Columns Calculation Note
Could you attach the rtd file with the column you attached the results for please?
Artur Kosakowski
the calculation was done for the column 89 (Ground Floor).
when exporting from the model , at the column RC module the height of this column is equal to 5.7041m (even if the difference between upper level and bearing point is equal to 5.335 ? i dont know why , so i change it to 5.335m and the width of the beam to 0.70m
5.335 (node to node; top node in the middle of the column height) + 0.5*0.7383 (height of the beam 1174) = 5.7041 (see the attached picture)
the coefficient of buckling i the direction y is equel to 4.424
Do you mean 4 times the column height (ky = 4.424) or just 4.424 m (Ly = 4.424 and ky =1)?
Artur Kosakowski
so i change it to 5.335m and the width of the beam to 0.70m
the coefficient of buckling i the direction y is equel to 4.424
the buckling analysis in the direction z is not important... at this stage.
1.Coeff Phi2 change after export to Rc Column module ( See table of loads) [Priority 3]
As you defined combinations in the model I assume you wanted to use them for the design as well so you can import them instead of simple load cases. This is what I’m going to do for checking next points.
2.is there a way to design the column exported with a steel resistance , the same as defined in job preference of the model [ in the model = 420MPa but in the RC Column design = B450C....]? ) [Priority 2]
Yes, you need to edit the reinforcement bar database and add bars with such steel grade.
Artur Kosakowski
3.How can we take seismic dispositions into consideration ( can't see any button for that ?) [Priority 2]
This functionality has been introduced in Robot 2012.
Artur Kosakowski
4. Total excentricity : i think , its a final result , computed from final magnified moment and axial load.
Correct.
5.the critical effort of buckling (243.99t) is lower than dimensionning one (362.28t) -- > i think that this should mentionned as a clear warning before continuig the analysis [Magnificient moment method has no meaning if there is such problem of stability ...] [Priority 1]
This is not separately stated however in such case you should have both calculation error and information in the calculation note that the capacity of the column is too low. This request has been added to the wish list.
6.How RSA compute the effective coefficient of creep ( is it a average/min/max value of all combinations , the value for the unforable combination ) -- This coeff has a serious effect on other coeff. [Priority 1]
Calculated for each of the combination separately.
Artur Kosakowski
7.in the formula computing the rigdity ( EJ )shown at the calculation note ; it seems that the module Ecd is not divided by (1+coeff effective creep). - Is RSA consider that the column isolated even if its a part of hyperstatic structure ? (Reminder : See Eurocode2 - Art5.8.7.2.(4)) [Priority 1]
Correct. The request for implementation of Art5.8.7.2.(4)) is added to the wish list.
Implemented in Robot 2015.
8.Is RSA computing the reinforcement by adopting the maximum moment at the column or by using an equivalent moment (0.60M1+0.40M2 as indicated on EC2-5.8.7.3 ? [Priority 1]
The check is done in 3 locations: top and bottom for the values of bending moments from these locations and in the middle according to the above formula or real value of bending from the model if larger.
If you find your post answered press the Accept as Solution button please. This will help other users to find solutions much faster. Thank you.
Artur Kosakowski
having a problem to set the steel grade discussed above. see attachement
Please make sure you first select the database you want to open and then you press the open button (see the attached picture)
when exporting a column RSA does not give me the hand to use my own combination , this why i'm using simple cases? How can i use mines ?
Please make sure you have manual combinations defined (they should be listed in the Analysis Type dialog.
Artur Kosakowski
Ok for the first point ( it worked on RSA2011 but not in the RSA2012 ?? ).
Do you mean that you are still not able to open the rebar database using Robot 2012? Is it W7 64 bit?
manual combination are defined in the model and are listed in the analysis type dialog box but not enabled at export ( please see attachment ).
Open the combination table and switch to Values tab. Check what are the combination types ULS / SLS / ACC? What is the design code set in the RC Design module in this file?
Artur Kosakowski
1 ) yes , still not be able to open it on RSA2012 ; im on xp 64 bit
Please replace the original files in C:\Program Files\Common Files\Autodesk Shared\Structural\COM\2012\DBAccess with the attached ones. Please make copy of the original files before this replacement.
the directory "C:\Documents and Settings\pc01\Application Data\Autodesk\Structural\Common Data\2011"under RSA2012 does not contain the file named "bar_EN 1992-1-1" listed in the same directory under RSA2011.
I'm attaching this file from v.2012.
2) the combination types are set to ELU/ELS/ACC ( no difference between , CAR/FRE/QPR at the ELS Type) -
what is the use of the case nature ( see table attached ?)
It is not used. I'm afraid that I have to look at your file to investigate this point further. Could you send it please?
Artur Kosakowski
My understanding is that you replaced 10 files with 7 files I sent. Please restore the 3 files that are 'in addition' to the ones I sent. I uploaded only the files I wanted you to replace not all from this folder.
Artur Kosakowski
