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Concrete Buildings in Seismic Regions [Kõva köide]

(Penelis Consulting Engineers SA, Greece), (Penelis Consulting Engineers SA, Greece)
  • Formaat: Hardback, 876 pages, kõrgus x laius: 254x178 mm, kaal: 1788 g, 1622; 96 Tables, black and white; 611 Illustrations, black and white
  • Ilmumisaeg: 24-Mar-2014
  • Kirjastus: CRC Press
  • ISBN-10: 0415537630
  • ISBN-13: 9780415537636
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Concrete Buildings in Seismic RegionsSuurem pilt
  • Formaat: Hardback, 876 pages, kõrgus x laius: 254x178 mm, kaal: 1788 g, 1622; 96 Tables, black and white; 611 Illustrations, black and white
  • Ilmumisaeg: 24-Mar-2014
  • Kirjastus: CRC Press
  • ISBN-10: 0415537630
  • ISBN-13: 9780415537636
Teised raamatud teemal:
Püsilink: https://www.kriso.ee/db/9780415537636.html
Märksõnad:
"Preface This book is addressed primarily to postgraduate students in earthquake engineering and to practicing structural engineers specialising in the design of R/C seismic-resistant buildings. The basic aims that have guided the composition of the material of this book are the following: 1. The presentation of the content should be characterised by integrity, clarity and simplicity, particularly for the design procedure of new R/C buildings or assessment and retrofitting of existing ones. In this respect it would constitute integrated knowledge for a student. We hope that the long experience of the first of the authors in teaching undergraduate and postgraduate students about R/C earthquake-resistant structures augurs well for the achievement of this aim. 2. The presentation of the scientific background of each subject should be made in a concise form with all the necessary--but at the same time, limited--references to the sources so that enough of an open field is available for a rigorous and systematic approach to the implementation of the scientific background in design procedure. In this context, this book would be valuable for a practicing engineer who wants to have in-depth knowledge of the background on which the Code rules are based. We hope that the extensive experience of both authors in the seismic design of new R/C buildings and in the assessment and retrofitting of existing ones, together with the wide experience of the first in posts of responsibility in seismic risk management in Greece,contribute to a balanced merging of the scientific background with practical design issues. At the same time, the numerical examples that are interspersed in the various chapters also intend to serve this aim"--

"This practical book presents current approaches to seismic analysis and design, with a particular focus on reinforced concrete structures. It covers the earthquake resistant design of new buildings, and the assessment, repair and retrofit-strengthening of existing buildings. It also covers the post-earthquake damage assessment and evaluation of existing buildings and outlines the seismic risk mitigation procedures for urban regions. The book is for practicing engineers and graduate students"--

Bearing in mind that reinforced concrete is a key component in a majority of built environment structures,Concrete Buildings in Seismic Regions combines the scientific knowledge of earthquake engineering with a focus on the design of reinforced concrete buildings in seismic regions. This book addresses practical design issues, providing an integrated, comprehensible, and clear presentation that is suitable for design practice.

It combines current approaches to seismic analysis and design, with a particular focus on reinforced concrete structures, and includes:

  • an overview of structural dynamics
  • analysis and design of new R/C buildings in seismic regions
  • post-earthquake damage evaluation, pre earthquake assessment of buildings and retrofitting procedures
  • seismic risk management of R/C buildings within urban nuclei
  • extended numerical example applications

Concrete Buildings in Seismic Regions determines guidelines for the proper structural system for many types of buildings, explores recent developments, and covers the last two decades of analysis, design, and earthquake engineering. Divided into three parts, the book specifically addresses seismic demand issues and the basic issues of structural dynamics, considers the "capacity" of structural systems to withstand seismic effects in terms of strength and deformation, and highlights existing R/C buildings under seismic action. All of the book material has been adjusted to fit a modern seismic code and offers in-depth knowledge of the background upon which the code rules are based. It complies with the last edition of European Codes of Practice for R/C buildings in seismic regions, and includes references to the American Standards in effect for seismic design.

Arvustused

"This book is arguably the most comprehensive and accessible book on the subject. It pulls together the wide range of tools and procedures for a complete treatment of structural earthquake engineering, from building components, to regional impact assessment, including foundations. The book will be invaluable for practicing engineers, students, researchers, and emergency managers." Amr S. Elnashai, FREng, Head of Civil and Environmental Engineering Department, University of Illinois at Urbana-Champaign

"This is a comprehensive and excellent book covering all aspects of seismic design and seismic assessment including post-earthquake retrofitting and repair. The latest analysis and design concepts are explained with a focus on RC structures, and it is highly recommended." Jean-Pierre Rammant, Nemetschek Scia nv



"I do not believe that you could find a more extended and well organized text that addresses the state of the practice of seismic design of concrete buildings." Michele Calvi, President, European Centre for Training and Research in Earthquake Engineering

Preface xxv
Abbreviations xxvii
1 Introduction
1(4)
1.1 Historical notes
1(3)
1.2 Structure of this book
4(1)
2 An overview of structural dynamics
5(78)
2.1 General
5(1)
2.2 Dynamic analysis of elastic single-degree-of-freedom systems
6(16)
2.2.1 Equations of motion
6(1)
2.2.2 Free vibration
7(3)
2.2.3 Forced vibration
10(3)
2.2.4 Elastic response spectra
13(1)
2.2.4.1 Definition: Generation
13(3)
2.2.4.2 Acceleration response spectra
16(3)
2.2.4.3 Displacement response spectra
19(1)
2.2.4.4 Velocity response spectra
20(1)
2.2.4.5 Acceleration-displacement response spectra
21(1)
2.3 Dynamic analysis of inelastic SDOF systems
22(15)
2.3.1 Introduction
22(1)
2.3.2 Viscous damping
22(3)
2.3.3 Hysteretic damping
25(2)
2.3.4 Energy dissipation and ductility
27(5)
2.3.5 Physical meaning of the ability for energy absorption (damping)
32(3)
2.3.6 Inelastic response spectra
35(1)
2.3.6.1 Inelastic acceleration response spectra
35(1)
2.3.6.2 Inelastic displacement response spectra
36(1)
2.4 Dynamic analysis of MDOF elastic systems
37(25)
2.4.1 Introduction
37(1)
2.4.2 Equations of motion of plane systems
37(4)
2.4.3 Modal response spectrum analysis versus time--history analysis
41(1)
2.4.3.1 General
41(1)
2.4.3.2 Modal response spectrum analysis
42(3)
2.4.3.3 Time-history analysis
45(1)
2.4.4 Pseudospatial structural single-storey system
46(1)
2.4.4.1 General
46(2)
2.4.4.2 Static response of the single-storey 3D system
48(6)
2.4.4.3 Dynamic response of a single-storey 3D system
54(4)
2.4.4.4 Concluding remarks
58(4)
2.5 Dynamic analysis of MDOF inelastic systems
62(8)
2.5.1 Introduction
62(1)
2.5.2 Methodology for inelastic dynamic analysis of MDOF plane systems
63(6)
2.5.3 Concluding remarks
69(1)
2.6 Application example
70(13)
2.6.1 Building description
71(1)
2.6.2 Design specifications
71(1)
2.6.3 Modelling assumptions
72(1)
2.6.4 Static response
72(1)
2.6.5 Hand calculation for the centre of stiffness
72(1)
2.6.6 Mass calculation
73(1)
2.6.7 Base shear calculation
73(3)
2.6.8 Computer-aided calculation for the centre of stiffness
76(3)
2.6.9 Dynamic response
79(1)
2.6.10 Estimation of poles of rotation for building B
79(4)
3 Design principles, seismic actions, performance requirements, compliance criteria
83(42)
3.1 Introduction
83(1)
3.2 Conceptual framework of seismic design: Energy balance
84(9)
3.2.1 General
84(4)
3.2.2 Displacement-based design
88(1)
3.2.2.1 Inelastic dynamic analysis and design
88(1)
3.2.2.2 Inelastic static analysis and design
88(2)
3.2.3 Force-based design
90(2)
3.2.4 Concluding remarks
92(1)
3.3 Earthquake input
93(10)
3.3.1 Definitions
93(5)
3.3.2 Seismicity and seismic hazard
98(1)
3.3.2.1 Seismicity
99(1)
3.3.2.2 Seismic hazard
100(2)
3.3.3 Concluding remarks
102(1)
3.4 Ground conditions and design seismic actions
103(15)
3.4.1 General
103(2)
3.4.2 Ground conditions
105(1)
3.4.2.1 Introduction
105(1)
3.4.2.2 Identification of ground types
105(1)
3.4.3 Seismic action in the form of response spectra
105(1)
3.4.3.1 Seismic zones
105(1)
3.4.3.2 Importance factor
106(2)
3.4.3.3 Basic representation of seismic action in the form of a response spectrum
108(1)
3.4.3.4 Horizontal elastic response spectrum
109(2)
3.4.3.5 Vertical elastic response spectrum
111(1)
3.4.3.6 Elastic displacement response spectrum
112(1)
3.4.3.7 Design spectrum for elastic analysis
113(2)
3.4.4 Alternative representation of the seismic action
115(1)
3.4.4.1 General
115(1)
3.4.4.2 Artificial accelerograms
115(1)
3.4.4.3 Recorded or simulated accelerograms
116(1)
3.4.5 Combination of seismic action with other actions
117(1)
3.5 Performance requirements and compliance criteria
118(7)
3.5.1 Introduction
118(2)
3.5.2 Performance requirements according to EC 8-1/2004
120(2)
3.5.3 Compliance criteria
122(1)
3.5.3.1 General
122(1)
3.5.3.2 Ultimate limit state
122(2)
3.5.3.3 Damage limitation state
124(1)
3.5.3.4 Specific measures
124(1)
4 Configuration of earthquake-resistant R/C structural systems: Structural behaviour
125(38)
4.1 General
125(1)
4.2 Basic principles of conceptual design
126(10)
4.2.1 Structural simplicity
126(1)
4.2.2 Structural regularity in plan and elevation
126(1)
4.2.3 Form of structural walls
127(2)
4.2.4 Structural redundancy
129(1)
4.2.5 Avoidance of short columns
129(1)
4.2.6 Avoidance of using flat slab frames as main structural systems
130(1)
4.2.7 Avoidance of a soft storey
131(1)
4.2.8 Diaphragmatic behaviour
131(1)
4.2.9 Bi-directional resistance and stiffness
131(1)
4.2.10 Strong columns--weak beams
132(1)
4.2.11 Provision of a second line of defense
132(2)
4.2.12 Adequate foundation system
134(2)
4.3 Primary and secondary seismic members
136(1)
4.4 Structural R/C types covered by seismic codes
137(2)
4.5 Response of structural systems to lateral loading
139(11)
4.5.1 General
139(1)
4.5.2 Plane structural systems
139(1)
4.5.2.1 Moment-resisting frames
140(1)
4.5.2.2 Wall systems or flexural systems
141(1)
4.5.2.3 Coupled shear walls
142(1)
4.5.2.4 Dual systems
143(1)
4.5.3 Pseudospatial multistorey structural system
144(6)
4.6 Structural configuration of multi-storey R/C buildings
150(13)
4.6.1 General
150(2)
4.6.2 Historical overview of the development of R/C multi-storey buildings
152(4)
4.6.3 Structural system and its main characteristics
156(1)
4.6.3.1 General
156(1)
4.6.3.2 Buildings with moment-resisting frames
156(1)
4.6.3.3 Buildings with wall systems
157(3)
4.6.3.4 Buildings with dual systems
160(1)
4.6.3.5 Buildings with flat slab frames, shear walls and moment-resisting frames
161(1)
4.6.3.6 Buildings with tube systems
162(1)
5 Analysis of the structural system
163(114)
5.1 General
163(1)
5.2 Structural regularity
163(4)
5.2.1 Introduction
163(1)
5.2.2 Criteria for regularity in plan
164(2)
5.2.3 Criteria for regularity in elevation
166(1)
5.2.4 Conclusions
166(1)
5.3 Torsional flexibility
167(3)
5.4 Ductility classes and behaviour factors
170(17)
5.4.1 General
170(1)
5.4.2 Ductility classes
171(1)
5.4.3 Behaviour factors for horizontal seismic actions
172(4)
5.4.4 Quantitative relations between the Q-factor and ductility
176(1)
5.4.4.1 General
176(1)
5.4.4.2 M--φ relation for R/C members under plain bending
177(3)
5.4.4.3 Moment--curvature--displacement diagrams of R/C cantilever beams
180(2)
5.4.4.4 Moment--curvature--displacement diagrams of R/C frames
182(1)
5.4.4.5 Conclusions
183(2)
5.4.5 Critical regions
185(2)
5.5 Analysis methods
187(3)
5.5.1 Available methods of analysis for R/C buildings
187(3)
5.6 Elastic analysis methods
190(11)
5.6.1 General
190(1)
5.6.2 Modelling of buildings for elastic analysis and BIM concepts
190(1)
5.6.3 Specific modelling issues
191(1)
5.6.3.1 Walls and cores modelling
192(1)
5.6.3.2 T- and Γ-shaped beams
192(1)
5.6.3.3 Diaphragm constraint
193(1)
5.6.3.4 Eccentricity
194(1)
5.6.3.5 Stiffness
195(1)
5.6.4 Lateral force method of analysis
195(1)
5.6.4.1 Base shear forces
196(1)
5.6.4.2 Distribution along the height
196(1)
5.6.4.3 Estimation of the fundamental period
197(1)
5.6.4.4 Torsional effects
198(1)
5.6.5 Modal response spectrum analysis
199(1)
5.6.5.1 Modal participation
200(1)
5.6.5.2 Storey and wall shears
200(1)
5.6.5.3 Ritz vector analysis
201(1)
5.6.6 Time--history elastic analysis
201(1)
5.7 Inelastic analysis methods
201(28)
5.7.1 General
201(1)
5.7.2 Modelling in nonlinear analysis
202(1)
5.7.2.1 Slab modelling and transfer of loads
202(1)
5.7.2.2 Diaphragm constraint
203(1)
5.7.2.3 R/C walls and cores
203(2)
5.7.2.4 Foundation
205(1)
5.7.2.5 Point hinge versus fibre modelling
205(2)
5.7.2.6 Safety factors
207(2)
5.7.3 Pushover analysis
209(1)
5.7.4 Pros and cons of pushover analysis
210(2)
5.7.5 Equivalent SDOF systems
212(1)
5.7.5.1 Equivalent SDOF for torsionally restrained buildings
212(4)
5.7.5.2 Equivalent SDOF for torsionally unrestrained buildings
216(8)
5.7.6 Time--history nonlinear analysis
224(1)
5.7.6.1 Input motion-scaling of accelerograms
224(2)
5.7.6.2 Incremental dynamic analysis IDA
226(3)
5.8 Combination of the components of gravity loads and seismic action
229(16)
5.8.1 General
229(3)
5.8.2 Theoretical background
232(2)
5.8.3 Simplified procedures
234(1)
5.8.3.1 Combination of the extreme values of the interacting load effects
235(1)
5.8.3.2 Combination of each extreme load effect with the corresponding values of the interacting ones
235(1)
5.8.3.3 Gupta--Singh procedure
236(1)
5.8.3.4 Rosenblueth and Contreras procedure
237(1)
5.8.3.5 Extreme stress procedure
238(1)
5.8.4 Code provisions
239(1)
5.8.4.1 Suggested procedure for the analysis
239(1)
5.8.4.2 Implementation of the reference method in case of horizontal seismic actions
240(1)
5.8.4.3 Implementation of the alternative method in the case of horizontal seismic actions
241(4)
5.8.4.4 Implementation of the alternative method for horizontal and vertical seismic action
245(1)
5.9 Example: Modelling and elastic analysis of an eight-storey RC building
245(14)
5.9.1 Building description
245(2)
5.9.2 Material properties
247(1)
5.9.3 Design specifications
247(1)
5.9.4 Definition of the design spectrum
247(1)
5.9.4.1 Elastic response spectrum (5% damping)
247(1)
5.9.4.2 Design response spectrum
247(1)
5.9.5 Estimation of mass and mass moment of inertia
248(1)
5.9.6 Structural regularity in plan and elevation
248(1)
5.9.6.1 Criteria for regularity in plan
248(2)
5.9.6.2 Criteria for regularity in elevation
250(1)
5.9.7 Determination of the behaviour factor q (Subsection 5.4.3)
251(1)
5.9.8 Description of the structural model
252(2)
5.9.9 Modal response spectrum analysis
254(1)
5.9.9.1 Accidental torsional effects
254(1)
5.9.9.2 Periods, effective masses and modes of vibration
255(1)
5.9.9.3 Shear forces per storey
255(1)
5.9.9.4 Displacements of the centres of masses
255(1)
5.9.9.5 Damage limitations
256(2)
5.9.9.6 Second-order effects
258(1)
5.9.9.7 Internal forces
259(1)
5.10 Examples: Applications using inelastic analysis
259(18)
5.10.1 Cantilever beam
259(1)
5.10.1.1 Modelling approaches
259(1)
5.10.1.2 Results
260(1)
5.10.2 2-D MRF
261(1)
5.10.2.1 Modelling approaches
261(2)
5.10.2.2 Results
263(1)
5.10.3 Sixteen-storey R/C building
264(1)
5.10.3.1 Modelling approaches
264(7)
5.10.3.2 Nonlinear dynamic analysis
271(1)
5.10.3.3 Nonlinear static analysis
271(1)
5.10.3.4 Results: Global response
272(2)
5.10.3.5 Results: Local response
274(3)
6 Capacity design -- design action effects -- safety verifications
277(28)
6.1 Impact of capacity design on design action effects
277(17)
6.1.1 General
277(1)
6.1.2 Design criteria influencing the design action effects
278(1)
6.1.3 Capacity design procedure for beams
279(2)
6.1.4 Capacity design of columns
281(1)
6.1.4.1 General
281(1)
6.1.4.2 Bending
282(3)
6.1.4.3 Shear
285(2)
6.1.5 Capacity design procedure for slender ductile walls
287(1)
6.1.5.1 General
287(1)
6.1.5.2 Bending
287(2)
6.1.5.3 Shear
289(1)
6.1.6 Capacity design procedure for squat walls
290(1)
6.1.6.1 DCH buildings
291(1)
6.1.6.2 DCM buildings
291(1)
6.1.7 Capacity design of large lightly reinforced walls
291(1)
6.1.8 Capacity design of foundation
292(2)
6.2 Safety verifications
294(11)
6.2.1 General
294(1)
6.2.2 Ultimate limit state
294(1)
6.2.2.1 Resistance condition
295(1)
6.2.2.2 Second-order effects
295(2)
6.2.2.3 Global and local ductility condition
297(1)
6.2.2.4 Equilibrium condition
298(1)
6.2.2.5 Resistance of horizontal diaphragms
298(1)
6.2.2.6 Resistance of foundations
299(1)
6.2.2.7 Seismic joint condition
299(1)
6.2.3 Damage limitation
299(3)
6.2.4 Specific measures
302(1)
6.2.4.1 Design
302(1)
6.2.4.2 Foundations
302(1)
6.2.4.3 Quality system plan
302(1)
6.2.4.4 Resistance uncertainties
303(1)
6.2.4.5 Ductility uncertainties
303(1)
6.2.5 Concluding remarks
303(2)
7 Reinforced concrete materials under seismic actions
305(34)
7.1 Introduction
305(2)
7.2 Plain (unconfined) concrete
307(7)
7.2.1 General
307(1)
7.2.2 Monotonic compressive stress--strain diagrams
307(1)
7.2.3 Cyclic compressive stress--strain diagram
308(3)
7.2.4 Provisions of Eurocodes for plain (not confined) concrete
311(3)
7.3 Steel
314(7)
7.3.1 General
314(1)
7.3.2 Monotonic stress--strain diagrams
314(1)
7.3.3 Stress--strain diagram for repeated tensile loading
314(2)
7.3.4 Stress--strain diagram for reversed cyclic loading
316(1)
7.3.5 Provisions of codes for reinforcement steel
317(1)
7.3.6 Concluding remarks
318(3)
7.4 Confined concrete
321(8)
7.4.1 General
321(1)
7.4.2 Factors influencing confinement
322(1)
7.4.3 Provisions of Eurocodes for confined concrete
323(1)
7.4.3.1 Form of the diagram σc -- εc
323(2)
7.4.3.2 Influence of confinement
325(4)
7.5 Bonding between steel and concrete
329(8)
7.5.1 General
329(3)
7.5.2 Bond--slip diagram under monotonic loading
332(2)
7.5.3 Bond--slip diagram under cyclic loading
334(1)
7.5.4 Provisions of Eurocodes for bond of steel to concrete
335(1)
7.5.4.1 Static loading
335(2)
7.5.4.2 Seismic loading
337(1)
7.6 Basic conclusions for materials and their synergy
337(2)
8 Seismic-resistant R/C frames
339(146)
8.1 General
339(1)
8.2 Design of beams
340(42)
8.2.1 General
340(3)
8.2.2 Beams under bending
343(1)
8.2.2.1 Main assumptions
343(1)
8.2.2.2 Characteristic levels of loading to failure (limit states)
344(4)
8.2.2.3 Determination of the characteristic points of M--φ diagram and ductility in terms of curvature for orthogonal cross section
348(6)
8.2.2.4 Determination of the characteristic points of M--φ diagram and ductility in terms of curvature for a generalised cross section
354(5)
8.2.3 Load-deformation diagrams for bending under cyclic loading
359(1)
8.2.3.1 General
359(1)
8.2.3.2 Flexural behaviour of beams under cyclic loading
360(1)
8.2.4 Strength and deformation of beams under prevailing shear
361(1)
8.2.4.1 Static loading
361(8)
8.2.4.2 Cyclic loading
369(1)
8.2.4.3 Concluding remarks on shear resistance
370(1)
8.2.5 Code provisions for beams under prevailing seismic action
371(1)
8.2.5.1 General
371(1)
8.2.5.2 Design of beams for DCM buildings
372(4)
8.2.5.3 Design of beams for DCH buildings
376(3)
8.2.5.4 Anchorage of beam reinforcement in joints
379(2)
8.2.5.5 Splicing of bars
381(1)
8.3 Design of columns
382(46)
8.3.1 General
382(1)
8.3.2 Columns under bending with axial force
383(1)
8.3.2.1 General
383(3)
8.3.2.2 Determination of characteristic points of M--φ diagram and ductility in terms of curvature under axial load for an orthogonal cross-section
386(6)
8.3.2.3 Behaviour of columns under cyclic loading
392(1)
8.3.3 Strength and deformation of columns under prevailing shear
393(1)
8.3.3.1 General
393(2)
8.3.3.2 Shear design of rectangular R/C columns
395(4)
8.3.4 Code provisions for columns under seismic action
399(1)
8.3.4.1 General
399(1)
8.3.4.2 Design of columns for DCM buildings
399(8)
8.3.4.3 Design of columns for DCH buildings
407(2)
8.3.4.4 Anchorage of column reinforcement
409(1)
8.3.4.5 Splicing of bars
409(1)
8.3.5 Columns under axial load and biaxial bending
410(1)
8.3.5.1 General
410(1)
8.3.5.2 Biaxial strength in bending and shear
410(4)
8.3.5.3 Chord rotation at yield and failure stage: Skew ductility μφ in terms of curvature
414(1)
8.3.5.4 Stability of M--θ diagrams under cyclic loading: Form of the hysteresis loops
415(1)
8.3.5.5 Conclusions
415(1)
8.3.6 Short columns under seismic action
415(1)
8.3.6.1 General
415(3)
8.3.6.2 Shear strength and failure mode of conventionally reinforced squat columns
418(7)
8.3.6.3 Shear strength and failure mode of alternatively reinforced short columns
425(2)
8.3.6.4 Code provisions for short columns
427(1)
8.4 Beam--Column joints
428(16)
8.4.1 General
428(1)
8.4.2 Design of joints under seismic action
429(1)
8.4.2.1 Demand for the shear design of joints
429(2)
8.4.2.2 Joint shear strength according to the Paulay and Priestley method
431(3)
8.4.2.3 Background for the determination of joint shear resistance according to ACI 318-2011 and EC8-1/2004
434(3)
8.4.2.4 Joint shear strength according to A.G. Tsonos
437(3)
8.4.3 Code provisions for the design of joints under seismic action
440(1)
8.4.3.1 DCM R/C buildings under seismic loading according to EC 8-1/2004
440(1)
8.4.3.2 DCH R/C buildings under seismic loading according to EC 8-1/2004
441(2)
8.4.4 Non-conventional reinforcing in the joint core
443(1)
8.5 Masonry-infilled frames
444(12)
8.5.1 General
444(2)
8.5.2 Structural behaviour of masonry infilled frames under cyclic loading reversals
446(6)
8.5.3 Code provisions for masonry-infilled frames under seismic action
452(1)
8.5.3.1 Requirements and criteria
452(1)
8.5.3.2 Irregularities due to masonry infills
453(1)
8.5.3.3 Linear modeling of masonry infills
454(1)
8.5.3.4 Design and detailing of masonry-infilled frames
454(2)
8.5.4 General remarks on masonry-infilled frames
456(1)
8.6 Example: Detailed design of an internal frame
456(29)
8.6.1 Beams: Ultimate limit state in bending
457(1)
8.6.1.1 External supports on C2 and C28 (beam B8-left, B68-right)
457(3)
8.6.1.2 Internal supports on C8 and on C22 (beam B8-right, B19-left, B57-right, B68-left)
460(1)
8.6.1.3 Internal supports on C14 and C18 (beam B19-right, B37-left, B37-right, B57-left)
460(1)
8.6.1.4 Mid-span (beams B8, B68)
461(1)
8.6.1.5 Mid-span (beams B19, B37, B57)
461(1)
8.6.2 Columns: Ultimate limit state in bending and shear
461(1)
8.6.2.1 Column C2 (exterior column)
462(4)
8.6.2.2 Design of exterior beam--column joint
466(3)
8.6.2.3 Column C8 (interior column)
469(5)
8.6.2.4 Design of interior beam--column joint
474(2)
8.6.3 Beams: Ultimate limit state in shear
476(1)
8.6.3.1 Design shear forces
476(5)
8.6.3.2 Shear reinforcement
481(4)
9 Seismic-resistant R/C walls and diaphragms
485(68)
9.1 General
485(1)
9.2 Slender ductile walls
486(23)
9.2.1 A summary on structural behaviour of slender ductile walls
486(2)
9.2.2 Behaviour of slender ductile walls under bending with axial load
488(1)
9.2.2.1 General
488(3)
9.2.2.2 Dimensioning of slender ductile walls with orthogonal cross-section under bending with axial force
491(1)
9.2.2.3 Dimensioning of slender ductile walls with a composite cross-section under bending with axial force
492(1)
9.2.2.4 Determination of M--φ diagram and ductility in terms of curvature under axial load for orthogonal cross-sections
493(1)
9.2.3 Behaviour of slender ductile walls under prevailing shear
494(1)
9.2.4 Code provisions for slender ductile walls
495(1)
9.2.4.1 General
495(1)
9.2.4.2 Design of slender ductile walls for DCM buildings
495(8)
9.2.4.3 Design of slender ductile walls for DCH buildings
503(6)
9.3 Ductile coupled walls
509(4)
9.3.1 General
509(1)
9.3.2 Inelastic behaviour of coupled walls
510(2)
9.3.3 Code provisions for coupled slender ductile walls
512(1)
9.4 Squat ductile walls
513(4)
9.4.1 General
513(1)
9.4.2 Flexural response and reinforcement distribution
514(1)
9.4.3 Shear resistance
515(1)
9.4.4 Code provisions for squat ductile walls
515(2)
9.5 Large lightly reinforced walls
517(3)
9.5.1 General
517(1)
9.5.2 Design to bending with axial force
518(1)
9.5.3 Design to shear
519(1)
9.5.4 Detailing for local ductility
519(1)
9.6 Special issues in the design of walls
520(21)
9.6.1 Analysis and design using FEM procedure
520(3)
9.6.2 Warping of open composite wall sections
523(1)
9.6.2.1 General
523(1)
9.6.2.2 Saint-Venant uniform torsion
524(2)
9.6.2.3 Concept of warping behaviour
526(8)
9.6.2.4 Geometrical parameters for warping bending
534(4)
9.6.2.5 Implications of warping torsion in analysis and design to seismic action of R/C buildings
538(3)
9.7 Seismic design of diaphragms
541(3)
9.7.1 General
541(1)
9.7.2 Analysis of diaphragms
542(1)
9.7.2.1 Rigid diaphragms
542(1)
9.7.2.2 Flexible diaphragms
543(1)
9.7.3 Design of diaphragms
544(1)
9.7.4 Code provisions for seismic design of diaphragms
544(1)
9.8 Example: Dimensioning of a slender ductile wall with a composite cross-section
544(9)
9.8.1 Ultimate limit state in bending and shear
545(3)
9.8.2 Estimation of axial stresses due to warping torsion
548(1)
9.8.2.1 Estimation of the geometrical parameters for warping bending of an open composite C-shaped wall section
548(2)
9.8.2.2 Implementation of the proposed methodology for deriving the normal stresses due to warping
550(3)
10 Seismic design of foundations
553(36)
10.1 General
553(1)
10.2 Ground properties
554(4)
10.2.1 Strength properties
554(1)
10.2.1.1 Clays
554(1)
10.2.1.2 Granular soils (sands and gravels)
555(1)
10.2.1.3 Partial safety factors for soil
555(1)
10.2.2 Stiffness and damping properties
555(2)
10.2.3 Soil liquefaction
557(1)
10.2.4 Excessive settlements of sands under cyclic loading
558(1)
10.2.5 Conclusions
558(1)
10.3 General considerations for foundation analysis and design
558(5)
10.3.1 General requirements and design rules
558(1)
10.3.2 Design action effects on foundations in relation to ductility and capacity design
559(1)
10.3.2.1 General
559(1)
10.3.2.2 Design action effects for various types of R/C foundation members
560(3)
10.4 Analysis and design of foundation ground under the design action effects
563(12)
10.4.1 General requirements
563(1)
10.4.2 Transfer of action effects to the ground
563(1)
10.4.2.1 Horizontal forces
563(1)
10.4.2.2 Normal force and bending moment
564(1)
10.4.3 Verification and dimensioning of foundation ground at ULS of shallow or embedded foundations
564(1)
10.4.3.1 Footings
564(1)
10.4.3.2 Design effects on foundation horizontal connections between vertical structural elements
565(1)
10.4.3.3 Raft foundations
566(1)
10.4.3.4 Box-type foundations
566(1)
10.4.4 Settlements of foundation ground of shallow or embedded foundations at SLS
567(1)
10.4.4.1 General
567(1)
10.4.4.2 Footings
567(1)
10.4.4.3 Foundation beams and rafts
568(2)
10.4.5 Bearing capacity and deformations of foundation ground in the case of a pile foundation
570(1)
10.4.5.1 General
570(1)
10.4.5.2 Vertical load resistance and stiffness
570(2)
10.4.5.3 Transverse load resistance and stiffness
572(3)
10.5 Analysis and design of foundation members under the design action effects
575(7)
10.5.1 Analysis
575(1)
10.5.1.1 Separated analysis of superstructure and foundation
575(1)
10.5.1.2 Integrated analysis of superstructure and foundation (soil--structure interaction)
576(1)
10.5.1.3 Integrated analysis of superstructure foundation and foundation soil
577(1)
10.5.2 Design of foundation members
578(1)
10.5.2.1 Dissipative superstructure -- non-dissipative foundation elements and foundation ground
578(3)
10.5.2.2 Dissipative superstructure -- dissipative foundation elements -- elastic foundation ground
581(1)
10.5.2.3 Non-dissipative superstructure -- non-dissipative foundation elements and foundation ground
582(1)
10.5.2.4 Concluding remarks
582(1)
10.6 Example: Dimensioning of foundation beams
582(7)
10.6.1 Ultimate limit state in bending
583(3)
10.6.2 Ultimate limit state in shear
586(3)
11 Seismic pathology
589(36)
11.1 Classification of damage to R/C structural members
589(21)
11.1.1 Introduction
589(1)
11.1.2 Damage to columns
590(6)
11.1.3 Damage to R/C walls
596(4)
11.1.4 Damage to beams
600(2)
11.1.5 Damage to beam--column joints
602(1)
11.1.6 Damage to slabs
603(2)
11.1.7 Damage to infill walls
605(2)
11.1.8 Spatial distribution of damage in buildings
607(2)
11.1.9 Stiffness degradation
609(1)
11.2 Factors affecting the degree of damage to buildings
610(15)
11.2.1 Introduction
610(1)
11.2.2 Deviations between design and actual response spectrum
611(1)
11.2.3 Brittle columns
611(2)
11.2.4 Asymmetric arrangement of stiffness elements in plan
613(1)
11.2.5 Flexible ground floor
613(3)
11.2.6 Short columns
616(1)
11.2.7 Shape of the floor plan
616(1)
11.2.8 Shape of the building in elevation
617(1)
11.2.9 Slabs supported by columns without beams (flat slab systems)
617(1)
11.2.10 Damage from previous earthquakes
617(1)
11.2.11 R/C buildings with a frame structural system
618(1)
11.2.12 Number of storeys
619(1)
11.2.13 Type of foundations
619(2)
11.2.14 Location of adjacent buildings in the block
621(1)
11.2.15 Slab levels of adjacent structures
622(1)
11.2.16 Poor structural layout
623(1)
11.2.17 Main types of damage in buildings designed on the basis of modern codes
624(1)
12 Emergency post-earthquake damage inspection, assessment and human life protection measures
625(22)
12.1 General
625(1)
12.2 Inspections and damage assessment
625(4)
12.2.1 Introductory remarks
625(1)
12.2.2 Purpose of the inspections
626(1)
12.2.3 Damage assessment
627(1)
12.2.3.1 Introduction
627(1)
12.2.3.2 General principles of damage assessment
628(1)
12.3 Organisational scheme for inspections
629(4)
12.3.1 Introduction
629(1)
12.3.2 Usability classification--inspection forms
629(1)
12.3.3 Inspection levels
630(3)
12.4 Action plan
633(3)
12.4.1 Introduction
633(1)
12.4.2 State agency responsible for the operation
633(1)
12.4.3 Inspection personnel
633(1)
12.4.4 Pre-earthquake organising procedures
634(1)
12.4.5 Post-earthquake organising procedures
634(2)
12.5 Emergency measures for temporary propping
636(7)
12.5.1 General
636(1)
12.5.2 Techniques for propping vertical loads
637(1)
12.5.2.1 Industrial-type metal scaffolds
637(1)
12.5.2.2 Timber
638(1)
12.5.2.3 Steel profiles
638(1)
12.5.3 Techniques for resisting lateral forces
638(1)
12.5.3.1 Bracing with buttresses
638(3)
12.5.3.2 Bracing with diagonal X-braces
641(1)
12.5.3.3 Bracing with interior anchoring
641(1)
12.5.3.4 Bracing with tension rods or rings
641(1)
12.5.4 Wedging techniques
642(1)
12.5.5 Case studies
642(1)
12.6 Final remarks
643(4)
13 Seismic assessment and retrofitting of R/C buildings
647(22)
13.1 General
647(1)
13.2 Pre-earthquake seismic evaluation of R/C buildings
648(8)
13.2.1 Introduction
648(2)
13.2.2 Rapid visual screening procedure
650(3)
13.2.3 Seismic evaluation of buildings according to ASCE 31-02/FEMA 310/1998
653(2)
13.2.4 Concluding remarks
655(1)
13.3 Post-earthquake seismic evaluation of R/C buildings
656(11)
13.3.1 Introduction
656(1)
13.3.2 Terms and definitions related to post-earthquake evaluation
657(1)
13.3.2.1 Seismic demand
657(1)
13.3.2.2 Seismic capacity
658(1)
13.3.2.3 Residual seismic resistance
658(1)
13.3.2.4 Loss of seismic resistance
659(1)
13.3.2.5 Repair
659(1)
13.3.2.6 Strengthening
659(1)
13.3.2.7 Strength index
659(1)
13.3.3 Objectives and principles of retrofitting
660(1)
13.3.4 Criteria for repair or strengthening
661(1)
13.3.5 UNIDO/UNDP procedure
662(1)
13.3.5.1 Arrangement of the structural elements
662(1)
13.3.5.2 Strength of the structure
662(2)
13.3.5.3 Flexibility of the structure
664(1)
13.3.5.4 Ductility of the structure
664(1)
13.3.5.5 Decision for the degree and type of intervention
664(2)
13.3.5.6 Concluding remarks
666(1)
13.4 Design of repair of R/C buildings (local intervention)
667(2)
13.4.1 Repair of the structural system
667(1)
13.4.1.1 Information necessary for the final structural assessment
667(1)
13.4.1.2 Analysis and design in case of repair
667(1)
13.4.2 Repair of the masonry infills
667(2)
14 Detailed seismic assessment and rehabilitation of R/C buildings
669(46)
14.1 General
669(1)
14.2 Overview of displacement-based design for seismic actions
669(15)
14.2.1 Introduction
669(1)
14.2.2 Displacement-based design methods
670(1)
14.2.2.1 N2 method (EC8-1/2004)
670(7)
14.2.2.2 Capacity-spectrum method ATC 40-1996
677(2)
14.2.2.3 Coefficient method/ASCE/SEI 41-06 (FEMA 356/2000)
679(2)
14.2.2.4 Direct displacement-based design
681(2)
14.2.2.5 Concluding remarks
683(1)
14.3 Scope of the detailed seismic assessment and rehabilitation of R/C buildings
684(1)
14.4 Performance requirements and compliance criteria
685(3)
14.4.1 Performance requirements
685(1)
14.4.2 Compliance criteria
686(1)
14.4.2.1 Seismic actions
686(1)
14.4.2.2 Safety verification of structural members
687(1)
14.4.2.3 `Primary' and `secondary' seismic elements
687(1)
14.4.2.4 Limit state of NC
687(1)
14.4.2.5 Limit state of SD
687(1)
14.4.2.6 Limit state of DL
688(1)
14.5 Information for structural assessment
688(5)
14.5.1 General
688(1)
14.5.2 Required input data
688(1)
14.5.2.1 Geometry of the structural system
688(1)
14.5.2.2 Detailing
689(1)
14.5.2.3 Materials
689(3)
14.5.2.4 Other input data not related to the structural system
692(1)
14.5.3 Knowledge levels and confidence factors
692(1)
14.6 Quantitative assessment of seismic capacity
693(11)
14.6.1 General
693(1)
14.6.2 Seismic actions
694(1)
14.6.3 Structural modelling
694(1)
14.6.4 Methods of analysis
694(1)
14.6.4.1 General
694(1)
14.6.4.2 Lateral force elastic analysis
695(2)
14.6.4.3 Multi-modal response spectrum analysis
697(1)
14.6.4.4 Non-linear static analysis
697(1)
14.6.4.5 Non-linear time--history analysis
698(1)
14.6.4.6 The q-factor approach
698(1)
14.6.4.7 Additional issues common to all methods of analysis
699(1)
14.6.5 Safety verifications
699(1)
14.6.5.1 General
699(1)
14.6.5.2 Linear methods of analysis
700(1)
14.6.5.3 Non-linear methods of analysis (static or dynamic)
701(1)
14.6.5.4 The q-factor approach
702(1)
14.6.5.5 Acceptance criteria
702(2)
14.7 Decisions for structural retrofitting of R/C buildings
704(4)
14.7.1 General
704(1)
14.7.2 Criteria governing structural interventions
705(1)
14.7.2.1 General criteria
705(1)
14.7.2.2 Technical criteria
706(1)
14.7.2.3 Types of intervention
706(1)
14.7.2.4 Examples of repair and strengthening techniques
706(2)
14.8 Design of structural rehabilitation
708(5)
14.8.1 General
708(1)
14.8.2 Conceptual design
708(1)
14.8.3 Analysis
708(1)
14.8.4 Safety verifications
709(1)
14.8.4.1 Verifications for non-linear static analysis method
709(2)
14.8.4.2 Verifications for the q-factor approach
711(1)
14.8.5 Drawings
712(1)
14.9 Final Remarks
713(2)
15 Technology of repair and strengthening
715(66)
15.1 General
715(1)
15.2 Materials and intervention techniques
716(12)
15.2.1 Conventional cast-in-place concrete
716(1)
15.2.2 High-strength concrete using shrinkage compensating admixtures
717(1)
15.2.3 Shotcrete (gunite)
718(1)
15.2.3.1 Dry process
718(1)
15.2.3.2 Wet process
719(1)
15.2.3.3 Final remarks
719(1)
15.2.4 Polymer concrete
720(1)
15.2.5 Resins
721(1)
15.2.6 Resin concretes
722(1)
15.2.7 Grouts
722(1)
15.2.8 Epoxy resin-bonded metal sheets on concrete
723(1)
15.2.9 Welding of new reinforcement
723(1)
15.2.10 Fibre-reinforced plastic (FRP) laminates and sheets bonded on concrete with epoxy resin
724(1)
15.2.10.1 General
724(1)
15.2.10.2 Technical properties of FRPs
725(1)
15.2.10.3 Types of FRP composites
725(3)
15.3 Redimensioning and safety verification of structural elements
728(6)
15.3.1 General
728(1)
15.3.2 Revised γm-factors
728(1)
15.3.3 Load transfer mechanisms through interfaces
728(1)
15.3.3.1 Compression against pre-cracked interfaces
729(1)
15.3.3.2 Adhesion between non-metallic materials
729(1)
15.3.3.3 Friction between non-metallic materials
729(2)
15.3.3.4 Load transfer through resin layers
731(1)
15.3.3.5 Clamping effect of steel across interfaces
731(1)
15.3.3.6 Dowel action
732(1)
15.3.3.7 Anchoring of new reinforcement
732(1)
15.3.3.8 Welding of steel elements
732(1)
15.3.3.9 Final remarks
733(1)
15.3.4 Simplified estimation of the resistance of structural elements
733(1)
15.4 Repair and strengthening of structural elements using conventional means
734(26)
15.4.1 General
734(1)
15.4.2 Columns
735(1)
15.4.2.1 Local interventions
735(1)
15.4.2.2 R/C jackets
736(2)
15.4.2.3 Steel profile cages
738(1)
15.4.2.4 Steel or FRP encasement
739(1)
15.4.2.5 Redimensioning and safety verifications
740(1)
15.4.2.6 Code (EC 8-3/2005) provisions
741(1)
15.4.3 Beams
742(1)
15.4.3.1 Local interventions
742(1)
15.4.3.2 R/C jackets
742(1)
15.4.3.3 Bonded metal sheets
742(1)
15.4.3.4 Redimensioning and safety verification
743(6)
15.4.4 Beam--column joints
749(1)
15.4.4.1 Local repairs
749(1)
15.4.4.2 X-shaped prestressed collars
749(1)
15.4.4.3 R/C jackets
749(1)
15.4.4.4 Bonded metal plates
749(2)
15.4.4.5 Redimensioning and safety verification
751(1)
15.4.5 R/C walls
751(1)
15.4.5.1 Local repairs
752(1)
15.4.5.2 R/C jackets
752(1)
15.4.5.3 Redimensioning and safety verification
753(1)
15.4.6 R/C slabs
754(1)
15.4.6.1 Local repair
754(1)
15.4.6.2 Increase of the thickness or the reinforcement of a slab
754(2)
15.4.6.3 Redimensioning and safety verifications
756(1)
15.4.7 Foundations
756(1)
15.4.7.1 Connection of column jacket to footing
756(1)
15.4.7.2 Strengthening of footings
756(1)
15.4.8 Infill masonry walls
757(1)
15.4.8.1 Light damage
758(1)
15.4.8.2 Serious damage
759(1)
15.5 Repair and strengthening of structural elements using FRPs
760(16)
15.5.1 General considerations
760(1)
15.5.2 Bending
760(1)
15.5.2.1 Intermediate flexural crack-induced debonding
761(3)
15.5.2.2 Crushing of concrete under compression before tension zone failure
764(1)
15.5.2.3 Plate-end debonding
765(1)
15.5.2.4 Theoretical justification of debonding length lb and strain εfe
766(3)
15.5.3 Shear
769(1)
15.5.4 Axial compression and ductility enhancement
770(1)
15.5.4.1 Axial compression
770(4)
15.5.4.2 Ductility enhancement
774(1)
15.5.4.3 Clamping of lap-splices
775(1)
15.5.5 Strengthening of R/C beam--column joints using FRP sheets and laminates
775(1)
15.6 Addition of new structural elements
776(2)
15.7 Quality assurance of interventions
778(1)
15.7.1 General
778(1)
15.7.2 Quality plan of design
779(1)
15.7.3 Quality plan of construction
779(1)
15.8 Final Remarks
779(2)
16 Seismic risk management
781(30)
16.1 General
781(1)
16.2 Conceptual approach to the steps of seismic risk management
782(1)
16.3 Seismic risk assessment in the United States and European Union
783(1)
16.4 Seismic hazard
784(1)
16.5 Seismic vulnerability
785(14)
16.5.1 Fundamentals
785(4)
16.5.2 Inventory of the building stock-classification
789(1)
16.5.2.1 Inventory of the building stock
789(1)
16.5.2.2 Building classification based on the structural system and its material
789(1)
16.5.2.3 Classification of non-structural systems and contents
790(2)
16.5.2.4 Damage states
792(1)
16.5.2.5 Relation of seismic intensity and the damage index
792(5)
16.5.2.6 Relation of structural damage to non-structural damage and contents
797(2)
16.6 Seismic risk analysis
799(7)
16.6.1 General
799(2)
16.6.2 Specific seismic risk analysis
801(2)
16.6.3 Losses for elements at risk
803(1)
16.6.4 Casualties
803(1)
16.6.5 Seismic risk outputs
804(2)
16.7 Cost--benefit analysis
806(5)
16.7.1 General
806(1)
16.7.2 Basic seismic risk mitigation alternatives
807(1)
16.7.3 Semi-empirical seismic risk management
808(3)
References 811(16)
Index 827
Gregory G. Penelis, MSc, DIC, Phd is the CEO of Penelis Consulting Engineers S.A., and has been involved in the design/review of more than 100 buildings throughout Europe. He has been involved in many research projects regarding the seismic assessment of listed and monumental buildings the urban nucleus.



George Gr. Penelis is Emeritus Professor in the Department of Civil Engineering at the Aristotle University of Thessaloniki, Greece, has served as national representative on the drafting committee for Eurocode 2, is ordinary member of Academia Pontaniana, Italy and has published more than 250 technical papers, and is co-author of Earthquake Resistant Concrete Structures. He has supervised 25 successful Phd theses.