蔡克銓臺灣大學：土木工程學研究所楊文嘉Yang, Wen-ChiaWen-ChiaYang2007-11-252018-07-092007-11-252018-07-092005http://ntur.lib.ntu.edu.tw//handle/246246/50340預力系統結合預力鋼腱與消能元件之特性，藉由鋼腱中之初始預力而具備自行覆位的能力，並藉由消能元件之降伏產生遲滯消能行為，因此整體預力式建築結構系統具有自行覆位、殘餘變位小及擁有遲滯消能的能力。近年來，預力系統在日本和美國逐漸被受重視，目前在台灣針對此類型結構的研究已有初步試驗結果及數值分析研究，並有為期三年的整合型研究專案於國家地震中心（NCREE）進行。 本文首先介紹預力結構系統的特性及其力學行為；接著敘述本研究中所進行之三座實尺寸預力接頭試驗之設計、經過與結果。實尺寸預力接頭試驗後主要結論有三：（1）預力接頭於面外之穩定性不佳，於梁接柱端會產生面外偏移，建議加上束制機制；（2）消能鋼棒之殘餘力會造成預力接頭之強度衰減，尤其會造成其解壓彎矩折減達七成左右；（3）將樓板系統於柱心處垂直梁軸向切開可使預力系統之反應機制正常運作。Post-tensioned pre-stressed system (PT system) combines the characteristics of pre-stressed strands and energy-dissipating (ED) devices. Thus, the system possesses re-centering capability from the pre-stressed strands and while dissipating energy in the ED devices. In recent years, the PT system has gained notable applications in US and Japan. A NEES-SG research program was funded for a group of professors from Lehigh, Princeton and Purdue Universities. A combined experimental and analytical three-year joint research effort involving many university professors was also launched in 2004 in the Taiwan National Center for Research on Earthquake Engineering (NCREE). This report first introduces the characteristics and behaviors of PT system, then describes three full scale PT connection specimens tested in NCREE. The steel PT beam-to-column connection details incorporate the beam flange cover plate stiffeners, buckling restrained steel rod ED devices and stiffened shear tab and beam-web joints. The main findings from the PT connection tests include: 1) the out-of-plane movement of the beam members observed in the tests can be mitigated by adding restraining stiffeners in the bolted beam web joint, 2) the residual compressive forces in the ED bars reduce the flexural strength of PT connections, it also reduces the decompression moment by as much as 70%, 3) the effects of the concrete slab on the re-centering characteristics can be eliminated by proper cutting the slab section at the column centerline perpendicular to the longitudinal axis of the PT beams.誌謝 .......................................................... 一 中文摘要 ...................................................... 二 英文摘要....................................................... 三 目錄.......................................................... 四 表目錄......................................................... 七 圖目錄......................................................... 八 照片目錄......................................................十一 第一章 緒論 ................................................... 01 1.1 引言 ................................................... 01 1.2 研究動機與目的 ......................................... 01 1.3 研究內容 ............................................... 02 第二章 預力梁柱接頭之基本特性和力學行為 ....................... 03 2.1後拉式預力梁柱系統發展簡介 ............................. 03 2.2預力梁柱接頭之基本行為 ................................. 04 2.3預力梁柱接頭之力學行為 ................................. 06 2.4消能鋼棒與預力接頭初始反應之關係 ....................... 09 2.4.1消能鋼棒對解壓彎矩之影響 .......................... 09 2.4.2消能鋼棒對初始勁度之影響 .......................... 13 2.5現今樓板系統與預力系統之衝突 ........................... 15 第三章 實尺寸預力鋼骨梁柱接頭試驗 ............................. 16 3.1 試驗裝置與設備 ......................................... 16 3.1.1 加載系統與歷時 ................................... 16 3.1.2 量測儀器 ......................................... 16 3.2 試體設計 ............................................... 17 3.2.1 設計試體之基本邏輯 ............................... 17 3.2.2 設計結果與討論 ................................... 22 3.2.2.1 設計流程 .................................... 22 3.2.2.2 設計結果分析比較 ............................ 23 3.2.3 預力接頭面外位移束制方法 ......................... 24 3.2.4 含樓板預力接頭面設計方法 ......................... 25 3.3 試體簡介與組裝過程 ..................................... 25 3.3.1 試體簡介 ......................................... 25 3.3.2 組裝過程 ......................................... 28 第四章 試驗結果與討論 ......................................... 29 4.1 試驗過程觀察 ........................................... 29 4.1.1 P1U試體 .......................................... 29 4.1.2 P2R試體 .......................................... 31 4.1.3 P3R-S試體 ........................................ 32 4.2 試驗結果討論與分析比較 ................................. 33 4.2.1 P1U系列試驗之分析討論 ............................ 33 4.2.1.1 試驗結果討論 ................................ 33 4.2.1.2 預力接頭遭受大變形後之行為 .................. 33 4.2.2 P2R系列試驗之分析討論 ............................ 34 4.2.2.1 試驗結果討論 ................................ 34 4.2.2.2 鋼棒殘餘力對解壓彎矩之影響 .................. 34 4.2.2.3 新舊預力接頭反應之比較 ...................... 36 4.2.3 P3R-S試體 ........................................ 36 4.2.3.1 試驗結果討論 ................................ 37 4.2.3.2 對切式樓板系統之影響與討論 .................. 37 4.2.4 鋼棒之消能表現 ................................... 38 4.2.5 設計與試驗結果之比較 ............................. 38 4.2.5.1 梁端加勁蓋板 ................................ 38 4.2.5.2 鋼腱 ........................................ 39 4.3 試驗結果和理論分析之比較 ............................... 39 4.3.1 理論分析輔助工具 ................................. 39 4.3.1.1 運算邏輯 .................................... 39 4.3.1.2 材料行為模擬 ................................ 40 4.3.2 試驗結果與理論分析之比較 ......................... 40 4.3.2.1 尖峰梁端施載 ................................ 40 4.3.2.2 解壓彎矩與初始勁度 .......................... 40 第五章 含預力構件結構系統模擬方法討論 ......................... 42 5.1 現有預力系統分析模型 ................................... 42 5.1.1 有限元素模型法 ................................... 42 5.1.2 預力彈簧模型法 ................................... 42 5.2 預力系統分析模型之比較與討論 .......................... 43 5.3 小結 ................................................... 44 第六章 結論與建議 ............................................. 46 6.1 結論 ................................................... 46 6.2 建議 ................................................... 46 參考文獻 ...................................................... 48 附錄A ......................................................... 984510062 bytesapplication/pdfen-US預力接頭自行復位實尺寸試驗post-tensioned connectionre-centeringthesishttp://ntur.lib.ntu.edu.tw/bitstream/246246/50340/1/ntu-94-R92521235-1.pdf