Connections are essential in every kind of steel constructions. Structure is a constructed assembly of joints separated by members which implies the importance of connections. Three basic parameters describe the behavior of connections: strength, stiffness and ductility, and the mechanical behavior of steel joint in those terms are complex phenomena. It must be said that absence in current Ukrainian design codes rules for the load capacity calculation of steel constructions connections led to some difficulties in project decisions. On the basis of component method, which lay in the EC3 design codes load capacity estimation of beam to column connection was made. According to component method beam to column connection divided into basic components. EN 1993 -1-8 provides a good overview of different components. Most important components for bolted steel joints are the plates and bolts which both are considered by the design of a T-stub through the “Equivalent T-stub in tension”. The procedure of load capacity calculation used yield line formulations to determine resistance of the following basic components: column flange in bending, end plate in bending, column flange in bending, column web in tension, column web in compression, beam flange in compression. Failure by this method is described by yield-line models depending on geometry of plates and bolts. Obtained analytical results were compared with the results obtained by means of specialized software and it shown their adequacy. It must be noted that presented in EC3 calculation algorithm of beam to column connection is time consumable for domestic designer also designer must have knowledge about features of connection design in countries of EC. The choice of design procedure depends on the time effort and thereby to the designer preferences.
In recent trends the development of structural steel using cold formed steel section plays a vital role in main frame construction of portal frames. These frames find its use in the construction of economic industrial, agricultural and residential buildings due to its lightweight and robustness. With the major claims in comparison with hot rolled steel profiles, cold formed steel possesses low cost, highly versatile with standard design procedures. Among various structural designs, industrial storage racks are the most prominent structures constructed using cold formed steel. It has been widely incorporated with the rational space utilization in warehouses and factories for goods storage. These rack systems have been classified as static and dynamic types. The adjustable pallet rack was found to be the commonly used static system. It consists of transversal beams and column upright which is grounded with base plate connections. This system provides the stability in down aisle direction. The beams (stringers) have boxed cross-sections while columns (uprights) are open thin walled perforated to accept the tabs of beam end- connectors, which join beams and columns together without bolts or welds. This paper addresses the problem of determining the stiffness and strength of steel storage rack base plate assemblies. Base plate assemblies are usually bolted to an upright and to a concrete floor, and they are used to provide resistance against the flexural buckling of the upright and/or the overall down-aisle buckling of the frame. The semi-rigid stiffness is usually determined by means of a test of two pre-loaded uprights connected to a concrete block in a dual-actuator set-up. Guidance for conducting the test is provided in the European Standard EN 15512. However, several aspects of the test need clarification, notably the test set-up and the transducer arrangement for measuring the rotations of the base plate. Keywords: storage rack, base plate assembly, initial rotational stiffness.
ДОСЛІДЖЕННЯ РОБОТИ СТОВБУРУ ОГЛЯДОВОЇ ШАХТИ КОЛЕКТОРУ З УРАХУВАННЯМ ПРОГРЕСУЮЧОГО РУЙНУВАННЯ У статті наведено методику розрахунку несучої здатності стовбуру оглядової шахти колектору з урахуванням прогресуючого руйнування. Продемонстровано процес утворення тріщин та перерозподілу зусиль при виключенні (руйнуванні) частини перерізу стовбуру. Продемонстровано, що своєчасна локалізація та усунення пошкоджень дозволяє подовжити строк експлуатації оглядової шахти. Результати можуть бути застосовані при виконанні подібних перевірних та проектувальних розрахунків. Ключові слова: оглядова шахта, колектор, активний тиск ґрунту, прогресуюче руйнування, сценарій руйнування, перерозподіл зусиль, тріщиностійкість.
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