4 research outputs found
Application of the erosion algorithm in modeling of structures behavior under impulse loads
The paper presents results of applying approach to simulation of contact surfaces fracture under high velocity interaction of solid bodies. The algorithm of erosion -the algorithm of elements removing, of new surface building and of mass distribution after elements fracture at contact boundaries is consider. The results of coordinated experimental and numerical studies of fracture of materials under impact are given. Authors own finite element computer software program EFES, allowing to simulate a three-dimensional setting behavior of complex structures under dynamic loads, has been used for the calculations
Application of the erosion algorithm in modeling of structures behavior under impulse loads
The paper presents results of applying approach to simulation of contact surfaces fracture under high velocity interaction of solid bodies. The algorithm of erosion -the algorithm of elements removing, of new surface building and of mass distribution after elements fracture at contact boundaries is consider. The results of coordinated experimental and numerical studies of fracture of materials under impact are given. Authors own finite element computer software program EFES, allowing to simulate a three-dimensional setting behavior of complex structures under dynamic loads, has been used for the calculations
Π Π°Π·ΡΡΡΠ΅Π½ΠΈΠ΅ Π·Π°ΡΠΈΡΠ½ΡΡ ΠΊΠΎΠ½ΡΡΡΡΠΊΡΠΈΠΉ ΠΈΠ· ΡΡΠΆΠ΅Π»ΠΎΠ³ΠΎ Π°ΡΠΌΠΎΡΠ΅ΠΌΠ΅Π½ΡΠ° ΠΏΡΠΈ Π²Π·Π°ΠΈΠΌΠΎΠ΄Π΅ΠΉΡΡΠ²ΠΈΠΈ Ρ Π²ΡΡΠΎΠΊΠΎΡΠΊΠΎΡΠΎΡΡΠ½ΡΠΌ ΡΠ΄Π°ΡΠ½ΠΈΠΊΠΎΠΌ
In this work, the fracture of a reinforced concrete barrier made of heavy reinforced ce-
ment is numerically simulated during normal interaction with a high-velocity titanium projectile. The
projectile has the initial velocity 750 m/s. The problem of impact interaction is numerically solved
by the finite element method in a three-dimensional formulation within a phenomenological framework
of solid mechanics. Numerical modeling is carried out using an original EFES 2.0 software, which al-
lows a straightforward parallelization of the numerical algorithm. Fracture of concrete is described by
the Johnson-Holmquist model that includes the strain rate dependence of the compressive and tensile
strengths of concrete. The computational algorithm takes into account the formation of discontinuities
in the material and the fragmentation of bodies with the formation of new contact and free surfaces.
The behavior of the projectile material is described by an elastoplastic medium. The limiting value of
the plastic strain intensity is taken as a local fracture criterion for the projectile material. A detailed
numerical analysis was performed to study the stress and strain dynamics of the reinforced concrete
target and the effect of shock-wave processes on its fracture. The influence of reinforcement on the
resistance of a heavy cement target to the penetration of a projectile has been investigatedΠ ΡΠ°Π±ΠΎΡΠ΅ ΡΠΈΡΠ»Π΅Π½Π½ΠΎ ΠΌΠΎΠ΄Π΅Π»ΠΈΡΡΠ΅ΡΡΡ ΡΠ°Π·ΡΡΡΠ΅Π½ΠΈΠ΅ ΠΆΠ΅Π»Π΅Π·ΠΎΠ±Π΅ΡΠΎΠ½Π½ΠΎΠΉ ΠΏΡΠ΅Π³ΡΠ°Π΄Ρ ΠΈΠ· ΡΡΠΆΠ΅Π»ΠΎΠ³ΠΎ
Π°ΡΠΌΠΎΡΠ΅ΠΌΠ΅Π½ΡΠ° ΠΏΡΠΈ Π½ΠΎΡΠΌΠ°Π»ΡΠ½ΠΎΠΌ Π²Π·Π°ΠΈΠΌΠΎΠ΄Π΅ΠΉΡΡΠ²ΠΈΠΈ Ρ Π²ΡΡΠΎΠΊΠΎΡΠΊΠΎΡΠΎΡΡΠ½ΡΠΌ ΡΠΈΡΠ°Π½ΠΎΠ²ΡΠΌ ΡΠ΄Π°ΡΠ½ΠΈΠΊΠΎΠΌ. ΠΠ°ΡΠ°Π»ΡΠ½Π°Ρ ΡΠΊΠΎΡΠΎΡΡΡ ΡΠ΄Π°ΡΠ½ΠΈΠΊΠ° ΡΠΎΡΡΠ°Π²Π»ΡΠ»Π° 750 ΠΌ/Ρ. ΠΠ°Π΄Π°ΡΠ° ΡΠ΄Π°ΡΠ½ΠΎΠ³ΠΎ Π²Π·Π°ΠΈΠΌΠΎΠ΄Π΅ΠΉΡΡΠ²ΠΈΡ ΡΠ΅ΡΠ°Π΅ΡΡΡ ΡΠΈΡΠ»Π΅Π½Π½ΠΎ Π²
ΡΡΠ΅Ρ
ΠΌΠ΅ΡΠ½ΠΎΠΉ ΠΏΠΎΡΡΠ°Π½ΠΎΠ²ΠΊΠ΅ Π² ΡΠ°ΠΌΠΊΠ°Ρ
ΡΠ΅Π½ΠΎΠΌΠ΅Π½ΠΎΠ»ΠΎΠ³ΠΈΡΠ΅ΡΠΊΠΎΠ³ΠΎ ΠΏΠΎΠ΄Ρ
ΠΎΠ΄Π° ΠΌΠ΅Ρ
Π°Π½ΠΈΠΊΠΈ ΡΠΏΠ»ΠΎΡΠ½ΠΎΠΉ ΡΡΠ΅Π΄Ρ. Π§ΠΈΡΠ»Π΅Π½Π½ΠΎΠ΅ ΠΌΠΎΠ΄Π΅Π»ΠΈΡΠΎΠ²Π°Π½ΠΈΠ΅ ΠΏΡΠΎΠ²ΠΎΠ΄ΠΈΡΡΡ Ρ ΠΈΡΠΏΠΎΠ»ΡΠ·ΠΎΠ²Π°Π½ΠΈΠ΅ΠΌ Π°Π²ΡΠΎΡΡΠΊΠΎΠ³ΠΎ ΠΏΡΠΎΠ³ΡΠ°ΠΌΠΌΠ½ΠΎΠ³ΠΎ ΠΊΠΎΠΌΠΏΠ»Π΅ΠΊΡΠ° EFES 2.0,
ΠΏΠΎΠ·Π²ΠΎΠ»ΡΡΡΠ΅Π³ΠΎ ΡΡΡΠ΅ΠΊΡΠΈΠ²Π½ΠΎ ΡΠ°ΡΠΏΠ°ΡΠ°Π»Π»Π΅Π»ΠΈΡΡ Π²ΡΡΠΈΡΠ»ΠΈΡΠ΅Π»ΡΠ½ΡΠΉ Π°Π»Π³ΠΎΡΠΈΡΠΌ. Π Π°Π·ΡΡΡΠ΅Π½ΠΈΠ΅ Π±Π΅ΡΠΎΠ½Π° ΠΎΠΏΠΈΡΡΠ²Π°Π΅ΡΡΡ ΠΌΠΎΠ΄Π΅Π»ΡΡ ΠΠΆΠΎΠ½ΡΠΎΠ½Π° β Π₯ΠΎΠ»ΠΌΠΊΠ²ΠΈΡΡΠ° Ρ ΡΡΠ΅ΡΠΎΠΌ Π·Π°Π²ΠΈΡΠΈΠΌΠΎΡΡΠΈ ΠΏΡΠΎΡΠ½ΠΎΡΡΠΈ Π±Π΅ΡΠΎΠ½Π° Π½Π° ΡΠΆΠ°ΡΠΈΠ΅ ΠΈ
ΡΠ°ΡΡΡΠΆΠ΅Π½ΠΈΠ΅ ΠΎΡ ΡΠΊΠΎΡΠΎΡΡΠΈ Π΄Π΅ΡΠΎΡΠΌΠ°ΡΠΈΠΈ. ΠΡΡΠΈΡΠ»ΠΈΡΠ΅Π»ΡΠ½ΡΠΉ Π°Π»Π³ΠΎΡΠΈΡΠΌ ΡΡΠΈΡΡΠ²Π°Π΅Ρ ΡΠ°Π·ΡΡΡΠ΅Π½ΠΈΠ΅ ΠΌΠ°ΡΠ΅ΡΠΈΠ°Π»Π° ΠΈ ΡΡΠ°Π³ΠΌΠ΅Π½ΡΠ°ΡΠΈΡ ΡΠ΅Π» Ρ ΠΎΠ±ΡΠ°Π·ΠΎΠ²Π°Π½ΠΈΠ΅ΠΌ Π½ΠΎΠ²ΡΡ
ΠΊΠΎΠ½ΡΠ°ΠΊΡΠ½ΡΡ
ΠΈ ΡΠ²ΠΎΠ±ΠΎΠ΄Π½ΡΡ
ΠΏΠΎΠ²Π΅ΡΡ
Π½ΠΎΡΡΠ΅ΠΉ. ΠΠΎΠ²Π΅Π΄Π΅Π½ΠΈΠ΅
ΠΌΠ°ΡΠ΅ΡΠΈΠ°Π»Π° ΡΠ΄Π°ΡΠ½ΠΈΠΊΠ° ΠΎΠΏΠΈΡΡΠ²Π°Π΅ΡΡΡ ΡΠΏΡΡΠ³ΠΎΠΏΠ»Π°ΡΡΠΈΡΠ΅ΡΠΊΠΎΠΉ ΡΡΠ΅Π΄ΠΎΠΉ. Π ΠΊΠ°ΡΠ΅ΡΡΠ²Π΅ ΠΊΡΠΈΡΠ΅ΡΠΈΡ Π»ΠΎΠΊΠ°Π»ΡΠ½ΠΎΠ³ΠΎ
ΡΠ°Π·ΡΡΡΠ΅Π½ΠΈΡ ΠΌΠ°ΡΠ΅ΡΠΈΠ°Π»Π° ΡΠ΄Π°ΡΠ½ΠΈΠΊΠ° ΠΏΡΠΈΠ½ΠΈΠΌΠ°Π΅ΡΡΡ ΠΏΡΠ΅Π΄Π΅Π»ΡΠ½ΠΎΠ΅ Π·Π½Π°ΡΠ΅Π½ΠΈΠ΅ ΠΈΠ½ΡΠ΅Π½ΡΠΈΠ²Π½ΠΎΡΡΠΈ ΠΏΠ»Π°ΡΡΠΈΡΠ΅ΡΠΊΠΎΠΉ
Π΄Π΅ΡΠΎΡΠΌΠ°ΡΠΈΠΈ. ΠΡΠΎΠ²Π΅Π΄Π΅Π½ ΠΏΠΎΠ΄ΡΠΎΠ±Π½ΡΠΉ ΡΠΈΡΠ»Π΅Π½Π½ΡΠΉ Π°Π½Π°Π»ΠΈΠ· Π΄ΠΈΠ½Π°ΠΌΠΈΠΊΠΈ Π½Π°ΠΏΡΡΠΆΠ΅Π½Π½ΠΎ-Π΄Π΅ΡΠΎΡΠΌΠΈΡΡΠ΅ΠΌΠΎΠ³ΠΎ ΡΠΎΡΡΠΎΡΠ½ΠΈΡ ΠΆΠ΅Π»Π΅Π·ΠΎΠ±Π΅ΡΠΎΠ½Π½ΠΎΠΉ ΠΏΡΠ΅Π³ΡΠ°Π΄Ρ ΠΈ Π²Π»ΠΈΡΠ½ΠΈΡ ΡΠ΄Π°ΡΠ½ΠΎ-Π²ΠΎΠ»Π½ΠΎΠ²ΡΡ
ΠΏΡΠΎΡΠ΅ΡΡΠΎΠ² Π½Π° Π΅Π΅ ΡΠ°Π·ΡΡΡΠ΅Π½ΠΈΠ΅. ΠΡΡΠ»Π΅Π΄ΠΎΠ²Π°Π½ΠΎ Π²Π»ΠΈΡΠ½ΠΈΠ΅ Π°ΡΠΌΠΈΡΠΎΠ²Π°Π½ΠΈΡ Π½Π° ΡΠΎΠΏΡΠΎΡΠΈΠ²Π»Π΅Π½ΠΈΠ΅ ΠΏΡΠ΅Π³ΡΠ°Π΄Ρ ΠΈΠ· ΡΡΠΆΠ΅Π»ΠΎΠ³ΠΎ Π°ΡΠΌΠΎΡΠ΅ΠΌΠ΅Π½ΡΠ° ΠΏΡΠΎΠ½ΠΈΠΊΠ°Π½ΠΈΡ
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