The effects of recycled powder (RP) on hydration, micro-structures, compressive strength and tensile properties of high-ductility cementitious composites (HDCC) were studied. Three mass ratios of RP ranging from 10, 30 to 60% were employed to partially replace the cement. The hydration kinetics of RP-amended matrix was measured to investigate the influence of RP on the cementitious hydration process and the phase development was quantified by the thermal gravimetric analysis. Mechanical properties, including the compressive and tensile properties of HDCCs were obtained at 28 days. The morphology of reinforced polyethylene fiber at the fracture surface was obtained by the environmental scanning electron microscope (SEM) analysis.

In order to study the flexural behavior of simply supported beams consisting of gradient concrete and GFRP bars, 28 simply supported beams were designed. The main parameters included the strength grades of high-strength concrete (HSC), GFRP reinforcement ratio, and sectional height of HSC. Based on nonlinear constitutive models of materials, meanwhile, considering the bond slip between concrete and GFRP bars, five simply supported beams with gradient concrete and five simply supported beams with GFRP bars were simulated, respectively. Then the mid-span load–displacement curves of beams were obtained. By comparing with the experimental data, the rationality of material constitutive models and finite element modeling was verified. Based on this, the parameter analysis of the beams with GFRP bars and gradient concrete was carried out, and the failure modes of the beams were obtained through investigation. The results show that the failure process of the beams can be divided into two stages: elastic stage and working stage with cracks. With the increase of GFRP reinforcement ratio, the flexural bearing capacity of the beams does not change significantly, while their stiffness increases gradually. The flexural bearing capacity of the beams can be significantly improved by appropriately increasing the strength and sectional height of HSC. The ultimate bearing capacity of the beams is 40% higher than that of the GFRP concrete beams. Finally, based on the plane-section assumption, the calculation formula of normal-section flexural bearing capacity of this kind of beams is proposed through statistical regression method.

To obtain the seismic behavior of glass fiber–reinforced polymer (GFRP) tube reactive powder concrete composite columns with encased steel (GRS), a total of 17 full-scale GRS columns were designed in this study. The parametric studies were conducted to explore the influence of factors such as the diameter of GFRP tube (D), thickness of GFRP tube (t), number of fiber winding layers (n), fiber winding angle (θ), axial compression ratio (λ), compressive strength of reactive powder concrete (f_c), the area of encased steel (A_s), and strength of encased steel (f_sy) on the seismic behavior of the composite columns. The finite element models of this kind of columns were established by ABAQUS finite element software, and the seismic behavior analysis for GRS composite columns was carried out. The results show that all the specimens exhibit good ductility and strong deformation ability. The stiffness degradation of specimens significantly slows down with the increase of D, f_sy, and λ. The energy dissipation capacity of specimens can be improved by increasing D and λ, while the increase of A_s and f_sy leads to the decrease of the energy dissipation capacity. By observing the failure mode of such composite columns, local bulging occurs in the foot area of the columns. Based on the statistical analysis of the calculated results, the restoring force models for GRS composite columns are proposed, which agree well with the simulated results. The restoring force models can provide reference for the elastic-plastic seismic response analysis of this kind of composite columns.

In order to investigate the influence of various parameters on the compressive strength and fluidity of reactive powder concrete (RPC) made from local materials, 22 groups of RPC cubic specimens and 3 groups of RPC prism specimens were designed, and the main parameters included water to binder ratio, the ratio of silica fume to cement, the ratio of slag powder to cement, the ratio of quartz sand to cement, volume fraction of steel fiber, and steam curing time. The stress-strain curves and failure mode of RPC cubic specimens were obtained by the axial compression test. The influence of various parameters on the compressive mechanical properties and the mixture fluidity of RPC cubic specimens was analyzed. The results showed that the ultimate compressive strength (f_cu) of RPC gradually decreases with the increase in the water to binder ratio; however, f_cu increases with the increase in the volume fraction of steel fiber. f_cu increases firstly and then decreases with the increase in the ratio of silica fume to cement, the ratio of slag powder to cement, and the ratio of quartz sand to cement, so there exists a peak point. The fluidity of RPC mixture increases with the increase in the water to binder ratio and the ratio of slag powder to cement; on the contrary, it decreases with the increase in the ratio of silica fume to cement, the ratio of quartz sand to cement, and volume fraction of steel fiber. Based on the analysis of the parameters, the optimal mix proportion of the RPC made from local materials is proposed. The constitutive model of RPC is established according to the stress-strain curves of RPC prism specimens. Finally, the relationship between compressive strength and elastic modulus of RPC made of local materials is regressed statistically.

In order to investigate the bearing capacity of composite columns composed of ultra-high performance concrete, (UHPC)-filled high-strength elliptical steel tube with encased high-strength H-shape steel (HUCFESTCs) were subjected to eccentric load. Forty-four HUCFESTCs were designed with varying parameters: yield strength of the steel tube (f_y), yield strength of the H-shape steel (f_y1), concrete-cube compressive strength (f_cu), steel tube thickness (t), eccentricity (e), slenderness ratio (λ), the section area of the H-shape steel (A_HS), and long–short axis ratio (ψ). Based on a bilinear elastic–plastic constitutive model of steel that considered stress hardening and a nonlinear constitutive model of UHPC, 44 HUCFESTCs models were established by ABAQUS software. The influence of different parameters on the ultimate bearing capacity of the HUCFESTCs was analyzed. The whole process of HUCFESTCs under eccentric load was studied, and the typical failure modes of HUCFESTCs are described. The results show that the main failure mode of the HUCFESTCs subjected to eccentrical load is bulging outward of the steel tube, the buckling of the H-shape steel, and crushing of the concrete in the middle part of the column and the inner part of the H-shape steel. The stiffness of HUCFESTCs increases gradually with the increase in f_y, t, and e. The ultimate eccentrical compression bearing capacity of HUCFESTCs improves gradually with increases in f_y, t, f_y1, A_HS, ψ, and f_cu, but it decreases gradually with increases in λ and e. By using statistical regression and introducing the reduction coefficient of eccentricity, the calculation formula for the eccentric bearing capacity of HUCFEST columns is developed, which can provide a basis for the application of HUCFESTCs in practical engineering.

This study aims to investigate the hysteretic behavior of H‐shaped honeycombed steel web composite columns with rectangular concrete‐filled steel tube flanges (STHCCs). Taking the shear span ratio (λ_s), axial compression ratio (n), steel ratio of section (α), aspect ratio of section (D/B), yield strength of steel tube (f_yfk), and compressive strength of concrete (f_ck) as the main parameters, we designed 22 full‐scale STHCCs. By comparing the load‐displacement curves between test and simulation, the rationality of finite element modeling method was verified. The quasi‐static analysis of 22 specimens was carried out, and the influence regularity of different variables on the hysteretic behavior, skeleton curves, ductility, energy dissipation, resistance degradation, and stiffness degradation of STHCCs was obtained. The results show that the hysteresis curves of all the specimens show full shuttle shape and strong energy dissipation capacity. λ_s, α, and f_yfk have great influence on the bearing capacity of skeleton curves. With the increase of α and f_yfk, the initial stiffness of the specimens gradually increases. The stiffness degradation rate of the specimens gradually slows down, and the energy dissipation coefficient gradually decreases by increasing λ_s, α, and f_yfk, but energy dissipation capacity is still at a high level. The resistance degradation of specimens increases gradually by increasing λ_s, α, f_yfk, and D/B. The ductility of specimens gradually increases by increasing n, α, and f_ck. The maximum bulging deformation and maximum stress of specimens appear at the column foot. The trilinear skeleton curve model and restoring force model of STHCCs are established by statistical regression.