• 한국전자파학회논문지
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• 제14권8호
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• pp.845-854
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• 2003

광섬유의 색 분산과 비선형 효과에 의해 왜곡된 채널 신호를 보상하기 위한 방법으로 고비선형 분산 천이 광섬유의 광 위상 공액기를 이용한 경로 평균 강도 근사 MSSI(Mid-Span Spectral Inversion)를 채택한 채널 전송률 40 Gbps의 5-채널 WDM시스템의 시뮬레이션을 통하여 채널 각각의 MSSI 보상 특성을 다양한 광섬유 분산 계수에 따라 분석해 보았다. 채널별 보상 특성의 분석은 1 dB 기준 눈 열림 패널티, 수신단에서의 비트 에러율 특성, $10^{-9}$ BER에서의 채널 간 파워 패널티 등을 이용했다. 시스템 전송 길이, 광섬유의 분산 계수, 광 위상 공액기 펌프 광 파장, 광 위상 공액기에서의 WDM신호 파장에 따른 공액파 변환 효율 등에 관계하여 광 위상 공액기를 중심으로 한 첫 번째 전송 링크에서의 신호 평균 전력과 두 번째 전송 링크에서의 공액파 평균 전력을 동일하게 만드는 펌프 광 전력을 적절히 선택하면 고비선형 분산 천이 광섬유가 MSSI 보상을 통한 광대역 WDM 시스템을 위한 광 위상 공액기에서의 비선형 매질로 매우 적합하다는 것을 확인할 수 있었다.

• Computers and Concrete
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• 제19권6호
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• pp.725-736
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• 2017

This paper presents the two-, three-, and four-lane transverse reduction factor based on FEA method, probability theory, and the recently actual traffic flow data. A total of 72 composite girder bridges with various spans, number of lanes, loading mode, and bridge type are analyzed with time-varying static load FEA method by ANSYS, and the probability models of vehicle load effects at arbitrary-time point are developed. Based on these probability models, in accordance to the principle of the same exceeding probability, the multi-lane transverse reduction factor of these composite girder bridges and the relationship between the multi-lane transverse reduction factor and the span of bridge are determined. Finally, the multi-lane transverse reduction factor obtained is compared with those from AASHTO LRFD, BS5400, JTG D60 or Eurocode. The results show that the vehicle load effect at arbitrary-time point follows lognormal distribution. The two-, three-, and four-lane transverse reduction factors calculated by using FEA method and probability respectively range between 0.781 and 1.027, 0.616 and 0.795, 0.468 and 0.645. Furthermore, a correlation between the FEA and AASHTO LRFD, BS5400, JTG D60 or Eurocode transverse reduction factors is made for composite girder bridges. For the two-, three-, and four-lane bridge cases, the Eurocode code underestimated the FEA transverse reduction factors by 27%, 25% and 13%, respectively. This underestimation is more pronounced in short-span bridges. The AASHTO LRFD, BS5400 and JTG D60 codes overestimated the FEA transverse reduction factors. The FEA results highlight the importance of considering span length in determining the multi-lane transverse reduction factors when designing two-lane or more composite girder bridges. This paper will assist bridge engineers in quantifying the adjustment factors used in analyzing and designing multi-lane composite girder bridges.

• KCI Concrete Journal
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• 제14권1호
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• pp.51-60
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• 2002

Strengthening of existing concrete structures is a major concern in recent years as the number of degraded structures increases. The purpose of this paper is to investigate the static and fatigue behavior of reinforced concrete (RC) beams strengthened with steel plates. To this end, a comprehensive test program has been set up and many series of strengthened beams have been tested. The major test variables include the plate thickness, adhesive thickness, and the shear-span to depth ratio. The test results indicate that the separation of plates is the dominant failure mechanism even for the full-span-length strengthened beams with steel plate. The theoretical ultimate load capacities for strengthened beams based on the full composite action of concrete beam and steel plate are found to be larger than the actual measured load capacities. The strengthened beams exhibit more dominant shear cracking as the shear-span to depth ratio decreases. The ultimate capacity of strengthened beams increases slightly with the increase of adhesive thickness, which may be caused by the late initiation of plate separation in the beams with thicker adhesive. A realistic concept of ductility for plate-strengthened beams is proposed in this study. It is seen that the strengthened beams show relatively low ductility compared with unstrengthened beams. The present study indicates that the strengthened beams exhibit much higher fatigue resistance than the unstrengthened beams. The increase of deflections of strengthened beams according to the number of load cycles is much smaller than that of unstrengthened beams. The present study provides very useful results for the realistic application of plate-strengthening method in reinforced concrete structures.

• 한국통신학회논문지
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• 제30권3A호
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• pp.168-177
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• 2005

장거리 3×40 Gbps 파장 분할 다중 시스템에서 색 분산과 자기 위상 변조에 의해 왜곡된 광 펄스를 최상으로 보상할 수 있는 최적의 펌프 광 전력을 수치적 방법으로 살펴보았다. 광 펄스 왜곡 보상 기법으로 경로 평균 강도 근사를 채택한 MSSI (Mid-Span Spectral Inversion) 기법을 사용하였고, 전체 전송로 중간에서 MSSI를 수행하는 광 위상 공액기(OPC)의 비선형 매질로는 HNL-DSF(Highly-Nonlinear Dispersion Shifted Fiber)를 이용하였다. 광 대역 WDM 전송을 위한 OPC의 비선형 매질로는 HNL-DSF가 매우 유용하다는 것을 확인하였고, 최상의 보상을 위한 OPC의 펌프 광 전력은 OPC를 통해 두 번째 광섬유로 입사하는 공액파 광 전력이 WDM 채널의 입력 광 전력과 같아지도록 전체 전송 거리와 관련하여 선택되어야 한다는 것을 확인하였다. 또한 적은 변환 효율을 갖는 WDM 채널의 개선된 보상은 전력 변환비를 1 이상으로 증가시킬 수 있는 전력의 펌프 광을 이용해야 얻을 수 있다는 것을 확인하였다.

• Computers and Concrete
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• 제16권1호
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• pp.49-65
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• 2015

It is hard to guarantee the strict synchronization of all the jacking-up points in the integral jacking of a large-span continuous box girder bridge. This paper took the Hengliaojing Bridge as background, which need jacking up as an object with 295m length and more than 10,000tons weight, adopted 3D software to calculate the unsynchronized jacking-up working conditions, and studied the relationships between the unsynchronized vertical difference and the girder's deformation behaviour. The aim is to verify the maximum value of the unsynchronized vertical difference, and guide the construction and ensure safety. The monitoring system with its contents is introduced corresponding to the analysis. The results of the deck relative elevations prove that it is difficult to avoid the deck torsional deformation for jacking different; especially the side span shows more deformations for its smaller stiffness. The maximum difference is smaller than the limited value with acceptable stresses in the sections. The jacking heights of the pier in each construction step are controlled regularly according to the design. The shifting of the whole bridge in longitudinal direction is smaller than in transverse direction. The several beginning steps are the key to adjust their support reactions. This study is one parts of the fundamental research for the code "Technical specification for bridge jacking-up and reposition of China". The whole synchronous jacking project of the main bridge set a world record by the World Record Association for the whole bridge jacking project with the longest span of the world.

• Wind and Structures
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• 제15권6호
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• pp.481-494
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• 2012

The greenhouse type metal structures are increasingly used in modern construction of livestock farms because they are less laborious to construct and they provide a more favorable microclimate for the growth of animals compared to conventional livestock structures. A key stress factor for metal structures is the wind. The external pressure coefficient ($c_{pe}$) is used for the calculation of the wind effect on the structures. A high pressure coefficient value leads to an increase of the construction weight and subsequently to an increase in the construction cost. The EC1 in conjunction with EN 13031-1:2001, which is specialized for greenhouses, gives values for this coefficient. This value must satisfy two requirements: the safety of the structure and a reduced construction cost. In this paper, the Navier - Stokes and continuity equations are solved numerically with the finite element method (Galerkin Method) in order to simulate the two dimensional, incompressible, viscous air flow over the vaulted roofs of single span and twin-span with eaves livestock greenhouses' structures, with a height of 4.5 meters and with length of span of 9.6 and 14 m. The simulation was carried out in a wind tunnel. The numerical results of pressure coefficients, as well as, the distribution of them are presented and compared with data from Eurocodes for wind actions (EC1, EN 13031-1:2001). The results of the numerical experiment were close to the values given by the Eurocodes mainly on the leeward area of the roof while on the windward area a further segmentation is suggested.

• 콘크리트학회논문집
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• 제19권3호
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• pp.275-281
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• 2007

최근에 교량과 건축물의 건설에 강-콘크리트 합성 구조물이 광범위하게 적용되고 있다. 본 논문에서는 과거의 현장 타설 철근콘크리트 바닥판을 대체하기 위하여 새로운 형태의 강-콘크리트 합성 바닥판을 재안하였다. 유공판재형 전단 연결재는 성형 강판과 콘크리트 사이의 수평전단저항력을 제공하는데 유용하였다. 제안된 바닥판 시스템의 효과를 증명하기 위하여 PSC 거더용 바닥판을 8개 제작하였으며, 정적 하중 상태에서 바닥판의 수평전단저항력을 결정하기 위하여 4가지의 전단 지간을 적용하여 실험을 수행하였다. 또한 제안된 바닥판과의 비교를 위하여 2개의 철근콘크리트 바닥판을 제작하여 실험을 수행하였다. 그리고 제안된 바닥판 시스템의 수평전단저항력은 m-k 방법을 이용하여 산정되었다.

• Wind and Structures
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• 제6권5호
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• pp.387-402
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• 2003

In the past decades, much effort has been made towards the study of single-mode-based vibration controls with dynamic energy absorbers such as single or multiple Tuned Mass Dampers(TMDs). With the increase of bridge span length and the tendency of the bridge cross-section being more slender and streamlined, multi-mode coupled vibrations as well as their controls have become very important for large bridges susceptible to strong winds. As a simple but effective device, the TMD system especially the semi-active one has become a promising option for such coupled vibration controls. However, despite various studies of optimal controls of single-mode-based vibrations with TMDs, research on the corresponding controls of the multi-mode coupled vibrations is very rare so far. For the development of a semi-active control strategy to suppress the multi-mode coupled vibrations, a comprehensive parametric analysis on the optimal variables of this control is substantial. In the present study, a multi-mode control strategy named "three-row" TMD system is discussed and the general numerical equations are developed at first. Then a parametric study on the optimal control variables for the "three-row" TMD system is conducted for a prototype Humen Suspension Bridge, through which some useful information and a better understanding of the optimal control variables to suppress the coupled vibrations are obtained. This information lays a foundation for the design of semi-active control.

• Structural Engineering and Mechanics
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• 제61권5호
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• pp.675-684
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• 2017

In this paper, a hybrid seismic response control (HSRC) system was developed to control bridge behavior caused by the seismic load. It was aimed at optimum vibration control, composed of a rubber bearing of passive type and MR-damper of semi-active type. Its mathematical modeling was driven and applied to a bridge model so as to prove its validity. The bridge model was built for the experiment, a two-span bridge of 8.3 meters in length with the HSRC system put up on it. Then, inflicting the EI Centro seismic load on it, shaking table tests were carried out to confirm the system's validity. The experiments were conducted under the basic structure state (without an MR-damper applied) first, and then under the state with an MR-damper applied. It was also done under the basic structure state with a reinforced rubber bearing applied, then the passive on/off state of the HSRC system, and finally the semi-active state where the control algorithm was applied to the system. From the experiments, it was observed that pounding rather increased when the MR-damper alone was applied, and also that the application of the HSRC system effectively prevented it from occurring. That is, the experiments showed that the system successfully mitigated structural behavior by 70% against the basic structure state, and, further, when control algorithm is applied for the operation of the MR-damper, relative displacement was found to be effectively mitigated by 80%. As a result, the HSRC system was proven to be effective in mitigating responses of the two-span bridge under seismic load.

• 한국의류산업학회지
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• 제2권5호
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• pp.423-429
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• 2000

This study was conducted to find out the relationship between skin temperature and clothing temperature in body parts. Four different kinds of fabrics were used in this experiment. These fabrics were a (Ny/Spun, 81.8/18.2%), b (Wool/Poly/span, 50/45/5%), (Wool/Ny/Span70/25/5) and d (Wool/Poly/Span 45/45/10%). The subjects skated at indoor ice rink where the length was 111.12 m, the temperature was $11{\pm}1^{\circ}C$ and the humidity was $70{\pm}10%$. The four an male professional skaters speed was $17{\pm}1$ seclm/lap. Physiological parameters were skin temperature at 4 body points (chest, upper arm, thigh, leg) and clothing temperature at chest was measured every 15 second. Experiment protocol was as follows: resting before skating (5 min.), skating (5 min.), and resting after skating (10 min.). The results were as follows; The mean skin temperature by fabrics shows b > a > d > c. The mean skin temperature began to decline little by little as soon as the subjects entered the indoor ice rink. After they rested for five minutes, they started skating and the mean skin temperature declined widely. After skating, the mean skin temperature increased step by step. It maintained the similar temperature. The value of skin temperature at body points shows Leg > Chest > Upper arm > Thigh. Because of the characteristics of skating uniforms, the skin temperature of the leg is the highest. The skating uniform was designed to have a protective portion in the leg. The chest produces the highest temperature in the body. The comparison of difference values in skin temperature show Thigh > Upper arm > Chest > Leg. While skating in a cold atmosphere, the largest difference value is clothing temperature. The clothing temperature is lower than the skin temperature during skating. The difference value of clothing temperature is larger than the skin temperature of the chest.