• Title, Summary, Keyword: Shear Connector

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Shear behavior of multi-hole perfobond connectors in steel-concrete structure

  • Xing, Wei;Lin, Xiao;Shiling, Pei
    • Structural Engineering and Mechanics
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    • v.56 no.6
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    • pp.983-1001
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    • 2015
  • This study focuses on the load carrying capacity and the force transfer mechanism of multi-hole perfobond shear connectors in steel-concrete composite structure. The behavior of multi-hole perfobond shear connector is more complicated than single-hole connector cases. 2 groups push-out tests were conducted. Based on the test results, behavior of the connection was analyzed and the failure mechanism was identified. Simplified iterative method and analytic solution were proposed based on force equilibrium for analyzing multi-hole perfobond shear connector performance. Finally, the sensitivity of design parameters of multi-hole perfobond shear connector was investigated. The results of this research showed that shear force distribution curve of multi-hole perfobond shear connector is near catenary. Shear forces distribution were determined by stiffness ratio of steel to concrete member, stiffness ratio of shear connector to steel member, and number of row. Efficiency coefficient was proposed to should be taking into account in different limit state.

A Study on the Evaluation of Shear Resisting Capacity for the Various Perforated Shape Shear Connector (합성거동을 위한 유공판형 전단연결재의 강도평가에 관한 연구)

  • Kim, Young-Ho
    • Composites Research
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    • v.21 no.5
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    • pp.1-8
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    • 2008
  • In recent years, the reversed L-shaped perforated shear connector has been developed to mitigate the problem associated with headed stud and Perforbond shear connector and to simulate the simultaneous failure of concrete and shear connector. And FRP perforated shear connector has been applied to composite concrete and FRP module in the FRP-concrete composite bridge deck. The design criterion of the reversed L-shaped and FRP perforated shear connector has not been established yet since the lack of experimental and analytical study results. In this paper, the existing design equations for the Perforated were briefly discussed and the equation fur the prediction of shear resisting capacity of the reversed L-shaped and FRP perforated shear connector was suggested based on the experimental test, FEM analysis. and the existing equation for the Perfobond. The predict results obtained by the suggested equation arc compared with the experimental results, the applicability and effectiveness of suggested equation was verified.

Shear resistance characteristic and ductility of Y-type perfobond rib shear connector

  • Kim, Sang-Hyo;Park, Se-Jun;Heo, Won-Ho;Jung, Chi-Young
    • Steel and Composite Structures
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    • v.18 no.2
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    • pp.497-517
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    • 2015
  • This study evaluates behavior of the Y-type perfobond rib shear connector proposed by Kim et al. (2013). In addition, an empirical shear resistance formula is developed based on push-out tests. Various types of the proposed Y-type perfobond rib shear connectors are examined to evaluate the effects of design variables such as concrete strength, number of transverse rebars, and thickness of rib. It is verified that higher concrete strength increases shear resistance but decreases ductility. Placing transverse rebars significantly increases both the shear resistance and ductility. As the thickness of the ribs increases, the shear resistance increases but the ductility decreases. The experimental results indicate that a Y-type perfobond rib shear connector has higher shear resistance and ductility than the conventional stud shear connector. The effects of the end bearing resistance, resistance by transverse rebars, concrete dowel resistance by holes, and concrete dowel resistance by Y-shape ribs on the shear resistance are estimated empirically based on the push-out test results and the additional push-out test results by Kim et al. (2013). An empirical shear resistance formula is suggested to estimate the shear resistance of a Y-type perfobond shear connector for design purposes. The newly developed shear resistance formula is in reasonable agreement with the experimental results because the average ratio of measured shear resistance to estimated shear resistance is 1.024.

Shear Resistance of BESTOBEAM Shear Connector According to the Length (BESTOBEAM 전단연결재의 길이에 따른 전단 내력 평가)

  • Ahn, Hyung Joon;Jung, In Yong;Kim, Young Ju;Hwang, Jae Sun
    • Journal of Korean Society of Steel Construction
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    • v.27 no.5
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    • pp.483-491
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    • 2015
  • Shear resistance of BESTOBEAM, which has angle as shear connector and was developed with purpose of easy construction, was tested. With the test results shear resistance design equation was proposed. Unlike angle connector of Eurocode 4, BESTO BEMA shear connector behaves like fixed-end beam. Therefor longer span of the shear connector the lower shear resistance it has. As a result, shear resistance of BESTOBEAM shear connector according to its length tends to decrease as its length gets longer. The authors proposed design equation of angle shear connector sased on the test results. The results from the test and the proposed equation match within 10% error range. Therefore the proposed equation can be used for designing shear connector of BESTOBEAM.

An Experimental Study on the Shear Connection of Inverted T-shape Composite Beam Encased Web (역T형강 합성보의 전단연결에 관한 실험적 연구)

  • Jeong, Jae-Hun;Kim, Jin-Mu
    • Journal of the Korea institute for structural maintenance and inspection
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    • v.5 no.4
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    • pp.131-138
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    • 2001
  • In inverted T-shape composite beam examine the structural behavior by experiment According to arrangement, type of stud connector, type of shear connector, reinforcement by welding of stirrup and a close analysis we came to these conclusion. 1) The compare result of bending strength according to arrange type of stud connector : A1-W(stud connector located web)specimen is exceed than A1-F(stud connector located flange). 2) B1-N(using prominence and depression of the web by shear connector) specimen is decrease than A1-W(using stud bolt by shear connector)specimen in bending strength and B2-N(reinforced by welding the stirrup to lower flange)specimen is similar with A2-W specimen. 3) According to reinforced by welding the stirrup to flange, the stiffness and bending strength of the beams are increase. A-scries stirrup comparatively low effective in the increase of strength by welding the stirrup to flange because enough composite effect show by stud connector, but B-series stirrup is comparatively high effective in shear connector effect because shortage of prominence and depression of the web.

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Experimental Study on the Shear Capacity of Continuous Cap-Type Shear Connector (연속 캡 형상 전단연결재의 전단 내력에 관한 실험 연구)

  • Oh, Myoung Ho;Kim, Young Ho;Jeong, Sug Chang;Kim, Myeong Han
    • Journal of Korean Association for Spatial Structures
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    • v.19 no.2
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    • pp.91-99
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    • 2019
  • The push-out tests have been conducted on the specimens which consist of the steel beam with U-shape section and the continuous cap-type shear connector. Existing formulas for the elevation of shear connector capacity were investigated on the basis of test results. The shear capacities of continuous cap-type shear connectors distinctly declined as the diameters of side-hole in the shear connector increased. The rebars through side-hole for the transverse reinforcement improved the shear capacity of continuous cap-type connector by 20 to 30 percent. It was not feasible to obtain the appropriate capacity values of continuous cap-type shear connectors made of thin steel plate like those of in this study, using the existing formulas. The new formula for reflecting the shear strength of penetrative bars was proposed based on the shear equation of Eurocode 4. The slip capacities of continuous cap-type shear connectors were shown to exceed the limit value of 6mm for the sufficiently ductile behavior.

Shear resistance behaviors of a newly puzzle shape of crestbond rib shear connector: An experimental study

  • Chu, Thi Hai Vinh;Bui, Duc Vinh;Le, Van Phuoc Nhan;Kim, In-Tae;Ahn, Jin-Hee;Dao, Duy Kien
    • Steel and Composite Structures
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    • v.21 no.5
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    • pp.1157-1182
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    • 2016
  • A newly puzzle shape of crestbond rib shear connector is a type of ductile perfobond rib shear connector. This shear connector has some advantages, including relatively easy rebar installation and cutting, as well as the higher shear resistance strength. Thus, this study proposed a newly puzzle shape of crestbond rib with a "${\mho}$" shape, and its shear resistance behaviors and shear strengths were examined using push-out tests. Five main parameters were considered in the push-out specimens to evaluate the effects of shear resistance parameters such as the dimensions of the crestbond rib, transverse rebars in the crestbond dowel, concrete strength, rebar strength, and dowel action on the shear strength. The shear loading test results were used to compare the changes in the shear behaviors, failure modes, and shear strengths. It was found that the concrete strength and number of transverse rebars in the crestbond rib were significantly related to its shear resistance. After the initial bearing resistance behavior of the concrete dowel, a relative slip occurred in all the specimens. However, its rigid behavior to shear loading decreased the ductility of the shear connection. The cross-sectional area of the crestbond rib was also shown to have a minor effect on the shear resistance of the crestbond rib shear connector. The failure mechanism of the crestbond rib shear connector was complex, and included compression, shear, and tension. As a failure mode, a crack was initiated in the middle of the concrete slab in a vertical direction, and propagated with increasing shear load. Then, horizontal cracks occurred and propagated to the front and rear faces of the specimens. Based on the results of this study, a design shear strength equation was proposed and compared with previously suggested equations.

Static Tests of ㄱ Type Perfobond Rib Shear Connectors when using Steel Tube (원형강관에 부착된 ㄱ형 perfobond 리브 전단연결재의 정적실험)

  • Lee Heung-Su;Chung Chul-Hun;Choi Wae-Ho;Kim Seok-Ki;You Sung-Kun;Kim Young-Ho
    • Proceedings of the Korea Concrete Institute Conference
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    • pp.778-781
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    • 2004
  • This paper summarizes the results of push-out test specimens with a new type of shear connector called ㄱ type perfobond rib. This connector is a flat steel plate with a number of holes punched through and strengthen rib's head part. According to experiment result, ㄱ type perfobond rib shear connector appeared that resistance force is increased than stud shear connector by $108\%$ and perfobond rib shear connector by $26\%$. The results obtained indicate that the perfobond rib connector is a viable alternative to the headed studs. An appreciable improvement in the shear capacity of the connection was observed when additional reinforcing bars were passed through the perfobond rib holes. For composite beams with concrete filled steel tubes, ㄱ type perfobond shear connectors exhibit adequate ductility and substantially higher capacities.

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Applicability Evaluation of ㄱ Type Perfobond Rib Shear Connectors (ㄱ형 Perfobond 리브 전단연결재의 적용성 평가)

  • Lee, Heung-Su;Chung, Chul-Hun;Kim, Byung-Suk;Kang, Jae-Yoon;Sohn, You-Shik
    • Proceedings of the Korea Concrete Institute Conference
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    • pp.410-413
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    • 2006
  • The ㄱ type perfobond rib shear connector is a ㄱ type flat steel plate with a number of holes punched through. This connector can be effectively used in girder with high shear. The ㄱ type perfobond rib shear connector exhibit very stiff behaviour under service load conditions and also had the characteristic of retaining a significant amount of load after the attainment of ultimate capacity. The ㄱ type perfobond rib shear connector with safety factor of 3 is applied shear connector of CFT composite girder. From static test result of CFT composite girder, relative displacement of 0.01mm measured at the service load moment. At design of the ㄱ type perfobond rib shear connector, applying safety factor of 3 was more conservative than test result.

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A Study on Factors Influencing the Shear Strength of Shear Connectors (전단연결재 강도산정 영향인자에 대한 연구)

  • 여진호;임남형;강영종
    • Proceedings of the Korea Concrete Institute Conference
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    • pp.1091-1096
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    • 2001
  • Generally, in a steel girder and the concrete slab act as a composite structure, the connectors must have adequate strength and stiffness. If there are no horizontal or vertical separations at the interface, the connectors are described as rigid, and complete interaction can be said to exist under these idealized circumstances. In previous study, it was considered that the strength of stud is affected by the stud diameter, height of stud and compressive strength of concrete. The differences between previous study and this study are variables, which are shank diameter of shear connector, the spacing of shear connector, the size of specimen and the row of shear connector. So this paper, as a study on the strength of shear connector with the spacing of shear connector, size of specimen (block-out size), row of shear connector and shank diameter of shear connector resulted from the push-out specimen are conducted with ABAQUS program. It is to investigate the effects of characteristics of these factors. The load-slip relations obtained from the experiments are compared with those of analyses. From these results, the trends of stress are stress estimated and compared with push-out test.

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