High-strength Concrete-filled Steel Research Articles

Interaction and compatibility between steel and concrete of circular CFST stub columns with high-strength materials

To promote the application of high-strength-materials in concrete-filled steel tubular (CFST) columns, finite element modeling, and parametric analysis were conducted on circular CFST stub columns filled with normal-strength concrete (NSC) and ultra-high strength concrete (UHSC). For simulating properties of concrete under passive confinement, a three-dimensional constitutive model for NSC and UHSC was established, of which the stress-strain relation and evolution of dilation angle are both related to confining pressure and axial plastic strain. The model was verified by tests of CFHSST (concrete-filled high-strength steel tube) and UHSCFST (ultra-high-strength concrete-filled steel tube), demonstrating that the interaction between concrete and steel tube can be revealed correctly. Parameter analysis of CFST stub columns filled with NSC and UHSC was carried out, with the grade of steel tube covering from Q235 to Q890 and the D/t ratio ranging from 8.9 to 75. With the decrease of D/t ratio, the deformation capacity and post-peak performance of columns are improved. A recommended range of steel contribution ratio of UHSCFST was proposed for the consideration of cost and safety, which is 25% ∼ 63%. Based on the analysis of interaction between concrete and steel tubes, the compatibility of the two materials is recommended, of which the yield of steel tube occurs after contact with concrete and before the concrete reaches its peak strength. Besides, the formula in EC4 overestimates the load-bearing capacity of CFST stub columns with high-strength materials. Therefore, a modified formula was proposed that reduces the enhancement factor of concrete strength and enables a safer prediction of load-bearing capacity.

Experimental behavior of axially loaded circular high-strength concrete-filled high-strength steel tubular stub columns after exposure to fire

The high-strength concrete-filled high-strength steel tubular (HCFHST) column is an innovative type of high-performance steel-concrete composite component, which has a broad prospect for engineering applications. To investigate the axial compressive behavior of post-fire HCFHST stub columns with circular cross-sections, twenty-five specimens were heated following ISO 834 standard fire and then loaded to failure under axial compression after being cooled. The effects of various heating durations, concrete and steel strength on the temperature distribution, spalling of the steel-concrete interface, post-fire ultimate bearing capacity and axial stiffness were analyzed. The residual ultimate capacity and axial stiffness of HCFHST stub columns experience a pronounced decrease as the heating duration increases. High strength steel has no significant contribution to the enhancement of the post-fire axial stiffness of HCFHST stub columns, and the effect level of high-strength concrete on the failure load of composite columns subjected to different heating durations is similar. Finally, the applicability of relevant equations for the residual compressive capacity of the ordinary strength CFST column to HCFHST stub columns was evaluated. The evaluation results revealed that available methods of conventional strength CFST stub columns cannot obtain accurate post-fire resistance predictions of circular HCFHST stub columns.

Mechanical performances of thin-walled high-strength concrete-filled steel tube square columns with high-strength reinforced cages under biaxial eccentric compression

In the current research that both steel tube and concrete use high-strength materials, there are few studies on the small wall thickness of steel tube exceeding the standard. In order to make full use of the mechanical properties of high-strength steel and enhance its restraint ability on concrete, this paper designs a steel cage dominated by transverse steel bars. A total of 15 square high-strength steel tube high-strength concrete medium-long column test pieces are tested and studied. The main parameters of the specimens are slenderness ratio, loading eccentricity and the form of internal steel reinforcement cage. After the loading test, according to the test results, the failure mode of the specimen is obtained and the mechanical properties of middle-long concrete-filled steel tubular columns are analyzed. The research results show that the ultra-thin high-strength steel pipe can restrain concrete well, but with the increase of eccentricity, its restraint capacity is slightly insufficient; the built-in steel cage can slow down the bulging of the specimen and help the steel pipe to further strengthen the restraint on concrete, but the steel cage as an indirect constraint cannot avoid the final bulging damage. Due to the existing formula overestimating the effect of ultra-thin steel tubes, this paper proposes a calculation formula for the axial compression of thin-walled high-strength concrete-filled steel tubes with steel cage short columns. Based on this method, the bearing capacity of medium-long columns under biaxial eccentric compression is calculated with good accuracy.

Test, simulation and design of square concrete-filled steel tubular stub columns fabricated with high-strength materials under biaxial eccentric loading

This work aims to determine the biaxial eccentric performance of high-strength concrete-filled steel tubular (HCFST) stub columns. Ten specimens were tested under combined axial load and biaxial moment to evaluate the failure process, with the parameters of eccentricity ratio and steel ratio varied in the tests. Numerical studies were carried out to explore the working mechanism of the column, and parametric investigations were implemented to confirm the key factors affecting the behavior of the biaxially loaded columns. Codes AISC 360 and GB 50936 were adopted to examine the load-bearing capacities of the column, and a new design model was further proposed, together with the reliability analysis. The results showed that the biaxially loaded HCFST stub column failure exhibits concave regional yielding and concrete crushing. The concave regional longitudinal stress enhances with the eccentricity ratio, while the transverse stress presents an opposite trend before the concave yielding. Furthermore, it is numerically identified that enhancing the steel contribution is beneficial to the high e/B' ratio case. Based on the ultimate load capacity predictions from AISC 360 and GB 50936, it is noted that both codes provide conservative estimations, while the proposed model exhibits a closer prediction with the test results and thus being recommended for design of biaxially loaded HCFST stub columns.

Axial compressive bearing capacity of high-strength concrete-filled Q690 square steel tubular stub column

Concrete-filled high-strength steel tubular (CFHSST) column is a kind of composite structure that uses high-strength steel instead of ordinary steel to strengthen the transverse restraint of concrete. In this work, in order to investigated the axial bearing capacity of CFHSST square column, a series of 22 CFHSST square stub columns were prepared by using two kinds of Q690 high-strength steel plates with different thickness of 3 mm and 6 mm with the strength of 741–749 MPa and 819–871 MPa, respectively. The static axial compression tests were carried out to understand the confinement effect of high-strength steel tube on concrete of different strength under static axial pressure and the influence of local buckling on the specimen. The axial compressive performances of CFHSST square stub columns are analyzed, including the failure mode, the relationship between load and deformation, and the stress-strain relationship. The test results show that the core concrete strength and area are major factors which have affected on bearing capacity of CFHSST square stub columns. Furthermore, width-to-thickness ratio exhibits significantly improving the failure mode and ductility of CFHSST square stub columns, while width-to-thickness ratio, the ratio of steel or the coefficient of hoop determine confinement effect. Q690 steel tube has good confinement effects, but the confinement effects on low strength concrete is small, especially for the specimen with relatively small width-to-thickness ratio. Finally, the calculation method of the ultimate bearing capacity of CFHSST square stub columns under axial compression is proposed, which can effectively evaluate the ultimate bearing capacity of CFHSST square stub columns.

Structural behaviour and resistances of high strength concrete-filled stainless steel tube (HCFSST) beam-columns

This paper reports experimental and numerical investigations into the structural behaviour and resistances of high strength concrete-filled stainless steel tube (HCFSST) beam-columns under combined compression and bending. An experimental investigation was conducted on sixteen HCFSST beam-columns specimens fabricated from stainless steel tubes with two cross-section sizes and high strength concretes with four material grades, and included concrete cylinder tests, tensile coupon tests, initial global geometric imperfection measurements and eccentric compression tests. The test setups and procedures were fully reported and the experimental observations were discussed and analysed in detail. It was found that the plane cross-section assumption was valid for eccentrically loaded HCFSST sections and the lateral deflection distribution patterns for HCFSST beam-columns were approximately half-sine wave shapes. The test results were used in a subsequent numerical investigation for the validation of finite element models, which were then employed to conduct parametric studies to generate additional numerical data over a wide range of cross-section dimensions, member lengths and loading combinations. Based on the experimental and numerical results, the relevant design rules, as set out in the European code, American specification and Australian/New Zealand standard, were evaluated for their applicability to HCFSST beam-columns. The evaluation results revealed that the European code provided accurate but scattered failure load predictions when used for HCFSST beam-columns, while the American specification and Australian/New Zealand standard resulted in conservative and scattered failure load predictions.

Experimental and numerical study on the impact performance of concrete-filled high-strength steel tube (CFHSST)

The performance of concrete-filled high-strength steel tubes (CFHSST) under transverse impact was studied through experiments and numerical analysis in this paper. A total of 14 specimens of concrete-filled BG890QL high-strength steel tubes and 8 specimens of concrete-filled Q345B carbon steel tubes were tested using a drop hammer apparatus. Test results showed that CFHSST presents a bending failure under transverse impact and has good impact resistance. However, CFHSST with a higher axial compression or bending resistances show lower impact resistance compared to that of the concrete-filled carbon steel tubes (CFST). This may be due to the relatively lower strain rate effect and the characters of the constitutive relation of the high-strength steel. A finite element analysis (FEA) model was then established to broadly compare the impact resistance of CFHSST and CFST. The finite element analysis shows that the impact resistance of CFHSST members is higher than that of CFST members with the same axial compression resistance and static bending resistance when the impact energy is relatively low. However, with the increase of the impact energy, the impact resistance of CFHSST is gradually lower than that of CFST, showing its potential mechanical shortcomings under extreme hazards compared to the conventional CFST. Finally, based on a parametric analysis, key parameters that may influence the impact resistance of CFHSST are identified.

Axial compressive behavior of high-strength concrete-filled steel tube with multiple confinement effects

To study the axial compressive behavior and the confinement mechanism of high-strength concrete-filled circular steel tube with multiple confinement effects, five large size samples with horizontal stiffeners, longitudinal stiffeners, multilayer reinforcement cages, inner steel tube and separation steel plates were designed. The influences of these structures on the bearing capacity, ductility, stiffness, and residual deformation were then analyzed. Combining the strain analyses and finite element model analysis, the confinement mechanism of different structures and the coupling mechanism of different confinement effects were investigated. The results showed that the confinement effect of the horizontal stiffeners was similar to that of the stirrups. The longitudinal stiffeners did not provide a significant confinement effect on the concrete. The multilayer reinforcement cages had an effective confinement effect on the concrete, where the confinement effect increased from the outside to the inside, while the reinforcement cages had a slight influence on the concrete outside the reinforcement cages. The inner steel tube had an effective confinement effect on the core concrete and had a slight influence on the concrete outside the inner steel tube. The multicell steel tube showed the best confinement effect compared to the other structures and showed the best axial compressive behavior. In the confinement mechanism analyses, the calculation method of the stress–strain relationship of concrete with multiple confinement effects was proposed. The calculated F-Δ curves showed a good agreement with the test results.

Shear behavior of square ultra-high performance concrete-filled high-strength steel tube members

High-strength steel and ultra-high-performance concrete (UHPC) can increase structural resistance and reduce material consumption efficiently. However, current design specifications do not permit the use of them in concrete-filled steel tube members due to the lack of research. To address it, this paper experimentally investigates the shear behavior of square ultra-high performance concrete-filled high-strength steel tube (referred to as CuFTh hereafter) members. A total of 20 CuFTh specimens were tested, considering the effects of the span-to-depth ratio, width-to-thickness ratio of the steel tube, yield stress of steel, and fiber volume content of UHPC. The test results showed that: (i) the failure mode was governed by the shear span-to-depth ratio (a/H), including shear failure (a/H = 0.2 or 0.5) and combined shear-flexural failure (a/H = 0.8 or 1.0); (ii) the shear strength increased with decreasing shear span-to-depth ratio and the width-to-thickness ratio of the steel tube; (iii) increasing the yield stress of steel and fiber volume content of UHPC improved the shear strength. The applicability of current specifications for estimating the shear strength of square CuFTh members was evaluated. It was shown that CECS 28 (CECS 2012) had the most reasonable estimation.

Flexural behavior of high-strength square concrete-filled steel tube members subjected to cyclic loadings

This paper investigated the flexural behavior of high-strength concrete-filled steel tube (HSCFST) members subjected to cyclic loadings. Nine cyclic tests of square HSCFST members were conducted. The investigated parameters were the height of steel tube, thickness of steel tube wall, yield stress of steel, and compressive cylinder strength of concrete. A finite element (FE) model was developed and validated. Results from the experimental tests and FE analyses indicated that: (i) the failure modes of HSCFST members were characterized by local buckling and fracture of the steel tube, both occurred earlier with increasing height or yield stress of steel, or with decreasing thickness of steel tube wall, but were delayed when higher strength concrete was used; (ii) using high-strength steel significantly improved the flexural strength, had no obvious influence on the flexural stiffness, but significantly reduced the ductility; (iii) using high-strength concrete improved the flexural strength, stiffness, and ductility; and (iv) the limits by AISC 341-16 on the slenderness coefficient is conservative for HSCFST members subjected to cyclic flexural loadings.

High-strength concrete-filled steel tube columns with tie bars: Seismic behavior and design

The current study reports the utilization of tie bars to connect the opposite faces of steel tubes in the plastic hinge regions to strengthen the deformability of square high-strength concrete (HSC)-filled steel tube (CFST) columns. To evaluate the seismic performance of square HSC-filled steel tube columns with tie bars, four CFST columns with tie bars (TBCFST) and four CFST counterparts with concrete strength of about 125 MPa were examined. The test variables included the tie bar spacing, steel tube strength, and axial load ratio. It was found that when the height of the tie bar-confined region was equal to the steel tube width and the tie bar confinement index (λm) was in the range of 0.09 to 0.17, the local buckling of steel tube and concrete crushing were primarily concentrated in the unconfined zone adjacent to the tie bars. Finite element analysis was also conducted and showed that the ultimate drift ratio (θu) of the columns enhanced linearly with the increase in λm and confinement index of CFST (ξs), but diminished swiftly with an increase in the axial load ratio (n). For a given value of λm, θu increased with the increase in the tie bar columns (ntb). The flexural moment capacity ratio (Mtu/M0u) of the TBCFST column to the CFST counterpart increased as λm increased. The ratio Mtu/M0u did not follow a clear trend with the variation of ξs and n, but increased slightly with the increase in ntb. The minimum requirements for the design of tie bars were proposed.

Equivalent stress-strain models of components in high-strength concrete-filled circular steel tube columns

Nine circular concrete-filled steel tube (CFST) columns with 109 MPa concrete were tested under eccentric axial loading to derive the equivalent axial stress-strain models of the steel tube and concrete. Based on the measured strain data and the theory of elasticity and plasticity, the progressions of the axial and hoop stresses at different locations of the steel tube section were obtained. For the compression side of the steel tube, the hoop stress was developed at or after yielding; then, the ratio of the axial stress to the effective stress, σsa/fe, gradually decreased to a value of around 0.77. For the tension side of the steel tube, σsa/fe continued to increase after yielding and kept constant when σsa/fe reached a value of approximately 1.15. Using the developed axial stress-strain model of the steel tube, the equivalent axial stress-strain relationship of concrete was determined by matching the axial load-vertical displacement curve obtained from the fiber model analysis to that from the test. The confinement index, ξ, mainly influences the peak compressive stress and strain of concrete, whereas the eccentricity ratio has some influence on the descending branch of the stress-strain curve. The fiber model with the proposed stress-train models of steel and concrete can well simulate the behavior of circular CFST columns with high-strength concrete under compression-flexural loading when 0.35 ≤ ξ ≤ 0.85, 0.14 ≤ e/D ≤ 0.68, and 3.8 ≤ Le/D (Le is the effective length of a column) ≤ 10.6.

Cyclic loading tests and numerical modeling of concrete-filled 700 MPa high-strength steel tubes incorporating deep plasticity

Concrete-filled high-strength steel tubes (CFHST) could improve structural efficiency with lighter weight and higher capacity. However, the relative lower ductility and higher yield-to-tensile strength ratio of high-strength steel arouse worries about seismic performance of CFHST. In order to reveal the influence of high-strength steel on the elastoplastic hysteretic behavior of CFHST, 8 cantilever columns with Q550 and Q690 steel were subjected to constant axial load and cyclic top displacement. The actual yield strength of the steel was over 700MPa and the maximum axial load ratio was over 0.5. Based on the experimental observations, a finite element model was developed in ABAQUS that could consider deep plasticity behavior of CFHST members more precisely by introducing full-range elastoplastic constitutive model of high-strength steel and damaging–crushing behavior of infill concrete. The model was validated by the 8 tests of this study and other 34 cyclic-loaded CFST specimen from different researchers. 288 cyclic-loaded CFHST models were simulated by the effective numerical model in the parametric study on the elastoplastic deformation capacity of CFHST columns. The experimental and numerical investigations show that the CFHST could still have considerable deformation capacity if the local deformation of the steel tubes develop moderately. For heavy loaded CFST columns, high-strength thin-walled steel tubes have satisfying elastoplastic deformation capacity and ductility that are not worse than CFST with thick conventional steel tubes. The application of high-strength steel could delay the steel yield and control the damage of the concrete, leading to larger pre-peak deformation capacity. Finally, the empirical formulas were proposed to roughly yet efficiently estimate the ultimate drift θu of cyclic-loaded CFSTs with fy=345∼ 690 MPa, fc’=24∼72 MPa, ξ=1.0∼6.0 and n=0.20∼0.80, which is fairly practical in plastic inter-story-drift check and seismic design of CFHST structures.

Axial compressive performance of water cooling high strength concrete-filled steel tubular columns after high temperature

The degradation of mechanical properties of high strength concrete-filled steel tubular columns after fire is one of the possible causes of building collapse. Meanwhile, water cooling is the most commonly used fire extinguishing method. This paper presents 20 high strength concrete-filled steel tubular(HSCFST) columns after high temperature under axial compression, including 14 water cooling HSCFST. With the maximum temperatures, cooling methods, constant temperature durations and concrete strengths as variation parameters, the axial compressive performance of HSCFST was discussed. The results show that with the increase of temperature, the peak load, initial stiffness and energy absorption of HSCFST increase firstly and then decrease while the ductility coefficient is contrary. The average ultimate bearing capacity of water cooling HSCFST after being exposed to 800 °C degrades by 35.5% in comparison to that of specimens at 20 °C. The properties of water cooling specimens were improved compared with natural cooling specimens. The higher concrete strength specimens show better fire resistance. A bearing capacity calculation model of HSCFST was proposed, which considered the different cooling methods and the materials degradation. The calculation results were in good agreement with test results.

Seismic performance of composite jacket-confined square high-strength concrete-filled steel tube columns

Adding external confining jackets in the potential plastic hinge regions is a practical approach to improving the deformation capacity of square concrete-filled steel tube (CFST) columns with high-strength concrete (HSC). To investigate the seismic behavior of composite jacket-confined square CFST columns with HSC, three jacket-confined CFST (JCCFST) columns and two CFST counterparts with concrete compressive strength of approximately 125 MPa were tested. The test variables included the jacket configuration and steel tube strength. The test results demonstrated that both the jacket-confined region and the adjacent unconfined region could be damaged when the jacket length was 1.25 times the steel tube width. Finite element analyses were also performed to comprehensively investigate the influence of the parameters on the column behavior. It was found that the ultimate drift ratio, θu, increased approximately in proportion to the effective jacket confinement index, λm, and the confinement index of the CFST section, ξs, and decreased rapidly as the axial load ratio, n, increased. The ratio of the moment capacity of a JCCFST column to that of the corresponding CFST column, Mju/M0u, increased as λm increased. The influence of n and ξs on Mju/M0u was not significant. Formulas for designing the confining jacket were also developed.

Numerical study on the behavior of eccentrically loaded square spiral-confined high-strength concrete-filled steel tube columns

Square spiral-confined concrete-filled steel tube (SCCFST) column with high-strength concrete (HSC) is a new type of composite column, which can give full play to high-strength concrete carrying capacity advantages and has good deformation capacity. A refined finite element model was developed to comprehensively investigate the compression behavior of SCCFST columns with HSC, and parametric analysis was carried out. The results demonstrated that the spiral stress developed slowly in the early loading stage but increased rapidly when the load was about 85% of the peak load. As a result, the compressive strength of concrete in the spiral-confined region was improved by about 14% when the compressive strength fc' = 111 MPa. However, the decrease in the axial load of the concrete outside the spiral-confined region offset this improvement. Thus adding the spiral had little effect (within 6%) on the load-carrying capacity of the columns while significantly improving the post-peak deformation performance. This improvement increased with the spiral confinement index increase. For a given spiral confinement index, the effect of decreasing the spiral spacing on improving the ductility of the column was the most significant. When the peak load was reached, except for the region near the neutral axis, the steel tube stress in most of the region reached the yield stress. Design expressions were derived using the plastic stress distribution method and assuming that the concrete strength in the compression zone is 0.8fc' to determine the axial load and flexural capacity of the SCCFST or CFST columns with HSC.

Experimental investigation into the transverse impact performance of high-strength circular CFST members

Both high-strength steel and high-strength concrete are gaining increasing use in the construction industry. At the same time, the benefits of composite construction are also being increasingly recognized and exploited. In the present study, high-strength steel and high-strength concrete are considered in combination in high-strength concrete-filled high-strength steel tubular (HSCFST) members, with a focus on their behaviour under transverse impact loading, resistance to which is important for resilient infrastructure. Tests on thirteen HSCFST specimens and six reference CFST specimens under drop weight impact loading are presented. Hot-finished high-strength S890 steel sections were employed for the outer tubes of the HSCFST specimens, while hot-finished S355 steel tubes were used for the reference CFST specimens. Two core concrete strengths of approximately 60 MPa and 100 MPa were considered. The instantaneous impact force and deformation histories of the specimens were recorded at high frequencies throughout the impact process. A single-degree-of-freedom (SDOF) model was developed and used to facilitate the analysis of the experimental results. The dynamic moment capacities of the test specimens were obtained using the developed SDOF model and a dynamic increase factor (Rd) was introduced to quantify the enhancement in moment capacity relative to the static values. The influence of the test parameters on the dynamic increase factors was then analysed. The test results indicated that Rd is positively correlated with the impact velocity and negatively correlated with the steel grade, steel ratio and specimen length, while being insensitive to the concrete strength.

Flexural behavior and design of rectangular ultra-high performance concrete-filled high-strength steel tube members

This study investigated the flexural behavior of rectangular ultra-high performance concrete-filled high-strength steel tube (CuFTh) members. A total of 11 tests were conducted. The influence of yield stress of steel (Fy), steel fiber volume content of UHPC (ρ), height (H) of steel tube, and thickness of steel tube wall (t) was investigated. 3D finite-element models were developed and benchmarked to conduct parametric studies. Results from the experimental tests and FEM analyses indicated that: (i) Fy, t, and H have a significant influence on the flexural strength, while the compressive strength of concrete has a negligible impact; and (ii) increasing ρ slightly improves the flexural strength, but obviously reduces the ductility. Additionally, results from the experimental tests and FEM analyses were compared with the strength estimated using AISC 360-16, GB 50936-2014, Eurocode 4, and AIJ. The comparisons showed that Eurocode 4 and AISC 360-16 can reasonably estimate the flexural strength of rectangular CuFTh members. AIJ is recommended for predicting the service-level flexural stiffness of rectangular CuFTh members.

Mechanical properties of CFSST with steel reinforcement cage under biaxial eccentric compression

To study the biaxial eccentric compression mechanical properties of high-strength concrete-filled square steel tube (CFSST) columns (high-strength materials are used for both steel tube and concrete) with steel reinforcement cage, twelve high-strength CFSST columns with the same cross-sectional dimensions were designed and fabricated with the form of the steel reinforcement cage, eccentricity, and the steel tube width-to-thickness ratio as the main parameters. The constraint enhancement mechanism of the concrete by the steel reinforcement cage and the effect of different parameters on the biaxial eccentric ultimate bearing capacity of column specimens was further analyzed by combining with ABAQUS simulation. The results show that the bearing capacity of the specimens decreases sharply with the increase of eccentricity and steel tube width-to-thickness ratio; the steel reinforcement cage can improve the bearing capacity and ductility of the specimen but has little effect on the stiffness; the arrangement of double orthogonal horizontal steel reinforcement can enhance the constraint effect of the steel tube in the middle of the cross-section edge length on the concrete of the specimens within a certain height range and weaken the constraint effect of the corner within the same height range; the enhancement effect of the steel reinforcement cage on the biaxial eccentric ultimate bearing capacity of the column specimens gradually decreases with the increase of eccentricity; when the eccentricity is constant, the effect of the steel reinforcement cage on the improvement of the biaxial eccentric ultimate bearing capacity of the column specimens with different width-to-thickness ratios is basically the same.

Effect of bidirectional load on seismic performance of jacketed external diaphragm joints of high-strength concrete-filled high-strength steel tube frame

As one of the solutions for promoting green building and building industrialization, the application of high-strength concrete-filled high-strength steel tube (HCFHST) can further improve the structural performance of concrete-filled square steel tube (CFST). The beam-column joints, being a major stress component of the frame structure, influence the overall structure's performance during earthquake activity. In the external diaphragm joint of the frame, the stiffness of the steel tube at the connection between the external diaphragm and the CFST column is insufficient; aiming for this, a new type of jacketed external diaphragm joint (JED joint) connected between HCFHST column and steel beam were proposed in this paper. The ABAQUS was used to establish an analysis model to simulate the seismic performance of the joint accurately, and 5 kinds of bidirectional load conditions corresponding to the actual seismic action were designed to carry out numerical simulation for the evaluation of the seismic behavior of the joints of 17 specimens (4 groups), revealing the influence law of bidirectional load and providing design suggestions. The results showed that the hysteresis curve of the JED joint was full, the ductility coefficient was between 2.41 and 4.11, the equivalent viscous damping coefficient was between 0.48 and 0.6, and the deformation and energy consumption capacity in the joint domain reached the ductility requirements specified in GB 50011 and FEMA-350. According to AISC-LRFD and EC3, JED joints were determined to be semi-rigid. The seismic performance of the JED joint under bidirectional load was superior to that under unidirectional load. For the seismic performance of space joints, the most unfavorable load angle joint is characterized by bidirectional synchronous seismic action in the direction of 45°, edge joints are characterized by bidirectional asynchronous seismic action, and middle joints are manifested as constant load and unidirectional seismic joint action.