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This paper investigates the structural response of log walls commonly employed in log construction. Finite element models are validated with experimental work for predicting the lateral performance of log walls. Parametric studies are carried out assessing the effect of friction coefficient, opening ratio, and reinforcement methods, on the initial lateral stiffness and the lateral resistance of the log wall. The study also examines the response of reinforced log walls with window and door openings and indicates that including such openings in the wall reduces initial in-plane stiffness by 8% to 18%. [ABSTRACT FROM AUTHOR]

The population surge has led to a corresponding increase in the demand for high-rise buildings, bridges, and other heavy structures. In addition to gravity loads, these structures must withstand lateral loads from earthquakes, wind, ships, vehicles, etc. A piled raft foundation (PRF) has emerged as the most favored system for high-rise buildings due to its ability to resist lateral loads. An experimental study was conducted on three different piled raft model configurations with three different relative densities (Dr) to determine the effect of Dr on the lateral response of a PRF. A model raft was constructed using a 25 mm thick aluminum plate with dimensions of 304.8 mm × 304.8 mm, and galvanized iron (GI) pipes, each 457.2 mm in length, were used to represent the piles. The lateral and vertical load cells were connected to measure the applied loads. It was found that an increase in Dr increased the soil stiffness and led to a decrease in the lateral displacement for all three PRF models. Additionally, the contribution of the piles in resisting the lateral load decreased, whereas the contribution of the raft portion in resisting the lateral load increased. With an increase in Dr from 30% to 90%, the percentage contribution of the raft increased from 42% to 66% for 2PRF, 38% to 61% for 4PRF, and 46% to 70% for 6PRF. [ABSTRACT FROM AUTHOR]

Log house construction is a well established style of home building across many centuries. Orthogonal joineries classically guarantee structural strength in log house construction. The paper investigates the structural response of log walls with orthogonal, standard, and Butt-and-Pass joineries under lateral loads. Finite element models are developed and validated through comparisons with available experimental results. Various parametric studies are presented assessing the effect of the penetration length, openings, reinforcement methods, log profiles, and log wall orthogonal joineries on the lateral strength and stiffness of the wall systems. The study indicates a significant impact of these parameters on the log wall lateral load-resisting behaviour. Finite element models show that the log walls with the TR system (three bottom and three top logs were tied with the rods) demonstrated the greatest maximum lateral resistance, followed by the Tie-down system. Generally, a greater initial stiffness was indicated in the log walls with the Tie-down system, followed by the TR system. [ABSTRACT FROM AUTHOR]

This study aimed to enhance the structural performance of a drift joint with a slotted-in steel plate using laminated timber made from small- to medium-diameter timbers. An analysis was conducted to compare and evaluate the structural performance and seismic behavior of laminated timber portal frames reinforced with fiber-reinforced plastic (FRP) laminates, such as glass fiber cloth (GFC), glass fiber reinforced plastic sheet (GS), and carbon-reinforced plastic sheet (CS), under low amplitude cyclic lateral loads, in comparison to unreinforced portal frames (UR). The reinforced portal frame, strengthened by FRP laminates, exhibited higher resistance to strength and stiffness strength degradation due to cyclic loading-induced degradation at low drift angles compared to the unreinforced frame affected by heterogeneous timber. The reinforced portal frame, particularly the GFC and GS, exhibited energy dissipation rates 32% and 17% higher than UR, respectively, making them the most effective in vibration damping. FRP laminates mitigated fiber direction cleavage from drift pin holes. The average maximum moment and average yield moment of the reinforced portal frame increased by 18% and 21%, respectively, due to the alleviation of joint failure. Finally, CS significantly affected the maximum moment, while GFC significantly influenced the yield moment. [ABSTRACT FROM AUTHOR]

In the post and beam structure, the post and beam play a crucial role in directly supporting and transmitting loads, thus making them essential elements in structural design. In cases where the moment resistance performance of the post-beam joint is inadequate, a shear wall and bracing are frequently installed to provide support for horizontal load on the posts and beams. The structural insulated panel (SIP) is increasingly utilized and studied as shear walls alongside light-frame timber construction, owing to its insulation properties as well as its high shear strength. In this study, when using SIP as a shear wall between post and beams, three composite wall structures were considered based on the installation location of the SIPs on the post-beam structure and lateral resistance performance of the hybrid shear wall was evaluated according to the SIP installation location. Depending on the installation location SIPs on the posts and beams, shear strength for I-SIP 150, E-SIP 150, and M-SIP 150 were 23.2, 24.6, and 26.0 kN, respectively. In case of the shear stiffness, I-SIP 150, E-SIP-150, and M-SIP 150 were found to be 4.32, 3.99, and 2.74 kN/mm, respectively. [ABSTRACT FROM AUTHOR]

The load transfer mechanism of laterally loaded pile groups is very complicated, and the analysis method is affected by many factors. This paper presents a field test study on lateral responses of large diameter cast-in-place isolated single piles with free head and pile groups with fixed head to investigate the pile group effect. Boreholes are drilled, and relevant field and laboratory tests are carried out to obtain main physical mechanical parameters and the soil profile of the site. Results of lateral loads, lateral displacements and bending moments measured in the field are reported and discussed. A group efficiency factor-based calculation method applicable to laterally loaded pile groups is derived according to a series of full scale and centrifuge tests. An existing group efficiency factor-based calculation method is compared with the proposed method. And three other measured test results are used to verify the calculated results. The comparison results show that the proposed method provides good predictions of load–displacement responses of pile groups. [ABSTRACT FROM AUTHOR]

Urbanization has led to a significant increase in the construction of tall buildings in Canada. The design of tall buildings must ensure structural integrity in withstanding lateral loads, such as wind and earthquakes. The tendency for a specific lateral load to govern building design varies based on the building characteristics, building height, and location of the building. There is a need to identify the governing lateral load (i.e., wind or earthquake) for use in the preliminary design and city-scale assessment. This study examines the governing lateral loads for tall buildings across different Canadian regions through a parametric analysis of a typical high-rise building based on the Commonwealth Advisory Aeronautical Council (CAARC) building. This research evaluates varying building heights, structural systems, and geographic locations under the guidelines of the National Building Code of Canada (NBCC). The analysis identifies the dominant lateral load, providing insights into assessing the existing infrastructure and optimal design strategies for enhancing building sustainability and resilience. Our findings highlight the critical role of geographic location in determining lateral load impacts and the necessity of context-specific design to promote long-term structural performance and environmental sustainability. [ABSTRACT FROM AUTHOR]

Piled rafts and pile groups are the common types of deep foundations for tall buildings subjected to combined loading. Their complex behavior made their design and analysis very complex and sometimes uneconomical. This paper explores the distribution of lateral load on piles within a piled raft and pile group under a constant vertical load. The study utilized experiments with small-scale models of piles and rafts to observe the behavior. The response of each pile was recorded and analyzed with respect to lateral displacement. The results indicated that in the case of piled rafts under lateral load, the rear piles are resisting more load than the front piles, unlike in pile groups where front piles carry more load than rear piles. This behavior continued until the number of piles reaches nine, thereafter the load-carrying behavior shifted, and front piles began to carry more lateral load. The reason behind this shift is that as the number of piles increases, the raft contact pressure decreases and subsequently decreases the stiffness of soil below raft and hence the piled raft starts behaving as a pile group, where front piles carry more lateral load. [ABSTRACT FROM AUTHOR]

The piles are structural elements in a foundation that transfer weight from the superstructure to the soil. The behaviour of pile foundations under lateral loading is critical. The pile needs to have enhanced tensile strength and ductility by adding supplementary material to withstand the lateral loads. There were many research studies done to improve these properties in concrete, and the addition of fibre to the concrete is one among them. Fibre-reinforced concrete is classified into numerous categories depending on the type of fibre used. This study is to use the combination of Basalt and E-glass fibre i.e., hybrid in the full-scale pile foundation under combined axial and lateral cyclic loadings. The experimental investigation was conducted on the full-scaled Conventional Concrete (CC) and Hybrid Fibre Reinforced Concrete (HFRC) piles to understand the behaviour under static and cyclic lateral loads. The lateral displacement on the piles was measured at each level of loadings using a Linear Variable Differential Transformer (LVDT). The load–displacement behaviour of CC and HFRC piles was compared under different loading conditions. The HFRC pile exhibits a 40% reduction in displacement and a 10% increase in ultimate carrying capacity compared to the CC pile. HFRC piles tend to have more load-carrying capacity than the CC piles under all types of loadings. [ABSTRACT FROM AUTHOR]

At horizontal railway curves, the track is frequently subject to coinciding vertical and lateral wheel loads, which in some cases could be of high intensity. Currently, the influence of such loading pattern on the centre negative flexural response of prestressed monoblock concrete sleepers (PMCS) is not clearly analysed. As a result, the current codes of practice provide limited guidance pertinent to the design of PMCS under this loading condition. To address these issues, finite element models were accomplished and rigorously verified against analytical and experimental studies existing in the literature. The noteworthiness of the numerical findings, based on the considered loading scenarios, is that the presence of lateral load could increase the flexural stress at the top fibre of midspan sections by 223% compared to the influence of vertical load alone. Based on the numerical outputs, an equation has been proposed to quantify the increased flexural stress of PMCS due to lateral load, and further studies are recommended to complement the results expressed in this research. [ABSTRACT FROM AUTHOR]

The shear resistance of a structural particleboard (PB) wall was evaluated as a means to utilize recycled wood and low-grade logs for long periods. The wall was composed of spruce-pine-fir (SPF) lumber, nails, and structural PB, which was developed by improving the water resistance of default PB. Structural PB has a higher density than OSB, which is a commonly used covering material for light wooden structural walls, so a longer end distance for nailing at edge of sheathing is needed for structural PB. In this study, it was confirmed that structural PB walls sufficiently resisted lateral load when the end distance was 15 mm. In this case, the shear strength, shear modulus, and ductility of the structural PB wall for lateral cyclic load were confirmed as 9.2 kN/m, 2.0 kN/mm, and 6.2, respectively. When compared to the design value, the shear strength value was higher than that of the OSB wall and the plywood wall. The shear modulus was lower than that of OSB walls, but higher than plywood walls. Based on the above results, it was considered that structural PB light-frame wall could be used in residential load-bearing applications. [ABSTRACT FROM AUTHOR]

The traditional method for analysis and design of laterally loaded piles with non-circular cross-sections such as rectangular, H-shaped, and X-shaped piles involves the simplification of converting the non-circular pile to a circular pile with equivalent second moment of inertia. A rigorous semi-analytical method is developed for calculating the response for laterally loaded piles with arbitrary non-circular cross-sections in multi-layered elastic soil without using any simplification regarding the shape of the pile cross-section. The governing differential equations for the pile–soil system are obtained using the principle of virtual work. The soil displacements around the pile are described as products of separable functions that are compatible with horizontal pile movement. As a result, the three-dimensional (3 D) boundary value problem (BVP) is described by a fourth-order linear ordinary differential equation (ODE) governing horizontal pile displacement and second-order partial differential equations (PDEs) governing soil displacements. New solution techniques for the ODE and PDEs are proposed, and the accuracy of the present method is verified by comparing the predicted pile and soil responses with the corresponding results of equivalent 3 D finite element method. The effects of pile cross-section shape and lateral loading direction on the pile and soil responses are highlighted through a series of parametric analyses. [ABSTRACT FROM AUTHOR]

Bolted joints, which are one of the detachable joining methods, are used extensively. The reliability of bolted joints is extremely important for the strength and life of the system. The determination of the number of bolts to be used in a system, the position and other data of the bolt requires very serious design and engineering studies. In this study, the design and optimization of bolted joints subjected to lateral forces are performed. For this purpose, a software has been developed in C# programming language. The software visually guides the user and asks a minimum number of questions to the designer and all other parameters are calculated by the program. The visual design of the program was done in Visual Studio environment. The graphic designs used in the software help the user to enter correct data. When the program is run for bolted joint under lateral loading, the user only enters the number of plates and force as input. Although the program performs its calculations between 1.5-2 factor of safety, it is possible to change it according to the characteristics of the design. The program developed in the light of these inputs calculates the appropriate bolt diameter, number, material and dimensions of the plates for the designed joint according to the optimum design options. The design options determined by the program are also presented to the designer visually. With the developed software, the user workload is minimized by determining the optimum options of bolted joints according to the minimum amount of user input. This resulted in significant savings in the time spent in design and engineering calculations. The user-friendly interface provides an easy and visual use. The results obtained by the program were also solved manually to check the reliability of the program.

This paper reviews latest developments of substructures for offshore wind turbines focusing on investigations and applications of hybrid foundations. Model tests and numerical analyses were used to simulate the loading of hybrid piles in sand. The results of pile-soil interaction were investigated to confirm the changes in soil stiffness around the hybrid monopile head. The mechanism and factors affecting the change in lateral stiffness of the hybrid foundation were explained by analysing p–y curves for M+H loading conditions in sand. Based on this research, a new shape of p–y curves for hybrid monopiles was established and a method for determining key parameters was proposed. The effectiveness of new p–y curves was verified by comparing back-calculated results with those from numerical simulations. The conducted tests confirmed that the hybrid monopile displacement is 30–50% smaller when compared to a standard monopile with similar dimensions. The gained experiences can be useful for designers and researchers to enhance the design of foundations for offshore wind turbines.

This paper presents a simplified design method for laterally loaded rigid monopiles in cohesionless soil. The proposed design method is based on a constant depth of the rotation point and a bi-linear distribution of soil lateral reaction along the embedded length of the monopile. Furthermore, a mobilization coefficient of soil resistance is introduced to quantify the magnitude of the soil reaction mobilized under a certain load level applied at the pile head. The mobilization coefficient is found to be directly related to the pile head rotation by back-analyzing test results measured from 13 laterally loaded piles in the published literature. The feasibility and reliability of the proposed design method are evaluated with another 23 laterally loaded piles, which are compiled in a database. The results show that the proposed design method yields relatively satisfactory predictions of the nonlinear load-deformation responses of these piles. Furthermore, comparison of soil lateral reaction profiles between those measured and calculated with the proposed method proves the validity of the assumed soil reaction profiles. As the mobilization coefficient is back-analyzed from piles mostly embedded in uniform ground and the pile bending and translational deformations are neglected in this study, the proposed method is suitable for monopile designs in uniform sites with medium~medium-dense sand, in which the pile bending and translational deformations can be ignored. [ABSTRACT FROM AUTHOR]

Different rehabilitation techniques have been utilized to extend the service life of wooden utility poles, which are mainly affected by degradation and decay. This paper presents an evaluation of the performance of wooden utility poles rehabilitated using sprayed glass fiber–reinforced polymer (GFRP) composites and near-surface-mounted (NSM)-GFRP bars. Seven full-size (305-mm diameter) new wooden poles and five full-size old wooden poles, taken out of service, were tested under monotonically increasing lateral load. The test parameters included the thickness (4, 6, and 8 mm) and length (1.0 and 2.0 m) of the sprayed-GFRP coating, and rehabilitation methods (sprayed-GFRP composites, NSM-GFRP bars). The results showed that the sprayed-GFRP coating can restore the load-carrying capacity and enhance the stiffness of both old and damaged poles. In addition, the load-carrying capacity of the wooden poles was not affected by the increase in GFRP thickness after the thickness reached 6 mm. It was also concluded that using the NSM-GFRP bars is not cost-effective compared to the sprayed-GFRP composites. A simple analytical procedure was introduced to estimate the load-carrying capacity of retrofitted poles and to calculate the required thickness of the sprayed-FRP layer, which yielded reasonably conservative results. [ABSTRACT FROM AUTHOR]

Piled raft foundation (PRF) has become the most popular system to be used in high rise buildings and other structures where a high vertical and lateral load capacity is required. The response of PRF to horizontal and vertical load is different, and factors such as pile length, diameter, spacing, raft thickness, and the presence of vertical load can affect its lateral behaviour. This paper reviews recent researches from the past two decades that focuses on these factors. The primary objective is to provide a summary of recent research, highlight both experimental and numerical methods conducted for lateral load analysis of PRF. It was found that the vertical load greatly affects the lateral capacity of PRF, lateral deflection decreases with increasing of vertical load. by increasing the number of piles results in a decrease in soil stiffness, leading to higher loads on the front piles compared to the rear piles, and reduces the contribution of the raft to lateral loads. By neglecting the lateral resistance of the raft portion leads to an underestimation of the total resistance and overestimation of the shear force, and lateral displacements of piles. With same configuration the lateral resistance of a PRF is about 2.5 to 6 times greater than that of pile group foundation. Moreover, the piles arranged in a series configuration exhibited greater resistance to lateral loads compared to those arranged in a parallel configuration. [ABSTRACT FROM AUTHOR]

This paper reviews latest developments of substructures for offshore wind turbines focusing on investigations and applications of hybrid foundations. Model tests and numerical analyses were used to simulate the loading of hybrid piles in sand. The results of pile-soil interaction were investigated to confirm the changes in soil stiffness around the hybrid monopile head. The mechanism and factors affecting the change in lateral stiffness of the hybrid foundation were explained by analysing p-y curves for M+H loading conditions in sand. Based on this research, a new shape of p-y curves for hybrid monopiles was established and a method for determining key parameters was proposed. The effectiveness of new p-y curves was verified by comparing back-calculated results with those from numerical simulations. The conducted tests confirmed that the hybrid monopile displacement is 30-50% smaller when compared to a standard monopile with similar dimensions. The gained experiences can be useful for designers and researchers to enhance the design of foundations for offshore wind turbines. [ABSTRACT FROM AUTHOR]

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This work studies the response of a 2 x 2 pile group near a slope subjected to lateral load. Three-dimensional, non-linear finite element analysis is carried out. The entire code is developed in FORTRAN 90. Bending-dominated pile and pile caps are represented by 20 node elements with quadratic shape function, and shear-dominated soil elements are represented by eight-node elements with linear shape function. Sixteen node interface element of zero thickness is used for stress transfer between pile and soil. The outcome highlights the influence of slope parameters like slope angle and edge distance on the response of the 2 x 2 pile group near a slope. The lateral displacement and maximum bending moments are increased with an increase in slope. However, its effect reduces with an increase in slope distance. The point of zero-shear along the pile's depth shifts deeper with an increase in slope.

With the rapid increase in offshore wind turbines in China, monopiles with diameters exceeding 2 m are widely used. As these piles are subjected to lateral loads caused by wind, waves, and currents, the designs of the pile foundations supporting the offshore wind turbines are significantly influenced by their lateral behaviors. For this reason, field tests of the largest monopile on the sea and additional analysis based on the solid finite element method (FEM) and p-y curves are carried out to reveal the response of monopiles subjected to lateral loads and to figure out key technical issues related to the design process. The results revealed that the p-y curves proposed by the API code for clay showed a much "softer" response, which resulted in the conservative design of the piles. The solid FEM relied heavily on the choosing of the parameters used. At relatively small deflections, the solid FEM presented reasonable results as compared with the tests which were, however, supposed to overestimate the ultimate capacity of the piles. The results also indicated the importance of the influence of the pile–soil gap and the application of parameter analysis to achieve relatively conservative results, if the solid FEM is adopted in the design. [ABSTRACT FROM AUTHOR]

Aging reinforced concrete (RC) building structures typically experience more severe damage and are prone to collapse during earthquakes, constituting a primary factor in casualties and direct economic losses. To enhance the seismic performance of these old structures, this paper proposes a seismic risk assessment and a micro-concrete restoration method. It applies the process to an existing three-story reinforced concrete structure. A practical framework for mitigating structural vulnerabilities in seismic-prone regions was proposed. Then an as-built survey was conducted to create as-built architectural and structural drawings. Concrete core tests, ferroscans, and rebar tests were also performed. Based on field surveys and test data, nonlinear static and dynamic analyses have been used to evaluate structural safety. Concrete column jacketing was used to strengthen weak existing columns with micro-concrete. In assessing the structural response of retrofitted buildings, a comparison was made to their initial state. The comparison shows that applying concrete column jacketing with micro concrete can reduce other structural elements' demand capacity ratio (DCR), minimize maximum displacements, and enhance overall stiffness. The results indicate that the proposed method effectively evaluates the seismic risk of aging structures and enhances seismic resilience in existing buildings. Moreover, the application to the actual structure demonstrates that micro-concrete is highly durable and compatible with parent-concrete. [ABSTRACT FROM AUTHOR]

This paper presents the lateral pile-soil response occurring in coral and silica sand foundations through comparative numerical studies. In this study, the Hypoplastic constitutive model was implemented into Abaqus software to simulate the stress–strain relationship of coral sand and silica sand with the same particle gradation. The validation of numerical model was verified by centrifuge test results. Afterward, forty-eight numerical analyses were employed to assess the influence of pile diameter, embedment length, loading eccentricity, and relative density on the lateral response of piles in two kinds of sands. The load–displacement response, pile deflection, bending moment, and p-y curves were compared and analyzed in detail. The results showed that, with the increase in displacement level and relative density, the load responses of piles in coral sand gradually became greater than that in silica sand, the p-y curves in coral sand were also significantly higher than that in silica sand, and the bending moment and deflection profile of pile in silica sand were larger than that in coral sand. The difference in pile response between the two kinds of sands became more significant as the density and load level increased. Finally, a multi-parameter modified p-y model for coral sand was proposed, and its applicability and rationality were validated. [ABSTRACT FROM AUTHOR]

A laboratory study for screw pile group driven in two clay layers soft and stiff under the influence of lateral cyclic load. The aim of this research is to investigate how screw piles behave laterally under peridic load because these types of piles increased their use in previous years, especially in wind turbines and energy towers, the scarcity of studies on their lateral behavior, and the spread of this soil profile in central and southern Iraq. This study investigated the behavior of screw pile group 2 × 2 with three spacing equal to 1.5, 3, and 4.5 Dh where Dh is the helix diameter, two embedded lengths of 400 and 330 mm, shaft diameter equal to 10 mm by using single, double helix, and ordinary pile (straight shaft without helix) under the effect of cyclic lateral load with frequency 0.2 Hz. Through the results it was found the increasing lateral resistance was significantly impacted by the increment spacing between the piles. For pile group with an embedded length of 400 mm, increasing the distance between the screw piles from 1.5 Dh to 3 and 4, 5 Dh leads to an increase in the side resistance at rates ranging between 25–39% and 49–64% respectively and also found that the embedded length of the pile has an influent effect on the side resistance, the decrease in the embedded length from 400 to 330 mm leads to an increase in lateral deflection by a rate ranging between 27 and 150% depending on the strength and amount of the cyclic lateral load. It was also found that for the same distance between piles, the screw piles gave better lateral resistance than the ordinary piles, as well as the double helix piles gave a higher side resistance than the single piles. [ABSTRACT FROM AUTHOR]

The progressive increase in loads and frequency of trains traversing over aging railway infrastructure can lead to large lateral forces and displacements that could potentially cause derailment and problems related to safety. Reliance only on design thresholds for safety assessment of existing bridges can lead to conservative evaluations, unnecessary replacements, and increased maintenance costs. However, there is a lack of data on lateral behavior of existing railroad infrastructure. This article examines the recommended lateral load and displacement specified in codes. It specifically analyzes the responses of railroad bridges under revenue service traffic, using field-collected data. The goal is to establish a contextual understanding of how modeling, field data, and the code relate to each other. First, this paper presents an investigation of measured lateral forces of existing railroad bridges using different instrumentation techniques such as truck performance detector, track loading vehicle, and linear variable differential transducers (LVDTs). Second, a series of lateral displacement field monitoring data of three railroad steel bridges using the LVDT and the time history analysis of two railroad timber bridges under train load events with different speed and axle load using laser are presented. Time history responses of railroad bridges under train load provide an objective qualification to evaluate their current condition. Finally, the data help to identify maximum lateral displacement, train speed, symmetry of bridge response associated with the construction, the number of cars, and freight versus passenger different responses. These measurements are recommended to be used for field evaluations of bridge lateral responses under traffic. This study focuses on lateral load and displacement in railroad bridges. The authors suggest using field monitoring data to ensure the safe operation of existing railroad bridges, because the design code's conservative values may not be sufficient. To assess lateral load, the authors recommend using a pair of forces rather than a single concentrated lateral force. For lateral displacement assessment, the authors suggest the use of a field monitoring technique with LVDT or sensors. This approach enables the creation of a displacement time history that includes train speed and symmetrical movement data. The practical application of this method may be limited by budget, bridge access under revenue service traffic, and safety restrictions for sensor location. Additionally, the amount of data that can be collected depends on the number and location of sensors. Sensor placement must be guided by prior engineering knowledge of the bridge. Finally, data collection may be time-consuming, which may be cost-ineffective and render the whole exercise difficult. In summary, this study proposes a field monitoring approach for lateral load and displacement assessment that requires a careful consideration of practical limitations. [ABSTRACT FROM AUTHOR]

Abstract Fire-induced structural damage to the seismic performance of reinforced concrete shear walls is critical in the event of a fire-earthquake scenario. However, only few researchers have studied the seismic performance of reinforced concrete shear walls at high temperatures. This study focuses on the seismic performance of fiber reinforced concrete shear walls at high temperatures by using finite element (FE) software, ABAQUS. The experimental test available in a literature on seismic behavior of shear walls exposed to fire and thermal properties of glass fiber reinforced polymer (GFRP) bars were used to validate the FE model and showed good agreement and thus used in the simulation. The FE results showed that exposure of RC shear wall to fire reduced the strength of the wall. The strength of walls at the maximum applied drift of 3.2% with concrete cover thicknesses of 20 mm, 25 mm, and 30 mm was dropped by about 70%, 76%, and 85% of the reference shear wall, respectively. Similarly, the strength of RC walls was reduced by about 80%, 75%, and 68% of the reference shear wall for the duration of fire exposure of 30 min, 60 min, and 120 min, respectively. Additionally, the strength of walls due to one side, two sides, or all sides’ exposure to fire was decreased by about 68%, 56%, and 50% of the reference shear wall, respectively. It can generally be concluded that the fire exposure sides has largely affected the strength of the shear wall compared to the other parameters and GFRP bars were more sensitive to temperature than steel bars.