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Analytical Study for Performance Improvement of Studs for Steel Plate Concrete(SC) Walls subjected to Bending Moment
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In this study, it was conducted to improve the performance of stud of Steel Plate Concrete(SC) walls subjected to bending moment. Non-linearity of contact interface, connection, and material properties were considered in finite element modeling of SC wall. In order to validate the analytical model, furthermore, a foregoing laboratory experiment was simulated by FEM, so that comparison between the measured result and the analysis result have be done. The size of the analytical model was determined by reflecting various references and the analyses were performed according to various shapes and arrangements of stud. Additionally, the validity of the model considering the related provisions in the KEPIC SNG standard was also considered. As a result, the optimal shape and spacing of studs was proposed through this numerical analysis and standard verification.
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... Finite-element (FE) models of SC walls were established with three stud spacing distances and three stud shapes. Verification of the FE models is omitted in this paper, as the validity of the FE model used was discussed in a previous study (Cho et al., 2014). In other words, the compatibility between the modelling used in this study and the test results of static push-over tests conducted by Cho et al. (2012), for general studs, has already been examined. ...
... The three-dimensional (3D) brick elements used to simulate the concrete member were of size 50 mm  50 mm  50 mm and the 3D shell elements used to simulate the steel plate were 50 mm  50 mm. In a previous study, Cho et al. (2014) carried out sensitivity analyses on the FE mesh size used in their analyses. After reviewing similar papers dealing with SC structures, it was concluded that mesh sizes similar to those adopted by Cho et al. (2014) were adequate to accurately simulate the behaviour of the tested samples. ...
... In a previous study, Cho et al. (2014) carried out sensitivity analyses on the FE mesh size used in their analyses. After reviewing similar papers dealing with SC structures, it was concluded that mesh sizes similar to those adopted by Cho et al. (2014) were adequate to accurately simulate the behaviour of the tested samples. ...
A numerical study was conducted to investigate the effect of the shape and spacing of developed inclined studs on the behaviour of steel-plate–concrete shear walls subject to combined loads of axial force, bending moment and shear. Finite-element analyses considering different shapes and stud spacings were carried out. The results showed that the compressive strength of the steel-plate–concrete walls was approximately three times higher than their tensile strength. Comparing the numerical analyses with designs based on the Korean electric power industry code confirmed that all specimens had higher capacities than the design strengths. However, using the design code, the moment capacity and shear strength were not influenced by an axial force of 0·1–0·2 times the axial strength. Finite-element analysis confirmed that, with higher axial force, the moment capacity and shear strength decreased.
... (a) front view (b) side view Fig. 3Configuration of the test specimens (Cho et al. 2012) Queiroz et al. 2007; Nguyen and Kim 2009; Cho et al. 2014) similar to that in this study have also been performed. Currently, however, research results for the developed studs (Fig. 2) do not exist. ...
... A static push-over test was carried out to evaluate the loading capacity of the SC walls. In the test, monotonic loading was applied on the top (Cho et al., 2014) of the specimen in the length direction and thickness direction of the walls by means of a servo-type loading device with a capacity of 500kN. Two linear variable-displacement transducers (LVDTs) were installed to survey the load-displacement relationship of the specimens, and several strain gauges were installed to measure the strain of the concrete and the steel at the local position (Cho et al. 2012). ...
An analytical study in which the nonlinear finite element method (FEM) was applied has been conducted in an effort to evaluate the capacity improvement of a shear connection through the use of developed studs between the concrete and the steel plate in a steel plate concrete (SC) wall subjected to bending moment. For a FE model of SC walls, the nonlinearity of the contact, the connection, and the material properties were considered. The size of the object model was determined through a literature review and by referring to the code requirements. In order to verify the adequacy of the selected analytical model and the feasibility of the proposed analysis method, the results of a laboratory experiment conducted in an earlier study was compared to the results from this analytical research. From this comparison, it was noted that the analytical model expressed the experimental results comparatively well. In addition, analyses that considered different types and arrangement intervals of studs to review whether the studs meet the KEPIC-SNG criteria, the relevant design standard, were carried out. After reviewing the regulations pertaining to the bending moment and buckling strength, the optimum type and arrangement spacing of the developed studs were suggested. The results showed that the performance of developed stud #2 was superior to that of stud #1. It was also verified that the studs demonstrate similar capacities with only two thirds of the pre-required quantity when using DS#2-250×167.
... FEA was conducted to ass g-Do Jeong, Finite element model of a SC wall n secure the seismic performance due to the redu ensure the stiffness similar to the RC using the m of the RC member. In addition, in terms of func is relatively quick and the quality manageme ho et al. , Lim et al. 2014 behavior of SC shear walls subjected to cyclic load. Finite element (FE) models of SC walls are established with three stud distances and three stud shapes. ...
An analytical study was conducted to investigate the effect of the shape and spacing of modified
inclined studs used as shear connector between concrete and steel plate on the cyclic behavior of steel plate
concrete (SC) shear wall. 9 different analysis cases were adopted to determine the optimized shape and
spacing of stud. As the results, the skeleton curves were obtained from the load-displacement hysteresis
curves, and the ultimate and yielding strengths were increased as the spacing of studs decrease. In addition,
the strength of inclined studs is shown to be bigger compared to that of conventional studs. The damping
ratios increased as the decrease of stiffness ratio. Finally, with decreasing the spacing distance of studs, the
cumulative dissipated energy was increased and the seismic performance was improved.
An analytical study using non-linear finite-element modelling was conducted to evaluate the capacity improvement of adding studs between the concrete and steel plates in a steel-plate–concrete wall subjected to bending and shear. Non-linearity of the contact, connection details and material properties were considered when modelling the wall. The size of the model was determined through a literature review and by referring to code requirements. The model outputs compared well with the results of a laboratory experiment conducted in an earlier study. Different types and arrangements of studs were modelled to check they met Kepic-SNG criteria, the relevant design standard. After reviewing bending moment and buckling strength requirements, the optimum type and arrangement of studs were determined.
An analytical study is conducted to examine the effect of shape and spacing of inclined shear studs in steel-plate-concrete composite walls subject to shear and axial loading. Finite-element analyses of steel-plate-concrete shear walls were carried out considering different shapes and spacing of the studs. It was found that the shape of the studs has little effect on shear performance compared to spacing. When the studs are widely spaced, composite action is poor, the steel plate yields under a relatively minor load and the concrete is damaged. If spaced too closely, the studs also damage the concrete due to excessive restraint. It was also confirmed that inclined studs are more effective than normal studs for controlling buckling.
This study analytically reviewed the behavior of steel plate concrete (SC) walls subjected to forced vibration to investigate the effects of shape and arrangement spacing of studs on the behavior spacing of studs in SC wall were carried out. From the analyses, it was noted that the damping ratio obtained from the time history analyses showed overall high value in Half-power Bandwidth method and the lowest value in Fitted Exponential Curve method. And, in half of the design strength, the damping ratio presented approximately 3.0~4.2% and, in the design strength, it was approximately 4.1~5.2%. When the developed studs were used, the damping ratio was reduced slightly and it did not show consistent results between DS1 and DS2. When the distance between the studs increases more than necessary, it was also confirmed that the natural frequency was reduced and the damping ratio was increased.
In this study, the behavior of Steel Plate Concrete (SC) walls subjected to shear and axial forces to investigate the effects of shape and arrangement spacing of studs on the design of SC walls was analytically reviewed. For this purpose, 9 cases of finite element analyses considering the different shape and spacing of studs in SC wall were performed. The results showed that the steel plate was yielded at the lower load than the second yielding shear force of the design skeleton curve when the spacing of stud is excessively far from each other. It is also found that the shape of the stud did not affect the shear behavior of SC wall but, the spacing influenced to its composite action. In this study, it was also proven that the inclined shaped stud resists more effectively to the bucking load than the general shaped stud in SC wall.
This study analytically reviewed the behavior of Steel Plate Concrete(SC) walls subjected to cyclic loads to investigate the effects of shape and arrangement spacing of studs on the behavior of SC walls. To perform it, 9 cases of finite element analyses considering the different shape and spacing of studs in SC wall were carried out. As the results, the skeleton curves were obtained from the load-displacement history curves and the ultimate and yielding forces were increased as the spacing of studs decrease. In addition, the strength of inclined studs are shown to be bigger compared to that of general studs. The damping ratios are increased as the decrease of strength ratio. Finally, as the decrease of stud spacings, the cumulative dissipated energy was increased and the seismic performance was improved.
This study analytically reviewed the behavior of Steel Plate Concrete(SC) walls subjected to combined loads of axial force, flexural moment, and shear force to investigate the effects of shape and arrangement spacing of studs on the behavior of SC walls. To perform it, 9 cases of finite element analyses considering the different shape and spacing of studs in SC wall were carried out. The results showed that, for SC walls combined steel plate and concrete according to the Design Code, the compressive strength is higher than the tensile strength. Compared results from the finite element analyses of SC walls subjected to combined loads with Design Code showed that all cases were higher than the design strength. For KEPIC SNG, the moment and shear force were not influenced by the axial force of 0.1 to 0.2 times axial strength, however, from the analyses, it was found that the values were decreased as the axial force is increased.
Research on steel plate concrete (SC) structures for the modularization of nuclear power plants have been performed recently in Korea. In this study, the seismic capacity and stiffness characteristics of unstiffened SC shear walls under the effects of earthquakes were investigated through static pushover tests. Failure modes, sectional strength, and stiffness characteristics of SC structures under lateral loads were inspected by analyzing the experimental results. The strengths obtained by the experiments were also compared with those derived by the design code of the SC structures. One of the main failures of unstiffened SC shear walls was found to be the type of bending shear failure due to the debonding of the steel plate at the concrete interface. The ductility capacity of SC structures was also confirmed to be improved, which is considered to be a confining effect on steel plates in the longitudinal behavior of SC structures.
Nonlinear behaviour of stud connected steel-concrete composite girders is numerically studied in this paper. Focus of the study is to develop and validate a three-dimensional finite element model. Numerical results are compared with that obtained from an experimental study conducted by authors. Brief description of the experiment to the extent required for validation is provided in the paper. A sophisticated 3D finite element model of the composite girder is developed using ABAQUS software. Nonlinear damage plasticity model is considered for modelling concrete. Suitable interface elements combined with the constraints are used to describe interaction among the concrete slab, steel beam and studs. Besides the interaction between concrete and steel, appropriate value of friction coefficient is also used. Validation of the model is done in terms of comparing the predicted energy absorption capacity, slip at interface, cracking and crushing of the concrete, yielding and local buckling of steel beam flanges with the corresponding values obtained in the experiments. Energy absorption capacity of the composite girder obtained from the finite element analysis corroborated well with corresponding measured values. It is observed that the FE model predicts a conservative value for ultimate load.
The paper presents a method and requiremens of the material parameters identi-fication for concrete damage plasticity constitutive model. The laboratory tests, which are necessary to identify constitutive parameters of this model have been presented. Two standard applications have been shown that test the constitutive model of the concrete. The first one is the analysis of the three-point bending single-edge notched conrete beam specimen. The second presents the four-point bending single-edge notched conrete beam specimen under static loadings. In conclusion, the comparison of crack patterns in the numerical and laboratory [2,9] tests has been presented and discussed.
A general form of the serpentine curve is proposed to represent the complete stress-strain relationship of plain concrete in compression. The parameters that define the relationship are physically significant and can be estimated from empirical relationships or determined experimentally. Proposed equations fit a wide range of testing conditions and concretes for both the ascending and descending branches of the stress-strain diagram in compression. The conditions that should meet with an equation representing the stress-strain relationship and the effects of the testing conditions on the relationship are also discussed.
The in-plane shear behavior of steel-plate composite (SC) walls is different from that of reinforced concrete (RC) walls with orthogonal grids of longitudinal and transverse rebar. In SC walls, the steel plates contribute not only their longitudinal and transverse strength, but also there in-plane shear stiffness and strength to the behavior of the composite section. The in-plane shear loading produces principal tension and compression forces in the composite SC section. The principal tension causes the concrete to crack, and after cracking the concrete sandwich behaves like an orthotropic plate with negligible stiffness in the principal tension direction but significant stiffness and compressive strength in the principal compression direction.
This paper presents a simple mechanistic representation of this complex in-plane shear behavior of SC composite walls, and a design equation for calculating their in-plane shear stiffness and strength. These equations are compared and evaluated using existing experimental results. Additionally, these equations are further confirmed by conducting a large-scale in-plane shear test using a unique test setup and approach. The experimental results included the measured cyclic shear force-strain response of the SC panel, the shear strains, and the principal strains measured in the steel plates. The experimental results are shown to verify the behavior theory.
The in-plane shear behavior of steel-plate composite (SC) walls is different from that of reinforced concrete (RC) walls with orthogonal grids of longitudinal and transverse rebar. In SC walls, the steel plates contribute not only their longitudinal and transverse strength, but also there in-plane shear stiffness and strength to the behavior of the composite section. The in-plane shear loading produces principal tension and compression forces in the composite SC section. The principal tension causes the concrete to crack, and after cracking the concrete sandwich behaves like an orthotropic plate with negligible stiffness in the principal tension direction but significant stiffness and compressive strength in the principal compression direction. This paper presents a simple mechanistic representation of this complex in-plane shear behavior of SC composite walls, and a design equation for calculating their in-plane shear stiffness and strength. These equations are compared and evaluated using existing experimental results. Additionally, these equations are further confirmed by conducting a large-scale in-plane shear test using a unique test setup and approach. The experimental results included the measured cyclic shear force-strain response of the SC panel, the shear strains, and the principal strains measured in the steel plates. The experimental results are shown to verify the behavior theory.
Steel-plate composite (SC) walls are of significant interest for designing containment internal structures for third generation nuclear power plants. As part of containment internal structures, these walls may be exposed to seismic loading and combined thermal and mechanical loading in the event of a postulated accident scenario. Experimental and analytical evaluations indicate that SC walls subjected to accident thermal loading develop nonlinear temperature gradients through the wall thickness and undergo concrete cracking. This concrete cracking significantly reduces the stiffness of the SC walls, and thus the thermally induced forces and moments. The paper includes recommendations for: (i) estimating the structural stiffness of SC walls subjected to accident thermal loading, (ii) estimating the maximum moments induced due to thermal gradients, and (iii) developing linear elastic finite element (LEFE) models of SC walls for conducting dynamic seismic analysis.
This paper describes the derivation of the equation for evaluating the strength of steel plate reinforced concrete structure (SC) and the experimental results of SC panels subjected to in-plane shear.Two experimental research programs were carried out. One was the experimental study in which the influence of the axial force and the partitioning web were investigated, another was that in which the influence of the opening was investigated.In the former program, nine specimens were loaded in cyclic in-plane shear. The test parameters were the thickness of the surface steel plate, the effects of the partitioning web and the axial force. The experimental results were compared with the calculated results, and good agreement between the calculated results and the experimental results was shown.In the later programs, six specimens having an opening were loaded in cyclic in-plane shear, and were compared with the results of the specimen without opening. FEM analysis was used to supplement experimental data. Finally, we proposed the equation to calculate the reduction ratio from the opening for design.
In-Plane Shear Behavior of SC Walls: Theory Vs. Experiment, Trans. of the Internal Assoc. for Struct
- A H Varma
- K Zhang
- H Chi
- P N Booth
- T Baker
- A H Varma
- K Zhang
- H Chi
- P N Booth
- T Baker