I have not tried it on ETABS 2013 but I suppose they have not changed that procedure from previous versions.
If you want to extend a column between stories (so ETABS does NOT break it at slab level):
1.- Select the column you want to extend (I am assuming you have drawn the column in the lower...
ranawaseem, when you say variable heights of floors you mean sloped or stepped floors? In case they are stepped floors you can certainly define a story on each floor level and you can use align points then extend so the columns remain whole even if they cross story levels. All you have to do...
I think if monchie is asking for help, telling him ETABS does not do something, when in fact it can do it, will not help him very much. Helping each other is the whole point of this site, isn't it?
Excuse me, but I don't think so. If you manually mesh the wall, then you can select a corner point and apply any type of point load on it, moment or forces. Just be careful about the direction on which the point load is applied for the model to be accurate. On the other hand, once the area is...
In ETABS that is not a problem. Just change the units to your preference BEFORE you go to the appropriate window to set values. Then change the units to other set of your preference. This can be done any number of times without problems.
Since ETABS is capable of designing the basement retaining walls for both effects (quake shear and soil pressure), normally I include the shear walls in the model. What I do is manually mesh these walls and include soil pressure (as DEAD Load) on each resulting element. Calculate soil pressure...
I would add: Define Menu -> Mass Source. On the emerging form select the "From Loads" Radio Button. On the "Define Mass Multiplier For Loads" section, write 1 on the Multiplier cell for Dead Load. Click Add and then write 0.25 (or whatever percentage is required in your code) for Live Load...
The contribution of slabs for flexure is automatically included if the slab is defined as a shell. You will notice smaller reinforcement areas if you define slabs as shells.
On the minimum reinforcement area, ETABS uses the alternate (1.33 * As required) on all flexural designs and that is why...
If the slab has been defined as SHELL then meshing it will be necessary for the correct transfer of vertical loads. A minumum of three segments per side is often enough mesh refinement. If the slab has been defined as MEMBRANE you won't have to mesh it. The beams DO NOT need to be segmented...
I would recommend you to use ETABS. For the project you are describing both programs will do de same job. The difference is that ETABS will design shear walls if you decide to use them while SAP won't. Otherwise the use and result of both programs will be identical.
Amadeus
The answer to you prayers lies in the grid FlexGrid control. It is a spreadsheet-like grid wich is handy for entering data in a tabular format. I am currently in the process of upgrading to VB.NET from V5, but I guess the functionality in V6 is the same as V5. In chapter 7 of the Visual Basic...
I have embarked in the EXTREMELY unpleasant task of upgrading my software from V6 to VB.NET. I purchased two BIG manuals from Microsoft press. Needless to say that those authors think we are morons. After two days of wrestling with the manuals and the online help, there is no way I can print...
In a change from previous versions, from V7 ahead, flexible diaphragms are the default in ETABS. If you desire a rigid diaphragm you have to define it explicitly. So, essentially, if you do nothing you will end up with a "flexible" floor diaphragm.
Amadeus
Well, if you mean inclined SHELLS, yes it can import them. Note however that it will NOT design them as shear walls since it will consider those elements as a RAMPS.
Amadeus
That function is most useful in trusses, on which the geometry is way much easier to draw with AutoCAD. Do the following:
1.- Save your drawing in .DXF format. Remember the names of the layers where you have drawn the elements.
2.- Open ETABS and then do File-> Import -> DXF file or 3D model...
The best I can advise is: Try to manually convert to the 6.xx format (which is not that much different from V5) and then V8 can automatically import it. Remember, only the analysis file will be imported so forget about the CONKER, WALLER ans STEELER files.
In ETABS 8.4.2 a new feature (undocumented, as always with CSI) was introduced that allows a line to accept a fixed percentage of tension or compression. If you set the compression percentage to zero, the element will become a cable!!! That feature was expected for a long time and finally is here.
