PSI - Issue 33

Alexey Fedorenko et al. / Procedia Structural Integrity 33 (2021) 652–657 Fedorenko A., Fedulov B., Jurgenson S., Lomakin E./ Structural Integrity Procedia 00 (2019) 000–000

654

3

Fig. 2. Dimensions of the plate and two variants of the reinforcement

2.2. Materials Concrete and steel properties used for simulation are presented in Table 1.

Table 1. Mechanical properties.

Concrete

Metal 1000 1000

Tension plasticity limit (N/mm 2 ) Compression yield limit (N/mm 2 ) Failure strain at tension (%) Failure strain at compression (%)

5

500

0.2

7 9

2

Modulus (N/mm 2 )

35,700

200,000

Poison ratio

0.2

0.3

Elastoplastic material model was chosen for modelling of concrete with pressure dependable Drucker-Prager plasticity criterion [7]. Flow theory with Kolmogorov failure criterion [8] was chosen for nonlinear part of constitutive relations: 0 (1 ) ( ) pl eq C k      , (1) 1 ( ) pl eq D d      , where 0 3 / 2 ij ij S S   , ij ij ij S      , / 3 ii    , 1( ), 0( ) ij ij i j i j       , 0 /     ; , , D C k  - parameters that have to be determined experimentally. For the modelling of reinforcement conventional plasticity model von Mises criterion was used. 2.3. Finite element formulation Abaqus Explicit FEA software [9] was used for the simulation of plate compression with the boundary conditions, as shown in Fig.3. An explicit time integration scheme was used due to the convergency issues in static formulation. A comparison between dynamic and static assumptions was conducted for linear portion of load to avoid dynamic effects. The plate is composed by 867000 C3D8R elements corresponding to concrete material, and