Advancements in Design and Analysis of Protective Structures 2019
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Shear Storage Capacity of Vertical Stiffener Joints between ConcreteFilled Double Steel Tubular Columns and Steel Beams
Abstract
Based on the low cyclic loading test results of vertical stiffener joints between concretefilled double steel tubular (CFDST) columns and steel beams, the shear transfer mechanism and shear resistance were analyzed in this paper. A conceptual model formulated was presented in terms of equilibrium and stressstrain relationships. The results calculated by the theoretical model and the available experimental data were compared, and then one new concept of shear storage coefficient was proposed for the determination of the shear storage capacity of the joint, which quantitatively explained the ductility failure progression of the joint specimens in the seismic performance test. It was concluded that the vertical stiffener joint had sufficient shear resistance, which met the seismic design principle of strong shear and weak bending. Results show that the ribbed joints have greater shear resistance than unribbed ones; lengthening the overhang of the vertical stiffener can both increase shear resistance and shear storage capacity of the joint; axial compression ratio can reduce the shear storage capacity. The paper also suggests that the joint design should ensure enough safety storage of shear resistance to improve the seismic performance.
1. Introduction
With the development of concretefilled steel tubular (CFST) column, concretefilled double steel tubular (CFDST) column emerged in the form of circular internally and square externally, fully filled with concrete. CFDST column can make full use of circular steel tube for its good confinement performance and square steel tube for its good ductility advantages, so the new type of column can be applied to highrise buildings and bridge engineering [1–3]. CFDST column has been firstly applied in the construction of city hall in Wuppertal, Germany. The vertical stiffener joint between a CFDST column and an Htype beam has been verified that it has the good hysteretic behavior, bearing capacity, and ductility [4–6], but the shear behavior of the joint core has not been studied including the shear resistance. It is well known that strength calculation mainly includes bending strength and shear strength in joint design. To ensure a proper failure progression and ductility, the joint panel zone should typically be stronger than the neighboring beam and column. So, many calculation procedures for joint shear strength have been proposed. Koester [7] conducted a series of experiments on the panel zone shear strength of rectangular steel girdertoCFST composite connections. Various shear strength for CFST joint panels has been analyzed to date [8–11]. And a simplified trilinear model to predict the shear strength versus the shear deformation response in panel zone was presented for vertical stiffener connections between Lshaped columns composed of concretefilled steel tubes and steel beams [12]. The superposition method was also applied to estimate the beamcolumn joint shear strength [13–18], and the applicability and accuracy of the strength superposition method for the estimation of joint shear strength were verified explicitly. However, these studies have been limited in scope to ordinary CFST or composite concrete structures. The vertical stiffener joint of CFDST structure has very different configurations, which provide different shear components.
The shear failure of beamcolumn joint may cause the immediate collapse of a building, and strengthening such joints can have a significant influence upon the earthquake resistance of structures. Therefore, it is necessary to develop an effective rehabilitation strategy to strengthen such joints in order to avoid or delay their shear failure. According to the principle of structure design “strong shear and weak bending,” shear strength becomes the control condition of the strength calculation. When shear strength calculation was not estimated accurately, the structure would lead to the lack of shear capacity even the shear failure [19–23], so shear storage capacity was analyzed in this paper based on the low cyclic loading test results of vertical stiffener joints between CFDST columns and steel beams. A conceptual model is presented for assessing the cracked vertical stiffener joints with shear failure. The model is entirely formulated in terms of equilibrium and stressstrain relationships and can be used to assess the shear capacity of a series of components including steel tubes, vertical stiffener, anchorage web, and joint core concrete. The calculated results were compared to the experimental ones at the state of both yielding and damage. Then, one new concept of shear storage coefficient was proposed for the determination of the joint's shear storage capacity. In order to better evaluate the seismic design principles of strong joints, the joint’s safety reserve of shear capacity was quantitatively explained to ensure proper failure progression and ductility, which can provide reference for engineering design of CFDST structure.
2. The Shear Model and Force Transfer Mechanism
Vertical stiffener joints were tested by quasistatic cyclic loading at the both ends of the steel beam [6], i.e., the fixed vertical force N was applied on the column top, and two 500 kN MTS servo actuators were placed at east and west beam ends to achieve the reciprocating load by pushing and pulling at the same time. The joint specimens were intended to simulate the connection between an interior column and the two adjacent steel beams in a frame structure. Table 1 lists the details of the six specimens tested in this investigation, where l_{E} is the overhang length of vertical stiffener; n is the axial compressive force ratio; and two kinds of configuration of anchorage webs are unribbed and ribbed. The outer steel tube is square with the section type of B × t, and the inner steel tube is circular with the section type of Φ2r_{i} × t_{i} as shown in Table 1. The section of Hshaped steel beam is 244 × 175 × 7 × 11 mm^{4}.

Force diagram in panel zone is shown in Figure 1, where represents the experimental shear force in panel zone; P is the actual load value on the beam end; H_{b} and H_{c} are the height of steel beam and column, respectively; is the distance from the beam end to the surface of CFDST column; and is the distance from the top to the bottom hinge of the column. According to the equilibrium condition, the shear force in the panel zone can be determined according to the load of the beam end in the actual experiment.where represents the horizontal reactive force at the column end when the beam end force is P and represents the thickness of the steel beam flange.
In this joint system, anchorage web, vertical stiffeners, and horizontal end plate play the main forcetransferring role. The transverse profile of the vertical stiffener joint is shown in Figure 2(a). Anchorage web is groovewelded vertically on the inner steel tube, going outside the outer steel tube, and then it connects with the steel beam web by bolts. Meanwhile vertical stiffener is groovewelded on the column surface, and its overhangs weld with the end plate at right angles. In order to solve the stress concentration problem, the radiuscut section is used for the end plate. The other side of end plate as wide as the beam is butt welded to the beam flange. In addition, the application of anchorage web embedded in the concrete between inner tube and outer tube can improve work ability and globality of the joint. And the embedded anchorage web is higher than the steel beam, so anchorage web can be chosen as two types including unribbed and ribbed joints as shown in the longitudinal profile in Figure 2(b).
(a)
(b)
The compressive strength of the concrete f_{cu} is 59.5 MPa. The material properties of the steel plates obtained through the standard material test method are given in Table 2. The steel of anchorage plate and vertical stiffener is the same steel as the square tube. The bolts were tightened with a special torque wrench according to design requirements, and the frictiontype highstrength bolt M20 belongs to the level 10.9. According to the suggestion of ATC24 [24], a displacement control with three cycles at each displacement amplitude was used after the specimen yielded. The cantileverdisplacement increments between each cycle were 3 mm one time before yielding and 6 mm three times after yielding until failure occurred.

The main function of the vertical stiffener is to protect the outer steel tube web from shearing. On the other hand, together with the horizontal end plates, vertical stiffeners can transmit tension or compression of the steel beam flange, so the vertical stiffeners can bear shear force from the panel zone and horizontal pulling or pushing force from beam flanges. The anchorage web is mainly subjected to shearing force of the beam web, and the ribs can help transmit part of the pulling force from beam flanges to the joint core. The forcetransferring path of the vertical stiffener joint is basically included: (1) horizontal shear force of column end is transferred to vertical stiffeners and outer steel tube by welds and then to joint core concrete; (2) vertical shear force of beam end is transferred to vertical stiffeners and anchorage webs and then to the panel zone. The calculation formula in the AIJ specification [25] proposed by the Architectural Institute of Japan takes into account the shear strength of both the steel tube cross section and the core concrete cross section. So, the shear model of the vertical stiffener joints is composed as a series of components. The shear capacity in panel zone includes the contributions from steel tubes, the vertical stiffeners, anchorage webs, and the joint core concrete. Among them, the core concrete contributes the shear capacity in the way of plane shearing and pressure lever model, respectively. Shear capacity of each component can be calculated using different stress states based on the different deformation mechanism, and finally the ultimate shear capacity of the joint will be obtained on the principle of limit equilibrium superposition.
3. Calculation of the Theoretical Shear Resistance
3.1. Basic Assumptions
For the double steel tubes and core concrete, the effect of axial compressive stress is considered to calculate the shear capacity, while for the forcetransmitting members’ vertical stiffeners and anchorage webs, pure shear stress state is used without considering the effect of axial stress since they are considered as main connecting part to the beamcolumn connections. In order to simplify the calculation and analysis, the following basic assumptions are also introduced:(1)There is no relative slip between steel tubes and concrete, and the axial deformation is consistent(2)After the steel tube has yielded, the crosssectional shape does not change, and bending deformation and local buckling of inner and outer steel tubes are ignored [26](3)Shear force transferring of vertical stiffener joints is through vertical stiffener and anchorage web to the outer square and inner circular steel tubes, and concrete baroclinic force transmission mode [20] is considered because there is no inner diaphragm
3.2. Outer Square Steel Tube
The circumferential tensile stress of the steel tube wall has a weakening effect on the shear capacity of the joint, so it should be considered into the calculation of the shear capacity. As the confinement of square steel tube on the concrete is not uniform, concretefilled square tubular column can be equivalent to concretefilled circular tube column according to the principle of equal area [27]. The shear forceshear deformation skeleton curve of outer steel tube webs is taken as trilinear model of shear [28, 29] shown in Figure 3, where , respectively, represent the yield and ultimate shear stress of the outer steel tube web.
Figure 4 is the stress state of the outer steel tube web, where is the compressive stress produced by the vertical steel tube web under the action of vertical axial compression, is the lateral tensile stress of the outer steel tube web, stands for the shear stress of the outer steel tube. In the following subscripts, the subscripts s and c represent steel and concrete, respectively; subscripts i and o represent inner and outer steel tube, respectively; and subscripts z, r, and θ represent longitudinal, radial, and circumferential directions, respectively. It can be seen from Figure 4 that the stress state of outer steel tube web can be expressed as , so the principal stresses of the outer steel tube are
According to von Mises yield criterion, the yield stress of the outer steel tube iswhere is the yield strength of the outer steel tube web. By substituting equation (2) into equation (3), we have
So, the shear stress of the outer steel tube under axial compression is
Then, the yield shear resistance of the outer steel tube web iswhere represents the crosssectional area of outer steel tube and represents the yield shear resistance of outer steel tube. The ultimate shear resistance of outer steel tube based on the trilinear shear model is
3.3. Inner Circular Steel Tube
Similar with the outer steel tube, the inner steel tube has the same stress state as shown in Figure 4. Its shear stress is ; the yield shear resistance of the inner circular steel tube is
Then, the ultimate shear resistance of the inner circular steel tube is described aswhere denotes the yield shear resistance of the inner circular steel tube and denotes the ultimate shear resistance of the inner circular steel tube. The shearing area of the inner circular steel tube is . In literature [30], was obtained when shear strength was analyzed by the method of elastic mechanics, where R is the radius of the inner circular tube. In this paper, the inner round steel tube is wrapped in the concrete of the CFDST column, so the shear capacity has been improved absolutely. Taking into account the simplified method of material mechanics, the projection area of round tube diameter is taken as shearing area, that is, , where d represents the diameter of the inner circular pipe and represents the wall thickness of the inner circular steel tube.
3.4. Vertical Stiffeners
The vertical stiffeners are taken in pure shear stress state without considering the effect of axial stress since they are considered as main connecting part to the beamcolumn connections. Stress state of vertical stiffeners is ; therefore, the principal stresses are According to von Mises yield criterion, the shear stress of the vertical stiffeners is obtained: where is the yield strength of the vertical stiffeners. So, the yield shear resistance and the ultimate shear resistance of the vertical stiffener are listed, respectively, as follows:where is the horizontal crosssectional area of the whole vertical stiffeners, is the ultimate strength of the vertical stiffeners, represents the yield shear resistance of the vertical stiffener, and represents the ultimate shear resistance of the vertical stiffener.
3.5. Anchorage Web
An anchored web is welded to the inner steel tube, and its extended part out of the outer steel tube is connected to the steel beam web. The yield shear stress of the anchored web is known from the foregoing conclusions as where is the yield strength of the anchorage web, so yield shear resistance and ultimate shear resistance of the anchored web are, respectively, expressed as follows:where denotes shearing area of the anchorage web. The anchorage web has two types including ribbed and unribbed ones. For the unribbed anchorage web, shearing area is calculated as its horizontal crosssectional area between inner and outer steel tubes, while for the ribbed anchorage web, shearing area is calculated as its full horizontal crosssectional area. is ultimate strength of the anchorage web. is yield shear resistance of the anchorage web, and is ultimate shear resistance of the anchorage web.
3.6. Outer and Inner Concrete
The inner and outer concrete are constrained by steel tubes, and due to the presence of axial pressure, the core concrete is under threedimensional compression state, so the shear strength of concrete can maintain a constant value without a decline when it reaches the ultimate shear strength. Therefore, the shear stressstrain curve of core concrete is simplified as the ascending and horizontal segments as shown in Figure 5.
The shear strength and shear deformation of concrete are studied in 1992 [31]. According to those experimental results, the ascending curve of shear stressshear strain is obtained as follows:where and represent the peak shear strain and stress, respectively, ; then, the shear resistance of inner and outer concrete is considered aswhere and , respectively, represent the crosssectional area of outer and inner concrete.
4. Test Results and Shear Storage Capacity
Figure 6 reveals beam end load (P) versus displacement (Δ) envelope curves of the six joint specimens on west (W) and east (E) beam ends. For the convenience of presentation, the loading force is considered as positive when the actuators push and negative when the actuators pull, while the push displacement of the west end is considered as positive and the push displacement of the east end as negative. The yield load P_{y} of joints is determined according to Figure 7. The yield load and ultimate load in the test are taken as the average value of push and pull force on both west and east beam ends. Then, the corresponding magnitude of shear forces in the test can be obtained by equation (1). The shear force in the panel zone at the state of yield load and ultimate load in the test is listed in Table 1, where represents the shear force corresponding to the average yield load of east and west beams and represents the shear force corresponding to the average ultimate load of east and west beams.
The theoretical shear resistance of the vertical stiffener joints is calculated by the principle of superposition according to the limit equilibrium theory. Based on the aforementioned equations of the shear capacity of the joint components, the calculated shear capacity is listed in Table 1. is the calculated theoretical yield shear resistance obtained from Equations (6), (8), (10), (12), and (15); is the calculated theoretical ultimate shear resistance obtained from Equations (7), (9), (11), (13), and (15). In the calculations, ribbed anchorage web and vertical stiffener plate provide a large amount contribution to the joint’s shear resistance. Therefore, the ribbed joints have greater shear capacity than unribbed ones, and shear resistance improves with the increase of overhang length of vertical stiffener. By comparison of specimens SBJ21 and SBJ32, the thickness of square steel tube has a slight influence on the joint’s shear capacity. It can be concluded that the forcetransferring connectors including vertical stiffeners and anchorage webs play a dominant role in the shear bearing capacity of the joint.
As can be seen in Table 1, compared with the experimental data of six joint specimens in the seismic performance test, the calculated results of yield shear resistance and ultimate shear resistance are much larger than the experimental shear force corresponding to the cracked vertical stiffener joint. It indicates that the joint has enough shear storage ability to avoid the shear failure of the panel zone. The main reason is that the vertical stiffener joints in the experiment belong to the “strong column and weak beam” type, so the failure modes of the specimens are roughly the similar damage caused by the bending failure at beam ends. The plastic hinge occurred away from the curvature of the horizontal end plate in the test as shown in Figure 8. Strain measured in the test also showed the panel zone was in elastic state basically. So, the steel tubes, connectors (including anchorage web and vertical stiffeners), and core concrete worked in good mechanical performance to guarantee the strong shear capacity and stiffness, indicating that such joint design is in line with “strong shear and weak bending” principle of the seismic design.
In fact, is the calculated ultimate shear resistance for cracked vertical stiffener joints with shear failure, while is the shear force corresponding to the cracked experimental joints with bending failure, so the theoretical resistance proposed cannot be checked via full strength joints since the beam resistant bending moment is limiting the maximum shear strength. However, it indicates that the configuration of vertical stiffener joints can guarantee an effective rehabilitation strategy to strengthen such joints in order to avoid or delay their shear failure. This storage ability can be reflected by shear storage coefficient. The socalled shear storage coefficient is the ratio between the theoretical shear resistance and the actual shear force in experiments, which is described aswhere is the shear storage coefficient at the yield state and is the shear storage coefficient at the ultimate load state. In fact, the shear storage coefficient in equations (16) and (17) is not a new concept of shear reserve. In the verification of seismic ability in some structure, the ratio of shear capacity and the actual shear force in earthquake must be greater than 1 [32, 33]. The paper puts forward this ratio for the vertical stiffener joint to quantify its shear safety reserves. Shear storage coefficient of the joint mainly takes the quantitative relationship between its shear bearing capacity and shear failure into account, so as to better evaluate the seismic design principle of strong joints and provide reference for the improvement of joint seismic design codes. The shear storage coefficient determines the safe storage capacity to ensure a proper failure progression and ductility of these joints, and increasing the shear storage coefficient can improve the seismic performance of the joint as well. The calculations of shear storage coefficient are shown in Table 1, where is obtained as 2.02 at average and is 2.47. The shear storage coefficient and of SBJ31 with the higher axial compression ratio is the smallest as shown in Table 1, so axial compression ratio can reduce the shear storage capacity of the joint. By comparison of specimens SBJ11, SBJ12, SBJ21, and SBJ22, it can also be concluded that lengthening the overhang of the vertical stiffener can increase the joint’s shear storage capacity, while the influence of ribs is not evident.
5. Conclusions
On the basis of the low cyclic loading test results of vertical stiffener joints between concretefilled double steel tubular (CFDST) columns and steel beams, the shear storage capacity was analyzed in this paper. A conceptual model was presented for assessing the cracked vertical stiffener joint. The shear performance and force transfer mechanism were reasonably assumed. The model was entirely formulated in terms of equilibrium and stressstrain relationships and could be used to effectively assess the shear capacity of a series of components including steel tubes, vertical stiffener, anchorage web, and joint core concrete. The shear capacity equation of the joints provided a simplified calculation method and corresponding reference for the engineering design of CFDST structure.
The yield and ultimate shear resistance of the vertical stiffener joints of CFDST were calculated and compared with the experimental results, and one new index of shear storage coefficient was put forward in order to quantitatively explain the safe reserve of ductile failure. Shear storage coefficient determined the safe storage capacity of the joint to avoid its shear failure mode, and improving the reserve coefficient can ensure proper failure progression and ductility. The results show that the ribbed joints have greater shear resistance than unribbed ones, while the influence on shear storage capacity is not evident; lengthening the overhang of the vertical stiffener can increase both the shear resistance and joint’s shear storage capacity; axial compression ratio can reduce the joint’s shear storage capacity. Therefore, the vertical stiffener joint has enough safety storage to meet the seismic design principle of “strong shear and weak bending.”
Data Availability
The data used to support the findings of this study are available from the corresponding author upon request.
Conflicts of Interest
The authors declare that there are no conflicts of interest regarding the publication of this article.
Acknowledgments
The authors would like to acknowledge the support provided by the Chinese National Science Foundation (grant no. 51478004). The financial support from Hebei University of Technology is also appreciated.
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Copyright
Copyright © 2019 Zhijun Zhou et al. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.