High Axial Load Research Articles

An investigation on tribological behavior of TC bearing materials: Effect of nano-SiO2 concentrations under different loads in the drilling fluid environment

Both Nano-SiO2 (Silicon dioxide nanoparticles) additive concentration and axial load have profound effects on the friction and wear of Tungsten Carbide bearings in the drilling fluid environment. However, the coordinated role of them remains unknown. In this work, the effects of Nano-SiO2 concentrations and axial loads on the tribological behavior of bearing materials were investigated simultaneously. Results show that the water-based drilling fluid containing Nano-SiO2 exhibits more excellent lubrication properties under 200 N as compared with 70 N, and the optimal concentration of Nano-SiO2 additive is 1.0 wt% under all loads. High axial loads are conducive to improve the lubrication performance, and the lubrication mechanisms of Nano-SiO2 under different loads in water-based drilling fluid are the multitudinousness of synergistic effects, including rolling bearing, polishing, shielding, and self-healing effect, which all manifested there is an remarkable load dependence of Nano-SiO2 particles.

Cyclic Behavior of Steel Tube-Confined Circular RC Columns under High Axial Load

Cyclic Behavior of Steel Tube-Confined Circular RC Columns under High Axial Load

Investigation on shear performance of sliding-type rapid segmental joints for shield tunnels

This paper introduces a sliding-type rapid joint and investigates the joint's failure modes under compression-shear loading with a combination of numerical and experimental methods. The study analyzes the influence of axial force, arrangement methods, and segment thickness on the joint's shear resistance. Additionally, a detailed examination of stress distribution within the joints provides a deeper understanding of their mechanical behavior. The results reveal that four-stage exists in the shear-dislocation curve of joints, including static frictional stage, partial sliding stage, overall sliding stage, and descending stage. Increasing axial force enhances the joint's shear resistance, but excessively high axial forces raise the risk of shear failure in T-shaped components. Under the trans-arrangement, the sliding-type rapid segmental joint exhibits superior shear resistance, especially under high axial loads. The material strength of C-shaped components impacts the joint's shear resistance, and increasing segment thickness enhances the joint's shear resistance. Under reverse-radial shear conditions, the structure's shear capacity is not solely determined by the joint strength. Tangential shear occurs during the assembly process, emphasizing the need to avoid excessive assembly forces. The junction between the T-shaped structure and the joint panel is a vulnerable point for T-shaped components, and reinforcement by increasing size and thickness can prevent shear failure at this location.

Behavior of circular ultra-high-strength concrete-filled steel tube columns subjected to combined high-axial and cyclic lateral loads

The present study examined the seismic performance of circular concrete-filled steel tube (CFST) columns infilled with ultra-high-strength concrete (UHSC >100 MPa) as well as the beneficial effect of embedded spiral confining (SC) reinforcement at high axial load ratios (0.53–0.70) in order to enhance the safety and structural integrity of high-rise buildings. Seven specimens, including four CFST columns and three SC-CFST columns, were investigated under combined high axial and quasi-static cyclic lateral loads. The test parameters included axial load ratio (0.53–0.70), concrete compressive strength (64–111 MPa), embedded spiral confining reinforcement (pitch of 30 mm and 60 mm), and concrete vibration state. The test results demonstrated that adding spiral reinforcement improved the deformation capacity of CFST columns, which was reduced by the increased concrete strength. By embedding spiral confining reinforcement (volumetric ratio 3.3 %), the SC-CFST columns attained a deformation capacity comparable to that of CFST columns with normal concrete (64 MPa) for an axial load ratio of 0.53. The higher axial load ratio and concrete strength of composite columns led to a significant P-Delta moment effect, resulting in a substantial drop in columns' lateral load capacity. Composite columns with UHSC showed a larger contribution from the column base rotation to the specimen's lateral deformation when compared to composite columns with normal-strength concrete because the rigidity offered by UHSC made the column more rigid and reduced its flexural deformation. The unvibrated core concrete of the CFST column did not influence the initial stiffness and energy dissipation capacity. However, during the later stages of loading, the damage in core concrete rapidly accumulated, resulting in instant degradation of the load capacity and stiffness, considerable axial shortening, and poor deformation capacity. The experimental investigation offered a reliable reference on the performance of CFST columns constructed under high-axial load ratios (0.53–0.7) using ultra-high-strength concrete (>100 MPa) and spiral confining reinforcement so as to promote their application in practical engineering.

Critical behavior of thick rubber bearings under compression and shear

Thick rubber bearings (TRBs) are used for seismic isolation as well as for subway-induced vertical vibration mitigation. Under earthquake ground shaking, TRBs typically undergo large horizontal displacements that lead to a reduction of their vertical bearing capacity, which should be carefully evaluated during design. This study investigates the performance of TRBs under compression and compression-shear loading. Eight full-scale TRB specimens were designed and tested. The test results show that increasing the axial load increases the compressive stiffness of TRBs. During compression-shear loading, TRBs under design level axial loads failed due to rubber rupture at shear strain γ > 350 %, while under higher axial loads, they failed because of instability at γ ＜ 300 %. In addition, in cyclic shear deformation under axial loads larger than twice the design level axial load, the TRBs exhibited negative stiffness at the unloading branch of the F-u loop. The effective damping ratio significantly increased with increased axial load. Then, the test data were used to validate existing mechanical models for the prediction of the compression-shear behavior of elastomeric bearings. Existing analytical models were modified by accounting for the compressive stiffness change due to increased axial loads, leading to more accurate prediction. Finally, models for the critical load of TRBs under zero and lateral displacement were examined and improved.

Structural performance of steel reinforced concrete L-shaped columns in high temperature

This paper presented structural performance of steel reinforced concrete (SRC) L-shaped columns under high temperature and axial load coupling effects. Considering the influence of the axial load ratio (0.2, 0.3, 0.4, 0.5, 0.6, 0.7, 0.8), eccentricity (25, 50, 75 and 100 mm), concrete strength (40, 50, 60 and 70 MPa), calculation length (500, 1000, 1500 and 2000 mm), the SRC L-shaped columns were tested and analyzed in high temperature conditions. The results demonstrated that: (1) Concrete surface of all specimens was grayish white with many cracks. With the increasing axial load ratio, the number of cracks decreased and crack width increased. (2) The fire resistance decreased by 1.3–15.1 %, 6.1–14.9 %, and 3.8–7.1 % respectively, with increasing axial load ratio, eccentricity, calculation length; the fire resistance increased by 0.7–5.3 % with increasing concrete strength. (3) Axial displacement trend first increased gradually because of the thermal expansion of concrete, and decreased gradually after reaching the maximum axial expansion deformation. With increasing axial load ratio, the maximum axial expansion deformation decreased by 42.4–60.2 %, the time of displacement to reach the maximum expansion deformation decreased by 29.7–57.0 %, and the time of displacement to reach 0 mm decreased by 272.7–366.2 %. Finally, the calculation method for displacement and maximum bearing capacity in high temperature was proposed according to principle of virtual work, which served as a guide for fire evaluation of SRC L-shaped columns.

Subassemblage test and width-thickness design limit for steel built-up box columns subjected to axial load and cyclic lateral drift

This study investigates the behavior of first-story columns under reversed cyclic lateral loading and constant axial loading by using a full-scale, one-and-a-half story subassemblage testing scheme. Four subassemblages were designed with steel beams at the second floor and a moderately ductile built-up box column with a width-thickness ratio (b/t) of either 16.2 or 20.5, which are between the highly ductile (=12.9) and moderately ductile (=23.5) requirements in AISC 341 (2016). All built-up box columns were made by SM570MB steel with a nominal yield stress, Fy= 420 MPa. A high axial load (=4200–8000 kN, corresponding to 0.2–0.4 times the axial yield strength Py) was applied to the one-and-a-half story subassemblage column before cyclic lateral drifts. The second-floor beams and column provide rotational flexibility at the top end of first-story columns in the subassemblages, significantly changing column’s stiffness, moment distribution, and inflection point location observed from typical column testing. The subassemblage column and the isolated column had a similar maximum moment at the first cycle of 0.04 rad drift, but the later showed larger strength degradation in the following cycles due to larger fixity at the column top end. An experimental solution that relates the column width-thickness ratio to the moment strength deterioration was developed to obtain design b/t limits for highly and moderately ductile built-up box columns under combined high axial load (0.3–0.4Py) and cyclic lateral drift.

Effects of the deflection angle of the indenter on the material removal and damage evolution of fused silica during scratching

Fused silica is widely used as key optical components and window materials due to its excellent optical and thermal properties. However, surface and subsurface damages occur in fused silica during the machining and usage process. This study aims to investigate the influence of the deflection angle of Vickers indenter on the damage evolution and removal mechanism of fused silica during scratching. Scratch tests with a linearly increasing axial load were conducted under four typical deflection angles (0°, 15°, 30°, and 45°). The resultant surface morphologies of scratch grooves were analyzed. It was seen that as the axial load increased, the scratch groove transformed from ductile deformation to brittle breaking. The asymmetric placement of the indenter led to asymmetric crack expansion. As the deflection angle increased, it became increasingly difficult to form a stable groove on the material surface. Among the four deflection angles, the groove at 0° was symmetrical, with long and good quality ductile area. For the deflection angle of 30°, the widest range of chips was observed; for 45°, the contact area of the indenter with the material was minimized, and specifically, there was a situation where the bottom of the groove was higher than the reference plane. Furthermore, statistical analysis of the loads during the scratching process was carried out. As the axial load increased, the lateral load increased approximately linearly at first and then fluctuated dramatically. Furthermore, under relatively small axial loads, the coefficient of friction (COF) is lower when the deflection angle is small; while, under relatively high axial loads, the COF is larger when the deflection angle is small. This transition could be related to the change in material removal mode from completely ductile removal to the brittle dominated removal.

Seismic performance and flexural strength prediction of high-strength bar reinforced UHPFRC walls under high axial load ratio

A new-type shear wall built with high-strength reinforcement and ultra-high performance fiber reinforced concrete (UHPFRC) is proposed in this paper, aiming to solve the problem of too large cross-section size of bottom shear wall members of high-rise and super high-rise buildings. Four UHPFRC wall specimens built with high-strength reinforcement were tested under cyclic loading to examine the influence of the parameters of fiber volume fractions (0 vs. 1.5% vs. 2.5%) and the spaces of horizontal distribution reinforcing bars (150 mm vs. 300 mm) on the seismic performance. In addition, a calculation method of flexural strength of UHPFRC shear wall is established. The research results show that: the UHPC wall specimen without fibers failed in the axial compression brittle mode, and the UHPFRC wall specimens with fibers failed in flexure-dominated ductile mode. The bridging effect of steel fibers at the cracks kept the integrity of the UHPFRC. The drift ratio capacities of the UHPFRC wall specimens under high axial compression ratio of 0.5 were 3.56%. Increasing the fiber volume fractions can improve the strength, initial stiffness, and cumulative energy consumption of the wall specimens, reduce the damage degree of the UHPFRC at the toes of the wall specimens, and can also reduce the reinforcement ratio of horizontal reinforcement without influence on the seismic performance. The proposed method of flexural strength of UHPFC walls shows reasonable prediction accuracy.

Influence of Variation in Tie Reinforcement Diameter on the Ductility of Reinforced Concrete Columns

Reinforced concrete columns are crucial structural elements in ensuring the strength and stability of buildings. Column ductility, which is the ability to absorb energy and undergo deformation before failure, is a primary concern in structural engineering, especially in extreme external loading situations such as earthquakes. This study aims to evaluate the influence of variation in Tie reinforcement diameter on the ductility of reinforced concrete columns using Xtract software. The research method involves creating column structure models with specified dimensions and specifications, followed by the gradual application of axial loads to each model. Three models were created with varying Tie reinforcement diameters, namely 10 mm, 12 mm, and 14 mm. Structural analysis was conducted to examine the structure's response to the applied axial and moment loads, including evaluation of stresses, deformations, and column capacities. The analysis results show differences in ductility levels among the models. The model with a 10 mm Tie reinforcement diameter achieves higher ductility levels at low axial loads but fails to meet the requirements at higher axial loads according to the SNI 1726:2019 standard. However, models with Tie reinforcement diameters of 12 mm and 14 mm also exhibit a similar pattern, with good ductility at low axial loads but failing to meet the requirements at higher axial loads. In conclusion, variations in Tie reinforcement diameter affect the ductility of reinforced concrete columns. To ensure full ductility under various axial load conditions, adjustments to the design or specifications of the reinforced concrete column structure are necessary. This research contributes to understanding the factors influencing the ductility of reinforced concrete columns and can serve as a basis for the development of more effective design methods in the future.

Thermomechanical Analysis of Energy Piles Using a Load-transfer Approach Considering Soil Coupling Effects

Energy piles are inevitably subjected to thermomechanical loads due to their dual role of utilizing geothermal energy and supporting structural loads. The load-transfer approach is a suitable predictive method for addressing the analysis and design of energy piles, but it generally does not properly consider the continuity and deformation behavior of the soil mass. This study presents experimental and analytical investigations on the thermomechanical behavior of full-scale energy piles. A new thermomechanical load-transfer approach allowing consideration of the soil coupling effects was proposed by involving the soil deformation and the soil-pile interface behavior. Through comparative analysis with experimental data, the proposed method (with soil coupling effects) demonstrated superior predictive accuracy compared to the existing method (without soil coupling effects). In this field condition, ignoring soil coupling effects could result in an underestimation of nearly 48.8% of pile head settlement. The validated method was further used to analyze the thermally induced cyclic behavior of energy piles under various mechanical load levels. The results indicated that the thermally induced response of energy piles was directly associated with the level of the head load. The energy piles under higher axial loads may show irreversible thermomechanical behavior when subjected to cyclic thermal loading.

Dynamic characteristics of tilting-pad coupled-bearing-rotor systems considering mixed lubrication and pad wear

The coupled bearing (including a tilting-pad journal and a thrust bearing) is mainly used in a nuclear power circulating pump to simultaneously support the high axial loads and radial loads of a vertical rotary system with minimum power loss, low vibration, and high load capacity. Its lubrication and vibration characteristics have significant effects on the operation reliability of the nuclear power circulating pump. In this paper, an original mixed-lubrication dynamic model for the coupled bearing-rotor system is proposed to study the dynamic characteristics of the system considering the effects of the pivot clearance, asperity contact, and elastic deformation. The innovation of the proposed model is that it integrates the horizontal-rocking vibrations of the rotor and pads with the mixed lubrication of the coupled bearing and the wear of journal pads and thrust pads. The effects of different external loads and pad wear levels on the dynamic characteristics of the coupled bearing-rotor system are revealed. Additionally, a series of experiments are performed to measure the vibration responses of the system, which are directly compared to the simulated responses of the proposed model for validation purposes. It is expected that the proposed mixed-lubrication dynamic model can provide practical engineering guidance for the condition monitoring and fault identification of coupled bearing-rotor systems.

Seismic behavior of a new type of precast concrete shear wall using UHPC connections at boundary elements

Ultra-high Performance Concrete (UHPC) is an attractive choice for connecting Precast Concrete Shear Walls (PCSWs), because of its high bond strength with rebars allowing for reduced lapped rebar lengths and precision requirements. This paper proposes a new type of PCSW that uses UHPC connections only at the boundary elements, significantly streamlining the installation process of wall panels and improving construction efficiency. To evaluate its seismic behavior, a total of five walls comprising three PCSWs and two Cast-In-Place (CIP) walls were tested by cyclic loadings under both low and high axial loads. Similar failure modes characterized by bending-shear damage were captured in all five specimens. The proposed precast walls display 7.8%–8.1% greater bearing ability and 41.8% higher ductility in comparison to CIP counterparts. These precast walls also demonstrated superior energy dissipation ability, particularly under high axial loads. Following NEHRP, it was validated that the proposed precast walls using UHPC connections at boundary elements could be used in regions with high seismic activity. Moreover, the finite element (FE) models were developed, yielding simulated results that aligned reasonably with the experimental findings, and the parametric predictions were performed to further broaden the scope of experimental works.

Exploring the shear performance and predictive shear capacity of corroded RC columns utilizing the modified compression-field theory: An investigative study

Corrosion damage substantially weakens the shear strength of reinforced concrete (RC) structures, severely compromising their seismic resistance. Therefore, developing an accurate constitutive model is imperative to investigate the impact of corrosion damage on the shear resistance of RC structures. This study presents a corroded RC shear constitutive model based on the modified compression-field theory (MCFT). To capture the flexural, shear, and slip responses of corroded RC columns accurately, a nonlinear analysis model based on OpenSees is proposed. Comparing the results from four sets of quasi-static tests reveals that the proposed constitutive model and analysis framework can well simulate the seismic performance of corroded RC columns. Based on the comparative analysis, the influence of corrosion-induced damage, reinforcement ratio, and axial load on the shear performance of RC columns is discussed. The investigation findings reveal that high corrosion levels and low reinforcement ratios remarkably weaken the shear strength of RC columns. Additionally, high axial load levels accelerate the rate of post peak shear stress degradation. Moreover, this study proposes a method for estimating the shear strength of corroded RC columns based on the MCFT. The presented approach provides a solid foundation for evaluating the shear and seismic performance of existing RC structures.

Investigating the fire resistance of corrugated steel columns

This research paper focuses on investigating the fire resistance of axially restrained Corrugated Plate Steel columns (CRG) exposed to hydrocarbon fire conditions. Key parameters, including corrugation depth, plate thickness, axial load percentage, and column length, were analyzed to assess their impact on the fire resistance performance of CRG columns. A comprehensive analysis involving 80 finite element (FE) models was conducted using ABAQUS software. The analysis process encompassed studying temperature distribution within the columns, observing buckling modes, and determining the durations of buckling and failure fire resistance. The adopted FE model has been verified by comparing it to experimental data presented in the relevant literature. Findings reveal that corrugated CRG columns exhibit superior resistance to buckling and structural failure compared to circular cross-section columns. Corrugation depth minimally affects fire resistance but influences axial deformation and generated axial force due to increased structural stiffness. Increasing plate thickness improves fire resistance, particularly at lower axial load levels, while increasing axial load percentage decreases fire resistance. Doubling the column length has no significant effect on fire resistance, but columns with smaller plate thicknesses exhibit lower resistance under high axial load conditions. These insights inform the design and construction of CRG columns in structures exposed to hydrocarbon fire risks, aiding in enhancing fire safety and performance.

Fire resistance of axially loaded semi-precast composite columns

Recently, semi-precast composite (SPC) columns have been newly developed using steel angles and internal molds. Although the manufacturability, constructability, and seismic performance of SPC columns have been proven to meet design requirements, their structural responses under fire conditions (or fire resistance) have not yet been reasonably examined. Thus, in the present study, an experimental study was conducted for five full-scale SPC columns under standard fire conditions. The test parameters included the joint detail, axial load ratio, thickness of the precast section, and slenderness ratio. The test results show that the fire resistance rating was relatively low due to the high moisture contents and relatively high axial load ratio, and concrete spalling controlled the fire resistance of the columns. The concrete spalling was affected by the concrete moisture contents and permeability, the consequent moisture clog phenomenon, the relatively high axial load ratio, and the longitudinal weak planes between the concrete cover and confined concrete created by longitudinal and transverse bars. Addressing these effects, a finite element analysis (FEA) model was developed for SPC columns using ABAQUS. Although there were some discrepancies between the test and analysis results, the FEA model gave a conservative prediction, which is reasonable for design purpose considering the complexity of nonlinear thermal-stress analysis.

Seismic behavior of non-seismically designed shear walls with moderate shear span under high axial loads

This study investigates the seismic behavior of reinforced concrete (RC) non-seismically designed shear walls with moderate shear span-to-length ratios (SLR), while being subjected to high axial loads. Four shear wall specimens were fabricated and tested, including three specimens with an SLR of 1.58 and one with an SLR of 2.0. The applied axial load ratios (ALR) ranged from 0.30 to 0.35. Detailed test results, such as crack patterns, failure modes, hysteresis curves, stiffness degradation, and energy dissipation, are presented and analyzed. The test results show that all specimens, with different shear-to-flexure strength ratios (SFSR), experienced axial failure and were unable to sustain the target axial load at the end of the test. Among these specimens, three with SFSR values ranging from 0.82 to 1.24 failed in axial failure, while the specimen with an SFSR of 0.44 initially experienced shear failure, followed by axial failure after completing half a cycle. This indicates that SFSR has a significant effect on the failure mode of the shear walls under high ALR. Additionally, the test results obtained in this study are compared with the results of a previous study, in which test specimens had identical reinforcement detailing as in this study but were subjected to lower axial loads (ALR = 0.15–0.20), to investigate the effect of ALR on seismic behavior of shear walls in terms of failure mode, hysteretic curves. The observations show that for specimens with relatively higher SFSR (≥ 0.8), a high level of ALR not only affects the failure mode but also diminishes their deformability. In contrast, for the specimen with a low SFSR (0.44), the effect of ALR on deformability is minimal. Finally, a criterion for determining the occurrence of axial failure in shear walls is proposed.

Penetrative anal intercourse may require high axial loading forces.

Despite increases in the lifetime prevalence of anal intercourse, little is known about the safety of inflatable penile prosthesis use during anal intercourse or the forces required for anal penetration. We sought to determine the force required for anal penetration. A digital force gauge device was secured to a silicone phallus with a length and girth representative of the average male phallus in the United States and inserted into the anal canal of 6 male participants for a total of 5 measurements per participant. The maximum axial forces on insertion were recorded. Participants then completed a survey eliciting demographic information and past experience with receptive anal intercourse. The outcome measure was the force recorded during insertion of a force gauge device into the anal canal. The median maximal force recorded on anal penetration was 26.5N (2.7kg; range: 16.1-51.7N or 1.64-5.27kg). Participants who engaged in receptive anal intercourse more than once per month tended to use lesser median maximal forces (25.7N or 2.62kg) than participants who engaged less frequently in receptive anal intercourse (41.6N or 4.24kg). Compared with the forces required for vaginal penetration, anal penetration forces may cause additional mechanical stress to the phallus. While the study is limited primarily in its small sample size and in the use of a single device for anal penetration with a set size and rigidity, the resulting findings presented here are to our knowledge the first reported data pertaining the force required for anal penetration. As the forces required for anal penetration exceeded those for vaginal penetration, clinicians may need to carefully counsel patients on the safe use of an inflatable penile prosthesis for anal intercourse.

Full-scale cyclic testing of slender RC columns bent in double curvature under high axial load

The development of modern tall and irregular buildings has seen increased slenderness and axial force in columns that seriously jeopardize the seismic safety of the structures. Due to the restrictions of the testing facilities, existing experimental studies on slender RC columns under high-axial force are limited and primarily based on small cross-section specimens bent in single curvature and loaded monotonically. However, due to the size effects, test results from small-scale and monotonic loading experiments may not sufficiently reflect the realistic seismic behavior of double curvature RC columns in full-scale buildings. Furthermore, the applied vertical load in typical single curvature tests could not maintain constant and may reduce significantly upon large deflection. Hence, this study aimed to provide new and critical insights into the seismic performances of full-scale slender and large cross-section RC columns with various transverse reinforcement designs under a constant high axial load of up to 50% of the axial capacity. The full-scale specimens were tested in a double-curvature configuration under lateral displacement reversals and high axial loads. The tested slender columns experienced increasingly significant P-Δ moment magnification effects with further drifts after yielding, imposing greater loading demand on the sections and destabilizing the columns after the peak loads. The robustly anchored transverse reinforcement not only improved the typical seismic performance indicators, including strength retention and drift capacity, but also reduced the P-Δ moment magnification experienced by slender columns, thus enhancing the stability index. Furthermore, the plastic hinge lengths increased in slender columns under high axial load due to P-Δ moment magnification. Lastly, suitable methods for assessing the behavior of slender RC columns based on design codes or existing analytical models are recommended.

Seismic performance of coupled shear walls with novel hybrid construction methods under high axial loading

In this paper, two novel hybrid construction methods were proposed for coupled beam shear walls with both prefabricated and cast-in-place (CIP) components in order to control the construction quality, reduce environmental impact and accelerate the construction speed for high-rise buildings. The first one was designated as a composite wall, which consisted of an inner prefabricated frame wall and an outer post-cast frame wall. The second one was a post-cast beam coupled wall, which was made of double prefabricated wall legs and a CIP coupling beam. A full-scale experiment was then designed to test five specimens of identical geometrical dimensions and structural details under a constant high axial load ratio of 0.5 and cyclic loads to evaluate the seismic performance. They were one CIP, two identical composite walls, and two identical post-cast beam coupled walls. The results indicate that: (1) the proposed hybrid prefabricated shear walls had almost similar flexural failure modes and cracking distribution with the CIP wall; (2) both proposed walls had comparable seismic performance with the CIP wall in terms of lateral load capacity, deformability and ductility; (3) the proposed composite walls had significantly larger energy dissipation capacity than the CIP wall; (4) the identical walls of the same construction method had similar performance, indicating a stable performance of the proposed walls; (5) under the high axial loading, the ductility of the proposed walls had a good ductility in the range of 3.25–3.83. Overall, the proposed walls have a satisfactory seismic performance and hence can be taken as an alternative for the conventional CIP coupled shear walls in practice for high-rise buildings.