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ART001957263
|
oai_dc
|
A refined higher-order shear deformation theory for bending, vibration and buckling analysis of functionally graded sandwich plates
|
A refined higher-order shear deformation theory for bending, vibration and buckling analysis of functionally graded sandwich plates
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Kien T. Nguyen(University of Technical Education); Tai H. Thai(The University of New South Wales); Thuc P. Vo(Northumbria University)"
] |
A refined higher-order shear deformation theory for bending, vibration and buckling analysis of functionally graded sandwich plates is presented in this paper. It contains only four unknowns, accounts for a hyperbolic distribution of transverse shear stress and satisfies the traction free boundary conditions. Equations of motion are derived from Hamilton;s principle. The Navier-type and finite element solutions are derived for plate with simply-supported and various boundary conditions, respectively. Numerical examples are presented for functionally graded sandwich plates with homogeneous hardcore and softcore to verify the validity of the developed theory. It is observed that the present theory with four unknowns predicts the response accurately and efficiently.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.1.091
|
kci_detailed_000103.xml
|
||
ART001957264
|
oai_dc
|
Potentials of elastic seismic design of twisted high-rise steel diagrid frames
|
Potentials of elastic seismic design of twisted high-rise steel diagrid frames
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"김선웅(영산대학교); 이경구(단국대학교)"
] |
This paper is to investigate the potentials of the elastic seismic design of twisted high-rise steel diagrid frame buildings in the strong wind and moderate/low seismicity regions. First, the prototypes of high-rise steel diagrid frames with architectural plans that have a twist angle of 0 (regular-shaped), 1, and 2 degrees were designed to resist wind. Then, the effects of the twist angle on the estimated quantities and structural redundancies of the diagrid frames were examined. Second, the seismic performance of the wind-designed prototype buildings under a low seismicity was evaluated. The response spectrum analysis was conducted for the service level earthquake (SLE) having 43-year return period and the maximum considered earthquake (MCE) having 2475-year return period. The evaluation resulted that the twisted high-rise steel diagrid frames resisted the service level earthquake elastically and most of their diagrid members remained elastic even under the maximum considered earthquake.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.1.121
|
kci_detailed_000103.xml
|
||
ART001957265
|
oai_dc
|
Research on rib-to-diaphragm welded connection by means of hot spot stress approach
|
Research on rib-to-diaphragm welded connection by means of hot spot stress approach
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Binhua Wang(Chang’an University); Pengmin Lu(Chang’an University); Yuhong Shao(Chang’an University)"
] |
The cutout hole locating at the place of rib-to-diaphragm welded connection is adopted to minimize the restraint, which is caused by the floor-beam web to rib rotation at the support due to the unsymmetrical loads in orthotropic deck. In practice, an inevitable problem is that there is a large number of welding joint's cracks formed at the edge of cutout hole. In this study, a comparative experiment is carried out with two types of cutout hole, the circular arc transition and the vertical transition. The fatigue life estimation of specimens is investigated with the application of the structural hot spot stress approach by finite element analyses. The results are compared with the ones of the fatigue tests which are carried out on these full-scale specimens. Factors affecting the stress range are also studied.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.1.135
|
kci_detailed_000103.xml
|
||
ART001957266
|
oai_dc
|
Effect of cross-beam on stresses revealed in orthotropic steel bridges
|
Effect of cross-beam on stresses revealed in orthotropic steel bridges
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Abdullah Fettahoglu(Yildiz Technical University)"
] |
Orthotropic steel highway bridges exist almost everywhere in world, especially in Europe. The design of these bridges started very early in 20th century and ended with a conventional orthotropic steel bridge structure, which is today specified in DIN FB 103. These bridges were mostly built in 1960's and exhibit damages in steel structural parts. The primary reason of these damages is the high pressure that is induced by wheel- loads and therefore damages develop especially in heavy traffic lanes. Constructive rules are supplied by standards to avoid damages in orthotropic steel structural parts. These rules are first given in detail in the standard DIN 18809 (Steel highway- and pedestrian bridges- design, construction, fabrication) and then in DIN- FB 103 (Steel bridges). Bridges built in the past are today subject to heavier wheel loads and the frequency of loading is also increased. Because the vehicles produced today in 21st century are heavier than before and more people have vehicle in comparison with 20th century. Therefore dimensioning or strengthening of orthotropic steel bridges by using stiffer dimensions and shorter spans is an essence. In the scope of this study the complex geometry of conventional steel orthotropic bridge is generated by FEProgram and the effects of cross beam web thickness and cross beam span on steel bridge are assessed by means of a parameter study. Consequently, dimensional and constructional recommendations in association with cross beam thickness and span will be given by this study.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.1.149
|
kci_detailed_000103.xml
|
||
ART001957267
|
oai_dc
|
Response modification factor of suspended zipper braced frames
|
Response modification factor of suspended zipper braced frames
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Gholamreza Abdollahzadeh(Babol University of Technology); Mehdi Abbasi(Shomal University)"
] |
The suspended zipper bracing system is suggested to reduce the flaws of ordinary zipper braced and concentric inverted V braced frames. In the design procedure of suspended zipper bracing systems, columns and top story truss elements are strengthened. This bracing system show different performances and characteristics compared with inverted V braced and ordinary zipper frames. As a result, a different response modification factor for suspend zipper frames is needed. In this research paper, the response modification factor of suspended zipper frames was obtained using the incremental dynamic analysis. Suspended zipper braced frames with different stories and bay lengths were selected to be representations of the design space. To analyze the frames, a number of models were constructed and calibrated using experimental data. These archetype models were subjected to 44 earthquake records of the FEMA-P695 project data set. The incremental dynamic analysis and elastic dynamic analysis were carried out to determine the yield base shear value and elastic base shear value of archetype models using the OpenSEES software. The seismic response modification factor for each frame was calculated separately and the values of 9.5 and 13.6 were recommended for ultimate limit state and allowable stress design methods, respectively.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.1.165
|
kci_detailed_000103.xml
|
||
ART001957268
|
oai_dc
|
Free vibration analysis of functionally graded plates with temperature-dependent properties using various four variable refined plate theories
|
Free vibration analysis of functionally graded plates with temperature-dependent properties using various four variable refined plate theories
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Amina Attia(University of Sidi Bel Abbes); Abdelouahed Tounsi(University of Sidi Bel Abbes); E.A. Adda Bedia(University of Sidi Bel Abbes); S. R. Mahmoud(King Abdulaziz University)"
] |
In this paper, various four variable refined plate theories are presented to analyze vibration of temperature-dependent functionally graded (FG) plates. By dividing the transverse displacement into bending and shear parts, the number of unknowns and governing equations for the present model is reduced, significantly facilitating engineering analysis. These theories account for parabolic, sinusoidal, hyperbolic, and exponential distributions of the transverse shear strains and satisfy the zero traction boundary conditions on the surfaces of the plate without using shear correction factors. Power law material properties and linear steady-state thermal loads are assumed to be graded along the thickness. Uniform, linear, nonlinear and sinusoidal thermal conditions are imposed at the upper and lower surface for simply supported FG plates. Equations of motion are derived from Hamilton's principle. Analytical solutions for the free vibration analysis are obtained based on Fourier series that satisfy the boundary conditions (Navier's method). Non-dimensional results are compared for temperature-dependent and temperature-independent FG plates and validated with known results in the literature. Numerical investigation is conducted to show the effect of material composition, plate geometry, and temperature fields on the vibration characteristics. It can be concluded that the present theories are not only accurate but also simple in predicting the free vibration responses of temperature-dependent FG plates.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.1.187
|
kci_detailed_000103.xml
|
||
ART001957269
|
oai_dc
|
Modelling of recycled aggregate concrete-filled steel tube (RACFST) beam-columns subjected to cyclic loading
|
Modelling of recycled aggregate concrete-filled steel tube (RACFST) beam-columns subjected to cyclic loading
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"You-Fu Yang(Dalian University of Technology)"
] |
A nonlinear finite element analysis (FEA) model is presented for simulating the behaviour of recycled aggregate concrete-filled steel tube (RACFST) beam-columns subjected to constant axial compressive load and cyclically increasing flexural loading. The FEA model was developed based on ABAQUS software package and a displacement-based approach was used. The proposed engineering stress versus engineering strain relationship of core concrete with the effect of recycled coarse aggregate (RCA) replacement ratio was adopted in the FEA model. The predicted results of the FEA model were compared with the experimental results of several RACFST as well as the corresponding concrete-filled steel tube (CFST) beam-columns under cyclic loading reported in the literature. The comparison results indicated that the proposed FEA model was capable of predicting the load versus deformation relationship, lateral bearing capacity and failure pattern of RACFST beam-columns with an acceptable accuracy. A parametric study was further carried out to investigate the effect of typical parameters on the mechanism of RACFST beam-columns subjected to cyclic loading.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.1.213
|
kci_detailed_000103.xml
|
||
ART001957270
|
oai_dc
|
A sinusoidal plate theory with 5-unknowns and stretching effect for thermomechanical bending of functionally graded sandwich plates
|
A sinusoidal plate theory with 5-unknowns and stretching effect for thermomechanical bending of functionally graded sandwich plates
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Ahmed Hamidi(University of Sidi Bel Abbes); Abdelouahed Tounsi(University of Sidi Bel Abbes); Mohammed Sid Ahmed Houari(Université de Sidi Bel Abbes); S. R. Mahmoud(King Abdulaziz University)"
] |
In this research, a simple but accurate sinusoidal plate theory for the thermomechanical bending analysis of functionally graded sandwich plates is presented. The main advantage of this approach is that, in addition to incorporating the thickness stretching effect, it deals with only 5 unknowns as the first order shear deformation theory (FSDT), instead of 6 as in the well-known conventional sinusoidal plate theory (SPT). The material properties of the sandwich plate faces are assumed to vary according to a power law distribution in terms of the volume fractions of the constituents. The core layer is made of an isotropic ceramic material. Comparison studies are performed to check the validity of the present results from which it can be concluded that the proposed theory is accurate and efficient in predicting the thermomechanical behavior of functionally graded sandwich plates. The effect of side-to-thickness ratio, aspect ratio, the volume fraction exponent, and the loading conditions on the thermomechanical response of functionally graded sandwich plates is also investigated and discussed.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.1.235
|
kci_detailed_000103.xml
|
||
ART001957271
|
oai_dc
|
Natural frequency of a composite girder with corrugated steel web
|
Natural frequency of a composite girder with corrugated steel web
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"문지호(고려대학교); 이학은(고려대학교); 고희정(고려대학교); 성익현(한서대학교)"
] |
This paper presents the natural frequency of a composite girder with corrugated steel web (CGCSW). A corrugated steel web has negligible in-plane axial stiffness, due to the unique characteristic of corrugated steel webs, which is called the accordion effect. Thus, the corrugated steel web only resists shear force. Further, the shear buckling resistance and out-of-plane stiffness of the web can be enhanced by using a corrugated steel web, since the inclined panels serve as transverse stiffeners. To take these advantages, the corrugated steel web has been used as an alternative to the conventional pre-stressed concrete girder. However, studies about the dynamic characteristics, such as the natural frequency of a CGCSW, have not been sufficiently reported, and it is expected that the natural frequency of a CGCSW is different from that of a composite girder with flat web due to the unique characteristic of the corrugated steel web. In this study, the natural frequency of a CGCSW was investigated through a series of experimental studies and finite element analysis. An experimental study was conducted to evaluate the natural frequency of CGCSW, and the results were compared with those from finite element analysis for verification purpose. A parametric study was then performed to investigate the effect of the geometric characteristics of the corrugated steel web on the natural frequency of the CGCSW. Finally, a simplified beam model to predict the natural frequency of a CGCSW was suggested.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.1.255
|
kci_detailed_000103.xml
|
||
ART001957272
|
oai_dc
|
Case study on stability performance of asymmetric steel arch bridge with inclined arch ribs
|
Case study on stability performance of asymmetric steel arch bridge with inclined arch ribs
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Xinke Hu(Zhejiang University); Xu Xie(Zhejiang University); Zhanzhan Tang(Zhejiang University); Yonggang Shen(Zhejiang University); Pu Wu(Zhejiang University); Lianfeng Song(Zhejiang University)"
] |
As one of the most common failure types of arch bridges, stability is one of the critical aspects for the design of arch bridges. Using 3D finite element model in ABAQUS, this paper has studied the stability performance of an arch bridge with inclined arch ribs and hangers, and the analysis also took the effects of geometrical and material nonlinearity into account. The impact of local buckling and residual stress of steel plates on global stability and the applicability of fiber model in stability analysis for steel arch bridges were also investigated. The results demonstrate an excellent stability of the arch bridge because of the transverse constraint provided by transversely-inclined hangers. The distortion of cross section, local buckling and residual stress of ribs has an insignificant effect on the stability of the structure, and the accurate ultimate strength may be obtained from a fiber model analysis. This study also shows that the yielding of the arch ribs has a significant impact on the ultimate capacity of the structure, and the bearing capacity may also be approximately estimated by the initial yield strength of the arch rib.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.1.273
|
kci_detailed_000103.xml
|
||
ART001957259
|
oai_dc
|
Dynamic response of functionally gradient austenitic-ferritic steel composite panels under thermo-mechanical loadings
|
Dynamic response of functionally gradient austenitic-ferritic steel composite panels under thermo-mechanical loadings
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"S. Isavand(Amirkabir University of Technology); M. Bodaghi(Amirkabir University of Technology); M. Shakeri(Amirkabir University of Technology); J. Aghazadeh Mohandesi(Amirkabir University of Technology)"
] |
In this paper, the dynamic response of functionally gradient steel (FGS) composite cylindrical panels in steady-state thermal environments subjected to impulsive loads is investigated for the first time. FGSs composed of graded ferritic and austenitic regions together with bainite and martensite intermediate layers are analyzed. Thermo-mechanical material properties of FGS composites are predicted according to the microhardness profile of FGS composites and approximated with appropriate functions. Based on the three-dimensional theory of thermo-elasticity, the governing equations of motionare derived in spatial and time domains. These equations are solved using the hybrid Fourier series expansion-Galerkin finite element method-Newmark approach for simply supported boundary conditions. The present solution is then applied to the thermo-elastic dynamic analysis of cylindrical panels with three different arrangements of material compositions of FGSs including αβγMγ, αβγβα and γβαβγ composites. Benchmark results on the displacement and stress time-histories of FGS cylindrical panels in thermal environments under various pulse loads are presented and discussed in detail. Due to the absence of similar results in the specialized literature, this paper is likely to fill a gap in the state of the art of this problem, and provide pertinent results that are instrumental in the design of FGS structures under time-dependent mechanical loadings.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.1.001
|
kci_detailed_000103.xml
|
||
ART001957260
|
oai_dc
|
Ratcheting behavior of pressurized Z2CND18.12N stainless steel pipe under different control modes
|
Ratcheting behavior of pressurized Z2CND18.12N stainless steel pipe under different control modes
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Xu Chen(Tianjin University); Xiaohui Chen(Northeastern University at Qinhuangdao); Gang Chen(Tianjin University); Duomin Li(Guangdong University of Petrochemical Te)"
] |
With a quasi-three point bending apparatus, ratcheting deformation is studied experimentally on a pressurized austenitic stainless steel Z2CND18.12N pipe under bending load and vertical displacement control, respectively. The characteristic of ratcheting behavior of straight pipe under both control methods is achieved and compared. The cyclic bending loading and internal pressure influence ratcheting behavior of pressurized straight pipe significantly under loading control and the ratcheting characteristics are also highly associated with the cyclic displacement and internal pressure under displacement control. They all affect not only the saturation of the ratcheting strain but the ratcheting strain rate. In addition, ratcheting simulation is performed by elastic.plastic finite element analysis with ANSYS in which the bilinear model, Chaboche model, Ohno.Wang model and modified Ohno-Wang model are applied. By comparison with the experimental data, it is found that the CJK model gives reasonable simulation. Ratcheting boundaries under two control modes are almost same.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.1.029
|
kci_detailed_000103.xml
|
||
ART001957261
|
oai_dc
|
Static and dynamic responses of Halgavor Footbridge using steel and FRP materials
|
Static and dynamic responses of Halgavor Footbridge using steel and FRP materials
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M. Gunaydin(Gümüşhane University); S. Adanur(Karadeniz Technical University); A.C. Altunisik(Karadeniz Technical University); B. Sevim(Yıldız Technical University)"
] |
In recent years, the use of fiber reinforced polymer composites has increased because of their unique features. They have been used widely in the aircraft and space industries, medical and sporting goods and automotive industries. Thanks to their beneficial and various advantages over traditional materials such as high strength, high rigidity, low weight, corrosion resistance, low maintenance cost, aesthetic appearance and easy demountable or moveable construction. In this paper, it is aimed to determine and compare the geometrically nonlinear static and dynamic analysis results of footbridges using steel and glass fiber reinforced polymer composite (GFRP) materials. For this purpose, Halgavor suspension footbridge is selected as numerical examples. The analyses are performed using three identical footbridges, first constructed from steel, second built only with GFRP material and third made of steel- GFRP material, under static and dynamic loadings using finite element method. In the finite element modeling and analyses, SAP2000 program is used. Geometric nonlinearities are taken into consideration in the analysis using P-Delta criterion. The numerical results have indicated that the responses of the three bridges are different and that the response values obtained for the GFRP composite bridge are quite less compared to the steel bridge. It is understood that GFRP material is more useful than the steel for the footbridges.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.1.051
|
kci_detailed_000103.xml
|
||
ART001859794
|
oai_dc
|
Nonlinear cylindrical bending analysis of E-FGM plateswith variable thickness
|
Nonlinear cylindrical bending analysis of E-FGM plateswith variable thickness
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Abdelhakim Kaci(University of Saida); Khalil Belakhdar(University of Saida); Abdelouahed Tounsi(Université de Sidi Bel Abbes); El Abbes Adda Bedia(Université de Sidi Bel Abbes)"
] |
This paper presents a study of the nonlinear cylindrical bending of an exponential functionally graded plate (simply called E-FG) with variable thickness. The plate is subjected to uniform pressure loading and his geometric nonlinearity is introduced in the strain-displacement equations based on Von-Karman assumptions. The material properties of functionally graded plates, except the Poisson's ratio, are assumed to vary continuously through the thickness of the plate in accordance with the exponential law distribution; and the solution is obtained using Hamilton's principle for constant plate thickness. In order to analyze functionally graded plate with variable thickness, a numerical solution using finite difference method is used, where parabolic variation of the plate thickness is studied. The results for E-FG plates are given in dimensionless graphical forms; and the effects of material and geometric properties on displacements and normal stresses through the thickness are determined.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.16.4.339
|
kci_detailed_000103.xml
|
||
ART001859802
|
oai_dc
|
Influence of spacers on ultimate strength of intermediate length thin walled columns
|
Influence of spacers on ultimate strength of intermediate length thin walled columns
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M. Anbarasu(Government College of Engineering); S. Sukumar(Government College of Engineering)"
] |
The influence of spacers on the behaviour and ultimate capacity of intermediate length CFS open section columns under axial compression is investigated in this paper. The focus of the research lies in the cross- section predominantly, failed by distortional buckling. This paper made an attempt to either delay or eliminate the distortional buckling mode by the introduction of transverse elements referred herein as spacers. The cross-sections investigated have been selected by performing the elastic buckling analysis using CUFSM software. The test program considered three different columns having slenderness ratios of 35, 50 & 60. The test program consisted of 14 pure axial compression tests under hinged-hinged end condition. Models have been analysed using finite element simulations and the obtained results are compared with the experimental tests. The finite element package ABAQUS has been used to carry out non-linear analyses of the columns. The finite element model incorporates material, geometric non-linearities and initial geometric imperfection of the specimens. The work involves a wide parametric study in the column with spacers of varying depth and number of spacers. The results obtained from the study shows that the depth and number of spacers have significant influence on the behaviour and strength of the columns. Based on the nonlinear regression analysis the design equation is proposed for the selected section.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.16.4.437
|
kci_detailed_000103.xml
|
||
ART001859801
|
oai_dc
|
A new steel panel zone model including axial force for thin to thick column flanges
|
A new steel panel zone model including axial force for thin to thick column flanges
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Iman Mansouri(Shahid Bahonar University of Kerman); Hamed Saffari(Shahid Bahonar University of Kerman)"
] |
During an earthquake, steel frame columns can be subjected to high axial forces combined with inelastic rotation demand resulting from story drift. Generally, the whole beam or component can be represented with one element. In elasto-plastic analysis, subdivision is necessary if the plastic deformation occurs within two ends of beams. If effects of the joint panel are necessarily considered in the analysis, the joint panel should be represented with an independent element. It is a special element to represent the shear deformation of the joint panel in the beam.column connection zone. Several analytical models for panel zone (PZ) behavior exist, in terms of shear force-shear distortion relationships. Among these models, the Krawinkler PZ model is the most popular one which is used in the AISC code. Some studies have pointed out that Krawinkler's model gives good results for the range of thin to medium column flanges thickness. This paper, introduces a new model to estimate the response of shear force-shear distortion for the PZ including column axial force. The model is applicable to both thin and thick column flange. To achieve an appropriate PZ mathematical model first, the effects of PZ strength and stiffness on connection response are parametrically studied using finite element models. More than one thousand and four-hundred beam-column connections are included in the parametric study, with varied parameters; then based on analytical results a simple mathematical model is presented. A comparison between the results of proposed method herein with FE analyses shows the average error especially in thick column flange is significantly reduced which demonstrates the accuracy, efficiency, and simplicity of the proposed model.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.16.4.417
|
kci_detailed_000103.xml
|
||
ART001859798
|
oai_dc
|
Influence of fiber paths on buckling load of tailored conical shells
|
Influence of fiber paths on buckling load of tailored conical shells
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Ali-Asghar Naderi(Tarbiat Modares University); Gholam-Hossein Rahimi(Tarbiat Modares University); Mohammad Arefi(University of Kashan)"
] |
The purpose of this paper is to propose a method for evaluation of varying stiffness coefficients of tailored conical shells (TCS). Furthermore, a comparison between buckling loads of these shells under axial load with the different fiber path is performed. A circular truncated conical shell subjected to axial compression is taken into account. Three different theoretical path containing geodesic path, constant curvature path and constant angle path has been considered to describe the angle variation along the cone length, along cone generator of a conical shell are offered. In the TCS with the arbitrary fiber path, the thickness and the ply orientation are assumed to be functions of the shell coordinates and influencing stiffness coefficients of the structure. The stiffness coefficients and the buckling loads of shells are calculated basing on classical shells theory (CST) and using finite-element analysis (FEA) software. The obtained results for TCS with arbitrary fiber path, thickness and ply orientation are derived as functions of shell longitudinal coordinate and influencing stiffness coefficients of structures. Furthermore, the buckling loads based on fiber path and ply orientation at the start of tailored fiber get to be different. The extent of difference for tailored fiber with start angle lower than 20 degrees is not significant. The results in this paper show that using tailored fiber placement could be applied for producing conical shells in order to have greater buckling strengths and lower weight. This work demonstrates the use of fiber path definitions for calculated stiffness coefficients and buckling loads of conical shells.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.16.4.375
|
kci_detailed_000103.xml
|
||
ART001859799
|
oai_dc
|
Higher order impact analysis of sandwich panels with functionally graded flexible cores
|
Higher order impact analysis of sandwich panels with functionally graded flexible cores
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"K. Malekzadeh Fard(Space Research Institute)"
] |
This study deals with dynamic model of composite sandwich panels with functionally graded flexible cores under low velocity impacts of multiple large or small masses using a new improved higher order sandwich panel theory (IHSAPT). In-plane stresses were considered for the functionally graded core and face sheets. The formulation was based on the first order shear deformation theory for the composite face sheets and polynomial description of the displacement fields in the core that was based on the second Frostig's model. Fully dynamic effects of the functionally graded core and face-sheets were considered in this study. Impacts were assumed to occur simultaneously and normally over the top and/or bottom of the face-sheets with arbitrary different masses and initial velocities. The contact forces between the panel and impactors were treated as internal forces of the system. Nonlinear contact stiffness was linearized with a newly presented improved analytical method in this paper. The results were validated by comparing the analytical, numerical and experimental results published in the latest literature.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.16.4.389
|
kci_detailed_000103.xml
|
||
ART001859796
|
oai_dc
|
On the optimum performance-based design of eccentrically braced frames
|
On the optimum performance-based design of eccentrically braced frames
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Reza Karami Mohammadi(K. N. Toosi University of Technology); Amir Hossein Sharghi(K.N. Toosi University of Technology (KNTU))"
] |
The design basis is being shifted from strength to deformation in modern performance-based design codes. This paper presents a practical method for optimization of eccentrically braced steel frames, based on the concept of uniform deformation theory (<i>UDT</i>). This is done by gradually shifting inefficient material from strong parts of the structure to the weak areas until a state of uniform deformation is achieved. In the first part of this paper, <i>UDT</i> is implemented on 3, 5 and 10 story eccentrically braced frames (EBF) subjected to 12 earthquake records representing the design spectrum of ASCE/SEI 7-10. Subsequently, the optimum strength-distribution patterns corresponding to these excitations are determined, and compared with four other loading patterns. Since the optimized frames have uniform distribution of deformation, they undergo less damage in comparison with code-based designed structures while having minimum structural weight. For further investigation, the 10 story EBF is redesigned using four different loading patterns and subjected to 12 earthquake excitations. Then a comparison is made between link rotations of each model and those belonging to the optimized one which revealed that the optimized EBF behaves generally better than those designed by other loading patterns. Finally, efficiency of each loading pattern is evaluated and the best one is determined.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.16.4.357
|
kci_detailed_000103.xml
|
||
ART002049000
|
oai_dc
|
Investigation of stiffening scheme effectiveness towards buckling stability enhancement in tubular steel wind turbine towers
|
Investigation of stiffening scheme effectiveness towards buckling stability enhancement in tubular steel wind turbine towers
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Nafsika Stavridou(Aristotle University of Thessaloniki); Evangelos Efthymiou(Aristotle University of Thessaloniki); Simos Gerasimidis(Columbia University); Charalampos C. Baniotopoulos(University of Birmingham)"
] |
Current climate conditions along with advances in technology make further design and verification methods for structural strength and reliability of wind turbine towers imperative. Along with the growing interest for "green" energy, the wind energy sector has been developed tremendously the past decades. To this end, the improvement of wind turbine towers in terms of structural detailing and performance result in more efficient, durable and robust structures that facilitate their wider application, thus leading to energy harvesting increase. The wind tower industry is set to expand to greater heights than before and tapered steel towers with a circular cross-section are widely used as more capable of carrying heavier loads. The present study focuses on the improvement of the structural response of steel wind turbine towers, by means of internal stiffening. A thorough investigation of the contribution of stiffening rings to the overall structural behavior of the tower is being carried out. These stiffening rings are placed along the tower height to reduce local buckling phenomena, thus increasing the buckling strength of steel wind energy towers and leading the structure to a behavior closer to the one provided by the beam theory. Additionally to ring stiffeners, vertical stiffening schemes are studied to eliminate the presence of short wavelength buckles due to bending. For the purposes of this research, finite element analysis is applied in order to describe and predict in an accurate way the structural response of a model tower stiffened by internal stiffeners. Moreover, a parametric study is being performed in order to investigate the effect of the stiffeners' number to the functionality of the aforementioned stiffening systems and the improved structural behavior of the overall wind converter.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.19.5.1115
|
kci_detailed_000103.xml
|
||
ART002049001
|
oai_dc
|
Analytical investigation of thin steel plate shear walls with screwed infill plate
|
Analytical investigation of thin steel plate shear walls with screwed infill plate
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Cüneyt vatansever(Istanbul Technical University); Jeffrey W. Berman(University of Washington)"
] |
A behavior model for screw connections is developed to provide a better representation of the nonlinear response of thin steel plate shear walls (TSPSWs) with infill plates attached to the boundary frame members via self-drilling screws. This analytical representation is based on the load-bearing deformation relationship between the infill plate and the screw threads. The model can be easily implemented in strip models of TSPSWs where the tension field action of the infill plates is represented by a series of parallel discrete tension-only strips. Previously reported experimental results from tests of two different TSPSWs are used to provide experimental validation of the modeling approach. The beam-to-column connection behavior was also included in the analyses using a four parameter rotational spring model that was calibrated to a test of an identical frame as used for the TSPSW specimens but without the infill plates. The complete TSPSW models consisting of strips representing the infill plates, zero length elements representing the load-bearing deformation response of the screw connection at each end of the strips and the four parameter spring model at each beam-to-column connection are shown to have good agreement with the experimental results. The resulting models should enable design and analysis of TSPSWs for both new construction and retrofit of existing buildings.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.19.5.1145
|
kci_detailed_000103.xml
|
||
ART002049003
|
oai_dc
|
Cyclic testing of chevron braced steel frames with IPE shear panels
|
Cyclic testing of chevron braced steel frames with IPE shear panels
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Alirıza İ. Akgönen(İstanbul Technical University); Cavidan Yorgun(İstanbul Technical University); Cüneyt Vatansever(İstanbul Technical University)"
] |
The aim of this experimental research is to investigate the conformity of the four-bolt unstiffened moment end-plate connections consisting of European steel sections which do not meet the limitations specified for beam flange width and overall beam depth in ANSI/AISC 358-10 to the requirements of seismic application. However, the connections are satisfactory with the limitations required by Turkish Earthquake Code. For this purpose, four test specimens were designed and cyclic load was applied to three specimens while one was tested under monotonic loading to provide data for the calibration of the analytical models. The moment-rotation hysteresis loops and the failure modes for all test specimens are presented. A full three-dimensional finite element model is also developed for each test specimen for use to predict their behavior and to provide a tool for generating subsequent extensive parametric studies. The test results show that all specimens performed well in terms of rotation capacity and strength. Finite element models are found to be capable of approximating the cyclic behavior of the extended end-plate connection specimens.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.19.5.1185
|
kci_detailed_000103.xml
|
||
ART002049002
|
oai_dc
|
Cyclic behavior of extended end-plate connections with European steel shapes
|
Cyclic behavior of extended end-plate connections with European steel shapes
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Seyed Mehdi Zahrai(The University of Tehran)"
] |
Despite considerable life casualty and financial loss resulting from past earthquakes, many existing steel buildings are still seismically vulnerable as they have no lateral resistance or at least need some sort of retrofitting. Passive control methods with decreasing seismic demand and increasing ductility reduce rate of vulnerability of structures against earthquakes. One of the most effective and practical passive control methods is to use a shear panel system working as a ductile fuse in the structure. The shear Panel System, SPS, is located vertically between apex of two chevron braces and the flange of the floor beam. Seismic energy is highly dissipated through shear yielding of shear panel web while other elements of the structure remain almost elastic. In this paper, lateral behavior and related benefits of this system with narrow-flange link beams is experimentally investigated in chevron braced simple steel frames. For this purpose, five specimens with IPE (narrow-flange I section) shear panels were examined. All of the specimens showed high ductility and dissipated almost all input energy imposed to the structure. For example, maximum SPS shear distortion of 0.128-0.156 rad, overall ductility of 5.3-7.2, response modification factor of 7.1-11.2, and finally maximum equivalent viscous damping ratio of 35.5-40.2% in the last loading cycle corresponding to an average damping ratio of 26.7-30.6% were obtained. It was also shown that the beam, columns and braces remained elastic as expected. Considering this fact, by just changing the probably damaged shear panel pieces after earthquake, the structure can still be continuously used as another benefit of this proposed retrofitting system without the need to change the floor beam.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.19.5.1167
|
kci_detailed_000103.xml
|
||
ART002049004
|
oai_dc
|
Distortional buckling calculation method of steel-concrete composite box beam in negative moment area
|
Distortional buckling calculation method of steel-concrete composite box beam in negative moment area
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Wangbao Zhou(Wuhan University of Technology); Shujin Li(Wuhan University of Technology); Lizhong Jiang(Central South University); Zhi Huang(Central South University)"
] |
'Distortional buckling&' is one of the predominant buckling types that may occur in a steel-concrete composite box beam (SCCBB) under a negative moment. The key factors, which affect the buckling modes, are the torsional and lateral restraints of the bottom plate of a SCCBB. Therefore, this article investigates the equivalent lateral and torsional restraint rigidity of the bottom plate of a SCCBB under a negative moment; the results of which show a linear coupling relationship between the applied forces and the lateral and/or torsional restraint stiffness, which are not depended on the cross-sectional properties of a SCCBB completely. The mathematical formulas for calculating the lateral and torsional restraint rigidity of the bottom plate can be used to estimate: (1) the critical distortional buckling stress of SCCBBs under a negative moment; and (2) the critical distortional moment of SCCBBs. This article develops an improved calculation method for SCCBBs on an elastic foundation, which takes into account the coupling effect between the applied forces and the lateral and/or torsional restraint rigidity of the bottom plate. This article analyzes the accuracy of the following calculation methods by using 24 examples of SCCBBs: (1) the conventional energy method; (2) the improved calculation method, as it has been derived in this article; and (3) the ANSYS finite element method. The results verify that the improved calculation method, as it has been proved in this article, is more accurate and reliable than that of the current energy method, which has been noted in the references.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.19.5.1203
|
kci_detailed_000103.xml
|
||
ART002049005
|
oai_dc
|
Thermal analysis on composite girder with hybrid GFRP-concrete deck
|
Thermal analysis on composite girder with hybrid GFRP-concrete deck
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Haohui Xin(Tongji University); Yuqing Liu(Tongji University); Ao Du(Tongji University)"
] |
Since the coefficients of thermal expansion (CTE) between concrete and GFRP, steel and GFRP are quite different, GFRP laminates with different laminas stacking-sequence present different thermal behavior and currently there is no specification on mechanical properties of GFRP laminates, it is necessary to investigate the thermal influence on composite girder with stay-in-place (SIP) bridge deck at different levels and on different scales. This paper experimentally and theoretically investigated the CTE of GFRP at lamina's and laminate's level on micro-mechanics scales. The theoretical CTE values of laminas and laminates agreed well with test results, indicating that designers could obtain thermal properties of GFRP laminates with different lamina stacking-sequence through micro-mechanics methods. On the basis of the CTE tests and theoretical analysis, the thermal behaviors of composite girder with hybrid GFRP-concrete deck were studied numerically and theoretically on macro-mechanics scales. The theoretical results of concrete and steel components of composite girder agreed well with FE results, but the theoretical results of GFRP profiles were slightly larger than FE and tended to be conservative at a safety level.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.19.5.1221
|
kci_detailed_000103.xml
|
||
ART002049006
|
oai_dc
|
Inelastic analysis for the post-collapse behavior of concrete encased steel composite columns under axial compression
|
Inelastic analysis for the post-collapse behavior of concrete encased steel composite columns under axial compression
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"V.S. Ky(Chulalongkorn University); S. Tangaramvong(The University of New South Wales); T.Thepchatri(Chulalongkorn University)"
] |
This paper proposes a simple inelastic analysis approach to efficiently map out the complete nonlinear post-collapse (strain-softening) response and the maximum load capacity of axially loaded concrete encased steel composite columns (stub and slender). The scheme simultaneously incorporates the influences of difficult instabilizing phenomena such as concrete confinement, initial geometric imperfection, geometric nonlinearity, buckling of reinforcement bars and local buckling of structural steel, on the overall behavior of the composite columns. The proposed numerical method adopts fiber element discretization and an iterative Muller's algorithm with an additional adaptive technique that robustly yields solution convergence. The accuracy of the proposed analysis scheme is validated through comparisons with various available experimental benchmarks. Finally, a parametric study of various key parameters on the overall behaviors of the composite columns is conducted.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.19.5.1237
|
kci_detailed_000103.xml
|
||
ART002049007
|
oai_dc
|
On bending, buckling and vibration responses of functionally graded carbon nanotube-reinforced composite beams
|
On bending, buckling and vibration responses of functionally graded carbon nanotube-reinforced composite beams
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"S.H. Tagrara(University of Sidi Bel Abbes); Abdelouahed Tounsi(University of Sidi Bel Abbes); Abdelkader Benachour(University of Sidi Bel Abbes); Mohamed Bachir Bouiadjra(University of Sidi Bel Abbes)"
] |
In this work, a trigonometric refined beam theory for the bending, buckling and free vibration analysis of carbon nanotube-reinforced composite (CNTRC) beams resting on elastic foundation is developed. The significant feature of this model is that, in addition to including the shear deformation effect, it deals with only 3 unknowns as the Timoshenko beam (TBM) without including a shear correction factor. The single-walled carbon nanotubes (SWCNTs) are aligned and distributed in polymeric matrix with different patterns of reinforcement. The material properties of the CNTRC beams are assessed by employing the rule of mixture. To examine accuracy of the present theory, several comparison studies are investigated. Furthermore, the effects of different parameters of the beam on the bending, buckling and free vibration responses of CNTRC beam are discussed.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.19.5.1259
|
kci_detailed_000103.xml
|
||
ART002049008
|
oai_dc
|
Free vibration analysis of a rotating non-uniform functionally graded beam
|
Free vibration analysis of a rotating non-uniform functionally graded beam
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Farzad Ebrahimi(Imam Khomeini International University); Samaneh Dashti(Imam Khomeini International University)"
] |
In this paper, free vibration characteristics of a rotating double tapered functionally graded beam is investigated. Material properties of the beam vary continuously through thickness direction according to the power-law distribution of the volume fraction of the constituents. The governing differential equations of motion are derived using the Hamilton's principle and solved utilizing an efficient and semi-analytical technique called the Differential Transform Method (DTM). Several important aspects such as taper ratios, rotational speed, hub radius, as well as the material volume fraction index which have impacts on natural frequencies of such beams are investigated and discussed in detail. Numerical results are tabulated in several tables and figures. In order to demonstrate the validity and accuracy of the current analysis, some of present results are compared with previous results in the literature and an excellent agreement is observed. It is showed that the natural frequencies of an FG rotating double tapered beam can be obtained with high accuracy by using DTM. It is also observed that nondimensional rotational speed, height taper ratio, power-law exponent significantly affect the natural frequencies of the FG double tapered beam while the effects of hub radius and breadth taper ratio are negligible.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.19.5.1279
|
kci_detailed_000103.xml
|
||
ART002049009
|
oai_dc
|
Parametric study on eccentrically-loaded partially encased composite columns under major axis bending
|
Parametric study on eccentrically-loaded partially encased composite columns under major axis bending
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Mahbuba Begum(Bangladesh University of Engineering and Technology (BUET)); Robert G. Driver(University of Alberta); Alaa E. Elwi(University of Alberta)"
] |
This paper presents a detailed parametric study, conducted using finite element tools to cover a range of several geometric and material parameters, on the behaviour of thin-walled partially encased composite (PEC) columns. The PEC columns studied herein are composed of thin-walled built-up H-shaped steel sections with concrete infill cast between the flanges. Transverse links are provided between the opposing flanges to improve resistance to local buckling. The parametric study is confined to eccentrically-loaded columns subjected to major axis bending only. The parameters that were varied include the overall column slenderness ratio (L/d), load eccentricity ratio (e/d), link spacing-to-depth ratio (s/d), flange plate slenderness ratio (b/t) and concrete compressive strength (fcu). The overall column slenderness ratio was chosen to be the primary variable with values of 5, 10 and 15. Other parameters were varied within each case of L/d ratio. The effects of the selected parameters on the behaviour of PEC columns were studied with respect to the failure mode, peak axial load, axial load versus average axial strain response, axial load versus lateral displacement response, moment versus lateral displacement behaviour and the axial load.moment interaction diagram. The results of the parametric study are presented in the paper and the influences of each of the parameters investigated are discussed.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.19.5.1299
|
kci_detailed_000103.xml
|
||
ART002049010
|
oai_dc
|
Damping strategies for steel lattice sandwich constructions
|
Damping strategies for steel lattice sandwich constructions
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Son P. Mai(Vietnam Academy of Science and Technology)"
] |
A square steel sandwich plate with lattice corrugated core is explored for damping improvement. A range of damping materials are filled inside the openings provided by the corrugated core, or are applied on the surfaces of the facesheets. The dynamic properties such as natural frequency and damping factor are experimentally measured for the sandwich plate with each filling solution. The relative performance of each insertion is compared in terms of damping capacity and added mass.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.19.5.1321
|
kci_detailed_000103.xml
|
||
ART002048997
|
oai_dc
|
Application of steel equivalent constitutive model for predicting seismic behavior of steel frame
|
Application of steel equivalent constitutive model for predicting seismic behavior of steel frame
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Meng Wang(Beijing Jiaotong University); Yongjiu Shi(Tsinghua University); Yuanqing Wang(Tsinghua University)"
] |
In order to investigate the accuracy and applicability of steel equivalent constitutive model, the calculated results were compared with typical tests of steel frames under static and dynamic loading patterns firstly. Secondly, four widely used models for time history analysis of steel frames were compared to discuss the applicability and efficiency of different methods, including shell element model, multi-scale model, equivalent constitutive model (ECM) and traditional beam element model (especially bilinear model). Four-story steel frame models of above-mentioned finite element methods were established. The structural deformation, failure modes and the computational efficiency of different models were compared. Finally, the equivalent constitutive model was applied in seismic incremental dynamic analysis of a ten-floor steel frame and compared with the cyclic hardening model without considering damage and degradation. Meanwhile, the effects of damage and degradation on the seismic performance of steel frame were discussed in depth. The analysis results showed that: damages would lead to larger deformations. Therefore, when the calculated results of steel structures subjected to rare earthquake without considering damage were close to the collapse limit, the actual story drift of structure might already exceed the limit, leading to a certain security risk. ECM could simulate the damage and degradation behaviors of steel structures more accurately, and improve the calculation accuracy of traditional beam element model with acceptable computational efficiency.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.19.5.1055
|
kci_detailed_000103.xml
|
||
ART002048998
|
oai_dc
|
Slender RC columns strengthened with combined CFRP and steel jacket under axial load
|
Slender RC columns strengthened with combined CFRP and steel jacket under axial load
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Yi-Yan Lu(Wuhan University); Shan Li(Wuhan University); Na Li(Wuhan University); Tian-yan Ou(Wuhan University)"
] |
This paper presents an experimental study on the effectiveness of simultaneous application of carbon fiber-reinforced polymer (CFRP) and steel jacket in strengthening slender reinforced concrete (RC) column. The columns were 200 mm square cross section with lengths ranging from 1600 to 3000 mm. Ten columns were tested under axial load. The effects of the strengthening technique, slenderness ratio, cross-section area of steel angle and CFRP layer number were examined in terms of axial load-axial strain curve, CFRP strain, steel strip strain and steel angle strain. The experiments indicate that strengthening RC columns with combined CFRP and steel jacket is effective in enhancing the load capacity, ductility and energy dissipation capacity of RC column. Based on the existing models for RC columns strengthened with CFRP and with steel jacket, a design formula considering a slenderness reduction factor is proposed to predict the load capacity of the RC columns strengthened with combined CFRP and steel jacket. The predictions agree well with the experimental results.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.19.5.1077
|
kci_detailed_000103.xml
|
||
ART002048999
|
oai_dc
|
Mechanical behavior of the composite curved laminates in practical applications
|
Mechanical behavior of the composite curved laminates in practical applications
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Lonquan Liu(Shanghai Jiao Tong University); Junqi Zhang(Shanghai Jiao Tong University); Hai Wang(Shanghai Jiao Tong University); Zhongwei Guan(University of Liverpool)"
] |
In order to determine the mechanical behavior of the curved laminates in practical applications, three right-angled composite brackets with different lay-ups were investigated both experimentally and numerically. In the experimental, quasi-static tests on both unidirectional and multidirectional curved composite brackets were conducted to study the progressive failure and failure modes of the curved laminates. In the numerical modeling, three-dimensional finite element analysis was used to simulate the mechanical behavior of the laminates. Here, a strength-based failure criterion, namely the Ye criterion, was used to predict the delamination failure in the composite curved laminates. The mechanical responses of the laminate subjected to off-axis tensile loading were analyzed, which include the progressive failure, the failure locations, the load-displacement relationships, the load-strain relationships, and the stress distribution around the curved region of the angled bracket. Subsequently, the effects of stacking sequence and thickness on the load carrying capacity and the stiffness of the laminates were discussed in detail. Through the experimental observation and analysis, it was found that the failure mode of all the specimens is delamination, which is initiated abruptly and develops unstably on the symmetric plane, close to the inner surface, and about 29° along the circumferential direction. It was also found that the stacking sequence and the thickness have significant influences on both the load carrying capacity and the stiffness of the laminates. However, the thickness effect is less than that on the curved aluminum plate.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.19.5.1095
|
kci_detailed_000103.xml
|
||
ART001921552
|
oai_dc
|
Restoring force model for circular RC columns strengthened by pre-stressed CFRP strips
|
Restoring force model for circular RC columns strengthened by pre-stressed CFRP strips
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Changdong Zhou(Beijing Jiaotong University); Xilin Lu(Tongji University); Hui Li(Beijing Jiaotong University); Teng Tian(Beijing Jiaotong University)"
] |
This paper presents a tri-linear restoring force model based on the test results of 12 circular RC columns strengthened by CFRP strips under low cyclic loading. The pre-stress of CFRP strips and axial load ratio of specimens are considered as the affect parameters of the proposed model. All essential characteristics of the hysteretic behavior of the proposed model, including the hysteretic rules, main performance points, strength degradation, stiffness degradation and confinement effects are explicitly analyzed. The calculated results from the proposed model are in good agreement with the experimental results, which shows that the recommended model can be reliably used for seismic behavior predictions of circular RC columns strengthened by pre-stressed CFRP strips.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.17.4.371
|
kci_detailed_000103.xml
|
||
ART001921551
|
oai_dc
|
Buckling behavior of pultruded composite beams with circular cutouts
|
Buckling behavior of pultruded composite beams with circular cutouts
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Mehmet Aktaş(Uşak University); H. Ersen Balcıoğlu(Uşak University)"
] |
In this experimental and numerical study, the effect of plate thickness, the diameter of circular cutout, the distance between circular cutouts and rowing orientation angle effect (θ) on the buckling load of E-glass/vinylester pultruded composite beams with single and double circular cutouts, were investigated.
The composite beam having 2, 4, and 6 mm thicknesses was produced as [Mat/θ/Mat/θ/Mat] by using pultrusion technique. Seven different fiber angles as 0°, 15°, 30°, 45°, 60°, 75°, and 90° were chosen for investigation of rowing orientation angle. The distances between each circular cutout were selected as 15, 30, 45, 60, and 75 mm in the case of double circular cutouts. The diameters of circular cutouts were chosen as 2, 4, 6, 8, and 10 mm to investigate the effect of cutout size. The experimental buckling loads were compared with the results calculated from the numerical analysis. ANSYS 11 commercial software was used for numerical study. A good agreement was obtained between numerical and experimental results.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.17.4.359
|
kci_detailed_000103.xml
|
||
ART001921553
|
oai_dc
|
Delamination growth analysis in composite laminates subjected to low velocity impact
|
Delamination growth analysis in composite laminates subjected to low velocity impact
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Masoud Kharazan(Amirkabir University of Technology); M.H. Sadr(Amirkabir University of Technology); Morteza Kiani(Mississippi State University)"
] |
This paper presents a high accuracy Finite Element approach for delamination modelling in laminated composite structures. This approach uses multi-layered shell element and cohesive zone modelling to handle the mechanical properties and damages characteristics of a laminated composite plate under low velocity impact. Both intralaminar and interlaminar failure modes, which are usually observed in laminated composite materials under impact loading, were addressed. The detail of modelling, energy absorption mechanisms, and comparison of simulation results with experimental test data were discussed in detail. The presented approach was applied for various models and simulation time was found remarkably inexpensive. In addition, the results were found to be in good agreement with the corresponding results of experimental data. Considering simulation time and results accuracy, this approach addresses an efficient technique for delamination modelling, and it could be followed by other researchers for damage analysis of laminated composite material structures subjected to dynamic impact loading.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.17.4.387
|
kci_detailed_000103.xml
|
||
ART001921554
|
oai_dc
|
Determination of structural behavior of Bosporus suspension bridge considering construction stages and different soil conditions
|
Determination of structural behavior of Bosporus suspension bridge considering construction stages and different soil conditions
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Murat Günaydin(Gümüshane University); Süleyman Adanur(Karadeniz Technical University); Ahmet Can Altunişik(Karadeniz Technical University); Barış Sevım(Yildiz Technical University); Emel Türker(Karadeniz Technical University)"
] |
In this paper, it is aimed to determine the structural behavior of suspension bridges considering construction stages and different soil conditions. Bosporus Suspension Bridge connecting the Europe and Asia in Istanbul is selected as an example. Finite element model of the bridge is constituted using SAP2000 program considering existing drawings. Geometric nonlinearities are taken into consideration in the analysis using P-Delta large displacement criterion. The time dependent material strength of steel and concrete and geometric variations is included in the analysis. Time dependent material properties are considered as compressive strength, aging, shrinkage and creep for concrete, and relaxation for steel. To emphases the soil condition effect on the structural behavior of suspension bridges, each of hard, medium and soft soils are considered in the analysis. The structural behavior of the bridge at different construction stages and different soil conditions has been examined. Two different finite element analyses with and without construction stages are carried out and results are compared with each other. At the end of the analyses, variation of the displacement and internal forces such as bending moment, axial forces and shear forces for bridge deck and towers are given in detail. Also, displacement and stresses for bridge foundation are given with detail. It can be seen from the analyses that there are some differences between both analyses (with and without construction stages) and the results obtained from the construction stages are bigger. It can be stated that the analysis without construction stages cannot give the reliable solutions. In addition, soil condition have effect on the structural behavior of the bridge. So, it is thought that construction stage analysis using time dependent material properties, geometric nonlinearity and soil conditions effects should be considered in order to obtain more realistic structural behavior of suspension bridges.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.17.4.405
|
kci_detailed_000103.xml
|
||
ART001921555
|
oai_dc
|
Mechanical behaviour of concrete filled double skin steel tubular stub columns confined by FRP under axial compression
|
Mechanical behaviour of concrete filled double skin steel tubular stub columns confined by FRP under axial compression
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Jun Wang(Nanjing University of Technology); Weiqing Liu(Nanjing University of Technology); Ding Zhou(Nanjing Tech University); Lu Zhu(Nanjing Tech University); Hai Fang(Nanjing Tech University)"
] |
The present study focuses on the mechanical behaviour of concrete filled double skin steel tubular (CFDST) stub columns confined by fiber reinforced polymer (FRP). A series of axial compression tests have been conducted on two CFDST stub columns, eight CFDST stub columns confined by FRP and a concrete-filled steel tubular (CFST) stub column confined by FRP, respectively. The influences of hollow section ratio, FRP wall thickness and fibre longitudinal-circumferential proportion on the load-strain curve and the concrete stress-strain curve for stub columns with annular section were discussed. The test results displayed that the FRP jacket can obviously enhance the carrying capacity of stub columns. Based on the test results, a new model which includes the effects of confinement factor, hollow section ratio and lateral confining pressure of the outer steel tube was proposed to calculate the compressive strength of confined concrete. Using the present concrete strength model, the formula to predict the carrying capacity of CFDST stub columns confined by FRP was derived. The theoretically predicted results agree well with those obtained from the experiments and FE analysis. The present method is also adapted to calculate the carrying capacity of CFST stub columns confined by FRP.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.17.4.431
|
kci_detailed_000103.xml
|
||
ART001921556
|
oai_dc
|
Stability of EG cylindrical shells with shear stresses on a Pasternak foundation
|
Stability of EG cylindrical shells with shear stresses on a Pasternak foundation
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"A.M. Najafov(Azerbaijan Technical University); A. H. Sofiyev(Suleyman Demirel University); D. Hui(University of New Orleans); Z. Karaca(Ondokuz Mayis University); V. Kalpakci(Hasan Kalyoncu University); M. Ozcelik(Suleyman Demirel University)"
] |
This article is the result of an investigation on the influence of a Pasternak elastic foundation on the stability of exponentially graded (EG) cylindrical shells under hydrostatic pressure, based on the first-order shear deformation theory (FOSDT) considering the shear stresses. The shear stresses shape function is distributed parabolic manner through the shell thickness. The governing equations of EG orthotropic cylindrical shells resting on the Pasternak elastic foundation on the basis of FOSDT are derived in the framework of Donnell-type shell theory. The novelty of present work is to achieve closed-form solutions for critical hydrostatic pressures of EG orthotropic cylindrical shells resting on Pasternak elastic foundation based on FOSDT. The expressions for critical hydrostatic pressures of EG orthotropic cylindrical shells with and without an elastic foundation based on CST are obtained, in special cases. Finally, the effects of Pasternak foundation, shear stresses, orthotropy and heterogeneity on critical hydrostatic pressures, based on FOSDT are investigated.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.17.4.453
|
kci_detailed_000103.xml
|
||
ART001921557
|
oai_dc
|
Seismic response estimation of steel buildings with deep columns and PMRF
|
Seismic response estimation of steel buildings with deep columns and PMRF
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Alfredo Reyes-Salazar(Universidad Autónoma de Sinaloa); Manuel E. Soto-López(Universidad Autónoma de Sinaloa); José R. Gaxiola-Camacho(Universidad Autónoma de Sinaloa); Edén Bojórquez(Universidad Autónoma de Sinaloa); Arturo Lopez-Barraza(Universidad Autónoma de Sinaloa)"
] |
The responses of steel buildings with perimeter moment resisting frames (PMRF) with medium size columns (W14) are estimated and compared with those of buildings with deep columns (W27), which are selected according to two criteria: equivalent resistance and equivalent weight. It is shown that buildings with W27 columns have no problems of lateral torsional, local or shear buckling in panel zone. Whether the response is larger for W14 or W27 columns, depends on the level of deformation, the response parameter and the structural modeling under consideration. Modeling buildings as two-dimensional structures result in an overestimation of the response. For multiple response parameters, the W14 columns produce larger responses for elastic behavior. The axial load on columns may be significantly larger for the buildings with W14 columns. The interstory displacements are always larger for W14 columns, particularly for equivalent weight and plane models, implying that using deep columns helps to reduce interstory displacements. This is particularly important for tall buildings where the design is usually controlled by the drift limit state. The interstory shears in interior gravity frames (GF) are significantly reduced when deep columns are used. This helps to counteract the no conservative effect that results in design practice, when lateral seismic loads are not considered in GF of steel buildings with PMRF. Thus, the behavior of steel buildings with deep columns, in general, may be superior to that of buildings with medium columns, using less weight and representing, therefore, a lower cost.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.17.4.471
|
kci_detailed_000103.xml
|
||
ART001921558
|
oai_dc
|
On the direct strength and effective yield strength method design of medium and high strength steel welded square section columns with slender plate elements
|
On the direct strength and effective yield strength method design of medium and high strength steel welded square section columns with slender plate elements
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Hong-Xia Shen(Xi’an University of Architecture and Technology)"
] |
The ultimate carrying capacity of axially loaded welded square box section members made of medium and high strength steels (nominal yield stresses varying from 345 MPa to 460 MPa), with large width-to-thickness ratios ranging from 35 to 70, is analyzed by finite element method (FEM). At the same time, the numerical results are compared with the predicted results using Direct Strength Method (DSM), modified DSM and Effective Yield Strength Method (EYSM). It shows that curve a, rather than curve b recommended in Code for design of steel structures GB50017-2003, should be used to check the local-overall interaction buckling strength of welded square section columns fabricated from medium and high strength steels when using DSM, modified DSM and EYSM. Despite all this, EYSM is conservative.
Compared to EYSM and modified DSM, DSM provides a better prediction of the ultimate capacities of welded square box compression members with large width-thickness ratios over a wide range of width-thickness ratios, slenderness ratios and steel grades. However, for high strength steels (nominal yield strength greater than 460 MPa), the numerical and existent experimental results indicate that DSM overestimates the load-carrying capacities of the columns with width-thickness ratio smaller than 45 and slenderness ratio less than 80. Further, for the purpose of making it suitable for a wider scope, DSM has been modified (called proposed modified DSM). The proposed modified DSM is in excellent agreement with the numerical and existing experimental results.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.17.4.497
|
kci_detailed_000103.xml
|
||
ART001921559
|
oai_dc
|
Experimental study on reinforced concrete filled circular steel tubular columns
|
Experimental study on reinforced concrete filled circular steel tubular columns
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Wei Hua(Shenyang University of Technology); Hai-Jun Wang(Shenyang Univ. of Tech.); Akira Hasegawa(Hachinohe Univ. of Tech.)"
] |
Experimental results of 39 specimens including concrete columns, RC columns, hollow steel tube columns, concrete filled steel tubular (CFT) columns, and reinforced concrete filled steel tubular (RCFT) columns are presented. Based on the experimental results, the load-carrying capacity, confined effect, ductility, and failure mode of test columns are investigated. The effects of the main factors such as width-thickness ratio (the ratio of external diameter and wall thickness for steel tubes), concrete strength, steel tube with or without rib, and arrangement of reinforcing bars on the mechanical characteristics of columns are discussed as well. The differences between CFT and RCFT are compared. As a result, it is thought that strength, rigidity and ductility of RCFT are improved; especially strength and ductility are improved after the peak of load-displacement curve.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.17.4.517
|
kci_detailed_000103.xml
|
||
ART001921560
|
oai_dc
|
Torsional analysis of heterogeneous magnetic circular cylinder
|
Torsional analysis of heterogeneous magnetic circular cylinder
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Ashraf M. Zenkour(King Abdulaziz University)"
] |
In this paper, the exact closed-form solutions for torsional analysis of heterogeneous magnetostrictive circular cylinder are derived. The cylinder is subjected to the action of a magnetic field produced by a constant longitudinal current density. It is also acted upon by a particular kind of shearing stress at its upper base. The rigidity of the cylinder is graded through its axial direction from one material at the lower base to another material at the upper base. The distributions of circumferential displacement and shear stresses are presented through the radial and axial directions of the cylinder. The influence of the agnetostrictive parameter is discussed. The effects of additional parameters are investigated.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.17.4.535
|
kci_detailed_000103.xml
|
||
ART001982530
|
oai_dc
|
Transient analysis of cross-ply laminated shells using FSDT: Alternative formulation
|
Transient analysis of cross-ply laminated shells using FSDT: Alternative formulation
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Mehmet Fatih Sahan(Adiyaman University)"
] |
This paper aims to present an alternative analytical method for transient vibration analysis of doubly-curved laminated shells subjected to dynamic loads. In the method proposed, the governing differential equations of laminated shell are derived using the dynamic version of the principle of virtual displacements. The governing equations of first order shear deformation laminated shell are obtained by Navier solution procedure. Time-dependent equations are transformed to the Laplace domain and then Laplace parameter dependent equations are solved numerically. The results obtained in the Laplace domain are transformed to the time domain with the help of modified Durbin's numerical inverse Laplace transform method. Verification of the presented method is carried out by comparing the results with those obtained by Newmark method and ANSYS finite element software. Also effects of number of laminates, different material properties and shell geometries are discussed. The numerical results have proved that the presented procedure is a highly accurate and efficient solution method.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.4.889
|
kci_detailed_000103.xml
|
||
ART001982538
|
oai_dc
|
Residual static strength of cracked concrete-filled circular steel tubular (CFCST) T-joint
|
Residual static strength of cracked concrete-filled circular steel tubular (CFCST) T-joint
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M.J. Cui(Yantai University); Y.B. Shao(Yantai University)"
] |
Concrete-filled circular t steel tubular joints (CFSTJs) in practice are frequently subjected to fluctuated loadings caused by wind, earthquake and so on. As fatigue crack is sensitive to such cyclic loadings, assessment on performance of CFSTJs with crack-like defect attracts more concerns because both high stress concentration at the brace/chord intersection and welding residual stresses along weld toe cause the materials in the region around the intersection to be more brittle. Once crack initiates and propagates along the weld toe, tri-axial stresses in high gradient around the crack front exist, which may bring brittle fracture failure. Additionally, the stiffness and the load carrying capacity of the CFSTJs with crack may decrease due to the weakened connection at the intersection. To study the behaviour of CFSTJs with initial crack, experimental tests have been carried out on three full-scale CFCST T-joints with same configuration. The three specimens include one uncracked joint and two corresponding cracked joints. Load-displacement and load-deformation curves, failure mode and crack propagation are obtained from the experiment measurement. According to the experimental results, it can be found that he load carrying capacity of the cracked joints is decreased by more than 10% compared with the uncracked joint. The effect of crack depth on the load carrying capacity of CFCST T-joints seems to be slight. The failure mode of the cracked CFCST T-joints represents as plastic yielding rather than brittle fracture through experimental observation.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.4.1045
|
kci_detailed_000103.xml
|
||
ART001982531
|
oai_dc
|
Thermoelastic interaction in functionally graded nanobeams subjected to time-dependent heat flux
|
Thermoelastic interaction in functionally graded nanobeams subjected to time-dependent heat flux
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Ashraf M. Zenkour(King Abdulaziz University); Ahmed E. Abouelregal(Mansoura University)"
] |
This paper investigates the vibration phenomenon of a nanobeam subjected to a time-dependent heat flux. Material properties of the nanobeam are assumed to be graded in the thickness direction according to a novel exponential distribution law in terms of the volume fractions of the metal and ceramic constituents. The upper surface of the functionally graded (FG) nanobeam is pure ceramic whereas the lower surface is pure metal. A nonlocal generalized thermoelasticity theory with dual-phase-lag (DPL) model is used to solve this problem. The theories of coupled thermoelasticity, generalized thermoelasticity with one relaxation time, and without energy dissipation can extracted as limited and special cases of the present model. An analytical technique based on Laplace transform is used to calculate the variation of deflection and temperature. The inverse of Laplace transforms are computed numerically using Fourier expansion techniques. The effects of the phase-lags (PLs), nonlocal parameter and the angular frequency of oscillation of the heat flux on the lateral vibration, the temperature, and the axial displacement of the nanobeam are studied.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.4.909
|
kci_detailed_000103.xml
|
||
ART001982539
|
oai_dc
|
On vibration properties of functionally graded nano-plate using a new nonlocal refined four variable model
|
On vibration properties of functionally graded nano-plate using a new nonlocal refined four variable model
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Ismahene Belkorissat(University of Sidi Bel Abbes); Abdelouahed Tounsi(University of Sidi Bel Abbes); Mohammed Sid Ahmed Houari(University of Sidi Bel Abbes); E. A. Adda Bedia(Université de Sidi Bel Abbes); S. R. Mahmoud(King Abdul Aziz University)"
] |
In this paper, a new nonlocal hyperbolic refined plate model is presented for free vibration properties of functionally graded (FG) plates. This nonlocal nano-plate model incorporates the length scale parameter which can capture the small scale effect. The displacement field of the present theory is chosen based on a hyperbolic variation in the in-plane displacements through the thickness of the nano-plate. By dividing the transverse displacement into the bending and shear parts, the number of unknowns and equations of motion of the present theory is reduced, significantly facilitating structural analysis. The material properties are assumed to vary only in the thickness direction and the effective properties for the FG nano-plate are computed using Mori-Tanaka homogenization scheme. The governing equations of motion are derived based on the nonlocal differential constitutive relations of Eringen in conjunction with the refined four variable plate theory via Hamilton's principle. Analytical solution for the simply supported FG nano-plates is obtained to verify the theory by comparing its results with other available solutions in the open literature. The effects of nonlocal parameter, the plate thickness, the plate aspect ratio, and various material compositions on the dynamic response of the FG nano-plate are discussed.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.4.1063
|
kci_detailed_000103.xml
|
||
ART001982526
|
oai_dc
|
Strengthening of perforated walls in cable-stayed bridge pylons with double cable planes
|
Strengthening of perforated walls in cable-stayed bridge pylons with double cable planes
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Bin Cheng(Shanghai Jiao Tong University); Jie Wu(Tongji University); Jianlei Wang(Shanghai Jiao Tong University)"
] |
This paper focuses on the strengthening methods used for improving the compression behaviors of perforated box-section walls as provided in the anchorage zones of steel pylons. Rectangular plates containing double-row continuous elliptical holes are investigated by employing the boundary condition of simple supporting on four edges in the out-of-plane direction of plate. Two types of strengthening stiffeners, named flat stiffener (FS) and longitudinal stiffener (LS), are considered. Uniaxial compression tests are first conducted for 18 specimens, of which 5 are unstrengthened plates and 13 are strengthened plates. The mechanical behaviors such as stress concentration, out-of-plane deformation, failure pattern, and elasto-plastic ultimate strength are experimentally investigated. Finite element (FE) models are also developed to predict the ultimate strengths of plates with various dimensions. The results of FE analysis are validated by test data. The influences of non-dimensional parameters including plate aspect ratio, hole spacing, hole width, stiffener slenderness ratio, as well as stiffener thickness on the ultimate strengths are illustrated on the basis of numerous parametric studies. Comparison of strengthening efficiency shows that the continuous longitudinal stiffener is the best strengthening method for such perforated plates. The simplified formulas used for estimating the compression strengths of strengthened plates are finally proposed.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.4.811
|
kci_detailed_000103.xml
|
||
ART001982527
|
oai_dc
|
Eccentric strength and design of RC columns strengthened with SCC filled steel tubes
|
Eccentric strength and design of RC columns strengthened with SCC filled steel tubes
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Yi-Yan Lu(Wuhan University); Hong-Jun Liang(Wuhan University); Shan Li(Wuhan University); Na Li(Wuhan University)"
] |
Self-compacting Concrete Filled steel Tubes (SCFT), which combines the advantages of steel and concrete materials, can be applied to strengthen the RC columns. In order to investigate the eccentric loading behavior of the strengthened columns, this paper presents an experimental and numerical investigation on them. The experimental results showed that the use of SCFT is interesting since the ductility and the bearing capacity of the RC columns are greatly improved. And the performance of strengthened columns is significantly affected by four parameters: column section type (circular and square), wall thickness of the steel tube, designed strength grade of strengthening concrete and initial eccentricity. In the numerical program, a generic fiber element model which takes in account the effect of confinement is developed to predict the behavior of the strengthened columns subjected to eccentric loading. After the fiber element analysis was verified against experimental results, a simple design formula based on the model is proposed to calculate the ultimate eccentric strength. Calibration of the calculated results against the test results shows that the design formula closely estimates the ultimate capacities of the eccentrically compressed strengthened columns by 5%.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.4.833
|
kci_detailed_000103.xml
|
||
ART001982532
|
oai_dc
|
Fatigue behavior of hybrid GFRP-concrete bridge decks under sagging moment
|
Fatigue behavior of hybrid GFRP-concrete bridge decks under sagging moment
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Haohui Xin(Tongji University); Yuqing Liu(Tongji University); Jun He(Changsha University of Science & Technology); Haifeng Fan(Swiss Federal Institute of Technology); Youyou Zhang(Tongji University)"
] |
This paper presents a new cost-effective hybrid GFRP-Concrete deck system that the GFRP panel serves as both tensile reinforcement and stay-in-place form. In order to understand the fatigue behavior of such hybrid deck, fatigue test on a full-scale specimen under sagging moment was conducted, and a series of static tests were also carried out after certain repeated loading cycles. The fatigue test results indicated that such hybrid deck has a good fatigue performance even after 3.1 million repeated loading cycles. A three-dimensional finite element model of the hybrid deck was established based on experimental work. The results from finite element analyses are in good agreement with those from the tests. In addition, flexural fatigue analysis considering the reduction in flexural stiffness and modulus under cyclic loading was carried out. The predicted flexural strength agreed well with the analytical strength from finite element simulation, and the calculated fatigue failure cycle was consistent with the result based on related S-N curve and finite element analyses. However, the flexural fatigue analytical results tended to be conservative compared to the tested results in safety side. The presented overall investigation may provide reference for the design and construction of such hybrid deck system.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.4.925
|
kci_detailed_000103.xml
|
||
ART001982533
|
oai_dc
|
A new equivalent friction element for analysis of cable supported structures
|
A new equivalent friction element for analysis of cable supported structures
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Renzhang Yan(Tianjin University); Xiaodun Wang(Tianjin University); Zhihua Chen(Tianjin University); Hongbo Liu(Tianjin University); Xiao Xiao(Tianjin University)"
] |
An equivalent friction element is proposed to simulate the friction in cable-strut joints. Equivalent stiffness matrixes and load vectors of the friction element are derived and are unified into patterns for FEM by defining a virtual node specially to store internal forces. Three approaches are described to verify the rationality of the new equivalent friction element: applying the new element in a cable-roller model, and numerical solutions match well with experimental results; applying the element in a continuous sliding cable model, and theoretical values, numerical and experimental results are compared; and the last is applying it in truss string structures, whose results indicate that there would be a great error if the cable of cable supported structures is simulated with discontinuous cable model which is usually adopted in traditional finite element analysis, and that the prestress loss resulted from the friction in cable-strut joints would have adverse effect on the mechanical performance of cable supported structures.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.4.947
|
kci_detailed_000103.xml
|
||
ART001982534
|
oai_dc
|
Experimental research on seismic behavior of a composite RCS frame
|
Experimental research on seismic behavior of a composite RCS frame
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Jinjie Men(Xi’an University of Architecture & Technology); Yarong Zhang(Xi’an University of Architecture & Technology); Zhifeng Guo(Xi’an University of Architecture & Technology); Qingxuan Shi(Xi’an University of Architecture & Technology)"
] |
To promote greater acceptance and use of composite RCS systems, a two-bay two-story frame specimen with improved composite RCS joint details was tested in the laboratory under reversed cyclic loading. The test revealed superior seismic performance with stable load versus story drift response and excellent deformation capacity for an inter-story drift ratio up to 1/25. It was found that the failure process of the frame meets the strong-column weak-beam criterion. Furthermore, cracking inter-story drift ratio and ultimate inter-story drift ratio both satisfy the limitation prescribed by the design code. Additionally, inter-story drift ratios at yielding and peak load stage provide reference data for Performance-Based Seismic Design (PBSD) approaches for composite RCS frames. An advantage over conventional reinforced concrete and steel moment frame systems is that the displacement ductility coefficient of the RCS frame system is much larger. To conclude, the test results prove that composite RCS frame systems perform satisfactorily under simulated earthquake action, which further validates the reliability of this innovative system. Based on the test result, some suggestions are presented for the design of composite RCS frame systems.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.4.971
|
kci_detailed_000103.xml
|
||
ART001982535
|
oai_dc
|
Cross-sectional analysis of arbitrary sections allowing for residual stresses
|
Cross-sectional analysis of arbitrary sections allowing for residual stresses
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Tian-Ji Li(The Hong Kong Polytechnic University); Siu-Lai Chan(The Hong Kong Polytechnic University); Si-Wei Liu(The Hong Kong Polytechnic University)"
] |
The method of cross-section analysis for different sections in a structural frame has been widely investigated since the 1960s for determination of sectional capacities of beam-columns. Many handcalculated equations and design graphs were proposed for the specific shape and type of sections in precomputer age decades ago. In design of many practical sections, these equations may be uneconomical and inapplicable for sections with irregular shapes, leading to the high construction cost or inadequate safety. This paper not only proposes a versatile numerical procedure for sectional analysis of beam-columns, but also suggests a method to account for residual stress and geometric imperfections separately and the approach is applied to design of high strength steels requiring axial force-moment interaction for advanced analysis or direct analysis. A cross-section analysis technique that provides interaction curves of arbitrary welded sections with consideration of the effects of residual stress by meshing the entire section into small triangular fibers is formulated. In this study, two doubly symmetric sections (box-section and H-section) fabricated by high-strength steel is utilized to validate the accuracy and efficiency of the proposed method against a hand-calculation procedure. The effects of residual stress are mostly not considered explicitly in previous works and they are considered in an explicit manner in this paper which further discusses the basis of the yield surface theory for design of structures made of high strength steels.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.4.985
|
kci_detailed_000103.xml
|
||
ART001982528
|
oai_dc
|
Analysis of corrugated steel web beam bridges using spatial grid modelling
|
Analysis of corrugated steel web beam bridges using spatial grid modelling
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Dong Xu(Tongji University); Yingsheng Ni(Tongji University); Yu Zhao(Tongji University)"
] |
Up to now, Japan has more than 200 corrugated steel web composite beam bridges which are under construction and have been constructed, and China has more than 30 corrugated steel web composite beam bridges. The bridge type includes the simply supported beam, continuous beam, continuous rigid frame and cable stayed bridge etc. The section form has developed to the single box and multi-cell box girder from the original single box and single chamber. From the stress performance and cost saving, the span range of 50~150 m is the most competitive. At present, the design mostly adopts the computational analytical method combining the spatial bar system model, plane beam grillage model and solid model. However, the spatial bar system model is short of the refinement analysis on the space effect, such as the shear lag effect, effective distribution width problem, and eccentric load factor problem etc. Due to the similarity of the plane beam grillage method in the equivalence principle, it cannot accurately reflect the shearing stress distribution and local stress of the top and bottom plates of the box type composite beam. The solid model is very difficult to combine with the overall calculation. Moreover, the spatial grid model can achieve the refinement analysis, with the integrity of the analysis and the comprehensiveness of the stress checking calculation, and can make up the deficiency of the analytical method currently. Through the example verification of the solid model and spatial grid model, it can be seen that the calculation results for the stress and the displacement of two models are almost consistent, indicating the applicability and precision of the spatial grid model.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.4.853
|
kci_detailed_000103.xml
|
||
ART001982536
|
oai_dc
|
Ultimate strength behavior of steel-concrete-steel sandwich beams with ultra-lightweight cement composite, Part 2: Finite element analysis
|
Ultimate strength behavior of steel-concrete-steel sandwich beams with ultra-lightweight cement composite, Part 2: Finite element analysis
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Jia-Bao Yan(National University of Singapore); J.Y. Richard Liew(National University of Singapore); Min-Hong Zhang(National University of Singapore)"
] |
Ultra-lightweight cement composite (ULCC) with a compressive strength of 60 MPa and density of 1,450 kg/㎥ has been developed and used in the steel-concrete-steel (SCS) sandwich structures. This paper investigates the structural performances of SCS sandwich composite beams with ULCC as filled material. Overlapped headed shear studs were used to provide shear and tensile bond between the face plate and the lightweight core. Three-dimensional nonlinear finite element (FE) model was developed for the ultimate strength analysis of such SCS sandwich composite beams. The accuracy of the FE analysis was established by comparing the predicted results with the quasi-static tests on the SCS sandwich beams. The FE model was also applied to the nonlinear analysis on curved SCS sandwich beam and shells and the SCS sandwich beams with J-hook connectors and different concrete core including ULCC, lightweight concrete (LWC) and normal weight concrete (NWC). Validations were also carried out to check the accuracy of the FE analysis on the SCS sandwich beams with J-hook connectors and curved SCS sandwich structure. Finally, recommended FE analysis procedures were given.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.4.1001
|
kci_detailed_000103.xml
|
||
ART001982529
|
oai_dc
|
Moment redistribution of continuous composite I-girder with high strength steel
|
Moment redistribution of continuous composite I-girder with high strength steel
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"주현성(고려대학교); 이학은(고려대학교); 문지호(한국철도기술연구원); 성익현(한서대학교)"
] |
The continuous composite I-girder should have a sufficient rotation capacity (or ductility) to redistribute the negative bending moment into an adjacent positive bending moment region. However, it is generally known that the ductility of the high strength steel is smaller than that of conventional steel, and application of high strength steel can cause ductility problems in a negative moment region of the I-girder. In this study, moment redistribution of the continuous composite I-girder with high strength steel was studied, where high strength steel with yield stress of 690 MPa was considered (the ultimate stress of the steel was 800 MPa). The available and required rotation capacity of the continuous composite I-girder with high strength steel was firstly derived based on the stress-strain curve of high strength steel and plastic analysis, respectively. A large scale test and a series of non-linear finite element analysis for the continuous composite I-girder with high strength steel were then conducted to examine the effectiveness of proposed models and to investigate the effect of high strength steel on the inelastic behavior of the negative bending moment region of the continuous composite I-girder with high strength steel. Finally, it can be found that the proposed equations provided good estimation of the requited and available rotation capacity of the continuous composite I-girder with high strength steel.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.4.873
|
kci_detailed_000103.xml
|
||
ART001982537
|
oai_dc
|
Efficiency of stiffening plates in fabricated concrete-filled tubes under monotonic compression
|
Efficiency of stiffening plates in fabricated concrete-filled tubes under monotonic compression
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Albert Albareda-Valls(Technical University of Catalonia); Jordi Maristany Carreras(Technical University of Catalonia)"
] |
Concrete-filled tubes (CFT), formed by an outer steel tube filled with plain or reinforced concrete inside, have been increasingly used these recent decades as columns or beam-columns, especially for tall buildings in seismic areas due to their excellent structural response. This improved behavior is derived from the effect of confinement provided by the tube, since the compressive strength of concrete increases when being subjected to hydrostatic pressure. In circular CFTs under compression, the whole tube is uniformly tensioned due to the radial expansion of concrete. Contrarily, in rectangular and square-shaped CFTs, the lateral flanges become subjected to in-plane bending derived from this volumetric expansion, and this fact implies a reduction of the confinement effect of the core. This study presents a numerical analysis of different configurations of CFT stub columns with inner stiffening plates, limited to the study of the influence of these plates on the compressive behavior without eccentricity. The final purpose is to evaluate the efficiency in terms of strength and ductility of introducing stiffeners into circular and square CFT sections under large deformation axial loading.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.4.1023
|
kci_detailed_000103.xml
|
||
ART001971186
|
oai_dc
|
Development of a simplified equivalent braced frame model for steel plate shear wall systems
|
Development of a simplified equivalent braced frame model for steel plate shear wall systems
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Arghya Kamal Chatterjee(Concordia University); Ashutosh Bagchi(Concordia University); Anjan Bhowmick(Concordia University)"
] |
Steel Plate Shear Walls (SPSWs) have been accepted widely as an effective lateral load resisting system. For seismic performance evaluation of a multi-story building with SPSWs, detailed finite element models or a strip model can be used to represent the SPSW components. However, such models often require significant effort for tall or medium height buildings. In order to simplify the analysis process, discrete elements for the framing members can be used. This paper presents development of a simplified equivalent braced model to study the behavior of the SPSWs. The proposed model is expected to facilitate a simplification to the structural modeling of large buildings with SPSWs in order to evaluate the seismic performance using regular structural analysis tools. It is observed that the proposed model can capture the global behavior of the structures quite accurately and potentially aid in the performance-based seismic design of SPSW buildings.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.3.711
|
kci_detailed_000103.xml
|
||
ART001971187
|
oai_dc
|
Hysteresis of concrete-filled circular tubular (CFCT) T-joints under axial load
|
Hysteresis of concrete-filled circular tubular (CFCT) T-joints under axial load
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Liu Hongqing(Yantai University); Shao Yongbo(Yantai University); Lu Ning(Yantai University); Wang Qingli(Shenyang Jianzhu University)"
] |
This paper presents investigations on the hysteretic behavior of concrete-filled circular tubular (CFCT) T-joints subjected to axial cyclic loading at brace end. In the experimental study, four specimens are fabricated and tested. The chord members of the tested specimens are filled with concrete along their full length and the braces are hollow section. Failure modes and load-displacement hysteretic curves of all the specimens obtained from experimental tests are given and discussed. Some indicators, in terms of stiffness deterioration, strength deterioration, ductility and energy dissipation, are analyzed to assess the seismic performance of CFCT joints. Test results indicate that the failures are primarily caused by crack cutting through the chord wall, convex deformation on the chord surface near brace/chord intersection and crushing of the core concrete. Hysteretic curves of all the specimens are plump, and no obvious pinching phenomenon is found. The energy dissipation result shows that the inelastic deformation is the main energy dissipation mechanism. It is also found from experimental results that the CFCT joints show clear and steady stiffness deterioration with the increase of displacement after yielding. However, all the specimens do not perform significant strength deterioration before failure. The effect of joint geometric parameters β and γ of the four specimens on hysteretic performance is also discussed.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.3.739
|
kci_detailed_000103.xml
|
||
ART001971177
|
oai_dc
|
Rapid prediction of long-term deflections in composite frames
|
Rapid prediction of long-term deflections in composite frames
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Umesh Pendharkar(Ujjain Engineering College); Sandeep Chaudhary(Malaviya National Institute of Technology); K. A. Patel(Indian Institute of Technology Delhi); A.K. Nagpal(Indian Institute of Technology Delhi)"
] |
Deflection in a beam of a composite frame is a serviceability design criterion. This paper presents a methodology for rapid prediction of long-term mid-span deflections of beams in composite frames subjected to service load. Neural networks have been developed to predict the inelastic mid-span deflections in beams of frames (typically for 20 years, considering cracking, and time effects, i.e., creep and shrinkage in concrete) from the elastic moments and elastic mid-span deflections (neglecting cracking, and time effects). These models can be used for frames with any number of bays and stories. The training, validating, and testing data sets for the neural networks are generated using a hybrid analytical-numerical procedure of analysis. Multilayered feed-forward networks have been developed using sigmoid function as an activation function and the back propagation-learning algorithm for training. The proposed neural networks are validated for an example frame of different number of spans and stories and the errors are shown to be small. Sensitivity studies are carried out using the developed neural networks. These studies show the influence of variations of input parameters on the output parameter. The neural networks can be used in every day design as they enable rapid prediction of inelastic mid-span deflections with reasonable accuracy for practical purposes and require computational effort which is a fraction of that required for the available methods.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.3.547
|
kci_detailed_000103.xml
|
||
ART001971188
|
oai_dc
|
Shear strength of steel beams with trapezoidal corrugated webs using regression analysis
|
Shear strength of steel beams with trapezoidal corrugated webs using regression analysis
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Samer Barakat(University of Sharjah); Ahmad Al Mansouri(University of Sharjah); Salah Altoubat(University of Sharjah)"
] |
This work attempts to implement multiple regression analysis (MRA) for modeling and predicting the shear buckling strength of a steel beam with corrugated web. It was recognized from theoretical and experimental results that the shear buckling strength of a steel beam with corrugated web is complicated and affected by several parameters. A model that predicts the shear strength of a steel beam with corrugated web with reasonable accuracy was sought. To that end, a total of 93 experimental data points were collected from different sources. Then mathematical models for the key response parameter (shear buckling strength of a steel beam with corrugated web) were established via MRA in terms of different input geometric, loading and materials parameters. Results indicate that, with a minimal processing of data, MRA could accurately predict the shear buckling strength of a steel beam with corrugated web within a 95% confidence interval, having an <i>R</i><sup>2</sup> value of 0.93 and passing the F- and t-tests.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.3.757
|
kci_detailed_000103.xml
|
||
ART001971178
|
oai_dc
|
Dynamic analysis and model test on steel-concrete composite beams under moving loads
|
Dynamic analysis and model test on steel-concrete composite beams under moving loads
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Zhongming Hou(Beijing Jiaotong University); He Xia(Beijing Jiaotong University); Yuanqing Wang(Tsinghua University); YanLing Zhang(Shijiazhuang Tiedao University); Tianshen Zhang(Shijiazhuang Tiedao University)"
] |
This paper is concerned with the dynamic analysis of simply-supported steel-concrete composite beams under moving loads. Considering the interface slip between steel girder and concrete slab, the governing motion equations are derived from the direct balanced method. By variable separation approach, the analytical solution of natural frequencies and mode shapes are obtained, as well as the orthogonal conditions. Then the dynamic responses of the composite beam under moving loads are analyzed, and compared with the experimental results. The analysis results show that the governing motion equations become more complicated when interface slip is taken into account, and the dynamic behaviors are significantly influenced by the shear connection stiffness. In the dynamic calculation of composite beams, the global stiffness should not be reduced as the same factor to all orders, but as different ones according to the dynamic stiffness reduction factor (DSRF), to which should be paid more attention in calculation, design and experiment, or else great deviation is inevitable.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.3.565
|
kci_detailed_000103.xml
|
||
ART001971179
|
oai_dc
|
Investigation on interlaminar shear stresses in laminated composite beam under thermal and mechanical loading
|
Investigation on interlaminar shear stresses in laminated composite beam under thermal and mechanical loading
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Nagaraj Murugesan(VIT University); Vasudevan Rajamohan(VIT University)"
] |
In the present study, the combined effects of thermal and mechanical loadings on the interlaminar shear stresses of both moderately thin and thick composite laminated beams are numerically analyzed. The finite element modelling of laminated composite beams and analysis of interlaminar stresses are performed using the commercially available software package MSC NASTRAN/PATRAN. The validity of the finite element analysis (FEA) is demonstrated by comparing the experimental test results obtained due to mechanical loadings under the influence of thermal environment with those derived using the present FEA. Various parametric studies are also performed to investigate the effect of thermal loading on interlaminar stresses generated in symmetric, anti-symmetric, asymmetric, unidirectional, cross-ply, and balanced composite laminated beams of different stacking sequences with identical mechanical loadings and various boundary conditions. It is shown that the elevated thermal environment lead to higher interlaminar shear stresses varying with the stacking sequence, length to thickness ratio, ply orientations under identical mechanical loading and boundary conditions of the composite laminated beams. It is realized that the magnitude of the interlaminar stresses along xz plane is always much higher than those of along yz plane irrespective of the ply-orientation, length to thickness ratios and boundary conditions of the composite laminated beams. It is also observed that the effect of thermal environment on the interlaminar shear stresses in carbon-epoxy fiber reinforced composite laminated beams are increasing in the order of symmetric cross-ply laminate, unidirectional laminate, asymmetric cross-ply laminate and anti-symmetric laminate. The interlaminar shear stresses are higher in thinner composite laminated beams compared to that in thicker composite laminated beams under all environmental temperatures irrespective of the laminate stacking sequence, ply-orientation and boundary conditions.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.3.583
|
kci_detailed_000103.xml
|
||
ART001971189
|
oai_dc
|
An investigation into the mechanics of fiber reinforced composite disk springs
|
An investigation into the mechanics of fiber reinforced composite disk springs
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Peng Yang(University of Wisconsin-Milwaukee); Rani F. Elhajjar(University of Wisconsin-Milwaukee); Stacy Van Dyke(University of Wisconsin-Milwaukee)"
] |
An analytical and experimental investigation is performed into the mechanical behavior of carbon-fiber/epoxy woven coned annular disk springs. An analytical approach is presented for predicting the deformation behavior of disk springs of specially orthotropic laminates with arbitrary geometric parameters. In addition, an analytical methodology is proposed for obtaining the deformation behavior of a stack of disk springs. The methodology is capable of accounting for parallel and series arrangements for uniform and irregular stacks. Element and assembly experimental results are used to validate the proposed method showing how to achieve flexible spring rates at various deflections ranges. This manuscript also provides guidelines for design and validation of disk spring assemblies.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.3.775
|
kci_detailed_000103.xml
|
||
ART001971180
|
oai_dc
|
On the evaluation of critical lateral buckling loads of prismatic steel beams
|
On the evaluation of critical lateral buckling loads of prismatic steel beams
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"R. Aydin(Eskisehir Osmangazi University); A. Gunaydin(Eskisehir Osmangazi University); N. Kirac(Eskisehir Osmangazi University)"
] |
In this study, theoretical models and design procedures of the behavior of thin-walled simply supported steel beams with an open cross section under a large torsional effect are presented. I-sections were chosen as the cross section types. Firstly, the widely used differential equations for the lateral buckling for the pure bending moment effect in a beam element were adopted for the various moment distributions along the span of the beam. This solution was obtained for both mono-symmetric and bisymmetric sections. The buckling loads were then obtained by using the energy method. When using the energy method to solve the problem, it is possible to locate the load not only on the shear center but also at several points of the section depth. Buckling loads were obtained for six different load types. Results obtained for different load and cross section types were checked with ABAQUS software and compared with several standard rules.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.3.603
|
kci_detailed_000103.xml
|
||
ART001971190
|
oai_dc
|
A new higher order shear and normal deformation theory for functionally graded beams
|
A new higher order shear and normal deformation theory for functionally graded beams
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Mustapha Meradjah(University of Sidi Bel Abbes); Abdelouahed Tounsi(University of Sidi Bel Abbes); Abdelhakim Kaci(University of Sidi Bel Abbes); Mohammed Sid Ahmed Houari(Université de Sidi Bel Abbes); S. R. Mahmoud(King Abdulaziz University)"
] |
In this scientific work, constructing of a novel shear deformation beam model including the stretching effect is of concern for flexural and free vibration responses of functionally graded beams. The particularity of this model is that, in addition to considering the transverse shear deformation and the stretching effect, the zero transverse shear stress condition on the beam surface is assured without introducing the shear correction parameter. By employing the Hamilton's principle together with the concept of the neutral axe's position for such beams, the equations of motion are obtained. Some examples are performed to demonstrate the effects of changing gradients, thickness stretching, and thickness to length ratios on the bending and vibration of functionally graded beams.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.3.793
|
kci_detailed_000103.xml
|
||
ART001971181
|
oai_dc
|
Axial behavior of RC columns strengthened with SCC filled square steel tubes
|
Axial behavior of RC columns strengthened with SCC filled square steel tubes
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Yi-Yan Lu(Wuhan University); Hong-Jun Liang(Wuhan University); Shan Li(Wuhan University); Na Li(Wuhan University)"
] |
Self-compacting Concrete (SCC) Filled Square steel Tubes (SCFST) was used to strengthen square RC columns. To establish the efficiency of this strengthening method, 17 columns were tested under axial compression loading including 3 RC columns without any strengthening (WRC), 1 RC column strengthened with concrete jacket (CRC), 13 RC columns strengthened with self-compacting concrete filled square steel tubes (SRC). The experimental results showed that the use of SCFST is interesting since the ductility and the bearing capacity of the RC columns are greatly improved. The improvement ratio is significantly affected by the nominal wall thickness of steel tubes (<i>t</i>), the strength grade of strengthening concrete (C), and the length-to-width ratio (L /B) of the specimens. In order to quantitatively analyze the effect of these test parameters on axial loading behavior of the SRC columns, three performance indices, enhancement ratio (ER), ductility index (DI), and confinement ratio (CR), were used. The strength of the SRC columns obtained from the experiments was then employed to verify the proposed mode referring to the relevant codes. It was found that codes DBJ13-51 could relatively predict the strength of the SRC columns accurately, and codes AIJ and BS5400 were relatively conservative.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.3.623
|
kci_detailed_000103.xml
|
||
ART001971182
|
oai_dc
|
Effect of local web buckling on the cyclic behavior of reduced web beam sections (RWBS)
|
Effect of local web buckling on the cyclic behavior of reduced web beam sections (RWBS)
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Vahid Akrami(Amirkabir University of Technology); Saeed Erfani(Amirkabir University of Technology)"
] |
Application of reduced web beam section (RWBS) as a sacrificial fuse element has become a popular research field in recent years. Weakening of beam web in these connections may cause local web buckling around the opening area which can affect cyclic behavior of connection including: maximum load carrying capacity, strength degradation rate, dissipated energy, rotation capacity, etc. In this research, effect of local web buckling on the cyclic behavior of RWBS connections is investigated using finite element modeling (FEM). For this purpose, a T-shaped moment connection which has been tested under cyclic loading by another author is used as the reference model. Fracture initiation in models is simulated using Cyclic Void Growth Model (CVGM) which is based on micro-void growth and coalescence. Included in the results are: effect of opening corner radii, opening dimensions, beam web thickness and opening reinforcement. Based on the results, local web buckling around the opening area plays a significant role on the cyclic behavior of connection and hence any parameter affecting the local web buckling will affect entire connection behavior.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.3.641
|
kci_detailed_000103.xml
|
||
ART001971183
|
oai_dc
|
Elastic solution of a curved beam made of functionally graded materials with different cross sections
|
Elastic solution of a curved beam made of functionally graded materials with different cross sections
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Mohammad Arefi(University of Kashan)"
] |
This research deals with the analytical solution of a curved beam with different shapes made of functionally graded materials (FGM's). It was assumed that modulus of elasticity is graded along the thickness direction of curved beam based on a power function. The beam was loaded under pure bending. Using the linear theory of elasticity, the general relation for radial distribution of radial and circumferential stresses of arbitrary cross section was derived. The effect of nonhomogeneity was considered on the radial distribution of circumferential stress. This behavior can be investigated for positive and negative values of nonhomogeneity index. The novelty of this study is application of the obtained results for different combination of material properties and cross sections. Achieved results indicate that employing different nonhomogeneity index and selection of various types of cross sections (rectangular, triangular or circular) can control the distribution of radial and circumferential stresses as designer want and propose new solutions by these options. Increasing the nonhomogeneity index for positive or negative values of nonhomogeneity index and for various cross sections presents different behaviors along the thickness direction. In order to validate the present research, the results of this research can be compared with previous result for reachable cross sections and non homogeneity index.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.3.659
|
kci_detailed_000103.xml
|
||
ART001971184
|
oai_dc
|
Dynamic prediction fatigue life of composite wind turbine blade
|
Dynamic prediction fatigue life of composite wind turbine blade
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Samir Lecheb(University of Boumerdes); Abdelkader Nour(University of Boumerdes); Ahmed Chellil(University of Boumerdes); Hamza Mechakra(University of Boumerdes); Hicham Ghanem(University of Boumerdes); Hocine Kebir(University of Technology Compiegne)"
] |
In this paper we are particularly focusing on the dynamic crack fatigue life of a 25 m length wind turbine blade. The blade consists of composite materiel (glass/epoxy). This work consisted initially to make a theoretical study, the turbine blade is modeled as a Timoshenko rotating beam and the analytical formulation is obtained. After applying boundary condition and loads, we have studied the stress, strain and displacement in order to determine the critical zone, also show the six first modes shapes to the wind turbine blade. Secondly was addressed to study the crack initiation in critical zone which based to finite element to give the results, then follow the evolution of the displacement, strain, stress and first six naturals frequencies a function as crack growth. In the experimental part the laminate plate specimen with two layers is tested under cyclic load in fully reversible tensile at ratio test (R = 0), the fast fracture occur phenomenon and the fatigue life are presented, the fatigue testing exerted in INSTRON 8801 machine. Finally which allows the knowledge their effect on the fatigue life, this residual change of dynamic behavior parameters can be used to predicted a crack size and diagnostic of blade.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.3.673
|
kci_detailed_000103.xml
|
||
ART001971185
|
oai_dc
|
Nonlinear flexural vibration of shear deformable functionally graded spherical shell panel
|
Nonlinear flexural vibration of shear deformable functionally graded spherical shell panel
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Vishesh R. Kar(National Institute of Technology); Subrata K. Panda(National Institute of Technology)"
] |
In this article, nonlinear free vibration behaviour of functionally graded spherical panel is analysed. A nonlinear mathematical model is developed based on higher order shear deformation theory for shallow shell by taking Green-Lagrange type of nonlinear kinematics. The material properties of functionally graded material are assumed to be varying continuously in transverse direction and evaluated using Voigt micromechanical model in conjunction with power-law distribution. The governing equation of the shell panel is obtained using Hamilton's principle and discretised with the help of nonlinear finite element method. The desired responses are evaluated through a direct iterative method. The present model has been validated by comparing the frequency ratio (nonlinear frequency to linear frequency) with those available published literatures. Finally, the effect of geometrical parameters (curvature ratio, thickness ratio, aspect ratio and support condition), power law indices and amplitude of vibration on the frequency ratios of spherical panel have been discussed through numerical experimentations.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.18.3.693
|
kci_detailed_000103.xml
|
||
ART002111449
|
oai_dc
|
Experimental study on shear capacity of SRC joints with different arrangement and sizes of cross-shaped steel in column
|
Experimental study on shear capacity of SRC joints with different arrangement and sizes of cross-shaped steel in column
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Qiuwei Wang(Xi’an University of Architecture and Technology); Qingxuan Shi(Xi’an University of Architecture and Tec); Hehe Tian(Xi’an University of Architecture and Tec)"
] |
The seismic performance of the ordinary steel reinforced concrete (SRC) columns has no significant improvement compared to the reinforced concrete (RC) columns mainly because I, H or core cross-shaped steel cannot provide sufficient confinement for core concrete. Two improved SRC columns by constructing with new-type shaped steel were put forward on this background, and they were named as enlarging cross-shaped steel and diagonal cross-shaped steel for short. The seismic behavior and carrying capacity of new-type SRC columns have been researched theoretically and experimentally, while the shear behavior remains unclear when the new-type columns are joined onto SRC beams. This paper presents an experimental study to investigate the shear capacity of new-type SRC joints. For this purpose, four new-type and one ordinary SRC joints under low reversed cyclic loading were tested, and the failure patterns, load-displacement hysteretic curves, joint shear deformation and steel strain were also observed. The ultimate shear force of joint specimens was calculated according to the beam-end counterforce, and effects of steel shape, load angel and structural measures on shear capacity of joints were analyzed. The test results indicate that: (1) the new-type SRC joints display shear failure pattern and has higher shear capacity than the ordinary one; (2) the oblique specimens have good bearing capacity if designed reasonably; and (3) the two proposed construction measures have little effect on the shear capacity of SRC joints embedded with diagonal cross-shaped steel. Based on the mechanism observed from the test, the formulas for calculating ultimate shear capacity considering the main factors (steel web, stirrup and axial compression ratio) were derived, and the calculated results agreed well with the experimental and simulated data.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.2.267
|
kci_detailed_000103.xml
|
||
ART002111450
|
oai_dc
|
Experimental study on shear performance of partially precast Castellated Steel Reinforced Concrete (CPSRC) beams
|
Experimental study on shear performance of partially precast Castellated Steel Reinforced Concrete (CPSRC) beams
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Yong Yang(Xi’an University of Architecture & Technology); Yunlong Yu(Xi’an University of Architecture & Techn); Yuxiang Guo(Xi’an University of Architecture & Techn); Charles W. Roeder(University of Washington); Yicong Xue(Xi’an University of Architecture & Techn); Yongjian Shao(Suzhou University of Science & Technolog)"
] |
A new kind of partially precast or prefabricated castellated steel reinforced concrete beam, which is abbreviated here as CPSRC beam, was presented and introduced in this paper. This kind of CPSRC beam is composed of a precast outer-part and a cast-in-place inner-part. The precast outer-part is composed of an encased castellated steel shape, reinforcement bars and high performance concrete. The cast-in-place inner-part is made of common strength concrete, and is casted with the floor slabs simultaneously. In order to investigate the shear performance of the CPSRC beam, experiments of six CPSRC T-beam specimens, together with experiments of one cast-in-place SRC control T-beam specimen were conducted. All the specimens were subjected to sagging bending moment (or positive moment). In the tests, the influence of casting different strength of concrete in the cross section on the shear performance of the PPSRC beam was firstly emphasized, and the effect of the shear span-to-depth ratio on that were also especially taken into account too. During the tests, the shear force-deflection curves were recorded, while the strains of concrete, the steel shapes as well as the reinforcement stirrups at the shear zone of the specimens were also measured, and the crack propagation pattern together with the failure pattern was as well observed in detail. Based on the test results, the shear failure mechanism was clearly revealed, and the effect of the concrete strength and shear span-to-depth ratios were investigated. The shear capacity of such kind of CPSRC was furthermore discussed, and the influences of the holes on the steel shape on the shear performance were particularly analyzed.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.2.289
|
kci_detailed_000103.xml
|
||
ART002111451
|
oai_dc
|
Bolted connections to tubular columns at ambient and elevated temperatures - A review
|
Bolted connections to tubular columns at ambient and elevated temperatures - A review
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"N.H. Ramli Sulong(University Malaya); S.H. Leong(University Malaya); Mohammed Jameel(University Malaya)"
] |
Tubular column members have been widely adopted in current construction due to its numerous advantages. However, the closed-section profile characteristics of tubular columns severely limit the connection possibilities. Welding type is acceptable but discouraged because of on-site issues. Blind-bolted connection is preferable because of its simplicity, economic benefit, and easy assembly. This paper presents a state-of-the-art review on bolted connections to tubular columns for bare steel tubes, including square and circular sections. Available studies on bolted connections at ambient and elevated temperatures are reviewed, but emphasis is given on the latter. Various methods of determining the connection performance through experimental, analytical, component based, and finite element approaches are examined. Future research areas are also identified.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.2.303
|
kci_detailed_000103.xml
|
||
ART002111454
|
oai_dc
|
Shear behavior of exposed column base connections
|
Shear behavior of exposed column base connections
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Yao Cui(Dalian University of Technology)"
] |
Column base connections are critical components in steel structures because they transfer axial forces, shear forces and moments to the foundation. Exposed column bases are quite commonly used in low- to mediumrise buildings. To investigate shear transfer in exposed column base plates, four large scale specimens were subjected to a combination of axial load (compression or tension) and lateral shear deformations. The main parameters examined experimentally include the number of anchor rod, arrangement of anchor rod, type of lateral loading, and axial force ratio. It is observed that the shear resisting mechanism of exposed column base changed as the axial force changed. When the axial force is in compression, the resisting mechanism is rotation type, and the shear force will be resisted by friction force between base plate and mortar layer. The specimens could sustain inelastic deformation with minimal strength deterioration up to column rotation angle of 3%. The moment resistance and energy dissipation will be increased as the number of anchor rods increased. Moreover, moment resistance could be further increased if the anchor rods were arranged in details. When the axial force is in tension, the resisting mechanism is slip type, and the shear force will be resisted by the anchor rods. And the shear resistance was reduced significantly when the axial force was changed from compression to tension. The test results indicated that the current design approach could estimate the moment resistance within reasonable acceptance, but overestimate the shear resistance of exposed column base.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.2.357
|
kci_detailed_000103.xml
|
||
ART002111452
|
oai_dc
|
Static strength of collar-plate reinforced tubular T-joints under axial loading
|
Static strength of collar-plate reinforced tubular T-joints under axial loading
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Yong-Bo Shao(Southwest Petroleum University)"
] |
To study the effect of collar-plate reinforcement on the static strength of tubular T-joints under axial loading, fundamental research work is carried out from both experimental test and finite element (FE) simulation. Through experimental tests on 7 collar-plate reinforced and 7 corresponding un-reinforced tubular T-joints under axial loading, the reinforcing efficiency is investigated. Thereafter, the static strengths of the above 14 models are analyzed by using FE method, and it is found that the numerical results agree reasonably well with the experimental data to prove the accuracy of the presented FE model. Additionally, a parametric study is conducted to analyze the effect of some geometrical parameters, i.e., the brace-to-chord diameter ratio <i>β</i>, the chord diameter-to-chord wall thickness ratio 2<i>γ</i>, collar-plate thickness to chord wall thickness ratio <i>τ</i><sub>c</sub>, and collar-plate length to brace diameter ratio <i>l<sub>c</sub></i>/<i>d</i>1, on the static strength of a tubular T-joint. The parametric study shows that the static strength can be greatly improved by increasing the collar-plate thickness to chord wall thickness ratio <i>τ</i><sub>c</sub> and the collar-plate length to brace diameter ratio <i>l<sub>c</sub></i>/<i>d</i>1. Based on the numerical results, parametric equations are obtained from curving fitting technique to estimate the static strength of a tubular T-joint with collar-plate reinforcement under axial loading, and the accuracy of these equations is also evaluated from error analysis.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.2.323
|
kci_detailed_000103.xml
|
||
ART002111455
|
oai_dc
|
Postbuckling analysis of laminated composite shells under shear loads
|
Postbuckling analysis of laminated composite shells under shear loads
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Weon-Tae Park(Kongju National University); Woo-Young Jung(Gangneung-Wonju National University); Sung-Cheon Han(Daewon University College); Won-Hong Lee(Gyeongnam National University of Science and Technology)"
] |
The postbuckling behavior of laminated composite plates and shells, subjected to various shear loadings, is presented, using a modified 8-ANS method. The finite element, based on a modified first-order shear deformation theory, is further improved by the combined use of assumed natural strain method. We analyze the influence of the shell element with the various location and number of enhanced membrane and shear interpolation. Using the assumed natural strain method with proper interpolation functions, the present shell element generates neither membrane nor shear locking behavior even when full integration is used in the formulation. The effects of various types of lay-ups, materials and number of layers on initial buckling and postbuckling response of the laminated composite plates and shells for various shear loading have been discussed. In addition, the effect of direction of shear load on the postbuckling behavior is studied. Numerical results and comparisons of the present results with those found in the literature for typical benchmark problems involving symmetric cross-ply laminated composites are found to be excellent and show the validity of the developed finite element model. The study is relevant to the simulation of barrels, pipes, wing surfaces, aircrafts, rockets and missile structures subjected to intense complex loading.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.2.373
|
kci_detailed_000103.xml
|
||
ART002111457
|
oai_dc
|
Experimental study and modelling of CFRP-confined damaged and undamaged square RC columns under cyclic loading
|
Experimental study and modelling of CFRP-confined damaged and undamaged square RC columns under cyclic loading
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Li Su(University of Beijing Jiaotong); Xiaoran Li(China Institute of Water Resources and Hydropower Research); Yuanfeng Wang(University of Beijing Jiaotong)"
] |
While the cyclic behaviour of fiber-reinforced polymer (FRP)-confined columns is studied rather extensively, the cyclic response especially the energy dissipation of FRP-confined damaged and undamaged square RC columns is not yet fully understood. In this paper, an experimental and numerical investigation was conducted to study the cyclic behavior of two different types of Carbon FRP (CFRP)-confined square RC columns: strengthened and repaired. The main variables investigated are initial damage, confinement of CFRP, longitudinal steel reinforcement ratio. The experimental results show that lower initial damage, added confinement with CFRP and longitudinal reinforcement enhance the ductility, energy dissipation capacity and strength of the columns, decrease the stiffness and strength degradation rates of all CFRP-confined square RC columns. Two hysteretic constitutive models were developed for confined damaged and undamaged concrete and cast into the non-linear beam-column fiber-based models in the software Open System for Earthquake Engineering Simulation (OpenSees) to analyze the cyclic behavior of CFRP-confined damaged and undamaged columns. The results of the numerical models are in good agreement with the experiments.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.2.411
|
kci_detailed_000103.xml
|
||
ART002111459
|
oai_dc
|
An innovative experimental method to upgrade performance of external weak RC joints using fused steel prop plus sheets
|
An innovative experimental method to upgrade performance of external weak RC joints using fused steel prop plus sheets
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Ali Kheyroddin(Semnan University); Ali Khalili(Semnan University); Ebrahim Emami(Payame Noor University); Mohammad K. Sharbatdar(Semnan University)"
] |
In this paper, the efficiency and effectiveness of two strengthening methods for upgrading behavior of the two external weak reinforced concrete (RC) beam-column joints were experimentally investigated under cyclic loading. Since two deficient external RC joints with reduced beam height and low strength concrete were strengthened using one-way steel prop and curbs with and without steel revival sheets on the beam. The cyclic performance of these strengthened specimens were compared with two another control external RC beam-column joints, one the standard RC joint that had not two mentioned deficiencies and another had both. Therefore, four halfscale RC joints were tested under cyclic loading.The experimental results showed that these innovative strengthening methods (RC joint with revival sheet specially) surmounted the deficiencies of weak RC joints and upgraded their performance and bearing capacity, stiffness degradation, energy absorption, up to those of standard RC joint. Also, results exhibited that the prop at joint acted as a fuse element due to adding steel revival sheets on the RC beam and showed better behavior than that of the specimen without steel revival sheets. In other words by stiffening of beam, the prop collected all damages due to cyclic loading at itself and acted as the first line of defense and prevented from sever damages at RC joint.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.2.443
|
kci_detailed_000103.xml
|
||
ART002111453
|
oai_dc
|
Study on seismic performance of connection joint between prefabricated prestressed concrete beams and high strength reinforcement-confined concrete columns
|
Study on seismic performance of connection joint between prefabricated prestressed concrete beams and high strength reinforcement-confined concrete columns
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Haotian Jiang(Xi’an University of Architecture and Technology); Qingning Li(Xi’an University of Architecture and Technology); Weishan Jiang(Xi’an University of Architecture and Tec); De-Yi Zhang(Ontario Power Generation)"
] |
As the common cast-in-place construction works fails to meet the enormous construction demand under rapid economic growth, the development of prefabricated structure instead becomes increasingly promising in China. For the prefabricated structure, its load carrying connection joint play a key role in maintaining the structural integrity. Therefore, a novel end plate bolt connecting joint between fully prefabricated pre-stressed concrete beam and highstrength reinforcement-confined concrete column was proposed. Under action of low cycle repeated horizontal loadings, comparative tests are conducted on 6 prefabricated pre-stressed intermediate joint specimens and 1 cast-inplace joint specimen to obtain the specimen failure modes, hysteresis curves, skeleton curves, ductility factor, stiffness degradation and energy dissipation capacity and other seismic indicators, and the seismic characteristics of the new-type prefabricated beam-column connecting joint are determined. The test results show that all the specimens for end plate bolt connecting joint between fully prefabricated pre-stressed concrete beam and highstrength reinforcement-confined concrete column have realized the design objectives of strong column weak beam. The hysteretic curves for specimens are good, indicating desirable ductility and energy dissipation capacity and seismic performances, and the research results provide theoretical basis and technical support for the promotion and application of prefabricated assembly frames in the earthquake zone.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.2.343
|
kci_detailed_000103.xml
|
||
ART002111456
|
oai_dc
|
Nonlinear vibration analysis of composite laminated trapezoidal plates
|
Nonlinear vibration analysis of composite laminated trapezoidal plates
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Fengming Li(Beijing University of Technology); Guoqing Jiang(Beijing University of Technology); Xinwu Li(Hong Du Aviation Industry Group)"
] |
Nonlinear vibration characteristics of composite laminated trapezoidal plates are studied. The geometric nonlinearity of the plate based on the von Karman's large deformation theory is considered, and the finite element method (FEM) is proposed for the present nonlinear modeling. Hamilton's principle is used to establish the equation of motion of every element, and through assembling entire elements of the trapezoidal plate, the equation of motion of the composite laminated trapezoidal plate is established. The nonlinear static property and nonlinear vibration frequency ratios of the composite laminated rectangular plate are analyzed to verify the validity and correctness of the present methodology by comparing with the results published in the open literatures. Moreover, the effects of the ply angle and the length-high ratio on the nonlinear vibration frequency ratios of the composite laminated trapezoidal plates are discussed, and the frequency-response curves are analyzed for the different ply angles and harmonic excitation forces.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.2.395
|
kci_detailed_000103.xml
|
||
ART002111458
|
oai_dc
|
Thermo mechanical analysis of a ceramic coated piston used in a diesel engine
|
Thermo mechanical analysis of a ceramic coated piston used in a diesel engine
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Ekrem Buyukkaya(Sakarya University); Muhammet Cerit(Sakarya University); Mehmet Coban(Sakarya University)"
] |
The aim of this paper is to determine temperature and stress distributions in a ceramic based on Partially Stabilized Zirconia coated steel piston crown by using plasma spraying for improving performance of a marine diesel engine. Effects of coating constituent and thickness on temperature and stress distributions were investigated including comparisons with results from an uncoated piston by means of finite element method namely ANSYS. Temperature developed at the coated surface is significantly higher than that of the uncoated piston. The maximum stress components occur between bond coat and adjacent ceramic layer. Provided that coating thickness is constant as 0.5 mm, when numbers of layers increase, magnitude of the normal stress decrease about 34.1% on the base metal surface according to uncoated piston, but the base metal surface temperature of the steel piston increase about 13.1%.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.2.429
|
kci_detailed_000103.xml
|
||
ART002111448
|
oai_dc
|
A modal approach for the efficient analysis of a bionic multi-layer sound absorption structure
|
A modal approach for the efficient analysis of a bionic multi-layer sound absorption structure
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Yonghua Wang(Changchun University of Science and Technology); Chengyu Xu(Changchun University of Science and Tech); Yanling Wan(Changchun University of Science and Tech); Jing Li(Changchun University of Science and Tech); Huadong Yu(Changchun University of Science and Tech); Luquan Ren(Jilin University)"
] |
The interest of this article lies in the proposition of using bionic method to develop a new sound absorber and analyze the efficient of this absorber in a ski cabin. Inspired by the coupling absorption structure of the skin and feather of a typical silent flying bird — owl, a bionic coupling multi-layer structure model is developed, which is composed of a micro-silt plate, porous fibrous material and a flexible micro-perforated membrane backed with airspace. The finite element simulation method with ACTRAN is applied to calculate the acoustic performance of the multi-layer absorber, the vibration modal of the ski cabin and the sound pressure level (SPL) near the skier's ears before and after pasting the absorber at the flour carpet and seats in the cabin. As expected, the SPL near the ears was significantly reduced after adding sound-absorbing material. Among them, the model 2 and model 5 showed the best sound absorption efficiency and the SPL almost reduced 5 dB. Moreover, it was most effctive for the SPL reduction with full admittance configuration at both the carpet and the seats, and the carpet contribution seems to be predominant.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.2.249
|
kci_detailed_000103.xml
|
||
ART002132286
|
oai_dc
|
Hysteretic behaviour of circular tubular T-joints with local chord reinforcement
|
Hysteretic behaviour of circular tubular T-joints with local chord reinforcement
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Y.B. Shao(Southwest Petroleum University); Y.M. Wang(Southwest Petroleum University); D.P. Yang(China Petroleum & Chemical Corporation)"
] |
When a welded circular hollow section (CHS) tubular joint is subjected to brace axial loading, failure position is located usually at the weld toe on the chord surface due to the weak flexural stiffness of the thin-walled chord. The failure mode is local yielding or buckling in most cases for a tubular joint subjected to axial load at the brace end. Especially when a cyclic axial load is applied, fracture failure at the weld toe may occur because both high stress concentration and welding residual stress along the brace/chord intersection cause the material in this region to become brittle. To improve the ductility as well as to increase the static strength, a tubular joint can be reinforced by increasing the chord thickness locally near the brace/chord intersection. Both experimental investigation and finite element analysis have been carried out to study the hysteretic behaviour of the reinforced tubular joint. In the experimental study, the hysteretic performance of two full-scale circular tubular T-joints subjected to cyclic load in the axial direction of the brace was investigated. The two specimens include a reinforced specimen by increasing the wall thickness of the chord locally at the brace/chord intersection and a corresponding un-reinforced specimen. The hysteretic loops are obtained from the measured load-displacement curves. Based on the hysteretic curves, it is found that the reinforced specimen is more ductile than the un-reinforced one because no fracture failure is observed after experiencing similar loading cycles. The area enclosed by the hysteretic curves of the reinforced specimen is much bigger, which shows that more energy can be dissipated by the reinforced specimen to indicate the advantage of the reinforcing method in resisting seismic action. Additionally, finite element analysis is carried out to study the effect of the thickness and the length of the reinforced chord segment on the hysteretic behaviour of CHS tubular T-joints. The optimized reinforcing method is recommended for design purposes.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.5.1017
|
kci_detailed_000103.xml
|
||
ART002132283
|
oai_dc
|
Analytical method for the out-of-plane buckling of the jib system with middle strut
|
Analytical method for the out-of-plane buckling of the jib system with middle strut
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"P. Lan(Harbin Institute of Technology); T.F. Wang(Harbin Institute of Technology); N.L. Lu(Harbin Institute of Technology)"
] |
The jib system with middle strut is widely used to achieve the large arm length in the large scale tower crane and the deployability in the mobile construction crane. In this paper, an analytical solution for the out-of-plane buckling of the jib system with middle strut is proposed. To obtain the analytical expression of the buckling characteristic equation, the method of differential equation was adopted by establishing the bending and torsional differential equation of the jib system under the instability critical state. Compared with the numerical solutions of the finite element software ANSYS, the analytical results in this work agree well with them. Therefore, the correctness of the results in this work can be confirmed. Then the influences of the lateral stiffness of the cable fixed joint, the dip angle of the strut, the inertia moment of the strut, and the horizontal position of the cable fixed joint on the out-of-plane buckling behavior of the jib system were investigated.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.5.963
|
kci_detailed_000103.xml
|
||
ART002132284
|
oai_dc
|
Cracking of a prefabricated steel truss-concrete composite beam with pre-embedded shear studs under hogging moment
|
Cracking of a prefabricated steel truss-concrete composite beam with pre-embedded shear studs under hogging moment
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Yinhui Wang(Zhejiang University); Yanmei Gao(Chongqing Jiaotong University); Zhixiang Zhou(Chongqing Jiaotong University); Dong Liu(Chongqing Jiaotong University)"
] |
To avoid the cracks of cast-in-place concrete in shear pockets and seams in the traditional composite beam with precast decks, this paper proposed a new type of prefabricated steel truss-concrete composite beam (ab. PSTC beam) with pre-embedded shear studs (ab. PSS connector). To study the initial cracking load of concrete deck, the development and distribution laws of the cracks, 3 PSTC beams were tested under hogging moment. And the crack behavior of the deck was compared with traditional precast composite beam, which was assembled by shear pockets and cast-in-place joints. Results show that: (i) the initial crack appears on the deck, thus avoid the appearance of the cracks in the traditional shear pockets; (ii) the crack of the seam appears later than that of the deck, which verifies the reliability of epoxy cement mortar seam, thus solves the complex structure and easily crack behavior of the traditional cast-in-place joints; (iii) the development and the distribution laws of the cracks in PSTC beam are different from the conventional composite beam. Therefore, in the deduction of crack calculation theory, all the above factors should be considered.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.5.981
|
kci_detailed_000103.xml
|
||
ART002132285
|
oai_dc
|
Free vibration of functionally graded thin beams made of saturated porous materials
|
Free vibration of functionally graded thin beams made of saturated porous materials
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"A. Mojahedin(Islamic Azad University); M.R. Galeban(Islamic Azad University); Y. Taghavi(Islamic Azad University); M. Jabbari(Islamic Azad University)"
] |
This study presents free vibration of beam made of porous material. The mechanical properties of the beam is variable in the thickness direction and the beam is investigated in three situations: poro/nonlinear nonsymmetric distribution, poro/nonlinear symmetric distribution, and poro/monotonous distribution. First, the governing equations of porous beam are derived using principle of virtual work based on Euler-Bernoulli theory. Then, the effect of pores compressibility on natural frequencies of the beam is studied by considering clampedclamped, clamped-free and hinged-hinged boundary conditions. Moreover, the results are compared with homogeneous beam with the same boundary conditions. Finally, the effects of poroelastic parameters such as pores compressibility, coefficients of porosity and mass on natural frequencies has been considered separately and simultaneously.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.5.999
|
kci_detailed_000103.xml
|
||
ART002132287
|
oai_dc
|
Optimization of the construction scheme of the cable-strut tensile structure based on error sensitivity analysis
|
Optimization of the construction scheme of the cable-strut tensile structure based on error sensitivity analysis
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Lian-meng Chen(Wenzhou University); Dong Hu(Wenzhou University); Hua Deng(Zhejiang University); Yu-hong Cui(Sanjian Construction Group); Yi-yi Zhou(Changzhou Institute of Technology)"
] |
Optimization of the construction scheme of the cable-strut tensile structure based on error sensitivity analysis is studied in this paper. First, the element length was extracted as a fundamental variable, and the relationship between element length change and element internal force was established. By setting all pre-stresses in active cables to zero, the equation between the pre-stress deviation in the passive cables and the element length error was obtained to analyze and evaluate the error effects under different construction schemes. Afterwards, based on the probability statistics theory, the mathematical model of element length error is set up. The statistical features of the pre-stress deviation were achieved. Finally, a cable-strut tensile structure model with a diameter of 5.0 m was fabricated. The element length errors are simulated by adjusting the element length, and each member in one symmetrical unit was elongated by 3 mm to explore the error sensitivity of each type of element. The numerical analysis of error sensitivity was also carried out by the FEA model in ANSYS software, where the element length change was simulated by implementing appropriate temperature changes. The theoretical analysis and experimental results both indicated that different elements had different error sensitivities. Likewise, different construction schemes had different construction precisions, and the optimal construction scheme should be chosen for the real construction projects to achieve lower error effects, lower cost and greater convenience.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.5.1031
|
kci_detailed_000103.xml
|
||
ART002132288
|
oai_dc
|
Prestressed concrete bridges with corrugated steel webs: Nonlinear analysis and experimental investigation
|
Prestressed concrete bridges with corrugated steel webs: Nonlinear analysis and experimental investigation
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Xia-chun Chen(The University of Hong Kong); Zhi-zhou Bai(The University of Hong Kong); Yu Zeng(The University of Hong Kong); Rui-juan Jiang(The University of Hong Kong); Francis T.K. Au(The University of Hong Kong)"
] |
Concrete bridges with corrugated steel webs and prestressed by both internal and external tendons have emerged as one of the promising bridge forms. In view of the different behaviour of components and the large shear deformation of webs with negligible flexural stiffness, the assumption that plane sections remain plane may no longer be valid, and therefore the classical Euler-Bernoulli and Timoshenko beam models may not be applicable. In the design of this type of bridges, both the ultimate load and ductility should be examined, which requires the estimation of full-range behaviour. An analytical sandwich beam model and its corresponding beam finite element model for geometric and material nonlinear analysis are developed for this type of bridges considering the diaphragm effects. Different rotations are assigned to the flanges and corrugated steel webs to describe the displacements. The model accounts for the interaction between the axial and flexural deformations of the beam, and uses the actual stress-strain curves of materials considering their stress path-dependence. With a nonlinear kinematical theory, complete description of the nonlinear interaction between the external tendons and the beam is obtained. The numerical model proposed is verified by experiments.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.5.1045
|
kci_detailed_000104.xml
|
||
ART002132289
|
oai_dc
|
An efficient method for reliable optimum design of trusses
|
An efficient method for reliable optimum design of trusses
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Babak Dizangian(Velayat University); Mohammad Reza Ghasemi(University of Sistan and Baluchestan)"
] |
This paper introduces a new and effective design amplification factor-based approach for reliable optimum design of trusses. This paper may be categorized as in the family of decoupled methods that aiming for a reliable optimum design based on a Design Amplification Factor (DAF). To reduce the computational expenses of reliability analysis, an improved version of Response Surface Method (RSM) was used. Having applied this approach to two planar and one spatial truss problems, it exhibited a satisfactory performance.This paper introduces a new and effective design amplification factor-based approach for reliable optimum design of trusses. This paper may be categorized as in the family of decoupled methods that aiming for a reliable optimum design based on a Design Amplification Factor (DAF). To reduce the computational expenses of reliability analysis, an improved version of Response Surface Method (RSM) was used. Having applied this approach to two planar and one spatial truss problems, it exhibited a satisfactory performance.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.5.1069
|
kci_detailed_000104.xml
|
||
ART002132290
|
oai_dc
|
Elastic properties of CNT- and graphene-reinforced nanocomposites using RVE
|
Elastic properties of CNT- and graphene-reinforced nanocomposites using RVE
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Dinesh Kumar(Malaviya National Institute of Technology); Ashish Srivastava(Malaviya National Institute of Technolog)"
] |
The present paper is aimed to evaluate and compare the effective elastic properties of CNT- and graphene-based nanocomposites using 3-D nanoscale representative volume element (RVE) based on continuum mechanics using finite element method (FEM). Different periodic displacement boundary conditions are applied to the FEM model of the RVE to evaluate various elastic constants. The effects of the matrix material, the volume fraction and the length of reinforcements on the elastic properties are also studied. Results predicted are validated with the analytical and/or semiempirical results and the available results in the literature. Although all elastic stiffness properties of CNT- and graphene-based nanocomposites are found to be improved compared to the matrix material, but out-of-plane and in-plane stiffness properties are better improved in CNT- and graphene-based nanocomposites, respectively. It is also concluded that long nanofillers (graphene as well as CNT) are more effective in increasing the normal elastic moduli of the resulting nanocomposites as compared to the short length, but the values of shear moduli, except G23 of CNT nanocomposite, of nanocomposites are slightly improved in the case of short length nanofillers (i.e., CNT and graphene).
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.5.1085
|
kci_detailed_000104.xml
|
||
ART002132291
|
oai_dc
|
A new developed approach for EDL induced from a single concentrated force
|
A new developed approach for EDL induced from a single concentrated force
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Barış Sevim(Yıldız Technical University); Serkan Bekiroğlu(Yıldız Technical University); Güray Arslan(Yıldız Technical University)"
] |
In this study, it is presented that a new developed approach for equivalent area-distributed loading (EADL) induced from a single concentrated force. For the purpose, a full scale 3D steel formwork system was constructed in laboratory conditions. A developed load transmission platform was put on the formwork system and loaded step by step on the mass center. After each load increment, displacement was measured in several crictical points of the system. The developed platform which was put in to slab of formwork to equivalently distribute the load from a point to the whole slab was constituted using I profiles. A 3D finite element model of the formwork system was analyzed to compare numerical displacement results with experimental ones. In experimental tests,difference among the displacements obtained from reference numerical model (model applied EADL) and main numerical model (model applied single load using a load cell via load transmission platform) is about %13 in avarage. Difference among the displacements obtained from experimental results and main numerical model under 30 kN single load is about %11 in avarage. The results revealed that the displacements obtained experimentally and numerically are dramatically closed to each other. It is highlighted from the study that the developed approach is reliable and useful to get EDL.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.5.1105
|
kci_detailed_000104.xml
|
||
ART002132292
|
oai_dc
|
Advanced analysis for planar steel frames with semi-rigid connections using plastic-zone methodAdvanced analysis for planar steel frames with semi-rigid connections using plastic-zone method
|
Advanced analysis for planar steel frames with semi-rigid connections using plastic-zone methodAdvanced analysis for planar steel frames with semi-rigid connections using plastic-zone method
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Phu-Cuong Nguyen(Sejong University); 김승억(세종대학교)"
] |
This paper presents a displacement-based finite element procedure for second-order distributed plasticity analysis of planar steel frames with semi-rigid beam-to-column connections under static loadings. A partially strain-hardening elastic-plastic beam-column element, which directly takes into account geometric nonlinearity, gradual yielding of material, and flexibility of semi-rigid connections, is proposed. The second-order effects and distributed plasticity are considered by dividing the member into several sub-elements and meshing the cross-section into several fibers. A new nonlinear solution procedure based on the combination of the Newton-Raphson equilibrium iterative algorithm and the constant work method for adjusting the incremental load factor is proposed for solving nonlinear equilibrium equations. The nonlinear inelastic behavior predicted by the proposed program compares well with previous studies. Coupling effects of three primary sources of nonlinearity, geometric imperfections, and residual stress are investigated and discussed in this paper.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.5.1121
|
kci_detailed_000104.xml
|
||
ART002132293
|
oai_dc
|
Effects of foam core density and face-sheet thickness on the mechanical properties of aluminum foam sandwich
|
Effects of foam core density and face-sheet thickness on the mechanical properties of aluminum foam sandwich
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Chang Yan(Chang’an University); Xuding Song(Chang’an University)"
] |
To study the effects of foam core density and face-sheet thickness on the mechanical properties and failure modes of aluminum foam sandwich (AFS) beam, especially when the aluminum foam core is made in aluminum alloy and the face sheet thickness is less than 1.5 mm, three-point bending tests were investigated experimentally by using WDW-50E electronic universal tensile testing machine. Load.displacement curves were recorded to understand the mechanical response and photographs were taken to capture the deformation process of the composite structures. Results demonstrated that when foam core was combined with face-sheet thickness of 0.8 mm, its carrying capacity improved with the increase of core density. But when the thickness of face-sheet increased from 0.8 mm to 1.2 mm, result was opposite. For AFS with the same core density, their carrying capacity increased with the face-sheet thickness, but failure modes of thin face-sheet AFS were completely different from the thick face-sheet AFS. There were three failure modes in the present research: yield damage of both core and bottom face-sheet (Failure mode I), yield damage of foam core (Failure mode II), debonding between the adhesive interface (Failure mode III).
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.5.1145
|
kci_detailed_000104.xml
|
||
ART002132294
|
oai_dc
|
Shear resistance behaviors of a newly puzzle shape of crestbond rib shear connector: An experimental study
|
Shear resistance behaviors of a newly puzzle shape of crestbond rib shear connector: An experimental study
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Thi Hai Vinh Chu(MienTrung University of Civil Engineerin); Duy Kien Dao(부산대학교); Duc Vinh Bui(Ho Chi Minh City University of Technolog); Van Phuoc Nhan Le(Ho Chi Minh City University of Technolog); 김인태(부산대학교); 안진희(경남과학기술대학교)"
] |
A newly puzzle shape of crestbond rib shear connector is a type of ductile perfobond rib shear connector. This shear connector has some advantages, including relatively easy rebar installation and cutting, as well as the higher shear resistance strength. Thus, this study proposed a newly puzzle shape of crestbond rib with a "Ʊ" shape, and its shear resistance behaviors and shear strengths were examined using push-out tests. Five main parameters were considered in the push-out specimens to evaluate the effects of shear resistance parameters such as the dimensions of the crestbond rib, transverse rebars in the crestbond dowel, concrete strength, rebar strength, and dowel action on the shear strength. The shear loading test results were used to compare the changes in the shear behaviors, failure modes, and shear strengths. It was found that the concrete strength and number of transverse rebars in the crestbond rib were significantly related to its shear resistance. After the initial bearing resistance behavior of the concrete dowel, a relative slip occurred in all the specimens. However, its rigid behavior to shear loading decreased the ductility of the shear connection. The cross-sectional area of the crestbond rib was also shown to have a minor effect on the shear resistance of the crestbond rib shear connector. The failure mechanism of the crestbond rib shear connector was complex, and included compression, shear, and tension. As a failure mode, a crack was initiated in the middle of the concrete slab in a vertical direction, and propagated with increasing shear load. Then, horizontal cracks occurred and propagated to the front and rear faces of the specimens. Based on the results of this study, a design shear strength equation was proposed and compared with previously suggested equations.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.5.1157
|
kci_detailed_000104.xml
|
||
ART002143007
|
oai_dc
|
A novel method to aging state recognition of viscoelastic sandwich structures
|
A novel method to aging state recognition of viscoelastic sandwich structures
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"ZhouSuo Zhang(Xi’an Jiaotong University); Jinxiu Qu(Xi’an Jiaotong University); Xue Luo(Xi’an Jiaotong University); Bing Li(Xi’an Jiaotong University); Jinpeng Wen(China Academy of Engineering Physics)"
] |
Viscoelastic sandwich structures (VSSs) are widely used in mechanical equipment, but in the service process, they always suffer from aging which affect the whole performance of equipment. Therefore, aging state recognition of VSSs is significant to monitor structural state and ensure the reliability of equipment. However, nonstationary vibration response signals and weak state change characteristics make this task challenging. This paper proposes a novel method for this task based on adaptive second generation wavelet packet transform (ASGWPT) and multiwavelet support vector machine (MWSVM). For obtaining sensitive feature parameters to different structural aging states, the ASGWPT, its wavelet function can adaptively match the frequency spectrum characteristics of inspected vibration response signal, is developed to process the vibration response signals for energy feature extraction. With the aim to improve the classification performance of SVM, based on the kernel method of SVM and multiwavelet theory, multiwavelet kernel functions are constructed, and then MWSVM is developed to classify the different aging states. In order to demonstrate the effectiveness of the proposed method, different aging states of a VSS are created through the hot oxygen accelerated aging of viscoelastic material. The application results show that the proposed method can accurately and automatically recognize the different structural aging states and act as a promising approach to aging state recognition of VSSs. Furthermore, the capability of ASGWPT in processing the vibration response signals for feature extraction is validated by the comparisons with conventional second generation wavelet packet transform, and the performance of MWSVM in classifying the structural aging states is validated by the comparisons with traditional wavelet support vector machine.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.6.1183
|
kci_detailed_000104.xml
|
||
ART002143008
|
oai_dc
|
A study on natural frequencies and damping ratios of composite beams with holes
|
A study on natural frequencies and damping ratios of composite beams with holes
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Ersin Demir(Pamukkale University)"
] |
In this study, free vibration and damping characteristics of composite beams with holes are investigated, experimentally and numerically. Two types of samples with different fabrics are used: unidirectional and woven. The effects of diameter, number and location of circular holes on the vibration characteristics of composite beams are examined. The effects of rotation angle and minor to major diameter ratio of the elliptical hole are also investigated numerically. Moreover, the mode shapes of all types of beams are obtained numerically. According to the results, the natural frequency decreases with increasing hole diameter but increases very little with increasing the distance between the hole center and the clamped end. Damping ratio decreases by increasing the diameter of hole. But it fluctuates by increasing the diameters of holes of beam having three holes. Furthermore it decreases by increasing the distance between hole center and clamped end except for the range 50 mm to 100 mm.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.6.1211
|
kci_detailed_000104.xml
|
||
ART002143009
|
oai_dc
|
Investigation on SCFs of concrete-filled circular chord and square braces K-joints under balanced axial loading
|
Investigation on SCFs of concrete-filled circular chord and square braces K-joints under balanced axial loading
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Yu Chen(Yangtze University); Kang Hu(Yangtze University); Jian Yang(Yangtze University)"
] |
Most of the research work has been conducted on K-joints under static loading. Very limited information is available in consideration of fatigue strength of K-joints with concrete-filled chord. This paper aims to describe experimental and numerical investigations on stress concentration factors (SCFs) of concrete-filled circular chord and square braces K-joints under balanced axial loading. Experiment was conducted to study the hot spot stress distribution along the intersection of chord and braces in the two specimens with compacting concrete filled in the chord. The test results of stress distribution curves of two specimens were reported. SCFs of concrete-filled circular chord and square braces K-joints were lower than those of corresponding hollow circular chord and square brace K-joints. The corresponding finite element analysis was also conducted to simulate stress distribution along the brace and chord intersection region of joints. It was achieved that experimental and finite element analysis results had good agreement. Therefore, an extensive parametric study was carried out by using the calibrated finite element model to evaluate the effects of main geometric parameters and concrete strength on the behavior of concrete-filled circular chord and square braces K-joints under balanced axial loading. The SCFs at the hot spot locations obtained from ABAQUS were compared with those calculated by using design formula given in the CIDECT for hollow SHS-SHS K-joints. CIDECT Design Guide was generally quite conservative for predicting SCFs of braces and was dangerous for predicting SCFs of chord in concrete-filled circular chord and square braces K-joints. Finally SCF formulae were proposed for circular chord and square braces K-joints with concrete-filled in the chord under balanced axial loading. It is shown that the SCFs calculated from the proposed design equation are generally in agreement with the values derived from finite element analysis, which were proved to be reliable and accurate.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.6.1227
|
kci_detailed_000104.xml
|
||
ART002143010
|
oai_dc
|
Numerical cyclic behavior of T-RBS: A new steel moment connection
|
Numerical cyclic behavior of T-RBS: A new steel moment connection
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Saeed Ataollahi(Shiraz University); Mohammad-Reza Banan(Shiraz University); Mahmoud-Reza Banan(Shiraz University)"
] |
After observing relatively poor performance of bolted web-welded flange beam-to-column connections during 1994 Northridge earthquake, various types of connections based on two concepts of: (i) strengthening the connection; and (ii) weakening the beam ends were proposed. Among these modified or newly proposed connections, bolted T-stub connection follows the concept of strengthening. One of the connections with the idea of weakening the beam ends is reduced beam section (RBS). In this paper, finite element simulation is used to study the cyclic behavior of a new proposed connection developed by using a combination of both mentioned concepts. Investigated connections are exterior beam-to-column connections designed to comply with AISC provisions. The results show that moment capacity and dissipated energy of the new proposed connection is almost the same as those computed for a T-stub connection and higher than corresponding values for an RBS connection.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.6.1251
|
kci_detailed_000104.xml
|
||
ART002143011
|
oai_dc
|
Experimental investigation on shear capacity of RC beams with GFRP rebar & stirrups
|
Experimental investigation on shear capacity of RC beams with GFRP rebar & stirrups
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Tarak P. Vora(Gujarat Technological University); Bharat J. Shah(Gujarat University)"
] |
This paper presents experimental results of advanced investigation carried out on the beams reinforced with Glass Fiber Reinforced Polymer (GFRP) rebar and stirrups. Twelve beams reinforced with GFRP and one beam with steel reinforcement of size 230 × 300 × 2000 mm were investigated. Longitudinal reinforcement, shear span and spacing of stirrups were the main variables to form the set. In advanced testing three types of strain gauges for steel, composite and concrete surface were applied to observe strain/stress development against the applied load. Live data were recorded from four strain gauges applied on stirrups, one at center on longitudinal reinforcement, two on the concrete surface and central deflection during the test. Although the focus of the paper was mainly on the behavior of GFRP shear reinforcement, other parallel data were observed for the completeness of the test. Design recommendations of ISIS Canada Design Manual (2007), Japan Society of Civil Engineers (1997) and American Concrete Institute (ACI-440.1R-06) were reviewed. Shear design predictions were compared with experimental results in which it was observed that all the three standards provided conservative predictions. However, ACI found most efficient compare to other two there is room to improve the efficiency of the recommendations.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.6.1265
|
kci_detailed_000104.xml
|
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