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姓名 衛俊安(Chun-an Wei) 查詢紙本館藏 畢業系所 土木工程學系 論文名稱 以數值模擬法探討陣列微動探勘在不規則土層之應用
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摘要(中) 經由工程地震學的研究,已認知到地震動會受到地震基盤和土層狀況不同而產生差異,此種現象稱之為場址效應(site effect)。場址效應往往造成某些區域受災特別嚴重,因此在工程場址的選擇,或工程結構進行耐震設計時,都須要對場址的特性有進一步的瞭解。
利用理論解或數值方法探討場址受震反應時,最主要的工作之一就是要確認場址的土層性質,包含質量密度、土層厚度和剪力波速剖面等。由於近年來現地微地動量測經常被用來了解土層的性質,但在反演運算時都是利用一維土層模式之解析解。因此本研究利用三維有限元素數值分析方法模擬不規則土層的受微地動反應,並且利用空間自相關法 (spatial auto-correlation method,簡稱SPAC法)求出頻散曲線後,再利用雷利波在一維土層傳播的頻散曲線的理論解,及向前反演法(Forward inversion)的方式反演土層的剪力波速剖面,以瞭解一維解析解的適用性。
由分析結果顯示,利用SPAC法反演不規則土層之剪力波速剖面時,若突起物之平面尺寸大於觀測陣列時,且採用的現場鑽探資料若在這一凸起物之外時,則無法正確判斷出實際土層的剪力波速剖面,進而造成顯著週期偏移現象,其主要原因為反演的土層模型剪力波速或土壤層數不等於原始模型,另一方面則是反演的土層為一維土層模式與實際的不規則土層不同所致。
摘要(英) It is well known that characteristics of ground motion are affected by the shape and depth of the bedrock and near surface soil conditions during earthquakes. This phenomenon is called site effect which is one of the main reasons for different degrees of damages in an area, even tens of meters apart. Thus, in site section or in the seismic design of structures, detailed information about the underground structure of a site is desired.
For either theoretical solutions or numerical solutions of seismic responses of a site, the important parameters required are soil density, soil layer thickness and shear wave velocity and the configuration of bedrock. To determine these parameters microtremor measurement has frequently be used to in recent years where the inversion process uses the theoretical dispersion curve of 1D soil stratum.. In this study, a three-dimensional finite element method is employed to simulate the mircotremors of a soil stratum underlain by an irregular (protruding) bedrock. These results are used to generate dispersion curve by using spatial auto-correlation method. Finally through forward inversion process, the validity of applying 1D theoretical dispersion curve to determining the soil profile of an irregular soil stratum is investigated.
The results show that if the area of protruding bedrock is larger than that of an array and the borehole location is outside of protruding bedrock, the real soil shear wave velocity profile can not be determined exactly. The inaccuracy will cause the shift in the predominant period and variation in the values of response spectra. Such a difference may be caused by variations in inversed shear wave velocity profile and the original one, and by the difference in the bedrock configuration of real soil stratum and the one by inversion process which is a 1-D soil stratum.
關鍵字(中) ★ 有限元素法
★ 不規則岩盤
★ 頻散曲線
★ 空間自相關法
★ 現地微地動量測關鍵字(英) ★ dispersion curve
★ irregular soil stratum
★ finite element method.
★ spatial auto-correlation method
★ microtremor論文目次 摘 要 I
Abstract III
致 謝 V
目 錄 V
表 目 錄 VIII
圖 目 錄 X
第一章 緒論 1
1.2 研究目的及方法 1
1.3 論文內容 2
第二章 文獻回顧 4
2.1 前言 4
2.2 文獻回顧 5
2.2.1 微地動在建立土層速度剖面研究 5
2.2.2 微地動在評估場址效應的研究 8
第三章 理論推導 10
3.1前言 10
3.2有限元素分析程式 10
3.2.1有限元素模式的建立 11
3.2.2黏滯邊界 12
3.2.3數值積分法 14
3.3 空間自相關法 17
3.4分析流程 19
第四章 分析模式有關之參數值的確立 20
4.1 前言 20
4.2 分析模型的介紹 20
4.3 水平土層模擬驗證 22
4.3.1 水平土層案例一模擬結果 22
4.3.2 水平土層案例二模擬結果 23
4.3.3 水平土層案例三模擬結果 23
4.3.4 小結 24
4.4 模型尺寸及邊界的影響 24
4.4.1 雙層水平土層案例 24
4.4.2 三層水平土層案例 25
4.4.3 四層水平土層案例 26
4.4.4 小結 26
4.5 力量源距量測點遠近的影響 27
4.5.1 雙層水平土層 27
4.5.2 三層及四層水平土層 28
4.5.3小結 28
第五章 數值案例研究 29
5.1 前言 29
5.2 分析模式 29
5.3 雙層模型不規則案例模擬結果與討論 31
5.3.1 凸起岩盤大小為200m*200m*30m 31
5.3.2 凸起岩盤大小為100m*100m*30m 32
5.3.3 凸起岩盤大小為60m*60m*30m 33
5.4 三層模型不規則案例模擬結果與討論 35
5.4.1 凸起岩盤大小為200m*200m*30m 35
5.4.2 凸起岩盤大小為100m*100m*30m 36
5.4.3 凸起岩盤大小為60m*60m*30m 37
5.5 四層模型不規則案例模擬結果與討論 39
5.5.1 凸起岩盤大小為200m*200m*30m 39
5.5.2 凸起岩盤大小為100m*100m*30m 40
5.5.3 凸起岩盤大小為60m*60m*30m 41
5.6 地表最大受震反應模擬結果與討論 43
5.6.1 X方向輸入的結果分析 43
5.6.2 X+Y方向輸入的結果分析 45
5.6.3 X+Y+Z方向輸入的結果分析 46
第六章 結論與建議 48
6.1 結 論: 48
6.2 建 議: 50
參考文獻 51
參考文獻 1.Akamatsu, J., Saito, H., Jido, M., Morikawa, H., Nishimura, K., and Komazawa, M., (1996). "Effects of irregular bedrock configuration in asedimentary basin on ground vibration characteristics", proceeding of 11thWorld Conference on Earthquake Engineering, No. 1655.
2.Aki, K., (1957). "Space and Time Spectra of Stationary Stochastic Waves, with Special reference to microtremor", Bull. Earthq. Res. Inst., 35: 415~456.
3.Morikawa, H., Sawada, S. And Akamatsu, J., (2004). "A Method to Estimate Phase Velocity of Rayleigh Waves Using Microseisms Simultaneously Obesreved at Two Sites", Bulletin of the Seismological Society of America, Vol.94, No.3, pp.961-976.
4.Morikawa, H., (2006). "A Method to Estimate Phase Velocities of Surface Waves Using Array Observation Records of Three-Component Microtremors", Structural Eng./Earthquake Eng., JSCE, Vol.23, No.1, 143s-148s.
5.Tokimatsu, K., Kuwayama, S., Tamura, S., Miyadera, Y., (1991). "Vs Determination From Steady State Rayleigh Wave Method", Soils and Foundations, Vol.31, No.2, 153-163.
6.Kanai, K., Tanaka, T., (1962). "On microtremores", VIII,39, Bull of ERI, Tokyo.
7.Satoh, T., H. Kawase, and S. Matsushima, (2001). "Estimation of S-wave velocity structures in and around the Sendai basin, Japan, using array records of microtremors", Bull. Seismo. Soc. Am., 91, 206-218.
8.Borcheret, R. D., (1970). "Effect of local geology on ground motion near San Francisco Bay", Bull. Seism. Soc. Am., 60, 29-61.
9.Lermo, J., Chavez-Garcia, F.J., (1993). "Site effect evaluation using spectral ratios with only one station", Bulletin of the Seismological Society of America, Vol. 83, No.5, pp.1574-1594.
10.Lermo, J., Chavez-Garcia, F.J., (1994). "Are microtremor useful in site response evaluation?", Bulletin of the Seismological Society of America, Vol. 84, No.5, pp.1350-1364.
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13.Seht, M.I.V., Wohlenberg, J., (1999). "Microtremor measurement used to map thickness of soft sediments ", Bulletin of the seismological Society of America, Vol89, No1 , pp.250.-259.
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指導教授 陳慧慈(Huei-Tsyr Chen) 審核日期 2010-1-18 推文 plurk
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