| 姓名 | 黃韋翔(Wei-Shiang Huang) | 電子郵件信箱 | E-mail 資料不公開 | |
| 畢業系所 | 營建工程系碩士班(Department and Graduate Institute of Constrction Engineering) | |||
| 畢業學位 | 碩士(Master) | 畢業時期 | 96學年第1學期 | |
| 論文名稱(中) | 窗台造成短柱剪力效應之研究 | |||
| 論文名稱(英) | A Study of Short-column Shear Effect due to Partial Height Walls | |||
| 檔案 |
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。 |
論文使用權限 | 校內外完全公開 | |
| 論文語文/頁數 | 中文/136 | |||
| 摘要(中) |
在台灣地區，用磚牆做為建築物四面圍束之隔間與隔戶的比例相當高，且磚造或加強磚造的構架方式甚為普遍。國內對於磚牆的力學模擬皆採用等值斜撐分析之，其模擬概念係由於磚牆受壓不受拉的特性及紅磚與砂漿的介面摩擦，另磚牆破壞模式乃沿著對角開裂，經試驗預測磚牆極限強度與彈性模數做為模擬之依據。這一系列的研究乃以磚牆的強度來抵抗側力，但卻忽略了磚牆多少提供了圍束柱的勁度。 綜上，本文考慮磚牆帶給圍束柱的束制行為及勁度效果，建議以等值牆體法，直接將整面牆體納入結構分析。由於等值牆體受側推力時內含有拉、壓應力，且等值斜撐於模擬時已考慮磚牆元素抗壓不抗拉的特性；倘若模擬等值牆體未針對圍束柱之剪力加以修正，恐會低估結構物承受短柱剪力效應之剪力增加效果。第一階段本文將整理牆體與雙斜撐、單斜撐以及雙斜撐柱剪力個別之比例關係，找出牆體與斜撐之間的關係，並訂定修正係數 值，做為後續應用等值體牆分析後對柱剪力之修正。 第二階段則以實例構架做為分析結構，於此針對等值牆體、等值斜撐進行三面圍束的短柱剪力效應分析。因斜撐在三面圍束的設置並非如四面圍束於對角處，對於側推地震力也無法有效的抵抗，其束制情形更加不同於磚牆的束制，本文在此應用第一階段所訂出柱剪力之修正方法，比較等值牆體與等值斜撐力學行為是否能反應出短柱剪力效應的原理。然而造成短柱剪力效應的發生，除了窗台的束制性以外，另一原因則是勁度上的改變，因此最後將探討增加勁度效果是否有也有達到柱剪力變大的結果。 由研究結果顯示，柱剪力未發生短柱剪力效應的比例來看，以等值牆體來模擬窗台皆低於以等值斜撐模擬窗台，加上以等值牆體模擬窗台，對柱仍保有束制性，相較等值斜撐的模擬對連續窗台施力側最右邊之柱，其束制性的不足仍是最大問題所在。綜上述結果，利用等值牆體來模擬窗台磚牆發生短柱剪力效應確實是有其可行性。 |
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| 摘要(英) | In
Taiwan, the proportion of using brick walls as four-sided
confined bulkheads or partition walls in buildings is very high
and it is also very common for the framing method by bricks or
reinforced bricks. For the domestic simulation of brick wall
mechanics, all of them are analyzed through equivalent
strut. The concept for such simulation is that the brick wall
has the characteristics of bearing pressures but no tension and
the interface friction between red bricks and mortars. In
addition, the model for brick wall destruction is cracks from
two opposite corners. With the test, we anticipate the ultimate
strength and the elastic modulus of brick walls, which are our
simulation bases. A series of such researches adopt the
strength of brick walls to resist the lateral load but neglect
somewhat stiffness of confined concrete columns provided by
brick wall. In conclusion, with considerations of the restraining behavior and the stiffness effect brought by brick walls to the confined concrete column, this article suggests that the whole panel shall be included in the structural analysis based on the equivalent panel method. Because there are tensions and compressive strengths internally occurred in the equivalent panel as receiving a lateral push and the equivalent strut simulation has considered the pressure-resisting but no-tension-bearing characteristics of brick wall elements, we might undervalue the effect of increasing the short-column shear borne by the structure if the simulation of equivalent panel had not been modified in terms of the shear of confined concrete columns. In the first stage, this article will conclude the proportional relationships between the panel and the shear of dual struts, single strut as well as dual-strut columns respectively to find out the relationship between the panel and the strut and to set up a coefficient of correction, α, for future application to the modification of column shears after an analysis of equivalent panels. In the second stage, we use the frame in our case studies as our analysis structure. In terms of equivalent panel and equivalent strut, we make an analysis of three-sided confined short column shear effect. Because the three-sided confined set is dissimilar to the four-sided confined set in the opposite corners, the strut cannot effectively resist the lateral load and its restraining force is even different from that of brick walls. This article applies the method to the modification of the column shear made in the first stage to find out if the mechanical behavior of equivalent panel could reflect the principle for the short-column shear effect in comparison with the equivalent strut. However, in addition to the restraining force of partial height walls, another reason for causing the short-column shear effect is the change in stiffness. Finally, therefore, we will study if the stiffness effect could reach the result of making the column shear stronger. The research result shows that, in terms of column shear, the nonoccurrence proportion of short-column shear effect for the partial height wall simulation by equivalent panel is less than that for the partial height wall simulation by equivalent strut. Besides, for the partial height wall simulation by equivalent panel, the coupled column still has restraining force. But the biggest problem is that such restraining force is not sufficient in comparison with that of the equivalent strut simulation for the most right-side column in the continuous force side of partial height walls. In conclusion, it is truly feasible to use the equivalent panel to simulate the short-column shear effect of partial height brick walls. |
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| 口試日期 | 2007-10-31 | 繳交日期 | 2008-01-07 | |