Strong Wind Loads Research Articles

Optimal design of multiple tuned liquid dampers with paddles for wind-induced vibration control of high-rise buildings

The optimal design of multiple tuned liquid dampers (MTLDs) is important for improving structural vibration control. However, current MTLD optimization studies typically take the response of the original structural frequency as the optimization objective, without considering the effect of the structural frequency shift under strong wind loads. Therefore, this paper proposes an MTLD frequency optimization method based on the weighted average of structural acceleration magnification factors. This method can target multiple responses in the structural frequency shift region, thereby overcoming the limitation that the optimal parameters can only be solved for a single structural frequency. It is also worth noting that this method can be applied to the frequency optimization of MTLDs with internal obstructions. A detailed procedure for determining the optimal frequency distribution of the MTLD based on a particle swarm algorithm is presented, and a coupled simulation method for the vibration response of the structure-MTLD system is developed to demonstrate the validity of the optimization results. The proposed optimization method is then further applied to the design of the MTLD with paddles for wind-induced vibration control in a 206 m super high-rise building. The results demonstrate that the modified MTLD optimization, which considers multiple structural frequencies, exhibits superior robustness compared to the traditional MTLD optimization, which considers only one original structural frequency. This implies that the modified MTLD can effectively mitigate the detuning effect caused by the structural frequency shift, which is beneficial for the practical design and application of the MTLD.

Wind-Induced Dynamic Response of Inter-Story Isolated Tall Buildings with Friction Pendulum Bearing Based on an Enhanced Simplified Model

Isolation technology, especially for base isolation, is increasingly being applied in earthquake-prone areas. To satisfy some special demands (such as prevention from seawater erosion of an isolation layer, story-adding retrofit of existing buildings, avoidance of collision between base-isolated tall buildings, and so on), the isolation layer sometimes has to be set in the middle of a building to constitute inter-story isolated buildings. This special structural form inevitably encounters strong wind loads during service life, and its wind-resistant performance deserves to be investigated. This study conducts the wind-induced vibration analysis of inter-story isolated tall buildings with friction pendulum bearing (FPB). The nonlinear time domain analysis model and statistical linearization method to compute the wind-induced response of FPB inter-story isolated tall buildings are addressed based on an enhanced simplified model. Considering the independence of the upper and lower structures, two structural design schemes for inter-story isolated tall buildings are provided. Their dynamic characteristics are analyzed, and wind-induced responses are compared. Finally, the accuracy of the statistical linearization method is verified. This study provides an important theoretical basis for the structural design and wind resistance of inter-story isolated tall buildings.

Application of Response Surface-Corrected Finite Element Model and Bayesian Neural Networks to Predict the Dynamic Response of Forth Road Bridges under Strong Winds.

With the rapid development of big data, the Internet of Things (IoT), and other technological advancements, digital twin (DT) technology is increasingly being applied to the field of bridge structural health monitoring. Achieving the precise implementation of DT relies significantly on a dual-drive approach, combining the influence of both physical model-driven and data-driven methodologies. In this paper, two methods are proposed to predict the displacement and dynamic response of structures under strong winds, namely, a Bayesian Neural Network (BNN) model based on Bayesian inference and a finite element model (FEM) method modified based on genetic algorithms (GAs) and multi-objective optimization (MOO) using response surface methodology (RSM). The characteristics of these approaches in predicting the dynamic response of large-span bridges are explored, and a comparative analysis is conducted to evaluate their differences in computational accuracy, efficiency, model complexity, interpretability, and comprehensiveness. The characteristics of the two methods were evaluated using data collected on the Forth Road Bridge (FRB) as an example under unusual weather conditions with strong wind action. This work proposes a dual-driven approach, integrating machine learning and FEM with GNSS and Earth Observation for Structural Health Monitoring (GeoSHM), to bridge the gap in the limited application of dual-driven methods primarily applied for small- and medium-sized bridges to large-span bridge structures. The research results show that the BNN model achieved higher R2 values for predicting the Y and Z displacements (0.9073 and 0.7969, respectively) compared to the FEM model (0.6167 and 0.6283). The BNN model exhibited significantly faster computation, taking only 20 s, while the FEM model required 5 h. However, the physical model provided higher interpretability and the ability to predict the dynamic response of the entire structure. These findings help to promote the further integration of these two approaches to obtain an accurate and comprehensive dual-driven approach for predicting the structural dynamic response of large-span bridge structures affected by strong wind loading.

Wind Resistance Performance Assessment of Long-Span Cable-Supported Bridges Based on Time-Varying Reliability Theory

Long-span cable-supported bridges constitute the most common type of bridge with a span of more than 400 m. They are generally designed as a double-tower long-span structure with good spanning capacity and economic performance. Wind resistance safety performance is the main index used to control the long-span cable-supported bridge structure. During the life of a long-span cable-supported bridge structure, because the service life of the cables is far shorter than the design life of the structure, the wind resistance performance of the structure will inevitably deteriorate significantly, which will seriously affect the structural service performance of symmetric cable-supported bridges. Under strong wind loads, the static wind stability and flutter stability of cable-stayed bridge structures are components of the limit state of bearing capacity, which directly affects the safety performance of the structure. We take the flutter and static wind stability of a long-span cable-supported bridge structure as the main design control index, use inverse reliability theory to calculate the reliability index of a symmetric cable-supported bridge structure, use inverse reliability theory to calculate the safety factor of a symmetric cable-supported bridge structure, and evaluate the time-varying wind resistance performance of a long-span cable-supported bridge structure by comprehensively considering the reliability index and safety factor. Taking a practical project concerning a long-span cable-supported bridge as a specific case, the time-varying wind resistance reliability of the bridge throughout its operation for more than 30 years is analyzed along with the parameter sensitivity. The results show that the wind resistance performance of the cable-supported bridge structure is obviously affected by its cables, and the degradation of cable performance will have a significant impact on the time-varying wind resistance performance of the structure, especially the critical wind speed of the structure, which has obvious time-varying characteristics. The safety factor and reliability index can be used to objectively evaluate the time-varying wind resistance performance of long-span cable-supported bridge structures.

Marine Wind Turbine PID-PID Torque Control with Vibration Reduction

Marine turbines are an alternative for the production of clean energy in countries where the use of land turbines is limited. However, these systems, especially floating turbines, present a series of control challenges due to their non-linear dynamics and strong wind and wave loads. In this work, a dual control architecture is proposed consisting of two conventional Proportional-Integral-Derivate (PID) controllers that have been tuned with genetic algorithms. One of them is responsible for achieving maximum power in the operating region where torque control is applied, and the other tries to reduce the oscillations of the turbine that cause its efficiency to decrease and produce structural fatigue. Furthermore, the benefits of including the gain scheduling based on wind speed in this dual structure have been studied. This dual control structure has been shown in simulation to be useful for both objectives.

Asymmetric and Cubic Nonlinear Energy Sink Inerters for Mitigating Wind-Induced Responses of High-Rise Buildings

Flexible high-rise buildings with low damping are prone to excessive vibration under strong wind loads. To explore a light-weight control device having desirable mitigation effects on responses and sound robustness against deviations in tuning parameters, the performance of two novel inerter-integrated nonlinear energy sinks (NESIs), i.e., asymmetric nonlinear energy sink inerter (Asym NESI) and cubic NESI, on wind-induced vibration control of super high-rise buildings is assessed in the present work. Based on the wind loads obtained from wind tunnel tests, a super high-rise building with a 300 m height is taken as the host structure in the numerical case study. The results show that Asym NESI can achieve reduction ratios of 38.5% and 11.3% on extreme acceleration and displacement, respectively, while the sensitivity indices of Asym NESI on displacement and acceleration control are only 70.5% and 62.5% of those of tuned mass damper inerter (TMDI) having identical mitigation effects. Although the sensitivity indices of cubic NESI are only 5.5% and 29.8% of those of TMDI, the moderate mitigation effects and large nonlinear stiffness ratio may prohibit its practical implementation. Overall, Asym NESI could be an alternative to TMDI due to the same mitigation effects but better robustness against possible detuning.

Nonlinear buckling analysis of cat-head transmission tower under strong wind load

Based on ANSYS APDL finite element analysis software and B-R criterion combined with displacement equality criterion, the dynamic stability of the cat-head transmission tower is analyzed. In this paper, the static characteristics of the cat-head transmission tower are analyzed first, and the wind load is gradually increased according to the wind speed gradient of 5 m/s. The results show that the cat-head transmission tower cannot be normally served under the wind speed of 45 m/s. In order to analyze the specific instability wind speed of the transmission tower in detail, the nonlinear buckling analysis is used to analyze the cat-head transmission tower. The nonlinear buckling analysis results of the cat-head transmission tower are as follows: the wind speed of instability is V10=43.65 m/s. Therefore, the influence of wind load fluctuation on the dynamic stability of the transmission tower should not be ignored, and the influence of fluctuating wind should be considered in the design of the transmission tower.

Elucidating the impacts of trees on landslide initiation throughout a typhoon: Preferential infiltration, wind load and root reinforcement

AbstractTyphoon‐induced landslides are widespread, damaging and deadly. In this study, we elucidated their spatiotemporal features through investigations in Southeast coastal China and proposed a numerical model that involves typhoon wind load, preferential infiltration and root reinforcement. The wind load is calculated through a combination of the autoregressive method and a multi‐degree‐of‐freedom tree swaying mode, transmitting to the slope through the wind–tree interaction. Taproots of trees are modelled as piles, and root–soil interfaces are modelled as preferential infiltration boundaries. Using the numerical model, we quantitatively assessed the impacts of wind load, rainfall infiltration and root reinforcement on the slope stability and compared results with cases in Waipaoa and Wairoa (New Zealand). Results suggest that the impacts of trees depend heavily on meteorological and geological conditions. Trees play a destabilizing role in Southeast China during a typhoon but a stabilizing role in the cases in New Zealand. For slopes in Southeast China with a thick soil layer (>root depth), strong wind load and preferential flow resulting from root–soil interfaces, rather than slope surface infiltration, significantly decrease the slope stability in a short time. Slope failure occurred in all scenarios that account for the preferential infiltration, and its combination with a Force 14 typhoon wind load can fail the slope at 10 h after the typhoon initiation. Differently, tree roots in cases in New Zealand can penetrate through the thin soil layer (<1 m) and provide considerable additional resistance to stabilize the slope.

Research on the impact of irregular structure group construction on rail transit bridge piers and its response to wind load

The possibility of deformation and collision in existing railway bridge foundation structures due to the construction of a group of large irregular structures in close proximity and their potential for overturning under strong wind loads is posed as a potential threat. The impact of the construction of large irregular sculptures on bridge piers and their response under strong wind loads is primarily investigated in this study. A modeling method based on real 3D spatial information of the bridge structure, geological structure, and sculpture structure is proposed to accurately reflect their spatial relationships. Finite difference method is employed to analyze the impact of sculpture structure construction on pier deformations and ground settlement. The bridge structure exhibits small overall deformation, with maximum horizontal and vertical displacements of the piers located at the edge of the bent cap on the side of the critical neighboring bridge pier J24 adjacent to the sculpture. A fluid–solid coupling model of the interaction between the sculpture structure and wind loads with two different direction is established using computational fluid dynamics, and theoretical analysis and numerical calculations are conducted on the sculpture's anti-overturning performance. The internal force indicators such as displacement, stress, and moment of the sculpture structure in the flow field under two working conditions are studied, and comparative analysis of typical structures is conducted. It is shown that sculpture A and B have different unfavorable wind directions and specific internal force distributions and response patterns due to the influence of size effects. Under both working conditions, the sculpture structure remains safe and stable.

Evaluation of wind load effects on solar panel support frame: A numerical study

Ground-mounted solar systems utilize huge agricultural land because of their high demand. The application/installation of Solar Panels on high rooftop structures can help save agricultural land. However, rooftop structures are vulnerable to high wind-loading conditions. There is no clear guidance available in the literature for finding additional stresses, which are produced by high roof-mounted solar panels due to strong wind loading. This simulation study comprises computational fluid variant (CFX) testing of solar panels and structural analysis of high rooftop structures at different wind velocities of ±7.53, ±15, ±25, ±35, and ±45 m/s. In this simulation study factors of safety (FoS) and displacement against these velocities for all elements of the structure are computed and presented. The truss is the most vulnerable even at the minimum wind load. The FoS for the truss is 0.41 and the displacement is 51.6 mm at a velocity of 7.53 m/s. The mounting structure fails at the velocity of -15 m/s as the resulting FoS and displacement are 0.72 and 58.26 mm, respectively. Based on the analysis, it has been determined that the Channel and Column structures can withstand speeds of up to ±25 m/s without exceeding the threshold limit. The Factor of Safety (FoS) for the Channel and Column at +25 m/s are 15 and 14.27, respectively, while the corresponding deformations are 0.43 mm and 4.59 mm. At -25 m/s, the FoS for the Channel and Column are 1.26 and 4.8, respectively. Overall, these results indicate that the Channel and Column structures have a good margin of safety and can withstand typical wind loads without failure. Meanwhile, deformations are 13.02 mm and 4.59 mm, respectively. Further, results give that the new proposed design of the mounting structure and truss can withstand up to the threshold velocity level of 25 m/s. Hence, investing in an existing structure can save useful agricultural land.

Study on mechanical properties of the cross arm-insulator system under strong wind load

High-voltage transmission tower-line systems in coastal areas are often affected by strong winds, which leads to structural damage to the towers. Detailed analysis of the damage mechanism of towers is very useful to ensure the safety and stability of the power system. This paper examines the mechanical properties of the cross-insulator structure under horizontal wind load, and then the load-carrying capacity and deformation performance were analyzed based on ABAQUS. The results show that the structure is stable under the load, and the main structure is basically in the elastic working stage with insignificant flexural and torsional effects. On the contrary, the local stress of the combined link rod connected with the insulator is large; the bending deformation characteristics of the combined link rod are obvious under the maximum horizontal load the insulator can withstand. This result can provide a reference for cross-arms structural safety design.

Wind-Induced Impact Behavior of Base-Isolated High-Rise Buildings with Adjacent Structures

The base-isolation technology has been increasingly applied in high-rise buildings in recent years. Previous studies have shown that the unfavorable wind-induced response can be effectively reduced by a certain degree of hysteretic energy dissipation after the yielding of the isolation system under strong wind load. However, a large relative inelastic displacement at the isolation level will occur under this condition, which is likely to exceed the width of seismic gap, and cause a structural impact with the adjacent structures (i.e. retaining wall or other barriers). Such wind-induced impacts may have detrimental consequences on the structural performance and have not been investigated much before. This study prospectively investigated the wind-induced impact behavior of base-isolated high-rise buildings with adjacent structures. The multi-story superstructure is modeled as a linear elastic shear building, while the isolation system is represented by bilinear hysteresis restoring force model. An impact element combined with linear spring and damper is used. The story wind load is determined by its cross power spectral density (PSD). Responses for two kinds of typical impact including crosswind and along-wind impact are examined by time history analysis. The results demonstrate that the impact will increase the fluctuation components of superstructure displacement, shear force and bending moment to some extent compared with that of the base-isolated building without impact. The floor accelerations, especially floors close to the base, are significantly increased during impact. The impact has no effect on the mean component of each response. At last, a parametric analysis is carried out to explore the influences of various impact parameters on the inelastic impact response. The results of this study can help to better understand the impact behavior of base-isolated high-rise buildings under strong wind excitation and be useful for performance-based wind resistance design.

Study on Dynamic Response Characteristics of Circular Extended Foundation of Large Wind Turbine Generator

In order to study the dynamic response characteristics of circular extended foundation of wind turbine in mountainous areas, a 1:10 scaled model test was carried out on the circular extended foundation of 2MW wind turbine, and the deformation characteristics of wind turbine foundation under random wind load were analyzed by ABAQUS numerical calculation. The results show that: (1) The wind turbine foundation has different stress types on the windward side and the leeward side. The components of the windward side foundation are subjected to tensile stress, while the components of the wind turbine leeward side foundation are subjected to compressive stress. (2) The strain of the foundation bolt, the strain of the foundation ring, and the strain of the foundation plate are within the allowable range of material deformation, but the relative deformation of the windward side and the leeward side is quite different. (3) The numerical calculation results of wind turbine foundation under strong wind load are compared with the failure results of scale model experiment, which shows that the overall overturning failure of foundation is a dynamic response mode of wind turbine foundation. In the design and construction, it is necessary to strengthen the research on the windward side and the leeward side and strengthen the anti-overturning design of the wind turbine expansion foundation.

Failure analysis and curvature-based failure criterion of super large cooling tower under strong equivalent static wind load

More and more super large cooling towers are used in recent years. However, investigations on them under strong wind are still insufficient and there is still not an agreement failure criterion. In this paper, we conducted the failure analysis of a super large cooling tower with 253 m height under the equivalent static wind load. The finite element analysis procedure incorporates the multi-layered shell element, the softened damage model of concrete and the two-level secant algorithm in one framework. The numerical results show that the nonlinear response of the tower can be divided into four stages, i.e., the initial linear stage, the nonlinear stage, the softening linear stage and the failure stage. The failure of the cooling tower is caused by the loss of material strengths, i.e., the cracking of the concrete and the following yield of the meridian rebar. Finally, a curvature-based failure criterion is proposed to evaluate the failure of the cooling tower, in which the structure fails when the global curvature variation ratio ϰ reaches some definite values. ϰ is defined as the ratio of the total curvature variation with the initial total curvature of the cooling tower geometry. It can evaluate the total curvature variation in a global view. It is recommended that ϰ can be used as an index in the design of the cooling tower, and 1.0% and 3.5% can be deemed as the nonlinear and failure index, respectively.

STUDY OF ICE FORMATION PROCESSES ON OVERHEAD POWER LINES AND DEVELOPMENT OF SYSTEMS TO COMBAT THIS PHENOMENON

Icing on the wires of overhead power lines is a big problem to maintain their integrity. The process of icing wires leads to a significant increase in their mass and, accordingly, to large overloads on the wire and electric supports. Exceeding the loads above the permissible ones can cause great damage to power lines. Wires, cables can break, fittings can be damaged and even lead to collapse of electrical poles. At the same time, damage is caused from the undersupply of electricity. This damage may exceed the damage from damage to the elements of power lines. Ice on the wires usually appear in winter, especially when the warming is going to be replaced by a cold snap and the temperature fluctuates around zero. The problem can be exacerbated by strong wind loads. An increase in air humidity also accelerates the formation of an ice "coat" on wires and electrical poles. Under the most unfavorable conditions, the wall thickness of the “fur coat” of ice on the wire can reach more than 70 mm. Such an ice coat can lead to exceeding the maximum permissible loads and damage to the power line, as well as damage from a power outage. The mechanism of ice formation on overhead power lines, as well as negative damage to power lines and high-voltage pylons under the action of ice load, has been studied. An analysis of the known methods of dealing with ice on power lines has been carried out. An innovative device for combating icing formations is proposed. The advantage of the proposed device is the ability to operate in two modes: vibrating and shock-shaking, which expands its functionality. In preventive mode, the device operates continuously due to the interaction with alternating current flowing through the wires of power lines in the normal mode of their operation, without the need for shutdown for maintenance, which gives the electromechanical interactions of devices with the wire of the power line a vibrational character and ensures the continuity of the process of removing water drops from the wires at an early stage before ice formation. Thus, in the preventive mode of operation of the power line, the causes of icing of the wires are eliminated, and not its consequences, which eliminates the need to shut down for maintenance, and reduces the required costs of resources and energy.

Influence of different cable–membrane connection models on wind-induced responses of an air supported membrane structure with orthogonal cable net

Long-span air supported membrane structures are typical wind sensitive buildings, wind load is often their control load. The existing analysis of air supported membrane structures basically assumes that the nodes of the cable net and membrane are bound together, the slide or separation between the cable net and the membrane under wind load is not considered. The lack of cable–membrane​ contact model causes hidden danger to the safety of wind resistance performance of long-span air supported membrane structures. In this paper, ANSYS software is adopted for structural analysis, the cable net of air supported membrane structure is divided into many small cable segments, and nodes of all cable segments form point-surface contact pairs with the membrane surface, the joints of all cable segments may bond, slide or separate from the membrane surface. The cable–membrane contact model is used to analyze the wind-induced response of an air supported membrane structure with orthogonal cable net, and the results are compared with the wind-induced response of the cable–membrane binding model. The analysis results of the two models show that: when the cable–membrane contact model is adopted, the displacement and stress responses of the membrane are greatly increased under strong wind load due to the separation of the membrane and the cable net, the axial force distribution of the cable is more uniform due to the sliding between the cable net and membrane. The cable–membrane binding model overestimates the restraint effect of cable net on membrane, in order to better optimize the design of long-span air supported membrane structures, it is necessary to consider adopting cable–membrane contact model.

Estimation of wind-induced responses of large membrane roofs including the nonlinear motion-induced aerodynamic forces

The effects of nonlinear motion-induced aerodynamic forces on the dynamic responses of large-scale membrane roofs are studied. These forces are from the nonlinear aerodynamic damping and linear aerodynamic stiffness. The responses are analytically obtained using an equivalent nonlinear approach. The characteristics of these responses, including the root-mean-square response, kurtosis, probability density function, peak factor, and peak response are analyzed. The response time history of large-scale membrane roofs under strong wind loads obtained from the nonlinear equation of motion of the structure with the fourth-order Runge-Kutta method is compared with the analytical solution. The proposed analytical approach is shown accurate and effective. Results indicate that the vortex-induced vibration of the roof in the high reduced velocity range is greatly influenced by the negative aerodynamic damping. The dynamic responses in the low reduced velocity range are mainly influenced by the negative aerodynamic stiffness with general buffeting behaviors. The proposed approach will contribute to a more economical preliminary design of such structures under strong winds.

Collapse Mechanism of Transmission Tower Subjected to Strong Wind Load and Dynamic Response of Tower-Line System

Transmission towers are prone to collapse under strong wind load, resulting in significant economic losses. In order to investigate the collapse mechanism and failure modes of the transmission tower under strong wind load and whether the wind vibration factor can greatly reflect the increasing effect of the fluctuating wind, the finite element method (FEM) is utilized to analyze the ultimate bearing capacity of a typical 220 kV transmission tower. The results show that the collapse of the tower under strong wind loads is usually due to the buckling of the leg members. When the reference wind speed is equal to 27 m/s, a small part of the main leg members reaches their yield strength, while the diagonal members are still in the elastic range, and the deformation of the transmission tower is unapparent at this wind speed. When reference wind speed is equal or greater than 30 m/s, the growing variety of main legs is totally into the plastic yield stage, and the overall deformation of this tower is visible. Therefore, the transmission tower is collapsed due to the large deformation caused by the elastic-plastic buckling of leg members. Based on the aforementioned study, a finite element model involving three transmission towers and four span transmission lines is established to analyze the dynamic response of the tower-line system below fluctuating wind. Results show that the wind-induced coefficients designed by current code not only notably satisfy the stress response of tower components subjected to fluctuating wind loads in the elastic phase but also accurately assess the collapse displacement of the transmission tower. The increasing effect of displacement on the top tower under fluctuating wind, unfortunately, could not considerably reply with the investigated factor, and the load-carrying capacity of the transmission tower in the plastic phase can be overestimated by static calculation results.

Influence Mechanism of a Bridge Wind Barrier on the Stability of a Van-Body Truck under Crosswind

Understanding the crosswind stability of cars under strong wind loads and research on wind resistance methods is important for improving the safety performance of wind-induced driving on bridges. Taking van-body trucks as the research object, numerical calculation methods and wind tunnel test methods are used to conduct the wind-induced driving safety analyses of van trucks on a cross-sea bridge. The influence of the structural parameters of the barrier-type wind barrier on the aerodynamic characteristics and straight-line driving stability of the trucks on the bridge is studied and analyzed quantitatively. The results show that the decrease in the porosity of the wind barrier can effectively reduce the average wind speed of the bridge deck, and increasing the height of the wind barrier can effectively reduce the wind speed and increase the occlusion height of the bridge deck. The lateral acceleration, yaw rate, and lateral displacement of trucks decrease with the decrease in the porosity of the wind barrier and decrease with the increase in the height of the wind barrier. The research conclusions can not only provide data support for wind-induced driving safety analysis and the wind-resistant design of bridges but also provide a new method to balance the requirements of bridge wind-induced driving safety and bridge wind-induced structure safety.

Physics-informed deep learning model in wind turbine response prediction

Subjected to strong cyclic wind and wave loads, wind turbines could experience severe fatigue damages and possibly fail to function normally due to accumulated damages at certain critical locations. Therefore, fatigue damage evaluation and prediction are essential and important to be conducted, which could involve massive numerical simulations and computational costs due to dynamic analyses of the wind turbines under various environmental conditions. To reduce the calculation cost related to the time-consuming dynamic analysis, sequence models such as the recurrent neural network (RNN) and the long-short term memory model (LSTM) originated from the deep learning topic are good and promising candidates to predict structural dynamic responses at multiple critical locations under different environmental scenarios. However, the training cost and prediction accuracy of these deep learning models might not be satisfiable since these models are purely data-driven and require significant amount of training data and a large number of training parameters. To reduce the computational cost and improve the prediction accuracy, a hybrid method that integrates the physical information of the underlying wind turbine system into the data-driven model is implemented in the present study as a computationally efficient simulation model. Structural properties and linearized representations of the wind turbine system are served as the physical constraints and applied in a recently proposed deep residual recurrent neural network (DR-RNN) to form as a physics-informed deep learning model. This physics-informed model is first applied to a frame structure with four degrees of freedom as a benchmark study to show the accuracy and efficiency of this model. The applicability of this physics-informed model to a complex wind turbine system is then investigated, and the performance of the developed physics-informed model on the structural response prediction is also compared with a regular data-driven model.