Modelling of tornado and microburst-induced wind loading and failure of a lattice transmission tower

Savory, Eric; Parke, G A; Zeinoddini, M.; Toy, N.; Disney, P

doi:10.1016/s0141-0296(00)00045-6

Cited by 191 publications

(73 citation statements)

References 12 publications

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“…leg members) and primary bracing members are regarded as beam elements, while the redundant members (e.g. secondary bracings) are considered as truss elements due to their single bolt connections at the end, low flexure stiffness and low moments transferring to other structural members [31,36,37]. Compared with the complexity of the truss modelling method, the truss-beam method simplifies the modelling process on which current numerical research on behaviours of transmission tower structures are based [24,38,39].…”

Section: Modelling the Individual Members Of Steel Lattice Transmissimentioning

confidence: 99%

Structural Analysis of Lattice Steel Transmission Towers: A Review

Chen¹,

Ou²

2016

J Steel Struct Constr

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Lattice Transmission Towers (LTT) and the associated transmission line systems are important infrastructure in modern society. Due to the complicated load conditions and the nonlinear interaction among the large number of structural components, accurate structural analysis of the LTT systems has been a challenging topic for many years. Still today there are some gaps between research and industrial practice. This paper presents a summary of research outcomes from current literature. Recent developments in structural modelling and failure prediction technology are reviewed in terms of connection joints, individual members and structural systems subjected to static and dynamic loads. The advantages and disadvantages of different approaches have been compared. Finally, the knowledge gaps, associated challenges and possible research directions are highlighted.

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Section: Modelling the Individual Members Of Steel Lattice Transmissimentioning

confidence: 99%

Structural Analysis of Lattice Steel Transmission Towers: A Review

Chen¹,

Ou²

2016

J Steel Struct Constr

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“…The evolution with time of the velocity is shown in Figure 11 for three typical values of T, while recommended values of the parameter T for three TS event categories are indicated in Table 2. Finally, within the band of width b, the vertical profile may be determined by the equation (11), proposed by Savory et al (2001) for TS winds. Note that, employing the heights zmax indicated in Table 2, the value of Vmax may be determined if Vo is specified.…”

Section: A Simplified Model Of a Squall Linementioning

confidence: 99%

Sobre a Definição Do Vento Para Projeto Estrutural Na NBR 6123 (1989) E Outras Normas Sul Americanas

Riera

2016

Rev. Sul. Eng. Est.

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Até o início do século XXI as características do vento para fins de projeto estrutural estiveram baseadas em modelos do comportamento das correntes de ar próximas à superfície do solo, observadas nos denominados eventos sinópticos. Porém, estes não são os únicos tipos de vento que provocam dano e até destruição completa de construções, o que exige que as normas e critérios de projeto de estruturas submetidas à ação do vento sejam atualizados com urgência, para incorporar os avanços atingidos na Engenharia do Vento nas últimas décadas. O trabalho descreve sucintamente os fenômenos meteorológicos que causam ventos extremos na camada superficial e merecem tratamento específico em futuras revisões das normas, assim como a evidência já disponível na literatura técnica sobre a distribuição de probabilidade das velocidades máximas anuais dos tipos de vento relevantes. Também é sugerido um modelo simplificado para a determinação dos efeitos nas construções, em geral, do vento ocasionado por correntes descendentes, até o momento não considerado por normas de projeto estrutural no continente sul americano. KeyWords: Ação do Vento, Projeto Estrutural, Ventos Sinópticos, Correntes Descendentes, Risco, Probabilidade de Ocorrência. INTRODUÇÃOA ação do vento constitui um fator de fundamental importância no projeto de estruturas, especialmente em caso de construções altas e esbeltas e/ou muito leves. A maioria dos códigos de projeto estrutural admite que, em terreno horizontal e plano, o vetor da velocidade média do vento incidente está orientado em direção paralela ao solo. O modelo que justifica dita hipótese é válido no caso do denominado vento sinóptico, causado pelo fenômeno meteorológico mais frequente em regiões temperadas, isto é, por Tormentas Extra-Tropicais, também denominadas Sistemas Extensos de Pressão ou eventos EPS (Extended Pressure Systems) ou por Tormentas Tropicais, (Hurricanes ou Typhoons quando originadas Oceano Pacífico).Por outro lado, por razões que serão explicadas posteriormente, efeitos do vento associado às denominadas correntes descendentes, típicas de tormentas elétricas em eventos TS (thunder storm) ou à combinação das primeiras com eventos EPS nas denominadas linhas de instabilidade (squall lines), não foram até agora considerados em normas de projeto estrutural na América do Sul. É pertinente

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“…Under a certain combination of axial compression and lateral impact, if the tube response remained bounded this indicated on a dynamically stable behaviour. Unbounded responses, however, denoted a dynamic instability and a failure condition (Simitses [17] and Savory et al [18]). It should be noted that for a multi degrees freedom system, an exact solution for the dynamic limit point load does not exist.…”

Section: Correlationsmentioning

confidence: 99%

Interface Forces in Laterally Impacted Steel Tubes

2008

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In engineering mechanisms, solid bodies frequently come to a contact with a variety of geometric and kinematic situations. There has been a trend to express the interaction of the contacted bodies in the form of equivalent interface forces. The interface force represents the level of load transferred from one body to another. In a static or quasistatic contact problem, the interface forces could be sensibly evaluated by integrating the normal and the shear stresses over the common interfaces. In a dynamic contact, the interface stresses and subsequently the interface forces happen to be more complicated. They are, furthermore, affected by other parameters such as inertia forces, stress waves propagation, the material strain rate dependency and damping. This paper reports interface forces recorded in a series of experimental impact tests on axially pre-compressed steel tubes along with those from the numerical simulations of the tests. To monitor the so called impact loads, two small steel rings as load cells have been built in the striker. Based on the experimental and numerical results, the concept of equivalent interface forces in the impacted tubes has been verified. It has been highlighted that the interface forces (or the impact loads) may vary on the striker or the specimen themselves, depending on the measuring locations. Effects of axial compressions on the interface forces picked up by the striker load cells, impact loads imparted to the specimen supports and on the impact duration have been discussed. It has been reported that the initial compression applied to the tubes does not remain constant during and after the impact event. The amount of variations also depends on the initial level of the tube compression.

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Modelling of tornado and microburst-induced wind loading and failure of a lattice transmission tower

Cited by 191 publications

References 12 publications

Structural Analysis of Lattice Steel Transmission Towers: A Review

Structural Analysis of Lattice Steel Transmission Towers: A Review

Sobre a Definição Do Vento Para Projeto Estrutural Na NBR 6123 (1989) E Outras Normas Sul Americanas

Interface Forces in Laterally Impacted Steel Tubes

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