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ART001475741
|
oai_dc
|
Ductility of carbon fiber-reinforced polymer (CFRP) strengthened reinforced concrete beams: Experimental investigation
|
Ductility of carbon fiber-reinforced polymer (CFRP) strengthened reinforced concrete beams: Experimental investigation
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Sang Hun Kim(Department of Civil and Environmental Engineering, Syracuse University); Riyad S. Aboutaha(Syracuse University)"
] |
Strength of reinforced concrete beams can easily be increased by the use of externally bonded
CFRP composites. However, the mode of failure of CFRP strengthened beam is usually brittle due to tensionshear
failure in the concrete substrate or bond failure near the CFRP-Concrete interface. In order to improve
the ductility of CFRP strengthened concrete beams, critical variables need to be investigated. This
experimental and analytical research focused on a series of reinforced concrete beams strengthened with
CFRP composites to enhance the flexural capacity and ductility. The main variables were the amount of
CFRP composites, the amount of longitudinal and shear reinforcement, and the effect of CFRP end diagonal
anchorage system. Sixteen full-scale beams were investigated. A new design guideline was proposed
according to the effects of the above-mentioned variables. The experimental and analytical results were found
to be in good agreement.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475728
|
oai_dc
|
Lateral-torsional buckling of prismatic and tapered thin-walled open beams: assessing the influence of pre-buckling deflections
|
Lateral-torsional buckling of prismatic and tapered thin-walled open beams: assessing the influence of pre-buckling deflections
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"A. Andrade(Department of Civil Engineering, FCT, University of Coimbra); D. Camotim(Department of Civil Engineering, IST/ICIST, Technical University of Lisbon)"
] |
The paper begins by presenting a unified variational approach to the lateral-torsional buckling
(LTB) analysis of doubly symmetric prismatic and tapered thin-walled beams with open cross-sections, which
accounts for the influence of the pre-buckling deflections. This approach (i) extends the kinematical
assumptions usually adopted for prismatic beams, (ii) consistently uses shell membrane theory in general
coordinates and (iii) adopts Trefftz’s criterion to perform the bifurcation analysis. The proposed formulation is
then applied to investigate the influence of the pre-buckling deflections on the LTB behaviour of prismatic and
web-tapered I-section simply supported beams and cantilevers. After establishing an interesting analytical
result, valid for prismatic members with shear centre loading, several elastic critical moments/loads are
presented, discussed and, when possible, also compared with values reported in the literature. These
numerical results, which are obtained by means of the Rayleigh-Ritz method, (i) highlight the qualitative
differences existing between the LTB behaviours of simply supported beams and cantilevers and (ii) illustrate
how the influence of the pre-buckling deflections on LTB is affected by a number of factors, namely (ii1) the
minor-to-major inertia ratio, (ii2) the beam length, (ii3) the location of the load point of application and (ii4) the
bending moment diagram shape.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475733
|
oai_dc
|
A simplified method to predict sway of rigid multi-storey steel frames
|
A simplified method to predict sway of rigid multi-storey steel frames
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M. Ashraf(Department of Civil and Environmental Engineering, Imperial College London); D. A. Nethercot(Department of Civil and Environmental Engineering, Imperial College London); B. Ahmed(Department of Civil Engineering, Bangladesh University of Engineering and Technology)"
] |
The lateral sway of a multi-storey steel frame should be limited so as to ensure the comfort of
the occupants and for the protection of mechanical and architectural systems. This paper investigates the
applicability of Schueller’s equation for predicting sway of rigid steel frames, and proposes a number of
modifications to the equation so that it can produce results that are almost identical to those given by accurate
Finite Element (FE) analysis. The behaviour of irregular steel frames has also been studied and proposals are
made so that Schueller’s Equation can also be used to predict sway of such frames.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475726
|
oai_dc
|
Polymer concrete filled circular steel beams subjected to pure bending
|
Polymer concrete filled circular steel beams subjected to pure bending
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Walter O. Oyawa(Department of Civil Engineering, JKUAT); Kunitomo Sugiura(Department of Civil and Earth Resources Engineering, Kyoto University); Eiichi Watanabe(Department of Civil and Earth Resources Engineering, Kyoto University)"
] |
In view of the mounting cost of rehabilitating deteriorating infrastructure, further compounded
by intensified environmental concerns, it is now obvious that the evolvement and application of advanced
composite structural materials to complement conventional construction materials is a necessity for
sustainable construction. This study seeks alternative fill materials (polymer-based) to the much-limited
cement concrete used in concrete-filled steel tubular structures. Polymers have been successfully used in
other industries and are known to be much lighter, possess high tensile strength, durable and resistant to
aggressive environments. Findings of this study relating to elasto-plastic characteristics of polymer concrete
filled steel composite beams subjected to uniform bending highlight the enormous increase in stiffness,
strength and ductility of the composite beams, over the empty steel tube. Moreover, polymer based materials
were noted to present a wide array of properties that could be tailored to meet specific design requirements
e.g., ductility based design or strength based design. Analytical formulations for design are also considered.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475731
|
oai_dc
|
An experimental study of connections between I-beams and concrete filled steel tubular columns
|
An experimental study of connections between I-beams and concrete filled steel tubular columns
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Silvana De Nardin(Department of Structural Engineering, University of São Paulo at São Carlos, São Carlos, Brazil); Ana Lucia H. C. El Debs(Avenida Trabalhador São-Carlense 400, Centro, São Carlos-SP - CEP: 13.566-590, Brazil)"
] |
Frame composed of concrete-filled steel tubular columns and I-shaped steel beam has been
researched in order to development reasonable connection details. The present paper describes the results of
an experimental program in four different connection details. The connection details considered include
through-bolt between I-shaped steel beams and concrete-filled steel tubular columns and two details of
welded connections. One of the welded connection details is stiffened by angles welded in the interior of the
profile wall at the beam flange level. The specimens were tested in a cruciform loading arrangement with
variable monotonic loading on the beams and constant compressive load on the column. For through-bolt
details, the contribution of friction and bearing were investigated by embedding some of the bolts in the
concrete. The results of the tests show that through-bolt connection details are very ductility and the bearing is
not important to the behavior of these moment connections. The angles welded in the interior of the profile
wall increase the strength and stiffness of the welded connection detail. In addition, the behavior curves of
these connections are compared and some interesting conclusions are drawn. The results are summarized for
the strength and stiffness of each connection.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475632
|
oai_dc
|
Failure of lightweight aggregate concrete-filled steel tubular columns
|
Failure of lightweight aggregate concrete-filled steel tubular columns
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Shehdeh Ghannam(Wadi Seer Engineering College, Balqa’ Applied University, Jordan); Yahia Abdel Jawad(Faculty of Engineering and Technology, University of Science and Technology); Yasser Hunaiti(Faculty of Engineering and Technology, University of Jordan)"
] |
Tests on steel tubular columns of square, rectangular and circular section filled with normal and
lightweight aggregate concrete were conducted to investigate the failure modes of such composite columns.
Thirty-six full scale columns filled with lightweight and normal weight aggregate concrete, eighteen
specimens for each, were tested under axial loads. Nine hollow steel sections of similar specimens were also
tested and results were compared to those of filled sections. The test results were illustrated by a number of
load-deflection and axial deformation curves. The results showed that both types of filled columns failed due
to overall buckling, while hollow steel columns failed due to bulging at their ends (local buckling). According
to the above-mentioned results, and due to low specific gravity and thermal conductivity of the lightweight
concrete the further interest should be concentrated in replacing the normal concrete by the lightweight
aggregate concrete.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475635
|
oai_dc
|
Inelastic distortional buckling of hot-rolled I-section beam-columns
|
Inelastic distortional buckling of hot-rolled I-section beam-columns
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Dong-Sik Lee(4-6 Tangarra Street Croydon Park)"
] |
The inelastic lateral-distortional buckling of doubly-symmetric hot-rolled I-section beamcolumns
subjected to a concentric axial force and uniform bending with elastic restraint which produce single
curvature is investigated in this paper. The numerical model adopted in this paper is an energy-based method
which leads to the incremental and iterative solution of a fourth-order eigenproblem, with very rapid solutions
being obtained. The elastic restraint considered in this paper is full restraint against translation, but torsional
restraint is permitted at the tension flange. Hitherto, a numerical method to analyse the elastic and inelastic
lateral-distortional buckling of restrained or unrestrained beam-columns is unavailable. The prediction of the
inelastic lateral-distortional buckling load obtained in this study is compared with the inelastic lateraldistortional
buckling of restrained beams and the inelastic lateral-torsional buckling solution, by suppressing
the out-of-plane web distortion, is published elsewhere and they agree reasonable well. The method is then
extended to the lateral-distortional buckling of continuously restrained doubly symmetric I-sections to
illustrate the effect of web distortion.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475634
|
oai_dc
|
Reliability analysis of latticed steel towers against wind induced displacement
|
Reliability analysis of latticed steel towers against wind induced displacement
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M.A. Khan(Department of Civil Engineering, Aligarh Muslim University); N.A. Siddiqui(Department of Civil Engineering, Aligarh Muslim University); H. Abbas(Annamalai University, India)"
] |
The present study aims at the reliability analysis of steel towers against the limit state of
deflection. For this purpose tip deflection of the tower has been obtained after carrying out the dynamic
analysis of the tower using modal method. This tip deflection is employed for subsequent reliability analysis.
A limit state function based on serviceability criterion of deflection is derived in terms of random variables. A
complete procedure of reliability computation is then presented. To study the influence of various random
variables on tower reliability, sensitivity analysis has been carried out. Design points, important for
probabilistic design of towers, are also located on the failure surface. Some parametric studies have also been
included to obtain the results of academic and field interest.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475638
|
oai_dc
|
Distortional buckling formulae for cold-formed steel rack-section members
|
Distortional buckling formulae for cold-formed steel rack-section members
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"N. Silvestre(Department of Civil Engineering, IST/ICIST, Technical University of Lisbon); D. Camotim(Department of Civil Engineering, IST/ICIST, Technical University of Lisbon)"
] |
The paper derives, validates and illustrates the application of GBT-based formulae to estimate
distortional critical lengths and bifurcation stress resultants in cold-formed steel rack-section columns, beams
and beam-columns with arbitrarily inclined mid-stiffeners and four support conditions. After a brief review of
the Generalised Beam Theory (GBT) basics, the main concepts and procedures employed to obtain the
formulae are addressed. Then, the GBT-based estimates are compared with exact results and, when possible,
also with values yielded by formulae due to Lau and Hancock, Hancock and Teng et al. A few remarks on
novel aspects of the rack-section beam-column distortional buckling behaviour, unveiled by the GBT-based
approach, are also included.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475636
|
oai_dc
|
Tests on fiber reinforced concrete filled steel tubular columns
|
Tests on fiber reinforced concrete filled steel tubular columns
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"S. Ramana Gopal(Sri Venkateswara College of Engineering, Sriperumbudur); P. Devadas Manoharan(Anna University, Chennai)"
] |
This paper deals with the strength and deformation of both short and slender concrete filled steel
tubular columns under the combined actions of axial compression and bending moment. Sixteen specimens
were tested to investigate the effect of fiber reinforced concrete on the ultimate strength and behavior of the
composite column. The primary test parameters were load eccentricity and column slenderness. Companion
tests were also undertaken on eight numbers of similar empty steel tubes to highlight the synergistic effects of
composite column. The test results demonstrate the influence of fiber reinforced concrete on the strength and
behavior of concrete filled steel tubular columns.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475406
|
oai_dc
|
Developing connection design rules in China
|
Developing connection design rules in China
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Yongjiu Shi(Tsinghua University)"
] |
The new version of Code for Design of Steel Structures (GB50017-2003) and other design
standards in China were released over the last two years. Comparing with the previous version (GBJ17-88),
many clauses covering the connection design have been revised. A number of additional provisions are
supplemented to specify the design requirements for beam-column moment connections, as well as gusset
plates for truss joints. In this paper, a summary on the design rules on connections specified in the current
Chinese code is presented, and relevant commentary and background information is provided whenever
appropriate. The design criteria governing weld and bolt resistance is examined and reviewed. Moreover,
several issues such as detailing requirements for stiffeners and end-plate connections are discussed.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475403
|
oai_dc
|
The EC3 approach to the design of columns, beams and beam-columns
|
The EC3 approach to the design of columns, beams and beam-columns
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"L. Gardner(Department of Civil and Environmental Engineering, Imperial College London,); D. A. Nethercot(Department of Civil and Environmental Engineering, Imperial College London)"
] |
Procedures given in Eurocode 3 Part 1.1 (EN 1993-1-1) for design of the main types of
structural member under given systems of loading are presented and described. Whereas some of these e.g.
the procedure for axially loaded columns, are little changed from the early concept that appeared more than
25 years ago in the European Recommendations and have subsequently been adopted in many other steel
codes of the world, others such as the interaction formulae for beam-columns are new, with aspects of the
provisions still under development. For each type of member the basis of the procedure is described and some
comparative comments made.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475393
|
oai_dc
|
Pertinent issues on the strength design of steel structures to AS4100-1998
|
Pertinent issues on the strength design of steel structures to AS4100-1998
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Mark A. Bradford(School of Civil and Environmental Engineering, The University of New South Wales)"
] |
This paper describes of an overview to the strength rules in the Australian AS4100 Steel
Structures Code that was first issued in Limit States Format in 1990. It focuses on pertinent and characteristic
issues, such as the means of analysis for second order effects in frames, and highlights how the tiered
approach may lead to efficient design using advanced analysis techniques. It also considers design against
buckling in some detail, and shows how advanced solutions may be readily incorporated into the design rules.
Implicit in the formulations are the necessity for ductility of the steel, and the scope of the code is limited to
steels that display this necessary ductility characteristic.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475417
|
oai_dc
|
Material and workmanship requirements for modern codes of practice
|
Material and workmanship requirements for modern codes of practice
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M. J. A. Banfi(Arup, 13 Fitzroy Street, London); S. Cardwell(Arup, 13 Fitzroy Street, London); G. Gedge(Arup, 13 Fitzroy Street, London); E. C. Murgatroyd(Arup, 13 Fitzroy Street, London)"
] |
Current codes of practice do not exist in isolation, and rules that have been developed assume
certain material properties and minimum workmanship in fabrication and erection. These are either in
separate documents or different parts of the code. This paper explains the main requirements for materials and
workmanship and how they can be related to design and construction in general. The use of very high strength
steels is also considered and the measures that may be needed to allow their use with modern codes are also
presented.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475408
|
oai_dc
|
Current practices and future directions of steel design in Japan
|
Current practices and future directions of steel design in Japan
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Eiki Yamaguchi(Kyushu Inst. of Tech.)"
] |
Four design codes/regulations for steel structures in Japan are briefly reviewed. Some of them
employ the limit state design concept while the others are still based on the allowable stress design concept.
The process for revision is now in action. The directions in the development of structural design codes are also
reported herein. It is noted that a current trend in this development is to employ the performance-based design
concept that has been successfully implemented in some seismic design codes.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475400
|
oai_dc
|
Analysis and design for stability in the U.S. - An overview
|
Analysis and design for stability in the U.S. - An overview
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Eric M. Lui(Department of Civil & Environmental Engineering, Syracuse University); Ma Ge(Department of Civil & Environmental Engineering, Syracuse University, Syracuse)"
] |
This paper describes the theoretical background and underlying principles behind the American
Institute of Steel Construction Load and Resistance Factor Design (AISC LRFD) Specification for the
analysis and stability design of steel frames. Various analysis procedures that can take into consideration the
effects of member instability, frame instability, member-frame interaction, geometric imperfections, and
inelasticity are reviewed. Design approaches by which these factors can be incorporated in the design of steel
moment frames are addressed. Current specification guidelines for member and frame design in the U.S. are
summarized. Examples are given to illustrate the validity of the design equations. Some future directions for
the analysis and stability design of steel frames are discussed.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475674
|
oai_dc
|
An investigation into structural behaviour of modular steel scaffolds
|
An investigation into structural behaviour of modular steel scaffolds
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"W.K. Yu(Department of Civil and Structural Engineering, The Hong Kong Polytechnic University)"
] |
This paper presents a study on the structural behaviour of modular steel scaffolds through both
experimental and numerical investigations. Three one-storey and three two-storey modular steel scaffolds
were built and tested to failure in order to examine the structural behaviour of typical modular steel scaffolds.
Details of the tests and their test results were presented in this paper. Moreover, an advanced non-linear
analysis method was employed to evaluate the load carrying capacities of these scaffolds under different
support conditions. Comparisons between the experimental and the numerical results on the structural
behaviour of these modular steel scaffolds were also presented. Moreover, the restraining effects of external
supports in practical situations were also studied through finite element methods. The predicted load carrying
capacities and deformations at failure of these models under partially restrained conditions were found to be
close to the experimental results. A codified design method for column buckling with modified slenderness
ratios was adopted for practical design of modular steel scaffolds.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475676
|
oai_dc
|
Moment curvature method for fire safety design of steel beams
|
Moment curvature method for fire safety design of steel beams
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"H.X. Yu(Department of Civil Engineering, National University of Singapore); J.Y. Richard Liew(Department of Civil Engineering, National University of Singapore)"
] |
This paper presents a moment-curvature method that accounts for the strength deterioration of
steel at elevated temperature in estimating the response of steel beams exposed to fire. A modification to the
EC4 method is proposed for a better estimation of the temperature distribution in the steel beam supporting a
concrete slab. The accuracy of the proposed method is verified by comparing the results with established test
results and the nonlinear finite element analysis results. The beam failure criterion based on a maximum strain
of 0.02 is proposed to assess the limiting temperature as compared to the traditional criteria that rely on
deflection limit or deflection rate. Extensive studies carried out on steel beams with various span lengths, load
ratios, beam sizes and loading types show that the proposed failure criterion gives consistent results when
compared to nonlinear finite element results.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475665
|
oai_dc
|
Behavior and calculation on concrete-filled steel CHS (Circular Hollow Section) beam-columns
|
Behavior and calculation on concrete-filled steel CHS (Circular Hollow Section) beam-columns
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Lin-Hai Han(College of Civil Engineering and Architecture, Fuzhou University); Guo-Huang Yao(College of Civil Engineering and Architecture, Fuzhou University); Xiao-Ling Zhao(Monash University, Australia)"
] |
A mechanics model is developed in this paper for concrete-filled steel CHS (circular hollow
section) beam-columns. A unified theory is described where a confinement factor (ξ) is introduced to describe
the composite action between the steel tube and the filled concrete. The predicted load versus deformation
relationship is in good agreement with test results. The theoretical model was used to investigate the influence
of important parameters that determine the ultimate strength of concrete-filled steel CHS beam-columns. The
parametric and experimental studies provide information for the development of formulas for the calculation of
the ultimate strength of the composite beam-columns. Comparisons are made with predicted beam-columns
strengths using the existing codes, such as LRFD-AISC-1999, AIJ-1997, BS5400-1979 and EC4-1994.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475678
|
oai_dc
|
Behaviour evaluation of shear connection by means of shear-connection strips
|
Behaviour evaluation of shear connection by means of shear-connection strips
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Marian Rovnak(Technical University of Kosice, Faculty of Civil Engineering); Antonia Duricova(Technical University of Kosice, Faculty of Civil Engineering)"
] |
Comparison of behaviour of shear connections by means of shear-connection strips (perfobond
and comb-shaped strips) and headed studs under static and repeated loading, possible failure modes of
concrete dowels and ways of the quantitative differentiation of some failure modes are described in the paper.
The article presents a review of knowledge resulting from the analysis of shear-connection effects based on
tests of perfobond and comb-shaped strips carried out in the laboratories of the Faculty of Civil Engineering of
the Technical University of Kosice (TU of Kosice) in Slovakia and their comparison with results obtained by
other authors.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475669
|
oai_dc
|
Combined effect of the horizontal components of earthquakes for moment resisting steel frames
|
Combined effect of the horizontal components of earthquakes for moment resisting steel frames
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Alfredo Reyes-Salazar(Facultad de Ingeniería, Universidad Autónoma de Sinaloa, Ciudad Universitaria); José A. Juárez-Duarte(Facultad de Ingeniería, Universidad Autónoma de Sinaloa, Ciudad Universitaria); Arturo López-Barraza(Facultad de Ingeniería, Universidad Autónoma de Sinaloa, Ciudad Universitaria); Juan I. Velázquez-Dimas(Facultad de Ingeniería, Universidad Autónoma de Sinaloa, Ciudad Universitaria)"
] |
The commonly used seismic design procedures to evaluate the maximum effect of both
horizontal components of earthquakes, namely, the Square Root of the Sum of the Squares (SRSS) and the 30-
percent (30%) combination rules, are re-evaluated. The maximum seismic responses of four threedimensional
moment resisting steel frames, in terms of the total base shear and the axial loads at interior,
lateral and corner columns, are estimated as realistically as possible by simultaneously applying both
horizontal components. Then, the abovementioned combination rules and others are evaluated. The numerical
study indicates that both, the SRSS rule and the 30% combination method, may underestimate the combined
effect. It is observed that the underestimation is more for the SRSS than for the 30% rule. In addition, the
underestimation is more for inelastic analysis than for elastic analysis. The underestimation cannot be
correlated with the height of the frames or the predominant period of the earthquakes. A basic probabilistic
study is performed in order to estimate the accuracy of the 30% rule in the evaluation of the combined effect.
Based on the results obtained in this study, it is concluded that the design requirements for the combined effect
of the horizontal components, as outlined in some code-specified seismic design procedures, need to be
modified. New combination ways are suggested.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001476464
|
oai_dc
|
Behaviour and design of structural steel pins
|
Behaviour and design of structural steel pins
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"R.Q. Bridge(School of Engineering and Industrial Design, University of Western Sydney); T. Sukkar(School of Engineering and Industrial Design, University of Western Sydney); I.G. Hayward(School of Engineering and Industrial Design, University of Western Sydney); M. van Ommen(School of Engineering and Industrial Design, University of Western Sydney)"
] |
Architectural steel structures with visible tension and compression members are becoming
more prevalent as a popular form of construction that reflects the nature of the resistance to the applied
loads. These members require the use of structural steel pins at their ends to ensure either axial tension
or axial compression in the members. Structural pins have been used as a means of connection for
centuries and it would appear that their behaviour is relatively well understood. However, the rules for
the design of pins vary quite considerably from code to code and this has caused some confusion
amongst consulting structural engineers operating internationally. To provide some insight into this
problem, a comprehensive testing program has been carried to examine the influence of parameters such
as pin diameter, material properties of the pin, thickness of the loading plates, material properties of the
loading plates and the distance of the pin to the edge of the loading plates. The modes of failure have
been carefully examined. Based on this study, modifications to current design procedures are proposed
that properly take into account the different possible modes of failure.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001476467
|
oai_dc
|
Refined plastic hinge analysis of steel frames under fire
|
Refined plastic hinge analysis of steel frames under fire
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"S.L. Chan(The Hong Kong Polytechnic University); B.H.M. Chan(Department of Civil and Structural Engineering, The Hong Kong Polytechnic University)"
] |
This paper presents an effective, reliable and accurate method for prediction of structural
behaviour of steel frames at elevated temperature. The refined plastic hinge method, which has been
used successfully in the second-order elasto-plastic analysis of steel frames at ambient conditions, is
adopted here to allow for time-independent fire effects. In contrast to the existing rigorous finite
element programs, the present method uses the advanced analysis technique that provides a simple
and reliable means for practical study of the behaviour of steel frames at elevated temperature by a
limiting stress model. The present method is validated against other test and numerical results.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001476458
|
oai_dc
|
Tests and mechanics model for concrete-filled SHS stub columns, columns and beam-columns
|
Tests and mechanics model for concrete-filled SHS stub columns, columns and beam-columns
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Lin-Hai Han(College of Civil Engineering and Architecture, Fuzhou University); Xiao-Ling Zhao(Monash University, Australia); Zhong Tao(College of Civil Engineering and Architecture, Fuzhou University)"
] |
A series of tests on concrete-filled SHS (Square Hollow Section) stub columns (twenty),
columns (eight) and beam-columns (twenty one) were carried out. The main parameters varied in the
tests are (1) Confinement factor (x ) from 1.08 to 5.64, (2) concrete compression strength from 10.7MPa
to 36.6MPa, (3) tube width to thickness ratio from 20.5 to 36.5. (4) load eccentricity (e) from 15 mm to
80 mm and (5) column slenderness (l) from 45 to 75. A mechanics model is developed in this paper
for concrete-filled SHS stub columns, columns and beam-columns. A unified theory is described where a
confinement factor (x ) is introduced to describe the composite action between the steel tube and filled
concrete. The predicted load versus axial strain relationship is in good agreement with stub column test
results. Simplified models are derived for section capacities and modulus in different stages of the
composite sections. The predicted beam-column strength is compared with that of 331 beam-column
tests with a wide range of parameters. A good agreement is obtained. The predicted load versus midspan
deflection relationship for beam-columns is in good agreement with test results. A simplified model
is developed for calculating the member capacity of concrete-filled SHS columns. Comparisons are made
with predicted columns strengths using the existing codes such as LRFD (AISC 1994), AIJ (1997), and
EC4 (1996). Simplified interaction curves are derived for concrete-filled beam-columns.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001476474
|
oai_dc
|
Effects of near-fault loading and lateral bracing on the behavior of RBS moment connections
|
Effects of near-fault loading and lateral bracing on the behavior of RBS moment connections
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Qi-Song “Kent” Yu(Degenkolb Engineers, San Francisco); Chia-Ming Uang(Department of Structural Engineering, University of California)"
] |
An experimental study was conducted to evaluate the effects of loading sequence and
lateral bracing on the behavior of reduced beam section (RBS) steel moment frame connections. Four
full-scale moment connections were cyclically tested-two with a standard loading history and the
other two with a near-fault loading history. All specimens reached at least 0.03 radian of plastic
rotation without brittle fracture of the beam flange groove welds. Two specimens tested with the nearfault
loading protocol reached at least 0.05 radian of plastic rotation, and both experienced smaller
buckling amplitudes at comparable drift levels. Energy dissipation capacities were insensitive to the
types of loading protocol used. Adding a lateral bracing near the RBS region produced a higher
plastic rotation; the strength degradation and buckling amplitude were reduced. A non-linear finite
element analysis of a one-and-a-half-bay beam-column subassembly was also conducted to study the
system restraint effect. The study showed that the axial restraint of the beam could significantly
reduce the strength degradation and buckling amplitude at higher deformation levels.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001476461
|
oai_dc
|
The ECBL approach for interactive buckling of thin-walled steel members
|
The ECBL approach for interactive buckling of thin-walled steel members
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Dan Dubina(Department of Steel Structures and Structural Mechanics, Faculty of Civil Engineering,“Politehnica” )"
] |
Actual buckling curves are always characterised by the erosion of ideal buckling curves. In
case of compact sections this erosion is due to the imperfections, while for thin-walled members, a
supplementary erosion is induced by the phenomenon of coupled instabilities. The ECBL approach-
Erosion of Critical Bifurcation Load - represents a practical and convenient tool to characterise the
instability behaviour of thin-walled members. The present state-of-art paper describes the theoretical
background of this method and the applications to cold-formed steel sections in compression and
bending. Special attention is paid to the evaluation methods of erosion coefficient and to their validation.
The ECBL approach can be also used to the plastic-elastic interactive buckling of thin-walled members,
and the paper provides significant results on this line.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001476455
|
oai_dc
|
Experimental study on the cyclic behaviour of bolted end-plate joints
|
Experimental study on the cyclic behaviour of bolted end-plate joints
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Sándor Ádány(Department of Structural Mechanics, Budapest University of Technology and Economics); Luis Calado(DECivil, Instituto Superior Técnico); László Dunai(Budapest University of Technology and Economics)"
] |
In this paper an experimental study is performed on end-plate type joints. The test
arrangement represents a column-base joint of a steel frame. Altogether six specimens were tested, each
of them subjected to cyclic loading. The specimens were carefully designed by performing detailed
preliminary calculations so that they would present typical behaviour types of end-plate joints. On the
basis of the experimentally established moment-rotation relationship, the cyclic characteristics of each
specimen have been calculated and compared to one another. The results are evaluated, qualitative and
quantitative conclusions are drawn.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001476470
|
oai_dc
|
Buckling of aboveground oil storage tanks under internal pressure
|
Buckling of aboveground oil storage tanks under internal pressure
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Shoichi Yoshida(Formerly Koyo Iron Works & Construction Company Tokyo)"
] |
Overpressurization can occur due to the ignition of flammable vapors existing inside
aboveground oil storage tanks. Such accidents could happen more frequently than other types of
accident. In the tank design, when the internal pressure increases, the sidewall-to-roof joint is
expected to fail before failure occurs in the sidewall-to-bottom joint. This design concept is the socalled
“frangible roof joint” introduced in API Standard 650. The major failure mode is bifurcation
buckling in this case. This paper presents the bifurcation buckling pressures in both joints under
internal pressure. Elastic and elastic-plastic axisymmetric shell finite element analysis was performed
involving large deformation in the prebuckling state. Results show that API Standard 650 does not
evaluate the frangible roof joint design conservatively in small diameter tanks.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001476452
|
oai_dc
|
The behaviour of a new type of connection system for light-weight steel structures applied to roof trusses
|
The behaviour of a new type of connection system for light-weight steel structures applied to roof trusses
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Olli Kaitila(Department of Civil and Environmental Engineering, Helsinki University of Technology); Jyrki Kesti(Department of Civil and Environmental Engineering, Helsinki University of Technology); Pentti Mäkeläinen(Department of Civil and Environmental Engineering, Helsinki University of Technology)"
] |
The Rosette-joining system is a completely new press-joining method for cold-formed steel
structures. One Rosette-joint has a shear capacity equal to that of approximately four screws or rivets.
The Rosette thin-walled steel truss system presents a new fully integrated prefabricated alternative to
light-weight roof truss structures. The trusses are built up on special industrial production lines from
modified top hat sections used as top and bottom chords and channel sections used as webs which are
joined together with the Rosette press-joining technique to form a completed structure easy to transport
and install. A single web section is used when sufficient but can be strengthened by double-nesting two
separate sections or by using two lateral profiles where greater compressive axial forces are met. An
individual joint in the truss can be strengthened by introducing a hollow bolt into the joint hole. The
bolt gives the connection capacity a boost of approximately 20%. A series of laboratory tests have
been carried out in order to verify the Rosette truss system in practice. In addition to compression tests
on individual sections of different lengths, tests have also been done on small structural assemblies and
on actual full-scale trusses of a span of 10 metres. Design calculations have been performed on selected
roof truss geometries based on the test results, FE-analysis and on the Eurocode 3 and U.S.(AISI)
design codes.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001476446
|
oai_dc
|
The practice of blind bolting connections to structural hollow sections: A review
|
The practice of blind bolting connections to structural hollow sections: A review
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"T. C. Barnett(School of Civil Engineering, The University of Nottingham, University Park); W. Tizani(School of Civil Engineering, The University of Nottingham, University Park); D. A. Nethercot(Department of Civil and Environmental Engineering, Imperial College London)"
] |
Due to aesthetic, economic, and structural performance, the use of structural hollow
sections as columns in both continuous moment resisting and nominally pinned construction is attractive.
Connecting the beams to these sections is somewhat problematic as there is no access to the interior of
the section to allow for the tightening of a standard bolt. Therefore, bolts that may be tightened from
one side, i.e., blind bolts, have been developed to facilitate the use of site bolting for this arrangement.
This paper critically reviews available information concerning blind bolting technology, especially the
performance of fasteners in shear, tension, and moment resisting connections. Also provided is an
explanation of the way in which the results have been incorporated into design guidance covering the
particular case of nominally pinned connections. For moment resisting connections, it is concluded that
whilst the principle has been adequately demonstrated, sufficient data are currently not available to
permit the provision of authoritative design guidance. In addition, inherent flexibilities in the connections
mean that performance equivalent to full strength and rigid is unlikely to be achievable: a semicontinuous
approach to frame design will therefore be necessary.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475957
|
oai_dc
|
Shear-lag effect in twin-girder composite decks
|
Shear-lag effect in twin-girder composite decks
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Luigino Dezi(Institute of Structural Engineering, University of Ancona); Fabrizio Gara(Institute of Structural Engineering, University of Ancona); Graziano Leoni(Institute of Structural Engineering, University of Ancona)"
] |
The paper presents a model for analysing the shear-lag effect on the slab of twin-girder
composite decks subjected to static actions, support settlements and concrete shrinkage, which are the main
actions of interest in composite bridge design. The proposed model includes concrete creep behaviour and
shear connection flexibility. The shear-lag in the slab is accounted for by means of a new warping function.
The considered actions are then applied to a realistic bridge deck and their effects are discussed. The proposed
method is utilised to determine the slab effective widths for three different width-length ratios of the deck.
Finally, a comparison between the results obtained with the Eurocode EC4-2 and those obtained with the
proposed model is performed.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475964
|
oai_dc
|
Project Paper: Steel-concrete mixed building technology at the ski jump tower of Innsbruck, Austria
|
Project Paper: Steel-concrete mixed building technology at the ski jump tower of Innsbruck, Austria
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Christian Aste(Aste Konstruktion Innsbruck, Austria); Andreas Glatzl(Aste Konstruktion Innsbruck, Austria); Gerald Huber(Aste Konstruktion Innsbruck, Austria)"
] |
The ski jump in Innsbruck known for the famous annual New Year
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475962
|
oai_dc
|
Flexural behavior and resistance of uni-planar KK and X tubular joints
|
Flexural behavior and resistance of uni-planar KK and X tubular joints
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Yiyi Chen(Department of Building Engineering, Tongji University); Wei Wang(Tongji Univ.)"
] |
The importance of the research on moment-resistant properties of unstiffened tubular joints and the research background are introduced. The performed experimental research on the bending rigidity and capacity of the joints is reported. The emphasis is put on the discussion of the flexural behavior of the joints including sets of geometrical parameters of the joints and several loading combinations. Procedures and results of loading tests on four full size joints in planar KK and X configuration are described in details at first. Mechanical models are proposed to analyze the joint specimens. Three-dimensional nonlinear FE models are established and verified with the experimental results. By comparing the experimental data with the results of the analysis, it is reported reasonable to carry out the structural analysis under the assumption that the joint is fully rigidly connected, and their bending capacities can assure the strength of the members connected under certain limitation. Furthermore, a parametric formula for inplane bengding rigidity of T and Y type tubular joints is proposed on the basis of FE calculation and regression analysis. Compared with test results, it is shown that the parametric formula developed in this paper has good applicability.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475925
|
oai_dc
|
Advanced numerical model for the fire behaviour of composite columns with hollow steel section
|
Advanced numerical model for the fire behaviour of composite columns with hollow steel section
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"C. Renaud(Laboratory of Structural Mechanics, INSA-Rennes); J. M. Aribert(FranceFire Research and Engineering Section, CTICM); B. Zhao(Fire Research and Engineering Section, CTICM)"
] |
A numerical model is presented to simulate the mechanical behaviour of composite steel and concrete columns taking into account the interaction between the hollow steel section and the concrete core. The model, based on displacement finite element methods with an Updated Lagrangian formulation, allows for geometrical and material non linearities combined with heating over all or a part of the section and column length. Comparisons of numerical calculations made using the model with 33 fire resistance tests show that the model is able to predict the fire resistance, expressed in minutes of fire exposure, of composite columns with a good accuracy.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475951
|
oai_dc
|
Behavior of lightweight aggregate concrete-encased composite columns
|
Behavior of lightweight aggregate concrete-encased composite columns
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Abbas M. Al-Shahari(Department of Civil Engineering, Sana Univ.); Yasser M. Hunaiti(Department of Civil Engineering, University of Jordan); Bassam Abu Ghazaleh(Department of Civil Engineering, University of Jordan)"
] |
An experimental study was conducted to investigate the behavior of eccentric lightweight aggregate concrete-encased composite columns. This study aims at verifying the validity of such type of concrete in composite construction and checking the adequacy of the AISC-LRFD and the British Bridge Code BS 5400 specifications in predicting the column strength. Sixteen full-scale pin ended columns subjected to uniaxial bending about the major axis in symmetrical single curvature were tested.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475218
|
oai_dc
|
Short- and long-term analyses of composite beams with partial interaction stiffened by a longitudinal plate
|
Short- and long-term analyses of composite beams with partial interaction stiffened by a longitudinal plate
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Gianluca Ranzi(The University of Sydney)"
] |
This paper presents a novel analytical formulation for the analysis of composite beams with
partial shear interaction stiffened by a bolted longitudinal plate accounting for time effects, such as creep and
shrinkage. The model is derived by means of the principle of virtual work using a displacement-based
formulation. The particularity of this approach is that the partial interaction behaviour is assumed to exist
between the top slab and the joist as well as between the joist and the bolted longitudinal stiffening plate,
therefore leading to a three-layered structural representation. For this purpose, a novel finite element is derived
and presented. Its accuracy is validated based on short-and long-term analyses for the particular cases of full
shear interaction and partial shear interaction of two layers for which solutions in closed form are available in
the literature. A parametric study is carried out considering different stiffening arrangements to investigate the
influence on the short-and long-term behaviour of the composite beam of the shear connection stiffness
between the concrete slab and the steel joist, the stiffness of the plate-to-beam connection, the properties of the
longitudinal plate and the concrete properties. The values of the deflection obtained from the finite element
simulations are compared against those calculated using the effective flexural rigidity in accordance with EC5
guidelines for the behaviour of elastic multi-layered beams with flexible connection and it is shown how the
latter well predicts the structural response. The proposed numerical examples highlight the ease of use of the
proposed approach in determining the effectiveness of different retrofitting solutions at service conditions.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475227
|
oai_dc
|
Compressive and flexural behaviour of recycled aggregate concrete filled steel tubes (RACFST) under short-term loadings
|
Compressive and flexural behaviour of recycled aggregate concrete filled steel tubes (RACFST) under short-term loadings
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"You-Fu Yang(College of Civil Engineering, Fuzhou University); Lin-Hai Han(Department of Civil Engineering, Tsinghua University)"
] |
The behaviour of hollow structural steel (HSS) stub columns and beams filled with normal concrete and recycled aggregate concrete (RAC) under instantaneous loading was investigated experimentally. A total of 40 specimens, including 30 stub columns and 10 beams, were tested. The main parameters varied in the tests were: (1) recycled coarse aggregate (RCA) replacement ratio, from 0 to 50%, (2) sectional type, circular and square. The main objectives of these tests were threefold: first, to describe a series of tests on new composite columns; second, to analyze the influence of RCA replacement ratio on the compressive and flexural behaviour of recycled aggregate concrete filled steel tubes (RACFST), and finally, to compare the accuracy of the predicted ultimate strength, bending moment capacity and flexural stiffness of the composite specimens by using the recommendations of ACI318-99 (1999), AIJ (1997), AISC-LRFD (1999), BS5400 (1979), DBJ13-51-2003 (2003) and EC4 (1994).
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475206
|
oai_dc
|
Finite element response sensitivity analysis of continuous steel-concrete composite girders
|
Finite element response sensitivity analysis of continuous steel-concrete composite girders
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Joel P. Conte(Department of Structural Engineering, University of California); Alessandro Zona(Department PROCAM, University of Camerino, Viale della Rimembranza); Michele Barbato(Michele Barbato)"
] |
The behavior of steel-concrete composite beams is strongly influenced by the type of shear
connection between the steel beam and the concrete slab. For accurate analytical predictions, the structural
model must account for the interlayer slip between these two components. This paper focuses on a procedure
for response sensitivity analysis using state-of-the-art finite elements for composite beams with deformable
shear connection. Monotonic and cyclic loading cases are considered. Realistic cyclic uniaxial constitutive
laws are adopted for the steel and concrete materials as well as for the shear connection. The finite element
response sensitivity analysis is performed according to the Direct Differentiation Method (DDM); its
analytical derivation and computer implementation are validated through Forward Finite Difference (FFD)
analysis. Sensitivity analysis results are used to gain insight into the effect and relative importance of the
various material parameters in regards to the nonlinear monotonic and cyclic response of continuous
composite beams, which are commonly used in bridge construction.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475209
|
oai_dc
|
Investigation of major parameters affecting instability of steel beams with RBS moment connections
|
Investigation of major parameters affecting instability of steel beams with RBS moment connections
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"A. Deylami(Department of Civil Engineering, Amirkabir University of Technology); A. Moslehi Tabar(Department of Civil Engineering, Amirkabir University of Technology)"
] |
One of the most promising ways through which a steel moment frame may attain high energy
dissipating capability is to trim off a portion of the beam flanges near the column face. This type of moment
connection, known as Reduced Beam Section (RBS) connection, has notable superiority in comparison with
other moment connection types. As the result of the advantages of RBS moment connection, it has widely
being used in practice. In spite of the good hysteretic behaviour, an RBS beam suffers from an undesirable
drawback, which is local and lateral instability of the beam. The instability in the RBS beam reduces beam
load-carrying capacity. This paper aims to investigate key issues influencing cyclic behaviour of RBS beams.
To this end, a numerical analysis was conducted on a series of steel subassemblies with various geometric
properties. The obtained results together with the existing experimental data are used to study the instability of
RBS beams. A new slenderness concept is presented to control an RBS beam for combined local and lateral
instability. This concept is in good agreement with the numerical and experimental results. Finally, a model is
developed for the prediction of the magnitude of moment degradation owing to the instability of an RBS beam.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475214
|
oai_dc
|
Vibration behaviour of axially compressed cold-formed steel members
|
Vibration behaviour of axially compressed cold-formed steel members
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"D. Camotim(Department of Civil Engineering, IST/ICIST, Technical University of Lisbon); N. Silvestre(Department of Civil Engineering, IST/ICIST, Technical University of Lisbon)"
] |
The objective of this work is to describe the main steps involved in the derivation of a GBT
(Generalised Beam Theory) formulation to analyse the vibration behaviour of loaded cold-formed steel
members and also to illustrate the application and capabilities of this formulation. In particular, the paper
presents and discusses the results of a detailed investigation about the local and global free vibration
behaviour of lipped channel simply supported columns. After reporting some relevant earlier GBT-based
results dealing with the buckling and vibration behaviours of columns and load-free members, the paper
addresses mostly issues concerning the variation of the column fundamental frequency and vibration mode
nature/shape with its length and axial compression level. For validation purposes, some GBT-based results are
also compared with values obtained by means of 4-node shell finite element analyses performed in the code
ABAQUS.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001474934
|
oai_dc
|
Improvements to the analysis of floorbeams with additional web cutouts for orthotropic plated decks with closed continuous ribs
|
Improvements to the analysis of floorbeams with additional web cutouts for orthotropic plated decks with closed continuous ribs
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Wouter De Corte(Department of Civil Engineering, Ghent University, Ghent, Belgium); Philippe Van Bogaert(Department of Civil Engineering, Ghent University, Ghent, Belgium)"
] |
Additional cutouts in the floorbeam webs of orthotropic plated bridge decks relieve the highly stressed lower flange of the ribs passing through these floorbeam webs from possible fatigue damage. Conversely, the floorbeam webs themselves suffer from high stress concentrations, especially along the free edges of the additional cutouts. These stresses result from a combination of direct introduction of vertical traffic loads in the weakened web and from the truss action of the floorbeam. The latter differs from a simple beam action due to the presence of the openings and corresponds more to the behaviour of a Vierendeel truss. Close assessment of the appearing stresses, highly relevant for fatigue resistance, requires the use of elaborate finite element modelling. However, a full finite element analysis merely provides the results of total stresses, leaving the researcher or designer the difficult task of finding the origin of these stress components. This paper presents a calculation method for cutout stresses based on a combination of a framework analysis and a two dimensional finite element analysis of much smaller parts of the floorbeam. This method provides more insight in the origin of the stress components, as well as it simplifies any comparison of different additional cutout geometries, independent of the floorbeam topology.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001474946
|
oai_dc
|
Testing and finite element modeling of stressed skin diaphragms
|
Testing and finite element modeling of stressed skin diaphragms
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Yang Liu(Department of Building Engineering, Tongji University, Shanghai 200092, China); Qilin Zhang(Department of Building Engineering, Tongji University, Shanghai 200092, China); Weijun Qian(Zhejiang Jingong Steel Building Construction Group Co., Ltd., Shaoxing 312030, China)"
] |
The cold formed light-gauge profiled steel sheeting can offer considerable shear resistance acting in the steel building frame. This paper conducted the full-scale test on the shear behavior of stressed skin diaphragm using profiled sheeting connected by the self-tapping screws. A three-dimensional finite element model that simulates the stressed skin diaphragm was developed. The sheet was modeled using thin element model while the supporting members were simulated using beam elements. Fasteners were represented in the numerical model as equivalent springs. A joint test program was conducted to characterize the properties of these springs and results were reported in this study. Finite element model of the full-scale test was analyzed by use of the ANSYS package, considering nonlinearity caused by the large deflection and slip of fasteners. The experimental data was compared with the results acquired by the EUR formulas and finite element analysis.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001474940
|
oai_dc
|
Finite element analysis of slender HSS columns strengthened with high modulus composites
|
Finite element analysis of slender HSS columns strengthened with high modulus composites
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Amr Shaat(Department of Civil Engineering, Queen’s University, Kingston, ON, Canada K7L 3N6); Amir Fam(Department of Civil Engineering, Queen’s University, Kingston, ON, Canada K7L 3N6)"
] |
This paper presents results of a non-linear finite element analysis of axially loaded slender hollow structural section (HSS) columns, strengthened using high modulus carbon-fiber reinforced polymer (CFRP) longitudinal sheets. The model was developed and verified against both experimental and other analytical models. Both geometric and material nonlinearities, which are attributed to the column’s initial imperfection and plasticity of steel, respectively, are accounted for. Residual stresses have also been modeled. The axial strength in the experimental study was found to be highly dependent on the column’s imperfection. Consequently, no specific correlation was established experimentally between strength gain and amount of CFRP. The model predicted the ultimate loads and failure modes quite reasonably and was used to isolate the effects of CFRP strengthening from the columns’ imperfections. It was then used in a parametric study to examine columns of different slenderness ratios, imperfections, number of CFRP layers, and level of residual stresses. The study demonstrated the effectiveness of high modulus CFRP in increasing stiffness and strength of slender columns. While the columns’ imperfections affect their actual strengths before and after strengthening,the percentage gain in strength is highly dependent on slenderness ratio and CFRP reinforcement ratio, rather than the value of imperfection.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001474956
|
oai_dc
|
Experimental study on flexural strength of modularcomposite profile beams
|
Experimental study on flexural strength of modularcomposite profile beams
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"안형준(건국대학교); 류수현(건국대학교)"
] |
This study suggests modular composite profile beams, where the prefab concept is applied to existing composite profile beams. The prefab concept produces a beam of desired size having two types of profile: side module and bottom module. Module section will improve construction efforts because it offers several benefits : reduction of deflections due to creep and shrinkage, which might be found in existing composite profile beams; increase in span/depth ratio; and free prefabrication of any required beams. Based on the established analysis theory of composite profile beams, an analysis theory of modular composite profile beams was suggested, and analysis values were compared with experimental ones. The behavior of individual modules with increase of load was measured with a strain gauge, and the shear connection ratio between modules was analyzed by using the measured values. As a result of experiment, it was found that theoretical flexural strength on condition of full connection was 57%-80% by connection of modules for each specimen, and it is expected that flexural strength will approximate the theoretical levels through further module improvement.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001474950
|
oai_dc
|
Bicriteria optimal design of open cross sections of cold-formed thin-walled beams
|
Bicriteria optimal design of open cross sections of cold-formed thin-walled beams
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M. Ostwald(Institute of Applied Mechanics,); K. Magnucki(Poznan University of Technology); M. Rodak(Institute of Applied Mechanics,Poznan University of Technology, ul. Piotrowo 3, 60-965 Poznan, Polan)"
] |
This paper presents a analysis of the problem of optimal design of the beams with two I-type cross section shapes. These types of beams are simply supported and subject to pure bending. The strength and stability conditions were formulated and analytically solved in the form of mathematical equations. Both global and selected types of local stability forms were taken into account. The optimization problem was defined as bicriteria. The cross section area of the beam is the first objective function, while the deflection of the beam is the second. The geometric parameters of cross section were selected as the design variables. The set of constraints includes global and local stability conditions, the strength condition, and technological and constructional requirements in the form of geometric relations. The optimization problem was formulated and solved with the help of the Pareto concept of optimality. During the numerical calculations a set of optimal compromise solutions was generated. The numerical procedures include discrete and continuous sets of the design variables. Results of numerical analysis are presented in the form of tables, cross section outlines and diagrams. Results are discussed at the end of the work. These results may be useful for designers in optimal designing of thin-walled beams, increasing information required in the decision-making procedure.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001473808
|
oai_dc
|
Effect of FRP composites on buckling capacity of anchored steel tanks
|
Effect of FRP composites on buckling capacity of anchored steel tanks
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"H. Ramadan(Department of Engineering, Cairo University, Egypt); M.A. Al-Kashif(Department of Engineering, Cairo University, Egypt); A. Rashed(Steel Structures and Bridges, Structural Engineering Department, Cairo University, Egypt); M.A. Haroun(Dean of Engineering American University, Cairo, Egypt)"
] |
Enhancement in the seismic buckling capacity of steel tanks caused by the addition of fiber reinforced polymers (FRP) retrofit layers attached to the outer walls of the steel tank is investigated. Threedimensional non-linear finite element modeling is utilized to perform such analysis considering non linear material properties and non-linear large deformation large strain analysis. FRP composites which possess high stiffness and high failure strength are used to reduce the steel hoop stress and consequently improve the tank capacity. A number of tanks with varying dimensions and shell thicknesses are examined using FRP composites added in symmetric layers attached to the outer surface of the steel shell. The FRP shows its effectiveness in carrying part of the hoop stresses along with the steel before steel yielding. Following steel yielding, the FRP restrains the outward bulging of the tank and continues to resist higher hoop stresses. The percentage improvement in the ultimate base moment capacity of the tank due to the addition of more FRP layers is shown to be as high as 60% for some tanks. The percentage of increase in the tank moment capacity is shown to be dependent on the ratio of the shell thickness to the tank radius (t/R). Finally a new methodology has been explained to calculate the location of Elephant foot buckling and consequently the best location of FRP application.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001473787
|
oai_dc
|
Energy-based damage index for steel structures
|
Energy-based damage index for steel structures
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"E. Bojórquez(Fac. de Ing., Universidad Autónoma de Sinaloa, Culiacán, Sinaloa, México); A. Terán-Gilmore(Departamento de Materiales, Universidad Autónoma Metropolitana, México City, México); S.E. Ruiz(Instituto de Ingeniería, Universidad Nacional Autónoma de México, México City, México); A. Reyes-Salazar(Fac. de Ing., Universidad Autónoma de Sinaloa, Culiacán, Sinaloa, México)"
] |
Ample research effort has been oriented into developing damage indices with the aim of estimating in a reasonable manner the consequences, in terms of structural damage and deterioration, of severe plastic cycling. Although several studies have been devoted to calibrate damage indices for steel and reinforced concrete members; currently, there is a challenge to study and calibrate the use of such indices for the practical evaluation of complex structures. The aim of this paper is to introduce an energy-based damage index for multi-degree-offreedom steel buildings that accounts explicitly for the effects of cumulative plastic deformation demands. The model has been developed by complementing the results obtained from experimental testing of steel members with those derived from analytical studies regarding the distribution of plastic demands on several steel frames designed according to the Mexico City Building Code. It is concluded that the approach discussed herein is a promising tool for practical structural evaluation of framed structures subjected to large energy demands.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001473772
|
oai_dc
|
Study on push-out test and bond stress-slip relationship of circular concrete filled steel tube
|
Study on push-out test and bond stress-slip relationship of circular concrete filled steel tube
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Yin Xiaowei(Tongji University); Lu Xilin(State Key Laboratory of Disaster Reduction in Civil Engineering, Tongji University)"
] |
According to the results of 9 circular concrete filled steel tube (CFT) push-out tests, a new theoretical model for average bond stress versus free end slip curve is proposed. The relationship between average bond stress and free end slip is obtained considering some varying influential parameters such as slenderness ratio and diameter-to-thickness ratio. Based on measured steel tube strain and relative slip at different longitudinal positions, the distribution of bond stress and relative slip along the length of steel tube is obtained. An equation for predicting the varying bond-slip relationship along longitudinal length and a position function reflecting the variation are proposed. The presented method can be used in the application of finite element method to analyze the behavior of CFT structures.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001473768
|
oai_dc
|
Free vibration characteristics of horizontally curved composite plate girder bridges M.Y.
|
Free vibration characteristics of horizontally curved composite plate girder bridges M.Y.
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M.Y. Wong(Department of Civil and Structural Engineering, Universiti Kebangsaan Malaysia); S.A. Osman(Department of Civil and Structural Engineering, Universiti Kebangsaan Malaysia); N.E. Shanmugam(Department of Civil and Structural Engineering, Universiti Kebangsaan Malaysia)"
] |
This paper is concerned with free vibration characteristics and natural frequency of horizontally curved composite plate girder bridges. Three-dimensional finite element models are developed for the girders using the software package LUSAS and analyses carried out on the models. The validity of the finite element models is first established through comparison with the corresponding results published by other researchers.
Studies are then carried out to investigate the effects of total number of girders, number of cross-frames and curvature on the free vibration response of horizontally curved composite plate girder bridges. The results confirm the fact that bending modes are always coupled with torsional modes for horizontally curved bridge girder systems. The results show that the first bending mode is influenced by composite action between the concrete deck and steel beam at low subtended angle but, on the girders with larger subtended angle at the centre of curvature such influence is non-existence. The increase in the number of girders results in higher natural frequency but at a decreasing rate. The in-plane modes viz. longitudinal and arching modes are significantly influenced by composite action and number of girders. If no composite action is taken into account the number of girders has no significant effect for the in-plane modes.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001473795
|
oai_dc
|
Three-dimensional free vibration analysis of cylindrical shells with continuous grading reinforcement
|
Three-dimensional free vibration analysis of cylindrical shells with continuous grading reinforcement
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M.H. Yas(Mechanical Engineering, Department, Razi University, Kermanshah, Iran); K. Garmsiri(Mechanical Engineering, Department, Razi University, Kermanshah, Iran)"
] |
Three dimensional free vibrations analysis of functionally graded fiber reinforced cylindrical shell is presented, using differential quadrature method (DQM). The cylindrical shell is assumed to have continuous grading of fiber volume fraction in the radial direction. Suitable displacement functions are used to reduce the equilibrium equations to a set of coupled ordinary differential equations with variable coefficients, which can be solved by differential quadrature method to obtain natural frequencies. The main contribution of this work is presenting useful results for continuous grading of fiber reinforcement in the thickness direction of a cylindrical shell and comparison with similar discrete laminate composite ones. Results indicate that significant improvement is found in natural frequency of a functionally graded fiber reinforced cylinder due to the reduction in spatial mismatch of material properties and natural frequency
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001476535
|
oai_dc
|
Seismic assessment of steel structures through a cumulative damage
|
Seismic assessment of steel structures through a cumulative damage
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"R. Perera(Department of Structural Mechanics, Technical University of Madrid (UPM)); S. Gómez(Department of Structural Mechanics, Technical University of Madrid (UPM)); E. Alarcón(Department of Structural Mechanics, Technical University of Madrid (UPM))"
] |
In the present work a constitutive model is developed which permits the assessment of the
structural performance through a criterion based on cumulative damage. For it, a damage index is defined and
is evaluated through the application of the Miner’s rule in low-cycle fatigue. However, the damage index is
not considered as a posteriori variable since is incorporated explicitly as an internal variable in the constitutive
equations which produces a direct coupling between the damage and the structural mechanical behaviour
allowing the possibility of considering as a whole different coupled phenomena. For the elaboration of this
damage model, the concepts of the mechanics of continuum medium are applied on lumped dissipative
models in order to obtain a coupled simplified model. As a result an elastoplastic model coupled with damage
and fatigue damage is obtained.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001476556
|
oai_dc
|
Cyclic behaviour of end-plate beam-to-column composite joints
|
Cyclic behaviour of end-plate beam-to-column composite joints
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Rui Simões(University of Coimbra); Luís Simões da Silva(University of Coimbra); Paulo J.S. Cruz(Departamento de Engenharia Civil, Universidade do Minho)"
] |
An experimental research program on end-plate beam-to-column composite joints under cyclic
loading is presented. The major focus relates to the identification of the contribution of the concrete
confinement in composite columns to the behaviour of the joint, on internal nodes and external nodes,
together with an assessment of degradation of strength and stiffness in successive loading cycles. From the
experimental results it was possible to identify the various failure modes and to fit the corresponding
hysteretic curves to the Richard-Abbott and Mazzolani models. These curve-fitting exercises highlighted the
need to adapt both models, either for improved ease of application, or to deal with some aspects previously not
covered by those models.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001476550
|
oai_dc
|
State-of-the-art of advanced inelastic analysis of steel and composite structures
|
State-of-the-art of advanced inelastic analysis of steel and composite structures
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"J.Y. Richard Liew(Department of Civil Engineering, National University of Singapore)"
] |
This paper provides a state-of-the-art review on advanced analysis models for investigating the
load-displacement and ultimate load behaviour of steel and composite frames subjected to static gravity and
lateral loads. Various inelastic analysis models for steel and composite members are reviewed. Composite
beams under positive and negative moments are analysed using a moment-curvature relationship which
captures the effects of concrete cracking and steel yielding along the members length. Beam-to-column
connections are modeled using rotational spring. Building core walls are modeled using thin-walled element.
Finally, the nonlinear behaviour of a complete multi-storey building frame consisting of a centre core-wall and
the perimeter frames for lateral-load resistance is investigated. The performance of the total building system is
evaluated in term of its serviceability and ultimate limit states.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001476541
|
oai_dc
|
Experimental study on simplified steel reinforced concrete beam-column joints in construction technology
|
Experimental study on simplified steel reinforced concrete beam-column joints in construction technology
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Masaru Teraoka(Technology Development Division, Fujita Corporation); Koji Morita(Department of Design and Architecture, Faculty of Engineering, Chiba University); Satoshi Sasaki(Technology Development Division, Fujita Corporation); Daisuke Katsura(Technology Development Division, Fujita Corporation)"
] |
The purpose of this paper is to propose a new type of steel reinforced concrete (SRC) beam-column
joints and to examine the structural performance of the proposed joints, which simplify the construction procedure
of steel fabrication, welding works, concrete casting and joint strengthening. In the proposed beam-column joints,
the steel element of columns forms continuously built-in crossing of H-sections ( ), with adjacent flanges of
column being connected by horizontal stiffeners in a joint at the level of the beam flanges. In addition, simplified
lateral reinforcement ( ) is adopted in a joint to confine the longitudinal reinforcing bars in columns.
Experimental and analytical studies have been carried out to estimate the structural performance of the proposed
joints. Twelve cruciform specimens and seven SRC beam-column subassemblage specimens were prepared and
tested. The following can be concluded from this study: (1) SRC subassemblages with the proposed beam-column
joints show adequate seismic performances which are superior to the demand of the current code; (2) The yield
and ultimate strength capacities of the beam-to-column connections can be estimated by analysis based on the
yield line theory; (3) The skeleton curves and the ultimate shear capacities of the beam-column joint panel are
predicted with a fair degree of accuracy by considering a simple stress transfer mechanism.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001476530
|
oai_dc
|
Cyclic behaviour of beam-to-column welded
|
Cyclic behaviour of beam-to-column welded
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Elena Mele(Dipartimento di Analisi e Progettazione Strutturale (DAPS), Università di Napoli “Federico II\"); Luis Calado(DECivil, Instituto Superior Técnico); Antonello De Luca(Dipartimento di Analisi e Progettazione Strutturale (DAPS), Università di Napoli “Federico II”)"
] |
In this paper the results of an experimental program devoted to the assessment of the cyclic
behaviour of full scale, European type, beam-column subassemblages with welded connections are presented.
Six tests (five cyclic and one monotonic) have been carried out on three different series of specimens,
encompassing a total of eighteen tests. The three specimen series have been designed with the aim of defining
the effect of the column size on the connection behaviour, under different applied loading histories. The tests
have evidenced the effect of the column size and panel zone design and of the applied loading history on the
cyclic behaviour and failure modes of the connections.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001476544
|
oai_dc
|
Confinement evaluation of concrete-filled box-shaped steel columns
|
Confinement evaluation of concrete-filled box-shaped steel columns
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"K.A.S. Susantha(Department of Civil Engineering, Nagoya University); Hanbin Ge(Department of Civil Engineering, Nagoya University); Tsutomu Usami(Department of Civil Engineering, Nagoya University)"
] |
This paper presents a three-dimensional finite element analysis methodology for a quantitative
evaluation of confinement in concrete-filled box-shaped unstiffened steel columns. The confinement effects
of concrete in non-circular sections can be assessed in terms of maximum average lateral pressure. A brief
review of a previous method adopted for the same purpose is also presented. The previous method is based on
a two-dimensional finite element analysis method involving a concrete-steel interaction model. In both the
present and previous methods, average lateral pressure on concrete is computed by means of the interaction
forces present at the concrete-steel interface. Subsequently, the strength enhancement of confined concrete is
empirically related to the maximum average lateral pressure. The results of the former and latter methods are
then compared. It is found that the results of both methods are compatible in terms of confined concrete
strengths, although the interaction model yields a somewhat overestimated estimation of confinement than
those of the present method when relatively high strength concrete is used. Furthermore, the confinement in
rectangular-shaped sections is investigated and the reliability of previously adopted simplifications in such
cases is discussed.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001476548
|
oai_dc
|
Seismic design of connections between steel outrigger beams and reinforced concrete walls
|
Seismic design of connections between steel outrigger beams and reinforced concrete walls
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Jeremy T. Deason(LJB Engineers, 3100 Research Blvd.); Gokhan Tunc(Cantor Seinuk Group, Inc. (WSP), 600 Madison Avenue); Bahram M. Shahrooz(Department of Civil and Environmental Engineering, University of Cincinnati)"
] |
Cyclic response of “shear” connections between steel outrigger beams and reinforced concrete
core walls is presented in this paper. The connections investigated in this paper consisted of a shear tab welded
onto a plate that was connected to the core walls through multiple headed studs. The experimental data from
six specimens point to a capacity larger than the design value. However, the mode of failure was through
pullout of the embedded plate, or fracture of the weld between the studs and plate. Such brittle modes of
failure need to be avoided through proper design. A capacity design method based on dissipating the input
energy through yielding and fracture of the shear tab was developed. This approach requires a good
understanding of the expected capacity of headed studs under combined gravity shear and cyclic axial load
(tension and compression). A model was developed and verified against test results from six specimens. A
specimen designed based on the proposed design methodology performed very well, and the connection did
not fail until shear tab fractured after extensive yielding. The proposed design method is recommended for
design of outrigger beam-wall connections.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475331
|
oai_dc
|
Seismic behaviour of steel beam-to-column joints with column web stiffening
|
Seismic behaviour of steel beam-to-column joints with column web stiffening
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"D. Dubina(The “Politehnica” University of Timisoara); A. L. Ciutina(The “Politehnica” University of Timisoara)"
] |
The present paper summarizes the experimental research carried out at the “Politehnica”
University of Timisoara, Romania, with the scope of investigating the influence of different column web
stiffening solutions on the performance of beam-to-column joints of Moment Resisting Steel Frames. The
response parameters, such as resistance, rigidity and ductility were examined. Five different types of panel
web stiffening were compared with regard to a reference test. A quasi-linear relationship between the moment
capacity and the total shear area of the web panel was observed from the experimental tests while the initial
rigidity increased non-proportionally with the same area. Comparisons are presented of the experimental tests
with the mathematical model developed by Krawinkler and with the model stipulated in Eurocode 3 Part 1.8.
These comparisons showed a generally good agreement in the case of moment capacity, while the computed
rigidities were always greater than the experimental rigidities.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475326
|
oai_dc
|
Identifying the hysteretic energy demand and distribution in regular steel frames
|
Identifying the hysteretic energy demand and distribution in regular steel frames
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Bulent Akbas(Gebze Institute of Technology); Jay Shen(Illinois Institute of Technology); Hakan Temiz(Department of Earthquake and Structural Science, Gebze Institute of Technology)"
] |
Structures in seismic regions are designed to dissipate seismic energy input through inelastic
deformations. Structural or component failure occurs when the hysteretic energy demand for a structure or
component subject to an earthquake ground motion (EQGM) exceeds its hysteretic energy dissipation
capacity. This paper presents a study on identifying the hysteretic energy demand and distribution
throughout the height of regular steel moment resisting frames (SMRFs) subject to severe EQGMs. For this
purpose, non-linear dynamic time history (NDTH) analyses were carried out on regular low-, medium-, and
high-rise steel SMRFs. An ensemble of ninety EQGMs recorded on different soil types was used in the
study. The results show that the hysteretic energy demand decreases from the bottom stories to the upper
stories and for high-rise structures, most of the hysteretic energy is dissipated by the bottom stories. The
decrease is quite significant, especially, for medium- and high-rise structures.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475321
|
oai_dc
|
Integrated analysis and design of composite beams with flexible shear connectors under sagging and hogging moments
|
Integrated analysis and design of composite beams with flexible shear connectors under sagging and hogging moments
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"K. F. Chung(The Hong Kong Polytechnic University); A. J. Wang(The Hong Kong Polytechnic University)"
] |
A theoretical research project is undertaken to develop integrated analysis and design tools for
long span composite beams in modern high-rise buildings, and it aims to develop non-linear finite element
models for practical design of composite beams. As the first paper in the series, this paper presents the
development study as well as the calibration exercise of the proposed finite element models for simply
supported composite beams. Other practical issues such as continuous composite beams, the provision of web
openings for passage of building services, the partial continuity offered by the connections to columns as well
as the behaviour of both unprotected and protected composite beams under fires will be reported separately.
In this paper, details of the finite elements and the material models for both steel and reinforced concrete are
first described, and finite element studies of composite beams with full details of test data are then presented.
It should be noted that in the proposed finite element models, both steel beams and concrete slabs are
modelled with two dimensional plane stress elements whose widths are assigned to be equal to the widths of
concrete flanges, and the flange widths and the web thicknesses of steel beams as appropriate. Moreover, each
shear connector is modelled with one horizontal spring and one vertical spring to simulate its longitudinal
shear and pull-out actions based on measured load-slippage curves of push-out tests of shear connectors. The
numerical results are then carefully analyzed and compared with the corresponding test results in terms of
load mid-span deflection curves as well as load end-slippage curves. Other deformation characteristics of the
composite beams such as stress and strain distributions across the composite cross-sections as well as
distributions of shear forces and slippages in shear connectors along the beam spans are also examined in
details. It is shown that the numerical results of the composite beams compare well with the test data in terms
of various load-deformation characteristics along the entire deformation ranges. Hence, the proposed analysis
and design tools are considered to be simple and yet effective for composite beams with practical geometrical
dimensions and arrangements. Structural engineers are strongly encouraged to employ the models in their
practical work to exploit the full advantages offered by composite construction.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475347
|
oai_dc
|
Measurement and assessment of imperfections in plasma cut-welded H-shaped steel columns
|
Measurement and assessment of imperfections in plasma cut-welded H-shaped steel columns
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"K. S. Sivakumaran(Centre for Effective Design of Structures, Department of Civil Engineering, McMaster University); P. Arasaratnam(Centre for Effective Design of Structures, Department of Civil Engineering, McMaster University); Kim J. R. Rasmussen(Centre for Advanced Structural Engineering, Department of Civil Engineering)"
] |
H-shaped welded steel column members are fabricated by welding together pre-cut flanges and
the web. Modern fabricators are increasingly using plasma-cutting technique instead of traditional flame
cutting. Different fabrication techniques result in different degrees of geometric imperfections and residual
stresses, which can have considerable influence on the strength of steel columns. This paper presents the
experimental investigation based temperature profiles, geometric imperfections, and built-in residual stresses
in plasma cut-welded H-shaped steel column members and in similar flame cut-welded H-shaped steel
columns. Temperature measurements were taken during and immediately after the cutting operations and the
welding operations. The geometric imperfections were established at closely spaced grid locations on the
original plates, after cutting plates into plate strips, and after welding plate strips into columns. Geometric
imperfections associated with plasma cut element and members were found to be less than those of the
corresponding elements and members made by flame cutting. The “Method of Section” technique was used to
establish the residual stresses in the plate, plate strip, and in the welded columns. Higher residual stress values
were observed in flame cut–welded columns. Models for idealized residual stress distributions for plasma cut
and flame cut welded sections have been proposed.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475338
|
oai_dc
|
Dynamic behaviour of semi-rigid jointed cold-formed steel hollow frames
|
Dynamic behaviour of semi-rigid jointed cold-formed steel hollow frames
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"G. M. Samuel Knight(Anna University); P. S. Joanna(Civil Engineering, Hindustan College of Engineering); A. Rajaraman(Department of Civil Engineering, I.I.T., Madras)"
] |
This paper deals with the dynamic behaviour of cold-formed steel hollow frames with different
connection stiffnesses. An analytical model of a semi-rigid frame was developed to study the influence of
connection stiffnesses on the fundamental frequency and dynamic response of the frames. The flexibilities of
the connections are modeled by rotational springs. Neglect of semi-rigidity leads to an artificial stiffening of
frames resulting in shorter fundamental period, which in turn results in a significant error in the evaluation of
dynamic loads. In the seismic design of structures, of all the principal modes, the fundamental mode of
translational vibration is the most critical. Hence, experiments were conducted to study the influence of the
connection stiffnesses on the fundamental mode of translational vibration of the steel hollow frames. From the
experimental study it was found that the fundamental frequency of the frames lie in the semi-rigid region.
From the theoretical investigation it was found that the flexibly connected frames subjected to lateral loads
exhibit larger deflection as compared to rigidly connected frames.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475272
|
oai_dc
|
I-section flange compactness under minor axis flexure
|
I-section flange compactness under minor axis flexure
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M. Aktas(Department of Civil Engineering, Sakarya University); C. J. Earls(Department of Civil & Environmental Engineering, University of Pittsburgh)"
] |
The present paper hopes to elucidate the problem of determining if a given I-shaped crosssection
is properly proportioned to accommodate sufficient plastic hinge rotation capacity to facilitate the
redistribution of moments in a structural system as needed to accommodate the formation of a collapse
mechanism. It might be tempting to believe that application of the limiting flange plate slenderness value for
the case of major axis flexure are applicable in this case; since the pervasive belief is that this approach ought
to be conservative. However, the present research study indicates that this is not the case and thus more
sophisticated analysis techniques are required to better understand this case.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475277
|
oai_dc
|
Free vibration analysis of composite conical shells using the discrete singular convolution algorithm
|
Free vibration analysis of composite conical shells using the discrete singular convolution algorithm
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Ömer Civalek(Akdeniz University)"
] |
The discrete singular convolution (DSC) algorithm for determining the frequencies of the free
vibration of single isotropic and orthotropic laminated conical shells is developed by using a numerical
solution of the governing differential equations of motion based on Love’s first approximation thin shell
theory. By applying the discrete singular convolution method, the free vibration equations of motion of the
composite laminated conical shell are transformed to a set of algebraic equations. Convergence and comparison
studies are carried out to check the validity and accuracy of the DSC method. The obtained results are in
excellent agreement with those in the literature.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475242
|
oai_dc
|
Column design of cold-formed stainless steel slender circular hollow sections
|
Column design of cold-formed stainless steel slender circular hollow sections
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Ben Young(The University of Hong Kong University of Science and Technology); Ehab Ellobody(Department of Structural Engineering, Faculty of Engineering, Tanta University, Tanta, Egypt)"
] |
This paper describes the design and behaviour of cold-formed stainless steel slender circular
hollow section columns. The columns were compressed between fixed ends at different column lengths. The
investigation focused on large diameter-to-plate thickness (D/t) ratio ranged from 100 to 200. An accurate
finite element model has been developed. The initial local and overall geometric imperfections have been
included in the finite element model. The material nonlinearity of the cold-formed stainless steel sections was
incorporated in the model. The column strengths, load-shortening curves as well as failure modes were
predicted using the finite element model. The nonlinear finite element model was verified against test results.
An extensive parametric study was carried out to study the effects of cross-section geometries on the strength
and behaviour of stainless steel slender circular hollow section columns with large D/t ratio. The column
strengths predicted from the parametric study were compared with the design strengths calculated using the
American Specification, Australian/New Zealand Standard and European Code for cold-formed stainless steel
structures. It is shown that the design strengths obtained using the Australian/New Zealand and European
specifications are generally unconservative for the cold-formed stainless steel slender circular hollow section
columns, while the American Specification is generally quite conservative. Therefore, design equation was
proposed in this study.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475251
|
oai_dc
|
Experimental study on seismic performance of concrete filled tubular square column-to-beam connections with combined cross diaphragm
|
Experimental study on seismic performance of concrete filled tubular square column-to-beam connections with combined cross diaphragm
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Sung-Mo Choi(Univ. of Seoul, Korea); Yeo-Sang Yun(Harmony Structural Engineering, Seoul); Jin-Ho Kim(Research Institute of Indurstrial Science & Technology Steel Structure Research Laboratory)"
] |
The connection with combined cross diaphragm is developed for the connection of square CFT
column and steel beam and proposed to be used for the frame with asymmetric span length. The structural
characteristics of this connection lie in the penetration of the beam flange in the direction of major axis
through the column for the smooth flow of stress. The purpose of this study is to analyze the dynamic
behavior and stress flow of suggested connection and to evaluate the resistance to shock of connection. Four
T-type CFT column-to-beam specimens; two with combined cross diaphragm and the others with interior and
through diaphragms, the existing connection types, were made for cyclic load test guided by the load program
of ANSI/AISC SSPEC 2002. The results show that the proposed connection is more efficient than existing
ones in terms of strength, stress flow and energy absorption and satisfies the seismic performance required in
the region of weak/moderate earthquakes.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475259
|
oai_dc
|
Bending and buckling of a rectangular porous plate
|
Bending and buckling of a rectangular porous plate
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"K. Magnucki(Poznan University of Technology); M. Malinowski(University of Zielona Gora); J. Kasprzak(Institute of Applied Mechanics, Poznan University of Technology)"
] |
A rectangular plate made of a porous material is the subject of the work. Its mechanical
properties vary continuously on the thickness of a plate. A mathematical model of this plate, which bases on
nonlinear displacement functions taking into account shearing deformations, is presented. The assumed
displacement field, linear geometrical and physical relationships permit to describe the total potential energy
of a plate. Using the principle of stationarity of the total potential energy the set of five equilibrium equations
for transversely and in-plane loaded plates is obtained. The derived equations are used for solving a problem
of a bending simply supported plate loaded with transverse pressure. Moreover, the critical load of a bi-axially
in-plane compressed plate is found. In both cases influence of parameters on obtained solutions such as a
porosity coefficient or thickness ratio is analysed. In order to compare analytical results a finite element model of
a porous plate is built using system ANSYS. Obtained numerical results are in agreement with analytical ones.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475095
|
oai_dc
|
The torsional stiffness of bars with L, , , , and cross-section
|
The torsional stiffness of bars with L, , , , and cross-section
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Jan A. Kolodziej(Institute of Applied Mechanics, Poznan University of Technology); Piotr Gorzela´nczyk(Higher Vocational State School Pila, Polytechnic Institute); Henryk Tylicki(University of Technology and Life Science in Bydgoszcz, Faculty of Mechanical Engineering)"
] |
In literature for thin-walled sections with L, , , , and - shapes the approximate torsion
equations for stiffness are used which were proposed by Bach (Hsu 1984), p.30. New formulae for torsional
stiffness of bars with L, , , , and cross section valid not only for thin-walled sections are presented in
this paper. These formulae are obtained by appropriate polynomial approximation of stiffness results obtained
by means of method of fundamental solutions. On the base of obtained results the validity of Bach’s formulae
are verified when cross section is not thin-walled.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475105
|
oai_dc
|
Ultimate load behaviour of tapered steel plate girders
|
Ultimate load behaviour of tapered steel plate girders
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"N. E. Shanmugam(University Kebangsaan Malaysia); Hu Min(Department of Civil Engineering, National University of Singapore)"
] |
The paper is concerned with the behavior of tapered steel plate girders, primarily subjected to
shear loading; experimental as well as finite element results obtained from the studies are presented in this
paper. In the experimental study, 11 large-scale girders, one of uniform section and 10 tapered, were tested to
failure and all girders were analysed by finite element method. The results are compared and the accuracy of
the finite element modeling established. A parametric study was carried out with thickness of web, loading
direction and taper angle as parameters. An analytical model, based on Cardiff model for girders of uniform
cross-section, is also proposed in the paper.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475113
|
oai_dc
|
Modal testing and finite element model calibration of an arch type steel footbridge
|
Modal testing and finite element model calibration of an arch type steel footbridge
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Alemdar Bayraktar(Karadeniz Technical Univ.); Ahmet Can Altuni ik(Karadeniz Technical University); Bari Sevim(Karadeniz Technical University, Department of Civil Enginecring); Temel Türker(Karadeniz Technical University)"
] |
In recent decades there has been a trend towards improved mechanical characteristics of
materials used in footbridge construction. It has enabled engineers to design lighter, slender and more
aesthetic structures. As a result of these construction trends, many footbridges have become more susceptible
to vibrations when subjected to dynamic loads. In addition to this, some inherit modelling uncertainties related
to a lack of information on the as-built structure, such as boundary conditions, material properties, and the
effects of non-structural elements make difficult to evaluate modal properties of footbridges, analytically. For
these purposes, modal testing of footbridges is used to rectify these problems after construction. This paper
describes an arch type steel footbridge, its analytical modelling, modal testing and finite element model
calibration. A modern steel footbridge which has arch type structural system and located on the Karadeniz
coast road in Trabzon, Turkey is selected as an application. An analytical modal analysis is performed on the
developed 3D finite element model of footbridge to provide the analytical frequencies and mode shapes. The
field ambient vibration tests on the footbridge deck under natural excitation such as human walking and traffic
loads are conducted. The output-only modal parameter identification is carried out by using the peak picking
of the average normalized power spectral densities in the frequency domain and stochastic subspace
identification in the time domain, and dynamic characteristics such as natural frequencies mode shapes and
damping ratios are determined. The finite element model of footbridge is calibrated to minimize the
differences between analytically and experimentally estimated modal properties by changing some uncertain
modelling parameters such as material properties. At the end of the study, maximum differences in the natural
frequencies are reduced from 22% to only %5 and good agreement is found between analytical and
experimental dynamic characteristics such as natural frequencies, mode shapes by model calibration.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475080
|
oai_dc
|
Optimal design using genetic algorithm with nonlinear inelastic analysis
|
Optimal design using genetic algorithm with nonlinear inelastic analysis
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"김승억(세종대학교); Sang-Soo Ma(Korea Infrastructure Safety and Technology Corporation, Korea)"
] |
An optimal design method in cooperated with nonlinear inelastic analysis is presented. The
proposed nonlinear inelastic method overcomes the difficulties due to incompatibility between the elastic
global analysis and the limit state member design in the conventional LRFD method. The genetic algorithm
used is a procedure based on Darwinian notions of survival of the fittest, where selection, crossover, and
mutation operators are used to look for high performance ones among sections in the database. They are
satisfied with the constraint functions and give the lightest weight to the structure. The objective function
taken is the total weight of the steel structure and the constraint functions are load-carrying capacity,
serviceability, and ductility requirement. Case studies of a planar portal frame, a space two-story frame, and a
three-dimensional steel arch bridge are presented.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475103
|
oai_dc
|
Evaluation of dynamic properties of extra light weight concrete sandwich beams reinforced with CFRP
|
Evaluation of dynamic properties of extra light weight concrete sandwich beams reinforced with CFRP
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M. Naghipour(Department of Civil Engineering, Mazandaran University); M. Mehrzadi(Department of Civil Engineering, Islamic Azad University (IAU))"
] |
Analytical and experimental investigation on dynamic properties of extra lightweight concrete
sandwich beams reinforced with various lay ups of carbon reinforced epoxy polymer composites (CFRP) are
discussed. The lightweight concrete used in the core of the sandwich beams was made up of extra lightweight
aggregate, Lica. The density of concrete was half of that of the ordinary concrete and its compressive strength
was about 100 Kg/cm2. Two extra lightweight unreinforced (control) beams and six extra lightweight sandwich
beams with various lay ups of CFRP were clamped in one end and tested under an impact load. The dimension
of the beams without considering any reinforcement was 20 cm × 10 cm × 1.4 m. These were selected to
ensure that the effect of shear during the bending test would be minimized. Three other beams, made up of
ordinary concrete reinforced with steel bars, were tested in the same conditions. For measuring the damping
capacity of sandwich beams three methods, Logarithmic Decrement Analysis (LDA), Hilbert Transform
Analysis (HTA) and Moving Block Analysis (MBA) were applied. The first two methods are in time domain
and the last one is in frequency domain. A comparison between the damping capacity of the beams obtained
from all three methods, shows that the damping capacity of the extra lightweight concrete decreases by adding
the composite reinforced layers to the upper and lower sides of the beams, and becomes most similar to the
damping of the ordinary beams. Also the results show that the stiffness of the extra lightweight concrete
beams increases by adding the composite reinforced layer to their both sides and become similar to the
ordinary beams.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001451679
|
oai_dc
|
Experimental analysis on steel and lightweight concrete composite beams
|
Experimental analysis on steel and lightweight concrete composite beams
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Isabel B. Valente(University of Minho Azurém); Paulo J.S. Cruz(University of Minho Azurém)"
] |
The present work describes the experimental tests on steel and lightweight concrete composite beams performed at University of Minho, Portugal. The study involves tests on simply supported composite beams of 4.5 m span, with the same geometrical disposition, supports and materials. The geometrical configuration for the cross section and supports is identical for every beam, varying the shear connectors?distribution and the loading conditions. Headed studs are used to provide the connection between the steel profile and the concrete slab. The parameters in study are the stud disposition and the load distribution. The main objective is to describe the composite beams behaviour, focused on its connection, and to analyse the contribution of the different components to the beams load and deformation capacity. All the tests explored the beams maximum load and deformation capacity and different types of failure were observed.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001451676
|
oai_dc
|
Tubular composite beam-columns of annular cross -sections and their design practice
|
Tubular composite beam-columns of annular cross -sections and their design practice
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"A.K. Kvedaras(Vilnius Gediminas Technical University); A. Kudzys(KTU Institute of Architecture and Construction)"
] |
The expediency of using tubular composite steel and concrete columns of annular cross-sections in construction is discussed. The new type space framework with tubular composite columns of multi-storey buildings and its rigid beam-column joints are demonstrated. The features of interaction between the circular steel tube and spun concrete stress-strain states during the concentrical and eccentrical loading of tubular composite members are considered. The modeling of the bearing capacity of beam-columns of composite annular cross-sections is based on the concepts of bending with a concentrical force and compression with a bending moment. The comparison of modeling results for the composite cross-sections of beam-columns is analysed. The expediency of using these concepts for the limit state verification of beam-columns in the methods of the partial safety factors design (PSFD) legitimated in Europe and the load and resistance factors design (LRFD) used in other countries is presented and illustrated by a numerical example.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001451677
|
oai_dc
|
Integrated fire dynamics and thermomechanical modeling framework for steel-concrete composite structures
|
Integrated fire dynamics and thermomechanical modeling framework for steel-concrete composite structures
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Joonho Choi(Georgia Institute of Technology); Rami Haj-ali(Tel-Aviv University); 김희선(이화여자대학교)"
] |
The objective of this study is to formulate a general 3D material-structural analysis framework for the thermomechanical behavior of steel-concrete structures in a fire environment. The proposed analysis framework consists of three sequential modeling parts: fire dynamics simulation, heat transfer analysis, and a thermomechanical stress analysis of the structure. The first modeling part consists of applying the NIST (National Institute of Standards and Technology) Fire Dynamics Simulator (FDS) where coupled CFD (Computational Fluid Dynamics) with thermodynamics are combined to realistically model the fire progression within the steel-concrete structure. The goal is to generate the spatial-temporal (ST) solution variables (temperature, heat flux) on the surfaces of the structure. The FDS-ST solutions are generated in a discrete form. Continuous FDS-ST approximations are then developed to represent the temperature or heat-flux at any given time or point within the structure. An extensive numerical study is carried out to examine the best ST approximation functions that strike a balance between accuracy and simplicity. The second modeling part consists of a finite-element (FE) transient heat analysis of the structure using the continuous FDS-ST surface variables as prescribed thermal boundary conditions. The third modeling part is a thermomechanical FE structural analysis using both nonlinear material and geometry. The temperature history from the second modeling part is used at all nodal points. The ABAQUS (2003) FE code is used with external user subroutines for the second and third simulation parts in order to describe the specific heat temperature nonlinear dependency that drastically affects the transient thermal solution especially for concrete materials. User subroutines are also developed to apply the continuous FDS-ST surface nodal boundary conditions in the transient heat FE analysis. The proposed modeling framework is applied to predict the temperature and deflection of the well-documented third Cardington fire test.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001451680
|
oai_dc
|
Behaviors of concrete filled square steel tubes confined by carbon fiber sheets (CFS) under compression and cyclic loads
|
Behaviors of concrete filled square steel tubes confined by carbon fiber sheets (CFS) under compression and cyclic loads
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Park, Jai Woo(University of Seoul); Hong, Young Kyun(Hongik University); Choi, Sung Mo(University of Seoul)"
] |
The existing CFT columns present the deterioration in confining effect after the yield of steel tube, local buckling and the deterioration in load capacity. If lateral load such as earthquake load is applied to CFT columns, strong shearing force and moment are generated at the lower part of the columns and local buckling appears at the column. In this study, axial compression test and beam-column test were conducted for existing CFT square column specimens and those reinforced with carbon fiber sheets (CFS). The variables for axial compression test were width-thickness ratio and the number of CFS layers and those for beam-column test were concrete strength and the number of CFS layers. The results of the compression test showed that local buckling was delayed and maximum load capacity improved slightly as the number of layers increased. The specimens?ductility capacity improved due to the additional confinement by carbon fiber sheets which delayed local buckling. In the beam-column test, maximum load capacity improved slightly as the number of CFS layers increased. However, ductility capacity improved greatly as the increased number of CFS layers delayed the local buckling at the lower part of the columns. It was observed that the CFT structure reinforced with carbon fiber sheets controlled the local buckling at columns and thus improved seismic performance. Consequently, it was deduced that the confinement of CFT columns by carbon fiber sheets suggested in this study would be widely used for reinforcing CFT columns.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001451678
|
oai_dc
|
Dynamic stability of a metal foam rectangular plate
|
Dynamic stability of a metal foam rectangular plate
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"D. Debowski(University of Zielona Gora); K. Magnucki(Poznan University of Technology); M. Malinowski(University of Zielona Gora)"
] |
The subject of the paper is an isotropic metal foam rectangular plate. Mechanical properties of metal foam vary continuously through plate of the thickness. A nonlinear hypothesis of deformation of plane cross section is formulated. The system of partial differential equations of the plate motion is derived on the basis of the Hamilton’s principle. The system of equations is analytically solved by the Bubnov-Galerkin method. Numerical investigations of dynamic stability for family rectangular plates with respect analytical solution are performed. Moreover, FEM analysis and theirs comparison with results of numerical-analytical calculations are presented in figures.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475643
|
oai_dc
|
Flexural and shear behaviour of profiled double skin composite elements
|
Flexural and shear behaviour of profiled double skin composite elements
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"K. M. Anwar Hossain(Ryerson Univ.); H. D. Wright(Univ. of Strathclyde)"
] |
Double skin composite element (DSCE) is a novel form of construction comprising two skins of
profiled steel sheeting with an infill of concrete. DSCEs are thought to be applicable as shear or core walls in a
building where they can resist in-plane loads. In this paper, the behaviour of DSCE subjected to combined
bending and shear deformation is described. Small-scale model tests on DSCEs manufactured from microconcrete
and very thin sheeting were conducted to investigate the flexural and shear behaviour along with
analytical analysis. The model tests provided information on the strength, stiffness, strain conditions and
failure modes of DSCEs. Detailed development of analytical models for strength and stiffness and their
performance validation by model tests are presented.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475642
|
oai_dc
|
Experimental study on concrete filled square hollow sections
|
Experimental study on concrete filled square hollow sections
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Dennis Lam(Univ. of Leeds); Christopher A. Williams(Arup, Admiral House, 78 East Street, Leeds)"
] |
A series of tests was performed to consider the behaviour of short composite columns under
axial compressive loading, covering a range of S275 and S355 grade steel square hollow section filled with
normal and high strength concrete. The interaction between the steel and the concrete component is
considered and the results show that concrete shrinkage has an effect on the axial strength of the column.
Comparisons between Eurocode 4, ACI-318 and the Australian Standards with the findings of this research
were made. Result showed the equation used by the ACI-318 and the proposed Australian Standards gave
better predication for the axial capacity of concrete filled SHS columns than the Eurocode 4.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475649
|
oai_dc
|
Reserve capacity of fatigue damaged internally ring stiffened tubular joints
|
Reserve capacity of fatigue damaged internally ring stiffened tubular joints
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"T. S. Thandavamoorthy(Shock and Vibration Laboratory, Structural Engineering Research Centre,)"
] |
Offshore platforms have to serve in harsh environments and hence are likely to be damaged due
to wave induced fatigue and environmental corrosion. Welded tubular joints in offshore platforms are most
vulnerable to fatigue damage. Such damages endanger the integrity of the structure. Therefore it is all the
more essential to assess the capacity of damaged structure from the point of view of its safety. Eight internally
ring stiffened fatigue damaged tubular joints with nominal chord and brace diameter of 324 mm and 219 mm
respectively and thickness 12 mm and 8 mm respectively were tested under axial brace compression loading
to evaluate the reserve capacity of the joints. These joints had earlier been tested under fatigue loading under
corrosive environments of synthetic sea water and hence they have been cracked. The extent of the damage
varied from 35 to 50 per cent. One stiffened joint was also tested under axial brace tension loading. The
residual strength of fatigue damaged stiffened joint tested under tension loading was observed to be less than
one fourth of that tested under compression loading. It was observed in this experimental investigation that in
the damaged condition, the joints possessed an in-built load-transfer mechanism. A bi-linear stress-strain
model was developed in this investigation to predict the reserve capacity of the joint. This model considered
the strain hardening effect. Close agreement was observed between the experimental and predicted results.
The paper presents in detail the experimental investigation and the development of the analytical model to
predict the reserve capacity of internally ring stiffened joints.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475640
|
oai_dc
|
Behaviour of flush end-plate beam-to-column joints under bending and axial force
|
Behaviour of flush end-plate beam-to-column joints under bending and axial force
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Luís Simões da Silva(University of Coimbra); Luciano R. O. de Lima(Structural Engineering Department, UERJ - State University of Rio de Janeiro); Pedro C. G. da S. Vellasco(Structural Engineering Department, UERJ - State University of Rio de Janeiro); Sebastião A. L. de Andrade(Civil Engineering Department, PUC-RIO - Pontifical Catholic University of Rio de Janeiro)"
] |
Steel beam-to-column joints are often subjected to a combination of bending and axial forces.
The level of axial forces in the joint may be significant, typical of pitched-roof portal frames, sway frames or
frames with incomplete floors. Current specifications for steel joints do not take into account the presence of
axial forces (tension and/or compression) in the joints. A single empirical limitation of 10% of the beam’s plastic
axial capacity is the only enforced provision in Annex J of Eurocode 3. The objective of the present paper is to
describe some experimental and numerical work carried out at the University of Coimbra to try to extend the
philosophy of the component method to deal with the combined action bending moment and axial force.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475647
|
oai_dc
|
Asymptotic analysis of Mohr-Coulomb and Drucker-Prager soft thin layers
|
Asymptotic analysis of Mohr-Coulomb and Drucker-Prager soft thin layers
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"F. Lebon(Laboratoire Mécanique Matériaux Structures, Université Claude Bernard Lyon 1); S. Ronel-Idrissi(Laboratoire Mécanique Matériaux Structures, Université Claude Bernard Lyon 1)"
] |
This paper deals with the asymptotic analysis of Mohr-Coulomb and Drucker-Prager soft thin
layers bonded with elastic solids. In the first part, a mathematical analysis shows how to obtain an interface
law that replaces mechanically and geometrically the thin layer. This law is strongly non-linear and couples
microscopic and macroscopic scales. In the second part of the paper, the microscopic terms are quantified
numerically, and it is shown that they can be neglected.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475507
|
oai_dc
|
On the Chinese Code on fire safety design of steel building structures
|
On the Chinese Code on fire safety design of steel building structures
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"G. Q. Li(Department of Structural Engineering, Tongji University); S. X. Guo(Department of Structural Engineering, Tongji University); S. C. Jiang(Department of Structural Engineering, Tongji University)"
] |
This work introduces to the international scientific community the Chinese Code on fire
safety design of steel building structures. The aim of the Code is to prevent the structure of a steel
building subjected to fire from collapsing, ensure safe evacuation of building occupants, and reduce the
cost for repairing the damages of the structure caused by fire. The main contents of the Code is presented
in this paper, including the fire duration requirements of structural components, fundamental
requirements on fire safety design of steel components, temperature increasing of atmosphere and
components in fire, loading effect and capacity of various components in fire, and procedure for fireresistant
design of steel components. The analytical approach is employed in the Code and the
effectiveness of the Code is validated through experiments.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475478
|
oai_dc
|
Energy dissipation demand of compression members in concentrically braced frames
|
Energy dissipation demand of compression members in concentrically braced frames
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"이강민(충남대학교); Michel Bruneau(Department of Civil, Structural, and Environmental Engineering,State University of New York at Buffa)"
] |
The response of single story buildings and other case studies are investigated to observe trends
in response and to develop a better understanding of the impact of some design parameters on the seismic
response of CBF. While it is recognized that many parameters have an influence on the behavior of braced
frames, the focus of this study is mostly on quantifying energy dissipation in compression and its effectiveness
on seismic performance. Based on dynamic analyses of single story braced frame and case studies, it is found
that a bracing member designed with bigger R and larger KL/r results in lower normalized cumulative energy,
i.e., cumulative compressive energy normalized by the corresponding tensile energy (ΣEC/ET), in both cases.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475501
|
oai_dc
|
A new base plate system using deformed reinforcing bars for concrete filled tubular column
|
A new base plate system using deformed reinforcing bars for concrete filled tubular column
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Yong-Myung Park(Pusan Nat. University); Won-Sup Hwang(Inha University); Tae-Yang Yoon(Research Institute of Industrial Science & Technology, Korea); Min-Oh Hwang(Civil Engineering Research Team, Research Institute of Industrial Science and Technology)"
] |
An experimental study was conducted to develop a new base plate anchorage system for
concrete filled tubular column under an axial load and a moment. The column was connected to a concrete
foundation using ordinary deformed reinforcing bars that are installed at the inside and outside of the column.
In order to investigate the moment resisting capacity of the system, horizontal cyclic loads are applied until the
ultimate condition is reached with the axial load held constant. To derive a design method for moment
resisting capacity, the reinforced concrete section approach was investigated with the assumption of strain
compatibility. The results by this approach agreeded well with those of experiments when the bearing pressure
of confined concrete and tangent modulus of steel bars are assumed appropriately. Also, it was found that the
column interaction curve can be used to predict the yield strength of the base plate system.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475512
|
oai_dc
|
Performance of cold-formed steel wall frames under compression
|
Performance of cold-formed steel wall frames under compression
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Chi-Ling Pan(Chaoyang University of Technology, Taiwan); Jui-Lin Peng(Department of Construction Engineering, National Yunlin University of Science & Technology)"
] |
This study presents the strength of braced and unbraced cold-formed steel wall frames
consisting of several wall studs acting as columns, top and bottom tracks, and bracing members. The strength
and the buckling mode of steel wall frames were found to be different due to the change of bracing type. In
addition, the spacing of wall studs is a crucial factor to the strength of steel wall frames. The comparisons
were made between the test results and the predictions computed based on AISI Code. The related
specifications do not clearly provides the effective length factors for the member of cold-formed steel frame
under compression. This paper proposes effective length factors for the steel wall frames based on the test
results. A theoretical model is also derived to obtain the modulus of elastic support provided by the bracing at
mid-height of steel wall frames in this research.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475497
|
oai_dc
|
Viscoplastic response and collapse of 316L stainless steel tubes under cyclic bending
|
Viscoplastic response and collapse of 316L stainless steel tubes under cyclic bending
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Chien-Min Hsu(Tung Fang Institute of Technology Kao Hsiung County); Kao-Hua Chang(Nat. Cheng Kung Univ.); Shane-Rong Sheu(Department of Automation and Control Engineering, Far East College); Wen-Fung Pan(National Cheng Kung University)"
] |
This paper presents the experimental and theoretical results of the viscoplastic response and
collapse of 316L stainless steel tubes subjected to cyclic bending. The tube bending machine and curvatureovalization
measurement apparatus, which was designed by Pan et al. (1998), were used for conducting the
cyclic curvature-controlled experiment. Three different curvature-rates were controlled to highlight the
characteristic of viscoplastic response and collapse. Next, the endochronic theory and the principle of virtual
work were used to simulate the viscoplastic response of 316L stainless steel tubes under cyclic bending. In
addition, a proposed theoretical formulation (Lee and Pan 2001) was used to simulate the relationship
between the controlled cyclic curvature and the number of cycles to produce buckling under cyclic bending at
different curvature-rates (viscoplastic collapse). It has been shown that the theoretical simulations of the
response and collapse correlate well with the experimental data.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475172
|
oai_dc
|
Department of Civil Engineering, Isfahan University of Technology
|
Department of Civil Engineering, Isfahan University of Technology
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Nobuyoshi Fukuchi(Graduate School of Engineering, Kyushu University); Takashi Tanaka(Japan Marine Science Inc., 2-3-6 Minami-Shinagawa)"
] |
The deformation and dynamic behavior mechanism of submerged shell-like lattice structures with membranes are in principle of a non-conservative nature as circulatory system under hydrostatic pressure and disturbance forces of various types, existing in a marine environment. This paper deals with a characteristic analysis on quasi-periodic and chaotic behavior of a circular arch under follower forces with small disturbances. The stability region chart of the disturbed equilibrium in an excitation field was calculated numerically. Then, the periodic and chaotic behaviors of a circular arch were investigated by executing the time histories of motion, power spectrum, phase plane portraits and the Poincare section. According to the results of these studies, the state of a dynamic aspect scenario of a circular arch could be shifted from one of quasi-oscillatory motion to one of chaotic motion. Moreover, the correlation dimension of fractal dynamics was calculated corresponding to stochastic behaviors of a circular arch. This research indicates the possibility of making use of the correlation dimension as a stability index.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475201
|
oai_dc
|
Temperature distribution in a full-scale steel framed building subject to a natural fire
|
Temperature distribution in a full-scale steel framed building subject to a natural fire
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"František Wald(Czech Technical University in Prague, Czech Republic); Magdalena Chladná(Department of Civil Engineering, Technical University); David Moore(BCSA – British Constructional Steelwork Association, London, UK); Aldina Santiago(University of Coimbra); Tom Lennon(Building Research Establishment, Garston, UK)"
] |
Current fire design codes for determining the temperature within the structural elements that form part of a complete building are based on isolated member tests subjected to the standard fire. However, the standard time-temperature response bears little relation to real fires and doesn’t include the effects of differing ventilation conditions or the influence of the thermal properties of compartment linings. The degree to which temperature uniformity is present in real compartments is not addressed and direct flame impingement may also have an influence, which is not considered. It is clear that the complex thermal environmental that occurs within a real building subject to a natural fire can only be addressed using realistic full-scale tests. To study global structural and thermal behaviour, a research project was conducted on the eight storey steel frame building at the Building Research Establishment’s Cardington laboratory. The fire compartment was 11 m long by 7 m wide. A fire load of 40 kg/m2 was applied together with 100% of the permanent actions and variable permanent actions and 56% of live actions. This paper summarises the experimental programme and presents the time-temperature development in the fire compartment and in the main supporting structural elements. Comparisons are also made between the test results and the temperatures predicted by the structural fire Eurocodes.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475193
|
oai_dc
|
Construction sequence modelling of continuous steel-concrete composite bridge decks
|
Construction sequence modelling of continuous steel-concrete composite bridge decks
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Luigino Dezi(Department of Architecture, Construction and Structures, Marche Polytechnic University); Fabrizio Gara(Department of Architecture, Construction and Structures, Marche Polytechnic University); Graziano Leoni(University of Camerino)"
] |
This paper proposes a model for the analysis of the construction sequences of steel-concrete composite decks in which the slab is cast-in-situ for segments. The model accounts for early age shrinkage, such as thermal and endogenous shrinkage, drying shrinkage, tensile creep effects and the complex sequences of loading due to pouring of the different slab segments. The evolution of the structure is caught by suitably defining the constitutive relationships of the concrete and the steel reinforcements. The numerical solution is obtained by means of a step-by-step procedure and the finite element method. The proposed model is then applied to a composite deck in order to show its potential.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475194
|
oai_dc
|
Cyclic mechanical model of semirigid top and seat and double web angle connections
|
Cyclic mechanical model of semirigid top and seat and double web angle connections
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Raffaele Pucinotti(Department of Mechanics and Materials, University of Reggio Calabria)"
] |
In this paper, a cyclic mechanical model is presented to simulate the behaviour of top and seat with web angle beam-to-column connections. The introduced mechanical model is compared with Eurocode 3 Annex J, its extension, and with experimental data. To have a better insight regarding the actual response of the joints, available results of the experiments, carried out on full-scale top and seat angle joints under monotonic and cyclic loading, are first considered. Subsequently, a finite element model of the test setup is developed. The application of the proposed model, its comparisons with the experimental curves and with the Eurocode 3 Annex J and with its modification, clearly show the excellent quality of the model proposed.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475190
|
oai_dc
|
Chord bearing capacity in long-span tubular trusses
|
Chord bearing capacity in long-span tubular trusses
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"C. J. Earls(Department of Civil & Environmental Engineering, University of Pittsburgh); B. Kozy(Department of Civil & Environmental Engineering, University of Pittsburgh); R. Boyle(Department of Civil & Environmental Engineering, University of Pittsburgh)"
] |
The capacity of tubular truss chords subjected to concentrated reaction forces in the vicinity of the open end (i.e., the bearing region) is not directly treated by existing design specifications; although capacity equations are promulgated for related tubular joint configurations. The lack of direct treatment of bearing capacity in existing design specifications seems to represent an unsatisfactory situation given the fact that connections very often control the design of long-span tubular structures comprised of members with slender cross-sections. The case of the simple-span overhead highway sign truss is studied, in which the bearing reaction is applied near the chord end. The present research is aimed at assessing the validity of adapting existing specifications’ capacity equations from related cases so as to be applicable in determining design capacity in tubular truss bearing regions. These modified capacity equations are subsequently used in comparisons with full-scale experimental results obtained from testing carried out at the University of Pittsburgh.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475460
|
oai_dc
|
Structural performance of cold-formed steel column bases with bolted moment connections
|
Structural performance of cold-formed steel column bases with bolted moment connections
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"K. F. Chung(The Hong Kong Polytechnic University); W. K. Yu(Department of Civil and Structural Engineering, The Hong Kong Polytechnic University); A. J. Wang(The Hong Kong Polytechnic University)"
] |
This paper presents a thorough investigation into the structural performance of cold-formed steel
column bases using double lipped C sections with bolted moment connections. A total of four column base
tests with different connection configurations were carried out, and it was found that section failure under
combined bending and shear was always critical. Moreover, the proposed column bases were demonstrated to
be structurally efficient attaining moment resistances close to those of the connected sections.
In order to examine the structural behaviour of the column base connections, a finite element model was
established using shell and spring elements to model the sections and the bolted fastenings respectively. Both
material and geometrical non-linearities were incorporated, and comparison between the test and the
numerical results was presented in details. The design rules originally developed for bolted moment
connections between lapped Z sections were adopted and re-formulated for the design of column base
connections after careful calibration against the test data. Comparison on co-existing moments and shear
forces at the critical cross-sections of the column bases was fully presented. It was shown that the proposed
design and analysis method was structurally adequate to predict the failure loads under combined bending and
shear for column bases with similar connection configurations.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475450
|
oai_dc
|
Interface friction in the service load assessment of slab-on-girder bridge beams
|
Interface friction in the service load assessment of slab-on-girder bridge beams
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"R. Seracino(School of Civil and Environmental Engineering, University of Adelaide); S. E. Kerby-Eaton(School of Civil and Environmental Engineering, University of Adelaide); D. J. Oehlers(School of Civil and Environmental Engineering, University of Adelaide)"
] |
Many slab-on-girder bridges around the world are being assessed because they are approaching
the end of their anticipated design lives or codes are permitting higher allowable loads. Current analytical
techniques assume that the concrete and steel components act independently, typically requiring full-scale
load testing to more accurately predict the remaining strength or endurance of the structure. However, many of
the load tests carried out on these types of bridges would be unnecessary if the degree of interaction resulting
from friction at the steel-concrete interface could be adequately modeled. Experimental testing confirmed that
interface friction has a negligible effect on the flexural capacity of a slab-on-girder beam however, it also
showed that interface friction is significant under serviceability loading. This has led to the development of an
improved analytical technique which is presented in this paper and referred to as the slab-on-girder mixed
analysis service load assessment approach.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475465
|
oai_dc
|
Inelastic lateral-distortional buckling of continuously restrained continuous beams
|
Inelastic lateral-distortional buckling of continuously restrained continuous beams
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Dong-Sik Lee(4-6 Tangarra Street Croydon Park)"
] |
The inelastic buckling behaviour of continuously restrained two and three-span continuous
beams subjected to concentrated loads and uniformly distributed loads are studied in this paper. The restraint
type considered in this paper is fully restrained against translation and elastic twist applied at the top flange.
These types of restraints are most likely experienced in industrial structures, for example steel-concrete
composite beams and half through girders. The buckling analysis of continuous beam consists of two parts,
firstly the moment and shear distribution along the member are determined by employing force method and
the information is then used for an out-of-plane buckling analysis. The finite element method is incorporated
with so-called simplified and the polynomial pattern of residual stress. Owing to the inelastic response of the
steel, both the in-plane and out-of-plane analysis, which is treated as being uncoupled, extend into the
nonlinear range. This paper presents the results of inelastic lateral-torsional and lateral-distortional buckling
load and finally conclusions are drawn regarding the web distortion.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475467
|
oai_dc
|
Eurocode 4: A modern code for the design of composite structures
|
Eurocode 4: A modern code for the design of composite structures
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Jan Stark(Delft University of Technology, Faculty of Civil Engineering and Geosciences)"
] |
The European Standards Organisation (CEN) has planned to develop a complete set of
harmonized European building standards. The Eurocodes, being the design standards, form part of this
total system of European standards, together with standards for fabrication and erection and product
standards. After a period of experimental use of the ENV(European Pre Standard)-versions of the Eurocodes,
these are now converted into official EN’s (European Standards). Design of composite steel and concrete
buildings and bridges is covered by Eurocode 4. An overview will be given of the historic development of
Eurocode 4, the structure and contents of the EN version and the present status and planning for completion.
The Eurocode treatment of some selected technical items will be presented in more detail.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475456
|
oai_dc
|
Seismic response analysis of steel frames with post-Northridge connection
|
Seismic response analysis of steel frames with post-Northridge connection
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Ali Mehrabian(West Coast Research Institute, 1233 Amherst Ave); Achintya Haldar(Department of Civil Engineering and Engineering Mechanics, University of Arizona); Alfredo Reyes-Salazar(Universidad Autónoma de Sinaloa, Culiacán)"
] |
The seismic behavior of two steel moment-resisting frames, which satisfy all the current seismic
design requirements, are evaluated and compared in the presence of pre-Northridge connections denoted as
BWWF and an improved post-Northridge connections denoted as BWWF-AD. Pre-Northridge connections
are modeled first as fully restrained (FR) type. Then they are considered to be partially restrained (PR) to
model their behavior more realistically. The improved post-Northridge connections are modeled as PR type,
as proposed by the authors. A sophisticated nonlinear time-domain finite element program developed by the
authors is used for the response evaluation of the frames in terms of the overall rotation of the connections and
the maximum drift. The frames are excited by ten recorded earthquake time histories. These time histories are
then scaled up to produce some relevant response characteristics. The behaviors of the frames are studied
comprehensively with the help of 120 analyses. Following important observations are made. The frames
produced essentially similar rotation and drift for the connections modeled as FR type and PR type
represented by BWWF-AD indicating that the presence of slots in the web of beams in BWWF-AD is not
detrimental to the overall response behavior. When the lateral displacements of the frames are significantly
large, the responses are improved if BWWF-AD type connections are used in the frames. This study analytically
confirms many desirable features of BWWF-AD connections. PR frames have longer periods of vibration in
comparison to FR frames and may attract lower inertia forces. However, calculated periods of the frames of this
study using FEMA 350 empirical equation is longer than those calculated using dynamic characteristics of the
frames. This may result in even lower design forces and may adversely influence the design.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475289
|
oai_dc
|
Bond mechanism effect on the flexural behavior ofsteel reinforced concrete composite members
|
Bond mechanism effect on the flexural behavior ofsteel reinforced concrete composite members
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Hsieh-Lung Hsu(National Central University); Jia-Ling Juang(Department of Civil Engineering, National Central University)"
] |
This paper discusses the composite mechanism and its effect upon the behavior of a steel reinforced concrete (SRC) member subjected to a flexural load. The relationship between member strength and deformation is established using the bond strength between the steel and reinforced concrete. An analytical model is proposed and used to incorporate the sectional strains and bond strength at the elastic and inelastic stages for moment-curvature relationship derivation. The results from the flexural load tests are used to validate the accuracy of the proposed model. Comparisons between the experimental information and the analytical results demonstrate close moment-curvature relevance, which justifies the applicability of the proposed method.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475313
|
oai_dc
|
Cost optimization of composite floor trusses
|
Cost optimization of composite floor trusses
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Stojan Kravanja(Faculty of Civil Engineering, University of Maribor); Uroš Klanšek(Faculty of Civil Engineering, University of Maribor); Simon Šilih(Faculty of Civil Engineering, University of Maribor)"
] |
The paper presents the cost optimization of composite floor trusses composed from a reinforced concrete slab of constant depth and steel trusses consisting of hot rolled channel sections. The optimization was performed by the nonlinear programming approach, NLP. Accordingly, a NLP optimization model for composite floor trusses was developed. An accurate objective function of the manufacturing material, power and labour costs was proposed to be defined for the optimization. Alongside the costs, the objective function also considers the fabrication times, and the electrical power and material consumption. Composite trusses were optimized according to Eurocode 4 for the conditions of both the ultimate and the serviceability limit states. A numerical example of the optimization of the composite truss system presented at the end of the paper demonstrates the applicability of the proposed approach.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475300
|
oai_dc
|
Effects of load height application and pre-bucklingdeflections on lateral buckling of thin-walled beams
|
Effects of load height application and pre-bucklingdeflections on lateral buckling of thin-walled beams
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"F. Mohri(IUT Nancy-Brabois, Département Génie Civil, Université Henri Poincaré); M. Potier-Ferry(LPMM, UMR CNRS 7554, ISGMP, Université Paul Verlaine-Metz)"
] |
Based on a non-linear model taking into account flexural-torsional couplings, analytical solutions are derived for lateral buckling of simply supported I beams under some representative load cases. Aclosed form is established for lateral buckling moments. It accounts for bending distribution, load height application and pre-buckling deflections. Coefficients C1 and C2 affected to these parameters are then derived. Regard to well known linear stability solutions, these coefficients are not constant but depend on another coefficient k1 that represents the pre-buckling deflection effects. In numerical simulations, shell elements are used in mesh process. The buckling loads are achieved from solutions of eigenvalue problem and by bifurcations observed on non linear equilibrium paths. It is proved that both the buckling loads derived from linear stability and eigenvalue problem lead to poor results, especially for I sections with large flanges for which the behaviour is predominated by pre-buckling deflection and the coefficient k1 is large. The proposed solutions are in good agreement with numerical bifurcations observed on non linear equilibrium paths.
|
토목공학
| null |
kci_detailed_000108.xml
|
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