• 콘크리트학회논문집
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• 제20권4호
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• pp.523-530
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• 2008

구조설계기준에서, 슬래브의 최대 펀칭전단응력은 연직하중에 의한 직접전단과 불균형모멘트에 의한 편심전단의 조합응력으로 규정하고 있다. 이것은 슬래브에 작용하는 펀칭전단응력에 불균형모멘트의 영향을 반영한 것이다. 그러나 부재의 저항성능 즉 펀칭전단강도에는 슬래브의 불균형모멘트강도 영향을 전혀 고려하고 있지 않다. 본 논문에서는 불균형모멘트-펀칭전단 상관모델을 제시하였다. 상관모델에서 불균형모멘트와 펀칭전단의 하중영향 및 저항성능 관계는 2차원으로 표현된다. 상관모델을 이용하여, "슬래브의 펀칭전단강도를 결정하는데 있어 불균형모멘트강도를 어떻게 반영할 것인지"에 대한 방안을 제시하였다. 또한, 전단보강재가 불균형모멘트강도에 미치는 영향을 분석하고 이를 구조설계에 반영하기 위한 유효폭확대계수의 적용을 제안하였다. 본 논문에서 제시한 상관모델은 하중과 전단보강재에 따른 펀칭전단과 불균형모멘트 강도를 실제 거동에 가깝게 정의할 수 있고 슬래브의 휨지배파괴 또는 전단지배파괴의 최종적인 파괴모드를 쉽게 예측할 수 있어 슬래브의 구조적 거동을 예측하는데 매우 효과적이다.

• 한국콘크리트학회:학술대회논문집
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• 한국콘크리트학회 2001년도 가을 학술발표회 논문집
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• pp.885-890
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• 2001

For the shear strength prediction of reinforced concrete beams, this paper considered the bending moment effect. Experimental results of the thirty-seven reinforced concrete beams were compared with analytical results by the FA-STM, TATM and TATM considered bending moment effect. While Ratios of test results to analytical results by using the truss models does not considered the bending moment effect decreased as shear span ratio increased, those by using the proposed method considered that were almost constant regardless of the increase of the shear span ratio. Predicted results obtained from proposed method agreed well with the experimental results.

• Steel and Composite Structures
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• 제20권4호
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• pp.851-867
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• 2016

Cruciform sections are an appropriate option for columns of orthogonal moment resisting frames for equal bending strength and stiffness about two main axes and the implementation is easier for continuity plates. These columns consist of two I-shaped sections, so that one of them is cut out in middle and two generated T-shaped sections be welded into I-shaped profile. Furthermore, in steel moment frames, unbalance moment at the beam-column connection leads to shear deformation in panel zone. Most of the obtained relations for panel zone strength derived from experimental and analytical results are on I-shaped columns with almost thin flanges. In this paper, a parametric study has been carried out using Finite Element Method (FEM) with effective parameters at the panel zone behavior. These parameters consist of column flange thickness, column web thickness, and thickness of continuity plates. Additionally, a mathematical model has been suggested to determine strength of cruciform column panel zone and has been shown its accuracy and efficiency.

• 한국안전학회지
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• 제17권2호
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• pp.76-84
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• 2002

The seismic behaviors of steel moment connections with different structural characteristics are investigated. The rupture index, which represents the fracture potential, is adopted to study the effect of concrete slab and the relative strength between the coin the beam, and Panel zone on the ductility of connections. The results show that the presence of slab increases the beam strength, imposes constraint near the beam top flange, and consequently, induces concentrated deformation near the beam access hall, which reduces the ductility of the connection. The total deformation capacity of the connection depends not only on the beam but also on the column and panel zone. Therefore, the detrimental slab effects and the relative strength should be considered in the seismic design of the connection.

• 한국구조물진단유지관리공학회 논문집
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• 제7권2호
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• pp.239-246
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• 2003

In the PCA Load Contour Method, the biaxial bending design coefficient of columns(${\beta}$) is based on the equivalent rectangular stress block (RSB). And coefficient of ${\beta}$ 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 ${\beta}$ is decreased.

• 한국지진공학회:학술대회논문집
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• 한국지진공학회 1998년도 추계 학술발표회 논문집 Proceedings of EESK Conference-Spring 1998
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• pp.57-64
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• 1998

This paper presents the cyclic seismic performance of slip-critically designed, high-strength bolted-beam splice in steel moment frame. Before the moment connection reaching its plastic strength, unexpected premature slippage occurred at the slip-critically designed beam splice during the test. The experimentally observed frictional coefficients were as low as about 50% to 60% of nominal (code) value. Nevertheless, the bearing type behavior mobilized after the slippage transferred the increasing cyclic loads successfully, i.e., the consequence of slippage into bearing was not catastrophic to the connection behavior. The test result seems to indicate that the traditional beam splice design basing upon (bolt-hole deducted) effective flange area criterion may not be sufficient in developing the plastic strength of moment connections under severe earthquake loading. New procedure for achieving slip-critical beam splice design is proposed based on capacity design concept.

• Steel and Composite Structures
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• 제45권2호
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• pp.249-261
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• 2022

This paper presents a numerical study to develop a guideline for estimating the plastic strength of elliptical steel slit damper with reasonable accuracy. The strut width increases from middle to end in elliptical steel slit damper and it is observed from the past studies that variation of the width is not considered for calculating the plastic strength of the damper. It is also noticed that the existing formulas for predicting plastic strength of this kind of damper may not be accurate and further refinement is warranted. Study is then carried on elliptical steel slit damper made of mild steel and having different geometry to find out equivalency of it with oblong steel slit damper having similar plastic strength. A few three-dimensional finite element models of seismic moment connection system with steel slit damper are developed and validated against past experiments for carrying the present study considering both the material nonlinearity as well as geometric nonlinearity. The results of the parametric studies have been compared with energy quantities and presented graphically to better understand the effects of different parameters on the system. Based on the pattern of parametric study results, closed-form semi-empirical algebraic expression of damper plastic strength is developed for elliptical steel slit damper which shows very good agreement with finite element analysis as well as experiments. This developed expression can now be used for elliptical steel slit damper in replacement with any type of damper in the design of moment connection.

• 콘크리트학회논문집
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• 제16권2호
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• pp.229-240
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• 2004

불균형 휨모멘트를 재하받는 플랫플레이트-기둥 접합부의 편심전단강도와 모멘트강도를 규명하기 위해 그동안 많은 실험연구가 수행되어 왔다. 기존 실험들은 서로 다른 실험방식을 사용하고 있는데, 접합부의 전단강도는 실험방식에 따라 차이가 있는 것으로 나타났다. 따라서 기존 실험에 근거하여 개발된 현행 설계기준들은 플랫플레이트의 강도를 정확히 설명하고 있지 못한 실정이다. 선행 연구에서는 연속 플랫플레이트에 대한 비선형 유한요소해석에 근거하여, 슬래브-기둥 접합부에 패한 새로운 설계방법을 개발하였다. 그러나 제안된 설계방법에서는 휨모멘트 강도산정에 필요한 접합부 편심강도를 경험식에 의존하여 산정하고 있다. 본 연구에서는, 접합부 파괴 메카니즘을 분석하기 위해서, Rankine 재료파괴기준을 이용하는 이론적인 접근법을 채택하였다. 분석결과에 근거하여 개선된 편심전단강도모델이 개발되었고, 기존 실험과의 비교를 통해 검증되었다. 개발된 강도식을 이용하여, 선행연구에서 개발된 설계방법을 재검증하였다.

• Structural Engineering and Mechanics
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• 제23권5호
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• pp.563-577
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• 2006

This study involves a series of experiments on the buckling strength of eccentrically compressed cold-formed stainless steel square hollow-section columns. The principal parameters in this study are slenderness ratios ($L_k/r$ = 30, 50, 70) and magnitude of eccentricity e (0, 25, 50, 75, 100 mm) on the symmetrical end-moment. The objectives of this paper are to obtain the buckling loads by conducting a series of experiments and to compare the behavior of the eccentrically compressed cold-formed stainless steel square hollow-section columns with the results of the analysis. The ultimate buckling strength of the square-section members were determined with the use of a numerical method in accordance with the bending moment-axial force (M-P) interaction curves. The behavior of each specimen was displayed in the form of a moment-radian (M-${\theta}$) relationship. The numerically obtained ultimate-buckling interaction curves of the beam columns coincided with the results of the experiments.

• 한국강구조학회 논문집
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• 제22권4호
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• pp.389-398
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• 2010

교량용 HSB 고성능 강재를 적용한 정모멘트부 강합성거더의 휨저항강도를 모멘트-곡률 해석법으로 산정하고 일반 강재에 적용되는 AASHTO LRFD 조밀단면 휨저항강도 설계식에 의한 휨저항강도와 비교하여 기존 설계식의 적용성을 검토하였다. 다양한 연성특성을 갖는 2,391개 단면을 임의추출법으로 선정하고 재료 비선형 모멘트-곡률 해석 프로그램을 이용하여 이들 단면에 대한 휨저항강도를 구하였다. 합성단면을 구성하는 콘크리트 재료는 CEB-FIP 모델로, HSB600 및 HSB800 강재는 탄소성-변형경화 재료로 모델링하였다. HSB 강재를 적용한 강합성거더 단면의 연성비와 콘크리트 바닥판의 압축강도에 따른 휨저항강도 특성을 분석하고 SM520-TMC 일반 강재를 적용한 경우와 휨저항강도를 비교하였다. 2,391개의 HSB600 강합성거더 단면의 휨저항강도를 분석한 결과, 기존 LRFD 휨저항강도 설계식을 적용할 수 있는 것으로 분석되었다. 반면에, HSB800 강재를 적용한 강합성거더의 경우에는 기존 LRFD 조밀단면 휨저항강도 설계식은 비안전측으로 평가되었으며, HSB800 강합성거더의 모멘트-곡률해석 결과에 근거한 새로운 정모멘트부 휨저항강도 산정식을 제안하였다.