High-rise Building Structures Research Articles

The application of high performance in our lives

This paper provides an overview of high-performance concrete (HPC), including its definition, behavior, development,design criteria, innovative structural application examples, prospects, challenges, and limitations. HPC is a special typeof concrete with higher strength, durability, and other properties than conventional concrete. Several factors, such asshrinkage properties, thermal properties, flexibility, and durability, influence HPC behavior. Design criteria for HPCinclude High strength design, water-cement ratio, temperature resistance, and other design properties. Over the years,HPC has evolved to meet the growing demand for high-performance structures, such as using recycled aggregates inHPC, developing self-compacting concrete (SCC), and developing ultra-high performance concrete (UHPC). Innovativestructural applications of HPC include the application of HPC in precast components, high-rise building structures, etc.The future of HPC is promising as it is continuously developed and optimized for various applications. However, thereare still some challenges and limitations to overcome, such as high production costs, maintenance work requirements,difficulty mixing, and so on. This paper provides valuable insights for engineers, architects, and researchers interested indesigning and constructing HPC structures.

Experimental and numerical study on post-ultimate ductile performance of multi-celled concrete-filled steel tubular walls

As a novel steel-concrete composite wall, the multi-celled concrete-filled steel tubular wall (MCFSTW) has been applied in a substantial number of mid- and high-rise building structures due to its excellent in-plane lateral resistance, sufficient out-of-plane stability capacity, good bearing capacity and convenience in construction. In this paper, six groups of single-cellular members of MCFSTW were tested under axial compression to investigate the post-ultimate ductile performance of MCFSTW. In the process of analyzing experimental data, residual strength and ductility indexes were used to quantify the post-ultimate performance of MCFSTW. It was found that as the width-to-thickness ratio increased, the residual strength and ductility indexes decreased. Then, a refined finite element (FE) model for MCFSTW was established by using the software Abaqus. After comparing the results obtained from the refined FE model with the experimental results in this paper and other literature, the validated FE model was used to further investigate the effect of changing different parameters (concrete strength, steel properties and sectional dimensions) on the post-ultimate ductile performance of MCFSTW. After detailed analysis, the ductility and residual resistance indexes of MCFSTW were found to be linearly correlated with the confinement coefficient. Finally, the prediction formulas of residual resistance and ductility indexes were proposed and they can be used in engineering practice.

Study and Application of Steel and Composite Walls with Corrugated Steel Plates in China

Steel and composite walls with corrugated steel plates have found their wide application in China due to their excellent structural performance. Extensive research has been conducted over the past few decades to investigate their behavior and load-bearing capacity. This paper summarized numerous experimental and numerical studies on the corrugated steel plate shear walls (CSPSWs), double corrugated steel plate shear walls (DCSPSWs), and concrete-infilled double steel corrugated-plate walls (CDSCWs). First, the load-bearing mechanism and design methods of CSPSWs and DCSPSWs under monotonic and horizontal cyclic loads were elucidated. Subsequently, this paper elaborates the load-bearing capacity and corresponding design methods including the sectional strength capacity, the overall stability, and the wall panel stability of CDSCWs under axial compression, compressive-bending combination, and compressive-bending-shear combination. The proposed design methods of CSPSWs, DCSPSWs, and CDSCWs have successfully implemented in practical high-rise building structures and some of them have been adopted by the Chinese engineering construction standards T/CECS 290 and T/CECS 624.

DIAGNOSIS OF USEFUL USEFULNESS OF BUILDING STRUCTURES AS A PREREQUISITE FOR CONTINUING THEIR LIFE CYCLE

Normative documents regulate the periodic inspection of buildings and structures or their parts in order to establish their technical condition at the time of the inspection to ensure further reliable and safe operation. The result of the inspection is a technical report with conclusions and recommendations on methods of eliminating the identified defects or structure damages.Usually, during the preliminary visual inspection of the building structures the presence of damage defects is established and the need for additional special inspections with the use of special equipment.To detect structural defects in the form of inhomogeneity of the material, reducing its strength, cavities and cracks in the structures, reinforcement parameters (diameter, pitch, thickness of the protective layer), etc. use mechanical, acoustic, magnetic, radiation, electric, electromagnetic, visual etc. methods. The article presents the features of each method and devices that are commonly used in Ukraine and abroad (their principles of operation, features of use and capabilities).. Methods for determining the humidity of concrete are given. Examples of using digital portable microscope and mini camcorder. Modern methods of inspection of structures of highrise buildings and structures for detection of defects and damages are analysed.Experience of inspections of building structures shows that during inspections it is necessary to pay attention to even the smallest damages and to consider action of all possible factors. After all, a wellperformed survey will allow you to choose the right and rationally justified methods of repair and restoration work.

High-performance isolation systems with rate-independent linear damping for seismic protection of high-rise buildings

There is currently growing concern within the earthquake engineering community regarding the potential for base-isolated structures to experience significant responses during extreme earthquakes. This concern is primarily driven by the observation that induced ground motions can contain influential long-period components, which may exacerbate the structural response. Supplementing damping using conventional damping devices contributed to a significant reduction in the responses whereas perhaps compromises the effects of base isolation itself when subjected to more frequently occurring short-period ground motions, particularly for base-isolated high-rise building structure. The present study employs rate-independent linear damping (RILD) to control the seismic response of high-rise building structures subjected to both short- and long-period ground motions. RILD is a damping mechanism that exerts a control force that is independent of the vibration frequency under harmonic deformation. This method is implemented in conjunction with isolators to achieve the desired control objectives. For passive realization of RILD, both the Maxwell-negative-stiffness (MNS) and modified tuned Maxwell–Wiechert (MTMW) models were considered. A regression technique is presented in this study to optimally design the properties of the MTMW model, and a recursive formulation is developed to conduct structural response history analyses efficiently. The proposed method for seismic protection of high-rise structures was demonstrated using a 20-story benchmark building structure as the analytical model. This approach serves to illustrate the advantages of the proposed method in a practical context. Both short- and long-period ground motions are used for examining the performance of rate-independent damping models incorporated into base-isolated high-rise structures. The findings suggest that the combined isolation systems, in conjunction with rate-independent linear damping (RILD), offer significantly enhanced protection against conventional short-period ground motions, without sacrificing performance during long-period ground motions. Compared to commonly utilized isolation systems, this approach demonstrates superior performance in safeguarding high-rise structures.

Design Optimization of a Hybrid Vibration Control System for Buildings

Control of high-rise structures under seismic excitations was investigated using a passive hybrid control system consisting of a base-isolation (BI) subsystem and a passive tuned liquid column damper (TLCD) system. Both of the systems were optimized considering using the other system in the same structure. An optimization method was developed, and a computer code was written based on dynamic analysis of the structure and metaheuristic optimization methods. Within the scope of the study, a general solution was found by using many earthquake records during the optimization process. Moreover, one of the most suitable and successful metaheuristic algorithms was used in this study. In addition, numerical simulations were performed on a benchmark high-rise building structure to investigate the effectiveness of the optimized hybrid control system in controlling the seismic response of the building. The performance of the base-isolated TLCD-controlled structure was examined when the TLCD was placed on the base floor by using a set of 44 recorded ground motions as base excitations. Based on the results obtained from this study, the use of a base-isolation subsystem decoupling the superstructure from the ground motions by lowering the structure’s fundamental natural frequency reduces the structural responses of the building in most cases. The responses of the base-isolation subsystem were not too large since the parameters of the BI subsystem were optimized specifically for the investigated structure. Nevertheless, displacements of BI might exceed the maximum limit to undesirable values in some cases. The TLCD system appears to be quite effective in protecting the base-isolation subsystem by reducing its displacements to the maximum allowable limit or below when attached to it. Moreover, the proposed passive hybrid control system can effectively reduce the structural responses under seismic excitations.

Numerical study of impact of façade ribs on the wind field and wind force of high-rise building under atmospheric boundary layer flow

Façade appurtenances are found to be able to improve the aerodynamic performance of tall building. In present paper, impact of façade ribs on the flow structure and wind force of high-rise building are evaluated through LES approach under atmospheric boundary layer flow. It is found that horizontal ribs can significantly increase the size of wake vortex and suppress the near-wall vertical flow. Vertical ribs obviously affect the flow separation due to the introduction of local recirculation, which induces a narrow shear layer and near wake. Combination of horizontal and vertical rib can together affect the flow structure. All arranged ribs could alleviate the fluctuating wind near the sidewall. The change of wind filed will alter the wind pressure distribution and overall wind force. Horizontal ribs slightly reduce the mean wind pressure on sidewall. Vertical ribs clearly decrease the mean leeward suction. Facade ribs with different arrangement significantly reduce fluctuating wind pressure on the lateral and leeward wall. All models with ribs have smaller wind force than that of reference model, the maximum reduction ratio of drag and lift reach 26% and 47%, respectively.

A nonlinear fibre beam-column model for partially encased composite columns incorporating local buckling effect

Partially encased composite (PEC) columns are being widely used as vertical load carrying members in high-rise building structures. The complex structural behaviour of PEC columns at ultimate and failure states, related to local buckling of steel section and confinement effect of concrete, has posed significant difficulties and computational costs for accurate analysis of these members. To address this issue, this paper presents a nonlinear fibre beam-column (FBC) model for efficient and accurate analysis of PEC columns. A 2D Euler-Bernoulli beam element based on geometrically exact beam theory is employed, which has fibre cross sections accounting for the material nonlinearity of steel and concrete. A generalised effective width method (GEWM) is developed and integrated in the FBC model to simulate the stress redistribution in the steel section due to the progression of local and post-local buckling. Numerical examples demonstrate that the proposed FBC model can reasonably predict the behaviour of short PEC columns under concentric and eccentric compression, as well as the global buckling behaviour of long PEC columns. The computational cost of the proposed FBC model is considerably lower than that of 3D finite element analysis. The numerical examples also show that the incorporation of the local buckling effect (GEWM) leads to decreases in the ultimate and post-peak loads predicted by the FBC model. The effect of local buckling becomes insignificant for long PEC columns with length-to-depth ratios greater than 15.

Diagrid Core-tube Structure Seismic Performance Based on Equivalent Stiffness Ratio of Inner and Outer Tubes

To study the relationship between the stiffness ratio of the inner and outer tube of the diagrid core-tube structure of high-rise buildings and the redistribution of the storey shear force, the structural ductility, overstrength factor and the seismic performance, a total of 12 kinds of diagrid core-tube structures of equivalent stiffness ratios were established at 71°, 77° and 80° diagonal angles. Based on the static pushover analysis method, combined with the principle of capacity spectrum and demand spectrum, the characteristics and laws of the position change of the weak layer, the redistribution of the storey shear force, the shear lag effect of the bottom compression flange and the overall ductility of the structure are analyzed under the action of the frequent earthquake (70 gal), fortification earthquake (200 gal), rare earthquake (400 gal), extremely rare earthquake (510 gal) and huge earthquake (620 gal). The results show that under different earthquake actions, there is an obvious redistribution of floor shear force in the diagrid core-tube structure, and the storey shear coefficient decreases with the increase of earthquake level and equivalent stiffness ratio. The diagonal angle is the main factor affecting the location of the weak floor and the shear lag effect. The shear lag effect of the structure increases with the increase of the seismic fortification level. The structural ductility with a diagonal angle of 77° is generally optimal. When the equivalent stiffness ratio is 0.64, the structural ductility reaches the optimal value of 1.46, which is 1.1 times that of 71° and 80° diagonal angles. In the structure with the same diagonal angle, the overstrength factor increases with the increase of the equivalent stiffness ratio.

Method for identification of sinusoidal signal parameters with variable unknown amplitude

A new method proposed for identifying the parameters of sinusoidal signal with unknown variable amplitude. The problem of estimating the parameters of sinusoidal signals is relevant in the problems of dynamic positioning and disturbance compensation, for the synthesis of control laws that take into account external disturbances. In the proposed method, the restriction on the signal amplitude is removed. In contrast to known approaches, where the amplitude must be fixed, in the proposed method the signal amplitude can be variable. To implement the proposed identification algorithm, the Jordan matrix form and delay operators are used. During parameterization, a regression model is formed containing unknown stationary parameters. To search for unknown parameters, the method of dynamic expansion of the regressor and mixing is used. The results of computer simulation demonstrate the efficiency of the proposed algorithm. The simulation results confirmed the convergence of parameter estimation to the true values. The proposed approach can be applied to a wide class of applied problems related to disturbance compensation in vibration protection systems, monitoring systems in determining the parameters of high-rise or large-span building structures, and in robotic object control systems.

Research on the Health Detection and Seismic Performance Evaluation of High-Rise Buildings

Research background: With the rapid development of civil engineering, the traditional low rise building model can no longer meet the needs of urbanization, and high-rise building structure has become the future development direction. In recent years, earthquake disasters occur frequently in China, which has caused huge losses to high-rise buildings. Therefore, we must strengthen the relevant research of high-rise building structures, which can make the high-rise building structural columns meet the requirements of safety performance. Therefore, the health detection and seismic performance evaluation of high-rise buildings will be of great significance. Research method: Through static elastic-plastic evaluation, we can calculate the dissipated strain energy of the structural column, which will further obtain the damage index of the structural column and obtain relevant data. Through this calculation method, we can complete the seismic performance evaluation of high-rise buildings, which is a calculation mode different from the traditional finite element software analysis. Through static elastic-plastic analysis, the seismic performance evaluation of high-rise buildings will have higher accuracy, which will build a damage index. Therefore, this paper uses a variety of research methods, mainly literature survey and empirical analysis. Through literature analysis, this paper can fully and correctly understand the methods of health detection and seismic performance evaluation of high-rise building structures at home and abroad, which will further clarify the current research level at home and abroad. Through empirical research, this paper analyzes specific examples, which can obtain more accurate results. Conclusion: In this paper, the seismic performance of high-rise buildings is comprehensively evaluated according to the damage index value of building structural columns. The simulation results show that more ideal seismic evaluation results can be obtained.

Enhancing the seismic performance of building using damage-avoidance shear wall hold-downs

Concrete coupled wall is one of the outstanding seismic resisting systems for mid to high-rise building structures located in a high seismic region. In this system, the link beam provides coupling action between the beam and the adjacent wall panel, which significantly increases the wall system's lateral stiffness and eventually reduce the footprint for the seismic resisting system. However, once the link beam is damaged due to a severe earthquake, it is difficult, costly, and time-consuming to be repaired, which results in business disruption and the increased building life cycle cost. To deal with these issues, the Resilient Slip Friction Joint (RSFJ) has recently been introduced and employed in the New Zealand construction industry. This novel technology does not only aim to provide “life safety” but also “immediate occupancy” criteria. The flag-shaped hysteresis of the RSFJs provides the required seismic performance, including a self-centring behaviour. This paper addresses the enhanced seismic performance of the structures using this system. An eight-storey reinforced concrete building is designed using the conventional forced-based design method, and its seismic performance is evaluated by non-linear static pushover and nonlinear dynamic time-history simulations. The results showed that this system can provide a high level of structural ductility while providing fully self-centring behaviour.

Comparative Study on Wind Analysis on High-Rise Building Structure with Different Aspect Ratios with Normal Building and Building with Shear Wall

The rapid increase in the population in developing countries such as India has an acute shortage of land and space. To get rid of all these problems, people have resorted to multistory or tall buildings both for commercial as well as for residential purposes. As the height of the building increases wind flow is an important consideration for the designers if the height of building exceeds 10metres than only we can consider wind loads. It is well recognized that the incorporation of lateral load resisting systems in the form of shear walls, bracing systems etc. improve the structural performance of buildings subjected to lateral forces due to lateral loads like wind loads. The building with structural shear walls Improve the lateral load resistance. In the present project, an analytical parameter study is done for the G+16 .In this project ,6 models were created in that 3 models were created normally i.e without using shear wall and of increasing aspect ratios and then 3 models of same aspect ratios as of previous 3 models were created but here shear wall is used and this models with shear wall and models without shear wall are compare and by seeing results conclusion is made USING ETABS .The results in terms of Storey drift, Storey displacement, Storey shear ,Base shear and Time period are seen.

FEATURES OF THE DESIGN OF STEEL EARTHQUAKE-RESISTANT STRUCTURES OF HIGH-RISE BUILDINGS

The design, construction and operation of buildings in Ukraine is associated with the need to take into account additional special loads and impacts, namely: seismic, in complex en-gineering and geological conditions, on weak soils, artificial territories and subsidence soils, and in the conditions of the war with Russia during missile and artillery shelling and bom-bardment of populated areas – effects from explosions, blast waves, spread of fires, etc. [3].
 The territory of Ukraine is located on the outskirts of the powerful Azores-Mediterranean-Alpine-Trans-Asian seismogenic belt of the planet. In general, Ukraine does not belong to particularly seismically dangerous regions of the planet. Low- and medium-magnitude (magnitude 3...6) earthquakes were recorded only within three of its regions: the Ukrainian Carpathians and the Crimean Moun-tains, the Azov region. But observations of the consequences of numerous earthquakes have shown that in different parts of the same seis-mic area they differ significantly in intensity. Thus, the intensity of the earthquake on the surface of the earth in areas with loose soils is 15 times greater than in areas with rocky ones. Therefore, during the design of buildings and structures, one should take into account the peculiarities of construction in the complex engineering and geological conditions of the territory of Ukraine, which are associated with research, design and arrangement of bases and foundations on weak water-saturated, clayey and peaty soils, peat and silt, subsidence, swell-ing, saline, swelling and unevenly compacted soils, loose sands and floating karst and forged territories, taking into account seismic and dy-namic action in compliance with the require-ments of DBN B.1.1-12:2014 "Construction in seismic regions of Ukraine" [5] and DBN V.1.1-45:2017 "Buildings and structures in difficult engineering and geological conditions. General Provisions" [6].
 The design of modern buildings in seismic areas is developing in two directions that corre-spond to the main principles of seismic protec-tion - traditional (passive) and special (active). Complex systems of seismic protection of buildings combine passive and active systems.
 With traditional seismic protection, the load-bearing capacity of the main load-bearing structures of buildings is increased (the dimen-sions of cross-sections, their reinforcement, strengthening of joints, etc.) to absorb addition-al forces caused by seismic influences. At the same time, the nature of the buildings does not change. Special (active) measures to improve the seismic resistance of buildings consist in reducing loads due to modifications of their dynamic work schemes. Active seismic protec-tion of buildings is a new direction, which con-sists in the implementation of additional con-structive measures to prevent dangerous reso-nant oscillations and thereby reduce seismic impacts. It is achieved by changing the dynam-ic stiffness or periods of natural oscillations of buildings during earthquakes as a result of the use of special structural devices: sliding belts, connections that can be turned on or off, instal-lation of dynamic vibration dampers, kinematic or pile foundations, which have dissipative characteristics of self-organization, frame-linking systems with complex stiffness dia-phragms, rubber-steel cylindrical supports, etc.The article analyzes the features of design-ing earthquake-resistant steel structures of high-rise buildings. The schemes of earthquake-resistant high-rise buildings with steel frames were studied. The feasibility of using steel en-ergy-absorbing elements is substantiated and schemes for their installation in earthquake-resistant buildings with steel frames are pre-sented.

Subassemblage tests on seismic behavior of double-corrugated-plate shear walls

Double-corrugated-plate shear walls (DCPSWs) are shear-resistant and energy-dissipating members newly proposed for applications in medium- and high-rise building structures. In this study, experimental and finite element (FE) investigations were conducted on the DCPSWs. Four specimens were tested under cyclic shear loads, and each achieved a drift ratio exceeding 2.0%. The obtained hysteretic curves showed stable seismic behavior and a high energy-dissipating capacity. Specimens with H-sectional boundary columns exhibited a higher shear resistance and better energy-dissipating capacity than those with flat-plate boundary columns. Two typical failure modes were observed in the tests: (1) low-cycle fatigue failure of the boundary columns and (2) buckling of the embedded plates. In addition, the fracture of corrugated plates near bolted locations is commonly accompanied by buckling deformation of the plates. The related bending and shear deformations were decomposed and studied in detail. Then, FE models were developed and validated against the test results, indicating the validity of the models in simulating the seismic behavior of DCPSWs. The values of the bolt forces concerning the aspect ratios of the DCPSWs were analyzed by obtaining the inner tensile and shear forces of the connecting bolts in FE models. Finally, some design remarks were presented based on the experimental and numerical analyses to provide valuable references for the design of DCPSWs in practice.

Experimental Study of Frame-Supported Shear Wall Structure of High-Rise Buildings with Transfer Slab in Metro Depot

Taking the frame-supported shear wall structure of a 102.1 m high metro depot as the test object, the structure has obvious vertical irregularity, and a quasi-static test was carried out on the structural model with the scale of 1/5. The damage development and strain of the structure were observed by applying displacement loads under different seismic actions, and the experimental phenomena and measured data were analyzed. The results show that the safety performance of the structure meets the seismic requirements of the MCE (Maximum considered earthquake) condition. Under the action of load, a reasonable damage mechanism is formed in which the components above the transfer story crack first and those below the transfer story crack later, which is in line with the design concept of “the performance objective of the bottom frame structure is higher than that of the upper shear wall structure”. The transfer plate is mainly subjected to shear deformation, the possible shear failure of the transfer plate should be avoided by reasonable design. Due to the large height difference between the first floor and the second floor, the structure may be adversely affected, so it is necessary to make the yielding floor appear in the bottom strengthening part above the transfer story. Under the SLE (Service level earthquake) and DBE (Design based earthquake) conditions, the bottom frame of the structure is mainly subjected to elastic deformation. Under the MCE (Maximum considered earthquake) condition, the bottom frame of the structure causes a lot of damage, increases energy consumption and decreases stiffness, which further proves that “the performance goal of the bottom frame structure is higher than that of the upper shear wall structure”.

New adaptive robust [formula omitted] control of smart structures using synchrosqueezed wavelet transform and recursive least-squares algorithm

Two kinds of uncertainties, one due to the dynamic earthquake loads with a wide frequency band and the other due to structural parameters exist in large and complex real-life structures. Most existing control algorithms consider only one of them, resulting in difficulty to guarantee necessary control performance for large complex structures, such as better vibration suppression on structural peak response and robustness performance. Considering the two uncertainties simultaneously, in this paper, a new adaptive robust H∞ control methodology is presented for vibration control of structures through adroit integration of synchrosqueezed wavelet transform (SWT) and recursive least-squares (RLS) algorithm. The robust H∞ control is more effective than the traditional LQR/LQG control in terms of the stability and robustness of the control system. The external excitation signal from ground sensors is filtered by a low-pass filter based on SWT and then inputted into the filtered-x RLS adaptive controller. The effectiveness, accuracy, and computational efficiency of the new adaptive control method is demonstrated using a 76-story wind-excited benchmark super high-rise building structure and a 24-story shear-wall building with an active tuned mass damper (ATMD) system on the top floor. Compared with the existing linear quadratic Gaussian control algorithm, the wavelet-hybrid feedback-least mean square algorithm and the robust H∞ control algorithm, the simulation results show that the control effect and robust performance indexes of the structure are increased by 5%–35% and 5%–25%, respectively, using the new control methodology.

Seismic Performance of Super High-Rise Building Structure with Dual Lines of Defense Based on Response Surface Optimization Algorithm

In order to improve the safety performance of supertall buildings under earthquake, a seismic performance analysis method of double lines of supertall buildings based on a response surface optimization algorithm is proposed. Firstly, the structural performance indexes of super high-rise buildings are selected, and on this basis, the material constitutive model is constructed by the structural elastic-plastic analysis method to complete the seismic design of the first line of defense. Then, the response surface method is used to optimize the material constitutive model and complete the seismic design of the second line. Finally, the anticollapse limit state analysis method is used to determine the seismic performance of the double line of super high-rise building structures. The experimental results show that the proposed analysis method has high seismic performance, and the axial compression ratio of wall and column is always stable, in which the column is always at about 0.5 and the wall is always at about 0.26, which lays a foundation for the safety performance of super high-rise building structures under earthquake.

Enclosing structures of modern high-rise buildings

Enclosing structures of modern high-rise buildings

Seismic performance of a novel partly precast RC shear wall with double precast edge members and a central T-shape CIP member

A novel partly precast shear wall was proposed in this study to accelerate construction and further reduce the weight of precast components for high-rise building structures. The proposed wall consisted of double precast edge members and a central cast-in-place (CIP) member. The rebar splice was achieved by the grout-filled sleeve connection for the precast members and lap splice connection for the CIP member. The seismic performance of the proposed wall was investigated through a full-scale experimental program, in which three specimens were designed and tested under the combination of a constant axial load and cyclic loads, including two identical proposed walls and a CIP wall as a reference. The axial load was applied to achieve a high axial load ratio of 0.5. Based on the test results, it was found that the proposed walls were subjected to similar damage progression and failure mode with the CIP wall. All failed due to concrete crushing, shear cracking and rebar buckling at the base corners of walls. The only difference was that the proposed walls would experience additional vertical cracks along the interface between the precast and CIP zones due to insufficient bond strength between at the interface. It was also found that under the high axial ratio of 0.5, the proposed walls would have comparable seismic performance with the CIP wall in terms of deformability, ductility and lateral load capacity. In addition, the two identical proposed wall had similar seismic performance indicating the good repeatability of test data and stable performance of the walls. Therefore, the proposed walls can have satisfactory seismic performance during a seismic event and could be an effective alternative method for the CIP walls if designed appropriately.