• 제목/요약/키워드: Shear connection

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Shear transfer mechanism in connections involving concrete filled steel columns under shear forces

  • De Nardin, Silvana;El Debs, Ana Lucia H.C.
    • Steel and Composite Structures
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    • v.28 no.4
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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.

An Experimental Study on the Effects of Bolted Connection Type on the Block Shear Failure (볼트이음방식의 블록전단파괴에 미치는 영향에 대한 실험적 연구)

  • Lee, Chin-Ok;Park, Gyung-Hyeon;Moon, Jiho;Lee, Hak-Eun;Lim, Nam-Hyoung
    • Journal of the Korea Academia-Industrial cooperation Society
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    • v.13 no.11
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    • pp.5566-5571
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    • 2012
  • Block shear failure is one of limit states, and demands great caution in designing the tension member or connection joint of steel structures. From many studies and design specification, it is shown that the effect of the bolted connection type on the block shear failure was not considered. In order to investigate the effect of the bolted connection type(bearing type connection and slip critical connection) on the mode/strength of the block shear failure, tensile experiment is conducted in this study. Differences about the failure mode according to the design specification, bearing type connection, and slip critical connection are proposed from the analysis of test results. The variation of the block shear failure strength due to the frictional force in the slip critical connection is also investigated.

Experimental Study on Shear Connector for Precast Concrete Decks

  • Chung, Chul-Hun;Shim, Chang-Su;Jeong, Un-Yong
    • KCI Concrete Journal
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    • v.13 no.1
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    • pp.61-67
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    • 2001
  • For the design of shear connection for the composite precast concrete slabs. it is necessary to investigate its strength, stiffness, slip capacity and fatigue endurance. For theme purposes, push-out tests were performed with variations of the stud shank diameter and the compressive strength of the mortar. From the experimental studies, it could be observed that the deformation of the shear studs in a full-depth precast concrete slabs were greater than those in a cast-in-place slabs. The static strength of the shear connections obtained agree approximately with those evaluated from the tensile strength of the stud shear connectors owing to the effect of the bedding layer between the slabs and the beams. An empirical equation for the initial shear stiffness of a shear connection was also proposed. On the basis of the push-out tests, a full-scale composite beams with 8.0m span was designed and fatigue tests were carried out to study the behaviour of the stud shear connection and its effects on the flexural behaviour of the beam. The bonding arid friction between the concrete slab and the steel beam considerably increased the fatigue endurance of the shear connection.

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Shear Stiffness of Shear connections in Full-Depth Precast Concrete Deck Bridge (프리캐스트 바닥판 교량 전단연결부의 전단강성)

  • Shim, Chang Su;Chung, Chul Hun;Kim, Chul Young;Chang, Sung Pil
    • Journal of Korean Society of Steel Construction
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    • v.10 no.4 s.37
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    • pp.749-758
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    • 1998
  • The evaluation of shear stiffness of shear connection in composite bridges with CIP concrete deck is analysed. Shear stiffness of shear connection in full-depth precast concrete deck bridges is obtained from experiments. 3-dimensional finite element analyses of push-out specimen are carried out to investigate the effects of characteristics of filling material strength in shear connection on shear stiffness and local stress distribution. The load-slip relations obtained from the analyses are compared with those of experiments. The equation of initial shear stiffness of shear connection in precast concrete deck bridge is proposed. Linear analyses are performed to evaluate the effects of the shank diameter of shear connector and the strength of mortar on the characteristics of deterioration and failure load obtained by the failure criterions of each material. The failure loads are estimated and compared with test results.

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Analysis on the Shear Behavior of Existing Reinforced Concrete Frame Structures Infilled with L-Type Precast Wall Panel (L형 프리캐스트 콘크리트 벽패널로 채운 기존 철근 콘크리트 골조 구조물의 전단 거동 분석)

  • Yu, Sung-Yong;Ju, Ho-Seong;Ha, Soo-Kyoung
    • Journal of the Korean Society for Advanced Composite Structures
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    • v.6 no.2
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    • pp.105-117
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    • 2015
  • The purpose of this study is to develop a new seismic resistant method by using precast concrete wall panels for existing low-rise, reinforced concrete beam-column buildings such as school buildings. Three quasi-static hysteresis loading tests were experimentally performed on one unreinforced beam-column specimen and two reinforced specimens with L-type precast wall panels. The results were analyzed to find that the specimen with anchored connection experienced shear failure, while the other specimen with steel plate connection principally manifested flexural failure. The ultimate strength of the specimens was determined to be the weaker of the shear strength of top connection and flexural strength at the critical section of precast panel. In this setup of L-type panel specimens, if a push loading is applied to the reinforced concrete column on one side and push the precast concrete panel, a pull loading from upper shear connection is to be applied to the other side of the top shear connection of precast panel. Since the composite flexural behavior of the two members govern the total behavior during the push loading process, the ultimate horizontal resistance of this specimen was not directly influenced by shear strength at the top connection of precast panel. However, the RC column and PC wall panel member mainly exhibited non-composite behavior during the pull loading process. The ultimate horizontal resistance was directly influenced by the shear strength of top connection because the pull loading from the beam applied directly to the upper shear connection. The analytical result for the internal shear resistance at the connection pursuant to the anchor shear design of ACI 318M-11 Appendix-D except for the equation to predict the concrete breakout failure strength at the concrete side, principally agreed with the experimental result based on the elastic analysis of Midas-Zen by using the largest loading from experiment.

Cyclic behavior of connection between footing and concrete-infilled composite PHC pile

  • Bang, Jin-Wook;Hyun, Jung Hwan;Lee, Bang Yeon;Kim, Yun Yong
    • Structural Engineering and Mechanics
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    • v.50 no.6
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    • pp.741-754
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    • 2014
  • The conventional PHC pile-footing connection is the weak part because the surface area and stiffness are sharply changed. The Composite PHC pile reinforced with the transverse shear reinforcing bars and infilled-concrete, hereafter ICP pile, has been developed for improving the flexural and shear performance. This paper investigates the cyclic behavior and performance of the ICP pile-footing connection. To investigate the behavior of the connection, one PHC and two ICP specimens were manufactured and then a series of cyclic loading tests were performed. From the test results, it was found that the ICP pile-footing connection exhibited higher cyclic behavior and connection performance compared to the conventional PHC pile-footing connection in terms of ductility ratio, stiffness degradation and energy dissipation capacity.

Estimation of Moment Resisting Property for Pin Connection Using Shear Strength of Small Glulam Specimens (집성재 소시험편의 전단강도에 의한 핀접합부의 모멘트 저항성능 예측)

  • Hwang, Kweonhwan;Park, Joosaeng
    • Journal of the Korean Wood Science and Technology
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    • v.36 no.4
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    • pp.58-65
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    • 2008
  • Most connections for the glulam structural members consisted of connector and fastener. The mechanical behaviour of the connection can be occurred by the dowel bearing resistance and wood shear by the fastener. This study aims at the examination of the shear properties for the small specimen with lamination components and for the full-sized pin connection and the moment resisting property for the double shear full-sized pin connection using structural column and beam members. Small specimens including glue line shows greater density and shear strength by the lamination effect than other specimens. It is needed that estimations of double shear property and moment resistance for the pin connections should be adjusted in some degree. For the better and safe estimation of moment resistance strength for the column-beam pin connection, however, the shear strength of small specimens should be deducted by 10%.

Stud connection in composite structures: development with concrete age

  • Chengqian Wen;Guotao Yang
    • Steel and Composite Structures
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    • v.47 no.6
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    • pp.729-741
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    • 2023
  • As the most popular shear connection in composite structures, mature concrete has been widely investigated by considering mechanical properties of stud connectors (SCs) embedded. To further enhance the fabrication efficiency of composite structures and solve the contradiction between construction progress and structural performance, it is required to analyze the shear performance of stud connections of composite structures with different concrete ages. 18 typical vertical push-out tests were carried out on stud shear connectors at concrete ages of 7 days, 14 days, and 28 days. Also, the effects of concrete age, stud spacing and stud diameter on the shear capacity, connection stiffness and failure mode of the connectors were studied. A new relationship expression of load-slip for SCs with various concrete ages was proposed. The existing design code for the SCs shear strength was evaluated according to the experimental data, and a more practical prediction equation for the shear capacity of SCs with different concrete ages was established. A great agreement was observed between the experimental and theoretical results, which can provide a reference for engineering practices.

An Experimental Study on Block Shear Strength of Carbon Steel Fillet Welded Connection with Base Metal Fracture (탄소강 용접접합부의 모재블록전단내력에 관한 실험적 연구)

  • Lee, Hwa-Young;Hwang, Bo-kyung;Lee, Hoo-Chang;Kim, Tea-Soo
    • Journal of the Architectural Institute of Korea Structure & Construction
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    • v.34 no.1
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    • pp.11-18
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    • 2018
  • An experimental study on the ultimate behaviors of the mild carbon steel (SPHC) fillet-welded connection is presented in this paper. Seven specimens were fabricated by the shielded metal arc welding (SMAW). All specimens failed by typical block shear fracture in the base metal of welded connections not weld metal. Block shear fracture observed in the base metal of welded connection is a combination of single tensile fracture transverse to the loading direction and two shear fractures longitudinal to the loading direction. Test strengths were compared with strength predictions by the current design equations and suggested equations by previous researchers. It is known that current design specifications (AISC2010 and KBC2016) and Oosterhof & Driver's equation underestimated overly the ultimate strength of the welded connection by on average 44%, 31%, respectively and prediction by Topkaya's equation was the closest to the test results. Consequently, modified equation is required to be proposed considering the stress triaxiality effect and material property difference on the block shear strength for base metal fracture in welded connections fabricated with mild carbon steel.

Investigation of performance of steel plate shear walls with partial plate-column connection (SPSW-PC)

  • Azandariani, Mojtaba Gorji;Gholhaki, Majid;Kafi, Mohammad Ali;Zirakian, Tadeh;Khan, Afrasyab;Abdolmaleki, Hamid;Shojaeifar, Hamid
    • Steel and Composite Structures
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    • v.39 no.1
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    • pp.109-123
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    • 2021
  • This research endeavor intends to use the implicit finite element method to investigate the structural response of steel shear walls with partial plate-column connection. To this end, comprehensive verification studies are initially performed by comparing the numerical predictions with several reported experimental results in order to demonstrate the reliability and accuracy of the implicit analysis method. Comparison is made between the hysteresis curves, failure modes, and base shear capacities predicted numerically using ABAQUS software and obtained/observed experimentally. Following the validation of the finite element analysis approach, the effects of partial plate-column connection on the strength and stiffness performances of steel shear wall systems with different web-plate slenderness and aspect ratios under monotonic loading are investigated through a parametric study. While removal of the connection between the web-plate and columns can be beneficial by decreasing the overall system demand on the vertical boundary members, based on the results and findings of this study such detachment can lower the stiffness and strength capacities of steel shear walls by about 25%, on average.