Seismic Rehabilitation Methods for Existing Buildings

Cover
Copyright
Contents
About the author
Preface
one Understanding the basic concepts in seismic rehabilitation
	Aims
	1.1 Introduction
	1.2 What is seismic rehabilitation?
		1.2.1 Rehabilitation and basic concepts
			1.2.1.1 Essential rehabilitation to confront decaying effect of time (life span)
			1.2.1.2 Necessity of rehabilitation from perspective of accidents
			1.2.1.3 Necessity of rehabilitation in terms of preserving the environment
			1.2.1.4 Rehabilitation, necessity of time
			1.2.1.5 Rehabilitation and prevention of postearthquake social damages and crimes
			1.2.1.6 Prevention of mental disorders and stress in crisis-stricken people through rehabilitation and precrisis management
			1.2.1.7 Necessity of rehabilitation from the perspective of designing buildings against earthquake
		1.2.2 Retrofitting or seismic rehabilitation in civil engineering science: which term is correct?
			1.2.2.1 What is seismic rehabilitation of existing buildings?
		1.2.3 Regulation standards of seismic analysis over time
			1.2.3.1 Performance level regulations
			1.2.3.2 Prescriptive regulations
	1.3 Various types of buildings and their constituent elements
		1.3.1 Materials and evaluated with its criteria
		1.3.2 Structural roof
			1.3.2.1 Diaphragm
			1.3.2.2 Different types of roof
				1.3.2.2.1 Brick arched vault roof and floor form
				1.3.2.2.2 Joist-block roof
				1.3.2.2.3 Compound roof
				1.3.2.2.4 Traditional composite roof
				1.3.2.2.5 Steel metal deck roof
				1.3.2.2.6 Concrete slab roof
				1.3.2.2.7 Waffle slab
				1.3.2.2.8 COBIAX roof
				1.3.2.2.9 ROOFIX roof and floor form
				1.3.2.2.10 Prestressed roof slab and floor form
		1.3.3 Seismic lateral and gravity structure main systems
			1.3.3.1 Load bearing wall system
			1.3.3.2 Building frame system
			1.3.3.3 Simple moment frame system
			1.3.3.4 Combined or hybrid system
			1.3.3.5 Other structural systems
		1.3.4 Foundations
			1.3.4.1 Types of foundations in buildings
				1.3.4.1.1 Shallow foundation
					1.3.4.1.1.1 Strip foundation
					1.3.4.1.1.2 Pad foundation
					1.3.4.1.1.3 Balanced-base foundation
					1.3.4.1.1.4 Combined foundation
					1.3.4.1.1.5 Extensive (MAT) foundation
					1.3.4.1.1.6 Semideep foundations
					1.3.4.1.1.7 Deep foundation
			1.3.4.2 Types of foundations regarding the consumable materials
				1.3.4.2.1 Mortar foundation
				1.3.4.2.2 Stone foundation
				1.3.4.2.3 Brick foundation
				1.3.4.2.4 Steel foundation
				1.3.4.2.5 Reinforced concrete foundation
		1.3.5 Nonstructure components
		1.3.6 Building types in seismic rehabilitation grouping
			1.3.6.1 Buildings with masonry materials
			1.3.6.2 Buildings with concrete materials
			1.3.6.3 Buildings with steel materials
	1.4 Main indicators and criteria for seismic rehabilitation
		1.4.1 Examining and determining the general status of the building to evaluate vulnerability
			1.4.1.1 Building specifications
			1.4.1.2 Deterioration in materials
			1.4.1.3 Defects in designing and construction problems
			1.4.1.4 History of the building and future uses
			1.4.1.5 Checking and determining the status of nonstructural components
		1.4.2 Determining the target performance level for seismic rehabilitation
			1.4.2.1 Categorizing buildings according to importance
			1.4.2.2 Performance levels
				1.4.2.2.1 Structural performance level of immediate occupancy: SP-1
				1.4.2.2.2 Structural performance level of life safety: SP-2
				1.4.2.2.3 Structural performance level of collapse occupancy: SP-3
			1.4.2.3 Earthquake hazard level in seismic rehabilitation
				1.4.2.3.1 Earthquake hazard analysis and designing spectrum preparation
				1.4.2.3.2 Design spectrum
					1.4.2.3.2.1 Standard design spectrum
					1.4.2.3.2.2 Spectrum of specific site design
		1.4.3 Methods of structure analysis
			1.4.3.1 Linear methods
				1.4.3.1.1 Linear (equivalent)static analysis
				1.4.3.1.2 Linear dynamic analysis
				1.4.3.1.3 Spectrum analysis method
				1.4.3.1.4 Time history analysis method
			1.4.3.2 Nonlinear methods
				1.4.3.2.1 Nonlinear static analysis
				1.4.3.2.2 Nonlinear dynamic analysis
	1.5 Identification of site specifications to investigate threats during seismic rehabilitation
		1.5.1 Identifying and determining the faults their distance from of the site
		1.5.2 Examining the fault risk
		1.5.3 Liquefaction history, high subsidence
		1.5.4 Differential settlement
		1.5.5 Progressive or further liquefaction of soil
		1.5.6 Liquescence (boiling smooth sand) phenomenon
		1.5.7 Slipping phenomenon and slip types of mountain range
		1.5.8 Draught water forces
		1.5.9 Lateral spread and sequential fracture
		1.5.10 Talus slope slippage
		1.5.11 Landslide
		1.5.12 Determining the type of land and underground water surface
	References
	Chapter at the glance
two Seismic rehabilitation steps and practical methods in seismic rehabilitation of existing buildings
	Aims
	2.1 Seismic rehabilitation studies with applied approach
		2.1.1 Product and documentation of seismic rehabilitation studies
			2.1.1.1 Collecting preliminary information in visiting the building
			2.1.1.2 Preparation of qualitative evaluation
			2.1.1.3 Experiments and digging
			2.1.1.4 Report of quantities evaluation
				2.1.1.4.1 Quantitative evaluation of the building
			2.1.1.5 Report providing on three-method for seismic rehabilitation of existing building
			2.1.1.6 Report on providing a detailed seismic rehabilitation method for top method
		2.1.2 Introducing seismic rehabilitation regulation and its scope for this book
	2.2 How to determine the strength of materials available in existing buildings
		2.2.1 Visual assessment of the quality of materials
			2.2.1.1 Pathology in concrete materials
				2.2.1.1.1 Ingress of salts
				2.2.1.1.2 Designing errors
				2.2.1.1.3 Construction errors
				2.2.1.1.4 Fire
				2.2.1.1.5 Chloride attacks
				2.2.1.1.6 Sulfate attacks
				2.2.1.1.7 Frost action
				2.2.1.1.8 De-icing salts
				2.2.1.1.9 Carbonation
				2.2.1.1.10 Alkali-aggregate reaction
				2.2.1.1.11 Separation of concrete particles
				2.2.1.1.12 Bleeding
			2.2.1.2 Pathology in steel materials
				2.2.1.2.1 Corrosion
					2.2.1.2.1.1 Corrosion of steel outside building structure
					2.2.1.2.1.2 Corrosion of inner-structure steel in a building
					2.2.1.2.1.3 Corrosion of steel inside concrete and masonry materials
					2.2.1.2.1.4 Metal corrosion in facilities of building
					2.2.1.2.1.5 Corrosion steel buried in soil
				2.2.1.2.2 Fire in steel construction
				2.2.1.2.3 Designing error in steel structure
			2.2.1.3 Pathology in traditional masonry materials
		2.2.2 Quantity evaluation with experiments and digging results
			2.2.2.1 Destruction and digging
				2.2.2.1.1 Digging building components
				2.2.2.1.2 Digging foundation
				2.2.2.1.3 Digging columns and vertical tie
				2.2.2.1.4 Digging beams
				2.2.2.1.5 Digging connections
				2.2.2.1.6 Digging roof in diaphragm
				2.2.2.1.7 Digging masonry material component
			2.2.2.2 Experiments and identification of the existing building components
				2.2.2.2.1 Methods of experimenting
					2.2.2.2.1.1 What is destructive methods?
					2.2.2.2.1.2 What is nondestructive methods?
				2.2.2.2.2 Experiments of material
					2.2.2.2.2.1 Determining the mechanical specification of materials
					2.2.2.2.2.2 Material strength experiments
						2.2.2.2.2.2.1 Evaluation of concrete strength
							Destructive experimenting methods
								Compression experiment on concrete cores
								Pull out experiment
								Pull off experiment
								Indirect tensile strength experiment (Brazilian test)
								Bending experiment to calculate tensile strength of concrete
							Nondestructive experimenting methods
								Rebound (Schmidt) hammer
								Ultrasonic pulse velocity
						2.2.2.2.2.2.2 Evaluation of steel strength
							Some destructive tests for steel material
								Bending test
								Tension test
								Charpy impact test
								Stiffness measurement
									Rockwell stiffness
									Brinell stiffness
									Vickers stiffness
							Nondestructive testing (NDT) for steel material
								Common nondestructive testing methods
								Nondestructive testing steps
								Acoustic emission test
								Ophthalmic exam
								Radiographic examination
								Magnetic particle test
								Ultrasound test
								Penetrant testing
								Electromagnetic test
								Thermography test
						2.2.2.2.2.2.3 Destructive tests on masonry materials
							Mortar quality control in brick infill wall with destructive experimenting
							Brick compressive strength test
						2.2.2.2.2.2.4 Experiments needed to determine site specifications
				2.2.2.2.3 How can engineer define the required number of experiments?
					2.2.2.2.3.1 Minimum level of information
					2.2.2.2.3.2 Usual level of Information
					2.2.2.2.3.3 Comprehensive level of information
				2.2.2.2.4 Preparing digging plans and agenda
				2.2.2.2.5 An example of agenda for experiments and digging, tips on digging and coring operations with algorithms
					2.2.2.2.5.1 Stages of digging, sampling
					2.2.2.2.5.2 Steps to sample the existing reinforcement
					2.2.2.2.5.3 Steps to filling digging place with concrete masses
					2.2.2.2.5.4 Surface restoration cases (positions for removing reinforcement)
					2.2.2.2.5.5 Steel joist or section with I shape profile
	2.3 Methods of determining the vulnerability of existing buildings
		2.3.1 Rapid qualitative assessment of vulnerability
			2.3.1.1 Rapid qualification of vulnerability
		2.3.2 Comprehensive and detailed vulnerability assessment
			2.3.2.1 Introducing effective parameters and operations
				2.3.2.1.1 Stiffness
					2.3.2.1.1.1 Stiffness in linear method
					2.3.2.1.1.2 Stiffness in nonlinear method
				2.3.2.1.2 Ductility
					2.3.2.1.2.1 Structural component’s action control
						2.3.2.1.2.1.1 A: Controlled by deformation
						2.3.2.1.2.1.2 B: Controlled by force
							Components with a brittle or nonductile behavior
				2.3.2.1.3 Strength
					2.3.2.1.3.1 Strength of the material in components
					2.3.2.1.3.2 Capacity of structural components
				2.3.2.1.4 Knowledge factor
				2.3.2.1.5 Demand modifier factor (m) based on nonlinear behavior or performance level
				2.3.2.1.6 Load distribution
					2.3.2.1.6.1 Load combinations for linear analysis
					2.3.2.1.6.2 Load combinations for nonlinear static analysis
				2.3.2.1.7 Acceptance criteria for structural components capacity
					2.3.2.1.7.1 Acceptance criteria for linear methods
					2.3.2.1.7.2 Acceptance criteria for nonlinear methods
				2.3.2.1.8 Controlling overturning effects
					2.3.2.1.8.1 Overturning criteria in nonlinear methods
				2.3.2.1.9 Soil and structure interaction
					2.3.2.1.9.1 Analyzing interaction of soil and structure
				2.3.2.1.10 Simultaneous impact of earthquake in orthogonal direction
				2.3.2.1.11 Effect of vertical component of earthquake
				2.3.2.1.12 Introducing the effects of P–delta
			2.3.2.2 Introduction to analysis methods
				2.3.2.2.1 Introduction of linear analysis methods
					2.3.2.2.1.1 Linear static analysis
						2.3.2.2.1.1.1 Basic assumptions
						2.3.2.2.1.1.2 Major and unessential components
						2.3.2.2.1.1.3 Ratio of application for linear static analysis method
						2.3.2.2.1.1.4 How to determine the main fundamental period of structural oscillation
							Elastic fundamental period Ti
							Effective fundamental period Te
							Spectral acceleration Sa
						2.3.2.2.1.1.5 How to determine seismic lateral load (V) for linear static analysis
							Coefficient of relate expected maximum inelastic displacements, C1
							Coefficient of the effect of reducing the stiffness and strength C2
							Coefficient of P–Δ effect, C3
						2.3.2.2.1.1.6 Seismic force in vertical distribution method
						2.3.2.2.1.1.7 Torsion
							Real torsion
							Accidental torsion
					2.3.2.2.1.2 Linear dynamic analysis
						2.3.2.2.1.2.1 Introduction to types of linear dynamic analysis method
						2.3.2.2.1.2.2 The effect of concurrency of earthquake component in linear dynamic analysis
						2.3.2.2.1.2.3 Application of linear dynamic analysis method
				2.3.2.2.2 Nonlinear analysis
					2.3.2.2.2.1 Nonlinear static analysis
						2.3.2.2.2.1.1 Basic assumptions
							Modeling assumptions
							Target displacement
							Specify target displacement
								Coefficient for relation between SDOF and MDOF system, C0
								Coefficient for displacement in C1
								Coefficient of decrease in hardness and strength due to nonearth behavior, C2
								Coefficient of P–Δ effects, C3
					2.3.2.2.2.2 Nonlinear dynamic analysis
						2.3.2.2.2.2.1 Basic assumptions
					2.3.2.2.2.3 Modeling components in software
			2.3.2.3 Chords and collectors in diaphragm
				2.3.2.3.1 Chord components
				2.3.2.3.2 Distributer element
				2.3.2.3.3 Diaphragm analysis
				2.3.2.3.4 Ceiling diaphragm design criteria
				2.3.2.3.5 Diaphragm ties
			2.3.2.4 Structure wall and infill panels
				2.3.2.4.1 Walls
				2.3.2.4.2 Structural wall
				2.3.2.4.3 Infill walls
				2.3.2.4.4 Separating wall (separators)
					2.3.2.4.4.1 Analyzing behavior of infill frames
				2.3.2.4.5 Out-of-plane strength
					2.3.2.4.5.1 Force on wall post
					2.3.2.4.5.2 Force on the wall
				2.3.2.4.6 Integration of building parts
					2.3.2.4.6.1 Two parts of building
					2.3.2.4.6.2 Attachment to the adjoining components such as the parapet wall
					2.3.2.4.6.3 Building separation in seismic rehabilitation
			2.3.2.5 Earthquake vertical effects
	2.4 Methodology for developing seismic rehabilitation strategies
		2.4.1 Philosophy of seismic rehabilitation in compilation of metallurgy
			2.4.1.1 A proper look at the damage to choose the type of seismic rehabilitation
			2.4.1.2 Prescriptive rehabilitation
			2.4.1.3 Centralized rehabilitation
			2.4.1.4 Distributed rehabilitation
		2.4.2 Evaluating the economic value for seismic rehabilitation for existing buildings
		2.4.3 Intervention in architecture
			2.4.3.1 Hidden intervention
			2.4.3.2 Obvious intervention
		2.4.4 Performance pattern in seismic rehabilitation targets
	References
	Further reading
	Chapter at the glance
three Types of existing buildings: detailed introduction and seismic rehabilitation
	Aims
	Subchapter 3.1 Masonry structure buildings
		3.1.1 Introducing types of masonry buildings
			3.1.1.1 Scope of implementing the content presented in this section
				3.1.1.1.1 Traditional masonry buildings
				3.1.1.1.2 Modern masonry buildings
		3.1.2 Understanding potential structural damage
			3.1.2.1 Damages related to structural walls
			3.1.2.2 Damages related to material quality
			3.1.2.3 Damages related to integrity of components
			3.1.2.4 Damages related to roof structures
			3.1.2.5 Weakness in foundation as the common element of structure and soil
			3.1.2.6 Weakness in noninstrumental walls and infill (partition)
		3.1.3 Rapid vulnerability assessment
		3.1.4 Comprehensive assessment of vulnerabilities in masonry buildings for reporting
			3.1.4.1 Preparing as-built plans
			3.1.4.2 Evaluation of structural components—analyzing test results
				3.1.4.2.1 Material strength tests
				3.1.4.2.2 Geotechnical tests
			3.1.4.3 Quantitative vulnerability evaluation and analysis of structural components
				3.1.4.3.1 Part 1: Calculating loads on the building
				3.1.4.3.2 Part 2: Numerical vulnerability analysis
					3.1.4.3.2.1 Modeling structural load-bearing walls
				3.1.4.3.3 Part 3: Identification and analysis of defects in a building
					3.1.4.3.3.1 Evaluation and identification of the defects in traditional masonry buildings
						3.1.4.3.3.1.1 Defects of materials used in the building
						3.1.4.3.3.1.2 Defects of structural system of the building
						3.1.4.3.3.1.3 Defects in load-bearing walls
						3.1.4.3.3.1.4 Diaphragm of ceiling (rigid or flexible)
						3.1.4.3.3.1.5 Connection of structural components
						3.1.4.3.3.1.6 Nonstructural elements of masonry materials
					3.1.4.3.3.2 Evaluation and identification of the defects in masonry buildings with ties
				3.1.4.3.4 Quality control of masonry materials units
					3.1.4.3.4.1 Traditional masonry buildings
					3.1.4.3.4.2 Masonry buildings with ties
				3.1.4.3.5 Quality control of mortar
					3.1.4.3.5.1 Masonry buildings
				3.1.4.3.6 Control of load path
				3.1.4.3.7 Integrity of masonry building
				3.1.4.3.8 Irregularity in plan
				3.1.4.3.9 Irregularity in height
				3.1.4.3.10 Soft or weak story
				3.1.4.3.11 Irregularities in geometry
				3.1.4.3.12 Irregularities in mass
				3.1.4.3.13 Inconsistency in vertical direction
			3.1.4.4 Foundation
			3.1.4.5 Adjacent buildings
			3.1.4.6 Quantitative numerical vulnerability evaluation of load-bearing structural walls
				3.1.4.6.1 Calculating basic shear force on building
				3.1.4.6.2 Geotechnical test results to determine the type of soil
				3.1.4.6.3 Evaluating shear capacity
					3.1.4.6.3.1 Evaluating shear capacity of walls
						3.1.4.6.3.1.1 Specifying the type of diaphragm rigidity
						3.1.4.6.3.1.2 Evaluating contribution of shear force cause from earthquake
							3.1.4.6.3.1.2.1 Walls with rigid diaphragm
							3.1.4.6.3.1.2.2 Evaluation of shear capacity of walls with flexible diaphragm
						3.1.4.6.3.1.3 Steps in calculating shear capacity of walls
							3.1.4.6.3.1.3.1 Calculating section area (area of net mortared/grouted section of a wall or pier)
							3.1.4.6.3.1.3.2 Evaluating vulnerability of shear capacity of a floor (story)
							3.1.4.6.3.1.3.3 Investigation of in-plate behavior of walls and bases of masonry materials
								Expected masonry shear strength capacity (Vme)
								Evaluating wall strength in linear method
									Expected lateral strength, QCE
									Lower-bounded lateral strength QCL
									Lower-bounded compression strength PCL
								Evaluation of wall strength in nonlinear method
								Acceptance criteria
			3.1.4.7 Analysis of foundations and existing retain wall
			3.1.4.8 Evaluation of other load-bearing walls specifications
				3.1.4.8.1 Execution control of masonry units
					3.1.4.8.1.1 Control of vertical bound of brickwork
					3.1.4.8.1.2 Control of height to wall thickness ratio
					3.1.4.8.1.3 Wall height control
					3.1.4.8.1.4 Free wall length control
					3.1.4.8.1.5 Wall density control
					3.1.4.8.1.6 Controlling the openings distance from the bottom of the wall
					3.1.4.8.1.7 Control of the toothing
					3.1.4.8.1.8 Controlling load-bearing beams of the ceiling mounted on the wall
					3.1.4.8.1.9 Pipes and chimneys inside the load-bearing wall
				3.1.4.8.2 Evaluation of ceilings in masonry building
					3.1.4.8.2.1 Support of length of ceiling beams
					3.1.4.8.2.2 Openings in the ceiling
					3.1.4.8.2.3 Ratio of ceiling for span to width
					3.1.4.8.2.4 Thrust force control on floor arch
				3.1.4.8.3 Connections of building components
					3.1.4.8.3.1 Connections between load-bearing crossed walls
					3.1.4.8.3.2 Connection between load-bearing walls and ceiling
					3.1.4.8.3.3 Connection between walls and ceiling perpendicular to wall plate
					3.1.4.8.3.4 Connection between nonstructural wall (partition) and load-bearing walls
				3.1.4.8.4 Evaluating ties components in masonry building
					3.1.4.8.4.1 Evaluating the existence of horizontal foundation ties
					3.1.4.8.4.2 Quality evaluation of concrete ties materials
					3.1.4.8.4.3 Evaluation of connection of ties
					3.1.4.8.4.4 Evaluation of the ties system through detachment
					3.1.4.8.4.5 Evaluation of ties through passing pipe
					3.1.4.8.4.6 Evaluation of wall connection and ties
					3.1.4.8.4.7 Ties dimension
		3.1.5 Generalities for masonry infill wall in frames such as concrete or steel frame
			3.1.5.1 What is a masonry infill wall?
			3.1.5.2 Problems of neglecting infill effective of frames stiffness
			3.1.5.3 What is the condition of wall for infill performance?
			3.1.5.4 How can an infill frame create a soft story in the building’s structure?
			3.1.5.5 How is the interaction between frames and infill frames formed in compound frames?
			3.1.5.6 Distribution of stress in fill frame
			3.1.5.7 Which bylaws are used in the scope of this book to evaluate brick walls?
			3.1.5.8 What is the mechanism of action of infill frames against earthquake force in target displacement?
				3.1.5.8.1 Border crack
				3.1.5.8.2 Corner crushing mode
				3.1.5.8.3 Sliding shear failure mode
				3.1.5.8.4 The diagonal or tensile diagonal cracking mode
				3.1.5.8.5 Diagonal compression failure mode
				3.1.5.8.6 Shear failure in column
				3.1.5.8.7 Short column break
			3.1.5.9 Examine methods for analyzing of frames with brick walls
				3.1.5.9.1 First step
					3.1.5.9.1.1 Compressive strength of the existing masonry materials f′me
					3.1.5.9.1.2 Tensile strength in bending fr
					3.1.5.9.1.3 The expected shearing strength Vme
					3.1.5.9.1.4 The expected elastic constant Eme
					3.1.5.9.1.5 The expected shear modulus Gme
				3.1.5.9.2 Analysis method
				3.1.5.9.3 How to evaluate of masonry infill wall?
					3.1.5.9.3.1 Evaluate of masonry infill wall
						3.1.5.9.3.1.1 Frame collapse mode
						3.1.5.9.3.1.2 Stiffness of masonry infill
							3.1.5.9.3.1.2.1 Determining infill stiffness within the range of linear behavior of materials
								Infill
								Infill with opening area
							3.1.5.9.3.1.2.2 Determining infill stiffness within nonlinear behavior range of materials
						3.1.5.9.3.1.3 Strength of masonry infill
							3.1.5.9.3.1.3.1 Sliding shear strength
							3.1.5.9.3.1.3.2 Corner failure strength
							3.1.5.9.3.1.3.3 Determination of interfacial strength in linear and nonlinear behavior range of materials
							3.1.5.9.3.1.3.4 Acceptance criteria
								Columns
								Beams
									Acceptance criteria for column in linear and dynamic static analysis method
								Control of infill in the linear behavior
									Infill control within the range of nonlinear behavior
									Acceptance criteria in static and dynamic linear methods
								Evaluation of masonry materials infills, perpendicular to the surface
									Normal bending interaction
									Stiffness
									Strength
									Acceptance criteria
										Acceptance criteria within the linear behavior range
										Acceptance criteria in nonlinear procedure
									Conclusion
		3.1.6 Common methods of seismic rehabilitation of masonry building
			3.1.6.1 General seismic rehabilitation of existing building
			3.1.6.2 Seismic rehabilitation in components in the story level
				3.1.6.2.1 Correction of cracked spots
				3.1.6.2.2 How to retrofitting with vertical and horizontal secondary ties
				3.1.6.2.3 Procured of wall shotcrete
				3.1.6.2.4 Using FRP fibers
				3.1.6.2.5 Installing concrete shear wall
				3.1.6.2.6 Installing steel brace with new frame
			3.1.6.3 Seismic rehabilitation of components in ceiling level
			3.1.6.4 Seismic rehabilitation in foundation level
		3.1.7 Two real case study examples
			3.1.7.1 Example of two-story reinforced masonry building with rigid and semi-rigid diaphragm
				3.1.7.1.1 Introducing practical example 01 (building with brick masonry material)
				3.1.7.1.2 Qualitative vulnerability evaluation
					3.1.7.1.2.1 Geometric properties of the building
					3.1.7.1.2.2 The ratio of height to width and length dimensions of the building
					3.1.7.1.2.3 Type of roof system and building structure
					3.1.7.1.2.4 Qualitative investigation of minimum shear strength
					3.1.7.1.2.5 Determining the knowledge factor
					3.1.7.1.2.6 Examining executive weaknesses in primary and secondary components and connections
					3.1.7.1.2.7 Symmetry status of building plans (in terms of mass and hardness)
					3.1.7.1.2.8 The status of the openings and their proximity to the floor diaphragm
					3.1.7.1.2.9 Building’s components cohesion
					3.1.7.1.2.10 Gravity and lateral load structure
						3.1.7.1.2.10.1 Evaluating regularity in a plan in terms of quality
						3.1.7.1.2.10.2 Evaluation of regularity in elevation in terms of quality
					3.1.7.1.2.11 Evaluation of changes in the existing building plan
					3.1.7.1.2.12 General specifications of the site
				3.1.7.1.3 Rapid qualification of vulnerability
				3.1.7.1.4 Digging and experiments
					3.1.7.1.4.1 Foundation digging
					3.1.7.1.4.2 Digging vertical and horizontal ties and their connections
					3.1.7.1.4.3 Digging of ceilings
					3.1.7.1.4.4 Masonry material sections
					3.1.7.1.4.5 Required tests to determine site specifications
					3.1.7.1.4.6 Evaluating the condition of members and components after digging
					3.1.7.1.4.7 Digging foundation
					3.1.7.1.4.8 Underground water and its fluidity background
					3.1.7.1.4.9 Test results to determine maximum and minimum of strength of material
						3.1.7.1.4.9.1 Mortar Shear capacity test
						3.1.7.1.4.9.2 Schmidt Hammer test
						3.1.7.1.4.9.3 Steel members
						3.1.7.1.4.9.4 Mechanical test results
						3.1.7.1.4.9.5 Mechanical specifications of layers of soil
						3.1.7.1.4.9.6 Compression strength of bricks in walls
						3.1.7.1.4.9.7 Determining lower-bound strength
						3.1.7.1.4.9.8 Expected strength for materials
				3.1.7.1.5 Evaluating the demand for buildings to rehabilitate
					3.1.7.1.5.1 Modeling for analysis
						3.1.7.1.5.1.1 Defining dead load and live load
						3.1.7.1.5.1.2 Determining primary and secondary members in the models according the diaphragm rigidity
					3.1.7.1.5.2 Controlling foundation of the building
					3.1.7.1.5.3 Detecting vulnerable walls
				3.1.7.1.6 Presenting seismic rehabilitation solution for the building
					3.1.7.1.6.1 Providing lateral stiffness required for the whole structure
					3.1.7.1.6.2 Making consistency in arch ceilings
					3.1.7.1.6.3 Evaluating execution time
					3.1.7.1.6.4 Evaluating execution cost
					3.1.7.1.6.5 Evaluating advantages and disadvantages of seismic rehabilitation plans
					3.1.7.1.6.6 Evaluating required facilities and equipment and skills of local labor to execute suggested options for rehabil...
					3.1.7.1.6.7 Inconveniency for users or temporary suspension of the building usage
					3.1.7.1.6.8 Evaluating demolishing volume of suggested executive options for rehabilitation
				3.1.7.1.7 Conclusion
			3.1.7.2 Example of one-story unreinforced historical masonry building with nonrigid diaphragm
				3.1.7.2.1 Why should adobe buildings be rehabilitated?
				3.1.7.2.2 Difference between restoration and rehabilitation in adobe buildings
				3.1.7.2.3 The progressive damage mechanism in adobe buildings
				3.1.7.2.4 Project introduction
					3.1.7.2.4.1 Configure and recognize existing building specifications
					3.1.7.2.4.2 Site specifications
					3.1.7.2.4.3 Determine the weight of the building and its effective period
					3.1.7.2.4.4 Determination of mechanical properties of materials used by experiments
					3.1.7.2.4.5 Quantitative assessment of adobe load-bearing wall capacity
				3.1.7.2.5 Providing a seismic rehabilitation plan
		References
		Further Reading
		Masonry structure building seismic rehabilitation at a glance
	Subchapter 3.2 Concrete structure frame buildings
		3.2.1 Types of concrete structure buildings
			3.2.1.1 Type one: concrete frame structures
				3.2.1.1.1 Concrete moment frame
				3.2.1.1.2 Concrete simple frame or concrete frame
				3.2.1.1.3 Concrete frame with pin connection and precast sections
			3.2.1.2 Type two: frame less structures with shear wall and rigid diaphragm
				3.2.1.2.1 Shear wall
				3.2.1.2.2 Concrete structure column and rigid diaphragm structure (beam less structure)
			3.2.1.3 Type three: combined or dual concrete systems
				3.2.1.3.1 Concrete simple frames with shear wall
				3.2.1.3.2 Concrete moment frame including shear wall
		3.2.2 Understanding potential structural damage
			3.2.2.1 System weakness in concrete buildings
		3.2.3 Rapid vulnerability assessment
		3.2.4 Comprehensive assessment of vulnerabilities
			3.2.4.1 Specification of materials
				3.2.4.1.1 Lower-bound strength of concrete materials
				3.2.4.1.2 Expected strength of concrete materials
			3.2.4.2 Digging required in quantitative evaluation and modeling of building structures
			3.2.4.3 Number of tests required at least based on seismic rehabilitation objectives
			3.2.4.4 Quantitative evaluation of concrete buildings components
				3.2.4.4.1 Concrete moment frame
					3.2.4.4.1.1 Types of moment frames
					3.2.4.4.1.2 Linear analysis and evaluation method for moment frame components
						3.2.4.4.1.2.1 Calculation demand capacity ration (DCR) of components
						3.2.4.4.1.2.2 Determining the stiffness of components
						3.2.4.4.1.2.3 Determining components’ strength
							3.2.4.4.1.2.3.1 Development length and splice of reinforcement
						3.2.4.4.1.2.5 Connections
							3.2.4.4.1.2.5.1 Place in cast
							3.2.4.4.1.2.5.2 Postinstalled
					3.2.4.4.1.3 Evaluate the capacity of components in moment frame of beam-column reinforced concrete
						3.2.4.4.1.3.1 Evaluation of strength for beams in linear limitation
							3.2.4.4.1.3.1.1 Flexural strength Mn
							3.2.4.4.1.3.1.2 Shear and torsion strength Vn
						3.2.4.4.1.3.2 Evaluation of strength in columns in linear analysis method
						3.2.4.4.1.3.3 Evaluation of connections in linear limitation
						3.2.4.4.1.3.4 The flexural strength of a slab
						3.2.4.4.1.3.5 Slab-column connections strength
					3.2.4.4.1.4 Acceptance criteria
						3.2.4.4.1.4.1 Beam-column concrete moment frames
							3.2.4.4.1.4.1.1 Beams control by flexural
							3.2.4.4.1.4.1.2 Column control
							3.2.4.4.1.4.1.3 Connections
						3.2.4.4.1.4.2 Slab-column moment frame
						3.2.4.4.1.4.3 Precast moment frame
					3.2.4.4.1.5 Nonlinear analysis and evaluation method (static and dynamic) for moment frame components
						3.2.4.4.1.5.1 Determination of stiffness of components
						3.2.4.4.1.5.2 Determination of strength of components
							3.2.4.4.1.5.2.1 Nonlinear static method
							3.2.4.4.1.5.2.2 Nonlinear dynamic method
						3.2.4.4.1.5.3 Acceptance criteria
							3.2.4.4.1.5.3.1 Moment frame of beam-column reinforced concrete
								3.2.4.4.1.5.3.1.1 Beams
								3.2.4.4.1.5.3.1.2 Column
								3.2.4.4.1.5.3.1.3 Connections
							3.2.4.4.1.5.3.2 Slab-column moment frame
							3.2.4.4.1.5.3.3 Precast moment frame
				3.2.4.4.2 Concrete shear walls and concrete frame with infill
					3.2.4.4.2.1 Modeling of concrete frames with reinforced infill frames
					3.2.4.4.2.2 Types of reinforced concrete shear wall
						3.2.4.4.2.2.1 In-place shear wall
						3.2.4.4.2.2.2 Precast shear wall
					3.2.4.4.2.3 Static and dynamic linear method
						3.2.4.4.2.3.1 Determining stiffness of components
						3.2.4.4.2.3.2 Determining strength of components
						3.2.4.4.2.3.3 Nominal shear strength of shear walls
						3.2.4.4.2.3.4 Acceptance criteria for components
					3.2.4.4.2.4 Static and dynamic nonlinear analysis method
						3.2.4.4.2.4.1 Determining stiffness of components
						3.2.4.4.2.4.2 Coupling beams
						3.2.4.4.2.4.3 Nonlinear dynamic method
							3.2.4.4.2.4.3.1 Determining components strength
							3.2.4.4.2.4.3.2 Component acceptance criteria
				3.2.4.4.3 Foundation
					3.2.4.4.3.1 General objectives of seismic rehabilitation of foundation
					3.2.4.4.3.2 Access and height restrictions
					3.2.4.4.3.3 Restrictions due to existing mechanical installations
					3.2.4.4.3.4 Different types of foundations
						3.2.4.4.3.4.1 Foundation condition (shallow foundation)
							3.2.4.4.3.4.1.1 Structural conditions of foundation
							3.2.4.4.3.4.1.2 Geotechnical conditions
							3.2.4.4.3.4.1.3 Foundation strength and stiffness
							3.2.4.4.3.4.1.4 Load-bearing capacity of foundations
							3.2.4.4.3.4.1.5 Load-bearing capacity of site
							3.2.4.4.3.4.1.6 Determining capacity by prescriptive analysis
							3.2.4.4.3.4.1.7 Evaluation stiffness parameters on shallow and deep foundation for modeling
							3.2.4.4.3.4.1.8 Introducing different types of foundation and foundation modeling
								3.2.4.4.3.4.1.8.1 Separate modeling
								3.2.4.4.3.4.1.8.2 Semiseparate modeling
								3.2.4.4.3.4.1.8.3 Simultaneous complete modeling
								3.2.4.4.3.4.1.8.4 Modeling of foundation and soil
								3.2.4.4.3.4.1.8.5 Pile foundation
						3.2.4.4.3.4.2 Drilled shaft foundation
							3.2.4.4.3.4.2.1 Stiffness parameters
							3.2.4.4.3.4.2.2 Capacity parameters (strength)
							3.2.4.4.3.4.2.3 Accept criteria
		3.2.5 Common seismic rehabilitation techniques, details of improving of concrete structures
			3.2.5.1 Local seismic rehabilitation of members
			3.2.5.2 Completely seismic rehabilitation structure or building
				3.2.5.2.1 Methods of local strengthening
				3.2.5.2.2 Structure retrofitting and rehabilitations strategy
				3.2.5.2.3 How to use steel jacket?
				3.2.5.2.4 How to use concrete jackets or reinforced concrete coverings?
				3.2.5.2.5 The retraction or pretensioning method
				3.2.5.2.6 How to install steel or concrete shear wall in concrete existing structures?
				3.2.5.2.7 Using steel braces
				3.2.5.2.8 Using concrete or masonry infill
				3.2.5.2.9 Seismic rehabilitation of concrete ceiling using steel plates or section
				3.2.5.2.10 Seismic rehabilitation of concrete ceiling using steel plates or section for preventing the slab punch
				3.2.5.2.11 Increasing the shear capacity of the column using cross brace
				3.2.5.2.12 Seismic rehabilitation of connections
				3.2.5.2.13 Using FRP fibers
				3.2.5.2.14 Adding extended moment frames
				3.2.5.2.15 Using seismic isolators (base isolation) and damper
				3.2.5.2.16 Methods of calculation for seismic rehabilitation of shallow foundation
				3.2.5.2.17 Effective width of foundation
		3.2.6 Two real case study examples
			3.2.6.1 Example of three-story concrete moment frame building with semirigid diaphragm
				3.2.6.1.1 Seismic rehabilitation steps for the project
					3.2.6.1.1.1 Qualitative vulnerability assessment
						3.2.6.1.1.1.1 Geometric specifications of the building
						3.2.6.1.1.1.2 Type of ceiling and structures in existing building
						3.2.6.1.1.1.3 Groundwater level and history of liquefaction
						3.2.6.1.1.1.4 Identifying seismic rehabilitation objective
						3.2.6.1.1.1.5 Specifying knowledge factor
						3.2.6.1.1.1.6 Adjacent buildings
							3.2.6.1.1.1.6.1 The building is free from four sides
						3.2.6.1.1.1.7 Height to building dimensions’ ratio
						3.2.6.1.1.1.8 Symmetry in building plan (in terms of mass and stiffness)
						3.2.6.1.1.1.9 Protrusion and intrusion in the Plan
						3.2.6.1.1.1.10 The status of the opening surfaces and their proximity to the floor diaphragm
						3.2.6.1.1.1.11 Inconsistency of building
						3.2.6.1.1.1.12 Gravity and lateral load-bearing system
					3.2.6.1.1.2 Qualitative evaluation of regularity in the plan
					3.2.6.1.1.3 Qualitative evaluation of regularity in height
						3.2.6.1.1.3.1 Condition of interior walls and façade (outer) walls
						3.2.6.1.1.3.2 Investigate the presence of heavy objects on large openings, cantilever and upper floors
						3.2.6.1.1.3.3 Changes made to the building after initial construction
						3.2.6.1.1.3.4 General specifications of site
						3.2.6.1.1.3.5 Site specifications in terms of earthquake risk
					3.2.6.1.1.4 Digging and tests
						3.2.6.1.1.4.1 Examine the number and adequacy of project building experiments
						3.2.6.1.1.4.2 Rapid qualification of vulnerability
						3.2.6.1.1.4.3 Determine the building configuration based on digging and tests
							3.2.6.1.1.4.3.1 Information on structural and decryption on structural members and connections
						3.2.6.1.1.4.4 Determining minimum and maximum material strength regarding the test results
						3.2.6.1.1.4.5 Conclusion from the specification by service and test consultant
						3.2.6.1.1.4.6 Soil and foundation
					3.2.6.1.1.5 Descriptive evaluation of buildings needs for rehabilitation
					3.2.6.1.1.6 Selecting analysis model
					3.2.6.1.1.7 Defining gravity load (dead and live load)
					3.2.6.1.1.8 Determining the main structural and nonstructural components in the model and their stiffness
					3.2.6.1.1.9 Foundation modeling
					3.2.6.1.1.10 Basic controls of building structures
					3.2.6.1.1.11 Nonlinear vulnerability assessment: determining target displacement for push over the structures
					3.2.6.1.1.12 Combined gravity and lateral loading
					3.2.6.1.1.13 Control of nonlinear structural analysis results
					3.2.6.1.1.14 Evaluation of nonlinear structure response
					3.2.6.1.1.15 Foundation evaluation and analysis
					3.2.6.1.1.16 Evaluation of underlying soil compatibility with acceptance criteria for load bearing
					3.2.6.1.1.17 Preparation of primary methods of seismic rehabilitation (review of strategies)
						3.2.6.1.1.17.1 Improvement of structural components with poor performance against earthquake force
					3.2.6.1.1.18 Fixing or reducing irregularities in the existing building
					3.2.6.1.1.19 Determining the lateral stiffness required for the building
					3.2.6.1.1.20 Increase the stiffness of the building by incorporating shear walls and reinforcing adjacent columns
					3.2.6.1.1.21 Increasing strength by adding shear walls and covering columns adjacent to walls
					3.2.6.1.1.22 Increasing the stiffness of the building by incorporating shear walls without boundary elements
					3.2.6.1.1.23 Increasing the stiffness of the system by reinforcing the existing concrete framework
					3.2.6.1.1.24 Comparison of foundation rehabilitation for upper methods
					3.2.6.1.1.25 Nonlinear analysis for final seismic rehabilitation method
					3.2.6.1.1.26 Binary force linear behavior model—structural displacement
					3.2.6.1.1.27 Foundation rehabilitation
					3.2.6.1.1.28 Comparing options economically, technically, and practically
					3.2.6.1.1.29 Relative comparison of costs
			3.2.6.2 Example of a tall 22-story concrete moment frame building with rigid diaphragm and central concrete core
				3.2.6.2.1 Introduction of practical example (buildings with concrete structure)
				3.2.6.2.2 Qualitative Assessment of this example
				3.2.6.2.3 Process of seismic rehabilitation studies
				3.2.6.2.4 Part I of seismic rehabilitation studies: history of building and future operation
				3.2.6.2.5 General characteristics of floors
				3.2.6.2.6 Existing building architecture specifications
				3.2.6.2.7 Existing building structure specifications
				3.2.6.2.8 Examining visible defects of the building
				3.2.6.2.9 Determining the figure of the building
				3.2.6.2.10 Introducing seismic rehabilitation objective for the building
				3.2.6.2.11 Determining material specification
				3.2.6.2.12 Status of technical documents
				3.2.6.2.13 Determining concrete material specifications
				3.2.6.2.14 Determining steel material specifications
				3.2.6.2.15 Determining basic level for basic shear of applying earthquake level
				3.2.6.2.16 Is it possible to use the building in the current status according to seismic rehabilitation regulations?
				3.2.6.2.17 Examining the effects of P–Δ
				3.2.6.2.18 Results of analyzing and evaluating the computer modeling
				3.2.6.2.19 What solution is recommended to increase the number of floors in this building since a large area is needed?
				3.2.6.2.20 Examining the structure weight
					3.2.6.2.20.1 Balancing the structure mass beside increasing the number of floors
				3.2.6.2.21 Key recommendation
				3.2.6.2.22 Destructive part specification
				3.2.6.2.23 Specifications for the attached structure
				3.2.6.2.24 In case these floors are added to the building, is there a need to strengthen the seismic system and installing ...
				3.2.6.2.25 Steel structure part of the project
					3.2.6.2.25.1 Determining geometric specifications of used sections
					3.2.6.2.25.2 Nonprismatic section beam for cantilever
					3.2.6.2.25.3 Designing parts of the attached façade
				3.2.6.2.26 Analyzing output results from computer modeling
				3.2.6.2.27 Analyzing the effect of component stiffness on the structure stiffness
				3.2.6.2.28 Sample analysis of vulnerability on the first floor
				3.2.6.2.29 Analyzing average PMM stress of columns on floors
				3.2.6.2.30 Explaining results from seismic separation analysis on hybrid system
				3.2.6.2.31 Steps to seismic rehabilitation in this project
				3.2.6.2.32 Diaphragm stiffness considering the 5cm slab on cement block and joist
				3.2.6.2.33 Final analysis of the structure through nonlinear method by adding new shear walls
				3.2.6.2.34 Modeling materials, elements, and components
					3.2.6.2.34.1 Element material specifications
					3.2.6.2.34.2 Effective stiffness of elements
					3.2.6.2.34.3 Plastic joints of the elements
					3.2.6.2.34.4 Target displacement calculation for rehabilitated structures
				3.2.6.2.35 Interpretation of the result of evaluating nonlinear static analysis
				3.2.6.2.36 How will the existing building relate to the new floors and new elements of the building facade?
				3.2.6.2.37 Calculating the connection profile of the crucifix and concrete column
				3.2.6.2.38 Calculating the number of shear-head components needed
				3.2.6.2.39 Controlling the transfer of steel column shear to concrete bottom column (15th and 16th floors)
				3.2.6.2.40 Designing steel cantilever for new concept changes
				3.2.6.2.41 Investigation of metal jacket design for vulnerable columns
				3.2.6.2.42 Comparison of two behaviors of mixed columns
				3.2.6.2.43 Expected soil capacity
				3.2.6.2.44 Modeling the existing foundation
				3.2.6.2.45 Foundation evaluation
				3.2.6.2.46 Evaluation of soil and foundation of the structure
				3.2.6.2.47 Foundation structure evaluation
				3.2.6.2.48 Results of the foundation analysis
				3.2.6.2.49 Analysis results for soil stress
				3.2.6.2.50 Investigation of foundation structure
				3.2.6.2.51 Conclusions from the foundation examination
		References
		Further reading
		Concrete structure building seismic rehabilitation at a glance
	Subchapter 3.3 Steel structure frame buildings
		3.3.1 Types of steel structure frame buildings
			3.3.1.1 Framed structures
			3.3.1.2 Shell structures
			3.3.1.3 Suspension structures
			3.3.1.4 Truss structures
		3.3.2 Understanding potential structural damage
		3.3.3 Rapid vulnerability assessment
		3.3.4 Comprehensive assessment of vulnerabilities for existing building with steel structure
			3.3.4.1 Determining the specifications of materials
				3.3.4.1.1 The low-bound specifications of materials
				3.3.4.1.2 Expected material specifications
			3.3.4.2 Number of tests required at least based on seismic rehabilitation objectives
			3.3.4.3 Steel moment frames
				3.3.4.3.1 Fully restrained moment frame
					3.3.4.3.1.1 Linear analysis method (static and dynamic)
						3.3.4.3.1.1.1 Determining the stiffness of the components
						3.3.4.3.1.1.2 Determining components strength
							3.3.4.3.1.1.2.1 Evaluation of beams strength
							3.3.4.3.1.1.2.2 Evaluation of columns strength
							3.3.4.3.1.1.2.3 Evaluation of the panel zone strength
							3.3.4.3.1.1.2.4 Evaluation of beam-to-column connection strength
							3.3.4.3.1.1.2.5 Evaluation of column base plate strength
								Evaluation of connection strength between base plate and concrete
								Evaluation of the boundary strength between anchor bolt and concrete
						3.3.4.3.1.1.3 Acceptance criteria
							3.3.4.3.1.1.3.1 Deformation-controlled
							3.3.4.3.1.1.3.2 Force-controlled
							3.3.4.3.1.1.3.3 Acceptance criteria for beams
							3.3.4.3.1.1.3.4 Acceptance criteria for columns
							3.3.4.3.1.1.3.5 Acceptance criteria for panel zone
							3.3.4.3.1.1.3.6 Connection in FR moment frame
								Define condition acceptance criteria methods
									Details of the continuity plate
									The effects of a panel zone
									Ratio span to depth of beam
									Slenderness effects in acceptance criteria
								Accept criteria of connection in FR moment frame
							3.3.4.3.1.1.3.7 Connection between the foundation and base plate
					3.3.4.3.1.2 Nonlinear (static and dynamic) analysis and evaluation method
						3.3.4.3.1.2.1 Nonlinear static analysis method
							3.3.4.3.1.2.1.1 Determining the stiffness of the components
							3.3.4.3.1.2.1.2 Determination of strength of components
							3.3.4.3.1.2.1.3 Strength evaluation tips include
						3.3.4.3.1.2.2 Nonlinear dynamic method
						3.3.4.3.1.2.3 Acceptance criteria
				3.3.4.3.2 Partially restrained moment frame
					3.3.4.3.2.1 Linear analysis method (static and dynamic)
						3.3.4.3.2.1.1 Determining the stiffness of components
							3.3.4.3.2.1.1.1 Connection node
						3.3.4.3.2.1.2 Determination of strength of components
							3.3.4.3.2.1.2.1 Components strength
							3.3.4.3.2.1.2.2 Connections
								Connection with top and bottom clip angle
									Limit state one
									Second limit state
									Third limit mode
									Fourth limit mode
								Connection with using double split Tee-section
									Limit state one
									Second limit state
									Third limit mode
									Fourth limit mode
								Connection with bolted flange plate
									Limit state one
									Second limit state
									Third limit mode
								Connections with bolted end plate connections
									Limit state one
									Second limit state
								Composite partially restrained connections
						3.3.4.3.2.1.3 Acceptance criteria
							3.3.4.3.2.1.3.1 Acceptance criteria for primary members
							3.3.4.3.2.1.3.2 Acceptance criteria for connections
					3.3.4.3.2.2 Nonlinear (static and dynamic) analysis and evaluation method
						3.3.4.3.2.2.1 Determining of stiffness of components
						3.3.4.3.2.2.2 Determination of strength of components
						3.3.4.3.2.2.3 Acceptance criteria
			3.3.4.4 Brace frame
				3.3.4.4.1 Bracing systems
					3.3.4.4.1.1 Vertical bracing
					3.3.4.4.1.2 Horizontal bracing
				3.3.4.4.2 Linear analysis method (static and dynamic) for CBF brace
					3.3.4.4.2.1 Steel concentric braced frame—CBF brace
						3.3.4.4.2.1.1 Determining of stiffness of components for CBF brace frame
						3.3.4.4.2.1.2 Determination of strength of CBF brace
							3.3.4.4.2.1.2.1 Expected compression strength of CBF brace
							3.3.4.4.2.1.2.2 Expected tensile strength for brace for CBF brace
				3.3.4.4.3 Linear analysis method for eccentric braced frames (EBF) (static and dynamic)
					3.3.4.4.3.1 Steel eccentric braced frames (EBF)
					3.3.4.4.3.2 Determining stiffness of components for EBF brace frame
					3.3.4.4.3.3 Determination of strength of components
				3.3.4.4.4 Acceptance criteria for CBF brace and EBF brace
				3.3.4.4.5 Nonlinear (static and dynamic) analysis and evaluation method for CBF brace
					3.3.4.4.5.1 Determining stiffness of components for CBF brace
					3.3.4.4.5.2 Determination of strength of components for CBF brace
					3.3.4.4.5.3 Determination of stiffness of components for EBF brace
					3.3.4.4.5.4 Determining the strength of components
					3.3.4.4.5.5 Acceptance criteria for nonlinear procedure for CBF and EBF brace
			3.3.4.5 Steel plates shear wall
				3.3.4.5.1 Calculation stiffness for shear wall
				3.3.4.5.2 Strength of steel shear wall
				3.3.4.5.3 Acceptance criteria
		3.3.5 Common seismic rehabilitation techniques
			3.3.5.1 Methods for seismic rehabilitation of structural steelwork frame buildings
				3.3.5.1.1 Introduce some seismic rehabilitation methods for steel sections
					3.3.5.1.1.1 Seismic rehabilitation methods of column and beam
					3.3.5.1.1.2 Seismic rehabilitation methods of steel connection
					3.3.5.1.1.3 Damage to connection in steel structures
						3.3.5.1.1.3.1 Damage to the beams
						3.3.5.1.1.3.2 Damage of columns
						3.3.5.1.1.3.3 Disadvantages and defects of welding
						3.3.5.1.1.3.4 Damage to the shear coupling plate of beam web
						3.3.5.1.1.3.5 Damage to panel zone
							3.3.5.1.1.3.5.1 Connection failures
					3.3.5.1.1.4 Seismic rehabilitation of connections against damage
						3.3.5.1.1.4.1 Continuity Plates
						3.3.5.1.1.4.2 Welding steel connections reinforcement solution
							Use double upper and lower plates
								Use diagonal plate-like hunched connection for retrofitting
								Using vertical gusset plate in upper and lower flanges
								Use side plates (species plates)
								Use T-shaped cross section
						3.3.5.1.1.4.3 Retrofitting of steel beams with external tension by tensile cable
						3.3.5.1.1.4.4 Retrofitting solutions fully restrained moment connection with bolt or weld
						3.3.5.1.1.4.5 Increase the length of the end plate and the use of a hardener in attaching the bolt connection to the end plate
						3.3.5.1.1.4.6 Seismic rehabilitation of base plate
					3.3.5.1.1.5 Seismic rehabilitation methods of steel skeleton building
						3.3.5.1.1.5.1 Improving stiffness for building have a potential of soft story
						3.3.5.1.1.5.2 Procedure of adding new braces to existing building
						3.3.5.1.1.5.3 Procedure of retrofitting by adding new column to existing building
						3.3.5.1.1.5.4 Procedure of retrofitting by adding new shear wall with concrete or steel material to existing building
						3.3.5.1.1.5.5 Procedure of adding new infill wall to existing frame in building same as hybrid wall system
						3.3.5.1.1.5.6 Executional procedure of compressive and tensile brace to cantilever
						3.3.5.1.1.5.7 Executional procedure of a new beam between present columns
						3.3.5.1.1.5.8 Seismic rehabilitation method using fiber-reinforced polymer composites
						3.3.5.1.1.5.9 Seismic rehabilitation method using dampers
						3.3.5.1.1.5.10 Building retrofit by seismic separation using base isolation units
		3.3.6 Two real case study example
			3.3.6.1 Example of 10-story steel special moment frame building + center brace frame with SMD rigid diaphragm
				3.3.6.1.1 Introduction
				3.3.6.1.2 Structural system type 1
					3.3.6.1.2.1 Fully special restrained steel moment frame integrated with CBF braces
				3.3.6.1.3 Structural system type 2
					3.3.6.1.3.1 Partially restrained steel moment frame
				3.3.6.1.4 Structural system type 3
					3.3.6.1.4.1 Partially restrained steel moment frame + infill concrete shear walls around the structure
				3.3.6.1.5 Ceiling structure and its function
				3.3.6.1.6 Foundation structure type
				3.3.6.1.7 Qualities evaluations for the existing building
					3.3.6.1.7.1 Evaluating the consistency of the building
					3.3.6.1.7.2 Evaluating the regularity in height of existing structure and its plan
					3.3.6.1.7.3 Evaluating symmetry condition in the plan
					3.3.6.1.7.4 Valuating height to the dimensions of the building
					3.3.6.1.7.5 Evaluating opening areas within diaphragm
					3.3.6.1.7.6 Evaluating integration and consistency in accessible areas to the floors
					3.3.6.1.7.7 Evaluating the existing deterioration, decay, recession
					3.3.6.1.7.8 Introducing the construction site of the current building
					3.3.6.1.7.9 The question left, after the qualities evaluations, is that why this building should be seismically rehabilitated?
					3.3.6.1.7.10 Agenda to do tests and digging
					3.3.6.1.7.11 Evaluating quantitative vulnerability of floors
					3.3.6.1.7.12 Determining building configuration
					3.3.6.1.7.13 Determining expected and lower bound strength of material based on the test results
					3.3.6.1.7.14 Soil and foundation
					3.3.6.1.7.15 Define gravity load such as dead and live
					3.3.6.1.7.16 Determining primary (main) and secondary components in the model and its stiffness
					3.3.6.1.7.17 Foundation modeling
					3.3.6.1.7.18 Primary controls of the building structure
					3.3.6.1.7.19 Determining and calculating seismic evaluation parameters of the building vulnerability
					3.3.6.1.7.20 Extract and Present Analysis Results
					3.3.6.1.7.21 The following methods are recommended to solve the problems mentioned above
					3.3.6.1.7.22 Analyzing seismic rehabilitation plan
					3.3.6.1.7.23 Seismic rehabilitation of long cantilevers and façade components
					3.3.6.1.7.24 Seismic rehabilitation by changing the stairway location
				3.3.6.1.8 Example of tall building 18-story steel special moment frame building + concrete shear wall with SMD rigid diaphragms
					3.3.6.1.8.1 Introduction
					3.3.6.1.8.2 Step One: Building modeling for simulation
					3.3.6.1.8.3 Compiling and extracting comprehensive structural information of the building structures for accurate modeling ...
					3.3.6.1.8.4 Three-dimensional simulation in computer software
					3.3.6.1.8.5 Additional information to evaluate qualitative vulnerability
					3.3.6.1.8.6 Evaluating the situation in the building plan
					3.3.6.1.8.7 Evaluation of irregularities in building height
					3.3.6.1.8.8 Interpretation
					3.3.6.1.8.9 Interpreting seismic rehabilitation methods in the 16—18 floors of the existing building according to the new a...
		References
		Further reading
		Steel structure building seismic rehabilitation at a glance
four Nonstructural components: detailed introduction of its types and methods of seismic rehabilitation
	Aims
	4.1 Types of nonstructural components
		4.1.1 The importance of damage to nonstructural components
	4.2 Understanding potential damage
		4.2.1 Assessing nonstructural components’ careful placement/layout
	4.3 Rapid vulnerability assessment methods for nonstructural components
		4.3.1 Characteristics of nonstructural components
		4.3.2 Visual inspection
		4.3.3 Behavior assessment to reach expected performance level and assessment
		4.3.4 Determining samples for a complete and qualitative assessment
			4.3.4.1 Availability of the plans
			4.3.4.2 Unavailability of the plans
		4.3.5 Checklist for nonstructural component hazards in earthquake
			4.3.5.1 First part of checklist
			4.3.5.2 Second part of checklist
				4.3.5.2.1 Checklist of components of facilities
					4.3.5.2.1.1 Emergency power generating equipment
				4.3.5.2.2 Electrical devices
				4.3.5.2.3 Fire communications and extinguish system includes all or parts of following equipment
				4.3.5.2.4 Liquid gas storage used in emergency power system, heating, or culinary
					4.3.5.2.4.1 Piping system in building includes the following
					4.3.5.2.4.2 Elevators and escalators generally include the following
					4.3.5.2.4.3 Heating and air-conditioning system generally includes the following
					4.3.5.2.4.4 Minor mechanical machines
				4.3.5.2.5 Checklist architectural components
					4.3.5.2.5.1 Embedded partition wall
					4.3.5.2.5.2 Stepped ceilings and soffit/intrados coverings
					4.3.5.2.5.3 Lightings
					4.3.5.2.5.4 Doors and exit paths
					4.3.5.2.5.5 Windows
					4.3.5.2.5.6 Accessories and permanent interior and exterior ornaments
				4.3.5.2.6 Checklist furniture and interior content of building
					4.3.5.2.6.1 Communication systems and emergency communication systems include the following
					4.3.5.2.6.2 Office supplies and computer equipment
					4.3.5.2.6.3 Document storage room
					4.3.5.2.6.4 Kitchen and laundry appliance. Usually, all or some of these appliances are in these places
					4.3.5.2.6.5 Hazardous materials
					4.3.5.2.6.6 Furniture and interior decoration
	4.4 Comprehensive assessment of vulnerabilities methods for analyzing nonstructural component
		4.4.1 Steps in nonstructural components analytical procedure
		4.4.2 Investigating requirements of nonstructural components rehabilitation based on the purpose of the study in building
		4.4.3 Classification of nonstructural components according to their functional sensitivity
		4.4.4 Defining seismic load for the evaluation of nonstructural components
			4.4.4.1 Prescriptive procedure
			4.4.4.2 Analytical procedure
		4.4.5 Quantitative assessment of nonstructural components vulnerability
			4.4.5.1 Calculating deformations
	4.5 Details of acceptance criteria for nonstructural based on seismic rehabilitation objective
		4.5.1 Nonstructural components that are sensitive to deformation
			4.5.1.1 Brickwork of interior partitions or partitioning
			4.5.1.2 Finishing the walls, exterior walls, facade
			4.5.1.3 Decorative stones, wood, and interior mirrors
			4.5.1.4 Staircase
			4.5.1.5 Equipment conveyors
		4.5.2 Nonstructural components that are sensitive to acceleration
			4.5.2.1 Stepped ceiling
			4.5.2.2 Shelters, sides, and chimneys
			4.5.2.3 Stepped (false) floors
			4.5.2.4 Thermal and cooling installations
			4.5.2.5 Liquid reservoirs and water heaters
			4.5.2.6 Pipes and their connections
			4.5.2.7 Electrical and telecommunication equipment
			4.5.2.8 Shelves
			4.5.2.9 Elevator
	4.6 Common methods for seismic rehabilitation and reducing danger of nonstructural components
	A.1 Case study examples
		A.1.1 Examples of seismic rehabilitation and the evaluation-bearing capacity of nonstructural components
		A.1.2 How to develop a nonstructural component behavior algorithm in a building using clinical therapy?
	References
	Chapter at the glance
five Site pathology and seismic rehabilitation methods
	Aims
	5.1 Introduction to site effectivity in building performance levels
		5.1.1 Determination of site properties
		5.1.2 Impact of the site on earthquake
		5.1.3 Rational behind seismic rehabilitation of the site
	5.2 Understanding the potential damage of site treatment
		5.2.1 Instability of downstream trenches of buildings
		5.2.2 Instability of trenches under building’s foundation
		5.2.3 Trench instability of access roads
		5.2.4 Problems with soil foundation capacity modification under foundation
		5.2.5 Soil liquefaction
		5.2.6 Damages that lead to the rehabilitation of the subsoil
	5.3 One method of rapid vulnerability for soil-bearing capacity
		5.3.1 What is the safe bearing capacity of soil?
		5.3.2 How to calculate safe soil-bearing capacity?
		5.3.3 Final soil-bearing capacity
		5.3.4 Procedures for testing determination of safe soil-bearing capacity by rapid in situ method
		5.3.5 Weight loss method
		5.3.6 Example
	5.4 Comprehensive assessment of vulnerabilities for defining soil-bearing capacity
		5.4.1 Methods for computer modeling of site component capacity
	5.5 Seismic rehabilitation methods for soil of site
		5.5.1 Know the density of the soil
		5.5.2 The importance of soil compaction in the construction industry
		5.5.3 Definition of site rehabilitation
		5.5.4 Seismic/replacement methods of compaction rehabilitation
		5.5.5 Compaction stages
		5.5.6 Dynamic compaction
		5.5.7 Preloading
		5.5.8 Seismic rehabilitation with grouting
			5.5.8.1 General methods of grouting in soil and rock
				5.5.8.1.1 Permeation grouting in soil
				5.5.8.1.2 Chemical grouting
				5.5.8.1.3 Compaction grouting in soil
				5.5.8.1.4 Fissure grouting
				5.5.8.1.5 High-pressure grouting
					5.5.8.1.5.1 Application of high-pressure grouting
		5.5.9 Soil mixing
		5.5.10 Underground walls for controlling water level (cutoff)
		5.5.11 Nailing (nailing in soil)
		5.5.12 Stone and soil anchoring
		5.5.13 Soil shoring with piling
		5.5.14 Methods of piling in soil
			5.5.14.1 In situ pile
			5.5.14.2 Precast piles
		5.5.15 Micropiles
			5.5.15.1 Applications of micropile method
	5.6 Practical example of site seismic rehabilitation and identify potential damage
		5.6.1 Evaluation and define rehabilitation methods trenches of urban development site
			5.6.1.1 Overview of problems
			5.6.1.2 Instability of downstream trenches of buildings
			5.6.1.3 Instability of soil trenches under buildings
			5.6.1.4 Trench instability access roads
			5.6.1.5 Problems of foundation-bearing capacity modification
			5.6.1.6 Stability of soil slope
			5.6.1.7 Examine damage to retain walls that prevent trench displacement
			5.6.1.8 Investigation of the general status of trench design in retaining walls
			5.6.1.9 Introducing seismic rehabilitation methods for existing retain wall
			5.6.1.10 Retrofitting with pre–post tensioned cables—anchoring
			5.6.1.11 Retrofitting with construction of new restrained building
			5.6.1.12 Retrofitting with existing retain wall and added new buttresses
			5.6.1.13 Retrofitting by increasing wall section
			5.6.1.14 Conclusion
		5.6.2 Improvement of the site against the scouring and fluidization phenomena in the structures around the river
			5.6.2.1 Introduction
			5.6.2.2 Technical specifications of influential elements in the improvement process
				5.6.2.2.1 Technical specifications of existing buildings
				5.6.2.2.2 Technical characteristics of the soil structure
				5.6.2.2.3 Technical characteristics of the site
			5.6.2.3 Determination of mechanical properties required by tests for site soil
			5.6.2.4 Evaluation of soil-bearing capacity
			5.6.2.5 According to building weight (Table 5.6)
			5.6.2.6 Rehabilitation method
	Reference
	Further Reading
	Chapter at the glance
six Seismic rehabilitation: infographics
	Aims
Index
Back Cover