Bending Bearing Capacity Research Articles

On the behaviour of diagonally-stiffened concrete-filled steel tube-to-SHS steel brace T-joints: An experimental and numerical investigation

In this paper, the behaviour of the T-joint between concrete filled-steel tube (CFST) chord members with diagonal PBL (Perfobond Leiste) stiffeners and square hollow section (SHS) steel braces is investigated. First, seven T-joint specimens were prepared and experimentally tested under axial load of the steel brace. The results were analysed and discussed with respect to the failure modes, load-displacement responses and load-strain curves. Obviously, the diagonal PBL stiffeners were found to effectively limit the cracking range of concrete, thereby improving the bearing capacity of the T-joints. This is followed by a finite element (FE) analysis for the T-joints using ABAQUS software. FE models were validated using the test results and then parametric studies were generated. These studies included the effects of the ratio of brace-to-chord width (β), the ratio of brace-to-chord thickness (τ), the position and thickness of the PBL stiffeners and the steel and confined concrete material grades. Based on the experimental and numerical results, the bending characteristics were obtained for the steel brace-CFST chord T-joint under the axially compressed steel tube brace. Furthermore, the accuracy of the Chinese, Japanese, American and European specifications to calculate the bending bearing capacity of the T-joints were checked, and the results yielded highly conservative results. Therefore, a new calculation method was currently proposed, which takes into account the strengthening effect of the brace on the upper flange of the chord. The comparisons showed that the obtained results of this proposed method are in good agreement with experimental and FE results, and therefore can safely and reliably be used in design.

Study on the bending mechanical properties of composite tube and metal joint bonding structure

Abstract The study of the mechanical properties of composite adhesively bonded joints is a very important issue, which directly affects the safety and reliability of the structure. This article studies the bending performance of carbon fiber composite tubes and metal joint bonding structures, as well as obtains the structural bearing capacity, influencing factors, and structural failure modes. Through mechanical analysis and static bending load tests, it is shown that the failure model of composite tube adhesively bonded metal joints under bending load is manifested as the first layer peeling or interlayer failure of the composite material in the bonding area between the tube and the joint, leading to local crushing at the end of the tube. There is no gap between the tube and the joint, which has little effect on the bending bearing capacity. The thickness gradient treatment at the end of the joint does not help improve the bending bearing capacity. The adhesive layer is at a 90 ° angle, which makes it easy for the first layer to peel off; it should be avoided. Other angle layers have little impact on load-bearing capacity. The longer the bonding length is, the stronger the bending capacity is. The adhesive J133 or 420 has a similar load-bearing. Wrapping a carbon fiber unidirectional layer around the ends of tubes and joints is helpful in improving their bending load-bearing capacity.

Numerical and Theoretical Study on Flexural Performance and Reasonable Structural Parameters of New Steel Grating–UHPFRC Composite Bridge Deck in Negative Moment Zone

As the bridge’s structural component is directly subjected to vehicle loads, the stress performance of the bridge deck has a significant impact on the safety, durability, and driving comfort of the bridge. In order to improve the bending performance of the bridge deck in the negative moment zone, a new type of steel grating–UHPFRC composite bridge deck was proposed in this paper. Firstly, structural details and advantages of the new steel grating-UHPFRC composite bridge deck were introduced. Secondly, the finite element program ABAQUS was used to establish a refined solid finite element model of the new bridge deck. The mathematical program MATLAB (PYTHON) was also used to analyze the effects of the structural parameters on bending bearing capacity and put forward reasonable structural parameters of the new bridge deck, considering the technical and economic indexes. Thirdly, the simplified plasticity theory was applied to analyze the bending bearing capacity of the new bridge deck, and the corresponding formula for bending bearing capacity calculation was derived and verified by numerical model results. In addition, the cost–benefit analysis and environmental impact assessment of the new bridge deck were also conducted. The results show that the bending bearing capacity of the new bridge deck in the negative moment zone increases with the increase of the width of the bridge deck, the thickness of the wing plate, and the height of the web plate, with a trend of increasing and then decreasing when the horizontal inclination of the web plate decreases. The bridge deck width does not have a significant effect on improving the bearing capacity. The bearing capacity calculated by theoretical formulas is close to that calculated by numerical models and the maximum relative deviation is 9.1%. The new steel grating-UHPFRC composite bridge deck proposed in this paper is superior to conventional steel-UHPC composite bridge deck in terms of cost-benefit and environmental impact.

Experimental research of corroded concrete beams with natural cooling after fire considering the bond deterioration

The residual bearing capacity after fire is of great significance for safety assessment and repair of building structures. To accurately evaluate the residual strength of corroded beam after natural cooling, this study investigated the residual bearing capacity of corroded beam considering the bond deterioration after fire exposure. First, the bond behavior and flexural-deformation capacity was conducted by pullout test and bending test after corrosion erosion and fire temperatures damage. The bond deterioration test shows that when the temperature rises above 200℃ and the corrosion level exceeds 4.3%, the bond strength decreases by 16.5%. At the temperature reaches 600℃ or the corrosion degree reaches 13.8%, the bond behavior damage exceeds 50%. The bending test indicates that corrosion and high temperature damage both decrease the bending bearing capacity of the beam, but the influence of high temperature damage on the residual bearing capacity is greater than that of corrosion. The bond property deterioration decreases the strain value of the tensile rebar during the bending process, and decreases the bending capacity of the beam. Finally, a bond-slip constitutive model suitable for corroded beams after fire is proposed, which is applied to the calculation of the ultimate moment of the beam. The modified value of beam bearing capacity considering bond deterioration has better collimation and higher safety margin. The bond-slip constitutive model and the modified calculation method of bending moment of beam are helpful to provide more accurate performance assessment of beam after the coupling effect of corrosion and fire damage.

Bending behavior of detachable tapered-head bolt inter-module connection of steel modular structure

The force transmission between steel module units is primarily achieved through inter-module unit connections. However, the existing connections often fail to meet the installation requirements for central connections, and some connections require on-site welding and are difficult to disassemble, with strict demands on the cross-section of beams and columns. To address the shortcomings of the current connections, a detachable tapered-head bolt inter-module connection of steel modular structure is proposed. It solves the problem of limited installation space for central connections, enabling rapid installation and disassembly with high construction efficiency. A study on the bending behavior of the connection under static load is conducted through four-point bending tests. Various mechanical characteristics, including failure mode, ductility, load-bearing capacity, and strain distribution are investigated. The results indicate that the primary failure mode for the connection under bending moment is the yielding of the bottom plate of the upper corner part, demonstrating a ductile failure mode. The results of parametric numerical simulations show that increasing the bottom plate thickness and side plate thickness of the upper corner part are effective measures to improve the connection bending performance. Furthermore, the simplified theoretical calculation model for the connection is established, and the formula for calculating the bending bearing capacity is proposed. This provide a reliable design basis and reference for the practical application of the connection in engineering projects.

Seismic evaluation of a self-centering retrofit solution for modular steel structure connections

In this study, a novel plug-in modular steel structure (MSS) connection is proposed, in which the connector, cover plates, and bolts form a complete connecting system. To improve the seismic performance and post-earthquake functional recoverability of the MSS connection, a retrofit solution with diagonal self-centering (SC) haunch braces is introduced, and the self-centering modular steel structure (SC-MSS) connection is developed. Theoretical analysis of the mechanical properties of the MSS and SC-MSS connections are conducted, and the calculation formulas for the initial stiffness and bending bearing capacity are derived. A comparative experimental study of one MSS connection and five SC-MSS connections under cyclic loading was carried out to evaluate their seismic performance, and to explore the influences of the main haunch parameters on the behavior of the SC-MSS connection. The results demonstrate that the plug-in connector, cover plate, and bolts can realize reliable continuity and integrity between modules. The SC haunch braces have good collaborative work with the modules and provide sufficient restoring force, and the damage in all the SC-MSS connections was found to be effectively controlled and delayed as compared with the MSS connection. The MSS connection displays a full shuttle-shaped hysteretic response with adequate plastic development, while the SC-MSS connections successfully exhibit expected flag-shaped hysteretic responses with higher bearing capacity and lower residual displacement. The adjustment of the post-activation stiffness and pre-pressed force of the haunch brace is found to improve the connection performance, and a reasonable selection of the installation scheme could achieve optimal self-centering efficiency. The experimental results also verify the feasibility and correctness of the proposed theoretical formulas and mechanical assumptions.

Experimental study on flexural behavior and bending capacity prediction of Q550E steel beams within corroded shear span

An experimental study is carried out to investigate the degradation behavior of Q550E HPS steel beams with corroded shear span. At first, tensile tests of 15 pieces of steel are undertaken to obtain the degradation law of mechanical property parameters. Four steel beams with different corrosion damage levels in shear span are designed by electrochemical accelerated corrosion. The flexural loading tests of corroded steel beams are conducted, and the mechanical response of local corrosion to steel beams behavior is discussed. The necessity of lateral bracing is discussed theoretically. Considering the constitutive model affected by corrosion and the role of stiffeners, a predictive model of bending bearing capacity is proposed. The results show that the increasing corrosion damage will cause the failure position to move from mid-span to shear span, and the failure mode will shift from mid-span compressive flange buckling to bending-shear buckling, and finally appear web buckling. Corrosion damage level higher than 10% will lead to insufficient strain development. The proposed model can predict the flexural capacity and deflection well. Compared with the test results, the bearing capacity and deflection of corroded HPS beams are predicted by the nonlinear iterative method with high accuracy.

Research on the design method of flexural capacity of RC beams strengthen by ultra-high-performance concrete

Due to the increase in traffic volume, load level, and service life of existing bridges, the bending bearing capacity of reinforced concrete beams (hereinafter referred to as RC beams) has decreased, leading to safety issues. In order to solve the problem of insufficient flexural bearing capacity of RC beams, this article adopts the method of ultra-high performance concrete (UHPC) flexural strengthening RC beams, establishes a finite element model of UHPC-RC reinforcement system, and conducts stress analysis with reinforcement thickness, reinforcement range, reinforcement form, and reinforcement height as parameters to determine the optimal scheme of the reinforcement system. Based on the calculation results, a theoretical formula for the maximum principal stress and maximum deflection of the reinforcement system is proposed. To verify the feasibility of the plan, a reinforcement design was carried out on an existing beam, and it was found that the bending bearing capacity of the RC beam increased by 21%; the high tensile strength of UHPC and the addition of steel fibers have a good limiting effect on cracks; The steel plate of the reinforcement system can be used as a template, reducing construction costs and having good economy.

Bending resistance mechanism of prestressed ultra-high performance concrete - reinforced concrete beam based on a full-scale experiment

Ultra-High Performance Concrete (UHPC) is a new type of engineering material with high compressive strength, high tensile strength, and high fracture toughness. Its bending failure mechanism is different from that of traditional concrete beams, which requires a new computational model to describe the bending failure phenomena of the prestressed ultra-high performance concrete - reinforced concrete (UHPC-RC) beam without web reinforcement. Therefore, this paper, through full-scale tests on a 30m prestressed UHPC-RC beam without web reinforcement, captures unique bending failure phenomena, including initial cracking, development of local cracks, and rupture of prestressed steel strands. Considering the tension-compression constitutive relationship of UHPC material, an innovative computational model for bending bearing capacity is proposed. Based on this model, a study on the minimum reinforcement ratio of full prestressed-ordinary steel bars is conducted. The results show that in the bending failure of the prestressed UHPC-RC beam without web reinforcement, excessive tensile strain of steel strands will occur at the local crack location. At this time, the structure does not satisfy the assumption of plane sections, and the introduction of the calculation model of the limit state of external prestressed tendons can effectively match this model, which is highly consistent with the experimental results. The minimum reinforcement ratio of full prestressed-ordinary steel bars is revised to the auxiliary reinforcement ratio of full prestressed-ordinary steel bars, quantifying the minimum reinforcement requirements of ordinary steel bars. The research results of this paper can provide reference for the next step of theoretical research.

Connection design method of honeycomb plate-rod composite structure: Experimental study and theoretical analysis

The connection design method of plate-rod composite structure is very important for the cooperative work of plate and rod. In this study, ten kinds of plate-rod composite structures of different connection methods, connection spacings, and plate thicknesses were designed to examine the connection performance of composite structure. The applicable finite element analysis methods of three connection methods were obtained by comparing the calculation results of finite element simplification models. The influence of connection spacing, connector diameter and plate thickness on the connection performance of three connection methods was studied by parametric analysis. The optimized shear bearing capacity formula of three connection methods were proposed based on the connection performance test and the design specifications at home and abroad. The bending bearing capacity formula of composite structure were proposed by theoretical derivation and finite element analysis, and the relevant parameters were fitted by the Backward Propagation (BP) algorithm in neural network. The results shown that the connection performance of Self-Piercing Riveting connection is obviously better than that of one-side bolt and core-pulling rivet connection, and the bearing capacity is increased by about 6 % and 10 %. The connector solid (So-1-1), solid simplified beam (So-3-1 and So-3-2), and shell simplified beam (Q-1) modeling method can better simulate the one-side bolt connection, and the error is within 3 %. The connector solid (So-1-2), solid beam (So-2-1), embedded (So-4-1), and shell simplified beam (Q-1) are suitable for core-pulling rivet connection, and the error is within 5 %. All the finite element analysis simplification methods can accurately simulate the Self-Piercing Riveting connection except for the Q-2, and the error is within 2 %. The bearing capacity of the composite structure increases with the increase of the connector diameter, the decrease of the connection spacing and the increase of the plate thickness. The optimized shear bearing capacity formula are more suitable for practical application, and the error of the bending bearing capacity formula of composite structure is within 5 %, which provides a certain reference for the design of honeycomb plate-rod composite structure and the revision of relevant specifications in the future.

Seismic behavior of polypropylene fiber reinforced rubber concrete-filled circular steel tubular columns

In this study, the seismic behavior of polypropylene fiber reinforced rubber concrete-filled circular steel tubular columns subjected to low cyclic loading was investigated. The effects of varying rubber content, slenderness ratio, axial compression ratio, and steel content on specimen damage were analyzed. Digital Image Correlation (DIC) and Acoustic Emission (AE) instruments were utilized to monitor the full-field strain on the surface of the specimens and the generation and development of internal concrete cracks. A fiber modeling method was developed for calculating the compression bending bearing capacity of the columns. The results indicated a uniform failure pattern, primarily located at the column base. Adding rubber powder decreased the bearing capacity of the specimen, yet enhanced their energy dissipation capacity and ductility. Higher axial compression ratio led to early failure in the steel tube, with the slenderness ratio significantly affecting seismic performance. The calculation methods according to GB 50936–2014 (CECS 254–2012) and DL T5085–1999 showed higher accuracy than other codes, with average values of 0.558 and 0.576, and standard deviations of 0.067 and 0.089, respectively. The variation coefficient for the calculation method in GB 50936–2014(CECS 254–2012) was 12.02%, lower than that of DL T5085–1999. The proposed fiber modeling method demonstrated superior calculation accuracy, with an average value of 0.957, a standard deviation of 0.032, and a variation coefficient of 3.29%.

Theoretical Calculation of Flexural Load Capacity of RC Beams Reinforced with Aluminum Alloy -ECC Composites

In order to study the flexural performance of RC beams reinforced with aluminum alloy-ECC composites under different damage modes and to improve the theoretical method of calculating their flexural ultimate bearing capacity, the formula for the ultimate flexural bearing capacity of concrete beams reinforced with aluminum alloy tendons under two different damage modes of aluminum alloy tendons pulling off and concrete crushing in the compression zone was derived based on the intrinsic relationship of concrete in the compression zone, and the formula for the ultimate bending bearing capacity of concrete beams reinforced with aluminum alloy tendons and ECC composites under different reinforcing modes was calculated. The ultimate bearing capacity of concrete beams under different reinforcement modes was calculated, and the finite element analysis of the flexural performance of the reinforced beams was carried out at the same time, and the theoretical values were compared with the results of finite element simulation and the existing test values to verify the correctness of the formulae. The results show that the theoretical calculated values of RC beams reinforced with aluminum alloy -ECC composites are in good agreement with the results of finite element analysis and test values, and the accuracy of the theoretical calculations is high, and the formulae derived can effectively avoid the problems that are unfavorable to the practical application of engineering due to the excessive complexity of theoretical calculations, and the relevant calculation methods are of certain reference value for guiding the design of RC beams reinforced in actual projects.

Experimental Study on Flexural Performance of Recycled Steel Fiber Concrete Beams

We sorted the waste from mechanical processing to form recycled steel fibers. In order to study the flexural mechanical properties of reinforced concrete beams after the addition of recycled steel fibers, four recycled steel fiber concrete beams (RSFCBs) and one normal concrete beam (NCB) were designed and poured using the volume fraction of steel fibers (0%, 0.5%, 1%, 1.5%, 2%) as the variables. Normal section bending tests were conducted on them under a concentrated load. We obtained experimental data such as the cracking load, ultimate load, mid-span deflection, and steel and concrete strain of the beam by gradually loading the test beam, and we observed and recorded the development of cracks. The results indicate that the NCB exhibits crushing failure, while the RSFCBs exhibit equilibrium failure. The addition of recycled steel fibers effectively controls the extension of cracks, resulting in a better bending toughness of the beam. The bending performance of RSFCBs with different volume additions shows a trend of first increasing and then decreasing with the increase in steel fiber content. The peak value was reached when the steel fiber content was 1.5%, which increased the bending bearing capacity by 54.72% compared with the NCB. With the increase in steel fiber content, the required load value for tensile steel bars to yield also increases, reaching a peak at a content of 1.5%, which increases the bending bearing capacity by 44.64% compared with the NCB. The addition of recycled steel fibers enables the beam to improve its bearing capacity while limiting the development of longitudinal reinforcement strain, allowing the longitudinal reinforcement to yield under higher loads and improving the overall bending performance of the beam.

Flexural Strengthening of Two-Way RC Slabs with Textile Reinforced Mortar: Experimental Study and Calculation Model

Textile reinforced mortar (TRM) strengthening can improve the anti-aging performance of reinforced concrete (RC) slabs, and significantly improve the rust problem of steel plates and bending performance of RC slabs. To study the effect of TRM on the flexural capacity of two-way RC slab, four sided simply supported bending tests were conducted on two TRM strengthened concrete slabs and an unstrengthened control slab. And the effects of different strengthening techniques on the flexural capacity and bending deformation capacity of the two-way RC slabs were investigated. It was concluded that the application of TRM to strengthen the two-way RC slabs can effectively improve its bending bearing capacity and bending deformation capacity. Compared with the unstrengthened control slab, the bending bearing capacity of the two strengthened slabs increased by 54.2% and 43.8%, respectively, and the energy absorption value increased by 75.5% and 49.1%, respectively. In addition, compared with control slab, the post-cracking stiffness of TRM reinforced slabs treated with and without interface agents increased by 145.2% and 83.4%, respectively. This indicated that using interface agents for interface treatment could improve the adhesion between the TRM and the original RC slab, thereby preventing the initiation and development of cracks between the new and old interfaces. The strength utilization rate of textile was proposed, and the relationship between strength utilization rate of textile and maximum or minimum distribution network rate was analyzed. Based on the plastic hinge theory a simple calculation formula for the bending bearing capacity of the two-way RC slab strengthened with TRM was proposed, which provided the reference for the application of TRM for strengthening projects.

Finite Element Analysis on Flexural Bearing Performance of Innovative Closed Profiled Steel Sheeting‐Concrete Composite Slab

AbstractBased on ABAQUS system, the flexural behavior of the closed profiled steel sheeting‐concrete composite slab was studied. The influence of different geometric and material parameters on the bending bearing capacity and flexural rigidity of the closed profiled steel sheeting‐concrete composite slab was analyzed. And the applicability of the current Chinese codes to the calculation of the bending bearing capacity of the closed composite slab was discussed. The results showed that, the influence of slab thickness is the largest, followed by the thickness and strength of steel sheeting, and the influence of concrete strength is the smallest; the calculation of the flexural bearing capacity of the closed profiled steel sheeting‐concrete composite slab is safe and conservative in accordance with the current Chinese codes.

Experimental investigation of assembly-oriented steel column-beam connection with transverse reverse channels for prefabricated structures

The purpose of this study is to experimentally investigate the mechanical behaviour of the innovative steel column-beam connection involving transverse reverse channels in prefabricated structures with the aim of improving the assemblability during the construction processes. A series of experiments were performed on steel square hollow section (SHS) column and H-section beam connection involving three different transverse reverse channel configurations, i.e., unstiffened transverse reverse channel (UTC), between-channel stiffened (BCS) transverse reverse channel, and in-channel stiffened transverse reverse channel (ICS). The traditional connection involving vertical reverse channel (VRC) was also tested as the control to evaluate the mechanical performance of the new column-beam design, such as flexural resistance, strain distribution and failure modes. The experimental results demonstrate that stiffening the transverse reverse channels internally (ICS) could significantly strengthen the flexural resistance of the connection and the out-of-plane rigidity of the channel web. For example, the flexural resistance of ICS connection is more than 50% and 100% higher than that of the VRC and UTC connection, respectively. However, stiffening between the two transverse reverse channels externally (BCS) has little influence in the flexural resistance of the connection. The failure of the ICS connection is mainly due to the buckling of the beam, while UTC and BCS connections fail because of excessive deformation of the transverse reverse channels. Theoretical formulas can conservatively estimate the bending bearing capacity of those connections.

Finite element analysis of ultimate bending bearing capacity for a multi-span extradosed bridge based on Willam-Warnke yield criteria

To investigate the load-carrying capacities at failure and failure modes of a five-span extradosed bridge with four towers, a solid element model was established using ANSYS. The model utilized the five-parameter Willam-Warnke yield criteria and was compared to calculations provided by the current specifications highway reinforced concrete, prestressed concrete bridge culverts (JTG3362-2018). The entire range of loads was analyzed, and the results were analyzed for accuracy. The average error in ultimate load between the finite element model and the bridge code was 6.5%, with a maximum error of 8.6%. Two methods were used to evaluate the ultimate load-carrying capacity of the bridge, both of which produced comparable results. It was discovered that the load-bearing capacity of the bridge was at a minimum when the load was placed on the midspan, with a surplus capacity factor of 2.14. Although the bridge meets the safety requirements of the current bridge code, it is important to consider this loading condition during operation and maintenance.

Experimental investigation on the flexural behavior of aluminum alloy-reinforced wood plastic composite hollow members

An aluminum alloy-reinforced wood plastic composite flexural hollow member was proposed to overcome the low strength utilization efficiency caused by the poor creep performance of wood plastic composite, and the significant reduction of strength and elastic modulus after heating up. The uniaxial tensile experimental test of 6 composite tensile specimens of aluminum alloy-reinforced wood plastic composite and the flexural capacity trial of 4 groups of different spans were carried out in this paper. The results show that the strength and elastic modulus of the composite tensile test pieces can be calculated equivalently according to the stiffness and strength contribution of the wood plastic composite and aluminum alloy. The bearing capacity and flexural stiffness of the bending members decrease with an increasing span. The strain of all specimens agrees with the assumption of the plane section, and no shear lag effect emerges after applying force to the aluminum alloy-reinforced wood plastic composite hollow members. The sections of the samples were transformed into I-sections through stiffness equivalence when calculating the bending bearing capacity of the members. The equivalent parameters were brought into national codes for calculation, and the computed results of the European standard show the best agreement with the experiment results.

Study on Flexural Behavior of Corroded I-Shaped Steel Beams Strengthened with Hybrid CFRP/GFRP Sheets.

How to effectively reinforce steel structures with rust and damage is an important research topic in the engineering field. This article takes the rusted I-beam as the research object and analyzes the effects of different CFRP/GFRP reinforcement methods on the bending performance of rusted I-beams through experimental research with a total of 1 unreinforced beam and 7 CFRP/GFRP-reinforced beams. The results show that when the number of CFRP/GFRP-reinforced layers is the same, replacing some of the CFRP with GFRP and using different interlayer mixed laying sequences have little effect on the bending bearing capacity of rusted I-beams. The number of CFRP/GFRP-reinforced layers is the key factor affecting the bending bearing capacity. At the same time, numerical simulation was conducted using finite element software to study the stress distribution and stress development law of the reinforced beam, and the numerical simulation results were consistent with the experimental results.

Study on Bending Performance of Tightly Spliced Truss-Reinforced Plate-Honeycomb Flat Beam

The tightly spliced truss-reinforced plate-honeycomb flat beam is a novel type of composite beam, with the advantages of high rigidity, high bearing capacity, and ease of construction. In this study, on the basis of the performance in bending tests, the numerical analysis method is used to study the influence of the honeycomb hole–height ratio, and section height on the bearing capacity of the honeycomb composite flat beam. On this basis, the simplified method to calculate the ultimate bending capacity of the new honeycomb composite flat beam was proposed. The research results show the failure modes of the specimens are mainly divided into two states, including the deflection exceeding the limit and the concrete flange plate separating from the steel beam. The tightly spliced truss-reinforced plate-honeycomb flat beams have good ductility, of which the average value reaches 8.2. The simplified method proposed in this article for calculating this type of honeycomb composite beam has an error of less than 10% in terms of bending bearing capacity, which has advantages over the double T-shaped steel method. The calculation method and design suggestions proposed in this study provide a basis for the research and application of this type of composite flat beam.