EMEA. Liudmila Feoktistova Engineer Atomenergoproekt

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1 EMEA Liudmila Feoktistova Engineer Atomenergoproekt Dr. Adolf Birbraer, Atomenergoproekt Dr. Alexandr Roleder, Atomenergoproekt Dmitry Mikhaluk, St. Petersburg State Polytechnical University Finite element analysis of the response spectra for NPP reactor building under seismic, aircraft and blast impacts

2 VPD technologies in NPP design Strength analysis: Permanent loads Long-term and shortterm loads Extreme loads Analysis of structure response to dynamic load: Seismic Aircraft impact Blast impact

3 Part I. Master project

4 The goal of the analysis

5 Floor response spectra definition First step Second step 2 x& + 2 ξωx& + ω x = X& 0(t) X & 0( t)

6 Computational procedure Initial data: load functions geometry and mass properties of the structure physical and mechanical characteristics of the base 3D FEM model of the structure Integration of equations of motion (direct integration using step by step implicit methods or modal superposition) Floor time histories Displacements of structure points vs. time Floor response spectra (acceleration, displacement) Subsystems strength analysis Analysis of piping systems and equipment (strength calculations, embedded parts loads and support loads estimation)

7 Examples of subsystems Steam generating equipment FE model of the boron solution tank with protecting structures

8 Reactor building Outer containment Inner containment Internal structures Reactor internal service Tendon gallery Intermediate floors Foundation slab

9 Reactor building Principal advantages of double wall containment: decrease of accidental releases and level of radioactive influence on population and personnel separation of functions external containment serves as a physical protection for the inner pre-stressed containment against external effects, inner serves as a hermetic contour for all NNP working conditions, including accidental

10 Soil-structure interaction The base is simulated with a system of spring and damper elements connected to nodes of finite element mesh of the foundation slab The total stiffness of springs and damping in each direction is calculated as shown below (that corresponds to the stiffness specified by ASCE STANDARD 4-86) K x, y 8 K z K ϕ 32(1 v ) GR = 7 v 4GR = 1 v 3 8GR = 3(1 v) 16 K ψ = GR 3 3 bx, y = 0.576K b b b z ϕ ψ = 0.85K = 1 + B 1 = 1 + B ϕ ψ z R K ϕ x ρ R G ρ G R K ψ I ψ ρ G

11 Bases characteristics Base type Soft base Medium base Hard base Density, kg/m Poisson s ratio Speed of shear waves, m/s

12 FEM of the reactor building

13 FEM of the reactor building Number of finite elements Total Shell elements Bar elements Mass elements Number of nodes Number of degrees of freedom

14 FEM of the reactor building Internal structures. Thickness Clipped view. Materials

15 Earthquake loads The Master project of NPP is designed for an earthquake with the horizontal peak ground acceleration equal to 0.25g (8 degrees according to MSK-64 scale of intensity) Vertical peak ground acceleration is accepted as 2/3 of horizontal acceleration and equals to 0.17g Acceleration time history

16 (4) Loads caused by aircraft impact Lear Jet 15 (3) Force R, МN 10 5 (2) Time t, s (1) level 0.00, angle of incidence 0 o (2) level 44.60, angle of incidence 0 o (1) (3) level 44.60, angle of incidence 45 o (4) level 70.20, angle of incidence 45 o

17 Blast impact The wave front pressure equals to ΔP f =10 kpa The duration of compression phase is 1 second

18 Method of computation 1 seismic load 1 blast impact 4 aircraft impacts X Soft base Medium base Hard base = Direct method (SOL 109) 1 LC 16 hrs Total time 288 hours (12 days) 18 load cases to solve Modal method (SOL 112) 1 Modal analysis 20 hrs (60 hrs for 3 bases) 1 LC 40 minutes Total time 72 hours

19 Results Damping factor 1% Damping factor 1% Damping factor 1% Conclusions: FRS for Reactor building of the NPP Master Project were obtained for 7 different damping factors For all levels and all components seismic FRS is determinant for further computation of subsystems

20 Part II. Concrete plasticity

21 Principles of aircraft loads consideration Any Safety Category 1 structure is designed to stand a crash of a small-size sport airplane According to Customer requirements large commercial aircraft or military fighter crash are to be considered M=5.7 t V=100 m/s M=20 t V=200 m/s

22 Aircraft impact The test was performed by Sandia National Laboratories under terms of a contract with the Muto Institute of Structural Mechanics, Inc., of Tokyo. Phantom

23 Floor response spectra The goal of the research is to determine whether it is possible to decrease aircraft FRS by means of considering concrete elastoplastic behaviour

24 Computational procedure FSR computation procedure with elastoplastic model of reinforced concrete: Development of the 3D solid FE model of the outer containment in order to simulate reinforced concrete as a composite material Nonlinear Transient Response Analysis of aircraft impact into outer containment of the reactor building (SOL 129) FRS computation using the results of nonlinear transient response analysis (SOL 109)

25 Model with plasticity A A Concrete Reinforcement A A Number of finite elements Number of nodes Number of degrees of freedom

26 Characteristics of materials. Concrete Drucker-Prager yield criterion E Elastic Modulus Pa n Poisson Ratio 0.2 ρ Density 2500 kg/m 3 φ Internal Friction Angle 15 с Cohesion Pa Е Т Characteristics of concrete B45 Slope of the stress-strain curve in the plastic region Pa 1 3βσ + s s = σ 2 2sinϕ β = 3( 3 sinϕ) σ T 6c cosϕ = 3( 3 cosϕ) T

27 Characteristics of materials. Reinforcement Characteristics of Reinforcement steel E Elastic Modulus Pa n Poisson Ratio 0.3 ρ Density 7800 kg/m 3 σ y Yield stress 400 MPa Е Т Slope of the stress-strain curve in the plastic region Pa Von Mises yield criterion

28 Results of Nonlinear Transient Analysis U, m t, s

29 Results and conclusions - Due to consideration of plastic concrete behaviour the FRS for the military fighter are significantly decreasing. - The level of the most part of the aircraft FRS comes lower then seismic, what simplifies the equipment design greatly.

30 EMEA For further information please contact Liudmila Feoktistova Engineer Atomenergoproekt

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