Hi and thank you for the replies.
I assume my modelling is correct.
1) i have applied releases to the two ends,
2) there is no continuity, its a single beam,
3) i have taken into consideration cracking by reducing the stiffness of the beam by 0.5Ix 0.5Iy & 0.1Iz
4) the software does not take...
Hi everyone,
I have already finished the design of a Reinforced Concrete ground floor house (108m2) but i want to replace one drop beam (250x500cm) with an inverted beam (600x350cm).
What is the best way to carry out the analysis in Autodesk Robot? I have already replaced the existing beam in...
Ok that sounds reasonable, resistance of moments also depends on the amount of contact between column and beams.
Then lets say I want to analyse the structure, how would you model this connection between beam IPE270 and column HEA200?
CASE 1: I can either model it fully fixed and use the...
Hi everyone, what I want to do here is to start a general discussion regarding steel frame connections, real life stiffness of connections, how do you choose to model them for analysis, how you choose a certain type of connection over another and why.
In order to start this topic, i am posting...
Not to completely design this with a software, I mean to check how this connection will behave by using a FEM software like abaqus or solidworks. ofcourse everything needs to be checked by hand calculations.
1) The reason for including the stiffeners is that I don't want to drill at the beam-column joint (to anchor the UPN) of the existing RC frame because that point is congested with steel reinforcement. therefore I will use blind bolts, they seem perfect for the job.
2) Yes I will have to scan...
I have worked a bit more on the 3d model in order to understand how this can be put together and here is what I have come up with. Some of my questions now are:
1) Not sure how the IPE270 (picture 1) can be bolted since there are stiffeners for the UPN both at the top and bottom therefore the...
I did think of using only one column, which is possible and straight forward but for peace of mind, i will be a lot more confident if i didnt rely at all on the existing structure.
Actually it doesnt have to be a column, i think a channel should work just fine, i didnt mention this but for the...
Hi everyone,
1) I want to design a 2-storey steel frame extension on an existing concrete frame.
2) The two beams that run parallel to the concrete beams will need to be anchored to the beams (to connect the two structures)
3) The floor will be a composite metal deck.
4) The composite floor...
Thank you everyone for your replies. I have decided that i need to further proceed with the 3d design that i have in my mind and post it again here so that the discussion is more specific.
This is a frame that needs a lot of detailing therefore i will proceed with that and get back to you.
Hello everyone,
I want to design and build a small studio 2.80x7.5m, made by steel frame that can be lifted by crane and transported by a trailer.
I want the components to be from strong sections, not like the sections used to build the usual portal cabins.
I have not yet decided on the type...
Thank you everyone for your comments, i like it when i learn something new.
However we have two suggestions here, Klitor is saying that only in pure moment frames we have to use lapping at midheight, while everyone else responded in general that in high seismic areas we have to use lapping is...
We are soon starting a new housing development out of Reinforced concrete frames, and i want to educated my self a bit more before we do start. do you know of any good books for site supervision from start to finish on concrete frames??
I was very surprised today to learn from my new supervisor, a senior civil engineer that the correct lapping zone for RC columns is at mid-height of the column (where bending moments are lowest)and not at the bottom as i knew until today. To be honest, in my country Reinforced Concrete is the...
Eurocode 8: Part 5 - 7.3.2.2(7) For non-gravity walls, the effects of vertical acceleration may be neglected for the retaining structure.
So for any other type of retaining wall other than gravity walls vertical acceleration should be neglected. What do you guys think of this? what other codes...
The wall is not build, thats why i am asking this question. if the backfill soil is not there and not compacted, how can someone find out the angle of friction of a soil that is not there. Do you track down the source of the material to be used?
For the base soil that is already there and...
You are right about the Partial Factors for Actions, EC8 specifies a partial factor of 1.0 for both permanent and seismic or Accidental loads.
However EC8 specifies a partial factor of 1.25 for materials (eg. backfill soil angle of friction). This directly affects the Force applied on the wall.
