This research analyzes the solution of reinforced concrete joints reinforced with steel sections, known as steel reinforced concrete (SRC). The aim is to verify the improvement of the ductile characteristics of steel reinforced concrete structures compared to conventional reinforced concrete structures. Another objective is to better understand the experimental behavior and thus be able to perform numerical simulations adjusted with the experimental ones. In addition, the behavior of reinforced concrete structures in all the bars with steel sections is compared with others in which only the joints are reinforced to obtain more efficient and economical structures. All these objectives have the main purpose of improving the behavior of structures against seismic loads. Five specimens of concrete joints with reinforced with steel were tested with cyclic loads to analyze their behavior. The strength superposition method can predict the shear strength. The results obtained confirm the greater capacity of absorption of energy of the structures with sections of steel embedded compared with the structures of conventional reinforced concrete, with greater ductility when facing large displacements.
This paper presents a three-dimensional finite element model to confirm experimental tests carried out on steel reinforced concrete joints. The nonlinear behavior of this concrete is simulated, along with its reduced capability to resist large displacements in compression. The aim was to obtain the plastic behavior of reinforced concrete beams with a numerical model in the same way as obtained experimentally, in which the reduction of strength in the post-critical stage was considered to simulate behavior until structures collapsed. To do this, a nonlinear calculation was necessary to simulate the behavior of each material. Three numerical models provide a moment-curvature graph of the cross-section until collapse. Simulation of the structural elements is a powerful tool that avoids having to carry out expensive experimental tests. From the experimental results a finite element model is simulated for the non-linear analysis of steel reinforced concrete joints. It is possible to simulate the decreasing stress behavior of the concrete until reaching considerable displacement. A new procedure is discussed to capture the moment-curvature diagram. This diagram can be used in a simplified frame analysis, considering post-critical behavior for future research.Metals 2019, 9, 131 2 of 20 to analyze the real behavior of the beam from the elastic to plastic range and collapse. Load was defined as a prescribed displacement located in the center of the beam to know its plastic behavior. The first model, P03, was a 3.6 m long pinned beam with a concentrated load in the center, with a steel reinforcement of four bars (12 mm in diameter). The second model, P04, had the same reinforcement, but with the addition of a 2 m long HEB-100 cross-section in the central part. The third model, P05, was a reinforced concrete beam capable of supporting a similar load to the P04 model, but without the metallic section, with a steel reinforcement of two bars (16 mm in diameter) and two bars (20 mm in diameter) ( Figure 2). Our conclusions were similar to those reached by recognized studies with more complex frames in which loads were applied in a reverse direction, such as in reference [2]. Recent research, such as in reference [3], shows that high-strength reinforced concrete structures confined with tubular profiles and embedded metal profiles display the best behavior. Metals 2018, 8, x FOR PEER REVIEW 2 of 20chosen because of the test frame's characteristics. Different constructive solutions were considered to analyze the real behavior of the beam from the elastic to plastic range and collapse. Load was defined as a prescribed displacement located in the center of the beam to know its plastic behavior. The first model, P03, was a 3.6 m long pinned beam with a concentrated load in the center, with a steel reinforcement of four bars (12 mm in diameter). The second model, P04, had the same reinforcement, but with the addition of a 2 m long HEB-100 cross-section in the central part. The third model, P05, was a reinforced concrete beam capable...
In recent years, previous work with numerical models of impact generated by a fall on edge protection systems (EPS), class C according to EN 13374, showed that current requirements for this system could be inadequate or dangerous for the integrity of injured people, leading to excessive impact factors. Special difficulties arise when the injured fall directly against the EPS supports. To confirm the results of numerical models, two series of experiments were developed using real size samples built with a steel frame and a safety net or other stop surfaces. The paper describes these experiments carried out according to EN 13374 and using a new design of supports with a curved slope to avoid direct impact against them. Data was recorded with a triaxial accelerometer and a high velocity camera. The first series, with a standard safety net, showed a very good behaviour, leading to acceptable impact factors and no direct impact against the frame. The second series was conducted on a reinforced frame and substituting the net by a thin steel bar grid, to reduce the deflection up to the minimum required in EN 13374. The results confirmed the numerical predictions and show that current requirements lead to excessive impact factors that can seriously injure the falling person, suggesting a revision of the European Norm.
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