Shear resistance of the perfobond-rib shear connector depending on concrete strength and rib arrangement

Ahn, Jin Hee; Lee, Chan Goo; Won, Jeong-Hun; Kim, Sang Hyo

doi:10.1016/j.jcsr.2010.04.008

Cited by 178 publications

(62 citation statements)

References 12 publications

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“…where S: slip of the shear stud (mm), A ss : area of the shank of the stud (mm Several authors, such as Ahna et al [22], Al-Darzi et al [23], Iwasaki et al [24], Machacek and Studnika [25], Medberry and Shahrooz [26], Ushijima et al [27], and Valente and Cruz [28] have recently studied the behaviour of the PBL connector. And the resistance capacity of PBL shear connectors was proposed by JSCE (2007) as follows [15]     …”

Section: Shear Connectorsmentioning

confidence: 99%

Experimental and Numerical Study on Mechanical Behavior of Composite Girders Under Hogging Moment

Lin¹,

Yoda²

2013

Volume 9 Number 4

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ABSTRACT:In continuous steel-concrete composite structures, cracking of the concrete slab in the hogging bending moment region decreases the global stiffness of composite structures and reduces the effect of continuity, resulting in making the structural behaviors highly nonlinear even for low stress levels. Because of this, special consideration is necessary. The purpose of the present study is to investigate the effects of rubber-latex mortar and different types of shear connectors on inelastic behavior of composite girders subjected to hogging moment. Two overturned simply supported steel-concrete composite girders with different shear connectors such as Studs and Perfo-Bond Strips (PBLs) were tested under concentrated load in the mid-span. Based on the experimental observations, a three-dimensional FE model capable of analyzing the composite beams subjected to negative bending moment was built. Strength and load bearing capacity, sectional strain distribution and movement of composite neutral axis before and after cracking were observed in the test and compared with the numerical results, and the results predicted by this modeling method are in good agreement with those obtained from the tests. Research results indicate that the PBL connectors could slightly improve the rigidity of the composite girder under both the serviceability limit state and the ultimate limit state, while Stud specimens have relatively better mechanical behavior in regard to the initial crack and the "crack closure" of the test specimens. Besides, research results indicate that the current specifications such as AASHTO, JSCE, and EUROCODE-4 can provide appropriate values for ultimate strength of a composite girder under negative bending moment. Moreover, noise reduction, shear stud stiffness increase and the adhesion bonding effect of rubber-latex mortar on interface slip were confirmed in the tests.

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Section: Shear Connectorsmentioning

confidence: 99%

Experimental and Numerical Study on Mechanical Behavior of Composite Girders Under Hogging Moment

Lin¹,

Yoda²

2013

Volume 9 Number 4

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“…합성형 벽체파일과 하부 슬래브를 연결시키는 방법으로 다수의 연구자들이 제안한 perfobond rib 전단연결재의 전단강도 추정식 중 [8], [9], [10], [11], [12], [13], [14] 에서 본 연구에서 는 널리 이용되는 Oguejiofor와 Hosain [9] 에 의해 제안되어 진 다음의 식을 이용하여 CT형강 perfobond rib의 인발강 도를 추정하였다.…”

Section: 서 론 최근 개발된 합성형 벽체파일은 Phc(pretensioned Spununclassified

An Experimental Study on Structural Capacity of Joint Between Composite PHC Wall Pile and Bottom Slab with CT Shear Connector

Mha¹,

Won²,

Lee

2013

Journal of Korean Society of Steel Construction

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: This paper investigated the structural capacity of the CT shear connectors, which is a kind of the perfobond rib and functions as an anchor transferring the tension force in the joint between a composite PHC wall pile and a bottom slab.The direct pull-out test was performed for various specimens. From failure modes and load-displacement curves, it was found that transverse rebars should be placed to holes in a web to restrict pull-out failure of CT shear connectors. The results of additional tests for specimens with transverse rebars and various support lengths indicated that all specimens were failed by the tension failure of PHC pile before pull-out failure of CT shear connector and concrete pull-out failure. Thus, the CT shear connector could endure the tension force between the PHC wall pile and the bottom slab.

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“…5 6. Effects of perfobond rib space in twin arrangement [24]. and 6 show the results of and conclusions on the push-out tests.…”

Section: Estimation Of Connectors' Shear Capacitymentioning

confidence: 99%

“…By examining the authors' previous research [24], the yield strength of the perfobond rib is approximately 75% of its ultimate strength. Considering the importance of shear connectors, the safety factor is assumed as 3.…”

Section: Estimation Of Connectors' Shear Capacitymentioning

confidence: 99%

Experimental study on joint of spliced steel–PSC hybrid girder, Part I: Proposed parallel-perfobond-rib-type joint

Kim

Lee

Ahn

et al. 2011

Engineering Structures

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Shear resistance of the perfobond-rib shear connector depending on concrete strength and rib arrangement

Cited by 178 publications

References 12 publications

Experimental and Numerical Study on Mechanical Behavior of Composite Girders Under Hogging Moment

Experimental and Numerical Study on Mechanical Behavior of Composite Girders Under Hogging Moment

An Experimental Study on Structural Capacity of Joint Between Composite PHC Wall Pile and Bottom Slab with CT Shear Connector

Experimental study on joint of spliced steel–PSC hybrid girder, Part I: Proposed parallel-perfobond-rib-type joint

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