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Showing results for tags 'pattern live load'.
Found 5 results
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Need clarification regarding difference in ETABS analysis and design moments. Why ETABS design & analysis moment under the same combo i.e UDCON2 is different. (See photo attached) Moment diagram shows 1809 kip-ft while ETABS is taking 2590.69 kip-ft for reinforcement calculation. The design moment is also different from the envelop combo i.e 1809+642=2451 kip-ft Thanks
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Hello .. I have made an analysis in Etabs 2016 of a beam with both ends fixed. after analysis, the mid point moment (Mu3) comes out to be 56.0 kip-ft due to Ultimate load comb, but on the result sheet it says 122.81 kip-ft. Can anyone help me in understanding the difference between values.. the pics of both results are attached.. thanks a lot..
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Q 1. Hello, The +ve and -ve moment of a beam from it's member force Diagram of Etabs (M33) are 75.89 and -94.23, After designing, When I see the summary report, I see Etabs designed that beam for counting exactly neg moment -94.23, but why taking +ve moment 47.11 in stead of 75.89 for designing? And Etabs is counting the half of total neg moment as design positive moment I see, but why not directly considering the positive moment shown on the frame force diagram? See the image please.. Q 2. Why serviceability checks (Drift, Story Displacement ) are only done manually for only considering EQx or EQy values? Why the values aren't checked for load combinations rather than just EQ?
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1. We provide beams at plinth level all around the building under the walls. These beams rest directly on ground above lean concrete. Should we also model them in ETabs model???? is this practise correct? should we Design it Like normal beams, (More conservative) ?. Or for Reduced moment? (As they are supported along the length) 2. During seismic analysis we specify our Range from Base or Basment of The building to the top or from Ground to the top.? 3. should we include Plinth beams in our latteral force resisting system? thanks.
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I am working on a building with quite high loading. live load :300 psf Super Dead :90 Psf The problem in my etabs result are quite unusual for me.I got more reinforcement in bottom as compared to negative in continuous beams. In the analysis, moment diagram is not showing such irregularity. need help form seniors.
