Copy of Evaluation of Existing Building Elements (5.8.1.6)
As a result of the thrust analysis, the plastic deformation values of the element are found automatically.
The knowledge level coefficient is chosen by the user.
As a result of the curvature analysis, the plastic rotation limit values to be used in the performance evaluation for (GÖ), (KH) and (SH) performance levels are automatically calculated.
SYMBOLS
b w = Body width of beam
d = Useful height of beam and column
d b = Diameter of longitudinal reinforcement (average in tension ) [m]
f ctm = Tensile strength of existing concrete defined according to 15.2.4.3
f co = Unconfined concrete compressive strength
f sy = Yield strength of reinforcement steel
f ck = Characteristic compressive strength of concrete
f yk = Characteristic yield strength of reinforcement steel
Lp = Plastic hinge length [m]
L s = Shear span [m]
V e = Design shear force based on column, beam and curtain
ρ sh = Volumetric ratio of transverse reinforcement in the direction considered
L p = Plastic hinge length [m]
L s = Shear span [m]
ϕ y = Yield curvature [m -1 ]
ϕ u = Shear curvature [m -1 ]
θ p (KH) = Controlled DamageAllowable plastic rotation limit for performance level [rad]
θ p (GÖ) = Allowable plastic rotation limit for Preventing Performance level [rad]
θ p (SH) = Allowable plastic rotation limit for Limited Damage performance level [rad]
It is stated in Article 5.8.1.6 of TBDY that the boundaries of deformation regarding the evaluation of existing buildings are defined in Chapter 15 of TBDY .
In TBDY Section 15.2.3 , the material strengths to be used in determining the capacities of existing building elements are considered as the current material strength . At the same time , the Knowledge Level Coefficients defined in Article 15.2.12 (a) of TBDY and shown in Table 15.1 are applied to the staff capacities. In the TBDY Article 15.2.12 (b) , the current material strengths are used in the calculation of the element capacities and these material strengths are not divided into the material coefficients given in the regulations (TS500).
In this case TBDY Figures 5A.1 and Figure 5A.2 from coil and armature model with raw edge concrete models described, for co raw edge concrete compressive strength and f sy , is defined by the yield strength of knowledge coefficient and the available material strength of the reinforcing steel.
If the current material strength, including the characteristic compressive strength of the concrete, f ck , is used, if the knowledge level is selected as "Extensive", the concrete strength is taken as f co = f ck , if the knowledge level is selected as "Limited", f co = 0.75f ck . Similarly, in the case of using the current material strength, including the characteristic yield strength of the reinforcement, f yk , if the knowledge level is selected as "Extensive", the yield strength of the reinforcement steel is f sy = f yk , if the knowledge level is "Limited", f sy = 0.75f yktaken. The moment curvature relationship of the plastic joint section is calculated according to the above material strengths. In this case, the skeleton curve of the plastic hinge is obtained according to the current material strength .
https://idecad.atlassian.net/wiki/spaces/IBB/pages/855671451
Bu bağıntıda ϕu göçme öncesi eğriliği ve ϕy akma eğriliği değerleri plastik mafsal kesitinde çıkartılan moment-eğrilik bağıntısı ile bulunmaktadır. Moment-eğrilik bağıntısında beton ve donatının gerilme-şekildeğiştirme bağıntıları malzeme modeli olarak kullanılır. Bu durumda TBDY Madde 15.2.12 'ye göre ϕu ve ϕy mevcut malzeme dayanımları bilgi düzeyi katsayısı dikkate alınarak mevcut yapılar için hesaplanmaktadır. ϕu ve ϕy değerleri elde edildikten sonra Göçmenin Önlenmesi (GÖ) Performans Düzeyi için plastik dönme sınır değeri θp(GÖ) mevcut malzeme dayanımları kullanılarak elde edilmiş olur.
TBDY Madde 5.8.1.3 'e göre Plastik mafsalların Kontrollü Hasar (KH) Performans Düzeyi için plastik dönme sınır değeri θp(KH) ve TBDY Madde 5.8.1.4 'e göre Plastik mafsalların Sınırlı Hasar (SH) Performans Düzeyi için plastik dönme sınır değeri θp(SH) , θp(GÖ) değeri kullanılarak aşağıdaki gibi hesaplanmaktadır.
If the shear force ratio
V e / (b w d f ctm ) of the reinforced concrete section whose deformation is calculated according to TBDY Article 15.7.1.4 is <0.65,
then θ p (GÖ) , θ p (KH) and θ p (SH) plastic rotation top limit values apply. However, if the shear force ratio is greater than 1.3, the upper limit values of θ p (GÖ) , θ p (KH) and θ p (SH) are reduced by multiplying by 0.5. Linear interpolation is made for intermediate values.