• Journal of Korean Society of Steel Construction
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• v.10 no.2 s.35
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• pp.291-301
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• 1998

This paper is a study on the structural behavior of CFCT(Concrete-Filled Circular Tubular) column to H-beam connections with longitudinal rib. The important parameters are being longitudinal rib or not. variable column thickness(5.8mm. 9.2mm. 12.0mm. 15.0mm) around the joint between CFCT and H-beam and the width of flange to diameter. Test results are summarized for the strength, initial stiffness, failure mode and energy absorption capacities of each specimen. These are compared with the theoretical results(Yield line theory, numerical analysis). Therefore, the purpose of this paper is to investigate the stiffness and the strength of connections to evaluate the structural behavior of the CFCT column to H-beam connections with longitudinal rib.

• International journal of steel structures
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• v.18 no.5
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• pp.1589-1597
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• 2018

Fatigue tests and numerical analysis were carried out to evaluate the fatigue performance at the U-rib to deck welded joint in steel box girder. Twenty specimens were tested corresponding to different penetration rates (80 and 100%) under fatigue bending load, and the fatigue strength was investigated based on hot spot stress (HSS) method. The detailed stress distribution at U-rib to deck welded joint was analyzed by the finite element method, as well as the stress intensity factor of weld root. The test results show that the specimens with fully penetration rate have longer crack propagation life due to the welding geometry, resulting in higher fatigue failure strength. The classification of FAT-90 is reasonable for evaluating fatigue strength by HSS method. The penetration rate has effect on crack propagation angle near the surface, and the 1-mm stress below weld toe and root approves to be more suitable for fatigue stress assessment, because of its high sensitivity to weld geometry than HSS.

• Proceedings of the Computational Structural Engineering Institute Conference
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• 2007.04a
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• pp.839-844
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• 2007

In order to reduce resultant stress of the connection detail of longitudinal and rib and floor beam, in this study, the parameter studies for the reinforcement details as the bulk head and the vertical rib were preformed with FE analysis. As the result, it was shown that reinforcement detail with the bulk head plate in longitudinal rig reduced generally the principal stress at the connection detail, but the stress concentration of the weld toe parts occurring fatigue crack increased. However, it was known that the reinforcement detail with the vertical rib in the rib is more effective than the bulk head plate of the reduction stress concentration in the weld toe parts.

• Proceedings of the Korea Concrete Institute Conference
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• 2005.05a
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• pp.451-454
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• 2005

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. 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, the strength of concrete in front of the rib, and the ㄱ type plate as well as a nonlinear finite element analysis, is used in the derivation. An empirical equation for the design of ㄱ type perfobond rib shear connector is proposed.

• Proceedings of the Korea Concrete Institute Conference
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• 2005.05a
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• pp.307-310
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• 2005

The effects of deformation properties on the bond of steel reinforcing bars to concrete are experimentally studies to expect the lap splice strength. Based on the previous research about relative rib area, lap splice strength between reinforcing bars and concrete can be improved by the control of rib height and spacing. This paper describes the testing and analysis of 15 beam-spliced specimens containing D25, D22, D19 with relative rib areas ranging from 0.066 to 0.162. The tests are analyzed to determine the effect of relative rib area(Rr) on the increase in bond strength. The tests also provide a preliminary indication of the effect of high relative rib area on the splice strength of uncoated bars.

• Journal of the Korea institute for structural maintenance and inspection
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• v.17 no.2
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• pp.45-53
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• 2013

In this study, steel-pier's structural behavior by design variables of ribs were analyzed in order to improve structural details of ribs supporting double base plates. A numerical analysis was conducted using commercial FE analysis program. Anchor bolts and reinforced bars were made of BEAM element, and coefficient of friction was applied to contact surfaces. After that, the analytical result was compared with experiment of previous study to verify analysis methods. Steel-pier's load-displacement relation was analyzed according to various rib's design variables (rib's central angle, height, thickness) by using proven analysis methods, and proper rib's design ranges were proposed.

• Journal of the Korea Academia-Industrial cooperation Society
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• v.16 no.7
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• pp.5015-5020
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• 2015

Push-out test is performed on perfobond shear connectors applying ultra high performance concretes with compressive strength higher than 80 MPa to evaluate their shear resistance. The test variables are chosen to be the diameter and number of dowel holes and, the change in the shear strength of the perfobond rib connector is examined with respect to the strength of two types of UHPC: steel fiber-reinforced concrete with compressive strength of 180 MPa and concrete without steel fiber with compressive strength of 80 MPa. The test results reveal that higher concrete strength and larger number of holes increased the shear strength, and that higher increase rate in the shear strength was achieved by the dowel action.

• Journal of Korean Society of Steel Construction
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• v.24 no.4
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• pp.383-398
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• 2012

A finite element analysis study was performed to investigate the behavior and strength of a Plate-Circular Hollow Section joint stiffened with Rib-plate, Since The strength of plate-Circular Section joint is reduced by joint of stress and local plastic deformation which is caused by wall moment, rib plates are attached to the upper and lower Plate-Circular Hollow Section joint for redistribution of stress. The behaviors of joints stiffened with Rib-plate according to shape of rib and reinforcing method, etc are different from those of joints which is not stiffened. However, the criterion of hollow structural section was limited on some parts. Therefore, this study intends to investigate the behavior and structural capacity of Plate-Circular Hollow Section joints stiffened with Rib-plate and compare the Finite element analysis with the Design Equation. Finally, this study proposes the reasonable ultimate strength formula through the comparisons with other design guide.

• Proceedings of the Computational Structural Engineering Institute Conference
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• 2009.04a
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• pp.517-520
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• 2009

본 연구에서는 비선형 FEM 해석을 이용하여 PSC(Prestressed concrete)와 강으로 구성된 혼합구조 보의 휨 실험을 검증하였다. 혼합구조 보의 거동에 가장 큰 영향을 미치는 연결부는 Perfobond rib로 구성된 경우와 스터드로 구성된 경우를 고려하였다. 이종 재료가 접하는 경계면의 상호 작용에 대해 완전합성과 부분합성인 경우를 고려하여 혼합구조 보의 비선형 해석을 수행한 후 해석 결과와 실험 결과를 비교하였다. 하중-처짐관계, 파괴 형상 등의 해석 결과를 실험 결과와 비교한 결과, 부분합성을 고려한 모형이 실험 결과와 유사한 거동을 보였으며 또한 Perfobond rib를 갖는 실험체가 스터드를 갖는 실험체보다 해석 결과와 비교 시 안전측의 결과를 나타냈다.

• Proceedings of the Computational Structural Engineering Institute Conference
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• 1999.04a
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• pp.343-350
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• 1999

Orthotropic steel bridge decks are potentially liable to cause fatigue cracks due to weld defects, residual stresses, and in-plane or out-of-plane stresses. In particular, the cracks propagated through deckplate in longitudinal rib to deckplate joints occur at weld toe and weld root due to stress concentrations. Numerical parametric studies are performed to show the Influence of the parameters on the stress concentration at the connection between the longitudinal rib and the deckplate. The parameters include root gap, toe angle $\theta$, toe radius $\rho$, and weld penetration. This study provides a fundamental point for the improvement of fatigue resistance and the estimation of the fatigue crack propagation in wekded joint details.