Thanks for all your replies. Guess I will have to come up with something else... Some type of shear-wall that blends with the clay block walls perhaps.
I have seen unreinforced CMU walls resist all kinds of crazy things, I once saw one wall where the first three rows of blocks (the wall was 3.5m wide with concrete columns at each end) had been taken out and the entire thing (3m tall) was held together solely by the mortar (The one is not...
Greetings,
I am trying to ascertain whether filling HSS columns with concrete in a steel two-story building would have any significant impact in reducing lateral deflections of the structure. The idea is to use filled HSS tubes instead of a bracing system, since that would limit the...
Thanks, many important points. I believe the vertical component of the seismic load will be more important than usual in this case due to the cantilevers. One point in favor is that the internal bay of the frame (its a two bay frame with a central column that is continuous unlike the perimeter...
Greetings,
I was shown architectural drawings for a three story building in which the second and third floor exterior columns rest on the end of a cantilevered beam from the first floor, The cantilever beam is 6.5ft long. I did some preliminary calculations and it seems doable (Section size and...
@Sail3:
that is my line of thinking with hss as well... do anything possible to take the load from the column face and transfer it to the sidewalls.. I am curious however, does matching brace and column and adding gusset plates still gives you enough ductility in the connection? Im talking about...
@KootK:
Yes the webminar is very good at explaining the issues with baseplates... but it also doesn't solve the fundamental problem that is how to actually design baseplates. I found it to be disappointing in that regard.
@structSU10:
Thanks, That is precisely the webminar i referred in my post. Its very good but it just points out all the issues to take account when designing.. not to actually design a base-plate.
@KootK:
Thanks, I have tried to use the UFM for this situation but I´ve never had complete confidence in the result. Usually what I do is set the height of the "beam" to be the same as the base plate thickness. With the resulting geometry most of the vertical reaction ends up in the column and...
Greetings, I have a question as to how to adequately design baseplates with gusset plates.. Specifically for braces. I attached a PDF showing my situation.
In general (not for baseplates) I have used the Uniform Force Method but I know this method is not applicable to situations like this. I am...
@hookie66... yeah sorry.. I've not been very clear... This does work.. but I also have a 120x120 beam framing into the column.. which will not fit.. and a similar 70mm beam framing into a 220mm column which will also not fit.
Regarding the angle seat... is it possible to have an angle seat that...
Im attaching a sketch, in the sketch the angles fit inside the column.. but I have several connections where its not possible. The columns are 7m high... this connections occur at 3m and at 7m. The 260x90 beams are bevel welded to the columns.. so the beams frame into the 90 side of the column...
Greetings,
I am trying to design a shear connection between an hss beam and an hss column, the limiting issue in this case is that the beam is framing into the wide face of a 260x90mm column, so any force acting perpendicularly to the wide face of the column is bound to cause some troubles as...
That example instead of being helpful is rather confusing... I lost almost two days trying to make heads or tails of it. In other sources I have seen the vertical check is never performed... they only check for the a-a section and the moment and shear are very straight forward.... I don't...
@BAretired: Thanks, I see it know there's no way the beam can deflect vertically without loading the braces... this is why in the seismic manual the beam in two story x-braces is not required to be designed for an unbalanced load when one of the braces buckles. The axial load will still exist in...
Sorry for reposting... I am somewhat confused as to how the transfer of forces happens in this connection... I am attaching a sketch of the connection with the forces to see If someone can tell me If I am on the right track or very wrong. Basically I am trying to get the internal forces in the...
