Steel Profiles Research Articles

Parametric study of a cold-formed steel profile employed in composite ribbed slabs

The aim of the work was to determine the possibility of not taking into account the orientation (vertical or horizontal) of the studied elements of steel-reinforced concrete slabs with a corrugated profile during their heating in a modular small-sized fire furnace. The work investigated the temperature distributions on the outer surface of the corrugated ceiling profile of a steel-reinforced concrete slab of horizontal orientation simulated in the fire furnace chamber. To create geometric models of the fire furnace chamber and the studied element, a CAD software complex was used. To solve the heat engineering problem, mathematical (numerical) methods were used, based on solving systems of differential equations of continuous media such as the Navier-Stokes equation and the Fourier heat conductivity equation. According to the results obtained, the temperature distribution on the outer surface of the steel profile of the reinforced concrete slab is uniform, the temperature deviation in different places on the surface does not exceed 7 %. The maximum temperature on the heating surface of the steel profile of the reinforced concrete slab in the last minute of computer simulation reached 921 °С and the average temperature at this time over the entire surface of the structure was 917 °С. To determine the appropriate orientation of the test sample during fire tests, a comparison of the obtained temperature distributions on the outer surface of the corrugated profile of a horizontally placed reinforced concrete slab with the temperature distributions on the outer surface of the corrugated profile of a vertically placed reinforced concrete slab, which were given in the previous work was made. Analysis of the average surface temperatures of the corrugated profile of a reinforced concrete slab of horizontal and vertical orientation showed that the temperature distribution over the surface of the profile was uniform in both cases and the results obtained show good reproducibility of the experiment during computer simulation. And the orientation of the tested elements does not affect the temperature distribution over the outer surface of the corrugated profile of a reinforced concrete slab in the simulated furnace.

This study numerically investigates the effect of different welding steel plate shapes on the behavior of expanded open web asymmetrical steel composite beams. Increased web depth of asymmetrical steel beams in composite concrete results in increased stiffness and strength. Expanding the web's depth enhances the composite concrete steel beam's strength and performance in specific design scenarios, such as expanded, cellular, or castellated steel composite concrete beams. A horizontal cut in the web in each asymmetrical section can create an expanded web of asymmetrical steel profiles. Two asymmetrical tees can then be assembled, and a plate known as a spacer plate with a constant area and different shapes can be added between the two halves of the asymmetrical tee sections. The Finite Element (FE) numerical model developed by ABAQUS software was employed to develop and evaluate new numerical models by considering a variety of increment plate configurations, which resulted in the production of a greater number of models at a lower cost and more efficiently. The results indicate that curved plates increased the ultimate load capacity, while other shapes led to decreased stiffness. Therefore, the ultimate load capacity of the curved plate increased by approximately 2.3% compared to the reference model due to a reduced stress distribution.

This study presents an experimental approach to measure flexural and shear strains in a WF 150.75.5.7 steel beam using strain gauges. The primary objective of this research is to evaluate the accuracy of strain measurements obtained from strain gauges and compare them with theoretical predictions based on elastic theory. The experiment was conducted on a simply supported beam with a span length of 3.7 meters, subjected to a central static load applied through a Universal Testing Machine (UTM). FLA-6-11 strain gauges were installed on the top and bottom flanges to record flexural strain, as well as diagonally on the beam web to capture shear strain. The experimental results showed that flexural strain measurements deviated less than 5% from theoretical predictions, whereas shear strain measurements deviated up to 14%, which is presumed to be caused by inaccuracies in strain gauge installation. This study indicates that strain gauges are highly effective for flexural strain measurement, but require careful installation to ensure reliability in shear strain measurement. The research also highlights the importance of experimental documentation on locally standardized steel profiles, particularly BJ37 grade steel, as a reference for validating laboratory structural testing methods.

The rapid advancement of science and technology requires universities to provide safe, comfortable, and representative learning facilities. One such initiative is the construction of a five-story lecture building at Dr. Soetomo University, designed with a steel structure as an alternative to reinforced concrete. Steel was chosen due to its high tensile strength, uniform material properties, lighter weight, ease of installation, and strong resistance to earthquake loads. This study aims to design a five-story lecture building with a steel structure that meets the requirements of strength, stability, and safety in accordance with applicable standards. The method applied is structural planning based on SNI 1729:2020, SNI 1727:2020, and SNI 1726:2019 using the Load and Resistance Factor Design (LRFD) approach. Structural analysis was conducted with SAP2000 version 2014 through three-dimensional modeling that considers geometry, material properties, loading, and placement. The results show that the selected steel profiles for beams, columns, and connections are capable of supporting the combination of dead loads, live loads, and seismic loads with safe performance. The maximum stress remains below the allowable limit, and the deflection values do not exceed the permitted deviation. These findings confirm that steel provides efficiency in dimensions and materials while offering practicality and earthquake resistance, and the design produced can serve as a useful reference for future multi-story building projects in earthquake-prone regions.

Soil strengthening with hydraulic binders has gained popularity in recent years and provides an alternative to traditional methods, both for foundation reinforcement and for retaining walls. In many cases, columns, walls, or soil-cement mix blocks require reinforcement with steel sections. Correctly assessing the load-bearing capacity of a reinforced element requires an understanding of the bonding forces between the steel and the soil-cement mix. This article presents the results of pull-out tests conducted on steel flat bars embedded in a soil-cement mix. A soil-cement mix containing sand, silt, and clay fractions was prepared. The surfaces of the flat bars were treated in three different ways, and their roughness was subsequently measured. The pull-out strength of steel flat bars embedded in a soil-cement mix with compressive strength in the range of 1–2 MPa was determined. The tests revealed a correlation between surface roughness and bond strength. The conducted tests provided the basis for developing new research directions and for formulating a new bonding model for the interaction between steel profiles and soil-cement.

The redesign of the Sophos School Indonesia, BSD School Building was carried out using a steel structure with a Special Moment Resisting Frame (SRPMK) system in accordance with SNI 1726:2019, SNI 1727:2020, and SNI 1729:2020. This study aims to determine the dimensions of the steel profile and evaluate the structural performance against earthquake loads and other loads through the Load and Resistance Factor Design (LRFD) method with ETABS software. The object of the study is a 4-story school building with a height of 19.55 m with a span of 28.8 m × 18 m and a main structure of BJ-41 quality steel beams and columns. The loads calculated include dead, live, wind, and earthquake loads. The analysis results show that the steel profile used meets the safety requirements, with mass participation achieved in the 18th mode, maximum inter-story drifts of 39.472 mm (X) and 34.639 mm (Y) which are still below the SNI limit, and the P-Delta effect shows a stability ratio <0.1. Thus, this four-story school building is feasible to be built using a steel structure with the SRPMK system, which meets Indonesian earthquake resistance standards.

This study examines the structural efficacy of open web expanded asymmetric steel profile-concrete composite beams subjected to static stress. Three beam groups were investigated. The first group (solid) consisted of four specimens: the first specimen served as a reference of asymmetrical steel profiles without an extended web-composite concrete beam, while the other specimens featured expanded ratios of 30%, 50%, and 70%. The second group comprised three perforated specimens with an aperture length of 70 mm, while the third group consisted of three perforated specimens with an aperture length of 140 mm. The focus was on assessing the impact of expansion ratio, opening height, and opening length on the experimental outcomes. The findings demonstrate that augmenting the expanded ratio leads to an increase in ultimate load by about 82.25%, 113.43%, and 117.39% for the solid specimen with expanded ratios of 30%, 50%, and 70%, respectively, in comparison to the reference (unexpanded) specimen. Augmenting the expanded ratio leads to a decrease in the ultimate load by about 11.9% and 19% for specimens with tiny holes of 70 mm in length, corresponding to expanded ratios of 50% and 70%, respectively, in comparison to specimens with an expanded ratio of 30%. Augmenting the expanded ratio of perforated specimens correlates inversely with the ultimate load, as the existence of openings, particularly those of significant height, such as in the case of a 70% expanded ratio, results in a compromise of the web zone and consequently diminishes the shear resistance of the beam, alongside local buckling issues.

Steel structures are frequently used especially in industry and construction of the buildings. Due to its widespread use, many researchers have been studying to investigate the behavior of steel structures. Steel structures used in mining areas are generally used to keep transmission lines and crushers safe. Crushers are vital equipment for mines to continue operating. For this reason, crusher buildings are constructed using steel profiles to protect the crushers. The aim of this study is to investigate the behavior of crusher buildings constructed to protect the crusher under earthquake effects. For this purpose, a sample crusher building was designed and its structural analysis was performed according to 4 different cities of Türkiye (Düzce, Ankara, Kahramanmaraş and İzmir). As a result of the analysis, the maximum displacement, equivalent earthquake load and column usage capacity that may occur in the structure were checked and compared. As a result of the study, it was concluded that increases in earthquake parameters directly affect the structure. The maximum displacements and usage capacity were obtained from the Düzce region.

This study discusses the structural planning of steel flexural beams without lateral bracing, a critical condition in structural design due to the risk of lateral-torsional buckling. The beam used in this analysis is a WF 450x250x6x9 steel profile with a span of 18.5 meters, subjected to a dead load of 2.85 kN/m and a live load of 3.45 kN/m. The material selected is BJ40-grade structural steel. The analysis incorporates nominal flexural strength, stiffness, and the effect of unbraced length in the lateral direction. The design process adheres to the Indonesian standard SNI 1729:2020, which regulates specifications for structural steel buildings. The combined loads are first converted into factored loads using ultimate load combinations. The maximum moment on the span is then calculated. Determining the nominal flexural capacity takes into account the stability effects due to the unbraced length, which reduces the nominal plastic capacity of the beam. The final results show that the WF 450x250x6x9 beam can resist a design moment of 1704.11 kNm, with a nominal flexural strength (Mn) of 1722.92 kNm, indicating the beam is safe under the given loading

The limited supply of wood, especially teak wood, and its high price have encouraged the search for alternative light steel construction materials, especially for roof frames. Light steel as a light and flexible steel alloy, resistant to termites, its application requires competent human resources to ensure productivity and quality. Realizing this, the Community Service Team of the Indonesian Christian University held a training activity on the installation of light steel construction for the people of Kramat Jati Village. Through the method of socialization and direct training, participants are expected to gain a better understanding of the characteristics of light steel materials, technical installation standards, and practical skills in assembling light steel roof frames independently. This program aims to improve public understanding of the properties and profiles of light steel and practical skills in assembling simple light steel construction frames.

This study investigates the shear-bond behavior of composite deck slabs incorporating profiled steel sheeting through a series of small-scale push-off and pull-out tests. The experimental program evaluates the influence of mechanical interlock, friction, and embossment geometry on the interface performance between concrete and steel sheeting. Specimens were prepared using galvanized steel profiles and tested under varying vertical loads to simulate realistic shear conditions. The results demonstrate that re-entrant features and embossments significantly enhance shear resistance by preventing horizontal slip and vertical separation. Frictional coefficients were quantified, and failure mechanisms were observed to resemble those in full-scale slab tests. The findings provide critical insights for developing finite element models and optimizing composite slab design, offering a cost-effective alternative to full-scale testing.

This paper examines the efficiency of steel material use in commercial building roof trusses. The analysis was conducted by comparing several types of steel profiles using manual calculations and structural software, based on Indonesian National Standards (SNI) standards. The goal was to identify the most material-efficient configuration without compromising strength and stability. The results indicate that selecting the right profile can save up to 25% on material, resulting in a more economical and efficient design.

The authors investigated the effectiveness of the new proposed type of steel-reinforced concrete modified beams using an engineering calculation method based on a deformation model taking into account the physical nonlinearity of concrete and steel properties. The peculiarity of the proposed structural solution of the steel-reinforced concrete bending element is that a reinforced concrete shelf is used as the compressed part of the section, and a rolled steel profile is used as a t-beam element with a perforated wall. This allows redistribution of the cross-sectional material, concentrating it closer to the outer fibres, optimising the cross-section in accordance with its operating pattern. The use of perforated elements in reinforced concrete sections is due to the fact that the wall thickness of rolled sections often exceeds the required local stability without stiffeners, as well as the desire to avoid using metal in unused, i.e. inefficient, sections. The methodology for assessing the ultimate stress state of steel-reinforced concrete sections is based on equilibrium equations and the flat section hypothesis. The bearing capacity in the form of determining the destructive moment is solved by successive approximations using a nonlinear deformation model. The use of a nonlinear deformation model contributes to the efficient design of steel and reinforced concrete structures, makes it possible to assess the compliance of steel and reinforced concrete components using an iterative process. An analysis of the influence of design parameters (width and thickness of the reinforced concrete shelf, percentage of its reinforcement, and concrete class) on the stresses in the maximally compressed fibres of the reinforced concrete part of the section and the maximally tensile fibres of the steel shelf was performed. This made it possible to optimise the cross-section, due to which the centre of gravity of the reinforced concrete beam was shifted to the lower stretched edge as much as possible, and ensured the efficiency of stress distribution in the components of the modified beam cross-section. Comparative analysis of two beams, with and without perforations, showed that the bearing capacity of the beam section with perforations changes insignificantly (up to 5%) if the boundary of the compressed zone is in the steel wall.

ABSTRACTLattice beams with cold‐formed steel include buckling under heavy loads and suboptimal structural performance. The issues include potential buckling under heavy loads, difficulties in achieving optimal structural performance, and challenges in ensuring compliance with safety standards. In this manuscript, a novel reinforcement approach combining finite element (FE) analysis with an explicit feature interaction aware graph neural network (EFIAGNN) and a hiking optimization algorithm (HOA), termed EFIAGNN‐HOA, is proposed. The proposed EFIAGNN technique is used for the normalized ultimate load forecast, and HOA is used to find the best objective function. Using the MATLAB platform, EFIAGNN‐HOA is evaluated against existing techniques like the Direct Strength Method (DSM), AS/NZS specifications, the method of moving asymptotes (MMA), gradient‐based algorithms (GBA), and particle swarm optimization (PSO). The proposed model achieves superior accuracy 99.01%, computational efficiency 98.99%, and reduced errors MAE: 0.02%, RMSE: 0.01%. It also significantly lowers the computational costs proposed: 850% vs. 1100% to 1500% for existing methods while improving convergence and prediction reliability. Additionally, EFIAGNN‐HOA provides more precise deflection and moment capacity estimations, with closer agreement to experimental results than DSM and AS/NZS standards. These improvements translate into cost savings, optimized material use, and enhanced structural efficiency, making EFIAGNN‐HOA a highly effective solution for CFS lattice beam design.

Physicomechanical analysis and environmental profile of steel for reinforced concrete structures in Burkina Faso

Until now, CFRP was used to reinforce steel sections or to extend the service life in the event of fatigue. Now, the aim of the investigations is to find out whether CFRP can be used to convert an open, thin-walled Sigma steel profile into a closed one in certain areas. The tests were carried out on 16 samples, including reference beams (unreinforced) and three different reinforcement solutions as well as two different cross-sections. The experiments included two stages. Both stages used forked supports at each end of the beam, but stage II also blocked the possibility of cross-sectional warping. The laboratory tests used the ARAMIS system and the Artec Leo 3D scanner. The comparative analysis was carried out between vertical and horizontal displacements. In addition, global and local force-displacement diagrams were developed. The proposed reinforcement method can have a significant effect on increasing the load-bearing capacity of thin-walled steel beams with slender cross-sections, which tend to distort in the form of section opening.

Cold-formed steel (CFS) beams are structural components created from thin sheets of steel that are shaped into beams by room-temperature cold-forming techniques. The refined cross-sections of these profiles cause buckling issues. Conducting experimental and numerical investigations of this behavior is challenging and time-consuming. In this paper, evaluating the structural integrity of CFS profiles under combined loading conditions, an advanced analytical approach to load-bearing capacity prediction (CFS-CLC-LBC), is proposed. First, input data are gathered from the bearing failure dataset. Then the collected information is pre-processed by the multiparticle Kalman filter (MKF) and it is used for data Normalization from the dataset. The pre-processed data are subsequently fed into a sparse spectra graph convolutional neural network (SSGCNN) to predict the LBC of CFS profiles. By then, the proposed CFS-CLC-LBC technique is implemented in the Python working platform and the execution is calculated with the present procedure. The proposed technique shows findings in all existing methods like support vector machines (SVM), artificial neural networks (ANNs) and feed-forward neural networks (FFNNs). The proposed CFS-CLC-LBC method has an accuracy improvement of 18.75%, 26.89% and 32.57%. The [Formula: see text] values are higher by 24.57% and 32.94%, and root mean square error (RMSE) is reduced by 18.43%, 25.64% and 31.40%, compared to the existing approach. The proposed method demonstrates significant improvements over existing approaches in accuracy, reliability and precision. It achieves better model fit with higher [Formula: see text] values and enhanced predictive performance. Additionally, it reduces error rates, showcasing its robustness and effectiveness.

The present work aims to estimate the thermal mechanical behavior of composite slabs made with both normal weight concrete (NWC) and lightweight concrete (LWC) using a hybrid calculation method. This method combines the simple analytical approach outlined in Eurocode 4 (Eurocode 4 2005) with the thermal results of the finite element method (ANSYS). In this study, the key factors considered include the concrete type, the geometry of the steel profile and the airgap between the steel profile and the concrete. The results found show that the presence of the LWC decreases the temperature evolution by 22% and 41% for the trapezoidal and reentrant slab sections, respectively. It was also found that slabs with trapezoidal sections heat up more and lose more of their load-bearing capacity compared to slabs with reentrant sections. Concretes with higher mechanical performances result in a significant residual moment after heating, while the stability is still monitored. The development of the deflection is more important in LWC than in NWC. The suggested method, a novel contribution of this work, combines the simple analytical approach from Eurocode 4 with the finite element method, yields similar and promising results, aiding in more accurate the fire resistance time estimation.

The station is one of the facilities that support the community's needs to carry out activities. The west coast station maker who will be integrated with the West Tanjung Flat has no structural planning, because it requires station planning. The planning of the station is planned to use steel profiles because the implementation process is easier and does not interfere with the activities of train users. The station concept must be resistant to earthquakes because Indonesia is a country prone to earthquakes. Station planning includes a steel profile that will be planned in addition to station planning considering the Jakarta earthquake zone is quite risky. This planning is assisted by modeling using the SAP2000 application program to get the right profile to reduce the risk of seismic system for the special moment bearer system (SRPMK) so that it can absorb the energy that will occur in the location. The results of the preliminary design use two types of columns and five types of beams. The modeling results use H 400 x 400 and IWF 800 x 300 column profiles using IWF 800 x 300 beam profiles, IWF 350 x 175, IWF 300 x 150, IWF 250 x 175, and IWF 150 x 75 using bolts with a diameter of ∅ 20, ∅ 22, and ∅ 27. So that the profile results are carried out on steel structure strength checks referring to SNI 1729: 2015 that are in compliance and meet the requirements for nominal strength permits greater than the required strength ( Rn> Ru).