Industry Projects
Construction Projects
RCC Structure Nuclear Power
Internship Program-Project Program-Product Dev, Program
APM WINMACHINE APM CIVIL APM FEM
UNIT I
Four Exmples from Text Book will be given trainingOn software listed For the program Four problem will be given for self training with software to Trainee
Reactor compartment containment
A hermetic containment (WA) is designed to prevent or limit the spread of radioactive substances or radiation emitted during accidents beyond the boundaries established by the design.
The ZO is a sealed volume consisting of a vertical reinforced concrete cylindrical part (monolithic reinforced concrete prestressed cylinder) and a spherical (ball) prestressed dome.
The WA is installed on the foundation leaky part of the building (foundation slab). The interface of the cylinder and the spherical dome is made using a thickened support ring.
The cylindrical and domed parts of the WA are reinforced with reinforcing ropes (reinforcement ropes).
Cylindrical part
The basis for the cylindrical part is a monolithic reinforced concrete stylobate. The design of the cylindrical part of the ZO is prestressed. The pre-stress of the cylindrical part is provided by means of helicoid-loop reinforcement. Anchoring of reinforcing ropes in the lower zone of the cylindrical part is carried out into a stylobate, and in the upper one into a monolithic ring cornice.
A hermetic containment (WA) is designed to prevent or limit the spread of radioactive substances or radiation emitted during accidents beyond the boundaries established by the design.
The ZO is a sealed volume consisting of a vertical reinforced concrete cylindrical part (monolithic reinforced concrete prestressed cylinder) and a spherical (ball) prestressed dome.
The WA is installed on the foundation leaky part of the building (foundation slab). The interface of the cylinder and the spherical dome is made using a thickened support ring.
The cylindrical and domed parts of the WA are reinforced with reinforcing ropes (reinforcement ropes).
Cylindrical part
The basis for the cylindrical part is a monolithic reinforced concrete stylobate. The design of the cylindrical part of the ZO is prestressed. The pre-stress of the cylindrical part is provided by means of helicoid-loop reinforcement. Anchoring of reinforcing ropes in the lower zone of the cylindrical part is carried out into a stylobate, and in the upper one into a monolithic ring cornice.
UNIT II
Four Exmples from Text Book will be given trainingOn software listed For the program Four problem will be given for self training with software to Trainee
Dome part
The dome part of the WA is also a prestressed reinforced concrete structure. The prestress is provided by orthogonal-loop reinforcement. Anchoring of reinforcing ropes of the dome part is carried out in a circular cornice.
The calculation of the building was carried out in accordance with:
Reference manual "Design of retaining walls and basement walls" to SNiP 2.09.03-85 "Construction of industrial enterprises".DBN V.2.1-10-2009 "Bases and foundations of buildings and structures".DBN V.1.2-2:2006 "Loads and Impacts. Design Standards".NUREG/CR-0098 «Development of criteria for seismic review of selected nuclear power plants».DBN V.1.1-12-201X "Construction in seismic regions of Ukraine".MT-T.0.03.326-13 "Method of Computational Analysis of Seismic Resistance of Elements of Operating NPPs within the Framework of the Seismic Boundary Resistance Method".DSTU B V.2.6-156:2010 "Concrete and reinforced concrete structures made of heavy concrete. Design Rules".DBN V.2.6-198:2014 "Steel structures. Design Standards".
The purpose of the calculation is to carry out the analysis for seismic effects.
The calculation was carried out in the APM CivilEngineering software product.
The dome part of the WA is also a prestressed reinforced concrete structure. The prestress is provided by orthogonal-loop reinforcement. Anchoring of reinforcing ropes of the dome part is carried out in a circular cornice.
The calculation of the building was carried out in accordance with:
Reference manual "Design of retaining walls and basement walls" to SNiP 2.09.03-85 "Construction of industrial enterprises".DBN V.2.1-10-2009 "Bases and foundations of buildings and structures".DBN V.1.2-2:2006 "Loads and Impacts. Design Standards".NUREG/CR-0098 «Development of criteria for seismic review of selected nuclear power plants».DBN V.1.1-12-201X "Construction in seismic regions of Ukraine".MT-T.0.03.326-13 "Method of Computational Analysis of Seismic Resistance of Elements of Operating NPPs within the Framework of the Seismic Boundary Resistance Method".DSTU B V.2.6-156:2010 "Concrete and reinforced concrete structures made of heavy concrete. Design Rules".DBN V.2.6-198:2014 "Steel structures. Design Standards".
The purpose of the calculation is to carry out the analysis for seismic effects.
The calculation was carried out in the APM CivilEngineering software product.
UNIT IV
Four Exmples from Text Book will be given trainingOn software listed For the program Four problem will be given for self training with software to Trainee
Results of the completed project
The calculation for seismic effects of the sealed shell of the reactor compartment of the NPP power unit was carried out.
From the results of the calculations performed, it follows that the strength of the sealed shell under seismic effects meets the requirements of DBN V.1.1-12-201X, MT-T.0.03.326-13, DSTU B V.2.6-156:2010, PNAE G-10-007-89.
The work carried out showed the applicability of the APM Civil Engineering software package for solving complex problems of strength analysis of critical reinforced concrete structures.
The calculation for seismic effects of the sealed shell of the reactor compartment of the NPP power unit was carried out.
From the results of the calculations performed, it follows that the strength of the sealed shell under seismic effects meets the requirements of DBN V.1.1-12-201X, MT-T.0.03.326-13, DSTU B V.2.6-156:2010, PNAE G-10-007-89.
The work carried out showed the applicability of the APM Civil Engineering software package for solving complex problems of strength analysis of critical reinforced concrete structures.
UNIT III
Four Exmples from Text Book will be given trainingOn software listed For the program Four problem will be given for self training with software to Trainee
Input
The following loads must be taken into account when calculating the sheath:
Constant loads
Permanent loads include the own weight of load-bearing structures.
Variable loads
1. Variable long-term loads
These loads include the ambient temperature in the NEU mode inside the containment caused by the technological impact.
2. Variable short-term loads
Short-term load should include snow load, while the law of change of snow load on the dome part of the sealed shell is set in accordance with the requirements of DBN B.1.2-2:2006.
Occasional loads
1. Episodic loads acting on the structure of a sealed shell include seismic impacts. The initial data for the calculation using the linear-spectral method are generalized response spectra (in this case, graphs of the dependence of the acceleration transmitted to the structure on the frequency of natural oscillations).
2. Loads in the mode of violation of normal operating conditions: full internal pressure of the medium and increased temperature inside the containment.Calculation model
The calculation model of the WA is built in accordance with the formwork working drawings received from the Customer.
When building the calculation model for the cylindrical and dome parts of the ZO, four-node and three-node plate finite elements were used. When building the ring cornice, three-dimensional four-node finite elements were used, and for reinforcing ropes - the final element "rope".
The reinforcement of the dome part of the WA was set in accordance with the reinforcement working drawings.
The power boundary conditions on the structure of the reactor compartment were set in accordance with regulatory documents.
Kinematic boundary conditions were set in the form of rigid pinching of the nodes of the cylindrical part of the protective shell in the places where it rests on the stylobate
Calculation results
The calculation for seismic effects was carried out by the linear-spectral method using the spectra of horizontal and vertical accelerations. The natural frequencies and the corresponding forms of ZO oscillations were determined by the FE. The number of natural frequencies taken into account in the calculation for seismic impacts was determined in accordance with the requirements of DBN B.1.1-12-201X "Construction in seismic regions of Ukraine". The calculation results are the maximum principal tensile stresses (σ1) and displacements of the ZO, as well as its elements separately.
A check calculation of the dome and cylindrical parts was carried out for the first group of limit states for the load combinations NEE + MRP and NNUE + MRP.
Based on the results of the calculation of radial and annular reinforcement, the coefficients of reinforcement utilization are derived.
The results of calculating the integral seismic stability parameter HCLPF in accordance with MT-T.0.03.326-13 "Method of computational analysis of seismic resistance of elements of operating nuclear power plants within the framework of the boundary seismic resistance method" are derived.
As part of the project, the results of calculating the problem of non-stationary thermal conductivity for the operating modes of NEU and NNUE are presented. Based on the results of the calculation, the distribution of temperature fields along the wall thickness of the cylindrical and dome parts of the containment was obtained.
The following loads must be taken into account when calculating the sheath:
Constant loads
Permanent loads include the own weight of load-bearing structures.
Variable loads
1. Variable long-term loads
These loads include the ambient temperature in the NEU mode inside the containment caused by the technological impact.
2. Variable short-term loads
Short-term load should include snow load, while the law of change of snow load on the dome part of the sealed shell is set in accordance with the requirements of DBN B.1.2-2:2006.
Occasional loads
1. Episodic loads acting on the structure of a sealed shell include seismic impacts. The initial data for the calculation using the linear-spectral method are generalized response spectra (in this case, graphs of the dependence of the acceleration transmitted to the structure on the frequency of natural oscillations).
2. Loads in the mode of violation of normal operating conditions: full internal pressure of the medium and increased temperature inside the containment.Calculation model
The calculation model of the WA is built in accordance with the formwork working drawings received from the Customer.
When building the calculation model for the cylindrical and dome parts of the ZO, four-node and three-node plate finite elements were used. When building the ring cornice, three-dimensional four-node finite elements were used, and for reinforcing ropes - the final element "rope".
The reinforcement of the dome part of the WA was set in accordance with the reinforcement working drawings.
The power boundary conditions on the structure of the reactor compartment were set in accordance with regulatory documents.
Kinematic boundary conditions were set in the form of rigid pinching of the nodes of the cylindrical part of the protective shell in the places where it rests on the stylobate
Calculation results
The calculation for seismic effects was carried out by the linear-spectral method using the spectra of horizontal and vertical accelerations. The natural frequencies and the corresponding forms of ZO oscillations were determined by the FE. The number of natural frequencies taken into account in the calculation for seismic impacts was determined in accordance with the requirements of DBN B.1.1-12-201X "Construction in seismic regions of Ukraine". The calculation results are the maximum principal tensile stresses (σ1) and displacements of the ZO, as well as its elements separately.
A check calculation of the dome and cylindrical parts was carried out for the first group of limit states for the load combinations NEE + MRP and NNUE + MRP.
Based on the results of the calculation of radial and annular reinforcement, the coefficients of reinforcement utilization are derived.
The results of calculating the integral seismic stability parameter HCLPF in accordance with MT-T.0.03.326-13 "Method of computational analysis of seismic resistance of elements of operating nuclear power plants within the framework of the boundary seismic resistance method" are derived.
As part of the project, the results of calculating the problem of non-stationary thermal conductivity for the operating modes of NEU and NNUE are presented. Based on the results of the calculation, the distribution of temperature fields along the wall thickness of the cylindrical and dome parts of the containment was obtained.
