臺灣博碩士論文加值系統

本文旨在探討淺基礎位於不同邊坡角度(坡角為10°、20°及30°) 膠結不良砂岩層的坡頂(crest)之承載行為。本研究藉由室內模型基礎承載試驗觀察膠結不良砂岩層之承載行為與破壞機制，並檢討現有於邊坡坡頂之基礎位承載力方法的適用性分析。
本研究主要工作包含試體製作及模型承載試驗，模型材料以模擬地層(頭嵙山層)之砂塊攪拌後通過30號篩之岩屑粒料為主，經濕篩後含細粒料水溶液為膠結材，然後依照配比混合攪拌以高壓力壓密方式製作試體。待試體氣乾後，以人工削磨方式製作試驗條件之邊坡，而後進行承載試驗，並經由基礎試驗箱前方之強化玻璃視窗進行觀察拍照記錄試體之破壞過程。
�研究結果顯示，位於邊坡坡頂膠結不良砂岩淺基礎的模型，其承載曲線和基礎位於水平地表膠結不良砂岩淺基礎的模型雷同，可略分為四個階段，即應力調整階段、線性階段、非線性階段及破壞階段。承載曲線的尖峰值即為試體的極限承載力，承載能力隨邊坡角提高而下降；傾斜地表10度的承載力約為水平地表的91％，傾斜地表20度的承載力約為水平地表的79％，傾斜地表30度承載力約為水平地表承載力的63％。
�實驗過程中，應力調整階段試體外觀無明顯變化，線性階段先於模型基腳邊緣因應力集中產生裂縫並隨荷重增加而生長。非線性階段中，開始發展剪裂破壞面，當剪裂破壞面發展完全時，此時為承載曲線之極限承載力，破壞階段中主動區往坡面滑動，承載力因而下降。試驗完成後，觀察試體並劃分主動區、被動區、輻射應力區與完整區等不同型態區域。

This thesis aims to investigate the loading behavior of shallow foundation in poorly cemented sandstone on slope crest where slope angles are 10 degree,20 degree and 30 degree . In this thesis, an artificial soft rock was developed as the foundation material.　The mechanical behavior of the artificial rock is analogous to the natural sandstone.　A set of laboratory loading equipments for foundation model was assembled.
The samples were prepared and loaded in a steel box with the dimension of 60 cm x 30 cm x 65 cm. To observe the fracturing of the specimen during test, a observed window was made on the upper and central part of one of the wall of the box using high strength glasses . Then, twelve sets of model loading tests were performed in the laboratory. Base on these tests, not only the bearing capacity but also the mechanisms of progressive failure are investigated by image processing analysis. We explore the behavior of the shallow foundation of poorly cemented sandstone by the progressive failure and the analyzed results.
To prepare the model material the sandstone was first gently crushed and ground in order to appropriately represent actual grain size distribution of the natural sandstone. After grinding, the rock grains passing #30 sieve and retaining on the #200 sieve were adopted as the basic model material. The solution passing #200 sieve was used as the cementing material for producing the artificial soft rock model. The particles and the solution with fines were mixed thoroughly with the ratio of 1:1 by volume. After that, their mixture was poured into a model container. The load on the specimen was slowly increased up to 250 tons step by step. After the consolidation stage completed, the specimen was extruded from the container and was exposed to electric fans for three weeks to produce an air-dried specimen; Then the specimen was ready for a load bearing tests.
The results of model bearing test on slope crest indicate that a load-settlement curve is analogous to that on horizontal specimens. It also can be roughly divided into the incipient stage, the linear stage, the non-linear stage, and the final stage. The peak point of the load-settlement curve is the ultimate stress and decreases varies with slope angles. Generally speaking, the bearing capacity of 10 degree slope is approximately about 91 percent of horizontal specimens; the bearing capacity of 20 degree slope is approximately about 79 percent of horizontal specimens; the bearing capacity of 30 degree slope is approximately about 63 percent of horizontal specimens.
At the incipient stage, the specimens have no obvious cracks. And at the
linear stage , cracks just beneath both edges of footing could be observed, these cracks were likely due to the stress concentration near both footing edges and
extended outward with the increasing bearing load. At the non-linear stage, as the cracks grows completely, it reaches the peak point of the load-settlement curve and an active zone right under the foundation base was clearly formed. At the failure stage, the active zone slide toward the slope faces and the bearing stress decreases. After tests, the failure zones and mechanism were also identified. Failure zones were divided into the active zone, the transitional zone, and the passive zone. Not only the horizontal specimens but the inclination specimens, it was found that the bearing behavior on poorly cemented sandstone is distinct from the cases on hard rock or soil, with both plasticity and brittle characteristics. The bearing capacity formulas commonly used for soil or hard rock is not necessarily suitable for the case of poorly cemented soft sandstone.

中文摘要 i
ABSTRACT. ii
目錄 v
表目錄 viii
圖目錄 x
第一章 前言 1
�1.1�研究動機 1
�1.2�研究目的 2
� 1.3�研究內容與方法 3
第二章�文獻回顧 5
2.1 軟弱岩石之概述 6
2.1.1 軟岩的形成與定義 6
2.1.2 軟岩的特性與工程性質 10
� � 2.1.3 台灣中北部軟砂岩簡介 13
� 2.2 人造軟岩 16
� � 2.2.1人造膠結不良砂岩模擬材料的條件 17
2.2.2人造膠結不良砂岩製作方法與成果 19
2.2.3模型相似律 27
2.3 相關承載實驗文獻選顧 28
2.4 岩石基礎之概述 43
2.4.1岩石端面淺基礎可能的破壞模式 43
2.4.2岩石邊坡淺基礎可能的破壞模式 46
2.5 土壤和岩石承載力分析方法 48
2.5.1 土壤基礎端面承載力理論分析 48
2.5.2 岩石基礎端面承載力理論分析 60
2.5.3 淺基礎位於土壤邊坡上及坡頂之承載力理論分析 68
2.5.4 淺基礎位於岩石邊坡上及坡頂之承載力理論分析 77
第三章� 研究方法 88
� 3.1 實驗設備 89
� � 3.1.1 製作試體設備 89
�� 3.1.2 模型承載試驗設備 93
� 3.2 人造膠結不良砂岩的製作 96
� � 3.2.1 人造膠結不良砂岩材料的組成 96
� � 3.2.2 人造膠結不良砂岩製作方法與流程 98
3.2.3 模型相似律檢核 107
3.3 模型淺基礎承載試驗 109
3.3.1 試驗儀器之架設 109
3.3.2 試驗方法與流程 113
第四章� 試驗結果 117
4.1 模型相似律的檢核 117
4.1.1 基本物性 117
4.1.2 基本力學性質 119
4.2 模型基礎承載試驗結果 131
� 4.2.1 水平地表 135
� 4.2.2�傾斜地表10度邊坡 140
�4.2.3�傾斜地表20度邊坡 145
�4.2.4�傾斜地表30度邊坡 150
4.3 破壞機制探討 155
4.3.1 破壞形式 155
4.3.2 破壞機制 164
4.4 試驗結果與現有成果比較 173
4.4.1 試驗結果與理論分析或經驗公式比較 173
4.4.2 試驗結果與相關研究比較 178
第五章 結論與建議 180
5.1 結論 180
5.2 建議 182
參考文獻 183
附錄� 試驗完後體試體之觀察 192

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