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Turkish HakanŞahin
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Hello, If you upload your project not as Dwg, but as an idecad project(ide7) as you get the result, we can examine it."Reform Group":1z2l0fxp" said:
When I load wall load=0.789 and Q=0.5, 12 additional
- Thread starter HakanŞahin
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Reform Group
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Re: Help please 
just added (=
just added (=HakanŞahin
Administrator
Re: Help please Additionally: If there is no wall on the beam, in other words, if the floor continues on the beam, it is necessary to define the live load of the floor on the relevant beam as well. , 0.500 t/m2 live load value is high, 0.200 t/m2 should be taken; both for beams without walls and floors...
Additionally: If there is no wall on the beam, in other words, if the floor continues on the beam, it is necessary to define the live load of the floor on the relevant beam as well. , 0.500 t/m2 live load value is high, 0.200 t/m2 should be taken; both for beams without walls and floors...Reform Group
New Member
Re: Help please for the long span you are right about the transverse beam but I didn't handle it because it saved deflection. I also enlarged the beam in the long part. I didn't change it because the other parts are within limits. Please correct me if I'm wrong; coating on floors with hollow blocks load is between 0.35 and 0.45, if there are 10 walls on the same floor, the live load should be 0.35. If the wall is on the beam, load-bearing should be done depending on the clean height. On the balconies, the live load should be 0.50. The live load can be taken between 0.35 and 0.50. I think the balcony beams should have the same load in this position. Moving forward from here, the live load 0.50 wall load should be adjusted according to the clean opening. In this case, there is an excessive amount of addition. I couldn't put this part in my mind. I would appreciate it if you could explain a little bit so that I can understand the installation logic.
for the long span you are right about the transverse beam but I didn't handle it because it saved deflection. I also enlarged the beam in the long part. I didn't change it because the other parts are within limits. Please correct me if I'm wrong; coating on floors with hollow blocks load is between 0.35 and 0.45, if there are 10 walls on the same floor, the live load should be 0.35. If the wall is on the beam, load-bearing should be done depending on the clean height. On the balconies, the live load should be 0.50. The live load can be taken between 0.35 and 0.50. I think the balcony beams should have the same load in this position. Moving forward from here, the live load 0.50 wall load should be adjusted according to the clean opening. In this case, there is an excessive amount of addition. I couldn't put this part in my mind. I would appreciate it if you could explain a little bit so that I can understand the installation logic.saridurmus
New Member
Re: Help please You have to calculate the fixed load for hollow floor slabs according to the weight of the hollow material you use.
You have to calculate the fixed load for hollow floor slabs according to the weight of the hollow material you use.Re: Help please What material will you use as the hollow block filling, the sample brick is between 9-10kg each. Average 10 pieces per m2. The self and rib weight of the slab is calculated automatically by the program, and as a result, the user-defined load value is calculated. = filling material + coating weight must be entered. For example brick hanging 100kg/m2 + covering tile 170kg/m2 = 270 kg / m2. For ribbed flooring with a wall on it, add the weight of the brick to the live load by dividing it by the flooring area (if it is a residence 200Kg/m2 + ( Although it saves the deflection value, TS500 says that 1 transverse tooth (same size as the rib, centered on the floor as much as possible) should be made for openings between 4-7 m for toothed floors running in one direction.
What material will you use as the hollow block filling, the sample brick is between 9-10kg each. Average 10 pieces per m2. The self and rib weight of the slab is calculated automatically by the program, and as a result, the user-defined load value is calculated. = filling material + coating weight must be entered. For example brick hanging 100kg/m2 + covering tile 170kg/m2 = 270 kg / m2. For ribbed flooring with a wall on it, add the weight of the brick to the live load by dividing it by the flooring area (if it is a residence 200Kg/m2 + ( Although it saves the deflection value, TS500 says that 1 transverse tooth (same size as the rib, centered on the floor as much as possible) should be made for openings between 4-7 m for toothed floors running in one direction.Reform Group
New Member
Re: Help please thank you, I'm especially looking for your opinions on consoles because my main problem is related to closed protrusion loading. how should I load cantilever beams with walls on top? as live load.
thank you, I'm especially looking for your opinions on consoles because my main problem is related to closed protrusion loading. how should I load cantilever beams with walls on top? as live load.Reform Group
New Member
Re: Help please thank you (=
thank you (=Re: Help please Dear abaci09, there is a point I don't understand. Why do we define live load for beams without walls, we have already increased the moving load for walls resting on the slab. aren't the loads transferred from the slabs to the beams, so why should we define live load once again in addition to the beams. See you...
Dear abaci09, there is a point I don't understand. Why do we define live load for beams without walls, we have already increased the moving load for walls resting on the slab. aren't the loads transferred from the slabs to the beams, so why should we define live load once again in addition to the beams. See you...Re: Help please Especially in hollow floor tiling, 50-60 cm wide beams are thrown and there is no wall on it, both dead and live load is taken as 0 and the design is far from reality. q=500 kg/M2 should be taken As for the necessity of this loading: Let's assume that there are very wide (100m2 in total) beams in the 300m2 commercial floor plan. If no live load is defined on the beams, the building load per floor is 100×500kg =50 tons, both vertical load design and horizontal load design are entered. It will cause enormous errors in the load design.It is a subject that is skipped in the projects I have seen and that distracts from the realistic project design.
Especially in hollow floor tiling, 50-60 cm wide beams are thrown and there is no wall on it, both dead and live load is taken as 0 and the design is far from reality. q=500 kg/M2 should be taken As for the necessity of this loading: Let's assume that there are very wide (100m2 in total) beams in the 300m2 commercial floor plan. If no live load is defined on the beams, the building load per floor is 100×500kg =50 tons, both vertical load design and horizontal load design are entered. It will cause enormous errors in the load design.It is a subject that is skipped in the projects I have seen and that distracts from the realistic project design.Re: Help please
Okay, you're right, but isn't it like this? when we do not want to define a linear load on the relevant floors for the sitting walls (I used to define it as a linear load, but sometimes it is very tiring and time-consuming. We increase the floor live load from q = 0.200 t/m2 for residences to q = 0.350 t/m2 and take the wall load into account. It will still be the same question, but why should we increase the live loads of the beams for the wall whose locations are precise and for example we see that it does not fit on the beams."siromar":313o9h63" said:
Re: Help please The borders of the d13 slab in the figure are the area formed by the red line. The k25 beam takes the slab loads on the solve right side, but the slab continues over the k 25 beam (0.4*1.5 = 0.6 m2 for k25) area ) and as a result, when the live load q=0 of the slab on the yellow shaded k25 is taken, the load that would normally be on it will not be taken.
The borders of the d13 slab in the figure are the area formed by the red line. The k25 beam takes the slab loads on the solve right side, but the slab continues over the k 25 beam (0.4*1.5 = 0.6 m2 for k25) area ) and as a result, when the live load q=0 of the slab on the yellow shaded k25 is taken, the load that would normally be on it will not be taken.Re: Help please Dear friends, I appreciate your effort to provide the closest solution to the truth. But I think we don't weigh gold when calculating in reinforced concrete. From this point of view, if there is no wall on it, of course there is a live load. But the essence of engineering is already a thing. It depends on a lot of acceptance. I leave it to your discretion how much attention should be paid to the subject here, and it is a necessary condition. For example, we have a friend named Ünver Bey in the forum. He reminds us of the live load on the beams in every project he examines. Whether it should be put in, of course, is up to the engineer. [u ]Moving load means a load that we don't know exactly where and how much, but we expect it to be on that building element sometime[/u]?like an object, like a person.Maybe you've never been to that point at all. It is a load that will not affect it. For example, where did 200 kg/m2 come from? (of course there is a scientific study behind it) Why is it not 206.8 kg/m2 or what would happen if it was 191.27 kg/m2? i "we know all this, why did you make so many promises". I wrote it with the thought that maybe I can contribute to faster decision making.
Dear friends, I appreciate your effort to provide the closest solution to the truth. But I think we don't weigh gold when calculating in reinforced concrete. From this point of view, if there is no wall on it, of course there is a live load. But the essence of engineering is already a thing. It depends on a lot of acceptance. I leave it to your discretion how much attention should be paid to the subject here, and it is a necessary condition. For example, we have a friend named Ünver Bey in the forum. He reminds us of the live load on the beams in every project he examines. Whether it should be put in, of course, is up to the engineer. [u ]Moving load means a load that we don't know exactly where and how much, but we expect it to be on that building element sometime[/u]?like an object, like a person.Maybe you've never been to that point at all. It is a load that will not affect it. For example, where did 200 kg/m2 come from? (of course there is a scientific study behind it) Why is it not 206.8 kg/m2 or what would happen if it was 191.27 kg/m2? i "we know all this, why did you make so many promises". I wrote it with the thought that maybe I can contribute to faster decision making.yunussacikk
New Member
Re: Help please Wouldn't it be healthier to include the wall loads in the coating load instead of the live load?
Wouldn't it be healthier to include the wall loads in the coating load instead of the live load?