Nonlinear analysis of square concrete-filled double-skin steel tubular columns under axial compression

Ayough, Pouria; Sulong, N.H. Ramli; Ibrahim, Zainah; Hsiao, Po Chien

doi:10.1016/j.engstruct.2020.110678

Cited by 50 publications

(10 citation statements)

References 77 publications

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“…The maximum loads are, respectively, 1067, 1084, and 1086 kN with the corresponding hollow ratio

χ

of 0.05, 0.2, and 0.3, which implies that the improvement in structural performance is insignificant. However, with

χ > 0.3

, there is a reduction in the maximum axial performance, which has also been reported by Ayough et al 41 in the study of CFDST column with carbon outer steel tube. It can be explained that an increase in hollow ratio leads to a reduction in sandwiched concrete contribution.…”

Section: Parametric Studysupporting

confidence: 80%

“…The four constants are given by Equations ():

A goodbreak= \frac{E_{c} ε_{c}}{f_{c}^{'}},

A goodbreak= \frac{{((), A goodbreak- 1)}^{2}}{0.55} goodbreak- 1,

C goodbreak= A goodbreak- 2,

C goodbreak= B goodbreak+ 1,

in which

E_{c}

is obtained from the international design code ACI 318‐11 38 . Equation () is used to predict Young's modulus of concrete

E_{c}

E_{c} goodbreak= 4733 \sqrt{f_{c}^{'}} ((), MPa)

In Equation (),

ε_{0}

represents the strain at the peak stress

f_{c}^{'}

as shown in Figure 7, and is calculated using Equation () as 41 :

ε_{normalc 0} goodbreak= 0.00076 goodbreak+ \sqrt{((), 0.626 f_{c}^{'} goodbreak- 4.33) \times 10^{- 7}} .

The descending branch BC as depicted in Figure 7 can be calculated using Equation () which was proposed by Binici 40

σ_{c} goodbreak= f_{r} goodbreak+ ((), f_{c}^{'} goodbreak- f_{r}) \exp ([], goodbreak- {(\frac{ε_{c} - ε_{cc}}{α})}^{β}) for ε_{c} \geq

…”

Section: Constitutive Materials Modelsmentioning

confidence: 99%

“…In Equation ( 2), ε 0 represents the strain at the peak stress f 0 c as shown in Figure 7, and is calculated using Equation (8) as 41 :…”

Section: Stress-strain Relationship Of Sandwiched Concretementioning

confidence: 99%

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Numerical analysis of square concrete‐filled double‐skin tubular columns with outer stainless‐steel tube

Patel

Liang

et al. 2022

Structural Concrete

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Stainless steel has increasingly been utilized in concrete‐filled composite columns because of its high corrosion resistance and aesthetic appearance. However, there is little published information on the structural behavior of concrete‐filled double‐skin steel tubular (CFDST) columns made of square outer stainless‐steel skin and circular inner carbon steel tubes. The present study focuses on the nonlinear analysis of axially loaded CFDST short columns with outer square stainless steel tube and inner circular carbon steel tube. The explicit analysis methodology is adopted to develop the finite element model of CFDST columns. The verified model is employed to undertake a parametric study on the geometric and material effects on the performance of CFDST columns. The findings indicate that the outer tube diameter‐to‐thickness should be maintained <40 to ensure the required plastic resistance of CFDST columns with hollow ratio in range from 0.34 to 0.42. The design equation for calculating the ultimate axial strength of CFDST columns with outer stainless steel is proposed.

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“…The maximum loads are, respectively, 1067, 1084, and 1086 kN with the corresponding hollow ratio

χ

of 0.05, 0.2, and 0.3, which implies that the improvement in structural performance is insignificant. However, with

χ > 0.3

Section: Parametric Studysupporting

confidence: 80%

“…The four constants are given by Equations ():

A goodbreak= \frac{E_{c} ε_{c}}{f_{c}^{'}},

A goodbreak= \frac{{((), A goodbreak- 1)}^{2}}{0.55} goodbreak- 1,

C goodbreak= A goodbreak- 2,

C goodbreak= B goodbreak+ 1,

in which

E_{c}

is obtained from the international design code ACI 318‐11 38 . Equation () is used to predict Young's modulus of concrete

E_{c}

E_{c} goodbreak= 4733 \sqrt{f_{c}^{'}} ((), MPa)

In Equation (),

ε_{0}

represents the strain at the peak stress

f_{c}^{'}

as shown in Figure 7, and is calculated using Equation () as 41 :

ε_{normalc 0} goodbreak= 0.00076 goodbreak+ \sqrt{((), 0.626 f_{c}^{'} goodbreak- 4.33) \times 10^{- 7}} .

The descending branch BC as depicted in Figure 7 can be calculated using Equation () which was proposed by Binici 40

σ_{c} goodbreak= f_{r} goodbreak+ ((), f_{c}^{'} goodbreak- f_{r}) \exp ([], goodbreak- {(\frac{ε_{c} - ε_{cc}}{α})}^{β}) for ε_{c} \geq

…”

Section: Constitutive Materials Modelsmentioning

confidence: 99%

See 1 more Smart Citation

Numerical analysis of square concrete‐filled double‐skin tubular columns with outer stainless‐steel tube

Patel

Liang

et al. 2022

Structural Concrete

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show abstract

“…Compared to other composite columns with FRP tubes or steel-reinforced concrete, the CFST column presents more efficient strength elevation and better ductility [ 4 ]. Comprehensive experimental and theoretical research has been conducted on CFST columns [ 5 , 6 , 7 , 8 , 9 , 10 , 11 , 12 , 13 , 14 , 15 , 16 , 17 ]. Available studies are primarily around new CFST columns with intact steel tubes.…”

Section: Introductionmentioning

confidence: 99%

Research on Confinement Effect of the Outer Steel Tube in Notched Square CFST Columns

Ding

et al. 2022

Materials

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The outer steel tube in a concrete-filled steel tubular (CFST) column confines the core concrete and improves the compressive strength of the core concrete. When there is a notch damage in the tube, the confinement effect may be affected. The confinement effects of the notched steel tube in rectangular CFST columns were systematically investigated by using numerical approaches. Refined three-dimensional finite element models with advanced concrete constitutive relations were established. With the verified finite element modeling method, full-sized square CFST columns with horizontal, vertical, or diagonal notches at different locations of the steel tube were simulated. Stress distributions and deformation modes of the steel tube and core concrete were analyzed. Columns with a horizontal notch at the plate center location displayed a higher axial strength reduction than those with vertical notches. A parametric study was performed to investigate the influences of concrete strengths, steel strengths, steel ratios, notch length to column width ratios, and notch angles on the compressive strengths of the rectangular CFST columns. A practical design formula was proposed based on the obtained results. The proposed formula could effectively predict the influences of different notches on the confinement effect in the notched CFST columns.

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“…The results showed that the lateral force-displacement hysteretic loops of all specimens were plump and stable. Ayough et al (2020) performed a series of non-linear FE analyses of square concrete-filled double-skin steel tubular (CFDST) short columns with an inner circular steel tube and an outer square steel tube. A new design equation based on stress distribution over the concrete cross-section was proposed.…”

Section: Introductionmentioning

confidence: 99%

Experimental Study and Mechanism Analysis of Concrete-Filled Square Steel Tubular Columns Reinforced by Rhombic Stirrups Under Axial Compression

Chen,

Ning,

2021

Front. Mater.

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The square steel tube component has a beautiful appearance, simple joint connection, and it is widely available. However, the uneven distribution of effective constraints in the cross-section of a square steel tube hinders its application. A novel concrete-filled square steel tubular column was tested under axial compression. There were 11 specimens [10 concrete-filled square steel tube columns reinforced with rhombic stirrups with 90-degree internal angle (SSSC specimens) and 1 concrete-filled square steel tube column (SC specimen)]. The load-displacement curves, the law of failure process, failure mode, mechanism analysis, energy consumption, ductility, and stiffness degradation were described, we then investigated the influence of stirrup diameter, stirrup side length, stirrup spacing, steel tube thickness, aspect ratio, and steel ratio on the mechanical properties of the specimens. The results show that the failure process of the SSSC specimens was basically the same. The ultimate failure mode of the specimens with an aspect ratio of 4 was local buckling failure. The specimens with an aspect ratio of 5 and 6 failed due to bending failure in the plastic stage. The steel tube bulged out in different degrees in most of the debonding areas. The longitudinal bars also produced outward bending deformation in the larger bulging area of the steel tube. Some of the stirrups were broken in the later stage of loading. The characteristics of load-displacement curve changed with the changing of stirrup spacing. The strength of longitudinal constraint had an obvious influence on the bearing capacity. In a certain range of steel ratio (ρs = 8.97% ∼ 9.05%), the weakening of the lateral restraint of the stirrup cage had a greater adverse effect on the bearing capacity than the weakening of the effective restraint of the corner. In a certain range of steel ratio (ρs = 8.97% ∼ 9.49%), strengthening the effective corner constraint of stirrups improved the stiffness of the specimen, however, the ductility performance was reduced. The opposite was true for strengthening the lateral constraint of the stirrup cage.

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Nonlinear analysis of square concrete-filled double-skin steel tubular columns under axial compression

Cited by 50 publications

References 77 publications

Numerical analysis of square concrete‐filled double‐skin tubular columns with outer stainless‐steel tube

Numerical analysis of square concrete‐filled double‐skin tubular columns with outer stainless‐steel tube

Research on Confinement Effect of the Outer Steel Tube in Notched Square CFST Columns

Experimental Study and Mechanism Analysis of Concrete-Filled Square Steel Tubular Columns Reinforced by Rhombic Stirrups Under Axial Compression

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