Residual displacement, an important indicator of post-earthquake performance for reinforced concrete (RC) structures, is formed basically from the peak displacement to the final stop of the vibration with the degradation of the seismic action. In this process, the vibration amplitude of the structure gradually decreased with potential significant plastic deformation. However, existing hysteretic models for RC structures are usually proposed based on quasi-static test with traditional loading protocols, where the displacement amplitude gradually and symmetrically increases until reaching a peak value. This study focuses on the hysteretic behavior of RC columns under asymmetric and decreasing displacement amplitudes. Four RC columns were designed and tested with quasi-static experiments under the new loading protocols. From the results of the test, the initial reloading stiffness is found to gradually rise with decreasing amplitude, while the unloading stiffness remains constant except for extremely small displacement amplitudes; in addition, the hysteretic behavior is found highly dependent on the level of displacement asymmetry. An improved hysteretic model is proposed and coded in the OpenSees platform, based on the above findings for RC structures and the available IMK model. Through comparing with the experimental results, the proposed model shows superior performance over widely used Takeda and IMK models in reproducing the hysteretic behavior, particularly with regard to the quasi-static residual displacement (i.e., the displacement responses at loading force of zero). Additionally, the results of two shake table tests are selected for further illustration, where the proposed model outperforms the Takeda and IMK model as well in this situation in predicting dynamic residual displacement.

Fe-Mn damping steel exhibits excellent damping characteristics and mechanical properties, providing an innovative material solution for vibration and noise reduction in modern building structures. This study systematically investigates the flexural behaviour and acoustic performance of composite slabs incorporating closed Fe-Mn damping steel profiled sheets through four-point bending tests on four damping steel specimens and one Q355 conventional mild (CM) steel control specimen. Based on the experimental results, the typical failure modes were revealed and the effects of rib height, rib pitch, and concrete thickness on the flexural behaviour were examined. The test results were further compared with design methods in accordance with the current Chinese (JGJ 138-2016) and European (EN 1994-1-1) standards, demonstrating that the design provisions are conservatively safe and can be directly applied to the design of such damping steel composite slabs. In addition, acoustic measurements confirmed the superior noise reduction performance of the damping steel compared with CM steel. This research provides valuable reference for the engineering application of structural components that integrate load-bearing capacity with vibration and noise reduction functions.

This paper proposes a cross-layer cable-bracing system with displacement amplification damper (CCS-DAD). The CCS-DAD comprises cross-layer, cables routed through pulleys that transfer interstory drift to a lever-based displacement amplification damper, thereby increasing the damper's effective deformation and energy dissipation. The novelty of this study lies in the proposed cross-layer cable-pulley transmission and the coupled lever-based displacement amplification design, which together provide an efficient and practical means to increase damper stroke and energy dissipation. A simplified model of the CCS-DAD was established. The performance test of DAD was conducted, followed by shaking table test on two groups of models with different cable arrangement angles. Each group of tests included the following models: uncontrolled structure (US), conventional control system with viscous damper (CCS-VD), cross-two-layer cable-bracing system with viscous damper (C2CS-VD), cross-two-layer cable-bracing system with displacement amplification damper (C2CS-DAD), cross-three-layer cable-bracing system with viscous damper (C3CS-VD) and cross-three-layer cable-bracing system with displacement amplification damper (C3CS-DAD). A finite element simulation was conducted to verify the test results. The shaking table test results demonstrate that C3CS-DAD exhibits superior seismic performance due to the larger number of cross-layers, smaller cable arrangement angle. The C3CS-DAD achieved peak reduction rates of 54.15% for displacement and 61.52% for acceleration.

Numerical hysteretic curves computed by fiber models often exhibit abrupt turn in the reverse loading path and too plump hysteretic loops under large displacements, which have been proved to have significant influence on the estimation of post-earthquake residual displacement of reinforced concrete bridge piers. A parametric investigation into the relationship between the material responses and the hysteresis feature reveals that the abrupt turn in the reverse loading path results from the change of the stress state of concrete from tension to compression, while the overly full hysteretic loops result from the underestimation of unloading stiffness degradation caused by the accumulated plastic strain history in existing steel constitutive models. Based on the influence of material constitutive parameters on hysteretic behavior, this study proposes an updated concrete constitutive model that considers the inter-crack force-transfer mechanism, in which the form of the force-transfer path is determined based on the analysis of potential issues in the SITC material implemented in OpenSees. Meanwhile, by introducing a softening coefficient related to the maximum tensile strain into the Steel02 constitutive model, the expected thin hysteretic loops under large displacement conditions can be obtained. Validation based on quasi-static test results demonstrates that the updated fiber model can significantly improve the simulation of the entire hysteretic curve for reinforced concrete piers. Furthermore, shake-table test results and extensive seismic scenario analyses show that the updated model provide a better estimation of the post-earthquake residual displacement of reinforced bridge piers.

A novel fully prefabricated concrete frame (PCF) structure is proposed in this study, and its seismic performance is investigated through experimental and numerical analyses. A hoop panel is developed for the connection of the column-column joint to overcome the operational difficulty and grouting defect of the grouted sleeve (GS). The beam-column joint using the L-shaped rebar (LR) connection is semi-rigid, exhibiting favorable ductile performance and assembly efficiency. To investigate the performance of the novel PCF, three 1/2-scaled single-floor, single-bay PCF specimens, including a PCF specimen with the GS connection and two novel PCF specimens with different layouts of the LRs, were tested under cyclic loadings. Results showed that the specimens all suffered flexural failure accompanied by concrete crushing at the column bottom. Compared to the traditional PCF, the novel PCF specimens demonstrated a strength-ductility trade-off. While experiencing a 12.7%similar to 13.6% reduction in peak strength, the novel PCF displayed superior deformation capacity and ductile performance, with the ductility coefficients of 4.53 and 3.73. Afterwards, a numerical parametric study was conducted to gain deeper insights into the novel PCF. The numerical and test results showed great agreement, with the maximum error of peak strengths being less than 6.2%. The column reinforcement ratio (CRR), LRs, and the axial compression ratio impacted the seismic performance of the novel PCF significantly. Finally, the design method of critical members and the theoretical flexural strength of the novel PCF were provided. The analytical predictions showed satisfactory agreement with the numerical results, providing a practical framework for the design of the novel PCF.

Precast concrete (PC) structures have been prevalent in the civil engineering field in recent years, whereas the poor structural properties inhibit their applications. The employment of viscous dampers (VDs) is a practical method to improve the seismic performance of PC structures. In this study, a VD-reinforced PC frame structure that is fully connected by threaded sleeves (TS) is investigated thoroughly. The VD is installed in the frame by connecting walls, which are rigidly connected to the precast beams of the upper and lower floors. Two 1/2-scaled one-floor, one-bay PC frame specimens with and without a VD were subjected to quasi-dynamic cyclic loading tests with different loading frequencies. Test results revealed that the damped and undamped specimens exhibited similar shear failure modes, with concrete crushing emerging at the intersecting oblique cracks in the mid-height of the column. The velocity-dependent VD enhanced hysteretic behavior with increasing loading frequency. The damped specimen PCF-V displayed 95.8 % higher yield strength and 10.5 % greater ductility. Additionally, the cumulative energy dissipation and the maximum equivalent viscous damping ratio of specimen PCF-V were about 4.4 and 2.3 times those of specimen PCF, indicating that the VD could dissipate most of the seismic energy. To conclude, the VD behaves well in the TS-connected PC frame and can be regarded as a feasible solution to improve the seismic performance of the frame. Eventually, based on failure mechanism analyses, some strengthening measures, including arranging shear keys between the tenon surfaces, enhancing the stirrup layout, and using high-performance materials, were recommended to avoid the PC frame's shear failure and ensure the collaborative work of the VD and the PC frame.

Aluminum alloys are increasingly finding applications in various construction projects, particularly in significant public buildings, and their ductile fracture under extreme situations is worth noting. While many ductile fracture criteria have been developed for metals, their applicability to structural aluminum alloys has not been systematically investigated. This paper focuses on the ductile fracture criteria of aluminum alloys over a wide range of stress states. Experimental studies were conducted to demonstrate the significant effect of stress states on the fracture ductility of aluminum alloys (6061-T6, 6082-T6, and 6063-T5). Through a finite element unit cell-based micromechanics analysis, the influence laws of stress triaxiality and Lode angle on ductile fracture are elucidated, and a modified fracture criterion (Modified Johnson-Bai) is proposed. Subsequently, the prediction accuracy of two classical fracture criteria and the modified criterion is systematically discussed. The modified fracture criterion exhibits the highest accuracy with an acceptable number of fracture parameters to be calibrated, indicating its sufficient flexibility and operability in fracture prediction of structural aluminum alloys. Finally, a parameter calibration procedure applicable to commonly used thin-walled members was established and validated by a group of newly designed specimens, providing a reliable framework for predicting fracture in structural applications involving aluminum alloys.

This study focuses on a reasonable lateral isolation system for a typical long-span single-tower cable-stayed bridge with a significantly asymmetric span arrangement that is particularly suitable for mountainous areas. Based on the Jinsha River Bridge, the significant structural asymmetry and its effects on structural seismic responses were analyzed. The significantly asymmetric characteristics could result in complex dynamic behavior in seismic conditions and the lateral seismic responses of the structure are governed by multiple modes. A multilinear model composed of an ideal elastoplastic element and a multilinear elastic element was used to simulate different hysteresis, and a parametric analysis was conducted to investigate the appropriate damping hysteresis for the lateral seismic isolation of such a bridge. It shows that the inverted S-shaped hysteresis has relatively smaller secant stiffness and could help to balance the great difference in the lateral stiffness of the tower/piers. Thus, the inverted S-shaped hysteresis could lead to more efficient damping effects and less base shear forces of the tower/piers. A correlation between the reasonable yield forces of the dampers in the lateral isolation system, determined through an influence matrix-based method, and the shear forces of the corresponding bearings in the lateral fixed system was also observed. Moreover, the influence of geological conditions including different terrain and site conditions on the reasonable lateral isolation system was further investigated. It suggests to use dampers at all tower/pier locations when the side span crosses a steep valley slope, while a lateral isolation system without using dampers at the auxiliary piers could be employed when the side span crosses a gentle valley slope. Soft sites require larger damper yield forces and cause greater seismic responses compared to hard sites.

Despite the wide application of aluminum alloy reticulated shells with gusset joints in various construction projects, limited research has focused on incorporating joint failure into structural analysis, which is crucial for accurately predicting the ultimate state of the structure. Within the framework of Eurocodes 3 and 9, this study develops a modified component method (MCM) based on the widely accepted four-linear model, to investigate the full-range mechanical behavior of gusset joints under axial force and bending moment, encompassing elastic, plastic, and postultimate responses, along with their failure modes. Subsequently, the MCM-based joint model is integrated into finite element analysis, proposing a modified component method-based numerical framework. The analytical framework includes the constitutive models of the connection components and the methods for implementing the analysis in commercial numerical software. Finally, the comparison of the MCM-based analytical results with the experimental results revealed that the proposed MCM can predict the full-range behavior of gusset joints with considerable accuracy, exhibiting significant improvement over the four-linear model, particularly in capturing post-ultimate behaviors and failure modes. The MCM-based numerical analysis framework holds great potential for enhancing the accuracy of structural analysis and providing a deeper understanding of structural behavior and failure modes.

The hollow precast coupled shear wall (HPCSW) system with structural sleeve connections offers advantages of lightweight, thermal insulation, and high assembly efficiency, whereas its application remains scarce in high seismic areas due to the lack of understanding regarding its seismic performance. Based on previous experimental studies, a numerical parametric investigation is further conducted to comprehensively understand the seismic performance of HPCSW under cyclic loadings. Finite element (FE) models of the HPCSW joint were established based on the combined model of the fresh-hardened concrete interface and the strength degradation model of the reinforcing bar. The FE results showed good agreement with the experimental results in prior studies in terms of failure mode, load-displacement curve, strength, deformation, initial stiffness, and accumulative energy dissipation. Afterwards, the influences of the shear span ratio (SR), beam reinforcement ratio (BR), and the concrete filling length (Hf) on the seismic performance of the HPCSW joint were elaborately assessed. Results showed that the HPCSW joint displayed good ductility coefficients (>4) and energy dissipation capacities as the SR exceeded 2.00 or the BR was lower than the reinforcement ratio of the boundary member. However, placing hollow cores in the coupling beam middle is incapable of notably affecting the seismic performance of the HPCSW joint. Based on FE results, some recommendations are given to achieve the optimum design of the HPCSW structure. Finally, a simplified method for the strength prediction of the HPCSW joint was provided, displaying a sufficient safety reserve.

ObjectiveTraditional composite slabs require protruding reinforcement bars in the prefabricated base plate during production to ensure the integrity of the interface between joints and beam-panel connections. However, these protruding bars hinder the handling and stacking of components, adversely affecting on-site construction and component quality. Therefore, this study proposes a construction method for composite slabs with an L-shaped rabbet that eliminates the need for protruding reinforcement bars.MethodsThis study conducted static loading tests on six full-scale floor slab specimens with end beams to investigate the effect of the L-shaped rabbet end design method on the integrity of beam-panel connections and the bearing capacity of composite slabs. The specimens consisted of three composite slabs with L-shaped rabbets (design method one), two traditional composite slabs, and one cast-in-place solid slab with the same dimensions. The L-shaped rabbet composite slabs served as the experimental group, while the remaining slabs were designed traditionally and served as control groups 1 and 2, respectively. The study compared the load-bearing capacity and crack resistance of the new slabs. The loading was applied by stacking weights, with each weight block weighing 1 ton (900 kg). Each floor slab accommodated up to nine weight blocks in a single layer. The loading sequence followed a centrally symmetrical pattern to ensure even stress distribution during testing. The measurement parameters during the test included: 1) the number of weight blocks applied; 2) vertical displacement at the mid-span and on the upper part of beams, and horizontal displacement at the lower part of beams; 3) strain of reinforcing bars under stress; and 4) crack width at the mid-span and at the interface between the slab and beams. Strain gauges were attached to the reinforcing bars on the upper and lower surfaces of the composite slabs. Displacement meters were installed at the slab ends, mid-span, along the beam edges, and at the top. Crack depth and width were observed using a crack depth-width gauge under various loading conditions. Instruments such as strain acquisition devices, high-precision displacement meters, and crack observation tools were utilized to collect data from critical areas of the specimens. These included strain on L-shaped reinforcement at the ends, strain on protruding reinforcement at the ends of traditional composite slabs, deflection at the mid-span of composite slabs, and crack widths and spacings at the mid-span. These data provided a detailed basis for analyzing the overall performance of the floor slabs and the local performance of steel and concrete components.Results and DiscussionsUpon analyzing the experimental results, the study evaluated the number, spacing, and width of mid-span cracks, as well as the width of end cracks, as observation indicators. The crack development process in each group of slabs was similar. Cracks initially appeared at the locations of maximum bending moments at the slab ends and mid-span. As the load increased, both the number and width of mid-span cracks increased continuously, with smaller crack spacing and transversely extending cracks, exhibiting typical flexural failure characteristics. Regarding the number of cracks, the new slabs had an average of 13.3 mid-span cracks, close to the 14 cracks observed in traditional slabs. In terms of crack spacing, the average spacing for the new slabs was 10.96 cm compared to 9.275 cm for the traditional slabs, indicating a small difference. This finding indicated that, compared to traditional slabs, the new end construction did not reduce the bearing capacity at the mid-span. Regarding crack width at the slab ends, under a uniformly distributed load of 27.9 kN/m2, the end crack width at each sampling point indicated that the new slabs exhibited similar crack widths to traditional slabs and performed significantly better than the cast-in-place slabs. This similarity was evident from the crack width data and the consistent changes in the curve slopes between the two slab types, confirming that the L-shaped rabbet end design provided comparable overall integrity at the beam-panel connections to that of the traditional protruding reinforcement method in composite slabs. Regarding deflection, the mid-span deflection was considered the representative value. The development of deflection in the new slabs was similar to that of the traditional slabs. The rate of deflection increase in the new slabs was slightly lower than that in traditional slabs, and the deflection at the limit state of bearing capacity was also lower, while the cast-in-place slab demonstrated the lowest stiffness. Based on a comprehensive analysis of deflection and cracking behavior, the end construction with L-shaped reinforcement did not significantly affect the bending stiffness at the mid-span of composite slabs. Regarding strain, similar to traditional reinforcement, the L-shaped reinforcement experienced minimal compressive stress during normal use, particularly before concrete cracking, and contributed little to the bending capacity at the member ends. As the height of the compressed zone decreased, the L-shaped reinforcement at the ends began to bear tensile stress. In the later stages of loading, both the L-shaped reinforcement in the new slabs and the protruding reinforcement in traditional slabs yielded, fully utilizing the load-bearing capacity of the reinforcement. The design of the L-shaped rabbet compensated for the potential reduction in bond strength caused by the shorter length of the L-shaped reinforcement.ConclusionsThe width and distribution of end cracks in the new slabs are highly similar to those in traditional slabs and significantly better than those in cast-in-place slabs using the L-shaped rabbet during the loading process. This finding indicates that the L-shaped end design method provides sufficient reliability in beam-panel connections. The L-shaped bend restricts relative slippage between the reinforcement and the concrete, ensuring a stable connection between the slab end and the main beam. It compensates for the potentially low bond strength caused by the shorter length of the L-shaped reinforcement, enhancing structural safety. The load-bearing capacity of the new slabs did not significantly decrease and was equivalent or nearly equivalent to that of traditional protruding reinforcement composite slabs, satisfying the requirements for normal service limit state and ultimate limit state conditions. This preliminary validation confirms the feasibility of the L-shaped rabbet design for composite slabs without protruding reinforcement at the ends.

The promotion of prefabricated concrete structures in high-seismic regions faces challenges in balancing complexity, connection reliability, and construction ease. This study proposes a fully prefabricated concrete frame with a semi-rigid seismic isolation system, including corbel-notch beam-column joints, hoop-shaped steel sleeve column-column joints, and prefabricated isolation bases. Two joint configurations - single rebar connection (PCF-1) and double-row rebar connection (PCF-2) - were tested. Both show good energy dissipation, ductility, and strength, with PCF-2 performing better (maximum damping ratio of 30.13%). The prefabricated frame reduces acceleration, drift, and base shear compared to traditional frames, demonstrating superior seismic performance.

Utilizing viscous dampers (VDs) is a feasible solution for improving the seismic performance of prefabricated concrete (PC) frames and has been successfully implemented in numerous reinforced concrete (RC) frame structures. However, the structural behavior differences between the VD-reinforced PC and RC frames remain unclear, due to the limited research in this area. In this paper, two VD-reinforced concrete frame specimens were produced by using RC and PC techniques, respectively, and subjected to dynamic reversed cyclic tests to contrastively explore their structural characteristics. The PC specimen demonstrated similar performance to the RC specimen overall. The main difference between the two specimens lay in the column bottom failure mode, where the RC column bottom was extensively damaged, while the PC damage was mainly concentrated at the base layer. Additionally, the unidirectional loading capacity of the PC specimen was slightly smaller than that of the RC specimen, which could be attributed to the sliding of grouting sleeves. These findings can provide valuable support for the possible further application of VD devices in PC frames.

The compressor can improve the performance of proton exchange membrane fuel cell (PEMFC) system, but excessive parasitic power can actually have a counterproductive effect. PEMFC system also faces the issue of plateau environmental adaptability. This paper experimentally verifies the energy recovery effect of the expander and explores the system performance in plateau environment. In plain environment, with a rated stack power of 162.2 kW, the application of the expander decreases the air compressor power from 18.7 kW to 13.2 kW, and increases the system efficiency from 44.5 % to 46.5 %. Based on simulation model, further research is conducted on plateau environment. PEMFC system can operate under rated conditions below an altitude of 3000 m. At an altitude of 0-3000 m, the compressor power increases from 18.1 kW to 24.9 kW, and the system efficiency reduces from 44.8 % to 42.5 %. By applying the expander, the air compressor power reduces to 16.8 kW, and system efficiency increases to 45.1 %. The working boundary of the compressor limits the operating load and altitude of PEMFC system. The expander can achieve better energy recovery effect in high current density and plateau environment. In future, the expander will be an indispensable part of high-power PEMFC system.

ABSTRACT Crystalline matters with periodically arranged atoms found wide applications in modern science and technology. To facilitate the design of new materials and the advancement of existing ones, accurate and efficient models without relying too much on known inputs for predicting the functionalities are essential. Here, we propose an analytical approach for such a purpose, with only the knowledge of the structural chemistry of crystals. Based on the electrostatic interaction between periodically arranged atoms, the 1st, 2nd and 3rd derivatives of interatomic potential, respectively, enable a prediction of ten kinds in total of mechanical, acoustical and thermal properties. Over a thousand measurements are collected from ∼500 literatures, this results in the symmetric mean percentage error (SMPE) within ±25% and the symmetric mean absolute percentage error (SMAPE) ranging from 22%∼74% across all properties predicted, which further enables a revelation of bond characteristics as the most important but implicit origin for functionalities.

Considering the nonlinear coupling effects among subsystems, the autoparametric instability mechanism of framed structures with multiple systems under dynamic loading remains unclear. In this work, an efficient numerical method is developed for analyzing the dynamic stability of autoparametric systems. By introducing the dynamic axial force transmission coefficient to address the harmonic balance principle of the nonhomogeneous Mathieu–Hill equation controlling structural motion, we subsequently derived the stability boundary equations for general frame structures. A comprehensive parameter analysis, including additional mass, static loads, elastic modulus, and structural damping, of the dynamic stability of framed structures is conducted using an L-shaped frame model under two loading conditions, one considering coupling effects and the other neglecting them. Specifically, the presented finite element model and developed numerical method are validated by the existing autoparametric resonance experimental results and the authoritative work of energy-growth exponent. Furthermore, the study reveals that autoparametric interaction mechanisms can lead to the appearance of a second peak in the dynamic instability region of framed structures, controlled by the vibrational characteristics of the primary system. A comparative analysis of the two loading conditions indicates that the low-excitation instability regions of practical framed structures should be denser and more complex due to the bimodal phenomenon, which further broadens the distribution of the dynamic instability region within the frequency range of environmental loading. The proposed insights emphasize the importance of considering autoparametric interaction mechanisms in evaluating the dynamic stability of framed structures with multiple systems, as current research often overlooks the corresponding coupled vibration characteristics.

This study examines the characteristics of the variable geometry turbocharger (VGT) and assesses its impact on the PEMFC system. Experiments are conducted on a standard air supply system to determine the parameters of each component and a mathematical model of the air supply system is constructed. Simulations are conducted to evaluate the impacts of the VGT on the PEMFC system. The results show that a fixed nozzle opening operates efficiently only within a limited current range. Inadequate control of the nozzle opening can impede the compressor ' s operation at low current levels, leading to increased parasitic power. Nevertheless, when the opening is properly controlled, the VGT reduces parasitic power by an average of 15%. Under rated power conditions, the VGT system increases the output power from 152.2 kW to 156.8 kW and enhances system efficiency from 44% to 45.4%. In summary, the VGT effectively reduces parasitic power.

A lightweight and compact structural solution for mechanical shock suppression in spacecraft, such as the hold-down and release apparatus of satellites, is a critical and thorny issue. In this work, a ring-shaped structure is introduced to isolate mechanical waves within cylindrical shells. The underlying mechanism is that the ring-shaped structure undergoes different forms of deformation to counteract different modes of incident waves. A subwavelength Mn-Cu alloy ring is designed as a shock wave barrier in a typical spacecraft hold-down and release apparatus structure with multimodal wave excitation. We experimentally reveal that the Mn-Cu alloy ring reduces the peak value of the acceleration frequency response by 53.4% within a wide frequency range from 1 to 10 kHz. Meanwhile, in the time domain, the instantaneous acceleration peak can be weakened by 37.9%. This work provides a new strategy for shock control of shell structures in aerospace engineering and related fields.

The auto-parametric resonance of a continuous-beam bridge model subjected to a two-point periodic excitation is experimentally and numerically investigated in this study. An auto-parametric resonance experiment of the test model is conducted to observe and measure the auto-parametric resonance of a continuous beam under a two-point excitation on columns. The parametric vibration equation is established for the test model using the finite-element method. The auto-parametric resonance stability of the structure is analyzed by using Newmark’s method and the energy-growth exponent method. The effects of the phase difference of the two-point excitation on the stability boundaries of auto-parametric resonance are studied for the test model. Compared with the experiment, the numerical instability predictions of auto-parametric resonance are consistent with the test phenomena, and the numerical stability boundaries of auto-parametric resonance agree with the experimental ones. For a continuous beam bridge, when the ratio of multipoint excitation frequency (applied to the columns) to natural frequency of the continuous girder is approximately equal to 2, the continuous beam may undergo a strong auto-parametric resonance. Combined with the present experiment and analysis, a hypothesis of Volgograd Bridge’s serpentine vibration is discussed.

Precast structures have become increasingly popular in recent years. However, the low seismic capacity of prefabricated structures is still a fraught issue in high seismic intensity regions. This paper aims to improve the structural seismic capacity of a precast concrete frame by employing a viscous damper. Two precast concrete frame specimens, with and without viscous dampers (PCFV and PCF), were produced and subjected to dynamic reversed cyclic loading tests. The experimental results showed that the viscous damper could improve the dynamic bearing capacity of the frames.