Frame Columns Research Articles

Innovative ANN hysteresis to predict hysteretic performance of composite reinforced concrete beam

This article assess the precise estimation of the hysteresis loop of reinforced concrete (RC) beams in distinct failure cases to verify inelastic seismic beam function. Any test failure in RC frame columns is able to produce hysteresis curves in low cyclic repeat load that follows the analysis of the hysteretic behavior of the frame columns. In this case, the application of fibers as a mass enhancement to improve the post-cracking of RC beams, strength, and delay cracking has been investigated. In this research, the hysteretic response of deep and slender SFRC beams enhanced with SF using ten beams under the reversal cyclic load was studied through innovative ANN hysteresis. Shear and flexural strength of SFRC beams were analyzed using a diverse number of fibers with content from 0.1 to 5% per volume, closed stirrups (from 0 to 0.5%), and steel reinforcing bars (0.50% and 1.50%). The innovative artificial neural network hysteresis model has been utilized to define the accuracy prediction of the parameters and determine the hysteresis loop of RC columns failing in different modes. Comparing the experimental findings properly indicated the accuracy of the model to capture the main features of the response, such as the load versus deformation cyclic envelope, SFRC tension softening effect, and the impact of the fibers on the hysteretic energy. The results revealed that SFRC beams represented developed cyclic efficiency in case of deformation, load-bearing capacity, residual stiffness, cracking and energy dissipation ability while generating their integrity within the imposed reversal cyclic experiments.

Direct evaluation of fire resistance for restrained steel columns in frames using consistent rigid-plastic models and energy formulations

The paper develops a simple and expeditious numerical methodology to evaluate directly the resistance of restrained steel columns in fire conditions. During fire, the column expands due to heating and a compressive restraining force is applied by the surrounding frame, which makes the column prone to buckling. Besides, the column’s mechanical properties degrade with heating. The column’s resistance in fire is defined by its collapse temperature, at which the column is no longer capable to carry the serviceability load applied prior to the fire event. The collapse temperature occurs deeply in the plastic range, along the thermal post-buckling path. Based on the critical thermal buckling mode, a plastic mechanism is adopted to represent the column at collapse. This plastic mechanism is analysed by means of a consistent energy formulation. The methodology is able to represent a wide range of cases in practice, such as longitudinal gradients of temperature, general supporting conditions, any level of longitudinal restraining stiffness and a serviceability load with any adequate magnitude. The expeditious procedure computes the collapse temperature always within a small and acceptable error when compared to more sophisticated numerical tools – in some cases, it surpasses commercial Finite Element packages and it is always much more precise than the simplified method presented in the European code of practice. Predictably, it will become a quite useful tool at the engineering office.

Equivalent static wind loads on canopies of regular railway stations

Wind-induced response, spectrums of the modal generalized force, and equivalent static wind loads (ESWLs) of railway station canopies with single-span and three-span frame are investigated. The results show that the first mode dominates horizontal displacements and frame column stresses, and the second mode dominates vertical displacements and frame beam stresses of the canopy frames. The unfavorable wind directions are determined for the center, near-center and end frames. Based on wind tunnel test results, parameters of simplified mean wind dynamic pressure coefficients and the generalized modal force spectrum formula for the first and second modes are proposed for different canopy span, opening widths and building height ratios of the station building to the canopy. Combining above-mentioned wind-induced response characteristics with the analysis method of universal ESWLs, the ESWLs are derived as the superposition of the peak inertia forces of the two dominating modes, and all nodal displacements and all member stresses under this unique ESWLs are equivalent to the actual dynamic peak responses. The numerical example verifies that all nodal displacements and member stresses calculated by the proposed semi-analytical formula simultaneously agree well with the actual dynamic peak response.

Seismic and collapse performance of a hybrid structure comprising steel frame with precast concrete shear walls and cladding panels

AbstractA hybrid structure constructed by replacing external steel beams and columns in the steel frame (SF) to precast concrete shear walls with insulation (PCSWs) and precast concrete cladding panels (PCCPs, SFPCSW) is proposed in this paper to avoid the problem of columns protruding from walls and PCCPs directly connected with SF. Numerical models of the SF and SFPCSW structures are established in ETABS software based on an 18‐story assembled steel residential building to investigate the seismic performance and collapse resistance capacity of SFPCSW. Time history analysis results show that the SFPCSW exhibits bending‐shearing lateral deformation and has more uniform interstory drift ratios than the SF. Under major earthquakes (i.e., probability of exceedance of 2% in 50 years), the damage of SF is concentrated in stories 1–6; for SFPCSW, the plastic hinges mainly appear in the concrete beams between PCSWs at each story, and the damage in PCSWs and the internal frame is small. Using pinned connections between the steel beam and PCSW reduces the structural lateral stiffness and increases the earthquake load carried by the internal frame. The incremental dynamic analysis results show that the SF and SFPCSW have similar collapse resistance capacities.

Seismic performance of coupled steel plate shear wall with slits

This study proposes a coupled system of steel plate shear wall with slits (SPSWS), called C-SPSWS. The mechanical behavior of the C-SPSWS system was investigated, and the expressions for ultimate strength and degree of coupling (DC) were derived according to the desired plastic mechanism. Two one-third scale, four-story specimens, including coupled and uncoupled SPSWS, were tested to verify the seismic performance of the system. As the traditional SPSWS configuration, the C-SPSWS specimen exhibited robust cyclic performance and proved to be an efficient lateral load-resisting system. The coupling action of the coupling beam significantly improved the initial stiffness, strength, and energy dissipation capacity of the system. Furthermore, the coupling action decreased the axial force of the frame columns, particularly for interior frame columns. The deformation mode of the C-SPSWS specimen changed from flexural to shear because of the coupling action. The proposed ultimate strength formula can conservatively predict the maximum lateral force of the system.

Dynamic behavior and retrofitting of RC frame building under vehicular bomb explosion

Although the terrorist explosion attacks on critical buildings caused by the Vehicle-Borne Improvised Explosive Device (VBIED) are low-probability events, the blast-induced progressive collapse of buildings generally lead to the catastrophic consequences of the events. Through the high-fidelity hybrid finite element (FE) model and numerical simulations, this work aims to get a deep insight into the progressive collapse behavior of high-rise reinforced concrete (RC) frame buildings under blast loadings induced by VBIED, as well as the feasibility of two blast-resistant external retrofitting measures, i.e., fiber reinforced polymer (FRP) and steel plate (SP). Firstly, the applicability of the hybrid FE modelling approach, element types and size, material models and parameters, as well as numerical algorithms, i.e., multi-material Arbitrary Lagrangian-Eulerian (MM-ALE) and Fluid-Structure Interaction (FSI), are fully validated by comparing with the explosion tests on 1/4-scale bare and prototype FRP/SP-retrofitted RC frame structures, respectively. Then, a twelve-story RC frame building is designed following the Chinese regulations, and the corresponding hybrid FE model is established. The failure modes and progressive collapse process of building under the explosions of cargo vans bomb (equivalent TNT of 1814 kg) specified by Federal Emergency Management Agency are numerically examined. Furthermore, the effectiveness of FRP/SP-retrofitted frame columns is assessed quantitatively. It derives that, the SP-retrofitted building is not collapsed for both the scaled distance of 1.0 and 0.55 m/kg1/3; by retrofitting FRP warps, the collapse of entire buildings can be prevented with the scaled distance of 1.0 m/kg1/3, while the progressive collapse of the retrofitted building occurs with a scaled distance of 0.55 m/kg1/3. The present work could provide helpful references for the blast-resistant evaluation, design and retrofitting of the as- and newly-built RC building structures.

Experimental Evaluation of Steel Bracings and Metallic Yield Damper as Retrofit Techniques for Severely Damaged RC Building Frames

ABSTRACT The concentrically placed hollow circular steel bracings and hybrid metallic yield dampers as structural retrofitting techniques for severely damaged reinforced concrete (RC) portal frames are evaluated under reverse-cyclic load conditions. In addition, the efficiency of a specially designed coupler-box assembly to retrofit severely damaged columns of the model frame by reconnecting the buckled or ruptured longitudinal reinforcing bars at the plastic hinge locations is evaluated under similar load conditions. Competency of the proposed techniques is assessed by comparing the hysteresis behavior, performance index parameters, and failure mechanism of the retrofitted frames with the native-tested conventional bare frame. The lateral load and deformation capacities are significantly enhanced in the retrofitted frames with a comprehensive increase of 2.0 times in the braced frame and 2.5 times in the damper-equipped frame compared to the conventional bare frame. A stable and symmetric post-yield behavior is noticed in the retrofitted frames until a lateral drift of 3.5% and 6% in braced and damper-fit frames, respectively, which is even higher than the collapse prevention drift level specified in FEMA codal guidelines.

Numerical study of steel plate shear walls with diverse construction configurations

Extensive numerical research on steel plate shear walls (SPSWs) has been conducted for decades to facilitate their engineering applications. However, these studies usually adopted built-in constitutive models in commercial finite element (FE) packages and focused on SPSWs with a particular type of construction configuration, thus yielding unsatisfactory accuracy and inadequate validation. In addition, the effect of axial forces on the frame columns, which commonly exist in practice, has rarely been investigated. In this paper, a sophisticated constitutive model for structural steel is introduced and further improved by incorporating the Bao and Wierzbicki ductile damage criterion to consider strength degradation under large deformations. Then, 12 SPSW specimens with diverse construction configurations are simulated with the developed model to fully validate its effectiveness. Compared with built-in models in commercial FE software, the developed model is more accurate and can describe complicated deformation patterns under various circumstances, including extreme loading cases. On these bases, a thorough parametric analysis of 35 specimens – combining 5 construction configurations with 7 axial force ratios – is performed to quantitatively investigate the effect of axial forces applied on the frame columns. The results indicate that the axial forces can counteract the tensile forces from the tension fields; but meanwhile can also aggravate the compressive burden of the compression-side column, which induces column yielding or buckling. When the axial force ratio increases, the adverse effect gradually prevails over the beneficial effect and notably decreases the loading capacities. Accordingly, a limit axial force ratio of 0.5 and a simple linear reduction factor when calculating the ultimate loading capacity under axial forces are suggested in engineering design.

Effective length correction factor of disc-buckle type scaffolding by considering joint bending stiffness and geometrical size.

Based on the theory of sway frame column, the equation of the effective length factor was derived in this paper. Combined with the characteristics of semi-rigid joints, the linear stiffness correction factor of horizontal bar was introduced, and the equation of effective length correction factor was obtained. By using MATLAB programming method, the three-dimensional relationship between the effective length correction factor and the influencing factors was obtained, and the entire process of the stability bearing capacity of the disc-buckle type high support system was described in detail, which improves the stability calculation theory of the high support system. The influence of setting parameters, joint bending stiffness, geometrical size, and material properties on the effective length correction factor is studied. Simultaneously, the joint bending stiffness of semi-rigid joints is determined. The area of the effective length correction factor is analyzed to optimize the design of the setting scheme using horizontal bars and vertical poles of different sizes. The results show that the lift height significantly affects the effective length correction factor during the load bearing process; the factor decreases with increasing lift height. Large transverse and longitudinal distances influence this rule during the initial load bearing. When the joint bending stiffness is less than 100 (kN·m)/rad, the effective length correction factor decreases rapidly with an increase in joint bending stiffness. When the joint bending stiffness is greater than 100 (kN·m)/rad, the effective length correction factor is unaffected by the joint bending stiffness. When the joint bending stiffness is large at initiation of loading, the effective length correction factor decreases with an increase in the outer diameter of the horizontal bar. When the joint bending stiffness is small, the effective length correction factor increases with an increase in the section size of the vertical pole. Therefore, the outer diameter of the horizontal bar significantly affects the effective length correction factor, and a larger diameter is more conducive to the overall stability. Furthermore, the elastic modulus effects the effective length correction factor for the unstable support system.

Seismic performance of T-shaped CFST column to U-shaped steel-concrete composite beam joint

Both novel composite structures, special-shaped concrete-filled steel tube (CFST) column and cold-formed U-shaped steel-concrete composite beam with stiffened rebar truss (CUCB), have advantages of good mechanical behavior, appealing architecture, and convenient construction. In this study, a series of five half-scaled specimens of CUCB to T-shaped CFST column frame joints with vertical ribs were tested under cyclic loading. Different connection detail types were designed considering both mechanical and constructional aspects. The bearing capacity, stress distribution, stiffness degradation, energy dissipation capacity, ductility, and joint stiffness were evaluated to understand the seismic performance of these new joints. Experimental results show that joints with vertical ribs have favorable seismic performance and could be considered as rigid joint in a braced frame according to Eurocode 3. Based on the Technique for Order of Preference by Similarity to Ideal Solution (TOPSIS) method, a multi-criteria analysis model for evaluating the joint performance was performed to determine the most effective connection detail considering the mechanical behavior and construction cost. As a result, the proposed novel joints are seismically feasible.

Evaluation of the response modification factor of steel buildings with linked columns frame system

Since Linked Columns Frame (LCF) has been considered as a relatively new lateral load resisting system from the dual systems category, it seems necessary to perform more comprehensive seismic investigations on this system. Thus, this study was conducted with the purpose of evaluating the response modification, over-strength, and ductility factors of Linked Columns Frame (LCF) lateral load resisting system. To this end, 31 building frames consisting of 3, 5, 7, 9, and 11 stories with LCF system were implemented in the OpenSees software, subjected to incremental dynamic, nonlinear static as well as linear and nonlinear dynamic analyses. In addition to the number of stories, the effect of other parameters, including the length and the behavior of link beams (shear/flexural), were also investigated to obtain more detailed results. The results of over 20 thousand nonlinear dynamic analyses indicated a reduction in the mean values of the response modification factors by increasing the length of the link beams. However, despite the effect of the number of stories and the behavior of link beams on the Rμ, Ω, and R factors, no obvious linear correlation was observed between those factors and the considered parameters. Based on the obtained results, values between 4.0 to 6.5 were suggested for the response modification factor of LCF lateral load resisting system. A simple empirical equation was moreover proposed as a function of the number of stories, the length, and the behavior of link beams to estimate the response modification factor of the LCF system.

Seismic response and kinematic mechanisms of single-story pavilion-type timber frame based on shaking table test

Traditional Chinese pavilion-type timber structures have withstood a number of strong earthquakes for thousands of years with low damage, while their sophisticated seismic mitigation and isolation mechanisms have not been clarified. In order to study their kinematic mechanisms under seismic excitation and to verify the relevant theoretical equations, shaking table tests were carried out on a simplified 1/16 scaled pavilion-type timber frame. The test results indicated that the column frame layer plays a key role in the seismic performance of the whole timber frame. The kinematic mechanism of the timber frame under seismic excitation was explored and revealed. The whole kinematic deformation process includes several typical motion states, such as rest, column rocking, coupled column rocking and column base sliding, pure column base sliding, column uplifting, coupled tension column uplifting and compression column base sliding. In addition, locking of mortise-tenon joints has a great effect on the motion states of the timber frame. Based on the experimental results, relevant discriminant equations for different motion states of the timber frame under seismic excitations were verified. Finally, a finite element model was developed to predict dynamic responses of the timber frame, with good agreement between the numerical and experimental results.

Rapid report of seismic damage to buildings in the 2022 M 6.8 Luding earthquake, China

The report summarizes the observed damage to a variety of buildings near the epicenter of the M6.8 Luding earthquake in Sichuan Province, China. They include base-isolated buildings, multi-story reinforced concrete (RC) frame buildings, and masonry buildings. The near-field region is known to be tectonically highly active, and the local intensity level is the highest, that is, 0.4g peak ground acceleration (PGA) for the design basis earthquake, in the Chinese zonation of seismic ground motion parameters. The extent of damage ranged from the weak-story collapse that claimed lives to the extensive nonstructural damage that suspended occupancy. The report highlights the first observation of the destruction of rubber bearings and viscous dampers in the isolation layer of Chinese seismically isolated buildings. It also features the rare observation of the brittle shear failure of RC columns in moment-resisting frames in a region of such a high seismic design requirement. Possible reasons that may have attributed to the reported damage are suggested by providing facts observed in the field. However, careful forensic analyses are needed before any conclusive judgment can be made.

Numerical Study Regarding the Seismic Response of a Moment-Resisting (MR) Reinforced Concrete (RC) Frame Structure with Reduced Cross-Sections of the RC Slabs

In the first part of the current study, the effectiveness of the transversal cross-section reduction method for RC beams in marginal areas (by means of mechanical drilling) was validated. The said method “encourages” the formation of plastic hinges at the beam ends and, at the same time, allows for taking into account the bending stiffness of RC slabs, which is exerted upon the RC beams. In these conditions, the second part of the current research study (i.e., the current manuscript) highlights the real mode of reducing the lateral stiffness of the slabs upon the RC beams. These elements form a common body, together with the beam–column frame node. The same method as in the first part of the study—“weakening” the plates in the corner area through vertical drilling, without affecting the integrity of the reinforcing elements—was used. The analytical MR RC frame model, studied by means of the comparative method, highlights the efficiency of the transversal cross-section reduction method for RC slabs. Basically, the directing of the plastic deformations from the weakened slab areas towards the marginal areas of the reinforced concrete beams takes place. The beams rotate as far as the weakened slab areas allow its plastic deformation, thus being possible to observe the partial conservation effect of the beam–column frame joint. Furthermore, for the analytical model with the maximum number of vertical holes in the corner areas of the concrete plate, minimal plastic deformations are recorded for the marginal areas of the concrete columns. A partial conservation of the formation mechanism of the “beam-slab-frame node” common rigid block is also noted. Consequently, the dissipation of the seismic energy is made in a partially controlled and directed manner, in the “desired” areas, according to the “Strong Columns—Weak Beams” (SCWB) ductile mechanism of the lateral behavior to seismic actions for reinforced concrete frame structures. The mechanism is specified in current design norms for RC frame systems. The effectiveness of the method for reducing the transversal section of the RC plates in the corner areas by means of transversal drilling is highlighted and validated from the perspective of the local and global ductile seismic response of reinforced concrete frame structures. A significant reduction in the bending stiffness of the slabs upon the beams and a real development of the plastic hinges in the marginal areas of the beams (together with partial implications and plastic deformations) were observed.

Cyclic Behavior of Reinforced Concrete Columns with Unstressed Steel Strands as Longitudinal Reinforcement

The use of unstressed Grade 1860 MPa seven-wire steel strands as longitudinal reinforcement has the potential to reduce steel congestion in reinforced concrete members. However, no studies which use unstressed steel strands as the longitudinal reinforcement in concrete columns have been reported in the literature. Thus, in this study, five large-scale column specimens: four of which used unstressed steel strands and one which used conventional Grade 420 MPa deformed bars as longitudinal reinforcement were subjected to cyclic loading under constant axial load to investigate the effectiveness in using strands. Columns with unstressed steel strands as longitudinal reinforcement exhibited drift capacities ranging between 4.96% and 5.70%, which is well over the conventional expectation of 3.50% drift requirement for columns in special moment frames. Also, the specimens exhibited lower energy dissipation but enhanced recentering capability owing to the fact that the strands have significantly higher tensile yield capacity compared to deformed bars. A reduction in effective elastic stiffness was also observed as the postcracking stiffness of specimens with strands dropped due to the low longitudinal reinforcement ratio of 0.78% provided. The test results indicated the relative ineffectiveness of strands in compression than in tension, where the strand bulged and unwound once the surrounding confinement deteriorated. Despite this, strands did straighten up and continued to sustain tensile stresses under load reversal. Based on the experimental observations, two constitutive models, one which considers strain hardening and the other which assumes an elasto-perfectly plastic response in tension was proposed for strands. The constitutive model with strain hardening was able to produce reasonably accurate estimates of flexural strength when used in a detailed moment-curvature analysis. Both constitutive models when used in a simplified analysis, which used equivalent stress block for concrete, was able to consistently produce conservative estimates of flexural strength, which is suitable for design purpose.

A Numerical Investigation on the Limitations of Design Equations for Steel Plate Shear Walls

In previous studies various design issues on steel plate shear wall (SPSW) systems under lateral loading were investigated using analytical and experimental methods. However, these studies tried to examine the interactive effect of only a few of design parameters, such as panel aspect ratio, column flexibility parameter, axial load ratio on the boundary frame columns, web plate thickness, stiffness of horizontal and vertical boundary elements and top anchor beam, etc., on the drift capacity and shear force distribution among frame and panel components of SPSWs at a time. This study investigates the effect of all of these parameters in the same framework. A parametric study is conducted on finite element models of 292 3-story SPSWs with rigid beam-to-column connections and designed for specified parameters. By evaluating failure forms from finite element analyses, the limiting (undesired) cases resulting from different combinations of specified geometric properties are identified. A column flexibility factor of 2.2 is proposed instead of the current limit value of 2.5 for satisfactory column performance, improved drift capacity and balanced strength distribution among frame and panel of SPSW. The value of 0.75 for the ratio of plate shear force to total shear force has emerged as a critical threshold value for the strength distribution among plate and frame components in order to conform capacity design principles. This study provides a comprehensive look on the behavior of SPWS for determining the most suitable combination of various parameters in the design of SPSW structures.

A generalized hybrid model considering earthquake-induced internal force distribution rules for super high-rise frame-core tube structures

To efficiently control of the stiffnesses of the two sub-systems, i.e., the frame part and core tube part, of the frame core-tube structure commonly-used in super high-rise buildings, via the distributions of story shear force ratio and overturning moment ratio, as well as elastic inter-story drift ratio, a generalized hybrid model (GHM) is developed in which the feature of the flexure-shear coupled model (FSM) and the modified rocking model (SSM) has been integrated. It can be transformed into the FSM and SSM in some specific cases. The dynamic properties of the GHM are obtained in a semi-analytical way with the assistance of the analytical solution for the free vibration of the FSM and the analytically generated rotational stiffness matrix using the force method. To calibrate the four parameters, η, μ, α and (EIT)0, associated with the GHM, the corresponding stiffness-based calibration indexes of T1, T2/T1, RV-1 and RM-1 are selected. The trust-regional-dogleg algorithm is adopted to solve the nonlinear equations consisting of the model parameters and targeted indexes. The effectiveness and applicability of the GHM are demonstrated from the case study on a series of finite element models with different parameters, from the aspects of the distributions of the inter-story drift ratios, the story shear force ratios and overturning moment ratios, as well as the vibration periods and modal mass participation coefficients. The two distribution ratios are observed to be controlled efficiently by adjusting the ratios of the shear stiffness of the frame and the axial stiffness of the frame column to the flexural stiffness of the core tube, respectively.

Research on collapse ultimate load of fabricated reinforced concrete column and steel beam composite frame structure

In this work, the collapse ultimate load of a prefabricated reinforced concrete column–steel beam composite frame structure was studied. During the study, the “new RCS beam-to-column joint” was used as the beam-to-column connection in the experimental model. Further, the half-scale fabricated RCS space frame structure (2-story, 1 × 2 bay) was subjected to instantaneous failure experiments twice at the bottom of the side column under various load levels and the 2A column was quickly pulled out by the traction force of the vehicle. The experimental results demonstrated that the method of dismantling the failure column provided a relatively true response to the condition of progressive collapse. The remaining RCS structure was found to be in the elastic stage during various load level tests. Moreover, the displacement time history curve did not have a vibration phenomenon during the first experimentation. The SAP2000 finite element program was used to verify that the test results were similar to that of the numerical simulation results, and it was further explored and found that the collapse ultimate load value was 10.25 times the structure design load value.

Experimental study on the seismic performance of RC frames considering the cast sequence of infilled walls and columns

The relative values of lateral stiffness and ultimate limit state of bearing capacity of vertical members are defining factors of the seismic failure or collapse mode of structures. This paper focuses on how the different construction sequences of infilled walls and frame columns influence the seismic performance of frame structures based on the low-cycle reciprocating loading tests of six single-layer two-span frame structure models with a ratio of 1:4, including two frame models without infilled walls (F model), two frame models with walls built later (LW model), and two frame models with walls built first (FW model).According to the test results, different construction sequences of infilled walls have a significant impact on the seismic performance of frame structures. The FW model introduces the process of “building the wall first and then casting the column” with the wall and the column highly combined with each other and the infilled wall involved in the internal force distribution of the frame structure, boasting the largest bearing capacity and initial stiffness; LW model is built by “pouring the column first and then building the wall” with a low combination between wall and column, its bearing capacity and initial stiffness second to FW model; F model has the smallest bearing capacity and initial stiffness. Shear failure and poor ductility are found in the FW model due to the restraint effect of the infilled wall; bending failure in the F model with a large displacement but good ductility; shear failure tends to appear in the LW model structure with the failure in bonding between reinforcement and concrete in the end and good ductility. The research results can provide a reference for the elastic–plastic seismic response analysis considering the interaction of infilled wall and frame.

Effects of Coal Gangue Coarse Aggregate on Seismic Behavior of Columns under Cyclic Loading

Coal gangue is the rock discharged from coal mining. Using coal gangue as coarse aggregate is one of the solutions for the sustainable development of construction engineering. Five one-half scaled coal gangue concrete (CGC) frame columns with different coal gangue coarse aggregate replacement ratios were designed, and the effect of coal gangue coarse aggregate on seismic behavior of columns under cyclic loading was studied. The test results show that the failure of coal gangue coarse aggregate under cyclic loading is the main reason for the reduction in hysteretic performance of CGC specimens. Compared with natural aggregate concrete (NAC) specimen, the hysteretic behavior, deformation performance, and energy consumption of CGC columns were reduced. However, the seismic performance of CGC specimens with higher replacement ratio was better than that of CGC specimens with a lower replacement ratio. Compared with NAC specimen, the ductility and total energy dissipation of CGC specimen with r = 100% were only reduced by 8.2% and 12.8%. In addition, the test results also found that the higher the replacement ratio, the greater the shear deformation of the specimen. It is recommended to appropriately increase the stirrup ratio of CGC specimens in seismic design.