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철근 콘크리트 일방향 슬래브의 소성모멘트 산정에 관한 연구
신성우 ( Shin Sung-woo ),반병열 ( Bahn Byong-youl ),유석형 ( Yoo Suk-hyung ) 한국구조물진단유지관리공학회 2001 한국구조물진단유지관리공학회 학술발표대회 논문집 Vol.5 No.1
Reinforced concrete structures subjected to bending moment are designed, accounting for moment redistribution due to material nonlinearity at ultimate load. In case of both end fixed flexural member, 1st plastic hinge is raised at fixed ends, where maximum moment is loaded according to elastic analysis, and additional loads rotate the 1st plastic hinge without moment capacity increasing and then moments are redistributed. Yield line theory is proposed by Johansen to overcom irrational combination of elastic analysis and design accounting for material nonlinearity. This theory assumes structures to be rigid plastic and calculate plastic moment, considering for combined bending and torsion only. In this study approximate estimation for yield moment is observed theoretically and FEM analysis is executed by ANSYS program and compared with experimental results. As results moment redistribution ratio reaches 50%.
철근 콘크리트 기둥의 2축휨 강도에 영향을 미치는 변수 고찰
유석형 ( Yoo Suk-hyung ),반병열 ( Bahn Byong-youl ),신성우 ( Shin Sung-woo ) 한국구조물진단유지관리공학회 2003 한국구조물진단유지관리공학회 논문집 Vol.7 No.2
In the PCA Load Contour Method, the biaxial bending design coefficient of columns(β) is based on the equivalent rectangular stress block (RSB). And coefficient of β estimates the reinforcement index to be a influencing parameter on biaxial moment strength of RC columns without considering the arbitrary condition of bar arrangement. The experimental results of high strength concrete (HSC) columns subjected to combined axial load and biaxial bending moment were compared to the analysis results of RSB method. As result, the accuracy of RSB method is still acceptable for HSC columns and, as the reinforcement is placed densely in each corner of column section, the β is decreased.
2축 편심 축력을 받는 고강도 정사각형 RC 기둥의 성능 평가
유석형(Yoo Suk-Hyeong),반병열(Bahn Byong-Youl),신성우(Shin Sung-Woo) 대한건축학회 2003 大韓建築學會論文集 : 構造系 Vol.19 No.4
Analysis and design of RC column sections under combined biaxial bending and axial compression are difficult because a trial and adjustment procedure is necessary to find the depth and inclination of the neutral axis satisfying the equilibrium equations. For simplified practical design, biaxial design constant(β) which interprets the relation of biaxial bending and equivalent uniaxial bending is adopted in ACI 318-99 code, PCA Load Contour Method. But the provided design constant is limited to concrete compressive strength of 420kgf/㎠. And this leads the effect of concrete strength to be minor. The purpose of this study is to examine the effect of high strength concrete on the biaxial bending moment strength of reinforced concrete columns and furnish design data of high strength concrete columns. Fifteen square section(200 x 200㎜) columns with the variable of concrete compressive strength (350, 585, 650kgf/㎠), axial load ratio(O.2Po, 0.35Po, 0.5Po) and inclination of loading{O, 22.5, 45°) were tested and compared to the results of nonlinear analysis by DRAIN 3DX and biaxial design constant(β) of PCA Load Contour Method.
신성우 ( Shin Sung-woo ),반병열 ( Bahn Byong-youl ),이광수 ( Lee Kwang-soo ),안종문 ( Ahn Jong-moon ),황준호 ( Hwang Jun-ho ) 한국구조물진단유지관리공학회 1998 한국구조물진단유지관리공학회 학술발표대회 논문집 Vol.2 No.2
Present study give a strength evaluation of steel reinforced concrete(R/C) short columns confined with carbon fiber sheets(CFS). Although various analytical models are available in the estimating confinement effect of concrete under axial loading, these models can not be applied directly to the specimens tested in the present study. To estimate the results of the test, experimental results are compared with various analytical models predicted. In this paper, the amount and strength of CFS is transformed into equivalent those of steel. These variables play important roles in determining the strength of the confined concrete columns with CFS. The object of this paper is to propose the adequate mathematical expression and converting method of the cross-sectional areas and strength of CFS.
신성우 ( Shin Sung-woo ),반병열 ( Bahn Byong-youl ),이광수 ( Lee Kwang-Soo ),안종문 ( An Jong-moon ) 한국구조물진단유지관리공학회 1997 한국구조물진단유지관리공학회 학술발표대회 논문집 Vol.1 No.1
This paper presents an experimental study of the behavior of concrete confined with carbon fiber sheets under compressive loading. Effect of key variables as number of carbon fiber sheets is investgated in the present research program. The behavior of concrete cylinders confined with carbon fiber sheets is characterized by the increase of concrete strength, leading to the sudden failure of concrete cylinders after the lateral confinements tears off. After strain in the confined concrete corresponding to peak stress of unconfined concrete reach, important gains in strength and toughness are observed for the well-confined concrete cylinders.
신성우 ( Shin Sung-woo ),반병열 ( Bahn Byong-youl ),이광수 ( Lee Kwang-soo ),남정희 ( Nam Jeong-hee ),이진국 ( Rhee Jin-gook ) 한국구조물진단유지관리공학회 1998 한국구조물진단유지관리공학회 학술발표대회 논문집 Vol.2 No.2
Up to date, the strengthening of steel reinforced concrete(RノC) structure is of great concern to rehabilitate the deteriorated R/C structure, and so the Carbon Fiber Sheet(CFS) has been used in the strengthening of the deteriorated structure. CFS is an excellent reinforcing material for concrete because of not only its mechanical properties but also its workabilities. This paper investigates shear strengthening effects of R/C beams according to strengthening methods. The test variables are shear reinforcement ratios(0 %, 25 %) and CFS strengthening methods(U, B, D, S, W Type). Following conclusions can be extracted. The shear capacity of R/C beams strengthened with CFS show a unremarkable increase in the different strengthening methods. The strengthening effect in both U and S types is larger than that of others. The strain distribution on CFS intersected with shear crack is similar to that in stirrup and larger strain is observed in the middle of the shear span. It is evident that reduction factor of shear strength may have to be considered for peeling and splitting of CFS.
탄소섬유 강화플라스틱 박판과 콘크리트 사이의 계면 부착응력에 대한 유한요소해석
이전호(Lee Jeon-Ho),전철배(Jeon Cheol-Bae),반병열(Bahn Byong-Youl) 대한건축학회 2009 대한건축학회 학술발표대회 논문집 - 계획계/구조계 Vol.29 No.1(구조계)
This study investigates the interfacial failure mechanism between CFRP laminate and concrete through the finite element analysis. Based on both the previous experimental studies and the predicting model, finite element analysis was performed to evaluate interfacial behavior between CFRP laminate and concrete. Various interfacial bond stress-slip models and shear modulus of adhesive layer were considered in the present finite element analysis model. The CFRP strain distribution along the bond length and the distribution of interfacial shear bond stress as increasing the load were analyzed. The comparison between the results of finite element analysis and the experiment show good agreement.
이용택(Lee Yong-Taeg),김승훈(Kim Seung-Hun),채서호(Chea Seo-Ho),반병열(Bahn Byong-Youl) 대한건축학회 2008 大韓建築學會論文集 : 構造系 Vol.24 No.3
Headed bars have used to the anchoring of the tension or compression longitudinal bars and of the shear reinforcing bars. Recently, lap splices of headed steel reinforcements have been attempted to the joints of precast concrete members and to the connections between old and new concrete members. Previous experimental and analytical researches for the lap splice of headed bars hadn't be studied except Michael's 2003. In this research, the experimental works were conducted to study the lap strength of the headed reinforcements placed in a horizontal single layer. Ten lap splice specimens were tested. Wide beam specimens were fabricated with a lap splice at mid-span. They were loaded in flexure, placing the lap splice in tension. The variables in this study were: lap length(6∼16 times the diameter of reinforcement), diameter of reinforcement(D19, D25), and debonded versus bonded bars. Specimens were instrumented to measure the load on the specimen, strain along the reinforcements with in the lap zone, and mid-span deflection. The cracking behavior was also observed and recorded. The following conclusions were drawn from the test results in this study; 1) The initial crack of the specimens lapped developed at the heads of reinforcements. The specimens failed by the crack with the struts acting between the opposing heads of lapped reinforcements. 2) Bond contribution to increase strength and deformation was great. In accordance with the this result, it is necessary to consider the bond strength for the lap length design of headed reinforcements. 3) CCD method evaluated the maximum strength as 2.21∼4.96 times the test maximum strength. It was caused by the reduction of lap length where headed reinforcements were located less than 1.5 times lap length from three or more edges. For design guideline of the lap strength of headed reinforcements, it needs to consider the bearing stress of heads and the bond stress of reinforcements.