結構物強震數據于設備物耐震設計中之應用

Seismic Design Parameters for Nonstructural Elements in Buildings

10.6377/JA.200111.0025

姚昭智(G.C.Yao)；邱瑜燕(Y.Y.Chiu)；許茂雄(M.S.Sheu)

強震記錄 ； 高斯分布 ； 樓高放大系數 ； 設備共振放大系數 ； Strong Motion Records ； Floor Amplification Factor ； Resonant amplification Factor ； Nonstructural Element Design

建築學報

38期（2001 / 11 / 01）

25 - 36

繁體中文

大部分的設備物耐震設計規範都有樓高放大與設備共振放大係數兩種設計參數存在，前者可以快速地由PGA推算出建築物某一樓層的加速度峰值，後者則可計算非結構物與建築物之頻率接近時的共振放大效應。為了探討非結構耐震規範中樓高放大與共振放大係數之合理性，本文乃利用瑞里地震（1998年7月18日）、集集地震（1999年9月21日）與嘉義地震（1999年10月22日）發生時PGA為80gal（震度五級）以上的RC結構物強震記錄為研究對象，以高斯分佈統計樓高放大係數與設備共振放大係數，期能因此建立本土化的建築物反應資料庫以供工程界設計之用。經過分析之後，本文建議以3.0為建築物頂層樓高放大係數值；並且建議以5與8分別為阻尼比5％以及2％時的共振放大係數平台值。最後，則討論係數值、週期比與樓層高度比之關係以定出各係數間的上限值。以上分析結果亦與美國及日本規範而提出建議公式。

In most of the building codes,seismic design parameters for nonstructural elements consist oftwo coefficients,floor amplification and resonant amplification factors.The former provides a quickestimation of peak floor acceleration from PGA,while the latter accounts for the resonant effects ofnonstructural elements to a building's fundamental frequency.This paper presents analysis ofthese two factors from the acceleration building records in recent strong earthquakes from 1998 to1999 in Taiwan.A total of 19 buildings instrumented with accelerometers with recorded PGA greater than 80gals were chosen for the study.Gaussian distribution of peak floor acceleration along the buildingheight normalized by the PGA was calculated.A suggested floor amplification factor of 3.0 on theroof of a building based on the analyzed average plus a standard deviation was proposed.Responsespectrums of recorded motion on every floor were calculated subsequently to provideinformation of resonant effects between the nonstructural elements and the fundamental period ina building.Damping ratio of 2% and 5% were calculated.Spectrum acceleration was normalized bythe peak floor acceleration to compare with the normalized period ratio between the nonstructuralelements and the building.Averaged plateau amplification of 8 and 5 was suggested for 2% and 5%damping ratio systems of nonstructural elements.The upper bound of the two factors discussed above was also included in the study byanalyzing the normalized floor spectrum with respect to the normalized floor height.A linear upperbound along the floor height was concluded from the analysis.Findings from the above analysiswere also compared to similar coefficients in major building codes currently used in the USA andJapan.

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