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Turkish Hello, I have a couple of questions, I am waiting for help from the interested people 1) Should the live load be taken 0.500 even if there is no balcony for console floors, for example, 1.5m overhangs? In console floors, if the live load changes according to the conditions of closed protrusion and open protrusion, what is it like? For example, in the two pictures below, what is the live load to be entered on the floor in the part with a balcony and in the closed overhangs without a balcony? 2) Should the live load be entered into the console floors created in the attic, again, is the normal 0.15 or 0.5? 3) Another question for me is I made a solution to the front of the shop in mezzanine buildings without defining beams. I did not get any short column errors in the analysis, but there is a requirement to have beams here, is there a limitation in the regulation. As a result, there is no error in the analysis but I wanted to ask anyway. Below is the picture that explains the situation.
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Floor live load definition
- Thread starter statikçim
- Start date
Hello My suggestions;
"staticçim":2cjefyjl" said:1) Should the live load be taken 0.500 even if there is no balcony for console floors, for example, for 1.5m overhangs?
If it is not used as a balcony, you can get 0.2 t/m2 if it is a room and 0.5 t/m2 if it is a balcony,"staticçim":2cjefyjl" said:for example, in the part with balcony in the two pictures below, and What is the live load to be entered in closed overhangs without a balcony?
It is taken according to the purpose of use, not as a closed-open protrusion,"staticçim":2cjefyjl" said:For console floors, closed exit and open exit conditions
If the consoles in the attic will not be used as balconies, you can get 0.15 t/m2"staticçim":2cjefyjl" said:2), should the live load be entered as normal 0.15 or 0.5 for console floors created on the rooftop.
Put beams, it will not be a suitable solution in terms of static, SOLVE THE PROJECT DEFINITELY SEMI-RIGIOUS. In the 3-storey building, there is a situation where the column beam is not connected, the narrow sides of the columns are 60 cm' Do not do less. Unver ÖZCAN"staticçim":2cjefyjl" said:3) Another question for me is that I made a solution to the front of the shop in mezzanine buildings without defining any beams in the analysis. taking I am only here, is there a requirement to be a beam in the regulation, it is a limitation. As a result, there is no error in the analysis but I wanted to ask anyway. Below is the picture that explains the situation
Thank you very much, I do not understand what you mean in this last part, I have already analyzed it semi-rigid, but you ^ There is a situation where the column beam is not connected in the front of the 3-storey building, the narrow sides of the columns are not less than 60 cm. ^ I did not understand what you meant."unver":1k6wnyx4" said:Put beams, it will not be a suitable solution in terms of static, SOLVE THE PROJECT DEFINITELY SEMI-RIGID. In the front of the 3-storey building, there is a situation where the column beam is not connected, narrow sides of the columns are 60 cm Ünver ÖZCAN
Let me also say that when I didn't put beams in that part, I already received a warning to increase the rigidity of the mezzanine floor, then I entered a deep beam (40*70) on the ceiling of the mezzanine floor and again I did not put beams in between. This time that error is gone too.
Since I don't know how you solved the project, I said, solve it semi-rigid so that it won't be skipped. According to what I understand from the picture, there is a 3-storey high axle that is not connected to each other, (there may be axles with no beam connection on the back). Since the slab will be connected to each other by means of an earthquake, the slab and the column may separate and cause damage. If you connect these columns to each other with beams on each floor, there is no problem, but if you do not connect them, the buckling length of the columns will increase, so I said make the narrow side of the columns 60 cm. Why am I making this warning; In the Adapazarı earthquake, the damage was quite high in structures that did not have such adequate connections. All these comments are made with assumptions by looking at the picture. If you find the comments insufficient, add the project so we can make more accurate comments. Unver ÖZCAN
thank you very much for your interest, I am attaching the project 3 not floor height, only ground and mezzanine floors, that is 5.50 m height I did not make connections on the front columns in the first one, the reason why I did this is because I have seen many examples of existing buildings on the market, and the owner of the building is thinking of building a store with a ground and mezzanine floor to be used as a workplace and wants a spacious facade without beams in between. (which is not very binding) now let me say the following about my project below, I upgraded the concrete class because I had a punching error in 2 columns in the analysis with C25 concrete, C30 will be poured in place, but I preferred to stay at the minimum, the saving concrete class C28. (I left a margin of error of 2). Another point is that when I create the curtain vertical opening drawings, the parts that I marked on the relevant sheet in my project are lame. I couldn't find the reason or solution for this to happen. I will be glad if you help."unver":361jszhd" said:I didn't know how you solved the project, so I said solve it semi-rigidly so that it wouldn't be skipped. As I understand from the picture, there is a 3-storey high axle that is not connected to each other, (there may be axles with no beams on the back). It is great not to put beams on this axle. There will be a mistake, since the columns and the floor will be connected to each other with a weak connection, the floor and the column may separate from each other and cause damage in the event of an earthquake. If you connect these columns to each other with beams on each floor, there is no problem, but if you do not connect them, the buckling length of the columns will increase, so make the narrow side of the columns 60 cm. Why am I doing this? In the Adapazarı earthquake, the damage was quite high in structures that did not have such adequate connections. All these comments are hypothetical comments by looking at the picture. If you find the comments insufficient, add the project so we can make more accurate comments. Ünver ÖZCAN
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Hello, It gives virus warning. You can upload your project to the link below.
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me I tried to open it, but I don't know why it gives a virus warning for you. I need an e-mail address with we transfer."unver":18ja24m0" said:Hi, It gives a virus warning. You can upload your project to the link below.You do not have permission to view link Log in or register now.
I have the virus program McAfee, it gives a warning.
You can download it without an e-mail address."staticçim":2odzzie5" said:I tried to open it, but I don't know why it gives a virus warning for you. We need an e-mail address with transfer
"unver":26jju8p7" said:I have a virus program McAfee and it gives a warningYou can also upload without an e-mail address."staticçim":26jju8p7" said:I tried to open it but I don't know why it gives a virus warning for you. We need an e-mail address with we transfer
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My suggestions;
--When I corrected the P7 curtain support, the drawing was fixed , --The basement floor has been taken as rigid, --The thickness of the two beams in the attic floor has been increased, Other parts are normal, there is no error in the calculation, --You can open the door and window spaces on the walls, -You can reduce the live loads of the places coming to the roof on the 4th floor, The project is attached Ünver ÖZCAN"staticçim":1fgeqtu8" said:Another point is that when I create curtain vertical opening drawings, the parts I marked on the relevant sheet in my project are out of whack. I couldn't find the reason and solution for this. I would appreciate your help.
thank you, your interest really made me happy. Now, when you support this P7 numbered curtain as you did, the length of the P1 curtain in the basement and ground floors is 855, as P7 is canceled in the upper floors, as can be seen from the table below, the length of the curtains P1 is 870. Do you think that you do not mind, so 870 should appear on every floor? Secondly, I wonder if you made 2 beams 35 on the roof, can you tell me why? (due to the sloping floor?) Finally, you have examined the project, is your point of view on this non-beam shedding still the same or do you look positively now? So is there a mistake about the short column formation here?"unver":16vti6zz" said:My suggestions;--The drawing was improved when the support of the P7 curtain was corrected, --The basement floor was taken as rigid, --The thickness of the two beams in the attic floor was increased, Other parts are normal, there is no mistake in the calculation. --You can open the door and window openings on the walls, --4. You can reduce the moving loads of the places coming to the roof on the floor, the project is attached Ünver ÖZCAN"staticçim":16vti6zz" said:Another point is that when I create curtain vertical opening drawings, the parts I marked on the relevant sheet in my project are lame. I couldn't find the reason or solution for this to happen. I will be glad if you help.
So -- You should now understand that there is a problem with shifting the node point. When you pull it, the problem is solved, but there is no horizontal reinforcement continuity in the drawing, it is a better solution to make the P7-P1 curtain on the ground floor and in the basement as a single curtain, --Beams have been enlarged because it does not save, --There is no short column error, I still create a frame by connecting the columns with beams. Unver ÖZCAN"staticçim":1p306hfm" said:do you mind that, don't you think 870 should appear on each floor?