• 한국강구조학회 논문집
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• 제23권2호
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• pp.199-210
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• 2011

사장교의 케이블은 타 부재에 비해 단면적이 매우 작고 고응력 상태이므로 진동에 매우 민감한 부재이다. 따라서 사장교 케이블의 충격계수는 실제 차량의 주행으로 발생하는 동적 효과를 반영하여 평가하는 것이 합리적이다. 이에 본 연구에서는 차량 중량, 케이블 모델, 노면조도, 차량속도 및 차량간격의 설계변수를 고려하여 중앙경간 230m 및 540m의 강합성 사장교를 대상으로 차량 이동하중 해석을 수행하여 케이블의 충격계수를 평가하고, 현재 실무에서 사용되고 있는 영향선을 이용한 방법과 비교하였다. 본 연구에 사용된 노면조도는 ISO 8608 규정에 근거하여 랜덤 생성하였으며, 생성 회수에 따른 케이블 충격계수의 수렴 추이를 분석함으로써 결과의 신뢰도를 확보하였다. 또한, 차량모델은 9-자유도를 갖는 트랙터-트레일러 형식의 트럭 모델을 적용하였으며 차량의 운동방정식은 Lagrange운동방정식으로부터 유도하였다. 해석 대상 교량은 3차원 유한요소모델로 구축하였으며 보강형과 주탑은 보요소, 케이블은 등가탄성계수를 갖는 트러스요소를 사용하였다. 이동하중으로 인한 교량-차량 상호작용 해석에는 직접적분법을 사용하였으며, 교량의 변위 오차율이 허용 범위 내에 수렴될 때까지 반복 해석을 수행하였다. 그 결과, 실제 차량의 주행으로 발생하는 동적 효과를 고려하지 못하는 영향선 기법은 차량 이동하중 해석에 비해 측경간 단부 케이블의 충격계수를 과소평가할 수 있는 것으로 나타났다.

• Wind and Structures
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• 제28권4호
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• pp.255-270
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• 2019

Aerodynamic configurations of bridge decks have significant effects on the aerostatic torsional divergence and flutter forsuper long-span bridges, which are onset for selection of suitable bridge decksfor those bridges. Based on a cable-stayed bridge with double main spans of 1500 m, considering typical twin-box, stiffening truss and closed-box section, which are the most commonly used form of bridge decks and assumed that the rigidity of those section is completely equivalent, are utilized to investigate the effects of aerodynamic configurations of bridge decks on aerodynamic instability performance comprised of the aerostatic torsional divergence and flutter, by means of wind tunnel tests and numerical calculations, including three-dimensional (3D) multimode flutter analysis and nonlinear aerostatic analysis. Regarding the aerostatic torsional divergence, the results obtained in this study show twin-box section is the best, closed-box section the second-best, and the stiffening truss section the worst. Regarding the flutter, the flutter stability of the twin-box section is far better than that of the stiffening truss and closed-box section. Furthermore, wind-resistance design depends on the torsional divergence for the twin-box and stiffening truss section. However, there are obvious competitive relationships between the aerostatic torsional divergence and flutter for the closed-box section. Flutter occur before aerostatic instability at initial attack angle of $+3^{\circ}$ and $0^{\circ}$, while the aerostatic torsional divergence occur before flutter at initial attack angle of $-3^{\circ}$. The twin-box section is the best in terms of both aerostatic and flutter stability among those bridge decks. Then mechanisms of aerostatic torsional divergence are revealed by tracking the cable forces synchronous with deformation of the bridge decksin the instability process. It was also found that the onset wind velocities of these bridge decks are very similar at attack angle of $-3^{\circ}$. This indicatesthat a stable triangular structure made up of the cable planes, the tower, and the bridge deck greatly improves the aerostatic stability of the structure, while the aerodynamic effects associated with the aerodynamic configurations of the bridge decks have little effects on the aerostatic stability at initial attack angle of $-3^{\circ}$. In addition, instability patterns of the bridge depend on both the initial attack angles and aerodynamic configurations of the bridge decks. This study is helpful in determining bridge decksfor super long-span bridges in future.

• Structural Monitoring and Maintenance
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• 제3권1호
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• pp.91-114
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• 2016

In this paper, recent research trends and activities on structural health monitoring (SHM) of civil infrastructure in Korea are reviewed. Recently, there has been increasing need for adopting smart sensing technologies to SHM, so this review focuses on smart sensing, monitoring, and assessment for civil infrastructure. Firstly, the research activities on smart sensor technology is reviewed including optical fiber sensors, piezoelectric sensors, wireless smart sensors, and vision-based sensing system. Then, a brief overview is given to the recent advances in smart monitoring and assessment techniques such as vibration-based global monitoring techniques, local monitoring with piezoelectric materials, decentralized monitoring techniques for wireless sensors, wireless power supply and energy harvest. Finally, recent joint SHM activities on several test beds in Korea are discussed to share the up-to-date information and to promote the smart sensors and monitoring technologies for applications to civil infrastructure. It includes a Korea-US joint research on test bridges of the Korea Expressway Corporation (KEC), a Korea-US-Japan joint research on Jindo cable-stayed bridge, and a comparative study for cable tension measurement techniques on Hwamyung cable-stayed bridge, and a campaign test for displacement measurement techniques on Sorok suspension bridge.

• 대한토목학회논문집
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• 제26권1A호
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• pp.55-65
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• 2006

이 논문에서는 캔틸레버 공법으로 시공되는 대칭형 강 사장교의 폐합해석법을 제안한다. 폐합시공 전에는 폐합단면 양쪽에서 두개의 독립적인 구조계가 성립되기 때문에 폐합단면에 적절한 단면력을 가해 주어야만 폐합단면에서 수직 처짐과 회전각에 대한 적합조건을 만족시킬 수 있다. 그러나 실제 시공에서는 폐합단면에 단면력을 재하하는 것이 거의 불가능하기 때문에 시공 중에 실제로 교량에 재하할 수 있는 외력에 의하여 적합조건을 만족시켜야 한다. 이 논문에서는 몇 개 케이블의 무응력 길이와 데릭 크레인의 인양력을 조정하여 적합조건을 만족시킬 수 있는 해석 방법을 제안한다. 적합조건식은 케이블의 무응력 길이와 크레인 인양력에 대하여 비선형이므로 Newton-Raphson 방법에 의하여 반복적으로 푼다. 케이블 부재는 탄성현수선 요소를 사용하여 모델링하였고, 주탑과 거더는 일반적인 3차원 뼈대요소를 사용하여 이산화하였다. 교량의 케이블 무응력 길이와 인양력에 대한 변위 민감도는 평형방정식을 직접 미분하여 계산하였다. 주어진 신뢰도 구간에서 시공 오차를 예측하기 위한 몬테-카를로 모사법을 제안하였다. 제안된 방법을 제 2 진도대교의 폐합시공에 적용하여 그 타당성과 효율성을 검증하였다.

• 한국지반공학회:학술대회논문집
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• 한국지반공학회 2010년도 추계 학술발표회 3차
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• pp.72-77
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• 2010

The Incheon Bridge, which was opened to the traffic in October 2009, is an 18.4 km long sea-crossing bridge connecting the Incheon International Airport with the expressway networks around the Seoul metropolitan area by way of Songdo District of Incheon City. This bridge is an integration of several special featured bridges and the major part of the bridge consists of cable-stayed spans. This marine cable-stayed bridge has a main span of 800 m wide to cross the vessel navigation channel in and out of the Incheon Port. In waterways where ship collision is anticipated, bridges shall be designed to resist ship impact forces, and/or, adequately protected by ship impact protection (SIP) systems. For the Incheon Bridge, large diameter circular dolphins as SIP were made at 44 locations of the both side of the main span around the piers of the cable-stayed bridge span. This world's largest dolphin-type SIP system protects the bridge against the collision with 100,000 DWT tanker navigating the channel with speed of 10 knots. Diameter of the dolphin is up to 25 m. Vessel collision risk was assessed by probability based analysis with AASHTO Method-II. The annual frequency of bridge collapse through the risk analysis for 71,370 cases of the impact scenario was less than $0.5{\times}10^{-4}$ and satisfies design requirements. The dolphin is the circular sheet pile structure filled with crushed rock and closed at the top with a robust concrete cap. The structural design was performed with numerical analyses of which constitutional model was verified by the physical model experiment using the geo-centrifugal testing equipment. 3D non-linear finite element models were used to analyze the structural response and energy-dissipating capability of dolphins which were deeply embedded in the seabed. The dolphin structure secures external stability and internal stability for ordinary loads such as wave and current pressure. Considering failure mechanism, stability assessment was performed for the strength limit state and service limit state of the dolphins. The friction angle of the crushed stone as a filling material was reduced to $38^{\circ}$ considering the possibility of contracting behavior as the impact.

• 한국전산구조공학회:학술대회논문집
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• 한국전산구조공학회 2005년도 춘계 학술발표회 논문집
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• pp.249-256
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• 2005

Rigorous FE(Finite Element) analyses of the cable-stayed bridge with steel-box girder, the main construction method of which is FCM (Free Cantilever Method), are presented in this paper. The analysis and the checking of design for a derrick crane under several loading conditions are performed using the software MIDAS/Civil and the beam elements are used to model the main structure. Among all the construction stages, special construction stages are chosen and considered to ensure the safety of segments of box girder The stress analysis for lifting of a segment of box girder is performed using the software SAP2000 and the shell elements of which having 6 DOF(Degrees Of Freedom) per nodes are successfully used to model the segment of box girder for the purpose of capturing the detailed behaviors on the folded-plates in the segment. Finally, concluding remarks are given to improve a design of the derrick crane and the segment based on the results from this study.

• 한국전산구조공학회논문집
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• 제20권5호
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• pp.543-550
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• 2007

건설 분야에서는 신소재인 FRP(fiber reinforced polymer) 복합재료는 그 경량성과 고강도로 점차 그 사용영역이 넓어지고 있다. 본 연구에서는 이러한 FRP 소재의 성능을 평가하기 위하여 제2 진도대교를 원형(prototype)으로 하는 3차원 선형 모델링을 하였고 케이블 및 거더에 복합소재를 적용하여 해석하였다. 해석 결과는 Steel 케이블 및 보강형을 사용한 경우와 비교를 통하여 분석하였고 정적해석 및 모드해석을 수행하였다. 정적해석에서는 각 부재의 최대 응력 및 중앙 지점의 최대 처짐을 비교하였다. 사하중 감소 때문에 복합소재를 사용한 경우 상판의 처짐이 감소하는 것을 확인하였으며, 케이블의 단면을 감소시켜 해석함으로써 그 결과를 다시 보였다. 단면 감소, 모드해석에서는 진동수 비를 통해 Flutter의 발생 풍속을 비교하였다.

• 한국지반환경공학회 논문집
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• 제16권1호
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• pp.5-16
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• 2015

장대교량의 공사비에서 대형 해상기초가 차지하는 비중은 약 40% 수준이다(KICTEP, 2007). 본 연구에서는 가상의 초장대 사장교에서 대수심 대형 복합기초에 대하여 3가지 설계법(허용응력 설계, LRFD 설계, 유로코드 설계)으로 설계검토를 실시하였고, 3차원 유한요소 해석을 통하여 대구경 현장타설말뚝의 거동에 관한 연구를 수행하였다. 그 결과, 허용응력 설계에서 추정한 방법이 연암 소켓길이가 가장 길었다. LRFD와 유로코드 설계법 2에 의해 계산된 연암소켓 길이는 유사하였다. 대구경 현장타설말뚝의 연암소켓길이가 길어짐에 따라 대구경 현장타설말뚝 두부에 작용하는 축력은 작아졌으며 현장타설말뚝의 침하량도 작아졌다.

• Structural Engineering and Mechanics
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• 제47권3호
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• pp.383-399
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• 2013

High-strength strands are widely used as a key structural element in cable-stayed bridges and prestressed concrete structures. Conventional strands for stay cable and tendons in prestressed concrete structures are ${\phi}$15.7mm coated seven-wire strands and ${\phi}15.2mm$ uncoated seven-wire strands, respectively, but the ultimate strengths of both strands are 1860MPa. The objective of this paper is to investigate the tensile behavior of a newly developed ${\phi}15.7mm$ 2,200 MPa coated strand and a ${\phi}15.2mm$ 2,400 MPa uncoated strand according to various types of mono anchorages and to propose appropriate anchorages for both strands. Finite element analyses were initially performed to find how the geometry of the anchor head affects the interaction among the anchor head, the wedge and the strand and to find how it affects the stress distributions in both parts. Tensile tests for the new strands were carried out with seven different types of mono anchorages. The test results were compared to each other and to the results obtained from the tensile tests with a grip condition. From the analysis and the test results, desirable mono anchorages for the new strands are suggested.

• Wind and Structures
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• 제9권2호
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• pp.125-146
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• 2006

Stonecutters Bridge of Hong Kong is a cable-stayed bridge with two single-column pylons each 298 m high and an aerodynamic twin deck. The total length of the bridge is 1596 m with a main span of 1018 m. The top 118 m of the tower will comprise structural steel and concrete composite while the bottom part will be of reinforced concrete. The bridge deck at the central span will be of steel whilst the side spans will be of concrete. Stonecutters Bridge has adopted a twin-girder deck design with a wide clear separation of 14.3 m between the two longitudinal girders. Although a number of studies have been conducted to investigate the aerodynamic performance of twin-girder deck, the actual real life application of this type of deck is extremely limited. This therefore triggered the need for conducting the present studies, the main objective of which is to investigate the performance of Stonecutters Bridge against flutter at its in-service stage as well as during construction. Based on the flutter derivatives obtained from the 1:80 scale rigid section model experiment, flutter analysis was carried out using 3-D finite element based single parameter searching method developed by the second author of this paper. A total of 6 finite element models of the bridge covering the in-service stage as well as 5 construction stages were established. The dynamic characteristics of the bridge associated with these stages were computed and applied in the analyses. Apart from the critical wind speeds for the onset of flutter, the dominant modes of vibration participating in the flutter vibration were also identified. The results indicate that the bridge will be stable against flutter at its in-service stage as well as during construction at wind speeds much higher than the verification wind speed of 95 m/s (1-minute mean).