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Showing results for tags 'Plinth Beam'.
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Hello Experts, I am designing a G+2 denim factory with isolated footing, On the ground floor is a heavy warehouse and lifters will move on it. Do I have to model the plinth level in Etabs model with all the storage loads as defined by codes ? or just simply ignore the plinth level and model the super structure ?
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Assalaam o Alliakum Everyone, I have some questions regarding design of plinth beams for residential building G+3 in seismic zone 3. 1) Should I provide any diaphragm/slab of any type between plinth beams at plinth level if there actually a slab required at plinth level? As we know that the slab would not transfer any load to plinth beams but only to ground. if yes then which type? 2) Can I apply torsional release to all beams present at plinth supposing that torsion be redistributed to ground? 3) How deep should the base be? What should be the restraint condition? Pin/fixed? I saw some videos they provide base at ground level doesn't seem good to me? I provided base at the bottom of foundation and restraint as fixed. Soil is stiff in my case. Also provided Plinth beams without diaphragm and torsional coefficient equal to 0.01. Did I do the right thing?
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Assalam o alaikum seniors, I am searching for some design example of TIE BEAM DESIGN.... I am having sap reactions of all the columns.. I need detail of manual design of tie beam. Or info how to design it. I also want to design it for differential settlement of columns and for lateral loads also... How shud i take these loads in my design??? If i design this beam in sap2000, i apply gravity load and support settelemnt of 25 mm at one end of beam and design it, will it be OK? Shud i take soil reaction from bottom or shud i neglect it? Jazak Allah...
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