CLTパネルを接着挿入したRCフレームの耐震補強効果に関する実験

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  • 幅 亮太
    京都大学大学院農学研究科　博士後期課程・修士（学術）
  • 北守 顕久
    京都大学生存圏研究所　助教・博士（農学）
  • 森 拓郎
    京都大学生存圏研究所　助教・博士（工学）
  • 福原 武史
    ㈱竹中工務店技術研究所　研究主任・博士（工学）
  • 栗原 嵩明
    ㈱竹中工務店技術研究所　研究員・修士（工学）
  • 五十田 博
    京都大学生存圏研究所　教授・博士（工学）

書誌事項

タイトル別名
  • DEVELOPMENT OF CLT PANELS BOND-IN METHOD FOR SEISMIC RETROFITTING OF RC FRAME STRUCTURE
  • CLT パネル オ セッチャク ソウニュウ シタ RC フレーム ノ タイシン ホキョウ コウカ ニ カンスル ジッケン

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抄録

 Many RC buildings built before 1981 need seismic retrofit at present in Japan. Installing new RC shear walls or steel braces in RC frame is one of the seismic retrofit techniques. In this paper, the new type of seismic retrofit method using CLT panels as shear walls is proposed. In this method, setting small CLT panels in RC frame and bonding each panel and panel to RC frame with epoxy resin, panels compose shear walls. The advantages of this technique are: There are less dust, noise, and vibration during construction; Light weight panels enable easy construction and short construction period; Light weight panels also cause small seismic force.<br> In this research, cyclic loading tests for 5 types of reinforced specimens and 2 types of plain RC frames as control were conducted. 2 types of RC frame were made in 1/3 scale and their spans are 1540mm and 2940mm . 3 layer/3-ply Japanese cedar CLT panels were used. 4, 7, or 10 pairs of panels are piled and set in a line within the RC frame. And these are bonded to each and to the RC frame with epoxy resin on-site. Every adhesive thickness is 5mm thick.<br> Every reinforced specimen is stiffer, stronger, and more ductile than the plain RC frame. And test results indicate that the bond strength in each specimen is around 3 N/mm2, the maximum strength of panels in each specimen is under the shear strength, and the stiffness depends on the fiber orientation of CLT to columns. So the maximum bond load can be bigger if the adhesive area becomes larger. And this seismic retrofitting can become stiffer if the inclined fiber orientation of CLT is set in the RC frame. The failure of the bonding connection between concrete and panels caused a small drop of strength at the end of elastic region in every specimen. The failure of bonding connection occurred inside of concrete. Then curve of the specimens immediately followed by secondary linear part, which was caused by the compression of the part of panels, the friction and shear key resistance between concrete and panels.<br> The stress analysis showed that the bond strength between CLT and RC and shear modulus of CLT in these specimens match the result of element tests. So the specimen strength could be divided into the RC frame strength and the CLT strength until the initial deformation. As the bond strength between CLT and RC was smaller than the shear strength of CLT, the specimens can be stronger by increasing the adhesive area.

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