high beams

[engineer_yildiz]

Dear Idecad family, can Idecad program automatically determine its detection according to the definition of High Beam in TS 500? and Does calculate High Beam according to TS500? Note: TS500 7.3 - CONDITIONS REGARDING THE DIMENSIONS AND REINFORCEMENTS OF BENDING ELEMENTS TS500 8.5 - SPECIAL CONDITIONS FOR HIGH-HEIGHT BEAMERS

 

[Ismail Hakki Besler]

In the ideCAD Program, there is no automatic control for short consoles and high beams defined in TS 500. The calculation mentioned in TS 500 is not made. Making this calculation is not necessary for the purposes of the ideCAD program. ideCAD does not allow to make a column that sits on the console.

 

[engineer_yildiz]

Maybe I am writing these before you finish your article. Perhaps the rest of your article would be as follows. TS500 - 7.3 CONDITIONS REGARDING THE DIMENSIONS AND REINFORCEMENTS OF BENDING ELEMENTS: Continuous beams whose net span is less than 2.5 times its total height and simple beams less than 1.5 times its total height, high beam [ /color] is designed and equipped. The design of such beams should be made taking into account the nonlinear strain distribution and lateral buckling. For high beams, the tensile reinforcement ratio p, calculated using the useful height value taken into account in the reinforcement calculation, must meet the condition given in Equation 7.3. The conditions for the shear design of such beams are given in Section 8.5. Special conditions are mentioned in TS500 8.5: TS500 8.5 - SPECIAL CONDITIONS FOR BEARINGS WITH MORE HEIGHT: Shear beams supported on one side and loaded on the other side and whose net span is less than 5 times their useful height design shall comply with the conditions and limits given in this section. The conditions of Section 8.1 apply to the design of beams supported and loaded on the same face.

 

[Ismail Hakki Besler]

TS500 - 7.3 CONDITIONS REGARDING THE DIMENSIONS AND REINFORCEMENTS OF BENDING ELEMENTS: Continuous beams with net span less than 2.5 times their total height and simple beams less than 1.5 times their total height , is designed and equipped as high beam .The design of such beams should be done by considering nonlinear strain distribution and lateral buckling.

excludes simple beams and cantilever beams.The control regarding Beam max h in TS500 in Article 3.4.1.1 (d) sends us to the earthquake code and makes Article 3.4.2.5 enforce. The documents above are taken from page 160 of Adem Topçu Reinforced Concrete Presentation If it is defined separately by the regulation, the definitions at the specification level are not followed and the provisions of the regulation are applied.The regulations contain provisions that are enforceable according to the specifications.For example, TS 500 allows a beam width of 20 cm, but you must have a minimum of 25 c m because the earthquake code defines 25. Controls about the dimensions of the beams are determined in the Geometry Control and the user is warned. ideCAD fulfills all Earthquake regulations regarding beam dimensions and reinforcement.

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[engineer_yildiz]

I wanted to write the result of my writing at the beginning: But in my opinion, should be calculated as High Beam according to TS500, then the missing parts should be completed according to TDY2007. (Or it should be calculated according to TDY2007, and then, if any, missing according to TS500 should be completed)

 

[Ismail Hakki Besler]

TS500 - 7.3 CONDITIONS REGARDING THE DIMENSIONS AND REINFORCEMENTS OF BENDING ELEMENTS: Continuous beams with net span less than 2.5 times their total height and simple beams less than 1.5 times their total height , is designed and equipped as high beam .The design of such beams should be done considering nonlinear strain distribution and lateral buckling.

assuming it is true, stud (simple) beams of dimensions 25/50 and free length less than 75cm and cantilever beams of the same dimensions are slabs, not bars. We will have to model it as a finite element, accept it as a high beam and equip it.However, the Earthquake Code excludes these simple beams and cantilever beams.In Article 3.4.1.1 (d), whether the beam is a high beam, cantilevers carrying heavy vertical loads and under the influence of earthquake for short tie beams in hollow walls[/i] it is important. The reason is that since it does not provide the definition of a bar, it is modeled as a plate and equipped accordingly. The length of the rod L means a much longer finite element than the other two dimensions. These beams are out of the bar class in terms of width, length and length ratio. In reinforced concrete structures, it is of no importance to us, except for the column sitting on the console. There is no engineer who does this in practice anyway. However, if you make a 25/50 frame beam with a span smaller than 125 cm, joining two columns and not accepted as hinged at both ends, and if you want both ends to bear the earthquake effects without plastic deformation, you cannot model this beam as a bar. The Earthquake Code also excluded these beams. TS500 Reinforced concrete elements, columns, beams, curtains, etc. It has been standardized according to the principle of working under vertical loads , except for earthquake effects. If you model a beam that falls under the definition of a high beam under the influence of very large vertical loads, you will have done wrong work if you model it as a normal beam. With the ideCAD program, you can model the short link beams in hollow walls as shells and solve them as static, dynamic linear and nonlinear. Then, since you have already equipped it as a shell, you have calculated and equipped the beam as a high beam. The newly published 2017 Earthquake Code clarifies this issue and stipulates modeling these tie beams with finite elements.