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Showing content with the highest reputation on 11/25/19 in all areas

  1. Check unbraced length ratios in your model.
    2 points
  2. Fourier transform equations are used for this purpose. You can easily do it on Matlab. I am curious to know how the time domain of above three signals will look like. As all frequencies of a particular test run has the same amplitude, Fourier spectrum will be a straight line. It does not represent a real earthquake/ or real ground motion.
    2 points
  3. Syahrul

    Syahrul

    Hai all members of SEFP. I am a senior lecturer from Civil Engineering Faculty, Universiti Teknologi MARA Penang Branch Malaysia. My expertise is in Numerical Analysis, Finite Element Method, Non-destructive method on concrete, Material Deterioration Detection Using Ground Penetrating Radar.
    1 point
  4. I'd do it separately due to following reasons: 1. You will get weird dynamic and mode shapes due to a very rigid concrete structure and very flexible steel structure above. So difficult to interpret time periods etc by most users (will tend to believe software's values are correct when they will not be). 2. It is usually not very straightforward to combine R factor for two systems with variable stiffness in a single model. I'd analyze the steel structure and apply it's worst loads on concrete structure (taking caution about horizontal loads and directions) on top of concrete columns as point loads (and include these point loads in seismic weight for concrete structure).
    1 point
  5. Wsalaam Fatima, Definition of Storey is based on if a diaphragm is provided or not. So for cases, where there is a concrete moment resisting frame system, that has a steel truss roof, if the roof has sufficient horizontal bracing (which is normally the case or the structure would be unstable), then it will act as diaphragm, and you can consider that construction up to roof as one story and any extensions above as another storey. Now for cases where you have concrete column extending a bit from roof and steel columns are used, in my opinion (I could be wrong as I am out of touch from seismic since long), you can simply your design by still assuming 2 stories, one till steel roof and other to top of new construction, and design the connection between steel and concrete column with using over strength factors. This is the most simple answer I could give you without looking at the sketch. Thanks.
    1 point
  6. 1. We normally create 1m wide strips (0.5m right and 0.5m left) and replicate the strips with 1m distance. on design whatever area of reinforcement comes, we divide it over the number of bars we assume to have. This will give area of one bar. 2. If you provide any beams connected to the column base point, SAFE will not calculate the punching shear (N/C). please provide snap shot of your model to understand how you done it.
    1 point
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