Seismic Performance Test Research Articles

In-Plane Mechanical Properties Test of Prefabricated Composite Wall with Light Steel and Tailings Microcrystalline Foamed Plate

The tailings microcrystalline foamed plate (TMF plate), produced from industrial waste tailings, has limited research regarding its use in high-performance building walls. Its brittleness under stress poses challenges. To improve its mechanical properties, a prefabricated light steel-tailings microcrystalline foamed plate composite wall (LS-TMF composite wall) has been proposed. This LS-TMF composite wall system integrates assembly, sustainability, insulation, and decorative functions, making it a promising market option. To study the in-plane performance of the composite wall, compression and seismic performance tests were conducted. The findings indicate that the light steel keel, steel bar, and TMF plate in the composite wall demonstrated good working performance. Strengthening the TMF plate enhanced the restraint on the light steel keel and improved the composite wall’s compressive performance. Increasing the thickness of the light steel keel further improved the compressive stability. Under horizontal cyclic loading, failure occurred at the light steel keel embedding location. Increasing the strength of the TMF plate was beneficial for the seismic performance of the composite wall. This structural configuration—incorporating light steel keels, TMF plates, and fly ash blocks—enhanced thermal insulation and significantly improved in-plane stress performance. However, the splicing plate structure adversely affected the seismic performance of the composite wall.

Erratum for “Full-Scale Seismic Performance Testing of a Predamaged Two-Story Traditional Timber Frame on a Slope Reinforced Using Viscoelastic Dampers”

Erratum for “Full-Scale Seismic Performance Testing of a Predamaged Two-Story Traditional Timber Frame on a Slope Reinforced Using Viscoelastic Dampers”

Seismic Performance Tests of Prefabricated Shear Walls Connected with Cone-Sleeve Locking of Vertical Steel Bars

Seismic Performance Tests of Prefabricated Shear Walls Connected with Cone-Sleeve Locking of Vertical Steel Bars

Advanced cyclic constitutive model and parameter calibration method for austenitic stainless steel

Austenitic stainless steel is recognized for its potential in improving structural seismic resistance due to its exceptional ductility. This study seeks to analyse the material characteristics and cyclic constitutive model of austenitic stainless steel under cyclic loading using a combination of experiments and numerical studies. The primary goal is to enhance the precision of numerical simulations predicting the seismic performance of stainless steel and to minimize the costs associated with calibrating the parameters of the cyclic constitutive model. By conducting cyclic loading experiments on stainless steel with different plate thicknesses, the hysteresis curves under different loading protocols were obtained. The loading protocol significantly influences the cyclic hardening behaviour of stainless steel. To calibrate material parameters in the Chaboche model more effectively, a new parameter calibration method based on genetic algorithm optimization is proposed. Additionally, a method is proposed to calibrate the material parameters of the Hu model by utilizing the monotonic tensile stress-strain curve of austenitic stainless steel, which provides a new material model option for the numerical simulation of stainless steel seismic performance. The applicability of the Chaboche model and the Hu model in numerical simulations of stainless steel members is then verified and compared using existing seismic performance test results. The findings indicate that the Hu model offers more accurate numerical simulations of cyclic loading on austenitic stainless steel members compared to the Chaboche model.

Shaking table tests on concrete blocks anchored at the bottom of hydrogen storage vessels considering field installation conditions

ABSTRACT In this study, a scale model was created based on field investigation and design standards to evaluate the structural safety of a vertical hydrogen storage vessel stored in gas and liquid form during an earthquake, and a shaking table test was performed. Through testing, it was recognized that fixed anchors were also vulnerable to earthquakes, and additional seismic performance tests were conducted. In Set 1, where gas was stored, no damaged areas were observed during the maximum input seismic motion (EQ 200 %). In Set 2, where liquid was stored, cracks began to appear between the concrete block and the foundation at EQ 100 %, corresponding to the seismic design standard, and progressed to complete destruction at EQ 150 %. Cracks between the concrete block and the foundation led to a decrease in resonant frequency, accompanied by an amplification in acceleration. A reduction in resonant frequency by more than 15 % is anticipated to result in severe damage to the substructure, indicating a potential for brittle failure due to concrete damage prior to anchor failure. The anchors exhibited residual loads of over 80 % of the design load on average, confirming the use of anchors meeting seismic performance requirements.

Seismic Performance Tests of Prefabricated Concrete Frames with Embedded Composite Lightweight Aggregate Partition Wall Panels

Seismic Performance Tests of Prefabricated Concrete Frames with Embedded Composite Lightweight Aggregate Partition Wall Panels

Full-Scale Seismic Performance Testing of a Predamaged Two-Story Traditional Timber Frame on a Slope Reinforced Using Viscoelastic Dampers

Full-Scale Seismic Performance Testing of a Predamaged Two-Story Traditional Timber Frame on a Slope Reinforced Using Viscoelastic Dampers

Working mechanism evaluations of full-scale joints with bolted-cover plate connection for modular steel buildings

The force-reliability of the modular structural joints is crucial for ensuring the structural integrity of modular steel buildings. However, the welds connecting the beam and column within the module are susceptible to tear during seismic events. This mode of failure greatly undermines the ability of these joints to withstand seismic forces. Four full-scale modular structural joints with bolted-cover plate connection were designed and conducted for seismic performance testing, emphasizing the significance of methods such as reinforcing diagonal braces and strengthening flanges on the protective effect of beam–column welds in the module. The simplified modular structural joint and frame finite element model were proposed based on experimental data, refined finite element modeling, and theoretical analysis. The findings suggest that the seismic behavior of the modular structural joint remains unaffected by variations in axial compression ratio within the designed range of parameters. The beam–column weld of the module in the reinforced joint exhibits almost no weld tearing, and both strengthening methods demonstrate exceptional capacity for energy dissipation. The proposed simplified modeling method facilitates the efficient determination of the modular structural joint bearing capacity and the lateral stiffness of the modular frame. The research findings presented in this paper can serve as a valuable reference point for the engineering design of modular steel structures.

Seismic performance test of bolted U-shaped steel assembled shear wall

A new type of assembled shear wall with energy dissipation and seismic damping function was proposed for the damage mechanism and weak points of typical assembled shear wall structures under strong earthquake effects. Using a combination of model tests and numerical simulations, four new assembled shear wall specimens with a scaling ratio of 1:1.54 and a shear-to-span ratio of 1.52 were designed and fabricated. The corresponding seismic performance tests were carried out. The effects of the number of bolts, axial compression ratio and longitudinal reinforcement ratio of edge members on the damage mode, hysteresis performance, bearing capacity, deformation performance, stiffness degradation and energy dissipation capacity of the specimens were systematically analyzed. The test results show that the damage mode of each specimen is basically the same as that of the common shear wall with the same shear-to-span ratio, which is bending-shear type damage However, the new assembled shear wall has more excellent hysteresis performance and energy dissipation capacity. Friction between the steel plates of the horizontal joints consumes a lot of energy and further inhibits wall damage. The energy dissipation value at the point of destruction of the wall is significantly higher than that of ordinary cast-in-place wall. The energy consumption value of the specimen PFSW is about 6 times that of a cast-in-place wall. When the number of bolts decreases, hysteresis performance decreases and wall deformation increases. The decrease of axial pressure ratio or longitudinal reinforcement ratio of edge members leads to the decrease of bearing capacity and increase of ultimate displacement of shear wall. Finally, the finite element model of the corresponding specimens was established by ABAQUS software. The simulation results were in good agreement with the test results, which indicated the correctness of the proposed model. And it can be applied to the analysis of new assembled shear walls.

Experimental and numerical study on the seismic behavior of groove grouting precast concrete shear walls with different joint types

A groove grouting precast concrete shear wall (GGPCSW) subjected to seismic performance tests was explored in this research. Four full-scale specimens were designed for use in quasi-static experiments. These specimens included three GGPCSWs with different joint types (i.e., a horizontal joint, a vertical joint, and a combination of horizontal and vertical joints) and one reference cast-in-place reinforced concrete shear wall (CIPRCSW). The failure modes, failure process, hysteresis curves, bearing capacity, stiffness degradation, and ductility of the GGPCSWs were clarified. The experimental results revealed that all shear wall specimens failed in the flexural-shear failure mode. The crack distribution, load capacity, energy consumption, and stiffness degradation of the GGPCSW with a horizontal joint were found to be basically the same as those of the CIPRCSW before the displacement angle reached 1/100. The positive load capacity of the GGPCSW with a vertical joint was 22.5% greater than that of the CIPRCSW under the same conditions. It is noteworthy that the peak load of the GGPCSW with a combination of horizontal and vertical joints was basically the same as that of the GGPCSW with a vertical joint, while the ultimate displacement was 14% less than that of the GGPCSW with a horizontal joint. Furthermore, the GGPCSWs demonstrated a comparable level of ductility to the CIPRCSW, meeting the necessary deformability criteria. Finally, a series of numerical analyses were completed to investigate the skeleton curves, the distribution of the concrete damage, and the stress distribution of the steel bars. The findings were basically consistent with the test results, and further parametric investigations of GGPCSWs were performed.

Experimental and numerical investigations of a novel parallel double-stage crawler-track-shaped shear damper

In this study, a novel parallel double-stage crawler-track-shaped shear damper (PDCSD) was developed, which is fabricated using thin-walled steel plates. An asynchronized double-stage working mechanism was achieved based on the parallel energy dissipation (inner and outer crawler-track-shaped steel plates), restraining (upper and lower restraining plates), and load transfer (outer and inner blockers with initial clearance) systems. Accordingly, theoretical equations for the skeleton curve of the PDCSD and the design load for the load transfer system were proposed. The double-stage working mechanism and performance of the PDCSD were verified based on full-scale seismic and fatigue performance tests. Subsequently, based on refined finite element analyze, the working mechanism of the PDCSD was revealed and the theoretical equations were validated. A simplified model of the PDCSD with an emphasize on the hysteretic behavior was conclusively recommended and validated against the test and simulation results obtained from the refined numerical models, providing an accurate and efficient approach for the seismic response control of structures equipped with PDCSDs.

Study on seismic performance test and calculation method of recycled steel fiber reinforced concrete shear wall

SummaryRecycled steel wire is taken from used tires, and by procedures like mechanical cutting and friction treatment, it can be converted into industrial recycled steel fiber that meets precise criteria. Such green fiber may effectively limit the growth of fractures in concrete and diffuse the fracture energy of concrete when incorporated into concrete. An investigation of the effects of materials and horizontal reinforcement spacing on the seismic performance of shear wall specimens is presented in this research. The test and numerical simulation findings indicate that the RSFRC (recycled steel fiber reinforced concrete) shear wall's fracture is substantially narrower than that of a conventional shear wall and that the shear carrying capacity and deformation ductility of the shear wall have been greatly enhanced. The energy dissipation capacity of the RSFRC shear wall specimen with varying horizontal reinforcement spacing is significantly enhanced when compared to the conventional shear wall, and the ultimate displacements are reduced. RSFRC shear wall specimen has higher stiffness in the early stage, and the overall stiffness decreases slowly. With the decrease of fiber volume fraction of RSFRC shear wall in a certain range, the shear bearing capacity and stiffness of the model will decrease slightly, but the ductility will increase significantly. Compared with the RSFRC shear wall with fiber aspect ratio of 40 and 25, the bearing capacity and ductility of the two are close, but the RSFRC shear wall with low aspect ratio is slightly insufficient. When the axial compression ratio is in the range of 0.2–0.4, the horizontal shear capacity of RSFRC shear wall increases with the increase of vertical load, but the maximum horizontal displacement becomes smaller, and the model is damaged by compression. Using theoretical calculation, this work also creates the simplified calculation method and restoring force model for the bearing capacity of the diagonal section of RSFRC shear wall. The observed findings correspond well with the test hysteresis curve and may serve as a benchmark for future study. This study provides a new research direction for the seismic performance of RSFRC structures, as well as a solid theoretical foundation and promotion for future research.

Numerical simulation methods for reinforced concrete columns considering parameter stochasticity

Reinforced concrete column specimens with the same parameters often show differences in bearing capacity and deformation under the same loading path. Most of the existing studies attribute the causes to recording instrumentation errors or randomness in material and bond dimensions, but the method to improve the accuracy of numerical simulation of the reinforced concrete components is still unclear. For a given member, the randomness of material and geometry is an important cause of simulation error, which should be taken into account to improve the simulation accuracy. A weighted least squares estimation (WLS) method is used to fuse the test samples of reinforced concrete member section sizes, reinforcement and concrete with confidence factors as weights. The probability distribution functions of reinforced concrete member section sizes, reinforcement and concrete are calculated by a genetic algorithm method. Based on the existing seismic performance test data of reinforced concrete columns, a stochastic finite element model of reinforced concrete columns is developed for seismic performance analysis using Monte Carlo method through a mixture of two software programs, MATLAB and OpenSees. The numerical seismic performance indexes of eight types of reinforced concrete columns were compared with the test results to verify the importance of introducing stochastic parameters into the model. The results demonstrate the simulation accuracy of the finite element model considering parameter randomness is 88% higher than that of the finite element model without considering parameter randomness, which proves the effectiveness of the numerical simulation method for reinforced concrete columns considering parameter randomness.

Seismic behavior of RC columns under high active confinement force

AbstractThis paper details the invention of a tensioning and anchoring device based on the “wedge‐cutting effect” that can tension and anchor multi‐layer carbon fiber reinforced polymer (CFRP) fabric. To achieve a high active confinement effect on an RC column, the device is characterized by its capability to lift the applied prestress to the greatest extent and minimize prestress loss. All eight RC columns with identical structural dimensions were designed and fabricated, including three unstrengthened and five strengthened columns. The seismic performance test and finite element simulation were conducted under a low cyclic reciprocating load. The test parameters include active confinement force and axial compression ratio, with active confinement force varying as a function of the number of layers of CFRP fabric. The results indicate that the seismic performance of RC columns with high active confinement can be significantly improved. Under a high axial compression ratio, the maximum displacement ductility coefficient and ultimate drift ratio of specimens strengthened with four layers of prestressed CFRP fabrics can increase by 87% and 152%, respectively, while the energy consumption can increase by 4.3 times. Additionally, the ultimate horizontal bearing capacity can be raised by 41%. The seismic performance of strengthened columns increases with the increase of active confinement, particularly under high axial compression. The finite element model is in good accord with the experiment. With an increase in active confinement force, the properties of confined concrete and CFRP are utilized to a greater extent, and more energy is dissipated by the opening and closing of numerous micro cracks.

Research on the resilience model of a new prefabricated shear wall structure

Based on high-strength bolts, steel plates and other components to achieve the advantages of prefabricated shear wall assembly connection “dry connection” operation advantages, a new type of assembled shear wall with friction energy consumption function was proposed. Using a combination of model tests and numerical simulations, three shear wall specimens with a scaling ratio of 1:1.54 were designed and the corresponding seismic performance tests were carried out. The effects of axial compression ratio and longitudinal reinforcement rate of edge members on the damage mode, hysteresis performance, load carrying capacity, deformation performance, stiffness degradation and energy dissipation capacity of specimens are systematically analyzed. The test results showed that the final failure modes of the three specimens were similar, which was the bending-shear failure from the development of the oblique cracks in the wall to the concrete spalling in the compression zone; The reduction of the axial compression ratio or the reinforcement rate of the longitudinal reinforcement of the edge members will lead to the reduction of the bearing capacity of the shear wall and the increase of the ultimate displacement has a negative impact on the seismic performance of the new assembled shear wall, which is manifested by the weakening of the hysteresis performance and the reduction of the ultimate bearing capacity. Combined with the finite element simulation results, the five-fold skeleton model and restoring force model of the new assembled shear wall were established, and then the calculation formulae of unloading stiffness and loading stiffness of the hysteresis curve were obtained by regression fitting. The restoring force model proposed in this paper is in good agreement with the test results, which can provide a reference for the elastic–plastic seismic response analysis of the new fabricated shear wall structure.

Seismic performance test research on a new type of replaceable energy-consuming joint column

This study proposed a new type of fully-precast reinforced concrete column-column joint, a replaceable energy-consuming joint (RECJ), which was composed of tenons and replaceable energy-dissipating connecting plates. The joint's seismic behavior and failure mechanism were investigated using quasi-static tests on two RECJ-connecting precast columns, one cast-in situ column, and one repaired RECJ-connecting precast column. The results showed that the damage and destruction of RECJ-connecting specimens were mainly concentrated on the connecting steel plates, while the other parts were basically elastic, showing a compression-bending failure mode. The hysteresis curves of RECJ-connecting specimens were fully shuttle-shaped. Meanwhile, energy dissipation, ductility, and stiffness degradation performance of these specimens were significantly better than those of the monolithic concrete comparison column. At the same time, the specimen with a longer tenon exhibited better overall seismic performance than that with a shorter tenon, while having the same initial stiffness and bearing capacity as the cast-in situ column. The seismic performance of the repaired long-tenon RECJ-connecting specimen with connecting plates replaced was not significantly decreased compared with original specimen, which demonstrated that RECJ had fine repairability. The relevant parameters were optimized through finite element simulation (FEM). Finally, based on test results, the shear capacity equation of RECJ was deduced according to the force equilibrium of an isolated body in the joint area and the accuracy of the equation verified.

Application of Green Pollution-Free Materials in Environmental Art Design

This work analyzes the fundamental mechanical characteristics of straw concrete by measuring the water content, cubic compressive strength, and axial compressive strength in order to conform to the trend of the double-carbon age and achieve the recycling of green renewable resources. The optimal mix ratio is provided by the wall seismic performance test. Numerous tests were conducted in order to study the impacts of straw on existing wall materials, the outcomes of straw on wall materials, and the effects of straw and fly ash on wall materials when these two substances interact. In this study, segments of maize stalks with greater yields were chosen. The findings demonstrate that as fiber content rises, friction and tension between the concrete and the matrix increase, as does the ultimate strain in the concrete’s tensile zone, as well as the concrete’s bearing capacity, ductility, and flexural and tensile qualities. The impacts of straw on brand-new wall materials, the effects of fly ash on wall materials, and the effects of straw and fly ash on wall materials when the two interact were investigated based on several trials. Straw fly ash concrete exhibits compressive solid performance qualities and is lightweight when used as a wall material. Materials that are environmentally friendly and pollution-free are affordable, easily promoted, and offer significant practical value for the whole society’s pursuit of sustainable development objectives.

Seismic Performance Test of Concrete Column Reinforced with EPFT

Seismic Performance Test of Concrete Column Reinforced with EPFT

Seismic Performance Test of Multi-ply Metal Bellow-Type Expansion Joints

Seismic Performance Test of Multi-ply Metal Bellow-Type Expansion Joints

3D Finite Element Analysis of Seismic Response of Rigid Pile Composite Foundation with Microprobe Group.

In order to study the seismic performance of the rigid pile composite foundation, a three-dimensional finite element analysis of the seismic response of the rigid pile composite foundation with microprobe group was proposed. The three-dimensional finite element method is used to analyze the dynamic response law of pile group rigid pile composite foundation under the action of the earthquake, especially the internal force response of the pile body. It is worth noting that when the internal force response of pile decreases significantly, the maximum internal force of the whole pile is also significantly smaller than the maximum internal force of pile foundation. However, when the pile body is located on a layered foundation and the modulus of adjacent soil layers differs greatly, the earthquake action will cause the pile body to generate a large internal force. The seismic performance of the rigid pile composite foundation is feasible, and it can be extended and applied to the similar seismic performance test of other composite foundations.