Wind loads

In this research, the comparison of Analysis and Design of Monopole and Transmission Tower with the manual calculation and by using STAAD.Pro V8i software for analysis is done. The monopole of 18m height and transmission tower of 20m height are designed by manually calculated terms and the analysis is done by using structural analysis software. For the point of design, a 4-legged transmission tower of double circuited structure with 132KV power and a 16 sided polygonal-shaped of double circuited structure of monopole with 132KV power are considered. The structural and power fields are considered while designing towers for transmission line and monopole for its safe and economic aspects. The design of both monopole and Transmission tower are done manually using LSM (Limit State Method). The acting Loads on the monopole and transmission tower are dead load of the configured structure, braking load of the conductor, earthquake load and wind load are considered as per relevant IS code. The design are based on IS Codes which includes IS 800, IS 875, IS 802, IS 5613, etc. The wind forces are much effective on the transmission line tower and monopole, on their components like conductors and insulators, beside its self weight, hence wind analysis is done by using standard IS code 800-2007 and software. Also, the Earthquake analysis is done out using IS code for earthquake and software. In this research firstly the design of monopole and transmission tower are done with manual calculation and then analysis is carried out in analysis software, finally results are compared. The analysis with compressive stress, tensile stress, bending moment, lateral displacement and resultant displacement respect to three loading condition namely Normal, Vertical and Broken wire condition is compared for the results.

One of the most important methods of saving energy in a building is by carefully designing its facade. A ‘double skin façade’ is optimally one of the best options in managing the interaction between the outdoors and the internal spaces. It also provides some architectural flexibility to the design. Recently it has received much attention as opposed to the more typically glazed curtain wall. This is because of its ability to efficiently reduce energy and therefore saves cost. The amount of energy saved depends on the climate and the design chosen. The design of the DSF involves decisions on geometric parameters, glass selection, ventilation strategy, shading, daylighting, aesthetics, wind loads, and maintenance and cleaning cost expectations. DSF has an impact on several aspects of the design phase of a building. For example, thermal properties, acoustic characteristics and daylighting are affected in the exploitation phase of the building. In addition, in terms of building safety point of view, fire propagation maintenance or glazing thermal break must be taken into account. Currently, little work has been done on the behaviour of DSFs in hot and humid climates. This paper shall review previous studies made on double skin façade systems (DSFS) in buildings.

Principi i procedure seta evropskih standarda-sistema tehničkih pravila za projektovanje zgrada i inženjerskih konstrukcija uključujući građevinske materijale i objedinjavanje metodologija konstrukterskog projektovanja (prvo izdanje) Sarajevo 2018

This report presents the magnitude and the spatial distribution of wind loads on low-slope roofs of low-rise buildings based on the literature and the North American codes (NBCC 2015 and ASCE 7-16). Also, a comparison of wind loads on roofs with and without parapets is included, as well as, a wind tunnel study on nearly flat roof of large plan dimensions.

The design and analysis of mono column multi-storey structural system subjected to different wind intensities are
analysed using STAAD Pro V8i. Mono column provides maximum serviceability due to maximum space utilization. In this study
planning, structural analysis and design aspects of a G+8 mono column building using steel has been compared with similar
RCC building. Various steps involved in the designing of mono column structure are geometric modelling, providing material
properties and sectional properties, fixing supports and boundary conditions, providing loads & load combinations, special
commands, analysis, specification and design command. The acting loads considered in this analysis were self-weight, floor
load, wind load and earthquake load under the seismic zone II subjected to different wind intensities were compared.
Comparison of RCC mono column and steel mono column is done.

Para que la estructura de un aerogenerador sea confiable, debe reunir las condiciones de resistencia y rigidez que aseguren su buen compartimiento durante su vida útil. La acción del viento sobre la torre se manifiesta en cargas estáticas, dinámicas, y fuerzas transmitidas por los mecanismos de regulación del rotor.  La variabilidad del recurso eólico requiere que en el análisis de cargas de diseño, se tengan en cuenta las características locales del viento en el emplazamiento de la estructura.
En la provincia de Neuquén, el mayor potencial eólico se encuentra en tierras complejas al Norte y al Sur. La cercanía de la cordillera de los Andes produce vientos muy intensos y turbulentos. Los valores de vientos extremos superan ampliamente lo recomendado por el Reglamento Argentino de Acción del Viento sobre las Construcciones, Cirsoc 102.
El objetivo de este trabajo, fue obtener datos experimentales de la acción de vientos extremos, sobre torres para aerogeneradores multi- MW.  Para ello se ensayó en túnel de viento un modelo en escala 1:75, considerando las características eólicas de la zona. Se determinaron los coeficientes de presión en el centro de la torre, con el aerogenerador detenido en bandera, en dos posiciones diferentes del rotor. Los resultados sugieren la consideración de al menos dos casos de rotor en bandera en el análisis de cargas. Dado que Argentina no cuenta en su cuerpo reglamentario para estructuras civiles con normas para el cálculo de torres de aerogeneradores, este trabajo pretende realizar un aporte al tema.

Chimney is a tall structure so it is generally design for earthquake and wind load. So it is necessary to do analysis with dynamic method. Due to tallness and slenderness of structure it is found that wind load is more critical than earthquake load. In this paper, RC chimney is analyzed for earthquake and wind loads. Earthquake analysis is done as per IS 1893 (Part 4): 2005 and wind analysis is done as per IS 4998 (Part 1): 1992. This paper presents the comparison of wind and earthquake loads to finalize the most critical loads for the design of the chimney. The wind is load is obtained by combining the along and across wind analysis we have found that earthquake load in zone V is close enough of wind speed of 46 m/s.

The purpose of this study is to only calculate the wind load on the radio antenna tower, the calculation of the wind load is only viewed from the angle of 0°, 30° and 60° to the main towing cable on each section to the most angles on the two types of antenna tower frames, triangle type, and square type. In both of these types will suffer due to wind loads that will work based on the angle of arrival, thus it can be seen which angle is greatest. The research method is to use the empirical analysis method, only calculating the consequences of wind loads that occur, for other loads not included. As a result of the influence of the wind load, the retaining cable at each segment of the voltage and then will be collected at a point that will result in the amount of the resultant force and direction of the force. At the end of the forces will change to lift, this lift must be resisted using an anchor, this anchor will be calculated how much area and depth. The results obtained were based on two types of towers, based on the wind direction from the 0° direction on the triangle tower of 1688.4091N and on the square tower of 2387.7711N, and based on the wind direction coming from the 60° direction and it turns out that due to the influence of the lighter wind load, this is due to the fact that the influence of the wind load is held by the two sides of the towing cable. Based on the calculation of the two types, then the triangle type the amount of vertical force or lift force that arises is relatively lighter that is equal to 2064.4530N and to the heavier square type that is equal to 2919.5774N. Then it can be concluded that the triangle type is highly recommended.

This paper focuses on the processes of wind flow in the atmospheric boundary layer, to produce realistic full-scale pressures for the design of low-rise buildings. CFD with LES turbulence closure is implemented on a scale 1:1 prototype building. A proximity study was executed computationally in CFD with LES that suggests new recommendations on the computational domain size, in front of a building model, apart from common RANS-based guidelines (e.g. COST and AIJ). Our findings suggest a location of the test building, different from existing guidelines, and the inflow boundary proximity influences pressure correlation and reproduction of peak loads. The CFD LES results are compared to corresponding pressures obtained by open jet, full scale, wind tunnel, and the ASCE 7-10 standard for roof Component & Cladding design. The CFD LES shows its capability to produce peak pressures/loads on buildings, in agreement with field pressures, due to its capabilities of reproducing the spectral contents of the inflow at a 1:1 scale.

Cross Laminated Timber (CLT, XLAM) is a product extremely well suited for multi-storey buildings because of its versatility. With lengths up to 16 meters and the possibility of extending with mechanical joints or glued connections, widths of up to 2.5 meters depending on manufacturer and thicknesses up to 500mm, almost any necessary shape can be found on the market today.

In the present paper, some basic features of the analysis and the design of the prototype of a steel 1 MW wind turbine tower are presented. The structure is 44,075 m high and has a tubular shape with variable cross section and variable thickness of the wall along its height. The steelwork has been manufactured by steel quality S355J2G3. For the simulation of its structural response, two different finite element models have been developed. Based on the results of the latter analyses, the design of the steel tower for gravity, seismic and wind loadings has been performed according to the relevant Eurocodes. In particular, regarding seismic loading, a dynamic phasmatic analysis of the tower has been carried out according to the Greek Antiseismic Code (EAK 2000). The structure has been also checked against fatigue by applying the respective Eurocodes methodology. In the last part of the paper, some points that concern the previous analysis and the respective design procedure are discussed in detail.