FEMA 352 提出相關的震損接頭的修復建議，但其中未包含國內慣用的箱型柱與H型鋼梁的接合型式。而針對翼板全滲透焊接、腹板螺栓接合 (Welded Unreinforced Flange-Bolted Web, WUF-B) 的接頭，雖然已有許多的補強方式，且有實際補強後的性能測試以及設計方式，但是對於震損接頭的修復研究則十分有限。因此本研究的內容會涵蓋兩個階段，第一階段為對早期舊式接頭的性能評估，進行反覆加載直到試體發生破壞，以模擬地震所產生的損傷；第二階段為震損後的修復補強，並採用三種不同的修復方式，其中包含焊接式修復補強、以及非動火的螺栓式修復補強。藉由對比舊式原始接頭之間、補強修復接頭之間、以及補強修復前後的性能，列出以下重點：
1. 針對具有早期接頭細節的足尺梁柱接頭的反覆載重試驗結果顯示，此類型接頭未能滿足現行規範要求達到4%層間變形角的韌性要求，同時各接頭試體間存在強度與韌性差異，應變分布上均呈現高度集中於梁柱端區域。
2. 焊接式補強修復以及螺栓接合式補強修復，均能大幅度的提升修復補強後接頭的強度、韌性、耗能，對於已經歷一個中大型地震的震損結構，本研究提出的修復方式應屬可以接受範圍。
3. 原先的舊式接頭應力集中都發生於梁柱接頭區，經過修復補強後的接頭，其應變集中的都有向遠離接頭區域的轉移。
4. 實驗中顯示斷裂處後方的應變計讀數非常小，顯示在受壓時斷裂面幾乎沒有接觸，因此本研究提出的焊接鋼板的修復方式可省略，FEMA352 中建議切除斷裂面附近鋼材的施工步驟，大幅降低修復工時及複雜度。
5.數值模擬結果中證實經過腹板與剪力板縫隙焊料填充以及下方扇孔補強，能提升其在抵抗彎矩的貢獻、焊接修復構件的尺寸設計也合理。

Studies concerning the enhancements of WUFB, welded unreinforced flange-bolted web, have been widely done by physical tests or numerical analysis in the past years; however, implementing the associated enhancement techniques to existing buildings prior to the damage caused by earthquakes was rarely found. Consequently, what might make the study distinguished from the existing ones, was that the study focused on the repair techniques rather than enhancements, that is, the connections were already damaged before the repair methods were taken. Owing to the presence of floor connected to the top flanges, and the different quality of complete joint penetration weld at the top and bottom flanges, the iconic damage of the girder was considered to be button flange fracture in heat affected zone for early-time connections.
The full-scale cyclic test was carried out to verify the performance of original connections and post-repair ones. A steel connection specimen, with 3.3m in height and 6.2m in span, box column connecting 4 H beams on each face, constructed by early-time practice, was designed in accordance with typical steel structures in Taiwan. Each beam would be tested twice, both conforming to AISC standard loading protocol: the first one was to evaluate the performance of early-time connections until fractures occurred, and the second one, on the other hand, was to evaluate the performance of post-repaired ones. The repair techniques consist of two categories, welding repair, and bolt repair. Since welding requires specialized equipment, licensed workers, and fire-proof arrangements; moreover, fumes during the welding process might also be unacceptable in some places, the welding-free bolt repair technique was proposed.
According to the test results, all repaired connections exhibit better performance in all aspects, such as plastic deformation, energy dissipation capacity, and maximal strength; on top of that, the highly strained areas, located at the beam-to-column interface were partially or completely relocated to beam`s section.

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