臺灣博碩士論文加值系統

無握裹後拉預鑄接頭是由和混凝土無握裹的鋼索或鋼棒利用後拉預力將梁與柱接合起來，在預力放鬆後會在梁柱接頭處產生一種夾緊的力量，此一夾緊力量產生摩擦力提供梁柱接頭的垂直剪力，且此種接頭在地震力的作用下，其非線性變形主要發生在梁和柱的接合之處；而梁和柱的其餘部分仍然保持彈性，因此整個構架的行為是由這個無握裹後拉預鑄接頭的行為所控制的。
本文旨在探討無握裹後拉預鑄構架的耐震能力。首先由鋼筋與混凝土的應力應變關係，求得構件斷面之彎矩-曲率關係曲線，以SAP2000+程式進行結構分析，得到各桿件受力狀況，然後酌量放大地震力。當結構物行為成非線性後，假設儲存於結構物內之總體應變能不變，仍依擬彈性法繼續分析，而將構架超過彈性範圍之能量，轉換成塑性能量，以模擬結構物之非線性行為，進而求得構架之極限側力與極限頂層側移，並推算構架之韌性比，以評估結構之耐震能力。

An unbonded post-tensioned precast concrete beam-column connection is constructed by post-tensioning the beam to the column using strands or bars that are not bonded to the concrete. The clamping force between the beam and the column provides vertical shear force transfer at the interface between the beam and the column. Under seismic loading , nonlinear behavior occurs at the interface between the beam and the column. The remainder of the beam and the column remain elastic. So the frame behavior is controlled by the unbonded post-tensioned precast concrete beam-column connection behavior.
The object of this paper is to investigate the aseismic capacity of the unbonded post-tensioned precast concrete frames by Pseudo-elastic method. Firstly, the moment-curvature curve of member section have been established. Secondly, the structure will be analyzed linearly by adopting SAP2000+ software, also the member force are carried out. After structure behavior into nonlinear state, keep using Pseudo-elastic method, and transfer the energy which exceeding the elastic range into plastic energy. Then the nonlinear response of the frame can be simulated out. Finally, ultimate lateral force, ultimate drift, ductility and collapsed ground acceleration can be determined which are the index of estimating the structure aseismic capacity.

第一章 導論.....................................1
1.1 前言........................................1
1.2 文獻回顧....................................2
1.3 研究動機....................................5
第二章 無握裹後拉預鑄接頭簡介...................7
2.1 無握裹後拉預鑄接頭..........................7
2.2 無握裹後拉預鑄接頭分析模型與試驗研判........8
2.3 無握裹後拉預鑄接頭行為分析..................9
2.4 無握裹後拉預鑄接頭非線性行為模擬...........11
2.4.1 線性極限彎矩.............................12
2.4.2 降伏極限彎矩.............................14
2.4.3 破壞極限彎矩.............................16
第三章 預力混凝土材料及構件行為................19
3.1 基本假設...................................19
3.2 材料性質...................................20
3.2.1 預力鋼腱之應力應變關係...................20
3.2.2 鋼筋之應力應變關係.......................22
3.2.3 混凝土之應力應變關係....................24
3.3 構件行為...................................30
3.3.1 斷面曲率.................................30
3.3.2 梁構件彎矩曲率關係.......................32
3.3.3 柱構件彎矩曲率關係.......................34
3.3.4 構件撓曲剛度(EI).........................35
3.3.5 軸力彎矩曲線圖...........................37
3.4 構架破壞定義...............................38
第四章 構架非線性行為之擬彈性分析..............41
4.1 概述.......................................41
4.2 構件雙線性行為下之能量轉換.................42
4.3 擬彈性法之功能等值.........................43
4.4 非線性行為擬彈性分析法之推演...............46
4.5 分析程式流程...............................50
第五章 耐震能力評估實例分析....................53
5.1 五層樓構架.................................53
5.2 九層樓構架.................................57
5.3 耐震評估分析結果...........................62
第六章 結論與建議..............................65
6.1 結論.......................................65
6.2 建議.......................................66
參 考 文 獻.....................................67
附 表...........................................73
附 圖...........................................87

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