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韓國 鐵筋 콘크리트 矩形 短柱에 대한 他國과의 計算 規準式으로서의 比較 硏究
박복만 명지대학교 1977 明大論文集 Vol.10 No.-
1) Under the same Section and Condition short rectangular Column sections By ACI 318-63 have the least allowable axial load at the small P_g Comparing to the load by the other countries. and so, it required to have the largest column sections. 2) By the AIJ standard, the sect’ions haven’t variable to the P_g, And so, it isn’t economical under the large P_g. 3) The Sections by Korean institute standard, transformed section, BS CP 114 and DIN 1045 have similar axial load larger than the ACI 318 63 and AIJ standard. 4) Except the AIJ standard, we can find out that the allowable axial load by the others is increased an average 12% to the P_g from Table 4.
고강도 콘크리트 합성구조의 스터드 쉬어콘넥더 내력에 관한 연구
박복만 한국기술사회 1986 技術士 Vol.19 No.3
This study summarizes the results of tests on 18 two-slab push out specimens. The main purpose of tile survey was to evaluate the capacity and behavior of stud shear connectors embedded in high strength normal concrete (F$\sub$c/=260~390kg/$\textrm{cm}^2$). The normal concrete was made with crushed stones and natural sand near the Han River. Two different diameters (ø19mm, ø16 mm) of stud shear connectors were used for push out specimens. The following conclusions were drawn from this study. 1) The shear strength of stud connectors embedded in high strength concrete (F$\sub$c/=260~390kg/$\textrm{cm}^2$) was influenced by tensile stress of the stud shear connectors. The following empirical function described the test results: q$\sub$u/=0.5A$\sub$s/√F$\sub$c/E$\sub$c/$\leq$0.7A$\sub$u/F$\sub$u/ 2) The maximum load in this study was reached at slips varying from 2.5~6mm.
박복만,정구섭,최승용,김복순 명지대학교 공학기술연구소 1993 공학기술연구소 논문집 Vol.8 No.-
This study summarizes the results of tests on 18 Two-slab push out specimens. The main purpose of the investigation was to evaluate the capacity and behavior of stud shear connectors embedded in the normal concrete(F_c=173∼295㎏/㎠). Two different diameters(Φ16mm,Φ13mm) of steel shear connectors welded on T-shpaed steel were used for push out specimens. The following conclusions were drawn from this study. 1. The shear strength(q_u) of stud shear connectors embedded in concrete was influenced by the cross sectional area of the steel shear connector(A_s), concrete design strength(F_c) and elastic modulus of the concrete(E_c). The emperical function described the test results. q_u = 0.3A_s√FcEc 2. The maximum loads in this study were reached at slips varing from 1.5mm to 4.0mm 3. The webs of T-shaped steels welded by the steel shear connectors were safe under t≥d/2. Where t is the thickness of the webs, d, the diameter of stud shear connector.