樁基礎結構耐震行為常受工程界所重視，有關研究亦為土壤動力和土壤結構互制學域的重點項目之一。基樁之動力行為常用於有限元素分析法，由於該項方法相對複雜，資料準備和輸入均不易，故亦未能被普及運用；鑑於此，發展一簡易且具效率性動力分析程式遂有其必要性。本研究以樁基波動方程做為分析主軸，結合土壤液化與流動地盤之不同模擬方式，開發一套簡易動力分析程序EQWEAP，以有效地處置液化與流動地盤所衍生之工程問題，並與實際案例比較以了解基樁反應和結構破壞機制，供樁基礎設計分析參考。有關液化分析方面，本研究採用土質參數折減與孔隙水壓模式進行模擬，其優點在於能瞭解樁體與土體之同步性歷時反應，並適用於基礎結構物位於平坦地形之現場，地盤僅有液化而無流動之虞所造成的基礎反應。研究發現兩者所得樁身最大位移發生位置並不一致，前者發生於液化土層，後者則發生於地表，然所預測的位移量均在合理範圍，其中由於土質參數折減分析之土壤參數需進行經驗化評估，且與現場土壤之標準試驗貫入值有關，本研究仍建議以孔隙水壓模式分析進行模擬，以避免前項分析過於簡化和需土壤模數率定所可能產生的困擾。對於流動地盤之分析，本研究採用擬動態土壓力與傳統靜力法進行分析，其優點在於設定參數簡易且分析具有效率，不需進行自由場分析即可直接以波動方程進行求解。該項分析方式適用於鄰近河岸或水際線以及位於緩坡之樁基礎，以模擬遭受地盤流動影響之結構反應與破壞機制。研究發現兩者所得樁身最大位移量發生位置和整體樁身最大變形型式亦非完全一致，前者最大位移發生於樁底，後者最大位移則發生於樁頂，然最大位移亦均在合理範圍。其中擬動態土壓可納入時間和垂直地震影響因素，對於地震歷時中所產生的深層破壞或大範圍流動的影響，應能有效掌握；而靜力分析之土壓力和地盤反力等模式可有效地模擬地震所造成之淺層流動破壞影響。該項觀察與地盤流動之發生機制、地形因素有明顯關聯，分析者必須掌握現地質條件以決定使用方法。

Seismic behaviors of pile structures are vital for geotechnical engineering. With regard to this topic, researches are mainly involved with soil dynamic and soil structure interaction. Finite element method is often implemented to analyze dynamic pile response. Due to the complexity of methodology and data preparation, it would not be employed commonly. In view of the above points, it is necessary to develop a simplified and effective dynamic program. This study suggested a simplified dynamic procedure termed as EQWEAP, based on wave equation and incorporating with different models of soil liquefaction and lateral spreading. Case studies would be conducted to realize responses of piles and structural failure mechanism, and to provide some useful information in practice. 
In soil liquefaction analysis, this study adopted reduction factors and pore pressure model. Its advantages lie in monitoring the simultaneous responses of piles and soils and it could be applied where foundation structures located in level ground, which only liquefied and not occurred flow failure. It is found that maximum pile displacements of both methods took place unequally, but the predicted displacements consisted in rational ranges. The former occurred in liquefied soil layer, and the latter occurred at the pile head. Because the reduction factors model need the empirical assessment from SPT-N values to get the soil parameters, this study suggested the pore pressure model primarily to conduct soil liquefaction problems for avoiding the possible errors from the prior.
In lateral spreading analysis, the study adopted pseudo dynamic earth pressure and traditional static models. Those would not only simply define the parameters of soils and have an explicit numerical procedure to effectively obtain the solutions, but it could analyze the pile deformations directly by wave equation and not proceed the free field analysis. Those applied to simulate the mechanism of offshore pile foundations and pile foundations on the gentle slop subjected to lateral spreading. The positions of maximum pile displacement and the deformed shapes of the whole pile body from the both methods are not similar. The former occurred at the pile head, and the latter occurred at the pile tip. The former could include the time effects and vertical earthquake acceleration and could effectively master the deep failure of soil stratum or large lateral spreading range during earthquake. The latter could effectively simulate the shallow failure induced by lateral spreading after earthquake. These observations are related significantly to the occurrence of mechanism by lateral spreading and landforms in situ. The one should know well soil profiles to determine the proper method to analyze.

中文摘要		                         一
英文摘要	                                  二
本文目錄	                                  I
表目錄	                                  V
圖目錄		                        VI
第一章	緒論		                1
1-1	研究動機與目的	                1
1-2	研究方法與內容	                2

第二章	文獻回顧	   	                5
2-1	前言		                5
2-2	土壤液化與地盤流動	    	       7
2-2-1	液化與地盤流動之破壞類型	       10
2-2-2	液化潛能評估法		       19
2-2-3	液化土質折減規範		       24
2-2-4	液化地盤變形計算		       26
2-3	樁基礎破壞類型與液化防治   	       37
2-3-1	樁基礎破壞類型		       37
2-3-2	樁基礎破壞模式與土壤互制作用       48
2-4	液化作用下樁基礎變形分析方法       51
2-4-1	模型試驗			        53
2-4-2	數值模擬			        58
2-5	基樁破壞機制分析		        69
2-5-1	壓力破壞			        69
2-5-2	剪力破壞			        71
2-5-3	彎矩破壞			        73
2-5-4	挫屈破壞			        83

第三章	樁基波動方程分析		        88
3-1	前言			        88
3-2	前期研究發展過程		        89
3-3	樁基波動方程式		        93
3-3-1	樁基振動反應分析		        93
3-3-1-1	控制方程式		        93
3-3-1-2	上部荷重型式		        99
3-3-2	樁基地震歷時分析-位法	       107
3-3-2-1	自由場分析		       108
3-3-2-2	控制方程式		       127
3-3-2-3	比較驗証			       132
3-3-3	樁基地震歷時分析-力法	       136
3-3-3-1	控制方程式		       137
3-3-3-2	注意事項			       141
3-4	土壤勁度與阻尼模式	     	       142
3-4-1	類比模式			       142
3-4-2	Novak動力阻抗函數		       143
3-4-3	t-z、q-z及p-y曲線模式    	       150
3-4-3-1	線性土壤彈簧模式		       151
3-4-3-2	非線性土壤彈簧模式		       153
3-4-4	轉換輻射阻尼		       158

第四章	液化分析模式與程序		       160
4-1 前言				       160
4-2	土質參數折減係數模式	       161
4-2-1	分析程序		    	       161
4-2-2	T-Y液化評估法	    	       163
4-2-3	等值土層模數計算		       167
4-3	孔隙水壓模式     	   	       171
4-3-1	分析程序		                171
4-3-2	孔隙水壓模擬	    	       173
4-3-3	液化程度研判		       181
4-3-4	迭代分析		  	       183

第五章	流動地盤分析模式與程序	       185
5-1 前言				       185
5-2	靜態土壓力與地盤反力模式	       186
5-2-1	JRA靜態土壓力法		       186
5-2-2	Tokimatsu與Asaka地盤反力法	       190
5-3	擬動態土壓力模式		       193
5-3-1	分析程序		 	       193
5-3-2	動態土壓力模式		       195
5-3-3	樁周身土壓力計算		       204

第六章	分析要點與參數研究		       209
6-1 分析要點			       209
6-2 參數研究			       231

第七章	案例比較與驗証		       252
7-1	前言			       252
7-2	液化案例			       253
7-2-1	案例1:  NHK Building	       253
7-2-2	案例2:  Niigata Family Court House 290
7-2-3	案例3:  Yachiyo Bridge	       332
7-3	流動地盤案例		       369
7-3-1	案例1:  Tank TA 72 	       369
7-3-2	案例2:  Pier 211 		       397
7-3-3	案例3:  Landing Road Bridge        424

第八章	分析方法評述		        452
8-1	分析適用性		        452
8-2	時間效能			        459

第九章	結論與建議		        461
9-1	結論			        461
9-2	展望			        465

參考文獻				        466

表目錄

表2-1		研判土層液化潛能之所需參數 (摘自 謝基政，2000)	20
表2-2		日本道路協會規範(1990)之土質參數折減係數DE	25
表2-3		日本道路協會規範(1996)之土質參數折減係數DE	25
表2-4		日本建築學會規範(1998)之土質參數折減係數DE	25
表2-5		基樁完整性調查結果表 (摘自 周鴻昇等人，2000)	42
表2-6		常用之土壤彈簧模式	67
表2-7		最小旋轉半徑計算表 (摘自Bhattacharya et al., 2004)	86
表3-1		前期研究之波動方程發展重點與相關貢獻	91
表3-2		時間效能比較表	123
表3-3		D(w)/w對應參數	159
表3-4		時域阻尼係數與其對應參數	159
表4-1		依地震規模之Cs建議值 (摘自 吳偉特，1997)	165
表4-2		土壤楊氏模數 之建議值	168
表4-3		一般常見土壤之楊氏模數範圍 (摘自 McCarthy, 1998)	169
表4-4		 建議值 (摘自 Seed and Idriss, 1970)	177
表5-1		依離水際線距離變化之修正係數	189
表5-2		非液化土層中流動力之修正係數 	189
表6-1		土壤之基本材料參數	210
表6-2		樁基的基本參數性質	210
表6-3		根據Bowles (1988)經驗式之等值剪力模數計算表	213
表6-4		根據JRA (1990)經驗式之等值剪力模數計算表	213
表6-5		動態土壓力係數之尖峰值	233
表6-6		動態尖峰土壓力係數之影響參數 (Kobe EW)	234
表6-7		動態尖峰土壓力係數之影響參數 (Kobe NS)	235
表6-8		動態尖峰土壓力係數之影響參數 (Chi-Chi EW)	236
表6-9		動態尖峰土壓力係數之影響參數 (Chi-Chi NS)	237
表7-1		土壤之基本材料參數（摘自 林三賢等人，2005）	254
表7-2		樁基的基本參數性質（摘自 林三賢等人，2005）	254
表7-3		波傳時間累積法計算表	262
表7-4		土壤之基本材料參數（摘自 梁慈婷，2001）	291
表7-5		樁基的基本參數性質（摘自 梁慈婷，2001）	291
表7-6		波傳時間累積法計算表	299
表7-7		土壤之基本材料參數（摘自 Lin et al,. 2005）	333
表7-8		樁基的基本參數性質（摘自 Lin et al,. 2005）	333
表7-9		波傳時間累積法計算表	342
表7-10		人工回填島之土壤參數表	370
表7-11		基樁材料性質參數	370
表7-12		Pier211現地土壤參數表	398
表7-13		基樁材料性質參數	398
表7-14		土壤之基本材料參數（摘自 林三賢等人，2005）	425
表7-15		樁基的基本參數性質（摘自Berrill et al,. 2001; 林三賢等人，2005）	425
表8-1		研究所使用之樁基礎耐震分析方法特色與適用範圍	458
表8-2		作業平台配置表	459
表8-3		分析時間效能表	460

圖目錄

圖1-1		研究流程圖	4
圖2-1		飽和砂土不排水試驗液化潛能狀態示意圖 （重繪自Castro, 1969）	8
圖2-2		砂湧與現場液化破壞示意圖 (摘自 鄭文隆和吳偉康，1985)	11
圖2-3		液化沈陷示意圖	11
圖2-4		現場液化破壞概況 (a)鋪面翻裂 (b)瓦斯管線挫屈及地表過度沈量	12
圖2-5		地層滑動示意圖 (摘自 鄭文隆和吳偉康，1985)	13
圖2-6		現場液化破壞概況	13
圖2-7		結構物傾倒示意圖與日本新潟破壞案例 (摘自 鄭文隆和吳偉康，1985；Seed and Idriss, 1982)	14
圖2-8		結構物上浮示意圖 (摘自 鄭文隆和吳偉康，1985)	14
圖2-9		側向壓過大造成破壞示意圖 (摘自 鄭文隆和吳偉康，1985)	15
圖2-10		日本神戶港碼頭破壞案例 (摘自 Tokimatsu et al, 1996)	15
圖2-11		台灣台中港碼頭破壞案例 (摘自 簡連貴等人，1999)	16
圖2-12		地盤流動破壞類型 (摘自 Seed et al., 2003)	17
圖2-13		液化評估法分類圖 (重繪自 翁作新等人，2004)	21
圖2-14		簡易震陷評估法 (摘自 Tokimatsu and Seed, 1987)	28
圖2-15		簡易震陷評估法 (摘自 Ishihara and Yoshimine,1992)	29
圖2-16		液化下陷量實際與預測值比較 (摘自 紀雲曜等人，2002)	31
圖2-17		液化後側向位移實際與預測值比較 (摘自 Hamada, 1994)	32
圖2-18		包尾山基樁傾斜破壞示意圖 (摘自 周鴻昇等人，2000)	41
圖2-19		地盤流動模式 (摘自 Yasuda, 2005)	43
圖2-20		水底高程差及離水際線的距離 (摘自 JRA, 1996)	43
圖2-21		橋樑沉箱下陷、傾斜示意圖 (摘自 林呈和孫洪福，2000)	44
圖2-22		橋樑上部結構破壞示意圖 (摘自 林呈和孫洪福，2000)	45
圖2-23		側向壓力造成樁基礎破壞示意圖 (摘自 林呈和孫洪福，2000)	46
圖2-24		側向移坍造成橋樑破壞示意圖 (摘自 林呈和孫洪福，2000)	47
圖2-25		側向移坍造成堤腳擋土牆樁基礎破壞示意圖 (摘自 林呈和孫洪福，2000)	47
圖2-26		基樁破壞示意圖 (摘自 Meyersohn, 1994)	48
圖2-27		液化地盤與樁基礎結構互制示意圖 (重繪自 Tokimatsu and Asaka, 1998)	50
圖2-28		液化分析流程圖 (摘自 Ishihara, 1993)	52
圖2-29		離心機試驗配置圖 (摘自 Kagawa et al., 1997)	54
圖2-30		地盤側向流動對樁基礎之變形試驗 (摘自 Abdoun and Dobry, 2002)	55
圖2-31		振動台試驗配置圖 (摘自 Tokimatsu et al., 2005)	56
圖2-32		試驗配置圖 (摘自 Rollins et al., 2005)	57
圖2-33		側向分配與樁身彎矩分佈圖 (摘自 Rollins et al., 2005)	57
圖2-34		Pile-3D 有限元素模擬示意圖 (摘自 Finn and Fujita, 2002)	60
圖2-35		數值分析與模型試驗比較圖 (摘自 Finn and Fujita, 2002)	60
圖2-36		FLAC運算程序	62
圖2-37		樁基與邊坡網格分割與分析結果之示意圖 (摘自 Moriwaki et al., 2005)	62
圖2-38		材料模式之三大相互條件示意圖	63
圖2-39		地盤流動下橋樑基礎與土壤之模擬圖 (摘自 Zha, 2005)	64
圖2-40		XSTABL分析結果 (摘自 Zha, 2005)	64
圖2-41		離散化之集中質塊系統 (摘自 Liyanapathirana and Poulos, 2005b)	68
圖2-42		溫氏基礎動力樑方法之示意圖 (摘自 Liyanapathirana and Poulos, 2005b)	68
圖2-43		箍筋圍束下混凝土應力與應變模式 (摘自 Kent and Park, 1971)	71
圖2-44		現場樁基之剪力破壞 (摘自 Priestley et al., 1996；Tokimatsu, 2003)	72
圖2-45		典型基樁之彎矩與曲率關係圖	74
圖2-46		鋼筋混凝土結構之損害分類圖 (摘自 Luo et al., 2002)	74
圖2-47		樁體彎曲特性三線性型模式	75
圖2-48		樁體彎曲特性雙線性型模式	75
圖2-49		Daido混凝土彎曲試驗法 (摘自 Meryersohn, 1994)	77
圖2-50		試樁之彎矩與曲率關係圖 (摘自 Meryersohn, 1994)	77
圖2-51		矩形斷面混凝土與鋼筋之彎矩曲率分析示意圖	79
圖2-52		樁基之等值線性分析模式 (摘自 Cubrinovski and Ishihara, 2004)	80
圖2-53		慣性矩 對彎矩-轉角關係的影響 (摘自 楊宗勳，2000)	81
圖2-54		現地案例示意圖 (摘自 林三賢等人，2005	82
圖2-55		數值結果比較 (摘自 林三賢等人，2005)	82
圖2-56		破壞機制模式 (摘自Bhattacharya et al., 2004)	83
圖2-57		工程設計中之樁長與樁徑關係圖 (摘自Bond, 1989)	85
圖2-58		蒐集案例之有效細長比 (摘自Bhattacharya et al., 2004)	85
圖2-59		有效樁長示意圖 (摘自Bhattacharya et al., 2004)	86
圖2-60		樁體挫屈破壞之試驗結果 (摘自 Knappett and Madabhushi, 2005)	87
圖3-1		垂直向單樁分析架構示意圖	95
圖3-2		側向單樁分析架構平衡示意圖	98
圖3-3		動態設計載重示意圖	99
圖3-4		樁尖位移歷時曲線與基樁載重實驗比較 (摘自 Lee et al., 1988)	101
圖3-5		樁頂位移歷時曲線與基樁載重實驗比較 (摘自 歐陽金福，1997)	102
圖3-6		靜動載重試樁設備圖 (摘自Geerling and Smiths, 1996)	104
圖3-7		靜動樁載重試驗之載重歷時圖 (摘自 林三賢等人，2000)	104
圖3-8		靜動載重作用下樁頂位移歷時曲線 (摘自 Brown et al., 2001)	105
圖3-9		群樁靜動載重試驗之載重歷時圖 (摘自 Mostafa and El Naggar, 2002)	105
圖3-10		諧和載重作用下樁頂位移歷時曲線 摘自 El Naggar and Bentley, 2000)	106
圖3-11		EQWEAP分析程序示意圖	107
圖3-12		自由場集中質塊分析分解模擬示意圖	109
圖3-13		地盤轉換理論分析法模型示意圖	111
圖3-14		地盤轉換函數分析流程圖	112
圖3-15		基線修正前之速度與位移之歷時圖	120
圖3-16		基線修正後之速度與位移之歷時圖	121
圖3-17		自由場分析有限元素幾何網格圖	123
圖3-18		Chi-Chi地震下自由場分析數值解比較	124
圖3-19		El centro地震下自由場分析數值解比較	125
圖3-20		Kobe地震下自由場分析數值解比較	126
圖3-21		樁頂邊界節點編號 (a) 樁頂之節點編號 (b) 樁頂內緣第一點之節點編號	129
圖3-22		樁底邊界節點編號 (a) 樁底之節點編號 (b) 樁底內緣第一點之節點編號	129
圖3-23		三維有限元素幾何網格	133
圖3-24		Kobe水平南北向地震作用下不同數值分析方法比較(上圖為樁頂之絕對位移量，下圖為樁-土之相對位移量)	134
圖3-25		Kobe水平東西向地震作用下不同數值分析方法比較(上圖為樁頂之絕對位移量，下圖為樁-土之相對位移量)	135
圖3-26		基樁軸向振動示意圖 (摘自 Prakash and Puri, 1988)	145
圖3-27		Sw1 Sw2,Cw1和Cw2隨無因次頻率比ao之變化關係 (摘自 Novak, 1977)	146
圖3-28		近遠域模式之土壤-基樁之介面模式 (摘自 El Naggar and Novak, 1994)	154
圖3-29		近遠域影響半徑之示意圖	154
圖3-30		 隨著無因次振頻 之變化關係 (摘自 El Naggar and Novak, 1994)	155
圖3-31		近遠域分析模式 (摘自 El Naggar and Bentley, 2000)	157
圖3-32		 隨著無因次振頻 之變化關係 (摘自 El Naggar and Bentley, 2000)	157
圖4-1		土質參數折減係數分析流程	162
圖4-2		T-Y液化潛能評估法之分析流程	166
圖4-3		孔隙水壓模式分析流程	172
圖4-4		員林地區地壤受震土壤模數折減與孔隙水壓比之關係圖 (摘自 翁作新等人，2004)	174
圖4-5		不同相對密度下 與剪應變 之對應關係 (摘自 Seed and Idriss, 1970)	177
圖4-6		 與應變量關係 (相對密度為90%)	178
圖4-7		 與應變量關係 (相對密度為75%)	178
圖4-8		 與應變量關係 (相對密度為60%)	179
圖4-9		 與應變量關係 (相對密度為45%)	179
圖4-10		 與應變量關係 (相對密度為40%)	180
圖4-11		 與應變量關係 (相對密度為30%)	180
圖4-12		 與 之關係 (摘自Tokimatsu and Yoshmi, 1983)	182
圖5-1		流動力之計算模式(摘自 黃俊鴻和陳正興，1996)	188
圖5-2		地震時之最大反覆剪應變 (摘自 Tokimatsu and Asaka, 1998)	191
圖5-3		水際線距離和地盤最大變位之關係 (摘自 Tokimatsu and Asaka, 1998)	192
圖5-4		水際線距離和地盤變位之關係 (摘自 Tokimatsu and Asaka, 1998)	192
圖5-5		擬動態土壓力分析流程	194
圖5-6		應力狀態圖 (摘自 梁明義，1995)	197
圖5-7		地震破壞面 (摘自 梁明義，1995)	198
圖5-8		Coulomb承載力理論之破壞面 (摘自 梁明義，1995)	199
圖5-9		主動狀況下結構系統力平衡示意圖 (摘自Kramer, 1996)	200
圖5-10		被動狀況下結構系統力平衡示意圖 (摘自Kramer, 1996)	201
圖5-11		土壤與基礎系統之典型運動模式 (摘自 Zhang et al., 1998)	203
圖5-12		樁基礎受力示意圖 (重繪自 Tokimatsu, 2003)	204
圖5-13		液化下樁周土壤之垂直應力與水平應力關係圖 (摘自 Haigh and Madabhushi, 2005)	205
圖5-14		樁周身土壓力分佈圖	206
圖5-15		液化土壓受力寬度示意圖	207
圖6-1		基樁與地盤剖面圖	211
圖6-2		地震加速度歷時	211
圖6-3		根據Seed and Idriss (1970)經驗式所建立之土層剪力模數剖面	214
圖6-4		孔隙水壓力比與土質折減係數之深度分佈圖	214
圖6-5		樁身最大位移包絡線	215
圖6-6		樁身最大彎矩包絡線	216
圖6-7		樁身最大剪力包絡線	217
圖6-8		不同分析之樁身最大位移包絡線	220
圖6-9		不同分析之樁身最大彎矩包絡線	221
圖6-10		不同分析之樁身最大剪力包絡線	222
圖6-11		地盤加速度修正前後比較圖(地盤深度為20米) (a) 修正前 (b) 修正後	224
圖6-12		地盤加速度修正前後比較圖(地盤深度為40米) (a) 修正前 (b) 修正後	224
圖6-13		原始與修正地震記錄之樁身最大位移包絡線 (地盤深度為20米)	225
圖6-14		原始與修正地震記錄之樁身最大位移包絡線 (地盤深度為40米)	226
圖6-15		原始與修正地震記錄之樁身最大彎矩包絡線 (地盤深度為20米)	227
圖6-16		原始與修正地震記錄之樁身最大彎矩包絡線 (地盤深度為40米)	228
圖6-17		原始與修正地震記錄之樁身最大剪力包絡線 (地盤深度為20米)	229
圖6-18		原始與修正地震記錄之樁身最大剪力包絡線 (地盤深度為40米)	230
圖6-19		Kobe地震加速度歷時圖	238
圖6-20		Chi-Chi地震加速度歷時圖	239
圖6-21		Kobe水平東西向地震下動態土壓力係數歷時圖 (納入垂直向速度)	240
圖6-22		Kobe水平東西向地震下動態土壓力係數歷時圖(未納入垂直向速度)	241
圖6-23		Kobe水平南北向地震下動態土壓力係數歷時圖 (納入垂直向速度)	242
圖6-24		Kobe水平南北向地震下動態土壓力係數歷時圖 (未納入垂直向速度)	243
圖6-25		Chi-Chi水平東西向地震下動態土壓力係數歷時圖 (納入垂直向速度)	244
圖6-26		Chi-Chi水平東西向地震下動態土壓力係數歷時圖(未納入垂直向速度)	245
圖6-27		Chi-Chi水平南北向地震下動態土壓力係數歷時圖 (納入垂直向速度)	246
圖6-28		Chi-Chi水平南北向地震下動態土壓力係數歷時圖 (未納入垂直向速度)	247
圖6-29		Kobe水平東西向地震下動態尖峰土壓力係數之影響參數	248
圖6-30		Kobe水平南北向地震下動態尖峰土壓力係數之影響參數	249
圖6-31		Chi-Chi水平東西向地震下動態尖峰土壓力係數之影響參數	250
圖6-32		Chi-Chi水平南北向地震下動態尖峰土壓力係數之影響參數	251
圖7-1		液化後新潟地區永久位移量分佈圖 (摘自 Hamada, 1992)	255
圖7-2		樁基礎破壞模式及簡化分析模式 (NHK Building)	256
圖7-3		現場調查斷樁破壞示意圖 (摘自 Hamada, 1992)	257
圖7-4		新潟地震加速度歷時曲線圖 (測站：701 SMAC-A)	258
圖7-5		土壤抗液化安全係數與土質折減係數之深度分佈圖	261
圖7-6		自由場之地盤位移歷時反應 (樁頂至深度2米)	263
圖7-7		自由場之地盤位移歷時反應 (深度3米至5米)	264
圖7-8		自由場之地盤位移歷時反應 (深度6米至8米)	265
圖7-9		自由場之地盤位移歷時反應 (深度9米至11米)	266
圖7-10		液化地盤最大剪應變分佈曲線 (摘自 Miwa et al., 2006)	267
圖7-11		不同深度下樁體位移歷時反應	268
圖7-12		樁身最大位移包絡線	269
圖7-13		不同深度下樁體彎矩歷時反應	270
圖7-14		樁身最大彎矩包絡線	271
圖7-15		樁身位移與彎矩分佈曲線 (摘自 Meyersohn, 1994)	272
圖7-16		樁身位移與彎矩分佈曲線 (摘自 林三賢等人，2005)	272
圖7-17		不同深度下樁體剪力歷時反應	273
圖7-18		樁身最大剪力包絡線	274
圖7-19		土壤抗液化安全係數與孔隙水壓比之深度分佈圖	277
圖7-20		現地土層之剪力模數分佈	278
圖7-21		不同深度液化土層之超額孔隙水壓比歷時	279
圖7-22		自由場之地盤位移歷時反應 (樁頂至深度2米)	280
圖7-23		自由場之地盤位移歷時反應 (深度3米至深度5米)	281
圖7-24		自由場之地盤位移歷時反應 (深度6米至深度8米)	282
圖7-25		自由場之地盤位移歷時反應 (深度9米至深度11米)	283
圖7-26		不同深度下樁體位移歷時反應	284
圖7-27		樁身最大位移包絡線	285
圖7-28		不同深度下樁體彎矩歷時反應	286
圖7-29		樁身最大彎矩包絡線	287
圖7-30		不同深度下樁體剪力歷時反應	288
圖7-31		樁身最大剪力包絡線	289
圖7-32		NFCH大樓下方基樁分佈配置圖 (摘自 Hamada, 2002)	292
圖7-33		樁基礎破壞模式及簡化分析模式 (摘自 Hamada, 2002)	293
圖7-34		樁體破壞照片 (摘自 Hamada, 1992)	294
圖7-35		液化後新瀉地區永久位移量分佈圖 (摘自 Hamada, 1992)	295
圖7-36		土壤抗液化安全係數與土質折減係數之深度分佈圖	298
圖7-37		自由場之地盤位移歷時反應 (樁頂至深度2米)	300
圖7-38		自由場之地盤位移歷時反應 (深度3米至深度5米)	301
圖7-39		自由場之地盤位移歷時反應 (深度6米至深度8米)	302
圖7-40		自由場之地盤位移歷時反應 (深度8米至深度11米)	303
圖7-41		不同深度下樁體位移歷時反應 (No.1 Pile)	304
圖7-42		不同深度下樁體位移歷時反應 (No.2 Pile)	305
圖7-43		樁身最大位移包絡線 (a) No.1 Pile；(b) No.2 Pile	306
圖7-44		不同深度下樁體彎矩歷時反應 (No.1 Pile)	307
圖7-45		不同深度下樁體彎矩歷時反應 (No.2 Pile)	308
圖7-46		樁身最大彎矩分佈曲線 (a) No.1 Pile；(b) No.2 Pile	309
圖7-47		樁身位移與彎矩分佈曲線 (摘自 Meyersohn, 1994)	310
圖7-48		不同深度下樁體剪力歷時反應 (No.1 Pile)	311
圖7-49		不同深度下樁體剪力歷時反應 (No.2 Pile)	312
圖7-50		樁身最大剪力包絡線 (a) No.1 Pile；(b) No.2 Pile	313
圖7-51		土壤抗液化安全係數與孔隙水壓比之深度分佈圖	316
圖7-52		現地土層之剪力模數分佈	317
圖7-53		不同深度液化土層之超額孔隙水壓比歷時	318
圖7-54		自由場之地盤位移歷時反應 (樁頂至深度2米)	319
圖7-55		自由場之地盤位移歷時反應 (深度3米至深度5米)	320
圖7-56		自由場之地盤位移歷時反應 (深度6米至深度8米)	321
圖7-57		自由場之地盤位移歷時反應 (深度9米至深度11米)	322
圖7-58		不同深度下樁體位移歷時反應 (No.1 Pile)	323
圖7-59		不同深度下樁體位移歷時反應 (No.2 Pile)	324
圖7-60		樁身最大位移包絡線 (a) No.1 Pile；(b) No.2 Pile	325
圖7-61		不同深度下樁體彎矩歷時反應 (No.1 Pile)	326
圖7-62		不同深度下樁體彎矩歷時反應 (No.2 Pile)	327
圖7-63		樁身最大彎矩包絡線 (a) No.1 Pile；(b) No.2 Pile	328
圖7-64		不同深度下樁體剪力歷時反應 (No.1 Pile)	329
圖7-65		不同深度下樁體剪力歷時反應 (No.2 Pile)	330
圖7-66		樁身最大剪力包絡線 (a) No.1 Pile；(b) No.2 Pile	331
圖7-67		新潟地區沿岸橋樑分佈圖 (摘自Hamada, 1992)	334
圖7-68		Yachiyo大橋之下方基礎破壞示意圖	335
圖7-69		液化後Yachiyo 大橋鄰近永久位移量分佈圖 (摘自 Hamada, 1992)	336
圖7-70		Yachiyo大橋之Pier 2 破壞示意圖 (摘自 Hamada, 1992)	337
圖7-71		樁基礎破壞模式及土層分佈概況 (摘自 Hamada, 2002)	338
圖7-72		土壤抗液化安全係數與土質折減係數之深度分佈圖	341
圖7-73		自由場之地盤位移歷時反應 (地表至深度2米)	343
圖7-74		自由場之地盤位移歷時反應 (深度3米至深度6米)	344
圖7-75		自由場之地盤位移歷時反應 (深度6米至深度8米)	345
圖7-76		自由場之地盤位移歷時反應 (深度9米至深度11米)	346
圖7-77		不同深度下樁體位移歷時反應	347
圖7-78		樁身最大位移包絡線	348
圖7-79		不同深度下樁體彎矩歷時反應	349
圖7-80		樁身最大彎矩包絡線	350
圖7-81		不同深度下樁體剪力歷時反應	351
圖7-82		樁身最大剪力包絡線	352
圖7-83		樁身位移與彎矩分佈曲線 (摘自 Lin et al., 2005)	353
圖7-84		土壤抗液化安全係數與土質折減係數之深度分佈圖	356
圖7-85		現地土層之剪力模數分佈	357
圖7-86		不同深度液化土層之超額孔隙水壓比歷時	358
圖7-87		自由場之地盤位移歷時反應 (樁頂表至深度2米)	359
圖7-88		自由場之地盤位移歷時反應 (深度3米至深度6米)	360
圖7-89		自由場之地盤位移歷時反應 (深度6米至深度8米)	361
圖7-90		自由場之地盤位移歷時反應 (深度9米至深度11米)	362
圖7-91		不同深度樁體位移歷時反應	363
圖7-92		樁身最大位移包絡線	364
圖7-93		不同深度樁體彎矩歷時反應	365
圖7-94		樁身最大彎矩分佈曲線	366
圖7-95		不同深度樁體剪力歷時反應	367
圖7-96		樁身最大剪力包絡線	368
圖7-97		Mikagehama Island地理位置圖 (摘自 Ishihara, 2003)	371
圖7-98		人工島上儲油槽Tank TA 72位置示意圖(摘自 Ishihara and Cubrinovski, 2004)	371
圖7-99		儲油槽結構剖面與土層分佈概況(摘自 Ishihara and Cubrinovski, 2004)	372
圖7-100		高強度預鑄混凝土樁之彎矩-曲率圖(摘自 Ishihara and Cubrinovski, 2004)	373
圖7-101		No.2基樁之側向位移及樁身損害示意圖	374
圖7-102		No.9基樁之側向位移及樁身損害示意圖	375
圖7-103		Kobe地震加速度歷時	378
圖7-104		土壤抗液化安全係數與土質折減係數之深度分佈圖	379
圖7-105		動態土壓力係數歷時圖	380
圖7-106		樁體位移歷時反應 (樁頂至深度4米)	381
圖7-107		樁體位移歷時反應 (深度6米至深度10米)	382
圖7-108		樁體位移歷時反應 (深度12米至深度16米)	383
圖7-109		樁體位移歷時反應 (深度18米至深度22米)	384
圖7-110		樁身最大位移包絡線	385
圖7-111		不同深度樁體彎矩歷時反應	386
圖7-112		樁身最大彎矩包絡線	387
圖7-113		不同深度樁體剪力歷時反應	388
圖7-114		樁身最大剪力包絡線	389
圖7-115		不同樁頂束制條件下樁身位移分佈曲線 (靜態土壓力法)	391
圖7-116		不同樁頂束制條件下樁身彎矩分佈曲線(靜態土壓力法)	392
圖7-117		不同樁頂束制條件下樁身剪力分佈曲線(靜態土壓力法)	393
圖7-118		不同樁頂束制條件下樁身位移分佈曲線 (地盤反力法)	394
圖7-119		不同樁頂束制條件下樁身彎矩分佈曲線(地盤反力法)	395
圖7-120		不同樁頂束制條件下樁身剪力分佈曲線(地盤反力法)	396
圖7-121		Osaka與Kobe之高速公路系統圖 (摘自 Ishihara, 2003)	399
圖7-122		Hanshin 公路破壞示意圖	400
圖7-123		地層高低輪廓示意圖 (摘自 Ishihara, 2003)	401
圖7-124		地表永久變位圖 (摘自 Ishihara, 2003)	401
圖7-125		碼頭結構與樁基系統示意圖 (摘自 Ishihara, 2003)	402
圖7-126		Pier 211之樁基彎矩與曲率關係圖 (摘自 Ishihara, 2003)	403
圖7-127		樁基損害示意圖 (摘自 Ishihara, 2003)	404
圖7-128		土壤抗液化安全係數與孔隙水壓比之深度分佈圖	407
圖7-129		樁體位移歷時反應 (樁頂至深度8米)	408
圖7-130		樁體位移歷時反應 (深度12米至深度20米)	409
圖7-131		樁體位移歷時反應 (深度24米至深度32米)	410
圖7-132		樁體位移歷時反應 (深度36米至深度44米)	411
圖7-133		樁身最大位移包絡線	412
圖7-134		不同深度樁體彎矩歷時反應	413
圖7-135		樁身最大彎矩包絡線	414
圖7-136		不同深度樁體剪力歷時反應	415
圖7-137		樁身最大剪力包絡線	416
圖7-138		不同樁頂束制條件下樁身位移分佈曲線 (靜態土壓力法)	418
圖7-139		不同樁頂束制條件下樁身彎矩分佈曲線 (靜態土壓力法)	419
圖7-140		不同樁頂束制條件下樁身剪力分佈曲線 (靜態土壓力法)	420
圖7-141		不同樁頂束制條件下樁身位移分佈曲線 (地盤反力法)	421
圖7-142		不同樁頂束制條件下樁身彎矩分佈曲線 (地盤反力法)	422
圖7-143		不同樁頂束制條件下樁身剪力分佈曲線 (地盤反力法)	423
圖7-144		Landing Road Bridge 地理位置圖(摘自 Berrill et al., 2001)	426
圖7-145		Edgecumbe地震之震央與震度分佈(摘自 Berrill et al., 2001)	426
圖7-146		Edgecumbe地震所造成地表之損害	427
圖7-147		Landing Road Bridge 橫跨於Whakatane 河(摘自 Berrill et al., 2001)	427
圖7-148		橋樑樁基結構細部圖 (摘自 Berrill et al., 2001)	428
圖7-149		Pier C 地理位置示意圖 (摘自 Berrill et al., 2001)	429
圖7-150		樁結構受地盤流動破壞示意圖 (摘自 Berrill et al., 2001)	429
圖7-151		Pier C 地理位置示意圖 (摘自 Berrill et al., 2001)	430
圖7-152		基腳與基樁連接處之破壞 (摘自 Berrill et al., 2001)	431
圖7-153		開挖基樁連裂縫示意圖 (摘自 Berrill et al., 2001)	431
圖7-154		Pier C下方土層SPT-N值隨深度分佈概況 (摘自 Berrill et al., 2001)	432
圖7-155		Edgecumbe地震加速度與動態土壓力係數歷時	435
圖7-156		土壤抗液化安全係數與孔隙水壓比之深度分佈圖	436
圖7-157		樁體位移歷時反應 (樁頂至深度2米)	437
圖7-158		樁體位移歷時反應 (深度3米至深度5米)	438
圖7-159		樁體位移歷時反應 (深度6米至深度8米)	439
圖7-160		樁身最大位移包絡線	440
圖7-161		不同深度下樁體彎矩反應歷時	441
圖7-162		樁身最大彎矩包絡線	442
圖7-163		不同深度下樁體剪力反應歷時	443
圖7-164		樁身最大剪力包絡線	444
圖7-165		不同樁頂束制條件下樁身位移分佈曲線(靜態土壓力法)	446
圖7-166		不同樁頂束制條件下樁身彎矩曲線(靜態土壓力法)	447
圖7-167		不同樁頂束制條件下樁身剪力分佈曲線(靜態土壓力法)	448
圖7-168		不同樁頂束制條件下樁身位移分佈曲線(地盤反力法)	449
圖7-169		不同樁頂束制條件下樁身彎矩分佈曲線(地盤反力法)	450
圖7-170		不同樁頂束制條件下樁身剪力分佈曲線(地盤反力法)	451
圖8-1		原始土層剖面之剪力模數	455
圖8-2		液化影響下土層剖面之剪力模數	455

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