• International Journal of Concrete Structures and Materials
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• 제11권1호
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• pp.135-149
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• 2017

The prediction of the actual ultimate capacity of confined concrete columns requires partial confinement utilization under eccentric loading. This is attributed to the reduction in compression zone compared to columns under pure axial compression. Modern codes and standards are introducing the need to perform extreme event analysis under static loads. There has been a number of studies that focused on the analysis and testing of concentric columns. On the other hand, the augmentation of compressive strength due to partial confinement has not been treated before. The higher eccentricity causes smaller confined concrete region in compression yielding smaller increase in strength of concrete. Accordingly, the ultimate eccentric confined strength is gradually reduced from the fully confined value $f_{cc}$ (at zero eccentricity) to the unconfined value $f^{\prime}_c$ (at infinite eccentricity) as a function of the ratio of compression area to total area of each eccentricity. This approach is used to implement an adaptive Mander model for analyzing eccentrically loaded columns. Generalization of the 3D moment of area approach is implemented based on proportional loading, fiber model and the secant stiffness approach, in an incremental-iterative numerical procedure to achieve the equilibrium path of $P-{\varepsilon}$ and $M-{\varphi}$ response up to failure. This numerical analysis is adapted to assess the confining effect in rectangular columns confined with conventional lateral steel. This analysis is validated against experimental data found in the literature showing good correlation to the partial confinement model while rendering the full confinement treatment unsafe.

• 한국콘크리트학회:학술대회논문집
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• 한국콘크리트학회 2003년도 봄 학술발표회 논문집
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• pp.937-942
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• 2003

Three series of 36 short circular columns confined by wraps, full shells and partial shells were tested by varying the thickness of GFRP laminates. An assessment of the effectiveness of the existing models on confinement of concrete columns with FRP was made for present tests. Test results indicated significant increases in strength and deformability compared with those in unconfined concrete, particularly warp and full shell confinement. Existing predictive equations for peak strength and strain of confined concrete showed a large scatter and varied considerably, resulting from the realistic fracture strains of FRP nor considered.

• 한국콘크리트학회:학술대회논문집
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• 한국콘크리트학회 2005년도 봄학술 발표회 논문집(I)
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• pp.215-218
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• 2005

Three series of 36 short square columns confined by wraps, full shells and partial shells were tested by varying the thickness of GFRP laminates. An assessment of the effectiveness of the existing model on confinement of concrete columns with FRP was made. Test results indicated moderate increases in strength, but significantly enhanced deformability compared with those in unconfined concrete, particularly the warp and full shell confinement.

• Computers and Concrete
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• 제22권3호
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• pp.269-278
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• 2018

In the recent decades, the application of composite materials, due to their desirable properties, has increased dramatically. In the present study, a quasi-encased trapezoidal section composite steel beam encased with concrete is thoroughly examined. Calculation of the load bearing capacity is carried out by finite element modeling of concrete and FRP beams with trapezoidal section under the effect of controlled displacement loading. The results are then validated comparing to the existing experimental results obtained from similar studies. Further on, the materials are changed to steel and concrete, and the section is de-signed in such a way that both concrete and steel reach a high percent-age of their load bearing capacity. In the last step, the parameters affecting the bending capacity and the behavior of the semi-confined composite beam are investigated. Results revealed that the beam diagonal web thickness plays the most effective role in load bearing capacity amongst other studied parameters. Furthermore, by analyzing the results on the effect of different parameters, an optimal model for primary beam section is presented, which exhibits a greater load bearing capacity compared to the initial design with the same amount of materials used for both sections.

• Steel and Composite Structures
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• 제38권6호
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• pp.739-749
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• 2021

This paper introduces an improved design equation to evaluate the resisting capacity of circular reinforced concrete (RC) columns partially strengthened with outer steel tube. When RC column members are required to be strengthened according to the change in the loadings considered and/or the deterioration progress in columns, wrapping up RC column with steel circular tube, which takes the form of concrete filled steel tube (CFST), has been popularly considered because of its structural advantage induced from the confinement effect. However, the relatively high construction cost of steel tube is restricting its use to the required region, while deriving the shape of a partial CFST column. To evaluate the resisting capacity of a partial CFST column, numerical analyses need to be performed, and a numerical model proposed in the previous study for the numerical analysis of full CFST columns is used to conduct parametric studies for the introduction of a design equation. The bond-slip effect developed along the interface between the in-filled concrete and the exterior steel tube is taken into consideration and the validity of the numerical model has been established through correlation studies between experimental data and numerical results for partial CFST circular columns. Moreover, parametric studies make it possible to introduce a design equation for determining the optimum length of outer steel tube which produces partial CFST circular columns.

• 한국콘크리트학회:학술대회논문집
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• 한국콘크리트학회 2006년도 춘계학술발표회 논문집(I)
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• pp.214-217
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• 2006

It is well known that RC piers having 50% of lap-spliced longitudinal bars in plastic hinge region have a good ductility relatively. But the deformability under various loading condition is not confirmed. In this study scale models with different confinement were tested under different axial loads and loading cycles. It was confirmed that deformability was decreased with increase of axial force and number of loading cycles and that the models having 75% of confinement specified in present code satisfy the required seismic performance.

• 대한정형외과 초음파학회지
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• 제5권1호
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• pp.9-14
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• 2012

목적: 유착성 관절낭염 환자에서 초음파를 이용한 관절와 상완 관절강 내 스테로이드 주사를 시행한 후 주사요법의 정확성이 임상적 결과에 미치는 영향을 평가하고자 하였다. 대상 및 방법: 임상적으로 유착성 관절낭염으로 진단받은 환자들 중 외상이 없고, 약물 치료 및 물리 치료를 받았으나 만족할 만한 호전을 보이지 않은 환자를 대상으로 하였다. 환자들은 총 33명으로 남자 15명, 여자 18명으로 평균 연령은 55.1세(42~72세)였다. 이를 대상으로 견봉 쇄골 접근법을 통해 스테로이드 칵테일 10 ml(triamcinolone 1 ml(40 mg/ml), lidocaine 4 ml(2%), normal saline 5 ml)와 조영제 5 ml ($Telebrix^{(R)}$, Guerbet, France)를 주입하였으며, 이후 바로 방사선 촬영을 시행하여 주사의 견관절 관절강 내 주입 여부를 확인하였다. 또한 조영제가 관절강내로 정확히 들어간 경우, 부분적으로 들어간 경우 그리고 조영제가 관절강 바깥으로 들어간 경우로 3군으로 분류하여 각각의 군에서 주사요법 전, 후 수동적 운동범위 및 VAS score를 이용한 통증 완화 정도를 분석하였다. 결과: 총 33례 중 25례(76%)에서 조영제가 정확히 관절강 내로 주입되었음을 확인하였다. 6례(18%)에서는 관절강에 부분적으로 조영제가 관찰되었고, 2례(6%)에서는 조영제가 관절강 바깥에서 관찰되었다. 조영제가 관절강내로 정확히 들어간 군은 시행 전 굴곡은 평균 111도(80~140도), 외회전은 48도(0~90도)였고, 시술 후 굴곡은 평균 134도(90~150도), 외회전은 70도(30~90도)로 호전되었다(p<0.01). 그리고 조영제가 관절강내로 부분적으로 들어간 군은 시행 전 굴곡은 평균 120도(90~150도), 외회전은 70도(10~90도)였고, 시술 후 굴곡은 평균 139(135~140도)도, 외회전은 78도(50~90도)로 호전된 결과가 관찰되었다(p<0.01). 조영제가 관절강 바깥으로 들어간 군은 환자수의 부족으로 통계적으로 의미를 갖지 않았다. 시술 전, 후 VAS 점수의 변화는 조영제가 관절강 내로 정확히 들어간 군은 7.1점(3~9점)에서 2.6점(0~5점)으로 호전되었고(p<0.01), 부분적으로 들어간 군은 7.5점(7~9점)에서 3.3점(2~4점)으로 호전되었고(p<0.01), 관절강 바깥으로 들어간 군은 7.5점에서 2점으로 호전되었다. 또한 당뇨 환자군과 비 당뇨 환자군을 비교한 결과 임상적 결과에 통계적으로 유의한 차이가 없이 모두 호전되었다. 결론: 유착성 관절낭염 환자에서 초음파 하에 견봉 쇄골 접근법을 통한 견관절 관절강 내 스테로이드 주사는 기존의 방법들보다 좋은 정확도(94%)를 보고하였으며, 이 중 관절강 바깥으로 새어나간 군과 새어나가지 않은 군 간에는 임상적으로 유의한 차이가 발견되지 않았다.

• Earthquakes and Structures
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• 제22권2호
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• pp.121-135
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• 2022

Many public buildings such as schools, hospitals, etc., where partial infill walls are present in reinforced concrete (RC) structures, have undergone undesirable damage/failure attributed to captive column effect during a moderate to severe earthquake shaking. Often, the situation gets worsened when these RC frames are non-ductile in nature, thus reducing the deformable capability of the frame. Also, in many parts of the Indian subcontinent, it is mandatory to use fly-ash bricks for construction so as to reduce the burden on the disposal of fly-ash produced at thermal power plants. In some scenario, when the non-ductile RC frame, partially infilled by fly-ash bricks, suffers major structural damage, the challenge remains on how to retrofit and restore it. Thus, in this study, two full-scale one-bay, one-story non-ductile RC frame models, namely, bare frame and RC partially infilled frame with fly-ash bricks in 50% of its opening area are considered. In the previous experiments, these models were subjected to slow-cyclic displacement-controlled loading to replicate damage due to a moderate earthquake. Now, in this study these damaged frames were retrofitted and an experimental investigation was performed on the retrofitted specimens to examine the effectiveness of the proposed retrofitting scheme. A hybrid retrofitting technique combining epoxy injection grouting with an innovative and easy-to-implement steel jacketing technique was proposed. This proposed retrofitting method has ensured proper confinement of damaged concrete. The retrofitted models were subjected to the same slow cyclic displacement-controlled loading which was used to damage the frames. The experimental study concluded that the hybrid retrofitting technique was quite effective in enhancing and regaining various seismic performance parameters such as, lateral strength and lateral stiffness of partially fly-ash brick infilled RC frame. Thus, the steel jacketing retrofitting scheme along with the epoxy injection grouting can be relied on for possible repair of the structural members which are damaged due to the captive column effect during the seismic shaking.

• ETRI Journal
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• 제42권2호
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• pp.282-291
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• 2020

The study reports on the design and performance of two air-filled and two partial ethanol-filled photonic crystal fiber (PCF) structures with a tetra core for supercontinuum generation. The PCFs are nonlinear with ultra-flattened zero dispersion. Holes with smaller areas are used to create a tetra-core PCF structure. Ethanol is filled in the holes of smaller area while the larger holes of cladding region are airfilled. Optical properties including dispersion, effective mode area, confinement loss, normalized frequency, and nonlinear coefficient of the designed PCF structures are investigated via full vector finite difference time domain (FDTD) method. A PCF structure with lead silicate as wafer exhibits significantly better results than a PCF structure with silica as wafer. However, both structures report dispersion at a telecommunication wavelength corresponding to 1.55 ㎛. Furthermore, the PCF structure with lead silicate as wafer exhibits a very high nonlinear coefficient corresponding to 1375 W^-1 km^-1 at the same wavelength. This scheme can be used for optical communication systems and in optical devices by exploiting the principle of nonlinearity.

• Steel and Composite Structures
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• 제45권1호
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• pp.51-66
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• 2022

This paper presents the axial compression behavior of partially encased composite (PEC) columns using H-shaped structural steel. In the experimental program, a total of eight PEC columns with H-shaped steel sections of different flange and web slenderness ratios were tested to investigate the interactive mechanism between steel and concrete. The test results showed that the PEC columns could sustain the load well beyond the peak load provided that the flange slenderness ratio was not greater than five. In addition, the previous analytical model was extended to predict the axial load-strain relationships of the PEC columns with H-shaped steel sections. A good agreement between the predicted load-strain relationships and test data was observed. Using the analytical model, the effects of compressive strength of concrete (21 to 69 MPa), yield strength of steel (245 to 525 MPa), slenderness ratio of flange (4 to 10), and slenderness ratio of web (10 to 25) on the interactive mechanism (K_h = confinement factor for highly confined concrete and K_w = reduction factor for steel web) and ductility index (DI = ratio between strain at peak load and strain at proportional load) were assessed. The numerical results showed that the slenderness of steel flange and yield strength of steel significantly influenced the compression behavior of the PEC columns.