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Results of an experimental investigation of structural response of Shear failure is generally brittle in concrete structures. shear beams made of a special class of cementitious composites, Examples of concrete structural failure related to shear referred to as engineered cementitious composites (ECCs), are reloading include bridge deck punching failure [4], corported. ECCs are designed with tailored material structure and have bel failure [5], anchor bolt pull-out [6], and segmental been shoum to exhibit pseudo strain-hardening tensile behavior. The bridge shear key failure [7]. A goal of the work preimproved performance in shear over conventional plain, fiber-sented here is to modify the brittle failure mode by reinforced, and wire mesh reinforced concrete is demonstrated. It is taking advantage of the unique material behavior of suggested that ECCs can be utilized for structural applications ECCs. There has been a lot of research into the use of where superior ductility and durability performance are desired,

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An extensive experimental database of reinforced concrete (RC) beam-column connections subjected to cyclic lateral loading has been constructed. All cases within the database experienced joint shear failure, either in conjunction with or without yielding of longitudinal beam reinforcement, representing damage within a joint panel that was the main contributor to total lateral deformation. (Cases having damage within a joint panel caused by other premature failure modes (e.g., anchorage failure) are not included in the database.) Using the experimental database, envelope curves of joint shear stress vs. strain behavior were developed by connecting key points such as cracking, yielding, and peak loading. Joint shear stress and strain models at peak response have been developed by a Bayesian parameter estimation method based on the experimental database. At other key points, important influence parameters are also identified by constructing joint shear stress and strain models in conjunction with the Bayesian parameter estimation method. Then, a complete RC joint shear stress vs. strain model (including post-peak behavior) is suggested using simplified joint shear stress and strain models at peak response; effects of key parameters on the suggested behavior models are evaluated. Finally, the ASCE/SEI 41 joint shear behavior model has been examined using the constructed database—specific joint shear strength factors and plastic joint shear deformation values are recommended for use when following that approach.

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An extensive experimental database (341 cases in total) has been constructed for reinforced concrete (RC) beamcolumn connections subjected to quasi-static cyclic lateral loading. All cases within the database experienced joint shear failure, either in conjunction with or without yielding of beam reinforcement. RC joint shear strength models, which are applicable to both modern and older types of beam-column connections, have been developed using the constructed database in conjunction with a Bayesian parameter estimation method. Following this same procedure established to develop the strength models, joint shear deformation models (at maximum joint shear stress) have also been developed. The proposed quantitative RC joint shear strength and deformation models indicate that the following parameters are most important towards determining joint shear strength and deformation capacityconcrete compressive strength, beam reinforcement, joint transverse reinforcement, in-plane geometry, out-of-plane geometry and joint eccentricity. Finally, the influence of these six key parameters on the RC joint shear stress against joint shear strain behaviour at peak response has been assessed.

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