id
stringlengths 12
12
| format
stringclasses 2
values | title_ko
stringlengths 0
811
⌀ | title_en
stringlengths 0
1.26k
⌀ | journal
dict | authors
listlengths 0
15
| abstract_ko
stringlengths 0
4k
⌀ | abstract_en
stringclasses 100
values | keywords
stringclasses 157
values | citation_count
stringclasses 5
values | doi
stringlengths 0
127
⌀ | url
stringclasses 101
values | file_source
stringlengths 23
23
|
|---|---|---|---|---|---|---|---|---|---|---|---|---|
ART001578779
|
oai_dc
|
Design parameter dependent force reduction,strength and response modification factorsfor the special steel moment-resisting frames
|
Design parameter dependent force reduction,strength and response modification factorsfor the special steel moment-resisting frames
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Cheol Kyu Kang(Kyonggi University); 최병정(경기대학교)"
] |
In current ductility-based earthquake-resistant design, the estimation of design forces continues to be carried out with the application of response modification factors on elastic design spectra. It is well-known that the response modification factor (R) takes into account the force reduction, strength, redundancy, and damping of structural systems. The key components of the response modification factor (R) are force reduction (Rμ) and strength (RS) factors. However, the response modification and strength factors for structural systems presented in design codes were based on professional judgment and experiences. A numerical study has been accomplished to evaluate force reduction, strength, and response modification factors for special steel moment resisting frames. A total of 72 prototype steel frames were designed based on the recommendations given in the AISC Seismic Provisions and UBC Codes. Number of stories, soil profiles, seismic zone factors, framing systems, and failure mechanisms were considered as the design parameters that influence the response. The effects of the design parameters on force reduction (Rμ), strength (RS), and response modification (R) factors were studied. Based on the analysis results, these factors for special steel moment resisting frames are evaluated.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001578802
|
oai_dc
|
Thermal effect on axisymmetric bending of functionally graded circular and annular plates using DQM
|
Thermal effect on axisymmetric bending of functionally graded circular and annular plates using DQM
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"N. Safaeian Hamzehkolaei(Babol University of Technology); P. Malekzadeh(Babol University of Technology); J. Vaseghi(Babol University of Technology)"
] |
This paper presents the effects of thermal environment and temperature-dependence of the material properties on axisymmetric bending of functionally graded (FG) circular and annular plates. The material properties are assumed to be temperature-dependent and graded in the thickness direction. In order to accurately evaluate the effect of thermal environment, the initial thermal stresses are obtained by solving the thermoelastic equilibrium equations. Governing equations and the related boundary conditions, which include the effects of initial thermal stresses, are derived using the virtual work principle based on the elasticity theory. The differential quadrature method (DQM) as an efficient and robust numerical tool is used to obtain the initial thermal stresses and response of the plate. Comparison studies with some available results for FG plates are performed. The influences of temperature rise, temperature-dependence of material properties, material graded index and different geometrical parameters are carried out.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001578800
|
oai_dc
|
Reinforced high-strength concrete square columnsconfined by aramid FRP jackets. part II: modeling
|
Reinforced high-strength concrete square columnsconfined by aramid FRP jackets. part II: modeling
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Han-liang Wu(Beijing Jiaotong University); Yuan-feng Wang(Beijing Jiaotong University); Yi-shuo Ma(Beijing Jiaotong University)"
] |
Based on the experimental data presented in part I of these companion papers, a semi-empirical model is proposed for axial stress-strain curves of reinforced high-strength concrete square columns confined by aramid fiber reinforced polymer (FRP) jackets. Additionally, a three-dimensional finite element model is developed to simulate the mechanical behaviors of the columns. In the finite element model, both material nonlinear and contact nonlinear are taken into account. Moreover, the influence of contact nonlinear (i.e., the end friction on the contact surface between test machines and specimens) is investigated deeply. Predictions from both the semi-empirical model and the finite element model agree with the experimental results, and it is also demonstrated that the friction coefficient of end friction notably affect the properties of columns when it ranges from 0.00 to 0.25.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001633307
|
oai_dc
|
Low velocity impact behavior of concrete beam strengthened with CFRP strip
|
Low velocity impact behavior of concrete beam strengthened with CFRP strip
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Erkan Kantar(Celal Bayar University); Özgür Anil(Gazi University)"
] |
Nowadays CFRP (Carbon Fiber Reinforced Polymer) became widely used materials for the strengthening and retrofitting of structures. Many experimental and analytical studies are encountered at literature about strengthening beams by using this kind of materials against static loads and cyclic loads such as earthquake or wind loading for investigating their behavior. But authors did not found any study about strengthening of RC beams by using CFRP against low velocity impact and investigating their behavior. For these reasons an experimental study is conducted on totally ten strengthened RC beams. Impact loading is applied on to specimens by using an impact loading system that is designed by authors. Investigated parameters were concrete compression strength and drop height. Two different sets of specimens with different concrete compression strength tested under the impact loading that are applied by dropping constant weight hammer from five different heights. The acceleration arises from the impact loading is measured against time. The change of velocity, displacement and energy are calculated for all specimens. The failure modes of the specimens with normal and high concrete compression strength are observed under the loading of constant weight impact hammer that are dropped from different heights. Impact behaviors of beams are positively affected from the strengthening with CFRP. Measured accelerations, the number of drops up to failure and dissipated energy are increased. Finite element analysis that are made by using ABAQUS software is used for the simulation of experiments, and model gave compatible results with experiments.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001633305
|
oai_dc
|
Behavior and design of steel I-beams with inclined stiffeners
|
Behavior and design of steel I-beams with inclined stiffeners
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Yang Yang(Syracuse University); Eric M. Lui(Department of Civil & Environmental Engineering, Syracuse University)"
] |
This paper presents an investigation of the effect of inclined stiffeners on the load-carrying capacity of simply-supported hot-rolled steel I-beams under various load conditions. The study is carried out using finite element analysis. A series of beams modeled using 3-D solid finite elements with consideration of initial geometric imperfections, residual stresses, and material nonlinearity are analyzed with and without inclined stiffeners to show how the application of inclined stiffeners can offer a noticeable increase in their lateral-torsional buckling (LTB) capacity. The analysis results have shown that the amount of increase in LTB capacity is primarily dependent on the location of the inclined stiffeners and the lateral unsupported length of the beam. The width, thickness and inclination angle of the stiffeners do not have as much an effect on the beam’s lateral-torsional buckling capacity when compared to the stiffeners’ location and beam length. Once the optimal location for the stiffeners is determined, parametric studies are performed for different beam lengths and load cases and a design equation is developed for the design of such stiffeners. A design example is given to demonstrate how the proposed equation can be used for the design of inclined stiffeners not only to enhance the beam’s bearing capacity but its lateral-torsional buckling strength.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001633308
|
oai_dc
|
Numerical modelling of stress and deflection behaviourfor welded steel beam-column
|
Numerical modelling of stress and deflection behaviourfor welded steel beam-column
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Ugur Soy(Sakarya University)"
] |
In this study, stress and deflection behaviours of T-type welding joint applied to HE200M steel beam and column were investigated in finite element method (FEM) under different distributed loads. In the 3D-FEM modelling, glue option was used to contact between steel materials and weld nuggets. Geometrical model was designed as 3-dimensional solid in ANSYS software program. After that, homogeneous, linear and isotropic properties were used to design to materials of model. Solid-92 having 3-dimensional, 4 faced and 10-noded was selected as element type. In consequence of mesh operation, elements of 13285 and nodes of 28086 were occurred. Load distribution was applied to top surface of steel beam to determine behaviours of stress and deflection. As a result of FEM analysis applied with the loads of 55,000 N, 110,000 N and 220,000 N, maximum values were obtained as 116 N/mm2, 232 N/mm2 and 465 N/mm2 for stress and obtainedas 1,083 mm, 2,166 mm and 4.332 mm for deflection, respectively. When modelling results and classical calculation values were compared, it was obtained difference of 10 % for stress values and 2.5% for deflection values.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001633309
|
oai_dc
|
Experimental studies of circular composite bridge piersfor seismic loading
|
Experimental studies of circular composite bridge piersfor seismic loading
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Sheng-Jin Chen(National Taiwan University of Science and Technology); Kuo-Chen Yang(National Kaohsiung First University of Science and Technology); K.M. Lin(National Taiwan University of Science and Technology); C.C. Wang(National Taiwan University of Science and Technology)"
] |
This study proposes and examines a circular composite bridge pier for seismic resistance. The axial and flexural strengths of the proposed bridge pier are provided by the longitudinal reinforcing bars and the concrete, while the transverse reinforcements used in the conventional reinforced concrete pier are replaced by the steel tube. The shear strength of this composite pier relies on the steel tube and the concrete. This system is similar to the steel jacketing method which strengthens the existing reinforced concrete bridge piers. However, no transverse shear reinforcing bar is used in the proposed composite bridge pier. A series of experimental studies is conducted to investigate the seismic resistant characteristics of the proposed circular composite pier. The effects of the longitudinal reinforcing bars, the shear span-to-diameter ratio, and the thickness of the steel tube on the performance of strength, ductility, and energy dissipation of the proposed pier are discussed. The experimentalresults show that the strength of the proposed circular composite bridge pier can be predicted accurately by the similar method used in the reinforced concrete piers with minor modification. From these experimental studies, it is found that the proposed circular composite bridge pier not only simplifies the construction work greatly but also provides excellent ductility and energy dissipation capacity under seismic lateral force.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001633306
|
oai_dc
|
Element loss analysis of concentrically braced frames considering structural performance criteria
|
Element loss analysis of concentrically braced frames considering structural performance criteria
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Farshad Hashemi Rezvani(K.N.Toosi University of Technology); Behrouz Asgarian(K.N.Toosi University of Technology)"
] |
This research aims to investigate the structural behavior of concentrically braced frames after element loss by performing nonlinear static and dynamic analyses such as Time History Analysis (THA), Pushdown Analysis (PDA), Vertical Incremental Dynamic Analyses (VIDA) and Performance-Based Analysis (PBA). Such analyses are to assess the potential and capacity of this structural system for occurrence of progressive collapse. Besides, by determining the Failure Overload Factors (FOFs) and associated failure modes, it is possible to relate the results of various types of analysis in order to save the analysis time and effort. Analysis results showed that while VIDA and PBA according to FEMA 356 are mostly similar in detecting failure mode and FOFs, the Pushdown Overload Factors (PDOFs) differ from others at most to the rate of 23%. Furthermore, by sensitivity analysis it was observed that among the investigated structures, the eight-story frame had the most FOF. Finally, in this research the trend of FOF and the FOF to critical member capacity ratio for the plane split-X braced frames were introduced as a function of the number of frame stories.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001649898
|
oai_dc
|
Investigation of the effect of shell plan-form dimensions on mode-shapes of the laminated composite cylindrical shallow shells using SDSST and FEM
|
Investigation of the effect of shell plan-form dimensions on mode-shapes of the laminated composite cylindrical shallow shells using SDSST and FEM
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Ali Dogan(Mustafa Kemal University); H. Murat Arslan(Cukurova University)"
] |
This paper presents the mode-shape analysis of the cross-ply laminated composite cylindrical shallow shells. First, the kinematic relations of strains and deformation are given. Then, using Hamilton’s principle, governing differential equations are developed for a general curved shell. Finally, the stress-strain relation for the laminated, cross-ply composite shells are obtained. By using some simplifications and assuming Fourier series as a displacement field, the governed differential equations are solved by the matrix algebra for shallow shells. Employing the computer algebra system called MATHEMATICA; a computer program has been prepared for the solution. The results obtained by this solution are compared with the results obtained by (ANSYS and SAP2000) programs, in order to verify the accuracy and reliability of the solution presented.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001649903
|
oai_dc
|
Structural performance of unprotected concrete-filled steel hollow sections in fire: A review and meta-analysis of available test data
|
Structural performance of unprotected concrete-filled steel hollow sections in fire: A review and meta-analysis of available test data
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"David Rush(University of Edinburgh); Luke Bisby(University of Edinburgh); Allan Jowsey(AkzoNobel); Athan Melandinos(Arup Fire); Barbara Lane(Arup Fire)"
] |
Concrete filled steel hollow structural sections (CFSs) are an efficient, sustainable, and attractive option for both ambient temperature and fire resistance design of columns in multi-storey buildings and are becoming increasingly common in modern construction practice around the world. Whilst the design of these sections at ambient temperatures is reasonably well understood, and models to predict the strength and failure modes of these elements at ambient temperatures correlate well with observations from tests, this appears not to be true in the case of fire resistant design. This paper reviews available data from furnace tests on CFS columns and assesses the statistical confidence in available fire resistance design models/approaches used in North America and Europe. This is done using a meta-analysis comparing the available experimental data from large-scale standard fire tests performed around the world against fire resistance predictions from design codes. It is shown that available design approaches carry a very large uncertainty of prediction, suggesting that they fail to properly account for fundamental aspects of the underlying thermal response and/or structural mechanics during fire. Current North American fire resistance design approaches for CFS columns are shown to be considerably less conservative, on average, than those used in Europe.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001649906
|
oai_dc
|
Accuracy of combination rules and individual effect correlation: MDOF vs SDOF systems
|
Accuracy of combination rules and individual effect correlation: MDOF vs SDOF systems
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Alfredo Reyes-Salazar(Facultad de Ingeniería, Universidad Autónoma de Sinaloa, Ciudad Universitaria); Federico Valenzuela-Beltran(Universidad Autónoma de Sinaloa); David de Leon-Escobedo(Universidad Autónoma del Estado de México); Eden Bojorquez(Universidad Autónoma de Sinaloa); Arturo López-Barraza(Facultad de Ingeniería, Universidad Autónoma de Sinaloa, Ciudad Universitaria)"
] |
The accuracy of the 30% and SRSS rules, commonly used to estimate the combined response of structures, and some related issues, are studied. For complex systems and earthquake loading, the principal components give the maximum seismic response. Both rules underestimate the axial load by about 10% and the COV of the underestimation is about 20%. Both rules overestimate the base shear by about 10%. The uncertainty in the estimation is much larger for axial load than for base shear, and, for axial load, it is much larger for inelastic than for elastic behavior. The effect of individual components may be highly correlated, not only for normal components, but also for totally uncorrelated components. The rules are not always inaccurate for large values of correlation coefficients of the individual effects, and small values of such coefficients are not always related to an accurate estimation of the response. Only for perfectly uncorrelated harmonic excitations and elastic analysis of SDOF systems, the individual effects of the components are uncorrelated and the rules accurately estimate the combined response. In the general case, the level of underestimation or overestimation depends on the degree of correlation of the components, the type of structural system, the response parameter, the location of the structural member and the level of structural deformation. The codes should be more specific regarding the application of these rules. If the percentage rule is used for MDOF systems and earthquake loading, at least a value of 45% should be used for the combination factor.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001649847
|
oai_dc
|
Influence of the cylinder height on the elasto-plastic failure of locally supported cylinders
|
Influence of the cylinder height on the elasto-plastic failure of locally supported cylinders
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Arne Jansseune(University College Ghent); Wouter De Corte(University College Ghent); Wesley Vanlaere(Ghent University); Rudy Van Impe(Ghent University)"
] |
Frequently, steel silos are supported by discrete supports or columns to permit easy access beneath the barrel. In such cases, large loads are transferred to the limited number of supports, causing locally high axial compressive stress concentrations in the shell wall above the supports. If not dealt with properly, these increased stresses will lead to premature failure of the silo due to local instability in the regions above the supports. Local stiffening near the supports is a way to improve the buckling resistance, as material is added in the region of elevated stresses, levelling these out to values found in uniformly supported silos. The aim of a study on the properties of local stiffening will then be to increase the failure load, governed by an interaction of plastic collapse and elastic instability, to that of a discrete supported silo. However, during the course of such a study it was found that, although the failure remains local, the cylinder height is also a parameter that influences the failure mechanism, a fact that is not properly taken into account in current design practice and codes. This paper describes the mechanism behind the effect of the cylinder height on the failure load, which is related to pre-buckling deformations of the shell structure. All results and conclusions are based on geometrically and materially non-linear finite element analyses.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001649844
|
oai_dc
|
Stiffened orthotropic corner supported hypar shells: Effect of stiffener location, rise/span ratio and fiber orientaton on vibration behavior
|
Stiffened orthotropic corner supported hypar shells: Effect of stiffener location, rise/span ratio and fiber orientaton on vibration behavior
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Kutlu Darilmaz(Istanbul Technical University)"
] |
In this paper the influence of stiffener location, rise/span ratio and fibre orientation on vibration behavior of corner supported hypar shells is studied by using a four-node hybrid stress finite element. The formulation of the element is based on Hellinger-Reissner variational principle. The element is developed by combining a hybrid plane stress element and a hybrid plate element. Benchmark problems are solved to validate the approach and free vibration response of stiffened orthotropic hypar shells is studied both with respect to fundamental frequency and mode shapes by varying the location of stiffeners, rise/span ratio and fiber orientation.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001619274
|
oai_dc
|
Experimental study of cyclic behavior of composite vertical shear link in eccentrically braced frames
|
Experimental study of cyclic behavior of composite vertical shear link in eccentrically braced frames
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M.A. Shayanfar(Iran University of Science and Technology); M.A. Barkhordari(Iran University of Science and Technology); A.R. Rezaeian(Islamic Azad University)"
] |
This paper is an experimental study on the behavior of vertical shear link in normal (steel section with and without stiffener) and composite (steel section with concrete located at the area limited to web and flanges of the section) configurations. This study is mainly aimed to perceive failure mechanism, collect laboratory data, and consider the effect of number of transverse reinforcements on strength and ductility of composite vertical links. There have been four specimens selected for examining the effects of different details .The first specimen was an I section with no stiffener, the second composed of I section with stiffeners provided according to AISC 2005. The third and fourth specimens were composed of I sections with reinforced concrete located at the area between its flanges and web. The tests carried out were of quasi-static type and conducted on full scale specimens. Experimental findings show remarkable increase in shear capacity and ductility of the composite links as compared to the normal specimens.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001619279
|
oai_dc
|
Tests and finite element analysis on the local buckling of 420 MPa steel equal angle columns under axial compression
|
Tests and finite element analysis on the local buckling of 420 MPa steel equal angle columns under axial compression
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"G. Shi(Tsinghua University); Z. Liu(Beijing Jiaotong University); H.Y. Ban(Tsinghua University); Y. Zhang(Beijing Jiaotong University); Y.J. Shi(Tsinghua University); Y.Q. Wang(Tsinghua University)"
] |
Local buckling can be ignored for hot-rolled ordinary strength steel equal angle compression members, because the width-to-thickness ratios of the leg don’t exceed the limit value. With the development of steel structures, Q420 high strength steel angles with the nominal yield strength of 420 MPa have begun to be widely used in China. Because of the high strength, the limit value of the width-to-thickness ratio becomes smaller than that of ordinary steel strength, which causes that the width-to-thickness ratios of some hot-rolled steel angle sections exceed the limit value. Consequently, local buckling must be considered for 420 MPa steel equal angles under axial compression. The existing research on the local buckling of high strength steel members under axial compression is briefly summarized, and it shows that there is lack of study on the local buckling of high strength steel equal angles under axial compression. Aiming at the local buckling of high strength steel angles, this paper conducts an axial compression experiment of 420MPa high strength steel equal angles, including 15 stub columns. The test results are compared with the corresponding design methods in ANSI/AISC 360-05 and Eurocode 3. Then a finite element model is developed to analyze the local buckling behavior of high strength steel equal angles under axial compression, and validated by the test results. Followingthe validation, a finite element parametric study is conducted to study the influences of a range of parameters, and the analysis results are compared with the design strengths by ANSI/AISC 360-05 and Eurocode 3.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001619283
|
oai_dc
|
Compression failure and fiber-kinking modelingof laminated composites
|
Compression failure and fiber-kinking modelingof laminated composites
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"A. Kabiri Ataabadi(Isfahan University of Technology); S. Ziaei-Rad(Isfahan University of Technology); H. Hosseini-Toudeshky(Amirkabir University of Technology)"
] |
In this study, the physically-based failure models for matrix and fibers in compression and tension loading are introduced. For the 3D stress based fiber kinking model a modification is proposed for calculation of the fiber misalignment angle. All of these models are implemented into the finite element code by using the advantage of damage variable and the numerical results are discussed. To investigate the matrix failure model, purely in-plane transverse compression experiments are carried out on the specimens made by Glass/Epoxy to obtain the fracture surface angle and then a comparison is made with the calculated numerical results. Furthermore, shear failure of (±45)s model is investigated and the obtained numerical results are discussed and compared with available experimental results. Some experiments are also carried out on the woven laminated composites to investigate the fracture pattern in the matrix failure mode and shown that the presented matrix failure model can be used for the woven composites. Finally, the obtained numerical results for stress based fiber kinking model and improved ones (strain based model) are discussed and compared with each other and with the available results. The results show that these models can predict the kink band angle approximately.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001619271
|
oai_dc
|
Static analysis of FGM cylinders by a mesh-free method
|
Static analysis of FGM cylinders by a mesh-free method
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M. Foroutan(Razi University); R. Moradi-Dastjerdi(R. Moradi-Dastjerdi); R. Sotoodeh-Bahreini(Razi University)"
] |
In this paper static analysis of FGM cylinders subjected to internal and external pressure was carried out by a mesh-free method. In this analysis MLS shape functions are used for approximation of displacement field in the weak form of equilibrium equation and essential boundary conditions are imposed by transformation method. Mechanical properties of cylinders were assumed to be variable in the radial direction. Two types of cylinders were analyzed in this work. At first cylinders with infinite length were considered and results obtained for these cylinders were compared with analytical solutions and a very good agreement was seen between them. Then the proposed mesh-free method was used for analysis of cylinders with finite length and two different types of boundary conditions. Results obtained from these analyses were compared with results of finite element analyses and a very good agreement was seen between them.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001619285
|
oai_dc
|
Effect of element interaction and material nonlinearityon the ultimate capacity of stainless steel cross-sections
|
Effect of element interaction and material nonlinearityon the ultimate capacity of stainless steel cross-sections
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M. Theofanous(Department of Civil Engineering, Aristotle University of Thessaloniki); L. Gardner(Department of Civil and Environmental Engineering, Imperial College London)"
] |
The effect of element interaction and material nonlinearity on the ultimate capacity of stainless steel plated cross-sections is investigated in this paper. The focus of the research lies in cross-sections failing by local buckling; member instabilities, distortional buckling and interactions thereof with local buckling are not considered. The cross-sections investigated include rectangular hollow sections (RHS), I sections and parallel flange channels (PFC). Based on previous finite element investigations of structural stainless steel stub columns, parametric studies were conducted and the ultimate capacity of the aforementioned cross-sections with a range of element slendernesses and aspect ratios has been obtained. Various design methods, including the effective width approach, the direct strength method (DSM), the continuous strength method (CSM) and a design method based on regression analysis, which accounts for element interaction, were assessed on the basis of the numerical results, and the relative merits and weaknesses of each design approach have been highlighted. Element interaction has been shown to be significant for slender cross-sections, whilst the behaviour of stocky cross-sections is more strongly influenced by the material strain-hardening characteristics. A modification to the continuous strength method has been proposed to allow for the effect of element interaction, which leads to more reliable ultimate capacity predictions. Comparisons with available test data have also been made to demonstrate the enhanced accuracy of the proposed method and its suitability for the treatment of local buckling in stainless steel cross-sections.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001608534
|
oai_dc
|
Linear buckling analysis of welded girder webs with variable thickness
|
Linear buckling analysis of welded girder webs with variable thickness
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Emanuele Maiorana(University of Padova); Carlo Pellegrino(University of Padova)"
] |
Steel girder web panels have been subjected in recent decades, to a number of experimental and numerical studies but the mechanisms that regulate the behaviour of the panels composed by two subpanels with different thickness were not deeply studied. Furthermore specific design rules regarding the estimation of the buckling coefficient for panels with variable thickness are not included in the codes even if this is a common situation particularly for steel bridge girders with beams having significant height. In this framework,this work aims to investigate buckling behaviour of steel beams with webs composed of panels with different thicknesses subjected to both in-plane axial compression and bending moment and gives some simplified equations for the estimation of the buckling coefficient.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001608530
|
oai_dc
|
Effect of tapered-end shape of FRP sheetson stress concentration in strengthened beams
|
Effect of tapered-end shape of FRP sheetson stress concentration in strengthened beams
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Khalil Belakhdar(University of Saida); Abdelouahed Tounsi(University of Saida); El Abbes Adda Bedia(Université de Sidi Bel Abbes); Yeghnem Redha(University of Saida)"
] |
Bonding composite materials to structural members for strengthening purpose has received a considerable attention in recent years. The major problem when using bonded FRP or steel plates to strengthen existing structures is the high interfacial stresses that may be built up near the plate ends which lead to premature failure of the structure. As a result, many researchers have developed several analytical methods to predict the interface performance of bonded repairs. In this paper, a numerical solution using finite - differencemethod is used to calculate the interfacial stress distribution in beams strengthened with FRP plate having a tapered ends with different thinning profiles. These latter, can significantly reduce the stress concentration. In the present theoretical analysis, the adherend shear deformations are taken into account by assuming a parabolic shear stress through the thickness of both beam and bonded plate. Numerical results from the present analysis are presented to demonstrate the advantages of use the tapers in design of strengthened beams.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001608533
|
oai_dc
|
Mathematical solution for free vibration of sigmoidfunctionally graded beams with varying cross-section
|
Mathematical solution for free vibration of sigmoidfunctionally graded beams with varying cross-section
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Hassen Ait Atmane(Université de Sidi Bel Abbes); Abdelouahed Tounsi(Université de Sidi Bel Abbes); Noureddine Ziane(Université de Sidi Bel Abbes); Ismail Mechab(Université de Sidi Bel Abbes)"
] |
This paper presents a theoretical investigation in free vibration of sigmoid functionally graded beams with variable cross-section by using Bernoulli-Euler beam theory. The mechanical properties are assumed to vary continuously through the thickness of the beam, and obey a two power law of the volume fraction of the constituents. Governing equation is reduced to an ordinary differential equation in spatial coordinate for a family of cross-section geometries with exponentially varying width. Analytical solutions of the vibration of the S-FGM beam are obtained for three different types of boundary conditions associated with simply supported, clamped and free ends. Results show that, all other parameters remaining the same, the natural frequencies of S-FGM beams are always proportional to those of homogeneous isotropic beams. Therefore, one can predict the behaviour of S-FGM beams knowing that of similar homogeneous beams.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001608532
|
oai_dc
|
The behavior of lightweight aggregate concrete filled steel tube columns under eccentric loading
|
The behavior of lightweight aggregate concrete filled steel tube columns under eccentric loading
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Elzien Abdelgadir(Hohai University); Ji Bohai(Hohai University); Fu Zhongqiu(Hohai University); Hu Zhengqing(Hohai University)"
] |
This paper consists of two parts; the first part describes the laboratory work concerning the behavior of lightweight aggregate concrete filled steel tubes (LACFT). Based on eccentricity tests, fifty-four specimens with different slenderness ratios (L/D= 3, 7, and 14) were tested. The main parameters varied in the test are: load eccentricity; steel ratio; and slenderness ratio. The standard load-strain curves of LACFT columns under eccentric loading were summarized and significant parameters affecting LACFT column's bearing capacity, failure mechanism and failure mode such as confinement effect and bond strength were all studied and analyzed through the comparison with predicted strength of concrete filled steel tube columns (CFT) using the existing codes such as AISC-LRFD (1999), CHN DBJ 13-51-2003 (2003) and CHN CECS 28:90 (1990). The second part of this paper presents the results of parametric study and introduces a practical and accurate method for determination of the maximum compressive strength of confined concrete core ( fmax), In addition to, the study of the effect of aspect-ratio and length-width ratio on the yield stress of steel tubes ( fsy) under biaxial state of stress in CFT columns and the effect of these two factors on the ultimate load carrying capacity of axially loaded CFT/LACFT columns.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001608531
|
oai_dc
|
Reinforced high-strength concrete square columns confined by aramid FRP jackets. part I: experimental study
|
Reinforced high-strength concrete square columns confined by aramid FRP jackets. part I: experimental study
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Yuan-feng Wang(Beijing Jiaotong University); Yi-Shuo Ma(Beijing Jiaotong University); Han-liang Wu(Beijing Jiaotong University)"
] |
Although retrofitting and strengthening reinforced concrete (RC) columns by wrapping fiber reinforced polymer (FRP) composites have become a popular technique in civil engineering, the study on reinforced high-strength concrete (HSC) columns is still not sufficient. The objective of these companion papers is to investigate the mechanical properties of reinforced HSC square columns confined by aramid FRP (AFRP) jackets under concentric compressive loading. In the part I of these companion papers, an experiment was conducted on 54 confined RC specimens and nine unconfined plain specimens, the considered parameters were the concrete strength, the thickness of AFRP jackets, and the form of AFRP wrapping. The experimental process and results are presented in detail. Subsequently, some discussions on the confinement effect, failure modes, strength, and ductility of the columns are carried out.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001557560
|
oai_dc
|
Shear bond failure in composite slabs– a detailed experimental study
|
Shear bond failure in composite slabs– a detailed experimental study
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Shiming Chen(Tongji University, Shanghai); Xiaoyu Shi(Tongji University); Zihao Qiu(Tongji University)"
] |
An experimental study has been carried out to reveal the shear-bond failure mechanism of composite deck slabs. Thirteen full scale simply supported composite slabs are studied experimentally, with the influence parameters like span length, slab depth, shear span length and end anchorage provided by steel headed studs. A dozen of strain gauges and LVDTs are monitored to capture the strain distribution and variation of the composite slabs. Before the onset of shear-bond slip, the longitudinal shear forces along the span are deduced and found to be proportional to the vertical shear force in terms of the shear-bond strength in the m-k method. The test results are appraised using the current design procedures. Based on the partial shear-bond connection at the ultimate state, an improved method is proposed by introducing two reduction factors to assess the moment resistance of a composite deck slab. The new method has been validated and the results predicted by the revised method agree well with the test results.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001557558
|
oai_dc
|
Comparison of steels via SMAW and MIG welding methods under industrial loads
|
Comparison of steels via SMAW and MIG welding methods under industrial loads
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Ugur Soy(Sakarya University)"
] |
In this study, the deflection and deformation behaviours of IPN80 steel beam and column were investigated under the different industrial loads. Single-sided welds were applied to IPN80 steel beams using shielded metal arc (SMAW) and metal inert gas welding (MIG) method in the form of T-type. After that, the performance of SMAW and MIG welded joints were identified using beam bending test under 500 and 3000 N loads. SMAW and MIG methods were compared with each other to understand the deflection and deformation behaviours of the welded steel structures. Lower deformation and deflection were obtained in MIG welded steel beams. The results show that, steel beams welded MIG method has higher load capacity than SMAW welded ones. MIG welding method is more reliable than the SMAW method for the combining performance and load capacity.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001557553
|
oai_dc
|
An effective proposal for strength evaluation of steelplates randomly corroded on both sidesunder uniaxial compression
|
An effective proposal for strength evaluation of steelplates randomly corroded on both sidesunder uniaxial compression
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Mohammad Reza Khedmati(Amirkabir University of Technology); Zorareh Hadj Mohammad Esmaeil Nouri(Amirkabir University of Technology); Mohammad Mahdi Roshanali(Amirkabir University of Technology)"
] |
This paper presents the results of an investigation into the post-buckling behaviour and ultimate strength of imperfect corroded steel plates used in ship and other marine-related structures. A series of elastic-plastic large deflection finite element analyses is performed on randomly corroded steel plates. The effects of general corrosion on both sides of the plates are introduced into the finite element models using a random thickness surface model. The effects on plate compressive strength as a result of parametric variation of the corroded surface geometry are evaluated. A proposal on the effective thickness is concluded in order to estimate the ultimate strength and explore the post-buckling behaviour of randomly corroded steel plates under uniaxial compression.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001557562
|
oai_dc
|
Experimental investigation of thin steel plate shear walls with different infill-to-boundary frame connections
|
Experimental investigation of thin steel plate shear walls with different infill-to-boundary frame connections
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Cüneyt vatansever(Istanbul Technical University); Nesrin yardimci(Yeditepe University)"
] |
To make direct comparisons regarding the cyclic behavior of thin steel plate shear walls (TSPSWs) with different infill-to-boundary frame connections, two TSPSWs were tested under quasi-static conditions, one having the infill plate attached to the boundary frame members on all edges and the other having the infill plate connected only to the beams. Also, the bare frame that was used in the TSPSW specimens was tested to provide data for the calibration of numerical models. The connection of infill plates to surrounding frames was achieved through the use of self-drilling screws to fish plates that were welded to the frame members. The behavior of TSPSW specimens are compared and discussed with emphasis on the characteristics important in seismic response, including the initial stiffness, ultimate strength and deformation modes observed during the tests. It is shown that TSPSW specimens achieve significant ductility and energy dissipation while the ultimate failure mode resulted from infill plate fracture at the net section of the infill plate-to-boundary frame connection after substantial infill plate yielding. Experimental results are compared to monotonic pushover predictions from computer analysis using strip models and the models are found to be capable of approximating the monotonic behavior of the TSPSW specimens.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001557556
|
oai_dc
|
Retrofitting of shear damaged RC beams usingCFRP strips
|
Retrofitting of shear damaged RC beams usingCFRP strips
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Sinan ALTIN(Gazi University); Özgür ANIL(Gazi University); Tolga TOPTA(Gazi University); M. Emin KARA(Gazi University)"
] |
The results of an experimental investigation are presented in this paper for retrofitting of shear damaged reinforced concrete beams by using U shaped CFRP strips. The experimental program is consisted of seven shear deficient T cross sectioned ½ scale simply supported beam specimens. One beam was used as reference specimen, and the remaining six specimens were tested in two stages. At the first stage, specimens were shear damaged severely, and then were retrofitted by using CFRP strips with or without fan type anchorages. Finally, retrofitted beams were tested up to failure. Three different CFRP strip spacing were used such as 125 mm, 150 mm, and 200 mm. The effect of anchorages on shear strength and behavior of the retrofitted specimens is investigated. CFRP strips without anchorages improved the shear strength, but no flexural failure mode was observed. Specimens showed brittle shear failure due to peeling of CFRP strip from RC beam surface. Shear damaged specimens retrofitted with anchoraged CFRP strips showed improved shear strength and ductile flexural failure. Maximum strains at anchoraged strips were approximately 68% larger than that of strips without anchorages.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001475765
|
oai_dc
|
Prediction on load carrying capacities of multi-storey door-type modular steel scaffolds
|
Prediction on load carrying capacities of multi-storey door-type modular steel scaffolds
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"W. K. Yu(Department of Civil and Structural Engineering, The Hong Kong Polytechnic University); K. F. Chung(The Hong Kong Polytechnic University)"
] |
Modular steel scaffolds are commonly used as supporting scaffolds in building construction, and
traditionally, the load carrying capacities of these scaffolds are obtained from limited full-scale tests with little
rational design. Structural failure of these scaffolds occurs from time to time due to inadequate design, poor
installation and over-loads on sites. In general, multi-storey modular steel scaffolds are very slender structures
which exhibit significant non-linear behaviour. Hence, secondary moments due to both P-δ and P-Δ effects
should be properly accounted for in the non-linear analyses. Moreover, while the structural behaviour of these
scaffolds is known to be very sensitive to the types and the magnitudes of restraints provided from attached
members and supports, yet it is always difficult to quantify these restraints in either test or practical conditions.
The problem is further complicated due to the presence of initial geometrical imperfections in the scaffolds,
including both member out-of-straightness and storey out-of-plumbness, and hence, initial geometrical
imperfections should be carefully incorporated.
This paper presents an extensive numerical study on three different approaches in analyzing and designing
multi-storey modular steel scaffolds, namely, a) Eigenmode Imperfection Approach, b) Notional Load
Approach, and c) Critical Load Approach. It should be noted that the three approaches adopt different ways to
allow for the non-linear behaviour of the scaffolds in the presence of initial geometrical imperfections.
Moreover, their suitability and accuracy in predicting the structural behaviour of modular steel scaffolds are
discussed and compared thoroughly. The study aims to develop a simplified and yet reliable design approach
for safe prediction on the load carrying capacities of multi-storey modular steel scaffolds, so that engineers
can ensure safe and effective use of these scaffolds in building construction.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001475761
|
oai_dc
|
Genetic algorithm based optimum design of non-linear steel frames with semi-rigid connections
|
Genetic algorithm based optimum design of non-linear steel frames with semi-rigid connections
|
{
"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); S. O. Degertekin(Dicle University)"
] |
In this article, a genetic algorithm based optimum design method is presented for non-linear
steel frames with semi-rigid connections. The design algorithm obtains the minimum weight frame by
selecting suitable sections from a standard set of steel sections such as European wide flange beams (i.e., HE
sections). A genetic algorithm is employed as optimization method which utilizes reproduction, crossover and
mutation operators. Displacement and stress constraints of Turkish Building Code for Steel Structures
(TS 648, 1980) are imposed on the frame. The algorithm requires a large number of non-linear analyses of
frames. The analyses cover both the non-linear behaviour of beam-to-column connection and P-Δ effects of
beam-column members. The Frye and Morris polynomial model is used for modelling of semi-rigid
connections. Two design examples with various type of connections are presented to demonstrate the
application of the algorithm. The semi-rigid connection modelling results in more economical solutions than
rigid connection modelling, but it increases frame drift.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001475758
|
oai_dc
|
System and member reliability of steel frames
|
System and member reliability of steel frames
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"W. Zhou(C-FER Technologies, 200 Karl Clark Road, Edmonton, Alberta, Canada); H. P. Hong(Univ. of Western Ontario)"
] |
The safety level of a structural system designed per code specifications can not be inferred
directly from the reliability of members due to the load redistribution and nonlinear inelastic structural
behavior. Comparison of the system and member reliability, which is scarce in the literature, is likely to
indicate any possible inconsistency of design codes in providing safe and economical designs. Such a
comparative study is presented in this study for moment resisting two-dimensional steel frames designed per
AISC LRFD Specifications. The member reliability is evaluated using the resistance of the beam-column
element and the elastic load effects that indirectly accounts for the second-order effects. The system reliability
analysis is evaluated based on the collapse load factor obtained from a second-order inelastic analysis.
Comparison of the system and member reliability is presented for several steel frames. Results suggest that the
failure probability of the system is about one order of magnitude lower than that of the most critically loaded
structural member, and that the difference between the system and member reliability depends on the structural
configuration, degree of redundancy, and dead to live load ratio. Results also suggest that the system reliability is
less sensitive to initial imperfections of the structure than the member reliability. Therefore, the system aspect
should be incorporated in future design codes in order to achieve more reliability consistent designs.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001475759
|
oai_dc
|
Energy-based seismic design of structures with buckling-restrained braces
|
Energy-based seismic design of structures with buckling-restrained braces
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"김진구(성균관대학교); 최현훈(성균관대학교); 정란(단국대학교)"
] |
A simplified seismic design procedure for steel structures with buckling-restrained braces
(BRB) was proposed based on the energy balance concept and the equal energy assumption. The input
seismic energy was estimated from a design spectrum, and the elastic and hysteretic energy were computed
using energy balance concept. The size of braces was determined so that the hysteretic energy demand was
equal to the hysteretic energy dissipated by the BRB. The validity of using equivalent single-degree-offreedom
systems to estimate seismic input and hysteretic energy demand in multi story structures with BRB
was investigated through time-history analysis. The story-wise distribution pattern of hysteretic energy
demands was also obtained and was applied in the design process. According to analysis results, the
maximum displacements of the 3-story structure designed in accordance with the proposed procedure
generally coincided with the target displacements on the conservative side. The maximum displacements of
the 6- and 8-story structures, however, turned out to be somewhat smaller than the target values due to the
participation of higher vibration modes.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001475768
|
oai_dc
|
Non-linear analysis of composite steel-concrete beams with incomplete interaction
|
Non-linear analysis of composite steel-concrete beams with incomplete interaction
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Bojan Cˇ as(University of Ljubljana, Faculty of Civil and Geodetic Engineering); Sebastjan Bratina(University of Ljubljana, Faculty of Civil and Geodetic Engineering); Miran Saje(Univ. of Ljubljana); Igor Planinc(Univ. of Ljubljana)"
] |
The flexibility of the connection between steel and concrete largely influences the global
behaviour of the composite beam. Therefore the way the connection is modelled is the key issue in its
structural analysis. Here we present a new strain-based finite element formulation in which we consider nonlinear
material and contact models. The computational efficiency and accuracy of the formulation is proved
with the comparison of our numerical results with the experimental results of Abdel Aziz (1986) obtained in a
full-scale laboratory test. The shear connectors are assumed to follow a non-linear load−slip relationship
proposed by Ollgaard et al. (1971). We introduce the notion of the generalized slip, which offers a better
physical interpretation of the behaviour of the contact and gives an additional material slip parameter. An
excellent agreement of experimental and numerical results is obtained, using only a few finite elements. This
demonstrates that the present numerical approach is appropriate for the evaluation of behaviour of planar
composite beams and perfect for practical calculations.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001475443
|
oai_dc
|
Case studies in steel and composite design
|
Case studies in steel and composite design
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"D. G. Vesey(Ove Arup and Partners Hong Kong Limited,); K. K. Kwan(Ove Arup and Partners Hong Kong Limited); L. Xu(Ove Arup and Partners Hong Kong Limited)"
] |
This paper outlines the current steel design climate and describes some recent and unusual
designs using structural steel or composite steel and concrete which have been carried out in Hong Kong and
the East Asia region. Composite structural systems for very tall buildings are outlined. A case study of
concept designs for one of these is presented. Two further case studies are presented: a refurbishment project
where the use of steel and innovative strengthening techniques allowed an additional five stories to be built on
an existing reinforced concrete frame and a monumental sculpture.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001475431
|
oai_dc
|
Developments in composite construction and cellular beams
|
Developments in composite construction and cellular beams
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"R. M. Lawson(Department of Civil Engineering, University of Surrey); S. J. Hicks(The Steel Construction Institute, Silwood Park, Ascot)"
] |
This paper describes recent developments in composite construction and their effect on codified
design procedures in the UK. Areas of particular interest include: rules on shear connection, design of beams
with web openings, serviceability limits, such as floor vibrations, and fire safe design. The design of cellular
beams with regular circular openings now includes generalized rules for web-post buckling, and for the
development of in-plane moment in the web-post for asymmetric sections. Closed solutions for the maximum
shear force due to limits on web-post bending or buckling are presented. The fire resistance of cellular beams
is also dependent on the temperature of the web-post, and for closely spaced openings. It is necessary to
increase the thickness of fire protection to the web. For serviceability design of beams, deflection limits and
natural frequency and response factor for vibration are presented. It may be necessary to use stricter limits for
certain applications.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001475437
|
oai_dc
|
Local buckling and shift of effective centroid of cold-formed steel columns
|
Local buckling and shift of effective centroid of cold-formed steel columns
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Ben Young(The University of Hong Kong University of Science and Technology)"
] |
Local buckling is a major consideration in the design of thin-walled cold-formed steel sections. The main effect of local buckling in plate elements under longitudinal compressive stresses is to cause a redistribution of the stresses in which the greatest portion of the load is carried near the supporting edges of the plate junctions. The redistribution produces increased stresses near the plate junctions and high bending stresses as a result of plate flexure, leading to ultimate loads below the squash load of the section. In singly symmetric cross-sections, the redistribution of longitudinal stress caused by local buckling also produces a shift of the line of action of internal force (shift of effective centroid). The fundamentally different effects of local buckling on the behaviour of pin-ended and fixed-ended singly symmetric columns lead to inconsistencies in traditional design approaches. The paper describes local buckling and shift of effective centroid of thin-walled cold-formed steel channel columns. Tests of channel columns have been described. The experimental local buckling loads were compared with the theoretical local buckling loads obtained using an elastic finite strip buckling analysis. The shift of the effective centroid was also compared with the shift predicted using the Australian/New Zealand and American specifications for cold-formed steel structures.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001475434
|
oai_dc
|
Design of steel and composite beams with web openings - Verification using finite element method
|
Design of steel and composite beams with web openings - Verification using finite element method
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"K. F. Chung(The Hong Kong Polytechnic University); C. H. Ko(Department of Civil and Structural Engineering,The Hong Kong Polytechnic University); A. J. Wang(The Hong Kong Polytechnic University)"
] |
This paper presents the findings of a design development project for perforated beams fully
integrated with building services. A unified design approach for both steel and composite beams with large
rectangular web openings is proposed which is based on plastic design methods and formulated in accordance
with analytical structural design principles. Moreover, finite element models are established after careful
calibration against test data, and comparison on the predicted ultimate loads of two composite beams with
rectangular web openings from the finite element models and the proposed design method is also presented. It
is demonstrated that the proposed design method is able to predict the ultimate loads of composite beams with
rectangular web openings against ‘Vierendeel’ mechanism satisfactorily.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001475424
|
oai_dc
|
Limitation of effective length method and codified second-order analysis and design
|
Limitation of effective length method and codified second-order analysis and design
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"S. L. Chan(The Hong Kong Polytechnic Univ.); Y. P. Liu(Department of Civil and Structural Engineering, The Hong Kong Polytechnic University); Z. H. Zhou(Southeast University, Nanjing)"
] |
The effective length method for flexural (column) buckling has been used for many decades but
its use is somewhat limited in various contemporary design codes to moderately slender structures with elastic
critical load factor (λcr) less than 3 to 5. In pace with the use of higher grade steel in recent years, the influence
of buckling in axial buckling resistance of a column becomes more important and the over-simplified
assumption of effective length factor can lead to an unsafe, an uneconomical or a both unsafe and
uneconomical solution when some members are over-designed while key elements are under-designed.
Effective length should not normally be taken as the distance between nodes multiplied by an arbitrary factor
like 0.85, 1.0, 2.0 etc. Further, the classification of non-sway and sway-sensitive frames makes the
conventional design procedure tedious to use and, more importantly, limited to simple regular frames. This
paper describes the practical use of second-order analysis with section capacity check allowing for P-δ and P-
Δ effects together with member and system imperfections. Most commercial software considers only the P-Δ
effect, but not member and frame imperfections nor P-δ effect, and engineers must be very careful in their
uses. A verification problem is also given for validation of software for this type of powerful second-order
analysis and design. It is a trend for popular and advanced national design codes in using the second-order
analysis as a norm for analysis and design of steel structures while linear analysis may only be used in very
simple structures.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001596864
|
oai_dc
|
Ultimate strength of composite structure with different degrees of shear connection
|
Ultimate strength of composite structure with different degrees of shear connection
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"김상효(연세대학교); Jin-Hee Ahn1(Kyushu University); Chi-Young Jung(Yonsei University)"
] |
Composite beam, which combined the material characteristic of the steel and concrete, has been widely used in the construction of various building and bridge system. For the effective application of the composite beam, the composite action on the composite interface between the concrete element and the steel element should be achieved by shear connectors. The behavioral characteristics of composite beam are related with the degree of interaction and the degree of shear connection according to the shear strength and shear stiffness of the stud shear connectors. These two concepts are also affected by the number of installed shear connector and the strength of composite materials. In this study, experimental and analytical evaluations of the degree of shear connection affected by stud diameter were conducted, and the relationship between structural behavior and the degree of shear connection was verified. The very small difference among the ultimate loads of the specimens depending on the change of the degree of connection was possibly because of the dependence of the ultimate load on the characteristic of plastic moment of the composite beam.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001596869
|
oai_dc
|
Reliability analysis for lateral stabilityof tongwamen bridge
|
Reliability analysis for lateral stabilityof tongwamen bridge
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Pan Sheng-Shan(Dalian University of Technology, China); Shi Lei(Dalian University of Technology, China); Tan Yong-Gang(Dalian University of Technology); Zhang Zhe(Dalian University of Technology)"
] |
Tongwamen Bridge is a critical link between Dongmen Island and the land in Shipu town, Zhejiang province, China. It is a 238 m span, half-through, concrete-filled steel tubular (CFST) X-type arch bridge. The width of the deck is only 10 m, yielding a width-to-span ratio of 1/23.8. The plane truss type section rib was adopted, which made of two CFST chords and web member system. The lateral stability is the key issue to this bridge. However, the existing researches on Tongwamen Bridge’s lateral stability are all the deterministic structural analysis. In this paper, a new strategy for positioning sampling points of the response surface method (RSM), based on the composite method combining RSM with geometric method for structural reliability analysis, is employed to obtain the reliability index of lateral stability. In addition the correlated parameters were discussed in detail to find the major factors. According to the analysis results, increasing the stiff of lateral braces between the arch ribs and setting the proper inward-incline degree of the arch rib can enhance obviously the reliability of lateral stability. Moreover, the deck action of non-orienting force is less than the two factors above. The calculated results indicate that the arch ribs are safe enough to keep excellent stability, and it provides the foundation that the plane truss rib would be a competitive solution for a long-span, narrow, CFST arch bridge.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001596866
|
oai_dc
|
Compression test of RCFT columns with thin-walledsteel tube and high strength concrete
|
Compression test of RCFT columns with thin-walledsteel tube and high strength concrete
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Alifujiang Xiamuxi(Xinjiang University); Akira Hasegawa(Hachinohe Institute of Technology)"
] |
It is clear from the former researches on reinforced concrete filled steel tubular (RCFT) structuresthat RCFT structures have higher strength and deformation capacity than concrete filled steel tubular (CFT) structures. However, in the case of actual applications to large-scaled structures, the thin-walled steel tube must be used from the view point of economic condition. Therefore, in this study, compression tests of RCFT columns which were made by thin-walled steel tube or small load-sharing ratio in cooperation with high strength concrete were carried out, meanwhile corresponding tests of CFT, reinforced concrete (RC), pure concrete and steel tube columns were done to compare with RCFT. By the a series of comparison and analysis, characteristics of RCFT columns were clarified, and following conclusions were drawn: RCFT structures can effectively avoided from brittle failure by the using of reinforcement while CFT structures are damaged due to the brittle failure; with RCFT structures, excellent bearing capacity can be achieved in plastic zone by combining the thin-walled steel tube with high strength concrete and reinforcement. The smaller load-sharing ratio can made the reinforcement play full role; Combination of thin-walled steel tube with high strength concrete and reinforcement is effective way to construct large-scaled structures.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001596861
|
oai_dc
|
Influence of aspect ratio and fibre orientation onthe stability of simply supported orthotropic skew plates
|
Influence of aspect ratio and fibre orientation onthe stability of simply supported orthotropic skew plates
|
{
"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)"
] |
In this paper, the influence of fibre orientation and aspect ratio on stability analysis of simply supported skew plates subjected to in plane loading is studied by using a four noded hybrid plate finite element. The formulation of the element is based on Hellinger-Reissner variational principle. The element is developed by combining a hybrid plane stress element and a hybrid plate element. Some numerical problems are solved and the effects of skew angle, aspect ratio, fibre orientation and loading type on the critical buckling loads are highlighted.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001596868
|
oai_dc
|
Nonlinear vibration analysis of laminated plates restingon nonlinear two-parameters elastic foundations
|
Nonlinear vibration analysis of laminated plates restingon nonlinear two-parameters elastic foundations
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Bekir Akgöz(Akdeniz University); Ömer Civalek(Akdeniz University)"
] |
In the present manuscript, geometrically nonlinear free vibration analysis of thin laminated plates resting on non-linear elastic foundations is investigated. Winkler-Pasternak type foundation model is used. Governing equations of motions are obtained using the von Karman type nonlinear theory. The method of discrete singular convolution is used to obtain the discretised equations of motion of plates. The effects of plate geometry, boundary conditions, material properties and foundation parameters on nonlinear vibration behavior of plates are presented.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476574
|
oai_dc
|
Performance of steel beams at elevated temperatures under the effect of axial restraints
|
Performance of steel beams at elevated temperatures under the effect of axial restraints
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"T.C.H. Liu(Manchester School of Engineering, Oxford Road); J.M. Davies(Manchester School of Engineering, Oxford Road)"
] |
The growing use of unprotected or partially protected steelwork in buildings has caused a lively
debate regarding the safety of this form of construction. A good deal of recent research has indicated that steel
members have a substantial inherent ability to resist fire so that additional fire protection can be either reduced
or eliminated completely. A performance based philosophy also extends the study into the effect of structural
continuity and the performance of the whole structural totality. As part of the structural system, thermal
expansion during the heating phase or contraction during the cooling phase in most beams is likely to be
restrained by adjacent parts of the whole system or sub-frame assembly due to compartmentation. This has not
been properly addressed before. This paper describes an experimental programme in which unprotected steel
beams were tested under load while it is restrained between two columns and additional horizontal restraints
with particular concern on the effect of catenary action in the beams when subjected to large deflection at very
high temperature. This paper also presents a three-dimensional mathematical modelling, based on the finite
element method, of the series of fire tests on the part-frame. The complete analysis starts with an evaluation of
temperature distribution in the structure at various time levels. It is followed by a detail 3-D finite element
analysis on its structural response as a result of the changing temperature distribution. The principal part of the
analysis makes use of an existing finite element package FEAST. The effect of columns being fire-protected
and the beam being axially restrained has been modelled adequately in terms of their thermal and structural
responses. The consequence of the beam being restrained is that the axial force in the restrained beam starts as
a compression, which increases gradually up to a point when the material has deteriorated to such a level that
the beam deflects excessively. The axial compression force drops rapidly and changes into a tension force
leading to a catenary action, which slows down the beam deflection from running away. Design engineers will
be benefited with the consideration of the catenary action.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476562
|
oai_dc
|
Bending and shear stiffness optimization for rigid and braced multi-story steel frames
|
Bending and shear stiffness optimization for rigid and braced multi-story steel frames
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"C.J. Gantes(Civil Engineering Department, National Technical University of Athens); I. Vayas(Civil Engineering Department, National Technical University of Athens); A. Spiliopoulos(Civil Engineering Department, National Technical University of Athens); C.C. Pouangare(Consulting Engineer, 9 Nikokleous Street, Limassol)"
] |
The response of multi-story building structures to lateral loads, mainly due to earthquake and
wind, is investigated for preliminary design purposes. Emphasis is placed on structural systems consisting of
rigid and braced steel frames. An attempt to gain a qualitative understanding of the influence of bending and
shear stiffness distribution on the deformations of such structures is made. This is achieved by modeling the
structure with a stiffness equivalent Timoshenko beam. It is observed that the conventional stiffness
distribution, dictated by strength constraints, may not be the best to satisfy deflection criteria. This is
particularly the case for slender structural systems with prevailing bending deformations, such as flexible
braced frames. This suggests that a new approach to the design of such frames may be appropriate when
serviceability governs. A pertinent strategy for preliminary design purposes is proposed.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476576
|
oai_dc
|
Flexural behavior of partially-restrained semirigid steel connections
|
Flexural behavior of partially-restrained semirigid steel connections
|
{
"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)"
] |
We analyzed the experimental and theoretical behavior of a particular type of steel joint designed to
connect beam to beam and able to transfer both shear forces and bending moments. This joint is characterized
by the use of steel plates and bolts enclosed in the width of the beams. The experimental investigation was
carried out characterizing the constituent materials and testing in flexure beams constituted by two portions of
beams connected in the middle with the joint proposed. Connections having different characteristics in terms
of thickness of plates, number and type of bolts were utilized. Flexure tests allow one to determine the loaddeflection
curves of the beam tested and the moment-rotation diagrams of the connections, highlighting the
strength and the strain capacity of the joints. The proposed analytical model allows one to determine the
moment-rotation relationship of the connections, pointing out the influence of the principal geometrical and
mechanic characteristics of single constituents on the full properties of the joint.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476566
|
oai_dc
|
Structural behavior of slender circular steel-concrete composite columns under various means of load application
|
Structural behavior of slender circular steel-concrete composite columns under various means of load application
|
{
"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); Kent Gylltoft(Department of Structural Engineering, Concrete Structures, Chalmers University of Technology)"
] |
In an experimental and analytical study on the structural behavior of slender circular steelconcrete
composite columns, eleven specimens were tested to investigate the effects of three ways to apply a
load to a column. The load was applied eccentrically to the concrete section, to the steel section or to the entire
section. Three-dimensional nonlinear finite element models were established and verified with the experimental
results. The analytical models were also used to study how the behavior of the column was influenced by the
bond strength between the steel tube and the concrete core and the by confinement of the concrete core offered
by the steel tube. The results obtained from the tests and the finite element analyses showed that the behavior
of the column was greatly influenced by the method used to apply a load to the column section. When relying
on just the natural bond, full composite action was achieved only when the load was applied to the entire
section of the column. Furthermore, because of the slenderness effects the columns did not exhibit the
beneficial effects of composite behavior in terms of increased concrete strength due to the confinement.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476579
|
oai_dc
|
Seismic response and energy dissipation in partially restrained and fully restrained steel frames: An analytical study
|
Seismic response and energy dissipation in partially restrained and fully restrained steel frames: An analytical study
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Alfredo Reyes-Salazar(Universidad Autónoma de Sinaloa, Culiacán); Achintya Haldar(Department of Civil Engineering and Engineering Mechanics, University of Arizona)"
] |
The damage suffered by steel structures during the Northridge (1994) and Kobe (1995) earthquakes
indicates that the fully restrained (FR) connections in steel frames did not behave as expected. Consequently,
researchers began studying other possibilities, including making the connections more flexible, to reduce the
risk of damage from seismic loading. Recent experimental and analytical investigations pointed out that the
seismic response of steel frames with partially restrained (PR) connections might be superior to that of similar
frames with FR connections since the energy dissipation at PR connections could be significant. This
beneficial effect has not yet been fully quantified analytically. Thus, the dissipation of energy at PR
connections needs to be considered in analytical evaluations, in addition to the dissipation of energy due to
viscous damping and at plastic hinges (if they form). An algorithm is developed and verified by the authors to
estimate the nonlinear time-domain dynamic response of steel frames with PR connections. The verified
algorithm is then used to quantify the major sources of energy dissipation and their effect on the overall
structural response in terms of the maximum base shear and the maximum top displacement. The results
indicate that the dissipation of energy at PR connections is comparable to that dissipated by viscous damping
and at plastic hinges. In general, the maximum total base shear significantly increases with an increase in the
connection stiffness. On the other hand, the maximum top lateral displacement Umax does not always increase
as the connection stiffness decreases. Energy dissipation is considerably influenced by the stiffness of a
connection, defined in terms of the T ratio, i.e., the ratio of the moment the connection would have to carry
according to beam line theory (Disque 1964) and the fixed end moment of the girder. A connection with a T
ratio of at least 0.9 is considered to be fully restrained. The energy dissipation behavior may be quite different
for a frame with FR connections with a T ratio of 1.0 compared to when the T ratio is 0.9. Thus, for nonlinear
seismic analysis, a T ratio of at least 0.9 should not be considered to be an FR connection. The study
quantitatively confirms the general observations made in experimental results for frames with PR connections.
Proper consideration of the PR connection stiffness and other dynamic properties are essential to predict
dynamic behavior, no matter how difficult the analysis procedure becomes. Any simplified approach may
need to be calibrated using this type of detailed analytical study.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476570
|
oai_dc
|
Failure analysis of prestressing steel wires
|
Failure analysis of prestressing steel wires
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"J. Toribio(University of Salamanca); A. Valiente(Department of Materials Science, Polytechnic University of Madrid, ETSI Caminos, Ciudad Universitari)"
] |
This paper treats the failure analysis of prestressing steel wires with different kinds of
localised damage in the form of a surface defect (crack or notch) or as a mechanical action (transverse
loads). From the microscopical point of view, the micromechanisms of fracture are shear dimples
(associated with localised plasticity) in the case of the transverse loads and cleavage-like (related to a
weakest-link fracture micromechanism) in the case of cracked wires. In the notched geometries the
microscopic modes of fracture range from the ductile micro-void coalescence to the brittle cleavage,
depending on the stress triaxiality in the vicinity of the notch tip. From the macroscopical point of view,
fracture criteria are proposed as design criteria in damage tolerance analyses. The transverse load situation
is solved by using an upper bound theorem of limit analysis in plasticity. The case of the cracked wire may
be treated using fracture criteria in the framework of linear elastic fracture mechanics on the basis of a
previous finite element computation of the stress intensity factor in the cracked cylinder. Notched
geometries require the use of elastic-plastic fracture mechanics and numerical analysis of the stress-strain
state at the failure situation. A fracture criterion is formulated on the basis of the critical value of the
effective or equivalent stress in the Von Mises sense.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476495
|
oai_dc
|
Semi-continuous beam-to-column joints at the Millennium Tower in Vienna, Austria
|
Semi-continuous beam-to-column joints at the Millennium Tower in Vienna, Austria
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Gerald Huber(Aste Konstruktion Innsbruck, Austria)"
] |
The Millennium Tower is situated to the north of the center of Vienna. With a height of 202 m
it is the highest building in Austria. Realization was improved by new methods. The tower is a typical
example of mixed building technology, combining composite frames with a concrete core. Special
attention has been paid to the moment connections between the slim floors and the column tubes resulting
in a drastically reduced construction time and thin slabs. The semi-continuity has been considered in the
design at ultimate and serviceability limit states.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476521
|
oai_dc
|
Practical design guidlines for semi-continuous composite braced frames
|
Practical design guidlines for semi-continuous composite braced frames
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"J.Y. Richard Liew(Department of Civil Engineering, National University of Singapore); K.L. Looi(Department of Civil Engineering, National University of Singapore); Brian Uy(School of Civil and Environmental Engineering, The University of New South Wales)"
] |
This paper presents a simplified approach for the design of semi-continuous composite beams
in braced frames, where specific attention is given to the effect of joint rotational stiffness. A simple
composite beam model is proposed incorporating the effects of semi-rigid end connections and the nonprismatic
properties of a ‘cracked’ steel-concrete beam. This beam model is extended to a sub-frame in
which the restraining effects from the adjoining members are considered. Parametric studies are performed
on several sub-frame models and the results are used to show that it is possible to correlate the amount of
moment redistribution of semi-continuous beam within the sub-frame using an equivalent stiffness of the
connection. Deflection equations are derived for semi-continuous composite beams subjected to various
loading and parametric studies on beam vibrations are conducted. The proposed method may be applied
using a simple computer or spreadsheet program.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476524
|
oai_dc
|
FRP or steel plate-to-concrete bonded joints: Effect of test methods on experimental bond strength
|
FRP or steel plate-to-concrete bonded joints: Effect of test methods on experimental bond strength
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"J.F. Chen(School of the Built Environment, Nottingham University, University Park); Z.J. Yang(School of Engineering and the Built Environment, Wolverhampton University); G.D. Holt(School of Engineering and the Built Environment, Wolverhampton University)"
] |
The strengthening of reinforced concrete structures using externally bonded steel or advanced
fibre reinforced plastic (FRP) composites is becoming increasingly common. A key factor affecting the
behaviour and reliability of such strengthened structures is the bond strength between the steel or FRP plate
and the concrete substrate. Several different experimental set-ups have previously been used to determine
bond strength. This paper presents a careful finite element analysis of the stress distributions in these test
set-ups. Results show that stress distributions can be significantly different for different set-ups, for similar
materials and geometry.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476518
|
oai_dc
|
Effect of loading rate on mechanical behavior of SRC shearwalls
|
Effect of loading rate on mechanical behavior of SRC shearwalls
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Fumiya Esaki(Department of Architecture, Faculty of Engineering, Kyushu Kyoritsu University); Masayuki Ono(Department of Architecture, Kyushu School of Engineering, Kinki University)"
] |
In order to investigate the effect of the loading rate on the mechanical behavior of SRC
shearwalls, we conducted the lateral loading tests on the 1/3 scale model shearwalls whose edge columns
were reinforced by H-shaped steel. The specimens were subjected to the reversed cyclic lateral load under a
variable axial load. The two types of loading rate, 0.01 cm/sec for the static loading and 1 cm/sec for the
dynamic loading were adopted. The failure mode in all specimens was the sliding shear of the in-filled wall
panel. The edge columns did not fail in shear. The initial lateral stiffness and lateral load carrying capacity
of the shearwalls subjected to the dynamic loading were about 10% larger than those subjected to the static
loading. The effects of the arrangement of the H-shaped steel on the lateral load carrying capacity and the
lateral load-displacement hysteresis response were not significant.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476507
|
oai_dc
|
Axial compressive strength of short steel and composite columns fabricated with high stength steel plate
|
Axial compressive strength of short steel and composite columns fabricated with high stength steel plate
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"B. Uy(School of Civil & Environmental Engineering, The University of New South Wales)"
] |
The design of tall buildings has recently provided many challenges to structural engineers.
One such challenge is to minimise the cross-sectional dimensions of columns to ensure greater floor
space in a building is attainable. This has both an economic and aesthetics benefit in buildings, which
require structural engineering solutions. The use of high strength steel in tall buildings has the ability to
achieve these benefits as the material provides a higher strength to cross-section ratio. However as the
strength of the steel is increased the buckling characteristics become more dominant with slenderness
limits for both local and global buckling becoming more significant. To arrest the problems associated
with buckling of high strength steel, concrete filling and encasement can be utilised as it has the affect of
changing the buckling mode, which increases the strength and stiffness of the member. This paper
describes an experimental program undertaken for both encased and concrete filled composite columns,
which were designed to be stocky in nature and thus fail by strength alone. The columns were designed
to consider the strength in axial compression and were fabricated from high strength steel plate. In
addition to the encased and concrete filled columns, unencased columns and hollow columns were also
fabricated and tested to act as calibration specimens. A model for the axial strength was suggested and
this is shown to compare well with the test results. Finally aspects of further research are addressed in
this paper which include considering the effects of slender columns which may fail by global
instabilities.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476526
|
oai_dc
|
Analytical evaluation of the moment-rotation response of beam-to-column composite joints under static loading
|
Analytical evaluation of the moment-rotation response of beam-to-column composite joints under static loading
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"L. Simões da Silva(Department of Civil Engineering, University of Coimbra); Ana M. Girão Coelho(Departamento de Engenharia Civil, Instituto Superior de Engenharia de Coimbra); Rui A.D. Simões(Departamento de Engenharia Civil, Universidade de Coimbra)"
] |
The analysis of steel-concrete composite joints presents some particular aspects that increase
their complexity when compared to bare steel joints. In particular, the influence of slab reinforcement and
column concrete encasement clearly change the moment-rotation response of the joint. Starting from an
energy approach developed in the context of steel joints, an extension to composite joints is presented in
this paper that is able to provide closed-form analytical solutions. In addition, the possibility of tri-linear or
non-linear component behaviour is also incorporated in the model, enabling adequate treatment of the
influence of cracked concrete in tension and the softening response of the column web in compression.
This methodology is validated through comparison with experimental tests carried out at the University of
Coimbra.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476515
|
oai_dc
|
Investigation of rotational characteristics of column ‘PINNED’ bases of steel portal frames
|
Investigation of rotational characteristics of column ‘PINNED’ bases of steel portal frames
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Timothy Chi-ho Liu(Manchester School of Engineering, University of Manchester)"
] |
Most of the portal frames are designed these days by the application of plastic analysis, with
the normal assumption being made that the column bases are pinned. However, the couple produced by the
compression action of the inner column flange and the tension in the holding down bolts will inevitably
generate some moment resistance and rotational stiffness. Full-scale portal frame tests conducted during a
previous research program had suggested that this moment can be as much as 20% of the moment of
resistance of the column. The size of this moment of resistance is particularly important for the design of
the tensile capacity of the holding down bolts and also the bearing resistance of the foundation. The present
research program is aiming at defining this moment of resistance in simple design terms so that it could be
included in the design of the frame. The investigation also included the study of the semi-rigid behaviour of
the column base/foundation, which, to a certain extent, affects the overall loading capacity and stiffness of
the portal frames. A series of column bases with various details were tested and were used to calibrate a
finite element model which is able to simulate the action of the holding down bolts, the effect of the
concrete foundation and the deformation of the base plate.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001527038
|
oai_dc
|
Parameters influencing seismic response of horizontally curved, steel, I-girder bridges
|
Parameters influencing seismic response of horizontally curved, steel, I-girder bridges
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Daniel G. Linzell(The Pennsylvania State University); Venkata P. Nadakuditi(Stress Offshore, Inc.)"
] |
This study examines the influence of curved, steel, I-girder bridge configuration on girder end reactions and cross frame member forces during seismic events. Simply-supported bridge finite element models were created and examined under seismic events mimicking what could be experienced in AASHTO Seismic Zone 2. Bridges were analyzed using practical ranges of: radius of curvature; girder and cross frame spacings; and lateral bracing configuration. Results from the study indicated that: (1) radius of curvature had the greatest influence on seismic response; (2) interior (lowest radius) girder reactions were heavily influenced by parameter variations and, in certain instances, uplift at their bearings could be a concern; (3) vertical excitation more heavily influenced bearing and cross frame seismic response; and (4) lateral bracing helped reduce seismic effects but using bracing along the entire span did not provide additional benefit over placing bracing only in bays adjacent to the supports.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001527037
|
oai_dc
|
Plastic load bearing capacity of multispan composite highway bridges with longitudinally stiffened webs
|
Plastic load bearing capacity of multispan composite highway bridges with longitudinally stiffened webs
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Harald Unterweger(Graz University of Technology); Andreas Lechner(Graz University of Technology); Richard Greiner(Graz University of Technology)"
] |
The introduction of the Eurocodes makes plastic design criteria available also for composite bridges, leading to more economical solutions compared with previous elastic design rules. Particularly for refurbishment old bridges with higher actual traffic loads, up to date outside the scope of the Eurocodes,strengthening should therefore be avoidable or at least be necessary only to a minor extent. For bridges with smaller spans and compact cross sections, the plastic load bearing capacity is clearly justified. In this work, however, the focus is placed on long span continuous composite bridges with deep, longitudinally stiffened girders, susceptible to local buckling. In a first step, the elastic - plastic cross section capacity of the main girder in bending is studied as an isolated case, based on high preloads acting on the steel girder only, due to the common assembling procedure without scaffolding. In a second step, the effects on the whole structure are studied, because utilising the plastic section capacity at midspan leads to a redistribution of internal forces to the supports. Based on the comprehensive study of an old, actual strengthened composite bridge, some limitations for plastic design are identified. Moreover, fully plastic design will sometimes need additional global analysis. Practical recommendations are given for design purposes.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001527040
|
oai_dc
|
Forced vibration of an embedded single-walled carbon nanotube traversed by a moving load using nonlocal Timoshenko beam theory
|
Forced vibration of an embedded single-walled carbon nanotube traversed by a moving load using nonlocal Timoshenko beam theory
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Mesut Simsek(Yildiz Technical University)"
] |
Dynamic analysis of an embedded single-walled carbon nanotube (SWCNT) traversed by a moving nanoparticle, which is modeled as a moving load, is investigated in this study based on the nonlocal Timoshenko beam theory, including transverse shear deformation and rotary inertia. The governing equations and boundary conditions are derived by using the principle of virtual displacement. The Galerkin method and the direct integration method of Newmark are employed to find the dynamic response of the SWCNT. A detailed parametric study is conducted to study the influences of the nonlocal parameter, aspect ratio of the SWCNT, elastic medium constant and the moving load velocity on the dynamic responses of SWCNT. For comparison purpose, free vibration frequencies of the SWCNT are obtained and compared with a previously published study. Good agreement is observed. The results show that the above mentioned effects play an important role on the dynamic behaviour of the SWCNT.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001527039
|
oai_dc
|
Experimental and numerical studies on concrete encased embossments of steel strips under shear action for composite slabs with profiled steel decking
|
Experimental and numerical studies on concrete encased embossments of steel strips under shear action for composite slabs with profiled steel decking
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Noémi Seres(Budapest University of Technology and Economics); László Dunai(Budapest University of Technology and Economics)"
] |
The subject of the ongoing research work is to analyze the composite action of the structural elements of composite slabs with profiled steel decking by experimental and numerical studies. The mechanical and frictional interlocks result in a complex behaviour and failure under horizontal shear action.
This is why the design characteristics can be determined only by standardized experiments. The aim of the current research is to develop a computational method which can predict the behaviour of embossed mechanical bond under shear actions, in order to derive the design characteristics of composite slabs with profiled steel decking. In the first phase of the research a novel experimental analysis is completed on an individual concrete encased embossment of steel strip under shear action. The experimental behaviour modes and failure mechanisms are determined. In parallel with the tests a finite element model is developed to follow the ultimate behaviour of this type of embossment, assuming that the phenomenon is governed by the failure of the steel part. The model is verified and applied to analyse the effect of embossment’s parameters on the behaviour. In the extended investigation different friction coefficients, plate thicknesses, heights and the size effects are studied. On the basis of the results the tendencies of the ultimate behaviour and resistance by the studied embossment’s characteristics are concluded.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001527041
|
oai_dc
|
Experimental evaluation on the seismic performance of steel knee braced frame structures with energy dissipation mechanism
|
Experimental evaluation on the seismic performance of steel knee braced frame structures with energy dissipation mechanism
|
{
"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); C.-H. Chou(National Central University)"
] |
This study experimentally evaluated the seismic performance of steel knee braced frame structures with energy dissipation mechanism. A series of cyclic load tests were conducted on the steel moment resisting frames and the proposed knee braced frames. Test results validated that the demand in the beam-to-column connection designs was alleviated by the proposed design method. Test results also showed that the strength and stiffness of the proposed design were effectively enhanced. Comparisons in energy dissipation between the steel moment resisting frames and the steel knee braced frames further justified the applicability of the proposed method.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001501411
|
oai_dc
|
Finite element model updating of an arch type steel laboratory bridge model using semi-rigid connection
|
Finite element model updating of an arch type steel laboratory bridge model using semi-rigid connection
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Ahmet Can Altuni sik(Karadeniz Technical University); Alemdar Bayraktar(Karadeniz Technical Univ.); Bar Sevm(Gümü hane University); Murat Emre Kartal(Zonguldak Karaelmas University); Süleyman Adanur(Karadeniz Technical University)"
] |
This paper presents finite element analyses, experimental measurements and finite element model updating of an arch type steel laboratory bridge model using semi-rigid connections. The laboratory bridge model is a single span and fixed base structure with a length of 6.1 m and width of 1.1m. The height of the bridge column is 0.85 m and the maximum arch height is 0.95 m. Firstly, a finite element model of the bridge is created in SAP2000 program and analytical dynamic characteristics such as natural frequencies and mode shapes are determined. Then, experimental measurements using ambient vibration tests are performed and dynamic characteristics (natural frequencies, mode shapes and damping ratios) are obtained. Ambient vibration tests are performed under natural excitations such as wind and small impact effects. The Enhanced Frequency Domain Decomposition method in the frequency domain and the Stochastic Subspace Identification method in the time domain are used to extract the dynamic characteristics. Then the finite element model of the bridge is updated using linear elastic rotational springs in the supports and structural element connections to minimize the differences between analytically and experimentally estimated dynamic characteristics. At the end of the study, maximum differences in the natural frequencies are reduced on average from 47% to 2.6%. It is seen that there is a good agreement between analytical and experimental results after finite element model updating. Also, connection percentages of the all structural elements to joints are determined depending on the rotational spring stiffness
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001501408
|
oai_dc
|
Effects of RHS face deformation on the rigidity of beam-column connection
|
Effects of RHS face deformation on the rigidity of beam-column connection
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M.A. Hadianfard(Shiraz University of Technology); H. Rahnema(Shiraz University of Technology)"
] |
The rigid connections of I-beams to Rectangular Hollow Sections (RHS) in steel structures usually behave as semi-rigid connection. This behavior is directly related to the column face deformation. The deformation in the wall of RHS column in the connection zone causes a relative rotation between beam end and column axis, which consequently reduces the rigidity of beam-column connection. In the present paper, the percentages of connection rigidity reduction for serviceability conditions are evaluated by using the finite element analysis. Such percentages for RHS columns without internal stiffeners are considerable, and can be calculated from presented graphs
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001501405
|
oai_dc
|
Buckling capacity of uniformly corroded steel members in terms of exposure time
|
Buckling capacity of uniformly corroded steel members in terms of exposure time
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Reza Rahgozar(Kerman University); Yasser Sharifi(University of Kerman, Iran); Mohsen Malekinejad(University of Kerman)"
] |
Most of steel structures in various industries are subjected to corrosion due to environmental exposure. Corrosion damage is a serious problem for these structures which may reduce their carrying capacity. These aging structures require maintenance and in many cases, replacement. The goal of this research is to consider the effects of corrosion by developing a model that estimates corrosion loss as a function of exposure time. The model is formulated based on average measured thickness data collected from three severely corroded I-beams (nearly 30 years old). Since corrosion is a time-dependent parameter. Analyses were performed to calculate the lateral buckling capacity of steel beam in terms of exposure time. Minimum curves have been developed for assessment of the remaining lateral buckling capacity of ordinary I-beams based on the loss of thicknesses in terms of exposure time. These minimum curves can be used by practicing engineers for better estimates on the service life of corrosion damaged steel beams.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001501410
|
oai_dc
|
Axial compressive behaviour of stub concrete-filled columns with elliptical stainless steel hollow sections
|
Axial compressive behaviour of stub concrete-filled columns with elliptical stainless steel hollow sections
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"X. Dai(University of Bradford); D. Lam(University of Bradford)"
] |
This paper presents the axial compressive behaviour of stub concrete-filled columns with elliptical stainless steel and carbon steel hollow sections. The finite element method developed via ABAQUS/Standard solver was used to carry out the simulations. The accuracy of the FE modelling and the proposed confined concrete stress-strain model were verified against experimental results. A parametric study on stub concrete-filled columns with various elliptical hollow sections made with stainless steel and carbon steel was conducted. The comparisons and analyses presented in this paper outline the effect of hollow sectional configurations to the axial compressive behaviour of elliptical concrete-filled steel tubular columns, especially the merits of using stainless steel hollow sections is highlighted
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001501409
|
oai_dc
|
Experimental study on reinforced high-strength concrete short columns confined with AFRP sheets
|
Experimental study on reinforced high-strength concrete short columns confined with AFRP sheets
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Han-Liang Wu(Research Institute Center of Highway); Yuan-Feng Wang(Beijing Jiaotong University)"
] |
This paper is aiming to study the performances of reinforced high-strength concrete (HSC) short columns confined with aramid fibre-reinforced polymer (AFRP) sheets. An experimental program, which involved 45 confined columns and nine unconfined columns, was carried out in this study. All the columns were circular in cross section and tested under axial compressive load. The considered parameters included the concrete strength, amount of AFRP layers, and ratio of hoop reinforcements. Based on the experimental results, a prediction model for the axial stress-strain curves of the confined columns was proposed. It was observed from the experiment that there was a great increment in the compressive strength of the columns when the amount of AFRP layers increases, similar as the ultimate strain. However, these increments were reduced as the concrete strength increasing. Comparisons with other existing prediction models present that the proposed model can provide more accurate predictions
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476237
|
oai_dc
|
Fatigue reliability analysis of welded joints of a TLP tether system
|
Fatigue reliability analysis of welded joints of a TLP tether system
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M. Amanullah(Department of Civil Engineering, Aligarh Muslim University); N. A. Siddiqui(Aligarh Muslim University); A. Umar(Aligarh Muslim University); H. Abbas(Department of Civil Engineering, Aligarh Muslim University)"
] |
Tethers of Tension Leg Platform (TLP) are a series structural system where fatigue is the
principal mode of failure. The present study is devoted to the fatigue and fatigue fracture reliability study of
these tethers. For this purpose, two limit state functions have been derived. These limit state functions are
based on S-N curve and fracture mechanics approaches. A detailed methodology for the reliability analysis
has then been presented. A sensitivity analysis has been carried out to study the influence of various random
variables on tether reliability. The design point, important for probabilistic design, is located on the failure
surface. Effect of wind, water depth, service life and number of welded joints are investigated. The effect of
uncertainties in various random variables on tether fatigue reliability is highlighted.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476246
|
oai_dc
|
Structural assessment of cold-formed composite structures
|
Structural assessment of cold-formed composite structures
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"S.A.L. de Andrade(Civil Engineering Department, PUC, Rio de Janeiro, Brazil, Structural Engineering Department); P.C.G. da S. Vellasco(Structural Engineering Department, UERJ); A.J.R. Mergulhão(Civil Engineering Department, UFOP, Minas Gerais)"
] |
The main aim of the present paper is to present the results of a full-scale experimental
investigation to study the structural behaviour of composite steel beams. The composite beam was made of
cold-formed steel section shapes filled with reinforced concrete. First a comprehensive description of the
experimental results in terms of: deflections, deformations, slippage and stress levels on critical steps of the
load path is presented. The experimental results were then compared to theoretical values obtained by the use
of an analytical model based on ultimate limit state stress blocks. Finally, a practical application of the use of
this structural solution is depicted.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476242
|
oai_dc
|
The efficiency of passive confinement in CFT columns
|
The efficiency of passive confinement in CFT 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)"
] |
The paper describes the mechanical behavior of short concrete-filled steel tube (CFT) columns
with circular section. The efficiency of the steel tube in confining the concrete core depending on concrete
strength and the steel tube thickness was examined. Fifteen columns were tested to failure under concentric
axial loading. Furthermore, a mechanical model based on the interaction between the concrete core and the
steel tube was developed. The model employs a volumetric strain history for the concrete, characterized by the
level of applied confining stress. The situation of passive confinement is accounted for by an incremental
procedure, which continuously updates the confining stress. The post-yield behavior of the columns is greatly
influenced by the confinement level and is related to the efficiency of the steel tube in confining the concrete
core. It is possible to classify the post-yield behavior into three categories: strain softening, perfectly plastic and
strain hardening behavior. The softening behavior, which is due to a shear plane failure in the concrete core, was
found for some of the CFT columns with high-strength concrete. Nevertheless, with a CFT column, it is possible
to use high-strength concrete to obtain higher load resistance and still achieve a good ductile behavior.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476233
|
oai_dc
|
Failure mechanisms of externally prestressed composite beams with partial shear connection
|
Failure mechanisms of externally prestressed composite beams with partial shear connection
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"A. Dall’Asta(PROCAM, University of Camerino, Viale della Rimembranza); L. Dezi(Institute of Structural Engineering, University of Ancona); G. Leoni(Institute of Structural Engineering, University of Ancona)"
] |
This paper proposes a model for analysing the non-linear behaviour of steel concrete composite
beams prestressed by external slipping cables, taking into account the deformability of the interface shear
connection. By assuming a suitable admissible displacement field for the composite beam, the balance
condition is obtained by the virtual work principle. The solution is numerically achieved by approximating the
unknown displacement functions as series of shape functions according to the Ritz method. The model is
applied to real cases by showing the consequences of different connection levels between the concrete slab
and the steel beam. Particular attention is focused on the limited ductility of the shear connection that may be
the cause of premature failure of the composite girder.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476241
|
oai_dc
|
Modelling of headed stud in steel-precast composite beams
|
Modelling of headed stud in steel-precast composite beams
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Ehab El-Lobody(School of Civil Engineering, University of Leeds); Dennis Lam(Univ. of Leeds)"
] |
Use of composite steel construction with precast hollow core slabs is now popular in the UK,
but the present knowledge in shear capacity of the headed shear studs for this type of composite construction
is very limited. Currently, all the information is based on the results obtained from experimental push-off tests.
A finite element model to simulate the behaviour of headed stud shear connection in composite beam with
precast hollow core slabs is described. The model is based on finite element method and takes into account the
linear and non-linear behaviour of all the materials. The model has been validated against the test results, for
which the accuracy of the model used is demonstrated. Parametric studies showing the effect of the change in
transverse gap size, transverse reinforcement diameter and in-situ concrete strength on the shear connection
capacity are presented.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476201
|
oai_dc
|
Comparison of elastic buckling loads for liquid storage tanks
|
Comparison of elastic buckling loads for liquid storage tanks
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"P. Mirfakhraei(Department of Mechanical Engineering University of Ottawa); D. Redekop(University of Ottawa)"
] |
The problem of the elastic buckling of a cylindrical liquid-storage tank subject to horizontal
earthquake loading is considered. An equivalent static loading is used to represent the dynamic effect. A
theoretical solution based on the nonlinear Flügge shell equations is developed, and numerical results are
found using the new differential quadrature method. A second solution is obtained using the finite element
package ADINA. A major motivation of the study was to show that the new method can serve to verify finite
element solutions for cylindrical shell buckling problems. For this purpose the paper concludes with a
comparison of buckling results for a number of cases covering a wide range in tank geometry.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476208
|
oai_dc
|
Elasticity solution of multi-layered shallow cylindrical panels subjected to dynamic loading
|
Elasticity solution of multi-layered shallow cylindrical panels subjected to dynamic loading
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M. Shakeri(Department of Mechanical Engineering, Amirkabir University of Technology); M. R. Eslami(Department of Mechanical Engineering, Amirkabir University of Technology); A. Alibiglu(Department of Mechanical Engineering, Amirkabir University of Technology)"
] |
Elasticity solutions to the boundary-value problems of dynamic response under transverse
asymmetric load of cross-ply shallow cylindrical panels are presented. The shell panel is simply supported
along all four sides and has finite length. The highly coupled partial differential equations are reduced to
ordinary differential equations with constant coefficients by means of trigonometric function expansion in the
circumferential and axial directions. The resulting ordinary differential equations are solved by Galerkin finite
element method. Numerical examples are presented for two (0/90 deg.) and three (0/90/0 deg.) laminations
under dynamic loading.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476204
|
oai_dc
|
Finite element modelling and design of partially encased composite columns
|
Finite element modelling and design of partially encased composite columns
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Thierry Chicoine(Department of Civil, Geological, and Mining Engineering, Ecole Polytechnique); Robert Tremblay(Department of Civil, Geological, and Mining Engineering, Ecole Polytechnique); Bruno Massicotte(Department of Civil, Geological, and Mining Engineering, Ecole Polytechnique)"
] |
In this paper, the behaviour of axially loaded partially encased composite columns made with
light welded H steel shapes is examined using ABAQUS finite element modelling. The results of the
numerical simulations are compared to the response observed in previous experimental studies on that column
system. The steel shape of the specimens has transverse links attached to the flanges to improve its local
buckling capacity and concrete is poured between the flanges only. The test specimens included 14 stubcolumns
with a square cross section ranging from 300 mm to 600 mm in depth. The transverse link spacing
varied from 0.5 to 1 times the depth and the width-to-thickness ratio of the flanges ranged from 23 to 35. The
numerical model accounted for nonlinear stress-strain behaviour of materials, residual stresses in the steel
shape, initial local imperfections of the flanges, and allowed for large rotations in the solution. A Riks
displacement controlled strategy was used to carry out the analysis. Plastic analyses on the composite models
reproduced accurately the capacity of the specimens, the failure mode, the axial strain at peak load, the
transverse stresses in the web, and the axial stresses in the transverse links. The influence of applying a typical
construction loading sequence could also be reproduced numerically. A design equation is proposed to
determine the axial capacity of this type of column.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476211
|
oai_dc
|
Theoretical and experimental studies of unbraced tubular trusses allowing for torsional stiffness
|
Theoretical and experimental studies of unbraced tubular trusses allowing for torsional stiffness
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"S.L. Chan(The Hong Kong Polytechnic University); C.M. Koon(Buildings Department, Hong Kong SAR Government); F.G. Albermani(The University of Queensland)"
] |
This paper describes the buckling phenomenon of a tubular truss with unsupported length
through a full-scale test and presents a practical computational method for the design of the trusses allowing
for the contribution of torsional stiffness against buckling, of which the effect has never been considered
previously by others. The current practice for the design of a planar truss has largely been based on the linear
elastic approach which cannot allow for the contribution of torsional stiffness and tension members in a
structural system against buckling. The over-simplified analytical technique is unable to provide a realistic
and an economical design to a structure. In this paper the stability theory is applied to the second-order
analysis and design of the structural form, with detailed allowance for the instability and second-order effects
in compliance with design code requirements. Finally, the paper demonstrates the application of the proposed
method to the stability design of a commonly adopted truss system used in support of glass panels in which
lateral bracing members are highly undesirable for economical and aesthetic reasons.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476213
|
oai_dc
|
Natural frequencies and mode shapes of thin-walled members with shell type cross section
|
Natural frequencies and mode shapes of thin-walled members with shell type cross section
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M. Ohga(Department of Civil and Environmental Engineering, Ehime University); T. Shigematsu(Tokuyama Technical College); T. Hara(Tokuyama Technical College)"
] |
An analytical procedure based on the transfer matrix method to estimate not only the natural
frequencies but also vibration mode shapes of the thin-walled members composed of interconnected
cylindrical shell panels is presented. The transfer matrix is derived from the differential equations for the
cylindrical shell panels. The point matrix relating the state vectors between consecutive shell panels are used
to allow the transfer procedures over the cross section of the members. As a result, the interactions between
the shell panels of the cross sections of the members can be considered. Although the transfer matrix method
is naturally a solution procedure for the one-dimensional problems, this method is well applied to thin-walled
members by introducing the trigonometric series into the governing equations of the problem. The natural
frequencies and vibration mode shapes of the thin-walled members composed of number of interconnected
cylindrical shell panels are observed in this analysis. In addition, the effects of the number of shell panels on
the natural frequencies and vibration mode shapes are also examined.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476073
|
oai_dc
|
Buckling and vibration of symmetric laminated composite plates with edges elastically restrained
|
Buckling and vibration of symmetric laminated composite plates with edges elastically restrained
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Ahmed S. Ashour(Faculty of Engineering, International Islamic University Malaysia)"
] |
The finite strip transition matrix technique, a semi analytical method, is employed to obtain the
buckling loads and the natural frequencies of symmetric cross-ply laminated composite plates with edges
elastically restrained against both translation and rotation. To illustrate the accuracy and the validation of the
method several example of cross play laminated composite plates were analyzed. The buckling loads and the
frequency parameters are presented and compared with available results in the literature. The convergence
study and the excellent agreement with known results show the reliability of the purposed technique.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476063
|
oai_dc
|
Influence of SMAs on the attenuation of effects of P-D type in shear frames
|
Influence of SMAs on the attenuation of effects of P-D type in shear frames
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Ottavia Corbi(University of Naples “Federico II”, Dept. “Scienza delle Costruzioni”)"
] |
In the paper one investigates the benefits deriving from the introduction of SMA provisions in a
structure subject to dynamic excitation and vertical loads. At this purpose one considers a multi-degree-offreedom
(mdof) shear elastic-plastic frame and designs couples of super-elastic SMA tendons to be placed at
critical locations of the structure. Particular attention is focused on the reduction of P-D effects.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476069
|
oai_dc
|
Experimental and analytical investigation of steel beams rehabilitated using GFRP sheets
|
Experimental and analytical investigation of steel beams rehabilitated using GFRP sheets
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"A.A. El Damatty(The University of Western Ontario); M. Abushagur(Department of Civil and Environmental Engineering, The University of Western Ontario); M.A. Youssef(Department of Civil and Environmental Engineering, The University of Western Ontario)"
] |
Aging and deterioration of existing steel structures necessitate the development of simple and
efficient rehabilitation techniques. The current study investigates a methodology to enhance the flexural
capacity of steel beams by bonding Glass Fibre Reinforced Plastic (GFRP) sheets to their flanges. A heavy
duty adhesive, tested in a previous study is used to bond the steel and the GFRP sheet. In addition to its ease of
application, the GFRP sheet provides a protective layer that prevents future corrosion of the steel section. The
study reports the results of bending tests conducted on a W-shaped steel beam before and after rehabilitation
using GFRP sheets. Enhancement in the moment capacity of the beam due to bonding GFRP sheet is
determined from the test results. A closed form analytical model that can predict the yield moment as well as
the stresses induced in the adhesive and the GFRP sheets of rehabilitated steel beam is developed. A detailed
finite element analysis for the tested specimens is also conducted in this paper. The steel web and flanges as
well as the GFRP sheets are simulated using three-dimensional brick elements. The shear and peel stiffness of
the adhesive are modeled as equivalent linear spring systems. The analytical and experimental results indicate
that a significant enhancement in the ultimate capacity of the steel beam is achieved using the proposed
technique. The finite element analysis is employed to describe in detail the profile of stresses and strains that
develop in the rehabilitated steel beam.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476078
|
oai_dc
|
Serviceability design of a cold-formed steel portal frame having semi-rigid joints
|
Serviceability design of a cold-formed steel portal frame having semi-rigid joints
|
{
"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)"
] |
Details are given of a cold-formed steel portal framing system that uses simple bolted momentconnections
for both the eaves and apex joints. However, such joints function as semi-rigid and, as a result, the
design of the proposed system will be dominated by serviceability requirements. While serviceability is a
mandatory design requirement, actual deflection limits for portal frames are not prescribed in many of the
national standards. In this paper, a review of the design constraints that have an effect on deflection limits is
discussed, and rational values appropriate for use with cold-formed steel portal frames are recommended.
Adopting these deflection limits, it is shown through a design example how a cold-formed steel portal frame
having semi-rigid eaves and apex joints can be a feasible alternative to rigid-jointed frames in appropriate
circumstances.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476060
|
oai_dc
|
Towards a consistant safety format of steel beam-columns: application of the new interaction formulae for ambient temperature to elevated temperatures
|
Towards a consistant safety format of steel beam-columns: application of the new interaction formulae for ambient temperature to elevated temperatures
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"P.M.M. Vila Real(Department of Civil Engineering, University of Aveiro); N. Lopes(Department of Civil Engineering, University of Aveiro); L. Simões da Silva(Department of Civil Engineering, University of Coimbra); P. Piloto(Department of Mechanical Engineering, Polytechnic of Bragança); J.-M. Franssen(University of Liège, Belgium)"
] |
Two new formulae for the design of beam-columns at room temperature have been proposed
into Eurocode 3, prEN 1993-1-1 (2002), and are the result of great efforts made by two working groups that
followed different approaches, a French-Belgian team and an Austrian-German one. Under fire conditions the
prEN 1993-1-2 (structural fire design) presents formulae, for the design of beam-columns based on the
prENV 1993-1-1 (1992). In order to study the possibility of having, in part 1-1 and part 1-2 of the Eurocode 3,
the same approach, a numerical research was made using the finite element program SAFIR, developed at the
University of Liege for the study of structures subjected to fire.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476039
|
oai_dc
|
Sway buckling of down-aisle, spliced, unbraced pallet rack structures
|
Sway buckling of down-aisle, spliced, unbraced pallet rack structures
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"R.G. Beale(Slender Structures Research Group, OCSLD Technology); M.H.R. Godley(Slender Structures Research Group, OCSLD Technology)"
] |
This paper presents an efficient approach to the determination of the buckling loads of downaisle,
spliced, unbraced, pallet rack structures subjected to vertical and horizontal loads. A pallet rack
structures is analysed by considering the stability equations of an equivalent free-sway column. The effects of
semi-rigid beam-to-upright, splice-to-upright and base-plate-to-upright connections are fully incorporated into
the analysis. Each section of upright between successive beam levels in the pallet rack is considered to be a
single column element with two rotational degrees of freedom. A computer algebra package was used to
determine modified stability equations for column elements containing splices. The influence of the position
of splices in a pallet rack is clearly demonstrated.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476040
|
oai_dc
|
Comparative behaviour of stiffened and unstiffened welded tubular joints of offshore platforms
|
Comparative behaviour of stiffened and unstiffened welded tubular joints of offshore platforms
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"T. S. Thandavamoorthy(Shock and Vibration Laboratory, Structural Engineering Research Centre,)"
] |
The paper presents the results of an experimental investigation conducted on welded tubular
joints, that are employed in offshore platforms, to study the behaviour and strength of these joints under axial
brace compression loading. The geometrical configuration of the joints tested were T and Y. The nominal
diameter of the chord and brace members of the joint were 324 and 219 mm respectively. The chord thickness
was 12 mm and the brace 8 mm. The tested joints are approximately quarter size when compared to the largest
joints in the platforms built in a shallow water depth of 80 m in the Bombay High field. Some of the joints
were actually fabricated by a leading offshore agency which firm is directly involved in the fabrication of
prototype structures. Strength of the internally ring-stiffened joints was found to be almost twice that of the
unstiffened joints of the same configuration and dimensions. Bending of the chord as a whole was observed to
be the predominant mode of deformation of the internally ring-stiffened joints in contrast to ovaling and
punching shear of the unstiffened joints. It was observed in this investigation that unstiffened joint was stiffer
in ovaling mode than in bending and that midspan deflection of unstiffened joint was insignificant when
compared to that of the internally ring stiffened joint. The measured midspan deflection of the unstiffened
joint in this investigation and its relation with the applied axial load compares very well with that predicted for
the brace axial displacement by energy method published in the literature. A comparison of the measured
deflection and ovaling of the unstiffened joint was made with that published by the author elsewhere in which
numerical prediction of both quantities have been made using ANSYS software package. The agreement was
found to be quite good.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476044
|
oai_dc
|
Effect of creep and shrinkage in a class of composite frame - shear wall systems
|
Effect of creep and shrinkage in a class of composite frame - shear wall systems
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"R.K. Sharma(Department of Civil Engineering, Indian Institute of Technology, Delhi); Savita Maru(Department of Civil Engineering, Engineering College); A.K. Nagpal(Indian Institute of Technology Delhi)"
] |
The behaviour of composite frame - shear wall systems with regard to creep and shrinkage with
high beam stiffness has been largely unattended until recently since no procedure has been available. Recently
an accurate procedure, termed the Consistent Procedure (CP), has been developed which is applicable for low
as well as for high beam stiffness. In this paper, CP is adapted for a class of composite frame - shear wall
systems comprising of steel columns and R.C. shear walls. Studies are reported for the composite systems
with high as well as low beam stiffness. It is shown that considerable load redistribution occurs between the
R.C. shear wall and the steel columns and additional moments occur in beams. The magnitude of the load
redistribution and the additional moment in the beams depend on the stiffness of the beams. It is also shown
that the effect of creep and shrinkage are greater for the composite frame - shear wall system than for the
equivalent R.C. frame - shear wall system.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476047
|
oai_dc
|
Analysis of rigid and semi-rigid steel-concrete composite joints under monotonic loading Part I: Finite element modelling and validation
|
Analysis of rigid and semi-rigid steel-concrete composite joints under monotonic loading Part I: Finite element modelling and validation
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"C. Amadio(University of Trieste); M. Fragiacomo(Univ. of Trieste)"
] |
The paper concerns the modelling of rigid and semi-rigid steel-concrete composite joints under
monotonic loading through use of the Abaqus program, a widespread finite element code. By comparing
numerical and experimental results obtained on cruciform tests, it is shown that the proposed modelling
allows a good fit of the global joint response in terms of moment-rotation law. Even the local response in
terms of stresses and strains is adequately predicted. Hence, this numerical approach may represent a useful
tool for attaining a better understanding of experimental results. It may also be used to perform parametric
analyses and to calibrate simplified mechanical models for practical applications.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476049
|
oai_dc
|
Analysis of rigid and semi-rigid steel-concrete composite joints under monotonic loading Part II: Parametric study and comparison with the Eurocode 4 proposal
|
Analysis of rigid and semi-rigid steel-concrete composite joints under monotonic loading Part II: Parametric study and comparison with the Eurocode 4 proposal
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"C. Amadio(University of Trieste); M. Fragiacomo(Univ. of Trieste)"
] |
This paper analyses the response of rigid and semi-rigid steel-concrete composite joints under
monotonic loading. The influence of some important parameters, such as the presence of column web
stiffening and the mechanical properties of component materials, is investigated by using a three-dimensional
finite element modelling based on the Abaqus code. Numerical and experimental responses of different types
of composite joints are also compared with the analytical results obtained using the component approach
proposed by Eurocode 4. The results obtained with this approach generally fit well with the numerical and
experimental values in terms of strength. Conversely, some significant limits arise when evaluating initial
stiffness and non-linear behaviour of the composite joint.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476025
|
oai_dc
|
Strength and structural barrier function of steel channel-reinforced concrete composite slabs
|
Strength and structural barrier function of steel channel-reinforced concrete composite slabs
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Katsuhiko Emori(Department of Architecture, Maebashi Institute of Technology)"
] |
This paper reports on the development of a new composite slab system that uses a large- lipped
steel channel and reinforced concrete. The advantages of this new system are that it serves as both a structural
unit and an unsupported form and it has a secondary structural barrier function. A concrete pouring test was
carried out for the large-lipped steel channel. Full-scale tests were carried out to assess the flexural strengthdeformation
characteristics and structural mechanics of the composite slab. The barrier mechanics of the steel
channel concrete element (referred to as the SC subunit) of the composite slab are examined. The test results
indicate that the new composite slab has excellent strength, ductility characteristics, and a structural barrier
function in its SC subunit that is highly effective against severe loading.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476018
|
oai_dc
|
A fracture criterion for high-strength steel structural members containing notch-shape defects
|
A fracture criterion for high-strength steel structural members containing notch-shape defects
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"J. Toribio(University of Salamanca); F. J. Ayaso(Department of Materials Engineering, University of Salamanca)"
] |
This paper deals with the formulation and development of fracture criteria for high-strength
structural members containing surface damage in the form of notches (i.e., blunt defects). The important role
of the yield strength of the material and its strain hardening capacity (evaluated by means of the constitutive
law or stress-strain curve) is analysed in depth by considering the fracture performance of notched samples
taken from high-strength steels with different levels of cold drawing (the most heavily drawn steel being
commercial prestressing steel used in prestressed concrete). The final aim of the paper is to establish fracturebased
design criteria for structural members made of steels with distinct yield strength and containing very
different kinds of notch-shape surface damage.
|
토목공학
| null |
kci_detailed_000106.xml
|
|||
ART001476032
|
oai_dc
|
Experimental investigation of low-velocity impact characteristics of steel-concrete-steel sandwich beams
|
Experimental investigation of low-velocity impact characteristics of steel-concrete-steel sandwich beams
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"K.M.A. Sohel(Department of Civil Engineering, National University of Singapore); J.Y. Richard Liew(Department of Civil Engineering, National University of Singapore); W.A.M. Alwis(Department of Civil Engineering, National University of Singapore); P. Paramasivam(Department of Civil Engineering, National University of Singapore)"
] |
A series of tests was conducted to study the behaviour of steel-composite sandwich beams under
low velocity hard impact. Damage characteristic and performance of sandwich beams with different spacing
of shear connector were evaluated under impact loading. Thin steel plates were used as top and bottom skins
of the sandwich beams and plain concrete was used as the core material. Shear connectors were provided by
welding of angle sections on steel plates. The sandwich beams were impacted at their midpoint by a hemispherical
nose shaped projectile dropped from various heights. Strains on steel plates were measured to study
the effects of impact velocity or impact momentum on the performance of sandwich beams. Spacing of shear
connectors is found to have significant effects on the impact response of the beams.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001476030
|
oai_dc
|
The optimisation method of the elastic-plastic spatial grid structures
|
The optimisation method of the elastic-plastic spatial grid structures
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Jan Karczewski(The Building Structures Institute, Warsaw University of Technology)"
] |
The low boundary of load carrying capacity of the elastic-plastic spatial grid structures depend
on numerous values and their variability assumed in designing process. Analysed influence all this values in
searching for optimal variant of the structure lead to too great problem even taking into consideration actual
computational power we have in disposal. Therefore one can take only a few values which have greatest
influence on the optimal choice. In optimal analysis of the elastic-plastic spatial grid structures the previously
proposed method with subsequent modification (Karczewski 1980), (Karczewski, Barszcz and Donten 1996),
(Karczewski and Donten 2001) as well as computer program which was worked out by Donten K. to make
possible practical utilisation this method was employed. The paper deal with evaluation of influence
dimensions of particular values for choice of optimal variant of the structure. One among this values is
distribution of the struts in the structure.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001476027
|
oai_dc
|
Out-of-plane buckling and bracing requirement in double-angle trusses
|
Out-of-plane buckling and bracing requirement in double-angle trusses
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Shaofan Chen(School of Civil Engineering, Xi’an University of Architecture & Technology); Mingzhou Su(School of Civil Engineering, Xi’an University of Architecture & Technology)"
] |
Truss members built-up with double angles back-to-back have monosymmetric cross-section
and twisting always accompanies flexion upon the onset of buckling about the axis of symmetry.
Approximate formulae for calculating the buckling capacity are presented in this paper for routine design
purpose. For a member susceptible only to flexural buckling, its optimal cross-section should consist of
slender plate elements so as to get larger radius of gyration. But, occurrence of twisting changes the situation
owing to the weakness of thin plates in resisting torsion. Criteria for limiting the leg slenderness are discussed
herein. Truss web members in compression are usually considered as hinged at both ends for out-of-plane
buckling. In case one (or both) end of member is not supported laterally by bracing member, its adjoining
members have to provide an elastic support of adequate stiffness in order not to underdesign the member. The
stiffness provided by either compression or tension chords in different cases is analyzed, and the effect of
initial crookedness of compression chord is taken into account. Formulae are presented to compute the
required stiffness of chord member and to determine the effective length factor for inadequately constrained
compressive diagonals.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001536572
|
oai_dc
|
Stochastic finite element analysis of composite plates considering spatial randomness of material properties and their correlations
|
Stochastic finite element analysis of composite plates considering spatial randomness of material properties and their correlations
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"노혁천(Sejong University)"
] |
Considering the randomness of material parameters in the laminated composite plate, a scheme of stochastic finite element method to analyze the displacement response variability is suggested. In the formulation we adopted the concept of the weighted integral where the random variable is defined as integration of stochastic field function multiplied by a deterministic function over a finite element. In general the elastic modulus of composite materials has distinct value along an individual axis. Accordingly, we need to assume 5 material parameters as random. The correlations between these random parameters are modeled by means of correlation functions, and the degree of correlation is defined in terms of correlation coefficients. For the verification of the proposed scheme, we employ an independent analysis of Monte Carlo simulation with which statistical results can be obtained. Comparison is made between the proposed scheme and Monte Carlo simulation.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001536579
|
oai_dc
|
Behavior of multi-story steel buildings under dynamic column loss scenarios
|
Behavior of multi-story steel buildings under dynamic column loss scenarios
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Seth T. Hoffman(Peter Kiewit Sons’ Inc); Larry A. Fahnestock(University of Illinois at Urbana-Champaign)"
] |
This paper presents a computational study of column loss scenarios for typical multi-story steel buildings with perimeter moment frames and composite steel-concrete floors. Two prototype buildings (threestory and ten-story) were represented using three-dimensional nonlinear finite element models and explicit dynamic analysis was used to simulate instantaneous loss of a first-story column. Twelve individual column loss scenarios were investigated in the three-story building and four in the ten-story building. This study provides insight into: three-dimensional load redistribution patterns; demands on the steel deck, concrete slab, connections and members; and the impact of framing configuration, building height and column loss location. In the dynamic simulations, demands were least severe for perimeter columns within a moment frame, but the structures also exhibited significant load redistribution for interior column loss scenarios that had no moment connectivity. Composite action was observed to be an important load redistribution mechanism following column loss and the concrete slab and steel deck were subjected to high localized stresses as a result of the composite action. In general, the steel buildings that were evaluated in this study demonstrated appreciable robustness.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001536575
|
oai_dc
|
Elasto-plastic behaviour of perforated steel plates subjected to compression and bending
|
Elasto-plastic behaviour of perforated steel plates subjected to compression and bending
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Emanuele Maiorana(University of Padova); Carlo Pellegrino(University of Padova); Claudio Modena(University of Padova)"
] |
The aim of this work is to provide some insights into the elasto-plastic behaviour of plate girder web square and rectangular panels with centred and eccentric holes under both compression and in-plane bending moment. The numerical study was validated comparing the numerical results obtained for one simple steel plate configuration with the corresponding experimental results, obtained at the University of Padova, observing the influence of the initial out-of-plane imperfections on the force vs. displacement relationship and ultimate strength. Once validated the numerical approach, the effect of bending moment on the stability of the plate is studied and some differences with respect to the uniform compression load case are shown. The influence of dimension and position of the hole, the plate aspect ratio and the steel grade on elasto-plastic behaviour is observed. Some indications regarding the critical slenderness (at which transition from elastic to plastic collapse occurs) are given for square and rectangular plates with symmetric and eccentric holes having small, medium and large diameter.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001536570
|
oai_dc
|
Cyclic testing of steel I-beams reinforced with GFRP
|
Cyclic testing of steel I-beams reinforced with GFRP
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"O. Ozgur Egilmez(Izmir Inst. of Technology); Doruk Yormaz(Izmir Inst. of Technology)"
] |
Flange and web local buckling in beam plastic hinge regions of steel moment frames can prevent beam-column connections from achieving adequate plastic rotations under earthquake-induced forces. This threat is especially valid for existing steel moment frame buildings with beams that lack adequate flange/web slenderness ratios. As the use of fiber reinforced polymers (FRP) have increased in strengthening and repair of steel members in recent years, using FRPs in stabilizing local instabilities have also attracted attention. Previous computational studies have shown that longitudinally oriented glass FRP (GFRP) strips may serve to moderately brace beam flanges against the occurrence of local buckling during plastic hinging. An experimental study was conducted at Izmir Institute of Technology investigating the effects of GFRP reinforcement on local buckling behavior of existing steel I-beams with flange slenderness ratios (FSR) exceeding the slenderness limits set forth in current seismic design specifications and modified by a bottom flange triangular welded haunch. Four European HE400AA steel beams with a depth/width ratio of 1.26 and FSR of 11.4 were cyclically loaded up to 4% rotation in a cantilever beam test set-up. Both bare beams and beams with GFRP sheets were tested in order to investigate the contribution of GFRP sheets in mitigating local flange buckling. Different configurations of GFRP sheets were considered. The tests have shown that GFRP reinforcement can moderately mitigate inelastic flange local buckling.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001536580
|
oai_dc
|
Shear strength of connections between open and closed steel-concrete composite sandwich structures
|
Shear strength of connections between open and closed steel-concrete composite sandwich structures
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Woo-Bum Kim(Kongju National University); 최병정(경기대학교)"
] |
The behavior of connections between open sandwich slabs and double steel skin composite walls in steel plate-concrete(SC) structure is investigated by a series of experimental programs to identify the roles of components in the transfer of forces. Such connections are supposed to transfer shear by the action of friction on the interface between the steel surface and the concrete surface, as well as the shear resistance of the bottom steel plate attached to the wall. Experimental observation showed that shear transfer in slabs subjected to shear in short spans is explained by direct force transfer via diagonal struts and indirect force transfer via truss actions. Shear resistance at the interface is enhanced by the shear capacity of the shear plate as well as friction caused by the compressive force along the wall plate. Shear friction resistance along the wall plate was deduced from experimental observation. Finally, the appropriate design strength of the connection is proposed for a practical design purpose.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475750
|
oai_dc
|
Analysis of the variability of deflection of a prestressed composite bridge deck
|
Analysis of the variability of deflection of a prestressed composite bridge deck
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Stéphanie Staquet(Department of Civil Engineering, CP194/4, Université Libre de Bruxelles); Henri Detandt(Department of Civil Engineering, CP194/4, Université Libre de Bruxelles); Bernard Espion(Department of Civil Engineering, CP194/4, Université Libre de Bruxelles)"
] |
Nearly 400 composite railway bridge decks of a new kind belonging to the trough type with Ushaped
cross section have been constructed in Belgium over the last fifteen years. The construction of these
bridge decks is rather complex with the preflexion of precambered steel girders, the prestressing of a concrete
slab and the addition of a 2nd phase concrete. Until now, they have been designed with a classical computation
method using a pseudo-elastic analysis with modular ratios. Globally, they perform according to the
expectations but variability has been observed between the measured and the computed camber of these
bridge decks just after the transfer of prestressing and also at long-term. A statistical analysis of the variability
of the relative difference between the measured camber and the computed camber is made for a sample of 36
bridge decks using no less than 10 variables. The most significant variables to explain this variability at
prestressing are the ratio between the maximum tensile stress reached in the steel girders during the preflexion
and the yield strength and the type of steel girder. For the same sample, the long-term camber under
permanent loading is computed by two methods and compared with measurements taken one or two years
after the construction. The camber computed by the step-by-step method shows a better agreement with the
measured camber than the camber computed by the classical method. The purpose of the paper is to report on
the statistical analysis which was used to determine the most significant parameters to consider in the
modeling in order to improve the prediction of the behaviour of these composite railway bridge decks.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475753
|
oai_dc
|
Sway of semi-rigid steel frames - Part 1: Regular frames
|
Sway of semi-rigid steel frames - Part 1: Regular frames
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M. Ashraf(Department of Civil and Environmental Engineering, Imperial College London); D. A. Nethercot(Department of Civil and Environmental Engineering, Imperial College London); B. Ahmed(Department of Civil Engineering, Bangladesh University of Engineering and Technology)"
] |
Lateral sway is most likely to control the design of semi-rigid steel frames where the frame
arrangements do not include any form of bracing. This paper investigates the sway behaviour of semi-rigid
regular steel frames i.e., frames having the same arrangement of beam and column sections at all levels, and
hence proposes some design charts for the prediction of sway that eliminate the need for doing any numerical
modelling. Schueller’s equation has also been modified to incorporate connection flexibility in addition to its
original rigid frame considerations. All the proposed methods have been validated using results obtained from
numerical analysis.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475744
|
oai_dc
|
Reduction of residual stress for welded joint using vibrational load
|
Reduction of residual stress for welded joint using vibrational load
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Shigeru Aoki(Tokyo Metropolitan College of Technology); Tadashi Nishimura(Tokyo Metropolitan College of Technology); Tetsumaro Hiroi(Tokyo Metropolitan College of Technology)"
] |
A new reduction method of residual stress in welding joint is proposed where welded metals are
shaken during welding. By an experiment using a small shaker, it can be shown that tensile residual stress near
the bead is significantly reduced. Since tensile residual stress on the surface degrades fatigue strength for
cumulative damage, the proposed method is effective to reduction of residual stress of welded joints. The
effectiveness of the proposed method is demonstrated by the response analysis using one mass model with
nonlinear springs.
|
토목공학
| null |
kci_detailed_000107.xml
|
|||
ART001475745
|
oai_dc
|
Ultimate section capacity of steel thin-walled I-section beam-columns
|
Ultimate section capacity of steel thin-walled I-section beam-columns
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Adel Helmy Salem(Structural Engineering Department, Ain Shams University); Ezzeldin Yazeed Sayed-Ahmed(University of Qatar, Civil Engineering Dept., Doha Qatar); Ahmed Abdelsalam El-Serwi(Structural Engineering Department, Ain Shams University); Mohamed Mostafa Korashy(Structural Engineering Department, Ain Shams University)"
] |
A numerical model based on the finite element technique is adopted to investigate the behavior
and strength of thin-walled I-section beam-columns. The model considers both the material and geometric
nonlinearities. The model results were first verified against some of the currently available experimental
results. A parametric study was then performed using the numerical model and interaction diagrams for the
investigated beam-columns have been presented. The effects of the web depth-to-thickness ratio, flange
outstand-to-thickness ratio and bending moment-to-normal force ratio on the ultimate strength of thin-walled
I-section beam-columns were scrutinized. The interaction equations adopted for beam columns design by the
NAS (North American Specifications for the design of cold formed steel structural members) have been
critically reviewed. An equation for the buckling coefficient which considers the interaction between local
buckling of the flange and the web of a thin-walled I-section beam-column has been proposed.
|
토목공학
| null |
kci_detailed_000107.xml
|
Subsets and Splits
No community queries yet
The top public SQL queries from the community will appear here once available.