• Architectural research
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• 제7권1호
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• pp.27-38
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• 2005

No specific guidelines are available for computing the bearing strength of connection between steel coupling beam and reinforced concrete shear wall in a hybrid wall system. There were carried out analytical and experimental studies on connection between steel coupling beam and concrete shear wall in a hybrid wall system. The bearing stress at failure in the concrete below the embedded steel coupling beam section is related to the concrete compressive strength and the ratio of the width of the embedded steel coupling beam section to the thickness of the shear walls. Experiments were carried out to determine the factors influencing the bearing strength of the connection between steel coupling beam and reinforced concrete shear wall. The test variables included the reinforcement details that confer a ductile behavior in connection between steel coupling beam and shear wall, i.e., the auxiliary stud bolts attached to the steel beam flanges and the transverse ties at the top and the bottom steel beam flanges. In addition, additional test were conducted to verify the strength equations of the connection between steel coupling beam and reinforced concrete shear wall. The proposed equations in this study were in good agreement with both our test results and other test data from the literature.

• Steel and Composite Structures
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• 제28권4호
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• pp.449-460
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• 2018

This paper reports the experimental results of three through bolt beam-column connections under pure shear forces using modified push-out tests. The investigated specimens include extended end-plates and six through-bolts connecting square concrete-filled steel tubular column (S-CFST) to steel beams. The main goal of this study is to investigate if and how the mechanical shear connectors, such as steel angles and stud bolts, contribute to the shear transfer mechanisms in the steel-concrete interface of the composite column. The contribution of shear studs and steel angles to improve the shear resistance of steel-concrete interface in through-bolt connections was investigated using tests. The results showed that their contribution is not significant when the beam-column connection is included in the push-out tests. The specimens failed by pure shear of the long bolts, and the ultimate load can be predicted using the shear resistance of the bolts under shear forces. The predicted values of load allowed obtaining a good agreement with the tests results.

• 한국콘크리트학회:학술대회논문집
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• 한국콘크리트학회 2006년도 추계 학술발표회 논문집
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• pp.325-328
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• 2006

Joint structures of composite truss bridges can have the same details for the connection between diagonal members and upper concrete slab as the connection between diagonal members and lower concrete slab. Adequate connection details should be decided according to design codes, constructibility, and economical evaluation. It is necessary to clarify the design check items and load transferring mechanism because combined external loads on composite truss bridges are concentrated at the joints. Joints with gusset plates and stud connectors are applied and complicated joint details may arise some problems in construction. This paper deals with experimental evaluation of the joints in composite truss bridges and proper design provisions were investigated to enhance the details. Push-out test specimens with group studs were fabricated and the effects of grouping and bent studs were studied.

• Steel and Composite Structures
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• 제10권2호
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• pp.169-185
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• 2010

The present work describes the experimental tests on steel and lightweight concrete composite beams performed at University of Minho, Portugal. The study involves tests on simply supported composite beams of 4.5 m span, with the same geometrical disposition, supports and materials. The geometrical configuration for the cross section and supports is identical for every beam, varying the shear connectors' distribution and the loading conditions. Headed studs are used to provide the connection between the steel profile and the concrete slab. The parameters in study are the stud disposition and the load distribution. The main objective is to describe the composite beams behaviour, focused on its connection, and to analyse the contribution of the different components to the beams load and deformation capacity. All the tests explored the beams maximum load and deformation capacity and different types of failure were observed.

• 한국강구조학회 논문집
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• 제10권4호통권37호
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• pp.789-799
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• 1998

본 연구의 목적은 CFT-기둥과H-형강보의 볼트를 이용한 접합부의 형식을 제안하는 데 있다. 본 연구에서는 직선형, 굽힘형, U자형, 기성제품 고장력 볼트를 이용한 아홉가지 형식의 접합부를 제안하였다. 이 아홉가지의 접합부 형식에 대하여 단순 인장 실험을 수행하였으며, 이 실험 결과에 의해 성능이 우수한 형태를 선정하여 단순 휨 실험을 수행하였다. 그리고 단순 휨 실험을 통해 보-기둥 접합부의 구조적인 거동을 비교 분석하였다. 단순 휨 실험의 분석 결과, 휨 접합부의 구조성능은 상당히 우수한 것으로 나타났으나 시공시 해결되어야 할 사항들이 남아 있는 것으로 나타났다.

• 한국구조물진단유지관리공학회 논문집
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• 제22권2호
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• pp.43-50
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• 2018

본 연구에서는 강주형과 바닥판의 합성에 사용되는 전단연결재에 대한 연구를 위해 세계 각국에서 사용되는 설계기준과 연구사례를 분석하고 교량 바닥판에 작용하는 각종 수직하중으로 인해 강주형과 콘크리트 슬래브의 접촉면에 발생하는 수평방향의 전단력을 전달하는 이 연결재를 설치한 밀어내기 시험체에 대하여 전단실험을 수행하였으며, 이 시험을 통하여 철근 대신 FRP 철근이 배치된 Steel strap 바닥판의 전단열재 평가식을 제안하였다. 본 연구에서의 제안식은 도로교설계기준의 전단연결재 허용강도 대비 약 3배의 안전율을 가지고 있으며, 기존의 DIN 기준과 Viest 평가식과 비교하면 5%정도의 오차로 유사한 결과를 보여주었다.

• 한국구조물진단유지관리공학회 논문집
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• 제18권2호
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• pp.74-81
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• 2014

본 연구에서는 휨모멘트를 받는 SC 벽체 스터드의 성능을 최적화시키기 위해 비선형 유한요소법을 사용한 해석적 연구를 수행하였다. SC 벽체에 대한 유한요소모형에서는 접촉, 연결, 그리고 재료에 대한 비선형성을 고려하였다. 그리고 해석모형의 검증을 위해 선행된 실내 실험을 모사하여 계측결과와 해석결과를 비교하였고, 제안된 해석방법의 타당성을 검증하였다. 문헌조사를 통해 해석 대상물의 크기를 결정하였고, 다양한 스터드의 형식과 배치간격을 고려한 해석을 수행하였다. 또한, KEPIC SNG를 만족하는지에 대한 추가적인 검토를 수행하였다. 최종적으로 수치해석과 기준의 검토를 통하여 개선된 스터드의 최적 형식 및 배치안을 제시하였다.

• Structural Engineering and Mechanics
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• 제71권4호
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• pp.433-444
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• 2019

Shear studs are often used to connect steel girders and concrete deck to form a composite bridge system. The application of precast concrete deck to steel-concrete composite bridges can improve the strength of decks and reduce the shrinkage and creep effect on the long-term behavior of structures. How to ensure the connection between steel girders and concrete deck directly influences the composite behavior between steel girder and precast concrete deck as well as the behavior of the structure system. Compared with traditional multi-I girder systems, a twin-I girder composite bridge system is more simplified but may lead to additional requirements on the shear studs connecting steel girders and decks due to the larger girder spacing. Up to date, only very limited quantity of researches has been conducted regarding the behavior of shear studs on twin-I girder bridge systems. One convenient way for steel composite bridge system is to cast concrete deck in place with shear studs uniformly-distributed along the span direction. For steel composite bridge system using precast concrete deck, voids are included in the precast concrete deck segments, and they are casted with cast-in-place concrete after the concrete segments are erected. In this paper, several sets of push-out tests are conducted, which are used to investigate the heavier of shear studs within the voids in the precast concrete deck. The test data are analyzed and compared with those from finite element models. A simplified shear stud model is proposed using a beam element instead of solid elements. It is used in the finite element model analyses of the twin-I girder composite bridge system to relieve the computational efforts of the shear studs. Additionally, a parametric study is developed to find the effects of void size, void spacing, and shear stud diameter and spacing. Finally, the recommendations are given for the design of precast deck using void for twin I-girder bridge systems.

• Steel and Composite Structures
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• 제50권6호
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• pp.659-674
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• 2024

Casting Ultra High-Performance Concrete (UHPC) on an orthotropic steel deck and forming a composite action by connectors could improve the steel deck fatigue performance. This study presents the mechanical performance of a proposed post-combination connection between UHPC and steel, which had a low constraint effect on UHPC shrinkage. A total of 10 push-out tests were conducted for static and fatigue performance investigations. And the test results were compared with evaluation methods in codes to verify the latter's applicability. Meanwhile, nonlinear simulation and parametric works with material damage plasticity models were also conducted for the static and fatigue failure mechanism understanding. The static and fatigue test results both showed that fractures at stud roots and surrounding local UHPC crushes were the main failure appearances. Compared with normally arranged studs, group arrangement could result in reductions of static stud shear stiffness, strength, and fatigue lives, which were about 18%, 12%, and 27%, respectively. Compared with the test results, stud shear capacity and fatigue lives evaluations based on the codes of AASHTO, Eurocode 4, JSCE and JTG D64 could be applicable in general while the safety redundancies tended to be smaller or even insufficient for group studs. The analysis results showed that arranging studs in groups caused obviously uneven strain distributions. The severer stress concentration and larger strain ranges caused the static and fatigue performance degradations of group studs. The research outcome provides a very important basis for establishing a design method of connections in the novel post-combination steel-UHPC composite deck.

• 한국건축시공학회지
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• 제13권5호
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• pp.482-490
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• 2013

무량판 슬래브 구조는 시공의 단순함과 낮은 층고, 그리고 다양한 평면구성의 용이함으로 인하여 구조적으로 효과적이나 슬래브-기둥 접합부가 중력하중에 의한 펀칭전단파괴와 횡하중의 불균형모멘트에 의한 편심전단파괴에 취약한 단점이 있다. 이러한 무량판 슬래브의 취약점을 방지하기 위하여 많은 보강공법들이 개발되었으나, 보강공법들은 구조적 성능과 경제성, 그리고 시공성을 모두 만족시키기지는 못하고 있다. 이 논문에서는 래티스를 이용한 무량판 구조의 슬래브-기둥 접합부 보강공법을 제시하였다. 주기하중 실험을 통하여 래티스 보강공법의 구조적 성능을 증명하였으며 같은 구조설계 조건에 대하여 스터럽과 스터드레일, 그리고 래티스를 이용한 공법을 적용해 봄으로써 경제성을 입증하였다.