# Mechanism Study on the Axial Compressive Performance of Short Square CFST Columns with Different Stiffeners

Authors: Bing Xu; Fahong Wu; Guizhong Xu
Journal: Advances in Civil Engineering
 (2018)

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## Abstract

In order to limit the disengaging of short square concrete-filled steel tube (CFST) columns and strengthen the combined action of steel tubes and concrete, a reinforcing method of stiffener is put forward in this paper. The axial compression performance and mechanism are studied through experiments, which indicate that (1) the buckling model of stiffening members changes into double wave, (2) stiffeners enforce the constraint in core concrete, (3) stiffeners can effectively improve the ultimate bearing capacity, (4) the stiffeners increase the stress in the middle of the steel tube and improve the distribution of stress for the core concrete, and (5) the direct ribs have more influence on the bearing capacity while ribs with holes have more impact on the deformation of the tube. At the end of the article, a formula for calculating the ultimate bearing capacity is presented, which can bring out a more accurate bearing capacity value.


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## Body

## 1. Introduction

With the restriction of steel tube on the core concrete, the concrete-filled steel tube (CFST) members can achieve higher bearing capacity under the condition of finite section size [1, 2]. CFST members are widely used as members subjected to axial force in large engineering structures, square and circle sections being the usual forms. In practical use of the square section, it is found that the corner concrete is subjected to a large binding effect in CFST, while the concrete in the middle of the side bears a relatively small restriction effect, and the whole confinement effect is weaker than that of circle section. The steel plate buckles easily under the axial force resulting in the disengaging of square CFST in the position of the bulging, which subsequently makes the steel tube lose its constraint on the core concrete and reduces the compressive capacity significantly. In addition, the different thermal performance, the shrinkage, and the creep of concrete also easily lead to the interface debonding of steel and concrete, which will affect the combined effect of CFST [3] and Wan [4]. Yang et al. [5] quantitatively analyzed the influence of disengaging ratio on the members, and the analysis showed that the ultimate bearing capacity of the members was reduced by over 20% when the disengaging ratio of the section was greater than 2%, and the constraint effect of the steel tube on the core concrete was weakened or even lost. In order to enhance the adhesion between sections and the combination of steel tube and concrete, Cai et al. [6], Chen and Zhang [7, 8], Lei [9], Wan [4], and Zhu [10] have put forward many methods to strengthen the steel plate against buckling, such as local pull bars, stiffening ribs, and so on. For the purpose of improving the restraint effect of CFST, Cai and Long [11], Huang et al. [12], Liu and Guo [13], Petrus et al. [14], Yang et al. [5], and Chen [15] have proposed a method to improve the local buckling of steel plate with stiffened ribs. Liang and Lu [16] also proposed to enhance the performance of steel-mixed connection by setting shear parts inside the steel tube.In order to limit the adverse effects of the disengaging between steel and concrete and strengthen the connection between steel and concrete, this paper proposes a method for stiffening by using straight ribs with or without holes. The axial loading test was done to verify the performance of the combined effect of short CFST columns with ribs. The contribution of steel tube and concrete to the bearing capacity of short columns and the stress on the cross section is analyzed, using FEA method. Based on the analysis of the mechanism of reinforced short square CFST columns, a formula for calculating the ultimate bearing capacity is presented, which can bring out a more accurate bearing capacity value.


## 2. Test Survey

### 2.1. Specimens Expression

Through a large number of experimental studies, Vana (2013) has found the size, and the distance of holes on the rib must meet the requirements of structures. Oguejiofor and Hosain [17] pointed out the distance between the holes on the ribs should be at least 2.25 times the diameter of the hole.In this test, the diameter of holes was set half the width of the rib, and the spacing between holes was twice the diameter of the hole. The construction details and dimension parameters of specimens are shown in Figure1 and Table 1. The steel was Q345, and the measured yield strength was 414 MPa (thickness = 3 mm), 464 Mpa (thickness = 4 mm), and 414 Mpa (thickness = 8 mm). The fcu of concrete was 55.6 Mpa and its elastic modulus was 3550 Mpa.Figure 1
Detail drawings of the specimen.Table 1
Details of specimens (mm).
Specimen number
H
B
t
b
s
t
s
d
y
SCA-1
900
300
4
—
—
—
—
SCB-1
90
4
—
—
SCC-1
90
4
45
100
SCA-2
900
300
3
—
—
—
—
SCB-2
90
3
—
—
SCC-2
90
3
45
100
SCA-3
900
300
8
—
—
—
—
SCB-3
90
8
—
—
SCC-3
90
8
45
100


### 2.2. Loading Condition

The loading process included loading control stage and displacement control stage. In the loading stage controlled by force, the step loading is0.1∗Nu (Nu is the theoretical bearing capacity), the loading rate of each stage was 3 kN/s, and the pressure was maintained for 5 minutes. When the load reached 70% of the estimated load, the loading control mode was changed to the displacement loading control, and the loading rate was 2 mm/min. When the bearing capacity of the specimen dropped to 75% of the ultimate bearing capacity of the specimen, the test stopped.


## 2.1. Specimens Expression

Through a large number of experimental studies, Vana (2013) has found the size, and the distance of holes on the rib must meet the requirements of structures. Oguejiofor and Hosain [17] pointed out the distance between the holes on the ribs should be at least 2.25 times the diameter of the hole.In this test, the diameter of holes was set half the width of the rib, and the spacing between holes was twice the diameter of the hole. The construction details and dimension parameters of specimens are shown in Figure1 and Table 1. The steel was Q345, and the measured yield strength was 414 MPa (thickness = 3 mm), 464 Mpa (thickness = 4 mm), and 414 Mpa (thickness = 8 mm). The fcu of concrete was 55.6 Mpa and its elastic modulus was 3550 Mpa.Figure 1
Detail drawings of the specimen.Table 1
Details of specimens (mm).
Specimen number
H
B
t
b
s
t
s
d
y
SCA-1
900
300
4
—
—
—
—
SCB-1
90
4
—
—
SCC-1
90
4
45
100
SCA-2
900
300
3
—
—
—
—
SCB-2
90
3
—
—
SCC-2
90
3
45
100
SCA-3
900
300
8
—
—
—
—
SCB-3
90
8
—
—
SCC-3
90
8
45
100


## 2.2. Loading Condition

The loading process included loading control stage and displacement control stage. In the loading stage controlled by force, the step loading is0.1∗Nu (Nu is the theoretical bearing capacity), the loading rate of each stage was 3 kN/s, and the pressure was maintained for 5 minutes. When the load reached 70% of the estimated load, the loading control mode was changed to the displacement loading control, and the loading rate was 2 mm/min. When the bearing capacity of the specimen dropped to 75% of the ultimate bearing capacity of the specimen, the test stopped.


## 3. Experimental Phenomena and Analysis of Results

### 3.1. Specimen Failure Mode

At the beginning of the test, the specimen did not show clear deformation. When the loading value reached 60%Nu, the specimen made a slight sound of breakage, and granules of rust dropped down from the surface. When the loading value reached 70%Nu, clearly visible slip-lines occurred on the steel tube. With the load continued, a buckling occurred in the central position of slip-lines. After the largest load, the loading curve began to decrease rapidly, while the degree and the range of the buckling increased fast at the same time. A number of parallel buckling began to appear on all the sides of the tube; the deformations began to spread on each side.Figure2 shows the final failure shape of the three kinds of specimens. It indicated that: with axial loading, outward buckling deformation occurred on the steel tube. The specimen of type-A showed only one buckling deformation (single wave) at the same side of the same cross section. Type-B and type-C showed two rows of buckling deformation on the same cross section (double wave), while the peaks of these two types intersected with each other. And there were obviously more buckling lines on type-C than on type-B. In addition, the buckling lines on the neighboring side met on corners, and this phenomenon occurred on all the three types of specimen.Figure 2
Buckling mode of the steel tube. (a) Type-A. (b) Type-B. (c) Type-C.
(a)
(b)
(c)In order to analyze the failure of concrete inside the tube, the steel tube of the specimen was cut after the test, as shown in Figure3. From this figure, it could be seen that the damage location of concrete corresponded with the position of the buckling on the tube. In type-B, the stiffener divided the core concrete into four zones (see Figure 1). The failure area in each zone was connected to each other, while the damages in different zones were independent of each other. In type-C, concrete inside was also divided into four zones by stiffeners, but failure areas occurred parallel in each zone and parallel with those in neighboring zones, and the number and range of the failure were larger than those in type-B.Figure 3
Core concrete failure of the specimens. (a) Type-A. (b) Type-B. (c) Type-C.
(a)
(b)
(c)


### 3.2. Load-Displacement Curve Analysis

In order to analyze the effect of stiffening mode on the bearing capacity and deformation capacity of short square CFST columns, the load-displacement curves of each specimen are presented in Figure4, and the data are given in Table 2.Figure 4
Load-displacement curves of specimens.
(a)
(b)
(c)Table 2
Limit load and corresponding displacement of specimen.
Specimen number
SCA-1
SCA-2
SCA-3
Ultimate load (kN)
6100
5089
8619
Corresponding displacement (mm)
4.95
3.77
4.2
Specimen number
SCB-1
SCB-2
SCB-3
Ultimate load (kN)
7793
6111
10997
Corresponding displacement (mm)
5.45
4.09
6.81
Load increment 1 (%)
1693 (27.8)
1022 (20.1)
2378 (27.6)
Displacement increment 1 (%)
0.5 (10.1)
0.32 (8.5)
2.61 (62.1)
Specimen number
SCC-1
SCC-2
SCC-3
Ultimate load (kN)
7088
5969
10096
Corresponding displacement (mm)
6.53
4.2
7.76
Load increment 2 (%)
988(16.2)
880 (17.3)
1477 (17.1)
Displacement increment 2 (%)
1.58 (31.9%)
0.43 (11.4)
3.56 (84.8)
Note. The increment 1 was variation of B short columns relative to A short columns. The increment 2 was variation of C short columns relative to A short columns.It could be seen from the load-displacement curves that (1) the ultimate bearing capacity could be effectively improved by the stiffening methods, in which the bearing capacity of type-B was increased by 20% at least, while the bearing capacity of type-C was increased by 16.2% at least. The displacement was also increased by stiffeners, and the displacement of the B type specimen was increased by 6.21% at least, while it was increased by at least 11.4% in type-C. (2) The load-displacement curve showed that the secant stiffness of the load-displacement curve was lower than that of the type-A before type-B and type-C reached the top in the curves. The results showed that the axial compression stiffness of short square CFST columns was weakened to some extent, and the axial compression stiffness of type-A was greater than that of type-B, and the relation is the same of type-B and type-C. (3) The load-displacement curves of all kinds of short square CFST columns showed the descending section after the test reached the ultimate bearing capacity, but the absolute value of the tangent stiffness of the descending stage decreased gradually, and the final curve tended to be gentle. It showed that the axial bearing capacity and axial compression stiffness of short square CFST columns had a certain degree of degradation after reaching the axial compression bearing capacity, but the degradation rate gradually slowed down.To compare the effects of stiffening ribs with or without holes on short square CFST columns, the relationship diagrams between ultimate bearing capacity and specimen types and that between ultimate displacement and specimen types are drawn, respectively, in Figure5. It could be seen from the diagram that both types of strengthening methods can effectively increase the bearing capacity and ultimate displacement of the short column, in which the straight rib can better improve the ultimate bearing capacity of the short column. The influence of perforated ribs on the deformation characteristics of short columns was greater.Figure 5
Change diagram of limit load and limit displacement.
(a)
(b)


## 3.1. Specimen Failure Mode

At the beginning of the test, the specimen did not show clear deformation. When the loading value reached 60%Nu, the specimen made a slight sound of breakage, and granules of rust dropped down from the surface. When the loading value reached 70%Nu, clearly visible slip-lines occurred on the steel tube. With the load continued, a buckling occurred in the central position of slip-lines. After the largest load, the loading curve began to decrease rapidly, while the degree and the range of the buckling increased fast at the same time. A number of parallel buckling began to appear on all the sides of the tube; the deformations began to spread on each side.Figure2 shows the final failure shape of the three kinds of specimens. It indicated that: with axial loading, outward buckling deformation occurred on the steel tube. The specimen of type-A showed only one buckling deformation (single wave) at the same side of the same cross section. Type-B and type-C showed two rows of buckling deformation on the same cross section (double wave), while the peaks of these two types intersected with each other. And there were obviously more buckling lines on type-C than on type-B. In addition, the buckling lines on the neighboring side met on corners, and this phenomenon occurred on all the three types of specimen.Figure 2
Buckling mode of the steel tube. (a) Type-A. (b) Type-B. (c) Type-C.
(a)
(b)
(c)In order to analyze the failure of concrete inside the tube, the steel tube of the specimen was cut after the test, as shown in Figure3. From this figure, it could be seen that the damage location of concrete corresponded with the position of the buckling on the tube. In type-B, the stiffener divided the core concrete into four zones (see Figure 1). The failure area in each zone was connected to each other, while the damages in different zones were independent of each other. In type-C, concrete inside was also divided into four zones by stiffeners, but failure areas occurred parallel in each zone and parallel with those in neighboring zones, and the number and range of the failure were larger than those in type-B.Figure 3
Core concrete failure of the specimens. (a) Type-A. (b) Type-B. (c) Type-C.
(a)
(b)
(c)


## 3.2. Load-Displacement Curve Analysis

In order to analyze the effect of stiffening mode on the bearing capacity and deformation capacity of short square CFST columns, the load-displacement curves of each specimen are presented in Figure4, and the data are given in Table 2.Figure 4
Load-displacement curves of specimens.
(a)
(b)
(c)Table 2
Limit load and corresponding displacement of specimen.
Specimen number
SCA-1
SCA-2
SCA-3
Ultimate load (kN)
6100
5089
8619
Corresponding displacement (mm)
4.95
3.77
4.2
Specimen number
SCB-1
SCB-2
SCB-3
Ultimate load (kN)
7793
6111
10997
Corresponding displacement (mm)
5.45
4.09
6.81
Load increment 1 (%)
1693 (27.8)
1022 (20.1)
2378 (27.6)
Displacement increment 1 (%)
0.5 (10.1)
0.32 (8.5)
2.61 (62.1)
Specimen number
SCC-1
SCC-2
SCC-3
Ultimate load (kN)
7088
5969
10096
Corresponding displacement (mm)
6.53
4.2
7.76
Load increment 2 (%)
988(16.2)
880 (17.3)
1477 (17.1)
Displacement increment 2 (%)
1.58 (31.9%)
0.43 (11.4)
3.56 (84.8)
Note. The increment 1 was variation of B short columns relative to A short columns. The increment 2 was variation of C short columns relative to A short columns.It could be seen from the load-displacement curves that (1) the ultimate bearing capacity could be effectively improved by the stiffening methods, in which the bearing capacity of type-B was increased by 20% at least, while the bearing capacity of type-C was increased by 16.2% at least. The displacement was also increased by stiffeners, and the displacement of the B type specimen was increased by 6.21% at least, while it was increased by at least 11.4% in type-C. (2) The load-displacement curve showed that the secant stiffness of the load-displacement curve was lower than that of the type-A before type-B and type-C reached the top in the curves. The results showed that the axial compression stiffness of short square CFST columns was weakened to some extent, and the axial compression stiffness of type-A was greater than that of type-B, and the relation is the same of type-B and type-C. (3) The load-displacement curves of all kinds of short square CFST columns showed the descending section after the test reached the ultimate bearing capacity, but the absolute value of the tangent stiffness of the descending stage decreased gradually, and the final curve tended to be gentle. It showed that the axial bearing capacity and axial compression stiffness of short square CFST columns had a certain degree of degradation after reaching the axial compression bearing capacity, but the degradation rate gradually slowed down.To compare the effects of stiffening ribs with or without holes on short square CFST columns, the relationship diagrams between ultimate bearing capacity and specimen types and that between ultimate displacement and specimen types are drawn, respectively, in Figure5. It could be seen from the diagram that both types of strengthening methods can effectively increase the bearing capacity and ultimate displacement of the short column, in which the straight rib can better improve the ultimate bearing capacity of the short column. The influence of perforated ribs on the deformation characteristics of short columns was greater.Figure 5
Change diagram of limit load and limit displacement.
(a)
(b)


## 4. Simulation of the Stiffened Short Square CFST Columns

### 4.1. The FEA Model

With the help of Abaqus, the authors built an FEA model, and the experiment was simulated by using plastic model for steel and concrete damaged plastic (CDP) model for concrete. The material parameters were measured from the test. An SC8R element was used for steel, while a C38R element was used for concrete. The mesh size was set at 30 mm. Xu et al. [18] had set the friction coefficient between the steel and concrete as 0.5.


### 4.2. The Analysis of Simulation Results

The deformation characteristics obtained from the simulation are shown in Figure6 and compared with those in Figures 2 and 3. It was found that the degree of buckling deformations on steel tubes from simulation was consistent with that in the test. In Figure 6, the deformation pattern of the steel tube was “single wave” and “double wave” depending on the specimen type, and the deformation was connected at the corner. The plastic strain distribution diagrams of the concrete were consistent with the concrete failure in the test. It showed that the equivalent plastic of finite element analysis can well reflect the compressive failure of concrete inside, and it also verified the reliability of FEA.Figure 6
The failure of the specimen in simulation. (a) The failure strain of steel tubes. (b) The equivalent plastic strain of concrete.
(a)
(b)Figure7 shows the stress distribution of the core concrete, and it could be seen in the diagram that the stress distribution of the concrete in the core area was adjusted by the stiffeners. The confinement effect in type-B and type-C was enhanced, and the stress distribution range and the distribution gradient of the core concrete were increased. The stress of the whole section of the specimen distributed more evenly. After stiffening, the peak stress of core concrete was improved. In type-B, the stress range of core region was slightly narrower, and the stress in core area was reducing. In type-C, the stress distribution was regular shape, and the distribution gradient of stress was more obvious than that of type-B. The section stress distribution patterns varied in terms of the ribs with or without the holes and the diagram of the height (h = 300 mm and h = 450 mm). The stress distribution on the sections without holes was a square concentric with a circle at the center, and the stress distribution pattern of every stress stage was paralleled. The stress distribution in the section with holes was more complex: the peak stress occurred in both the core area of the section and the hole areas of concrete. The whole distribution was also a square concentric with a circle at the center, but the pattern of stress distribution of different gradients was alternated layer by layer.Figure 7
The stress distribution on section of the concrete with different heights.The stress distribution along the center line and the diagonal line in Figure7 (at the height of 300 mm and 450 mm) is plotted as curves in Figure 8, which indicated (1) the curves along the center with stiffeners were higher than that of type-A. The stiffeners had obvious effect on improving the stress at the middle of the side (the stress value of SCB was 6 MPa more than SCA at 300 mm height, while SCC could improve 10 MPa more at 450 mm height). (2) The holes cut down the value of stress at the corners, as the curves of SCC were the lowest at the corners of the tube (the stress value of SCC was 20 MPa less than that of the highest). (3) All the stress values of stiffened specimen were lower than that of SCA as the curves shown at the core area.Figure 8
Diagram of stress distribution of concrete. (a) Stress distribution curve of center line and diagonal line at 300 mm. (b) Stress distribution curve of center line and diagonal line at 450 mm.
(a)
(b)


## 4.1. The FEA Model

With the help of Abaqus, the authors built an FEA model, and the experiment was simulated by using plastic model for steel and concrete damaged plastic (CDP) model for concrete. The material parameters were measured from the test. An SC8R element was used for steel, while a C38R element was used for concrete. The mesh size was set at 30 mm. Xu et al. [18] had set the friction coefficient between the steel and concrete as 0.5.


## 4.2. The Analysis of Simulation Results

The deformation characteristics obtained from the simulation are shown in Figure6 and compared with those in Figures 2 and 3. It was found that the degree of buckling deformations on steel tubes from simulation was consistent with that in the test. In Figure 6, the deformation pattern of the steel tube was “single wave” and “double wave” depending on the specimen type, and the deformation was connected at the corner. The plastic strain distribution diagrams of the concrete were consistent with the concrete failure in the test. It showed that the equivalent plastic of finite element analysis can well reflect the compressive failure of concrete inside, and it also verified the reliability of FEA.Figure 6
The failure of the specimen in simulation. (a) The failure strain of steel tubes. (b) The equivalent plastic strain of concrete.
(a)
(b)Figure7 shows the stress distribution of the core concrete, and it could be seen in the diagram that the stress distribution of the concrete in the core area was adjusted by the stiffeners. The confinement effect in type-B and type-C was enhanced, and the stress distribution range and the distribution gradient of the core concrete were increased. The stress of the whole section of the specimen distributed more evenly. After stiffening, the peak stress of core concrete was improved. In type-B, the stress range of core region was slightly narrower, and the stress in core area was reducing. In type-C, the stress distribution was regular shape, and the distribution gradient of stress was more obvious than that of type-B. The section stress distribution patterns varied in terms of the ribs with or without the holes and the diagram of the height (h = 300 mm and h = 450 mm). The stress distribution on the sections without holes was a square concentric with a circle at the center, and the stress distribution pattern of every stress stage was paralleled. The stress distribution in the section with holes was more complex: the peak stress occurred in both the core area of the section and the hole areas of concrete. The whole distribution was also a square concentric with a circle at the center, but the pattern of stress distribution of different gradients was alternated layer by layer.Figure 7
The stress distribution on section of the concrete with different heights.The stress distribution along the center line and the diagonal line in Figure7 (at the height of 300 mm and 450 mm) is plotted as curves in Figure 8, which indicated (1) the curves along the center with stiffeners were higher than that of type-A. The stiffeners had obvious effect on improving the stress at the middle of the side (the stress value of SCB was 6 MPa more than SCA at 300 mm height, while SCC could improve 10 MPa more at 450 mm height). (2) The holes cut down the value of stress at the corners, as the curves of SCC were the lowest at the corners of the tube (the stress value of SCC was 20 MPa less than that of the highest). (3) All the stress values of stiffened specimen were lower than that of SCA as the curves shown at the core area.Figure 8
Diagram of stress distribution of concrete. (a) Stress distribution curve of center line and diagonal line at 300 mm. (b) Stress distribution curve of center line and diagonal line at 450 mm.
(a)
(b)


## 5. Calculation of Bearing Capacity of Reinforced Concrete-Filled Square Steel Tube Short Columns

The concrete stress distribution in Figure7 showed that there was stress concentration in the corners and the middle of the sides of both type-B and type-C, while the stiffeners could improve the buckling performance of steel tubes, so the effect of stiffeners for bearing capacity must be considered during the calculative process, and steel tube and concrete also affect the bearing capacity. So, the bearing capacity Nu can be written as(1)Nu=NC+NS+NLE,where NC is the bearing capacity of core concrete, NC=fcAC; NS is the bearing capacity of external steel tube, NS=fsAS; and NLE denotes the strengthening of the bearing capacity of members.The stiffened specimen’s stress distribution is quite different from that of type-A: the values of stress were increased by the ribs, as is shown in Figure7. The stiffener can be regarded as a T-shaped member in the tube, and the bearing capacity of this T-shaped members can be obtained according to the standard of steel structure as(2)NLE=π2ESIl2,where ES is the elastic module of the steel in the tube; I is the module of bending section for the stiffeners; and l is the effective length of stiffeners.It is necessary to find out the effective width (be) of the flange in the T-shaped member when calculating the parameter I in accordance with the standard, it is revised to(3)beb=0.65folfy,fol=π2EC121−μ2×kb/t2,where b is the length of the side; t is the thickness of the rib; k=10.31; fy is the steel yield strength; μ is the Poisson ratio of the steel; and EC is the elastic module of the concrete inside.Equation (3) should be used to find out the effective width (be), which can be introduced into Equation (2) to find out the bearing capacity of the T-shaped member (NLE) and subsequently get the bearing capacity of the specimen (Nu) by Equation (1). Then, put all the results into Table 3. α is the ratio of calculated results to test results. The average ratio was 1.02, and the dispersion coefficient was 0.042, which indicated that the calculated result was in good agreement with the test result.Table 3
Comparison of calculated bearing capacity and finite element bearing capacity.
Specimen number
N
u (kN)
Experimental bearing capacityNu′′(Kn)
α
=
N
u
/
N
u
′
′
SCA-1
6100
6040
—
SCB-1
6798
6768
1.00
SCC-1
7088
6489
1.09
SCA-2
5958
5368
—
SCB-2
5984
5791
1.03
SCC-2
5969
5616
1.06
SCA-3
8619
7696
—
SCB-3
10997
10820
1.02
SCC-3
9566
10198
0.94Then, the bearing capacity of the test specimens is worked out according to the existing standards (NDBJ, NACI, NBS5400, NEC3, NCECS), and the values are given in Figure9. It is evident that the calculation results of the formulas proposed in this paper are in better agreement with the test results compared with the calculation method of bearing capacity in the existing standards.Figure 9
Comparison of results of calculation and finite element analysis.


## 6. Summary and Conclusions

In order to limit the disengaging of short square CFST columns and strengthen the combined action of steel tubes and concrete, a reinforcing method of stiffener is put forward in this paper. The axial compression performance and mechanism are studied through experiments employing 3 types of specimens (no ribs, straight ribs with and without holes). Based on the experiments, the following conclusions are drawn:(1)
The stiffeners can improve the mechanical performance of specimens, such as the bearing capacity and the deformations. The failure mode changes clearly with the effect of stiffeners.(2)
The ultimate bearing capacity and the stretchability can be improved by the stiffeners, and the bearing capacity of type-B is the best, while the stretchability of type-C was better than that of type-B.(3)
Stiffeners can change the buckling model of steel tubes, from “single wave” (type-A) to “double wave” (type-B and type-C).(4)
The FE model can give the stress distribution of the specimens. The stiffeners can change the stress distribution, improve the stress value in the middle of each side, and lower the stress value in the core area of the concrete.(5)
The calculation formulas proposed in this paper can more accurately describe the bearing capacity of stiffened steel tubular structures.



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*Source: 9109371-2018-10-21.xml*