A Study on Seismic Resistance Evaluation Methods for Embankments with Consideration of Rainfall Effect

以作者查詢圖書館館藏

、以作者查詢臺灣博碩士

、以作者查詢全國書目

、勘誤回報

、線上人數：12

、訪客IP：3.134.104.173

姓名

生頼直樹(Naoki ORAI) 查詢紙本館藏

畢業系所

土木工程學系

論文名稱

(A Study on Seismic Resistance Evaluation Methods for Embankments with Consideration of Rainfall Effect)

相關論文

★ 鋼筋混凝土構架制震設計與分析	★ 版牆結構隔減震設計
★ 連續壁防治土壤液化之初步研究	★ 符合設計譜人工地震之相位角對樓板反應譜之影響
★ 樁基礎橋梁地震反應分析	★ 利用連續壁防治土壤液化之探討
★ Nakamura方法估算土壤第一模態頻率之適用性研究	★ 黏性土層中隧道開挖引致之地盤沉陷及破壞機制
★ 側向非均勻土層之地表受震反應	★ 砂土層中井樁承受反覆水平荷重之初步研究
★ 以人工地震探討二維不規則土層對建築物受震反應的影響	★ 以離心模型試驗探討高含水量黏性背填土加勁擋土牆之穩定性
★ 以加勁長度改善高含水量下粘土加勁擋土牆穩定性之研究	★ 內扶壁在基一區(K1)對連續壁變位之影響
★ 打樁引致非均質土層地表振動數值之模擬	★ 深開挖工程與鄰近捷運隧道受震反應的三維分析

檔案

[Endnote RIS 格式]

[Bibtex 格式]

[相關文章]

[文章引用]

[完整記錄]

[館藏目錄]

[檢視]

[下載]

本電子論文使用權限為同意立即開放。
已達開放權限電子全文僅授權使用者為學術研究之目的，進行個人非營利性質之檢索、閱讀、列印。
請遵守中華民國著作權法之相關規定，切勿任意重製、散佈、改作、轉貼、播送，以免觸法。

摘要(中)

根據最近的研究降雨會影響土堤的耐震能力，但是至今仍沒有一個
有效的考慮降雨影響的耐震評估方法。此外，剪力模數受到降雨的
影響為何也仍不清楚。為了避免降雨與地震對土堤造成的災害，前
述的兩個問題必須加以處理的。
本研究透過與動態有限元素法的分析結果的比對，檢視了一個基於
能以簡單的模式和少數的參數進行土堤穩定分析的 Newmark 方法而
發展出來的可以考慮降雨影響的方法。另一方面，也利用動態有限
元素法探討了剪力模數的改變對土堤耐震能力的影響。降雨的影響
係以吸力(suction)的改變來表示，而剪力模數因為降雨的改變則是
使用了可以考慮吸力影響的剪力模數模式。
與動態有限元素法的分析結果比較後發現，使用 Newmark 法考慮降
雨的影響，當輸入的地震之最大加速度較小時，會低估土堤的殘餘
位移；但當輸入的地震之最大加速度超過某個數值時，則會高估土
堤之殘餘位移。根據此一結果，本研究針對 Newmark 法提出了一個
修正係數與最大加速度的雙線性關係式。此外，本研究也發現剪力
模數的改變對於土堤的受震殘餘位移的影響很小，因此在土堤的耐
震評估中可以忽略其變化的影響。

摘要(英)

According to the recent studies, it was shown that the rainfall would reduce the seismic
resistance of embankment. However, there is no general seismic resistance evaluation method
which can consider the effect of rainfall yet. In addition, the effect of shear modulus variation
due to rainfall is not clarified yet. In order to prevent the complex disaster of rainfall and
earthquake, these two problems should be addressed.
In this study, a method to consider the effect of rainfall based on Newmark method
was examined, which can conduct the analysis with simple model and a few parameters. The
applicability of the method was also examined comparing with the result of dynamic FEM
analyses. In addition, the effect of the change of shear modulus on the seismic resistance of
embankment was also examined by using dynamic FEM analyses. The effect of rainfall was
considered as a change of suction. The change of suction was taken into account in the shear
modulus model.
By comparing with the results of FEM analyses, it was found that for Newmark
method with the consideration of rainfall, the residual displacement is underestimated the
when the maximum input acceleration is small and overestimated when the maximum input
acceleration exceeds certain value. Thus, the correction coefficients for the results of
Newmark method are proposed based on the comparison of analysis results from Newmark
method and FEM method and the relationship between maximum input acceleration and
correction coefficient is bilinear. It is also found that the effect of shear modulus variation on
seismic displacement is small enough to be neglected for the seismic residual displacement
evaluation.

關鍵字(中)

★ 降雨
★ 土堤
★ 耐震
★ Newmark 法
★ 有限元素法

關鍵字(英)

★ Rainfall
★ embankment
★ seismic resistance
★ Newmark method
★ finite element method

論文目次

摘要 …………………………………………………………… i
Abstract ……………………………………………………………… ii
Acknowledgement …………………………………………………………… iii
Contents …………………………………………………………… v
List of Figures …………………………………………………………… viii
List of Tables …………………………………………………………… x
Format of Notation
Illustration ………………………………………………………………
xi
1. Introduction………………………………………………… 1
1-1 Background………………………………………………… 1
1-2 Aim of this study…………………………………………… 1
2. Previous studies…………………………………………….. 2
2-1 Outline……………………………………………………… 2
2-2 Current situation regarding seismic resistance evaluation…. 2
2-3 Review of seismic resistance evaluation methods…………. 3
2-3-1 Seismic resistance evaluation based on Newmark method… 3
2-3-1-1 Examination on the applicability of Newmark method……. 4
2-3-1-2 Comparison of Newmark method with FE method………... 5
2-3-1-3 Summary of this section……………………………………. 5
2-3-2 Seismic resistance evaluation based on finite element
method……………………………………………………… 6
2-3-2-1 Examination on the applicability of FLIP for high
embankment………………………………………………... 6
2-3-2-2 Examination on the applicability of FLIP by centrifuge tests 6
2-3-2-3 Summary of this section……………………………………. 7
2-4 The effect of rainfall on the seismic resistance of
embankments………………………………………………. 7
2-4-1 Effect of rainfall on critical acceleration…………………… 7
2-4-2 Effect of rainfall on residual displacement………………… 8
2-4-3 Effect of rainfall on shear wave velocity…………………... 8
2-5 Previous study to consider the change of soil parameter due
to rainfall…………………………………………………… 9
2-6 Summary…………………………………………………… 10
3. Examination of seismic resistance evaluation method with
the consideration of rainfall………………………………… 12
3-1 Outline……………………………………………………… 12
3-2 Preliminary analysis………………………………………... 12
3-3 A method to consider the effect of rainfall in Newmark
method……………………………………………………… 13
3-3-1 The calculation of weight…………………………………... 13
3-3-2 The calculation of cohesion………………………………… 143-4 Simulation analysis of model experiment………………….. 14
3-4-1 Analysis model…………………………………………….. 14
3-4-2 Soil parameters……………………………………………... 14
3-4-3 Input motions……………………………………………….. 15
3-5 Result of analysis…………………………………………... 15
3-5-1 Result of slope stability analysis…………………………… 15
3-5-2 Result of seismic response analysis………………………... 15
3-6 The applicability of Newmark method…………………….. 15
3-7 Discussion………………………………………………….. 16
3-8 Summary…………………………………………………… 17
4. The comparison of Newmark method to FE method……. 18
4-1 Outline……………………………………………………… 18
4-2 Analysis cases……………………………………………… 18
4-3 Target embankment………………………………………… 19
4-4 Analysis conditions………………………………………… 19
4-4-1 Analysis conditions for FE method………………………… 19
4-4-1-1 Analysis model……………………………………………... 19
4-4-1-2 Boundary conditions……………………………………….. 19
4-4-1-3 Input parameters……………………………………………. 20
4-4-1-4 Input motions………………………………………………. 20
4-4-2 Analysis conditions for Newmark method…………………. 20
4-4-2-1 Analysis model……………………………………………... 20
4-4-2-2 Input parameters……………………………………………. 21
4-4-2-3 The location of slip surface………………………………… 21
4-4-2-4 Input motions……………………………………………….. 21
4-5 The results of analysis……………………………………… 22
4-5-1
The relationship between the ratio of displacement and
maximum input acceleration……………………………….. 23
4-5-2
The relationship between ratio of displacement and degree
of saturation………………………………………………… 23
4-5-3
The relationship between ratio of displacement and height
of embankment……………………………………………... 23
4-6 The calculation of the correction coefficient……………….. 23
4-6-1 The concept of correction coefficient………………………. 23
4-6-2 The calculation procedure of correction coefficient……….. 24
4-6-3 The result of calculation on correction coefficient…………. 24
4-6-4 Multi linear regression analysis on Ay and α………………. 25
4-6-4-1 General……………………………………………………... 26
4-6-4-2 The results of analysis……………………………………… 26
4-7 Summary…………………………………………………… 26
5. The examination of the effect of shear modulus variation
due to rainfall on the displacement of embankments………. 27
5-1 Outline……………………………………………………… 27
5-2 Shear modulus model with the effect of rainfall…………… 27
5-2-1 General description for shear modulus model……………… 27
5-2-2 Effect of rainfall on shear modulus………………………... 28
5-3 Single element analysis…………………………………… 29
5-3-1 Mesh and boundary conditions……………………... 29
5-3-2 Soil parameters……………………………………………... 29
5-3-3 Water retention curve………………………………………. 30
5-3-4 The results of analysis……………………………………… 30
5-4 Seismic analysis on embankment………………………….. 31
5-4-1 Mesh……...………………………………………………… 31
5-4-2 Boundary conditions……………………………………….. 31
5-4-3 Input motions……………………………………………….. 31
5-4-4 The results of analysis……………………………………… 31
5-4-4-1 The results of hysteresis loop………………………………. 31
5-4-4-2 The result of residual displacement………………………… 32
5-4-4-3 The result of response acceleration………………………… 32
5-5 Summary…………………………………………………… 33
6. Conclusions………………………………………………… 34
References ……………………………………………………………… 35

參考文獻

Athapaththu, A.M.R.G., Tsuchida, T., Suga, K and Kano, S. 2007. A lightweight dynamic cone
penetrometer for evaluation of shear strength of natural masado slopes, Dobokugakkai ronbunshuu C,
Vol. 63, No.2, 403-416.
Fukumasa, S., Murakami, H., Nishihara, R., Kimura, H and Razabi, S. 2001. The experiment and analysis
regarding to the seismic resistance improving construction method of natural slope (No. 2), 36th

geotechnical engineering, Tokushima, Japan, (in Japanese).
Newmark, N.M. 1965. Effects of earthquakes on dams and embankments, Geotechnique, Vol. 15, No. 2,
139-160.
Murata, A., Miyajima, M., Matsumoto, T. and Karasawa, T. 2010. The experimental study on the damage
factor for the Noto high way in Noto peninsula earthquake 2007, Proceeding of 3rd
symposium of the
record and problem in the big earthquake which happened recently, 25-28, (in Japanese).
Hata, Y., Ichii, K., Tsuchida, T., Liming, L, Kano, S. and Yamashita, N. 2008. The selection of the input
earthquake motion and the numerical calculation method in the evaluation of the seismic deformation
of the slopes, Journal of the Japan Landslide Society, Vol. 45, No. 1, 64-71.
Hata, Y., Ichii. K., Tsuchida, T and Kano, S. 2009. A study on seismic resistance reduction of embankment
due to rainfall, Dobokugakkai ronbunshuu C, Vol. 65, No.2, 401-411, (in Japanese).
Hata, Y., Ichii, K., Murata, A., Nozu, A., Miyajima, M. and Tokida, K. 2011. An evaluation of the shear
wave velocity profile in a road embankment using the microtremor measurement, Journal of the Japan
Landslide Society, Vol. 48, No. 6, 318-325.
Horii, K., Tateyama, M., Kojima, K., Watanabe, K., Shinoda, M., and Ishiduka, M. 2006.Evaluation of
restoration performance using the residual deformation for the railway embankment seriously damaged
in the 2004 Niigata-ken chuetsu earthquake, The journal of geosynthetics , Japan branch of
international society of geosynthetics, Vol. 21.
Iai, S., Matsunaga, Y. and Kameoka, T. 1990.Strain space plasticity model for cyclic mobility, Report of
Port and Harbour Research Institute, Vol. 29, No. 4,27-56.
Ichii, K. 2005. Experimental study on seismic resistance reduction of embankment due to rainfall,
Earthquake Engineering Committee, JSCE, JSCE Earthquake Engineering, Vol. 28. , (in Japanese).
JSCE Earthquake engineering comitte. 2001. Earthquake resistant design guideline for civil engineering
structure, Japan Society of Civil Engineering, 142-144, (in Japanese).
Kato, Y., Ogata, K., Li, S., Tanaka, H., Shimomura, Y., and Sakuma, K. 2003. A Study on Permanent
Displacement of Expressway Embankment under Large-scale Earthquake (Part 1), 38th
annual meetingon geotechnical engineering, 1309-1310.
Kato, Y., Kitamura, Y., Hamazaki, T., Sakuma, K., Li, S., and Sugiyama, H. 2003. A Study on Permanent
Displacement of Expressway Embankment under Large-scale Earthquake (Part 2), 38th
annual meeting
on geotechnical engineering, 1307-1308.
Kawano, M., Konishi, M. and Ichii, K. 2013. Study on the relationship between Shear wave velocity and
Suction in the Ground in Drying process, 68th
annual meeting on Japan society of civil engineering
Ling, H.I. and Leshchinsky, D. 1995. Seimic performance of simple slopes , Soils and Foundation, Vol. 35,
No. 2, 85-94.
Murakami, Y. 2013. A study on the evaluation of road embankments considering the various condition,
Master thesis for Hiroshima university.
Marcuson, W. F. and Wahls, H. E. 1972. Time effects on dynamic shear modulus of clays, Journal of the
soil mechanism and foundation division, ASCE, Vol.98, No.SM12, 1359-1373.
Research committee of disaster prevention on residual area. 2007. Commentary of manual on the disaster
prevention of residual area, Gyosei, (in Japanese).
Railway technical Research Institute. 2007. Design Standards for Railway Structures and Commentary
(Earth Structures), Maruzen, (in Japanese).
Ugai, K., Ida, H., and Wakai, A. 1995. Analysis on sliding of slopes during Earthquake by the Dynamic
Elasto-Plastic FEM, Journal of Japan Landslide Society, Vol. 31, No. 1, 8-11.

指導教授

陳慧慈、一井康二
(Huei-Tsyr Chen、Koji ICHII)

審核日期

2014-4-14

推文