 Research
 Open Access
 Published:
Research on Angle Connector in Composite Beam
International Journal of Concrete Structures and Materials volume 16, Article number: 15 (2022)
Abstract
As a critical component for steel beam and concrete slab to work together, the strength of the shear connector affects the flexural load capacity and stiffness of the composite beam. Connectors were generally studied for longitudinal shear resistance. However, transverse shear needs to be considered when the main beam is far away and the transverse connection is weak. In this paper, an angle connector preembedded in the precast slab was proposed, and its preembedded position makes it exhibit better transverse shear resistance. To assess the strength, stiffness, and slip capacity of the angle connector, two groups of composite beam with precast slabs negative moment flexural were tested, then several finite element groups were simulated in pushout test. The test variable was the existence of angle connectors, and the variables simulated were the yield strength of the angle connector and its flange thickness. The results showed that the composite beam with angle connectors has greater stiffness than ordinary ones, with little difference in flexural strength capacity and less slippage. The results show that angle connectors can replace extending rebars in precast slabs, which will reduce construction costs. In addition, a new design equation was proposed, including the yield strength of the connector and the thickness of its flange which are not unified in the current equations. The simulations determined the strength of the angle connectors in relation to the yield strength of the angle connector and its web thickness.
1 Introduction
The steel–concrete composite beam is made of steel beam and concrete slab connected by shear connectors. It has the structural advantage of combining two materials into one and provides the advantages of high stiffness, high flexural capacity, and easy construction (Liu, 2017; Sahu & Das, 2020). As a type of composite beam, composite beam with precast slabs has good application prospects because of its advantages such as excellent stress performance and convenient construction (Ding et al., 2015; Liu et al., 2014; Nie & Yu, 1999). The rebars of the precast slabs extend outward to improve the overall performance, however, it makes transportation and installation inconvenient. This raises the cost of the project and is not conducive to its widespread use.
As part of the steel beam and concrete slab working together, the connectors are required to resist both longitudinal and transverse shear forces between steel beam and concrete slab. The study generally focuses on longitudinal shear forces (Paknahad et al., 2018; Shariati et al., 2012). Some scholars have conducted a more systematic study on the behavior of angle connector at high temperatures (Davoodnabi et al., 2019, 2021; Nouri et al., 2021; Shahabi et al., 2016; Shariati et al., 2021). To save costs, soft computing has been used to predict the shear capacity of angle connectors with accurate results (Chahnasir et al., 2018; Safa et al., 2016; Sedghi et al., 2018; Shariati et al., 2019; Shariati et al., 2021; Toghroli et al., 2014). Evaluation of the behaviour of angle connectors in high strength and light weight concrete (Shariati et al., 2010a, b, 2011a, b, 2012, 2016a). There are few studies on transverse shear of composite beams. However, when the distance of the main beam is large and the transverse connection of the main beam is weak, the transverse shear capacity of the connector should not be neglected as well (JTG/T D64012015, 2015). In this case, the connectors must provide sufficient transverse loading to ensure structural safety. This requires the shear and pullout forces of the connectors to resist the transverse shear forces. Therefore, it will be necessary and meaningful to study the transverse shear resistance in the composite beam.
The form of the connection is critical to the impact of the concrete structure (Ding et al., 2021). In composite beam structures, studs are the most commonly used shear connectors. However, the amount of studs required in composite beams is large and the welding process has high requirements. Compared to studs, channel, angle and Vshaped angle connectors have a higher load capacity and no extra inspections are required. In addition, angle connectors as shear connections have the advantage of using less steel and simple welding (Liu et al., 2016; Shariati et al., 2013; Shariati et al., 2016). The study of angle connections in composite beams will be more beneficial to the wider use of composite beams. Fig. 1 shows a preembedded angle connector designed in this paper, which was preembedded in the precast slab of the composite beam.
Connections located in the negative moment zone are weaker constrained by the surrounding concrete than by compression. In addition, the connector in the negative moment zone is mainly subjected to shear and pullout forces, and its shear resistance is weakened (GB/T500172017, 2017). However, the shear resistance of the connector directly affects the overall performance of the precast and castinplace slabs (Nie et al., 2003). Thus, it will directly affect the performance of the composite beam. Therefore, it is necessary to study the overall performance of composite beams with precast slabs under negative bending moments to ensure the safe use of the members.
In this paper, we proposed an angle connector that is preembedded in the precast slab. Simplify construction by preembedding this connector instead of the traditional rebars extending out of the precast slab. In addition, this connector can provide transverse shear, which will be a complement to the transverse shear content of the composite beam. The new design equation is proposed for the different forms and differences in the strength design equations of angle connectors at domestic and foreign. The equation takes into account the yield strength of the connector and its flange thickness, which is not unified by the previous equation.
To investigate whether composite beam with angle connectors can be used safely under negative bending moment conditions so as to replace conventional composite beams and make construction easier. Two sets of flexural tests on composite beam with precast slabs were conducted. The variables tested were the presence or absence of the angle connectors. Due to its obvious shear orientation, the transverse shear performance of the angle connectors was evaluated by ABAQUS finite element software for transverse pushout test simulations. In addition, the connector yield strength and flange thickness were used as variables to study the strength of the connector.
2 Test Program
2.1 Specimen Design
In this paper, two sets of fullsize composite beam specimens with precast slabs, CB1 and CB2, were designed, and the variables for both sets of tests were the presence or absence of angle connectors. Fig. 2 shows a crosssectional view of CB1 and CB2, the crosssectional size of the precast slab is 450 × 60 mm, and the length of each precast slab placed on the steel beam is 40 mm. The geometry of the test pieces is designed according to the specification (GB/T500172017, 2017). Fig. 3 shows a general overview of the composite beam. The length of the precast slab in the long direction of the beam is 1320 mm. In addition, the precast slabs with angle connectors did not have extending rebars to facilitate the construction. All composite beam specimens were made of the same steel beam material and dimensions, and were made of Q235B type hot rolled Hbeam. The main parameters of the specimens are given in Table 1.
The total length of the composite beam is 3960 mm and the net span is 3560 mm. The longitudinal and transverse rebars in the slab were HRB400 rebars, and the reinforced trusses were made of 10mmdiameter upper chord rebars (HRB400), 6 mm web rebars (HRB300), and 8 mm lower chord rebars (HRB400). The concrete used for both precast and castinplace slabs was C30, and the thickness of the protective layer was 15 cm. The shearresistant connectors consist of studs and angle connectors, where the angle connectors are made of Q345B steel. According to code GB/T 104332002, the stud specification is M16100 (16 mm diameter, 100 mm height, 250 mm distance) (GB/T104332002, 2002). The dimensions of the angle connectors are based on GB/T 7062016 (GB/T7062016, 2016). The length of the angle connector is 60 mm. The distance between angle connector is 500 mm, symmetrically preembedded in the precast slab.
2.2 Specimen Preparation
Fig. 4 shows the fabrication process of the composite beam with precast slabs. The precast slab of a single composite beam is made up of six identical small precast slabs in total. The angle connectors are preembedded in the precast slab. The crosssectional dimension of the small precast slab is 450 × 60 mm and the length is 1020 mm. Small slabs are spliced together with short sides. Four longitudinal rebars with a distance of 130 mm and a length of 1240 mm are placed at each joint. There are 5 transverse distribution rebars above the additional rebars at the joints with a distance of 250 mm and a length of 420 mm.
2.3 Material Test
According to the “tensile test of metal materials requirements”, there are four groups of material tensile tests, corresponding to different rebars and steel plates. Each group has 3 specimens, among which, the steel beam takes its flange to make tensile specimens. All specimens are completed the tensile test on WDW100D universal testing machine (GB/T228.12010, 2010). Table 2 shows the material properties of the measured steel. Specimens of standard size were made during the casting of concrete for precast slabs and concrete for castinplace slabs, and the compressive strengths were 35.6 MPa and 33.2 MPa, respectively (Huang et al., 2021).
2.4 Loading Systems and Measurement Schemes
Fig. 5 shows the loading device, which used hydraulic jacks (500 kN range) to provide a vertical concentrated load on the span of the member. The boundary condition of simple support was adopted, and the load is applied at the loading plate, which on the midspan of the flange of the steel beam. The loading system was forcecontrolled before yielding with 15kN per level, then system was displacementcontrolled after yielding with 5 mm per level, and holding the load for 2 min after each level of loading. Loading until the longitudinal crack width at the main tensile reinforcement reached 1.5 mm, the loading ended (GB/T501522012, 2012). The loading rate was 15 kN/min, 2.5 mm/min, respectively.
The test measurements included load–displacement, as well as the observation of the development of cracks in the concrete slab and the damage pattern of the members. Displacement meter positions in Fig. 6, D1–D6 were used for measuring the bending deformation of the composite beam. They were set vertically up the supports, the quarter points at the bottom of the slab, and the middle of the span, respectively. Two of them were placed symmetrically in the middle of the span to take the average value.
3 Experimental Results and Analysis
3.1 Experimental Phenomena and Crack Characteristics
The cracks at the bottom of the two groups of slabs were similar, as shown in Figs. 7 and 8. Due to the presence of slab joints, transverse cracks developed earlier in CB1 and CB2 at 1/3 of the joint along the beam longitudinal direction, and the number of cracks at this location was also larger. Most of the shear diagonal cracks were at the concrete above the stud and angle connectors. When the load was increased to 60 kN–76 kN, the first crack appeared at the midspan of the two specimens. This crack eventually became the fastest developing and the widest "main crack". With the load increased, new cracks kept developing along the length of the slab. At the same time, cracks at the midspan kept developing and gradually increased in width. Eventually, it developed into a crack through the concrete slab.
Specimen CB1: When the load was increased to 0.2P_{u}, the first crack developed at the bottom of the slab joints. The first midspan crack appeared at the bottom of the slab when the load increased to 0.25P_{u}. When loaded to 0.4P_{u} ~ 0.43P_{u}, penetration cracks appeared in the midspan and at the joints, and these cracks extended to the side of the slab. During the later loading process, new transverse flexural cracks and shear diagonal cracks were continuously developed along the longitudinal direction of the composite beam. When the load was increased to 0.6P_{u}, longitudinal splitting cracks developed along the axis of the studs at both ends of the slab. As shown in Fig. 9, these splitting cracks developed toward the side of the slab end and in the midspan, and several new shear diagonal cracks developed at the surface of the concrete above the studs. At the same time, diagonal cracks were developed at the supports on the side of the slab. When the load was added to 0.9P_{u}, the flange of the steel beam buckled. The stiffness of the member was significantly declined at this moment, with a midspan displacement of 12.9 mm. Finally, the member was loaded by displacementcontrolled. The loading was stopped when the displacement at midspan reached 18.35 mm, and the load was 296.08 kN.
Specimen CB2: The first crack developed at the bottom of the slab joints when the load was increased to 0.25P_{u}. When the load was increased to 0.3P_{u}, the first crack developed at the midspan of the bottom of the slab, and the crack at the joints extended to the bottom of the slab. At a load of 0.5P_{u}, penetration cracks appeared at the midspan and the joints. When the load was increased to 0.6P_{u}, longitudinal splitting cracks developed along the axis of the studs at both sides of the slab end. These splitting cracks developed towards the side of the slab end and at the middle of the span, developing several new shear diagonal cracks on the concrete surface above the studs. At the same time, diagonal cracks were generated at the supports at the side of the slab. When the load was added to 0.9P_{u}, the flange of the steel beam buckled. The stiffness of the member was significantly declined at this point, with a displacement of 12.9 mm at midspan. Finally, the member was loaded by displacementcontrolled. The loading was stopped when the displacement at midspan reached 23.8 mm, and the load was 296 kN.
During the loading process, the experimental phenomenon of the two specimens was similar. Both of them were typical of bending damage. The main results are shown in Table 3. In the initial stage of loading, the load was mainly transferred by the bond between the rebar and concrete. At this point, there was almost no sliding of the member, and no significant phenomenon was observed in this stage of the experimental loading. When the load was increased to about 130kN, the stiffness of the load–displacement curve started to decrease. It was possible that the bond between them failed and the stud and angle connectors started to function. As the load increased, the slippage became larger and the stiffness of the load–displacement curve became flatter. In addition, local buckling of the flange of the steel beam located below the loading plate occurred. Finally, the crack width at the main tensile reinforcement at the midspan of the member was so large and the test was stopped. Throughout the test, two groups of concrete slabs showed no cracks out of both the old and new laminated surfaces. This indicates that angle connectors can have the same overall performance compared to traditional laminate slabs. Since CB1 has angles, its shear connection is higher than that of CB2. Therefore, the maximum slippage of CB1 was smaller than that of CB2. When the load reached 0.8P_{u}, the slippages of CB1 and CB2 were 0.183 mm, 0.354 mm, respectively.
3.2 Load–Displacement Curves
The load–displacement curves of the two test beams are shown in Fig. 10. The difference between the test beams in ultimate flexural load capacity was small, and the composite beam with preembedded angle connectors was higher. In the elastic–plastic phase, composite beams with angle connectors have higher flexural stiffness. After the bonding force failed, the preembedded angle and stud connectors functioned as shear connectors to improve the shear connection of the members. The angle connectors reduce the slippage between the concrete and the steel beam, allowing for better plasticity of the steel beam. Thus, the flexural load capacity of the member was improved, which was in accordance with other literature findings (Lv et al., 2020; Nie, 2005).
4 Finite Element Analysis
The use of finite element modeling to analyze the proposed connector can effectively save the cost and time required for fullscale experiments. In addition, the finite element analysis can predict the shear performance of the connection in flexural and pushout tests and obtain accurate simulation results (Nguyen & Kim, 2009). Therefore, Abaqus finite element software was used to simulate the tests.
4.1 Flexural Test Simulations
4.1.1 Material Properties
The concrete material properties were adopted from the concrete damage plasticity model in the software. This is a plasticitybased continuous media damage model that can be used for monotonic loading, cyclic loading. It is compatible with the loading regime of this test. The uniaxial tensile and compressive stressstrain curves and the tensile and compressive damage factorelastic strain curves are simulated using the curves in Appendix C of the "Code for the Design of Concrete Structures" (GB500102010, 2010; Sun, 2014). Steel unidirectional stress–strain curve adopted a bilinear model. The model is suitable for monotonic loading and the material property parameters were measured by intercepting the test steel.
4.1.2 Model Building
Fig. 11 shows the test model. The boundary conditions of the model were established according to the constraints of the simply supported beam. The loading method of displacement was adopted to load the member at the midspan. In addition, concrete, angle connectors, stud connectors, and steel beams were simulated using C3D8R solid units (Lv et al., 2020; Nguyen & Kim, 2009). Rebars and reinforced trusses were simulated using T3D2 truss units. Set tie constraint between the precast slab and the castinplace slab. To prevent excessive restraint of the stud connectors, they were divided near the root along the height direction. The contact surface between the root of the stud connector and the steel beam was set as a tie constraint, and the upper part of the stud was embedded in the concrete slab. The shear resistance of the stud connectors was achieved by means of solid units at the roots, in accordance with the actual forces (Nie et al., 1996). In order to better simulate the actual working conditions, the weld seam of the angle connector was simulated by creating a chamfer. Set tie constraint between the welded surface of the angle connector and the steel beam. To better simulate the actual working conditions, the concrete slab is predrilled for the angle connectors at the corresponding locations. The contact surface of the concrete and angle connectors adopted the contact interaction. In addition, the friction coefficient in the contact interaction was adopted as 0.25 (Ellobody et al., 2006).
4.1.3 Comparison of Simulation and Experiment
As shown in Fig. 12, the simulated load–displacement curves of the two composite beams were compared with the experimental results. The numerical simulation results of each group basically agree with the experimental results, but the stiffness of the load–displacement curve was slightly larger in the numerical simulation case. This might be due to the fact that the material is more homogeneous in the finite element software and the material properties are more desirable. During the test loading, the upper flange of the steel beam at the loading point buckled and lost its loadcarrying capacity. As a result, the performance of the steel beam is not fully developed and the stiffness was lower than the theoretical value.
4.2 PushOut Test Simulation
The preembedded angle connector designed in this paper has a different shear resistance than the stud connector. Its shear resistance has obvious directionality. Therefore, the shear resistance of this preembedded angle connector needs to be further investigated by transverse pushout tests. Based on the finite element model of the flexural test, the simulations of the transverse pushout test were conducted.
4.3 Material Properties
The concrete material properties used for the pushout test simulations were consistent with the above. In other scholars' studies, the angle connector was subjected to large plastic deformation or even shearing at both the root of the connector and the weld during the test (Qiu et al., 2021). As a result, shear damage and flexible damage in ABAQUS were used to simulate the degradation of the strength and stiffness of the angle connector (Liu, 2020). The rest of the steel material property models were consistent with the above.
4.4 Model Building
The standard pushout test in the Eurocode can be used to evaluate the shear strength of connectors (Johnson & Anderson, 2004). However, most of the studies are on the longitudinal shear resistance of connectors, which is what this Eurocode method is aimed at. In this paper, the transverse shear strength of the connectors could not be tested by the standard pushout test. Therefore, this test setup is used to create a transverse shear resistance condition. The use of the transverse pushout test setup to test the transverse shear capacity is a supplement to the shear content of the composite beam. Fig. 13 shows the transverse pushout test model. To save the calculation cost, 1/3 part of the composite beam was taken for the simulation of the pushout test. The section of the composite beam for the transverse pushout test is the same size as the section of the composite beam for the negative moment test. The beam length is 1/3 of the original, which means that a simulated specimen has only 2 precast slabs and 4 angle connectors. Fig. 14 shows the position of the angles in the simulation. Since the angles are in opposite directions, only one side of the angle connectors were simulated to ensure the accuracy of the results. The simulation was conducted with the load applied in the direction perpendicular to the composite beam. And the position of the angle connectors in the simulation is parallel to the shear. The boundary conditions of horizontal constrain were applied to the surface of the slab to prevent buckling of the slab. To prevent the steel beam web from buckling in the simulation, the boundary conditions of fixed constrain were imposed on the lower flange and web of the steel beam (Li et al., 2017). The beam–concrete contact was set as surfacetosurface contact, the connector and the beam were set as tie constraints, and the rebars were embedded in the concrete slab. The same contact interaction as above was used for the contact surfaces of the concrete and angle connectors. Fig. 15 shows the sketch of transverse pushout test. The web and lower flange of the steel beam are subjected to fixed constraints, which provide the support reactions when the load is transferred from the slab. At this stage, the load and the support reactions of the steel beam are the transverse shearing force of the composite beam.
4.5 Verification of Finite Element Model
To verify the correctness of the model, a set of tests by Mahdi et al. was simulated using Abaqus finite element software, then the simulations were compared with the experimental results. This test is a monotonic pushout test of a composite beam with angle connectors, which is consistent with the pushout test simulations studied in this paper (Shariati et al., 2013).
Fig. 16 shows a pushout simulation model of the Mahdi et al. experiment. The constraints and loads were set according to the experimental boundary conditions of Mahdi et al., which are similar to the transverse pushout test.
Fig. 17 shows a comparison of the FEA results and the test results. Table 4 shows the results of Mahdi's experiments and simulations. The test was taken from the Mahdi test in which A7550M reached the failure load capacity stage (Shariati et al., 2013). The simulated initial stage stiffness was slightly higher than the test, and the later stage stiffness was slightly lower than the test. However, the above differences are within reasonable limits, and the Abaqus test results are in general agreement with the test. Therefore, the simulation was verified to be reasonable.
As shown in Table 5, P_{u} indicates the strength of the angle connector for the transverse pushout test, and P_{n, AISC} represents the design value of the strength of the angle connector. The simulated values are larger than the calculated values because the design values are conservative. In addition, the ratios are within a reasonable range, which further verifies the validity of the simulations.
5 Strength of the Angle Connector
5.1 Existing Theoretical Research
At present, there is less research on the formula for calculating the shear resistance of angle connectors in China. Only a few scholars had investigated it by pushout experiments and proposed empirical equations (Zhou et al., 1994). And there is no unified strength design formula for angle connectors in China as a reference, and the forms of its strength design formulae differ in foreign countries (American Institute of Steel Construction, 2016; Canadian Standards Association, 2001). The yield strength of the angle connector was taken into account in the equation for Zhou (Zhou et al., 1994), but the flange thickness of the angle connector is not considered. The strength of the angle connector design equations from the American Institute of Steel Construction (AISC) and the Canadian Standards Association (CAN/CSA) are relatively similar. However, the formulas in the United States and Canada include the flange thickness of the angle connector, but not the yield strength. The following angle strength equations are taken from AISC, CAN/CSA, Zhou, respectively:
where t_{f} is the thickness of the web of the angle connector, t_{w} means the flange thickness of the angle connector, f_{s} denotes the yield strength of the angle connector, f_{c}´ refers to the compressive strength, L_{c} represents the length of the angle connector, and E_{c} is the modulus of elasticity of concrete. The yield strength of an angle connector indicates that a plastic strain will occur in the connector when the corresponding stress reaches that point.
5.2 Angle Connector Strength Design Equation
Based on the research of other scholars and combined with the experimental results, it is concluded that angle and channel connectors work similarly in composite beam (Zhou et al., 1994). The roots of the angle and channel connections are welded to the steel beam and the upper part is fixed in the concrete, which is equivalent to a beam fixed at both ends in the elastic phase. According to Vest's "elastic foundation beam" theory, the model assumes that the stiffness of the bottom flange of the connector is infinite (Viest, 1995). This is consistent with other scholars' tests, because the bottom flange was not damaged but sheared off when most of the connectors were damaged (Shariati et al., 2020). In the elastic section, the connector bearing capacity is mainly achieved by the root shear. Since the stiffness of the connector is greater than the stiffness of the concrete. As the load increases, the concrete at the root of the connector fails first. It will not provide higher concrete reaction force as the load increases. In the plastic section, the connector bearing capacity is achieved by the angle shear and tensile, tensile force provides part of the shear force for the connector, resulting in the actual bearing capacity of the connector is larger than the shear load. In addition, because the channel connector has more upper flange than the angle connector, it can resist more tensile force, thus increasing its load capacity, which is consistent with the conclusions of other scholars (Shariati et al., 2020). Fig. 18 shows the model of the angle connector.
Fig. 19 shows a model of the peg connector. The studs can also be analyzed using the "beam on elastic foundation" model to obtain accurate results (Gelfi et al., 2002). As shown in the figure, the shear deformation of the studs can also be divided into elastic and plastic sections, and the plastic zone will continue to elongate as the load increases.
In this paper, a preembedded angle connector with welded bentup bars was proposed. According to the test observations and simulations, the shear bearing capacity also includes the shear resistance of the welded reinforcement, which is similar to the working principle of Hu PBL shear connectors. The shear resistance of reinforcement is linearly related to the product of its crosssectional area and yield strength (Hu et al., 2006). Zhou's analysis of the experimental phenomena led to the conclusion that the angle and channel connectors in composite beams work in similar ways. The "beam on elastic foundation" model was introduced to analyze the shear bearing capacity of angle connectors, where the angle connectors accomplish shear work by local compression. Resistance to shear forces is mainly through the roots. When the member was damaged, part of the angle connector occurred a large plastic deformation. As a result, Zhou considered that the shear bearing capacity of the angle connector is related to its yield strength, without considering the flange thickness of the angle connector (Zhou et al., 1994). However, the AICS and CAN equations do not take into account the angle connector yield strength, and the shear strength is calculated considering the flange thickness of the angle connector. Based on this, parametric simulations were conducted for these two factors.
Table 6 shows a comparison between the theoretical values calculated using the design equations and the simulation results. Comparison of theoretical values calculated using design equations and simulations. As can be seen from the table, the difference between the calculated values of the AISC formula and the simulation results is not significant. The reliability of the simulation results is further illustrated by the fact that the ratios are very close, especially when the analysis of the flange thickness of the angle connector as a variable is performed. However, the AISC and CAN equations do not take into account the yield strength of the angle connector, and the calculated values of the shear bearing capacity were constant at different strengths. This led to a large difference between the results and the simulated values. The calculated value of the Zhou formula was expanded by a factor of 1.3 when considering the load subfactor. Calculated results are still a large gap with the simulation results. In practical applications often make the material performance does not fully utilize. Based on this, the following equation was proposed through the nonlinear least squares method with the basic variables described below (Ahmad et al., 2020):
The former half of the formula is the angle shear bearing capacity formula, and the latter half is the shear resistance of welded rebars, where t_{f} is the web thickness of the angle connector, t_{w} means the flange thickness of the angle connector, f_{s} denotes the yield strength of the angle connector, f_{c}´ refers to the compressive strength, L_{c} means the length of the angle connector, A_{tr} is the modulus of elasticity of concrete, f_{y} indicates the yield strength of the welded reinforcement.
Figs. 20 and 21 show the effect of yield strength and flange thickness on the strength of an angle connector.
As shown in Table 6, the designed shear bearing capacity equation is highly accurate. The average value of the new formula is 1.029, and the standard deviation and coefficient of variation are also the smallest and closest, at 0.046 and 0.047, respectively. In addition, it means that this equation gives more accurate results than the AISC and CAN/CAS equations when it comes to calculating the strength of angled connectors.
6 Conclusions
In this paper, the strength and performance of the designed preembedded angle connectors were investigated through negative moment flexural tests and pushout test simulations of the composite beam. In addition, the equation is presented for the designed preembedded angle connectors. The results of this formula are more accurate than current specifications and research calculations. Besides, this equation is also practical for general angle connectors. Moreover, the necessity of considering the strength of the connector and the thickness of the connector flange was determined. These two variables are controversial in the study and the current codes. The following conclusions can be derived. However, this angle shear connection was only studied in steel–concrete composite beams and was not tested in other types of composite beams. In the situation of combined longitudinal–transverse response, it is important to understand how the connectors work and how they can be predicted. An indepth study in these two areas is necessary and relevant. This would be further work.

(1)
In the flexural test, the shear connection of the composite beam with angles is higher than that of the conventional composite beam with precast slabs. This results in increased stiffness of the specimen, reduced slip and little change in ultimate flexural load capacity.

(2)
During the flexural test, no cracks were developed at the laminated faces of both composite beams. This shows that good overall performance can still be achieved for concrete slabs with angle connectors. In addition, precast slabs with angles are more convenient for the fabrication of composite beams than conventional precast slabs.

(3)
According to the simulation results, the angle steel connectors proposed in this paper can provide a transverse shear capacity of 142.2 kN. When the main beams are far apart and the transverse connections are weak, the effect of improving the transverse shear capacity of the composite beams can be achieved by increasing the angle connectors of the precast slabs.

(4)
The results illustrate that the strength of the angle connectors increases with the increase in yield strength and flange thickness of the connectors. Therefore, this paper proposed a new equation for the shear strength of angles based on the previous study. The standard deviation of the equation is 0.047, which indicates the feasibility of this equation.
Availability of data and materials
The datasets used and/or analyzed in this investigation are available upon reasonable request from the corresponding author.
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Acknowledgements
The authors wish to acknowledge the contribution of the University Synergy Innovation Program of Anhui Province for providing the research grant (GXXT2019005) used to carry out this research.
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The authors would like to acknowledge the fund provider for making this research a reality by paying for all the materials, fabrication and experimental tests through research Grant GXXT2019005, University Synergy Innovation Program of Anhui Province.
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KD: conceptualization, resources, writing—review and editing. XZ: methodology, formal analysis, writing—original draft. YL: investigation. SH, JW, and WS: test. All authors read and approved the final manuscript.
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KD is a professor at the School of Civil Engineering, Anhui Jianzhu University, Hefei, Anhui, China. XZ is a Master student from the School of Engineering, Anhui Jianzhu University, Hefei, Anhui, China. YL is a professor at the School of Civil Engineering, Anhui Jianzhu University, Hefei, Anhui, China. SH is a Master student from the School of Engineering, Anhui Jianzhu University, Hefei, Anhui, China. JW is a professor at the College of Civil Engineering, Hefei University of Technology, Hefei, Anhui, China. WS is a Vice President of Fuhuang Steel Structure, Hefei, Anhui, China.
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Ding, K., Zhang, X., Liu, Y. et al. Research on Angle Connector in Composite Beam. Int J Concr Struct Mater 16, 15 (2022). https://doi.org/10.1186/s4006902200507x
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DOI: https://doi.org/10.1186/s4006902200507x
Keywords
 composite beam with precast slabs
 angle connector
 shear strength
 finite element model
 flexural test