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ART001475286
|
oai_dc
|
A simplified analysis of catenary action in steel beamsin fire and implications on fire resistant design
|
A simplified analysis of catenary action in steel beamsin fire and implications on fire resistant design
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Y. C. Wang(University of Manchester, UK); Y. Z. Yin(School of Mechanical, Aerospace and Civil Engineering,The University of Manchester)"
] |
This paper describes the results of a numerical investigation of the large deflection behaviour of steel beams under fire conditions, taking into consideration the effect of catenary action provided by the surrounding structures. The main focus is on the development, validation and application of a simplified calculation method that may be adopted in design calculations. Because no experimental result is available for validation of the simplified calculation method, the finite element program ABAQUS has been used to simulate the large deflection behaviour of a number of steel beams so as to provide alternative results for validation of the proposed method. Utilising catenary action has the potential of eliminating fire protection to all steel beams without causing structural failure in fire. However, practical application of catenary action will be restricted by concerns over large beam deflection causing integrity failure of the fire resistant compartment and additional cost of strengthening the connections and the surrounding structures to resist the catenary forces in the steel beams. This paper will provide a discussion on practical implications of utilising catenary action in steel beams as a means of eliminating fire protection. A number of examples will then be provided to illustrate the type of steel framed structure that could benefit the most from exploiting catenary action in fire resistant design.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475304
|
oai_dc
|
Non-linear static analysis and design of Tensegrity domes
|
Non-linear static analysis and design of Tensegrity domes
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Feng Fu(School of Civil Engineering, University of Leeds)"
] |
In this paper, a non-linear structural analysis software with pro-processing and post-recessing function is proposed by the author. The software incorporating the functions of the structural analysis and geometrical design of Tensegrity structures. Using this software, Cable Dome is analyzed as a prototype, a comprehensive study on the structural behavior of Tensegrity domes is presented in detail. Design methods of Tensegrity domes were proposed. Based on the analysis, optimizing design was performed. Several new Tensegrity domes with different geometrical design scheme are proposed, the structural analysis of the new schemes is also conducted. The analysis result shows that the proposed new forms of the Tensegrity domes are reasonable for practical applications.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475000
|
oai_dc
|
Seismic performance evaluation of coupled core walls with concrete and steel coupling beams
|
Seismic performance evaluation of coupled core walls with concrete and steel coupling beams
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Patrick J. Fortney(Department of Civil Engineering, Clemson University, Clemson, SC 29634, USA)"
] |
When coupling beams are proportioned appropriately in coupled core wall (CCW) systems, the
input energy from ground motions is dissipated primarily through inelastic deformations in plastic hinge
regions at the ends of the coupling beams. It is desirable that the plastic hinges form at the beam ends while
the base wall piers remain elastic. The strength and stiffness of the coupling beams are, therefore, crucial if the
desired global behavior of the CCW system is to be achieved. This paper presents the results of nonlinear
response history analysis of two 20-story CCW buildings. Both buildings have the same geometric dimensions,
and the components of the buildings are designed based on the equivalent lateral force procedure. However, one
building is fitted with steel coupling beams while the other is fitted with diagonally reinforced concrete
coupling beams. The force-deflection relationships of both beams are based on experimental data, while the
moment-curvature and axial load-moment relationships of the wall piers are analytically generated from crosssectional
fiber analyses. Using the aforementioned beam and wall properties, nonlinear response history
analyses are performed. Superiority of the steel coupling beams is demonstrated through detailed evaluations
of local and global responses computed for a number of recorded and artificially generated ground motions.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001474998
|
oai_dc
|
Implementation of the modified compression field theory in a tangent stiffness-based finite element formulation
|
Implementation of the modified compression field theory in a tangent stiffness-based finite element formulation
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Wilkins Aquino(School of Civil and Environmental Engineering, Cornell University, Ithaca, NY 14853, USA); Ibrahim Erdem(School of Civil and Environmental Engineering, Cornell University, Ithaca, NY 14853, USA)"
] |
A finite element implementation of the modified compression field theory (MCFT) using a tangential
formulation is presented in this work. Previous work reported on implementations of MCFT has concentrated
mainly on secant formulations. This work describes details of the implementation of a modular algorithmic
structure of a reinforced concrete constitutive model in nonlinear finite element schemes that use a Jacobian matrix
in the solution of the nonlinear system of algebraic equations. The implementation was verified and validated
using experimental and analytical data reported in the literature. The developed algorithm, which converges
accurately and quickly, can be easily implemented in any finite element code.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475027
|
oai_dc
|
Full-scale tests and finite element analysis of arched corrugated steel roof under static loads
|
Full-scale tests and finite element analysis of arched corrugated steel roof under static loads
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"X. P. Wang(School of Civil Engineering and Architecture, Wuhan University of Technology, Wuhan, 430070, China); C. R. Jiang(School of Civil Engineering and Architecture, Wuhan University of Technology, Wuhan, 430070, China); G. Q. Li(Wuhan University of Technology); S. Y. Wang(School of Civil Engineering and Architecture, Wuhan University of Technology, Wuhan, 430070, China)"
] |
Arched Corrugated Steel Roof (ACSR) is a kind of thin-walled steel shell, composing of arched
panels with transverse small corrugations. Four full-scale W666 ACSR samples with 18m and 30m span were
tested under full and half span static vertical uniform loads. Displacement, bearing capacities and failure
modes of the four samples were measured. The web and bottom flange in ACSR with transverse small
corrugations are simplified to anisotropic curved plates, and the equivalent tensile modulus, shear modulus
and Poisson’s ratio of 18m span ACSR were measured. Two 18 m-span W666 ACSR samples were analyzed
with the Finite Element Analysis program ABAQUS. Base on the tests, the limit bearing capacity of ACSR is
low, and for half span loading, it is 74-75% compared with the full span loading. When the testing load
approached to the limit value, the bottom flange at the sample’s bulge place locally buckled first, and then the
whole arched roof collapsed suddenly. If the vertical loads apply along the full span, the deformation shape is
symmetric, but the overall failure mode is asymmetric. For half span vertical loading, the deformation shape
and the overall failure mode of the structure are asymmetric. The ACSR displacement under the vertical loads
is large and the structural stiffness is low. There is a little difference between the FEM analysis results and
testing data, showing the simplify method of small corrugations in ACSR and the building techniques of FEM
models are rational and useful.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475008
|
oai_dc
|
An evaluation equation of load capacities for CFT square column-to-beam connections with combined diaphragm
|
An evaluation equation of load capacities for CFT square column-to-beam connections with combined diaphragm
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Sung-Mo Choi(Univ. of Seoul, Korea); Do-Sub Jung(Department of Architectural Engineering, University of Seoul, Seoul, Korea); Dae-Joong Kim(Smasung Corporation); Jin-Ho Kim(Research Institute of Indurstrial Science & Technology Steel Structure Research Laboratory)"
] |
The objective of this study is to clarify the structural features of members consisting of
connection, as a series of the previous study on the CFT column-to-beam tensile connection with combined
cross diaphragm. This connection has the merits that the stress is distributed evenly on the beam flange and
the diaphragm and the stress concentration is reduced, by improving the stress transfer route and restraining
abrupt deformation of diaphragm. The finite element analysis was performed to find out the stress transfer
through sleeve which is an important member of the connection with combined cross diaphragm. The length
and thickness of sleeve were used as variables for the analysis. As the analysis results, the length and thickness
of sleeve didn’t influence on the capacity of the connection and played a role of a medium to transfer the stress
from the diaphragm to the filled concrete. It is proposed that the appropriate length of sleeve be the same value
as the diameter of sleeve and the appropriate ratio of sleeve diameter to sleeve thickness be 20. Two equations
for evaluation of the load-carrying capacity of the connection were also proposed through the modification of
the evaluation equation suggested in the previous study.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475021
|
oai_dc
|
Investigation of cold-formed stainless steel non-slender circular hollow section columns
|
Investigation of cold-formed stainless steel non-slender circular hollow section columns
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Ehab Ellobody(Department of Structural Engineering, Faculty of Engineering, Tanta University, Tanta, Egypt); Ben Young(The University of Hong Kong University of Science and Technology)"
] |
The investigation on the behaviour of cold-formed stainless steel non-slender circular hollow
section columns is presented in this paper. The normal strength austenitic stainless steel type 304 and the high
strength duplex materials (austenitic-ferritic approximately equivalent to EN 1.4462 and UNS S31803) were
considered in this study. The finite element method has been used to carry out the investigation. The columns
were compressed between fixed ends at different column lengths. The geometric and material nonlinearities
have been included in the finite element analysis. The column strengths and failure modes were predicted. An
extensive parametric study was carried out to study the effects of normal and high strength materials on coldformed
stainless steel non-slender circular hollow section columns. The column strengths predicted from the
finite element analysis were compared with the design strengths calculated using the American Specification,
Australian/New Zealand Standard and European Code for cold-formed stainless steel structures. The numerical
results showed that the design rules specified in the American, Australian/New Zealand and European
specifications are generally unconservative for the cold-formed stainless steel non-slender circular hollow
section columns of normal and high strength materials, except for the short columns and some of the high
strength stainless steel columns. Therefore, different values of the imperfection factor and limiting slenderness
in the European Code design rules were proposed for cold-formed stainless steel non-slender circular hollow
section columns.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001474971
|
oai_dc
|
Stability analysis of semi-rigid composite frames
|
Stability analysis of semi-rigid composite frames
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Jing-Feng Wang(School of Civil Engineering, Tsinghua University, Beijing, 10084, People’s Republic of China); Guo-Qiang Li(Tongji University)"
] |
Based on stability theory of current rigid steel frames and using the three-column subassemblage
model, the governing equations for determining the effective length factor (μ-factor) of the columns in semirigid
composite frames are derived. The effects of the nonlinear moment-rotation characteristics of beam-tocolumn
connections and composite action of slab are considered. Furthermore, using a two-bay three-storey
composite frame with semi-rigid connections as an example, the effects of the non-linear moment-rotation
characteristics of connections and load value on the μ-factor are numerically studied and the μ-factors
obtained by the proposed method and Baraket-Chen’s method are compared with those obtained by the exact
finite element method. It was found that the proposed method has good accuracy and can be used in stability
analysis of semi-rigid composite frames.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001474973
|
oai_dc
|
Capacity and the moment-curvature relationship of high-strength concrete filled steel tube columns under eccentric loads
|
Capacity and the moment-curvature relationship of high-strength concrete filled steel tube columns under eccentric loads
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Seung-Jo Lee(Beom Structural Engineering Co., 675-9 2F Hwanggeum 2-dong, Suseong-gu,)"
] |
Recently, CFT column has been well-studied and reported on, because a CFT column has
certain superior structural properties as well as good productivity, execution efficiency, and improved rigidity
over existing columns. However, CFT column still has problems clearing the capacity evaluation between its
steel tube member and high-strength concrete materials. Also, research on concrete has examined numerical
values for high-strength concrete filled steel square tube columns (HCFT) to explain transformation
performance (M-φ) when a short-column receives equal flexure-moment from axial stress. Moment-curvature
formulas are proposed for HCFT columns based on analytic assumption described in this paper. This study
investigated structural properties (capacity, curvature), through a series of experiments for HCFT with key
parameters, such as strength of concrete mixed design (58.8 MPa), width-thickness ratio (D/t), buckling length
to sectional width ratio (Lk/D) and concrete types (Zeolite, Fly-ash, Silica-fume) under eccentric loads. A
comparative analysis executed for the AISC-LRFD, AIJ and Takanori Sato, etc. Design formulas to estimate the
axial load (N)-moment (M)-curvature (φ) are proposed for HCFT columns based on tests results described in
this paper.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001474975
|
oai_dc
|
Practical and efficient approaches for semi-rigid design of composite frames
|
Practical and efficient approaches for semi-rigid design of composite frames
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Eduardo Bayo(Department of Structural Analysis and Design, School of Architecture, University of Navarra); Beatriz Gil(Department of Structural Analysis and Design, School of Architecture, University of Navarra)"
] |
The use of composite semi-rigid connections is not fully exploited, in spite of its great number
of advantages. Composite semi-rigid connections may lead to an optimal moment distribution that will render
lighter structures. Furthermore, using the appropriate semi-rigid connection design, the stability of the frames
against lateral loads may entirely rely on the joint stiffness, thus avoiding bracing systems and permitting
more diaphanous designs. Although modern codes, such as the Eurocode 4 (EC4), propose thorough methods
of analysis they do not provide enough insight and simplicity from the design point of view. The purpose of
this paper is to introduce practical and efficient methods of analysis that will facilitate the work of a structural
analyst starting from the global analysis of the composite frame and ending on the final connection design. A
key aspect is the definition of the stiffness and strength of the connections that will lead to an optimal moment
distribution in the composite beams. Two examples are presented in order to clarify the application of the
proposed methods and to demonstrate the advantages of the semi-rigid composite design with respect to the
alternative pinned and rigid ones. The final aim of the paper is to stimulate and encourage the designer on the
use of composite semi-rigid structures.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001474969
|
oai_dc
|
Behaviour of lightweight composite trusses in fire – A case study
|
Behaviour of lightweight composite trusses in fire – A case study
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Seng-Kwan Choi(Department of Fire and Engineering Service Research, Korea Institute of Construction Technology,); Ian Burgess(The University of Sheffield); Roger Plank(The University of Sheffield)"
] |
On September 11th 2001, the twin towers of the World Trade Center in New York City were
struck by two hijacked airplanes. Despite severe local damage induced by the impact, the towers were able to
sustain 102 and 56 minutes of the subsequent multi-storey fires before collapsing. The purpose of this study is
to contribute to the understanding of the in-fire performance of composite trusses by examining the behaviour
of the longer-span type used in the towers. It makes no attempt to be a forensic study of the actual events.
Using the finite element package Vulcan, the structural mechanics of typical long-span composite floor
trusses are explained, under a variety of scenarios, as the fire temperatures rise. Different boundary conditions,
degrees of protection and loading are all covered, the results being presented mainly in the form of graphs of
deflection and internal force of members against time.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001474966
|
oai_dc
|
Experimental investigation of force-distribution in high-strength bolts in extended end-plate connections
|
Experimental investigation of force-distribution in high-strength bolts in extended end-plate connections
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"K. M. Abdalla(Civil Engineering Department, Jordan University of Science and Technology,); G. A. R. Abu-Farsakh(Civil Engineering Department, Jordan University of Science and Technology,); S. A. Barakat(Civil Engineering Department, Jordan University of Science and Technology,)"
] |
This paper presents some of the results from an experimental research project on the behavior of
extended end-plate connections subjected to moment conducted at the Structural Laboratory of Jordan
University of Science and Technology. Since the connection behavior affects the structural frame response, it
must be included in the global analysis and design. In this study, the behavior of six full-scale stiffened and
unstiffened cantilever connections of HEA- and IPE-sections has been investigated. Eight high strength bolts
were used to connect the extended end-plate to the column flange in each case. Strain gauges were installed
inside each of the top six bolts in order to obtain experimentally the actual tension force induced within each
bolt. Then the connection behavior is characterized by the tension force in the bolt, extended end-plate behavior,
moment-rotation relation, and beam and column strains. Some or all of these characteristics are used by many
Standards; therefore, it is essential to predict the global behavior of column-beam connections by their
geometrical and mechanical properties. The experimental test results are compared with two theoretical (equal
distribution and linear distribution) approaches in order to assess the capabilities and accuracy of the theoretical
models. A simple model of the joint is established and the essential parameters to predict its strength and
deformational behavior are determined. The equal distribution method reasonably determined the tension forces
in the upper two bolts while the linear distribution method underestimated them. The deformation behavior of the
tested connections was characterized by separation of the column-flange from the extended end-plate almost
down to the level of the upper two bolts of the lower group and below this level the two parts remained in full
contact. The neutral axis of the deformed joint is reasonably assumed to pass very close to the line joining the
upper two bolts of the lower group. Smooth monotonic moment-rotation relations for the all tested frames
were observed.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001476253
|
oai_dc
|
F. E.-assisted design of the eaves bracket of a cold-formed steel portal frame
|
F. E.-assisted design of the eaves bracket of a cold-formed steel portal frame
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"J.B.P. Lim(The Steel Construction Institute, Silwood Park, Ascot); D.A. Nethercot(Imperial College)"
] |
Non-linear large-displacement elasto-plastic finite element analyses are used to propose design recommendations for the eaves bracket of a cold-formed steel portal frame. Owing to the thinness of the sheet steel used for the brackets, such a structural design problem is not trivial as the brackets need to be designed against failure through buckling; without availability of the finite element method, expensive laboratory testing would therefore be required. In this paper, the finite element method is firstly used to predict the plastic moment capacity of the eaves bracket. Parametric studies are then used to propose design recommendations for the eaves bracket against two potential buckling modes of failure: (1) buckling of the stiffened free-edge into one-half sine wave, (2) local plate buckling of the exposed triangular bracket area.The results of full-scale laboratory tests on selected geometries of eaves bracket demonstrate that the proposed design recommendations are conservative. The use of the finite element method in this way exploits modern computational techniques for an otherwise difficult structural design problem.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001476261
|
oai_dc
|
Pure bending creep of SUS 304 stainless steel tubes
|
Pure bending creep of SUS 304 stainless steel tubes
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Kuo-Long Lee(Department of Mechanical Engineering, Far East College); Wen-Fung Pan(National Cheng Kung University)"
] |
This paper presents the experimental and theoretical results of SUS 304 stainless tubes with different diameter-to-thickness ratio (D/t ratio) subjected to pure bending creep. Pure bending creep occurs when a circular tube is bent to a desired moment and held at that moment for a period of time. It was found that the magnitudes of the creep curvature and ovalization of tube cross-section increase faster with a higher hold moment than that with a lower one. Due to continuously increasing curvature, the circular tubes eventually buckle. Finally, a theoretical form was proposed in this study so that it can be used to describe the relationship between the creep curvature and time. Theoretical simulations are compared with the experimental test data, showing that good agreement between the experimental and theoretical results has been achieved.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001476259
|
oai_dc
|
Design thermal loading for composite bridges in tropical region
|
Design thermal loading for composite bridges in tropical region
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"F.T.K. Au(The University of Hong Kong); S.K. Cheung(Department of Civil Engineering, The University of Hong Kong); L.G. Tham(Department of Civil Engineering, The University of Hong Kong)"
] |
In the design of bridges, it is important to consider the thermal stresses induced by the non-linear temperature distribution as well as the variation of effective temperature in the bridge deck. To cope with this, design temperature profiles are provided by design codes, which are normally based on extensive research work. This paper presents the results of a comprehensive investigation on the thermal behaviour of bridges in Hong Kong with special emphasis on composite bridges. The temperature distribution in bridges depends primarily on the solar radiation, ambient air temperature and wind speed in the vicinity. Apart from data of the meteorological factors, good estimates of the thermal properties of material and the film coefficients are necessary for the prediction of temperature distribution. The design temperature profiles for various types of composite bridge deck with bituminous surfacing and concrete slab of different thicknesses are proposed. The factors affecting the design effective temperature are also reviewed and suitable values for Hong Kong are proposed. Results are compared with recommendations of the current local code. The method facilitates the development of site-specific temperature profiles for code documents, and it can also be applied to create zoning maps for temperature loading for large countries where there are great climatic differences.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001476255
|
oai_dc
|
Finite strip method in probabilistic fatigue analysis of steel bridges
|
Finite strip method in probabilistic fatigue analysis of steel bridges
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"W.C. Li(Department of Civil & Environmental Engineering, Carleton University); M.S. Cheung(Department of Civil & Environmental Engineering, Carleton University)"
] |
A finite strip method is developed for fatigue reliability analysis of steel highway bridges. Flat shell strips are employed to model concrete slab and steel girders, while a connection strip is formed using penalty function method to take into account eccentricity of girder top flange. At each sampling point with given slab thickness and modulus ratio, a finite strip analysis of the bridge under fatigue truck is performed to calculate stress ranges at fatigue-prone detail, and fatigue failure probability is evaluated following the AASHTO approach or the LEFM approach. After the failure probability is integrated over all sampling points, fatigue reliability of the bridge is determined.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001476264
|
oai_dc
|
Stop-hole conditions to prevent re-initiation of fatigue cracks
|
Stop-hole conditions to prevent re-initiation of fatigue cracks
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Ichiro Okura(Osaka University, Department of Civil Engineering); Toshiyuki Ishikawa(Osaka University, Department of Civil Engineering)"
] |
In steel bridges fatigue cracks are sometimes repaired by placing drilled holes at the crack tips.
From the meaning that the drilled holes stop the propagation of cracks, they are called stop-holes. Since stopholes
are regarded as an emergency measure to delay crack propagation, usually some substantial repair
follows. However, if the stress at the stop-holes is below their fatigue limit, fatigue cracks would not be
expected to occur. The purpose of this study is to present the conditions under which stop-holes prevent the reinitiation
of fatigue cracks. The fatigue limit of stop-holes and the equations necessary to estimate the
maximum stress on the circumference of the stop-holes are provided.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001476227
|
oai_dc
|
Behavior and modeling of single bolt lap-plate connections
|
Behavior and modeling of single bolt lap-plate connections
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Clinton O. Rex(Stanley D. Lindsey and Assoc., 2300 Windy Ridge Parkway); W. Samuel Easterling(Virginia Polytechnic Institute and State University)"
] |
A research investigation of single bolt lap-plate connection load-deformation behavior is
presented. Each important characteristic of this behavior is evaluated and two methods for analytically
approximating the behavior are developed and presented. The first of these methods is a component method in
which the behavior of the connection is modeled as a combination of the behavior of the parts. The second
method utilizes a number of parametric relationships that relate the connection parameters to coefficients of
two non-linear continuous analytical curves. The test results from four independent experimental programs
that investigated the behavior of single bolt lap-plate connections are used in the development and verification
of these methods.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001476225
|
oai_dc
|
Beam-column behavior of concrete filled steel tubes
|
Beam-column behavior of concrete filled steel tubes
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"G. Campione(Univ. di Palermo); N. Scibilia(Dipartimento di Ingegneria Strutturale e Geotecnica, Università di Palermo)"
] |
In the present investigation the experimental and theoretical flexural and compressive behavior
of short tubular steel columns filled with plain concrete and fiber-reinforced concrete (FRC) was examined.
For a given length of the members, the effects of different geometry and dimensions of the transverse crosssection
(square and circular) were investigated. Constituent materials were characterized through direct tensile
tests on steel coupons and through compressive and split tension tests on concrete cylinders. Load-axial
shortening and load-deflection curves were recorded for unfilled and composite members. Finally, simplified
expressions for the calculus of the load-deflection curves based on the cross-section analysis were given and
the ultimate load of short columns was predicted.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001476220
|
oai_dc
|
Stress fields on an isotropic semi-infinite plane with a circular hole subjected to arbitrary loads using the constraint-release technique
|
Stress fields on an isotropic semi-infinite plane with a circular hole subjected to arbitrary loads using the constraint-release technique
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Takashi Tsutsumi(Department of Civil Engineering, Kagoshima National College of Technology); Keiji Sato(Department of Civil Engineering, Oita Technical High School); Ken-ichi Hirashima(Department of Civil and Environmental Engineering, Yamanashi University); Hiroshi Arai(Department of General Education, Fukushima National College of Technology)"
] |
In this paper, the solution of a semi-infinite plane with one circular hole is presented. This
solution is induced by repeatedly superposing the solution of an infinite plane with one circular hole and that
of a semi-infinite plane without holes to cancel out the stresses arising on both boundaries. This procedure is
carried out until the stresses arising on both boundaries converge. This method does not require complicated
calculation procedures as does the method using stress functions defined in a bipolar coordinate system. Some
numerical results are shown by graphical representations.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001476229
|
oai_dc
|
Inelastic lateral-distortional buckling of continuously restrained rolled I-beams
|
Inelastic lateral-distortional buckling of continuously restrained rolled I-beams
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Dong-Sik Lee(Earthquake engineering research center, Seoul national university); Mark A. Bradford(School of Civil and Environmental Engineering, The University of New South Wales)"
] |
An energy method of analysis is presented which can be used to study the inelastic lateral-distortional buckling of hot-rolled I-sections continuously restrained at the level of the tension flange. The numerical modelling leads to the incremental and iterative solution of a fourth-order eigenproblem, with vey rapid solutions being obtainable, so as to enable a study of the factors that influence the strength of continuously restained I-beams to be made. Although hot-rolled I-scetions generally have stocky webs and are not susceptible to reductions in their overall buckling loads as a result of cross-sectional distortion, the effect of elastic restraints, particulartly against twist rotation, can lead to buckling modes in which the effect of distortion is quite severe. While the phenomenon has been studied previously for elastic lateral-distortional buckling, it is extended in this paper to include the constitutive relationship characteristics of mild steel, and incorporates both the so-called 'polynomial' and 'simplified' models of residual stresses. The method is validated against inelastic lateral-torsional buckling solutions reported in previous studies, and is applied to illustrate some inelastic buckling problems. It is noted that over a certain range of memeber slenderness the provisions of the Australian AS4100 steel standard are unconservative.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001476222
|
oai_dc
|
Experimental studies on the material properties of high-strength bolt connection at elevated temperatures
|
Experimental studies on the material properties of high-strength bolt connection at elevated temperatures
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Guo-Qiang Li(Tongji University); Ying-Zhi Yin(Department of Civil Engineering, Tongji University); Ming-Fei Li(Department of Civil Engineering, Tongji University)"
] |
The high-temperature material properties of steel are very important to the fire resistance
analysis of high-strength bolt connections. This paper reports on the results of the experimental studies on the
high-temperature properties of 20 MnTiB steel which is widely used in high-strength bolts, and the friction
coefficient of 16Mn steel plates at elevated temperature which is a necessary parameter for bolted frictional
connection analysis. The test data includes yield strength, limit strength, modulus of elasticity, elongation and
expansion coefficient of 20MnTiB steel at elevated temperature, and the friction coefficients between two
16Mn steel plates under elevated temperatures and after cooling. Based on the data from the tests, the
mathematical models for predicting the mechanical properties of 20MnTiB steel and friction coefficients of
16Mn steel plates have been established.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001476102
|
oai_dc
|
Composite deck construction for the rehabilitation of motorway bridges
|
Composite deck construction for the rehabilitation of motorway bridges
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"R. Greiner(Institute for Steel, Timber and Shell Structures, Graz University of Technology); R. Ofner(Institute for Steel, Timber and Shell Structures, Graz University of Technology); H. Unterweger(Institute for Steel, Timber and Shell Structures, Graz University of Technology)"
] |
Traffic decks of steel or composite motorway bridges sometimes provide the opportunity of
using the composite action between an existing steel deck and a reinforced concrete plate (RC plate) in the
process of rehabilitation, i.e., to increase the load-carrying capacity of the deck for concentrated traffic loads.
The steel decks may be orthotropic decks or also unstiffened steel plates, which during the rehabilitation are
connected with the RC plate by shear studs, such developing an improved local load distribution by the joint
behaviour of the two plate elements. Investigations carried out, both experimentally and numerically, were
performed in order to quantitatively assess the combined static behaviour and to qualitatively verify the
usability of the structure for dynamic loading. The paper reports on the testing, the numerical simulation as
well as the comparison of the results. Conclusions drawn for practical design indicated that the static
behaviour of these structures may be very efficient and can also be analysed numerically. Further, the results
gave evidence of a highly robust behaviour under fatigue equivalent cyclic traffic loading.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001476096
|
oai_dc
|
Welded plate and T-stub tests and implications on structural behavior of moment frame connections
|
Welded plate and T-stub tests and implications on structural behavior of moment frame connections
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"P. Dong(Battelle Memorial Institute); T. Kilinski(Center for Welded Structures Research, Battelle Memorial Institute)"
] |
A series of tests on simple-welded plate specimens (SWPS) and T-stub tension specimens
simulating some of the joint details in moment frame connections were conducted in this investigation. The
effects of weld strength mismatch and weld metal toughness on structural behavior of these specimens were
considered under both static and dynamic loading conditions. Finite element analyses were performed by
taking into account typical weld residual stress distributions and weld metal strength mismatch conditions to
facilitate the interpretation of the test results. The major findings are as follows: (a) Sufficient specimen size
requirements are essential in simulating both load transfer and constraint conditions that are relevant to
moment frame connections, (b) Weld residual stresses can significantly elevate stress triaxiality in addition to
structural constraint effects, both of which can significantly reduce the plastic deformation capacity in
moment frame connections, (c) Based on the test results, dynamic loading within a loading rate of 0.02 in/in/
sec, as used in this study, premature brittle fractures were not seen, although a significant elevation of the yield
strength can be clearly observed. However, brittle fracture features can be clearly identified in T-stub
specimens in which severe constraint effects (stress triaxiality) are considered as the primary cause, (d) Based
on both the test and FEA results, T-stub specimens provide a reasonable representation of the joint conditions
in moment frame connections in simulating both complex load transfer mode and constraint conditions.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001476099
|
oai_dc
|
Perforated shear connectors
|
Perforated shear connectors
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Josef Machacek(Czech Technical University in Prague); Jiri Studnicka(Czech Technical University in Prague)"
] |
Perforated shear connectors currently used in composite steel and concrete structures are
described and evaluated. Modifications of the perforated connector suitable for common use in civil and
bridge engineering are proposed. The connectors were tested in laboratories of CTU Prague for shear load
capacity. Push tests of connectors with 32 mm openings and with 60 mm openings, both in normal and
lightweight concrete of different strength characteristics and with different transverse reinforcement, were
carried out. The experimental study also dealt with the connector height and parallel arrangement of two
connectors and their influence on shear resistance. While extensive tests with static loading were carried out,
fatigue tests under repeated loading are still in progress. After statistical evaluation of the experimental results
and comparisons with other available data the authors developed reasonable shear resistance formulas for all
proposed arrangements.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001476083
|
oai_dc
|
Strength estimation for FRP wrapped reinforced concrete columns
|
Strength estimation for FRP wrapped reinforced concrete columns
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Hsiao-Lin Cheng(Department of Civil Engineering, Chung Cheng Institute of Technology, CCIT); Elisa D. Sotelino(School of Civil Engineering, Purdue University); Wai-Fah Chen(College of Engineering, University of Hawaii)"
] |
Fiber-Reinforced Plastics (FRP) have received significant attention for use in civil infrastructure
due to their unique properties, such as the high strength-to-weight ratio and stiffness-to-weight ratio, corrosion
and fatigue resistance, and tailorability. It is well known that FRP wraps increase the load-carrying capacity and
the ductility of reinforced concrete columns. A number of researchers have explored their use for seismic
components. The application of concern in the present research is on the use of FRP for corrosion protection of
reinforced concrete columns, which is very important in cold-weather and coastal regions. More specifically,
this work is intended to give practicing engineers with a more practical procedure for estimating the strength of
a deficient column rehabilitated using FRP wrapped columns than those currently available. To achieve this
goal, a stress-strain model for FRP wrapped concrete is proposed, which is subsequently used in the
development of the moment-curvature relations for FRP wrapped reinforced concrete column sections. A
comparison of the proposed stress-strain model to the test results shows good agreement. It has also been found
that based on the moment-curvature relations, the balanced moment is no longer a critical moment in the
interaction diagram. Besides, the enhancement in the loading capacity in terms of the interaction diagram due to
the confinement provided by FRP wraps is also confirmed in this work.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001476085
|
oai_dc
|
Modeling of local buckling in tubular steel frames by using plastic hinges with damage
|
Modeling of local buckling in tubular steel frames by using plastic hinges with damage
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Pether Inglessis(Universidad de Los Andes); Samuel Medina(Universidad de Los Andes); Alexis López(Universidad de Los Andes); Rafael Febres(Universidad de Los Andes); Julio Flórez-Lopez(Universidad de Los Andes, Mérida)"
] |
A model of the process of local buckling in tubular steel structural elements is presented. It is
assumed that this degrading phenomenon can be lumped at plastic hinges. The model is therefore based on the
concept of plastic hinge combined with the methods of continuum damage mechanics. The state of this new
kind of inelastic hinge is characterized by two internal variables: the plastic rotation and the damage. The
model is valid if only one local buckling appears in the plastic hinge region; for instance, in the case of framed
structures subjected to monotonic loadings. Based on this damage model, a new finite element that can
describe the development of local buckling is proposed. The element is the assemblage of an elastic beamcolumn
and two inelastic hinges at its ends. The stiffness matrix, that depends on the level of damage, the
yielding function and the damage evolution law of the two hinges define the new finite element. In order to
verify model and finite element, several small-scale frames were tested in laboratory under monotonic
loading. A lateral load at the top of the frame was applied in a stroke-controlled mode until local buckling
appears and develops in several locations of the frame and its ultimate capacity was reached. These tests were
simulated with the new finite element and comparison between model and test is presented and discussed.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475998
|
oai_dc
|
Ultimate moment capacity of foamed and lightweight aggregate concrete-filled steel tubes
|
Ultimate moment capacity of foamed and lightweight aggregate concrete-filled steel tubes
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Issam M. Assi(Department of Civil Engineering, Al-Isra University); Eyad M. Qudeimat(Department of Civil Engineering, University of Jordan); Yasser M. Hunaiti(Department of Civil Engineering, University of Jordan)"
] |
An experimental investigation of lightweight aggregate and foamed concrete contribution to the
ultimate strength capacity of square and rectangular steel tube sections is presented in this study. Thirty-four
simply supported beam specimens, 1000-mm long, filled with lightweight aggregate and foamed concretes
were tested in pure flexural bending to calculate the ultimate moment capacity. Normal concrete-filled steel
tubular and bare steel sections of identical dimensions were also tested and compared to the filled steel
sections. Theoretical values of ultimate moment capacity of the beam specimens were also calculated in this
study for comparison purposes. The test results showed that lightweight aggregate and foamed concrete
significantly enhance the load carrying capacity of steel tubular sections. Furthermore, it can be concluded
from this study that lightweight aggregate and foamed concretes can be used in composite construction to
increase the flexural capacity of the steel tubular sections.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475980
|
oai_dc
|
Statistical properties of the maximum elastoplastic story drift of steel frames subjected to earthquake load
|
Statistical properties of the maximum elastoplastic story drift of steel frames subjected to earthquake load
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Gang Li(Dalian University of Technology)"
] |
The concept of performance based seismic design has been gradually accepted by the
earthquake engineering profession recently, in which the cost-effectiveness criterion is one of the most
important principles and more attention is paid to the structural performance at the inelastic stage. Since there
are many uncertainties in seismic design, reliability analysis is a major task in performance based seismic
design. However, structural reliability analysis may be very costly and time consuming because the limit state
function is usually a highly nonlinear implicit function with respect to the basic design variables, especially
for the complex large-scale structures for dynamic and nonlinear analysis. Understanding statistical properties
of the structural inelastic deformation, which is the aim of the present paper, is helpful to develop an efficient
approximate approach of reliability analysis. The present paper studies the statistical properties of the
maximum elastoplastic story drift of steel frames subjected to earthquake load. The randomness of earthquake
load, dead load, live load, steel elastic modulus, yield strength and structural member dimensions are
considered. Possible probability distributions for the maximum story are evaluated using K-S test. The results
show that the choice of the probability distribution for the maximum elastoplastic story drift of steel frames is
related to the mean value of the maximum elastoplastic story drift. When the mean drift is small (less than
0.3%), an extreme value type I distribution is the best choice. However, for large drifts (more than 0.35%), an
extreme value type II distribution is best.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475969
|
oai_dc
|
Large scale fire test on a composite slim-floor system
|
Large scale fire test on a composite slim-floor system
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"C. G. Bailey(Manchester Centre for Civil and Construction Engineering, The University of Manchester)"
] |
This paper discusses the results and observations from a large-scale fire test conducted on a slim
floor system, comprising asymmetric beams, rectangular hollow section beams and a composite floor slab.
The structure was subjected to a fire where the fire load (combustible material) was higher that that found in
typical office buildings and the ventilation area was artificially controlled during the test. Although the fire
behaviour was not realistic it was designed to follow as closely as possible the time-temperature response used
in standard fire tests, which are used to assess individual structural members and forms the bases of current
fire design methods. The presented test results are limited, due to the malfunction of the instrumentation
measuring the atmosphere and member temperatures. The lack of test data hinders the presentation of
definitive conclusions. However, the available data, together with observations from the test, provides for the
first time a useful insight into the behaviour of the slim floor system in its entirety. Analysis of the test results
show that the behaviour of the beam-to-column connections had a significant impact on the overall structural
response of the system, particularly when the end-plate of one of the connections fractured, during the fire.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001476006
|
oai_dc
|
A high precision shear deformable element for free vibration of thick/thin composite trapezoidal plates
|
A high precision shear deformable element for free vibration of thick/thin composite trapezoidal plates
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"S. Haldar(Department of Applied Mechanics, B. E. College (D. U.)); M. C. Manna(B. E. College)"
] |
A high precision shear deformable triangular element has been proposed for free vibration
analysis of composite trapezoidal plates. The element has twelve nodes at the three sides and four nodes inside
the element. Initially the element has fifty-five degrees of freedom, which has been reduced to forty-eight by
eliminating the degrees of freedom of the internal nodes through static condensation. Plates having different
side ratios (b/a), boundary conditions, thickness ratios (h/a=0.01, 0.1 and 0.2), number of layers and fibre
angle orientations have been analyzed by the proposed shear locking free element. Trapezoidal laminate with
concentrated mass at the centre has also been analyzed. An efficient mass lumping scheme has been
recommended, where the effect of rotary inertia has been included. For validation of the present element and
formulation few results of isotropic trapezoidal plate and square composite laminate have been compared with
those obtained from open literatures. The numerical results for composite trapezoidal laminate have been
given as new results.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475974
|
oai_dc
|
A general method of analysis of composite beams with partial interaction
|
A general method of analysis of composite beams with partial interaction
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"G. Ranzi(School of Civil and Environmental Engineering,The University of New South Wales, UNSW); M. A. Bradford(The University of New South Wales); B. Uy(School of Engineering, University of Western Sydney)"
] |
This paper presents a generic modelling of composite steel-concrete beams with elastic shear
connection. It builds on the well-known seminal technique of Newmark, Siess and Viest, in order to
formulate the partial interaction formulation for solution under a variety of end conditions, and lends itself
well for modification to enable direct quantification of effects such as shrinkage, creep, and limited shear
connection slip capacity. This application is possible because the governing differential equations are set up
and solved in a fashion whereby inclusion of the kinematic and static end conditions merely requires a
statement of the appropriate constants of integration that are generated in the solution of the linear
differential equations. The method is applied in the paper for the solution of the well-studied behaviour of
simply supported beams with partial interaction, as well as to provide solutions for a beam encastré at its
ends, and for a propped cantilever.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001451712
|
oai_dc
|
Performance-based structural fire design of steel frames using conventional computer software
|
Performance-based structural fire design of steel frames using conventional computer software
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Y.K. Chan(Charterwealth Professional Ltd); F.G. Albermani(The University of Queensland); S.L. Chan(The Hong Kong Polytechnic University); C.K. Iu(Charterwealth Professional Ltd)"
] |
Fire incident in buildings is common, so the fire safety design of the framed structure is imperative, especially for the unprotected or partly protected bare steel frames. However, software for structural fire analysis is not widely available. As a result, the performance-based structural fire design is urged on the basis of using user-friendly and conventional nonlinear computer analysis programs so that engineers do not need to acquire new structural analysis software for structural fire analysis and design. The tool is desired to have the capacity of simulating the different fire scenarios and associated detrimental effects efficiently, which includes second-order P-D and P-d effects and material yielding. Also the nonlinear behaviour of large-scale structure becomes complicated when under fire, and thus its simulation relies on an efficient and effective numerical analysis to cope with intricate nonlinear effects due to fire. To this end, the present fire study utilizes a second-order elastic/plastic analysis software NIDA to predict structural behaviour of bare steel framed structures at elevated temperatures. This fire study considers thermal expansion and material degradation due to heating. Degradation of material strength with increasing temperature is included by a set of temperature-stress-strain curves according to BS5950 Part 8 mainly, which implicitly allows for creep deformation. This finite element stiffness formulation of beam-column elements is derived from the fifth-order PEP element which facilitates the computer modeling by one member per element. The Newton-Raphson method is used in the nonlinear solution procedure in order to trace the nonlinear equilibrium path at specified elevated temperatures. Several numerical and experimental verifications of framed structures are presented and compared against solutions in literature. The proposed method permits engineers to adopt the performance-based structural fire analysis and design using typical second-order nonlinear structural analysis software.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001451714
|
oai_dc
|
Buckling failure of 310 stainless steel tubes with different diameter-to-thickness ratios under cyclic bending
|
Buckling failure of 310 stainless steel tubes with different diameter-to-thickness ratios under cyclic bending
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Kao-Hua Chang(Nat. Cheng Kung Univ.); Kuo-Long Lee(Far East University); Wen-Fung Pan(National Cheng Kung University)"
] |
In this paper, experimental and theoretical investigations on the response and collapse of 310 stainless steel tubes with different diameter-to-thickness ratios subjected to cyclic bending are discussed. The tube-bending device and curvature-ovalization measurement apparatus were used to conduct the experiment. The endochronic theory combined with the principle of virtual work and finite element software, ANSYS, were used to simulate the moment-curvature and ovalization-curvature relationships. It is shown that although the two methods lead to good simulation of the moment-curvature relationship, the endochronic theory combined with the principle of virtual work has the better simulation of the ovalization-curvature response when compared with experimental data and the simulation by ANSYS. In addition, the theoretical formulations proposed by Kyriakides and Shaw (1987) and Lee et al. (2001) were used to simulate the controlled curvature뻨umber of cycles to produce buckling relationship. It is shown that the theoretical formulations effectively simulate the experimental data.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001451713
|
oai_dc
|
Steel-concrete composite bridge analysis using generalised beam theory
|
Steel-concrete composite bridge analysis using generalised beam theory
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Rodrigo Gonalves(Universidade Nova de Lisboa); Dinar Camotim(Universidade Tcnica de Lisboa)"
] |
This paper reports recent developments concerning the application of Generalised Beam Theory (GBT) to the structural analysis of steel-concrete composite bridges. The potential of GBT-based semi-analytical or finite element-based analyses in this field is illustrated/demonstrated by showing that both accurate and computationally efficient solutions may be achieved for a wide range of structural problems, namely those associated with the bridge (i) linear (first-order) static, (ii) vibration and (iii) lateral-torsional-distortional buckling behaviours. Several illustrative examples are presented, which concern bridges with two distinct cross-sections: (i) twin box girder and (ii) twin I-girder. Allowance is also made for the presence of discrete box diaphragms and both shear lag and shear connection flexibility effects.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001451716
|
oai_dc
|
Experimental and numerical analysis of composite beams strengthened by CFRP laminates in hogging moment region
|
Experimental and numerical analysis of composite beams strengthened by CFRP laminates in hogging moment region
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"A.M. El-Shihy(Zagazig University); H.M. Fawzy(Zagazig University); A.A. El-Zohairy(Zagazig University); S.A. Mustafa(Zagazig University)"
] |
An experimental and a non linear finite element investigation on the behavior of steel-concrete composite beams stiffened in hogging moment region with Carbon Fiber Reinforced Plastics (CFRP) sheets is presented in this paper. A total of five specimens were tested under two-point loads. Three of the composite beams included concrete slab while the other two beams had composite slabs. The stiffening was achieved by attaching CFRP sheets to the concrete surface at the position of negative bending moment. The suggested CFRP sheets arrangement enhanced the overall beam behavior and increased the composite beam capacity. Valuable parametric study was conducted using a three dimensional finite element model using ANSYS program. Both geometrical and material nonlinearity were included. The studied parameters included CFRP sheet arrangement, concrete strength and degree of shear connection.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001451715
|
oai_dc
|
Structural characteristics of welded built-up square CFT column-to-beam connections with external diaphragms
|
Structural characteristics of welded built-up square CFT column-to-beam connections with external diaphragms
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Seong-Hui Lee(University of Seoul); Il-Seung Yang(Dongshin University); Sung-Mo Choi(Univ. of Seoul, Korea)"
] |
Generally, a box tube, which is used for an existing square CFT structure, is made by welding four plates. The manufacturing efficiency of this steel tube is poor, and it also needs special welding technology to weld its internal diaphragm and the through diaphragm. Therefore, an interior-anchor-type square steel tube was developed using the method of cold-forming thin plates to prevent welding of the stress concentration position, and to maximize the section efficiency. And, considering of the flow of beam flange load, the efficiency of erection and the weldability of the diaphragm to thin walled steel column, the external diaphragm connection was selected as the suitable type for the welded built-up square CFT column to beam connection. And, an analytical study and tests were conducted to evaluate the structural performance of the suggested connection details and to verify the suggested equations for the connection details. Through this study, the composite effect of the internal anchor to concrete, the resistance and stress distribution of the connections before and after the existing column is welded to the beam, the effective location of welding in connection were analyzed.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475874
|
oai_dc
|
Crack-bridging force transfer of composite strengthening: a dynamic point of view
|
Crack-bridging force transfer of composite strengthening: a dynamic point of view
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"P.A. Ovigne(Laboratoire Mécanique Matériaux et Structures, Université Claude Bernard); M. Massenzio(Laboratoire Mécanique Matériaux et Structures, Université Claude Bernard); E. Jacquelin(Laboratoire Mécanique Matériaux et Structures, Université Claude Bernard); P. Hamelin(Laboratoire Mécanique Matériaux et Structures, Université Claude Bernard)"
] |
This study focuses on the influence of a composite external strengthening on the natural
frequencies of a steel beam with open cracks. In a first step, the leading parameters associated with the effect
of the composite strengthening are experimentally identified. An analytical model is developed in order to
quantify the importance of the force transfer within the resin interface. In a second step, the analytical model
of a cracked beam with composite external strengthening is compared to experiments.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475863
|
oai_dc
|
Inelastic distortional buckling of cantilevers
|
Inelastic distortional buckling of cantilevers
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Dong-Sik Lee(Department of Civil, Urban and Geosystem Engineering,); Mark Andrew Bradford(School of Civil and Environmental Engineering, The University of New South Wales)"
] |
Cantilevers are unique statically determinate structural elements with respect to their mode of
overall buckling, in that the tension flange is the critical flange under gravity loading, and is the flange that
deflects greatest during overall buckling. While this phenomenon does not complicate the calculation of the
lateral buckling load, either theoretically or in structural design codes, it has been shown in previous research
that the influence of distortion in the elastic buckling of cantilevers is not the same as that experienced in the
elastic buckling of simply supported beams. This paper extends the study of the distortional buckling of
cantilevers into the hitherto unconsidered inelastic range of structural response. A finite element method for
studying the inelastic bifurcative instability of members whose cross-sections may distort during buckling is
described, and the efficacy of the method is demonstrated. It is then used to study the inelastic distortional
buckling of hot-rolled I-section cantilevers with two common patterns of residual stresses, and which may be
restrained elastically from buckling by other structural elements.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475869
|
oai_dc
|
CALS oriented design/fabrication information system for steel bridges
|
CALS oriented design/fabrication information system for steel bridges
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Hiroshi Isohata(Yokogawa Bridge Co. Ltd., 27, Yamano-Cho, Funabashi); Masahiko Fukuda(Yokogawa Bridge Co. Ltd., 27, Yamano-Cho, Funabashi); Sueo Watanabe(Japan Association of Steel Bridge Construction)"
] |
In this paper design and fabrication information system for steel bridge construction is studied
and proposed according to the progress of Construction CALS/EC in the construction industry in Japan. The
data exchange in this system bases on the text file as well as CAD data with simplified drawings. The concept
of this system is discussed following the analysis on the issues of the conventional system. The application of
the product model is also discussed including effects and issues on the inspection system. This paper is based
on the study carried out by Special Committee on Construction CALS of JASBC to which author belong.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475905
|
oai_dc
|
Behaviour and stability of prestressed steel plate girder for torsional buckling
|
Behaviour and stability of prestressed steel plate girder for torsional buckling
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"L. M. Gupta(Department of Structural Engineering and Applied Mechanics,); G. N. Ronghe(Department of Structural Engineering and Applied Mechanics); M. K. Naghate(Department of Structural Engineering and Applied Mechanics,)"
] |
A higher level of engineering standard in the field of construction, is the use of prestressing in
building structures. The concept of prestressing steel structures has only recently been widely considered,
despite a long and successful history of prestressing concrete members. Several analytical studies of
prestressed steel girders were reported in literatures, but much of the work was not studied with reference to
the optimal design and behaviour of the prestressed steel plate girder. A plate girder prestressed eccentrically,
will behave as a beam-column, which is subjected to axial compression and bending moment which will
cause the beam to buckle out. The study of buckling of the prestressed steel plate girder is necessary for
stability criteria. This paper deals with the stability of prestressed steel plate girder using concept of “Vlasov’s
Circle of Stability” under eccentric prestressing force.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475880
|
oai_dc
|
Composite action in connection regions of concrete-filled steel tube columns
|
Composite action in connection regions of concrete-filled steel tube columns
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Mathias Johansson(Department of Structural Engineering, Concrete Structures, Chalmers University of Technology)"
] |
In a nonlinear finite element study on the mechanical behavior of simple beam connections to
continuous concrete-filled steel tube columns, two principally different connection types were analyzed: one
with plates attached to the outside of the tube wall, relying on shear transfer, and one with an extended plate
inserted through the steel section to ensure bearing on the concrete core. The load was applied partly at the
connection within the column length and partly at the top, representing the load from upper stories of a multistory
building. The primary focus was on the increased demand for load transfer to ensure composite action
when concrete with higher compressive strength is used. The results obtained from the analyses showed that
the design bond strength derived from push tests is very conservative, mainly due to the high frictional shear
resistance offered by pinching and contraction effects caused by connection rotation. However, with higher
concrete strength the demand for load transfer increases, and is hard to fulfill for higher loads when
connections are attached only to the steel section. Instead, the connection should penetrate into the concrete
core to distribute load to the concrete by direct bearing.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475547
|
oai_dc
|
Numerical predictions of the time-dependent temperature field for the 7th Cardington compartment fire test
|
Numerical predictions of the time-dependent temperature field for the 7th Cardington compartment fire test
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"António M. G. Lopes(Department of Mechanical Engineering, University of Coimbra); Gilberto C. Vaz(Department of Mechanical Engineering, ISEC, Polytechnic Institute of Coimbra); Aldina Santiago(University of Coimbra)"
] |
The present work reports on a numerical simulation of a compartment fire. The fire was modeled
using a simplified approach, where combustion is simulated as a volumetric heat release. Computations were
performed with the commercial code CFX 5.6. Radiation was modeled with a differential approximation (P1
model), while turbulence effects upon the mean gas flow were dealt with a SST turbulence model.
Simulations were carried out using a transient approach, starting at the onset of ignition. Results are provided
for the temperature field time evolution, thus allowing a direct comparison with the analytical and
experimental data. The high spatial resolution available for the results proved to be of great utility for a more
detailed analysis of the thermal impact on the steel structure.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475551
|
oai_dc
|
Experimental behaviours of steel tube confined concrete (STCC) columns
|
Experimental behaviours of steel tube confined concrete (STCC) columns
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Lin-Hai Han(Department of Civil Engineering, Tsinghua University); Guo-Huang Yao(College of Civil Engineering and Architecture, Fuzhou University); Zhi-Bo Chen(College of Civil Engineering and Architecture, Fuzhou University); Qing Yu(Institute of International Engineering Project Management, Tsinghua University)"
] |
In recent years, the use of steel tube confined concrete (STCC) columns has been the interests of
many structural engineers. The present study is an attempt to study the monotonic and cyclic behaviours of
STCC columns. For the monotonic behaviours, a series of tests on STCC stub columns (twenty one), and
beam-columns (twenty) were carried out. The main parameters varied in the tests are: (1) column section
types, circular and square; (2) tube diameter (or width) to thickness ratio, from 40 to 162, and (3) load
eccentricity ratio (e/r), from 0 to 0.5. For the cyclic behaviours, the test parameters included the sectional
types and the axial load level (n). Twelve STCC column specimens, including 6 specimens with circular
sections and 6 specimens with square sections were tested under constant axial load and cyclically increasing
flexural loading. Comparisons are made with predicted column strengths and flexural stiffness using the
existing codes. It was found that STCC columns exhibit very high levels of energy dissipation and ductility,
particularly when subjected to high axial loads. Generally, the energy dissipation ability of the columns with
circular sections was much higher than those of the specimens with square sections. Comparisons are made
with predicted column strengths and flexural stiffness using the existing codes such as AIJ-1997, AISCLRFD-
1994, BS5400-1979 and EC4-1994.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475556
|
oai_dc
|
Numerical modelling and codification of imperfections for cold-formed steel members analysis
|
Numerical modelling and codification of imperfections for cold-formed steel members analysis
|
{
"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” ); Viorel Ungureanu(Laboratory of Steel Structures, Romanian Academy, Timisoara Branch); Jacques Rondal(Department of Mechanics of Materials and Structures, University of Liége)"
] |
Buckling and post-buckling of cold-formed steel members are rather difficult to predict due to
material and geometrical non-linearity. However, numerical techniques have reached a level of maturity such
that many are now successfully undertaking ultimate strength analysis of cold-formed steel members. In
numerical non-linear analysis, both geometrical and material imperfections, have to be estimated and properly
used. They must be codified in terms of shape and magnitude. The presented paper represents a state-of-art
report, including relevant results obtained by the authors and collected from literature, on that problem.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475553
|
oai_dc
|
Behaviour of steel joints under fire loading
|
Behaviour of steel joints under fire loading
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Luís Simões da Silva(University of Coimbra); Aldina Santiago(University of Coimbra); Paulo Vila Real(University of Aveiro); David Moore(BCSA – British Constructional Steelwork Association, London, UK)"
] |
This paper presents a state-of-the-art on the behaviour of steel joints under fire loading and some
recent developments in this field, currently being carried out by the authors. Firstly, a review of the
experimental research work on steel joints is presented, subdivided into isolated member tests, sub-structure
tests and tests on complete building structures. Special emphasis is placed on the seventh Cardington test,
carried out by the authors within a collaborative research project led by the Czech Technical University in
Prague. Secondly, a brief review of various temperature distributions within a joint is presented, followed by a
discussion of the behaviour of isolated joints at elevated temperature, focussing on failure modes and
analytical procedures for predicting the moment-rotation behaviour of joints at elevated temperature. Finally,
a description of the coupled behaviour of joints as part of complete structures is presented, describing previous
work and investigations on real fire (including heating and cooling phases) currently being carried out by the
authors.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475548
|
oai_dc
|
Practical second-order analysis and design of single angle trusses by an equivalent imperfection approach
|
Practical second-order analysis and design of single angle trusses by an equivalent imperfection approach
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"S. L. Chan(The Hong Kong Polytechnic Univ.); S. H. Cho(Department of Civil and Structural Engineering,The Hong Kong Polytechnic University)"
] |
Steel angles are widely used in roof trusses as web and chord members and in lattice towers.
Very often angle members are connected eccentrically. As a result, not only an angle member is under an axial
force, but it is also subject to a pair of end eccentric moments. Moreover, the connection at each end provides
some fixity so neither pinned nor the fixed end represents the reality. Many national design codes allow for the
effects due to eccentricities by modifying the slenderness ratio and reducing the compressive strength of the
member. However, in practice, it is difficult to determine accurately the effective length. The concept behind
this method is inconsistent with strength design of members of other cross-sectional types such as I or box
sections of which the buckling strength is controlled by the Perry constant or the initial imperfection
parameters. This paper proposes a method for design of angle frames and trusses by the second-order analysis.
The equivalent initial imperfection-to-length ratios for equal and unequal angles to compensate the negligence
of initial curvatures, load eccentricities and residual stresses are determined in this paper. From the obtained
results, the values of imperfection-to-length ratios are suggested for design and analysis of angle steel trusses
allowing for member buckling strength based on the Perry-Robertson formula.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475384
|
oai_dc
|
A practical approach for fire safety design of fire-resistant steel members
|
A practical approach for fire safety design of fire-resistant steel members
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Guo-Qiang Li(Tongji University); Jun Ding(College of Civil Engineering, Tongji University); Y. Sakumoto(Nippon Steel Corp., 6-3, Otemachi 2-Chome, Chiyoda-ku, Tokyo)"
] |
Based on the test data of Nippon Steel Corporation, the formulas for calculating mechanical
properties of fire-resistant (FR) steel at elevated temperatures have been established. A practical approach for
fire safety design of FR steel members, including axially compressed members, flexural members and eccentrically
compressed members, is developed in this paper. Compared with the full-scale specimen experiments and
FEM numerical analysis, this practical approach for fire safety design of FR steel members is demonstrated to
be effective and precise.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475375
|
oai_dc
|
Behaviour of cold-formed steel hollow and concrete-filled members
|
Behaviour of cold-formed steel hollow and concrete-filled members
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"G. M. Samuel Knight(Anna University); H. Jane Helena(College of Engineering, Guindy, Anna University)"
] |
This paper presents the results of a series of tests carried out on hollow and concrete-filled coldformed
steel sections subjected to axial and bending forces. The effects of eccentricity ratio and strength of
in-fill on the behaviour of these sections were studied. A total of forty-eight medium sized columns and six
beams were tested to failure. Extensive measurements of material properties, strains, axial shortening and
lateral deflection were carried out. Interaction of local and overall buckling was observed in the tests. Failure
mode observations were local buckling coupled with overall buckling. A description of the specially fabricated
end fixtures for applying eccentric loading to the columns and to simulate pinned end condition is also presented.
The experimental results of hollow columns are compared with the existing Indian, British and American codes
of practice and the results of concrete-filled columns are compared with EC4 recommendations. It is seen that in
the case of hollow columns predictions based on British and American codes of practice and in the case of
concrete-filled columns predictions based on EC4 recommendations agree reasonably well with the
experimental results. From the experiments it is seen that the provision of in-fill substantially increases the
ultimate load carrying capacity of the order of one and a half to two times and the increase in strength of the
in-filled concrete from a low grade concrete of compressive strength 24.94 MPa to a high grade concrete of
compressive strength 33.26 MPa increases the ultimate load carrying capacity by one and a half times
irrespective of the eccentricity of loading.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475379
|
oai_dc
|
Finite element modeling of tubular truss bearings
|
Finite element modeling of tubular truss bearings
|
{
"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)"
] |
This paper reports on finite element analysis techniques that may be applied to the study of
circular hollow structural sections and related bearing connection geometries. Specifically, a connection detail
involving curved steel saddle bearings and a Structural Tee (ST) connected directly to a large-diameter
Hollow Structural Section (HSS) truss chord, near its open end, is considered. The modeling is carried out
using experimentally verified techniques. It is determined that the primary mechanism of failure involves a
flexural collapse of the HSS chord through plastification of the chord wall into a well-defined yield line
mechanism; a limit state for which a shell-based finite element model is well-suited to capture. It is also found
that classical metal plasticity material models may be somewhat limited in their applicability to steels in
fabricated tubular members.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475368
|
oai_dc
|
Experimental study on the behavior of CFT stub columns filled with PCC subject to concentric compressive loads
|
Experimental study on the behavior of CFT stub columns filled with PCC subject to concentric compressive loads
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"S. F. Stiemer(Department of Civil Engineering, University of British Columbia); Tae-Sup Moon(Department of Architectural Engineering, Hanyang University); Hyun-Sik Kang(Department of Architecture, Jinju National University, Korea); Seo-Hyung Lim(Department of Architecture, Jinju National University)"
] |
This paper presents an experimental study and its findings of the behavior of circular and square
stub columns filled with high strength concrete ( =49MPa) and polymer cement concrete (PCC) under
concentric compressive load. Twenty-four specimens were tested to investigate the effects of variations in the
tube shape (circular, square), wall thickness, and concrete type on the axial strength of stub columns. The
characteristics of CFT stub columns filled with two types of concrete were investigated in order to collect
the basic design data for using the PCC for the CFT columns. The experimental investigations included
consideration of the effects of the concrete fill on the failure mode, ultimate strength, initial stiffness and
deformation capacity. One of the key findings of this study was that circular section members filled with PCC
retain their structural resistance without reduction far beyond the ultimate capacity. The results presented in
this paper will provide experimental data to aid in the development of design procedures for the use of
advanced concretes in CFT columns. Additionally, these results give structural designers invaluable insight
into the realistic behavior of CFT columns.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475361
|
oai_dc
|
Buckling of sandwich cylindrical shells under axial loading
|
Buckling of sandwich cylindrical shells under axial loading
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Mitao Ohga(Ehime Univ., Japan); Aruna Sanjeewa Wijenayaka(Department of Civil and Environmental Engineering, Ehime University); James G. A. Croll(Department of Civil and Environmental Engineering, University Collage of London)"
] |
Important characteristics of the previously proposed reduced stiffness method and a summery of
its design curves for the buckling of the axially loaded sandwich cylindrical shells is presented. Comparison of
the lower bound obtained with FEM analysis with that from the reduced stiffness analysis shows that the
proposed reduced stiffness method can provide safe lower bounds for the buckling of geometrically imperfect,
axially loaded sandwich cylindrical shells. One of the attractive features of the reduced stiffness elastic lower
bound analysis is that it provides safe estimates of buckling loads that do not depend on the specification of
the precise magnitude of the imperfection spectra. As a result, designers can readily apply this method without
being worried about possible geometrical imperfections that might be generated during fabrication and
construction of sandwich cylindrical shells.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475135
|
oai_dc
|
Transverse load carrying capacity of sinusoidally corrugated steel web beams with web openings
|
Transverse load carrying capacity of sinusoidally corrugated steel web beams with web openings
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"G. Kiymaz(Istanbul Kultur University); E. Coskun(Department of Civil Engineering, Faculty of Engineering and Architecture, Istanbul Kultur University); C. Cosgun(Department of Civil Engineering, Faculty of Engineering and Architecture, Istanbul Kultur University); E. Seckin(Department of Civil Engineering, Faculty of Engineering and Architecture, Istanbul Kultur University)"
] |
The present paper presents a study on the behavior and design of corrugated web steel beams with
and without web openings. In the literature, the web opening problem in steel beams was dealt with mostly for
steel beams with plane web plates and research on the effect of an opening on a corrugated web was found out to
be very limited. The present study deals mainly with the effect of web openings on the transverse load carrying
capacity of steel beams with sinusoidally corrugated webs. A general purpose finite element program (ABAQUS)
was used. Simply supported corrugated web beams of 2 m length and with circular web openings at quarter span
points were considered. These points are generally considered to be the optimum locations of web openings for
steel beams. Various cases were analyzed including the size of the openings and the corrugation density which is
a function of the magnitude and length of the sine wave. Models without web holes were also analyzed and
compared with other cases which were all together examined in terms of load-deformation characteristics and
ultimate web shear resistance.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475130
|
oai_dc
|
Modelling of beam-to-column connections at elevated temperature using the component method
|
Modelling of beam-to-column connections at elevated temperature using the component method
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"N.H. Ramli Sulong(Department of Civil Engineering, University of Malaya); A.Y. Elghazouli(Department of Civil and Environmental Engineering, Imperial College London, SW7 2BU, UK); B.A. Izzuddin(Department of Civil and Environmental Engineering, Imperial College London, SW7 2BU, UK); N. Ajit(Department of Civil Engineering, University of Malaya, 50603 Kuala Lumpur, Malaysia)"
] |
In this paper, a nonlinear model is developed using the component method in order to represent
the response of steel connections under various loading conditions and temperature variations. The model is
capable of depicting the behaviour of a number of typical connection types including endplate forms
(extended and flush) and angle configurations (double web, top and seat, and combined top-seat-web) in both
steel and composite framed structures. The implementation is undertaken within the finite element program
ADAPTIC, which accounts for material and geometric nonlinearities. Verification of the proposed connection
model is carried out by comparing analytical simulations with available results of isolated joint tests for the
ambient case, and isolated joint as well as sub-frame tests for elevated temperature conditions. The findings
illustrate the reliability and efficiency of the proposed model in capturing the stiffness and strength properties
of connections, hence highlighting the adequacy of the component approach in simulating the overall joint
behaviour at elevated temperature.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475131
|
oai_dc
|
Finite element model for the long-term behaviour of composite steel-concrete push tests
|
Finite element model for the long-term behaviour of composite steel-concrete push tests
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"B. Uy(School of Engineering, University of Western Sydney); O. Mirza(School of Engineering, University of Western Sydney)"
] |
Composite steel-concrete structures are employed extensively in modern high rise buildings and
bridges. This concept has achieved wide spread acceptance because it guarantees economic benefits
attributable to reduced construction time and large improvements in stiffness. Even though the combination of
steel and concrete enhances the strength and stiffness of composite beams, the time-dependent behaviour of
concrete may weaken the strength of the shear connection. When the concrete loses its strength, it will transfer
its stresses to the structural steel through the shear studs. This behaviour will reduce the strength of the
composite member. This paper presents the development of an accurate finite element model using ABAQUS
to study the behaviour of shear connectors in push tests incorporating the time-dependent behaviour of
concrete. The structure is modelled using three-dimensional solid elements for the structural steel beam, shear
connectors, concrete slab and profiled steel sheeting. Adequate care is taken in the modelling of the concrete
behaviour when creep is taken into account owing to the change in the elastic modulus with respect to time.
The finite element analyses indicated that the slip ductility, the strength and the stiffness of the composite
member were all reduced with respect to time. The results of this paper will prove useful in the modelling of
the overall composite beam behaviour. Further experiments to validate the models presented herein will be
conducted and reported at a later stage.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475142
|
oai_dc
|
A parametric study on buckling loads and tension field stress patterns of steel plate shear walls concerning buckling modes
|
A parametric study on buckling loads and tension field stress patterns of steel plate shear walls concerning buckling modes
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M. Azhari(Department of Civil Engineering, Isfahan University of Technology, Isfahan); P. Memarzadeh(Department of Civil Engineering, Isfahan University of Technology); M.M. Saadatpour(Department of Civil Engineering, Isfahan University of Technology)"
] |
A Steel Plate Shear Wall (SPSW) is a lateral load resisting system consisting of an infill plate
located within a frame. When buckling occurs in the infill plate of a SPSW, a diagonal tension field is formed
through the plate. The study of the tension field behavior regarding the distribution and orientation patterns of
principal stresses can be useful, for instance to modify the basic strip model to predict the behavior of SPSW
more accurately. This paper investigates the influence of torsional and out-of-plane flexural rigidities of
boundary members (i.e. beams and columns) on the buckling coefficient as well as on the distribution and
orientation patterns of principal stresses associated with the buckling modes. The linear buckling equations in
the sense of von-Karman have been solved in conjunction with various boundary conditions, by using the Ritz
method. Also, in this research the effects of symmetric and anti-symmetric buckling modes and complete
anchoring of the tension field due to lacking of in-plane bending of the beams as well as the aspect ratio of
plate on the behavior of tension field and buckling coefficient have been studied.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475127
|
oai_dc
|
Experimental and numerical investigations into the composite behaviour of steel frames and precast concrete infill panels with window openings
|
Experimental and numerical investigations into the composite behaviour of steel frames and precast concrete infill panels with window openings
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"P.A. Teeuwen(Eindhoven University of Technology, Eindhoven); C.S. Kleinman(Eindhoven University of Technology, Eindhoven); H.H. Snijder(Eindhoven University of Technology, Eindhoven); H. Hofmeyer(Eindhoven University of Technology, Eindhoven)"
] |
As an alternative for conventional structures for tall buildings, a hybrid lateral load resisting
structure has been designed, enabling the assembly of tall buildings directly from a truck. It consists of steel
frames with discretely connected precast concrete infill panels provided with window openings. Besides the
stiffening and strengthening effect of the infill panels on the frame structure, economical benefits may be derived
from saving costs on materials and labour, and from reducing construction time. In order to develop design rules
for this type of structure, the hybrid infilled frame has recently been subjected to experimental and numerical
analyses. Ten full-scale tests were performed on one-storey, one-bay, 3 by 3 m infilled frame structures, having
different window opening geometries. Subsequently, the response of the full-scale experiments was simulated
with the finite element program DIANA. The finite element simulations were performed taking into account
non-linear material characteristics and geometrical non-linearity. The experiments show that discretely
connected precast concrete panels provided with a window opening, can significantly improve the performance
of steel frames. A comparison between the full-scale experiments and simulations shows that the finite element
models enable simulating the elastic and plastic behaviour of the hybrid infilled frame.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475047
|
oai_dc
|
Fatigue experiment of stud welded on steel plate for a new bridge deck system
|
Fatigue experiment of stud welded on steel plate for a new bridge deck system
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Jin-Hee Ahn(School of Civil and Environmental Engineering, Yonsei University); 김상효(Yonsei University, Korea); Youn-Ju Jeong(Korea Institute of Construction Technology)"
] |
This paper presents push-out tests of stud shear connectors to examine their fatigue behavior
for developing a new composite bridge deck system. The fifteen push-out specimens of D16 mm stud
welded on 9 mm steel plate were fabricated according to Eurocode-4, and a series of fatigue endurance test
and residual strength test were performed. Additionally, the stiffness and strength variations by cyclic
loading were compared. The push-out test, when the stiffness reduction ratio of the specimens was 0.95
under cyclic load, resulted in the failure of the studs. The stiffness variation of the push-out specimens
additionally showed that the application of cyclic loads reduced the residual strength. The fatigue strength
of the shear connectors were compared with the design values specified in the Eurocode-4, ASSHTO
LRFD and JSSC codes. The comparison result showed that the fatigue endurance of the specimens satisfies
the design values of these codes.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475041
|
oai_dc
|
Viscoelastic behavior on composite beam using nonlinear creep model
|
Viscoelastic behavior on composite beam using nonlinear creep model
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Sung-Yeop Jung(Pyunghwa Institute of Construction Technology); 김남일(세종대학교); 신동구(명지대학교)"
] |
The purpose of this study is to predict and investigate the time-dependent creep behavior of composite materials. For this, firstly the evaluation method for the modulus of elasticity of whole fiber and matrix is presented from the limited information on fiber volume fraction using the singular value decomposition method. Then, the effects of fiber volume fraction on modulus of elasticity of GFRP are verified. Also, as a creep model, the nonlinear curve fitting method based on the Marquardt algorithm is proposed. Using the existing Findley’s power creep model and the proposed creep model, the effect of fiber volume fraction on the nonlinear creep behavior of composite materials is verified. Then, for the timedependent analysis of a composite material subjected to uniaxial tension and simple shear loadings, a userprovided subroutine UMAT is developed to run within ABAQUS. Finally, the creep behavior of center loaded beam structure is investigated using the Hermitian beam elements with shear deformation effect and with time-dependent elastic and shear moduli.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475046
|
oai_dc
|
Shear transfer mechanisms in composite columns: an experimental study
|
Shear transfer mechanisms in composite columns: an experimental study
|
{
"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)"
] |
In the design of concrete filled composite columns, it is assumed that the load transfer between
the steel tube and concrete core has to be achieved by the natural bond. However, it is important to investigate
the mechanisms of shear transfer due to the possibility of steel-concrete interface separation. This paper deals
with the contribution of headed stud bolt shear connectors and angles to improve the shear resistance of the
steel-concrete interface using push-out tests. In order to determine the influence of the shear connectors,
altogether three specimens of concrete filled composite column were tested: one without mechanical shear
connectors, one with four stud bolt shear connectors and one with four angles. The experimental results
showed the mechanisms of shear transfer and also the contribution of the angles and stud bolts to the shear
resistance and the force transfer capacity.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001475056
|
oai_dc
|
Behaviour of axially loaded RC columns strengthened by steel angles and strips
|
Behaviour of axially loaded RC columns strengthened by steel angles and strips
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"J. M. Adam(Universidad Politecnica de Valencia); S. Ivorra(Universidad de Alicante); E. Giménez(Universidad Politecnica de Valencia); J. J. Moragues(Universidad Politecnica de Valencia); P. Miguel(Universidad Politecnica de Valencia); C. Miragall(Universidad Politecnica de Valencia); P. A. Calderón(Universidad Politecnica de Valencia)"
] |
This paper presents the development of some numerical models based on the results of laboratory tests performed on axially loaded RC columns strengthened with steel angles and strips.
These numerical models consider the nonlinearity of the building materials and the effects of the contact interfaces between different materials. The results of the finite element models accurately describe the general behaviour of the strengthened columns. This study allows engineers to assess the relative importance of the mechanisms acting on the strengthened RC columns. Constructive recommendations are also provided in this paper.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001474983
|
oai_dc
|
Minimum-weight design of non-linear steel frames using combinatorial optimization algorithms
|
Minimum-weight design of non-linear steel frames using combinatorial optimization algorithms
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M. S. Hayalioglu(Department of Civil Engineering, Dicle University, 21280, Diyarbakir, Turkey)"
] |
Two combinatorial optimization algorithms, tabu search and simulated annealing, are presented
for the minimum-weight design of geometrically non-linear steel plane frames. The design algorithms obtain
minimum weight frames by selecting suitable sections from a standard set of steel sections such as American
Institute of Steel Construction (AISC) wide-flange (W) shapes. Stress constraints of AISC Load and Resistance
Factor Design (LRFD) specification, maximum and interstorey drift constraints and size constraints for
columns were imposed on frames. The stress constraints of AISC Allowable Stress Design (ASD) were also
mounted in the two algorithms. The comparisons between AISC-LRFD and AISC-ASD specifications were
also made while tabu search and simulated annealing were used separately. The algorithms were applied to the
optimum design of three frame structures. The designs obtained using tabu search were compared to those
where simulated annealing was considered. The comparisons showed that the tabu search algorithm yielded
better designs with AISC-LRFD code specification.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001474985
|
oai_dc
|
Torsional rigidity of arbitrarily shaped composite sections by hybrid finite element approach
|
Torsional rigidity of arbitrarily shaped composite sections by hybrid finite element approach
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Kutlu Darllmaz(Istanbul Technical University, Faculty of Civil Engineering, 34469, Istanbul, Turkey); Engin Orakdogen(Technical University of Istanbul); Konuralp Girgin(Istanbul Technical University); Semih Kucukarslan(Istanbul Technical University, Faculty of Art & Letters, Department of Engineering Sciences,)"
] |
The purpose of this study is to calculate the torsional rigidity of arbitrarily shaped composite
sections on the basis of hybrid finite element approach. An analogy is used between the torsion problem and
deformation of a plate which exhibits only shear behavior. In the analysis a simple hybrid finite element based
on Hellinger-Reissner functional is presented and a set of numerical examples are performed to demonstrate
and asses the performance of the developed element in practical applications.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001474987
|
oai_dc
|
A technique for optimally designing fibre-reinforced laminated structures for minimum weight with manufacturing uncertainties accounted for
|
A technique for optimally designing fibre-reinforced laminated structures for minimum weight with manufacturing uncertainties accounted for
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M. Walker(Centre for Advanced Materials, Design & Manufacture Research,)"
] |
A methodology to design symmetrically laminated fibre-reinforced structures under transverse
loads for minimum weight, with manufacturing uncertainty in the ply angle, is described. The ply angle and
the ply thickness are the design variables, and the Tsai-Wu failure criteria is the design constraint
implemented. It is assumed that the probability of any tolerance value occurring within the tolerance band,
compared with any other, is equal, and thus the approach is a worst-case scenario approach. The finite element
method, based on Mindlin plate and shell theory, is implemented, and thus effects like bending-twisting
coupling are accounted for. The Golden Section method is used as the search algorithm, but the methodology
is flexible enough to allow any appropriate finite element formulation, search algorithm and failure criterion to
be substituted. In order to demonstrate the procedure, laminated plates with varying aspect ratios and
boundary conditions are optimally designed and compared.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001474981
|
oai_dc
|
Cross-section classification of elliptical hollow sections
|
Cross-section classification of elliptical hollow sections
|
{
"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,); T. M. Chan(Department of Civil and Environmental Engineering, Imperial College London,)"
] |
Tubular construction is widely used in a range of civil and structural engineering applications.
To date, the principal product range has comprised square, rectangular and circular hollow sections.
However, hot-rolled structural steel elliptical hollow sections have been recently introduced and offer
further choice to engineers and architects. Currently though, a lack of fundamental structural performance
data and verified structural design guidance is inhibiting uptake. Of fundamental importance to structural
metallic design is the concept of cross-section classification. This paper proposes slenderness parameters
and a system of cross-section classification limits for elliptical hollow sections, developed on the basis of
laboratory tests and numerical simulations. Four classes of cross-sections, namely Class 1 to 4 have been
defined with limiting slenderness values. For the special case of elliptical hollow sections with an aspect
ratio of unity, consistency with the slenderness limits for circular hollow sections in Eurocode 3 has been
achieved. The proposed system of cross-section classification underpins the development of further design
guidance for elliptical hollow sections.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001474984
|
oai_dc
|
An analytical-numerical procedure for cracking and time-dependent effects in continuous composite beams under service load
|
An analytical-numerical procedure for cracking and time-dependent effects in continuous composite beams under service load
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"A.K. Nagpal(Indian Institute of Technology Delhi); Sandeep Chaudhary(Department of Civil Engineering, Indian Institute of Technology, Delhi, Hauz Khas, New Delhi 110016,); Umesh Pendharkar(Department of Civil Engineering, Indian Institute of Technology, Delhi, Hauz Khas, New Delhi 110016,)"
] |
An analytical-numerical procedure has been presented in this paper to take into account the nonlinear
effects of concrete cracking and time-dependent effects of creep and shrinkage in the concrete portion
of the continuous composite beams under service load. The procedure is analytical at the element level and
numerical at the structural level. The cracked span length beam element consisting of uncracked zone in
middle and cracked zones near the ends has been proposed to reduce the computational effort. The
progressive nature of cracking of concrete has been taken into account by division of the time into a number of
time intervals. Closed form expressions for stiffness matrix, load vector, crack lengths and mid-span
deflection of the beam element have been presented in order to reduce the computational effort and bookkeeping.
The procedure has been validated by comparison with the experimental and analytical results
reported elsewhere and with FEM. The procedure can be readily extended for the analysis of composite
building frames where saving in computational effort would be very considerable.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001476165
|
oai_dc
|
Influence of viscous phenomena on steel-concrete composite beams with normal or high performance slab
|
Influence of viscous phenomena on steel-concrete composite beams with normal or high performance slab
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M. Fragiacomo(Univ. of Trieste); C. Amadio(University of Trieste); L. Macorini(Department of Civil Engineering, University of Trieste)"
] |
The aim of the paper is to present some results about the influence of rheological phenomena on
steel-concrete composite beams. Both the cases of slab with normal and high performance concrete for one
and two-span beams are analysed. A new finite element model that allows taking into account creep, shrinkage
and cracking in tensile zones for concrete, along with non-linear behaviour of connection, steel beam and
reinforcement, has been used. The main parameters that affect the response of the composite beam under the
service load are highlighted. The influence of shrinkage on the slip over the supports is analysed, together with
the cracking along the beam. At last, by performing a collapse analysis after a long-term analysis, the influence of
rheological phenomena on the ductility demand of connection and reinforcement is analysed.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001476196
|
oai_dc
|
Cyclic tests on bolted steel and composite double-sided beam-to-column joints
|
Cyclic tests on bolted steel and composite double-sided beam-to-column joints
|
{
"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” ); Adrian Liviu Ciutina(Faculty of Civil Engineering and Architecture,“Politehnica” University of Timisoara); Aurel Stratan(Faculty of Civil Engineering and Architecture,“Politehnica” University of Timisoara)"
] |
This paper summarises results of the research performed at the Department of Steel Structures
and Structural Mechanics from the “Politehnica” University of Timisoara, Romania, in order to evaluate the
performance of beam-to-column extended end plate connections for steel and composite joints. It comprises
laboratory tests on steel and composite joints, and numerical modelling of joints, based on tests. Tested joints
are double-sided, with structural elements realised of welded steel sections. The columns are of cruciform
cross-section, while the beams are of I section. Both monotonic and cyclic loading, symmetrically and antisymmetrically,
has been applied. On the basis of tested joints, a refined computer model has been calibrated
using a special connection element of the computer code DRAIN 2DX. In this way, a static/dynamic structural
analysis of framed structures with real characteristics of the beam to column joints is possible.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001476175
|
oai_dc
|
Buckling analysis of composite plates using differential quadrature method (DQM)
|
Buckling analysis of composite plates using differential quadrature method (DQM)
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M. Darvizeh(Faculty of Mechanical Engineering, Guilan University Rasht); A. Darvizeh(Faculty of Mechanical Engineering, Guilan University Rasht); C.B. Sharma(Department of Mathmatics, UMIST)"
] |
The differential quadrature method (DQM) is a numerical technique of rather recent origin,
which by its continually increasing applications in different problems of engineering, is a competing
alternative to the conventional numerical techniques for the solution of initial and boundary value
problems. The work of this paper concerns the application of the DQM in the area of the buckling of multi
layered orthotropic composite plates with various boundary conditions the buckling of multi layered
composite plates with constant and variable thickness under axial compressive static loading is considered.
The effects of fiber orientation and boundary conditions on static behavior of composite plates are
presented .The comparison of results from the present method and those obtained from NISA II software
shows the accuracy and reliability of this method.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001476183
|
oai_dc
|
Seismic performance evaluation for steel MRF: non linear dynamic and static analyses
|
Seismic performance evaluation for steel MRF: non linear dynamic and static analyses
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"B. Calderoni(Department of Analysis and Structural Design, University of Naples “Federico II”); Z. Rinaldi(DiMSAT, University of Cassino)"
] |
The performance of steel MRF with rigid connections, proportioned by adopting different capacity
design criteria, is evaluated in order to highlight the effectiveness of static non-linear procedure in predicting the
structural seismic behavior. In the framework of the performance-based design, some considerations are made on
the basis of the results obtained by both dynamic time histories and push-over analyses, particularly with
reference to the damage level and the structure ability to withstand a strong earthquake.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001476190
|
oai_dc
|
Tests of concrete-filled double skin CHS composite stub columns
|
Tests of concrete-filled double skin CHS composite stub columns
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Xiao-Ling Zhao(Monash University, Australia); Raphael Grzebieta(Department of Civil Engineering, Monash University); Mohamed Elchalakani(Department of Civil Engineering, Monash University)"
] |
This paper describes a series of compression tests carried out on concrete filled double skin
tubes (CFDST). Both outer and inner tubes are cold-formed circular hollow sections (CHS). Six section sizes
were chosen for the outer tubes with diameter-to-thickness ratio ranging from 19 to 57. Two section sizes are
chosen for the inner tubes with diameter-to-thickness ratio of 17 and 33. The failure modes, strength, ductility
and energy absorption of CFDST are compared with those of empty single skin tubes. Increased ductility and
energy absorption have been observed for CFDST especially for those having slender outer tubes with larger
diameter-to-thickness ratio. Predictions from several theoretical models are compared with the ultimate
strength of CFDST stub columns obtained in the tests. The proposed formula was found to be in good
agreement with the experimental data.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001354399
|
oai_dc
|
A new model for transient heat transfer model on external steel elements
|
A new model for transient heat transfer model on external steel elements
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"J.A. Chica(Construction Unit of the Research & Development Centre LABEIN-Tecnalia); F. Morente(Construction Unit of the Research & Development Centre LABEIN-Tecnalia)"
] |
The Eurocode system provides limited information regarding the structural fire design of external steel structures. Eurocode 1 provides thermal action for external member but only in steady-state conditions. On the other hand, Eurocode 3 provides a methodology to determine heat transfer to external
steelwork, but there is no distinction in cross section shapes and, in addition, the calculated temperature distribution is assumed to be uniform in the cross section. This paper presents the results of a research carried
out to develop a new transient heat transfer model for external steel elements to improve the current approach of the Eurocodes. This research was carried out as part of the project EXFIRE “Development of design rules for the fire behaviour of external steel structures”, funded by the European Research Programme of the Research Fund for Coal and Steel (RFCS).
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001354428
|
oai_dc
|
Slab panel vertical support and tensile membrane action in fire
|
Slab panel vertical support and tensile membrane action in fire
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Anthony K. Abu(University of Sheffield); Ian W. Burgess(University of Sheffield); Roger J. Plank(University of Sheffield)"
] |
The increasing use of performance-based approaches in structural fire engineering design of multi-storey composite buildings has prompted the development of various tools to help quantify the influence of tensile membrane action in composite slabs at elevated temperatures. One simplified method which has emerged is the Bailey-BRE membrane action method. This method predicts slab capacities in fire by analysing rectangular slab panels supported on edges which resist vertical deflection. The task of providing
the necessary vertical support, in practice, requires protecting a panel’s perimeter beams to achieve temperatures of no more than 620°C at the required fire resistance time. Hence, the integrity of this support
becomes critical as the slab and the attached beams deflect, and large deflections of the perimeter beams may lead to a catastrophic failure of the structure. This paper presents a finite element investigation into the effects
of vertical support along slab panel boundaries on the slab behaviour in fire. It examines the development of the membrane mechanism for various degrees of edge-beam protection, and makes comparisons with predictions of the membrane action design method and various acceptance criteria.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001354466
|
oai_dc
|
Design of corrugated sheets exposed to fire
|
Design of corrugated sheets exposed to fire
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Zden k Sokol(Czech Technical University); František Wald(Czech Technical University in Prague, Czech Republic); Petra Kallerová(Czech Technical University)"
] |
This paper presents results of fire tests on corrugated sheets used as load bearing structure of roofs of industrial buildings. Additional tests of bolted sheet connections to the supporting structure at ambient and elevated temperatures are described. Three connection types were tested and their resistance, stiffness and deformation capacity was evaluated. Finite element simulations of the corrugated sheet based on the experimental observations are briefly described and design models are presented.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001354514
|
oai_dc
|
Experimental investigation of the behaviour of a steel sub-frame under a natural fire
|
Experimental investigation of the behaviour of a steel sub-frame under a natural fire
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Aldina Santiago(University of Coimbra); Luís Simões da Silva(University of Coimbra); Gilberto Vaz(ISEC - Polytechnic Institute of Coimbra); Paulo Vila Real(University of Aveiro); António Gameiro Lopes(University of Coimbra)"
] |
This paper details a testing facility (“NATURAL FIRE FACILITY”) that allows closelycontrolled experimental testing on full-scale sub-frames while reproducing the spatially transient temperature conditions measured in real fires. Using this test facility, an experimental investigation of six steel sub-frames under a natural fire was carried out at the Department of Civil Engineering of the University of Coimbra. The main objective of these tests was to provide insight into the influence of these connection types on the
behaviour of steel sub-structures under fire. The experimental layout is defined by two thermally insulated HEA300 columns and an unprotected IPE300 beam with 5.7 m span, supporting a composite concrete slab.
Beam-to-column connections are representative of the most common joint type used on buildings: welded joints and extended, flush and partial depth plate. Finally, the available results are presented and discussed:
evolution of the steel temperature; development of displacements and local deformations and failure modes on the joints zone.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001354380
|
oai_dc
|
Experimental studies and numerical analysis of the shear behavior of fin plates to tubular columns at ambient and elevated temperatures
|
Experimental studies and numerical analysis of the shear behavior of fin plates to tubular columns at ambient and elevated temperatures
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M.H. Jones(University of Manchester); Y.C. Wang(University of Manchester)"
] |
This paper reports the results of a recent experimental study into the behavior of welded finplate connections to both hollow and concrete filled tubular (CFT) columns under shear. Experiments have been performed at both ambient and elevated temperatures with the aid of an electric kiln. The observed failure modes include fracture of the fin plate and tearing out of the tube around the welds. By considering the results of previously published research, the current design method for similar connections under purely
tensile load, in CIDECT Guide 9, based on a deformation limit of 3% of the tube width is shown to be inadequate when evaluating the ultimate strength of such connections. By comparing the results from the current test program which failed in the fin-plate with Eurocode guidance for failure of a fin-plate alone under shear and bending load it is shown that the column face influences the overall connection strength regardless of failure mode. Concrete in-fill is observed to significantly increase the strength of connections over empty specimens, and circular column specimens were observed to exhibit greater strength than similarly proportioned
square columns. A finite element (F.E.) model, developed using ABAQUS, is presented and validated against the experimental results in order that extensive parametric tests may be subsequently performed. When
validating the model against elevated temperature tests it was found that using reduction factors suggested in published research for the specific steel grades improved results over applying the generic Eurocode elevated
temperature steel strength reduction factors.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001395015
|
oai_dc
|
Stochastic finite element analysis of structural systems with partially restrained connections subjected to seismic loads
|
Stochastic finite element analysis of structural systems with partially restrained connections subjected to seismic loads
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Özlem Çavdar(Gumushane University); Alemdar Bayraktar(Karadeniz Technical Univ.); Ahmet Çavdar(Gumushane University); Murat Emre Kartal(Zonguldak Karaelmas University)"
] |
The present paper investigates the stochastic seismic responses of steel structure systems with Partially Restrained (PR) connections by using Perturbation based Stochastic Finite Element (PSFEM) method. A stiffness matrix formulation of steel systems with PR connections and PSFEM and MCS formulations of structural systems are given. Based on the formulations, a computer program in FORTRAN language has been developed, and stochastic seismic analyses of steel frame and bridge systems have been performed for different types of connections. The connection parameters, material and geometrical properties are assumed to be random variables in the analyses. The Kocaeli earthquake occurred in 1999 is considered as a ground motion. The connection parameters, material and geometrical properties are considered to be random variables. The efficiency and accuracy of the proposed SFEM algorithm are validated by comparison with results of Monte Carlo simulation (MCS) method.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001395019
|
oai_dc
|
An experiment on compressive profile of the unstiffened steel plate-concrete structures under compression loading
|
An experiment on compressive profile of the unstiffened steel plate-concrete structures under compression loading
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"최병정(경기대학교); Han, Hong Soo(Kyonggi University)"
] |
This study intends to examine the characteristics of compressive behavior and conducts comparative analysis between normal compressive strength under existing equations (LRFD, ACI 318, EC 4) and experimental the maximum compressive strength from the compression experiment for the unstiffened steel plate-concrete structures. The six specimens were made to evaluate the constraining factor (ξ) and width ratio (β) effects subjected to the compressive monotonic loading. Based on this experiments, the following conclusions could be made: first, compressive behaviors of the specimens from the finite element analysis closely agreed with the ones from the actual experiments; second, the higher the width ratio (β) was, the lower the ductility index (DI) was; and third, the test results showed the maximum compressive strength with a margin by 7% compared to the existing codes.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001395023
|
oai_dc
|
Prediction on the fatigue life of butt-welded specimens using artificial neural network
|
Prediction on the fatigue life of butt-welded specimens using artificial neural network
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"김경남(충북대학교); 이성행(Pusan National University); 정경섭(Chungbuk National University)"
] |
Fatigue tests for extremely thick plates require a great deal of manufacturing time and are expensive to perform. Therefore, if predictions could be made through simulation models such as an artificial neural network (ANN), manufacturing time and costs could be greatly reduced. In order to verify the effects of fatigue strength depending on the various factors in SM520C-TMC steels, this study constructed an ANN and conducted the learning process using the parameters of calculated stress concentration factor, thickness and input heat energy, etc. The results showed that the ANN could be applied to the prediction of fatigue life.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001395022
|
oai_dc
|
Optimum design of geometrically non-linear steel frames with semi-rigid connections using a harmony search algorithm
|
Optimum design of geometrically non-linear steel frames with semi-rigid connections using a harmony search algorithm
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"S.O. Degertekin(Dicle University); M.S. Hayalioglu(Dicle University); H. Gorgun(Dicle University)"
] |
The harmony search method based optimum design algorithm is presented for geometrically non-linear semi-rigid steel frames. Harmony search method is recently developed metaheuristic algorithm which simulates the process of producing a musical performance. The optimum design algorithm aims at obtaining minimum weight steel frames by selecting from standard set of steel sections such as European wide flange beams (HE sections). Strength constraints of Turkish Building Code for Steel Structures (TS648) specification and displacement constraints were used in the optimum design formulation. The optimum design algorithm takes into account both the geometric non-linearity of the frame members and the semi-rigid behaviour of the beam-to-column connections. The Frye-Morris polynomial model is used to calculate the moment- rotation relation of beam-to-column connections. The robustness of harmony search algorithm, in comparison with genetic algorithms, is verified with two benchmark examples. The comparisons revealed that the harmony search algorithm yielded not only minimum weight steel frames but also required less computational effort for the presented examples.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001395025
|
oai_dc
|
Experimental and analytical studies on one-way concrete slabs reinforced with GFRP molded gratings
|
Experimental and analytical studies on one-way concrete slabs reinforced with GFRP molded gratings
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Shokrieh Mahmood Mehrdad(Iran University of Science and Technology); Heidari-Rarani Mohammad(Iran University of Science and Technology)"
] |
Corrosion of steel rebars in bridge decks which are faced to harsh conditions, is a common problem in construction industries due to the porosity of concrete. In this research, the behavior of one-way concrete slabs reinforced with Glass fiber reinforced polymer (GFRP) molded grating is investigated both theoretically and experimentally. In the analytical method, a closed-form solution for load-deflection behavior of a slab under four-point bending condition is developed by considering a concrete slab as an orthotropic plate and defining stiffness coefficients in principal directions. The available formulation for concrete reinforced with steel is expanded for concrete reinforced with GFRP molded grating to predict ultimate failure load. In finite element modeling, an exact nonlinear behavior of concrete along with a 3-D failure criterion for cracking and crushing are considered in order to estimate the ultimate failure load and the initial cracking load. Eight concrete slabs reinforced with steel and GFRP grating in various thicknesses are also tested to verify the results. The obtained results from the models and experiments are relatively satisfactory.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001489167
|
oai_dc
|
Finite element evaluation of the strength behaviour of high-strength steel column web in transverse compression
|
Finite element evaluation of the strength behaviour of high-strength steel column web in transverse compression
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Ana M. Girão Coelho(Departamento de Engenharia Civil, Instituto Superior de Engenharia de Coimbra); Frans S.K. Bijlaard(Institute of Computers and Systems Engineering of Coimbra (INESC-Coimbra),)"
] |
In current European Standard EN 1993, the moment-rotation characteristics of beam-to-column joints made from steel with a yield stress > 460MPa are obtained from elastic design procedures. The strength of the joint basic components, such as the column web subject to local transverse compression, is thus limited to the yield resistance rather than the plastic resistance. With the recent developments of higher strength steel grades, the need for these restrictions should be revisited. However, as the strength of the steel is increased, the buckling characteristics become more significant and thus instability phenomena may govern the design. This paper summarizes a comprehensive set of finite element parametric studies pertaining to the strength behaviour of high-strength steel unstiffened I-columns in transverse compression. The paper outlines the implementation and validation of a three-dimensional finite element model and presents the relevant numerical test results. The finite element predictions are evaluated against the strength values anticipated by the EN 1993 for conventional steel columns and recommendations are made for revising the specifications.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001489166
|
oai_dc
|
Experimental studies on composite beams with high-strength steel and concrete
|
Experimental studies on composite beams with high-strength steel and concrete
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Huiling Zhao(School of Civil Engineering, Tianjin University, China); Yong Yuan(Department of Geotechnical Engineering, Tongji University, China)"
] |
This paper presents the experimental studies of the flexural behavior of steel-concrete composite beams. Herein, steel-concrete composite beams were constructed with a welded steel I section beam and concrete slab with different material strength. Four simply supported composite beams subjected to two-point concentrated loads were tested and compared to investigate the effect of high strength engineering materials on the overall flexural response, including failure modes, load deflection behavior, strain response and interface slip. The experimental results show that the moment capacity of composite beams has been improved effectively when high-strength steel and concrete are used. Comparisons of the ultimate flexural strength of beams tested are then made with the calculated results according to the methods specified in guideline Eurocode 4. The ultimate flexural strength based on current codes may be slightly unconservative for predicating the moment capacity of composite beams with high-strength steel or concrete.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001489170
|
oai_dc
|
Study on behavior of T-section modular composite profiled beams
|
Study on behavior of T-section modular composite profiled beams
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"류수현(삼육대학교)"
] |
In this study, specimens were made with profile thicknesses and shear reinforcement as parameters.
The bending and shear behavior were checked, and comparative analysis was conducted of the results and the theoretical values in order to see the applicability of T-section Modular Composite Profiled Beams (TMPB).
In TMPB, the profiles of formwork functions play a structural role resisting the load. Also, the module concept, which is introduced into TMPB, has advantages: it can be mass-produced in a factory, it is lighter than an existing H-beam, it can be fabricated on the spot, and its section size is freely adjustable. The T1specimens exhibited ductile behavior, where the whole section displayed strain corresponding to yielding strain at least without separation between modules. They also exhibited maximum strength similar to the theoretical values even if shear reinforcement was not applied, due to the marginal difference between shear strength and maximum bending monment of the concrete section. A slip between modules was incurred by shear failure of the bolts in all specimens, excluding the T1 specimen, and therefore bending moment could not be fully displayed.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001489168
|
oai_dc
|
Finite element analysis of CFT columns subjected to pure bending moment
|
Finite element analysis of CFT columns subjected to pure bending moment
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"H.-T. Hu(Department of Civil Engineering and Sustainable Environment Research Center); F.-C. Su(Department of Civil Engineering and Sustainable Environment Research Center); M. Elchalakani(School of Architectural, Civil and Mechanical Engineering, Victoria University)"
] |
Proper material constitutive models for concrete-filled tube (CFT) columns of circular cross section and subjected to pure bending moment are proposed. These material models are implemented into the Abaqus finite element program and verified against experimental data. It has been shown that the steel tube does not provide good confining effect to the concrete core when the CFT columns is subjected to pure bending moment. When the diameter-to-thickness ratio of the CFT columns is small, the behavior of the CFT column is the same as the steel tube without a concrete core.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001489169
|
oai_dc
|
Air blast load generation for simulating structural response
|
Air blast load generation for simulating structural response
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Emily L. Guzas(School of Civil and Env. Eng., Cornell University, Ithaca, NY, USA); Christopher J. Earls(School of Civil and Env. Eng., Cornell University, Ithaca, NY, USA)"
] |
The current research presents a detailed methodology for generating air blast loading for use within a finite element context. Parameters describing blast overpressure loading on a structure are drawn from open literature sources and incorporated within a blast load generation computer code developed for this research. This open literature approach lends transparency to the details of the blast load modeling, as compared with many commonly used approaches to blast load generation, for which the details are not publicly available. As a demonstration, the load generation code is used with the finite element software LS-DYNA to simulate the response of a steel plate and girder subjected to explosions modeled using these parameters as well as blast parameters from other sources.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001424573
|
oai_dc
|
Experimental and numerical investigations into the composite behaviour of steel frames and precast concrete infill panels with window openings
|
Experimental and numerical investigations into the composite behaviour of steel frames and precast concrete infill panels with window openings
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"P.A. Teeuwen(Eindhoven University of Technology, Eindhoven, the Netherlands); C.S. Kleinman(Eindhoven University of Technology, Eindhoven, the Netherlands); H.H. Snijder(Eindhoven University of Technology, Eindhoven, the Netherlands); H. Hofmeyer(Eindhoven University of Technology, Eindhoven, the Netherlands)"
] |
As an alternative for conventional structures for tall buildings, a hybrid lateral load resisting structure has been designed, enabling the assembly of tall buildings directly from a truck. It consists of steel frames with discretely connected precast concrete infill panels provided with window openings. Besides the stiffening and strengthening effect of the infill panels on the frame structure, economical benefits may be derived from saving costs on materials and labour, and from reducing construction time. In order to develop design rules for this type of structure, the hybrid infilled frame has recently been subjected to experimental and numerical analyses. Ten full-scale tests were performed on one-storey, one-bay, 3 by 3 m infilled frame structures, having different window opening geometries. Subsequently, the response of the full-scale experiments was simulated with the finite element program DIANA. The finite element simulations were performed taking into account non-linear material characteristics and geometrical non-linearity. The experiments show that discretely connected precast concrete panels provided with a window opening, can significantly improve the performance of steel frames. A comparison between the full-scale experiments and simulations shows that the finite element models enable simulating the elastic and plastic behaviour of the hybrid infilled frame.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001424640
|
oai_dc
|
A parametric study on buckling loads and tension field stress patterns of steel plate shear walls concerning buckling modes
|
A parametric study on buckling loads and tension field stress patterns of steel plate shear walls concerning buckling modes
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"P. Memarzadeh(Department of Civil Engineering, Isfahan University of Technology, Isfahan, Iran); M. Azhari(Department of Civil Engineering, Isfahan University of Technology, Isfahan, Iran); M.M. Saadatpour(Department of Civil Engineering, Isfahan University of Technology, Isfahan, Iran)"
] |
A Steel Plate Shear Wall (SPSW) is a lateral load resisting system consisting of an infill plate located within a frame. When buckling occurs in the infill plate of a SPSW, a diagonal tension field is formed through the plate. The study of the tension field behavior regarding the distribution and orientation patterns of principal stresses can be useful, for instance to modify the basic strip model to predict the behavior of SPSW more accurately. This paper investigates the influence of torsional and out-of-plane flexural rigidities of boundary members (i.e. beams and columns) on the buckling coefficient as well as on the distribution and orientation patterns of principal stresses associated with the buckling modes. The linear buckling equations in the sense of von-Karman have been solved in conjunction with various boundary conditions, by using the Ritz method. Also, in this research the effects of symmetric and anti-symmetric buckling modes and complete anchoring of the tension field due to lacking of in-plane bending of the beams as well as the aspect ratio of plate on the behavior of tension field and buckling coefficient have been studied.
|
토목공학
| null |
kci_detailed_000108.xml
|
|||
ART001424589
|
oai_dc
|
Modelling of beam-to-column connections at elevated temperature using the component method
|
Modelling of beam-to-column connections at elevated temperature using the component method
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"N.H. Ramli Sulong(Department of Civil Engineering, University of Malaya, 50603 Kuala Lumpur, Malaysia); A.Y. Elghazouli(Department of Civil and Environmental Engineering, Imperial College London, SW7 2BU, UK); B.A. Izzuddin(Department of Civil and Environmental Engineering, Imperial College London, SW7 2BU, UK); N. Ajit(Department of Civil Engineering, University of Malaya, 50603 Kuala Lumpur, Malaysia)"
] |
In this paper, a nonlinear model is developed using the component method in order to represent the response of steel connections under various loading conditions and temperature variations. The model is capable of depicting the behaviour of a number of typical connection types including endplate forms (extended and flush) and angle configurations (double web, top and seat, and combined top-seat-web) in both steel and composite framed structures. The implementation is undertaken within the finite element program ADAPTIC, which accounts for material and geometric nonlinearities. Verification of the proposed connection model is carried out by comparing analytical simulations with available results of isolated joint tests for the ambient case, and isolated joint as well as sub-frame tests for elevated temperature conditions. The findings illustrate the reliability and efficiency of the proposed model in capturing the stiffness and strength properties of connections, hence highlighting the adequacy of the component approach in simulating the overall joint behaviour at elevated temperature.
|
토목공학
| null |
kci_detailed_000109.xml
|
|||
ART001424604
|
oai_dc
|
Finite element model for the long-term behaviour of composite steel-concrete push tests
|
Finite element model for the long-term behaviour of composite steel-concrete push tests
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"O. Mirza(School of Engineering, University of Western Sydney); B. Uy(School of Engineering, University of Western Sydney)"
] |
Composite steel-concrete structures are employed extensively in modern high rise buildings and bridges. This concept has achieved wide spread acceptance because it guarantees economic benefits attributable to reduced construction time and large improvements in stiffness. Even though the combination of steel and concrete enhances the strength and stiffness of composite beams, the time-dependent behaviour of concrete may weaken the strength of the shear connection. When the concrete loses its strength, it will transfer its stresses to the structural steel through the shear studs. This behaviour will reduce the strength of the composite member. This paper presents the development of an accurate finite element model using ABAQUS to study the behaviour of shear connectors in push tests incorporating the time-dependent behaviour of concrete. The structure is modelled using three-dimensional solid elements for the structural steel beam, shear connectors, concrete slab and profiled steel sheeting. Adequate care is taken in the modelling of the concrete behaviour when creep is taken into account owing to the change in the elastic modulus with respect to time. The finite element analyses indicated that the slip ductility, the strength and the stiffness of the composite member were all reduced with respect to time. The results of this paper will prove useful in the modelling of the overall composite beam behaviour. Further experiments to validate the models presented herein will be conducted and reported at a later stage.
|
토목공학
| null |
kci_detailed_000109.xml
|
|||
ART001424622
|
oai_dc
|
Transverse load carrying capacity of sinusoidally corrugated steel web beams with web openings
|
Transverse load carrying capacity of sinusoidally corrugated steel web beams with web openings
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"G. Kiymaz(Department of Civil Engineering, Faculty of Engineering and Architecture, Istanbul Kultur University); E. Coskun(Department of Civil Engineering, Faculty of Engineering and Architecture, Istanbul Kultur University); C. Cosgun(Department of Civil Engineering, Faculty of Engineering and Architecture, Istanbul Kultur University); E. Seckin(Department of Civil Engineering, Faculty of Engineering and Architecture, Istanbul Kultur University)"
] |
The present paper presents a study on the behavior and design of corrugated web steel beams with and without web openings. In the literature, the web opening problem in steel beams was dealt with mostly for steel beams with plane web plates and research on the effect of an opening on a corrugated web was found out to be very limited. The present study deals mainly with the effect of web openings on the transverse load carrying capacity of steel beams with sinusoidally corrugated webs. A general purpose finite element program (ABAQUS) was used. Simply supported corrugated web beams of 2 m length and with circular web openings at quarter span points were considered. These points are generally considered to be the optimum locations of web openings for steel beams. Various cases were analyzed including the size of the openings and the corrugation density which is a function of the magnitude and length of the sine wave. Models without web holes were also analyzed and compared with other cases which were all together examined in terms of load-deformation characteristics and ultimate web shear resistance.
|
토목공학
| null |
kci_detailed_000109.xml
|
|||
ART001353985
|
oai_dc
|
Analysis of restrained steel beams subjected to heating and cooling Part II: Validation and parametric studies
|
Analysis of restrained steel beams subjected to heating and cooling Part II: Validation and parametric studies
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Shi-Xiong Guo(Tongji University); Guo-Qiang Li(Tongji University)"
] |
This paper presents the results of a validation and parametric study for the theory presented in the companion paper. The parameters investigated include the stiffness of axial and rotational restraints, load ratio, depth-span ratio of the beam, the yield strength of steel, load type and the temperature distribution in the crosssection of the beam.
|
토목공학
| null |
kci_detailed_000109.xml
|
|||
ART001354048
|
oai_dc
|
Seismic design of irregular space steel frames using advanced methods of analysis
|
Seismic design of irregular space steel frames using advanced methods of analysis
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"A. A. Vasilopoulos(University of Patras); N. Bazeos(University of Patras); D. E. Beskos(Academy of Athens)"
] |
A rational and efficient seismic design methodology for irregular space steel frames using advanced methods of analysis in the framework of Eurocodes 8 and 3 is presented. This design methodology employs an advanced static or dynamic finite element method of analysis that takes into account geometrical
and material non-linearities and member and frame imperfections. The inelastic static analysis (pushover) is employed with multimodal load along the height of the building combining the first few modes. The inelastic
dynamic method in the time domain is employed with accelerograms taken from real earthquakes scaled so as to be compatible with the elastic design spectrum of Eurocode 8. The design procedure starts with assumed
member sections, continues with the checking of the damage and ultimate limit states requirements, the serviceability requirements and ends with the adjustment of member sizes. Thus it can sufficiently capture the
limit states of displacements, rotations, strength, stability and damage of the structure and its individual members so that separate member capacity checks through the interaction equations of Eurocode 3 or the
usage of the conservative and crude q-factor suggested in Eurocode 8 are not required. Two numerical examples dealing with the seismic design of irregular space steel moment resisting frames are presented to
illustrate the proposed method and demonstrate its advantages. The first considers a seven storey geometrically regular frame with in-plan eccentricities, while the second a six storey frame with a setback.
|
토목공학
| null |
kci_detailed_000109.xml
|
|||
ART001353997
|
oai_dc
|
Probabilistic analysis of a partially-restrained steel-concrete composite frame
|
Probabilistic analysis of a partially-restrained steel-concrete composite frame
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"C. Amadio(University of Trieste)"
] |
The paper investigates the seismic performance of a Partially-Restrained (PR) steel-concrete composite frame using the probabilistic approach. The analysed frame was tested at the ELSA laboratory of the Joint Research Centre of Ispra (Italy), while the representative beam-to-column composite connections were tested at the Universities of Pisa, Milan and Trento (Italy). The component modelling of both interior and exterior composite joints is described first, including the experimental-numerical validation. The Latin
Hypercube method has been used to draw the probabilistic distribution curves of joints, and then the whole PR composite frame has been analysed. Pushover and incremental dynamic analyses have been carried out using
the non-linear FE code SAP2000 version 9.1. The fragility and performance curves of the PR composite
frame have been determined for four damage limit states.
|
토목공학
| null |
kci_detailed_000109.xml
|
|||
ART001354061
|
oai_dc
|
Design of steel moment frames considering progressive collapse
|
Design of steel moment frames considering progressive collapse
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"김진구(성균관대학교); Junhee Park(Sungkyunkwan University)"
] |
In this study the progressive collapse potential of three- and nine-story special steel moment frames designed in accordance with current design code was evaluated by nonlinear static and dynamic analyses. It was observed that the model structures had high potential for progressive collapse when a first story column was suddenly removed. Then the size of beams required to satisfy the failure criteria for progressive collapse was obtained by the virtual work method; i.e., using the equilibrium of the external work
done by gravity load due to loss of a column and the internal work done by plastic rotation of beams.
According to the nonlinear dynamic analysis results, the model structures designed only for normal load turned out to have strong potential for progressive collapse whereas the structures designed by plastic design
concept for progressive collapse satisfied the failure criterion recommended by the GSA guideline.
|
토목공학
| null |
kci_detailed_000109.xml
|
|||
ART001353965
|
oai_dc
|
Analysis of restrained steel beams subjected to heating and cooling Part I: Theory
|
Analysis of restrained steel beams subjected to heating and cooling Part I: Theory
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Guo-Qiang Li(Tongji University); Shi-Xiong Guo(Tongji University)"
] |
Observations from experiments and real fire indicate that restrained steel beams have better fireresistant capability than isolated beams. Due to the effects of restraints, a steel beam in fire condition can undergo very large deflections and the run away damage may be avoided. In addition, axial forces will be induced with temperature increasing and play an important role on the behaviour of the restrained beam. The factors influencing the behavior of a restrained beam subjected to fire include the stiffness of axial and
rotational restraints, the load type on the beam and the distribution of temperature in the cross-section of the beam, etc. In this paper, a simplified model is proposed to analyze the performance of restrained steel beams
in fire condition. Based on an assumption of the deflection curve of the beam, the axial force, together with the strain and stress distributions in the beam, can be determined. By integrating the stress, the combined moment
and force in the cross-section of the beam can be obtained. Then, through substituting the moment and axial force into the equilibrium equation, the behavior of the restrained beam in fire condition can be worked out.
Furthermore, for the safety evaluation and repair after a fire, the behaviour of restrained beams during cooling should be understood. For a restrained beam experiencing very high temperatures, the strength of the steel will recover when temperature decreases, but the contraction force, which is produced by thermal contraction, will aggravate the tensile stresses in the beam. In this paper, the behaviour of the restrained beam in cooling phase is analyzed, and the effect of the contraction force is discussed.
|
토목공학
| null |
kci_detailed_000109.xml
|
|||
ART001367470
|
oai_dc
|
Experimental evaluation on the seismic performance of high strength thin-walled composite members accounting for sectional aspect ratio effect
|
Experimental evaluation on the seismic performance of high strength thin-walled composite members accounting for sectional aspect ratio effect
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"H. L. Hsu(National Central University); J. L. Juang(National Central University); K. T. Luo(National Central University)"
] |
This study focuses on the experimental evaluation of the flexural-torsional performance of high strength thin-walled composite members. A series of tests on composite members with various sectional aspect ratios subjected to eccentric cyclic loads were conducted. Test results show that the composite
member’s torsional strength could be approximated using a series of linear segments and evaluated using the superposition of the component steel and reinforced concrete responses. It is also validated from the tests that
the strength deterioration of members subjected to combined loads is closely related to the aspect ratios of the sections. An interaction expression between the bending and torsion for high strength thin-walled composite
members is proposed for engineering practice references.
|
토목공학
| null |
kci_detailed_000109.xml
|
|||
ART001367468
|
oai_dc
|
Ultimate load behavior of horizontally curved composite plate girders
|
Ultimate load behavior of horizontally curved composite plate girders
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"N. E. Shanmugam(University Kebangsaan Malaysia); M. A. Basher(University Kebangsaan Malaysia); A. R. Khalim(University Kebangsaan Malaysia)"
] |
This paper is concerned with steel-concrete composite plate girders curved in plan. At the design stage these girders are assumed sometimes to act independent of the deck slabs resting on them in order to simplify the analysis. The advantage of composite action between the steel girders and concrete deck is not utilized. Finite element modeling of such composite action in plate girders is considered in this paper. Details of the finite element modeling and the non-linear analysis of the girders are presented along with the results obtained. Tension field action in the web panels similar to those observed in the straight plate girders is also noticed in these girders. Finite element and experimental results in respect of curved steel plate girders and
straight composite plate girders tested by other researchers are presented first to assess the accuracy of the modeling. Effects of parameters such as curvature, steel flange width and web panel width that affect the behavior of composite girders are then considered in the analyses. An approximate method to predict the ultimate strength of horizontally curved composite plate girders is also presented.
|
토목공학
| null |
kci_detailed_000109.xml
|
|||
ART001367471
|
oai_dc
|
Advanced analysis of cyclic behaviour of plane steel frames with semi-rigid connections
|
Advanced analysis of cyclic behaviour of plane steel frames with semi-rigid connections
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Saravanan, M.(CSIR Campus); Arul Jayachandran, S.(CSIR Campus); Marimuthu, V.(CSIR Campus); Prabha, P.(CSIR Campus)"
] |
This paper presents the details of an advanced Finite Element (FE) analysis of a plane steel portal frame with semi-rigid beam-to-column connections subjected cyclic loading. In spite of several component models on cyclic behaviour of connections presented in the literature, works on numerical
investigations on cyclic behaviour of full scale frames are rather scarce. This paper presents the evolution of an FE model which deals comprehensively with the issues related to cyclic behaviour of full scale steel frames
using ABAQUS software. In the material modeling, combined kinematic/isotropic hardening model and isotropic hardening model along with Von Mises criteria are used. Connection non-linearity is also considered
in the analysis. The bolt slip which happens in friction grip connection is modeled. The bolt load variation during loading, which is a pivotal issue in reality, has been taken care in the present model. This aspect, according to the knowledge of the authors, has been first time reported in the literature. The numerically predicted results using the methodology evolved in the present study, for the cyclic behaviour of a cantilever beam and a rigid frame, are validated with experimental results available in the literature. The momentrotation and deflection responses of the evolved model, match well with experimental results. This proves that the methodology for evolving the steel frame and connection model presented in this paper is closer to real
frame behaviour as evident from the good comparison and hence paves the way for further parametric studies on cyclic behaviour of flexibly connected frames.
|
토목공학
| null |
kci_detailed_000109.xml
|
|||
ART001367467
|
oai_dc
|
EN 1991-2 traffic loads design charts for closed rib orthotropic deck plate based on Pelikan-Esslinger method
|
EN 1991-2 traffic loads design charts for closed rib orthotropic deck plate based on Pelikan-Esslinger method
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Andjelko Vlasic(University of Zagreb); Jure Radic(University of Zagreb); Zlatko Savor(University of Zagreb)"
] |
Charts for the bending moments in the closed rib orthotropic deck plate are derived, based on the method originally introduced by Pelikan and Esslinger. New charts are done for EN 1991-2 traffic load distribution schemes. The governing Huber plate equation is solved utilizing Fourier series for various bridge deck plate boundary conditions. Bending moments are given as a function of deck plate rigidities and span length between cross beams. Old diagrams according to DIN 1072, the new ones according to EN 1991-2 and
FE analyses results are compared. For typical bridge orthotropic deck plates, it can be concluded that the new EN 1991-2 traffic loads produce larger mid-span bending moments when two lane schemes are used, then those of DIN 1072. For support moments, DIN 1072 gives larger values for any number of lanes, especially under span lengths of 5m. The relevant differences are up to 25%.
|
토목공학
| null |
kci_detailed_000109.xml
|
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