Low Frequency Cyclic Loading Research Articles

Rotational behavior of glulam moment-resisting connections with long self-tapping screws

The rotational behavior of beam-column connections plays an important role on the mechanical performance of timber frames. Recently, long self-tapping screws and threaded rods applied as fasteners by virtue of their advantageous withdrawal capacity and stiffness, provide promising technical solutions to achieve beam-column connections with high moment resistance and rotation stiffness. To investigate the rotational behavior of the glulam beam-column moment-resisting connections using self-tapping screws as fasteners, a series of monotonic and low-frequency cyclic loading tests are conducted on a total of ten full-scale specimens with screw inclination as the geometric configuration parameter in this paper. Based on the experimental campaign and results, the moment resistance, rotation stiffness, deformability and energy dissipation capacity of the connections are evaluated. The results indicate that this type of connection is characterized by a high moment resistance and rotation stiffness, but not very considerable deformability and energy dissipation capacity. When the connection fails in the tensile fracture of self-tapping screws, the screw inclination at the range of 15°∼30° has negligible influence on the moment resistance but significant influence on the rotation stiffness. Besides, the connections with 15° screw inclination show larger stiffness, lower ductility, faster degradation of secant stiffness and more rapid growth of equivalent viscous damping ratio compared with the connections with 30° screw inclination.

Novel Ductile Enhancement in the Structural Characteristics of External Beam Column Joint with Potassium-Activated Green Concrete Technology

Ductility and energy dissipation capacity of the beam column joints are the two prominent characteristics which govern the stability of the entire structure constructed in the seismic prone areas. In this paper, the effect of potassium-activated geopolymer concrete in the exterior beam column joint application is investigated under low frequency cyclic loading. Numerical analysis has been done by using the finite element software Abaqus and compared with the experimental work. From the load deformation relationship, parametric studies are carried out in the aspects of ductility, stiffness degradation, energy dissipation capacity, drift ratio and cracking pattern. The use of potassium-activated geopolymer technology in the exterior beam column joint application resulted in the improved ductility, energy dissipation capacity with superior ultimate load carrying capacity of 1.05% over conventional cement reinforced concrete beam column joints with special confining reinforcement confirmed by IS 13920 due to the enormous polymerization activated by high molecular potassium ions. There is an improved energy dissipation capacity of 2.78% of potassium-based geopolymer specimen resulting in lesser number of non-structural cracks and 11.26% more deformation under 11.96% enlarged drift ratio than the conventional reinforced concrete specimen. From the observed results, it is clearly noted that the implementation of potassium-activated green polymer technology in the beam column joints possessed enhanced ductility characteristics to protect the structure susceptible to seismic environment and resulted in innovative, economical and sustainable mode of seismic-resistant building construction.

Experimental study on seismic behavior of dense-steel-column sandwich wall

This paper describes an experimental study on the seismic behavior of the dense-steel-column sandwich walls. Six full-scale specimens which are |-shaped, L-shaped, and T-shaped with or without diagonal braces were tested under low-frequency cyclic load. With the same axial compression ratio, the failure pattern of specimens without diagonal braces is as follows. There was no obvious failure phenomenon at the beginning of the test. As the increase of the horizontal displacement, the steel columns buckled in succession, and the buckling was local in the lower part. As the further increase of the horizontal displacement, the local buckling range of the columns extended till the specimen finally failed. With the same axial compression ratio, the failure pattern of specimens with diagonal braces is as follows. The braces locally buckled under the cyclic load at the beginning of the test. As the increase of the horizontal displacement, the buckling range of braces extended. As the horizontal displacement increases, the braces were fractured and the columns buckled in succession in the bottom until the specimen finally failed. The experimental results show that the diagonal braces can increase the specimens' shear stiffness and shear strength, while the braces can also improve the specimens' ductility and energy dissipation performance. The shear strength of the L-shaped wall is increased by 62.02% with the braces. The ductility coefficient of the T-shaped wall is increased by 110.58% with the braces. Additionally, it is also noted that the seismic performance of the L-shaped and T-shaped walls with end flanges is better than that of the |-shaped wall.

Cyclic behaviour of beam-column joints made of crumb rubberised concrete (CRC) and traditional concrete (TC)

Crumb rubberised concrete (CRC) is a sustainable material that recycles rubber particles from end-of-life tyres as partial fine aggregates in concrete. To promote the applications of CRC in building structures, this paper presents an experimental study on the cyclic behaviour of beam-column joints from both CRC and traditional concrete (TC) frame structures. CRC with 15% rubber content by sand volume was employed. Three full scale CRC joint samples and one full scale TC sample were tested. Varying axial loads were applied on the top of columns and anti-symmetrical low-frequency cyclic loads were applied at the two beam ends. The failure modes, hysteretic behaviour, stiffness degradation, bearing capacity degradation, shearing capacity, displacement ductility and strain response of CRC and TC joints were investigated and compared. Both CRC and TC joint samples reached their ultimate loads due to shear failure. When CRC and TC were with similar strengths, the first crack loads, yielding loads, ultimate loads and ultimate displacements for TC and CRC joints at the same axial compression ratios were comparable with slight differences within 5%. However, CRC joints exhibited an improved energy dissipation ability by up to 10.4% over TC samples.

Seismic behaviour of seawater coral aggregate concrete columns reinforced with epoxy-coated bars

This study investigates the seismic behaviour of seawater coral aggregate concrete (SCAC) columns reinforced with epoxy-coated bars (ECBs). The structural response and seismic damage of the columns were systematically evaluated using low-frequency cyclic lateral loading. A total of six columns, considering four different parameters—the type of concrete (SCAC and ordinary concrete (OC)), longitudinal reinforcement ratio (1.13% and 2.01%), stirrup ratio (0.50% and 0.72%), and axial load ratio (0.1, 0.2, and 0.3)—were fabricated. The failure pattern, bearing capacity, ductility, and hysteretic energy of the ECB-reinforced SCAC columns (SCACC–ECB) were analysed. The results indicate that the seismic behaviour of SCACC–ECB was acceptable, and the failure pattern of the columns changed with the type of concrete used. SCAC significantly reduced the ductility of the columns; however, its effects on the bearing capacity and hysteretic energy were negligible. On average, the SCAC columns had a 20% lower ductility and a 6.7% lower bearing capacity than the OC columns under similar conditions. Increasing the longitudinal reinforcement ratio and stirrup ratio increased the ductility and hysteretic energy of SCACC–ECB, while its stiffness decreased with the increase in the axial load ratio. The results indicate that the effects of the various factors on the seismic behaviour of SCACC–ECB in increasing order are concrete type, stirrup ratio, longitudinal reinforcement ratio, and axial load ratio. Finally, the characteristic load and displacement of SCACC–ECB were derived, and a general seismic damage assessment method considering the effects of SCAC and ECBs was proposed, which can be used to conduct an analytical evaluation of the structural response and seismic damage of marine structures.

Experimental and numerical investigation on seismic performance of S-RC-SRC composite joint

The seismic performance of H-shaped steel upper column-RC beam-SRC lower column joint (S-RC-SRC composite joint) was investigated experimentally and numerically. The axial compression ratio n and size of H-shaped steel was studied in the test. The low-frequency cyclic loading tests were performed on four S-RC-SRC composite joints. The test results showed that the concrete in the connection zone was severely damaged. On basis of strain analysis and experimental observations, the flexural failure mode at the oblique section in connection zone was proposed. The relatively plump but pinched hysteretic curves indicated that S-RC-SRC composite joint possessed considerable energy dissipation capacity, with peak h eq of 0.192–0.208 and asymmetrical ductility coefficient ( μ + ‾ = 7.08 and μ − ‾ = 3.03). The strength and stiffness degradation were significant and asymmetrical in different loading directions. Experimentally-validated finite element method was applied to simulate the S-RC-SRC composite joint via ABAQUS. The parameter study showed that: the impact of axial compression ratio should be considered in two stages (low and high), under the low axial compression (0.2–0.35) hardly affected the hysteretic behavior but high axial compression (0.6–0.8) would cause distinguished failure mode; the enlargement of steel size could reduce the ultimate bearing capacity slightly. A theoretical method for evaluating the flexural bearing capacity S-RC-SRC composite joint was proposed and proved to be applicable with the maximum deviation of 3.5%. • A new type of connection joint named by S-RC-SRC composite joint was investigated experimentally and numerically. • The flexural failure at the oblique section in connection zone was observed and the seismic performance was discussed. • Finite element model for S-RC-SRC composite joint was established and validated. • Numerically parametric analysis focusing on f c , n and size of steel section was carried out. • The method of evaluating the flexural bearing capacity of S-RC-SRC composite joint was proposed and validated.

Behavior of Residual Soil with High Silt Content Under Low Frequency Cyclic Loading Using Modified Direct Simple Shear Apparatus

This paper presents the experimental work on typical Malaysian silty residual soils in order to evaluate fundamental soil properties in particular its stiffness under low frequency cyclic loading. There has been very little information on local silty residual soils which is very important for local geotechnical design purposes. Lack of such information contributes to the dependency of foreign soil data which might not be representative of local silty residual soils. This study departs from the basis of there have been verified evidences that we are not spared from seismic activity in Malaysia. Hence, it would be misleading if we were to exclude soil properties under cyclic loading for design purposes in Malaysia. This research revolves around the development of simplified device to evaluate the stress-strain behaviour of soils under simple shear strain conditions. The cyclic loading test results on Malaysian sedimentary residual soil sample exhibit increase of drained shear stiffness, GSTIF and gained strength after 30 cycles indicating cyclic hardening behaviour. It is evident that magnitudes of cyclic load and cyclic displacement influences the rate of soil volume change. Nevertheless, the densification of soil samples due to increment of cycles caused reduction in volume change. It is foreseen that the obtained parameters could assist in the practical geotechnical engineering problems related to cyclic conditions.

Seismic Performance of Precast Columns Connected with Two Different Connection Modes

The precast reinforced concrete building is made of precast components, which are connected at the joints via reliable connection approaches. Therefore, the study on the stability and reliability of the connections should be conducted to improve the safety and integrity of the precast structure. In this paper, experiments on two connection modes, i.e. corrugated pipe confined with spiral stirrup connection and steel sleeve connection, were carried out. The experimental tests consisted of six specimens, including one cast-in-situ specimen, three precast specimens using steel sleeve connection and two precast specimens using corrugated pipe confined with the spiral stirrup. The influence of artificially unbonded length at the connection joint is also studied. All specimens were tested under low-frequency cyclic repeated loading to analyse their seismic performance under different connection modes. The experimental results showed that the precast columns using the two proposed connections have a similar or even better seismic performance compared with the cast-in-situ column. The installation of proper unbonded treatment on the longitudinal reinforcement in the connection is beneficial in improving the seismic performance of precast columns and the length of 5 times of the longitudinal reinforcement’s diameter is recommended.

Seismic behavior of full-scale square high-strength RACFST columns

The research purpose was to investigate the seismic behavior of full-scale square high-strength recycled aggregate concrete-filled steel tube (RACFST) columns. With the recycled coarse aggregate (RCA) replacement ratio, shear-span ratio and axial compression ratio as the variation parameters, seven column specimens were subjected to low-frequency cyclic loading tests. The test results showed that square high-strength RACFST columns had reliable seismic performance, their failure modes were similar to those of normal CFST columns, and the damage was mainly concentrated at the column roots. The bearing capacity and ductility of high-strength RACFST columns were less affected by the RCA replacement ratio, while the shear-span ratio and axial compression ratio had a greater impact on the peak bearing capacity, ductility, and other hysteretic behavior indexes. Meanwhile, a restoring force model established based on the test research and theoretical analysis agreed well with the test hysteresis curves. Finally, a fiber element model (FEM) using Opensees software was developed and a good agreement was achieved between the test and predicated results. The so-validated numerical model was then used to investigate the influence of the key parameters, such as the RCA replacement ratio, diameter-to-thickness ratio, axial compression ratio, shear-span ratio, and steel yield strength on the seismic performance of square high-strength RACFST columns.

Experimental study of earthquake-resilient prefabricated composite joint with T-shape connector

Based on the idea of damage control, a new type of earthquake-resilient prefabricated composite joint (ERPCJ) with the T-shape connector has been proposed. On the premise of considering the composite action of concrete slab and beam-column joint, the seismic behavior, post-earthquake recoverability and failure mode of concrete slab under different loading protocols are studied. By changing the connection mode between flange cover plate (FCP) and beam, the influence of the relative slip between FCP and beam on the bearing capacity and energy dissipation capacity of the specimen are also studied. The low frequency cyclic loading tests and low cyclic fatigue tests of six specimens show that the basic and repaired specimens of the prefabricated composite joints with recoverable functions show good seismic behavior. The plastic damage of steel joint is concentrated on FCP, while the main structural members such as beam and column still maintain elasticity. The collaborative work of T-shape connector with foams, concrete slab and the gaps between concrete slab and column can reduce the plastic damage of concrete slab. The main reason of concrete slab damage is the strong squeezing effect between concrete slab and T-shape connector in negative moment zone. Whether FCP can slip or not can make a great difference in the bearing capacity and energy dissipation capacity of the joint. The damage and deformation of FCP are small when FCP and beam can slide relatively, but the bearing capacity and energy dissipation capacity of the joint are low. The bearing capacity and energy dissipation capacity of the joint are high when FCP and the beam cannot slip relatively, but FCP will cause serious plastic damage and even fracture.

Experiments on the seismic performance of Y-shape joints of subway stations built by enlarging two parallel shield tunnels

To improve the seismic performance of subway stations built by enlarging two parallel shield tunnels, joints of special structures between prefabricated open-loop segments and cast-in-site main station structures were proposed. Experiments on the low-frequency cyclic loading of full-scale models of joints under different structural configurations werecarriedout. The seismic performance, such as the load–displacement hysteresis curves, skeleton curves, structural ductility, strength degradation, energy dissipation, strain of the cable-stayed bars and failure modes, were studied. The results showed that compared with the pre-embedded connector joint, the pre-embedded steel plate joint had advantages in terms of the mechanical stability, intensity, stiffness, energy dissipation capacity and ductility performance. However, the relative displacement between the segment and wall column of the pre-embedded steel plate joint was larger than that of the pre-embedded connector joint. Both types of joints had a full hysteretic circle, good ductility nature, energy dissipation ability, and stable elastic and elastic–plastic deformation. The cable-stayed bars did not yield in the stretch area when the joints failed. Both of the joints could meet the performance requirements of strong joints and weak components.

Study on Finite Element Model of the Prefabricated Reinforced Concrete Beam-Column Joints with Grouted Sleeves

Based on the monotonic tensile test of grouted sleeve specimens conducted, this paper uses multifactor regression analysis to construct the equivalent constitutive relationship of grouted sleeve specimens under uniaxial tension. The study based on this constitutive relationship of grouted sleeves and the effect of bond and slip between steel and concrete were considered. The prefabricated reinforced concreted beam-column joints with grouted sleeves were presented with finite element software ABAQUS. The seismic behavior of prefabricated reinforced concreted beam-column joints with grouted sleeves under low-frequency cyclic loading was then investigated. In addition, parametric studies via finite element analysis were performed to examine the influence of various parameters on the strength and energy dissipation capacity of the specimens. The simulation results show that plastic deformation was mainly observed near the beam-column interface; the hysteretic curve of this joint was plump. The test results showed that good energy dissipation and displacement ductility capacities can be achieved. The error of yield load between the numerical simulated and experimental result was 7.11%, the error of peak load was 6.88%, the error of ultimate load was 3.76%, and the error of displacement ductility was 7.84%. Results showed that the calculated results obtained in the paper agree well with test results from the references. The finite element model adopted in this paper can reflect the seismic behavior of the prefabricated reinforced concrete beam-column joints with grouted sleeves by using equivalent constitutive relation.

Feasibility of piezoceramic transducer-enabled active sensing for the monitoring cross-shaped concrete filled steel tubular (CCFST) columns under cyclic loading

Cross-shaped concrete-filled steel tubular (CCFST) columns are used extensively in many infrastructural systems; however, the damage inside CCFST columns is difficult to inspect or monitor. This study develops a method based on embedded smart aggregates (SA) to monitor damage sustained by the concrete inside the CCFST column under low-frequency cyclic loading. Three CCFST columns with different width and wall thicknesses were fabricated and used as subjects to monitor the damage of the internal concrete using embedded piezoelectric SAs. Then, the measured piezoelectric signal undergoes wavelet packet analysis in order to be represented by a damage index (DI). The experimental outs show that the damage indices of the structure when exposed to low-frequency cyclic loading is basically consistent with the hysteretic and skeleton curves of the tested specimens, and is basically consistent with the observed experimental behavior. Overall, the results demonstrate the effectiveness of SAs in monitoring the formation of damage in the concrete inside CCFST.

Method for calculating cyclic load induced 1D and PVD unit cell consolidation deformations

Consolidation deformation induced by low frequency cyclic loads was investigated by finite element analysis (FEA) and some available test data. Both one-dimensional (1D) consolidation and the consolidation of a prefabricated vertical drain (PVD) unit cell were considered. With theoretical reasoning and using the results of FEA, it has been established that the amount and the rate of consolidation deformation induced by a continuous cyclic load with a maximum load increment of q, can be calculated using the consolidation result of a static load with a magnitude of q/2. Providing the compression increment (ΔS) near the drainage boundary where the effective stress increment is larger than q/2 is taking into account. The magnitude of ΔS is cyclic load frequency dependent and a method for evaluating it has been proposed. Further, it has been proposed that during the cyclic loading period, the creep deformation induced by sustained static load on a soil layer should be included into the total deformation. The proposed method was applied to two 1D and one PVD unit cell laboratory tests of cyclic load induced consolidations. Good agreement between the measured and the calculated settlement – time curves was obtained.

Experimental study on residual seismic behavior of UHPCC-FST after near-range explosion

Attributed to the excellent axial bearing capacity, explosion resistance and ductility, ultra-high performance cementitious composite filled steel tubes (UHPCC-FST) have been widely applied in the bridge piers and structural columns. Considering the accidental and terroristic bombing attacks, this paper aims to quantitatively assess the residual seismic behavior of UHPCC-FST specimens after near-range explosion experimentally. Four 1/4 scaled UHPCC-FST cylinder specimens were prepared, they were firstly subjected to the near-range explosion test with the TNT charge weight of 4–10 kg, then the low-frequency cyclic loading test was further performed on the post-blast specimens to examine their residual seismic behaviors. By comparisons with the control specimens only enduring the low-frequency cyclic loadings, it derives that, (i) the post-blast UHPCC-FST specimens suffer both localized and integral bending deformations, which become more obvious with increasing the charge weight; (ii) under the repetitive loadings, the post-blast specimens exhibit normal section bending failure mode, and the fracture location of the specimen body lies at the critical section of the plastic hinge at foot; (iii) the explosion damage leads to an unfavorable influence on the horizontal bearing capacity and secant stiffness of specimens under repetitive loadings, which reduces more obviously with increasing the charge weight; (iv) the overall bending developed by mid-height explosion and the upper layer concrete spalling of the foundation produced by repetitive loading are favorable to ductility improvement of the specimens; (v) weak hinge formed by slight explosion damage can assist plastic hinge of column foot to consume energy and thus efficiently enhance the energy dissipation capacity of specimens.

Experimental and numerical studies of an axial tension-compression corrugated steel plate damper

Metallic dampers are widely used due to their satisfactory plastic energy dissipation, low price and convenient installation. In this study, an axial tension and compression corrugated steel plate damper (ATCCSPD) was proposed. According to the mechanical properties of the ATCCSPD, low-frequency cyclic loading tests and numerical verification of seven ATCCSPD specimens were designed and performed. Additionally, the test phenomena and failure modes of the ATCCSPD specimens were analysed, and seismic performance indices such as the hysteretic curve, skeleton curve, ductility and energy dissipation were obtained. Then, the impacts of the thickness of the corrugated web, the aspect ratio and the thickness of the flange on the seismic behaviour of the ATCCSPD specimens were investigated. The results demonstrated that the seven ATCCSPD specimens exhibited satisfactory ductility and energy dissipation capacity, and the hysteretic curves were stable and full. Overall, the ATCCSPD specimens exhibited axial tension and compression deformation, while the internal corrugated web exhibited pure shear deformation during the loading process. The web thickness and aspect ratio were the main factors affecting the bearing capacity and energy dissipation of the ATCCSPD specimens. The finite element software ABAQUS was used to simulate the ATCCSPD specimens, and shear damage was added to the nonlinear kinematic hardening constitutive model of steel, which could effectively simulate the failure process of the corresponding part after cracks formed in the ATCCSPD specimens. Finally, combined with the test results and the numerical results, the shear bearing capacity formula of the corrugated webs was fitted; then, the formula for calculating the tensile (compressive) bearing capacity of the ATCCSPD specimens was obtained by the superposition principle. By comparing the calculation results with the test results, it was found that the proposed formula was conservative and, hence, suitable for engineering applications.

Strength Characteristics of Clay–Rubber Waste Mixtures in Low-Frequency Cyclic Triaxial Tests

This paper presents the results of consolidated and undrained (CU) triaxial cyclic tests related to the influence of tire waste addition on the strength characteristics of two different soils from Southern Poland: unswelling kaolin and swelling red clay. The test procedure included the normally consolidated remolded specimens prepared from pure red clay (RC) and kaolin (K) and their mixtures with two different fractions of shredded rubber powder (P) and granulate (G) in 5%, 10%, and 25% mass proportions. All samples were subjected to low-frequency cyclic loading carried out with a constant stress amplitude. Analysis of the results includes consideration of the effect of rubber additive and number of load cycles on the development of excess pore pressure and axial strain during the cyclic load operation and on the maximum stress deviator value. A general decrease in the shear strength due to the cyclic load operation was observed, and various effects of shear strength depended on the mixture content and size of the rubber waste particles. In general, the use of soil–rubber mixtures, especially for expansive soils and powder, should be treated with caution for cyclic loading.

Seismic behavior of full-scale steel reinforced recycled concrete columns under high axial compression ratio

In order to promote the application of recycled concrete in structural members, the effect of recycled coarse aggregate (RCA) replacement ratio and inner steel on seismic performance of high-strength recycled concrete columns under high axial compression ratio was investigated. Low frequency cyclic loading tests on 6 column specimens, including 3 steel reinforced recycled concrete (SRRC) columns and 3 reinforced recycled concrete (RRC) columns, with a 600 mm × 600 mm cross section were carried out. Results show that high-strength RRC columns under high axial compression ratio have reliable seismic performance. The seismic performance of RRC columns is improved by adding inner steel, especially for specimens with high RCA replacement ratio. The replacement ratio of RCA has no obvious effect on SRRC column bearing capacity and ductility, but for RRC columns, it slightly reduces bearing capacity and energy consumption. When the specimen is damaged, the reinforcement and flange section in the compression zone yields, while the reinforcement in the tension zone approaches yielding. According to the plane assumption and considering the confining effect for the concrete provided by stirrup and steel, the crack load, yield load, and peak load are calculated, and calculated values are in good agreement with experimental values. This study provides a reference for the application of high-strength recycled concrete columns in practical engineering.

Creep Properties and Constitutive Model of Salt Rock

Due to the advantages of low porosity, low permeability, high ductility, and excellent capacities for creep and damage self‐healing, salt rock is internationally considered as the ideal medium for underground storage of energy and disposal of radioactive waste. As one of the most important mechanical properties of salt rock, creep properties are closely related to the long‐term operation stability and safety of salt rock underground storage cavern. A comprehensive review on the creep properties and constitutive model of salt rock is put forward in this paper. The opinions and suggestions on the research priority and direction of salt rock′s mechanical properties in the future are put forward: (1) permeability variation of salt rock under the coupling effect of temperature and stress; (2) damage mechanism and evolution process under the effect of creep‐fatigue interaction and low frequency cyclic loading; (3) microdeformation mechanisms of salt rock and the relationship between microstructure variations and macrocreep behavior during creep process; (4) the establishment of the creep damage constitutive model with simple form, less parameters, easy application, and considering the damage self‐healing ability of salt rock simultaneously.

Cyclic loading tests of an earthquake-resilient prefabricated steel frame with open-web steel channel beams

Based on the ideas of damage control and energy dissipation by sliding, this paper puts forward an earthquake-resilient prefabricated steel frame with two open-web steel channel beams (OWSCBs). To study its seismic performance and post-earthquake repair performance, the low frequency cyclic loading tests and low cyclic fatigue tests were carried out on five specimens, and several seismic behavior indicators such as the hysteretic curve, the slip curve, the strain analysis curve and the skeleton curve of frames were obtained. The influence of the thickness of the flange cover plate (FCP), the number of connecting bolts in the FCP and the residual deformation on seismic performance of prefabricated steel frames before and after restoration were mainly investigated. The results show that there are two main failure modes of the specimen, one is FCP friction sliding and the other is local buckling deformation of FCP dog-bone weakened section, while the main components such as beams and columns are still in the elastic stage. The repaired specimens have the same experimental phenomena and seismic performance as the initial specimen, which indicates that the functional restoration of prefabricated steel frame structures can be realized by repairing beam-column joint connecting devices. The repair process of the specimen with residual story drift went well, and this specimen still showed good mechanical and seismic performance after repaired. The overall bearing capability of the specimens decreases obviously with the thickness of the FCP decreasing. The decrease in the number of the connecting bolts in the FCP will reduce the critical sliding load of the FCP, which will lead to the slippage of the FCP in advance and reduce the overall bearing capability of the specimens.