kellez

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About kellez

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  • Birthday 01/18/88

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  1. Hello everyone, I am designing a 2storey RC frame house according to EC2 and EC8 and three of the columns are impossible to design. Two of these columns 13 and 20 are of similar configuration, please see image below. They have eccentric beams connected perpendicular to the column one at each end. all columns fail at seismic load combinations No matter how much shear reinforcement i add or how much i increase the column section it still fails at seismic combinations. I tried researching why these 3 columns fail and i found out some excessive shear forces are generated at the seismic combinations reaching up to 1000kN in the strong axis of the column. I think this is way excessive considering the fact that this is just a 2storey house and in fact the total base shear of the structure (in the design spectrum acceleration) is only about 900kN. I think the reason why i get such high shear force is because there are two eccentric beams on the column one at each end.
  2. Hello everyone, do you know of any applications for the design of columns to EC2 and EC8. I know two for the EC2 which is Gala and XConSec but not any to provide design on the reinforcement detailing for EC8 Thank you
  3. Hello everyone, i am designing a two storey RC Frame house according to Eurocode. My question is, is there any EC8 provision that sets a minimum for the fundamental frequencies for certain types of structures? if not, then what is your advise? Regards
  4. Hi, I am aware of the t-beam design option in the design module. However in order to be able to use the design module properly you first need to adjust the moment of inertia of the beam in the actual model. This is because the software considers the beam and slab as two different components (not monolithic) therefore the cross sectional area of the beam that is supposed to be embedded in the slab is calculated twice, one with the beam and one with the slab. This is what the Autodesk Experts say, and the only way around this is to adjust the moment of inertia of the beam. In addition when the software calculates the reinforcement for a T-beam it spreads the reinforcement only with in the rectangular part of the beam and not in the flange of the T section therefore you then have to manual adjust the reinforcement into the flange. Again this is something that the experts say and not me. So imagine what happens if you have 200 beams to design and you need to manually adjust the moment of inertia and reinforcement. Its not that i want the software to carry all the work for me but i believe that at least simple tasks like this should be carried out by the software especially in such expensive softwares. Is this issue similar with all structural softwares?
  5. Hi, I would like to specify that the issue i described above with robot is also the same within SAP2000. Above i have asked if you know any software that can easily model a monolithic design. In case you don't know of any software that can do this and you are using a software that has the same issue i described above, please let me know the software. I want to understand if this is a common issue within all structural softwares. Thank you
  6. Hello evryone, I am currently in search for a good structural analysis and design software. At school i used SAP2000 but i want something more practical, that carries out Reinforced Concrete and steel frame design to Eurocodes and prepares documentation ready to be handed in for construction license application. So i decided to try Robot Structural Analysis, mainly due to the Autodesk Building Design Suite, which is very good value for money and Robot seems to be a powerful software. I have started using it about 2 weeks ago and already i have discovered some weaknesses. Modelling of monolithic beam + slab design I tried to model and design an L and T beam, unfortunately with robot its not possible to easily define and model a T and L beam. If you try to do this, the software takes into consideration the whole area of the rectangular beam + the area of the slab therefore taking the same area into consideration twice. This makes the whole design more stiff, to overcome this they suggest to decrease the moment of Inertia I of the beam which i don't like, i expect more from an expensive software which i will count on for my designs. I expect it to be more intuitive. Modelling of monolithic column + retaining wall design Next I also tried to design a column that is embedded in a retaining wall, which basically is the same case as the beam + slab design above but vertically, again its not possible to simply define this with robot. I am looking for a software that is able to easily model a beam + slab or column + wall. Does anyone know of any powerful software that can do this? Thank you
  7. thanks for the link, there seems to be lots of valuable information in there.
  8. I am not that experienced with SAP2000, i have used it a lot at school for my thesis but i do not know what the rigid extension is, i will check on that. if i modelled it as a plate with openings is it possible to specify reinforcement detailing in the beam and wall? i see what you mean, this is what i am trying to achieve but how do i do this?
  9. Hello everyone, I am trying to model a five storey Reinforced concrete structure. The structure is mostly supported by shear walls interconnected with RC beams and a solid slab. What i am trying to achieve right now is to make the sap2000 model as accurate as possible. What i mean is that when i create a shear wall of 1.5 meters width the insertion point is in the middles of the wall which is not the case with the real structure so i moved the insertion point of the wall to achieve the same position as the one of the real structure. Then i repeat the same with the beams so that the top of the beam is in the middle of the slab and at the top of the columns therefore achieving a composite behaviour. Next step is the End (offset)length for beams. I have a 1.5 meter long shear wall connected with a beam 4 meters long which in reality is 2.5meters long therefore i offset the beam 1.5 meters to achieve this. Now the problem is that when i run the analysis and check the deformation of the structure the beam is not actually connected into the shear wall and the wall and beam deform independently. How can i set the connection of the beam at the start of the shear wall and not at the insertion point? please see the picture below to understand what i mean. http://www.engineersedge.com/engineering-forum/attachment.php?attachmentid=1305&stc=1 http://www.engineersedge.com/engineering-forum/attachment.php?attachmentid=1306&stc=1