• 한국전산구조공학회:학술대회논문집
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• 한국전산구조공학회 1997년도 가을 학술발표회 논문집
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• pp.95-102
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• 1997

Jointless bridge is a new construction method applicable to bridge of short length. In the jointless bridge expansion of superstructure due to thermal effect was absorbed in the flexible pile-type abutment in stead of expansion joint in the conventional bridges. By removing expansion joint, it retards deterioration and extends life time of bridge. In this paper, jointless bridge of steel box girder type was studied through finite element analysis. Stress variations of superstructure and pile due to thermal effect was studied for the two span continuous integral bridge of 80m length and the results of analysis was presented.

• 한국전산구조공학회논문집
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• 제35권3호
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• pp.167-174
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• 2022

본 연구는 신축이음장치를 설치하지 않고 상부구조와 교대를 일체화하는 무조인트 교량의 거동해석에 대한 것이다. 선행연구에서는 민감도 해석을 통해 무조인트 교량의 최적 수치해석 모들은 상대오차에 의한 변위 형상의 유사성과 정밀도를 유지하면서 실용적인 shell 요소 기반 모델이 가장 적합한 것으로 판단하였다. 따라서 본 연구에서는 shell 요소 기반 모델과 solid 요소 모델간의 벽체 깊이별 거동 분석을 수행하였다. 또한 MIDAS Civil과 ABAQUS를 사용하여 해석 프로그램간 비교를 하였다. 반일체식 교대 교량인 A 교와 B 교의 경우 선형 스프링 조건인 Case 1, +30℃의 경우 지반반력으로 인해 벽체 깊이가 깊어질수록 변위가 감소하였다. -30℃의 경우는 지반반력이 작용하지 않으므로 변위 변화가 미소하였다. 완전일체식 교대 교량인 C 교와 흉벽일체식 교대 교량인 D 교의 경우 말뚝의 저항력으로 인하여 +30℃, -30℃ 모두 벽체 깊이가 깊어질수록 변위가 감소하였다. 해석 프로그램간 비교는 Case 1의 경우 상대오차는 미소하였으나 Case 2의 경우는 차이가 발생하였다. 이는 해석 프로그램에 따른 비선형 스프링의 적용 방식의 차이로 인한 것으로 판단된다.

• 한국전산구조공학회논문집
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• 제34권4호
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• pp.255-262
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• 2021

본 연구의 대상은 신축이음장치를 설치하지 않고 상부구조와 교대를 일체화하는 무조인트 교량이다. 무조인트 교량은 국내에 2009년 이후 본격적으로 도입되었다. 공용기간이 짧고 설계, 시공 및 유지관리 경험이 부족하여 장기거동에 대한 신뢰도가 아직은 부족하다. 수치해석을 통해 다수의 교량을 분석하는 경우 수치해석 모델은 안정적인 정확성 유지와 모델 구축의 편의성이 확보되어야 한다. 본 연구에서는 다양한 형식을 가진 무조인트 교량의 수치해석 모델을 선정하기 위해 민감도 해석을 수행하였다. 민감도 해석은 상용유한요소 프로그램인 MIDAS Civil과 ABAQUS를 사용하여 수행하였다. solid 요소 기반인 모델을 기준으로 하여 구조모델간 평균 및 최대 상대오차를 분석하였다. 해석결과 beam 요소 기반인 모델은 상대오차가 크게 발생하였고 shell 요소 기반인 모델은 상대오차가 아주 미소하였다. 따라서 무조인트 교량의 최적 수치해석 모델은 상대오차에 의한 변위 형상의 유사성과 정밀도를 유지하면서 실용적인 모델인 shell 요소 기반 모델이 가장 적합한 것으로 판단하였다.

• 한국콘크리트학회:학술대회논문집
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• 한국콘크리트학회 1997년도 가을 학술발표회 논문집
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• pp.769-776
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• 1997

An integral abutment bridge refers to a jointless bridge with capped-pile stub type abutment. It has been used for more than 50 years in the United States and Canada. This paper briefly describes design and utilization of the PC beam integral abutment bridge which is adapted for Korea and shows its excellent performance compared with that of a jointed bridge. This study introduces the characteristics of structural behaviors of the integral bridge and also mentions about its attributes and limitations.

• 한국전산구조공학회:학술대회논문집
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• 한국전산구조공학회 1998년도 가을 학술발표회 논문집
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• pp.389-396
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• 1998

One solution to prevent deterioration due to expansion joint and to extend lifetime of short span bridges, is jointless integral abutment bridge. To understand behavior of pile foundation of skewed plate girder bridge with integral abutment, finite element analysis was performed for the model of different skew angle from 90。 to 50。. Comparison of stresses at pile and abutment was made for each case. It is found that effect of temperature change is major factor to influence the behavior of skewed integral abutment bridge.

• Smart Structures and Systems
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• 제9권1호
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• pp.1-20
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• 2012

In bridge engineering, maintenance strategies and thus budgetary demands are highly influenced by construction type and quality of design. Nowadays bridge owners and planners tend to include life-cycle cost analyses in their decision processes regarding the overall design trying to optimize structural reliability and durability within financial constraints. Smart permanent and short term monitoring can reduce the associated risk of new design concepts by observing the performance of structural components during prescribed time periods. The objectives of this paper are the discussion and analysis of influence line or influence field approaches in terms of (a) an efficient incorporation of monitoring information in the structural performance assessment, (b) an efficient characterization of performance indicators for the assessment of structures, (c) the ability of optimizing the positions of sensors of a monitoring system, and (d) the ability of checking the robustness of the monitoring systems applied to a structure. The proposed influence line- model correction approach has been applied to an integrative monitoring system that has been installed for the performance assessment of an existing three-span jointless bridge.

• 복합신소재구조학회 논문집
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• 제5권2호
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• pp.21-26
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• 2014

This paper introduces general concepts of jointless bridges and field construction case of semi-integral bridge with psc girder integrating end-diaphragm. The expansion joints need to satisfy thermal and safety conditions of bridges. General bridges with joints have some problems, which are frequently replacement cycle time from mechanical damage or unstable movement, maintenance cost and more. To solve these problems, Integral Abutment Bridges(IAB) have been applied overseas in the 1930s. In Korea, first IAB was constructed in the early 2000s and precast IAB systems was invented and applied lately. Kyungshin overpass bridge in Incheon is the Semi-IAB constructed, the span length is 2@35=70m and the width is 13.9m. The original plan was to use general joint bridge but design field changed with expectations for advanced economic estimation and maintenance. This changed method of B.I.B bridge construction provided not only workability, construction cost but also safety improvement at the same time.

• Steel and Composite Structures
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• 제26권2호
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• pp.227-239
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• 2018

Integral abutment bridges (IABs) have no joint across the length of bridge and are therefore also known as jointless bridges. IABs have many advantages, such as structural integrity, efficiency, and stability. More importantly, IABs have proven to be have both low maintenance and construction costs. However, due to the restraints at both ends of the girder due to the absence of a gap (joint), special design considerations are required. For example, while replacing the deck slabs to extend the service life of the IAB, the buckling strength of the steel girder without a deck slab could be much smaller than the case with deck slab in place. With no deck slab, the addition of thermal expansion in the steel girders generates passive earth pressure from the abutment and if the applied axial force is greater than the buckling strength of the steel girders, buckling failure can occur. In this study, numerical simulations were performed to estimate the buckling strength of typical steel girders in IABs. The effects of girder length, the width of flange and thickness of flange, imperfection due to fabrication and construction errors on the buckling strengths of multiple and single girders in IABs are studied. The effect of girder spacing, span length ratio (for a three span girder) and self-weight effects on the buckling strength are also studied. For estimation of the reaction force of the abutment generated by the passive earth pressure of the soil, BA 42/96 (2003), PennDOT DM4 (2015) and the LTI proposed equations (2009) were used and the results obtained are compared with the buckling strength of the steel girders. Using the selected design equations and the results obtained from the numerical analysis, equations for preventing the buckling failure of steel girders during deck replacement for maintenance are presented.