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Finite Element Formulations for Thin-walled Members. Analysis of slender and squat members with non-symmetric cross-sections, abrupt sectional changes, eccentric boundary conditions and offset loading

Автор:   R. E.E.
мягкая обложка
360 страниц
2009 год
Издательство:   Книга по Требованию
Цена:
3212 руб
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Описание:Case studies show the efficacy and accuracy of the developed formulations for the analysis of slender as well as squat members with non-symmetric cross-sections, rectangular holes, coped flanges or longitudinal stiffeners. Comprehensive literature review and rigorous analyses of the convergence characteristics and accuracy of the proposed finite elements are included. This state of the art study introduces novel techniques to overcome these difficulties and provides easy-to-use finite element formulations for engineers and researchers. Conventional techniques introduce several modeling complications and limitations for the analysis of thin-walled members when the incorporation of the shear deformation effects are needed, eccentric supports or abrupt cross-sectional changes exist or external loads are offset from the member centroid or the shear centre.


Orthomol Immun Junior Сила иммунитета на страже Вашего ребенка Orthomol Immun Junior Сила иммунитета на страже Вашего ребенка

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11 сентября 2001

The upper 55 stories of the building's exterior-wall frame were explicitly modeled using beam and column elements. This encompassed the entire structure above the zone of impact and about 20 stories below. The lower 55 stories of the exterior were modeled as a «boundary condition» consisting of a perimeter super-beam that was 52 inches deep and about 50 inches wide, supported on a series of springs. A base spring was provided at each column location to represent the axial stiffness of the columns from the 55th floor down to grade. The outrigger trusses at the top of the building were explicitly modeled, using truss-type elements. The interior core columns were modeled as spring elements. An initial analysis of the building was conducted to simulate the pre-impact condition. In addition to the weight of the floor itself (approximately 54 psf at the building edges and 58 psf at the building sides), a uniform floor loading of 12 psf was assumed for partitions and an additional 20 psf was conservatively assumed to represent furnishings and contents ...»

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