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Concrete-Filled Stainless Steel Tubular Columns [Kõva köide]

(Victoria University, Australia), (La Trobe University, Australia), (University of Wollongong, Australia)
  • Formaat: Hardback, 132 pages, kõrgus x laius: 234x156 mm, kaal: 354 g, 13 Tables, black and white; 75 Line drawings, black and white; 1 Halftones, black and white; 76 Illustrations, black and white
  • Ilmumisaeg: 20-Dec-2018
  • Kirjastus: CRC Press
  • ISBN-10: 1138543667
  • ISBN-13: 9781138543669
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Concrete-Filled Stainless Steel Tubular ColumnsSuurem pilt
  • Formaat: Hardback, 132 pages, kõrgus x laius: 234x156 mm, kaal: 354 g, 13 Tables, black and white; 75 Line drawings, black and white; 1 Halftones, black and white; 76 Illustrations, black and white
  • Ilmumisaeg: 20-Dec-2018
  • Kirjastus: CRC Press
  • ISBN-10: 1138543667
  • ISBN-13: 9781138543669
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Märksõnad:

Concrete-filled stainless steel tubular (CFSST) columns are increasingly used in modern composite construction due to their high strength, high ductility, high corrosion resistance, high durability and aesthetics and ease of maintenance. Thin-walled CFSST columns are characterized by the different strain-hardening behavior of stainless steel in tension and in compression, local buckling of stainless steel tubes and concrete confinement. Design codes and numerical models often overestimate or underestimate the ultimate strengths of CFSST columns.

This book presents accurate and efficient computational models for the nonlinear inelastic analysis and design of CFSST short and slender columns under axial load and biaxial bending. The effects of different strain-hardening characteristics of stainless steel in tension and in compression, progressive local and post-local buckling of stainless steel tubes and concrete confinement are taken into account in the computational models. The numerical models simulate the axial load-strain behavior, moment-curvature curves, axial load-deflection responses and axial load-moment strength interaction diagrams of CFSST columns. The book describes the mathematical formulations, computational procedures and model verifications for circular and rectangular CFSST short and slender columns. The behavior of CFSST columns under various loading conditions is demonstrated by numerous numerical examples.

This book is written for practising structural and civil engineers, academic researchers and graduate students in civil engineering who are interested in the latest computational techniques and design methods for CFSST columns.

Preface ix
Acknowledgments xi
Authors xiii
1 Introduction
1(12)
1.1 Background
1(3)
1.2 Stainless steel grades
4(2)
1.2.1 Austenitic stainless steels
4(1)
1.2.2 Ferritic stainless steels
4(1)
1.2.3 Martensitic stainless steels
5(1)
1.2.4 Duplex stainless steels
5(1)
1.2.5 Precipitation hardening stainless steels
6(1)
1.3 Basic stress-strain behavior of stainless steels
6(1)
1.4 Characteristics of CFSST columns
6(4)
1.4.1 Concrete confinement in circular CFSST columns
6(3)
1.4.2 Local buckling of rectangular CFSST columns
9(1)
1.5 Conclusions
10(1)
References
10(3)
2 Nonlinear analysis of CFSST short columns
13(48)
2.1 Introduction
13(2)
2.2 Stress-strain relationships of carbon steels
15(1)
2.3 Stress-strain relationships of stainless steels
16(8)
2.3.1 Two-stage stress-strain model by Rasmussen
16(2)
2.3.2 Two-stage stress-strain model by Gardner and Nethercot
18(1)
2.3.3 Three-stage stress-strain models by Quacb et al. and Abdella el al.
19(4)
2.3.4 Stress-strain model by Tao and Rasmussen
23(1)
2.4 Stress-strain relationships of concrete
24(5)
2.4.1 Compressive concrete in circular CFSST columns
24(3)
2.4.2 Compressive concrete in-rectangular CFSST columns
27(2)
2.4.3 Concrete in tension
29(1)
2.5 Fiber element modeling
29(7)
2.5.1 Discretization of cross-sections
29(1)
2.5.2 Fiber strains
29(2)
2.5.3 Axial force and bending moments
31(1)
2.5.4 Initial local buckling of stainless steel tubes
32(1)
2.5.5 Post-local buckling of stainless steel tubes
33(2)
2.5.6 Modeling of progressive post-local buckling
35(1)
2.6 Numerical analysis procedures
36(3)
2.6.1 Axial load-strain analysis
36(1)
2.6.2 Moment-curvature analysis
37(1)
2.6.3 Axial load-moment interaction strength analysis
38(1)
2.6.4 Solution algorithms implementing the secant method
38(1)
2.7 Comparative studies
39(6)
2.7.1 Validation of effective ividth models
39(2)
2.7.2 Verification of the fiber element model
41(1)
2.7.3 Comparisons of stress-strain models for stainless steel
41(3)
2.7.4 Comparison of CFSTand CFSST columns
44(1)
2.8 Behavior of CFSST short columns
45(7)
2.8.1 Influences of depth-to-thickness ratio
45(2)
2.8.2 Influences of concrete strength
47(1)
2.8.3 Influences of stainless steel strength
47(2)
2.8.4 Influences of local buckling
49(1)
2.8.5 Influences of section shapes
50(2)
2.9 Design of CFSST short columns
52(2)
2.9.1 AISC 316-16
52(1)
2.9.2 Eurocode 4
52(1)
2.9.3 Design model by Patel et al.
53(1)
2.10 Conclusions
54(2)
References
56(5)
3 Nonlinear analysis of circular CFSST slender columns
61(34)
3.1 Introduction
61(1)
3.2 Modeling of cross-sections
62(1)
3.3 Modeling of load-deflection responses
63(4)
3.3.1 Mathematical formulation
63(3)
3.3.2 Computational procedure
66(1)
3.4 Generating axial load-moment strength envelopes
67(2)
3.4.1 Mathematical modeling
67(1)
3.4.2 Modeling procedure for strength envelopes
68(1)
3.5 Solution algorithms implementing Muller's method
69(2)
3.6 Accuracy of mathematical models
71(3)
3.6.1 Concentrically loaded columns
71(1)
3.6.2 Eccentrically loaded columns
72(2)
3.7 Behavior of circular slender CFSST beam-columns
74(14)
3.7.1 Effects of column slenderness ratio
74(2)
3.7.2 Effects of load eccentricity ratio
76(2)
3.7.3 Effects of diameter-to-thickness ratio
78(1)
3.7.4 Effects of stainless steel proof stress
78(2)
3.7.5 Effects of concrete compressive strength
80(1)
3.7.6 Effects of concrete confinement
81(1)
3.7.7 Load distribution in concrete and stainless steel tubes
82(6)
3.8 Design of circular slender CFSST columns
88(2)
3.9 Conclusions
90(1)
References
91(4)
4 Nonlinear analysis of rectangular CFSST slender columns
95(30)
4.1 Introduction
95(1)
4.2 Formulation of cross-sections under biaxial bending
96(1)
4.3 Simulating load-deflection responses for biaxial bending
97(3)
4.3.1 General theory
97(2)
4.3.2 Computer simulation procedure
99(1)
4.4 Modeling strength envelopes for biaxial bending
100(3)
4.4.1 Theoretical formulation
100(1)
4.4.2 Numerical modeling procedure
101(2)
4.5 Solution algorithms for columns under biaxial bending
103(1)
4.6 Verification of theoretical models
103(3)
4.6.1 Columns under axial loading
103(1)
4.6.2 Beam-columns under axial load and biaxial bending
104(2)
4.7 Behavior of rectangular slender CFSST beam-columns
106(13)
4.7.1 Ultimate axial strengths
107(1)
4.7.2 Concrete contribution ratio
108(1)
4.7.3 Pure moment capacities
109(2)
4.7.4 Axial load-deflection responses
111(3)
4.7.5 Local buckling
114(1)
4.7.6 Applied load angles
115(1)
4.7.7 Cross-sectional shapes
116(2)
4.7.8 Column strength curves
118(1)
4.8 Design of rectangular and square CFSST slender columns
119(3)
4.8.1 Ultimate pure moments of square columns
119(1)
4.8.2 Slender columns under axial compression
120(2)
4.9 Conclusions
122(1)
References
123(2)
Notations 125(6)
Index 131
Vipulkumar Ishvarbhai Patel is a Lecturer in Structural Engineering at La Trobe University, Australia, and the co-author of Nonlinear Analysis of Concrete-Filled Steel Tubular Columns.

Qing Quan Liang is an Associate Professor of Structural Engineering at Victoria University, Australia, the Founder and President of Australian Association for Steel-Concrete Composite Structures (AASCCS), the author of Performance-Based Optimization of Structures: Theory and Applications and Analysis and Design of Steel and Composite Structures, and the co-author of Nonlinear Analysis of Concrete-Filled Steel Tubular Columns.

Muhammad N. S. Hadi is an Associate Professor in Structural Engineering at the University of Wollongong, Australia, and the co-author of Nonlinear Analysis of Concrete-Filled Steel Tubular Columns and Earthquake Resistant Design of Buildings.