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E-raamat: Design of Reinforced Concrete Buildings for Seismic Performance: Practical Deterministic and Probabilistic Approaches [Taylor & Francis e-raamat]

(National Technical University of Athens, Greece), (Universidad de Granada, Spain), (Santa Clara University, California, USA)
  • Formaat: 598 pages, 101 Tables, black and white; 418 Line drawings, black and white; 21 Halftones, black and white; 439 Illustrations, black and white
  • Ilmumisaeg: 18-Apr-2019
  • Kirjastus: CRC Press
  • ISBN-13: 9781315375250
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Design of Reinforced Concrete Buildings for Seismic Performance: Practical Deterministic and Probabilistic ApproachesSuurem pilt
  • Formaat: 598 pages, 101 Tables, black and white; 418 Line drawings, black and white; 21 Halftones, black and white; 439 Illustrations, black and white
  • Ilmumisaeg: 18-Apr-2019
  • Kirjastus: CRC Press
  • ISBN-13: 9781315375250
Teised raamatud teemal:
Taylor & Francis e-raamatudRohkem infot Taylor & Francis e-raamatute kohta
Raamatu kodulehekülg: https://www.taylorfrancis.com/books/9781315375250
The costs of inadequate earthquake engineering are huge, especially for reinforced concrete buildings. This book presents the principles of earthquake-resistant structural engineering, and uses the latest tools and techniques to give practical design guidance to address single or multiple seismic performance levels.

It presents an elegant, simple and theoretically coherent design framework. Required strength is determined on the basis of an estimated yield displacement and desired limits of system ductility and drift demands. A simple deterministic approach is presented along with its elaboration into a probabilistic treatment that allows for design to limit annual probabilities of failure. The design method allows the seismic force resisting system to be designed on the basis of elastic analysis results, while nonlinear analysis is used for performance verification. Detailing requirements of ACI 318 and Eurocode 8 are presented. Students will benefit from the coverage of seismology, structural dynamics, reinforced concrete, and capacity design approaches, which allows the book to be used as a foundation text in earthquake engineering.
Acknowledgments xix
Authors xxi
SECTION I Introduction
1(8)
1 Introduction
3(6)
1.1 Historical context
3(1)
1.2 Purpose and objectives
3(1)
1.3 Key elements
4(1)
1.4 Illustration of design approach
5(2)
1.5 Organization of book
7(1)
References
7(2)
SECTION II Seismic Demands
9(156)
2 Seismology and site effects
11(16)
2.1 Purpose and objectives
11(1)
2.2 Earthquake sources and wave propagation
11(3)
2.3 Earthquake magnitude and macroseismic intensity
14(3)
2.4 Near-source, topographic, and site effects on ground motion
17(1)
2.5 Geological and geotechnical hazards
18(1)
2.6 Quantitative measures of intensity based on ground motion records
19(6)
References
25(2)
3 Dynamics of linear elastic SDOF oscillators
27(24)
3.1 Purpose and objectives
27(1)
3.2 Equation of motion
27(3)
3.2.1 Newton's first and second laics of motion
27(1)
3.2.2 Free-body diagram for SDOF systems
28(2)
3.3 Undamped free vibration of linear elastic systems
30(1)
3.4 Damped free vibration of linear elastic systems
31(1)
3.5 Forced vibration of linear elastic systems and resonance
32(3)
3.6 Numerical solutions of damped forced vibration
35(4)
3.7 Earthquake-induced ground excitation
39(10)
3.7.1 Equation of motion for linear elastic response
39(1)
3.7.2 Response history
40(1)
3.7.3 Elastic response spectrum
41(5)
3.7.4 Elastic design spectrum
46(2)
3.7.5 Determination of characteristic period of the ground motion
48(1)
References
49(2)
4 Dynamics of nonlinear SDOF oscillators
51(50)
4.1 Purpose and objectives
51(1)
4.2 Introduction
51(1)
4.3 Hysteretic behavior
52(4)
4.4 Influence of hysteretic features on dynamic response
56(2)
4.5 Energy components in nonlinear response
58(3)
4.6 Hysteretic models
61(7)
4.6.1 Takeda model
63(3)
4.6.2 Ibarra--Medina--Krawinkler model
66(1)
4.6.3 Flag-shaped models
66(2)
4.7 Damping in the nonlinear response of SDOF oscillators
68(1)
4.8 Response of individual oscillators
69(10)
4.8.1 Equation of motion
69(1)
4.8.2 Solution approaches
70(1)
4.8.3 Solution by linear acceleration method
71(1)
4.8.4 Nondimensional response parameters
72(2)
4.8.5 Trends in inelastic response
74(3)
4.8.6 Variability in inelastic response as seen with incremental dynamic analysis
77(2)
4.9 Inelastic response spectra
79(6)
4.9.1 Constant ductility iterations
80(1)
4.9.2 Types of inelastic response spectra
81(1)
4.9.3 Graphical forms of inelastic response spectra
82(3)
4.10 Predictive relationships and design spectra
85(6)
4.10.1 Development of R--μ--T relationships
85(1)
4.10.2 Newmark--Hall
85(2)
4.10.3 FEMA-440 R--μ--T relationship
87(1)
4.10.4 Cuesta et al. R--μ--T/Tg relationship
88(1)
4.10.5 SPO2IDA
88(1)
4.10.6 Flag-shaped models
88(3)
4.11 P-Δ effects for SDOF systems
91(5)
4.11.1 Basic formulation
91(1)
4.11.2 Effective height formulation
92(2)
4.11.3 Energy components
94(1)
4.11.4 Practical observations and limits
94(2)
4.12 Equivalent linearization
96(1)
References
97(4)
5 Dynamics of linear and nonlinear MDOF systems
101(28)
5.1 Purpose and objectives
101(1)
5.2 Linear elastic systems
101(17)
5.2.1 Equation of motion of a linear elastic system subjected to applied forces
101(2)
5.2.2 Equation of motion of a linear elastic system subjected to base excitation
103(2)
5.2.3 Undamped free vibration and natural modes and frequencies
105(5)
5.2.4 Orthogonality of mode shapes
110(1)
5.2.5 Modal decomposition of displacement history
110(1)
5.2.6 Modal response history analysis
111(1)
5.2.7 Modal decomposition of effective force
111(1)
5.2.8 Damping of linear elastic systems
112(2)
5.2.9 Equivalent (statically applied) lateral forces
114(1)
5.2.10 Effective modal mass
115(1)
5.2.11 Effective modal height
116(1)
5.2.12 Peak response estimates by response spectrum analysis
117(1)
5.3 Nonlinear systems
118(9)
5.3.1 Equation of motion for nonlinear systems
118(1)
5.3.2 Solution by direct integration time history analysis
119(1)
5.3.3 Treatment of damping
120(2)
5.3.4 Inelastic response assessment via nonlinear response history analysis
122(5)
References
127(2)
6 Characterization of dynamic response using Principal Components Analysis
129(1)
6.1 Purpose and objectives
129(1)
6.2 Introduction
129(1)
63 Theory
130(13)
6.4 Application to displacement response
131(4)
6.5 PGA mode shapes of various response quantities
135(2)
6.6 Modal interactions
137(2)
6.7 Comparison of elastic and PCA mode shapes
139(3)
References
142(1)
7 Equivalent SDOF systems and nonlinear static (pushover) analysis
143(22)
7.1 Purpose and objectives
143(1)
7.2 Introduction
143(1)
7.3 Theoretical derivation of conventional ESDOF system
143(2)
7.4 Nonlinear static (pushover) analysis
145(4)
7.5 Displacement estimates
149(1)
7.6 Representation of cracking and crack closure in models; geometric similarity
150(5)
7.7 Energy-based pushover
155(6)
7.8 Challenges faced in estimating other response quantities
161(3)
References
164(1)
SECTION III Essential Concepts of Earthquake-Resistant Design
165(2)
8 Principles of earthquake-resistant design
167(1)
8.1 Purpose and objectives
167(1)
8.2 Specific principles
167(1)
8.2.1 Ductile structural systems can he designed for reduced forces
167(2)
8.2.2 Energy dissipation is not an objective (but decoupling response from input is)
169(1)
8.2.3 Deformation demands must be accommodated
169(1)
8.2.4 Choice of structural system impacts performance
169(1)
8.2.5 Use complete, straightforward, and redundant load paths
170(1)
8.2.6 Avoid brittle failures using capacity design principles
171(1)
8.2.7 Incorporate higher mode effects
172(1)
8.2.8 Use recognized LFRSs and detailing provisions
173(1)
8.2.9 Recognize limitations of planar thinking and analysis
174(1)
8.2.10 Keep diaphragms elastic and stiff
175(1)
8.2.11 Provide for deformation compatibility
175(1)
8.2.12 Eliminate unnecessary mass
176(1)
8.2.13 Avoid irregularities
176(1)
8.2.14 Anchor nonstructural components to the structure
177(1)
8.2.15 Restrain mechanical equipment and piping
177(1)
8.2.16 Restrain building contents
177(1)
8.2.17 Avoid pounding between adjacent structures
177(1)
8.3 Additional considerations
178(1)
References
178(1)
9 Stability of the yield displacement
179(2)
9.1 Purpose and objectives
181(1)
9.2 Introduction
181(1)
9.3 Kinematics of yield---Members
181(5)
9.4 Kinematics of yield---Lateral force resisting systems
186(3)
9.5 Yield drift estimates for reinforced concrete lateral force-resting systems
189(2)
9.5.1 Moment--resistant frames
190(1)
9.5.2 Cantilever walls
191(1)
9.5.3 Coupled walls
191(1)
9.6 Post-tensioned walls
191(1)
References
192(1)
10 Performance-based seismic design
193(10)
10.1 Purpose and objectives
193(1)
10.2 Introduction
193(1)
10.3 Performance expectations in building codes
194(1)
10.4 Modem performance objectives
195(1)
10.5 Treatment of performance objectives in design
195(1)
10.6 Consideration of performance objectives in preliminary design
196(3)
10.7 Design validation and iteration
199(2)
References
201(2)
11 Plastic mechanism analysis
203(16)
11.1 Purpose and objectives
203(1)
11.2 Ductile weak links
203(1)
11.3 Plastic mechanism analysis
204(5)
11.4 Interaction with gravity load
209(2)
11.5 Reinforced concrete lateral force-resisting systems
211(1)
11.6 Design for designated mechanisms
212(4)
11.7 Consideration of multi-degree-of-freedom effects
216(3)
References
217
12 Proportioning of earthquake-resistant structural systems
219(26)
12.1 Purpose and objectives
219(1)
12.2 Introduction
219(1)
12.3 Generic drift profiles
219(2)
12.4 Estimates of modal parameters for preliminary design
221(1)
12.5 Proportioning for ductile response
221(3)
12.6 The influence of overstrength on system ductility demands
224(6)
12.6.1 Overstrength and implied system ductility capacities from an American perspective
225(3)
12.6.2 Overstrength and implied system ductility capacities from a Eurocode perspective
228(2)
12.7 Interstory drift
230(5)
12.7.1 Application of interstory drift limits from an American perspective
231(3)
12.7.2 Application of interstory drift limits from a Eurocode perspective
234(1)
12.8 Vertical distribution of strength and stiffness
235(8)
12.8.1 Distribution of base shear over height
235(3)
12.8.2 Modification of base shear
238(1)
12.8.3 Design of components based on plastic mechanism analysis
239(4)
References
243(2)
13 Probabilistic considerations
245(58)
13.1 Purpose and objectives
245(1)
13.2 Probability and statistics for safety assessment
245(21)
13.2.1 Fundamentals of probabilistic modeling
247(1)
13.2.2 Mathematical basis of probability
247(2)
13.2.3 Conditional probability
249(1)
13.2.4 Random variables and univariate distributions
250(1)
13.2.5 Standard univariate distribution models
251(5)
13.2.6 Multivariate probability distributions and correlation
256(2)
13.2.7 Derived distributions (or how to propagate probability/uncertainty via Monte Carlo)
258(3)
13.2.8 Modeled versus unmodeled variables and practical treatment
261(1)
13.2.8.1 Examples of modeled versus unmodeled variables
262(1)
13.2.8.2 The first-order assumption for model error
263(1)
13.2.8.3 Smeared versus discrete treatment of unmodeled uncertainty
264(2)
13.3 Probabilistic seismic hazard analysis
266(10)
13.3.1 Occurrence of random events and the Poisson process
266(3)
13.3.2 The seismic hazard integral
269(1)
13.3.3 Seismic sources
270(1)
13.3.4 Magnitude--distance distribution
270(2)
13.3.5 Ground motion prediction equations
272(1)
13.3.6 Hazard surface, hazard curves, and uniform hazard spectra
272(3)
13.3.7 Risk-targeted spectra
275(1)
13.4 Assessment of performance
276(18)
13.4.1 Performance objectives
277(1)
13.4.2 Practical assessment of performance
278(1)
13.4.2.1 MAF format
279(3)
13.4.2.2 DCFD format
282(3)
13.4.3 Example of application
285(1)
13.4.3.1 MAF format
286(4)
13.4.3.2 DCFD format---Single stripe
290(2)
13.4.3.3 DCFD format---Double stripe
292(2)
13.5 Performance-based design
294(6)
13.5.1 Introduction
294(1)
13.5.2 YFS
294(3)
13.5.3 Example of application
297(3)
References
300(3)
14 System modeling and analysis considerations
303(16)
14.1 Purpose and objectives
303(1)
14.2 Use of analysis for design
303(1)
14.3 Analysis considerations
304(2)
14.3.1 Nonlinearities represented in the analysis
304(1)
14.3.2 Information required for modeling response
305(1)
14.3.3 Use of equivalent single degree-of-freedom systems
305(1)
14.3.4 Emulated collapse modes and force-protected members
305(1)
14.4 Spatial complexity of model
306(4)
14.4.1 Selection of components to represent
306(1)
14.4.2 Choice of two- and three-dimensional models
306(1)
14.4.3 Representation of gravity framing in the model
307(1)
14.4.4 Use of simplified models
308(1)
14.4.5 Discretization in modeling structural system
309(1)
14.5 Floor and roof diaphragm considerations
310(2)
14.6 P-Δ and P-δ effects
312(2)
14.7 Damping
314(2)
14.8 Foundations and soil-structure interaction
316(1)
14.9 Model development and validation
317(1)
References
318(1)
SECTION IV Reinforced Concrete Systems
319(112)
15 Component proportioning and design based on ACI 318
321(50)
15.1 Purpose and objectives
321(1)
15.2 Introduction
321(1)
15.3 Strength reduction factors
322(1)
15.4 Specified materials
322(1)
15.5 Beams of special moment-resistant frames
323(5)
15.5.1 Beam width and depth
323(1)
15.5.2 Beam longitudinal reinforcement
323(1)
15.5.2.1 Member proportioning
324(1)
15.5.3 Beam probable flexural strength
325(1)
15.5.4 Beam transverse reinforcement configuration
325(1)
15.5.5 Beam transverse reinforcement spacing
326(2)
15.6 Columns of special moment-resistant frames
328(9)
15.6.1 Section dimensions and reinforcement limits
328(1)
15.6.1.1 Column proportioning
328(2)
15.6.2 Column flexural strength
330(2)
15.6.3 Column transverse reinforcement configuration
332(1)
15.6.4 Column transverse reinforcement spacing requirements
332(1)
15.6.4.1 Confinement in potential plastic binge zones and at lap splices
332(3)
15.6.4.2 Transverse reinforcement outside of potential plastic hinge zones
335(1)
15.6.4.3 Transverse reinforcement for shear strength
335(2)
15.7 Beam-column joints in special moment-resistant frames
337(7)
15.7.1 Joint proportioning
338(1)
15.7.1.1 Joint dimensions
338(1)
15.7.1.2 Joint shear strength
339(1)
15.7.2 Transverse reinforcement
339(4)
15.7.3 Development of longitudinal reinforcement
343(1)
15.8 Special structural walls and coupled walls
344(14)
15.8.1 Proportioning of slender walls
346(2)
15.8.2 Proportioning of coupled walls
348(1)
15.8.3 Detailing of boundary zones
349(3)
15.8.4 Shear strength
352(1)
15.8.5 Curtailment of reinforcement over the height
353(1)
15.8.6 Design of wall piers
354(1)
15.8.7 Anchorage and splices of reinforcement
355(1)
15.8.7.1 Anchorage of longitudinal reinforcement
355(1)
15.8.7.2 Splices of longitudinal reinforcement
355(1)
15.8.7.3 Anchorage of horizontal web reinforcement
555(1)
15.8.8 Force transfer and detailing in regions of discontinuity
356(1)
15.8.8.1 Strut and tie models
356(1)
15.8.8.2 Detailing at boundaries of wall piers
356(1)
15.8.8.3 Detailing at the base of coupled shear walls
357(1)
15.8.8.4 Detailing for transfer to collectors
357(1)
15.8.9 Detailing for constructability
358(1)
15.8.9.1 Openings in walls
358(1)
15.8.9.2 Shear strength at construction joints (shear friction)
358(1)
15.9 Coupling beams
358(1)
15.9.1 Proportioning of coupling beams
358(1)
15.10 Post-tensioned cast-in-place walls
359(5)
15.10.1 Guidelines for proportioning post-tensioned walls
361(2)
15.10.2 Modeling the load-displacement response of post-tensioned walls
363(1)
15.11 Rocking footings
364(3)
15.11.1 Proportioning of rocking footings
365(2)
15.12 Floor diaphragms, chords, and collectors
367(1)
15.13 Gravity framing
368(1)
15.14 Foundations
368(1)
References
368(3)
16 Component proportioning and design requirements according to Eurocodes 2 and 8
371(20)
16.1 Purpose and objectives
371(1)
16.2 Introduction
371(2)
16.3 The seismic action in Eurocode-8
373(4)
16.3.1 Design spectrum
375(1)
16.3.2 Material safety factors and load combination in analysis
375(2)
16.4 Performance of the structural system
377(3)
16.4.1 Behavior factor (q) and system ductilities
378(2)
16.4.2 Story drift limits
380(1)
16.5 Design of beams and columns in DCM and DCH structures
380(5)
16.6 Design of walls in DCM and DCH structures
385(4)
References
389(2)
17 Component modeling and acceptance criteria
391(40)
17.1 Purpose and objectives
391(1)
17.2 Introduction
391(1)
17.3 Background
392(9)
17.3.1 Moment-curvature response
392(3)
17.3.2 Plastic hinge models for load-deformation response of members
395(2)
17.3.3 Model fidelity
397(2)
17.3.4 Robust design in the context of modeling uncertainty
399(2)
17.4 Expected material properties
401(1)
17.5 Properties of confined concrete
402(1)
17.6 Nominal, reliable, and expected strengths
403(1)
17.7 Element discretization and modeling
404(5)
17.7.1 Sources of flexibility
404(1)
17.7.2 Hysteretic behavior
404(2)
17.7.3 Modeling---Element formulations
406(1)
17.7.3.1 Distributed plasticity elements
406(2)
17.7.3.2 Lumped plasticity elements
408(1)
17.7.4 Generalized load--displacement models
408(1)
17.8 Component modeling
409(19)
17.8.1 Beams and Tee beams
409(1)
17.8.1.1 Effective stiffness
409(3)
17.8.1.2 Beam plastic hinge (and anchorage slip)
412(2)
17.8.1.3 Acceptance criteria for beam plastic hinge rotations
414(1)
17.8.2 Columns
414(1)
17.8.2.1 Column stiffness
414(4)
17.8.2.2 Column plastic hinge (and anchorage slip)
418(1)
17.8.2.3 Acceptance criteria for column plastic hinge rotations
419(1)
17.8.3 Beam-column joints
419(1)
17.8.3.1 Joint stiffness
419(2)
17.8.3.2 Acceptance criteria for beam-column joint deformations
421(1)
17.8.4 Walls and coupled walls
421(1)
17.8.4.1 Stiffness of elastic wall elements
421(2)
17.8.4.2 Wall plastic hinges
423(1)
17.8.4.3 Acceptance criteria for wall plastic hinges
423(1)
17.8.5 Coupling beams
424(1)
17.8.5.1 Proportioning of coupling beams
424(1)
17.8.5.2 Elastic stiffness
425(1)
17.8.5.3 Coupling beam plastic binge
425(1)
17.8.5.4 Acceptance criteria for coupling beam plastic rotations
425(1)
17.8.6 Post-tensioned reinforced concrete walls
425(1)
17.8.6.1 Modeling of post-tensioned walls
425(1)
17.8.6.2 Acceptance criteria
426(1)
17.8.7 Collectors, floor diaphragms, and chords
426(1)
17.8.8 Rocking footings as plastic hinges
426(1)
17.8.8.1 Modeling and acceptance criteria for rocking footings
426(2)
References
428(3)
SECTION V Design methods and examples
431(116)
18 Design methods
433(14)
18.1 Purpose and objectives
433(1)
18.2 Introduction
433(2)
18.3 Design Method A (quasi-code)
435(2)
18.4 Design Method B (simplified dynamic)
437(4)
18.5 Design Method C (dynamic)
441(1)
18.6 Treatment of uncertainty
441(3)
18.7 Confidence levels in design and capacity assessment
444(1)
References
445(2)
19 Design examples
447(78)
19.1 Purpose and objectives
447(1)
19.2 Introduction
447(1)
19.3 Application of yield frequency spectra and performance assessment methodologies
447(3)
19.4 Site seismic hazard and ground motions
450(4)
19.5 Material properties
454(1)
19.6 Moment frame plan, elevation, and modeling (Examples 1-3)
454(7)
19.6.1 Distributed plasticity model
455(1)
19.6.2 Lumped plasticity model
456(1)
19.6.2.1 Columns
457(1)
19.6.2.2 Beams
457(1)
19.6.2.3 Example of calculating beam modeling parameters and assessment criteria
458(3)
19.7 Example 1: Moment-resistant frame designed using Method A
461(20)
19.7.1 POs
461(1)
19.7.2 Use of nonlinear response analysis in this example
461(1)
19.7.3 Required base shear strength
461(1)
19.7.4 Design lateral forces and required member strengths
462(3)
19.7.5 Sizing of RC members
465(2)
19.7.6 Preliminary evaluation of the initial design
467(3)
19.7.7 Nonlinear modeling and acceptance criteria
470(2)
19.7.8 Performance evaluation of the initial design by nonlinear dynamic analysis
472(9)
19.8 Example 2: Moment-resistant frame designed using Method B
481(13)
19.8.1 Performance objectives
481(1)
19.8.2 Use of nonlinear response analysis in this example
481(1)
19.8.4 Assumptions required to generate YFS based on ASCE-7 UHS
482(1)
19.8.5 Required base shear strength
482(1)
19.8.6 Design lateral forces and required member strengths
483(1)
19.8.7 Sizing of RC members
484(3)
19.8.8 Preliminary evaluation of the initial design by nonlinear static (pushover) analysis
487(2)
19.8.9 Nonlinear modeling and acceptance criteria
489(1)
19.8.10 Performance evaluation of the initial design by nonlinear dynamic analysis
490(4)
19.9 Example 3: Moment-resistant frame designed using Method C
494(15)
19.9.1 POs
494(1)
19.9.2 Use of nonlinear response analysis in this example
494(1)
19.9.3 System ductility limits
494(1)
19.9.4 Assumptions required to generate YFS
495(1)
19.9.5 Required yield strength coefficient, Cy
495(2)
19.9.6 Required base shear strength
497(1)
19.9.7 Design lateral forces and required member strengths
497(1)
19.9.8 Sizing of RC members
498(1)
19.9.9 Preliminary evaluation of the initial design by nonlinear static (pushover) analysis
499(2)
19.9.10 Nonlinear modeling and acceptance criteria
501(3)
19.9.11 Performance evaluation of the initial design by nonlinear dynamic analysis
504(5)
19.10 Example 4: Coupled wall designed using Method A
509(13)
19.10.1 Coupled wall example plan and elevation
509(1)
19.10.2 POs
509(1)
19.10.5 Use of nonlinear response analysis in this example
509(1)
19.10.4 Required base shear strength
510(2)
19.10.5 Design lateral forces and required member strengths
512(1)
19.10.6 Sizing of RC members
513(1)
19.10.7 Preliminary evaluation of the initial design
514(1)
19.10.8 Nonlinear modeling and acceptance criteria
514(4)
19.10.9 Performance evaluation of the initial design by nonlinear dynamic analysis
518(4)
19.11 Example 5: Cantilever shear wall designed using Method B
522(1)
19.11.1 Cantilever wall example plan and elevation
522(1)
19.112 POs
523(1)
19.11.3 Use of nonlinear response analysis in this example
523(1)
19.1 1.4 System ductility limit
523(2)
19.11.5 Assumptions required to generate YFS based on EC-8 UHS
524(1)
19.11.6 Required base shear strength
524(1)
19.11.7 Design lateral forces and required member strengths
524(1)
19.11.8 Sizing of RC members
524(1)
19 11.9 Preliminary evaluation of the initial design by nonlinear static (pushover) analysis
525(22)
19.11.10 Nonlinear modeling and acceptance criteria
526(4)
19.11.11 Performance evaluation of the initial design by nonlinear dynamic analysis
530(2)
19.12 Example 6: Unbonded post-tensioned wall designed using Method C
532(12)
19.12.1 Floor plan and elevation
532(1)
19.12.2 POs
533(1)
19.12.3 Use of nonlinear response analysis in this example
533(1)
19.12.4 Effect of quantity of seven-wire strands on wall behavior
533(1)
19.12.5 Design approach
534(1)
19.12.6 YFS based on an assumed normalized capacity curve
535(1)
19.12.7 Design strength
536(2)
19.12.8 Nonlinear modeling and acceptance criteria
538(3)
19.12.9 Performance evaluation of the initial design by nonlinear response history analysis
541(3)
References
544(3)
Appendix 1 547(14)
Appendix 2 561(8)
Appendix 569(4)
Index 573
Mark Aschheim is a Professor in the Department of Civil Engineering at Santa Clara University, California.

Enrique Hernández Montes is at the Universidad de Granada

Dimitrios Vamvatsikos is at the National Technical University of Athens
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