• KCI Concrete Journal
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• 제13권2호
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• pp.49-57
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• 2001

Flat-plate buildings are commonly modeled as two-dimensional frames to calculate unbalanced moments, lateral drift and shear at slab-column connections. The slab-column frames under lateral loads are analyzed using effective beam width models, which is convenient for computer analysis. In this case, the accuracy of this approach depends on the exact values of effective beam width to account for the actual behavior of slab-column connections. In this parametric study, effective beam width coefficients for wide range of the variations are calculated on the several types of slab-column connections, and the results are compared with those of other researches. Also the formulas for effective beam width coefficients are proposed and verified by finite element analysis. The proposed formulas are founded to be more suitable than others for analyzing flat-plate buildings subjected to lateral loading.

• Structural Engineering and Mechanics
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• 제21권4호
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• pp.451-468
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• 2005

Effective beam width models are commonly used to obtain the lateral stiffness of flat plate structures. In these models, an effective beam width is defined as the width when the flexural stiffness of the beam element equals the slab stiffness. In this present study, a method to obtain effective beam widths that considers the effects of connection geometry and slab cracking is analytically proposed. The rectangularity of the vertical member for the connection geometry and the combined effects of creep and shrinkage for the slab cracking are considered. The results from the proposed method are compared with experimental results from a test structure having nine slab-column connections.

• 한국콘크리트학회:학술대회논문집
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• 한국콘크리트학회 2003년도 가을 학술발표회 논문집
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• pp.165-168
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• 2003

The objective of this paper is to investigate the effective width of wide beam. Three specimens were designed to have different depths of wide beam and to simulate exterior beam-column joint including spandrel beam. Load reversals were applied to the end of wide beam to model behaviors under seismic situation. From the test, it was shown that the strength and effective width of specimens were improved when the depth of specimens increased. The effective width of wide beam depended on the depth of it. Formulas in ACI 318-02 underestimated the effective width of wide beam even though these reflected the contribution of the depth of beam.

• 한국콘크리트학회:학술대회논문집
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• 한국콘크리트학회 2001년도 봄 학술발표회 논문집
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• pp.405-410
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• 2001

To investigate factors influencing the effective width of. SRC column-steel beam joint resisting the moment as strut, six specimens are designed and tested. Parameters in the test are column width, beam height and horizontal tie within beam depth. From the test, using either wide column width or ties, strength and stiffness of joint were developed. The lower beam height the specimens showed the lower moment.

• Steel and Composite Structures
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• 제38권4호
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• pp.415-430
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• 2021

The effective flange width was usually introduced into elementary beam theory to consider the shear lag effect in steel-concrete composite beams. Previous studies have primarily focused on the effective width under positive moments and elastic loading, whereas it is still not clear for negative moment cases in the normal service stages. To account for this problem, this paper proposed simplified formulas for the effective flange width and reinforcement stress of composite beams under negative moments in service stages. First, a 10-degree-of-freedom (DOF) fiber beam element considering the shear lag effect and interfacial slip effect was proposed, and a computational procedure was developed in the OpenSees software. The accuracy and applicability of the proposed model were verified through comparisons with experimental results. Second, a method was proposed for determining the effective width of composite beams under negative moments based on reinforcement stress. Employing the proposed model, the simplified formulas were proposed via numerical fitting for cases under uniform loading and centralized loading at the mid-span. Finally, based on the proposed formulas, a simplified calculation method for the reinforcement stress in service stages was established. Comparisons were made between the proposed formulas and design code. The results showed that the design code method greatly underestimated the contribution of concrete under negative moments, leading to notable overestimations in the reinforcement stress and crack width.

• Structural Engineering and Mechanics
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• 제2권2호
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• pp.197-210
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• 1994

Presented in this paper is the rigorous analysis for the determination of effective flange width for composite beams. To make the solution suitable for routine design, formulas and tables for determining effective flange width for varying load types and geometric shapes are suggested. A variety of effective flange width problems for simple and continuous T- and I-beams can be solved by these tables and formulas. Although they are derived for T- and I-beams with symmetrical shapes, flanges and loads, they can be applied for non-symmetrical cases. Typical numerical examples are given to show how to use the formulas and tables; and their validity and accuracy are assessed by comparison with other known results that are based on the American Codes AISC, AASHTO and ACI.

• Structural Engineering and Mechanics
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• 제17권5호
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• pp.691-706
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• 2004

The paper presents shear lag parameters for beam-to-column connections in steel box piers. Previous researches have analyzed beam-to-column connections in steel piers using a shear lag parameter ${\eta}_o$ obtained from a simple beam model, which is not based on a reasonable design assumption. Instead, the current paper proposes a cantilever beam model and has proved the effectiveness through theoretical and experimental studies. The paper examines the inaccuracy of the previous researches by estimating the effective width, the width-span length ratio L/b, and the sectional area ratio S of a cantilever beam. Two different shear lag parameters are defined using the cantilever model and the results are compared each other. The first type of shear lag parameter ${\eta}_c$ of a cantilever beam is derived using additional moments from various stress distribution functions while the other shear lag parameter ${\eta}_{eff}$ of a cantilever beam is defined based on the concept of the effective width. An evaluation method for shear lag stresses has been investigated by comparing analytical stresses with test results. Through the study, it could be observed that the shear lag parameter ${\eta}_{eff}$ agrees with ${\eta}_c$ obtained from the $2^{nd}$ order stress distribution function. Also, it could be observed that the shear lag parameter ${\eta}_c$ using the $4^{th}$ order stress distribution function almost converges to the upper bound of test results.

• Journal of the Optical Society of Korea
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• 제17권6호
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• pp.486-490
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• 2013

A portable infrared laser transmitter delivering a highly uniform detectable beam was demonstrated. It incorporates a flexible beam shaper, comprising a perforated diffuser sheet in conjunction with a pinhole. The beam shaper plays the prominent role of flexibly tailoring the incoming light via both scattering and diffraction, in order to equalize the effective beam width over a long distance. The intensity profile of a generated beam was practically observed, demonstrating that a substantially uniform beam of 70-cm width was achieved for a given threshold detection level, with an average deviation of 6% over a range of 600 m.

• 토지주택연구
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• 제3권4호
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• pp.433-449
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• 2012

횡력을 받는 넓은 보와 기둥 내부접합부의 거동을 평가하기 위하여 넓은 보-기둥 접합부의 휨강성비와 유효폭 및 슬래브 유무를 변수로 6개의 1/2축소 모델 실험체를 제작하여 구조성능 평가를 수행하여 하중-변형, 연성, 강성 등을 평가하였다. 동 모델을 대상으로 비탄성해석을 수행하여 구조성능평가 결과와 비교하였다. 연구결과 도출된 결론은 다음과 같다. 넓은 보-기둥 내부 접합부는 중진지역인 국내에서 적용하고 있는 부분골조형 구조에 적용이 가능한 것으로 판단된다. 슬래브의 강성이 횡력을 받는 넓은 보-기둥 내부 접합부의 거동에 영향을 미치는 것으로 나타났다. 휨강성비가 2.0이상의 경우 T형보의 플랜지로서 슬래브 유효폭은 넓은 보 유효깊이의 2.0d로 평가되며, 휨강성비가 1.4~2.0일 경우, 슬래브 유효폭의 영향은 고려하지 않아도 되는 것으로 나타났다.

• 콘크리트학회논문집
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• 제20권2호
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• pp.213-219
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• 2008

본 연구의 목적은 수평하중 하의 테두리보가 있는 플랫플레이트 시스템의 해석 방법을 제안 하는 것이다. 플랫플레이트 시스템은 보 없이 기둥이 직접 지지하는 구조로 정의되지만 일반적으로 설계에서는 테두리보를 설치하여 사용하고 있다. 수평하중 하의 플랫플레이트를 해석 할 수 있는 방법으로는 ACI 318 (2005)에서 유한요소법, 유효보폭법, 등가골조법을 제시하고 있다. 그 중 유효보폭법은 슬래브를 보요소로 치환함으로써 실용적인 해석이 가능하도록 하는 해석 방법이다. 유효보폭법에서의 보 요소는 슬래브와 같은 두께와 실제 슬래브에 대하여 어떠한 비율로 정의되는 유효보폭으로 정의된다. 그러나 유효보폭법에 관한 연구는 기하학적 변수에 대한 연구나 강성 감소 계수에 관한 연구가 일반적이고 테두리보를 고려해 줄 수 있는 유효보폭모델에 관한 연구는 아직 미미한 실정이다. 본 연구에서는 테두리보가 없는 플랫 플레이트 시스템의 횡 강성보다 테두리보가 있는 플랫플레이트 시스템의 횡 강성이 더 큰 강성을 확보하는 것을 검증하였다. 따라서 테두리보의 영향을 고려할 수 있는 플랫플레이트 시스템의 해석 방법이 제시되어야 할 필요가 있다고 판단된다. 본 연구에서는 수평하중에 대한 테두리보가 있는 플랫플레이트의 유효보폭모델을 제안하였다. 제안된 모델의 검증을 위하여 제안된 유효보폭모델의 결과값을 유한요소해석의 결과값과 비교하였다. 또한 제안된 유효보폭모델의 결과값과 기존에 수행된 실험의 결과와 비교하였다.