• 한국전산구조공학회논문집
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• 제28권5호
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• pp.491-496
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• 2015

합성보의 쉬어코넥트로 널리 사용되고 있는 스터드볼트는 현재 학회규준에 강재의 재질은 용접성을 고려한 SS400이 규정되어 있으며, 그 전단내력의 산정식은 압축강도 $300kgf/cm^2$ 이하의 콘크리트를 대상으로 하고 있다. 한편 합성구조의 보급에 따라 합성보 뿐만 아니라 다른 구조부분에서도 강재과 콘크리트를 결합하는 쉬어코넥트 혹은 다른 용도의 접합재의 필요성과 함께 강재와 콘크리트의 고강도화, 프리캐스트화가 예상된다. 따라서 본 연구에서는 고강도 콘크리트와 강부재를 결합하기 위한 고강도 스터드의 개발을 목적으로 행하여진 일련의 실험결과를 보고하였다. 또한 스터드의 강성을 증대시키기 위한 강관을 이용한 쉬어콘넥트(이하, 파이프 스터드라고 한다)를 고안하였다. 본 논문에서는 고강도 스터드의 용접성, 역학특성에 관한 실험적 검토와 동시에 고강도 고강성 스터드인 파이프 스터드의 강성 내력을 종래의 스터드 볼트와의 비교실험을 하여 파이프 스터드의 유효성을 검증한다.

• Steel and Composite Structures
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• 제20권6호
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• pp.1369-1389
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• 2016

This paper investigates the flexural stiffness of simply supported steel-concrete composite I-beams under positive bending moment through combined experimental, numerical, and different standard methods. 14 composite beams are tested for experimental study and parameters including shear connection degree, transverse and longitudinal reinforcement ratios, loading way are also investigated. ABAQUS is employed to establish finite element (FE) models to simulate the flexural behavior of composite beams. The influences of a few key parameters, such as the shear connection degree, stud arrangement, stud diameter, beam length, loading way, on the flexural stiffness is also studied by parametric study. In addition, three widely used standard methods including GB, AISC, and British standards are used to estimate the flexural stiffness of the composite beams. The results are compared with the experimental and numerical results. The findings have provided comprehensive understanding of the flexural stiffness and the modelling of the composite beams. The results also indicate that GB 50017-2003 could provide better results in comparison to the other standards.

• 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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• 제13권3호
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• pp.239-258
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• 2012

In this paper, experimental investigations on high strength steel (HSS) stud connected steel-concrete composite (SCC) girders to understand the effect of shear connector density on their flexural behaviour is presented. SCC girder specimens were designed for three different shear capacities (100%, 85%, and 70%), by varying the number of stud connectors in the shear span. Three SCC girder specimens were tested under monotonic/quasi-static loading, while three similar girder specimens were subjected to non-reversal cyclic loading under simply supported end conditions. Details of casting the specimens, experimental set-up, and method of testing, instrumentation for the measurement of deflection, interface-slip and strain are discussed. It is found that SCC girder specimen designed for full shear capacity exhibits interface slip for loads beyond 25% of the ultimate load capacity. Specimens with lesser degree of shear connection show lower values of load at initiation of slip. Very good ductility is exhibited by all the HSS stud connected SCC girder specimens. It is observed that the ultimate moment of resistance as well as ductility gets reduced for HSS stud connected SCC girder with reduction in stud shear connector density. Efficiency factor indicating the effectiveness of high strength stud connectors in resisting interface forces is estimated to be 0.8 from the analysis. Failure mode is primarily flexure with fracturing of stud connectors and characterised by flexural cracking and crushing of concrete at top in the pure bending region. Local buckling in the top flange of steel beam was also observed at the loads near to failure, which is influenced by spacing of studs and top flange thickness of rolled steel section. One of the recommendations is that the ultimate load capacity can be limited to 1.5 times the plastic moment capacity of the section such that the post peak load reduction is kept within limits. Load-deflection behaviour for monotonic tests compared well with the envelope of load-deflection curves for cyclic tests. It is concluded from the experimental investigations that use of HSS studs will reduce their numbers for given loading, which is advantageous in case of long spans. Buckling of top flange of rolled section is observed at failure stage. Provision of lips in the top flange is suggested to avoid this buckling. This is possible in case of longer spans, where normally built-up sections are used.

• Composites Research
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• 제24권5호
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• pp.29-33
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• 2011

교량 바닥판에서 고성능 재료의 적용은 고가임에도 불구하고 바닥판 중량 감소와 경제성 향상을 위한 대안으로 대표될 수 있다. 초고성능콘크리트 재료를 활용한 교량에서 기존의 헤드형 스터드가 바닥판과 강재 거더사이의 전단력을 충분히 전달할 수 있는지 그 적용성을 검증할 필요가 있다. 이 논문에서는 UHPC 교량 바닥판과 강재 거더의 합성거동을 분석하기 위해 2면 전단실험을 수행하였다. 정적 재하 실험 결과 헤드형 스터드의 실험체별 극한강도는 직경에 비례였으며, 일반 콘크리트, 교량 바닥판에 비해 전단강도가 향상되는 것으로 나타났다.

• 대한토목학회논문집
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• 제34권3호
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• pp.739-746
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• 2014

본 연구의 대상은 석고보드와 냉간성형강 스터드로 구성된 벽체용 합성패널이다. 양면의 석고보드 사이에 위치한 스터드는 나사로 연결되어 있고, 이와 같은 연결부의 부분합성거동을 정량화하여 나사접합부의 단위미끄럼을 유발하는 단위길이 당 전단하중($S_{slip}$)을 산정하는 것이 목적이었다. 실험방법은 1962 AISI규준을 기초로 하여 실시하였다. 본 연구에서 산정한 $S_{slip}$값을 이용한 이론적 추정치와 기 발표된 공칭축강도의 실험값과의 비교에서 만족할 만한 결과를 도출하였다. 그러므로 본 연구의 결과는 연구범위와 유사한 냉간성형강 부재의 해석과 설계에 있어 구조 기술자에게 가치가 있는 정보를 제공할 것이다.

• 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.

• 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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• 제47권2호
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• pp.203-216
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• 2023

The composite beam connections often encountered fracture failure in the welded bottom flange joint, and a bottom flange bolted connection has been proposed to increase the deformation ability of the bottom flange joint. The seismic performance of the bottom flange bolted composite beam connection was suffered from both the composite action of concrete slab and the asymmetric load transfer mechanisms between top and bottom beam flange joints. Thus, this paper presents a comprehensive numerical study on the working mechanism of the bottom flange bolted composite beam connections. Three available modelling methods and a new modelling method on the flange-stud-slab interactions were compared. The efficient numerical modeling method was selected and then applied to the parametric study. The influence of the composite slab, the bottom flange bolts, the shear composite ratio and the web hole shape on the seismic performance of the bottom flange bolted composite beam connections were investigated. A hogging strength calculation method was then proposed based on numerical results.

• 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.