Seismic Performance Evaluation of Highrise Steel Diagrid Frames

초고층 철골대각가새골조의 내진성능평가

  • 김선웅 ((주)창민우구조 컨설탄트 부설건설기술연구소)
  • Received : 2011.02.10
  • Accepted : 2011.05.23
  • Published : 2011.06.30

Abstract

This paper is to investigate the possibility of the elastic seismic design for highrise buildings through seismic performance evaluation for potential earthquakes that wind-designed highrise buildings located in strong wind zone and low seismicity can be experienced. Highrise steel diagrid frames which is the most loved structural system in recent years were wind-designed and the substantial system overstrength due to wind design procedure is verified, For the highrise steel diagrid frames, the response spectrum analysis and the seismic performance evaluation by various soil sites were conducted. It was showed that highrise steel diagrid frames with slenderness of greater than 5.2 under strong wind and low seismic zones such as Korea peninsula can resist elastically for the 500 year return period earthquake and have the possibility of seismic design for the 2400 year return period earthquake. In the member level, highrise steel diagrid frames with slenderness of greater than 5.2 all presented the immediate occupancy level regardless of soil sites for the 500 year return earthquake and excluding the $S_E$ soil site for the even 2400 year return period earthquake. In the system level, highrise steel diagrid frames with slenderness of greater than 5.2 showed the immediate occupancy level for $S_A$ and $S_B$ soil sites and the life safety for $S_C$ to $S_E$ soil site in the 500 year return period. The seismic performance level of highrise steel diagrid frames for the 2400 year return period earthquake displayed one step lower than the 500 year return period earthquake.

본 논문은 강풍대이면서 약진대에 위치하는 내풍설계된 초고층건물이 경험할 수 있는 잠재적 지진에 대한 내진성능평가를 통해서 탄성내진설계의 가능성을 검토하는 것이다. 최근에 가장 각광받고 있는 구조시스템인 초고층 철골대각가새골조를 내풍설계하고, 내풍설계과정에서 상당한 시스템초과강도가 유입됨을 확인하였다. 초고층 철골대각가새골조에 대하여 다양한 지반조건에 따른 응답스펙트럼해석과 내진성능평가를 수행하였다. 우리나라와 같이 강풍대에 위치하면서 약진대에 속하는 환경하에서 세장비 5.2이상의 초고층 철골대각가새골조는 500년 재현주기 지진동에 대해서는 탄성저항할 수 있음을 보여주었고, 세장비 6.9의 초고층 철골대각가새골조는 2400년 재현주기 지진동에 대해서도 탄성설계가 가능함을 확인하였다. 500년 재현주기 지진동에 대해서 초고층 철골대각가새골조는 부재수준에서 지반조건에 관계없이, 2400년 재현주기 지진동에 대해서도 $S_E$지반을 제외하고는 세장비 5.2이상의 모델에서 모두 "즉시거주" 수준을 나타내었다. 시스템수준에서 초고층 철골대각가새골조는 500년 재현주기 지진동에 대해서 세장비 5.2이상의 모델은 $S_A$$S_B$지반에서는 즉시거주, $S_C{\sim}S_E$ 지반에서는 "인명안전" 수준을 나타내었다. 2400년 재현주기 지진동에 대해서는 500년 재현주기보다 한 단계 낮은 내진성능수준을 보여주었다.

Keywords

References

  1. 대한건축학회 (2000) 건축물 하중기준 및 해설, 대한건축학회.
  2. 대한건축학회 (2009) 건축구조기준 및 해설, 대한건축학회.
  3. 이동근 (2006) 건축물의 내진설계를 위한 구조동역학(제2부:등가정적해석법의 배경), 건축구조기술사회지, 13(2),pp.37-47.
  4. Council on Tall Buildings, Urban Habitat(CTBUH) (2008) Recommendations for the Seismic Design fo Highrise Buildings, CTBUH.
  5. Federal Emergency Management Agency(FEMA) (2000) Prestandard and Commentary for the Seismic Rehabilitation of Buildings(FEMA 356), FEMA.
  6. Gergely, P. (1995) R/C Buildings in Moderate Seismic Zone: Progress and Problems in Evaluation and Design, Proceedings of Tom Paulay Symposium, UCSD, USA.
  7. Los Angeles Tall Buildings Structural Design Council(LATBSDC) (2008) An Alternative Procedure for Seismic Analysis and Design of Tall Buildings Located in the Los Angeles Region: Consensus Document, LATBSDC.
  8. Lee, C.H., Kim, S. (2007) Elastic Seismic Design of Steel Highrise Buildings in Regions of Strong Wind and Moderate Seismicity, International Journal of Steel Structures, 7(4), pp.253-262. https://doi.org/10.12989/scs.2007.7.3.253
  9. National Building Code of Canada(NBCC) (2005) User's Guide-NBC 2005 Structural Commentaries (Part 4 of Division B), NBCC.
  10. MIDAS Genw (2010) General Structure Design System for Windows, MIDASIT.
  11. Ministry of Construction of the People's Republic of China(MCPRC) (2001) GB 50011- 2001 Code for Seismic Design of Buildings, Beijing, MCPRC.
  12. Moon, K.S., Connor, J.J., Fernandez, J.E. (2007) Diagrid Structural Systems for Tall Buildings: Characteristics and Methodology for Preliminary Design, The Structural Design of Tall and Special Buildings, 16, pp.205-230.
  13. Structural Engineers Association of California (SEAOC) (1997) Recommended Lateral Force Requirements and Commentary, SEAOC.