Muutke küpsiste eelistusi

Analytical Approaches for Reinforced Concrete [Pehme köide]

(Professor, Shenzhen University, China)
Teised raamatud teemal:
Analytical Approaches for Reinforced ConcreteSuurem pilt
Teised raamatud teemal:
Püsilink: https://www.kriso.ee/db/9780128211649.html
Märksõnad:

Analytical Approaches for Reinforced Concrete presents mathematically-derived theories and equations for RC design and construction. The book applies deductive reasoning, logic and mathematics to RC. Laying out, deductively, the principles of RC, it encourages researchers to re-imagine and innovate using a solid conceptual framework. Sections consider the reasoning behind key theories, as well as problems that remain unsolved. The title presents key ideas in simple language and illustrates them clearly to help the reader grasp difficult concepts and develop a solid foundation, grounded in mathematics, for further study and research.

The book is future-oriented, demonstrating theories that are applicable not only to conventional reinforced concrete members, but also to the envisaged structures of tomorrow. Such developments will increasingly require a deep, deductive understanding of RC. This title is the first of its kind, presenting a fresh analytical approach to reinforced concrete design and construction.

  • Takes an analytical approach to reinforced concrete using mathematics and deduction
  • Lays out the reasoning behind key theories and models in reinforced concrete design and construction
  • Encourages researchers-new and established- to re-imagine and innovate using a solid conceptual framework
  • Presents difficult concepts that are clearly and analytically presented with accompanying illustrations
  • Looks forward to the use of reinforced concrete in the complex structures of the future
Preface xvii
Notations xix
1 Failure of reinforced concrete members
1(24)
1.1 Introduction
1(1)
1.2 Typical structure of RC beam
2(1)
1.3 Experimental observations--An RC practical
3(7)
1.3.1 Beam 1
6(1)
1.3.2 Beam 2
6(2)
1.3.3 Beam 3
8(1)
1.3.4 Beam 4
8(1)
1.3.5 Beam 5
9(1)
1.3.6 Beam 6
10(1)
1.4 Failure modes
10(5)
1.4.1 Evolution of failure modes
10(1)
1.4.2 Safe failure mode and control of failure mode
11(2)
1.4.3 The principle of weakest link
13(1)
1.4.4 Other failure modes
14(1)
1.5 Failure consequence, safety factor, and ductility
15(2)
1.6 Limit state design approach
17(3)
1.7 Structural design procedure
20(2)
1.7.1 Design for serviceability limit states
20(1)
1.7.2 Design for ultimate limit states
20(1)
1.7.3 Design procedure
21(1)
1.8 Design codes of practice
22(3)
References
23(2)
2 Flexural failure and design theory
25(32)
2.1 Introduction
25(1)
2.2 Failure process
25(2)
2.2.1 Effect of loading type on failure point
26(1)
2.3 Moment-curvature relationship
27(2)
2.4 Typical response curves
29(2)
2.5 Failure modes
31(2)
2.6 Calculation of design moment
33(7)
2.6.1 Moment taking
33(1)
2.6.2 Moment redistribution
34(1)
2.6.2.1 The mechanism of moment redistribution
35(2)
2.6.2.2 Effect of redistribution on moment envelope
37(1)
2.6.2.3 Determination of moment envelope
38(2)
2.7 Conventional flexural theory
40(8)
2.7.1 Solution of the equations
42(1)
2.7.2 Stress block parameters
43(3)
2.7.3 Discussions on stress block parameters
46(2)
2.8 Miscellaneous relationships
48(9)
2.8.1 Curvature of section
48(2)
2.8.2 The theorem of plane section
50(5)
References
55(2)
3 Deductive approach to flexural theory
57(42)
3.1 General assumptions
57(1)
3.2 RC flexural design theorems
57(11)
3.2.1 The first theorem
57(5)
3.2.2 The second theorem
62(2)
3.2.3 The third theorem
64(4)
3.3 Numerical illustrations
68(6)
3.3.1 Flexural design parameters
68(3)
3.3.2 Elastic compression reinforcement
71(2)
3.3.3 Ultimate failure point
73(1)
3.4 Ultimate curvature and curvature ductility of RC sections
74(9)
3.4.1 Curvature ductility of plain concrete sections
74(3)
3.4.2 Effect of longitudinal reinforcement on ductility of RC column sections
77(1)
3.4.2.1 At critical axial load
77(1)
3.4.2.2 For axial load levels lower than the critical load
78(1)
3.4.2.3 For axial load levels higher than the critical axial load
79(1)
3.4.3 Numerical studies
80(3)
3.5 Derivation of the theorems
83(10)
3.5.1 Underreinforced sections
85(1)
3.5.2 Maximum reinforcement ratio for εcm = εcm,u
86(1)
3.5.3 Elastic solutions
87(1)
3.5.4 Transition stage
88(1)
3.5.5 RC sections with elastic compression bars
89(1)
3.5.6 Equivalent reinforcement ratio
90(1)
3.5.7 Ultimate curvature
90(1)
3.5.8 Derivation of cases with elastic bars
91(1)
3.5.8.1 Flexural design with elastic tension reinforcement
91(1)
3.5.8.2 Flexural design with elastic compression reinforcement
92(1)
3.6 Alternative flexural design procedure
93(6)
3.6.1 Comparison with ACI 318
94(1)
3.6.2 Design procedure
95(2)
References
97(2)
4 Applications of the flexural theorems
99(30)
4.1 Application to design of RC members under elevated temperature
99(13)
4.1.1 Stress-strain model of concrete under elevated temperature
99(1)
4.1.2 Stress-strain relationship of steel bar under elevated temperature
100(1)
4.1.3 Stress block parameters
101(1)
4.1.4 Design example
102(1)
4.1.5 Validation of results
103(1)
4.1.6 Flexural analysis of RC members under elevated temperature
104(1)
4.1.6.1 Flexural strength
105(1)
4.1.6.2 Flexural design strain
106(1)
4.1.6.3 Ultimate curvature
107(1)
4.1.6.4 Parametric studies
107(5)
4.2 Stress block parameters for RC members reinforced with FRP bar
112(17)
4.2.1 Flexural failure of FRP-reinforced concrete beams
112(1)
4.2.2 Stress-strain relationships
113(2)
4.2.3 Parametric studies
115(1)
4.2.3.1 Effects of compressive strength of concrete
115(1)
4.2.3.2 Effects of effective reinforcement ratio
116(1)
4.2.4 Stress block parameters
117(1)
4.2.5 Comparisons with existing design codes
118(1)
4.2.5.1 ACI440.1R-15
118(3)
4.2.5.2 CSA-S806-12
121(1)
4.2.6 Design examples
121(2)
4.2.7 Comparison of models
123(4)
References
127(2)
5 Bond between reinforcement and concrete
129(40)
5.1 Composite action
129(3)
5.2 Bond of reinforcement
132(1)
5.3 Bond mechanisms and bond-slip relationship
133(7)
5.3.1 Adhesion
134(3)
5.3.2 Mechanical interlock
137(2)
5.3.3 Friction
139(1)
5.4 Bond design of rebar
140(3)
5.5 Anchorage design of rebar for flexural members
143(2)
5.6 Beam action and arch action
145(2)
5.7 Effect of cracks on bond
147(2)
5.8 Effect of bond on cracking
149(5)
5.8.1 Crack formation in RC ties
149(4)
5.8.2 Crack formation in RC beams
153(1)
5.9 Evaluation of crack width and spacing
154(8)
5.9.1 Design for cracking
154(1)
5.9.2 Slip theory
155(2)
5.9.3 No-slip theory
157(1)
5.9.4 Mathematical modeling
158(3)
5.9.5 Other models
161(1)
5.10 Tension stiffening
162(1)
5.11 Flexural strength calculation without considering slip
163(1)
5.12 Frictional shear for RC joints
164(5)
References
166(3)
6 Analytical modeling of composite members
169(62)
6.1 Structural rehabilitation
169(4)
6.2 Mechanically bonded reinforcing systems
173(20)
6.2.1 Classic linear elastic theory
174(1)
6.2.2 Equilibrium and compatibility
175(2)
6.2.3 Governing differential equation
177(1)
6.2.4 Solution for the case of cantilever column
178(3)
6.2.5 Composite parameters
181(1)
6.2.5.1 Parameters governing longitudinal slep
182(2)
6.2.5.2 Parameters affecting flexural deformation
184(3)
6.2.6 Slip distribution
187(3)
6.2.7 Other studies on partial-interaction composite members
190(3)
6.3 Adhesively bonded reinforcement
193(8)
6.3.1 Failure modes
194(2)
6.3.2 Flexural design approach
196(2)
6.3.3 Measures to suppress interfacial debonding
198(3)
6.4 Analytical solution of EBR pull-off test
201(16)
6.4.1 Governing equations
202(1)
6.4.2 Analytical solutions
203(2)
6.4.3 Snapback problem
205(3)
6.4.4 Control of pull-off test
208(1)
6.4.5 Peak strength
209(3)
6.4.6 Parameter identification
212(5)
6.5 Hybrid bonded reinforcement
217(14)
6.5.1 Bond enhancement systems
217(2)
6.5.2 Mechanisms of the HB system
219(3)
6.5.3 Experimental tests
222(1)
6.5.4 Bond modeling
222(4)
References
226(5)
7 Flexural deflection
231(64)
7.1 Introduction
231(1)
7.2 Deflection under serviceability limit states
231(17)
7.2.1 General
231(3)
7.2.2 Short-term flexural rigidity and tension stiffening
234(1)
7.2.2.1 Transformed section
235(2)
7.2.2.2 Effective moment of inertia
237(1)
7.2.2.3 Smeared crack approach
238(2)
7.2.2.4 Curvature modeling considering slip
240(1)
7.2.3 Long-term deflection
241(1)
7.2.3.1 Long-term effective modulus of concrete
242(1)
7.2.3.2 Long-term curvature and deflection due to creep
243(1)
7.2.3.3 Deflection due to shrinkage and temperature change
244(2)
7.2.4 Superposition of flexural deflections
246(2)
7.3 Deflection under ultimate limit states
248(47)
7.3.1 Physical plastic hinge length and equivalent plastic hinge length
250(3)
7.3.2 Factors affecting plastic hinge length
253(5)
7.3.3 Existing plastic hinge length models
258(1)
7.3.4 Numerical and analytical studies on plastic hinge length
258(1)
7.3.4.1 Rebar yielding zone
259(1)
7.3.4.2 Concrete softening zones
260(1)
7.3.4.3 Curvature localization zone
260(2)
7.3.4.4 Parametric studies
262(5)
7.3.4.5 Effect of confinement and minimum jacket length
267(5)
7.3.4.6 Equivalent plastic hinge length
272(5)
7.3.4.7 Plastic hinge under cyclic loading
277(3)
7.3.4.8 Effect of FRP-to-concrete interfacial bond on plastic hinge
280(3)
7.3.5 The P-A effect
283(3)
7.3.5.1 Implications of the P-A effect
286(1)
7.3.5.2 Evaluation of the simplified method for the P-A effect
287(4)
References
291(4)
8 Confined concrete
295(82)
8.1 Introduction
295(1)
8.2 Confinement effects on compression failure of concrete
295(3)
8.3 Strength modeling of confined concrete cylinders/circular columns
298(4)
8.3.1 Active and passive confinement
300(2)
8.3.2 Typical strength models
302(1)
8.4 Strength modeling of noncircular columns
302(23)
8.4.1 Confinement effectiveness of square jacket
304(4)
8.4.2 Effective strain of FRP jacket
308(2)
8.4.3 Development of models for FRP-confined square/rectangular columns
310(1)
8.4.3.1 Empirical models
310(5)
8.4.3.2 Unified models
315(1)
8.4.3.3 Hoek-Brown's model
316(3)
8.4.4 Assessment of models
319(6)
8.5 Measures to increase confinement effectiveness for rectilinear columns
325(5)
8.5.1 Increasing the rigidity of jacketing plate
325(1)
8.5.2 Reducing longitudinal stress
326(1)
8.5.3 Additional anchoring
327(1)
8.5.4 Alteration of cross section
328(2)
8.5.5 Other means
330(1)
8.6 Stress-strain relationship of concrete
330(47)
8.6.1 Methods for stress-strain modeling
332(1)
8.6.2 Existence and form of the one-dimensional stress-strain relationship
333(2)
8.6.3 Stress-strain relationship of concrete confined steel reinforcement
335(2)
8.6.4 Stress-strain model of concrete for FRP-confined columns
337(1)
8.6.4.1 Models developed by Teng's group
338(1)
8.6.4.2 The model proposed by Harajli et al. (2006)
339(1)
8.6.4.3 The model proposed by Wu et al. (2007)
339(1)
8.6.4.4 The model by Youssef et al. (2007)
340(1)
8.6.4.5 The unified model by Wei and Wu (2012)
340(1)
8.6.5 Stress-strain model of confined concrete under eccentric loading
341(1)
8.6.5.1 Effect of load eccentricity on the stress-strain relationship of confined concrete
341(3)
8.6.5.2 The stress-strain model by Wu and Jiang (2013a)
344(1)
8.6.5.3 The stress-strain model by Cao et al. (2018)
345(1)
8.6.5.4 Effect of load path on stress-strain relationship
346(2)
8.6.6 Analytical method for stress-strain modeling
348(1)
8.6.6.1 The analytical method by Li et al. (2021)
349(5)
8.6.7 Stress-strain model of confined concrete for repair works by Wu et al. (2014)
354(3)
8.6.8 Stress-strain model of confined concrete under cyclic loading
357(4)
8.6.9 Stress-strain model of concrete for axially loaded members with failure localization
361(7)
References
368(9)
9 Ductility modification technologies
377(60)
9.1 Introduction
377(1)
9.2 Ductility deficient RC structures reinforced with nonductile bars
377(2)
9.3 Avenues* for ductility
379(1)
9.4 Compression yielding structural system
380(2)
9.5 Compression yielding instruments
382(4)
9.5.1 Compression yielding mechanisms
382(2)
9.5.2 Compression yielding material
384(2)
9.6 Test of CY beams
386(8)
9.7 Ductility demand on CY zone
394(3)
9.8 Design of CY members
397(4)
9.9 CY columns
401(3)
9.10 Fused structures
404(7)
9.10.1 A new type of structural fuse
405(1)
9.10.2 Cost analysis of the fused structures
406(2)
9.10.3 Determination of safety margin for fused structures
408(3)
9.11 Increasing concrete strength by reducing perforation
411(4)
9.12 Failure localization and mitigation
415(22)
9.12.1 Failure of RC column under concentric loading
418(1)
9.12.2 Concrete cracking
419(3)
9.12.3 Plastic hinge failure
422(5)
9.12.4 Rebar necking
427(6)
9.12.5 General rule for mitigation of failure localization
433(1)
References
434(3)
10 Shear failure of RC members
437(46)
10.1 Introduction
437(1)
10.2 Shear failure process and failure modes
437(8)
10.3 Shear resisting mechanisms
445(8)
10.3.1 Shear transfer mechanisms of RC members without web reinforcement
448(1)
10.3.2 Shear transfer of RC members with web reinforcement
448(5)
10.4 Development of shear design approaches
453(4)
10.5 Evaluation of existing shear strength models
457(10)
10.5.1 Evaluation of total shear strength
460(1)
10.5.2 Evaluation of shear strength components
460(2)
10.5.3 Difference between Vc and Vcr
462(2)
10.5.4 Other test observations
464(2)
10.5.5 Summary of findings
466(1)
10.6 Discussion on shear strength modeling
467(7)
10.6.1 Classic mechanics for derivation of Vcr
468(1)
10.6.2 Shear resisting system and individual shear mechanisms
469(2)
10.6.3 Advanced models based on particular shear mechanisms
471(1)
10.6.4 Criterion-based design approach
472(1)
10.6.5 Lower bound solution
473(1)
10.7 Potential solutions
474(9)
10.7.1 More sophisticated modeling of the load-deformation process for the major shear mechanisms
474(1)
10.7.2 Design RC details of a potential shear failure zone to have a simple and desirable load path and failure mode
474(2)
10.7.3 Using a structural fuse to convert the shear failure mode to another one
476(1)
10.7.4 Developing shear strength model with Al technology
477(1)
References
478(5)
11 Modeling
483(36)
11.1 Introduction
483(1)
11.2 Types of model
483(4)
11.3 Principles of modeling
487(4)
11.3.1 Accuracy versus complexity of model
487(1)
11.3.2 Causality of model
488(1)
11.3.3 Task driven modeling
489(2)
11.4 Methods of modeling
491(6)
11.4.1 Logic reasoning
491(2)
11.4.2 Theoretical vs. empirical modeling
493(2)
11.4.3 Linear vs. nonlinear modeling
495(1)
11.4.4 Forward vs. inverse modeling
496(1)
11.4.5 Heuristic modeling
496(1)
11.5 Evaluation of model
497(3)
11.5.1 Fitting observations
497(1)
11.5.2 Scope of model
498(1)
11.5.3 Philosophical considerations
498(2)
11.6 Selection of model
500(5)
11.6.1 Quantitative models
500(1)
11.6.2 Qualitative models
501(4)
11.7 Modeling with theorems of plasticity
505(2)
11.7.1 Theorems of plasticity
505(1)
11.7.2 Application of the plasticity theorems
506(1)
11.8 About safety factor
507(2)
11.9 Detailing of structures
509(1)
11.10 Size effect
510(1)
11.11 Research approach
511(8)
11.11.1 Scientific method
511(2)
11.11.2 The four dimensions of research approach
513(2)
11.11.3 Fostering creativity in research
515(2)
References
517(2)
Index 519
Yu-Fei Wu is a distinguished professor of Civil/Structural Engineering in the College of Civil and Transportation Engineering at Shenzhen University in China and the School of Engineering at RMIT University in Australia. He received his PhD from the University of Adelaide, Australia. He has over 10 years of industrial experience in structural engineering, as a professional engineer of New Zealand and Australia (FIEAust, CPEng, NER, MIPENZ). His research interests lie in the broad field of structural engineering, including concrete structures, structural design, composite structures, FRP structures, and structural rehabilitation.