Single Skin and Double Skin Concrete Filled Tubular Structures: Analysis and Design

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SINGLE SKIN AND DOUBLE SKIN CONCRETE FILLED TUBULAR STRUCTURES
SINGLE SKIN AND DOUBLE SKIN CONCRETE FILLED TUBULAR STRUCTURES
Copyright
Contents
Acknowledgments
1 - Introduction
1.1 Introduction
1.2 Advantages of CFST and CFDST members
1.3 Erection of CFST and CFDST columns
1.4 Applications of composite members
1.5 International design guidelines
1.6 Material
1.6.1 Steel
1.6.1.1 AS5100 part 6
1.6.1.2 BS5400 part 5
1.6.1.3 DBJ13-51
1.6.1.4 Eurocode 4
1.6.1.5 AISC 360-16
1.6.2 Concrete
1.6.2.1 AS5100
1.6.2.2 BS5400
1.6.2.3 DBJ13-51
1.6.2.4 Eurocode 4
1.6.2.5 AISC 360-16
1.6.3 About this book
References
2 - Experimental tests
2.1 Introduction
2.2 Cross-sectional shapes
2.3 Experiments
2.3.1 Typical experimental procedure
2.4 Effective parameters
2.5 Failure modes
2.5.1 Hollow tube failure modes
2.5.2 Composite member failure modes
2.5.2.1 Circular stub columns
2.5.2.2 Rectangular/square stub columns
2.5.2.3 Corrugated stub columns
2.5.2.4 Polygonal stub columns
2.5.2.5 Inner steel tube of CFDST stub columns
2.5.2.6 Stub columns under partial compression load
2.5.2.7 Tapered stub columns
2.5.2.8 Medium-length and slender columns
2.5.2.9 Columns under eccentric load
2.5.2.10 Columns with outer stainless steel tube
2.5.2.11 Columns with rubberized in-filled concrete
2.5.2.12 Composite beams
2.6 Stiffeners in composite columns
2.7 Size effects
2.8 Hollow ratio
2.9 Effects of the confinement factor
2.10 Effects of the material properties
2.10.1 Concrete
2.10.2 Steel tube
2.11 Load eccentricity
2.11.1 Effects of column slenderness ratio
2.11.2 Effects of eccentricity ratio
2.11.3 Effects of the concrete compressive strength
2.11.4 Effects of the steel tube yield stress
2.12 The role of the inner steel tube
2.12.1 The effects of the inner steel tube
2.12.2 Filling the inner steel tube with the concrete
2.13 Material imperfections
2.13.1 Geometrical imperfections
2.13.2 Corrosion of steel tubes
2.13.2.1 Uniform corrosion
2.13.2.2 Local corrosion
2.13.3 Concrete core imperfections
2.13.3.1 Compaction of the concrete core
2.13.3.2 Circumferential and spherical-cap gaps
Columns
Beams
2.14 Effects of preload and long-term sustained load
2.14.1 Effects of preload
2.14.2 Effects of long-term sustained load
References
3 . Analytical methods
3.1 Introduction
3.2 Stress–strain response of materials
3.2.1 Carbon steel
3.2.2 Stainless steel
3.2.2.1 Ramberg–Osgood model
3.2.2.2 Mirambell and Real's model
3.2.2.3 Gardner and Nethercot's model
3.2.2.4 Quach's model
3.2.2.5 The generalized multistage model
3.2.2.6 Inversion of the stress–strain relationship
3.2.3 Confined concrete
3.2.3.1 Constitutive stress–strain model for confined concrete
Circular and square CFST members
The stress–strain model of Mander et al.
The stress–strain model of Attard and Setung
The stress–strain model of Binici
The stress–strain model of Samani and Attard
The stress–strain model of Lim and Ozbakkaloglu
The stress–strain model of Tao et al.
The stress–strain model of Hu et al.
The stress–strain model of Susantha et al.
The stress–strain model of Liang et al.
The stress–strain model of Han et al.
The stress–strain model of Ellobody et al.
The stress–strain model of Portoles et al.
Round-ended rectangular and elliptical CFST members
The stress–strain model of Ahmed and Liang
The stress–strain model of Patel
The stress–strain model of Ahmed and Liang
The stress–strain model of Dai and Lam
The stress–strain model of Patel et al.
Hexagonal and octagonal CFST members
The stress–strain model of Hassanein et al.
The stress–strain model of Patel et al.
The stress–strain model of Susantha et al.
CFDST members
The stress–strain model of Hu and Su
The stress–strain model of Liang et al.
The stress–strain model of Ahmed et al.
The stress–strain model of Zhao et al.
Dual skin concrete-filled steel tube columns
Required modifications for predicting the stress–strain response of the concrete core in DCFST columns with CHS outer and C ...
Required modifications for predicting the stress–strain response of the concrete core in DCFST columns with SHS outer and C ...
Summary of the constitutive stress–strain model for confined concrete
Constitutive stress–strain model for confined concrete of CFST/CFDST members under long-term sustained loading
3.3 Creep model for concrete
3.4 Creep analysis of CFST columns
3.5 A constitutive model for computing the lateral strain of confined concrete
3.6 Axial and lateral stress–strain response of CFST column
3.7 An analytical axial stress–strain model for circular CFST columns
3.8 Path dependent stress–strain model for CFST columns
3.9 Elastic-plastic model for the stress–strain response of CFST columns
3.10 Strength enhancement induced during cold forming
References
4 . Numerical methods
4.1 Introduction
4.2 Numerical modeling of confined concrete
4.2.1 Concrete plasticity model: Drucker–Prager type plasticity model
4.2.1.1 Yield criterion
4.2.1.2 Strain hardening and softening
4.2.1.3 Flow rule
4.2.1.4 Assessment of the presented Drucker–Prager type plasticity model
4.2.1.5 Drucker–Prager type plasticity model modifications
4.2.1.6 Implementing the modified Drucker–Prager type plasticity model in ABAQUS
4.2.2 Concrete plasticity model: concrete damage plasticity model
4.2.2.1 Damage
4.2.2.2 Yield criterion
4.2.2.3 Hardening/softening rule
4.2.2.4 Flow rule
4.2.2.5 CDP model modifications
4.2.3 Effects of different parameters on the numerical results
4.2.3.1 Effects of stress–strain model of steel on the FE results
4.2.3.2 Effects of stress–strain model of concrete on the FE results
4.2.3.3 Effects of the ratio of the second stress invariant on the tensile meridian to that on the compressive meridian on the FE r ...
4.2.3.4 Effects of the dilation angle on the FE results
4.3 Investigating the behavior of composite members through numerical analysis
4.3.1 Short columns
4.3.1.1 Effects of the outer tube depth-to-thickness ratio
4.3.1.2 Effects of the concrete compressive strength
4.3.1.3 Effects of the outer steel tube yield strength
4.3.1.4 Effects of the inner steel tube yield strength
4.3.1.5 Effects of the hollow ratio
4.3.1.6 Effects of the inner steel tube depth-to-thickness ratio
4.3.1.7 Efficiency of increasing material strength on the load-bearing capacity of composite members
4.3.1.8 Simultaneous effects of the depth-to-thickness ratio of the steel tube and the concrete compressive strength on the ultimat ...
4.3.1.9 Effects of local buckling
4.3.1.10 Effects of section shapes
4.3.2 Mechanism of interaction of steel tubes and concrete
4.3.2.1 Development of interaction between steel tubes and the concrete core
4.3.2.2 Influence of geometric and material properties on the confinement effect
4.3.3 Tapered and inclined composite members
4.3.3.1 Tapered composite members
4.3.3.2 Inclined composite members
4.3.3.3 Effect of the tapered and inclined angles on the ultimate axial capacity of composite members
4.3.4 Slender columns
4.3.4.1 Failure modes
4.3.4.2 Load–strain curve
4.3.4.3 Effects of column slenderness ratio
4.3.4.4 Effects of width-to-thickness ratio
4.3.4.5 Effects of concrete compressive strength
4.3.4.6 Effects of the hollow ratio
4.3.4.7 Effects of the load eccentricity ratio
4.3.4.8 Load distribution in constituent components of slender composite members
Load distribution in constituent components of slender CFST beam columns
Load distribution in constituent components of slender CFDST beam columns
4.3.4.9 Ultimate axial strengths of slender beam columns
4.3.4.10 Effects of concrete confinement
4.3.4.11 Pure bending strengths of slender beam columns
4.3.4.12 Residual strength
4.3.4.13 Behavior of concrete-filled corrugated steel tubular stub column
Comparison of CFCST, CFST, and RC
Influence of geometries
Confinement mechanism
Behavior of CFCST beam columns
Performance mechanism of CFCST columns under compression-bending combined loading
Stress of CSP over the thickness
Stress of CSP over the height
Stress of CSP over the cross-section
Local confinement and theoretical analysis
Preloading of composite columns
References
5 . Design rules and standards
5.1 Limitations of design regulations on the strength of materials and section slenderness
5.2 Compressive design strength of composite members based on design guidelines
5.2.1 Compressive strength of CFST columns subjected to axial compression
5.2.1.1 AS5100
5.2.1.2 BS5400
5.2.1.3 DBJ13-51
5.2.1.4 Eurocode 4
5.2.1.5 AISC 360-16
5.2.2 Buckling curves
5.2.2.1 AS5100
5.2.2.2 BS5400-part 5
5.2.2.3 DBJ13-51
5.2.2.4 EC4
5.2.3 Design capacity of CFST columns subjected to axial compression
5.2.3.1 AS5100
5.2.3.2 BS5400
5.2.3.3 DBJ13-51
5.2.3.4 EC4
5.2.3.5 AISC360-16
5.2.4 Examples
5.2.4.1 Example one
Solution:
5.2.4.2 Example two
Solution:
5.2.4.3 Example three
Solution:
5.2.5 Design strength of CFDST columns subjected to axial compression
5.3 Moment design strength of composite members based on design guidelines
5.3.1 Moment strength of CFST beams
5.3.1.1 Plastic moment capacity of CFST beams
Rectangular section with flat steel plates
Rectangular section with round-ended corners
Circular section
5.3.2 Moment capacity of CFST beams based on design codes
5.3.2.1 AS5100
5.3.2.2 BS5400
5.3.2.3 DBJ13-51
5.3.2.4 EC4
5.3.2.5 AISC360-16
5.3.3 Examples
5.3.3.1 Example four
5.3.3.2 Example five
Solution:
5.3.3.3 Example six
Solution:
5.3.4 Moment capacity of CFDST beams
5.3.4.1 Example seven
Solution:
5.4 CFST members under combined axial loading and bending
5.4.1 Determining the resistance of CFST members under combined axial loading and bending based on design rules
5.4.1.1 BS5400
5.4.1.2 DBJ13-51
5.4.1.3 EC4
5.4.1.4 AISC360-16
The first method
The second method
5.4.2 Second-order effect
5.4.2.1 EC4
5.4.2.2 AISC360-16
5.4.3 Example eight
5.4.3.1 Solution:
5.5 Strength of composite members based on research works
5.5.1 CFST members under axial compression
5.5.1.1 Compressive stiffness of CFST short columns
5.5.1.2 Ultimate axial strain of CFST short columns
5.5.2 CFDST members under axial compression
5.5.3 CFST members under bending
5.5.3.1 Simplified moment capacity model of Elchalakani et al.
5.5.3.2 Simplified moment capacity model of Han
5.5.3.3 Simplified moment capacity model of Liang et al.
5.5.3.4 Flexural stiffness of CFST beams
5.5.3.5 Moment M-curvature φ response of CFST beams
5.5.4 CFDST members under bending
5.5.4.1 Example nine
Solution:
5.5.5 CFDST members under combined axial loading and bending
5.6 Local buckling of steel plates
5.6.1 Elastic local buckling of steel plates
5.6.1.1 Steel hollow sections
5.6.1.2 Steel hollow sections filled with the concrete
5.6.2 Postlocal buckling of steel plates
5.6.2.1 Steel hollow sections
5.6.2.2 Square steel hollow sections filled with the concrete
5.6.2.3 Circular steel hollow sections filled with the concrete
5.6.2.4 Example ten
Solution:
5.6.2.5 Example eleven
Solution:
5.7 Further discussion on local buckling of steel plates in rectangular CFST columns under axial compression
5.7.1 Local buckling of steel plates in rectangular CFST columns with binding bars under axial compression
5.7.2 Elastoplastic local buckling of steel plates in rectangular CFST columns under axial compression
5.7.3 A refined model for local buckling of steel plates in rectangular CFST columns under axial compression
5.7.4 Effects of different parameters on the local buckling strength of rectangular steel plates in CFST columns with binding bars
5.7.4.1 Effect of spacing between binding bars
5.7.4.2 Effect of the diameter of binding bars
5.7.4.3 Effect of the D/B ratio
5.7.4.4 Further discussion on the effect of the b/t ratio and the D/B ratio on the buckling strength of rectangular steel plates in ...
5.7.5 Design recommendation of steel plates in rectangular CFST columns with binding bars
5.8 Compressive strength of CFST stub columns with stiffeners
5.8.1 Square CFST stub columns with PBL
5.8.2 Square CFST stub columns with inclined stiffener ribs
5.8.3 Square CFST stub columns with binding bars
5.8.4 Rectangular CFST stub columns with binding bars
5.8.5 Square CFST stub columns with spiral tension bars
5.8.6 Circular CFST stub columns with tie bars
5.8.7 Circular CFST stub columns with tension bars
5.8.8 Circular CFST stub columns with external ring bar stiffeners
5.8.9 Circular CFST stub columns with jacket strip stiffeners
5.8.10 Circular CFST stub columns with spiral bar stiffeners
5.8.11 L-shaped CFST stub columns with binding bars
5.8.12 T-shaped CFST stub columns with binding bars
5.9 Compressive strength of CFST stub columns with local corrosions
5.9.1 Circular CFST stub columns with local corrosions
5.9.2 Square CFST stub columns with local corrosions
5.10 Strain compatibility between the steel tube and the concrete core
References
6 - Future research
6.1 Introduction
6.2 Material properties
6.2.1 Carbon steel tube and concrete core
6.2.2 Stainless steel tube
6.3 Geometric properties
6.4 Nonuniform confinement
6.5 Fire performance of composite members
6.6 Stiffened composite members
6.7 Environmentally sustainable material
References
Index
A
B
C
D
E
F
G
H
I
L
M
N
O
P
Q
R
S
T
U
V
W
Y
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