近年來，相關研究證實含挫屈束制消能支撐之構架(BRBF)在強震下是極有效率的斜撐構架系統，挫屈束制消能支撐(BRB)構件可由各種結構型鋼為主受力元件，其外包覆鋼管混凝土為側撐單元所製作。當支撐承受軸壓，側撐之鋼管混凝土藉由脫層材料降低主受力單元經由摩擦傳遞之軸向力量，但同時須維持側撐單元防止支撐局部或整體撓曲挫屈之束制功能。為減少支撐與主結構接合長度與螺栓使用量，雙T斷面核心雙鋼管型搭接式挫屈束制消能支撐(DTDT)已在近年來發展與測試。本研究目的包括：1)進一步研究更有效率之雙鋼管型挫屈束制消能支撐，2)發展雙鋼管之間繫接設計方法，3)建立A36鋼材消能支撐核心應變對應週期次數或消散能量之疲勞曲線，4)發展雙鋼管型消能支撐與主結構螺栓接合之設計方法。
本研究中，以十支單板單鋼管反復載重測試結果顯示以2mm厚矽膠板作為脫層材料，消能支撐主受力單元之峰值拉力與峰值壓力差值較小，脫層效果較佳。此外，主受力單元分別採用A36鋼材與A572 Grade50鋼材之消能支撐，建議材料應變固化係數Ωh分別為1.5與1.4。額外十支雙板斷面核心雙鋼管型挫屈束制消能支撐(DPDT)，其主受力單元使用A36鋼材，以2mm厚矽膠板作為脫層材料，經過遞增振幅反覆載重與等核心應變反覆疲勞載重測試，結果顯示當核心應變達0.02時其應變固化因子高達1.8。試驗結果亦證實本研究所提鋼管繫接之所需勁度與強度計算之可靠信，可將其應用於雙鋼管型挫屈束制消能支撐鋼管繫接之設計與製造。疲勞測試結果證實消能支撐核心應變對應週期次數或消散能量之疲勞曲線，經回歸分析呈現雙對數線性關係。最後，六支兩類不同粗糙程度之消能支撐接合試體，經過反復遞增力量振幅與位移振幅之加載試驗以探討接合滑動阻抗強度，隨後再加載兩組不同低於滑動阻抗強度之反復載重以探討接合之滑動機制。試驗顯示消能支撐接合部份之螺栓設計，可採用鋼結構設計規範中所建議螺栓強度的1.5倍來設計。本研究根據試驗結果建議接合部有效面積Ae之計算方法，以確保接合部份在消能支撐受震過程中保持彈性，並維持消能支撐穩定消能之特性。

In recent years, a number of researches have confirmed that the buckling restrained braced frame (BRBF) is an effective system for severe seismic application. Buckling restrained bracing (BRB) members can be conveniently made from several kinds of structural steel shape encased in steel tube and confined by infill concrete. When the brace is subjected to compressions, an unbond material placed between the core bracing and the concrete infill is required in order to reduce the friction while restrain the bracing from buckling. In order to reduce the length and the number of bolts in the brace-to-gusset connection, the double-tee double-tube (DTDT) unbonded braces have been developed and extensively tested in National Taiwan University in the past few years. The objectives of this research include: 1) further investigating the effectiveness of various types of unbond material, 2) developing guidelines for the design of the restrain tubes as well the tie elements connecting the two tubes, 3) constructing the constant cyclic axial strain versus fatigues cycle or strain energy relationships for the A36 unbonded braces, and 4) providing guidelines for the design of bolted joint for the brace-to-gusset connections.
In this research, a total of ten unbonded braces employing single tube and flat core steel plate details were fabricated and tested cyclically in order to investigate the effectiveness of various kind of unbond material. It is confirmed that the 2-mm thick silicon rubber sheet is most effective in minimizing the variations of peak brace compressive and tensile responses. Test results also suggest that a strain hardening factor of at 1.5 and 1.4 should be considered for the analysis and design of the unbonded braces employing A36 and A572 Grade 50 steels, respectively. Additional ten double-plate double-tube (DPDT) unbonded braces using A36 material for the core element, 2-mm thick silicon rubber sheet for the unbond material were fabricated and tested by applying first cyclically increasing then constant fatiguing strains. Test results also confirm that strain hardening factor can be as high as 1.8 when the steel core peak tensile strain reaches 0.02. Tests confirmed that the proposed strength and stiffness requirements developed for the tie elements between the two tubes can be conveniently applied in the design and construction of the double tubed unbonded braces subjected to large inelastic strain reversals. Test results also confirm that the constant cyclic axial strain versus fatigues cycle or strain energy relationships can be satisfactorily predicted by the log-log linear empirical relationships developed from regression analysis of the fatigue test data. Finally, six DPDT brace to gusset connection specimens incorporating two different levels of roughness at the contacting surface were tested. A set of cyclically increasing forces and displacements was applied to find out the slip load of the bolted joints. Then, two additional sets of similar cyclically increasing forces and displacements but reduced in magnitude subsequently were applied to confirm the cyclically degrading of the slip capacity. This research presents the responses of the bolts and the stiffeners at the brace-to-gusset joints and concludes with the design recommendations for the brace end connections.

誌謝 一
中文摘要 三
英文摘要 四
目錄 五
表目錄 八
圖目錄 一Ｏ
照片目錄 一八
第一章 緒論 1
1.1前言 1
1.2研究動機 3
1.3研究目的與內容 3
第二章 挫屈束制消能支撐的基本力學行為與特性 5
2.1挫屈束制消能支撐構架簡介 5
2.2挫屈束制消能支撐的基本力學原理與特性 5
2.2.1挫屈束制消能支撐等效勁度Ke 6
2.2.2消能支撐集中消能段與樓層側位移角之相關探討 8
2.3文獻回顧 10
2.4雙鋼管型挫屈束制消能支撐介紹 16
2.4.1 雙鋼管型與一般型挫屈束制消能支撐之比較 17
2.4.2雙鋼管型消能支撐之鋼管繫接形式與分析設計 18
第三章 試驗計劃 22
3.1試驗計畫 22
3.2試體設計 22
3.2.1一字形斷面系列試體 25
3.2.2雙鋼管型雙板核心斷面系列試體 27
3.2.3消能支撐接合部份試體 29
3.3試體與夾具之製作與組裝過程簡介 31
3.4試驗施力系統 33
3.5量測系統 35
3.6試驗加載歷時與控制方式 36
第四章 試驗過程記錄 38
4.1一字形斷面系列試體 38
4.2雙鋼管型雙板核心斷面系列試體 43
4.3消能支撐接合部份試體 48
第五章 試驗結果與分析 67
5.1概述 67
5.2試體基本材料試驗 67
5.3一字形斷面系列試體 69
5.4雙鋼管型雙板核心斷面系列試體 72
5.4.1試驗與理論等效勁度Ke比較與探討 73
5.4.2消能支撐之疲勞壽命與累積損傷 74
5.4.3消能支撐鋼管繫接試驗結果與理論比較 78
5.5消能支撐接合部份試體 80
5.5.1消能支撐螺栓接合摩擦衰減機制 80
5.5.2消能支撐接合螺栓設計探討與建議 81
5.5.3消能支撐接合有效面積Ae 85
第六章 含雙鋼管型挫屈束制消能支撐構架詳細設計試作例 88
6.1含雙鋼管型挫屈束制消能支撐構架設計流程與細節 88
6.2雙鋼管型挫屈束制消能支撐設計試作例 90
第七章 結論與建議 91
7.1結論 91
7.2建議 93
參考文獻 94

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