Ultimate Load-carrying Capacity Research Articles

Investigation into the flexural performance of novel precast sandwich wall panels

The paper focuses on investigating a novel sandwich panel, which incorporates extruded polystyrene foam boards placed between the inner and outer concrete panels. These are connected using various types of shear connectors to achieve a composite action, meeting the bending resistance requirements. To study the structural performance of the sandwich panels, three representative specimens were designed. These specimens employed different types of shear connectors, namely, steel truss connectors with inclined bars at 45°, and GFRP connectors with inclined bars at 45° and 30°, respectively. The specimens underwent full-scale testing using a step-by-step four-point loading method. The test results indicated shear-compression failure of the specimens, exhibiting consistent failure modes across all specimens, and a composite action in resisting bending moments. Based on theoretical stress–strain diagrams and considering the slip phenomenon between the concrete panel and the connectors, this paper establishes an analytical model. It can reasonably estimate the ultimate load-carrying capacity of sandwich insulation panels under shear-compression failure, which has implications for subsequent engineering applications.

3-Dimensional numerical analysis of geosynthetic double-encased annulus stone columns

A geosynthetic double-encapsulated annulus stone column technique is proposed in this study to overcome limitations associated with conventional stone columns, such as limited lateral load-bearing capacity and potential issues related to aggregate dispersion in soft soils. Geosynthetic double-encapsulated annulus stone columns are consistent with conventional stone columns besides being confined in and around the surrounding soil. The performance of geosynthetic double-encapsulated annulus stone columns is primarily dependent upon their outer-to-inner diameter ratio. For this reason, comprehensive 3-dimensional numerical studies were carried out to evaluate the optimum outer-to-inner diameter ratio of the annulus stone column. The results suggest that the ultimate load-carrying capacity of an annulus stone column increases with an increasing ratio of outer to inner diameter until an optimum value. In addition, the double encapsulation enhances confinement, improving shear stiffness and reducing lateral bulging. However, the load-carrying capacity was substantially reduced beyond the critical outer-to-inner diameter ratio. A simple analytical model extending the theory of thin cylinders is also introduced to estimate the accumulated stresses and strains in the geosynthetic encasement. The proposed model operates within a simplified framework of elastic solutions that facilitate practising engineers to design and optimize geosynthetic encasements for enhanced structural performance.

Experiment and enhancement of compressive strength perpendicular to the grain of inorganic-bonded bamboo composite

ABSTRACT The inorganic-bonded bamboo composite (InorgBam) is a novel type of bamboo-based composite: a combination of magnesium oxysulfide inorganic adhesive and bamboo fiber strips, which exhibits significant material anisotropic characteristics with compressive strength perpendicular-to-grain typically lower than that of parallel-to-grain. The impact of loading form including full-area compression, middle and end local compression on strength perpendicular-to-grain was examined. The enhancement of compressive strength perpendicular to the grain using the glued-in rods (GiRs) method was tested. A prediction formula for ultimate load-carrying capacity perpendicular to the grain of enhanced InorgBam material was proposed considering the influence of load form and depths of GiRs. Results indicate that the full-area compression perpendicular to the grain exhibits a higher load-carrying capacity compared to the middle and end local compression. The GiRs method significantly enhances the compression strength and deformation behavior perpendicular to the grain of InorgBam material. The compressive load-carrying capacity and elastic modulus of the enhanced specimens can be increased by 83% and 157%, respectively. The prediction formula based on the replacement ratio of GiRs can well predict the strength of enhanced specimens.

Lateral stiffness of modular steel joint with semi-rigid bolted intra-module connection

In contrast to the beam-column joints found in traditional assembled steel structures, modular steel structures feature inter-module and intra-module connections within their joints. While existing research has largely focused on the mechanical properties of inter-module connections, the impact of intra-module connection stiffness on the performance of modular steel joints remains unclear. This study introduces a novel corner-fitting-reinforced fully bolted joint specifically designed for modular steel structures. A series of experiments were conducted, including a flexural test on bolted intra-module connection to determine its initial rotational stiffness, and four groups of lateral static tests on full-scale modular steel joints with varying intra-module connection stiffnesses. These tests aimed to characterize mechanical properties such as load-carrying capacity, lateral stiffness, strain development, and ductility. The study elucidates the influence of intra-module connection stiffness on the lateral stiffness of modular steel joints. Furthermore, a refined finite-element (FE) model of the corner-fitting-reinforced fully bolted joint was developed. Simulation results showed good agreement with experimental findings., with an average error of less than 10 % for ultimate load-carrying capacity prediction. The FE model also, analyzed the stress-strain development of the corner fitting throughout the process. The study establishes a theoretical analysis model for the corner-fitting-reinforced fully bolted joint and derives a theoretical formula for the initial lateral stiffness of the modular steel joint, considering semi-rigid intra-module connections. This formula aligns well with both experimental and FE results, with a maximum error of 15 %. Finally, the study delves into the force-transfer mechanism of the corner-fitting-reinforced fully bolted joint, providing valuable insights for its design.

Structural Health Monitoring of Partially Replaced Carbon Fabric-Reinforced Concrete Beam

Textile-reinforced concrete (TRC) is a composite concrete material that utilizes textile reinforcement in place of steel reinforcement. In this paper, the efficacy of the partial replacement of steel reinforcement with textile reinforcement as a technique to boost the flexural strength of reinforced concrete (RC) beams was experimentally investigated. To increase the tensile strength of concrete, epoxy-coated carbon textile fabric was used as a reinforcing material alongside steel reinforcement. Beams were cast by partially replacing the steel reinforcement with carbon fabric. Partially replaced carbon fabric-reinforced concrete beams of size 1000 × 100 × 150 mm3 were cast by placing the fabrics in different layers. A four-point bending test was used to test cast beams as simply supported until failure. Then, 120 ohm strain gauges were used to study the stress–strain behavior of the control and TRC beams. Based on this experimental study, it was observed that 50% and 25% of the steel replaced with carbon fabric beams performed better than the conventional beam. ABAQUS software was used for numerical investigation. For the load deflection characteristics, a good agreement was found between the experimental and numerical results. Based on the experimental analysis carried out, a prediction model to determine the ultimate load-carrying capacity of TRC beams was created using an Artificial Neural Network (ANN).

Effect of Connection Detailing on Reverse Cyclic Behaviour of Precast Beam to Column Grouted Cementitious Billet Connections

In reinforced concrete framed structures exposed to high lateral loads, the performance of the beam to column joints has been acknowledged to have a significant impact on the overall behaviour of the structures. The present study conducted an experimental investigation on four 1/3rd scale Precast Concrete (PC) beam-to-column grouted cementitious billet connections subjected to reverse cyclic loading. Their performance was compared with a reference monolithic connection. The various precast connections studied are Billet with Dowel (BD) connection, Billet with Dowel-cleat Angle (BD-CL) connection, and Extended Billet with Dowel-cleat Angle (EBD-CL) connection. The ultimate load-carrying capacity, ductility factor, hysteretic behaviour, load ratio, energy dissipation, and stiffness degradation of the monolithic (MO) and precast (PC) specimens were studied, and a comparison of their performances was made. The results show that the EBD-CL connection has comparable ductility and strength.

A Comparative Analysis of Thin-Walled Sections Using Finite Element Modelling

Thin-walled channel sections, such as Folded Sections, C-Sections, and Z-Sections, are extensively used in structural applications, particularly in civil engineering. This research investigates the behavior of cold-formed steel sections, including folded flanges, C-sections, and Z-sections, with respect to their ultimate load-carrying capacities. A numerical model will be developed using the finite element method in Abaqus software to simulate the behavior of these sections under axial compressive loading, covering both the elastic and plastic ranges. Comparative analysis of the folded sections, C-sections, and Z-sections is conducted. Z-section stands out with its significantly higher ultimate load capacity compared to the folded and C-sections. This can be attributed to its Z-shaped design. The objective of this study is to establish more robust design guidelines for the safe and efficient use of these sections in building structures. The findings will contribute to enhancing the reliability and economy of design practices for these structural elements.

Flexural behavior of RC beams externally strengthened with side-bonded CFRP laminates with variable internal reinforcement

This study investigates the flexural behavior of reinforced concrete (RC) beams externally strengthened with bottom- and side-bonded carbon fiber-reinforced polymer (CFRP) sheets with variable steel ratio. The choice of applying the CFRP sheets in a bottom- or side-bonded configuration depends on the accessibility of the beam. This experimental investigation is aimed at studying and comparing the efficacy of bottom- and side-bonded CFRP sheets for flexural strengthening of RC beams with variable internal steel ratios. The effect of steel reinforcement ratio, and the number of CFRP plies are examined by testing 10 RC beams under a four-point bending configuration. The results in terms of load-deflection response, ultimate load-carrying capacity, failure modes, and ductility are studied and compared with control unstrengthened beams. The study revealed that side-bonded beams provided flexural capacity comparable to the bottom-bonded beams for both ratios of internal reinforcement used in the study. The study also showed that both strengthening configurations were more effective when the internal steel ratio was low. In terms of ductility, the side-bonded scheme provided ductility indices comparable to the bottom-bonded beams. The findings of this study confirm the feasibility of using side-bonded fiber-reinforced polymer (FRP) sheets as a strengthening technique for RC beams when the soffit of the beam is inaccessible.

Post-buckling behavior and DSM design of cold-formed steel lipped channel columns experiencing local-distortional-global interaction

This paper describes experimental research investigating the structural behaviors, failure modes, and ultimate load-carrying capacities of fixed-ended cold-formed steel lipped channel columns eroded by local-distortional-global (L-D-G) buckling interaction under axial compression. Initially, a brief introduction on the selection of column geometry, which was based on the closeness between three elastic critical buckling stresses named elastic local, distortional, and global critical buckling stresses, was reported. In addition, detailed works involving measuring member geometries and initial geometrical imperfections, test set-up, and the arrangements of strain gauges and displacement transducers are described. Moreover, experimental investigation results of 33 cold-formed steel columns are discussed including deformed configurations, applied load vs. strains curves, applied load vs. displacement curves, failure modes, and ultimate load-carrying capacities. The tests demonstrated D-G interaction with no obvious local deformation observed even though the elastic critical loads of L, D, and G for the selected specimens are close. The results clearly demonstrate that the occurrence of D-G buckling interaction eroded the ultimate strengths of columns. Current DSM predictions are evaluated using experimental data of cold-formed steel columns related to the D-G buckling interaction. Furthermore, a design criterion based on DSM is proposed to identify cold-formed steel columns eroded by D-G buckling interaction and predict the ultimate strength, which is evaluated by all available experimental data collected from related literature.

Experimental and parametric study on friction-type high-strength bolted connections between steel frames and cross-laminated timber infill walls

Timber-steel hybrid structural systems provide a prospective solution for utilizing timber in multi-storey and high-rise buildings. The system of steel frame with infilled cross-laminated timber (CLT) shear walls is an effective hybrid timber-steel one. In the design of this kind of hybrid system, the connections between CLT walls and steel frame beams are key issues, because they have great impacts on the distribution of lateral forces in structures. In this paper, a friction-type high-strength bolted connection (FHBC) between CLT walls and steel frame beams is proposed. To investigate the performance of the proposed FHBC, experiments were conducted on the FHBCs fabricated with three- and five-ply CLT. The mechanical behaviors of the connections were evaluated. The pretension loss in the tested FHBCs with three-layer CLT is less than 15 % within a displacement of 10 mm. Besides, enhancement of axial force in the high-strength bolt was observed in the five-layer connections during the loading procedure. Theoretical analysis was performed to provide recommendations on the initial pretension force of FHBCs. Furthermore, a solid element-based numerical model was developed and validated by the experimental results. The parametric analysis was conducted to investigate the effect of friction coefficient and initial pretension force on the mechanical behaviors of FHBC. The numerical simulation results show that the greater the initial pretension force is, the bigger the slip activation force and ultimate load-carrying capacity of the FHBC are. When the friction coefficient between CLT wall and steel beam is greater than 0.4, the ultimate load-carrying capacity does not increase much. The experimental and numerical results demonstrate that such connections can provide sufficient stiffness, strength, and ductility to transfer the shear force between the CLT shear walls and the steel frame beams.

Digital twin-based non-destructive testing method for ultimate load-carrying capacity prediction

Load-carrying experiments are essential for validating the mechanical performance of structural designs. Unpredictable early structure collapses during experiments would lead to severe safety accidents, and thus the real-time prediction of the ultimate load-carrying capacity (ULC) becomes highly necessary. However, due to multi-source experiment deviations, ULC prediction methods based on finite element (FE) analysis struggle to meet the high-accuracy and real-time requirements. To address this issue, this paper proposes a digital twin-based non-destructive testing (DT-NDT) method for ULC prediction. The method employs a deep neural network (DNN) to construct an experiment digital twin (DT) model in the offline phase. In the online phase, the experiment DT model utilizes the current measured strains to predict the ULC at future time steps in real-time, thus achieving non-destructive testing (NDT). First, a series of virtual experiments considering multi-source experiment deviations are carried out by FE analysis to obtain the virtual experiment dataset. The dataset includes strains and collapse loads corresponding to different experiment deviations and is augmented using the data augmentation approach based on structural symmetry. Subsequently, DNN is trained by the virtual experiment dataset to establish the mapping of strain values to collapse load. Finally, the strains are measured in real-time using strain gauges and the strain values are inputted into the DNN, i.e., the experiment DT model, to predict the collapse load. In this paper, the principle and effectiveness of the proposed method are illustrated through an analytical example and two experiment examples. In the experiment examples, the average relative errors of the DT-NDT method are 0.9 % for an open-hole plate and -1.45 % for a grid-stiffened cylindrical shell. The results illustrate the high prediction accuracy and effectiveness of the DT-NDT method, demonstrating its immense potential in NDT.

Study on flexural behavior of concrete slabs strengthened with externally prestressed recycled bead wires

Recycled bead wires were prestressed for reinforced concrete slabs using an innovative anchor that our research group created. In this work, four concrete slab groups were designed: three reinforced groups and one control group. In this work, four concrete slab groups: three reinforced groups, and one control group were designed. The reinforced slabs were subjected to controlled stretching stress of 720 MPa, 900 MPa, and 1080 MPa. Four-point bending static load experiments were performed to verify the recommended reinforcement method and assess the effect of different controlled stretching stress on slab bending performance. This paper presents an analysis of the bearing capacity, crack behaviour, stiffness, and ductility of the specimens. The superior tensile and flexural capabilities of recycled bead wires were used as external prestressing reinforcement materials, as evidenced by the results. The reinforced slab exhibited a maximum increase in ultimate bearing capacity of 142 %, resulting in a significant enhancement of its flexural bearing capacity. The overall stiffness of the slab was successfully increased using recycled bead wires, and the fractures of the reinforced slab exhibited characteristics of fine and dense material. The 'inverted arch' effect of prestressed steel wires efficiently controlled the breadth of the fracture, postponed the onset of cracks, and decreased the degree of specimen damage. The application of more controlled stretching stress was associated with higher carrying capacity, and this also better restricted the development and expansion of cracks. A numerical simulation of four sets of concrete slabs was conducted using ABAQUS, with a subsequent comparative analysis of the results obtained with those of the experimental tests. Furthermore, the feasibility of this type of reinforcement was also confirmed by theoretical analyses of ultimate load-carrying capacity and cracking deflection. Their low-carbon qualities can address issues with waste resources and create new concepts for recycled waste tires.

Optimal selection of cable reinforcement for concrete 3D printed lattice beam

This paper presents the optimal selection of cable reinforcement for concrete 3D-printed lattice beam. It also addresses key challenges associated with interlayer bonding and flexural strength of 3D printed elements. Three different types of reinforcement including 1.6 mm and 2 mm diameter rebar, (R1.6 & R2) and 1.5 mm wire (W1.5) with seven strings were evaluated with different stand-off distances of 10–20 mm. The interlayer bonding and flexural strength were investigated to determine the most effective reinforcement configuration. Results show that W1.5 reinforcement exhibited higher interlayer bonding and flexural strength as compared with R1.6 and R2. Subsequently, the optimal reinforcement configuration (W1.5) was embedded in a concrete 3D-printed lattice beam. The lattice beam was structurally evaluated using four-point testing, demonstrating an ultimate load-carrying capacity of 49.01 kN with a mid-span displacement of 2.99 mm. Moreover, it exhibited flexural failure with no premature failures such as inter-layer delamination.

Finite Element Analysis of Prefabricated Semi-Rigid Concrete Beam–Column Joint with Steel Connections

This paper introduces a novel type of prefabricated semi-rigid concrete beam–column joint, aiming to examine its load-carrying capacity and seismic performance in comparison with a traditional cast-in-place joint. This study utilized the ABAQUS 2020 software to establish finite element models for both types of joints and conducted finite element analysis under low circumferential reciprocating displacement loads. When comparing the energy dissipation capacity, ductility, ultimate load-carrying capacity, stress mechanism, and damage mode, a comprehensive evaluation of the two types of joints was performed. Furthermore, this study investigated the impacts of various factors such as the axial compression ratio, concrete strength, reinforcement strength, and connector strength on the ultimate load-carrying capacity, ductility, and energy dissipation performance of the joints. Based on the findings, the newly combined joint exhibited a substantial 31.7% increase in its ultimate load-carrying capacity, along with a notable 7.23% enhancement in ductility and an improved energy dissipation capacity when compared with the cast-in-place joint. As a result, it can be concluded that the seismic performance of the new joint surpasses that of cast-in-place joints. Additionally, this study examined the impact of modifying relevant parameters on the seismic performance of the new prefabricated semi-rigid concrete beam–column joint.

Experimental investigation of out-of-plane behaviour of unreinforced masonry panels strengthened with TRM

This study addresses the out-of-plane collapse mechanism occurring in medium-sized masonry panels frequently encountered during earthquakes. First of all, a total of nineteen masonry panels with dimensions of 100 mm × 410 mm x 1200 mm were produced. In the production of the masonry panels, solid brick unit with dimensions of 50 mm × 100 mm x 200 mm, and high strength repair mortar were used. Eighteen specimens were strengthened with textile-reinforced mortar (TRM), and one was selected as an unstrengthened reference specimen. Type of textile material (basalt, glass, and carbon), number of strips (1, 2, and full wrap), and anchorage effect were selected as variables. The specimens were subjected to a statically bending three-point test at a constant loading rate. Load and displacement measurements were taken at the instant of the experiment. Employing these data, ultimate load-carrying capacity, displacement at the ultimate load, and stiffness values were obtained accordingly. Additionally, the energy dissipation capacity values of the specimens were also calculated. From the main findings of this study, it has been revealed that strengthening masonry panels with textile-reinforced mortar is efficacious against the out-of-plane collapse mechanism.

PERFORMANCE OF BAMBOO- AND GLASS-FIBRE-REINFORCED CONCRETE SLAB SUBJECTED TO STATIC AND CYCLIC LOADS

In the construction field, mild steel is using as reinforcement in concrete, which can easily corrode and destroy the environment. So, the construction industries are focusing on alternate materials like natural and synthetic fibres for sustainability. In this study bamboo, glass-fibre bars were used as reinforcement and compared with a normal reinforced concrete slab subject to static and cyclic incremental loading conditions. According to this, the experimental studies were carried out on 9 slab elements of size 600 mm × 450 mm with different forms of reinforcement. The slab elements’ deflection, deformation, load-carrying capacity, stress, strain, crack patterns, stiffness and energy absorption were determined and compared. The ultimate load-carrying capacity of elements like conventional, GFRP and bamboo are 28.90 kN, 29.31 kN and 5.50 kN respectively; similarly, deflection 12.70 mm, 13.50 mm and 8.60 mm were found under static load. In the same way, the ultimate load-carrying capacities of the elements are 24.23 kN, 25.00 kN and 6.80 kN under cyclic loading conditions; deflections of 10.10 mm, 13.50 mm and 3.60 mm, respectively, on conventional, GFRP and bamboo elements. From the test results the stress, strain, energy absorptions were calculated and compared and the energy absorption of bamboo was 9.38% less than conventional and GFRP was 22.49 % higher than conventional elements. The study proved that GFRP material has a significant impact than conventional and bamboo elements and the bamboo reinforcement can be used in light-loading conditions.

Influence of corrosion on seismic performance of steel beam-to-column connections

Steel structures are not only subjected to the threaten of single hazard (e.g., earthquake), but also suffers from the coupling environmental effect such as corrosion throughout the entire service life cycle. This study explores the seismic performance of steel beam-to-column connections after corrosion. Accelerated corrosion tests were conducted on a series of practical steel beam-to-column connections, and the seismic performances of the specimens before and after corrosion were compared. A modeling method of corroded steel members that considers distribution randomness of corrosion depth was proposed. Finally, the proposed method is applied to conduct time-dependent seismic performance prediction of corroded beam-to-column connections. The results show that corrosion mainly influences the buckling and post buckling behaviors of steel beam-to-column connections. Due to earlier appearance of local buckling, more evident stiffness degradation is observed for the corroded specimen. Corrosion also induces performance degradation of the panel zone. For the corroded specimen with cover plate, multiple small cracks initiate at the junction between the cover plate and beam flange, and fracture damage is more likely to happen for the beam-to-column connections after corrosion. Both yield and ultimate load-carrying capacities of the connections decrease linearly with the increase of accelerated corrosion time, and the load-carrying capacity deterioration rate of the cover plate strengthened connection is quicker than that of the un-strengthened connection. The initial stiffness approximately degrades linearly with the increase of corrosion time. Corrosion degree also influences the energy dissipation capability of the beam-to-column connections, especially after the occurrence of local buckling.

Axial compression performance of partially encased concrete columns with web opening

The objective of this study is to comprehensively assess the behavior of partially encased concrete (PEC) columns with web openings under axial compression. The primary objectives of this study are to analyze damage patterns and investigate the influence of key parameters, such as concrete strength, opening rate, and opening shape, on the ductility index and ultimate load-carrying capacity. The study employs experimental testing to examine the response of the PEC columns, with a particular focus on the mechanisms of concrete fracture and flange flexing. Notably, the study reveals a significant impact of the opening rate on the bearing capacity, while the effect of opening shape is comparatively minor. Furthermore, computational analyses are conducted to deepen the understanding of structural behavior. The study builds upon existing research to propose a novel method for calculating the bearing capacity of PEC columns with web openings. This method introduces two discount factors to enhance predictive accuracy.

Mechanical Characteristics of Cracked Lining Reinforced with Steel Plate–UHPC Subjected to Vertical Load

The steel plate reinforcement method is widely used for strengthening damaged linings. Nevertheless, low durability is one of the disadvantages of the steel plate reinforcement method, which uses epoxy resin as the interface binder. To enhance the load-bearing performance and strengthening effect of steel-plate-reinforced structures, this study introduced ultra-high performance concrete (UHPC) as the reinforcing bonding layer and proposed a novel method for steel plate–UHPC reinforcement of cracked linings. A mechanical performance model test was conducted on a 1/5 scale lining model using a loading test device to evaluate the load-bearing performance and stress deformation of both conventional steel plate and steel plate–UHPC reinforced cracked linings. The characteristics, mechanisms of failure, and impacts of strengthening of the steel plate reinforcement method and steel plate–UHPC reinforcement method for cracked linings were compared. A numerical simulation model was developed to investigate the reinforcement effect of cracked linings using steel plate–UHPC reinforcement. The analysis included examining the influence of steel plate thickness, UHPC bonding layer thickness, and reinforcement timing. Model test results show that the overall damage mode of the steel plate–UHPC-reinforced structure had good elastic–plastic behaviour, and the deformation and damage process under the vertical concentrated load can be divided into four typical phases. Compared with the traditional steel plate reinforcement, the ultimate load-carrying capacity and ductility of the steel plate–UHPC-reinforced structure were increased by 53% and 366%, respectively, showing significantly better load-carrying capacity and deformation performance. Numerical simulation results show that the reinforced structure’s load-carrying capacity and stiffness enhancement rate increased non-linearly with the increase in UHPC layer thickness and steel plate thickness. However, reasonable reinforcement timing exists for steel plate-UHPC reinforcement, and too late reinforcement timing leads to a decrease in structural load-carrying capacity and stiffness enhancement rate.

Performance Analysis of the Structures Using Glass-Fiber-Reinforced-Polymer-Produced Hollow Internal Molds

Hollow structures reduce weight without compromising load-bearing capacity and are widely used. The new Glass-Fiber-Reinforced Polymer high-strength thin-walled inner mold simplifies internal cavity construction and boosts structural performance. This study first investigates the influence of a GFRP high-strength thin-walled circular tube on the cross-sectional load-carrying capacity of hollow slabs. Then, a formula for the bending load-carrying capacity of the section under the action of the tube is derived. The results indicate that when the height of the concrete compression zone meets certain conditions, GFRP high-strength thin-walled circular tubes can improve the ultimate load-carrying capacity of the hollow floor slabs. In order to achieve a more economical design, the bending moment modification of a GFRP high-strength thin-walled circular tube of a continuous slab was studied. Research has found that the bending moment modulation limit for a continuous slab is 35.65% when it is subjected to a load of Pu=24 kN. Experimental analysis has shown that the results are generally consistent with the calculations. In practical engineering, the application of a GFRP high-strength thin-walled circular tube of continuous slabs has limitations. Therefore, this study investigated a GFRP high-strength thin-walled honeycomb core slab and found that its ultimate load-bearing capacity is greater compared to waffle slabs. In addition, the stress performance of the GFRP high-strength thin-walled honeycomb core internal mold is superior, making it more promising for practical applications.