Beams coming to column end

H

huseyinakkus56

New Member
Hello.. Although I throw beams as seen in the attached photo, these beams come to the ends of the columns or very close to them; -Do you think this situation is healthy? -So, if I can fix the problems in the report, is it okay? (I am asked to lay slabs as a flooring system.) - Sometimes, even if there is slab slab, in such cases, I just turn that slab into a hollow block, throw a pillow beam to fit the column, and then determine the slab edge with the slab edge. (in order not to throw beams at or near the column end) do you think this method is healthy? * This is a situation that I have encountered a lot lately, and when 1-2 floors are filled with hollow blocks, the relevant administration causes problems. What are your suggestions in this regard? Waiting for your help. Thanks in advance..
 
First of all, hello, as an engineer, one of the loads we should avoid is single loads. And it would be better if you design a double stirrup according to the distance of the stud beam you will make. Good work.
 
Hello there. I would like to start with a quote from the new earthquake regulation; 3.6.1. Simplicity and Simplicity of the Structural System Due to the uncertainties in earthquake ground motion, structural modeling and structural element behaviors, as well as approximations in analysis and design methods, the basic rule of design under earthquake effect is that the structural system should be as plain and simple as possible in order to ensure that the earthquake behavior of the building is predictable. . Here, the general approach in terms of carrier system design is described. While making this description, it is mentioned that the earthquake and the reinforced concrete system cannot be calculated exactly and approximations are mentioned. For this, the aim is to design a system that is as simple and predictable as possible. In your system, there is not even a frame connection between the columns. Another beam connection is made from the critical column-beam junction area, where the support moment of the beams is maximum. Moreover, another beam is connected to a cantilever beam. There is a fact that I did not know in the first years of my career, but I learned and experienced later on, and every civil engineer must understand this; The design and calculations made in our profession are not final results! This approach may be correct in other disciplines. In computer programming, for example, everything is clear and works exactly as it should. A deviation in the number in the 10th digit after the comma will cause the system to not work correctly or not to work at all. Our job is 'the art of making real structures under the influence of undetermined loads, using materials whose properties can only be predicted, whose properties can only be analyzed approximately.' While saying this, I certainly do not mean that the analysis and calculations we make do not matter. Those accounts should form the basis of the design. Otherwise, the science of engineering will not matter. The important thing is the ability of the engineer to comment and criticize the design made as a result of these analyzes and calculations. Therefore, there are general principles of designing simple and predictable systems as a result of engineering researches, calculations, experiments, experienced earthquakes, knowledge and experience. Programs, on the other hand, help us calculate the most realistic results possible in this complexity, and help the engineer to think over and analyze the design. To this end, they make our work much easier. What the engineer should know is that static and dynamic analysis programs are almost an advanced calculator used by the engineer. Programs transform the system we enter in 3D into a mathematical model within the framework of some assumptions. The engineer should know the general logic of this mathematical model and ensure that the data he enters conforms to this model. Responsibility and control always belong to the engineer. My humble advice is to ensure framing continuity, far more important than architectural concerns, and not use joist studs near the column-beam junction. In addition, minimizing the A1 irregularity and keeping the relative floor drift around 0.01 will enable you to design regular and rigid buildings.
 
"Frkninşaat":25d3b2dp" said:
First of all, hello, as an engineer, one of the loads we should avoid is single loads. Good work
Click to expand...
Thank you for your interest.. It makes sense to do double stirrups; if I have to make such an application, I will apply it..
 
Thank you for your interest in Mr. I am definitely connecting the columns with beams, which the relevant administration has made mandatory for about a month. My main question is actually this: Is there any harm in running one or two floors as hollow blocks in the slab system? The relevant administration is causing a lot of trouble in this regard.
 
Since I can't see the general plan of the building, I can't speak clearly. In such a plan, if you cannot make a frame with deep beams, I recommend you to design the floor system as ribbed slabs. You run it as a console because the slab lengths after the columns don't show up much. At least the columns will be connected with stirrup beams. Of course, you may be concerned about the low beam stiffness of the hollow floor system and the fact that we do not know the actual performance of the 99 earthquake, since there were not many buildings with hollow floor tiles. But when it is designed correctly, I think it will outperform a non-framework structure (not the cork flooring I'm talking about, but cork-floored structures, if a good load-bearing system and attention to the floor reinforcement details are taken care of).
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