Flexible stop’s force determining method in a combined plate using profiled flooring

Introduction. Steel-reinforced concrete floors with profiled decking are most often used in steel frame buildings. The joint work of the floor slab and tertiary beam is ensured by shear studs. The article discusses a shear studs stress determining method from horizontal load. Studs are placed along the slab’s perimeter. The method based on the bolts’ group calculation analogy. Materials and methods. Based on the bolts group calculation design expressions were derived to determine the force in shear studs. To determine the obtained values reliability a finite element calculation was performed using the Lira-CAD software package. Different aspect ratios slabs samples were considered. The solution’s convergence was determined by various methods for a plate with 0.6 × 0.6 m dimensions with a small number of studs, after which the proposed solution convergence was studied for real dimensions of plates with a large number of flexible stops. Results. The resulting formula allows determining the stress in each flexible stop, in particular in the most loaded corner studs. The computer calculation was performed for the proposed method clarity and using possibility. The method’s use restriction was determined. In addition, the shear studs’ geometric characteristic’s definition explanations are given. Conclusions. The proposed calculation method allows to determinate any structural section’s shear stud’s stress. Therefore, it allows to choose stud’s optimal cross-section area or check its bearing capacity in the existing buildings and structures floors. Moreover, the stress value allows to determine the stud’s and a whole slab’s deformations.

Development of a GUI Based Program for Design of various Steel Connections

Steel frame buildings consist of a number of different types of structural elements. Every element must be attached properly to its neighbouring part of structure. This will involve use of various types of connections. Connections account for more than half the cost of structural steel work. Connection failure is not a ductile failure and hence it should be avoided before member failure. Large uncertainty is there in the design of connections. Connections are usually the most vulnerable part of the structure, failure of which may lead to the failure of whole structure. Thus, design of connection is an important and integral part of design of the steel structure. This MATLAB GUI program developed will be a very useful and user-friendly tool for the design of connections.

Calculations of the rigidity and the strength of concrete filled steel deck diaphragms

Calculations of horizontal loads such as wind are required even for low-rise buildings. With stores number increasing their influence increases. The horizontal loads are perceived by the flooring discs. Steelreinforced concrete floors with profiled decking are most often used in steel frame buildings. Floor slabs and frame’s joint work is ensured by shear studs. The article discusses a shear studs’ stress determining method from horizontal load. There are different slab supporting variants: slap supported on two sides and along slab's perimeter. The goal was to determine shear stress in each flexible stop. The tasks were solved by calculating and by computing. Then the results were compared. Therefore, the resulting formula allows determining shear stresses not only in square slab but in rectangular ones too. Shear stress knowledge in the studs allows to determinate frames’ displacements by horizontal loads. Frame displaces relative to the floor slab due to studs shear and flexibility. The derived displacements determining formula takes into account shear deformations and anchor compliance in different directions. Herewithin the article, proposed displacements formula is not checked, but only the components determining a method is proposed.

Life safety in single-story steel frame buildings, Part II - probabilistic design

Purpose This paper aims to investigate the probability of unacceptable consequences from structural fire damage in a typical Scandinavian single-story steel frame building and discusses it in relation to life safety. This paper is a complement to the paper “Life safety in single-story steel frame buildings, Part I – deterministic design” by Sandström (2019) which considers the same design philosophy but with a probabilistic design approach. Design/methodology/approach The reliability of a single-story steel frame building is investigated by using crude Monte Carlo simulation by including consideration to the fire conditions. Findings The investigated building does not meet the safety levels as stipulated by EN 1990 for structural fire damage. However, by including consideration to the fire conditions in the compartment, it is shown that the life safety objective is not compromised by the structural fire damage, i.e. the structure remains intact as long as any individuals/firefighters can survive within the fire area compartment. Originality/value This paper presents practical application of a conceptual paper presenting a general approach to structural fire safety design and the life safety objective.

Isolating the effect of ground-motion duration on structural damage and collapse of steel frame buildings

The debate over the significance of ground-motion duration is long-standing and the literature on the influence of duration on structural response is extensive. Decoupling of the duration from other characteristics of the ground motion is crucial for accurate quantification of its effect on structural responses. This article presents a new methodology that isolates the duration from the amplitude, frequency content, and rate of energy build-up of the ground motion. This is achieved by selecting short- and long-duration record pairs that are equated on the basis of spectral shape and the slope of the Husid plot. The use of the initial rate of Arias Intensity as a control parameter is novel in the literature. The proposed approach enables the examination of the sole effect of the duration on structural responses of 2-story and 9-story steel frame buildings. We find that the maximum interstory-drift ratios are not generally sensitive to the duration differences between short- and long-duration record sets, whereas the cumulative damage parameters (i.e. dissipated hysteretic energy and Modified Park–Ang Damage Index) of the buildings considered in this study are affected by duration. Finally, we extend the study to collapse limit states and find that duration has a small effect on structural collapse capacity, after controlling three key ground-motion parameters.