Summary Report for Conduct of Kozloduy NPP Stress Tests

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“Kozloduy NPP” PLC SUMMARY REPORT for Conduct of Kozloduy NPP Stress Tests leading to determining the bearing capacity of the elements and determination of sections, in which boundary deformation and loss of bearing capacity occurs. The roofs of the above structures have sufficient bearing capacity to accommodate the load of snow according to the new standards. 4.3.1.2.3 Reinforced concrete ventilation pipe Due to its constructive features it is not affected by snowfalls and freezing. 4.3.1.2.4 Spray pools The snowfalls do not apply pressure on their structure. 4.3.1.3 Extreme temperatures High temperatures, to the maximum measured for the area of Kozloduy NPP do not bear mechanical loads on structures and buildings at Units 3 and 4. In the given design basis extreme values of temperatures do not lead to failure to the plant safety functions. In the operational history of the plant there are no events and accident initiated by extremely low or extremely high temperatures. 4.3.1.3.1 SFP 3, 4 Due to the closing and autonomous nature of the spent fuel storage system and auxiliary systems, these are not affected by the external factors „Extreme temperatures”. 4.3.1.3.2 Spray pools Design flow of sources of supplemental water is sufficient to compensate for evaporation losses at extremely high temperatures. The technological temperature mode of the spray pools provides for non-freezing of the water even at extreme temperatures. 4.3.1.4 Freezing For technological provision of the required temperature mode and protection of CPS 1-4 pumps against freezing recirculation of hot water is set before CPS 1. 4.3.2 Review of meteorological conditions used as design basis for SSCs ensuring safety of Units 5 and 6 and structures margins assessment 4.3.2.1 Extreme winds 4.3.2.1.1 Main building–Reactor compartment, Turbine hall with electric technical devices The normative wind load in the design basis (0.55 kN/m2) of Main building and Turbine hall with electric technical device exceeding the normative requirements of [141] and the accepted 131/202
“Kozloduy NPP” PLC SUMMARY REPORT for Conduct of Kozloduy NPP Stress Tests load factor γ f = 2.5 ensures calculated wind load 1,38kN/m 2 , exceeding the extreme value (1,24 kN/ m 2 ). The wind load for which these structures are sized are 11% higher than the extreme wind load and 106% than the normative wind load. The design of the civil structure of the reactor building of unit 5 and unit 6 takes into account the external effects of air shock wave with pressure fronts 0,3 kgf/cm 2 (30 kN/m 2 ) for 1s time, [7],[8]. As the wind spout with maximum wind speed of 92,2 m/s will lead to pressure on the structures of 5,2 kN/m 2 it can be assumed that the building of the reactor compartment has a reserve of bearing capacity against wind spout load. Furthermore, the construction of the containment shell is designed to withstand impact from an air craft falling with speed 750 km/h and weighing 10 t, which ensures a supply of bearing capacity for flying objects at wind spouts. 4.3.2.1.2 Reinforced concrete ventilation pipe In 1999 a constructive investigation of "Energoproekt" LLC of the three reinforced concrete pipes at the site was performed identifying that the facilities are designed for the effects of wind with calculated load from 1,26 kN/m2 exceeding the extreme values of 1.24 kN/m2 of these norms. The facilities have the required carrying capacity to bear the normative and extreme wind load as the design value of the wind is 88% higher as compared against the normative value and 1.6% against the extreme value the wind. 4.3.2.1.3 Steel ventilation pipe The design basis of the calculated wind load for the reinforced concrete ventilation pipes ( 1,38 kN/m 2 ) exceed the value of these against the current standards ( 0,67 kN/m 2 ) as well as extreme calculated values ( 1,24 kN/m 2 ). The facilities have the required bearing capacity to withstand normative and extreme wind load as the design calculated value of wind load is 105% higher against the normative value and 11.3% against the extreme value of the wind load. The buildings of diesel generator stations are designed to withstand the pressure on the front from the explosive shock wave equal to 0,3 kg/cm 2 = 30 kN/m 2 with up to 1 sec. duration [7],[8]. This provides them with reserve for load bearing capacity against wind spout. 4.3.2.1.4 CPS 3 AND 4, DGS -1,2 3 cells The calculated wind load in the design basis (0,66 kN/m2) is close to the value required by current standards (0,67 kN/m2) but is about twice as low as the extreme values (1,24 kN/m2). Surface civil structures (prefabricated concrete elements) of CPS 3 and 4 were not strengthened during the modernization program. It can be conservatively assumed that damages will 132/202
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Summary Report for Conduct of Kozloduy NPP Stress Tests

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