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      Power spectra of wind forces on a high-rise building with section varying along height

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      https://www.riss.kr/link?id=A104991877

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      다국어 초록 (Multilingual Abstract)

      The characteristics of amplitudes and power spectra of X axial, Y axial, and RZ axial (i.e., body axis) wind forces on a 492 m high-rise building with a section varying along height in typical wind directions are studied via a rigid model wind tunnel ...

      The characteristics of amplitudes and power spectra of X axial, Y axial, and RZ axial (i.e., body axis) wind forces on a 492 m high-rise building with a section varying along height in typical wind directions are studied via a rigid model wind tunnel test of pressure measurement. Then the corresponding mathematical expressions of power spectra of X axial (across-wind), Y axial (along-wind) and torsional wind forces in 315o wind directions are proposed. The investigation shows that the mathematical expressions of wind force spectra of the main structure in across-wind and torsional directions can be constructed by the superimposition of an modified wind spectrum function and a peak function caused by turbulent flow and vortex shedding, respectively. While that in along-wind direction can only be constructed by the former and is similar to wind spectrum. Moreover, the fitted parameters of the wind load spectra of each measurement level of altitude are summarized, and the unified parametric results are obtained. The comparisons of the first three order generalized force spectra show that the proposed mathematical expressions accord with the experimental results well.

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      참고문헌 (Reference)

      1 Yeh, H, "Wind-induced forces on a slender rectangular-column structure" 1992

      2 Islam M.S, "Wind-Induced response of structurally asymmetrichigh-rise buildings" 118 (118): 207-222, 1992

      3 Simiu, E, "Wind effects on structures: an introduction to wind engineering" Wiley Press 1986

      4 Islam, M.S, "Transfer function models for determining dynamicwind loads on buildings" 36 (36): 449-458, 1990

      5 Liang, S.G, "Torsional dynamic wind loads onrectangular tall buildings" 26 (26): 129-137, 2004

      6 Davenport, A.G, "The application of statistical concepts to the wind loading of structures" 19 : 449-472, 1961

      7 Saunders, J.W, "Tall rectangular building response to cross-wind excitation" Cambridge University Press 1975

      8 Holmes, J.D, "Optimization of dynamics-pressure-measurement systems I. &IT" 25 : 249-290, 1987

      9 Liang, S.G, "Mathematical model of acrosswinddynamic loads on rectangular tall buildings" 90 (90): 1757-1770, 2002

      10 Ministry of Construction P.R. China, "Load code for the design of building structures-GB 50009-2006" Chinese building industry press 2006

      1 Yeh, H, "Wind-induced forces on a slender rectangular-column structure" 1992

      2 Islam M.S, "Wind-Induced response of structurally asymmetrichigh-rise buildings" 118 (118): 207-222, 1992

      3 Simiu, E, "Wind effects on structures: an introduction to wind engineering" Wiley Press 1986

      4 Islam, M.S, "Transfer function models for determining dynamicwind loads on buildings" 36 (36): 449-458, 1990

      5 Liang, S.G, "Torsional dynamic wind loads onrectangular tall buildings" 26 (26): 129-137, 2004

      6 Davenport, A.G, "The application of statistical concepts to the wind loading of structures" 19 : 449-472, 1961

      7 Saunders, J.W, "Tall rectangular building response to cross-wind excitation" Cambridge University Press 1975

      8 Holmes, J.D, "Optimization of dynamics-pressure-measurement systems I. &IT" 25 : 249-290, 1987

      9 Liang, S.G, "Mathematical model of acrosswinddynamic loads on rectangular tall buildings" 90 (90): 1757-1770, 2002

      10 Ministry of Construction P.R. China, "Load code for the design of building structures-GB 50009-2006" Chinese building industry press 2006

      11 Davenport, A.G, "Gust loading factors" 93 : 11-34, 1967

      12 Kareem, A, "Fluctuating wind loads on buildings" 108 (108): 1086-1102, 1982

      13 Kareem, A, "Dynamic response of high-rise buildings to stochastic wind loads" 42 (42): 1101-1115, 1992

      14 Kwok, K.C.S, "Cross-wind response of tall buildings" 4 (4): 256-262, 1982

      15 Irwin, H.P.A.H, "Correction of distortion effects caused by tubingsystems in measurements of fluctuating pressures" 5 (5): 93-107, 1979

      16 Lin, N, "Characteristics of wind forces actingon tall buildings" 93 (93): 217-242, 2005

      17 Zhou, Y, "Alongwind static equivalent wind loads and responses of tallbuildings. Part II: Effects of mode shapes" 79 (79): 151-158, 1999

      18 Zhou, Y, "Alongwind static equivalent wind loads and responses of tallbuildings. Part I: Unfavorable distributions of static equivalent wind loads" 79 (79): 135-150, 1999

      19 Kwok, K.C.S, "Aerodynamics of tall buildings" ICWE 9 : 1995

      20 Cheng, C.M, "Acrosswind response of reinforced concrete chimneys" 43 : 2141-2152, 1992

      21 Kareem, A, "Acrosswind response of buildings" 108 (108): 869-887, 1982

      22 Marukawa, H, "Acrosswind and torsional acceleration of prismatichigh rise buildings" 42 (42): 1139-1150, 1992

      23 Gu, M, "Across-wind loads of typical tall buildings" 92 (92): 1147-1165, 2004

      24 Architectural Institute of Japan, "AIJ Recommendations for Loads on Buildings"

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      학술지 이력

      학술지 이력
      연월일 이력구분 이력상세 등재구분
      2022 평가예정 해외DB학술지평가 신청대상 (해외등재 학술지 평가)
      2021-12-01 평가 등재후보 탈락 (해외등재 학술지 평가)
      2020-12-01 평가 등재후보로 하락 (해외등재 학술지 평가) KCI등재후보
      2011-01-01 평가 등재학술지 유지 (등재유지) KCI등재
      2009-01-01 평가 등재학술지 유지 (등재유지) KCI등재
      2007-01-01 평가 등재 1차 FAIL (등재유지) KCI등재
      2005-09-23 학술지등록 한글명 : Wind and Structures, An International Journal
      외국어명 : Wind and Structures, An International Journal
      KCI등재
      2004-01-01 평가 등재학술지 선정 (등재후보2차) KCI등재
      2003-01-01 평가 등재후보 1차 PASS (등재후보1차) KCI등재후보
      2001-07-01 평가 등재후보학술지 선정 (신규평가) KCI등재후보
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      학술지 인용정보

      학술지 인용정보
      기준연도 WOS-KCI 통합IF(2년) KCIF(2년) KCIF(3년)
      2016 0.9 0.45 0.69
      KCIF(4년) KCIF(5년) 중심성지수(3년) 즉시성지수
      0.62 0.58 0.301 0.15
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