Steel Plate Concrete Wall Research Articles

A Review on Seismic Performance of Steel Plate Concrete Walls with Openings

Double steel plate concrete combination wall is a new structural form, with reinforced concrete structure does not have the advantages: both sides of the steel plate can be used as a template for concrete pouring, control the width of cracks in the concrete and extension of leakage, to avoid premature collapse, out of the working state, and at the same time can mitigate the hazards of the impact of the flying object to play a protective role; filled with concrete to enhance the stability of the steel plate to avoid the premature bulging of the steel plate. Drumming. Opening holes in the shear wall structure will not only reduce the integrity of the shear wall, but also affect its seismic performance. When faced with different functional requirements, the selected opening design program will also be different, but for the specific hole arrangement method there is no clear provisions given in the code. Therefore, a large number of scholars at home and abroad have carried out research on shear walls with different opening sizes, locations or shapes by means of experiments and simulations to analyze the influence of these factors on shear walls with openings first.

Finite element analysis of rectangular and flanged steel‐concrete shear walls under cyclic loading

SummaryThe seismic performance of steel‐plate concrete (SC) shear walls is numerically investigated for various SC wall geometrical shapes. Steel faceplates and infill concrete are two main components of SC walls; a full connection between steel and concrete is required for composite action. A comprehensive set of SC wall specimens with different cross‐sectional shapes and geometrical properties were tested in the literature for evaluating their seismic behavior. The numerical responses of 17 tested SC walls, including rectangular, T‐shaped, and flanged walls, isolated and coupled walls, with and without boundary elements and endplates, subjected to cyclic lateral loading and a wide range of axial load ratio from 0.065 to 0.4, are evaluated using a finite element‐based software, LS‐DYNA. The predicted force‐displacement diagrams, failure modes, and damping ratios of the finite element models reasonably match the test observations. Also, three main analysis and design issues are evaluated, including the effect of coefficient of friction between concrete and steel faceplates, the effect of modeling pullout of shear studs from the concrete on the global response of SC walls, and the importance of the presence of shear studs and tie rods and the possible changes that may happen by changing the connector spacing to faceplate thickness ratio.

Improved stud layouts for steel-plate–concrete walls subject to blast load

An analytical study using a non-linear finite-element method was carried out to evaluate the effect of the shape and spacing of shear studs on the behaviour of steel-plate–concrete walls subject to blast loads. The size of the analytical model was determined by reference to an existing literature review and code requirements (Kepic-SNG). The analytical model was validated against experimental results. The behaviour of a wall subject to blast loading was then analysed for various stud spacings and shapes. As found in previous research, the maximum deflection increased as the spacing of studs increased and the time when the maximum deflection occurred was delayed. Improved studs were found to be effective in reducing displacement when arranged at lengthwise spacings of 100 mm or more.

Analysis of the benefit of studs in steel-plate–concrete walls with bending and shear

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.

A study on the resistance of SC walls subjected to missile impact using large-scale impact tests

Nuclear power plants (NPP) should resist local impact loads such as aircraft engine impact as well as internal and external missile impacts based on the international regulations for NPP structures. Although a wide variety of studies on the local responses of conventional reinforced concrete (RC) walls under impact loading have been performed and the design methods for preventing local failure are previously established, no appropriate design methodology is available for steel-plate concrete (SC) walls except for that recently cited in AISC N690 specifications.In this paper, the local resistance and behavior of SC walls subjected to missile impact were investigated experimentally. A total of ten large-scale impact tests for SC and RC walls were performed. The SC wall specimens were designed using various parameters including wall thickness and steel-plate thickness (reinforcement ratio). A set of RC wall specimens were designed for comparison. Initial and residual velocities of projectile, strain and acceleration of the rear plate, local failure mode and deformation, etc. were measured utilizing high speed cameras and various instrumentation devices. From this study, the actual local impact behaviors of SC walls were investigated and the quantitative impact resistance was evaluated. Overall, the current AISC N690 design method was somewhat conservative and needs to be improved for beyond-design-basis events such as aircraft engine impact.

Local responses of steel-plate composite walls subjected to impact loads: Intermediate scale tests

This paper presents an experimental study to investigate the local response of steel plate-concrete (SC) composite walls subjected to impact loads. Seven SC-wall specimens of an intermediate scale with plane dimensions of 2100 × 2100 mm and thicknesses in the range 320–360 mm are tested with target impact projectile velocities in the range 122–159 m/s. Wall thickness, steel-plate thickness, reinforcement ratio, yield strength of the steel plate, and tie bars are considered as the main design parameters for SC walls. For the projectiles, the impact velocity and weight are varied with the wall design parameters. Test results are evaluated using the design equations presented in AISC N690s-1 Appendix N9 based on the three-step method developed using an experimental database comprising the results of 130 prior tests. The impact tests conducted in this study indicate that the three-step method tends to be overly conservative, requiring an improved method to predict accurately the impact behavior of SC walls for beyond design basis impact evaluation. The effects of tie bars and strain rate, which were not addressed in the three-step method, are also examined. The test results and new findings provided in this paper are valuable for more reasonably predicting the impact responses of SC walls and improving the current design methods.

Mechanical Properties of the Vertical Joints of Prefabricated Underground Silo Steel Plate Concrete Wall

Reliable joint connection is key to designing prefabricated structures. To study the mechanical properties of the vertical joints in the designed prefabricated underground silo steel plate concrete composite wall and verify their reliability, flexural and compressive experiments were conducted using two groups of six full‐scale steel plate concrete composite wall specimens; the mechanical properties between jointed and jointless specimens were compared and analyzed. The experimental results indicate that all specimens are in the elastic stage during the entire loading process; further, they exhibit large stiffness and high bearing capacity without damages. Thus, the designed vertical joints of the steel plate concrete composite wall provide a reliable connection that is safe and applicable. Further, the flexural and compressive properties of jointed and jointless specimens were found to be similar; the newly designed prefabricated underground silo steel plate concrete composite wall could be designed using the “equivalent principle” that the combined wall design calculation with the joint could be equivalent to that without the joint.

Fragility functions for steel-plate concrete composite shear walls

Steel-plate concrete (SC) composite shear walls, comprising of steel faceplates at two sides, infill concrete, steel studs, and tie rods, have become popular recently due to the convenience in their construction and reliable seismic performance compared to conventional steel and reinforced concrete shear walls. The new generation of seismic performance assessment of such structures which emphasizes on economic losses, injuries, and fatalities requires fragility functions for SC wall system.Herein, fragility functions for SC walls are developed using the available test data in literature to enable the performance assessment of buildings and infrastructures including such a system. The test data of SC walls with various design variables are collected and fragility functions are derived for concrete crushing and faceplate fracture damage states for which the damage data are available through statistical operations and assessments of the gathered database. SC wall specimens are categorized into four groups in terms of their aspect and axial load ratios in order to evaluate the effects of such parameters on fragility functions. On the basis of the available test data, typical damage states and their corresponding methods of repair are introduced and discussed.

Investigation on the resistance of steel-plate concrete walls under high-velocity impact

In this study, an influence of the front steel plate of the steel-plate concrete (SC) composite walls on the impact resistance performance is analytically derived, and verified by comparison with numerical analyses and experiment results. SC composite wall is remarkably superior in resistance against impacts compared to normal concrete because steel plates control and prevent fragmentation caused by the fracture of concrete material. An analytical criterion for estimating resistance capacity against impact loads is proposed by adding the effect of a front steel plate into the existing impact resistance equation of SC composite walls, and the criterion more accurately predicts the failure modes of SC composite walls in the impact tests. Finite element (FE) models are constructed to predict the impact response of SC composite walls numerically and verified with experiment results. The critical velocity is numerically derived using FE models by performing a large number of iterative simulations, and the proposed criterion including the effect of front steel plate is more accurate for estimating critical velocity than the formula that ignores the front steel plate. The proposed analytical and numerical procedures will be useful for assessing the critical velocities and failure modes of SC composite walls with better accuracy.

Shear strength of joints between reinforced concrete slabs and steel-plate–concrete walls

In the study reported in this paper, the shear friction behaviour of a seismic-resistant joint between in situ reinforced concrete slabs and offsite-manufactured steel-plate–concrete composite shear walls in a nuclear power plant was investigated. The joint shear friction strength and safety factor were evaluated experimentally based on the Korean electric power industry code. It was found that the joint had sufficient shear strength against earthquake loading by installing top and bottom reinforcement in the slab and then extending the reinforcing bars into the wall module. With polytetrafluoroethylene sheets inserted, it was confirmed that the joint had greater shear strength than the design shear strength. In addition, the results indicated that the shear friction strength at the joint was about 300 kN, that the strength resisted by the reinforcement increased in accordance with increasing displacement, and that the bottom reinforcement carried higher shear strength than the top. Specimens with bottom reinforcement were found to have over 40% higher shear strength than specimens without bottom reinforcement. Finite-element analyses for the connections were also performed to verify the structural behaviour and failure modes of the test specimens. It was found that the analytical model expressed the experimental results comparatively well.

Natural frequency and damping ratio of steel plate–concrete walls with inclined studs under forced oscillation

The natural frequency and damping ratio of steel plate–concrete (SC) walls subjected to forced oscillation were analytically reviewed to determine the effects of stud shape and spacing on the behaviour of SC walls. Nine finite-element (FE) analyses were conducted considering different stud shapes and spacings. Shear-dominated (SC-S) and flexure-dominated (SC-M) FE models of SC walls were considered, and the non-linearity of the contact, the connection and the material properties were used. To verify the adequacy of the analytical model and the feasibility of the proposed analysis method, the results of laboratory experiments conducted by other researchers were compared with the analytical results. It was found that the damping ratio obtained from time history analyses showed an overall high value with the half-power bandwidth method and the lowest value with the fitted exponential curve method. For SC-S, for a load of half of the design strength, the damping ratio was approximately 3·0–4·2% while, for the design strength, it was approximately 4·1–5·2%. For SC-M, the ratios were 2·6–3·6% and 3·3–4·5%, respectively. When newly developed studs were used, the damping ratio was slightly reduced and the results for the two developed studs were not consistent. When the distance between studs was increased more than was necessary, the natural frequency reduced and the damping ratio increased.

Numerical modelling of steel-plate concrete composite shear walls

This paper presents a numerical study of steel-plate concrete (SC) composite walls using the general-purpose finite element (FE) program ABAQUS. Predictions are compared to data from reversed cyclic, inelastic tests of four large-scale SC wall piers with an aspect ratio of 1.0. Each wall comprises two steel faceplates, infill concrete, steel studs and tie rods as connectors, and a steel baseplate that connects it to the reinforced concrete (RC) foundation. Key design variables are studied, including reinforcement ratio, connector type, and faceplate slenderness ratio. The predicted responses including global force-displacement relationships, damage to infill concrete and steel faceplates, shearing force contributions, and connector behavior, are in good agreement with the measured data. The steel faceplates are found to contribute between 20% and 70% of the total shearing resistance of the SC wall piers evaluated here, depending on the reinforcement ratio, faceplate slenderness ratio, story drift, and level of damage. Tie-rods are preferred to shear studs in the first few rows of connectors above the baseplate, where significant out-of-plane buckling of the steel faceplates and damage of the infill concrete are expected.

Research on steel-plate–concrete walls with inclined studs under combined loads

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 preliminary study on the local impact behavior of Steel-plate Concrete walls

International regulations for nuclear power plants strictly prescribe the design requirements for local impact loads, such as aircraft engine impact, and internal and external missile impact. However, the local impact characteristics of Steel-plate Concrete (SC) walls are not easy to evaluate precisely because the dynamic impact behavior of SC walls which include external steel plate, internal concrete, tie-bars, and studs, is so complex.In this study, dynamic impact characteristics of SC walls subjected to local missile impact load are investigated via actual high-speed impact test and numerical simulation. Three velocity checkout tests and four SC wall tests were performed at the Energetic Materials Research and Testing Center (EMRTC) site in the USA. Initial and residual velocity of the missile, strain and acceleration of the back plate, local failure mode (penetration, bulging, splitting and perforation) and deformation size, etc. were measured to study the local behavior of the specimen using high speed cameras and various other instrumentation devices. In addition, a more advanced and applicable numerical simulation method using the finite element (FE) method is proposed and verified by the experimental results.Finally, the experimental results are compared with the local failure evaluation formula for SC walls recently proposed, and future research directions for the development of a refined design method for SC walls are reviewed.

Seismic analysis and design of steel-plate concrete composite shear wall piers

This paper presents results of numerical studies on the in-plane monotonic response of steel-plate concrete (SC) composite shear wall piers. Results of finite element analysis of 98 SC wall piers are used to investigate the effects of wall aspect ratio, reinforcement ratio, slenderness ratio, axial load, yield strength of the steel faceplates, and uniaxial compressive strength of concrete on in-plane response, and to formulate (a) predictive equations to establish the trilinear lateral force versus lateral displacement response of SC wall piers up to peak strength, sufficient for seismic analysis of structures including SC wall piers and (b) a mechanics-based design equation for peak flexural strength, which addresses the interaction of co-existing shear and axial force. Design of Experiments is used to select the 98 piers. The baseline finite element model was formally validated using data from reversed cyclic, inelastic in-plane tests of four large-scale SC wall piers.

스터드 및 타이바를 가진 강판콘크리트 벽체의 표면강판 좌굴강도 평가

스터드 및 타이바를 가진 강판콘크리트 벽체의 표면강판 좌굴강도 평가

Analytical performance evaluation of modified inclined studs for steel plate concrete wall subjected to cyclic loads

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.

Finite element modeling of steel-plate concrete composite wall piers

A finite element model is developed in LS-DYNA to simulate the nonlinear cyclic response of flexure-critical steel-plate concrete (SC) composite shear walls. The developed finite element model is validated using data from tests of four large-scale SC wall piers with an aspect ratio (height-to-length) of 1.0. Each SC wall was constructed with steel faceplates, infill concrete, steel studs and tie rods, and a steel baseplate that was post-tensioned to a reinforced concrete foundation. Steel studs tied the faceplates to the infill concrete and the infill concrete to the baseplate. Damage to the SC walls included cracking and crushing of the infill concrete and yielding, outward buckling and tearing of the steel faceplates. The finite element predictions include global force–displacement responses, equivalent viscous damping ratio, damage to the steel faceplates and infill concrete, strain and stress distributions in the steel faceplates, and estimates of the contribution of the steel faceplates and infill concrete to the lateral resistance of the walls. The DYNA-predicted responses are in good agreement with the measured responses. The impacts of interface friction between the steel faceplates and the infill concrete, and of the distribution of shear studs on the baseplate, to the global response of the SC walls are investigated using the validated DYNA model.

조합하중을 받는 강판 콘크리트(SC) 벽체에서 스터드의 성능개선을 위한 해석적 연구

이 연구에서는 SC 전단벽의 전단 연결재인 스터드의 배치와 형상이 SC 전단벽의 거동에 미치는 영향을 살펴보기 위해 전단벽체가 전단력과 축하중, 휨모멘트 및 전단력의 조합하중을 받을 때의 거동을 해석적으로 검토하였다. 이를 위해 서로 다른 배치간격과 형상의 스터드가 배열된 SC 전단벽을 대상으로 유한요소해석을 수행하였다. 강판과 콘크리트가 설계기준에 맞게 잘 합성된 SC 벽체에서 인장강도에 비해 압축강도가 약 3배정도 컸다. 유한요소법으로 SC 전단벽의 조합하중에 대한 거동을 수치해석하여 설계기준과 비교한 결과, 이들 모두 설계강도를 상회하는 결과를 나타내었다. KEPIC SNG의 경우, 축하중강도의 0.1~0.2배 수준의 축하중에는 영향이 없었으나 해석결과는 축하중이 증가할수록 모멘트와 전단강도가 감소함을 확인하였다. 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.

Strength and behavior of steel plate–concrete wall structures using ordinary and eco-oriented cement concrete under axial compression

The main objectives of this study are to describe the compressive behavior and to determine the squash load of steel plate–concrete (SC) wall structures using ordinary and eco-oriented cement concrete. The major parameters in this research were the material of the concrete and width–thickness (B/t) ratio of surface steel plate. Six SC wall specimens were tested in compression in this test. In the three specimens, to reduce emissions of carbon dioxide (CO2), some of the cement in weight was replaced by the Hwangtho (red clay) which is traditional and environmental material. The failure behavior, buckling behavior of the surface steel plate, the effective buckling length factors and plate buckling coefficient are discussed. Based on the test results, simplified rule was suggested to evaluate the buckling stress for surface steel plate. Several comparisons were made to evaluate the predicted strengths and test results.