Journal of the Earthquake Engineering Society of Korea (한국지진공학회논문집)

Earthquake Engineering Society of Korea (한국지진공학회)
권호 표지
DOI QR코드

DOI QR Code

Seismic Response Evaluation of Seismically Isolated Nuclear Power Plant with Stiffness Center Change of Friction Pendulum Systems

마찰진자시스템의 강성중심 변화에 따른 면진된 원전 구조물의 지진응답평가

  • Seok, Cheol-Geun (Korea Industrial Safety Association, Construction Safety Headquarters) ;
  • Song, Jong-Keol (Department of Civil Engineering, Kangwon National University)
  • 석철근 (대한산업안전협회 건설안전본부) ;
  • 송종걸 (강원대학교 토목공학과)
  • Received : 2017.01.23
  • Accepted : 2017.08.23
  • Published : 2017.11.01
Download PDF
⟨ Previous Next ⟩

Abstract

In order to improve the seismic performance of structures, friction pendulum system (FPS) is the most commonly used seismic isolation device in addition to lead rubber bearing (LRB) in high seismicity area. In a nuclear power plant (NPP) with a large self weight, it is necessary to install a large number of seismic isolation devices, and the position of the center of rigidity varies depending on the arrangement of the seismic isolation devices. Due to the increase in the eccentricity, which is the difference between the center of gravity of the nuclear structure and the center of stiffness of the seismic isolators, an excessive seismic response may occur which could not be considered at the design stage. Three different types of eccentricity models (CASE 1, CASE 2, and CASE 3) were used for seismic response evaluation of seismically isolated NPP due to the increase of eccentricity (0%, 5%, 10%, 15%). The analytical model of the seismic isolation system was compared using the equivalent linear model and the bilinear model. From the results of the seismic response of the seismically isolated NPP with increasing eccentricity, it can be observed that the effect of eccentricity on the seismic response for the equivalent linear model is larger than that for the bilinear model.

Keywords

References

  1. Korea Electric Power Industry Code. STC Seismic isolation design, Korea Electric Association. forthcoming.
  2. Huang YN, Whittaker AS, Kennedy RP, Mayes RL. Assessment of base-isolated nuclear structures for design and beyond-design basis earthquake shaking. Technical Report MCEER-09-0008. MCEER. State University of New York. Buffalo. NY. c2009.
  3. Mosqueda G, Whittaker AS, Fenves GL, Mahin SA. Experimental and analytical studies of the friction pendulum system for the seismic protection of simple bridges. UCB/EERC 2004-01. Earthquake Engineering Research Center. University of California. Berkeley. CA. c2004.
  4. Fenz DM, Constantinou MC. Mechanical behavior of multi-spherical sliding bearings. MCEER-08-0007. Multidisciplinary Center for Earthquake Engineering Research. State University of New York. Buffalo. NY. c2008.
  5. Fenz DM, Constantinou MC. Development, implementation and verification of dynamic analysis models for multi-spherical sliding bearings. MCEER-08-0018. Multidisciplinary Center for Earthquake Engineering Research. State University of New York. Buffalo. NY. c2008.
  6. Jeon BG, Chang SJ, Kim NS. Seismic performance evaluation of cone-type friction pendulum bearing system using shaking table test. Transactions of the Korean Society for Noise and Vibration Engineering. 2011;21(7):599-608. https://doi.org/10.5050/KSNVE.2011.21.7.599
  7. Kim KI, Han WJ, Choi SH, Kim MS, Cho SK, Joe YH. Vibration reduction characteristics of a mechanical piping support device based on friction pendulum principle. J. Korean Soc. Hazard Mitig. 2016;16(6):319-324. https://doi.org/10.9798/KOSHAM.2016.16.6.319
  8. Fenz DM, Constantinou MC. Spherical sliding isolation bearings with adaptive behavior: Experimental verification. Earthquake Engineering and Structural Dynamics. 2008;37(2):185-205. https://doi.org/10.1002/eqe.750
  9. Fenz DM, Constantinou MC. Spherical sliding isolation bearings with adaptive behavior: Theory. Earthquake Engineering and Structural Dynamics. 2008;37(2):163-183. https://doi.org/10.1002/eqe.751
  10. Applied Technology Council. Quantification of building seismic performance factors (FEMA P695). ATC-63 Project. Redwood city. California. c2009.
  11. American Association of State Highway and Transportation Officials. Guide Specification for Seismic Isolation Design. AASHTO. Washington. D.C. c2010.
  12. FEMA. NEHRP guidelines for the seismic rehabilitation of buildings (FEMA 273) and NEHRP commentary on the guidelines for the seismic rehabilitation of buildings (FEMA 274). Washington (DC): Building Seismic Safety Council. c1997.
  13. American Society of Civil Engineers. ASCE 7-10; Minimum Design Loads for Buildings and other Structures. ASCE. Reston. c2010.
  14. Mayes RL, Naeim F. The seismic design handbook 2nd edition, Ch.14 design of structures with seismic isolation. pp. 725-755. Kluwer Academic Publishers. c2001.
  15. Naeim F, Kelly JM. Design of seismic isolated structures. John Wiley & Sons. c1999.
  16. Lysmer J, Ostadan F, Chin CC. A system for analysis of soilstructure interaction. SASSI 2000 theoretical manual. UC Berkeley. c1999.
  17. Mazzoni S, McKenna F, Scott MH, Fenves GL. OpenSees: Open System of Earthquake Engineering Simulation, Pacific Earthquake Engineering Center. Univ. of Calif. Berkeley. (http://opensees.berkeley.edu). 2007.
  18. Wu SC, Yang SM. Dynamics of Mechanical Systems with Coulomb Firciton, Stiction, Impact and Constraint Addition-Deletion-II: Planar Systems. Mechanism and Machine Theory. Vol. 21, 1986.