Equivalent Viscous Damping Coefficients Research Articles

Seismic performance of self-centering steel column base with buckling-restrained bars

Self-centering structures, emerging as a vital innovation in earthquake-resilient design, offer notable advantages in structural integrity, rapid functional recovery post-earthquake, and economic efficiency over the building's life cycle. This paper introduces a self-centering steel column base, employing buckling-restrained bars for energy dissipation. Through an analysis of its force mechanism, it conducts low-cycle reciprocating load test on four set of specimens with varying buckling-restrained bars and axial compression ratios. The results demonstrate the column base's superior seismic performance, characterized by its ability to rapidly restore seismic functionality after unloading and replacing the buckling-restrained bars. The force-displacement hysteresis curves exhibit a distinctive double-flag shape, with a minimal residual story drift of 0.001 rad, underscoring the structure's exceptional self-centering capability. The displacement ductility coefficients and equivalent viscous damping coefficients confirm the column base's excellent deformation and energy dissipation capabilities. Furthermore, a refined ABAQUS finite element model is developed and validated against the load test results, further analyzing the seismic performance relative to key structural parameters.

Lateral behavior of low-rise aluminum alloy frames infilled with composite wallboards

In this paper, cyclic tests were conducted on three specimens to investigate the lateral performance of low-rise aluminum alloy frames infilled with composite wallboards. The test variables were set based on the opening on the composite wallboard and the rise-span ratio. The test phenomena indicated that the failure modes of the three specimens were the fracture of the core material of the composite wallboard and the shearing off of the blind-rivets between the composite wallboards and the aluminum alloy frame. Through the analysis of the data obtained from the strain gauges and the displacement transducers, the high rise-span ratio would lead to a noticeable pinching phenomenon in the hysteresis curves. It is also found that the opening on the wallboard resulted in a significant asymmetric shape in skeleton curves. Furthermore, the increase in the rise-span ratio had more significant impacts on the initial stiffness of the structure, leading to a reduction of 44%. Utilizing the relevant formula, the equivalent viscous damping coefficients for the specimens were calculated, which scaled to 0.2–0.3, 0.15–0.25, and 0.1–0.225, respectively. The lateral load-resisting capacities for the three specimens were evaluated using the characteristic values of load and displacement. And the desirable ductility of the three specimens was concluded for their ductility coefficients exceeding 3. This research aims to provide technical reference for low-rise structures with aluminum alloy frames infilled with composite wallboards.

Seismic behavior of an improved drilled flange connection for I-beam to CFST column

The use of cold-formed steel tubes in the concrete-filled steel tubular (CFST) columns makes the design of the moment connections between beams and CFST columns much more challenging. This is because setting the internal diaphragms in the CFST column to transfer the bending moment of the beam end becomes impossible, and thus new joints are needed. A novel joint was proposed in a previous study by the authors, where two end plates were used for the force transmission between CFST columns and beam flanges. Moreover, to satisfy the “weak member strong joint” requirement, the I-beams were reduced by drilling a series of circular holes in their flanges. However, most of the tested specimens failed by the unexpected rupture of the complete joint penetration (CJP) groove welds between the beam flanges and end plates. In this paper, three specimens are redesigned and tested, where modifications are made to improve their behaviors under the seismic load. In this test, the local buckling of beam flanges at the drilled sections was observed in all specimens, and two specimens failed due to the fracture at the drilled sections, while CJP weld fracture and significant bending of beam flanges both occurred at the failure of the rest specimen. The hysteresis curves of all specimens are fusiform, indicating their good energy dissipations (the maximum equivalent viscous damping coefficients between 0.35 and 0.40). The failure rotation angles are about 2.44–3.01, and the ductility coefficients are between 2.26 and 2.66. According to EC3, all specimens can be classified into the rigid and full-strength joints. Subsequently, the parametric analyses using the validated finite element model are carried out, where the effects of main parameters are investigated on the seismic behavior of the presented joint. This study brings insights into the moment connections between the steel beam and CFST column with the outer cold-formed section.

Cyclic behavior of self-centering RCFST column to beam joints with prefabricated connectors

This paper presents the cyclic behavior of reinforced concrete-filled steel tube (RCFST) column to beam joint with prefabricated connectors. The cyclic performance of four specimens was investigated to focus on the hysteretic behavior, reinforcement tension, residual deformation, and strain distribution of joints. The equivalent viscous damping coefficients (ξeq) corresponding to the four specimens range from 0.049 to 0.087 at the yield point. And the final residual drift ratio of the specimens ranged from 3.6% to 12.9%. The tested column-beam joint specimens had good hysteretic behavior, energy dissipation, and self-centering ability. The PT steel bars without hollow channel or weakened treatment enhanced the self-centering ability and workability of joints. The finite element models were developed to verify the main mechanical properties of the self-centering RCFST column to beam joint. The average of KE/ KFEA, Mc,y/ My,FEA and Mc,p/ Mp,FEA were 0.89, 0.98, and 1.03, respectively. The FEA models could predict mechanical properties of the joints with high accuracy.

Seismic design and experimental testing of precast tolerance concrete shear wall subject to cyclic load

A precast tolerance concrete shear wall (PTCW) characterized by proper-length steel connectors is proposed to adjust the tolerance and improve the joint failure model of the precast wall. The design method for this wall is also presented in this study and verified by test results. Four full-scale walls, including two cast-in-situ walls (RCWs) and two precast walls (PCWs) with axial compression ratios of 0.2 and 0.3, respectively, were tested under lateral loading. The seismic behavior of the panels, including the failure modes, hysteretic behavior, strength envelope curves, stiffness degradation, energy dissipation, and steel strains, was analyzed and discussed herein. The test results showed that all four walls were in a flexural-shear failure mode, and the PCWs showed better performance in terms of hysteretic behavior, strength envelope, stiffness, and energy dissipation, particularly under an axial compression ratio of 0.3. Furthermore, the peak load of PCW1 (axial compression ratio is 0.2) and PCW2 (axial compression ratio is 0.3) increased by 5.93% and 15.51%, and the yield load increased by 12.1% and 11.39% compared with those of RCW1 (axial compression ratio of 0.2) and RCW2 (axial compression ratio of 0.3), respectively. The equivalent viscous damping coefficients of all four panels were higher than 0.05. The lateral bearing capacity of the walls increased with an increase in the axial compression ratio. Moreover, no visible damage or slippage was observed when the PCWs were demolished after testing. The main nonlinear strain was concentrated on the vertical bar and not on the connectors, indicating that the plastic hinge position was transferred from the joint interface to the wall panel. The results indicated that the use of steel connectors to strengthen the joints can achieve the seismic design concept of strong joints and weak members.

Experimental Investigation on the Seismic Behavior of Ultra-High Performance Concrete Filled Steel Tubular Columns

ABSTRACT In this work, a total of nine ultra-high performance concrete (UHPC) filled steel tubular columns (UHPCFSTs) were fabricated and tested under cyclic loading. The results indicated that UHPCFSTs mainly exhibited flexural failure mode, compression-flexure failure mode and welding line fracture, and it changed from flexural failure mode to compression-flexure failure mode when the axial compression ratios exceeded 0.3. The elastic and ultimate drift ratios of UHPCFSTs were within the ranges of 1.37–2.05% and 2.38–4.32%, respectively, and the equivalent viscous damping coefficients were within the range of 0.197–0.358 when they failed, UHPCFSTs could sever as good choices in high seismic intensity areas.

Dynamical analysis and numerical verification of a non-smooth nonlinear energy sink

The performance of the vibration reduction of a lightweight non-smooth nonlinear energy sink (NES) attached to a two-story linear damped primary structure (PS) is studied through dynamical analysis and numerical verification. First, a three-degree-of-freedom non-smooth nonlinear system is formulated to describe the coupled dynamics involving the PS and non-smooth NES, in which nonlinearity is induced by the piecewise linear restoring force of the NES and described by a non-smooth function. Second, when a 1:1:1 internal resonance case of the coupled system is considered, a modified complex-average technique and the method of multiple scales are employed to obtain a set of algebraic equations between the vibration amplitudes of the PS and attached non-smooth NES. The stability conditions and initial critical energy for activating targeted energy transfer (TET) can be analytically obtained. Finally, the linear stiffness, equivalent viscous damping coefficients and impact clearance of the non-smooth NES are numerically optimized by the peak estimates. The initial critical energy for the TET of NES is numerically verified to show the excellent performance of vibration reduction for the non-smooth NES by comparing with other attached dissipation devices under a wide range of impulsive loads.

Influence of staggered floor and unequal height of left and right beam on seismic behavior of CFSST column-to-HSS beam composite frames

One-third scale models of three concrete-filled square steel tubular (CFSST) column-to-H-shaped steel (HSS) beam composite frames with two bays and three stories were designed and manufactured. A failure test of the specimens under lateral cyclic loading was conducted. The experimental parameters included a staggered floor ratio and unequal depth ratio, staggered floor ratios of 0 and 0.5, and unequal height ratios of 0 and 0.75. The skeleton curves, hysteresis curves, and the stiffness and strength degradation of the CFSST column-to-HSS beam composite frame were analyzed. The results showed that the test frames exhibited excellent seismic performance, and the order is KJ-1, KJ-2 and KJ-3. The drift ratio ranges of δy, δm, δu were 1/123-1/191, 1/37-1/38, and 1/27-1/29, respectively, indicating that the three test frames possessed sufficient ductility and met the seismic objective of not collapsing in large earthquakes. The equivalent viscous damping coefficients of the specimens in the failure stage were in the range of 0.24–0.18, meeting the earthquake protection requirements. A simulation model have developed to predict the P-Δ response envelope. The model results were consistent with the test results.

Experimental Study on Tenon and Mortise Joints of Wood-Structure Houses Reinforced by Innovative Metal Dampers

To improve the seismic performance of Chinese traditional wood-structure houses, this paper proposes to strengthen their mortise and tenon joints by applying an innovative metal damper. According to the dimensions of the “Yikeyin” wood-structure houses in the Tonghai area of Yunnan Province, two groups of six samples of three types of mortise and tenon joints were manufactured, in which one group was mounted with dampers made of Q235 steels. Subsequently, a low-cycle repeated loading test was conducted to examine the overall behavior of these joints. Various characteristics of seismic performance indexes, such as the moment–rotation hysteresis curve, skeleton curve, stiffness degradation, energy dissipation capacity, residual amount of tenon and the removal before and after reinforcements of straight, penetrated and dovetail tenon joints were analyzed. The test results show that these tenons exhibit good deformation capacity, their hysteresis curves became fuller and their “pinch” effects were significantly reduced, all after their joints became strengthened, indicating that their joint slips were reduced during the loading processes and their residual amounts of tenon removals were under effective control. Compared with the blank group, the joint stiffness was substantially improved, and the increase in the reverse stiffness turned greater than that of the positive stiffness at each stage of loading, while the degradation curve of the whole joint stiffness became steeper. After mounting the dampers, the bearing capacity and energy dissipation of the joints were significantly improved, the equivalent viscous damping coefficients of the straight and penetrated tenon joints were increased, but that of the dovetail joint was slightly reduced. These study results can provide a reference for the reinforcement and protection of traditional wood-structure houses.

Experimental study of the hysteretic behavior of prefabricated frame-shear wall structures with grouting sleeve connections

In this study, a cast-in-place frame-shear wall specimen (CWS) and two prefabricated frame-shear wall specimens (PCWS1 and PCWS2) connected by grouting sleeves with different assembly schemes were tested under horizontal low-cycle reciprocating loading. The hysteretic curves, skeleton curves, ductilities, stiffness degradation, equivalent viscous damping coefficients, story drifts, crack development trends, and failure modes of the specimens were analyzed. The effects of different assembly schemes on the hysteretic behavior of prefabricated frame-shear wall structures connected by grouting sleeves were also studied. By analyzing the law of variation of reinforcement strain in the components, the interactions between the components and the overall stress mechanisms of the specimens were investigated. The results showed that the energy dissipation capacities of the prefabricated specimens PCWS1 and PCWS2 were 29.8% and 23.9% higher than that of the cast-in-place specimen, respectively; the peak bearing capacities of the prefabricated specimens were reduced by 3.1% and 5.3%, respectively, and the ultimate story drifts of the first floors were increased by 76.6% and 28.1%, respectively. The redistribution of internal forces between components caused by the separations of the interfaces between the cast-in-place regions and the prefabricated regions effectively prevented the brittle failure of the connecting beams. The introduction of additional prefabricated components in the assembly scheme facilitated local failure of the components. The stress process of a prefabricated specimen was divided into four stages. The method for calculating the lateral displacement of prefabricated specimens in the elastic range was described and suggest that the limit value of the story drift based on the elastic design method be set to the maximum value that the prefabricated frame-shear wall structures achieves in stage II.

Seismic performance evaluation of recycled aggregate concrete-filled steel tubular columns with field strain detected via a novel mark-free vision method

In this study, low cycle reciprocating load tests were conducted on nine recycled aggregate concrete-filled steel tube columns (RACSTCs) and a solitary ordinary concrete-filled steel tube contrast column (OCSTC). The axial compression ratio and steel-tube wall thickness were considered as the parameters of interest. Accordingly, the failure mechanism, hysteresis performance, skeleton curve, ductility coefficient, energy consumption performance, and stiffness degradation of the two types of columns were compared. A vision measurement system was developed to track the full field deformations of specimens, and a quadocular vision system was constructed to determine the concrete column deformations. The deformations were compared with those obtained from laser measurements using an image and point cloud stitching algorithm. The results show that the hysteresis curves of RACSTCs are non-pinched with large ductility coefficients for all the specimens and the equivalent viscous damping coefficients are in the range of 0.462–0.975. RACSTC specimens exhibit good seismic and deformation performance. A three-fold restoring force model was established for RACSTC specimens based on skeleton curve test data. The theoretical hysteresis curve obtained using the skeleton curve model and hysteresis rule shows good agreement with the hysteresis curve obtained from experiment. This can be used as a reference for research on the restoring force characteristics of RACSTCs. The results obtained using the vision measurement system show that the measured mean relative error values are less than 0.504%. This confirms that the multiple vision measurement method can be used to accurately measure curved surface deformations as well as the full field strain values of RACSTCs. Therefore, the proposed method can be used to evaluate the asymmetric deformation of structures subjected to vibrations, impact, and other load types, thereby providing early warning decision data.

Parametric study on seismic response of the knee braced frame with friction damper

The present study deals with a new system based on the combination of knee bracing frame and friction damper (KBFD). The friction damper used in the present study was constructed as a linear friction damper with long slotted holes. Four specimens of these dampers were tested under cyclic loading, and their load-displacement curves were outlined. Then, the numerical model was obtained by modeling the dampers in the finite element software validated with experimental results. By placing this type of damper in the numerical model of KBF frames, the parametric study of KBFD frames was performed under cyclic loads. The number of 42 frames were used in the present research, including six types of dampers in seven types of frames. Reports of analysis results could cover the hysteresis curves, initial and secant stiffness, frame resistance, dissipated energy and equivalent viscous cyclic damping coefficients. The results of analyses demonstrate the excellent seismic performance of the frames with the proposed configuration.

Equivalent Beam Model for Spatial Repetitive Lattice Structures with Hysteretic Nonlinear Joints

This study presented an equivalent modeling method for analysis of the fundamental harmonic response of the spatial repetitive lattice structures with hysteretic nonlinear joints. Firstly, the joint was modelled as a spatial nonlinear spring-damper system with bilinear hysteresis, the equivalent linear stiffness and viscous damping coefficients of the hysteretic joint were derived using the describing function method. Subsequently, high-precision displacement and rotation fields that consider the warping and distortion of the cross section of the lattice structure were presented for the repeating element and the equivalent continuum modeling method based on the principle of energy equivalence was adopted to obtain an 8-DOFs spatial beam element for the repeating element of the lattice structure. Afterwards, the equations of motion of the equivalent beam model for the lattice structure were established in the frequency domain and solved by using the Newton-Raphson method. In the numerical studies, the joints with axial nonlinearity and rotational nonlinearity were considered, and the influences of joint parameters and excitation amplitude on the dynamic response of the lattice structure were investigated. The correctness of the presented modeling method was verified by comparison with the nonlinear finite element model of the original structure.

Experimental estimation of energy dissipation in rocking masonry walls restrained by an innovative seismic dissipator (LICORD)

This paper presents an innovative anti-seismic device for controlling the out-of-plane rocking motion of masonry walls with traditional tie-rods, called LInear COntrolled Rocking Device (LICORD). LICORD is a low-impact box connected to the extremity of the traditional tie-rod designed to mitigate rocking for medium–high intensity earthquakes. Additionally, the paper widens the knowledge about the dynamic behavior of rocking walls through the interpretation of the results of an extensive experimental campaign performed on masonry specimens composed by clay brick and cementitious mortar. Firstly, the LICORD’s single components are tested to identify their stiffness and damping properties. Secondly, free vibration tests provide actual values of coefficients of restitution on free-standing walls and walls restrained by LICORD, where the walls vary for the height to thickness ratio. For the stockier wall, the ratio of experimental/analytical coefficient of restitution varies from 88 to 98%, whereas for the slender wall, the results are less scattered, with a minimum value of 95% and a maximum value of 96%. The restrained walls are characterized by coefficients of restitution from 5 to 25% less than the values found for unrestrained walls, depending on the equivalent viscous coefficient of the shock absorbers. Moreover, LICORD demonstrated to properly absorb and damp the oscillations of the wall and control its rocking motion, strongly reducing the number of impacts and the rotation amplitudes up to 70%. Considerations about the effect of one-sided motion on the assessment of coefficient of restitution are also given. The equivalent viscous damping coefficients are observed to be on the range 4% (unrestrained wall) and 7–20% for walls restrained by LICORD.

Seismic performance of RC beam-column edge joints reinforced with austenite stainless steel

Using stainless steel (SS) reinforcement can mitigate colossal corrosion damage inflicted to reinforced concrete (RC) structures worldwide. However, there is still dearth of studies on the seismic behavior of SS-RC structures. Hence, quasi-static tests were carried out in this study to explore the seismic performance of three RC frame edge joint specimens reinforced with SS having strength grade of 500 and one control RC specimen made with grade 400 normal steel. RC edge frame joints reinforced with ordinary steel and SS exhibited similar bending-shear failure patterns at the beam root. The load bearing capacity of the SS-RC edge fame joint specimens was greater than that of the control ordinary steel specimen. SS-RC specimens BJD-1, BJD-2 and BJD-3 had 66.7%, 33.3% and 25% higher cracking load capacity than that of the control specimen BDJ-4, respectively. The yield load increased by 54.5%, 42.3% and 50.4%; while the ultimate load increased by 22.3%, 35.2% and 16.8%, respectively. The yield and ultimate displacements of the specimens were both larger, while the displacement ductility coefficient was smaller, than that of the control specimen. In addition, the energy dissipation and equivalent viscous damping coefficients of the SS reinforced specimens BJD-1, BJD-2 and BJD-3 in both the cracking and yield stages were all greater than that of the control specimen BDJ-4 but were slightly lower in the limit stage. Generally, SS-RC specimens met design code ductility requirements under earthquake loading, with adequate plastic deformation. A constitutive relationship for SS rebar was proposed in this study and used to conduct finite element simulations of the tested specimens. Good correlation between simulation and experimental results was observed. Thus, a parametric study was conducted to numerically investigate the influence of the axial compression, longitudinal and hoop reinforcement ratios on the seismic behavior of SS-RC joints. The findings could provide insight and guidance for future design provisions of concrete structures reinforced with stainless steel.

Seismic Performance of Recycled Concrete Filled Circular Steel Tube Columns

This study was conducted to experimentally investigate the behavior of recycled concrete-filled circular steel tube (RCFST) columns subjected to cyclic loading. Ten specimens were prepared and tested. Four parameters were used to characterize seismic behavior: the replacement percentage of recycled coarse aggregate, slenderness ratio, axial compression level, and steel ratio. A novel calculation method for the bearing capacity for RCFST columns is established. The failure processes and modes of RCFST columns are found to be similar to normal concrete-filled steel tube columns. Varying the replacement percentage of recycled coarse aggregate has little effect on the hysteresis curves of the RCFST columns. The RCFST columns also show seismic performance similar to that of concrete-filled steel tubes. The displacement ductility of all specimens is larger than 3.0 and the equivalent viscous damping coefficients corresponding to the ultimate load range from 0.305 to 0.460.

Seismic experiment and performance index studies on recycled aggregate concrete filled steel tube frames infilled with recycled hollow block filler walls

AbstractTo study the seismic behavior of recycled aggregate concrete filled steel tube (RACFST) frames infilled with recycled hollow block filler walls (RHBFW), four frame specimens were designed subjected to low cycle loading experiments. Through the test, the failure process and pattern of specimens were observed and the seismic performance indexes were obtained. The results show that the hysteretic curves of RACFST frames infilled with RHBFW are full; the equivalent viscous damping coefficients he of specimens when destroyed both exceed 0.2, and the interlayer displacement angle is between 1/34 and 1/33 when destroyed, meaning the frame structures having good energy dissipation and good collapse resistance abilities. The RAC beam section height has little effect on the ductility and stiffness degradation of specimens; however, the bearing capacities of specimens increase gradually with the increase of beam section height. The existence of RHBFW can be the first seismic defense line of RACFST frames, and they can improve the ductility of specimens, as well as the bearing capacities and initial elastic stiffness. Before RHBFW failed, the specimens with filler wall have better energy dissipation abilities than those without filler wall. After RHBFW failed, the specimens without filler wall have better energy dissipation abilities than those with filler wall.

Experimental test for mechanical properties of new tenon composite wall using thermal self-insulation block

Concrete hollow blocks have the advantages of simplified construction, reduced construction time, and better thermal performance, and can thereby achieve energy conservation in building engineering and significantly improved thermal and mechanical performance. A new tenon composite block is presented to achieve better self-thermal insulation and mechanical performance by integrating thermal materials into blocks. The tenon composite block application requires satisfying mechanical and seismic performance. Therefore, to prove the mechanical and seismic performance of the tenon composite block, a low cyclic loading test was performed on two self-thermal insulation wall specimens: the tenon composite block and the “Martha” block (used as the comparison specimen). The crack distributions, failure modes, force–displacement data expressed using hysteresis and skeleton curves, mechanical parameters of strengths, displacements, ductility coefficients, stiffness degradations, and equivalent viscous damping coefficients of the two specimens were analyzed in the low cyclic loading test. By analyzing the specimen crack distributions and failure modes, the tenon composite block was proven capable of effectively connecting the heat insulation and loading bearing parts. The differences in the force–displacement data and the mechanical parameters between the tenon composite block and “Martha” block specimens, such as the higher strength and stiffness of the tenon composite block specimen and similar ductility performance with the widely applied “Martha” specimen, were mainly caused by the size differences between the tenon composite block and “Martha” specimens. Finally, suggestions for tenon composite block applications are proposed to overcome the limitations of the tenon composite block’s ability to consume seismic energy.

Seismic performance of composite joints between prefabricated steel-reinforced concrete columns and steel beams: experimental study

The joint between beam and column is the crucial zone, which makes the study of seismic performance of fabricated frame structures difficult and challenging. Reliable connection of prefabricated steel-reinforced concrete (SRC) columns with steel beams by a simple and effective dry connection method is a very important technical problem. In view of this, a new type of modular prefabricated SRC column-steel beam composite joint (MPCJ) was developed in this study. Further, the quasi-static test was carried out on three different types of beam-column joints (i.e. bolted-welded hybrid connection, welding connection, and bolted connection), and the failure characteristics, hysteretic behaviour, strain law, ductility, energy dissipation capacity, strength, and stiffness degradation of the new MPCJ under low-cycle reciprocating loads were recorded and analyzed. The results showed that the failure mode of three MPCJ specimens was bending failure at the end of the beam; the MPCJs exhibited stable hysteretic curves, strength deterioration, and stiffness degradation; the ductility coefficients and the equivalent viscous damping coefficients of the three specimens were found to be greater than 4 and 0.2, respectively, which meet the requirements of seismic performance limits. In summary, the new MPCJ has the advantages including large bearing capacity, high construction efficiency, energy saving, and environmental protection. It has important theoretical and practical value for future in-depth study of assembled SRC composite frame structure.

Development and testing of hybrid precast steel-reinforced concrete column-to- H shape steel beam connections under cyclic loading

This paper proposes a steel-reinforced concrete column-steel beam composite joint (MPCJ) suitable for modular prefabricated building construction and investigates its seismic performance. The proposed MPCJ has simple structure, convenient construction, and good bearing capacity. This study performs an experimental investigation in which three MPCJ specimens with different beam-column connections (bolted connection, welded connection, and bolted-welded hybrid connection) are subjected to low-cycle reversed loading and are investigated for the elastic and elastoplastic development trends, failure characteristics, and seismic response. Each specimen undergoes bending failure at the end of the beam that follows the buckling of the flange connecting plate. MPCJs exhibit stable hysteretic curves, reasonable strength and stiffness degradation, as well as good ductility and energy dissipation performance. The ductility coefficients and the equivalent viscous damping coefficients of MPCJ specimens are within the seismic performance limits prescribed by structural design standards. The joint rotation of an MPCJ caused by shear deformation appears different from that of conventional beam-column joints. Finite element models of MPCJ specimens are established by ABAQUS, and the finite element results are compared with the experimental results, thus verifying the feasibility and accuracy of the finite element models. Based on the experimental findings and the numerical validation, simplified equations are proposed for calculating the flexural and shear bearing capacity of an MPCJ. The proposed MPCJ connection will be useful in the modular construction of concrete-steel composite frame structures.