Hello everyone,
I have a question. The structure I'm designing is a typical roof structure for parking lots with a 5° slope in a flat terrain, the purpose is to provide shadow with photovoltaic panels on the top so they can generate energy. I'm having difficulty picking the correct roof live...
Hello everyone,
I would appreciate some comments about the next criteria: I have a one way reinforced concrete slab supported over secondary W steel beams. The primary beams are also W steel beams and my columns are HSS. In other words I have a steel building with a concrete slab in one...
So basically, to summarize the information, there is no problem in modeling my building as PIN based (as long as it is stable).
In reality of course, PIN and FIXED are never completely true, since this are idealized representations of what we are trying to accomplish, however if the correct way...
Well yes, it is a brace that works only in tension, and since I need resistance in both ways I arrange them in "X" so it has resistance in both ways.
About the connection of the base plate with HSS columns, I find that quite tricky but its true, I cannot have a real "pinned" base plate with HSS...
amec2004,
What do you mean in item 2 with "PIN base braced frame"? Are you saying that if it is pinned then it must have braces (e.g. conncentric o excentric)? What if I have a model with PIN base and my lateral resistance is just resisted by my columns stiffness and cables (mainly for lateral...
By the way, the only "real" technical data I could think of to support his point of view, is that base plates for HSS can't really be "pinned" when putting the 4 anchors that are needed as minimum.
Hello,
This question may sound a little bit odd (for not saying silly), but I had a discussion with a colleague and I would like to have other opinions. I'm designing a 3 level steel building with HSS columns and W beams. Since the land is not very good I made the decision of modeling it in...
Actually I was thinking making the design as a one way slab (N-S) with 'temperature ribs' on the other way (W-E). Perhaps designing the structural ribs of 15cm of width and the other ones just 10cm.
BA - Yeah that's what I'm thinking about, the slab will behave in one direction so that other way can be just as aesthethics or temperature ribs. About the HSS I understand the one that intersects with the beams will receive more loads, the other ones can be neglected or I could take some to...
The crossed area is an opening for stairs. The solid square is a concrete column. The HSS are positioned as that since that is the principal request of the architect. I'm not obligated to use them all as structural elements of course, but some may help to transfer loads into the foundations. On...
Thank you all for the responses.
The thing is that this is a remodeling... so, the old part already has several walls and lateral stiffness, so I'm not that worried for lateral loads. Nevertheless i'll check it of course, and try to solve it just with the rigidity of the columns (maybe...
Hello, I have a question, if anyone helps i'd be really glad.
I've been asked to designed a small house. This house has a two way slab (concrete) without beams and the architect wants to support it on HSS columns of 4". I don't know if this is possible, since I'm used to designing steel frames...
Maybe I'm not being clear...
It is the same building, but we decided to cut it in two so analysis and engineering would be easier. Foundations are independent, and it is not a seismic area, nor wind is strong. The mezzanine is used for offices uses, so it doesn't have large loads. Just imagine...
Hello,
I'm looking for a common detail or some advice regarding the construction details between two adjacent slabs of two separate buildings. The thing is that I have 2 adjacent warehouses that share a mezzanine, so both buldings have been designed separately (footings, etc) with a portion of...
You could find useful information on these literature, it is focused on performance based earthquake engineering and on tall buildings, specially Bertero.
1. Bertero, R., & Bertero, V. (2002). Performance-based seismic engineering: The need for a reliable conceptual comprehensive approach...
Hello,
I'm modeling a mat foundation using Staad.Foundation V8i Series 4 (model from Staad.Pro V8i S3), but I keep having an error that says "Could not analyze foundation". In case I was doing something wrong I opened one of the examples and did the same as tutorial... the error remains. Any...
Thanks for your comments, however my doubt remains, maybe I'm not being clear...
My question is using ACI360 or PCA, how do I design the layers below the concrete (base and subbase)?
Thank you!
