Although rare in practice, basic and upper the building can be made of different concrete classes"aksmuhendislik":29gogwmv" said:Can we use a different concrete class in the same reinforced concrete structure?
It is not practical to pour different concrete between floors or different columns, beams, floors, and it is not a common practice. I have never seen such a project before. I do not think that this project will pass the Building Control. Unver ÖZCAN"aksmuhendislik":29gogwmv" said:For example; We poured the ground floor C30, the last floor C25, or we poured the columns C30, the floors C25 ...etc
Although it is problematic in terms of application, for each element (hence for each floor) in ide statics, it is different. material definition is possible."aksmuhendislik":uke7dtul" said:My dear teachers, Can we use a different concrete class in the same reinforced concrete building? For example, ground floor C30, top floor We poured C25 or we poured the columns C30, the floors C25 ... etc. I would appreciate if you, our esteemed professors, tell us about the advantages or disadvantages of this example situation.
"aksmuhendislik":2p0own2d" said:Hello my dear colleagues, I made a performance analysis in a 3-storey building whose ground floor will be used as a Quran course (I=1.5) . static relief and core results.( C10 was taken)...I entered all the information etc. As a result of the performance analysis, controlled damage was found. The percentage of shear force carried by the vertical elements in the Y direction was 28.3 on the ground floor. How can a comment be made?
Hello, Earthquake Design Class of the Existing Structure DTS=1a performance analysis should be performed separately according to DD-1 and DD-3 according to Table 3.4(c). he is drinking. Good work"aksmuhendislik":5uidz6l0" said:Hello my dear colleagues, I made a performance analysis in a 3-storey building whose ground floor will be used as a Quran course (I=1.5) . static relief and core results.( C10 was taken)...I entered all the information etc. As a result of the performance analysis, controlled damage was found. The percentage of shear force carried by the vertical elements in the Y direction was 28.3 on the ground floor. How can a comment be made? is reinforcement required? How should the performance analysis result reports be evaluated in GENERAL? (2018 TBDY) I WOULD LIKE TO BENEFIT FROM YOUR VALUABLE COLLEAGUES AND YOUR INFORMATION ON THE SUBJECT THANKS IN NOW...
Hello again, we cannot say that there is no need for reinforcement according to your project. You wrote that you are evaluating an existing structure in your message. Table 3.4.a) in the picture you attached gives the desired performance targets for the buildings to be built. The status of an existing building is decided by performing a performance analysis. It is requested to perform a performance analysis (analysis according to SGDT) in an existing structure with DTS=2a and to meet the performance conditions given in Table 3.4.c, which I added in my previous message. If these conditions are met (provided there is no brittle element), we can say that there is no need for reinforcement."aksmuhendislik":3dpppl23" said:Thank you for your interest, Levent, the targeted performance level in our DTS 2a building is specified as controlled damage. Can we say that there is no need for reinforcement if the result of the analysis I want is controlled damage?
"aksmuhendislik":mjblie3x" said:HOCAME LEVENT I ANALYZES ACCORDING TO THE PARAMETERS AS STATED IN THE ANNEX AND THE RESULT IS CONTROLLED DAMAGE (ŞGDT) COMMENT RESULT WE CAN SAY THE BUILDING CAN BE USED WITHOUT ANY OPERATION. In the /TBDY 2018 wizard; -After selecting earthquake level DD-3 and editing, you will provide "Limited Damage" performance level in Performance analysis ((There will be no Brittle element) -After selecting Earthquake Level DD-1 and editing, "Controlled Damage" performance level in Performance analysis (There will be no brittle elements) We can say that there is no need for reinforcement when the above two conditions are met in your building.
"aksmuhendislik":2z5o6q53" said:hello again, teacher levent, is there a statement in the regulation that it cannot be done?[ /quote] Hello, Any structure can be solved with a semi-rigid diaphragm. If there is no A2-A3 irregularity in the structure and the system is not a beamless slab, a solution can be made by accepting a fully rigid diaphragm.
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