Search

The in-plane shear strength of steel-plate composite (SC) walls is governed by the onset of Von Mises yielding in the steel faceplates. This paper uses a mechanics based model (MBM) to present the fundamental in-plane shear force–shear strain ( V– γ) response of SC walls. The MBM accounts for concrete cracking due to principal tensile stresses, and the post-cracking orthotropic composite behavior of SC walls subjected to pure in-plane shear forces. This fundamental behavior of SC walls is illustrated using the results from a large-scale in-plane shear test of an SC wall specimen (with flange walls), and compared to the predictions from the MBM. The paper also includes a comprehensive experimental database of all in-plane shear tests conducted in Japan, S. Korea, and US. The database consists of 26 SC wall tests with a wide range of parameters for the wall thickness, reinforcement ratio, aspect ratio, and the presence (or absence) of axial stress. The experimental results are used to identify the key parameter influencing the in-plane shear strength of SC walls, which is shown to be the steel faceplate reinforcement ratio. The design code equations used in engineering practice around the world are used to predict the in-plane shear strength of all 26 SC wall specimens in the database. The conservatism and accuracy of the code predictions of strength are evaluated by comparing them with experimental results, and reliability analysis are performed to estimate the associated strength reduction ( ϕ ) factors. [ABSTRACT FROM AUTHOR]

• Non-contact lap splice for connecting steel-plate composite (SC) walls and reinforced concrete (RC) structures. • Experimental investigations evaluating the influence of design parameters on performance of connections. • Design recommendations for the non-contact lap splice connections. Non-contact lap splices may be considered for connecting steel-plate composite (SC) walls to conventional reinforced concrete (RC) structures. This connection type is preferred over mechanical splice connections because of perceived construction efficiency. The primary components of the non-contact lap splice connection are the steel rebars, which are fully developed in the RC structure and extended and embedded in SC walls to transfer tensile stresses to the steel faceplates. The structural performance of a non-contact lap splice connection depends on the detailing of rebars (embedment length and location relative of stud anchors) embedded in SC walls, and the design of stud anchors (spacing and size) along the rebar length. This paper presents the results of experimental investigations conducted on SC-to-RC non-contact lap splice connections to evaluate the influence of various design and detailing parameters on structural performance, failure modes, and the ability to develop full-strength connection design. Design recommendations developed previously for SC-to-RC non-contact lap splice connections were reviewed and modified based on the results of experimental investigations. [ABSTRACT FROM AUTHOR]

Experimental and numerical investigations were conducted to evaluate the out-of-plane shear behavior of steel-plate composite (SC) beams without shear reinforcement. The parameters considered in the experimental investigations were the section depth, steel faceplate (longitudinal) reinforcement ratio, shear span-to-depth ratio and shear connector (stud anchor) spacing. The experimental results are presented along with discussions of flexural cracking, crack progression, shear crack formation, shear force-displacement behavior, shear force-strain measurements and the final failure mode. The experimental results indicate that section depth has a slight influence on the shear cracking behavior, and stud anchor spacing has a significant influence on the overall failure mode. The shear strength of SC beams increased with larger longitudinal reinforcement ratio, and decreased with larger shear span-to-depth ratio. The lower bound out-of-plane shear strength occurred for SC beams with span-to-depth ratios greater than 3.0. The experimental results compared conservatively with the nominal out-of-plane shear strengths calculated using equations in ACI 349M and Eurocode 2 code provisions for reinforced concrete beams, and equations in AISC N690-12s1 code provisions for steel-plate composite beams. Detailed 3D nonlinear inelastic finite element (NIFE) models were developed and analyzed to gain additional insight into the out-of-plane behavior and failure of the tested specimens. The models were benchmarked by comparing numerical predictions with experimental results and observations. The benchmarked models are recommended for conducting numerical parametric studies, and expanding the knowledge base. [ABSTRACT FROM AUTHOR]

This paper presents the results from a comprehensive study of the in-plane shear behavior and ultimate shear strength of steel-plate composite (SC) shear walls with flanges or boundary elements. Prior experimental results have demonstrated that as the applied in-plane shear load is increased, the response of the SC wall follows a progression of limit states beginning with elastic behavior, diagonal concrete cracking, yielding of the steel faceplates, and finally compression failure of the concrete infill at ultimate strength. As load levels increase beyond the faceplate yielding limit state, the diagonal compression in the cracked concrete infill is anchored and resisted by the boundary elements. The ultimate strength of the wall system then depends on the yield strength of the steel faceplates and the diagonal compression capacity of the cracked concrete infill. An analytical approach using composite shell theory is developed for calculating the entire in-plane shear force-shear strain response, including the ultimate shear strength and corresponding shear strain, of SC walls with flanges or boundary elements. A series of SC shear panel tests in the literature are modeled and analyzed using nonlinear inelastic finite element models. The analysis results including the detailed responses of the composite section, steel faceplates, and concrete infill are compared with experimental results, and used to calibrate the composite shell theory approach. The proposed, calibrated analytical approach is further verified using the existing database of tests conducted on SC shear walls with flanges or boundary elements. Both the finite element model and the proposed analytical approach can be used to calculate the entire in-plane shear force-shear strain response of SC shear walls with reasonable accuracy. • Presents a comprehensive study of in-plane shear behavior and ultimate shear strength of SC walls. • An analytical approach developed to calculate entire in-plane shear force-shear strain response of SC walls with flanges. • The composite shell theory-based approach calibrated using nonlinear inelastic finite element models. • The approach is reasonably accurate in comparison to the existing database of experiments and the finite element models. [ABSTRACT FROM AUTHOR]