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Turkish Hello, TS 500 February 2000 Table 13.3 (Page: 62) contains a table about the deflection limits. Sum of the total deflection consisting of continuous loads and the instantaneous deflection consisting of the rest of the live loads -Partition wall(*) roof and normal floor elements ln / 480 (*)Partition wall roof and normal floor elements with partition walls or elements that may be affected by large deflection ln / 240 Here, we use ln/240 as the deflection limit in houses, according to the schedule that is not fully understood. In the program, by default, it investigates accordingly. However, the relevant administration inspector asked me to check according to ln/480. I am attaching the project as well. We were trying to find a solution by placing columns at the corners of the façade in parcels with 7 m frontage in the region and by tilting the simply supported beams between the columns if there are overhangs. In the case of an investigation according to the known ln/480, we will have to give up the columnar design at these corners and make a continuous beam design. There is also an unclear situation about what is meant by the elements that can be affected by the large deflection in the ts500. Inspector friend at the municipality says there are joinery. I think of it as space elements where sensitive parts such as operating room and workshop are located. If there are joinery, all beams must be inspected according to ln/480 except for facades with infill walls and no joinery, and there will be no room for ln/240 verification. I would be glad if you share your views on this matter. Good work.
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ts 500 deflection limit hk.
- Thread starter oyuxel
- Start date
I looked on the internet for which situations L/240 and L/480 cover, but I couldn't find any information. Another question came to my mind. This part is explained in a little more detail in the American Reinforced Concrete Standard ACI318. He says to compare the L/240 and L480 (as far as I understand) with the deflection caused by using it after the construction is finished. It says adding the deflection of the beam itself. That's what makes sense. Does idestatic add up the deflection from all loads? What is the opinion of my colleagues? Isn't there a shortcoming in the TS-500 here?
According to the information I have obtained in the deflection calculation, the ln/480 value is used for the elements that will cause problems when the unloadable material deflects in terms of visuality. However, your I couldn't understand what you mean by your statement "In case of an investigation, we will have to give up the columnar design at these corners and design with continuous beams."