Methods of providing Shear Strength in Short Beams ?

M

mehmet sesigüzel

New Member
Interested colleagues, I look forward to your help. How can we design short beams without changing the aesthetic appearance too much? However, when the cross section of these beams is increased, there is an abnormal size change, so unfortunately we cannot increase the size. Which features of the beams that are normally used as 25/50 can be changed (we can make my dimensions 30/70 max, but it still does not save) to make them suitable for the design? I'm waiting for your help...
 
Mr. Nedim, I added the project, I would appreciate it if you could take a look at the link below. But I think I don't have much chance to change the direction of the columns and curtains because if I rotate these columns in the basement, ground and mezzanine floors, it's like forgetting the shops, and there is no problem in the upper floors anyway. Is there any other solution to this?
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Mr. Mehmet, Actually, a thing or two crossed my mind, but I cannot say anything because I am not familiar with your architectural concerns. Only in your project there is a column that presses on the floor. There is a data entry error here. I suggest you review it. Also, did you define free columns on solid empty columns? (you may have, I don't know, just a reminder) Live load participation coefficient can be applied. You can define the stairs of the building and solve it together with the building and affect its load. Make a semi-rigid diaphragm solution.
 
Mr. Nedim; I've been using idecadi for a month since this is my first project, so I don't have full control over the content of the program. I fixed the shear problem by editing the cracked beam moments, but I have a couple of questions I'd like to ask you. 1-) Columns (max=10cm) that do not provide shear safety at the junction of the column-beam, I can increase the relevant size, but what should I do if it still does not provide? Again, I need to play with the moments of inertia, if yes, can you explain how? 2-) You said that there is a column pressing on the floor, I couldn't find it from the geometry control or something. If there is an easy way to understand this, I would really appreciate it if you could let me know how to quickly understand errors in data entry. 3-) Does the moving load coefficient mean for these top free columns? 4-) How should we define the live load in normal beams or cantilever beams? There is no need to define it since the live load acting on the floor will be transferred to the beam, but if we need to define the live load, how many Q units do we need to define for which conditions? I offer my thanks, take it easy...
 
"mehmet sesgüzel":2n3ushhb" said:
1-) Columns (max=10cm) that do not provide shear safety in the column-beam junction, what should I do, but what should I do if it does not? Again, I need to play with the moments of inertia, if yes, can you explain how? ?
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In the attached link
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Mezzanine stay in your project In plan S033 the column presses into the floor. Such a scan is flawed in terms of program logic.
"mehmet sesguzel":2n3ushhb" said:
3-) Does the mobile load contribution coefficient mean for these upper free columns?
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No, it is a value that changes depending on the purpose of use of the building defined in the live load participation coefficient and earthquake code. [b ]Analysis/Analysis Settings/Load security tab/ TS498 Moving load reduction ...../[/b] You can include it in the calculation. Only when you select what type of building you are building, the program takes the coefficient itself. For example, the type of residence 0.30 for structures, or you can intervene yourself and enter the desired value for the floor you want in the HYK column[/u][/b] in the Floor Parameters under the Analysis menu.The aim is that it is unlikely that the entire live load will be present in the building at the same time during an earthquake. it is to save money by using live load reduction coefficient in earthquake calculation
"mehmet sesgüzel":2n3ushhb" said:
4-) How should we define the live load in normal beams or cantilever beams. There is no need to define it, since the live load acting on the slab will be transferred to the beam, but if we need to define the live load, how many Q units do we need to define for which conditions?
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As you said, live loads come from the floors anyway. Therefore, you do not need to define a live load again. However, live loads can be given to beams such as horizontal beams and beams that cross the floor without walls, and beams that carry loads in the attic.
 
Mr. Nedim; The link you have given for the cutting safety of the Column-Beam junction does not open, it gives the warning that the desired title is not available on the page that opens. It will be a hassle for you, but can you send it again?
 
"mehmet sesgüzel":1eptsjhk" said:
Nedim, The link you provided for the cutting safety of the Column-Beam junction does not open, it gives the warning that the desired title is not available on the page that opens. ...
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The file is attached. I also corrected the link above, you can check it out. Have a nice day.
 
First of all, thank you very much for the information you have given, Mr. Nedim. There is one more issue that I need your help with, I would really appreciate it if you could help. *While defining stairs, it would be more logical to define the landings with the route lines as if they were the continuation of the stairs; Or would it be more appropriate to create a normal floor and tear it off so that the ladder will be mounted? As a result, it is necessary to define additional flooring for the places that the head heights save later, that is, is it appropriate to define the landings of the stairs and the landing that we will define later with the flooring command in one piece, and connect the ladder to this flooring. (Assume that I am thinking like someone who designed the new staircase, the stairs that go down to the warehouse in both the mezzanine and basement are also problematic, especially in shops, where they completely remove the floors and form the stairs with the route lines, but then do not know how to close the empty parts on the landing). I need your urgent help, I couldn't decide, in fact, I don't know which design would be the right one...
 
"mehmet sesguzel":d30i3lh2" said:
Nedim Bey; I have uploaded the files and errors that I could not get out of due to the ladder design. I would be very happy if you could take a look and let me know how I should do it?
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if you can't lay the floor without beams because the staircase is a gap If you tear it off, it will work as a console, especially if you cut large floors and disconnect it. When we look at your project, you have defined the stairs but you have not solved semi-rigid and you have not determined the support conditions, so the ladder is not included in the calculations in the system.My opinion; As the 1st way, you create the stairs just like you did in the drawing and support all of them. determine the conditions and solve them semi-rigidly. This is the most correct approach. While determining the t conditions, it is important which structural element the ladder affects. As the second way, I never enter the stairs, I only give the floor to the torn places as a linear load, and I act as an additional load on the beams on the stairs that are completely within the frame. good work
 
"mehmet sesguzel":wo4ymvft" said:
Nedim Bey; I have uploaded the files and errors that I could not get out of due to the design of the stairs. I would be very happy if you could take a look and let me know how I should do it?
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Dear Sesigüzel, You asked me directly by giving my name. I apologize very much for not being able to answer the questions, I would like to thank the other friends who answered. Due to my time problem, I could not enter the forum too much and examine your project. As a matter of fact, I read it, but I did not have time to look at the project and give a consistent answer. I hope that the answers given by other friends have satisfied you and Let me tell you a general thing, you should avoid big tears in the upholstery. If you are connecting a dive, I suggest you be more careful. Ömer Bey also made a good statement. Again, I apologize...
 
"NYILMAZ":1oc5oytj" said:
"mehmet sesgüzel":1oc5oytj" said:
Nedim Bey; I uploaded the files and errors that I couldn't get out of due to the ladder design. I would be very happy if you could take a look and let me know what I should do and how.
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[/ quote] Dear Sesigüzel, I apologize for not being able to answer the questions you asked me directly by giving my name, and I would like to thank the other friends who answered. Due to my time problem, I could not enter this forum too much and examine your project. Actually, I read it, but I didn't have time to look at the project and give a coherent answer. I hope that the answers given by other friends have satisfied you and worked for you. Let me tell you a general thing, you should avoid big tears in the floors. Especially if you are attaching a ladder to the end of it, I suggest you be more careful. Ömer Bey also made a good statement. I apologize again and offer my greetings...
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Hello CAKILOMER and NYILMAZ Gentlemen; Thank you very much for your recommendations. First of all, I would like to state that I have improved my ability to use idecad thanks to your help, and especially Mr. NYILMAZ, do not think so, in fact, I apologize for occupying your valuable time. It was very helpful in completing my attached project. I would be very pleased if you could check my final project and inform me about my shortcomings, if any.
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If you have any suggestions for my problems in my post dated 19 December 2014 at 18:00 And I really appreciate it if you let me know. Since this is my first project in idecad, I have a lot of shortcomings, Insha Allah, I will have solved this problem with your help. :D Good luck to you too; Good work...
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