H-shaped Steel Beam Research Articles

Study on Dynamic Factors of Damped Beam Members Under Exponential Attenuation Loading

Blast loading is characterized as an impact loading with exponential attenuation, while damping serves as an intrinsic parameter that affects the vibration effect of beam members. The linear attenuation for simplified blast loading and undamped situation for beam members is often adopted by most scholars or codes for the calculation of dynamic factors. These assumptions that do not conform to the actual situation can lead to deviations in the results of the dynamic factor. In this study, the implicit solutions for the dynamic factors of both flexible and rigid beam members were derived by the exponential attenuation loading and damping of beam members. The dynamic response verification of an H-shaped steel beam blast test was completed using LS-DYNA software. The comparison calculation of the theoretical solutions of dynamic factors in this paper with the Chinese blast-resistant design code and finite element simulation was carried out. The results show that the dynamic factor will be higher when the blast loading is simplified to linear attenuation loading for undamped beams. The shape parameter of the exponential attenuation loading and the damping ratio of beam members both reduce the effect of the dynamic factor, with the damping ratio having a more significant effect.

Axial behavior variation of 72-story concrete-filled steel tubes with different joint connections due to interface debonding considering long-term deformation of concrete core

Long-term concrete deformation including shrinkage and creep occurring seriously threats the longevity, safety and serviceability of concrete-filled steel tube (CFST) structures. In this study, numerical simulation on the variation of axial behavior of 72-story CFST structures with different joint connection details due to interface debonding considering shrinkage and creep of concrete core is carried out. Three connection details including connections with inner horizonal diaphragms only, two-direction through-beams only, and inner horizontal diaphragms combined with two-direction through-beam, are considered, respectively. Vertical loading from floors is treated as centralized vertical force applied on steel tube directly. The shrinkage of concrete core is simulated by decreasing concrete temperature. A cohesive constitutive law and a Coulomb friction model are employed to describe the interface behavior in tangential direction before and after debonding, respectively. The interaction between concrete core and steel tube in normal direction is treated as a hard contact. The concrete plastic-damage (CPD) constitutive model is used for concrete core and a plastic constitutive law is employed for the steel tube. The initiation of the interface debonding between steel tube, H-shaped steel beam flanges, inner diaphragms and concrete, the variation of the force transfer path, stress redistribution, steel tube yielding and the final failure are described in detail. Results show that the axial load-carrying capacity of each CFST structure has a decrease of 26–28 % when compared with that determined by the current design code where the confinement effect is considered, and a decrease of 9–10 % when compared with that determined by the current design code where the confinement effect of steel tube is not considered. Moreover, the axial stiffness decreases to 76–78 % of their theoretical values when debonding is not considered. Numerical results show that the interface debonding negatively affects the long-term axial load-carrying capacity and stiffness obviously, which has not been considered in current design codes. Some comments on the design of CFST members are proposed based on the numerical simulation results.

Fire resistance of steel beams with integrated fire-resistant and decorative constructions

This paper investigates the fire resistance of steel beams with integrated fire-resistant and decorative constructions. Four novel forms of fire protection constructions that simultaneously meet the requirements of fire protection and decorative performance in steel residential housing are first devised. Five simply supported H-shaped steel beams encased by such constructions are tested in a fire test furnace to reveal the variation of their temperature fields and mechanical properties under the ISO-834 standard heating condition. A series of test phenomena, temperature-time and displacement-time curves are obtained from the tests. Corresponding results show that the specimens are far from reaching their ultimate limit state, which validates the effectiveness of the proposed constructions in fire protection. Additionally, the influence on the fire resistance caused by the variation of the construction components is determined by comparing the temperatures and displacements of all the specimens. Finally, a finite element model corresponding to the specimens is established in the FE software package ABAQUS. The heat transfer and thermal-mechanical coupling analyses are conducted in succession, and the model is verified compared with the experiment results. Then a preliminary parametric study is carried out, revealing that the thickness and thermal conductivity of non-intumescent fire-retardant coating and the thickness of autoclaved aerated concrete blocks may affect the fire resistance of the encased steel beams perceptibly.

Study on the Bending Performance of Prefabricated H-Shaped Steel Beams with Different Bolt Hole Types

This paper investigates the structural performance of a new prefabricated H-shaped steel beam assembled using high-strength bolts under three-point bending. The study evaluates four bolt hole types in five layout schemes through experimental tests. The results show that specimens with standard round holes in both the H-shaped steel and connecting plates exhibited 11% to 30% higher flexural bearing capacity compared to other hole types. Additionally, ANSYS simulations closely matched the experimental results, with a 6% difference. The research results provide important references for the design of prefabricated H-shaped steel beams with different bolt hole types, offering a practical foundation for enhancing the flexural performance of steel beam designs.

Flexural mechanical properties of H-shaped steel-bamboo scrimber composite beams

To improve the torsional buckling resistance and enhance the load-bearing capacity and ductility of H-shaped steel beams with carbon reduction materials, the concept of combining H-shaped steel with bamboo scrimber has been proposed, in which the bamboo scrimber, an eco-friendly, lightweight, and high-strength material, promises significant structural benefits. Five full-scale specimens were designed and tested, including one H-shaped steel, two bamboo scrimber beams, and two composite beams. Additionally, further simulation tests were conducted using the verified finite element model (FEM). The experimental results revealed a remarkable increase in the ultimate bearing capacity of the composite beams by 96.5 % compared to bamboo scrimber-only beams and 72.7 % compared to steel-only beams. Meanwhile, distinct from the brittle fracture characteristics of the bamboo scrimber beams, which include instantaneous crack propagation and interlaminar cracking, the composite beams exhibited localized vertical cracks within the beam's tensile zone, effectively avoiding the torsional buckling issue of the H-shaped steel beam. The results further demonstrated that increasing the cross-sectional size of the composite beams can significantly enhance their flexural stiffness (up to 669 %), and reduce the deflection at the ultimate flexural moment. When the area of the bamboo scrimber in the cross-section was reduced with an unchanged steel profile, the initial stiffness dropped to 79 % without incurring any structural instability. Furthermore, by integrating the experimental and simulation results, a fiber element model for this composite beam structure is proposed to predict the maximum flexural moment value in the ultimate state. A corresponding calculation program was developed, and it is found that the calculated predicted ultimate flexural moment values exhibited negligible deviation from both experimental and FEM results, with AV of 1.0001, AAE of 2.21 %, and COV of 3.28 %.

Resilience-based seismic design and cyclic behavior of assembled joints between self-compacting concrete-filled rectangular steel tube frame columns and H-shaped steel beams

The overall stability of prefabricated steel structures depends significantly on the strong seismic resilience exhibited by the connections between beams and columns. This paper introduces a novel beam–column connection approach, referred to as the welded upper and lower flanges and two diagonal web plates (WULF-TDWP). Unlike conventional methods, this approach replaces bolted connections with butt-welded joints between steel beams and employs short cantilever beams to achieve plastic hinge displacement. The steel-column cross-section was designed with a larger aspect ratio to better absorb and distribute energy. Six full-scale specimens were subjected to cyclic loading tests to investigate the seismic performance of the WULF-TDWP system. The main test parameters included the axial load ratio, welding configuration in the node region, and presence of reinforcement plates. The specimens exhibited two distinct failure modes: plate buckling deformation and beam–column end weld tearing. The experimental results included the hysteresis curves, skeleton curves, ductility coefficients, stiffness degradation curves, and strength degradation curves of the specimens. The experimental findings highlighted the favorable hysteresis performance, load-carrying capacity, and deformation capacity of all the nodes. Additionally, the plastic hinges were observed to shift, thereby delaying the premature failure of the node region. Notably, the omission of welding between the cantilever short beam flange and steel column significantly reduced the initial stiffness of the node. Through finite element analysis, the seismic performance of the beam-column joints with upper and lower flange welded connections and cantilever short beams was elucidated. The reliability of the finite element model for assessing the seismic performance of the nodes was confirmed through validation using experimental findings. Furthermore, this paper categorizes the nodes and introduces a simplified calculation model based on the moment–rotation method.

Experimental and numerical investigation of through-diaphragm in H-shaped steel beam to CFST column connections

This research proposes a cruciform through-diaphragm (CTD) for an H-shaped steel beam to concrete-filled steel tubular (CFST) column and investigates its seismic performance experimentally and numerically. The proposed connection consists of through-plates passing through the aligned slots in the panel zone and end plates directly welded to an H-shaped steel beam. This connection eliminates welding inside the steel tube for installation of the diaphragm, while providing a reliable load path from the steel beam to the CFST column. The experimental program examined the connection hysteretic behaviors, including the moment-rotation response, ductility, initial stiffness, and energy dissipation capacity. The proposed connection shows stable hysteric behavior and good energy dissipation up to a story drift up to 4 % and satisfies the AISC seismic provisions criteria for special moment connection. A finite element (FE) model was established and verified against the experimental results. The effects of concrete infill, steel tube column thickness, axial load ratio, and through-plate thickness on the hysteretic behavior of the proposed connection were investigated through parametric analysis of 24 FE models. This study provides the information on the optimized design parameters that ensures the stable seismic performance of the proposed connection that could be used in structural engineering practice.

Design method of irregular-shaped concrete-filled steel tube column joints with inner semi-diaphragm

This paper studies the mechanical behavior and design method of the irregular-shaped concrete-filled steel tube column to H-shaped steel beam joints with inner semi-diaphragm (ICFSTC-Joint) by numerical and theoretical investigation. ICFSTC-Joint was proposed and tested in the authors’ previous paper, which can be adopted in steel-concrete composite structures. Firstly, the tensile and compressive bearing capacity of ICFSTC-Joint under the tension or compression of a single beam flange is investigated. Secondly, based on the tensile and compressive bearing capacity, the bending capacity of the ICFSTC-Joint under the bending exerted by a complete H-shaped beam is investigated. Finally, the interaction between multiple ICFSTC-Joints is considered. The FE model verified by the hysteretic experiment of ICFSTC-Joint is adopted in the parameter analysis. The parameter analysis involves the height of beam, width and thickness of beam flange, height and thickness of diaphragm, thickness of column wall, length of column limb and axial compressive ratio. Based on the parameter analysis results, the mechanical models of ICFSTC-Joint under various conditions are established. The complete set of design method as well as some constructional requirements are finally established through the theoretical derivation of mechanical models and fitting the FE investigation results and exhibit good precision.

Experimental investigation of self-centering beam-to-column connections with different ribbed top and seat angles

This study experimentally investigated the seismic behavior of a novel self-centering beam-to-column connection with the different ribbed top and seat angles. The connections were composed of square concrete filled steel tubular (CFST) column, H-shaped steel beam, angles with or without stiffening rib, and post-tensioned (PT) high-strength steel tendons. Eight half-scale specimens were designed and tested under cyclic loading. The influences of stiffening rib type including plane rib and multi-wave rib, PT tendon distance, and with or without PT tendons upon the performance of the connection were evaluated experimentally. The results show that the connections installed PT tendons exhibited the double linear hysteretic feature with a slight narrow hysteretic loop due to the friction of the components, the connections assembled the angles or ribbed angles took on the fuller and more stable hysteretic loop, and the connections installed the PT tendons and ribbed angles exhibited the double-flag shaped hysteretic curve. The employment of plane or multi-wave ribbed angles significantly increased the initial rotational stiffness and ultimate moment. For the connection combined the PT tendons and ribbed angles, the average residual rotation angle ratio and the maximum equivalent viscous damping ratio reached about 0.095 and 0.07 at the drift ratio of 2%, respectively. The distance of PT tendons did not affect the hysteretic behavior of the connection. The PT tendons could provide the excellent self-centering behavior of the connection.

Experimental and numerical study on seismic performance of L-shaped multi-cellular CFST frames

Steel-concrete composite frames have been widely used in high-rise buildings. To improve the utilization efficiency of the indoor area, irregular-shaped concrete-filled steel tubular (CFST) columns were proposed for an alternative of the traditional rectangular CFST columns. In this paper, the L-shaped multi-cellular CFST (LM-CFST) frame was proposed, consisting of LM-CFST columns and H-shaped steel beams. Firstly, four LM-CFST frames were tested under combined axial compression and cyclic lateral loads. The local buckling was observed at both the top and bottom ends of the column, and fracture of steel occurred when the drift ratio was large. The hysteresis curves were spindle-shaped with the ductility indexes of 2.61–3.24. Then, a refined finite element model was established and validated against the test results. A parametric analysis was conducted to study the effect of axial compression ratio, web cell length, concrete strength and steel tube thickness on the seismic performance of LM-CFST frames. It was found that the axial compression ratio could affect the seismic performance of LM-CFST frames significantly, while the concrete strength had little effect. Finally, the compression-bending capacities obtained from the sectional analysis method specified in EC4 were compared with those obtained from tests. It was found that this method could predict the compression-bending capacity of the LM-CFST frame under combined axial compression and cyclic lateral loads with reasonable discrepancies.

Finite Element Analysis and Parametric Study of Panel Zones in H-Shaped Steel Beam–Column Joints

This paper investigates the mechanical properties of a traditional welded rigid joint with a weakened panel zone under seismic load. The created finite element model is calibrated by the high-strength steel joint test, carried out by the team in the early stage, and the effectiveness of the finite element method was verified. The finite element software ABAQUS is used to investigate the influence of different joint web thicknesses on the mechanical properties of middle column joints under a low-cyclic-loading test. Supported by a validated numerical model, the ductility, energy dissipation, and other properties of different thicknesses of panel zone column webs are carefully analyzed. The results indicate that the thickness of the web plate in the panel zone significantly affects the location of the joint plastic hinge. The ultimate loading capacity of the joints increased significantly with an increase in the thickness of the webs in the panel zones. Compared with the joint with a weakened panel zone, the hysteresis curve of the strengthened joint is fuller; meanwhile, it cannot alleviate the stress concentration at the weld holes of the web. When the thickness of the joint domain web is too weak, excessive deformation in the joint domain will lead to a decrease in the bearing capacity of the joint, causing damage. The stiffness degradation coefficient of the web-thickened specimen was found to be dominated and controlled by the stiffness of the beam; however, with an increase in the thickness of the web, the stiffness degradation coefficient remained basically unchanged. Finally, a recommendation for weakened beam–column interior joints based on the steel frame panel zone is made, which will lay a foundation for the simulation and analysis of the seismic performance of this structure.

Composite CFST column to H-shaped steel beam joint: Experimental and numerical investigation

Conventional CFST column-to-steel beam connection has excellent collapse-resist capacity, good plastic deformation, and high energy dissipation. However, it makes reconstruction challenging after extreme inelastic deformation in a severe earthquake. This paper proposes a self-centering (SC) composite CFST column to H-shaped beam joint (SCCCB joint) using post-tensioned (PT) tendons. The residual deformation of the splicing column can be greatly reduced under the action of pre-tension tendons. Cyclic loading tests were performed on five 1/3 scale test specimens with the main parameter of axial compression ratio (n = 0.10, 0.12, 0.15, and 0.17) and steel tendon types (with or without cutting processing) to investigate the cyclic behaviour and SC performance. The finite element models were established to capture the stress distribution of the joints. Finally, the seismic and SC performance of the joints were studied by the parametrical analysis including five parameters: width-thickness ratio of steel tube (D/t), diameter, number and spacing of steel tendons (d, ns and s), and connecting diaphragm strength (fy,a). The SC performance can be improved with the increase of ns. The bending capacity of the joints increased with the increase of n, D/t, d and fy,a.

Seismic performance of irregular-shaped concrete-filled steel tube column to H-shaped steel beam joints with inner semi-diaphragm: Experimental and numerical study

This paper proposes a new kind of irregular-shaped concrete-filled steel tube columns to H-shaped steel beam joints with inner semi-diaphragm (ICFSTC-Joint). The inner semi-diaphragms are welded with the inner surface of the column wall, directly opposite to the flange of the H-shaped steel beam, ensuring tensile force from the beam flange to go directly into the semi-diaphragm. Firstly, the experiments of two L-shaped and two T-shaped ICFSTC-Joint (L-Joint and T-Joint) specimens under different axial compressive ratios are carried out to investigate their hysteretic behavior and failure mode. The experimental results show that the proposed ICFSTC-Joint could effectively improve the hysteretic performance, bearing capacity and stiffness of CFST column joints and can realize that the beam yields before the joints fail. It is obsereved that the axial compressive ratio of the column, as a key parameter, influences the hysteretic behavior of ICFSTC-Joint significantly. Secondly, the FE models of L-Joint and T-Joint are established and verified by the experimental results. The hysteretic curves and skeleton curves of ICFSTC-Joint FE models are obtained and agree well with the experimental curves. Finally, a parameter analysis is carried out by using established FE model to investigate the influence of inner semi-diaphragm on the hysteretic behavior of ICFSTC-Joint, involving the height and thickness of inner semi-diaphragm. A recommended value of the size of diaphragm is given for engineering design. This paper provides reference for engineering design of irregular-shaped CFST column-beam joints and further study on their design method.

Flexural tests on composite basement walls with socket-type shear connectors

The effect of a recently developed socket-type shear connector (SSC) on the flexural behaviour of a composite basement wall (CBW) was examined in this work. To this end, 12 CBWs composed of cast-in-place (CIP) piles fabricated with H-shaped steel beams or reinforcing steel plates were prepared by varying the arrangement and amount of SSCs. Two-point loading was applied to simply supported CBW specimens. The CBW specimens with more SSCs had a higher effective stiffness in the elastic state and higher moment capacity in the ultimate state, irrespective of the cross-sectional details of the CIP piles. These trends were particularly prominent when a reinforcing steel plate was used in the SSCs. The post-peak behaviour of the CBW specimens subjected to a simulated load with a negative external moment tended to be more ductile. Consequently, a higher degree of composite action was fully exerted on the CBWs with greater numbers of SSCs. Using established equations for the sectional details of CBWs with SSCs, the nominal partially composite to full composite flexural capacity ratios of the CBW specimens subjected to simulated loads with positive and negative external moments were calculated to be, respectively, 0.83 and 0.91 for 0.5ηsc and 0.79 and 0.90 for 0.75ηsc, where ηsc is the normalised shear connector capacity specified in ANSI/AISC 360-16.

Local bearing capacity of steel beam webs with random pit corrosion

H-shaped steel beams are widely used in architectural and industrial structures, such as bridges, offshore platforms, and industrial equipment. However, corrosion seems to be inevitable during the service of steel beams, with pitting being one of the most common corrosion types. The local bearing capacity of the steel girder web is one of the most important factors affecting the stability of steel structures. In this work, the stochastic finite element method is used to reveal the effect of pit corrosion on the local bearing capacity of the corroded H steel girder web, and the relationship between the local bearing capacity of the web and the mass loss rate is also discussed. The effects of specific and random corrosion positions on the local bearing capacity of webs, as well as random corrosion thickness and constant corrosion thickness on the web thickness, are analyzed. Moreover, the effect of the reduction coefficient on the probability distribution model is studied, and the variation of the reduction coefficient with the probability distribution model of corrosion thickness is revealed. The conclusions in this work can provide a theoretical analytical basis for the evaluation of the local bearing capacity of H-shaped steel beams with randomly corroded webs.

A novel steel bulkhead based on the method of prefabrication and assembly and its first application to the Yuliangzhou immersed tunnel

Temporary bulkheads installed at the end of each tunnel element are indispensable for immersed tunnel elements to be watertight and float. Currently, welded steel bulkheads and cast-in-place concrete bulkheads have been applied in the installation of most immersed tunnels; however, these bulkheads have many inherent drawbacks. For example, existing cast-in-place concrete bulkheads are bulky and cannot be recycled after demolition. In addition, existing welded steel bulkheads, which cannot be fully reused, are installed and dismantled with a large number of on-site welding operations. Relying on the Yuliangzhou Immersed Tunnel in China, a novel steel bulkhead based on the method of prefabrication and assembly, namely, a piece-assembled steel bulkhead, was developed to address the abovementioned problems. The structural components of the new steel bulkhead applied to realize full recycling mainly include steel bulkhead panels, ethylene-propylene-diene-monomer (EPDM) sealing gaskets, steel bearings, and steel connecting bolts. The water tightness function of the new bulkhead was achieved through the compression deformation of the designed EPDM sealing gaskets inside the assembly seams, which were designed as multihole structures to save manufacturing material. Nonlinear finite element simulations were conducted to investigate the gasketed seam mechanical and sealant behavior. It was concluded that the control threshold value of gasketed seam compression displacement needed to satisfy the design requirement for a 250 kPa waterproof capacity could be taken as 15 mm, while that for seam offset displacement was set to 40 mm. To achieve the fast and efficient construction of the new steel bulkhead, a strategy of symmetrically installing and removing steel bulkhead panels piece by piece at one carriageway bore was proposed, and an automatic installation trolley that adjusts the bulkhead panel position in three directions was designed and developed. Finally, the on-site monitoring of the assembly seam displacements and the stress and deformation of the H-shaped steel beam verified that the new steel bulkhead was in a safe state and displayed good watertightness. This bulkhead was successfully applied in the Yuliangzhou Immersed Tunnel project, and this test application supports the use of these technologies in immersed tunnel construction.

Post-buckling shear capacity of the corroded end panels of H-shaped steel beams

The shear capacity of steel beams can be affected by corrosion when the effective thickness is reduced. However, the contribution to shear capacity of beams with corroded steel web from support stiffener and flange has not been quantified until now. Thus, this work aims to reveal the changing rules of the shear capacity of randomly corroded steel beam while considering the nonlinear buckling behavior of the corroded web. The established numerical model is first validated through code-based semi analytical results. The contribution from support stiffener and flange are then investigated in detail. The influences of corrosion location, corroded thickness, thickness of support stiffener or flange, corrosion size, and corrosion severity on the reduction of shear capacity are investigated. Both the constant and random corroded depths are considered. The results show that the shear capacity corresponding to local corrosion is lower than uniform corrosion. This is caused by the corrosion located at different positions, which can influence the shear capacity in varying degree. Furthermore, the diameter of the corrosion pit has no influence on residual shear capacity and can be taken as a constant value. The influence of corrosion parameters on reduction factor is also quantified. The conclusions derived in this work can be directly applied to steel beams under actual conditions.

Seismic Behavior of Assembly Joint with CFST Column and H-shaped Steel Beam

Existing concrete-filled steel tubular (CFST) structures are mostly based on cast-in-situ concrete construction technology. The beam-column joint emphasizes the horizontal connection, while the vertical connection of columns is mostly based on a steel tube connection instead of a precast CFST column connection; this is detrimental to the control of the concrete pouring quality and the full assembly of the structure. Thus, the investigation of an assembly joint that enables the full connection between the beam and CFST column is the key to the improvement of the construction quality and the promotion of the development of the assembled structure. This work proposes an assembly joint between an H-shaped steel beam and a CFST column, and the seismic behavior of the joint was investigated by low-cycle loading experiment. The finite element model of the joint was then established by the numerical analysis method. After verifying the rationality of the finite element model, the influences of both the endplate thickness and the bolt diameter on the energy dissipation performance of the joint were investigated via parametric analysis. The results reveal that with the increase of the endplate thickness and the bolt diameter within a certain range, both the bearing capacity and energy dissipation capacity of the joint will be improved. Moreover, the cooperative bearing mechanism of the column connector and concrete can be fully exerted. Thus, these conclusions indicate the feasibility of the use of the proposed assembly joint in practical engineering applications. Finally, the mechanical mechanism of the assembly joint was studied, and the calculation formula of the joint bending capacity was proposed.

Cyclic behavior of column-to-column connections in novel prefabricated H-shaped steel beam to CFST column joint

This paper presents a novel form of prefabricated H-shaped steel beam to concrete-filled steel tubular (CFST) column joints. The behavior of such novel beam-to-column joints was investigated through cyclic loading tests on four joint specimens. The examined parameters included the thickness and the yield stress of the column steel tube, and the distance between the transfer sleeve and the flange of the steel beam. The hysteretic behavior, failure modes, flexural stiffness and capacity, and energy consumption of the joint specimens were discussed in detail. Particularly, the effectiveness of the proposed column-to-column connections, which are critical sections of the proposed joints, in transferring bending moments between column segments was evaluated. The test results indicated that the proposed beam-to-column joints exhibited great flexural capacity and energy dissipation capacity. It was also found that the thickness and yield stress of the steel column tube significantly affect the flexural capacity of the column-column connection and the shear deformation of the panel zone. Finally, accurate finite element model was developed for the prediction of main mechanical properties, such as initial stiffness, yield strength, and maximum strength.

Experimental Study on the Overall Stability of Corroded H-Shaped Steel Beams

The degradation of the overall stability of corroded rolled H-shaped steel beams under bending conditions has not been extensively studied. In the present study, monotonic tensile tests and overall stability tests were conducted on seven rolled H-shaped steel beams that were subjected to electrochemical corrosion in order to discuss the influence of corrosion on the material’s mechanical properties and the overall stability of steel beams under bending conditions. The test results have indicated that the strength, the elastic modulus, and the elongation of the steel declined with an increase in the corrosion rate of the steel beams, and an obvious plastic deterioration phenomenon was observed. In addition, all of the steel beams with different degrees of corrosion were subjected to overall flexural–torsional buckling failure. The stiffness and the overall stability ultimate bearing capacity of the corroded steel beams decreased with the increase in the corrosion rate, and the overall stability of the test beams with a high design corrosion rate degraded significantly. Furthermore, by using the finite element numerical simulation analysis software ABAQUS, a double-reduction corrosion model of the sectional dimensions and the material’s mechanical properties was established. The overall stability ultimate bearing capacities of the steel beams that were subjected to three-point bending and the corresponding load–lateral displacement curves were analyzed. In addition, the finite element numerical simulation results were compared with the test results for verification. Subsequently, the influence of the initial bending on the overall stability ultimate bearing capacity of the steel beams was analyzed by virtue of the verified finite element model. This study will provide a test basis for the evaluation of the bearing capacity of existing rolled H-shaped steel members, as well as an experimental basis and finite element model reference for the follow-up study on the degradation of the mechanical properties of the corroded rolled steel members.