Precast Wall Research Articles

Research on manufacturing of precast concrete hollow wall panels using thermoelectric ASH and slag as replacements for natural aggregates

Precast concrete hollow wall panels have emerged as a compelling choice in the construction industry because of their lightweight characteristics, which effectively mitigate structural burdens, coupled with their commendable acoustic and thermal insulation properties. Additionally, their expedited construction process provides a significant advantage over labor-intensive brick wall alternatives. It is noteworthy that the production of these precast concrete panels heavily relies on the utilization of natural aggregates, a practice that has raised concerns, particularly in light of the progressively dwindling reserves of sand resources within our country. Concurrently, there is an escalating volume of ash slag emissions from coal-burning thermal power plants in Vietnam. Therefore, research endeavors aimed at exploring alternative materials, specifically the incorporation of thermal power ash and slag wastes into concrete production for the manufacturing of precast hollow wall panels, assume a dual significance—both from a scientific and practical perspective. These initiatives not only alleviate the strain on our natural aggregate resources but also offer a sustainable solution for managing thermal power wastes, thereby carrying substantial environmental and societal implications. This article presents empirical findings derived from a comprehensive investigation into the integration of thermoelectric ash and slag as substitutes for natural aggregates, encompassing replacement ratios ranging from 70% to 100%, within the production processes of precast concrete hollow wall panels, employing extrusion technology. The results unequivocally demonstrate that with a replacement rate of up to 100% of aggregates with thermoelectric ash and slag, the quality of wall panels using thermoelectric ash slag completely meets the technical requirements according to TCVN 11524:2016 "Wall panels hollow precast concrete using extrusion technology" for use in construction projects.

Analysis of structural behavior of thin wall façade using textile reinforced concrete

Recently, textile reinforced concrete has been increasingly used in the production of precast thin wall facade. This type of material has advantages such as lightweight and corrosion resistance. The purpose of this paper is to analyze the flexural behavior of thin wall panels using textile reinforced concrete through experimental and numerical simulation methods. The experimental study was conducted to determine the load capacity, stiffness, and failure mode of the wall panels. The numerical simulation study showed similar results to the experimental study. Therefore, the results demonstrate the potential of numerical simulation methods in the design of thin wall panels using textile reinforced concrete.

Seismic performance and deformation mechanism of precast single-face superposed shear wall

The application of single-face superposed (SFS) shear walls in high-rise residential buildings within seismic zones has attracted extensive attention in past years, but the seismic performance of SFS shear walls hasn't been well understood yet. This study presents the results of quasi-static cyclic tests on four precast SFS shear walls using different horizontal joints and one cast-in-place (CIP) shear wall. The main objective is to achieve a thorough knowledge of the deformation behavior and deformation mechanism of SFS shear walls by analyzing the experimental results describing the global and local deformation behaviors. In general, SFS shear walls behaved equivalently to or even slightly better than the CIP shear wall in terms of bearing capacities, ductility properties, stiffness degradations, and energy dissipation properties. However, unlike the flexure-shear-dominated deformation mode of the CIP shear wall, SFS shear walls were primarily dominated by rigid body rotation behavior and secondarily by flexural-shear deformation. Based on the experimental results, the significant influence of the strain development of vertical rebars, opening, and slip at the horizontal joint on the deformation behavior of SFS shear walls was discussed. It was found that the continuously increasing opening, the sequential yielding of vertical rebars, and the slip at the horizontal joint together led to the difference in deformation behavior between SFS shear walls and the CIP shear wall. Therefore, future work will investigate whether SFS shear walls could emulate well CIP shear walls if the severe deformation at the horizontal joint is greatly reduced.

Seismic performance and repairability of the locally prestressed precast concrete wall with out-of-plane corbels and dissipaters

The post-earthquake restoration of prestressed precast walls requires the renewal of post-tensioning (PT) tendons and dissipaters. This study introduces a Locally Prestressed precast concrete Wall with Out-of-plane corbels and dissipaters (LPWO) to allow for the easy replacement of the dissipaters and PT tendons. In the LPWO, PT tendons are anchored to the corbels located outside the plane of the wall panel, and the dissipaters are also positioned outside the wall plane. Cyclic-loading tests were performed to verify the feasibility of the LPWO and evaluate its seismic performance and repairability. The findings showed that the LPWO exhibited effectively controlled concrete damage and an excellent self-centering and energy-dissipating capability, even under successive loadings. The repair method by renewing the PT tendons for the LPWO was confirmed. Compared with the performances of prestressed precast walls with in-plane corbels and dissipaters, the LPWO exhibited comparable bearing capability and prestress losses. The out-of-plane dissipaters contributed less hysteretic energy dissipation and less influenced the self-centering capability than the in-plane dissipaters.

Seismic design and experimental testing of precast tolerance concrete shear wall subject to cyclic load

A precast tolerance concrete shear wall (PTCW) characterized by proper-length steel connectors is proposed to adjust the tolerance and improve the joint failure model of the precast wall. The design method for this wall is also presented in this study and verified by test results. Four full-scale walls, including two cast-in-situ walls (RCWs) and two precast walls (PCWs) with axial compression ratios of 0.2 and 0.3, respectively, were tested under lateral loading. The seismic behavior of the panels, including the failure modes, hysteretic behavior, strength envelope curves, stiffness degradation, energy dissipation, and steel strains, was analyzed and discussed herein. The test results showed that all four walls were in a flexural-shear failure mode, and the PCWs showed better performance in terms of hysteretic behavior, strength envelope, stiffness, and energy dissipation, particularly under an axial compression ratio of 0.3. Furthermore, the peak load of PCW1 (axial compression ratio is 0.2) and PCW2 (axial compression ratio is 0.3) increased by 5.93% and 15.51%, and the yield load increased by 12.1% and 11.39% compared with those of RCW1 (axial compression ratio of 0.2) and RCW2 (axial compression ratio of 0.3), respectively. The equivalent viscous damping coefficients of all four panels were higher than 0.05. The lateral bearing capacity of the walls increased with an increase in the axial compression ratio. Moreover, no visible damage or slippage was observed when the PCWs were demolished after testing. The main nonlinear strain was concentrated on the vertical bar and not on the connectors, indicating that the plastic hinge position was transferred from the joint interface to the wall panel. The results indicated that the use of steel connectors to strengthen the joints can achieve the seismic design concept of strong joints and weak members.

Experimental investigation on seismic behavior of the precast shear wall systems with different connection methods under the coupling action of axial tension and cyclic horizontal load

The grouting sleeve connection and lapped steel bars connection are widely used for the connection, while they often require skilled workers, concealed work, and high installation accuracy, and can be expensive and cause significant damage to horizontal construction joints under earthquakes or extreme winds. To address these issues, based on the lap-spliced connection, the angle steel connectors were installed on the precast shear walls and foundation beams to improve the shear resistance and connection performance of horizontal construction joints and reduce construction issues. In practice, shear walls in high-rise structures may experience the coupling action of axial tension and cyclic horizontal load under strong earthquakes or extreme winds, resulting in an unfavorable state of tension bending or tension shear coupling stress for the shear wall systems. As the height-width ratio of these structures increases, there is a significantly increased possibility of shear wall structures experiencing tension bending or tension shear. In this study, five shear walls with different connection methods were manufactured and tested under the coupling action of axial tension and cyclic horizontal load. And the results suggested that the shear resistance of precast concrete shear walls at the horizontal construction joint significantly influenced their seismic performance and concrete damage when subjected to axial tension and cyclic horizontal loads. The precast shear wall system that utilized lapped steel bars and angle steel connectors for connections exhibited the best seismic performance. Additionally, the continuous horizontal construction joint formed by integral prefabrication (containing the edge components) slightly reduced the seismic behavior of the novel precast shear wall system utilizing lapped steel bars and angle steel connectors. The new precast shear wall system utilizing angle steel connectors has the potential to be an effective means of providing seismic resistance in high-rise structures that are subjected to the coupling action of axial tension and cyclic horizontal load.

Full-scale experimental study on seismic performance of repaired precast shear walls

To improve the framework of seismic resilience assessment and design of precast concrete (PC) structures, and to contribute to the development of loss consequence functions for PC shear walls (PCSWs), a repair method for seismically damaged PCSWs using grouted sleeve connections was investigated and the seismic performance of repaired PCSWs (RPCSWs) was verified in this study. Specifically, full-scale experimental investigations were conducted involving a reinforced concrete shear wall (RCSW) as a counterpart and two RPCSWs, which were repaired based on two damaged PCSWs (one without grouting defects and the other with a 60% defect ratio) previously tested, aiming to identify the effect of grouting defects on the damage mode of PCSWs and the corresponding repair effect. Two specimens were repaired with reference to the concrete replacement method for the RCSW. The seismic performances of the RCSW, two RPCSWs, and PCSW without grouting defects were compared. Test results indicated that the damage evolution and failure modes of the RPCSWs were similar with those of the RCSW and PCSW without grouting defects. The relative differences in the loads and displacements of the critical points of the four specimens were generally less than 5.9%. Although the seismic performance of the PCSW with grouting defects was significantly different from those of the RCSW and PCSW without grouting defects, it was restored, thus verifying the reliability and versatility of the repair method. The research outcomes can provide important reference for the repair of seismically damaged PCSWs connected using grouted sleeves as well as lay a foundation for advancement of loss consequence functions for such shear walls.

Parametric study on lateral behavior of totally precast RC shear wall with horizontal bolted connection

Dry-type connections have gained considerable popularity worldwide due to their superior construction efficiency and quality. However, a significant drawback of most conventional dry-type connections is the direct embedding of connectors in the concrete wall panel, consequently causing stress concentration in the connections and leading to extensive spalling of concrete. This study introduces an innovative high-strength bolted connection as a solution to address the problem of stress concentration in concrete. To evaluate the seismic performance of the high-strength bolted connection, monotonic lateral loading tests were conducted. In this study, a finite element (FE) model was developed using ABAQUS software, and validated through experimental results. Furthermore, a parametric study was conducted using the FE model to assess the influence of several key design parameters on the lateral response and anti-slip capacity of the bolted connection in the precast shear wall. These parameters include bolt specifications, anti-slip coefficient, flange thickness of the H-connector, widths of the initial gap, axial compression ratio, and connection arrangement. The results indicate that the anti-slip capacity is not significantly influenced by the flange thickness of H-connectors and initial gap width, but it increases with an increase in bolt specification, slip coefficient, and axial compression ratio. Additionally, the ultimate bearing capacity of the precast shear wall remains unaffected by both the anti-slip coefficient and the initial gap width. Moreover, the high-stress area of the H-connector is concentrated at the ends. Finally, the design parameters are recommended according to the numerical analysis results.

Full-scale experimental study and mechanical model for beam-wall joints of prefabricated enclosure structure

Owing to long exposure to the urban environment, the construction technology of the enclosure structure is closely related to the urban low-carbon development. Shenzhen Metro has recently proposed a novel prefabricated enclosure structure and demonstrated its application. Among them, the mechanical properties of the beam-wall joint between precast diagram wall and precast beam are the core for the performance of the prefabricated enclosure structure. This study demonstrated foremost the application of prefabricated enclosure structure and its key joint mechanical model in Shenzhen Metro Phase V stations. First, this study conducted a full-scale bending experimental study on beam-wall joints and continuous joints. Second, the Joint Coordinating Contact Model (JCCM) of the beam-wall joint was proposed. Third, the model was validated and assessed by using the experiment data. The main conclusions include: (1) The beam-wall joint showed semi-rigid properties despite using reliable assembly. (2) The performance degradation of the beam-wall joint originated from the interface. The interface weak link changed the solid continuity of the joint. (3) With reasonable rebar splices (≥66%), the joint stiffness does not change substantially. However, the joint performance with too few rebar splice showed significant degradation (≤33%). (4) JCCM assessment suggested a rigid beam-wall joint by enlarging the joint height by 31.3% and using 44% rebar splice ratio. The research achievement provides a theoretical basis and application value for the assessment of beam-wall joints and the promotion of prefabricated enclosure structures.

Seismic behavior of steel reinforced precast concrete shear wall with replaceable energy dissipators

To improve the seismic performance of the precast shear walls, a steel-reinforced precast concrete shear wall with replaceable low-yield-point (LYP) steel energy dissipators (SPCE-Wall) was developed. The design approach and analytical model of SPCE-Wall which applied equivalent fiber elements to simulate the steel-reinforced precast concrete panel and fiber element to simulate the LYP steel were adopted in the study. After validating the analytical finite model, the seismic behavior of the SPCE-Wall and parametric study were performed in OpenSees. The results indicated that SPCE-Wall exhibits an enhanced bearing capacity, energy dissipation capability and initial lateral stiffness under monotonic and cyclic loading compared with the steel-reinforced concrete wall without energy dissipators. The relative energy dissipation ratio of the SPCE-Wall exceeds 0.125, which satisfies the ACI ITG T5.1 recommendation to avoid the long-term oscillation of the structure resulting from inadequate damping. Parametric study analysis shows that the bearing capacity of the SPCE-Wall is affected by the axial compression ratio, length of the wall panel and the steel area including channel steel, steel bars and LYP plates. And the displacement ductility of the wall is considerably influenced by several structural properties including axial compression ratio, length of the wall and diagonal angle steel.

Experimental Investigation of Precast Rocking Walls Incorporating Tension-Compression and Shear Steel Energy Dissipaters

To fully utilize the potential of earthquake-resistance capacity in rocking wall systems and improve repairability after earthquakes, a precast rocking wall structure is developed with the installation of multiple steel energy dissipaters, i.e., tension–compression and shear steel energy dissipaters. Quasistatic tests were carried out on three specimens to evaluate the seismic performance of the proposed system. A simulation investigation based on OpenSees was conducted to study the effects of the initial stress of strands and the main design parameters. The results indicated that the steel energy dissipaters suffer visible plastic deformation and exhibit excellent energy dissipation capacity. The proposed rocking wall structure presents excellent seismic behavior, satisfactory self-centering capacity, and repairability of the recovering function after an earthquake by replacing only the damaged energy dissipaters. Furthermore, the proposed system provides a new way to achieve the hierarchical energy dissipation mechanism of a structure.

A review on precast structural concrete walls and connections

Extreme events, with natural or manmade causes, such as floods, pandemics and wars, have recently brought the need to provide shelter and field hospitals in a very fast and affordable way. Prefabrication can play an relevant role in this context, by offering several advantages compared to on-site construction. The precast structural wall system is a paradigmatic example of how precast structural members can contribute to speed up construction and reduce costs. A new research project was defined to develop with the aim of delivering a new product, a precast structural concrete wall system, where the design of the wall itself and connections are key, keeping in mind not only the above requirements, but also the new demands created by the recent challenges of the construction sector. To reach this goal, first is necessary to survey the existing commercial solutions and developed by researchers and analyse the main scientific and technical documents about precast structural wall systems. Herein, a comprehensive review is presented, aiming at identifying the most relevant aspects regarding precast structural concrete walls and connections. The main advances made in the past and that are being developed in the present are also highlighted. The growing concerns of the prefabrication sector about durability and sustainability were identified as mandatory for new generation of products. To produce prefabricated solutions with less environmental impact is required, beyond the optimization related with cement consumption, connections that are easier to use, to maintain and that allow disassembly, for future deconstruction and reuse. So, innovative improvements are proposed, namely, dry connections and concrete composite walls to be addressed in future work, with the goal of correcting some of the drawbacks found in existing solutions.

Development and seismic performance of precast rocking walls with multiple steel energy dissipaters

To enhance the repairability of lateral force resisting systems after earthquakes, a novel precast rocking wall with multiple steel energy dissipaters (PRW-MED) was devised, and a hierarchical energy dissipation (HED) mechanism was proposed based on this structure. Three quasistatic tests were conducted on the rocking wall specimens to evaluate the seismic performance of the PRW-MED. Simulations of the experiment were carried out in OpenSees software, and the influences of several parameters on the performance of the PRW-MED were investigated. The results indicated that the structure possessed excellent self-centering and deformation capabilities; the multiple dissipaters contributed sufficient energy dissipation capacity to the structure, and the parameters of the steel panel dampers (SPDs) exhibited significant effects on the seismic performance of the structure. Meanwhile, the experiment proved that the application of multi dissipaters led to the proposed HED mechanism. The parametric analysis demonstrated that the design parameters including initial stress of strands, thickness of SPD, and width of SPD etc. contributed significantly to the seismic performance of PRW-MED.

Shaking table test of fully assembled precast concrete shear wall substructure with tooth groove connection and vertical reinforcement lapping in reserved hole

In this paper, an innovative fully assembled precast concrete shear wall structural system with tooth groove connection and vertical reinforcement lapping in reserved hole was proposed, and the constructional requirements and joint assembly process were elaborated in detail. Based on the similarity theory, a 1/2 scaled fully assembled precast shear wall substructure was designed and manufactured. The damage mode, dynamic characteristics, acceleration response, displacement response, seismic action response, inter-storey shear response and strain response of the fully assembled precast concrete shear wall substructure with tooth groove connection and vertical reinforcement lapping in reserved hole under the different earthquake excitations were comprehensively analyzed by shaking table test, and the connection performance and seismic performance of the substructure in high intensity areas were investigated. The research results showed that the cracks at the horizontal joint of the 1st floor were completely penetrated, accompanied by slight concrete spalling, the 1st floor shear wall perpendicular to the input direction of seismic excitation was slightly uplifted, and there was no obvious damage in other parts. Overall, the tooth groove connection and vertical reinforcement lapping in reserved hole was reliable. Besides, the dynamic characteristics and seismic response of the substructure were consistent with the three-stage test phenomena. The acceleration amplification factor, storey displacement, seismic action increased with the increase of the height of the substructure and the excitation of PGA. When the excitation of PGA = 0.638 g, the maximum inter-storey drift was 1/213, which was in line with the plastic limit of 1/120. On the whole, the integrity of the substructure remained good and there was no danger of collapse. Finally, a comprehensive seismic performance evaluation method suitable for fully assembled precast concrete shear wall substructure with tooth groove connection and vertical reinforcement lapping in reserved hole was proposed with inter-storey drift and damage index as quantitative indicators.

Experimental and numerical study on seismic performance of precast concrete hollow shear walls

Precast hollow shear wall structure is a new type of prefabricated shear wall structure. The wall of the structure is composed of precast hollow panels, cast-in-place boundary elements and cast-in-place vertical splice joints. The precast hollow panel is provided with vertical and horizontal holes, and concrete is poured at the construction site to form solid wall. Horizontally inserted reinforcement bars are arranged in the horizontal holes of the hollow panels, which are indirectly overlapped with the horizontally distributed reinforcement bars in the hollow panels to realize the connection of horizontal reinforced bars of adjacent hollow panels in the same story. In order to study the seismic performance of precast hollow shear wall, quasi-static tests were conducted on five hollow shear wall specimens with aspect ratio of 1.61 to 2.07. The experimental results showed that the specimens failed due to flexure-compression, which achieved the expected design target of “strong shear and weak bending”, and horizontal reinforcement indirectly connected by horizontal inserts could effectively resist horizontal shear force. The ultimate drift ratios of specimens ranged from 1.4% to 2.6%. The load-carrying capacity of the hollow shear wall could be calculated according to the formula for cast-in-place shear wall provided by the GB 50010–2010. Two kinds of connection between the hollow panels (direct splicing connection and cast-in-place vertical splicing connection) could make the hollow panels become a whole. The seismic performance of the hollow shear wall with precast boundary elements also met the requirements of the GB 50011–2010. Finally, the finite element model of shear wall specimen was established and verified using MSC.MARC software. On this basis, the impact of key parameters on the seismic performance of the precast hollow shear wall was studied. The results show that the axial load ratio and boundary longitudinal reinforcement ratio had great influence on the seismic performance, while the diameter of the steel bar inserted horizontally had little effect on the seismic performance of the precast hollow shear wall with higher aspect ratio.

Shear Performance of Large-Thickness Precast Shear Walls with Cast-in-Place Belts and Grouting Sleeves

Building industrialization has great significance for improving the efficiency of construction production, achieving the goal of energy saving and emission reduction, and promoting sustainable development. On the other hand, numerous thick wall structures with bulky dimensions and complex connection constructions have been applied into special engineering such as islands, tunnels, and deep sea projects. The precast structure is an open and complex system with a certain level of systematic risk for the whole life cycle. Moreover, structural mechanics and reliability, construction uncertainty, and resilience of precast thick wall structures still need to be revealed. For promoting the application of building industrialization to thick wall structures, nonlinear finite-element analyses on two types of large-thickness precast shear walls have been carried out based on original structural design specifications. The reinforcement connection configurations and the shear performance in terms of the load–displacement curve, lateral stiffness, ductility, energy dissipation capacity of shear walls with cast-in-place (CIP) belts, or grouting sleeves have been analyzed in detail. Numerical results show that the shear performance of two large-thickness precast shear walls is comparable to that of CIP walls. The relative error of the peak load is less than 10% for three specimens in flexural failure mode. The yield load of shear walls is relatively large and the stage between yield and failure is satisfactory. The shear performance of shear walls decreases slowly after reaching its peak value. Meanwhile, we have conducted the qualitative analysis of structural reliability for large-thickness precast shear walls in component production, quality inspection, wet work, and shear performance.

Review of recently constructed concrete wall-steel frame hybrid buildings

Around New Zealand there has been an increasing trend of ‘hybrid’ multi-storey buildings that combine reinforced concrete walls with structural steel framing systems. This study aims to characterise and understand this type of building, focusing on buildings constructed in Auckland and Christchurch from 2014 onwards. Drawings from a total of 50 buildings were reviewed, and their structural features were documented, including building use, building height, lateral load resisting system, ductility, wall configuration, wall construction method, steel framing system and suspended floor system. Meetings with structural engineers were conducted to validate the review findings and to further understand design principles and decisions that lead to these outcomes. A typology comprising five building types with distinct lateral load-resisting systems was proposed based on the building review. Results showed regional differences between Auckland and Christchurch, owing to building use and seismic hazard in the respective cities. Auckland buildings surveyed tended to be residential buildings five storeys or higher made of precast walls connected with steel beams. Christchurch buildings, on the other hand, were primarily commercial buildings three to seven storeys high with dual frame-wall systems. Structural connections between steel frames and concrete walls were also documented, showing that bolted connections with headed stud embedment were most common. The results can be used to identify critical aspects of these mixed structural systems for further investigation and to develop archetype building designs that can be used for modelling and testing.

Seismic Performance of Precast Short-Limb Shear Wall with the Bundled Connection at Different Axial Compression Ratios.

In order to investigate the seismic performance of a precast shear wall with a new bundled connection under a high axial compressive ratio, three full-scale precast short-limb shear walls and one full-scale cast-in-place short-limb shear wall were manufactured and loaded under cycling loading. The results show that the precast short-limb shear wall with a new bundled connection has a similar damage mode and crack evolution to the cast-in-place shear wall. Under the same axial compression ratio, the bearing capacity, ductility coefficient, stiffness, and energy dissipation capacity of the precast short-limb shear wall were better, and its seismic performance is related to the axial compression ratio, with the increase of the axial compression ratio. The embedded bellows can limit the cracking of the wall but have little effect on the bearing capacity and stiffness degradation performance. Furthermore, the bond between the vertical steel bars extending into the preformed holes and grouting materials was demonstrated to be reliable, thus ensuring the integrity of the precast specimens.

Testing of precast recycled aggregate concrete shear wall with pressed sleeve connection subjected to cyclic loading

AbstractThe pressed sleeve connection is a new type of connection technique reported in China recently. To explore the possibility of combining the advantages of pressed sleeve connections and recycled aggregate concrete (RAC) in precast concrete, the seismic performance of precast shear walls with pressed sleeves and recycled fine aggregate (RFA) concrete was investigated through a thorough experimental programme. A total of seven precast shear wall specimens and one cast‐in‐situ specimen were fabricated and tested under lateral cyclic loading, considering the effects of the aspect ratio, the axial compression ratio, and the RFA content. The failure modes, hysteretic behavior, bearing capacity, energy dissipation, stiffness and shear distortion of the specimens, as well as the strains of the steels, were reported and discussed. The test results demonstrated that the pressed sleeve connections were capable of transmitting both tensile and compressive forces between reinforcements, and the precast shear walls with pressed sleeve connections exhibited the same hysteresis behavior, strengths, ductility coefficient and energy dissipation capacity as the cast‐in‐situ counterpart. Moreover, the seismic behavior of the precast specimens with the RFA content of 30% was almost the same as those with natural aggregate concrete (NAC). The increase in the axial compression ratio and aspect ratio led to higher peak loads of the precast shear walls. Finally, existing design methods of ordinary reinforced concrete shear walls were evaluated for their application to the design of precast RFA concrete shear walls with pressed sleeves. Overall, the evaluation results revealed that the examined design methods offer generally accurate strength predictions for the proposed shear walls.

Soft omega joint for selective weakening of core walls in large precast commercial buildings

Commercial malls and similar large low-rise multi-storey building typologies are often constructed employing precast frame structures. Wall cores surrounding stairs and elevators often occupy a small area if compared to the frame area of large floors. Generally, these cores need to be decoupled from the frame structure, which is designated as the lateral load resisting system, given that, if rigidly connected to the frame, their high stiffness would draw seismic actions not compatible with their capacity or with economical/feasible foundation systems. The necessary core decoupling from the frame is hence generally made by horizontal structural joints of considerable width to avoid pounding, given the peculiar lateral flexibility of precast frame structures. However, these large joints are in reality highly complex, since they need to be compatible with internal finishes, pedestrian distribution and often fire compartmentation requirements. The present paper proposes an alternative to the use of decoupling frame-core joints consisting in deformable vertical joints made by omega-bent aluminum sheets and insulation strips to be inserted during production in the wall elements. The proposed omega-profiles, while avoiding the use of horizontal joints and keeping the fire compartmentation capacity of the core walls, selectively weaken the wall elements, lowering their stiffness and allowing for lateral deformation capacities compatible with that of frames. The mechanical behaviour of the proposed joint is assessed by lateral cyclic tests on full-scale wall panels with inner vertical voids surrounded by a solid frame connected with mechanical devices to the foundation beams. The comparison with the test results of a benchmark precast wall not provided with the proposed joints allows to quantify the enhanced flexibility and displacement capacity of the wall with omega joints and to interpret the role of the joints in modifying the resistance mechanism of the wall subjected to lateral loads. Moreover, the results of a non-linear numerical model based on an ideal joint behaviour allow to indirectly highlight the soft joint contribution to the wall behaviour under lateral load.