Characteristics and displacement capacity of reinforced concrete walls in damaged buildings during 2010 Chile earthquake

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• 作者：C. Alarcon ; M. A. Hube ; R. Jünemann…
• 关键词：Reinforced concrete ; Wall ; Earthquake ; Ductility ; Displacement capacity ; Buckling ; Axial load
• 刊名：Bulletin of Earthquake Engineering
• 出版年：2015
• 出版时间：April 2015
• 年：2015
• 卷：13
• 期：4
• 页码：1119-1139
• 全文大小：2,950 KB
• 参考文献：1. Alarcon, C, Hube, MA, Llera, JC (2014) Effect of axial loads in the seismic behavior of reinforced concrete walls with unconfined wall boundaries. Eng Struct 73: pp. 13-23 CrossRef
  2. American Concrete Institute ACI (1995) Building code requirements for structural concrete and commentary ACI 318-95. American Concrete Institute, Detroit
  3. American Concrete Institute ACI (2008) Building code requirements for structural concrete and commentary ACI 318-08. American Concrete Institute, Detroit
  4. Computers and Structures Inc. (2011) ETABS v. 9.7.1. Berkeley, California, USA
  5. Buckle I, Hube M, Chen G, Yen W, Arias J (2012) Structural performance of bridges in the offshore Maule earthquake of 27 February 2010. Earthq Spectra 28(S1):S533–S552
  6. Brunet, S, Llera, JC, Jacobsen, A, Miranda, E, Meze, C (2012) Performance of port facilities in southern Chile during the 27 February Maule earthquake. Earthq Spectra 28: pp. S553-S579 CrossRef
  7. DS 60 (2011) Reinforced concrete design code, replacing DS 118, 2010. Chilean Ministry of Housing and Urbanism, Diario Oficial; 13 December 2011 (in Spanish)
  8. DS 61 (2011) Earthquake resistant design of buildings code, replacing DS 117, 2010, Chilean Ministry of Housing and Urbanism, Diario Oficial; 13 December 2011 (in Spanish)
  9. Dhakal, RP, Maekawa, K (2002) Modeling for postyield buckling of reinforcement. J Struct Eng 128: pp. 1139-1147 CrossRef
  10. Fortu?o C, de la Llera JC, Wicks CW, Abell JA (2014) Synthetic hybrid broadband seismogram based on InSAR coseismic displacements. Bull Seismol Soc Am 104(6):2735-754
  11. Hube, MA, Marihuén, A, Llera, JC, Stojadinovic, B (2014) Seismic behavior of slender reinforced concrete walls. Eng Struct 80: pp. 377-388 CrossRef
  12. Instituto Nacional de Normalización INN (1996) Earthquake resistant design of buildings, NCh433 Of.1996. Santiago, Chile (in spanish)
  13. Instituto Nacional de Normalización INN (2009) Earthquake resistant design of buildings, NCh433 Mod.2009. Santiago, Chile (in spanish)
  14. Instituto Nacional de Normalización INN (2010) Structural design—general dispositions and combinations of load, NCh3171 Of.2010, Santiago, Chile (in spanish)
  15. Jünemann, R, Llera, JC, Hube, MA, Cifuentes, LA, Kausel, E (2015) A statistical analysis of reinforced concrete wall buildings damaged during the 2010, Chile earthquake. Eng Struct 82: pp. 168-185 CrossRef
  16. Karthik, M, Mander, J (2011) Stress-block parameters for unconfined and confined concrete based on a unified stress–strain model. J Struct Eng 137: pp. 270-273 CrossRef
  17. Mander, J, Priestley, M, Park, R (1988) Theoretical stress–strain model for confined concrete. J Struct Eng 114: pp. 1804-1826 CrossRef
  18. Massone, L, Bonelli, P, Lagos, R, Lüders, C, Moehle, J, Wallace, J (2012) Seismic design and construction practices for RC structural wall buildings. Earthq Spectra 28: pp. S245-S256 CrossRef
  19. MathWorks Inc (2010) MATLAB version R2010b
  20. Monti, G, Nuti, C (1992) Nonlinear cyclic behavior of reinforcing bars including buckling. J Struct Eng 118: pp. 3268-3284 CrossRef
  21. Priestley, MJN, Calvi, GM, Kowalsky, MJ (2007) Displacement-based seismic design of structures. IUSS PRESS, Pavia
  22. Riddell R, Wood SL, de la Llera JC (1987) The 1985 Chile earthquake: structural characteristics and damage statistics for the building inventory in Vi?a del Mar. Civil Engineering Studies, Structural Research Series, No. 534, Univeristy of Illinois, Urbana
  23. Ruiz S, Madariaga R, Astroza M, Saragoni GR, Lancieri M, Vigny C, Campos J (2012) Short-period rupture process of the 2010 M \(_{\rm w}\) 8.8 Maule earthquake in Chile. Ea
• 刊物类别：Earth and Environmental Science
• 刊物主题：Earth sciences
  Geotechnical Engineering
  Civil Engineering
  Geophysics and Geodesy
  Hydrogeology
  Structural Geology
  
• 出版者：Springer Netherlands
• ISSN：1573-1456

文摘

About 2?% of reinforced concrete (RC) buildings taller than nine stories suffered important structural damage during 2010 Chile earthquake. The typical structural configuration of residential buildings is characterized by a large number of RC structural walls which provides high lateral stiffness and strength. The first objective of this paper is to obtain global geometric and design parameters of RC structural walls in damaged buildings and correlate their values with the observed damage. The second objective is to compare the roof displacement capacity with the roof displacement demand in critical walls, and hence, try to explain the observed damage. The wall parameters were obtained from five representative damaged structural wall buildings; these are: wall thickness, aspect ratio, axial load, reinforcement ratios, and the ratio between horizontal reinforcement spacing and the vertical bar diameter. The roof displacement capacity is obtained using a plastic hinge approach, and the ACI 318-08 approach, since both methods are proposed in the current Chilean seismic code. The displacement demand is estimated from ground motions recorded in the vicinity of the buildings. It is found that values of wall parameters correlate well with the observed damage. The structural walls were subjected to relatively high axial loads, and some walls included a large amount of vertical reinforcement to provide the required strength, but had inadequate transverse reinforcement thus compromising ductility. Findings from this research suggest that the plastic hinge approach is inadequate to estimate the roof displacement capacity and lacks correlation with the observed damage. Moreover, the use of the ACI 318-08 approach to estimate the roof displacement capacity is also inadequate, but leads to better predictions of wall displacement capacity. As shown by the results of response history analysis, the failure of walls was triggered by high axial loads rather than flexural deformation.