冷軋型鋼框架牆體在不同配置下的橫向變位推估

本研究乃針對先前研究學者的冷軋型鋼牆體實驗結果進行探討，牆體部分則區分為：試體具單根邊立柱底部無裝設錨定裝置(Hold-down)，試體具雙根邊立柱無裝設錨定裝置(Hold-down)與試體具雙根邊立柱底部有裝設錨定裝置(Hold-down)之牆體，試體具雙根邊立柱底部裝設錨定裝置(Hold-down)及斜撐之試體，試體的加載為直剪載重，除了針對實驗結果數據做彙整分析，並與AISI S400-15冷軋型鋼側向力設計規範內建議的公式與相關文獻建議公式進行探討與研究。根據實驗的結果與AISI S400-15冷軋型鋼側向力設計規範和相關文獻建議的公式來計算極限位移和線性內的位移，另外，在探討勁度方面則利用ASTM E2126的計算方式來計算牆體的勁度。此外在計算AISI S400-15冷軋型鋼側向力設計規範建議的公式計算，計算值以參數值ρ=1.6、β=1.91與ω4=0.125較適用於具矽酸鈣板之牆體，則相關文獻(Mirzaei 等七人)建議的公式較適用於計算具鋼帶斜撐剪力牆線性內的位移。

關鍵字

冷軋型鋼剪力牆；橫向位移

並列摘要

Three types of cold-formed steel walls tested by previous researchers were investigated in this research. The wall specimens include steel wall framing with one end stud, steel wall framing with two end studs, and steel wall framing with two end studs and anchored by Hold Down device. Monotonous loading was performed in the test. In addition to conducting aggregate analysis on the data of the experimental results, and to discuss and study with the formulas recommended in the AISI S400-15 cold-formed steel lateral force design specification and the formulas recommended in the relevant literature. According to the experimental results and the formula recommended by the AISI S400-15 cold-formed steel lateral force design specification and related literature (Mirzaei et al.), The limit displacement and the displacement within the linearity are calculated and the calculation method of ASTM E2126 is used to calculate the stiffness of the wall. degree.In addition, in calculating the formula recommended by the AISI S400-15 cold-formed steel lateral force design specification, the parameter values ρ = 1.6, β = 1.91 and ω4 = 0.125 are more suitable for walls with calcium silicate plates, but not for Walls with calcium silicate board and anchored by Hold dwon, the formula suggested by the related literature (Mirzaei et al.) is more suitable for calculating the displacement in the linearity of the shear wall with steel strap bracing.