Shape Dependence of Acoustic Performances of Buildings with a Hyperbolic Paraboloid Cable Net Membrane Roof

Rizzo, Fabio; Zazzini, Paolo

doi:10.1007/s40857-017-0092-9

Cited by 21 publications

(19 citation statements)

References 17 publications

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“…A sophisticated collection of realized membrane buildings can be found in a report by Haase et al [1] in German language. Many aspects of these special tensile roof constructions are of importance, for example the wind loadings on their unusual shapes [30] or the acoustic behaviour [31]. However, this is out of the scope of the current article.…”

Section: Membrane Roofsmentioning

confidence: 96%

Daylight Performance of a Translucent Textile Membrane Roof with Thermal Insulation

et al. 2018

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Daylight usage in buildings improves visual comfort and lowers the final energy demand for artificial lighting. The question that always occurs is how much conservation can be achieved? New or rare materials and constructions have a lack of information about their application. Therefore, the current investigation quantifies the daylight and energy performance of a rare multi-layer textile membrane roof. A translucent, thermal insulation with a glass fibre fleece between the two roof membranes combines daylight usage and heating demand reduction. A sports hall built in 2017 is used as a case study building with 2300 m 2 membrane roof surface. The optical properties of the roof construction were measured with a total visual light transmittance τ v of 0.72% for a clean surface. A climate-based annual daylight modelling delivers daylight indicators for different construction scenarios. The results show that, in comparison to only one glass façade, the additional translucent and thermally insulated membrane roof construction increases the annual daylight autonomy (DA 700 ) from 0% to 1.5% and the continuous DA 700 from 15% to 38%. In the roof-covered areas of the sport field, this results in a 30% reduction of the electricity demand for artificial lighting from 19.7 kWh el /m 2 /a to 13.8 kWh el /m 2 /a, when a dimming control is used. The study also found that the influence of the soiling of one layer decreases its light transmittance by a factor 0.81. Two soiled layers lower τ v by a factor of 0.66 to 0.47%. This increases the electricity demand for lighting by only 12%. The results should be very valuable as a comparison and benchmark for planners and future buildings of a similar type.

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Section: Membrane Roofsmentioning

confidence: 96%

Daylight Performance of a Translucent Textile Membrane Roof with Thermal Insulation

et al. 2018

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“…Alternatively, the wind-structure interaction can be analyzed by computational fluid dynamics simulations (CFD) and fluid and structure simulations (FSI). These approaches are common in the field of building construction and structural engineering and they are mostly used to investigate multihazard effects, as for example in the field of the sound propagation ( [11], [12]), earthquake and tsunami effects or pedestrian-induced lateral vibrations ( [13], [14], [15], [16]). However, the big Reynolds number (i.e.…”

Section: Introductionmentioning

confidence: 99%

Flutter Instability Calculation for Suspended Bridges Using Geometrically Nonlinear Analyses

Taddeo¹,

Giovanni²

2019

Proceedings of the 7th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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The paper investigates the modelling and calculation of the flutter instability condition due to the windstructure interaction in the case of suspended bridges. In particular, the paper is focused on FEM (Finite Element Model) analyses on three dimensional models that compute the flutter instability. Geometric non-linear flutter instability analyses were carried out using a research and design software program (TENSO), which enables nonlinear dynamic analysis of wind-structure interaction. All the bridge structure is modelled. In particular, the bridge deck model was simplified by a beam model located in the deck section's center of gravity and two massless rigid links to simulate the connection of the deck to the hangers and cables. The cables are represented by rectilinear cables element. The critical flutter speed was estimated using quasi-static approximation of the unsteady wind loads calculated by aerodynamic coefficients (i.e. lift, drag and moment coefficients) estimated by aerodynamic forces (i.e. lift, drag and moment) directly measured by wind tunnel tests. The executed analyses are by dynamic step-by-step integration of the nonlinear three-dimensional structure with geometric nonlinearities. The global stiffness matrix is updated at each load step by assembly of the stiffness sub-matrices of the elements, updated to account for the strain found at the previous time step, taking into account the geometric nonlinearity of the structure.Firstly, the calculation provides for the static equilibrium of the structure under dead, gravity and construction loads by nonlinear static analysis. It was computed simultaneously using two methods: step-by-step incremental method and a "subsequent interaction" method with variable stiffness matrix (secant method). The secant method is a finite-difference approximation of the Newton-Raphson's modified method for systems of nonlinear algebraic equations. The solution under gravity loads is subsequently used as the initial step of the dynamic wind load analysis. The Newmark-Beta method with Rayleigh damping is used for numerical integration of the dynamic equations. Wind loads on the bridge deck are time dependent and they are simulated by applying the aerodynamic coefficients as a function of the time-dependent angle of attack at a given mean wind speed U. Displacements and rotations of the bridge deck at progressively increasing values of U, are estimated. The velocity at incipient flutter is fixed when the reference deck vibration amplitude exceeds ±5°. Details of the analyses results and calculation are given for an example of suspended foot bridges. Vertical displacements (δ) and rotations of the deck about the longitudinal bridge axis (αx) in normalized format (i.e. upward deck displacements are positive and counterclockwise rotations are positive) are discussed.

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“…However, recently, these structural typologies are more common than it was in the past because they have a convenient cost/benefit ratio. For example, light roof are often used to cover sport arenas, meeting rooms or concert halls [2,3]. The large use of tensile structural systems (i.e.…”

Section: Introductionmentioning

confidence: 99%

Geometrically Nonlinear Analyses of Tensile Structural Systems: Wind-Structure Interaction

Giovanni¹,

Taddeo²

2019

Proceedings of the 7th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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Tensile structural systems as for example cables nets, suspended bridges or membranes usually have nonneglecting p-delta effects under wind action. Consequently, great displacements give a geometrically nonlinear structural behavior. In addition, the wind action is nonlinear spatially and time depending. This closely affect the dynamic interaction between loads and structure. For this reason, the calculation process needs to take into account the timedepending nonlinear response of the structure. Finally, the wind action can be critical for structural and it can induce global or local instability. Analyses has to be able to capture and to describe the instability response in term of displacements, in the case of cables net, or rotations, in the case of suspended bridges. The paper is focused on the wind-structure interaction analyses carried out by wind tunnel experiments. The wind action is generally given by wind tunnel experiments, and it is time depending. For roofs, it generally is given as pressure time histories measured by some pressure taps on the roof. The process from experiments to structural response is described using a case of study of cables net. The dynamic geometrically nonlinear analyses were performed using the TENSO non-commercial program, which can execute dynamic step-by-step integration of the nonlinear three-dimensional structure with geometric nonlinearities by the Newmark-Beta method with Rayleigh damping.

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Shape Dependence of Acoustic Performances of Buildings with a Hyperbolic Paraboloid Cable Net Membrane Roof

Cited by 21 publications

References 17 publications

Daylight Performance of a Translucent Textile Membrane Roof with Thermal Insulation

Daylight Performance of a Translucent Textile Membrane Roof with Thermal Insulation

Flutter Instability Calculation for Suspended Bridges Using Geometrically Nonlinear Analyses

Geometrically Nonlinear Analyses of Tensile Structural Systems: Wind-Structure Interaction

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