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Showing results for tags 'WInd'.
Found 11 results
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AsSalaam alaikum, In designing a steel gable frame structure to carry crane and loads, having frame to frame distance 6.5 mitre, and distance betn the two columns of a frame is 13 m. Everything was ok before applying wind load. I applied wind loads as exposure from shell objects as there are no flat slabs to act as diaphragm (correct me if I am wrong pls), I found moment at bottom for wind load is about 3500 kip~ft. Which I think not correct. So pls correct my mistake in applying wind loads. Thanks.
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Hello everyoneI analysed two different structures and discovered that etabs gave the wind loads as constant lateral loads at the top of each floor (except for the top floor which was lower for some reason). I expected the loads to increase as one went up floor by floor not be a constant value. Is this result standard for others using different codes? I use BS 6399 and I tried both the rigid diaphragm option and the 'load on null shells' option. Any illumination would be greatly appreciated.
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I have created auto generated all wind loads cases using ASCE 07-10 in load pattern. It automatically generates all 12 cases for wind i.e. Wind-1,WInd-2,Wind-3 to Wind-12. When i generate the default load combination, it shows only 6 load combinations including wind load case. In load combination, it shows only one load case i.e Wind. However in ETABS 9, it used to generate 12 load combination including all wind load cases. I want to know in ETABS 2013, is this case "Wind" in load combination is the Envelope of all 12 Wind loads cases. if it is then how can i confirm it? Does anyone know is it working or any related reference?
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hello all few questions about wind load and shear wall: - does it make sense the wind load leads to deformation o 260 mm for 20 storey 40X20 building ? effective speed ~ 52 m/s, basic speed 24 m/s - when I added the shear it seems that it reduce the deformation to 240 ~ 230 mm is that true ? what's the point of the shear wall if it cannot reduce the lateral deformation ? - the bending moment on shear wall reaches up to 50,000 KNm which leads to the failure of the shear wall, it that amount of moment OK ? I created a model in etabs so maybe I done something wrong so I asked an expert help who modified my model and the deformation reduced to ~ 13 mm and moment to ~ 17,000 KNm [this makes sense to be but I just want to make sure]. so which result is making sense?
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For a building of 450 ft height, when I start analysis in ETABS, it shows an error that Wind Analysis can not be done as per UBC-97 therefore use ASCE Whats the reason behind?
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DEARS; WHAT IS THE WIND LOAD AS KN/M2 TO TAKE INTO CONSIDERATIONIN DESINGING BOUNDARY WALL OF HEIGHT 3 M ?
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Has anyone done the wind analysis on bridges using British Standards ( BD 37/01). I have a few questions regarding its application on structure and live load both.
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Can any body give me referrence of clause which is generally used in foundation design that is "33 increase in bearing capacity of soil is allowed under application of wind or seismic loads" -
how to define wind load in static load cases in ETABS???
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Dear members, does the footings are effected by wind and earthquake loadings?it is said that the wind and earthquake doesn't effect the footings but the superstructure.
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Hi Everyone, This happened 2/3 days ago. What do you think about it. http://www.theprovin...fCUOHTk2qSvwErf I would say, vortex shedding can move it like that.. whats your take?? Reagrds,
