Piers
Interior Shear Wall E1-E2 - ufc_3_310_03a0566
Interior mezzanine CMU shear walls B1-B2 & H1-H2
Interior mezzanine CMU shear walls B1-B2 & H1-H2 - Continued
Out-of plane Forces On CMU Walls
Out-of-plane forces on CMU walls - Continued - ufc_3_310_03a0570
Out-of-plane forces on CMU walls - Continued - ufc_3_310_03a0571
Out-of-plane shear strength check
Standard reinforcement details for CMU shear walls
Perimeter roof beams
Braced Frames ( Typical Bay)
Braced Frames ( Typical Bay) - Continued
Braced Frames ( Typical Bay) - Continued
Brace Check
Shear Transfer Mechanism for Upper-Roof Diaphragm
Shear transfer mechanism for mezzanine-to-vertical element connection
Shear transfer mechanism for mezzanine-to-vertical element connection - Continued
Steel Connections
Roof Edge Beam-to-Column Connection at Braced Bay
Roof Edge Beam-to-Column Connection at Braced Bay - Continued
Gusset plates
Single Gusset
Double Gusset
Double Gusset - Continued
Bachelor Enlisted Quarters
Figure 1. Architectural floor plan
Figure 2. Foundation and first floor plan
Figure 3. Typical floor framing plan
Figure 4. Roof Framing Plan
Figure 5. Section A-A
Figure 6. Section B-B
Building design (following steps in Table 4-5 for Life Safety).
Determine preliminary member sizes for gravity load effects.
Determine preliminary member sizes for gravity load effects. - Continued
Corbel Design
Corbel Design - Continued
Transverse beam design
Transverse beam design - Continued - ufc_3_310_03a0603
Transverse beam design - Continued - ufc_3_310_03a0604
Determine Dead Load
Calculate Base Shear, V:
Assemblly Weights (PSF)
Building Weigths (kips)
Perform Static Analysis. - ufc_3_310_03a0609
Perform Static Analysis. - Continued - ufc_3_310_03a0610
Determine Cr and Cm - ufc_3_310_03a0611
Location of Mass Centroid of Roof in the Transverse Direction
Perform torsional analysis.
Perform torsional analysis. - Continued
Determine need for redundancy factor, ρ. - ufc_3_310_03a0615
Determine structural member sizes. - ufc_3_310_03a0616
Determine structural member sizes. - Continued - ufc_3_310_03a0617
Determine structural member sizes. - Continued
Figure 9. Design strength interaction diagram for shear wall section on grid lines 1 and 9
Determine structural member sizes. - Continued - ufc_3_310_03a0620
Determine structural member sizes. - Continued - ufc_3_310_03a0621
Determine structural member sizes. - Continued - ufc_3_310_03a0622
Figure 10. Design Strength Interaction Diagram for shear wall section on grid lines 2 through 8
Determine structural member sizes. - Continued - ufc_3_310_03a0624
Figure 11. Shear and moment diagrams for frame beams due to lateral loading
Figure 12. Shear and moment diagrams for frame beams due to gravity loads
Determine structural member sizes. - Continued - ufc_3_310_03a0627
Determine structural member sizes. - Continued - ufc_3_310_03a0628
Determine structural member sizes. - Continued - ufc_3_310_03a0629
Determine structural member sizes. - Continued - ufc_3_310_03a0630
Determine structural member sizes. - Continued - ufc_3_310_03a0631
Determine structural member sizes. - Continued - ufc_3_310_03a0632
Determine structural member sizes. - Continued - ufc_3_310_03a0633
Determine structural member sizes. - Continued - ufc_3_310_03a0634
Determine structural member sizes. - Continued - ufc_3_310_03a0635
Determine structural member sizes. - Continued - ufc_3_310_03a0636
Figure 13. Shear and Moment Diagrams for Frame Columns Due to Lateral Loading
Figure 14. Shear and Moment Diagrams for Frame Columns Due to Gravity Loading
Determine structural member sizes. - Continued - ufc_3_310_03a0639
Determine structural member sizes. - Continued - ufc_3_310_03a0640
Determine structural member sizes. - Continued - ufc_3_310_03a0641
Determine structural member sizes. - Continued - ufc_3_310_03a0642
Determine structural member sizes. - Continued - ufc_3_310_03a0643
Determine structural member sizes. - Continued - ufc_3_310_03a0644
Determine structural member sizes. - Continued - ufc_3_310_03a0645
Determine structural member sizes. - Continued - ufc_3_310_03a0646
Determine structural member sizes. - Continued - ufc_3_310_03a0647
Determine structural member sizes. - Continued - ufc_3_310_03a0648
Determine structural member sizes. - Continued - ufc_3_310_03a0649
Determine structural member sizes. - Continued - ufc_3_310_03a0650
Determine structural member sizes. - Continued - ufc_3_310_03a0651
Determine structural member sizes. - Continued - ufc_3_310_03a0652
H-3 Chapel
Floor Plan
Front Elevation
Side Elevation
Typical Eave Detail
Knee Detail for Rigid frame
Preliminary building design (Following steps in Table 4-5 for Life Safety).
Determine preliminary member sizes for gravity load effects. - ufc_3_310_03a0660
Beams Along Grid Lines B & H
Moment Frames - ufc_3_310_03a0662
Beam Design
Column Design
Calculate fundamental period, T
Building Seismic Weights
Calculate vertical distribution of seismic forces
Perform Static Analysis - ufc_3_310_03a0668
Perform Static Analysis - Continued
Longitudinal Direction - ufc_3_310_03a0670
Weight of roof and normal walls between grid lines 2 and 7
Longitudinal Direction - Continued
Seismic forces to vertical resisting elements from lower sloped roof diaphragm
Wall Rigidity Equations
Wall Rigidity Equations - Continued
Longitudinal direction - ufc_3_310_03a0676
Seismic forces to vertical resisting elements from entrance area diaphragm
Transverse direction
Lower Sloped Roof @ Entrance Tributary Seismic Weights (Roof and Normal)
Seismic forces to vertical resisting elements from sacristy area diaphragm
Shear Wall lines A&I
Lower Portions of Walls C7-C8 and G-7-G-8
Determine cr and cm - ufc_3_310_03a0683
Center of Rigidity
Lower sloped roof areas - ufc_3_310_03a0685
Perform torsional analysis - ufc_3_310_03a0686
Sacristy Areas
Lower Sloped Roof Areas - ufc_3_310_03a0688
Transverse Forces
Determine need for redundancy factor, ρ. - ufc_3_310_03a0690
Determine Structural Member Sizes - ufc_3_310_03a0691
The Pier Elements
Shearwall line 1
Shear wall line 7 (Walls 7A-7C & 7G-7I same by symmetry)
Shear wall line 7 (Walls 7A-7C & 7G-7I same by symmetry) - Continued - ufc_3_310_03a0695
Shear wall line 7 (Walls 7A-7C & 7G-7I same by symmetry) - Continued - ufc_3_310_03a0696
Shear walls D1-D2 and F1-F2
Shear walls A2-A7 and I2-I7
Shear wall lines A7-A8 & I7-I8
Horizontal bracing:
Moment frames - ufc_3_310_03a0701
Moment frames - Continued
Check Allowable Drift and P A Effect
Check for Performance Objective 2A
Identify force-controlled and deformation controlled structural components.
Determine DCR's For Deformation- Controlled Components
Horizontal Bracing
Horizontal Bracing - Continued
Design of horizontal bracing connections
Out-of-plane strength of plate
Design of gusset-to-column flange and beam web weld
Design of Gusset-to - Column flange And Beam Web Weld cont.
Design of gusset-to-column weld
Plan of Horizontal Bracing at Low Roof
Fire Station
Figure. 1 Building Plan Layout
Preliminary building design (following steps in Table 4-5 for Life Safety)
Determine preliminary member sizes for gravity load effects. - ufc_3_310_03a0719
Transverse Beams.
Columns.
Second Floor Slab.
Equivalent Lateral Force Procedure
Calculate Vertical Distribution of Forces.
Assembly Weights (PSF)
Building Weights (KIPS)
Perform Static Analysis. - ufc_3_310_03a0727
Perform Static Analysis. - Continued - ufc_3_310_03a0728
Perform Static Analysis. - Continued - ufc_3_310_03a0729
Perform Static Analysis. - Continued - ufc_3_310_03a0730
Haunch Properties Are Calculated on Spreadsheet As Follows
Determine Cr and Cm.
Perform Torsional Analysis - ufc_3_310_03a0733
Determine Need for Redundancy Factor,P
Calculate Combined Load Effects
Determine structural member sizes. - ufc_3_310_03a0736
Chord/ Collector Elements (Low Roof).
Chord/Collector Elements (High Roof).
Moment Frames (Low Roof).
Check plastic hinge location;
Check plastic hinge location - Continued - ufc_3_310_03a0741
Check plastic hinge location - Continued - ufc_3_310_03a0742
Check plastic hinge location - Continued - ufc_3_310_03a0743
Check plastic hinge location - Continued - ufc_3_310_03a0744
Moment Frames without truss (High Roof).
Moment Frames without truss (High Roof). - Continued - ufc_3_310_03a0746
Moment Frames without truss (High Roof). - Continued - ufc_3_310_03a0747
Moment Frames without truss (High Roof). - Continued - ufc_3_310_03a0748
Moment Frame With Truss ( High Roof).
Moment Frame With Truss ( High Roof). - Continued - ufc_3_310_03a0750
Moment Frame With Truss ( High Roof). - Continued - ufc_3_310_03a0751
Moment Frame With Truss ( High Roof). - Continued - ufc_3_310_03a0752
Check allowable drift and P ∆ effect.
Enhanced Performance Objective
Identify Force Controlled And Deformation Controlled Structural Components
Determine Qce For Deformation-Controlled Components
Determine DCR's For Deformation Controlled Components
Determine DCR's For Deformation Controlled Components - Continued
Determine DCR's For Deformation Controlled Components - Continued - ufc_3_310_03a0759
Determine DCR's For Deformation Controlled Components - Continued - ufc_3_310_03a0760
Determine QUF and QCL For Force-Controlled Components and Compare QUF With QCL
Determine QUF and QCL For Force-Controlled Components and Compare QUF With QCL - Continued
Revise Member Sizes as Necessary and Repeat Analysis.
Revise Member Sizes as Necessary and Repeat Analysis. - Continued - ufc_3_310_03a0764
Revise Member Sizes as Necessary and Repeat Analysis. - Continued - ufc_3_310_03a0765
Revise Member Sizes as Necessary and Repeat Analysis. - Continued - ufc_3_310_03a0766
Design connections.
Design connections. - Continued - ufc_3_310_03a0768
Design connections. - Continued - ufc_3_310_03a0769
Design connections. - Continued - ufc_3_310_03a0770
Design connections. - Continued - ufc_3_310_03a0771
Moment Frame Detail For Low Roof
Design connections. - Continued - ufc_3_310_03a0773
Illustration - ufc_3_310_03a0774
Appendix 1-1 Suspended Ceiling Bracing
Bracing System
Digure II-1 Force Diagram for Bracing Wires
Figure II-2. Wire Support And Bracing System
Masonry Partition Bracing
Figure 12-3. Detail Of Forces in Brace Connection
Determine appropriate Seismic Use Group
Determine Seismic Force Effects. - ufc_3_310_03a0782
Design Members - ufc_3_310_03a0783
Conclusion
Elevator Guard Rail Bracing
Determine Seismic Force Effects
Figure J-1-1. Guide Rail Elevation
Design Members - ufc_3_310_03a0788
Figure J1-2. Composite Section of Stiffened Guide Rail
Design Members - Continued - ufc_3_310_03a0790
Design Members - Continued - ufc_3_310_03a0791
Figure J1-4. Section Through Guide Rail Bracket
Design Members - Continued
Design Members - Continued - ufc_3_310_03a0794
Design Members - Continued - ufc_3_310_03a0795
Equipment Platform Bracing
Component design. - ufc_3_310_03a0797
Lateral load reisiting system.
Determine member sizes for gravity load effects. - ufc_3_310_03a0799
Figure J2-5. Transverse Beam Connection, Elevation View
Determine Seismic Force Effects. - ufc_3_310_03a0801
Figure J2-6. Force Diagram for Tank to Platform Welds
Design Members - ufc_3_310_03a0803
Figure J2-7. Seismic Force Diagram for Supporting Legs and Braces
Design Members - Continued - ufc_3_310_03a0805
Figure J2-8. Brace Connection Details and Nomenclature
Figure J2-9. Brace to Brace Connection
Design Members - Continued - ufc_3_310_03a0808
Design Members - Continued - ufc_3_310_03a0809
Design Members - Continued - ufc_3_310_03a0810
Pipe Bracing
Component design. - ufc_3_310_03a0812
Determine member sizes for gravity load effects. - ufc_3_310_03a0813
Determine Seismic Force Effects. - ufc_3_310_03a0814
Design Members
Design Members - Continued - ufc_3_310_03a0816
Figure J3-3. Longitudinal Pipe Restraint And force Diagram
Design Members - Continued - ufc_3_310_03a0818
Design Members - Continued - ufc_3_310_03a0819