由於現行規範 ACI318-19(ACI Committee 318, 2019)在計算版柱接合部之貫穿
剪力，所提供貫穿剪力強度模型過於簡化，過去不少文獻顯示計算貫穿剪力時必須
考量更多設計參數。本研究將透過大型結構實驗來釐清(1)骨材粒徑大小、與(2)樓
版拉力撓曲鋼筋比對接合部貫穿剪力之影響。

本研究總共設計與測試 12 座實尺寸內部版柱試體，實驗以單向垂直載重方式
進行測試，設計參數分別為：(1)拉力撓曲鋼筋比，分別為0.45%、0.6%、0.9%及
1.5%；(2)最大骨材粒徑大小，分別為1 in.(25mm)、0.5 in.(13mm)與純砂漿。所有
試體之版與柱尺寸相同，版厚均為10 in.(250mm)。實驗結果顯示所有試體破壞模
式均由貫穿剪力主控，試體貫穿剪力強度隨著撓曲鋼筋比的增加而有明顯提升，
ACI318-19、Eurocdoe 2、與FIB 貫穿剪力模型對於撓曲鋼筋比少於0.8%之試體均
不夠保守；骨材粒徑大小對撓曲鋼筋量高於0.8%之試體貫穿剪力提升較為顯著，
ACI318-19、Eurocdoe2、與FIB 貫穿剪力模型對於使用純砂漿之試體貫穿剪力強度
評估皆不夠保守；此外，經由實驗發現剪力強度與撓曲強度比Vc/Vflex 增加對接合
部變形能力有幫助，但儘管試體Vc/Vflex 達1.77 仍無法避免貫穿剪力破壞。

Several existing studies indicate that the punching shear capacity estimated as per ACI318-19(ACI Committee 318, 2019) appears to be overly simplified without
considering some key design parameter. For clarification, a test program is conducted in this study in order to evaluate the influence of (1) size of coarse aggregate size, and (2) amount of slab tensile flexural reinforcement on punching shear capacity.

The test program consisted of a total of 12 large-scale interior slab-column
subasseblages. All specimens were tested under monotonically increase gravity type loading. Test parameters include: (1) tensile flexural reinforcement ratio, 0.45%, 0.6%, 0.9% and 1.5% respectively; and (2) the maximum aggregate size, 1 in.(25mm), 0.5 in.(13mm) and cement mortars. Test results indicate that punching shear controls the failure mode of all test specimens. Connection punching shear capacity increases as the tensile flexural reinforcement increases. The strength models per ACI 318-19, Eurocode 2, and FIB all underestimate specimen peak strength when the connection tensile flexural reinforcement ratio is less than 0.8%. The increase of aggregate size enhances the connection punching shear capacity more apparently when the connection tensile flexural reinforcement ratio is greater than 0.8%. The strength models per ACI 318-19, Eurocode 2, and FIB are not conservative for specimens using cement mortars. In additional, it is found that connection deformation capacity increases as the strength ratio between shear and flexural, Vc/Vflex, increases. However, punching shear failure cannot be prevented even when the specimen is designed with Vc/Vflex up to 1.77.

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