Pursanta problem in short beams

[insburak355]

Hello everyone, I have curtains in the elevator stairwell section, which we call core in my project, I solved a project b+z+7. My 1st problem was that I had 25/60 beams connected perpendicular to the plane of the curtain ()K46-K58) it was giving a shear error, I opened it to examine it and saw an incredible pile of reinforcement. 4fi14 mounted 8fi18 reinforcement on the mounting supports, but it did not give a pursanta error, I would be happy if there is a friend who can explain it? yes, it is possible for it to fit on a 25 cm wide beam, but there is no way for concrete aggregate to enter between it. My second problem is that I turned these 25/60 beams into 55/32 hollow blocks (the building was already hollow, I was passing only the core with pendent beams), I don't know if it's because it's a short beam again. There is too much reinforcement. Should I manually reduce the stiffness of these beams? If I do, can there be a decrease in the equipment? How much should I do the stiffness reduction 0.7? 0.5? short beams are always a problem. In general, if you have any suggestions, I would be glad (except for making short beams, remove beams ) Also, what exactly does stiffness reduction mean in application and static project calculations? I would be very happy if you have any suggestions or suggestions.

 

[NYILMAZ]

In order to avoid such problems, it is not to make very different rigid zones inside the structure. If you do not distribute the overall rigidity of the system but collect it at one point, you will encounter such problems. This is especially true with properly placed curtains on the outer frame of the building. Even in symmetrical buildings, if rigid shears are placed in the middle region, which we call the core, you will encounter similar problems. Such problems are more evident in ribbed system solutions. They accommodate both horizontal and normal beams. Due to the structure of the beams, the heights of the beams are less, so they stretch more. On the other hand, the beams that cannot be stretched in the curtain regions are exposed to the shear effect rather than bending. In this case, places with less flexing (bending and displacement) tend to crack. Since the shear effect will have the highest value in the support region, the program will try to compensate for this with additional reinforcements. And as a result, reinforcement accumulation occurs.

3.2.3 Section Stiffnesses to be Used in the Structural System Calculation The section stiffnesses of the uncracked section will be used in the structural system calculations to be made using the methods given in Chapter 2. Values of the cracked section can be used in beams stuck in shear walls and in tie beams of tie beam (hollow) walls.

expression is included.

 

[insburak355]

SO, CAN YOU EXPLAIN WHY DOES THIS EQUIPMENT REGARDING IDECAD DOESN'T GIVE ERROR AT PLACES WHERE THERE ARE STACKS? BECAUSE THERE ARE 25 CM, 8 PIECES, 18 ADDITIONAL 4 PIECES, 14 ASSEMBLY, SO IT IS IMPOSSIBLE TO FIT THESE REINFORCEMENTS IN THIS BEAM WITH THE AGGREGATE...