강판형 중간 수직보강재의 거동에 관한 실험적 연구 = (An) Experimental study on behaviour of intermediate transverse stiffeners of plate girders

다국어 초록 (Multilingual Abstract)

The design method especially for the required area of the intermediate transverse stiffener in AASHTO specifications, which is based upon Basler(1963), has been known to be conservative since the inception of the ultimate strength design of the shear web panel. Basler formulated the design equation under the assumption that diagonal tension developed in the postbuckling range must be supported by the transverse stiffener. It often results in too heavy stiffeners. Bjorhovde(1980) inferred the conservatism from underestimation of the extent of web participation with the transverse stiffener in resisting diagonal tensions (and/or from incorrect evaluation of the effective length of the stiffener acting as a column), and recommended that research be conducted for rational design rules. However, probably due to lack of research, the equation for the required area remains in force without any fundamental changes.
Recently Lee, Yoo and Yoon(1999) carried out nonlinear finite element analysis to investigate the behavior of the transverse stiffener in the postbuckling range. The results of the finite element analysis indicated that no direct compression is developed in the transverse stiffener and as a consequence, the current design equation for the required area does not have any meaningful relationships with the ultimate strength of the web panel. Therefore, it seems that the area requirement of the transverse stiffener can be voided.
In the present study, experimental analysis was conducted in order to testify the results of the finite element study by Lee, Yoo and Yoon(1999). It was found that the results of the present experimental investigation support the nonlinear finite element study.
Finally it is recommended that further experimental and analytical research should be conducted In order to develop rational design method for the transverse stiffener.

목차 (Table of Contents)

• 목차
• 제1장 서론 = 1
• 1.1 강판형교의 역사적 배경 = 1
• 1.2 강판형 복부판의 특성 = 3
• 1.3 연구목적 및 연구방법 = 5
• 제2장 복부판의 설계 규정 및 배경 = 7
• 2.1 사인장거동 이론(Diagonal Tension Theory) = 7
• 2.1.1 복부판의 탄성좌굴(Elastic Buckling of Web) = 8
• 2.1.2 복부판의 보거동(Beam Action of Web) = 8
• 2.1.3 복부판의 후좌굴(Postbuckling of Web) = 10
• 2.2 전단저항관련 규정 및 배경 고찰 = 13
• 2.2.1 AASHTO-LRFD(1998)시방서 전단규정 및 이론 = 14
• 2.2.2 복합 전단저항(Combined Shear Resistance) = 19
• 2.2.3 비보강 복부판의 전단저항 = 20
• 2.2.4 보강 복부판의 전단저항 = 23
• 2.3 중간수직보강재 규정 = 31
• 2.3.1 단면2차모멘트 규정 = 31
• 2.3.2 단면적(As)규정 = 31
• 2.3.3 돌출폭 규정 = 32
• 제3장 유한요소해석 = 33
• 3.1 비선형 유한요소해석 = 33
• 3.1.1 재료 비선형 = 33
• 3.1.2 초기 변형(Initial imperfections) = 35
• 3.2 모델의 검증 = 35
• 3.3 결과분석 = 39
• 3.3.1 해석모델 = 39
• 3.3.2 소요단면2차모멘트와 소요단면적 = 40
• 3.3.3 유한요소해석 결과 = 41
• 3.3.4 면외변형(Out of Plane Deformation) = 44
• 3.3.5 최종 변형형상 = 52
• 제4장 실험연구 = 54
• 4.1 실험(Experimental Study) = 54
• 4.1.1 실험장비(Equipments of Test) = 54
• 4.1.2 실험방법 = 54
• 4.2 실험결과 = 56
• 4.2.1 복부판의 극한거동 형상 = 56
• 4.2.2 중간수직보강재의 변형률 = 57
• 제5장 결론 = 65
• 참고문헌 = 67
• ABSTRACT = 70