Beam deflection limit exceeded

M

masmay

New Member
HELLO EVERYONE. GOOD WORK . I WANTED TO MENTION THIS PROBLEM I ENCOUNTER EVERY TIME IN THE FORUM IN ORDER TO GET AN ANSWER HOW TO SOLVE MY SHORT TIME. I CAN'T TRANSFER THE LOAD TO THE COLUMN AT THE BOTTOM OF THIS FLOOR WITH A 45 DEGREE ANGLE ON THE CORNER FLOORING THAT I DECIDE IN THE RED CIRCLE IN THE PICTURE. WHEN IT IS AS SHOWN IN THE FIGURE, THE BEAMS THAT I HAVE INDICATED WITH THE GREEN LINE DO NOT GET BACK FROM DEPLACE. I PLAY WITH THE EQUIPMENT OF THESE BEAMS, I PLAY WITH ITS WIDTH, I PLAY WITH THE WALL LOAD ON IT. I PLAY WITH THE LOAD OF THE FLOOR, BUT I CANNOT GET BACK FROM THIS DEPLOYMENT VALUE. IS THERE A METHOD TO MAKE SOLUTION EASIER FOR THIS FLOOR AND BEAMS THAT HAVE TO EXTEND 30-40 CM AGAINST THE FLOORING UNDER FLOOR BECAUSE OF THE Eaves Distance? I WANT TO SOLVE THIS DEPLOYMENT PROBLEM WITHOUT PLAYING WITH BEAM WIDTH. I THINK THAT THE BEST SOLUTION, WITHOUT MAKING THE CORNER FLOORINGS IN THE CASES, MAY BE THE PROGRAM SHALL THESE FLOORINGS WITH A 45 DEGREE ANGLE. BEST REGARDS...
 
Re: BEAM DEPLOYMENT LIMIT Hello, Deflection calculation is made according to TS500. In the calculation reports, you can see that there are many variables used in the deflection calculation. Different values can be taken for deflection control limits for console and normal flooring. In order to get rid of the deflection problem, it is necessary to increase the depth instead of increasing the reinforcement or width. If you add your project, we can make a healthier comment.
 
Re: KIRIS DEPLACE LIMIT BERAT BEY I SEND THE PROJECT ANNEXED.. I HAVE 4 PROJECTS OF THIS TYPE, WHAT DO YOU DO IS THE EASIEST WAY TO GET OVER THE VALUE OF DEPLOYMENT ON BEAMS CONNECTED TO THE Eaves?
 
Re: BEAM DEPLOYMENT LIMIT
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BERAT BEY I SEND THE PROJECT ANNEXED.. I HAVE 4 PROJECTS OF THIS TYPE IN MY HAND, THE EASIEST WAY TO GET OUT OF THE DEEP VALUE ON THE BEAMS CONNECTED TO THE EYEBROWS WHICH DO YOU THINK I HAVE TO FOLLOW EVERY PROJECT... . IS THERE A METHOD I DON'T KNOW? GET EASY
 
Re: BEAM DEPLOYMENT LIMIT Hello, since your project is a hollow floor system; 1-We recommend that you solve your project with a semi-rigid diaphragm. 2- When I check your coating weights, I see that you do not take the weight of the hollow block into account. In ideCAD, you should add the m2 weight of the hollow block brick to the coating weight and enter it as the coating value. I suggest you review your loads as I said. 3- You need to check the geometry and correct the warnings and errors. (Typical rib floor beams errors) To get rid of deflection error in Console Flooring; 1-If possible, you can reduce the deflection of your cantilever beams by designing deep beams. 2-You can increase the thickness of the hollow block. 3-You can increase the beam pressure reinforcement. 4-You can increase the beam width. (If you apply the 1st and 2nd items, you will overcome the deflection problem more easily. The 3rd and 4th items can be applied when the limit values cannot be saved from the deflection.)
 
How can I solve these problems? When I do geometric control, it still gives an error even though I arrange my typical beams, what is the reason?
 
Hello. Even if it is (including the renovation account), it is not valid. What will you do after solving this project with IdeCAD v7? Unver ÖZCAN
 
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