Issue 61

P. Costa et alii, Frattura ed Integrità Strutturale, 61 (2022) 108-118; DOI: 10.3221/IGF-ESIS.61.07

pl  



( :    el

(3)

)

0 (1 )   el E d E

(4)

)  pl   are defined as the inelastic strain.

where (

C OMPRESSIVE BEHAVIOR

I

n this paper was used the analytical formulation for the stress-strain curve proposed by Carreira and Chu [12] which was used and successfully verified in some studies, such as the one presented by Ribeiro et al . [13]. This constitutive law was used as input in the CDP model, according to the following equations.

0 / 1 ( / )            

(5)



0

0

1





(6)

0 



1

 c E

0 

1/3

25800 10         cm c f

E

(7)

0.31

0.7   cm f 

(8)

0

1000

T ENSILE BEHAVIOR

T

he tensile stress-strain curve was obtained according to formulation of Genikomsou and Polak [14], afterward Fig. 3. The value of f G was computed according to the following equation, contained in item 5.5.5.2 of Model Code 2010 [15]. This Fig. 3 presents the tensile stress-strain law to concrete, used as input in concrete damaged plasticity model in ABAQUS CAE®.

Figure 3 : Analytical tensile stress-strain.

(9)

0.18 73 ( )  

f cm G f

110