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  • Users: eegultekin
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  1. eegultekin

    Modal Analysis Results

    I am sharing etabs model at attached file. As you can see from model, i am analyzing a structure consist of panels up to 8 m level and steel columns from 8 meter to 13 meter. When you look modal participating ratios you can see that at first modes all x and y direction is zero. And at x side, it...
  2. eegultekin

    2 upn column modelling

    hi everyone i am trying to model a column, i shared the Picture at the attachment. does anyone has an idea how to model this column at sap2000? i have to columns upn300 and they are connected with plates (150x10 mm) from 2 sides. and at the up of it the column (upn240) distance decreasing...
  3. eegultekin

    Factory Model

    i shared the model. Can anyone look my model if something wrong in it? I have some questions about my model i am using turkish earthquake codes. after looking periods y direction period is greater then x direction. is there something wrong at it? also can you look the releases at the members...
  4. eegultekin

    checkered plate

    i have a question. i want to use a 5/6 mm checkered plate under 238 kg/m2 dead load + self weight of checkered plate and 200 kg/m2 live load. it is at pinned from 4 edges long span is 1800 mm short span is 1000 mm. yield stress is 2400 kg/cm2. can i use it under this loads? i didnt find any...
  5. eegultekin

    Purlin

    I am modelling a steel structure roof and defining purlins with M22&M33 release. After analysis ETABS analyse this purlins not as a composite beam. How can fix it? And do a steel design except composite design?
  6. eegultekin

    foamed-concrete

    hi. i am designing two floor steel factory. At mezanine floor using composite beam with 8 cm concrete. And planing to put energy panels at roof. i have several questions. 1. Roof has a %2 slope. starts with 7.5 meters and finishes at 8.00 meter. How can we use rigid diaphragm? ETABS warning is...

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