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Showing results for tags 'portal frame'.
Found 3 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 Everyone, I have a Steel Hangar Structure to design at my office and I've been trying to do that using ETABS. The dimensions of the structure are 130'x95' and maximum bay spacing is 24'-5". Clear Height is 33' from NSL and thee apex is at 38' from NSL. Seismic zone is 2B and Wind Category is C. The issue I am having is that ETABS is failing the members despite many tries and framing adopted. I also tried doing it in 2D using SAP but still the members were failing. Columns due to kL/r being more than 200.(manual calculations showed that kL/r < 200) and purlins because of torsion. Kindly suggest what to do? and If some has any manual calculations or some literature to study for this problem. Rana Waseem Bhai and Umar Makhzumi Bhai! I am attaching the .edb and .ebk files of the model. V1.0.$ET V1.0.EDB
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Assalam o alaikum seniors.... I am to design a steel shed where i can not provide diagonal bracing in side walls because of space restrictions. I am to provide a Portal frame bracing as shown in figure. Can any one provide me with some study material on how to design this portal frame bracing? Jazak Allah..
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