Soil stress does not recover

We say it all the time now. Enter the ladder into the system. Study the geometry control well. Use the semi-rigid diaphragm solution. SPECIALLY MAKE SURE TO USE THE SEMI-RIGGED DIAPHRAGM SOLUTION FOR RIBBED FLOORING. In my investigation, there are very minor problems on the ground where the S13 column is located in the corner. If these are fixed, the problem is solved. Let me answer about how to handle it very simply. Realize loads. So, for example, how is the probability of being both a wall and a live load in beam loads? If it's an open beam, I understand you're giving a live load. Then what is the need for the wall load? If there is a wall load then (if the beam is not very very wide) what about the live load? If we leave these aside; The amount and location in excess of ground stresses in your project stands at the limit. So, for example, if you remove the live loads on the top floor (roof) and the wall loads that don't already exist, the problem is solved. Enlarging the raft amplification a little where the S13 column is can also solve the problem. (I don't know the conditions) Also I don't quite understand what you want to do but D102 tile data input is wrong. You need to lower the elevations of the beams in the middle (K150, 151, 142 and maybe even 145) down (40cm) and define 4 floors in that area. If you take a section from that area and look at it, you will see the shape formed. Good luck with. Good work.
 
You have already stated that by giving a live load of 0.35 to the floors, you carry the wall loads to the floors. Apart from this, I think that it is not correct to give a wall load if there is no wall passing over it (such as external walls). There may be friends who think differently, it is not wrong. After all, we don't weigh gold.
 
You must log in or register to reply here.
Back
Top