Perfobond Rib Shear Connectors Research Articles

전단 지간의 변화에 따른 PSC 거더용 강-콘크리트 합성 바닥판의 역학적 거동

Recently, steel-concrete composite structures are widely used in bridge and building constructions. In this paper, a new type of steel-concrete composite deck with profiled steel sheeting is proposed to replace the conventional cast-in-place reinforced concrete deck. Perfobond rib shear connectors were utilized to provide horizontal shear resistance between the profiled sheeting and the concrete. To validate the effectiveness of the proposed deck system, 8 full-scale deck specimens for PSC girder bridge were fabricated. The specimens were tested with four different shear span lengths to determine the horizontal shear resistance of the deck under a static monotonic loading. For comparison purpose, two reinforced concrete decks were also fabricated and tested. The horizontal shear resistance of the proposed deck system was calculated using the m-k method.

Structural performance of steel-concrete composite deck for steel-box girder bridges

This paper presents the structural performance of steel-concrete composite decks with profiled steel sheeting. The main objective of this study is to develop a longspan composite deck that weighs, less than the conventional cast-in-place concrete deck. The proposed deck system is composed of profiled sheeting that is perpendicular to the steel girder with perfobond rib shear connectors welded to the sheeting. For a prototype two-cell steel-box girder bridge, a composite deck profile was designed. A total of eight fullscale deck specimens with different shear span ratios were tested under a static monotonic loading to examine the structural performance of the proposed deck system. The test results were compared with those obtained by finite element analysis and analytical equation. The load-deflection behaviors of the proposed deck system were also compared with those of the cast-in-place concrete deck. The results have indicated that the strength and behavior of the composite deck proposed in this study are govened by the horizontal shear interaction between the sheeting and the concrete. The flexural strength of the proposed deck system under positive bending is approximately 2.5 times greater than that of a typically designed cast-in-place concrete deck with the deck weighing 30% less.

Semi-rigid composite frames with perfobond and T-rib connectors Part 1: Full scale tests

This paper proposes an alternative construction system for composite portal frames. The proposed process uses a perfobond rib shear connector and a connection element, denominated “T-rib” for composite action. The “T-rib” connection element was developed with the aim of transferring the forces from the reinforcing bars, used in hogging moment regions, to edge and corner column flanges. Full-scale test results of a composite semi-rigid portal frame are presented in terms of load–deflection, load–deformation and load–rotation curves.

Experimental investigation on behaviour of steel–concrete composite bridge decks with perfobond ribs

This paper introduces a test program conducted for steel–concrete composite bridge decks with perfobond rib shear connectors. The composite deck consists of profiled steel sheeting, perfobond ribs, steel reinforcements, and concrete. To provide longitudinal shear resistance between the profiled sheeting and the concrete, perfobond ribs were used. For a prototype steel-box girder bridge, two types of deck profiles with deck-to-girder connections were designed. To validate the effectiveness of the proposed deck system for bridge application, push-out, full-scale flexural, and deck-to-girder connection tests for each deck profile have been conducted. The results of tests have shown that the perfobond ribs can be effectively used for shear connection in the steel–concrete composite decks.

Steel-concrete composite deck for PSC girder bridges

This paper introduces a steel-concrete composite bridge deck with perfobond rib shear connectors designed for the prestressed concrete I-girder bridges. The composite deck consists of profiled steel sheeting, perfobond ribs, reinforcements, and concrete. To provide horizontal shear resistance between the profiled sheeting and the concrete, perfobond ribs were used. For a prototype prestressed concrete I-girder bridge, two types of deck profiles with deck-to-girder connections were designed. To validate the effectiveness of the proposed deck system, full-scale tests for each deck profile and deck-to-girder connection have been condu cted. The results of tests have shown that the perfobond ribs can be effectively used for shear connection in the composite decks.

SHEAR STRENGTH OF PERFOBOND RIB SHEAR CONNECTOR UNDER THE CONFINEMENT

開口部を有する鋼板 (有孔鋼板) がコンクリート中に埋め込まれた場合, 開口部でコンクリートとのずれ止め機能が期待できる. 補強がされていないコンクリート中における有孔鋼板のずれ耐力研究では, 開口部コンクリートの割裂破壊が支配的であることが指摘されているため, コンクリート部に割裂を抑制する拘束力を作用させれば, ずれ耐力が大幅に向上することが予測される. そこで,外部拘束力作用下での押抜き試験を行い, 拘束力によるずれ耐力向上効果を定量化した. さらに, 実構造物では, 開口部を鉄筋などで補強することにより破壊時に受働的に拘束力を発揮させることができる. そこで, 鉄筋補強した有孔鋼板の押抜き試験により鉄筋補強によるずれ耐力向上効果を定量化した.

Numerical analysis of push-out specimens with perfobond rib connectors

A numerical study of the behaviour of perfobond rib shear connectors using the finite element analysis technique is presented. The perfobond rib connector is simply a flat plate with a number of holes punched through. The principal objective of the study was to establish, using numerically generated data, generalized expressions for predicting the capacity of this connector. It was found that the predicted capacities given by the equations derived from the numerical study were in good agreement with experimental results obtained from push-out test specimens, although the predicted values tended to be on the conservative side in most instances.

F152. Estimation of shear stress distribution in the vicinity of a mechanical heart valve prosthesis in vitro

A Y-type perfobond rib shear connector is a new type of perfobond rib shear connector which has a Y-shape. This study evaluates the behavior of the Y-type perfobond rib shear connector which is installed in a composite girder. An analytical model of the proposed Y-type perfobond rib shear connector in a composite girder considering the partial composite behavior is developed to evaluate the structural behaviors of the girder. The validity of the analytical model is verified through a loading test on the sample girder. Through analytical and experimental evaluations of a composite girder with either the proposed Y-type perfobond shear connectors or the conventional stud shear connectors, it is confirmed that the adoption of the Y-type perfobond rib shear connector increases the load-carrying capacity of a composite beam as the composite interaction increases; resulting in about 17% increase in both the yield load and the ultimate load. Considering the advantages over the conventional shear connectors, such as the shear resistance, the ductility, the increased load-carrying capacity of composite girder, and the improved workability of rebar, the proposed Y-type perfobond rib shear connector can be applied to the various types of composite structures.

Tests of full-size composite beams with perfobond rib connectors

This paper presents the test results of six full-size composite beam specimens with perfobond rib shear connectors embedded in solid concrete slab. The objective of this investigation was to study the performance of this connector in full-size composite beams and to correlate the test results with those obtained from push-out specimens. In the first three beam specimens, the amount of transverse reinforcement was varied. Two other specimens were used to investigate the effectiveness of more perfobond rib connectors of shorter length. The effect of passing transverse reinforcing bars through the connector rib holes was investigated using the last specimen. Failure of the test specimens was initiated by longitudinal splitting of the concrete slab, eventually culminating in the crushing of concrete in the bearing zone immediately in front of the end perfobond rib connectors. The test results showed that increasing the transverse reinforcement ratio, excluding the wire mesh, from 0.11% to 0.20% led to a 10% increase in the ultimate capacity. The test specimen with six 251 mm long connectors sustained 11% higher ultimate capacity compared to that with four 376 mm long connectors. An increase of 8.4% in the ultimate strength was observed when transverse reinforcing bars were passed through the perfobond rib holes while keeping the total amount of transverse reinforcement unchanged. The experimental values of the ultimate flexural capacity of the beam specimens were, on the average, approximately 1.11 times the predicted values based on push-out test results. Key words: composite beam, perfobond rib connector, push-out test, full-size test, flexural capacity.

A parametric study of perfobond rib shear connectors

This paper summarizes the results of 40 push-out test specimens with a new type of shear connector called perfobond rib. This connector is a flat steel plate with a number of holes punched through. The test specimens were designed to study the effect of a number of parameters on the shear capacity of the connection. These were the number and spacing of rib holes, transverse reinforcement, and compressive strength of concrete. The main objective of this study was to derive an expression for predicting the capacity of perfobond rib connector based on the results of the parametric study.The test results indicate that the shear capacity of the perfobond rib connector increases with the number of rib holes as long as the hole spacing is at least 2.25 times the diameter of the holes. The effect of increasing the transverse reinforcement ratio from 0.27% to 0.36% was an increase of approximately 16% in the shear capacity of the connection. Similarly, an increase of 36% in the shear connection capacity was achieved due to a 63% increase in concrete strength.An expression for computing the shear capacity of perfobond rib connectors is proposed. A regression analysis, which is based on a model that takes into account the contributions of concrete dowels formed by the rib holes, the transverse reinforcement, and the strength of concrete, was used in the derivation. Key words: composite beam, perfobond rib connector, headed stud, push-out test, compressive strength of concrete, transverse reinforcement.

Behaviour of perfobond rib shear connectors in composite beams: full-size tests

This paper presents the results of six full-size composite beam specimens tested as part of an ongoing research program at the University of Saskatchewan to determine the feasibility of using a new type of shear connector called perfobond rib in composite floor systems. This connector is a flat steel plate with a number of holes punched through. In half of the test specimens, headed stud connectors were used, while in the other half, perfobond rib connectors were used. The results obtained indicate that the perfobond rib connector is a viable alternative to the headed studs. Specimens with four perfobond rib shear connectors performed as well as those with 24 headed studs. The experimentally determined ultimate flexural capacity of the test specimens agreed reasonably well with the predicted values. Key words: composite beam, shear connector, perfobond rib connector, headed stud.

Behaviour of perfobond rib shear connectors: push-out tests

This paper summarizes the results of tests performed on 48 push-out specimens to investigate the feasibility of using perfobond rib type shear connectors in composite beams with ribbed metal decks placed parallel to the steel beams. The perfobond rib shear connector is a flat steel plate containing a number of holes. The results indicate that perfobond rib connectors can be effectively used in composite beams with ribbed metal decks placed parallel to the steel beams. An appreciable improvement in performance was observed in test specimens when additional reinforcing bars were passed through the perfobond rib holes. Shank shear was the principal mode of failure in specimens with headed studs. In specimens with perfobond rib, failure was triggered by the longitudinal splitting of the concrete slab, followed by the crushing of concrete in front of the perfobond rib. Key words: composite beam, shear connector, perfobond rib, headed stud, push-out test, metal deck.