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Kou kouzou rombunshuu Vol. 11 (2004), No. 43

ISIJ International
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ONLINE ISSN: 1884-0329
PRINT ISSN: 1880-9928
Publisher: Japanese Society of Steel Construction

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Kou kouzou rombunshuu Vol. 11 (2004), No. 43

Experimental Study on Shear Strength of the H-shaped Steel Strong Axis Beam-to-Weak Axis Column Connection Panel

Hideaki YAMADA, Akzra MATSUO

pp. 1-7

DOI:

10.11273/jssc1994.11.43_1

Abstract

The shear strength of the panel of various sections of the columns are newly proposed and listed in Recommendations for Design of Connections in Steel Structures(2001) published by Architectural Institute of Japan(AIJ). However, the shear strength of the panel of weak-axis H-column is not listed in this Recommendation. In this paper subassemblages of several panel aspect ratios consisting of weak-axis H-column and strong-axis H-beam are tested by cyclic horizontal load under the several axial forces of the column. Elastic-plastic behaviors of the connection panels are reported.

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Experimental Study on Shear Strength of the H-shaped Steel Strong Axis Beam-to-Weak Axis Column Connection Panel

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An experimental study for seismic reinforcement on existing cylindrical steel piers by welded steel plates

Kazuo CHU, Takamasa SAKURAI

pp. 9-17

DOI:

10.11273/jssc1994.11.43_9

Abstract

A stiffening Method of existing cylindrical steel piers is studied by experimental and analytical ways. On the experimental way steel piers are stiffened by rectangular steel plates on it. The Stiffening structures are set using the plates and local buckling points are created forcibly the pier. The part of the pier which yields local buckling is controlled in base zone of it by this stiffening structures and the ductility of the piers are improved with small increase the ultimate strength of it. We have been able to improve the ductility of piers by the stiffening structures.

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An experimental study for seismic reinforcement on existing cylindrical steel piers by welded steel plates

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Bending Strength and Toughness of Rolled H Section Steel Welds Jointed by Newly Developed Flash Welding System

Kentaro OKU, You-Chul KIM, Akira UMEKUNI

pp. 19-24

DOI:

10.11273/jssc1994.11.43_19

Abstract

No cracks occurred in the joints of the small specimens at -40°C, -20°C and the room temperature. Therefore, it was elucidated that the unwelded zone on the upset metal did not lower bending strength of the joints. The jointed members had enough bending strength without fracture in the full plastic moment. Although the critical CTOD of the welds was lower than that of the base metal, it recovered to that of the base metal by PWHT. Although Charpy absorbed energy at 0°C was about 30J, it became over 100J by PWHT. The critical CTOD of the flash welded joints could be accurately estimated from the Charpy energy of flash welded joints from the equation that was proposed for HAZ of the arc welding.

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Bending Strength and Toughness of Rolled H Section Steel Welds Jointed by Newly Developed Flash Welding System

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Stress Transfer of High Strength Bolt Connection on Beam to SHS column Joint whose Web Bolted and Flange Welded

Takuro EMI, Mototsugu TABUCHI, Tsuyoshi TANAKA, Hisashi MAMBA, Yoji NAGATANI

pp. 25-40

DOI:

10.11273/jssc1994.11.43_25

Abstract

This study is planed to clear the behaviour of friction joints with high strength bolts on web bolted flange welded (WBFW) connections. Test parameters are the width to thickness ratio(D/t ratio) of the column and existence of weld connection between shear plate and beam web. And to make clear detailed behaviour, FEA is carried out. The results are briefly shown: when the D/t ratio is large, it has little effect on the behaviour of the WBFW connection. But in the case of web welded connection, flexural strength of the connection increases as the D/t ratio decreases. This phenomena is caused by increasing of the moment which is transmitted in beam web. Proposed evaluation of flexural strength in this paper is good correspondence with the test results.

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Stress Transfer of High Strength Bolt Connection on Beam to SHS column Joint whose Web Bolted and Flange Welded

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Analytical Study on Influence of Adherend Thickness on Retrofit of Fatigued Steel Plates by Bonding CFRP Strips

Katsuyoshi NOZAKA, Takaaki FURUKAWA

pp. 41-48

DOI:

10.11273/jssc1994.11.43_41

Abstract

In order to investigate the effects of strengthening of steel plates by bonding Carbon Fiber Reinforced Polymer (CFRP), analytical studies were conducted. In this study, either a continuous steel plate or two steel plates butted each other were strengthened, or retrofitted by bonding CFRP strips, and loaded in tension. The influences of the thickness of steel plates and the number of layers of CFRP strips on the stress reduction and simulated crack opening behaviorwere investigated by conducting parametric finite element analyses. The analytical results indicated that the shear stress in the adhesive layer varied as the thickness of the steel plates increased for the specimens having the same strengthening ratio, Sr. In addition, approximately Sr=1.2 were recommended for retrofitting steel plates to effectively use the adhesive strength, i.e., adhesives both at the end of the CFRP and at the simulated crack yield simultaneously.

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Analytical Study on Influence of Adherend Thickness on Retrofit of Fatigued Steel Plates by Bonding CFRP Strips

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Study on stress condition of cast -in- place PC slab near by cross beam of steel 2- girder bridges

Taro TONEGAWA, Gouki KOBOTA, Hironari OKII

pp. 49-61

DOI:

10.11273/jssc1994.11.43_49

Abstract

Cast-in-place prestressed concrete slab is mainly adopted to 2- girder bridges with the aim of rationalization and labor-saving. However, it is reported that cracks sometimes occur near by rigid cross beams several months after construction because of concrete's creep and shrinkage under restraint from the rigid beams and vertical stiffeners. In recent years, it is reported that sunshine is supposed to induce the deformation of PC slab, and it is one of the reason of cracks. In this paper, stress conditions and efficiencies of prestressing in PC slab are evaluated by finite element analysis. The results indicate that cast in place PC slab near cross beams should be designed reducing live load stress and recognizing range of temperature of slab by sunshine.

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Study on stress condition of cast -in- place PC slab near by cross beam of steel 2- girder bridges

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Structural Design of Curved Two-I-Girder Bridges

Noriyuki NAKADA, Toru KATSUMATA, Masatsugu NAGAI

pp. 63-73

DOI:

10.11273/jssc1994.11.43_63

Abstract

Two-I-girder bridges is becoming increasingly popular in these daysdue to its economic advantage. However the use of this type bridge is limitted to straight bridges in plan. This paper describes trial design and FEM analysis of a curved bridge with 50m single span, where the applicability to the curved span is investigated. From this study, the possibility of application of this type of bridge to curved bridges is made clear, as far as bridges having such curvatures as those classical type is concerned.

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Structural Design of Curved Two-I-Girder Bridges

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Frame Rigidities Required for an Opening in Steel Shear Walls and Wall-Type Dampers

Kuniaki UDAGAWA, Hitoshi KINOMOTO, Akemi NISHIDA

pp. 75-85

DOI:

10.11273/jssc1994.11.43_75

Abstract

Structural deformation control under earthquakes has been conducted recently by connecting steel shear walls or steel wail-type dampers with steel frames. These steel shear walls have sometimes an opening for functional or design requirement. The steel walls with the opening enframed properly have higher ultimate strength and more plastic deformations than those of the steel walls without the opening. We analyze numerically elastic-plastic behaviors of the steel shear walls with the various types of openings using the FEM program. From the analytical results, we propose a design formula for obtaining the required rigidity of the surrounding frame of the openings to ensure that the steel shear walls would have enough elastic stiffness and ultimate strength. In the analyses, 400Mpa-grade and 100Mpa-grade steels are adopted. Furthermore, the elastic-plastic behaviors of the steel walls having the opening strengthened by the frame are compared with those of the non-opening walls with rib-plates.

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Frame Rigidities Required for an Opening in Steel Shear Walls and Wall-Type Dampers

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Compressive Resistance of Steel Beam Webs

Masahiro KUBO, Koichi WATANABE, Hiroki KOJIMA, Yuji SHIRAKI

pp. 87-97

DOI:

10.11273/jssc1994.11.43_87

Abstract

Rolled steel members with a compact H-section are widely used for supporting frames of bridge erection and temporary earth retaining systems. In such structures the jack up point or crossing point of members is subjected to localized compressive load. The resistance of an unstiffened web is governed by one of failure modes (crushing, crippling and buckling). This paper presents the experimental results using compact rolled beams and welded steel beams with large slenderness. The load-displacement behavior, stress distribution, failure mode and ultimate load are investigated for the member with seven different sections. Considering the effective width under edge loading, a simple predicting formula is proposed based on plate bucking theory.

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Compressive Resistance of Steel Beam Webs

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The Evaluation Method of Deformation Capacity of Concrete filled Steel Tubular Slender Columns

Toshiaki FIJJIMOTO

pp. 99-105

DOI:

10.11273/jssc1994.11.43_99

Abstract

In order to evaluate the deformation capacity of a concrete filled steel tubular slender column, investigation of a previous restoring force characteristic model and a evaluating equation of deformation capacity was conducted. Firstly, the application scope of the previous model and the evaluating equation were clarified. Consequently, it was understood that the restoring force characteristic model could be applied to CFT slender columns. However, it was thought that the evaluating equation of deformation capacity was inapplicable to CFT slender columns. Then, the evaluating method of deformation capacity of CFT slender columns was proposed based on the previous restoring force characteristic model and a evaluating equation.

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The Evaluation Method of Deformation Capacity of Concrete filled Steel Tubular Slender Columns

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Study on Structural Design of Steel Structures with Steel Foundation-Girders -Suggestion of Approximate Technique-

Hirofumi OISHI, Motohiko YAMADA, Akihiko OBATA

pp. 107-115

DOI:

10.11273/jssc1994.11.43_107

Abstract

The present study is focused on the structural design of steel structures with steel foundation-girders, and the purpose is to propose an appropriate technique for the stress analysis of the structures subjected to static seismic load taking the effect of soil-pilestructure interaction into consideration based on Chang's formulae. It is clarified that the combined approximations of uniform horizontal displacement with the rotational rigidities of the junctions of column-base and foundation-girders give accurate evaluations to the deformations and stresses of both the structures and the pile foundations.

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Study on Structural Design of Steel Structures with Steel Foundation-Girders -Suggestion of Approximate Technique-

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A Study on Application of FEM Analysis to the Design of Steel Girder Bridge

Jun MURAKOSHI, Minoru TAKAHASHI, Tsutomu YOSHIOKA, Tetsuya NONAKA, Osamu KATOU

pp. 131-145

DOI:

10.11273/jssc1994.11.43_131

Abstract

By recent development of design tools by computer, FEM analysis has been widely used in structural design for various structures. From the point of view of rational design of steel girders, FEM-based design combined with optimization procedure is expected to be more effective than that based on beam theory analysis. In this study, a 3D-FEM model was first made for a continuous steel multi-girders on which truck loading experiment was conducted, and validity of the model was checked compared with the measured stress data. Weight reduction effect of girders by re-designing using FEM influence line analysis was examined.

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A Study on Application of FEM Analysis to the Design of Steel Girder Bridge

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Fundamental Study on Vibration Characteristics of Marker Columns and Lighting Poles on Highway Bridges

Hideo ISHA, Toshiyuki KITADA, Yoshihiro YAMAGUCHI, Ken TOKUMASU

pp. 147-158

DOI:

10.11273/jssc1994.11.43_147

Abstract

Vibration due to traffic and wind causes almost all fatigue damage to portal marker columns and lighting poles on highway bridges. Development of technology, which can evaluate the possibility of the existence and occurrence of the fatigue damage efficiently, is necessary. The vibration characteristics decided by the locations and types of portal marker columns and lighting poles is investigated through modal frequency response analysis in this study. Various types of damage are generated in experimental models for portal marker columns, and a vibration experiment is carried out in this study. The relations between the extent of damage and vibration characteristics can be investigated through the vibration measurement and the analysis of a portal marker column.

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Fundamental Study on Vibration Characteristics of Marker Columns and Lighting Poles on Highway Bridges

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A Study on Structural Monitoring of Steel Bridges by Stress Measurement

Shinya TAKAGI, Jun MURAKOSHI, Koichiro FUMOTO, Hideki TSUGIMURA

pp. 159-169

DOI:

10.11273/jssc1994.11.43_159

Abstract

Monitoring technologies for grasping the structural conditions of old and deteriorating bridges quantitatively are needed in order to support preventive and maintenance work of such bridges. Various monitoring researches have been done so far and several monitoring systems have already been put into practice mainly for long-span bridges. However, there have been few cases of long-term structural monitoring focusing on durability of bridges. It is important to research what kind of information long-term monitoring can offer us and how we should measure and use the data effectively for supporting maintenance work. This paper describes application of monitoring technologies to steel highway bridges, and analyzes the measured stress data obtained by 1-year-monitoring on an actual highway bridge.

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A Study on Structural Monitoring of Steel Bridges by Stress Measurement

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