Hysteretic Performance Research Articles

Experimental, mathematical model, and simulation of a dual-system self-centering energy dissipative brace equipped with SMA and variable friction device

The application of shape memory alloy (SMA) in seismic-resistant devices has received extensive attention due to its unique superelastic and shape memory effect. The poor energy dissipative capacity, insufficient reliability, and small bearing capacity are the main challenges that hinder the application of the developed SMA braces and dampers. The new system of self-centering energy dissipative (SCED) brace was proposed, fabricated, and tested, and the numerical model was defined and verified. The dates manifest that the load-displacement curve of the new dual-system SCED brace displays a typical flag shape. The new dual-system SCED brace exhibits the desirable energy dissipative ability and self-centering capacity and the theoretical and FE model established in this research can preferably express the hysteretic performance. The FE parametric analysis shows that the SMA screw preload has a small effect on the hysteretic curve of the new system brace, but it plays a decisive role in the shape of the hysteretic curve under small deformation. Furthermore, the bearing capacity and stiffness of the dual-system SCED brace can be adjusted by designing key parameters. The research shows that the new dual-system SCED device compensates for the shortcomings of the existing SMA braces and dampers, and it is a very promising and recommended self-centering energy dissipative device to use the wedge block system as the main energy dissipative system and SMA system as the main self-centering system.

Hysteretic performance of prestressed concrete beams with AFRP tendons under cyclic loading

AbstractThis paper aims to evaluate the hysteretic performance of prestressed concrete beams with aramid fiber‐reinforced polymer (AFRP) tendons. Eight beams were constructed and tested under cyclic loading, with test variables covering the type of prestressing tendons (AFRP and steel), the ratio of internal tendons to external tendons (3:0 and 1:2) and the bond condition of internal tendons (fully bonded, partially bonded, and unbonded). Results showed that the failure of all the beams was dominated by concrete crushing and nonprestressed rebars rupturing at pure bending sections. AFRP prestressed beams exhibited commensurate bearing capacity, displacement ductility, energy dissipation and residual deformation with steel prestressed beams. The combination of internal and external tendons, and using unbonded or partially bonded tendons could improve the ductility of AFRP prestressed beams. Additionally, the finite element (FE) models of AFRP prestressed beams were developed using ABAQUS based on the coupling method under the local coordinate system. The simulated results closely matched the experimental results in terms of the failure mode and load–displacement curve. Parametric predictions, including the unbonded length of AFRP tendon, partial prestressing ratio, jacking stress and concrete strength were presented to extend the experimental works.

Experimental study of novel wrapped CFRP-strengthened CFS-to-sheathing screw connections

Cracking damage of the sheathing wallboards in screw connections is the typical failure mode of cold formed steel (CFS) structures under seismic effects, which limits the shear capacity and weakens the hysteretic performance of CFS structures. To improve the shear performance of CFS-sheathing screw connections, a novel screw connection with carbon fiber reinforced polymer (CFRP) reinforcement is proposed in this paper. Cyclic tests were conducted on a total of 26 sets of screw connections with different configurations and wall sheathings, and the effects on the failure modes and shear performance of the connections with and without CFRP reinforcement were investigated. The strengthening effects of the sheathing material, panel thickness and end distance on the shear properties of the connections were discussed. The results indicated that (1) except for specimens with 15 mm end distance, CFRP reinforcement can effectively avoid brittle cracking failure of the connections, and the failure mode tended to ductile failure of the bearing and pull-through damage. (2) in addition to the stiffness, the shear strength, deformation capacity, ductility and energy dissipation capacity of CFRP-strengthened connections are significantly enhanced. The effect of CFRP on the shear performance improvement of connections sheathed with gypsum board (GWB) and magnesium glass board (MgO) is greater than that of oriented strand board (OSB), and the strengthening effect is not significantly influenced by the board thickness. A toughness evaluation method for CFRP-strengthened connections was proposed, and the design formulae for the shear strength of the CFRP-strengthened screw connections were recommended based on the load resistance factor design (LRFD) method and allowable strength design (ASD) method.

Research on seismic performance of ITRAC-filled double steel plate composite shear wall

The iron tailings and recycled aggregate concrete(ITRAC)-filled double steel plate composite shear wall (ITRAC-CSW) is a new lateral force-resistant member that applies an optimized cross-sectional form. The ITRAC is recycled concrete produced from 100% solid waste aggregates. Three full-scale ITRAC-CSW specimens were fabricated to investigate the effects of axial compression ratio and shear span ratio on seismic performance by conducting the tests subjected to quasi-static load. The failure mode and the hysteretic performance of the specimens are analyzed. The ITRAC-CSW exhibits good bearing capacity, stiffness, and energy dissipation capacity. This indicates that ITRAC has the potential to replace concrete applications. The numerical simulations and parametric analyses were carried out through the finite element model to reveal the failure mechanism and parameter effects of specimens. Finally, the calculation method for the bearing capacity of ITRAC-CSW was proposed based on the confined strength of the ITRAC. The ratio of the calculated bearing capacity to the test results is between 0.901 and 1.097 and the calculation accuracy is within 10%. This calculation method can be a reference for the performance design of ITRAC-CSW.

Seismic performance of irregular-shaped concrete-filled steel tube column to H-shaped steel beam joints with inner semi-diaphragm: Experimental and numerical study

This paper proposes a new kind of irregular-shaped concrete-filled steel tube columns to H-shaped steel beam joints with inner semi-diaphragm (ICFSTC-Joint). The inner semi-diaphragms are welded with the inner surface of the column wall, directly opposite to the flange of the H-shaped steel beam, ensuring tensile force from the beam flange to go directly into the semi-diaphragm. Firstly, the experiments of two L-shaped and two T-shaped ICFSTC-Joint (L-Joint and T-Joint) specimens under different axial compressive ratios are carried out to investigate their hysteretic behavior and failure mode. The experimental results show that the proposed ICFSTC-Joint could effectively improve the hysteretic performance, bearing capacity and stiffness of CFST column joints and can realize that the beam yields before the joints fail. It is obsereved that the axial compressive ratio of the column, as a key parameter, influences the hysteretic behavior of ICFSTC-Joint significantly. Secondly, the FE models of L-Joint and T-Joint are established and verified by the experimental results. The hysteretic curves and skeleton curves of ICFSTC-Joint FE models are obtained and agree well with the experimental curves. Finally, a parameter analysis is carried out by using established FE model to investigate the influence of inner semi-diaphragm on the hysteretic behavior of ICFSTC-Joint, involving the height and thickness of inner semi-diaphragm. A recommended value of the size of diaphragm is given for engineering design. This paper provides reference for engineering design of irregular-shaped CFST column-beam joints and further study on their design method.

An assembled beam-to-double skin composite wall joint with insert diaphragm: Configuration, experiment, mechanical model and design method

This paper proposes an assembled beam-to-double skin composite wall (DSCW) joint embedded with insert diaphragms. The insert diaphragms are designed to be welded to the slotted boundary column and bolted on-site to the steel beam, functioning as a corbel beam. This joint presents a suite of advantages such as eliminating on-site welding, easy decoration, and non-protruding from the column profile. To evaluate the hysteretic performance and failure model of the proposed joint, a full-scale quasi-static low-cycle hysteresis test on an individual specimen was conducted. The experimental results demonstrate that the insert-diaphragm joint has good performance in high ductility, favorable plastic rotation capacity, and energy dissipating capacity. A refined finite element model (FEM) was established and verified through the test results. The parametric analysis was conducted to analyze the influences of axial compression ratio, geometrical dimensions of the insert diaphragm, and column thickness on the stiffness and yield strength of the joint. Based on the experimental results and FEM analyses, an alternative mechanical model with two potential failure mechanisms was proposed, in which the connection strength was contributed by the insert diaphragm, the faceplate and the side plate of the column. An optimized plastic hinge relocation configuration was also investigated by FEM to further improve the seismic performance of the joint. Finally, the design method and configurational suggestions were proposed based on the Chinese specifications to facilitate practical applications/design of the proposed insert-diaphragm connection.

Seismic Performance Analysis of Corrugated Steel Plate Shear Wall Connected with Beams Only

This paper studied the seismic performance of corrugated steel plate shear walls with vertical corrugated steel plates connected with beams only (CboSPSWs). A numerical model of a CboSPSW was developed. Then, a series of parametric analyses were conducted to determine the effects of the related parameters on the hysteretic performance of CboSPSWs, including the height–thickness ratio, aspect ratio, corrugation angle, stiffness of the free-edge stiffener, and surrounding frame stiffness. In addition, the limit of the stiffness of the free-edge stiffener of the CboSPSW was investigated. Finally, the serviceability of the existing design method, the Plate-Frame Interaction model (PFI), for CboSPSWs was examined. The results show that CboSPSWs have high values of strength and initial stiffness as well as good and stable energy dissipation capacities. The ultimate strength of the corrugated steel plate (CSP) can be improved significantly by free-edge stiffeners. When the flexural stiffness ratio exceeds 1.0, the increase of the average stress of the CSPs close to the beams is less than 20%, and the tension field develops fully in the CSPs in CboSPSWs. The PFI model can predict the shear strength and initial stiffness values of the hysteretic curves of CboSPSWs with good accuracy, which can be used in the design and plastic analyses of CboSPSWs.

Theoretical study on the nonlinear contact mechanism of reinforced self‐centering bridge pier system based on the Winkler model

AbstractSelf‐centering (SC) bridge piers generally set one or several gaps to avoid the occurrence of plastic hinges and mitigate both damage and residual drifts during major earthquakes. However, the gap opening mechanism also produces new problems in theoretical analyses, such as the strong nonlinear contact motion behavior between adjacent segments. An accurate contact mechanism is therefore significant to describe the gap‐opening process and evaluate the mechanical properties of rocking systems. Firstly, for the low‐damage SC bridge pier system especially with different reinforcement measures in contact segment, this study investigated the nonlinear contact mechanism by decoupling the linear and nonlinear motions of the SC bridge pier system, which were elastic‐body rotation and contact segment bending‐to‐yielding, respectively. Secondly, the entire gap opening process was divided into three stages, and force analysis of the contact segment in each stage was conducted. Subsequently, the differential equations and rotation equation of the contact segment were established and derived based on the Winkler model. The corresponding contact parameters in the equations were obtained. The proposed equation was verified using published experimental data. In addition, finite element analysis (FEA) results showed that the rotation equation can accurately describe the contact state at each moment during the entire nonlinear contact process. Finally, the key parameters describing the contact state is investigated including the contact width, rotation posture, rotation angle, and contact stress. The results show that proposed theory can accurately predict the improvement effect of hysteretic performance for different reinforced measures on the rocking interface, which will be helpful and efficient for the optimal design of reinforced SC bridge pier system.

Numerical study of the hysteretic behavior of energy dissipation braces based on Miura origami

Miura-ori pattern was adopted to form the tessellation design of slender braces to improve the energy dissipation capacity under the low-cycle repeated loading. The energy dissipation mechanisms of origami energy dissipation braces (OEDBs) and conventional square braces with equal bearing capacity were compared. Finite element models for hysteretic simulation were constructed and analyzed to figure out the influences of various geometrical design parameters on the hysteretic behavior of OEDBs. The results show that the OEDBs have an obvious improvement in the energy dissipation capacity compared to conventional square braces. The influence of parameters on energy dissipation capacity is quite different. The smaller folding angles, smaller aspect ratios, and larger width-to-thickness ratio play positive roles in improving energy dissipation performance rather than elastic stiffness. However, smaller slenderness improves both while the change of in-plane angle is sensitive to the hysteretic performance.

Buckling-controlled braces for seismic resistance inspired by origami patterns

Equipping energy dissipation devices in the structures is one of the effective methods to resist earthquake disasters. Here, a novel buckling-controlled brace inspired by origami (O-BCB) was proposed as anti-seismic technology for protecting engineering structures. A hierarchical design and analysis strategy was adopted for various types of origami patterns. An O-BCB based on Tachi origami pattern was manufactured, tested, and analyzed to verify the hysteretic performance under cyclic reversed loading. Considering the non-uniform distribution of deformation and stress in the Tachi patterned brace, two gradient design schemes in the lengthwise direction were proposed. To balance the bearing capacity and energy-dissipating capabilities of O-BCBs, the implementation of non-rigid origami patterns including pyramid, crash-box, and triangular patterns were analyzed. Results show that O-BCBs could provide valuable options for the development of earthquake-resistant technologies in the field of civil engineering.

Hysteretic performance of foam-infilled corrugated FRP-steel sandwich shear wall

A new foam-infilled corrugated carbon fiber reinforced polymer (FRP)-steel sandwich shear wall (CFSSW) is proposed for steel frame structures subjected to severe wind or seismic loadings. To reduce the excessive out-of-plane buckling deformation of conventional steel plate shear wall (SPSW), corrugated FRP laminates are fixed on both sides of the steel plate (SP). Moreover, to further improve the hysteretic behavior of the shear wall, PET foam is chosen as filler between the corrugated FRP laminates and the steel plate. Three, 1/3 scaled, single-storey shear wall specimens were built by using, as wallboard, the flat steel plate, the steel plate with corrugated FRP laminates (VCP) and the foam-infilled corrugated FRP-steel sandwich plate (VCSP). Experimental tests were carried out under low-cycle horizontal loading to study their shear performance. The results show that the CFSSW structure exhibited clear stress development pattern and stable energy dissipation capacity. Only using FRP corrugated plates as buckling-restraining components, the initial stiffness, ultimate bearing capacity and cumulative energy dissipation of conventional steel plate shear wall can be improved by 22.01%, 13.93% and 49.07%, respectively. The contribution of the infilled PET foam allowed to increase the initial stiffness, bearing capacity and energy dissipation of 28.17%, 36.39% and 105.93%, respectively. Besides, with the restraining effect of only FRP corrugated laminates or both FRP and infilled PET foam, the maximum out-of-plane displacements of the steel plate under shear force were reduced by 67.9% and 92.1%, respectively. Moreover, PET foam can help FRP laminates to effectively bear the shear forces and increased the ultimate shear capacity to 5.9% higher than nominal ultimate shear capacity of the steel plate.

Experimental study on bamboo-shaped buckling-retrained energy dissipater with different grades of steel

Buckling-restrained energy dissipaters are miniature energy dissipaters that constrain an inner core through an outer tube and have been widely utilized to improve the seismic performance of fabricated structures. Low yield point steel is often used to produce energy dissipaters, but the mechanical behavior of low yield point steel energy dissipater is rarely investigated. In this paper, a quasi-static test of bamboo-shaped energy dissipaters with different grades of steel was carried out. The influence of the material and configuration of the core on the fatigue performance and failure mode was evaluated. Test results showed that all specimens demonstrated stable hysteretic performance. The equivalent viscous damping ratio of low yield point steel energy dissipaters was relatively large at small strain amplitudes. At large strain amplitudes, both had a similar energy dissipation capacity. The compressive strength adjustment factors and strain hardening factors of low yield point steel energy dissipaters were higher because of their lower post-yield stiffness and significant isotropic hardening. The fracture mode on the low yield point steel energy dissipaters was similar to flat rupture, and significant necking was observed here. However, the normal strength steel energy dissipaters exhibited slant fracture, and no evident necking occurred. Two deformation modes were proposed. A calculation method for the buckling wavelength of the energy dissipater was proposed. When the effective length of the yielding region was smaller than the buckling wavelength, the fatigue performance of low yield point steel energy dissipater was better than that of normal strength steel energy dissipater, and the low yield point steel energy dissipater had a better reserve performance.

Hysteretic performance of structural steels after exposure to elevated temperatures

This paper presents both experimental and analytical investigations on the hysteretic behaviour of normal strength and high strength structural steels after being exposed to elevated temperatures. The test parameters include the highest temperature experienced, the cooling method and the loading protocol. The metallographic analysis is conducted to study the change of micro structure after elevated temperature exposure. The test results show that the yield strength of Q355 and Q620 steels cooled in the air decreases up to 21% and 45%, respectively; while the energy consumption capacity decreases up to 25% and 42%, respectively. For specimens cooled in water, the energy consumption capacity of Q355 increased by 39% when the strain level was 0.6%, while that of Q620 decreased by 21% at the same strain level. A hysteretic model for steels after being exposed to elevated temperatures is proposed by regression analysis, where the key coefficients are calibrated from the experimental data. The proposed model captures well the hysteretic behaviour of both normal and high strength steels after exposure to elevated temperatures, which provides the basis for the post-fire seismic performance assessment of steel structures.

Investigation on hysteretic performance of assembled H-shaped steel frame-corrugated steel plate shear wall with different corrugated orientation and wavelength

The hysteretic performance of assembled H-shaped steel frame-corrugated steel plate shear wall (HCSW) was investigated with low cycle reciprocating loading test. The assembled HCSW structure was used as lateral load-resisting system for high-rise building, and its stiffness was excellent. Compared with the traditional steel shear wall, the HCSW had better seismic performance. Moreover, when the frame was not damaged, the embedded corrugated steel plate could be easily disassembled and replaced. Three HCSW specimens with different steel plate corrugation orientation and the corrugation wavelength were fabricated. The hysteretic performance of three HCSW specimens was fully compared. The key issues, failure process, hysteresis curves, skeleton curves, carrying capacity and energy consumption were discussed in depth. The corrugated steel plate was yielded prior to the frame column, indicating that the HCSW specimens behaved as a desirable sequence of material yielding. The energy consumption performance of HCSW specimen was well. The ductility and carrying capacity of HCSW specimen with small wavelength were greater than that of other two specimens. In addition, the hysteretic performance of HCSW specimen was simulated based on the established finite element model analysis. The simulated results of finite element model were in good agreement with the test results. The effects of corrugated steel plate width-to-thickness ratio, width-to-height ratio and axial compression ratio on the performance of assembled HCSW were analyzed and discussed based on the finite element model. And according to the results, the design suggestions of assembled HCSW were given. This research aimed to provide a reference for the design and evaluate the application of current design of provision for assembled HCSW. The application of the HCSW could avoid economic losses and reduce construction time.

ABAQUS-based hysteresis performance analysis of thorough-diaphragm bolted connection between concrete-filled steel tubular column and steel beam

Concrete-filled steel tube can effectively improve the compressive strength of members, so it is widely used in high-rise buildings, bridges and tunnels. However, there are only limited studies on the hysteresis performance of through-diaphragm plates in steel pipe concrete. In light of the current situation, this paper establishes a model of thorough-diaphragm-diaphragm bolted connection TDBC structure using numerical simulation software ABAQUS, conducting monotonic loading and cyclic displacement loading on it to study the hysteretic performance of this structure. The results reveal that the semi-rigid connection of TDBC contributes to the outwards displacement of the plastic hinge in the beam-column joint, indicating a hysteretic good performance. Furthermore, this study also finds that the flange and web area of steel beams present obvious ductile damage characteristics, which is in line with the design philosophy of strong joints and weak members, reproducing the actual damaging process to a certain extent.

Seismic Performance of Desert-sand Autoclaved Aerated Concrete Block Wall Constrained by Precast Integral Construction Column

Considering the structural types and construction techniques used in common residential buildings in Xinjiang, the paper proposes a novel masonry structure, i.e., desert-sand AAC blocks constrained by a precast integral construction column. In order to study the seismic performance of the structure, five wall specimens with different constraints are designed and fabricated and further compared and analyzed in terms of failure mode, hysteretic performance, energy dissipation capacity, ductility, stiffness degradation, and other performance indexes. It has been determined from the results that under horizontal low-cycle repeated loading, the main failure cracks of the desert-sand AAC block wall constrained by the precast integral construction column are intersecting oblique cracks, and the cracks in wall failure penetrate along concrete blocks. The stiffness degradation rate of the wall constrained by the water-resistant gypsum construction column gradually decreases with increasing vertical compressive stress. The wall constrained by the water-resistant gypsum construction column with arranged steel bars has a desirable ductility. Under the same vertical compressive stress, the wall constrained by the water-resistant gypsum precast construction column with arranged steel bars has a significant energy dissipation capacity from cracking to the ultimate state. (4) A restoring force model is built for desert-sand AAC block walls constrained by the precast integral construction column using a three-fold line model, offering technical support for the elastoplastic seismic analysis of structures.

Hysteretic Performance of Ring-shaped Energy-dissipating Devices for Assembly of Steel Frame Structure with External Wall Panel

To protect the external wall panel of the steel frame in prefabricated construction, a kind of ring-shaped energydissipating device (RSED) was proposed and further studied, which can connect the wall panel and steel frame. The hysteretic performance of steel frame-external wall panel system (SFEWPS) with RSED as the joint is analyzed via the finite element method, to quantify the protective effect of RSED on a wall panel. The results are that even under extremely rare earthquakes, RSED can still effectively control the energy consumption of wall panels, and play a protective role for it. In addition, combined with failure mechanism analysis, this paper proposes the best parameter selection for RSED.

Cyclic behavior of unbonded post-tensioned precast segmental concrete columns fabricated by 3D printed concrete permanent formwork

A 3D printed concrete permanent formwork of composite unbonded post-tensioned precast segmental concrete (3DPCPSC) column is proposed in this research. Its hysteresis performance and the failure mode are researched by quasi-static experiment and compared with the precast segmental reinforced concrete (PSRC) columns. Two interface enhancement methods, stainless-steel-nails internal shear bonds and prestressed steel-hoops external active confinement are proposed, and the enhancement effect and mechanism of 3DPCPSC columns with two interface enhancement methods are studied. Furthermore, the pouring and vibration load of 3D printing concrete formwork is analyzed using a three-dimensional solid finite element model finite element model. The results indicate that the energy dissipation capacity of 3DPCPSC columns is better than that of the PSRC column when the 3DPC formwork does not spall. The largest accumulated energy dissipation of the 3DPCPSC specimen is 1.14 times of the PSRC column. The 3DPCPSC column without interface enhancement has the phenomenon of formwork spalling, the bearing capacity is lower than the PSRC column, and the bearing capacity of the 3DPCPSC columns with two interface enhancement methods is close to or higher than the PSRC column. The initial stiffness of all the 3DPCPSC specimens is larger than the PSRC column. A comprehensive evaluation factor η is proposed to evaluate the hysteretic performance of precast segmental concrete columns. The comprehensive performance of the 3DPCPSC and PSRC is compared by the comprehensive evaluation factor η.

Experimental investigation on steel bracing members with bolted gusset plate connections

In concentrically braced frames, low-cycle fatigue failure may occur in the brace or bolted connection due to accumulated damage from multiple earthquakes. However, the current research on the hysteretic behavior and fatigue life of H-shaped bracing members with bolted gusset plate connections is lacking, and there is a notable omission regarding the impact of bolt slippage and plastic deformation within the connection. The objective of this study is to address the aforementioned limitation through pseudo-static tests of 8 steel bracing members with bolted gusset plate connections under different clearances, connection coefficients (akin to Ry used in brace design under AISC 341-16 Seismic Provisions), and loading patterns. Results showed that not all loading patterns were suitable for such tests due to bolt slippage. The strength capacity, energy dissipation capacity and deformability of specimens with five types of clearances displayed small variation in tests. It has been demonstrated that utilizing a connection coefficient (1.03) lower than the prescribed value (1.3) can still result in a favorable hysteretic performance. The effective length factor of the bracing member under double bolted gusset plate connections is estimated to be 0.79, which can provide valuable information for optimizing the brace design. Additionally, a method for predicting the fatigue life of test specimens is proposed. The fatigue performance and failure mode of the bracing members under bolted connections with clearances of 0t, -2t, -4t and -6t (where t represents the thickness of the gusset plate) are superior to those under welded connections.

Research on Hysteretic Behavior of FRP-Confined Concrete Core-Encased Rebar.

FRP-confined concrete core-encased rebar (FCCC-R) is a novel composite structure that has recently been proposed to effectively delay the buckling of ordinary rebar and enhance its mechanical properties by utilizing high-strength mortar or concrete and an FRP strip to confine the core. The purpose of this study was to study the hysteretic behavior of FCCC-R specimens under cyclic loading. Different cyclic loading systems were applied to the specimens and the resulting test data were analyzed and compared, in addition to revealing the mechanism of elongation and mechanical properties of the specimens under the different loading systems. Furthermore, finite-element simulation was performed for different FCCC-Rs using the ABAQUS software. The finite-element model was also used for the expansion parameter studies to analyze the effects of different influencing factors, including the different winding layers, winding angles of the GFRP strips, and the rebar-position eccentricity, on the hysteretic properties of FCCC-R. The test result indicates that FCCC-R exhibits superior hysteretic properties in terms of maximum compressive bearing capacity, maximum strain value, fracture stress, and envelope area of the hysteresis loop when compared to ordinary rebar. The hysteretic performance of FCCC-R increases as the slenderness ratio is increased from 10.9 to 24.5 and the constraint diameter is increased from 30 mm to 50 mm, respectively. Under the two cyclic loading systems, the elongation of the FCCC-R specimens is greater than that of ordinary rebar specimens with the same slenderness ratio. For different slenderness ratios, the range of maximum elongation improvement is about 10% to 25%, though there is still a large discrepancy compared to the elongation of ordinary rebar under monotonic tension. Despite the maximum compressive bearing capacity of FCCC-R is improved under cyclic loading, the internal rebars are more prone to buckling. The results of the finite-element simulation are in good agreement with the experimental results. According to the study of expansion parameters, it is found that the hysteretic properties of FCCC-R increase as the number of winding layers (one, three, and five layers) and winding angles (30°, 45°, and 60°) in the GFRP strips increase, while they decrease as the rebar-position eccentricity (0.15, 0.22, and 0.30) increases.