# Axial Loading Behaviour of Self-Compacting Concrete-Filled Thin-Walled Steel Tubular Stub Columns

Authors: Yunyang Wang; Lei Xiao; Chu Jiang; Yandong Jia; Guang Yang; Meng Li; Xiangliang Tang; Duo Chen
Journal: Advances in Civil Engineering
 (2021)

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## Abstract

This paper presents an experimental investigation on the mechanical behaviour of self-compacting concrete-filled thin-walled steel tubular (SCCFTST) stub columns loaded in axial compression to failure. Four specimens were tested to study the effect of diameter to wall thickness (D/t) ratios on the ultimate load, failure modes, and ductility of the columns. Confinement of the steel tube to concrete was also addressed. The failure modes, load versus displacement curves, and load versus strain curves were examined in detail. The experimental results showed that the ultimate state is reached when severe local buckling and rupture occurred on the steel tubes, and the concrete near the rupture has been crushed. The columns with larger D/t ratios appeared more local buckling, and its location is more close to the end of the columns. The SCCFTST stub columns with smaller D/t ratios show higher ultimate load and better ductility, and the steel tubes can exert higher confinement to the concrete.


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## Body

## 1. Introduction

In the past several decades, the concrete-filled steel tubular columns have been used in kinds of structural engineering applications, for example, bridges, oil storage tanks, large industrial constructions, and seismic structures [1–5]. The concrete-filled steel tubular columns ideally combine the advantages of both steel tube and concrete. Compared with the reinforced concrete columns, its weight is lighter, bending stiffness is higher, and its cyclic performance is better [6]. Concrete can play a role in delaying or preventing local buckling of the steel tubes. The strength and ductility of concrete can be improved due to the confinement of steel tubes. Formwork and reinforcement are not needed during the whole construction process. The labor and cost can be saved. Steel tubes can also play a role in concrete protection. Therefore, the concrete-filled steel tubular members possess the characteristics of high strength, good ductility, fatigue, and impact resistance, etc. Schneider researched the effect of the cross-section shape of steel tube on the ultimate strength of concrete-filled steel tubular columns. He found that the steel tubes with circular cross-section offer more post-yield strength and stiffness than that of the steel tubes with rectangular cross-section [7]. Thayalan et al. investigated the behaviour of concrete-filled steel tubular columns under repeated loading. They found that the ultimate load of the columns reduced by up to 16 percent after a large number of cycle loadings [8]. Ren et al. studied the failure modes of concrete-filled steel tubular stub columns with different cross-sections, as triangular, fan-shaped, D shaped, one-fourth circular, and semicircular. They obtained that the columns with all kinds of cross-sections behaved in a ductile manner, and the columns show an outward local buckling near the middle height cross-section [9]. Wu et al. conducted an experiment on concrete-filled steel tubular columns with internal steel stirrups under compression. They concluded that the ultimate load and ductility of the columns could be considerably improved by the steel stirrups [10]. Oliveira et al. studied the confinement of steel tube to the concrete of concrete-filled steel tubular columns. They concluded that the ultimate load of the columns increased with increase concrete strength and decreased with the increase of length to diameter ratios [11].Wall thickness of steel tubes used in concrete-filled steel tubular columns is always no less than 3 mm. With the development of high-strength steel in recent years, thin-walled steel tubes are becoming more attractive to be used in engineering practice. Compared with normal steel tubes, the amount of steel, workload of welding, and the cost can be saved for thin-walled steel tubes. Bridge and O’Shea studied the behaviour of concrete-filled thin-walled steel tubular columns under axial compression. They found that the bearing capacity of the columns was enhanced by unbounded concrete [12]. Liang concluded that increasing the depth to thickness ratios and the levels of axial load can significantly reduce the stiffness, strength, and ductility of concrete-filled steel tubular beam-columns [13]. Liu et al. found that the concrete-filled thin-walled steel tubular columns show higher brittleness when the strength grade of concrete increases from C40 to C80. The ratios of yield loads to ultimate loads ranged from 0.6 to 0.9 [14]. There are also some applications of concrete-filled thin-walled steel tubular members in civil engineering in Japan, Australia, and other countries [15].Self-compacting concrete can be placed and consolidated under its own weight without needing any vibration. Self-compacting concrete is cohesive enough and without segregation or bleeding. Compared with traditional concrete, self-compacting concrete possesses many advantages, as vibration is not needed, labor saved, reduced pollution caused by noise, and the filling capacity are improved [16–18]. Ouyang et al. studied the effect of mixed proportions of self-compacting concrete on behaviour of concrete-filled steel tubular columns under compression. They found that the post-peak behaviour and ductility of the columns were influenced by paste volume and aggregate proportions [19]. Yu et al. studied the behaviours of self-compacting concrete-filled steel tubular columns under eccentric compression. They obtained that with increases of eccentric distance, ductility and bearing capacity of the specimens increased and decreased, respectively [20]. Yu et al. studied the behaviour of self-compacting concrete-filled steel tubular stub columns with different concrete strengths loaded under compression to failure. They concluded that the higher strength concrete leads to increase in ultimate load. The residual capacity is almost the same after failure [21]. Yu et al. concluded that the mechanism on failure modes of high strength concrete-filled steel tubular stub columns with square cross-section was a local failure. The ductility of concrete-filled steel tubular columns with high strength concrete is generally worse than that of concrete-filled steel tubular columns with normal strength concrete [22].It can be known from the review on previous research that the experimental investigation on self-compacting concrete-filled thin-walled steel tubular columns is still insufficient. Thus, an experimental study on the mechanical properties of self-compacting concrete-filled thin-walled steel tubular (SCCFTST) stub columns under axial compression was carried out in this study. The influence ofD/t ratios on the mechanical behaviour of SCCFTST stub columns and confinement of the steel tube to concrete was studied.


## 2. Experimental Investigation

### 2.1. Design and Fabrication of Specimens

A total of 4 specimens with circular cross-sections were fabricated and tested. The parameter is the diameter to wall thickness (D/t) ratios. Table 1 provides a summary of the geometric and material properties of specimens. D and t are the outer diameter and wall thickness of the steel tubes, respectively. L is the column length. The material properties of concrete and steel tube were obtained from compression and tension tests, respectively. Detail numbering of specimens is as follows. N represents self-compacting concrete. T1 and T2 represent steel tube with a wall thickness of 1.2 mm and 3 mm, respectively. The last number represents series numbering for specimens. Mix proportion of self-compacting concrete was listed in Table 2.Table 1
Geometric and material properties of specimens.
No.D × t × LL/DD/tConcrete propertiesSteel propertiesmm × mm × mmfck (MPa)Ec/(×104MP)Fy (MPa)Es/(×105MP)μsN-T1-1140 × 1.2 × 4203.00116.765.83.01345.01.810.3N-T1-2140 × 1.2 × 4203.00116.765.83.01345.01.810.3N-T2-1140 × 3 × 4203.0046.765.83.01358.32.020.28N-T2-2140 × 3 × 4203.0046.765.83.01358.32.020.28Table 2
Mix proportion of self-compacting concrete.
Type of concreteWater (kg·m−3)Cement (kg·m−3)Fine aggregates (kg·m−3)Coarse aggregates (kg·m−3)Fly ash (kg·m−3)Superplasticizer (%)Self-compacting198.96401.47836.46768.5122.10.4During the fabrication process of steel tubes, the smoothness of both ends’ cross-section and weld quality was ensured. 15 mm thick square endplates were welded at each column end to ensure force uniform of concrete and steel tube. The length of the square endplates was 180 mm. The geometric center of steel tubes and the endplates were in a vertical line. One endplate was welded to the base of a steel tube as a formwork to support the concrete during casting. Concrete was casted into a steel tube in three layers vertically until the steel tube was filled up. In order to ensure concrete filled up the steel tube, concrete was casted into a steel tube in three layers. The space in the steel tube is small. Gaps may avoid by casting concrete into steel tube in three layers. The vibration was not needed due to the self-compacting properties of the concrete. After that, specimens were put into a standard curing room. Typical photographs of the fabrication process of specimens were shown in Figure1. For the reason that the concrete shrank over time, a layer of cement paste was filled to flush the concrete with the steel tube before the test. At last, the other endplate was welded to the top to form a complete specimen.Figure 1
Fabrication process of specimens.


### 2.2. Material Properties

The outer diameter and two types of wall thickness of circular steel tubes were 140 mm and 1.2 mm and 3 mm, respectively. The columns with length of 420 mm. Strips cut from the steel tubes were tested in tension in accordance with the standard tensile test of metals [23]. The mechanical properties of steel tubes were shown in Table 1. The average tensile yield strength of steel tubes with wall thickness of 1.2 mm and 3 mm were 345 MPa and 358.3 MPa, respectively. The modulus of elasticity was 1.81 × 105 MPa and 2.02 × 105 MPa, respectively. Poisson’s ratio of steel tubes with a wall thickness of 1.2 mm and 3 mm was 0.3 and 0.28, respectively.All the specimens were casted with one batch of concrete. The coarse aggregate with maximum size of 20 mm. Six standard prisms with a dimension of 150 mm × 150 mm × 300 mm were casted and cured in conditions similar to the SCCFTST stub columns to determine the compressive strength of concrete. The concrete specimens were loaded at a constant displacement rate of 0.20 mm/min. Strain gauges were mounted on the middle height surface of the concrete prisms to obtain stress versus strain curves of concrete. The average strengthfck and the average modulus of elasticity Ec at the time of tests were 65.8 MP and 3.01 × 104 MP, respectively. The mechanical properties of the concrete were shown in Table 1.


### 2.3. Test Setup and Procedure

The compression tests of SCCFTST stub columns were carried out at a 5000 kN capacity testing machine in a structural laboratory. Strains on the middle height surface of the specimen were measured by eight strain gauges. Four of the strain gauges in the axial direction and the other four in the lateral direction. Two linear variable displacement transducers measured the axial deformation. The locations and numbering of the strain gauges were shown in Figure2. It can be seen from Figure 2 that the numbers outside the bracket represent strain gauges in the axial directions, and the numbers in the bracket represent strain gauges in the lateral directions. Sketch map of loading device and locations are shown in Figure 3. Experimental data were acquired by the computer automatically. The test setup is shown in Figure 4. To assure compression test uniformly, preliminary tests were conducted under elastic range. The loading rate was 1 kN/min at the preliminary test stage. The position of the specimen was adjusted carefully. The adjusting procedures were based on the strains measured at the middle height surface of the specimen. Until the difference between the average values of measured strains no more than 3%, the adjustment was stopped.Figure 2
Locations and numbering of strain gauges.Figure 3
Sketch map of loading device and locations.Figure 4
Schematic view and details for testing setup.The loading was controlled by displacement and with a loading rate of 0.5 mm/min. The loading programs were as follows.Load was added step by step before ultimate load. Load interval was one-tenth of the estimated load bearing capacity in the elastic stage. The load interval was one-fifteenth of the estimated load bearing capacity when the load was increased to 70 percent of the estimated load bearing capacity. Each load interval was maintained for about 2 to 3 minutes. Loading was slow and continuous when the load approached the ultimate value. The test was stopped until the load drops to 70 percent of the ultimate value. The total test time of each specimen was about 1 h.


## 2.1. Design and Fabrication of Specimens

A total of 4 specimens with circular cross-sections were fabricated and tested. The parameter is the diameter to wall thickness (D/t) ratios. Table 1 provides a summary of the geometric and material properties of specimens. D and t are the outer diameter and wall thickness of the steel tubes, respectively. L is the column length. The material properties of concrete and steel tube were obtained from compression and tension tests, respectively. Detail numbering of specimens is as follows. N represents self-compacting concrete. T1 and T2 represent steel tube with a wall thickness of 1.2 mm and 3 mm, respectively. The last number represents series numbering for specimens. Mix proportion of self-compacting concrete was listed in Table 2.Table 1
Geometric and material properties of specimens.
No.D × t × LL/DD/tConcrete propertiesSteel propertiesmm × mm × mmfck (MPa)Ec/(×104MP)Fy (MPa)Es/(×105MP)μsN-T1-1140 × 1.2 × 4203.00116.765.83.01345.01.810.3N-T1-2140 × 1.2 × 4203.00116.765.83.01345.01.810.3N-T2-1140 × 3 × 4203.0046.765.83.01358.32.020.28N-T2-2140 × 3 × 4203.0046.765.83.01358.32.020.28Table 2
Mix proportion of self-compacting concrete.
Type of concreteWater (kg·m−3)Cement (kg·m−3)Fine aggregates (kg·m−3)Coarse aggregates (kg·m−3)Fly ash (kg·m−3)Superplasticizer (%)Self-compacting198.96401.47836.46768.5122.10.4During the fabrication process of steel tubes, the smoothness of both ends’ cross-section and weld quality was ensured. 15 mm thick square endplates were welded at each column end to ensure force uniform of concrete and steel tube. The length of the square endplates was 180 mm. The geometric center of steel tubes and the endplates were in a vertical line. One endplate was welded to the base of a steel tube as a formwork to support the concrete during casting. Concrete was casted into a steel tube in three layers vertically until the steel tube was filled up. In order to ensure concrete filled up the steel tube, concrete was casted into a steel tube in three layers. The space in the steel tube is small. Gaps may avoid by casting concrete into steel tube in three layers. The vibration was not needed due to the self-compacting properties of the concrete. After that, specimens were put into a standard curing room. Typical photographs of the fabrication process of specimens were shown in Figure1. For the reason that the concrete shrank over time, a layer of cement paste was filled to flush the concrete with the steel tube before the test. At last, the other endplate was welded to the top to form a complete specimen.Figure 1
Fabrication process of specimens.


## 2.2. Material Properties

The outer diameter and two types of wall thickness of circular steel tubes were 140 mm and 1.2 mm and 3 mm, respectively. The columns with length of 420 mm. Strips cut from the steel tubes were tested in tension in accordance with the standard tensile test of metals [23]. The mechanical properties of steel tubes were shown in Table 1. The average tensile yield strength of steel tubes with wall thickness of 1.2 mm and 3 mm were 345 MPa and 358.3 MPa, respectively. The modulus of elasticity was 1.81 × 105 MPa and 2.02 × 105 MPa, respectively. Poisson’s ratio of steel tubes with a wall thickness of 1.2 mm and 3 mm was 0.3 and 0.28, respectively.All the specimens were casted with one batch of concrete. The coarse aggregate with maximum size of 20 mm. Six standard prisms with a dimension of 150 mm × 150 mm × 300 mm were casted and cured in conditions similar to the SCCFTST stub columns to determine the compressive strength of concrete. The concrete specimens were loaded at a constant displacement rate of 0.20 mm/min. Strain gauges were mounted on the middle height surface of the concrete prisms to obtain stress versus strain curves of concrete. The average strengthfck and the average modulus of elasticity Ec at the time of tests were 65.8 MP and 3.01 × 104 MP, respectively. The mechanical properties of the concrete were shown in Table 1.


## 2.3. Test Setup and Procedure

The compression tests of SCCFTST stub columns were carried out at a 5000 kN capacity testing machine in a structural laboratory. Strains on the middle height surface of the specimen were measured by eight strain gauges. Four of the strain gauges in the axial direction and the other four in the lateral direction. Two linear variable displacement transducers measured the axial deformation. The locations and numbering of the strain gauges were shown in Figure2. It can be seen from Figure 2 that the numbers outside the bracket represent strain gauges in the axial directions, and the numbers in the bracket represent strain gauges in the lateral directions. Sketch map of loading device and locations are shown in Figure 3. Experimental data were acquired by the computer automatically. The test setup is shown in Figure 4. To assure compression test uniformly, preliminary tests were conducted under elastic range. The loading rate was 1 kN/min at the preliminary test stage. The position of the specimen was adjusted carefully. The adjusting procedures were based on the strains measured at the middle height surface of the specimen. Until the difference between the average values of measured strains no more than 3%, the adjustment was stopped.Figure 2
Locations and numbering of strain gauges.Figure 3
Sketch map of loading device and locations.Figure 4
Schematic view and details for testing setup.The loading was controlled by displacement and with a loading rate of 0.5 mm/min. The loading programs were as follows.Load was added step by step before ultimate load. Load interval was one-tenth of the estimated load bearing capacity in the elastic stage. The load interval was one-fifteenth of the estimated load bearing capacity when the load was increased to 70 percent of the estimated load bearing capacity. Each load interval was maintained for about 2 to 3 minutes. Loading was slow and continuous when the load approached the ultimate value. The test was stopped until the load drops to 70 percent of the ultimate value. The total test time of each specimen was about 1 h.


## 3. Experimental Results and Discussion

### 3.1. Typical Behaviour of Test Specimens

The testing process of each specimen can be well controlled. As the load increased from 70 percent to 80 percent of the ultimate load, small outward local buckling occurred at about 50 mm below the end and top of the columns for specimens of series T1. The main characteristics of local buckling were local buckling of the steel tubes. The concrete dilation was accompanied. Local buckling becomes more obvious when the load was increased from about 90 percent to 100 percent of the ultimate load. At this time, outward buckling also occurred at one-third height and half-height of specimen surface, as shown in Figure5.Figure 5
Failure modes of specimens.As the load increased to 80 percent to 90 percent of the ultimate load, small outward local buckling occurred at about 70 mm below the end and top of the columns for specimens of series T2. Local buckling becomes more obvious when the load was increased to about 100 percent of the ultimate load. At this time, outward buckling was also occurred at half height of the specimen surface, as shown in Figure5. It can be seen from Figure 5 that more local buckling appeared on the steel tube surface for the specimens with larger D/t ratios.The steel tubes were partially ruptured when load was increased to about 100 percent of the ultimate load. It could be seen from cracks of steel tubes that the concrete was crushed. The load decreased slowly and steadily after the ultimate load for the specimens of series T2. However, the load decreased rapidly after the ultimate load for the specimens of series T1. This demonstrated the significant ductility enhancement of the SCCFTST stub columns with smallerD/t ratios. The steel tubes of the SCCFTST stub columns with smaller D/t ratios offered greater confinement to the concrete. The failure modes of the specimens were characterized as local buckling. The steel tubes were partially ruptured and the concrete near the rupture was crushed. It can be seen that the steel tubes of series T2 could exert higher confinement to the concrete than that of series T1. Therefore, the specimens of series T2 possess larger elastic-plastic deformations.The lateral strain increased sharply when the load increased to 80 percent of the ultimate load. Partial strain gauges were stripped from the surface of the steel tube when the load increased to about 90 percent of the ultimate load. A slight squeak was from specimens when the load near the ultimate load. Local buckling was not obvious before the ultimate load. Typical failure modes were shown in Figure5.


### 3.2. Load-Displacement Curves

The load versus displacement curves are shown in Figure6. It can be seen from Figure 6 that the relationship between load and displacement is almost linearly when the load is not more than 80 percent of the ultimate load. The relationship becomes nonlinear when the load increased to 80 percent of the ultimate load. A long plastic plateau for specimens of series T2 was followed when the ultimate load is reached. However, the curves are descended suddenly when the ultimate load is reached for specimens of series T1. The load versus displacement curves for specimens of each series are similar to each other. The ultimate loads for specimens of N-T1-1, N-T1-2, N-T2-1, and N-T2-2 are 1411.6 kN, 1314 kN, 1637.6 kN, and 1678.6 kN, respectively. Variation coefficients of the ultimate loads on the T1 series and T2 series are 0.051 and 0.017, respectively. The ultimate load and ductility of the SCCFTST stub columns increase with increases of the wall thickness of steel tubes and decrease with increases of D/t ratios. The ultimate load for specimens of the T2 series is 21.7 percent higher than that of specimens of the T1 series. The displacement corresponding to the ultimate load for specimens of the T2 series is 40 percent higher than that of specimens of the T1 series. It seems that the plastic plateau is larger for columns with a thicker wall thickness of steel tubes. The greater the length of the plastic plateau, the better the ductility of the specimens. It is concluded that the SCCFTST stub columns with thicker wall thickness and smaller D/t ratios of steel tubes exhibit better ductility.Figure 6
Load-displacement curves.


### 3.3. Load-Strain Curves

The load versus axial and lateral strain curves are shown in Figure7. It can be seen from Figure 7 that the load versus strain curves of SCCFTST stub columns with different D/t ratios are similar to each other. The trends of axial strain and lateral strain vary with the load with different D/t ratios that are similar to each other. The axial strain and lateral strain increase gradually with the increase of the load when the load below the ultimate value. After the ultimate load, the axial strain and lateral strain increase rapidly. The increase rate of the axial strain is faster than that of the lateral strain.Figure 7
Load-strain curves.The load versus strain curves is different from the load versus displacement curves. The descending branches of load versus displacement curves corresponding to specimens with largerD/t ratios are steeper after the ultimate load. The descending branches of load versus strain curves are steady and slow after the ultimate load. The reasons for this phenomenon may be due to the strains that were obtained at the middle height cross section of the columns. The strains only can represent the local deformation at the middle height cross-section of the columns. However, the load versus displacement curves reflect the overall deformation of the columns.Before 80 percent of the ultimate load, the strain is proportional to the load. After 80 percent of the ultimate load, the load versus strain curve is nonlinear, and the increasing rate of strain is faster than that of the load. Loads of specimens N-T1-1 and N-T1-2 almost kept constant for a short time after the ultimate values. However, loads of specimens N-T2-1 and N-T2-2 are almost kept constant after the ultimate values and then decreased gradually. The self-compacting concrete-filled thin-walled steel tubular stub columns present good ductility due to the composite effect between the steel tube and concrete. Therefore, the bearing capacity of the columns can almost keep constant for a short time after ultimate loads.The axial strain increases rapidly and the lateral strain increases slowly before the steel tube was yielded. The ratio of the latter to the former was from about 0.25 to 0.40. The confinement of steel tube to concrete was not obvious at this stage. The increase rate of lateral strain was faster than that of axial strain after 80 percent of the ultimate load. The ratio of lateral strain to axial strain was more than 0.5, even closes to 1. Both the lateral strain and axial strain increase rapidly after the ultimate load.


## 3.1. Typical Behaviour of Test Specimens

The testing process of each specimen can be well controlled. As the load increased from 70 percent to 80 percent of the ultimate load, small outward local buckling occurred at about 50 mm below the end and top of the columns for specimens of series T1. The main characteristics of local buckling were local buckling of the steel tubes. The concrete dilation was accompanied. Local buckling becomes more obvious when the load was increased from about 90 percent to 100 percent of the ultimate load. At this time, outward buckling also occurred at one-third height and half-height of specimen surface, as shown in Figure5.Figure 5
Failure modes of specimens.As the load increased to 80 percent to 90 percent of the ultimate load, small outward local buckling occurred at about 70 mm below the end and top of the columns for specimens of series T2. Local buckling becomes more obvious when the load was increased to about 100 percent of the ultimate load. At this time, outward buckling was also occurred at half height of the specimen surface, as shown in Figure5. It can be seen from Figure 5 that more local buckling appeared on the steel tube surface for the specimens with larger D/t ratios.The steel tubes were partially ruptured when load was increased to about 100 percent of the ultimate load. It could be seen from cracks of steel tubes that the concrete was crushed. The load decreased slowly and steadily after the ultimate load for the specimens of series T2. However, the load decreased rapidly after the ultimate load for the specimens of series T1. This demonstrated the significant ductility enhancement of the SCCFTST stub columns with smallerD/t ratios. The steel tubes of the SCCFTST stub columns with smaller D/t ratios offered greater confinement to the concrete. The failure modes of the specimens were characterized as local buckling. The steel tubes were partially ruptured and the concrete near the rupture was crushed. It can be seen that the steel tubes of series T2 could exert higher confinement to the concrete than that of series T1. Therefore, the specimens of series T2 possess larger elastic-plastic deformations.The lateral strain increased sharply when the load increased to 80 percent of the ultimate load. Partial strain gauges were stripped from the surface of the steel tube when the load increased to about 90 percent of the ultimate load. A slight squeak was from specimens when the load near the ultimate load. Local buckling was not obvious before the ultimate load. Typical failure modes were shown in Figure5.


## 3.2. Load-Displacement Curves

The load versus displacement curves are shown in Figure6. It can be seen from Figure 6 that the relationship between load and displacement is almost linearly when the load is not more than 80 percent of the ultimate load. The relationship becomes nonlinear when the load increased to 80 percent of the ultimate load. A long plastic plateau for specimens of series T2 was followed when the ultimate load is reached. However, the curves are descended suddenly when the ultimate load is reached for specimens of series T1. The load versus displacement curves for specimens of each series are similar to each other. The ultimate loads for specimens of N-T1-1, N-T1-2, N-T2-1, and N-T2-2 are 1411.6 kN, 1314 kN, 1637.6 kN, and 1678.6 kN, respectively. Variation coefficients of the ultimate loads on the T1 series and T2 series are 0.051 and 0.017, respectively. The ultimate load and ductility of the SCCFTST stub columns increase with increases of the wall thickness of steel tubes and decrease with increases of D/t ratios. The ultimate load for specimens of the T2 series is 21.7 percent higher than that of specimens of the T1 series. The displacement corresponding to the ultimate load for specimens of the T2 series is 40 percent higher than that of specimens of the T1 series. It seems that the plastic plateau is larger for columns with a thicker wall thickness of steel tubes. The greater the length of the plastic plateau, the better the ductility of the specimens. It is concluded that the SCCFTST stub columns with thicker wall thickness and smaller D/t ratios of steel tubes exhibit better ductility.Figure 6
Load-displacement curves.


## 3.3. Load-Strain Curves

The load versus axial and lateral strain curves are shown in Figure7. It can be seen from Figure 7 that the load versus strain curves of SCCFTST stub columns with different D/t ratios are similar to each other. The trends of axial strain and lateral strain vary with the load with different D/t ratios that are similar to each other. The axial strain and lateral strain increase gradually with the increase of the load when the load below the ultimate value. After the ultimate load, the axial strain and lateral strain increase rapidly. The increase rate of the axial strain is faster than that of the lateral strain.Figure 7
Load-strain curves.The load versus strain curves is different from the load versus displacement curves. The descending branches of load versus displacement curves corresponding to specimens with largerD/t ratios are steeper after the ultimate load. The descending branches of load versus strain curves are steady and slow after the ultimate load. The reasons for this phenomenon may be due to the strains that were obtained at the middle height cross section of the columns. The strains only can represent the local deformation at the middle height cross-section of the columns. However, the load versus displacement curves reflect the overall deformation of the columns.Before 80 percent of the ultimate load, the strain is proportional to the load. After 80 percent of the ultimate load, the load versus strain curve is nonlinear, and the increasing rate of strain is faster than that of the load. Loads of specimens N-T1-1 and N-T1-2 almost kept constant for a short time after the ultimate values. However, loads of specimens N-T2-1 and N-T2-2 are almost kept constant after the ultimate values and then decreased gradually. The self-compacting concrete-filled thin-walled steel tubular stub columns present good ductility due to the composite effect between the steel tube and concrete. Therefore, the bearing capacity of the columns can almost keep constant for a short time after ultimate loads.The axial strain increases rapidly and the lateral strain increases slowly before the steel tube was yielded. The ratio of the latter to the former was from about 0.25 to 0.40. The confinement of steel tube to concrete was not obvious at this stage. The increase rate of lateral strain was faster than that of axial strain after 80 percent of the ultimate load. The ratio of lateral strain to axial strain was more than 0.5, even closes to 1. Both the lateral strain and axial strain increase rapidly after the ultimate load.


## 4. Conclusions

This paper presents an experimental study on the mechanical properties of SCCFTST stub columns. The typical failure modes, load versus displacement curves, load versus strain curves, and the ultimate loads of SCCFTST stub columns were obtained. The effect ofD/t ratios on the failure modes, ultimate loads, ductility, and confinement of the steel tube to concrete was also discussed. The main conclusions obtained by this study can be summarized as follows:(1)
The main characteristics of the failure modes of SCCFTST stub columns were local buckling. The steel tubes were partially ruptured after the ultimate load, and concrete was crushed near the rupture of steel tubes. The columns with largerD/t ratios appeared more local buckling on the surface of the steel tube, and its location is more close to the end of the columns.(2)
The SCCFTST stub columns with smallerD/t ratios show higher ultimate load and better ductility. The ultimate load for specimens with D/t ratio of 46.7 is 21.7 percent higher than that of specimens with a D/t ratio of 116.7. The displacement corresponding to the ultimate load for specimens with D/t ratio of 46.7 is 40 percent higher than that of specimens with D/t ratio of 116.7.(3)
The confinement of steel tube to concrete was not obvious before load increases to 80 percent of the ultimate load. The steel tube of the SCCFTST stub columns with smallerD/t ratios can exert higher confinement to the concrete, and the columns show larger elastic-plastic deformations.



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