Horizontal Joints Research Articles

Experimental evaluation on the seismic behavior of precast concrete shear walls with slip-friction devices

An innovative precast concrete (PC) shear wall structure, with horizontal joints made by T-connectors and vertical joints employing slip-friction devices (SFDs) welded on steel columns, was recently proposed to be employed in regions of medium-high seismic hazard and preliminarily analyzed through tests. As a further research step, this paper presents the results of quasi-static cyclic tests carried out on two PC shear wall specimens simulating a construction modulus being characterized by different slip activation force of SFDs. Failure mode, hysteresis behavior, skeleton curve, energy dissipation capacity, stiffness and strength degradation were analyzed and compared with the results from another test on a control specimen of a cast-in-situ (CIS) equivalent shear wall. The experimental results demonstrate that the innovative PC shear wall specimens exhibited similar flexure-compression failure mode as the CIS shear wall specimen. However, the innovative PC shear walls showed potentially superior seismic behavior than the CIS shear wall in terms of bearing capacity, displacement capacity, ductility, energy dissipation and strength degradation. Increasing the activation force of SFDs had little influence on the lateral bearing capacity and energy dissipation capacity of the innovative PC shear walls, but the deformability and ductility increased slightly. Furthermore, simplified formulations were proposed to evaluate the lateral load-carrying capacity of PC wall specimens, and the calculation results agreed well with the experimental results.

Seismic behavior of a novel bolt-connected horizontal joint for precast RC wall panel structures: Experimental and numerical analysis

In this study, a novel connection consisting of high-strength bolts and connecting steel plates used for horizontal joints of fully precast RC wall panel structures was proposed. Four precast wall panels were jointed using the novel connection and tested under reversed cyclic load to investigate the seismic performance. Several variables, such as the spacing of the stirrups, the diameter of the bolts, the thickness of the steel plates, and the height-to-width ratio, were considered in the tests. Mechanical behaviors, including failure mode, hysteresis curve, strength, ductility, stiffness and energy dissipation capacity, were discussed through the comparison among the specimens. Test results show that: (1) All the four specimens failed at the two flange edges of the wall panels due to severe concrete crushing. Failure modes are bending failure; (2) Wall panel structures with bolt-connected joint had good integrity and mechanical behaviors including high carrying capacity, excellent ductility and comparable energy dissipation capacity. In addition, a finite element model was calibrated with the test results and then a series of parametric analyses were conducted. It is concluded that the bearing capacity of the bolt-connected wall panel gradually increases with the decrease of the stirrup spacing, the increasing thickness of connecting steel plate and the increasing number of high strength bolts. Specifications of stirrup spacing, connecting steel plate thickness and bolt number were recommended through the numerical analysis.

Modular Regulators of Water Level in Ditches of Subirrigation Systems

Economical management of water resources involves water management on a national scale, including river basins and catchment areas, as well as on the scale of drainage systems. One of the devices for controlling the outflow of groundwater from a network of ditches is a flow regulator. In this work, three flow regulators were studied for their water damming capacity in the drainage network and the adjacent ground with the aim of determining their hydraulic characteristics and operating conditions. The adjustment consisted of changing the closing height in order to obtain the required damming level in a ditch. All three tested regulators were characterized by the presence of effective flow Qe, the value of which was determined for different damming levels. Water leaks occurred mainly in places where the damming elements were embedded in vertical guides and, to a lesser extent, at the horizontal joints of successively placed beams. The impact of the overflow shape and the development of the crest line on the obtained flow rate increase was different for the tested S, U, and Z models. The expansion coefficient of the overflow crest equaled kr = 1.0 for the rectilinear S regulator, kr = 1.58 for the labyrinth U regulator, and kr = 1.74 for the compound Z regulator. For the S4 variant, the modular total flow factor reached kQ = 1.19 for the elevation of the upper water above the overflow H = 14.9 cm. The U2 variant was characterized by a modular flow coefficient of kQ = 1.48 for H = 10.7 cm. For the Z1 variant with a cylindrical corner shape, the modular flow coefficient value was kQ = 1.60 for H = 8.2 cm in elevation. For the Z2 variant with an angular corner shape, kQ = 1.63 for H = 8.4 cm.

Experimental Study on Seismic Behavior of PC Walls with Alveolar-Type Horizontal Joint under Pseudo-Static Loading.

There are many horizontal joints on precast concrete (PC) wall panel structures, which certainly has a significant impact on the seismic behavior of structures. This paper proposes a novel alveolar-type horizontal joint, which has advantages of convenient and rapid assembly. Six precast concrete wall specimens with alveolar-type joints were designed and constructed, and they were weakly connected by spliced rebars anchored into grouted sleeves to meet the requirements of structural performance. The pseudo-static loading tests on these specimens were conducted to investigate the effects of influencing factors, such as the axial compression ratio, the thickness of wall (interface contact area), and the addition of a vertical grouted sleeve connection at the horizontal joint, on the seismic performance of PC walls. Analyses and comparisons were conducted in terms of the cracking propagation pattern, failure modes, force–displacement hysteretic curves, skeleton curves, bearing capacity, ductility factors, and energy dissipation of PC walls. It was concluded that the axial compression ratio and adding grouted sleeve connection had a significant influence on the cracking mode of PC walls, whereas the impact of the wall thickness was slight. The shear capacity and energy dissipation capacity of specimen dramatically enhanced by increasing the axial compression ratio or adding grouted sleeve connection. The PC wall exhibits good ductility after adding the vertical grouted sleeve connection at a horizontal joint. However, the ductility factor increases firstly and then decreases in the enhancement of the axial compression ratio. The reduction in wall thickness has remarkable impacts on the shear strength and energy dissipation capacity of specimens, but the influences on ductility were not significant. The prediction method for calculating the shear capacity of PC walls with alveolar-type horizontal joints was proposed based on the experimental data, and these calculated results are in good agreement with the experimental results.

Experimental study on the joint bearing behavior of segmented tower structures subjected to normal and bending shear loads

AbstractThis article deals with the analysis and evaluation of the structural behavior of segmented tower constructions in large‐scale experimental investigations. For this purpose, a tower model with dry horizontal joints on a scale of approximately 1:10 is constructed and loaded. The objective of these large‐scale investigations is to determine the load‐bearing behavior of concrete segment towers subjected to normal force (external prestressing), bending, shear force and torsion and to derive more efficient and realistic design models. The transfer of shear stresses between individual segments is ensured by frictional resistance in the horizontal joints due to prestressing. The current design models are based on plane flange surfaces at the top and bottom of the segments as well as their ideal circular ring shape. This assumes a constant normal stress distribution for the compression connection. Within the large‐scale experimental tests, findings for uneven force distribution in the horizontal joints due to prestressing and shear bending were obtained, that have a significant impact on the design models. However, for the evaluation of the results and the projection onto the real construction components, the scale effects must be urgently taken into account.

Seismic performance of the ancient pagoda wall strengthened with GFRP bars embedded in the horizontal mortar joint under in-plane cyclic loading

The low strength and bonding of the mortar joints of the ancient pagoda wall result in the vulnerability to earthquake. To protect ancient pagodas under earthquakes, the seismic performances of the ancient pagoda wall strengthened with glass fiber reinforced plastic (GFRP) bars embedded in the horizontal mortar joint were studied. Six half-scale ancient pagoda wall specimens with semicircular arched openings, including two undamaged strengthened specimens, one severely damaged strengthened specimen, and three un-strengthened specimens, were tested under in-plane cyclic loading. The results indicated that the seismic performances of the strengthened specimens were effectively improved. Specifically, GFRP bars can effectively inhibit the generation of stepped cracks, and the failure modes of the strengthened specimens were changed from brittle shear failure to ductile shear failure. The shear bearing capacity of the strengthened specimens increased by 25% compared with the un-strengthened specimens. Moreover, the ultimate displacement, the energy dissipation capacity and the stiffness of the strengthened specimens were obviously increased. GFRP bars embedded in the horizontal mortar joint and glutinous rice mortar filled into mortar joint to strengthen the severely damaged specimen could effectively recover the seismic performance of the specimen. Furthermore, the calculation formulas of the shear bearing capacity of the strengthened ancient pagoda walls with semicircular arched openings were developed.

Effect of Horizontal and Vertical Joints on the behaviour of Large Panel Precast Concrete Walls. (Dept. C)

Effect of Horizontal and Vertical Joints on the behaviour of Large Panel Precast Concrete Walls. (Dept. C)

Effect of position of non-contact lap splices on in-plane force transmission performance of horizontal joints in precast concrete double-face superposed shear wall structures

In this study, the three-point bending beam test was used to investigate the in-plane force transmission performance of precast double-face superposed shear walls (DPCW) with horizontal joints. The effects of the net distance between the dowel steel bars and the inner side of the prefabricated wall panel (s = 0, 20, and 40 mm) and span-to-depth ratio (λ = 1.0, 1.6 and 2.2) on the failure modes, load-deflection curve, load-strain response, bearing capacity deformation performance, stiffness degradation, and relative displacement at the joints were evaluated. The results indicate that the post-cast and precast concrete interfaces influence the in-plane force transmission performance of the non-contact lap splices. The force transmission performance with a net distance of 20 mm is the best, compared to the net distances of 0 and 40 mm. Therefore, it is recommended to control the net distance between 15 and 30 mm in the actual engineering design and construction of the DPCW system. Considering the effect of λ, the results show that when the λ is relatively small, the shear force at the joints is mainly borne by the dowel steel bars, and its in-plane force transmission performance is close to that of the specimens without horizontal joints. However, with an increase in λ, the bending moment dominates at the joints. At this time, a non-contact lap splice can be simulated as a plane truss on the tensile side of the shear wall joint. The concrete between the dowel steel bar and distributed steel bar acts as an inclined strut to achieve non-contact force transmission of the lap splice.

An Experimental Study on Strength of Concrete Due To Cold Joints

In major infrastructure projects with huge concreting works, concreting works cannot be completed in a single day. Concreting works for infrastructures like major bridges, dams are done in intervals of days and weeks when concreting are done in large volume. It is not possible to complete mass concreting in a single day due to limitation of labor, unavailability of sufficient equipment, labor productivity and site conditions which leads to the formation cold joints. This study focuses primarily on by what means the strength of concrete is affected from cold joints formation and how the effect of such joints can be improved in the construction site. This study shows the variation of strength of concrete with various types of joints formed during placing of concrete. Compressive strength and Split tensile strength of concrete were observed during the test. It was found that the presence of joint reduced both the compressive strength and split tensile strength of concrete. The compressive strength of concrete was found to decrease by 22-25% in the case of cubes with joints while the split tensile strength decreased by 23%. The study also focused on the use of cement slurry (1:1) and chemical admixture on the cold joints and found that use of cement slurry reduced the loss in compressive strength by 30.80% in case of concrete with vertical joints and 13.82% in case of split tensile strength of cylinder. Chemical admixture also showed improvement in compressive strength by 21.50% and split tensile strength by 17.51%. However, improvement in compressive strength of concrete with horizontal joints with the use of chemical admixture or cement slurry didn’t show satisfactory results. This study recommends surface treatment of cold joints with cement slurry or chemical admixture when concreting in large volume to avoid the effects of cold joints.

Finite element modeling of UHPC slabs with dovetail joints and steel wire mesh using an innovative interfacial treating method

The joint between concrete prefabricated components is regarded as a key for structures. However, existing interfacial treatment methods in numerical simulation cannot model and predict the behavior of joint regions under various engineering conditions, leading to inaccurate results and time-consuming processes. As a continuation of the tests conducted previously, this paper presents an interface layer element method to simulate the interfacial behavior of joints between prefabricated ultra-high performance concrete (UHPC) slabs that adopt dovetail joints and steel wire mesh (SWM) techniques in numerical simulation. The models that adopt both the interface layer and the conventional treating method are established and validated by previous experimental results. The results show that the method proposed can precisely simulate the overall behavior and failure mechanism of the prefabricated UHPC slabs, where the differences are less than 5%. A precise numerical model is acquired in the case of a reduction coefficient of 20% and a frictional coefficient of 1.0 for properties of the interface layer. Parametric analyses are conducted followed by to evaluate the effect of joint forms, prestressing and reinforcement on bearing capacities of the UHPC prefabricated slabs. It reveals that the dovetail joints can improve the ultimate load of the slabs by a range from 12.4% to 17.7% in comparison with the slabs with horizontal joints. Besides, both prestressing and reinforcement can enhance the bearing capacity of slabs to some extent. The conclusions can be referred for related studies.

Experimental study on L-shaped precast concrete superposed shear walls under quasi-static cyclic loading with different axial compressive load ratios

This study experimentally investigates the seismic behavior of L-shaped precast superposed shear walls with cast-in-place boundary elements. Five full-scale L-shaped specimens were constructed and quasi-static cyclic loading applied to them. A new vertical joint connecting the superposed wall panels and a boundary element was designed. The influence of different vertical joints, boundary elements, and axial compressive load ratios on the seismic behavior of the L-shaped superposed shear wall were analyzed. The failure mode, strength, hysteresis feature, ductility, energy dissipation capacity, and stiffness degradation of each specimen were compared. The test results showed that the specimens with boundary columns exhibited a flexural failure characterized by concentrated crushing of the bottom of the free end of the webs, whereas the specimens with special boundary elements exhibited shear compression failure characterized by a principal inclined crack in the center of the webs. The vertical connecting longitudinal steel bars were effective in resisting load under the action of an earthquake, and the force transfer performance of the connecting reinforcement was reliable and stable. The transverse confinement at the free end of the specimens with special boundary elements ensured a stable bond stiffness to prevent the crack from opening at the horizontal joint. The increase in the axial compressive load ratio may lead to an increase in positive shear deformation. The story drift ratios of the L-shaped superposed shear walls with cast-in-place boundary columns and special boundary elements met the limit value requirements of the story drift ratio in Chinese code JGJ/ 3-2010. The seismic performance of L-shaped superposed shear walls with boundary columns was slightly lower than that of L-shaped cast-in-place shear walls. The seismic performance of L-shaped superposed shear walls with special boundary elements was significantly better than that of the reference cast-in-place shear walls. Furthermore, based on the characteristics of shear compression failure, a calculation formula for the shear bearing capacity of an L-shape precast concrete superposed shear wall was established, and the proposed equations were validated.

Structural grouting of load-bearing precast concrete elements: Issues and solutions

The purpose of this paper is to raise construction industry awareness regarding structural grouting of precast concrete projects in the United States. Incidents related to structural grouting have occurred with both precast concrete systems and other building systems. Designers, architects, owners, insurance carriers, and the construction industry in general are becoming increasingly aware of deficient grouting installation methods and verification procedures. Concerns include the timeliness of grout installation during the erection process, the lack of grout on some components of finished projects, and the poor quality of installed grout. These concerns pertain to horizontal connection joints of critical load-bearing elements between foundations and precast concrete columns and walls, stacked precast concrete columns, and stacked precast concrete walls. Current building codes and standards provide no requirements and limited guidance for the installation or special inspection of these critical horizontal joints. In an effort to address this gap in building codes and standards, as it specifically relates to precast concrete structural products, some precast concrete producers and erectors are implementing several strategies and new procedures, as noted and further developed in this paper.

Numerical Modeling on Dynamic Characteristics of Jointed Rock Masses Subjected to Repetitive Impact Loading

A discrete element method code was used to investigate the damage characteristics of jointed rock masses under repetitive impact loading. The Flat-Joint Contact Model (FJCM) in the two-dimensional particle flow code (PFC2D) was used to calibrate the microparameters that control the macroscopic behavior of the rock. The relationship between macro- and microparameters by a series of uniaxial direct tension and compression numerical tests based on an orthogonal experimental design method was obtained to calibrate the microparameters accurately. Then, the Synthetic Rock Mass (SRM) method that incorporates joints into the calibrated particle model was used to construct large-scale jointed rock mass specimens, and the repetitive drop hammer impact numerical tests on SRM specimens with different numbers of horizontal joints and dip angle joints were carried out to study the damage evolution, stress wave propagation, and energy dissipation characteristics. The results show that the greater the number of joints, the greater the number of cracks generated, the greater the degree of damage, and the more energy dissipated for rock masses with horizontal joints. The greater the dip angle of joints, the less the number of cracks generated, the less the degree of damage, and the less energy dissipated for rock masses with different dip angles of joints. The impact-induced stress waves will be reflected when they encounter preexisting joints in the process of propagation. When the reflected stress waves meet with subsequent stress waves, the stress waves will change from compressional waves to tensile waves, producing tensile damage inside rock masses.

Experimental-theoretical studies of hydrotechnical angular-type retaining walls

Relevance. Retaining walls are common structures that are part of waterworks. They have the characteristic features of hydraulic structures, such as large dimensions, low percentages of reinforcement (up to 1.0%), horizontal interblock joints. The listed features determine the nature of the work and the stress-strain state of the retaining walls. The main loads on the rear faces of the retaining walls are loads from the action of the backfill soil. The incomplete consideration of the design features and the nature of the loads action in the design of a number of retaining walls that are in the stage of long-term operation has caused the need to strengthen them. One of the reinforcement methods was to install reinforcement rods in drilled inclined holes in the zones of horizontal interblock joints. It was necessary to conduct experimental studies of reinforced concrete retaining walls under the action of various loads, in particular conside- ring the reinforcement by inclined rods. The aim of the experimental research was to study the effect of variable load on the stress-strain state of these structures, among others with due regard to inclined reinforcement installed in the zones of horizontal interblock joints. When solving the set tasks, proven experimental methods of researching reinforced concrete structures of hydrotechnical structures were used. Results. Experimental data from the study of models of retaining walls, including those with reinforcement by inclined reinforcement, at different locations of the resultant load on rear faces of models were obtained. An experimental substantiation of the reinforcement of reinforced concrete structures of retaining walls with an inclined reinforcement crossing horizontal construction joints has been carried out.

Stress-strain state of reinforced concrete structures of the LN-1 and LN-2 retaining walls of Zagorskaya PSPP taking into account the opening of interblock joints and the formation of secondary cracks

Relevance. The lower retaining walls of the water intake of the Zagorskaya PSPP perform the important function of protecting the pressure water conduits from the collapse of the soil massif. Two of them (LN-2 and LN-3) were reinforced with anchor rods. Considering the long period of operation (more than 25 years), certain deviations in the work during examinations and field observations were revealed. So, on the front face of the walls, extended horizontal cracks were recorded (opening of horizontal interblock joints and the emergence of secondary oblique cracks on the front surface of the walls). To carry out computational studies of the stress-strain state of the downstream retaining walls was required. The purpose of the work was to determine the stress-strain state of the lower retaining walls of the water intake of the Zagorskaya PSPP taking into account the opening of interblock joints and the formation of secondary oblique cracks. Methods. Computational studies of the stress-strain state of retaining walls were carried out within the framework of the method of numerical modeling of reinforced concrete structures of hydraulic structures based on finite element models. In finite element models, structural features of retaining walls were reproduced, including anchor rods, horizontal interblock joints, actual reinforcement, secondary oblique cracks. Results. The stress-strain state of the retaining walls was obtained. The stresses in the longitudinal and transverse reinforcement were determined, including when the structure was changed due to anchor rods. In horizontally transverse reinforcement, tensile stresses exceeding the yield point are recorded. It took the development of measures to strengthen the lower retaining walls.

The RC samples with infill walls strengthened with steel truss wires

Infilled walls are frequently used to create interior spaces in the reinforced concrete (RC) buildings and to provide heat and sound insulation. However, under earthquake loads, the infill walls resist the load and displacement demands that occur in and out-of-plane. Severe damages of masonry infill walls in many the reinforced concrete frames have been observed after the 2011 Turkey/Van-Ercis earthquake. It is aimed to strengthen the horizontal and vertical joints of the infill walls in order to increase the contribution of the infill wall to RC frame and to restrict the out-of-plane movement of the walls caused by the earthquake in the buildings. In this study, five RC frames used in the experimental works have been produced with various structural defects, 1/5 scale, two-story and one-bay. Two of these RC frames were filled with autoclaved aerated concrete blocks and brick wall. Other two samples were strengthened by adding truss elements to horizontal joints of infill walls. In order to determine the seismic contribution of these strengthening works, reference sample was tested as bare frame. All test samples were tested under reverse cyclic lateral loading and constant vertical loading. For the strengthened and non-strengthened samples with infill walls, the main damage occurred in the infill walls of the 1st storey at the experimental study. As a result, the sample with strengthened infill brick wall, and autoclaved aerated concrete block wall showed a significant increase in the lateral load-carrying capacities, initial stiffness, and the cumulative energy consumption capacity at the end of test.

An experimental study of the bond behavior of twisted steel bars embedded in mortar cylinders and in the joints of masonry wallettes

Among the different strengthening techniques available to reinforce masonry buildings, the near-surface mounted technique consists in inserting reinforcing elements of high-strength material in grooves realized by removing part of the mortar in the horizontal bed joints of a masonry wall. The present study deals with two experimental campaigns on pull-out tests conducted on twisted steel bars embedded concentrically in mortar cylinders and in the mortar bed joints of masonry wallettes as in in-situ applications. In order to compare the results between cylindrical and masonry specimens, the same bonded lengths are considered.

Influence of Menisci on Tibiofemoral Contact Mechanics in Human Knees: A Systematic Review.

Purpose: Menisci transfer axial loads, while increasing the load-bearing tibiofemoral contact area and decreasing tibiofemoral contact pressure (CP). Numerous clinical and experimental studies agree that an increased CP is one predominant indicator for post-traumatic osteoarthritis (PTOA) of the knee joint. However, due to the immense variability in experimental test setups and wide range of treatment possibilities in meniscus surgery, it is difficult to objectively assess their impact on the CP determination, which is clearly crucial for knee joint health. Therefore, the aim of this systematic review is to investigate the influence of different meniscal injuries and their associated surgical treatments on the CP. Secondly, the influence of different test setups on CP measurements is assessed. On the basis of these results, we established the basis for recommendations for future investigations with the aim to determine CPs under different meniscal states. Methods: This review was conducted in accordance with the PRISMA guidelines. Studies were identified through a systematic literature search in Cochrane, PubMed and Web of Science databases. Literature was searched through pre-defined keywords and medical subject headings. Results: This review indicates a significant increase of up to 235% in peak CP when comparing healthy joints and intact menisci with impaired knee joints, injured or resected menisci. In addition, different test setups were indicated to have major influences on CP: The variety of test setups ranged from standard material testing machines, including customized setups via horizontal and vertical knee joint simulators, through to robotic systems. Differences in applied axial knee joint loads ranged from 0 N up to 2,700 N and resulted unsurprisingly in significantly different peak CPs of between 0.1 and 12.06 MPa. Conclusion: It was shown that untreated traumatic meniscal tears result in an increased CP. Surgical repair intervention were able to restore the CP comparable to the healthy, native condition. Test setup differences and particularly axial joint loading variability also led to major CP differences. In conclusion, when focusing on CP measurements in the knee joint, transparent and traceable in vitro testing conditions are essential to allow researchers to make a direct comparison between future biomechanical investigations.

Nature of viruses and the radical change in viral taxonomy

A short report is devoted to the radical changes in the taxonomy of viruses. The metagenomic sequencing has revealed the presence of a vast variety of viruses in diverse environmental samples without any connections with banal parasitism, infectivity, or pathogenicity. The understanding of viruses has expanded beyond the original parasitic–pathogen model, and now virologists recognize the role of viruses in host regulation and the maintenance of natural ecosystems. Co-evolution of the viral and cellular genomes includes mutual horizontal gene transfer and joint development of new biological functions, such as the mechanism of phylogenesis and phylodynamics of coactants. The concepts of the origin of viruses and their relation to the Universal Tree of Life are formulated. In this regard, the International Committee on the Taxonomy of Viruses (ICTV) changed the previous Code of their classification hierarchy from five ranks to a fifteen-rank one, that emulates a Linnaean framework and accommodates the entire spectrum of genetic divergence in the virosphere. Changes in the rank hierarchy are based on the evolution of the recognition of virus taxa over time, from a traditional phenotype-based characterization process to a multistage process that includes comparative sequence analyses of conserved genes and proteins, including gene phylogeny, gene synteny and shared gene content. The ICTV, that oversees the official classification of viruses and nomenclature of taxa, accepts possible non-hierarchical classifications of viruses beyond taxonomic attribution. The above provisions are illustrated with schemes of chimeric polyphyletic origin of viruses and a new rank structure; the table gives examples of the modern classification of viruses that cause some socially significant infections.

Research on seismic performance of precast steel–concrete composite tube shear walls with horizontal joint

An innovative precast steel–concrete composite tube (SCCT) shear wall with horizontal joints is proposed, in which the horizontal joints are arranged in the middle of shear walls, the thin-walled steel tube, piercing bars and cover concrete provide restraint for the concrete inside the tube to improve the strength and deformation capacity of internal concrete, and the internal and outer concrete, piercing bars are used to avoid the out-of-plane deformation of the thin-walled steel tube. The experimental program was conducted on five full scale models of SCCT shear walls and one cast-in-situ RC shear wall (SW) subjected to cyclic loading. The results revealed that the precast SCCT shear walls with horizontal joints had high strength, stiffness, ductility and energy dissipation, verifying the reliability of the horizontal joints. Moreover, the horizontal joints had little impact on the overall seismic performance of the SCCT shear walls. In addition, two types of failure modes were observed in the SCCT shear walls, where type A was the ideal failure mode making full use of the steel materials and type B with the characteristics of brittle failure should be avoided. Based on the test results, an analytical model was established to calculate the normal section bearing capacity of the SCCT shear walls, and the proposed model was validated using the test results. Finally, finite element analysis (FEA) models of specimens were proposed based on a multilayer shell element, and a parameter study based on the proposed FEA model was conducted to investigate the influence of critical parameters on the mechanical performance of the SCCT shear walls.