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1
Cao, SS, ST Ke, WM Zhang, L. Zhao, YJ Ge, and XX Cheng. "Load–response correlation–based equivalent static wind loads for large cooling towers." Advances in Structural Engineering 22, no. 11 (April 22, 2019): 2464–75. http://dx.doi.org/10.1177/1369433219844336.
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The load–response correlation method has been recognized by the wind engineering community as a useful equivalent static wind load calculation method for structural design of quasi-static structures against strong winds. However, it has been found that the load–response correlation method is less effective to non-linear systems and in situations where load processes are non-Gaussian, such as large cooling towers subjected to strong winds. To validate the applicability of the load–response correlation method to large cooling towers, an aero-elastic model has been designed for a 215-m-high cooling tower in this article, which can simultaneously produce wind loads and wind-induced displacements of the structure according to wind tunnel model tests. Using data measured on the aero-elastic model, the exact results of correlation coefficients between wind loads and structural responses are obtained and validated by a non-linear finite element analysis. By comparing the correlation coefficients measured on the scaled model to the results based on the load–response correlation calculation, it is found that the correlations are much stronger for the load–response correlation calculation than those for the exact wind tunnel measurement. The explanation for this observation is that the non-linearity of the real structure and the non-Gaussian feature of the actual wind loads can weaken the correlations between the wind loads and the structural responses.
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Gayatri, Gokul, B. Tirumala Reddy, and B. Narender. "Comparative study of wind and ice loads on telecommunication towers in hilly terrain." E3S Web of Conferences 455 (2023): 02021. http://dx.doi.org/10.1051/e3sconf/202345502021.
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Telecommunication structures are usually defined as steel lattice towers on which they mount microwave dish antennas. These are slender, tall, highly optimised structures and the loading conditions that control their performance are extreme cold, snowfall, and strong winds. Strong winds combined with ice accumulation on the structure's members and dishes are the primary reasons of collapse. This comparative study is to investigate the effect of ice loads combined with wind load analysis of triangular tower configuration comprising of height 60m located in hilly terrain (specially dealt with cold region) having wind zones 39mps and 55mps. By referring specialized standards for analysis of lattice towers, reduction of wind load shall be considered when ice loads are accounted for analysis. Initial design is performed for full wind load of the tower configuration through space truss analysis using STAAD.Pro V22 software and same is checked with combined wind and ice loads as per appropriate standards. A comparison statement is derived on effect of ice loads on analysis of structure – leg forces, bracing forces and deflection for tower configuration considered in parametric study.
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Goyal, Akash, A. N. Shankar, and S. K. Sethy. "Parametric Analysis of Hyperbolic Cooling Tower under Seismic Loads, Wind Loads and Dead Load through Staad. Pro." International Journal of Engineering Research and Science 3, no. 8 (August 31, 2017): 38–41. http://dx.doi.org/10.25125/engineering-journal-ijoer-aug-2017-6.
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Kim, Taeo, Sang Whan Han, and Soo Ik Cho. "Effect of Wind Loads on Collapse Performance and Seismic Loss for Steel Ordinary Moment Frames." Applied Sciences 12, no. 4 (February 15, 2022): 2011. http://dx.doi.org/10.3390/app12042011.
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The aim of this study is to investigate the effect of wind loads on the seismic collapse performance and seismic loss for steel ordinary moment frames (OMFs). For this purpose, 9-, 12-, 15-, and 18-story steel OMFs are repeatedly designed for (1) gravity load + seismic load, (2) gravity load + seismic load + wind load (wind speed = 44 m/s), and (3) gravity load + seismic load + wind load (wind speed = 55 m/s). The seismic collapse performance and seismic loss of OMFs are evaluated using the procedures in FEMA P695 (FEMA, 2009) and FEMA P58 (FEMA, 2018), respectively. Steel OMFs designed with consideration of wind loads have larger member sections than corresponding steel OMFs designed without consideration of wind loads as expected. Although member sections are increased when wind loads are considered, the growth in the maximum base shear force and lateral stiffness of OMFs are insignificant. Unlike our expectation, OMFs designed with consideration of wind loads have higher expected annual loss (EAL) than corresponding OMFs designed without consideration of wind loads.
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Enciu, K., and A. Rosen. "Aerodynamic modelling of fin stabilised underslung loads." Aeronautical Journal 119, no. 1219 (September 2015): 1073–103. http://dx.doi.org/10.1017/s0001924000011143.
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AbstractBox-like slung loads exhibit periodic yaw response instabilities, while carried externally by a helicopter. When coupled with the slung load longitudinal and lateral pendulum motions, these instabilities result in significant pendulum oscillations of the load. High amplitude oscillations lead in many cases to the limiting of a load’s flight envelope. Using wind tunnel and flight tests, rear mounted fins were previously demonstrated as efficient means for stabilisation of a problematic load. However, the lack of a proper analytical model of the stabilised load’s aerodynamic characteristics, led to a trial and error development process, without an appropriate physical understanding of the stabilisation problem. The present paper describes a method for the aerodynamic modeling of fins stabilised slung loads based on a limited number of simple static wind-tunnel tests. The resulting database is incorporated in a dynamical slung load simulation that shows good agreement with dynamic wind-tunnel tests. The applicability of the proposed method is demonstrated, by the calculation of stabilised loads aerodynamic databases for interim fin inclination angles not covered by tests.
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Bartlett, F. M., H. P. Hong, and W. Zhou. "Load factor calibration for the proposed 2005 edition of the National Building Code of Canada: Statistics of loads and load effects." Canadian Journal of Civil Engineering 30, no. 2 (April 1, 2003): 429–39. http://dx.doi.org/10.1139/l02-087.
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The 2005 edition of the National Building Code of Canada (NBCC) will adopt a companion-action format for load combinations and specify wind and snow loads based on their 50 year return period values. This paper summarizes statistics for dead load, live load due to use and occupancy, snow load, and wind load that have been adopted for calibration, and a companion paper presents the calibration itself. A new survey of typical construction tolerances indicates that statistics for dead load widely adopted for building code calibration are adequate unless the dead load is dominated by thin, cast-in-place concrete toppings. Unique statistics for live load due to use and occupancy are derived that pertain specifically to the live load reduction factor equation used in the NBCC. Statistics for snow and wind loads are normalized using the 50 year values that will be specified in the 2005 NBCC. New statistics are determined for the factors that transform wind speeds and ground snow depths into wind and snow loads on structures.Key words: buildings, code calibration, companion action, dead loads, live loads, load combinations, load factors, reliability, safety, snow loads, wind loads.
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Gerhardt, H. J., and F. Janser. "Wind loads on wind permeable facades." Journal of Wind Engineering and Industrial Aerodynamics 53, no. 1-2 (November 1994): 37–48. http://dx.doi.org/10.1016/0167-6105(94)90017-5.
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Zhao, Pingnan, Lijun Liu, and Ying Lei. "Identification of Wind Loads on Structures Based on Modal Kalman Filter with Unknown Inputs." Buildings 12, no. 7 (July 13, 2022): 1003. http://dx.doi.org/10.3390/buildings12071003.
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Wind loads on structures are difficult to directly measure, so it is practical to identify structural wind loads based on the measurements of structural responses. However, this inversed problem is challenging compared with conventional load identification as wind loads are time-space coupled and spatially distributed dynamic loads on structures. An improved method is proposed for identifying wind loads on structures using only partial measurements of structural acceleration responses in this paper. First, the wind loads on a structure are decomposed by proper orthogonal decomposition as a series of time-space decoupled sub-distributed dynamic loads with independent basic spatial distribution functions and time history functions. Herein, structural modes are adopted as the basic spatial distribution functions and structural modes of discretized and continuous structural systems are investigated. Then, a history function of the decomposed wind load is identified in the modal domain based on modal Kalman filter with unknown inputs, which is proposed by the authors. Finally, the distributed wind loads are reconstructed for discrete or continuous structural systems. The feasibility of the proposed algorithm is verified by two numerical examples of identification of wind loads on a discrete shear frame and a wind turbine tower, respectively.
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Shin, Dong-Hyeon, and Young-Cheol Ha. "Wind-Load Calculation Program for Rectangular Buildings Based on Wind Tunnel Experimental Data for Preliminary Structural Designs." Buildings 14, no. 8 (July 24, 2024): 2294. http://dx.doi.org/10.3390/buildings14082294.
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In this study, we developed a wind load calculation program (WCP) capable of predicting wind loads with relative precision during the preliminary design phase. First, wind tunnel tests were conducted to identify the essential factors necessary for calculating wind loads and the variables influencing these factors. Square building shapes were considered, and the wind force coefficients and power spectral density were measured by combining four ground roughness values, eleven side ratios (D/B), four aspect ratios (H/BD), and wind directions ranging from 0° to 90°. The wind power coefficient and the spectral coefficient were formulated so that the wind load could be calculated according to various conditions. The WCP computations were based on the calculation of the load combination coefficient using the resonant wind load. Finally, the wind loads obtained from the wind tunnel tests were compared with those predicted by the WCP using an actual project model (inner-core (A) and outer-core (B) types). Building A yielded similar WCP and wind tunnel experimental responses when subjected to wind and laminar wind loads. Additionally, Building B yielded a larger error than that of Building A, but similar results were obtained when buildings were subjected to combination and laminar wind loads.
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Zhang, Qing, Jian Jie Zhang, Ji He, Yong Feng Li, and Xian Rong Qin. "A Method of Dynamic Modeling of a Large Floating Crane and its External Excitations." Advanced Materials Research 139-141 (October 2010): 2440–45. http://dx.doi.org/10.4028/www.scientific.net/amr.139-141.2440.
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According to the characteristics of floating cranes, an affordable numerical method to model the floating cranes and the external excitations such as wind, wave and shimmy loads was proposed. Local coordinates modifying wind, wave and shimmy loads which are determined separately were combined in the global coordinate system according to the geometric positions. The spectra of wind loads and wave loads were converted into time domain separately according to the linear method, while a shimmy load is determined according to the Lagrange’s Equation. As an example, the external excitation caused by random wind, wave and shimmy loads on a 7500-ton giant floating crane were simulated, and the transient dynamic response was predicted and discussed. Focusing on the characteristics of structure of floating cranes, the research indicates that the dominant frequency of the wave load is low, as compared to wind and shimmy loads, and that the shimmy load is closely related to the environmental excitations such as wind and wave loads. The results also suggest that the transient response of the crane is mainly related to the shimmy load.
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Saxena, Abhishek, PVVSRR Krishna, Uma Reddy, Amit Dutt, Ashwani Kumar, Q. Mohammad, and Preeti Maan. "Examination of Wind Impacts on RCC Frame Structures in Different Wind Zones." E3S Web of Conferences 529 (2024): 01011. http://dx.doi.org/10.1051/e3sconf/202452901011.
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Reinforced refers to a structurally sound assemblage of carefully joined slabs, beams, columns, and foundation components. Through the use of this complex network, loads are systematically transferred from slabs to beams, then to columns, converge at the foundation, and finally travel to the soil beneath. This structural analysis offers a thorough investigation of load-carrying dynamics by examining multiple scenarios for the same structure while accounting for varying wind speeds. A G+9 storey building is subjected to a comparative evaluation in three different wind zones (I, II, and III) with corresponding wind speeds of 33 m/s, 39 m/s, and 44 m/s. The structural behaviour is carefully modelled and examined under the impact of dead load, live load, and wind load using sophisticated STAAD Pro software. This thorough analysis clarifies the structure’s unique reactions to different wind speeds. In order to determine the design loads of a multistorey building, this paper gives a comparative assessment of wind load. Then, using the fundamental wind speed and other local characteristics, the wind load in that zone may also be calculated. The wind speed is time-dependent and random, though. The current study uses the IS 875 code to analyse wind loads in different zones of a multistorey building. The design wind speed of that zone, with a variance, is used to estimate the wind loads.
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Zhu, Fan, Meng Zhang, Fuxuan Ma, Zhihua Li, and Xianqiang Qu. "Identification of Wind Load Exerted on the Jacket Wind Turbines from Optimally Placed Strain Gauges Using C-Optimal Design and Mathematical Model Reduction." Journal of Marine Science and Engineering 12, no. 4 (March 27, 2024): 563. http://dx.doi.org/10.3390/jmse12040563.
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Wind turbine towers experience complex dynamic loads during actual operation, and these loads are difficult to accurately predict in advance, which may lead to inaccurate structural fatigue and strength assessment during the structural design phase, thereby posing safety risks to the wind turbine tower. However, online monitoring of wind loads has become possible with the development of load identification technology. Therefore, an identification method for wind load exerted on wind turbine towers was developed in this study to estimate the wind loads using structural strain, which can be used for online monitoring of wind loads. The wind loads exerted on the wind turbine tower were simplified into six equivalent concentrated forces on the topside of the tower, and the initial mathematical model for wind load identification was established based on dynamic load identification theory in the frequency domain, in which many candidate sensor locations and directions were considered. Then, the initial mathematical model was expressed as a linear system of equations. A numerical example was used to verify the accuracy and stability of the initial mathematical model for the wind load identification, and the identification results indicate that the initial mathematical model combined with the Moore–Penrose inverse algorithm can provide stable and accurate reconstruction results. However, the initial mathematical model uses too many sensors, which is not conducive to engineering applications. Therefore, D-optimal and C-optimal design methods were used to reduce the dimension of the initial mathematical model and determine the location and direction of strain gauges. The C-optimal design method adopts a direct optimisation search strategy, while the D-optimal design method adopts an indirect optimisation search strategy. Then, four numerical examples of wind load identification show that dimensionality reduction of the mathematical model leads to high accuracy, in which the C-optimal design algorithm provides more robust identification results. Moreover, the fatigue damage calculated based on the load identification wind loads closely approximates that derived from finite element simulation wind load, with a relative error within 6%. Therefore, the load identification method developed in this study offers a pragmatic solution for the accurate acquisition of the actual wind load of a wind turbine tower.
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Kulikov, Vladimir, Olga Stafeeva, and Magomed Magomedov. "MODELING OF THE INFLUENCE OF THE LOCATION OF STIFFNESS CORES ON THE DEFORMATIVE BEHAVIOR OF BUILDINGS UNDER DYNAMIC INFLUENCES." Construction and Architecture 10, no. 1 (March 20, 2022): 46–50. http://dx.doi.org/10.29039/2308-0191-2021-10-1-46-50.
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It is known that buildings and structures oscillate from wind, earthquakes, and the operation of various machines and equipment. The dynamics of the behavior of a residential building is considered from the point of view of developing principles and methods for calculating structures for the impact of various dynamic loads in order to ensure their bearing capacity under the combined impact of static and dynamic loads, as well as limiting the level of vibrations to exclude the harmful effects of vibrations on people and on technological processes. The article analyzes the wind impact on a 25-storey building, considers the parameters of regional and local winds, considers the main aspects of determining wind loads on buildings and structures. The nature of the wind load is investigated, as well as methods of its calculation. the task of further development of the method of calculating wind impact using computer modeling is envisaged.
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Zhang, Zhuoqun, Jiashu Liu, Kangjie Shao, and Peng Zhang. "Analysis of Wind-Sand-Load-Induced Dynamic Response of Transmission Tower-Line Systems." Shock and Vibration 2022 (August 25, 2022): 1–12. http://dx.doi.org/10.1155/2022/4924091.
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Sandstorms are a common natural phenomenon that has the potential to cause severe disruptions to civil infrastructure. However, the effect of sandstorms on transmission tower structures has not received much attention. This paper proposes the simulation of the wind-sand loads for the analysis of transmission tower structures under sandstorm excitation by superposing the wind loads and sand particle loads. The wind load is generated based on Kaimal fluctuating wind power spectrum and the harmonic superposition method, and the sand load is constructed based on the law of conservation of momentum and sandstorm classification. A transmission tower was modeled and simulated in SAP2000 to explore the dynamic response of the tower towards wind-sand loads. A comparison of wind-induced and wind-sand-induced responses shows that the structural dynamic responses of transmission towers due to the wind-sand effect are pronounced. Particularly, the maximum longitudinal displacements and axial forces increased greatly. The results showed that the sandstorm loads for transmission towers cannot be neglected, and more attention should be paid to the structural design of transmission towers to resist such loads.
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Zheng, Hanbo, Hao Zhang, Gonghao Li, Chen Wang, and Fayun Liang. "Experimental study on monopile-supported offshore wind turbine subjected to long-term wind and wave cyclic loading." IOP Conference Series: Earth and Environmental Science 1332, no. 1 (May 1, 2024): 012012. http://dx.doi.org/10.1088/1755-1315/1332/1/012012.
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Abstract Offshore wind energy has recently gained much attention. During its service life, a monopile-supported offshore wind turbine (OWT) is subjected to long-term wind and wave lateral cyclic loads with different cycle characteristics, inducing accumulated deformation of the OWT system to exceed the serviceability limit state and causing safety accidents. In this study, a 1g scaled model test with a similarity ratio of 1:100 was conducted to investigate the lateral response of a monopile-supported OWT in sand under long-term wind and wave cyclic loads. Two sets of centrifugal gear cyclic loading devices applied stable long-term wind and wave cyclic loads and different cyclic load amplitudes and directions were achieved by adjusting the input voltage and counterweight masses. Four groups of long-term cyclic loading tests were conducted for the monopile-supported OWT, considering different wind load simplification methods and various wind-wave load contribution ratios. The lateral displacement and accumulated tilt of the OWT were monitored using two laser displacement transducers installed at different heights. The results show that a simplistic treatment of wind loads as static loads results in an overestimation of the cumulative rotational deformation, and an increase in the wind-wave load contribution ratio decreases the cumulative tilts of the OWT structures.
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Konstantinov, Aleksandr, and Maya Lambias Ratnayake. "Calculation of PVC windows for wind loads in high-rise buildings." E3S Web of Conferences 33 (2018): 02025. http://dx.doi.org/10.1051/e3sconf/20183302025.
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In the following article we examine problems faced when designing PVC windows for high-rise buildings, which are usually not considered when constructing objects for massive sites, using a high-rise residential complex as an example. We address the matters related to wind loads on windows & statistical calculation of the impact of wind loads on them. We have presented variants of installing load-bearing elements of PVC windows which accept wind loads. We conducted a laboratory experiment by simulating wind loads on the window design, which is actually used for glazing the examined high-rise building. In the course of the experiment we determined additional factors which need to be considered when constructing PVC window structures for glazing high-rise buildings. We can determine that the following calculation method for the impact of wind load on PVC windows gives higher values of the desired statistical characteristics of load-bearing elements of a window compared to the results of laboratory experiments. We provide prerequisites to improve the analytical method of calculating impact of wind loads on load-bearing elements of PVC windows.
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Yang, Wei Guo, and Yao Feng Wang. "Program for the Analysis of Wind-Induced Vibration of Steel Roof Structures." Advanced Materials Research 284-286 (July 2011): 517–22. http://dx.doi.org/10.4028/www.scientific.net/amr.284-286.517.
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Wind loads are key considerations in the structural design of steel roof structures, especially for large span ones. The analysis of wind loads on large span steel roof structure (LSSRS) requires large amounts of calculations. Due to combined effects of horizontal and vertical winds, the wind induced vibrations of LSSRS are analyzed with the frequency domain method as the first application of the method for the analysis of wind responses of LSSRS. A program is developed to analyze the wind-induced vibrations due to a combination of wind vibration modes. The program, which predicts the wind vibration coefficient and wind pressure acting on the LSSRS, is designed with input and output interfaces to other finite element software, resulting in preferably solving the wind load analytical problem in the design of LSSRS. The effectiveness and accuracy of the proposed method and the program are verified by numerical analyses of practical projects.
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Kozmar, Hrvoje, Marko Jokić, Kyle Butler, Milenko Stegić, and Ahsan Kareem. "A Data-Driven Model for Aerodynamic Loads on Road Vehicles Exposed to Gusty Bora-like Winds." Applied Sciences 12, no. 15 (July 28, 2022): 7625. http://dx.doi.org/10.3390/app12157625.
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Strong cross-wind gusts can cause the vehicle to overturn or slide off the road. This problem is particularly experienced on bridges, as vehicles are extremely sensitive to complex wind-bridge–vehicle interactions. While quasi-steady atmospheric winds create serious difficulties for vehicles, this fact is exacerbated by gusts of wind, as is the case with bora, where gusts of wind can reach velocities five times the average wind velocity. In the present study, experiments concerning aerodynamic loads experienced by vehicles exposed to gusty, bora-like winds are carried out. It is noted that the wind gusting and vortex shedding determine unsteady wind loads on vehicles. The experimental results are used as a basis for developing a simple data-driven modeling approach capable of predicting the time history of aerodynamic loads on vehicles exposed to cross-wind gusts. The modeling results indicate that a model using more than two-state variables is needed to capture the unsteady aerodynamic loads.
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KIMURA, Toshihiko. "On Japanese Wind Loads." Wind Engineers, JAWE 1999, no. 80 (1999): 1–2. http://dx.doi.org/10.5359/jawe.1999.80_1.
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Stathopoulos, T., P. Saathoff, and X. Du. "Wind loads on parapets." Journal of Wind Engineering and Industrial Aerodynamics 90, no. 4-5 (May 2002): 503–14. http://dx.doi.org/10.1016/s0167-6105(01)00206-9.
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Blaise, Nicolas, and Vincent Denoël. "Principal static wind loads." Journal of Wind Engineering and Industrial Aerodynamics 113 (February 2013): 29–39. http://dx.doi.org/10.1016/j.jweia.2012.12.009.
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Wu, Song, Hanbing Sun, and Xinyu Li. "Response of 5 MW Floating Wind Turbines to Combined Action of Wind and Rain." Journal of Marine Science and Engineering 10, no. 2 (February 18, 2022): 284. http://dx.doi.org/10.3390/jmse10020284.
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For 5 MW floating wind turbines, the load response is significantly affected by wind and rain conditions. In order to reveal the relevant regularity of windblown rain and analyze the load response after being affected by the wind and rain, the rain phase is regarded as a continuous phase to be simulated. The self-compiled solver WARFoam (Wind and Rain Foam) is used to simulate the 5 MW wind turbines under wind and rain conditions. It is based on the Euler multiphase-model theory and the algorithm of unidirectional coupling of wind and rain. In this paper, the results of aerodynamic loads under WAR conditions are compared with the results of using the Lagrange particle-tracking model in order to prove that the Euler multiphase model can accurately calculate rain loads. On the basis of comparative verification, the convergence of the self-compiled solver is verified, which proves that the load-response analysis of the wind turbines under wind and rain conditions is accurate and efficient. The results show that rain has a significant impact on the load response of the wind turbines. Finally, the simulation results obtain the envelope diagram of the influence coefficient of rain-induced loads, which provides a quantitative reference standard for the calculation of the loads under wind and rain conditions.
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Lythe, G. R., and D. Surry. "Wind-induced torsional loads on buildings." Canadian Journal of Civil Engineering 19, no. 4 (August 1, 1992): 711–23. http://dx.doi.org/10.1139/l92-079.
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This paper examines the mean and peak torsional wind loads on tall buildings using two data bases of torsion measured experimentally in wind tunnel tests: the first, a large data base of mean torsional loads; and the second, a smaller data base of peak torsions. Although the mean load constitutes only a part of the total peak load required for design, it provides considerable insight into the aerodynamics of torsion, while improvement in its estimation also improves the estimation of the total peak load, using empirical gust factor methods. Comparisons between experimental results and the corresponding provisions of the 1985 National Building Code of Canada and Commentary indicate that, while the NBCC is a good estimator of mean shear loads, it significantly underestimates the mean torsional loads on tall buildings. The experimental data are further analysed to provide an improved estimation method for both the mean and the peak torsion. For mean torsion, this involves evaluating various definitions of the torsion coefficient and classifying building shapes in order to decrease the variability of the associated coefficients. This process leads to some notion of those shapes susceptible to large torsional loads and the most important building parameters on which to base predictions. This insight, along with the data base of peak torsion, is used to simplify and improve an existing method for estimating peak torsion, which was developed using a smaller data base. Key words: torsion, wind loading, codes, wind tunnel tests, tall buildings.
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Li, Yun Feng. "Loads Calculation of Pitch Bearing of Wind Turbine." Advanced Materials Research 148-149 (October 2010): 479–84. http://dx.doi.org/10.4028/www.scientific.net/amr.148-149.479.
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Loads calculation process for pitch bearing of wind turbine was presented. The aerodynamic of the rotor was analyzed by using momentum theory and blade element theory firstly; then the aerodynamic loads, the gravitational loads and the centrifugal loads of the pitch bearing were calculated along each axis of the bearing coordinate system; thirdly, all the loads of each direction of the pitch bearing load were composed into three loads, they are radial, axial and tilting moment loads. A calculation example was given at last.
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Kapoor, Amber, Slimane Ouakka, Sanjay R. Arwade, Julie K. Lundquist, Matthew A. Lackner, Andrew T. Myers, Rochelle P. Worsnop, and George H. Bryan. "Hurricane eyewall winds and structural response of wind turbines." Wind Energy Science 5, no. 1 (January 14, 2020): 89–104. http://dx.doi.org/10.5194/wes-5-89-2020.
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Abstract. This paper describes the analysis of a wind turbine and support structure subject to simulated hurricane wind fields. The hurricane wind fields, which result from a large eddy simulation of a hurricane, exhibit features such as very high gust factors (>1.7), rapid direction changes (30∘ in 30 s), and substantial veer. Wind fields including these features have not previously been used in an analysis of a wind turbine, and their effect on structural loads may be an important driver of enhanced design considerations. With a focus on blade root loads and tower base loads, the simulations show that these features of hurricane wind fields can lead to loads that are substantially in excess of those that would be predicted if wind fields with equally high mean wind speeds but without the associated direction change and veer were used in the analysis. This result, if further verified for a range of hurricane and tropical storm simulations, should provide an impetus for revisiting design standards.
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Bannikov, D. O., A. V. Radkevych, and S. M. Kosiachevska. "Changes to the Regulatory Definition of Climatic Loads and Impacts on Building Structures." Science and Transport Progress, no. 1(105) (March 8, 2024): 92–104. http://dx.doi.org/10.15802/stp2024/301645.
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Purpose. The main purpose of the publication is a qualitative and quantitative analysis of changes in climate loads associated with the introduction of the DBN V.1.2–2:2006 standard in the national regulatory framework, compared to the previous standard, as well as further changes to this standard. Methodology. To achieve this goal, both the standards for determining loads and impacts on building structures and the Amendments introduced, which provided for a number of innovations, were considered. The main emphasis is placed on the methodology for determining various types of climatic loads, including loads from the self-weight of soils, snow and wind loads, ice and wind loads, as well as the system for compiling combinations of these loads. The issue of terminology for the process of determining loads is covered. Findings. Based on the comparative analysis, it has been established that the approach to load combinations proposed in the Amendments allows obtaining higher values than all previously used approaches. The methodology for determining the load from the self-weight of soils remained unchanged. The methodology for determining snow and wind loads has been fundamentally changed. The final values of the loads are 2.5–3 times higher than the values in the previous standard. This is most evident in Sumy and Chernihiv regions of Ukraine. The methodology for determining the ice and wind load was supplemented in terms of taking into account the wind pressure in the presence of ice deposits. At the same time, the correlation with wind pressure in the absence of ice deposits is not clear enough. Originality. Changes in the methodology for determining the main types of climatic loads on building structures for the conditions of Ukraine, in particular, loads from the self-weight of soils, snow and wind loads, ice and wind loads, as well as the system for compiling combinations of these loads, were qualitatively and quantitatively assessed. Practical value. The data obtained make it possible to determine the ways and directions for further improvement and refinement of the existing methods for calculating the main climatic loads for the conditions of Ukraine.
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Gorel, Goksu, and Mahdi O. Abdi. "Advanced Pitch Angle Control Based on Genetic Algorithm and Particle Swarm Optimisation on FAST Turbine Systems." Elektronika ir Elektrotechnika 29, no. 4 (September 7, 2023): 11–18. http://dx.doi.org/10.5755/j02.eie.34205.
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In this paper, the increase in the quality of the rotor speed of wind turbines and the decrease in mechanical loads on the turbines are investigated. Adjusting the angle of the blade to the nominal wind speed, the rotor speed of the wind turbine is maintained at its nominal value. Using control methods (such as proportional integral (PI), genetic algorithms (GAs), and particle swarm optimisation (PSO)), different results can be recovered. In addition, individual control of the blade tilt angle allows us to reduce the mechanical loads on the turbine with the control methods. The wind turbine was modelled in Matlab/Simulink. The simulation results show that individual control of the blade tilt angle ensures the quality of the rotor speed of the wind turbine and reduces the balanced periodic loads on the wind turbine. In the first part, we study the wind turbine in a global way, as well as the method used to calculate them. Then, we discuss the FAST system, which was used to model the wind turbine, as well as the design of individual pitch angle control. As a result, it is possible to reduce the fatigue of the mechanical wind turbine parts. According to the study, the mechanical load for all three blades was reduced by an average of 44 % compared to the PI and PSO methods and by 1 % compared to the PI and GA methods. The control of the pitch angle in wind energy systems is performed with different control methods. The study analysis of the mechanical loads found that they are largely balanced. Winds that blow perpendicular to the turbine blades on the x-axis provide these loads.
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Wiens, Marcus, Sebastian Frahm, Philipp Thomas, and Shoaib Kahn. "Holistic simulation of wind turbines with fully aero-elastic and electrical model." Forschung im Ingenieurwesen 85, no. 2 (April 30, 2021): 417–24. http://dx.doi.org/10.1007/s10010-021-00479-6.
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AbstractRequirements for the design of wind turbines advance facing the challenges of a high content of renewable energy sources in the public grid. A high percentage of renewable energy weaken the grid and grid faults become more likely, which add additional loads on the wind turbine. Load calculations with aero-elastic models are standard for the design of wind turbines. Components of the electric system are usually roughly modeled in aero-elastic models and therefore the effect of detailed electrical models on the load calculations is unclear. A holistic wind turbine model is obtained, by combining an aero-elastic model and detailed electrical model into one co-simulation. The holistic model, representing a DFIG turbine is compared to a standard aero-elastic model for load calculations. It is shown that a detailed modelling of the electrical components e.g., generator, converter, and grid, have an influence on the results of load calculations. An analysis of low-voltage-ride-trough events during turbulent wind shows massive increase of loads on the drive train and effects the tower loads. Furthermore, the presented holistic model could be used to investigate different control approaches on the wind turbine dynamics and loads. This approach is applicable to the modelling of a holistic wind park to investigate interaction on the electrical level and simultaneously evaluate the loads on the wind turbine.
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Zhong, Yongli, Shun Li, Weichen Jin, Zhitao Yan, Xinpeng Liu, and Yan Li. "Frequency Domain Analysis of Alongwind Response and Study of Wind Loads for Transmission Tower Subjected to Downbursts." Buildings 12, no. 2 (January 31, 2022): 148. http://dx.doi.org/10.3390/buildings12020148.
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Downburst is one of the high-intensity winds that cause transmission tower failures. The regulations of transmission tower-line systems under downburst wind loads cannot meet the design requirements at present. In this paper, the calculation formulas of the background and resonant components of transmission tower under downburst wind loads are obtained, based on the modal analysis theory of non-stationary wind for the single-degree-of-freedom system in the frequency domain. The effects of structural dynamic characteristics, damping ratio, and mean wind speed vertical profile on dynamic effect on structural response are discussed. Then the equivalent static wind load (ESWL) is obtained according to the maximum response and compared with the finite element method (FEM) in the time domain. Applications of these formulas are addressed to the cases from the empirical model of Holmes and field record of a rear flank downdraft (RFD). The results show that the maximum responses obtained by the current formulas match well with those from the modal decomposition method and dynamic analysis with FEM. The internal forces of tower members calculated by ESWL based on maximum response are closer to the results from FEM than those calculated by downburst loads recommended in ASCE guidelines. The presented framework can be used to assist the wind-resistant design of transmission towers considering downburst wind load.
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You, Haowen, Chenxu Si, Xinwen Ma, and Jingmiao Shang. "Overall and Local Wind Loads on Post-Installed Elevator Shaft of Existing Buildings." Buildings 14, no. 1 (December 31, 2023): 110. http://dx.doi.org/10.3390/buildings14010110.
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The glass curtain walls of post-installed elevator shafts in existing buildings can be damaged by local wind loads, and the serviceability of an elevator may be affected by excessive overall wind loads, especially in hurricane-prone areas. The overall and local wind load characteristics of elevator shafts with different arrangements (E-type, H-type, I-type) were studied using wind tunnel tests and computational fluid dynamics (CFD) numerical simulations. Firstly, high-frequency base balance wind tunnel tests of these elevator shafts with three arrangements were carried out to obtain the overall wind loads on the elevator shafts. Secondly, a CFD simulation was performed on the post-installed elevator shafts with three arrangements, obtaining the surface local wind pressure distribution of the elevator shafts under different wind directions. Finally, the wind-induced displacement responses of post-installed elevator shafts were analyzed. The results show that the aerodynamic interference of different elevator arrangements (E-type, H-type, I-type) and wind directions have significant effects on the overall local wind loads and wind-induced responses of the post-installed elevator, while the local wind loads on the area of the elevator door are less influenced by the elevator arrangement type than local wind loads on the surface and the overall wind loads of the elevator shafts. The results and conclusions may be helpful for developing the wind-resistant design of a post-installed elevator shaft.
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Sun, De Fa. "Estimation of Dynamic Wind Pressure for Multi-Span Greenhouse Structural Design." Advanced Materials Research 446-449 (January 2012): 878–82. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.878.
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Based on the contrast analysis of loads provided in foreign and China standards, analysis and discussion are mentioned about the definition and estimation of dynamic wind pressures for multi-span greenhouse structural design in details. Meanwhile, taking advantage of past experience in greenhouse structural design a practical method which can be used in greenhouse design was given for wind loads. Under the present conditions, it is relative safety in calculation wind loads according to Load code for the design of building structures (GB 50009-2001), yet it is unnecessary to make modification of statistical reappearing factor in calculation wind load-dynamic pressure when considering the coefficients of wind pressure depending on height and the gust factor according to Greenhouse structure design load (GB/T 18622-2002).
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Sunaryati, Jati, Yulianti, Nidiasari, and Vivi Anggraini. "Structural analysis due to wind speed as static loads on building." E3S Web of Conferences 464 (2023): 15009. http://dx.doi.org/10.1051/e3sconf/202346415009.
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The effect of wind as a dynamic load on structures can vary greatly depending on geographic location, topography, building height, and the characteristics of the building itself. Therefore, careful calculations and an in-depth understanding of these factors are essential in the design of safe wind-resistant structures. For tall buildings, the structural response due to horizontal loads due to wind loads is much greater than vertical loads. This paper reviews the analysis of wind loads as static lateral loads against the internal forces and inter-story drift that occur. A review was carried out of a reinforced concrete structure building with a plan size of 25 x 10 m; the frame height is 32 m, with a total of 8 floors. The speed of the wind is 120 mph. The structural response reviewed compares internal forces, deformation, and inter-story drift under wind loads with variations of wind speed factors based on surface roughness and topographic influence factors (slopes and hills). From the analysis of the effect of wind loads on building structures, it can be seen that wind speeds in flat areas without obstructions (exposure D) and slope areas have more significant wind speeds compared to the city center and hilly regions.
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Shaler, Kelsey, Amy N. Robertson, and Jason Jonkman. "Sensitivity analysis of the effect of wind and wake characteristics on wind turbine loads in a small wind farm." Wind Energy Science 8, no. 1 (January 4, 2023): 25–40. http://dx.doi.org/10.5194/wes-8-25-2023.
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Abstract. Wind turbines are designed using a set of simulations to determine the fatigue and ultimate loads, which are typically focused solely on unwaked wind turbine operation. These structural loads can be significantly influenced by the wind inflow conditions. Turbines experience altered inflow conditions when placed in the wake of upstream turbines, which can additionally influence the fatigue and ultimate loads. It is important to understand the impact of uncertainty on the resulting loads of both unwaked and waked turbines. The goal of this work is to assess which wind-inflow-related and wake-related parameters have the greatest influence on fatigue and ultimate loads during normal operation for turbines in a three-turbine wind farm. Twenty-eight wind inflow and wake parameters are screened using an elementary effects sensitivity analysis approach to identify the parameters that lead to the largest variation in the fatigue and ultimate loads of each turbine. This study uses the National Renewable Energy Laboratory (NREL) 5 MW baseline wind turbine, simulated with OpenFAST and synthetically generated inflow based on the International Electrotechnical Commission (IEC) Kaimal turbulence spectrum with the IEC exponential coherence model using the NREL tool TurbSim. The focus is on sensitivity to individual parameters, though interactions between parameters are considered, and how sensitivity differs between waked and unwaked turbines. The results of this work show that for both waked and unwaked turbines, ambient turbulence in the primary wind direction and shear are the most sensitive parameters for turbine fatigue and ultimate loads. Secondary parameters of importance for all turbines are identified as yaw misalignment, streamwise integral length, and the exponent and streamwise components of the IEC coherence model. The tertiary parameters of importance differ between waked and unwaked turbines. Tertiary effects account for up to 9.0 % of the significant events for waked turbine ultimate loads and include veer, non-streamwise components of the IEC coherence model, Reynolds stresses, wind direction, air density, and several wake calibration parameters. For fatigue loads, tertiary effects account for up to 5.4 % of the significant events and include vertical turbulence standard deviation, lateral and vertical wind integral lengths, non-streamwise components of the IEC coherence model, Reynolds stresses, wind direction, and all wake calibration parameters. This information shows the increased importance of non-streamwise wind components and wake parameters in the fatigue and ultimate load sensitivity of downstream turbines.
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Fan, Weinan, Junxiang Liu, Wenxiong Mo, Le Luan, Yong Wang, and Zhong Xu. "Research on transient response of tower-line system under wind field based on finite element simulation." Journal of Physics: Conference Series 2360, no. 1 (November 1, 2022): 012043. http://dx.doi.org/10.1088/1742-6596/2360/1/012043.
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Most of the transmission poles and towers are built in the wild, and are often subjected to various loads such as wind, rain, ice and snow, especially the collapse of the tower caused by wind disasters. In order to study the response characteristics and disaster risk of towers under the wind field, this paper takes a 110kV transmission line as an example, and builds a “three towers and two lines” model based on ANSYS. Relevant specification parameters are calculated for the tower and conductor loads in this wind field, and the wind pressure time history is generated; based on the ANSYS transient analysis, the load wind pressure time history is used to analyze the dynamic response of the tower line, and the model is obtained in the static and dynamic wind field. Under the stress and displacement results, the response characteristics were analyzed. The research results can provide reference for tower design and line disaster prevention and mitigation.
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Nan, Bo, Yuanpeng Chi, Yingchun Jiang, and Yikui Bai. "Wind Load and Wind-Induced Vibration of Photovoltaic Supports: A Review." Sustainability 16, no. 6 (March 20, 2024): 2551. http://dx.doi.org/10.3390/su16062551.
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(1) Background: As environmental issues gain more attention, switching from conventional energy has become a recurring theme. This has led to the widespread development of photovoltaic (PV) power generation systems. PV supports, which support PV power generation systems, are extremely vulnerable to wind loads. For sustainable development, corresponding wind load research should be carried out on PV supports. (2) Methods: First, the effects of several variables, including the body-type coefficient, wind direction angle, and panel inclination angle, on the wind loads of PV supports are discussed. Secondly, the wind-induced vibration of PV supports is studied. Finally, the calculation method of the wind load on PV supports is summarized. (3) Conclusions: According to the particularity of the PV support structure, the impact of different factors on the PV support’s wind load should be comprehensively considered, and a more accurate method should be adopted to evaluate and calculate the wind load to lessen the damage that a PV support’s wind-induced vibration causes, improve the force safety of PV supports, and thereby enhance the power generation efficiency of PV systems.
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Ko, Nag Ho, Young Moon Kim, Ki Pyo You, and Dong Pyo Hong. "Influence of Non-Gaussian Local Wind Pressures on Fatigue Damage of a Cladding Fastener on a Side Face of a Tall Building." Key Engineering Materials 353-358 (September 2007): 2660–63. http://dx.doi.org/10.4028/www.scientific.net/kem.353-358.2660.
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The action of wind pressures is a major consideration in the design of cladding and its connections to building structures. Non-Gaussian environmental loads often may appropriately be reduced to Gaussian loads through the central limit theorem, e.g., integral loads on a building under wind loads. However, for the design load of cladding and its connections to building structures the Gaussian assumption is not valid and loads remain non-Gaussian, especially in separated flow regions. When the loads differ significantly from Gaussian distribution, they may lead to increase expected damage. In this study, the wind-induced high-cycle fatigue damage of a cladding fastener subjected to non-Gaussian local wind pressures and corresponding simulated Gaussian local wind pressures is estimated by using the rainflow cycle counting method and Miner’s rule. The fatigue damage is compared with each other in order to investigate the influence of non-Gaussian local wind pressures on the fatigue damage of a cladding fastener on the side face of a tall building.
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Huang, M. F., Zhibin Tu, Qiang Li, Wenjuan Lou, and Q. S. Li. "Dynamic Wind Load Combination for a Tall Building Based on Copula Functions." International Journal of Structural Stability and Dynamics 17, no. 08 (October 2017): 1750092. http://dx.doi.org/10.1142/s0219455417500924.
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Dynamic wind loads on tall buildings can be decomposed into three components, i.e. two translational components and one torsional component. When one component reaches its maximum, the other two components have low probability to take their maximum values. It is common to use combination coefficients for estimating the mean extremes of linearly combined wind loads. The traditional design practice for determining wind load combinations relies partly on some approximate combination rules and lacks a systematic and reliable method. Based on the high frequency force balance (HFFB) testing results, wind loads can be acquired in terms of time history data, which provides necessary information for the more rigorous determination of combination coefficients by probabilistic methods. In this paper, a 3D copula-based approach is proposed for determining the combination coefficients for three stochastic wind loads associated with a specific exceedance probability and a set of 3D realizable equivalent static wind loads (ESWLs) on tall buildings. Using the measured base moment and torque data by the HFFB wind tunnel test, a case study is presented to illustrate the effectiveness of the proposed framework to determine the dynamic wind load combinations and associated 3D realizable ESWLs on a full-scale 60-story building.
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Huang, Ming-Hui, Chung-Lin Fu, Yu-Wen Hsu, and Yuan-Lung Lo. "Determination of Multiple-target Equivalent Static Wind Load of Large-span Roof Structures based on Clustering Analysis Techniques." International Journal of Architectural Engineering Technology 10 (December 27, 2023): 118–39. http://dx.doi.org/10.15377/2409-9821.2023.10.9.
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Spatial structures in modern society exhibit a city’s distinguishing features and show its strength in building technology. Large-span roof structures are mostly seen among spatial structures for various activities. Large-span roof structures are usually sensitive to wind loads due to their lightness in materials and curved geometric appearance. However, spatial structures are generally designed with many structural members, making it challenging to determine adequate load distributions for structural safety analysis. This paper intends to introduce the concept of the multiple-target equivalent static wind loads and to demonstrate how to reduce the heavy computational burden when the structural designer needs to consider multiple loading effects of the target structure. The wind tunnel test of an elliptical-shaped stadium structure with a flat roof is first conducted to show the fundamental aerodynamic characteristics. The methodologies of the background-component wind force based on the load-response-correlation (LRC) method and the resonant-component wind force based on the inertial force method are then introduced for the specification of single-target equivalent static wind loads. Finally, the clustering analysis technique is adopted to explain the concept of the multiple-target equal static wind loads. A decay index is proposed to indicate how the clustering technique improves the specification of equivalent static wind loads.
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Bartlett, F. M., H. P. Hong, and W. Zhou. "Load factor calibration for the proposed 2005 edition of the National Building Code of Canada: Companion-action load combinations." Canadian Journal of Civil Engineering 30, no. 2 (April 1, 2003): 440–48. http://dx.doi.org/10.1139/l02-086.
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The 2005 edition of the National Building Code of Canada (NBCC) will adopt a companion-action format for load combinations and specify wind and snow loads based on their 50 year return period values. This paper presents the calibration of these factors, based on statistics for dead load, live load due to use and occupancy, snow load, and wind load, which are summarized in a companion paper. A target reliability index of approximately 3 for a design life of 50 years was adopted for consistency with the 1995 NBCC. The load combinations and load factors for strength and stability checks recommended for the 2005 NBCC were based on preliminary values from reliability analysis that were subsequently revised slightly to address major inconsistencies with past practice. The recommended load combinations and factors generally give factored load effects similar to those in the 1995 NBCC, but are up to 10% more severe for the combination of dead load plus snow load and are generally less severe for the combination of dead load, snow load, and live load due to use and occupancy. Load factors less than one are recommended for checking serviceability limit states involving specified snow and wind loads. Importance factors for various classifications of structure are also presented. Revisions to the commentaries of the NBCC are recommended that will provide guidance on dead load allowances for architectural and mechanical superimposed dead loads and cast-in-place cover slabs and toppings.Key words: buildings, code calibration, companion action, dead loads, live loads, load combinations, load factors, reliability, safety, snow loads, wind loads.
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Li, Fang Hui, Ming Gu, and Shi Zhao Shen. "Equivalent Static Wind Loads on Low Rise Buildings." Advanced Materials Research 671-674 (March 2013): 450–53. http://dx.doi.org/10.4028/www.scientific.net/amr.671-674.450.
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The many low rise roof structures are sensitive to the effects of fluctuating wind load. In engineering design for the structures, spatiotemporally varying wind loads on the low rise roofs are modeled as equivalent static wind loads. In this paper, the equivalent static load of the large span roofs is formulated in terms of either a weighted combination of modal inertial load components, and the resonant and background load components that was obtained by the POD (Proper Orthogonal Decomposition) and LRC (Load –Response -Correlation) techniques.
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Chen, Wei, Xianrong Qin, Zhigang Yang, and Pengming Zhan. "Wind-induced tower crane vibration and safety evaluation." Journal of Low Frequency Noise, Vibration and Active Control 39, no. 2 (May 20, 2019): 297–312. http://dx.doi.org/10.1177/1461348419847306.
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The maximum wind load direction of tower crane is considered to be perpendicular to its jib. The interference effects of its different segments and across-wind loads are ignored in traditional crane safety evaluation. This study proposes a general scheme for the safety evaluation of tower cranes under fluctuating wind loads. The wind coefficients of a full-scale model of a tower crane were calculated by computational fluid dynamics, and then the time history of wind loads, simulated through the autoregressive method, were applied to the finite element model of a tower crane. The results reveal that the maximum along-wind load direction deflected 30°–60°, and the mean ratio of the absolute value of the across-wind coefficient to the along-wind coefficient of the tower crane was 8.56%, which indicated that the across-wind loads should be taken into account in wind-resistant design. Comparing the wind-induced responses of four typical wind directions, the maximum displacement, the bending stress and the axial stress of the tower crane occurred in the positive direction. Furthermore, the maximum acceleration of the cat-head was 0.028 m/s2, which met the comfort requirements of the operator. Although the tower crane met the strength and static stiffness requirements of design rules, the maximum bending stress at the junctions between the jib and the slewing platform, the counterweight and the counter-jib, exceeded the allowable stress, and the first modal of the tower crane was excited. These results warrant considering the effect of fluctuating wind loads in the safety evaluation of a tower crane.
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Yang, Wen Gang, Bo Wen Zhu, and Zhang Qi Wang. "Wind-Induced Response of UHV Guyed Single-Mast Transmission Tower-Line System." Applied Mechanics and Materials 501-504 (January 2014): 533–37. http://dx.doi.org/10.4028/www.scientific.net/amm.501-504.533.
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Ultra-high voltage guyed tower is typical structure of tall and slender, with the character of nonlinear and more sensitive to wind loads. Wind load is one of the most important control loads during design phase. A single-mast guyed tower recommended by a UHV DC transmission line was set as an example in this paper. The finite-element model of transmission tower-line system was built, based on Davenport, fluctuating wind velocity time-history was simulated, the result of wind-induced response was analyzed. The result indicates that, as for displacements of the nodes on guyed tower, the mean values of wind-induced response are greater than the displacements under the static equivalent wind loads. As for axial forces of the leg members on guyed tower, the axial forces under the static equivalent wind loads are less than the max values of wind-induced response.
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Wu, Fa Ming, Lei Wang, Dian Wang, and Jia Bao Jing. "Research the Influencing Factors of the Low Wind Speed Wind Turbine Fatigue Loads." Advanced Materials Research 1008-1009 (August 2014): 164–68. http://dx.doi.org/10.4028/www.scientific.net/amr.1008-1009.164.
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This paper analyzes three main factors (turbulence intensity, air density, annual average wind speed ) that influence the low wind speed wind turbine fatigue loads, In order to analyze the influence of each main parameters how to affect the fatigue load of low wind speed wind turbine, using a 2000kW wind turbine as an example on the simulation test , 3 turbulence, 4 air density and 7 annual average wind speed were employed. The results show that, with the air density, turbulence intensity and the annual average wind speed increases, the wind turbine of fatigue load increase in rule approximately. Based on the above rule, it can reduce fatigue loads and prolong the life of wind turbine in design optimization of low wind speed wind turbine and sit choice.
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Bertelè, M., and C. L. Bottasso. "Non-deterministic wind observation from wind turbine loads." Journal of Physics: Conference Series 1618 (September 2020): 062022. http://dx.doi.org/10.1088/1742-6596/1618/6/062022.
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Simiu, E., and N. A. Heckert. "Wind direction and hurricane-induced ultimate wind loads." Journal of Wind Engineering and Industrial Aerodynamics 74-76 (April 1998): 1037–46. http://dx.doi.org/10.1016/s0167-6105(98)00095-6.
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Holmes, John D. "Codification of Wind Loads on Wind-Sensitive Structures." International Journal of Space Structures 24, no. 2 (June 2009): 87–95. http://dx.doi.org/10.1260/026635109789043250.
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He and Zhu. "Model Tests on the Frequency Responses of Offshore Monopiles." Journal of Marine Science and Engineering 7, no. 12 (November 26, 2019): 430. http://dx.doi.org/10.3390/jmse7120430.
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Monopiles are widely used to support offshore wind turbines as a result of the extensive development of offshore wind energy in coastal areas of China. An offshore wind turbine is a typical high-rise structure sensitive to dynamic loads in ocean environment such as winds, water waves, currents and seismic waves. Most of the existing researches focus on elastic vibration analysis, bearing capacity or cyclic degradation problems. There’re very few studies on vibration of monopiles, especially considering the influence of static loads with different amplitudes, directions, and loading-unloading-reloading processes. In this paper, laboratory-scale 1 g model tests for a monopile in dry sands were carried out to investigate the frequency responses of the monopile under different loading conditions. The bearing capacities of the model monopile were obtained as references, and dynamic loads and static loads with different amplitudes were then applied to the monopile. It was found that (1) the first resonant frequency of the monopile decreases with the increase of dynamic load amplitudes; (2) the first resonant frequency of the monopile steadily increases under the lateral static load and loading-unloading-reloading processes; (3) the frequency responses of the monopile with static loads in different directions are also quite different; (4) damping of the monopile is influenced by the load amplitudes, load frequencies, load directions and soil conditions. Besides, all the tests were conducted in both loose sand and dense sand, and the results are almost consistent in general but more obvious in the dense sand case.
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Chen, Bo, Pengpeng Zhong, Weihua Cheng, Xinzhong Chen, and Qingshan Yang. "Correlation and Combination Factors of Wind Forces on Cylindrical Roof Structures." International Journal of Structural Stability and Dynamics 17, no. 09 (October 23, 2017): 1750104. http://dx.doi.org/10.1142/s0219455417501048.
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The correlations among wind pressures on roof and walls are examined for the cylindrical roof buildings with different rise-span ratios based on wind tunnel data. Wind-induced dynamic response is also analyzed with a parametric study concerning span length, rise-span ratio, stiffness of supporting frames and connection type between roof and supporting frames, where the roof system is a single-layer cylindrical reticular shell. For both roof and supporting frames, the responses induced by vertical wind loads on the roof and by horizontal wind loads on the walls are investigated. The correlation coefficients of these response components are examined. The results showed that the fluctuating wind pressure on the roof is strongly correlated with the wind pressure on the side wall and the leeward wall, but weakly correlated with the wind pressure on the windward wall. The response of roof and supporting frames caused by the wind loads on the roof is much larger than that of wind loads on the walls. On the bases of a comprehensive parameter study and complete quadratic combination (CQC) rule, a practical simplified combination rule is suggested for estimating response of roof and supporting frames. It is given as sum of response component caused by wind load on roof and that of wind load on walls multiplied with a combination factor of [Formula: see text].
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Elsharawy, Mohamed, Khaled Galal, and Ted Stathopoulos. "Comparison of wind tunnel measurements with NBCC 2010 wind-induced torsion provisions for low- and medium-rise buildings." Canadian Journal of Civil Engineering 41, no. 5 (May 2014): 409–20. http://dx.doi.org/10.1139/cjce-2013-0239.
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The aim of this study is to assess wind-induced torsional loads on low- and medium-rise buildings determined in accordance with the National Building Code of Canada (NBCC 2010). Two building models with the same horizontal dimensions but different gabled-roof angles (0° and 45°) were tested at different full-scale equivalent eave heights (6, 12, 20, 30, 40, 50, and 60 m) in open terrain exposure for several wind directions (every 15°). Wind-induced measured pressures were numerically integrated over all building surfaces and results were obtained for along-wind force, across-wind force, and torsional moment. Torsion load case (i.e., maximum torsion and corresponding shear) and shear load case (i.e., maximum shear and corresponding torsion) were evaluated to reflect the maximum actual wind load effects in the two horizontal directions (i.e., transverse and longitudinal). The evaluated torsion and shear load cases were also compared with the current torsion- and shear-related provisions in the NBCC 2010. The results demonstrated significant discrepancies between NBCC 2010 and the wind tunnel measurements regarding the evaluation of torsional wind loads on low- and medium-rise buildings. Finally, shear and torsion load cases were suggested for evaluating wind loads in the design of low- and medium-rise rectangular buildings.
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Ahn, Kug Jin, and Cheong Hoon Baek. "Local Characteristics of Light-Framed Wood Buildings in Preparation for Wind Load." Applied Mechanics and Materials 284-287 (January 2013): 1264–68. http://dx.doi.org/10.4028/www.scientific.net/amm.284-287.1264.
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Wind loads like typhoon and hurricane inflict numerous personal damages and tremendous property damages each year, and such wind loads are recognized as critical element for development of construction methods for the counteraction against them in consideration of climatic environments of buildings. While 2×4 construction system which burgeoned from North American and has been supplied throughout the world is recognized for its effectiveness, there has been no clear identification on how this system has adapted itself for wind loads in local conditions. This study has the purpose to clarify the local performance of 2×4 construction system through comparison of 6 countries on how this system has changed and is taking counteractions for wind loads the major climatic element. In this study, comparative analysis was conducted on the foundation, bottom, wall and joints of 2×4 construction system of each region to take counteractions against wind loads, and finally through summary of them, 2×4 construction system for counteraction against wind load was proposed.