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ART002143012
|
oai_dc
|
Buckling analysis of isotropic and orthotropic plates using a novel four variable refined plate theory
|
Buckling analysis of isotropic and orthotropic plates using a novel four variable refined plate theory
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Fouad Bourada(Centre Universitaire de Ain Témouchent); Khaled Amara(University of Sidi Bel Abbes); Abdelouahed Tounsi(University of Sidi Bel Abbes)"
] |
The current research presents a buckling analysis of isotropic and orthotropic plates by proposing a new four variable refined plate theory. Contrary to the existing higher order shear deformation theories (HSDT) and the first shear deformation theory (FSDT), the proposed model uses a new displacement field which incorporates undetermined integral terms and involves only four variables. The governing equations for buckling analysis are deduced by utilizing the principle of virtual works. The analytical solution of a simply supported rectangular plate under the axial loading has been determined via the Navier method. Numerical investigations are performed by using the proposed model and the obtained results are compared with CPT solutions, FSDT solutions, and the existing exact solutions in the literature. It can be concluded that the developed four variable refined plate theory, which does not use shear correction coefficient, is not only simple but also comparable to the FSDT.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.6.1287
|
kci_detailed_000104.xml
|
||
ART002143013
|
oai_dc
|
Numerical investigation of continuous composite girders strengthened with CFRP
|
Numerical investigation of continuous composite girders strengthened with CFRP
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Alfarabi M. Sharif(King Fahd University of Petroleum and Minerals); Mohammad A. Samaaneh(An-Najah National University); Mohammed H. Baluch(King Fahd University of Petroleum and Mi); Abul K. Azad(King Fahd University of Petroleum and Mi)"
] |
Nonlinear behavior of two-span, continuous composite steel-concrete girders strengthened with Carbon Fiber Reinforced Polymers (CFRP) bonded to the top of concrete slab over the negative moment region was evaluated using a non-linear Finite Element (FE) model in this paper. A three-dimensional FE model of continuous composite girder using commercial software ABAQUS simulated and validated with experimental results. The interfacial regions of the composite girder components were modeled using suitable interface elements. Validation of the proposed numerical model with experimental data confirmed the applicability of this model to predict the loading history, strain level for the different components and concrete-steel relative slip. The FE model captured the different modes of failure for the continuous composite girder either in the concrete slab or at the interfacial region between CFRP sheet and concrete slab. Through a parametric study, the thickness of CFRP sheet and shear connection required to develop full capacity of the continuous composite girder at negative moment zone have been investigated. The FE results showed that the proper thickness of CFRP sheet at negative moment region is a function of the adhesive strength and the positive moment capacity of the composite section. The shear connection required at the negative moment zone depends on CFRP sheet's tensile stress level at ultimate load.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.6.1307
|
kci_detailed_000104.xml
|
||
ART002143014
|
oai_dc
|
Application of the full factorial design to modelling of Al<sub>2</sub>O<sub>3</sub>/SiC particle reinforced al-matrix composites
|
Application of the full factorial design to modelling of Al<sub>2</sub>O<sub>3</sub>/SiC particle reinforced al-matrix composites
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Necat Altinkok(Sakarya University)"
] |
Al<sub>2</sub>O<sub>3</sub>/SiC particulate reinforced (Metal Matrix Composites) MMCs which were produced by using stir casting process, bending strength and hardening behaviour were obtained using an analysis of variance (ANOVA) technique that uses full factorial design. Factor variables and their ranges were: particle size 2-60 <i>μ</i>m; the stirring speed 450 rpm, 500 rpm and the stirring temperature 620°C, 650°C. An empirical equation was derived from test results to describe the relationship between the test parameters. This model for the tensile strength of the hybrid composite materials with <i>R</i><sup>2</sup> adj = 80% for the bending strength <i>R</i><sup>2</sup> adj = 89% were generated from the data. The regression coefficients of this model quantify the tensile strength and bending strengths of the effects of each of the factors. The interactions of all three factors do not present significant percentage contributions on the tensile strength and bending strengths of hybrid composite materials. Analysis of the residuals versus was predicted the tensile strength and bending strengths show a normalized distribution and thereby confirms the suitability of this model. Particle size was found to have the strongest influence on the tensile strength and bending strength.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.6.1327
|
kci_detailed_000104.xml
|
||
ART002143015
|
oai_dc
|
Buckling of symmetrically laminated plates using <i>n</i>th-order shear deformation theory with curvature effects
|
Buckling of symmetrically laminated plates using <i>n</i>th-order shear deformation theory with curvature effects
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Tawfiq Becheri(University of Bechar); Khaled Amara(University centre of Ain Temouchent); Mokhtar Bouazza(University of Bechar); Noureddine Benseddiq(University of Lille 1)"
] |
In this article, an exact analytical solution for mechanical buckling analysis of symmetrically cross-ply laminated plates including curvature effects is presented. The equilibrium equations are derived according to the refined <i>n</i>th-order shear deformation theory. The present refined <i>n</i>th-order shear deformation theory is based on assumption that the in-plane and transverse displacements consist of bending and shear components, in which the bending components do not contribute toward shear forces and, likewise, the shear components do not contribute toward bending moments The most interesting feature of this theory is that it accounts for a parabolic variation of the transverse shear strains across the thickness and satisfies the zero traction boundary conditions on the top and bottom surfaces of the plate without using shear correction factors. Buckling of orthotropic laminates subjected to biaxial inplane is investigated. Using the Navier solution method, the differential equations have been solved analytically and the critical buckling loads presented in closed-form solutions. The sensitivity of critical buckling loads to the effects of curvature terms and other factors has been examined. The analysis is validated by comparing results with those in the literature.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.6.1347
|
kci_detailed_000104.xml
|
||
ART002143016
|
oai_dc
|
Performance-based evaluation of strap-braced cold-formed steel frames using incremental dynamic analysis
|
Performance-based evaluation of strap-braced cold-formed steel frames using incremental dynamic analysis
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"S. Hatami(Yasouj University); M.R. Davani(Yasouj University); A. Zare(Yasouj University)"
] |
This study is an effort to clearly recognize the seismic damages occurred in strap-braced cold formed steel frames. In order to serve this purpose, a detailed investigation was conducted on 9 full scale strap-braced CFS walls and the required data were derived from the results of the experiments. As a consequence, quantitative and qualitative damage indices have been proposed in three seismic performance levels. Moreover, in order to assess seismic performance of the strap- braced CFS frames, a total of 8 models categorized into three types are utilized. Based on the experimental results, structural characteristics are calculated and all frames have been modeled as single degree of freedom systems. Incremental dynamic analysis using OPENSEES software is utilized to calculate seismic demand of the strap-braced CFS walls. Finally, fragility curves are calculated based on three damage limit states proposed by this paper. The results showed that the use of cladding and other elements, which contribute positively to the lateral stiffness and strength, increase the efficiency of strap-braced CFS walls in seismic events.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.6.1369
|
kci_detailed_000104.xml
|
||
ART002143017
|
oai_dc
|
Hybrid of topological derivative–based level set method and isogeometric analysis for structural topology optimization
|
Hybrid of topological derivative–based level set method and isogeometric analysis for structural topology optimization
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Mehdi Roodsarabi(University of Birjand); Mohsen Khatibinia(University of Birjand); Seyyed R. Sarafrazi(University of Birjand)"
] |
This paper proposes a hybrid of topological derivative-based level set method (LSM) and isogeometric analysis (IGA) for structural topology optimization. In topology optimization a significant drawback of the conventional LSM is that it cannot create new holes in the design domain. In this study, the topological derivative approach is used to create new holes in appropriate places of the design domain, and alleviate the strong dependency of the optimal topology on the initial design. Furthermore, the values of the gradient vector in Hamilton-Jacobi equation in the conventional LSM are replaced with a Delta function. In the topology optimization procedure IGA based on Non-Uniform Rational B-Spline (NURBS) functions is utilized to overcome the drawbacks in the conventional finite element method (FEM) based topology optimization approaches. Several numerical examples are provided to confirm the computational efficiency and robustness of the proposed method in comparison with derivative-based LSM and FEM.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.6.1389
|
kci_detailed_000104.xml
|
||
ART002090292
|
oai_dc
|
Strengthened and flexible pile-to-pilecap connections for integral abutment bridges
|
Strengthened and flexible pile-to-pilecap connections for integral abutment bridges
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"WooSeok Kim(Korea Maritime and Ocean University); Jaeha Lee(Korea Maritime and Ocean University); Kyeongjin Kim(Korea Maritime and Ocean University); Soobong Park(Chungnam National University); 정유석(Chungnam National University)"
] |
Pile-to-pilecap connection performance is important as Integral abutment bridges (IABs) have no expansion joints and their flexible weak-axis oriented supporting piles take the role of the expansion joint. This connection may govern the bridge strength and the performance against various lateral loads. The intention of this study is to identify crack propagation patterns when the pile-to-pilecap connection is subjected to lateral loadings and to propose novel connections for improved performance under lateral loadings. In this study, eight different types of connections were developed and modeled, using Abaqus 6.12 to evaluate performances. Three types were developed by strengthening the connections using rebar or steel tube: (i) PennDOT specification; (ii) Spiral rebar; and (iii) HSS tube. Other types were developed by softening the connections using shape modifications: (i) cylindrical hole; (ii) reduced flange; (iii) removed flange; (iv) extended hole; and (v) slot hole connection types. The connections using the PennDOT specification, HSS tube, and cylindrical hole were shown to be ineffective in the prevention of cracks, resulting in lower structural capacities under the lateral load compared to other types. The other developed connections successfully delayed or arrested the concrete crack initiations and propagations. Among the successful connection types, the spiral rebar connection allowed a relatively larger reaction force, which can damage the superstructure of the IABs. Other softened connections performed better in terms of minimized reaction forces and crack prevention.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.20.4.731
|
kci_detailed_000104.xml
|
||
ART002090293
|
oai_dc
|
Performance based design approach for multi-storey concentrically braced steel frames
|
Performance based design approach for multi-storey concentrically braced steel frames
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Jamie Goggins(National University of Ireland); Suhaib Salawdeh(National University of Ireland)"
] |
In this paper, a Performance Based Design (PBD) approach is validated for multi-storey concentrically braced frame (CBF) systems. Direct Displacement Based Design (DDBD) procedure is used and validated by designing 4- and 12-storey CBF buildings. Nonlinear time history analysis (NLTHA) is used to check the performance of the design methodology by employing different accelerograms having displacement spectra matching the design displacement spectrum. Displacements and drifts obtained from NLTHA are found to fall within the design displacement limits used in the DDBD procedure. In NLTHA, both tension and compression members are found to be resisting the base shear, <i>F<sub>b</sub></i>, not only the tension members as assumed in the design methodology and suggested by Eurocode 8. This is the reason that the total <i>F<sub>b</sub></i> in NLTHA is found to be greater than the design shear forces. Furthermore, it is found that the average of the maximum ductility values recorded from the time history analyses for the 4-and 12-storey buildings are close to the design ductility obtained from the DDBD methodology and ductility expressions established by several researchers. Moreover, the DDBD is compared to the Forced Based Design (FBD) methodology for CBFs. The comparison is carried out by designing 4 and 12-storey CBF buildings using both DDBD and FBD methodologies. The performance for both methodologies is verified using NLTHA. It is found that the <i>F<sub>b</sub></i> from FBD is larger than <i>F<sub>b</sub></i> obtained from DDBD. This leads to the use of larger sections for the structure designed by FBD to resist the lateral forces.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.20.4.749
|
kci_detailed_000104.xml
|
||
ART002090294
|
oai_dc
|
Seismic response estimation of steel plate shear walls using nonlinear static methods
|
Seismic response estimation of steel plate shear walls using nonlinear static methods
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Anjan K. Bhowmick(Concordia University); Moon Moon Dhar(Concordia University)"
] |
One of the major components for performance based seismic design is accurate estimation of critical seismic demand parameters. While nonlinear seismic analysis is the most appropriate analysis method for estimation of seismic demand parameters, this method is very time consuming and complex. Single mode pushover analysis method, N2 method and multi-mode pushover analysis method, modal pushover analysis (MPA) are two nonlinear static methods that have recently been used for seismic performance evaluation of few lateral load-resisting systems. This paper further investigates the applicability of N2 and MPA methods for estimating the seismic demands of ductile unstiffened steel plate shear walls (SPSWs). Three different unstiffened SPSWs (4-, 8-, and 15-storey) designed according to capacity design approach were analysed under artificial and real ground motions for Vancouver. A comparison of seismic response quantities such as, height-wise distribution of floor displacements, storey drifts estimated using N2 and MPA methods with more accurate nonlinear seismic analysis indicates that both N2 and MPA procedures can reasonably estimates the peak top displacements for low-rise SPSW buildings. In addition, MPA procedure provides better predictions of inter-storey drifts for taller SPSW. The MPA procedure has been extended to provide better estimate of base shear of SPSW.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.20.4.777
|
kci_detailed_000104.xml
|
||
ART002090295
|
oai_dc
|
The relationship between time-varying eccentricity of load with the corner lateral displacement response of steel structure during an earthquake
|
The relationship between time-varying eccentricity of load with the corner lateral displacement response of steel structure during an earthquake
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Kambiz Takin(Islamic Azad University); Behrokh H. Hashemi(International Institute of Earthquake Engineering & Seismology); Masoud Nekooei(Islamic Azad University)"
] |
In an actual design, none of the structures with shear behaviors will be designed for torsional moments. Any failure or damages to roofs, infills, shear walls, and braces caused by an earthquake, will inevitably result in relocation of center of mass and rigidity of the structure. With these changes, the dynamic characteristics of structure could be changed during an earthquake at any moment. The main objective of this paper is to obtain the relationship between time-varying eccentricity of load and corner lateral displacement. In this study, various methods have been used to determine the structural response for time-varying lateral corner displacement. As will be seen below, some of the structural calculation methods result in a significant deviation from the actual results, although these methods include the interaction effects of modes. Controlling the lateral displacement of structure can be performed in different ways such as, passive dampers, friction dampers, semi-active systems including the MR damper and active Systems. Selecting and locating these control systems is very important to bring the maximum safety with minimum cost into the structure. According to this study will be show the relation between the corner lateral displacements of structure and time-varying eccentricity by different kind of methods during an earthquake. This study will show that the response of the structure at the corners due to an earthquake can be very destructive and because of changing the eccentricity of load, calculating the maximum possible response of system can be carried out by this method. Finally, some kind of systems must be used for controlling these displacements. The results shows that, the CQC, DSC and exact methods is comply each other but the results of Vanmark method is not comfortable for these kind of buildings.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.20.4.801
|
kci_detailed_000104.xml
|
||
ART002090296
|
oai_dc
|
Experimental and finite element parametric investigations of the thermal behavior of CBGB
|
Experimental and finite element parametric investigations of the thermal behavior of CBGB
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Hesham A. Numan(University of Gaziantep); Nildim Tayşi(University of Gaziantep); Mustafa Özakça(University of Gaziantep)"
] |
This research deals with the behavior of Composite Box Girder Bridges (CBGBs) subjected to environmental effects such as solar radiation, atmospheric temperature, and wind speed. It is based on temperature and thermal stress results, which were recorded hourly from a full-scale experimental CBGB segment and Finite Element (FE) thermal analysis. The Hemi-cube method was adopted to achieve the accuracy in temperature distributions and variations in a composition system during the daily environmental variations. Analytical findings were compared with the experimental measurements, and a good agreement was found. On the other hand, parametric investigations are carried out to investigate the effect of the cross-section geometry and orientation of the longitudinal axis of CBGB on the thermal response and stress distributions. Based upon individual parametric investigations, some remarks related to the thermal loading parameters were submitted. Additionally, some observations about the CBGB configurations were identified, which must be taken into account in the design process. Finally, this research indicates that the design temperature distribution with a uniform differential between the concrete slab and the steel girder is inappropriate for describing the thermal impacts in design objective.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.20.4.813
|
kci_detailed_000104.xml
|
||
ART002090297
|
oai_dc
|
Retrofitting of RC girders using pre-stressed CFRP sheets
|
Retrofitting of RC girders using pre-stressed CFRP sheets
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Prem Pal Bansal(Thapar University); Raju Sharma(Thapar University); Ankur Mehta(Thapar University)"
] |
Pre-stressing of existing structures using steel cables, FRP cables or FRP laminates has been successfully tried in the past. Retrofitting of beams using pre-stressed laminates does not utilize the full strength of the FRP due to de-bonding of the laminates before the fibre fracture. In the present study attempt has been made to overcome this problem by replacing the FRP laminates by the FRP sheets. In the present paper the effect of initial damage level and pre-stress level on strength, stiffness, cracking behaviour and failure mode of girders retrofitted using pre-stressed CFRP sheets has been studied. The results indicate that rehabilitation of initially damaged girders by bonding pre-stressed CFRP sheets improves the flexural behaviour of beams appreciably. However, it has been observed that with increase in pre-stressing force the load carrying capacity of the girders increases up to a particular level up to which the mode of failure is fibre fracture. Thereafter, the mode of failure shifts from fibre fracture to debonding and there is no appreciable increase in load carrying capacity with further increase in pre-stressing force.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.20.4.833
|
kci_detailed_000104.xml
|
||
ART002090298
|
oai_dc
|
A mathematical steel panel zone model for flanged cruciform columns
|
A mathematical steel panel zone model for flanged cruciform columns
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Hamed Saffari(Shahid Bahonar University of Kerman); Sina Sarfarazi(Graduate University of Advanced Technolo); Ali Fakhraddini(Shahid Bahonar University of Kerman)"
] |
Cruciform sections are an appropriate option for columns of orthogonal moment resisting frames for equal bending strength and stiffness about two main axes and the implementation is easier for continuity plates. These columns consist of two I-shaped sections, so that one of them is cut out in middle and two generated T-shaped sections be welded into I-shaped profile. Furthermore, in steel moment frames, unbalance moment at the beamcolumn connection leads to shear deformation in panel zone. Most of the obtained relations for panel zone strength derived from experimental and analytical results are on I-shaped columns with almost thin flanges. In this paper, a parametric study has been carried out using Finite Element Method (FEM) with effective parameters at the panel zone behavior. These parameters consist of column flange thickness, column web thickness, and thickness of continuity plates. Additionally, a mathematical model has been suggested to determine strength of cruciform column panel zone and has been shown its accuracy and efficiency.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.20.4.851
|
kci_detailed_000104.xml
|
||
ART002090299
|
oai_dc
|
Research on bearing characteristics of socket-spigot template supporting system
|
Research on bearing characteristics of socket-spigot template supporting system
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Chang-Ming Hu(Xi’an University of Architecture and Technology); Yan Guo(Xi’an University of Architecture and Tec); Ming Lian(Xi’an University of Architecture and Technology)"
] |
The socket-spigot template supporting system is widely used in engineering applications in China. As a newer type of support structure, there has been growing research interest in its bearing capacity. In this paper, four vertical bearing capacity tests were carried out on the basic mechanical unit frame of a socket-spigot template supporting system. The first goal was to explore the influence of the node semi-rigid degree and the longitudinal spacing of the upright tube on the vertical bearing capacity. The second objective was to analyze the displacement trend and the failure mode during the loading process. This paper presents numerical analysis of the vertical bearing capacity of the unit frames using the finite element software ANSYS. It revealed the relationship between the node semi-rigid degree and the vertical bearing capacity, that the two-linear reinforcement model of elastic-plastic material can be used to analyze the socket-spigot template supporting system, and, through node entity model analysis, that the load transfer direction greatly influences the node bearing area. Finally, this paper indicates the results of on-site application performance experiments, shows that the supporting system has adequate bearing capacity and stability, and comments on the common work performance of a socket and fastener scaffold.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.20.4.869
|
kci_detailed_000104.xml
|
||
ART002090300
|
oai_dc
|
Mechanical and hygrothermal behaviour of functionally graded plates using a hyperbolic shear deformation theory
|
Mechanical and hygrothermal behaviour of functionally graded plates using a hyperbolic shear deformation theory
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Imene Laoufi(Université de Sidi Bel Abbes); Mohammed Ameur(Université de Sidi Bel Abbes); Mohamed Zidi(Université de Sidi Bel Abbes); El Abbes Adda Bedia(Université de Sidi Bel Abbes); Abdelmoumen Anis Bousahla(Université de Sidi Bel Abbes)"
] |
Using the hyperbolic shear deformation plate model and including plate-foundation interaction (Winkler and Pasternak model), an analytical method in order to determine the deflection and stress distributions in simply supported rectangular functionally graded plates (FGP) subjected to a sinusoidal load, a temperature and moisture fields. The present theory exactly satisfies stress boundary conditions on the top and the bottom of the plate. No transversal shear correction factors are needed because a correct representation of the transversal shearing strain is given. Materials properties of the plate (elastic, thermal and moisture expansion coefficients) are assumed to be graded in the thickness direction according to a simple power-law distribution in terms of the volume fractions of the constituents. Numerical examples are presented and discussed for verifying the accuracy of the present theory in predicting the bending response of FGM plates under sinusoidal load and a temperature field as well as moisture concentration. The effects of material properties, temperature, moisture, plate aspect ratio, side-to-thickness ratio, ratio of elastic coefficients (ceramic-metal) and three distributions for both temperature and moisture on deflections and stresses are investigated.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.20.4.889
|
kci_detailed_000104.xml
|
||
ART002090301
|
oai_dc
|
Evaluation of cyclic fracture in perforated beams using micromechanical fatigue model
|
Evaluation of cyclic fracture in perforated beams using micromechanical fatigue model
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Saeed Erfani(Amirkabir University of Technology); Vahid Akrami(Amirkabir University of Technology)"
] |
It is common practice to use Reduced Web Beam Sections (RWBS) in steel moment resisting frames. Perforation of beam web in these members may cause stress and strain concentration around the opening area and facilitate ductile fracture under cyclic loading. This paper presents a numerical study on the cyclic fracture of these structural components. The considered connections are configured as T-shaped assemblies with beams of elongated circular perforations. The failure of specimens under Ultra Low Cycle Fatigue (ULCF) condition is simulated using Cyclic Void Growth Model (CVGM) which is a micromechanics based fracture model. In each model, CVGM fracture index is calculated based on the stress and strain time histories and then models with different opening configurations are compared based on the calculated fracture index. In addition to the global models, sub-models with refined mesh are used to evaluate fracture index around the beam to column weldment. Modeling techniques are validated using data from previous experiments. Results show that as the perforation size increases, opening corners experience greater fracture index. This is while as the opening size increases the maximum observed fracture index at the connection welds decreases. However, the initiation of fracture at connection welds occurs at lower drift angles compared to opening corners. Finally, a probabilistic framework is applied to CVGM in order to account for the uncertainties existing in the prediction of ductile fracture and results are discussed.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.20.4.913
|
kci_detailed_000104.xml
|
||
ART002090302
|
oai_dc
|
Effect of local wall thinning on ratcheting behavior of pressurized 90° elbow pipe under reversed bending using finite element analysis
|
Effect of local wall thinning on ratcheting behavior of pressurized 90° elbow pipe under reversed bending using finite element analysis
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Xiaohui Chen(Northeastern University at Qinhuangdao); Xu Chen(Tianjin University)"
] |
Ratcheting deformation of pressurized Z2CND18.12N stainless steel 90° elbow pipe with local wall thinning subjected to constant internal pressure and reversed bending was studied using finite element analysis. Chen-Jiao-Kim (CJK) kinematic hardening model, which was used to simulate ratcheting behavior of pressurized 90° elbow pipe with local wall thinning at extrados, flanks and intrados, was implemented into finite element software ANSYS. The local wall thinning was located at extrados, flanks and intrados of 90° elbow pipe, whose geometry was rectangular cross-section. The effect of depth, axial length and circumferential angle of local wall thinning at extrados, flanks and intrados on the ratcheting behaviors of 90° elbow pipe were studied in this paper. Threedimensional elastic-plastic analysis with Chen-Jiao-Kim (CJK) kinematic hardening model was carried out to evaluate structural ratcheting behaviors. The results indicated that ratcheting strain was generated mainly along the hoop direction, while axial ratcheting strain was relatively small.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.20.4.931
|
kci_detailed_000104.xml
|
||
ART002090303
|
oai_dc
|
Numerical analysis of the Influence of the presence of disbond region in adhesive layer on the stress intensity factors (SIF) and crack opening displacement (COD) in plates repaired with a composite patch
|
Numerical analysis of the Influence of the presence of disbond region in adhesive layer on the stress intensity factors (SIF) and crack opening displacement (COD) in plates repaired with a composite patch
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Aicha Benchiha(University of Sidi Bel Abbes); Kouider Madani(University of Sidi Bel Abbes); Sebastien Touzain(La Rochelle University); Xavier Feaugas(La Rochelle University); Mohan Ratwani(Rolling Hills Estates)"
] |
The determination of the stress intensity factor at the crack tip is one of the most widely used methods to predict the fatigue life of aircraft structures. This prediction is more complicated for repaired cracks with bonded composite patch. This study is used to compute the stress intensity factor (SIF) and crack opening displacement (COD) for cracks repaired with single and double-sided composite patches. The effect of the presence of disbond region in adhesive at the crack was taken into consideration. The results show that there is a considerable reduction in the asymptotic value of the stress-intensity factors and the crack opening displacement at the crack tip. The use of a double-sided patch suppresses the bending effect due to the eccentricity of the patch on one side only.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.20.4.951
|
kci_detailed_000104.xml
|
||
ART002116205
|
oai_dc
|
Web crippling strength of cold-formed stainless steel lipped channel-sections with web openings subjected to interior-one-flange loading condition
|
Web crippling strength of cold-formed stainless steel lipped channel-sections with web openings subjected to interior-one-flange loading condition
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"James B.P. Lim(The University of Auckland); Amir M. Yousefi(The University of Auckland); Asraf Uzzaman(The University of Strathclyde); Ying Lian(Queen’s University); G. Charles Clifton(The University of Auckland); Ben Young(The University of Hong Kong University of Science and Technology)"
] |
In cold-formed stainless steel lipped channel-sections, web openings are becoming increasingly popular. Such openings, however, result in the sections becoming more susceptible to web crippling, especially under concentrated loads applied near the web opening. This paper presents the results of a finite element parametric study into the effect of circular web openings on the web crippling strength of cold-formed stainless steel lipped channelsections for the interior-one-flange (IOF) loading condition. This involves a bearing load applied to the top flange of a length of member, away from the end supports. The cases of web openings located centred beneath the bearing load (i.e. beneath the bearing plate delivering the load) and offset to the bearing plate, are considered. Three grades of stainless steel are considered: duplex EN1.4462, austenitic EN1.4404 and ferretic EN1.4003. In total, 2218 finite element models were analyzed. From the results of the parametric study, strength reduction factors for load bearing capacity are determined, where these reduction factors are applied to the bearing capacity calculated for a web without openings, to take account the influence of the web openings. The strength reduction factors are first compared to equations recently proposed for cold-formed carbon steel lipped channel-sections. It is shown that for the case of the duplex grade, the strength reduction factor equations for cold-formed carbon steel are conservative but only by 2%. However, for the cases of the austentic and ferritic grades, the cold-formed carbon steel equations are around 9% conservative. New strength reduction factor equations are proposed for all three stainless steel grades.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.3.629
|
kci_detailed_000104.xml
|
||
ART002116201
|
oai_dc
|
Progressive collapse analysis of steel frame structure based on the energy principle
|
Progressive collapse analysis of steel frame structure based on the energy principle
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Chang Hong Chen(Northwestern Polytechnical University); Yan Fei Zhu(Northwestern Polytechnical University); Yao Yao(Northwestern Polytechnical University); Ying Huang(Xi’an University of Architecture and Technology)"
] |
The progressive collapse potential of steel moment framed structures due to abrupt removal of a column is investigated based on the energy principle. Based on the changes of component's internal energy, this paper analyzes structural member's sensitivity to abrupt removal of a column to determine a sub-structure resisting progressive collapse. An energy-based structural damage index is defined to judge whether progressive collapse occurs in a structure. Then, a simplified beam damage model is proposed to analyze the energies absorbed and dissipated by structural beams at large deflections, and a simplified modified plastic hinges model is developed to consider catenary action in beams. In addition, the correlation between bending moment and axial force in a beam during the whole deformation development process is analyzed and modified, which shows good agreement with the experimental results.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.3.553
|
kci_detailed_000104.xml
|
||
ART002116202
|
oai_dc
|
Study on drilling of CFRP/Ti6Al4V stack with modified twist drills using acoustic emission technique
|
Study on drilling of CFRP/Ti6Al4V stack with modified twist drills using acoustic emission technique
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"A. Prabukarthi(PSG College of Technology); M. Senthilkumar(PSG College of Technology); V. Krishnaraj(PSG College of Technology)"
] |
Carbon Fiber Reinforced Plastic (CFRP) and Titanium Alloy (Ti6Al4V) stack, extensively used in aerospace structural components are assembled by fasteners and the holes are made using drilling process. Drilling of stack in one shot is a complicated process due to dissimilarity in the material properties. It is vital to have optimal machining condition and tool geometry for better hole quality and tool life. In this study the tool wear and hole quality were analysed by experimental analysis using three modified twist drills and online tool condition monitoring using Acoustics Emission (AE) sensor. Helix angle and point angle influence tool performance and cutting force. It was found that a tool geometry (TG1) with high helix angle of 35°with low point angle 130° results in reduction in thrust force of 150-500 N range but the TG2 also perform almost similar to TG1, but when compared with the AErms voltage generated during drilling it was found that progressive rise in voltage in TG1 is less with respect to TG2 which can be attributed to tool life. In process wear monitoring was done using crest factor as monitoring index. AErms voltage were measured and correlated with the performance of the drills.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.3.573
|
kci_detailed_000104.xml
|
||
ART002116203
|
oai_dc
|
Structural response of composite concrete filled plastic tubes in compression
|
Structural response of composite concrete filled plastic tubes in compression
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Walter O. Oyawa(Jomo Kenyatta University of Agriculture and Technology); Naftary K. Gathimba(Jomo Kenyatta University of Agriculture); Geoffrey N. Mang’uriu(Jomo Kenyatta University of Agriculture)"
] |
Kenya has recently experienced worrying collapse of buildings during construction largely attributable to the poor quality of in-situ concrete and poor workmanship. The situation in the country is further compounded by rapid deterioration of infrastructure, hence necessitating the development of alternative structural systems such as concrete filled unplasticized poly vinyl chloride (UPVC) tubes as columns. The work herein adds on to the very limited and scanty work on use of UPVC tubes in construction. This study presents the findings of experimental and analytical work which investigated the structural response of composite concrete filled UPVC tubes under compressive load regime. UPVC pipes are cheaper than steel tubes and can be used as formwork during construction and thereafter as an integral part of column. Key variables in this study included the strength of infill concrete, the length to diameter ratio (L/D) of the plastic tube, as well as the diameter to thickness ratio (D/2t) of the plastic tube. Plastic tubes having varying diameters and heights were used to confine concrete of different strengths. Results obtained in the study clearly demonstrate the effectiveness of UPVC tubes as a confining medium for infill concrete, attributable to enhanced composite interaction between the UPVC tube and infill concrete medium. It was determined that compressive strength of the composite column specimens increased with increased concrete strength while the same decreased with increased column height, albeit by a small margin since all the columns considered were short columns. Most importantly, the experimental confined concrete strength increased significantly when compared to unconfined concrete strength; the strength increased between 1.18 to 3.65 times the unconfined strength. It was noted that lower strength infill concrete had the highest confined strength possibly due to enhanced composite interaction with the confining UPVC tube. The study further proposes an analytical model for the determination of confined strength of concrete.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.3.589
|
kci_detailed_000104.xml
|
||
ART002116204
|
oai_dc
|
Energy absorption characteristics of diamond core columns under axial crushing loads
|
Energy absorption characteristics of diamond core columns under axial crushing loads
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Nader Vahdat Azad(Yazd University); Saeed Ebrahimi(Yazd University)"
] |
The energy absorption characteristics of diamond core sandwich cylindrical columns under axial crushing process depend greatly on the amount of material which participates in the plastic deformation. Both the single-objective and multi-objective optimizations are performed for columns under axial crushing load with core thickness and helix pitch of the honeycomb core as design variables. Models are optimized by multi-objective particle swarm optimization (MOPSO) algorithm to achieve maximum specific energy absorption (SEA) capacity and minimum peak crushing force (PCF). Results show that optimization improves the energy absorption characteristics with constrained and unconstrained peak crashing load. Also, it is concluded that the aluminum tube has a better energy absorption capability rather than steel tube at a certain peak crushing force. The results justify that the interaction effects between the honeycomb and column walls greatly improve the energy absorption efficiency. A ranking technique for order preference (TOPSIS) is then used to sort the non-dominated solutions by the preference of decision makers. That is, a multi-criteria decision which consists of MOPSO and TOPSIS is presented to find out a compromise solution for decision makers. Furthermore, local and global sensitivity analyses are performed to assess the effect of design variable values on the SEA and PCF functions in design domain. Based on the sensitivity analysis results, it is concluded that for both models, the helix pitch of the honeycomb core has greater effect on the sensitivity of SEA, while, the core thickness has greater effect on the sensitivity of PCF.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.3.605
|
kci_detailed_000104.xml
|
||
ART002116196
|
oai_dc
|
Numerical studies of steel-concrete-steel sandwich walls with J-hook connectors subjected to axial loads
|
Numerical studies of steel-concrete-steel sandwich walls with J-hook connectors subjected to axial loads
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Zhenyu Huang(National University of Singapore); J.Y. Richard Liew(Nanjing Tech University)"
] |
Steel-concrete-steel (SCS) sandwich composite wall has been proposed for building and offshore constructions. An ultra-lightweight cement composite with density1380 kg/m<sup>3</sup> and compressive strength up to 60 MPa is used as core material and inter-locking J-hook connectors are welded on the steel face plates to achieve the composite action. This paper presents the numerical models using nonlinear finite element analysis to investigate the load displacement behavior of SCS sandwich walls subjected to axial compression. The results obtained from finite element analysis are verified against the test results to establish its accuracy in predicting load-displacement curves, maximum resistance and failure modes of the sandwich walls. The studies show that the inter-locking J-hook connectors are subjected to tension force due to the lateral expansion of cement composite core under compression. This signifies the important role of the interlocking effect of J-hook connectors in preventing tensile separation of the steel face plates so that the local buckling of steel face plates is prevented.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.3.461
|
kci_detailed_000104.xml
|
||
ART002116206
|
oai_dc
|
Seismic performances of steel reinforced concrete bridge piers
|
Seismic performances of steel reinforced concrete bridge piers
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Jiangdong Deng(Guangzhou University); Airong Liu(Guangzhou University); Qicai Yu(Guangzhou University); Guoxing Peng(Guangzhou University)"
] |
The quasi static test of the steel reinforced concrete (SRC) bridge piers and rigid frame arch bridge structure with SRC piers was conducted in the laboratory, and the seismic performance of SRC piers was compared with that of reinforced concrete (RC) bridge piers. In the test, the failure process, the failure mechanism, hysteretic curves, skeleton curves, ductility coefficient, stiffness degradation curves and the energy dissipation curves were analyzed. According to the M-Φ relationship of fiber section, the three-wire type theoretical skeleton curve of the lateral force and the pier top displacement was proposed, and the theoretical skeleton curves are well consistent with the experimental curves. Based on the theoretical model, the effects of the concrete strength, axial compression ratio, slenderness ratio, reinforcement ratio, and the stiffness ratio of arch to pier on the skeleton curve were analyzed.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.3.661
|
kci_detailed_000104.xml
|
||
ART002116197
|
oai_dc
|
Influence of seismic design rules on the robustness of steel moment resisting frames
|
Influence of seismic design rules on the robustness of steel moment resisting frames
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"David Cassiano(University of Coimbra); Mario D’Aniello(University of Coimbra); Carlos Rebelo(University of Coimbra); Raffaele Landolfo(University of Naples “Federico II”); Luís S. da Silva(University of Coimbra)"
] |
Seismic design criteria allow enhancing the structural ductility and controlling the damage distribution. Therefore, detailing rules and design requirements given by current seismic codes might be also beneficial to improve the structural robustness. In this paper a comprehensive parametric study devoted to quantifying the effectiveness of seismic detailing for steel Moment Resisting Frames (MRF) in limiting the progressive collapse under column loss scenarios is presented and discussed. The overall structural performance was analysed through nonlinear static and dynamic analyses. With this regard the following cases were examined: (i) MRF structures designed for wind actions according to Eurocode 1; (ii) MRF structures designed for seismic actions according to Eurocode 8. The investigated parameters were (i) the number of storeys; (ii) the interstorey height; (iii) the span length; (iv) the building plan layout; and (v) the column loss scenario. Results show that structures designed according to capacity design principles are less robust than wind designed ones, provided that the connections have the same capacity threshold in both cases. In addition, the numerical outcomes show that both the number of elements above the removed column and stiffness of beams are the key parameters in arresting progressive collapse.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.3.479
|
kci_detailed_000104.xml
|
||
ART002116207
|
oai_dc
|
Potential of adaptive neuro fuzzy inference system for evaluating the factors affecting steel-concrete composite beam's shear strength
|
Potential of adaptive neuro fuzzy inference system for evaluating the factors affecting steel-concrete composite beam's shear strength
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M. Safa(University of Malaya); M. Shariati(University of Malaya); Z. Ibrahim(University of Malaya); A. Toghroli(University of Malaya); Shahrizan Bin Baharom(National University of Malaysia); Norazman M. Nor(National Defence University of Malaysia); Dalibor Petković(University of Niš)"
] |
Structural design of a composite beam is influenced by two main factors, strength and ductility. For the design to be effective for a composite beam, say an RC slab and a steel I beam, the shear strength of the composite beam and ductility have to carefully estimate with the help of displacements between the two members. In this investigation the shear strengths of steel-concrete composite beams was analyzed based on the respective variable parameters. The methodology used by ANFIS (Adaptive Neuro Fuzzy Inference System) has been adopted for this purpose. The detection of the predominant factors affecting the shear strength steel-concrete composite beam was achieved by use of ANFIS process for variable selection. The results show that concrete compression strength has the highest influence on the shear strength capacity of composite beam.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.3.679
|
kci_detailed_000104.xml
|
||
ART002116198
|
oai_dc
|
Seismic analysis of steel structure with brace configuration using topology optimization
|
Seismic analysis of steel structure with brace configuration using topology optimization
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Shengfang Qiao(South China University of Technology); Kemin Zhou(Huaqiao University); Jing Ji(South China University of Technology); Xiaolei Han(South China University of Technology)"
] |
Seismic analysis for steel frame structure with brace configuration using topology optimization based on truss-like material model is studied. The initial design domain for topology optimization is determined according to original steel frame structure and filled with truss-like members. Hence the initial truss-like continuum is established. The densities and orientation of truss-like members at any point are taken as design variables in finite element analysis. The topology optimization problem of least-weight truss-like continuum with stress constraints is solved. The orientations and densities of members in truss-like continuum are optimized and updated by fully-stressed criterion in every iteration. The optimized truss-like continuum is founded after finite element analysis is finished. The optimal bracing system is established based on optimized truss-like continuum without numerical instability. Seismic performance for steel frame structures is derived using dynamic time-history analysis. A numerical example shows the advantage for frame structures with brace configuration using topology optimization in seismic performance.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.3.501
|
kci_detailed_000104.xml
|
||
ART002116199
|
oai_dc
|
Mechanical properties of material in Q345GJ-C thick steel plates
|
Mechanical properties of material in Q345GJ-C thick steel plates
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Na Yang(Beijing Jiaotong University); Chao Su(Hainanprovince Institute of Architectura); Xiao-Feng Wang(Beijing Jiaotong University); Fan Bai(Beijing Jiaotong University)"
] |
Thick steel plate is commonly found with mega steel structures but its properties have not been fully explored. Grade Q345GJ-C steel plate with thickness ranging from 60 mm to 120 mm are studied in this paper. Both the static and cyclic performance of material in different directions (horizontal and through-thickness directions) and locations (outer surface, 1/4 thickness and mid-depth) are experimentally obtained. The accumulative damage during cyclic loading is also calculated by using bilinear mixed hardening (BMH) constitutive relationship together with the Lemaitre's damage model. Results show that the static properties are better at the outer surface of thick steel plates than those at mid-depth. Properties in through-thickness direction are similar to those at mid-depth in the horizontal direction. The cyclic performance at different locations of a given plate is similar within the range of strain amplitude studied. However, when damage parameters identified from monotonic tensile tests are included in the numerical simulation of cyclic loading tests, damage is found accumulating faster at mid-depth than close to outer surface.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.3.517
|
kci_detailed_000104.xml
|
||
ART002116200
|
oai_dc
|
Study on mechanical performance of composite beam with innovative composite slabs
|
Study on mechanical performance of composite beam with innovative composite slabs
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Yunlong Yu(Xi’an University of Architecture & Technology); Yong Yang(Xi’an University of Architecture & Technology); Xianwei Zhou(Xi’an University of Architecture & Techn); Charles W. Roeder(University of Washington); Xudong Huo(Xi’an University of Architecture & Techn)"
] |
A new type of composite beam which consists of a wide flange steel shape beam and an innovative type of composite slab was introduced. The composite slab is composed of concrete slab and normal flat steel plates, which are connected by perfobond shear connectors (PBL shear connectors). This paper describes experiments of two large-scale specimens of that composite beam. Both specimens were loaded at two symmetric points for 4-point loading status, and mechanical behaviors under hogging and sagging bending moments were investigated respectively. During the experiments, the crack patterns, failure modes, failure mechanism and ultimate bending capacity of composite beam specimens were investigated, and the strains of concrete and flat steel plate as well as steel shapes were measured and recorded. As shown from the experimental results, composite actions were fully developed between the steel shape and the composite slab, this new type of composite beams was found to have good mechanical performance both under hogging and sagging bending moment with high bending capacity, substantial flexure rigidity and good ductility. It was further shown that the plane-section assumption was verified. Moreover, a design procedure including calculation methods of bending capacity of this new type of composite beam was studied and proposed based on the experimental results, and the calculation methods based on the plane-section assumption and plastic theories were also verified by comparisons of the calculated results and experimental results, which were agreed with each other.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.21.3.537
|
kci_detailed_000104.xml
|
||
ART002042168
|
oai_dc
|
Reliability-based assessment of American and European specifications for square CFT stub columns
|
Reliability-based assessment of American and European specifications for square CFT stub columns
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Zhao-Hui Lu(Central South University); Yan-gang Zhao(Central South University); Zhi-wu Yu(Central South University); Cheng Chen(San Francisco State University)"
] |
This paper presents a probabilistic investigation of American and European specifications (i.e., AISC and Eurocode 4) for square concrete-filled steel tubular (CFT) stub columns. The study is based on experimental results of 100 axially loaded square CFT stub columns from the literature. By comparing experimental results for ultimate loads with code-predicted column resistances, the uncertainty of resistance models is analyzed and it is found that the modeling uncertainty parameter can be described using random variables of lognormal distribution. Reliability analyses were then performed with/without considering the modeling uncertainty parameter and the safety level of the specifications is evaluated in terms of sufficient and uniform reliability criteria. Results show that: (1) The AISC design code provided slightly conservative results of square CFT stub columns with reliability indices larger than 3.25 and the uniformness of reliability indices is no better because of the quality of the resistance model; (2) The uniformness of reliability indices for the Eurocode 4 was better than that of AISC, but the reliability indices of columns designed following the Eurocode 4 were found to be quite below the target reliability level of Eurocode 4.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.19.4.811
|
kci_detailed_000104.xml
|
||
ART002042170
|
oai_dc
|
Static push-out test on steel and recycled tire rubber-filled concrete composite beams
|
Static push-out test on steel and recycled tire rubber-filled concrete composite beams
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Qinghua Han(Tianjin University); Ying Xing(Tianjin University); Jie Xu(Tianjin University); Zi-Lin Li(Tianjin Chengjian University)"
] |
Recycled tire rubber-filled concrete (RRFC) is employed into the steel-concrete composite structures due to its good ductility and crack resistance. Push-out tests were conducted to investigate the static behavior of steel and rubber-filled concrete composite beam with different rubber mixed concrete and studs. The results of the experimental investigations show that large studs lead a higher ultimate strength but worse ductility in normal concrete. Rubber particles in RRFC were shown to have little effect on shear strength when the compressive strength was equal to that of normal concrete, but can have a better ductility for studs in rubber-filled concrete. This improvement is more obvious for the composite beam with large stud to make good use of the high strength. Besides that the uplift of concrete slabs can be increased and the quantity and width of cracks can be reduced by RRFC efficiently. Based on the test result, a modified empirical equation of ultimate slip was proposed to take not only the compressive strength, but also the ductility of the concrete into consideration.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.19.4.843
|
kci_detailed_000104.xml
|
||
ART002042173
|
oai_dc
|
Lateral-torsional buckling steel beams with simultaneously tapered flanges and web
|
Lateral-torsional buckling steel beams with simultaneously tapered flanges and web
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Juliusz Kuś(Opole University of Technology)"
] |
A procedure for critical buckling moment of a tapered beam is proposed with the application of potential energy calculations using Ritz method. Respective solution allows to obtain critical moments initiating lateral buckling of the simply supported, modestly tapered steel I-beams. In particular, lateral-torsional buckling of beams with simultaneously tapered flanges and the web are considered. Detailed, numerical, parametric analyses are carried out. Typical engineering, uniformly distributed design loads are considered for three cases of the load, applied to the top flange, shear centre, as well as to the bottom flange. In addition simply supported beam under gradient moments is investigated. The parametric analysis of simultaneously tapered beam flanges and the web, demonstrates that tapering of flanges influences much more the critical moments than tapering of the web.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.19.4.897
|
kci_detailed_000104.xml
|
||
ART002042174
|
oai_dc
|
Numerical comparison of the seismic performance of steel rings in off-centre bracing system and diagonal bracing system
|
Numerical comparison of the seismic performance of steel rings in off-centre bracing system and diagonal bracing system
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Mohammad Bazzaz(Semnan University); Zahra Andalib(Semnan University); Ali Kheyroddin(Semnan University); Mohammad Ali Kafi(Semnan University)"
] |
During a seismic event, a considerable amount of energy is input into a structure. The law of energy conservation imposes the restriction that energy must either be absorbed or dissipated by the structure. Recent earthquakes have shown that the use of concentric bracing system with their low ductility and low energy dissipation capacity, causes permanent damage to structures during intense earthquakes. Hence, engineers are looking at bracing system with higher ductility, such as chevron and eccentric braces. However, braced frame would not be easily repaired if serious damage has occured during a strong earthquake. In order to solve this problem, a new bracing system an off-centre bracing system with higher ductility and higher energy dissipation capacity, is considered. In this paper, some numerical studies have been performed using ANSYS software on a frame with off-centre bracing system with optimum eccentricity and circular element created, called OBS_C_O model. In addition, other steel frame with diagonal bracing system and the same circular element is created, called DBS_C model. Furthermore, linear and nonlinear behavior of these steel frames are compared in order to introduce a new way of optimum performance for these dissipating elements. The obtained results revealed that using a ductile element or circular dissipater for increasing the ductility of off-centre bracing system and centric bracing system is useful. Finally, higher ductility and more energy dissipation led to more appropriate behavior in the OBS_C_O model compared to DBS_C model.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.19.4.917
|
kci_detailed_000104.xml
|
||
ART002042177
|
oai_dc
|
Predicting the axial load capacity of high-strength concrete filled steel tubular columns
|
Predicting the axial load capacity of high-strength concrete filled steel tubular columns
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Farhad Aslani(The University of New South Wales); Brian Uy(The University of New South Wales); Zhong Tao(Western Sydney University); Fidelis Mashiri(Western Sydney University)"
] |
The aim of this paper is to investigate the appropriateness of current codes of practice for predicting the axial load capacity of high-strength Concrete Filled Steel Tubular Columns (CFSTCs). Australian/New Zealand standards and other international codes of practice for composite bridges and buildings are currently being revised and will allow for the use of high-strength CFSTCs. It is therefore important to assess and modify the suitability of the section and ultimate buckling capacities models. For this purpose, available experimental results on high-strength composite columns have been assessed. The collected experimental results are compared with eight current codes of practice for rectangular CFSTCs and seven current codes of practice for circular CFSTCs. Furthermore, based on the statistical studies carried out, simplified relationships are developed to predict the section and ultimate buckling capacities of normal and high-strength short and slender rectangular and circular CFSTCs subjected to concentric loading.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.19.4.967
|
kci_detailed_000104.xml
|
||
ART002042180
|
oai_dc
|
Optimum design of composite steel frames with semi-rigid connections and column bases via genetic algorithm
|
Optimum design of composite steel frames with semi-rigid connections and column bases via genetic algorithm
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Musa Artar(Bayburt University); Ayşe T. Daloğlu(Karadeniz Technical University)"
] |
A genetic algorithm-based minimum weight design method is presented for steel frames containing composite beams, semi-rigid connections and column bases. Genetic Algorithms carry out optimum steel frames by selecting suitable profile sections from a specified list including 128 W sections taken from American Institute of Steel Construction (AISC). The displacement and stress constraints obeying AISC Allowable Stress Design (ASD) specification and geometric (size) constraints are incorporated in the optimization process. Optimum designs of three different plane frames with semi-rigid beam-to-column and column-to-base plate connections are carried out first without considering concrete slab effects on floor beams in finite element analyses. The same optimization procedures are then repeated for the case of frames with composite beams. A program is coded in MATLAB for all optimization procedures. Results obtained from the examples show the applicability and robustness of the method. Moreover, it is proved that consideration of the contribution of concrete on the behavior of the floor beams enables a lighter and more economical design for steel frames with semi-rigid connections and column bases.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.19.4.1035
|
kci_detailed_000104.xml
|
||
ART002042167
|
oai_dc
|
Studies into a high performance composite connection for high-rise buildings
|
Studies into a high performance composite connection for high-rise buildings
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"A.J. Wang(CapitaLand Management Co.); G.B. Lou(Tongji University)"
] |
This paper presents experimental and numerical studies into the structural behavior of a high performance corbel type composite connection adopted in Raffles City of Hangzhou, China. Physical tests under both monotonic and quasi-static cyclic loads were conducted to investigate the load carrying capacities and deformation characteristics of this new type of composite connection. A variety of structural responses are examined in detail, including load-deformation characteristics, the development of sectional direct and shear strains, and the history of cumulative plastic deformation and energy. A three-dimensional finite element model built up with solid elements was also proposed for the verification against test results. The studies demonstrate the high rigidity, strength and rotation capacities of the corbel type composite connections, and give detailed structural understanding for engineering design and practice. Structural engineers are encouraged to adopt the proposed corbel type composite connections in mega high-rise buildings to achieve an economical and buildable and architectural friendly engineering solution.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.19.4.789
|
kci_detailed_000104.xml
|
||
ART002042169
|
oai_dc
|
Analytical solution for bending analysis of functionally graded beam
|
Analytical solution for bending analysis of functionally graded beam
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Benoumrane Sallai(Université de Sidi Bel Abbes); Lazreg Hadji(Université de Sidi Bel Abbes); T. Hassaine Daouadji(Université de Sidi Bel Abbes); E. A. Adda Bedia(Université de Sidi Bel Abbes)"
] |
In this paper, a refined exponential shear deformation beam theory is developed for bending analysis of functionally graded beams. The theory account for parabolic variation of transverse shear strain through the depth of the beam and satisfies the zero traction boundary conditions on the surfaces of the beam without using shear correction factors. Contrary to the others refined theories elaborated, where the stretching effect is neglected, in the current investigation this so-called "stretching effect" is taken into consideration. The material properties of the functionally graded beam are assumed to vary according to power law distribution of the volume fraction of the constituents. Based on the present shear deformation beam theory, the equilibrium equations are derived from the principle of virtual displacements. Analytical solutions for static are obtained. Numerical examples are presented to verify the accuracy of the present theory.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.19.4.829
|
kci_detailed_000104.xml
|
||
ART002042171
|
oai_dc
|
Elastic-plastic formulation for concrete encased sections interaction diagram tracing
|
Elastic-plastic formulation for concrete encased sections interaction diagram tracing
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Ernesto Fenollosa(Polytechnic University of Valencia); Enrique Gil(Polytechnic University of Valencia); Ivan Cabrera(Polytechnic University of Valencia); Jose Vercher(Polytechnic University of Valencia)"
] |
Composite sections design consists on checking that the point defined by axial load and bending moment keeps included within the surface enclosed by the section interaction curve. Eurocode 4 suggests a method for tracing this diagram based on the plastic stress distribution method. However curves obtained according to this criterion overvalue concrete encased sections bearing capacity, especially when axial force comes with high bending moment values, so a correction factor is required. This article proposes a method for tracing this diagram based on the strain compatibility method. When stresses on the section are integrated by considering the Navier hypothesis, the use of the materials nonlinear constitutive equations provides curves much more adjusted to reality. This process requires the use of rather complex software which might reveal as too complex for practitioners. Preserving the same criteria of an elastic-plastic stress distribution, this article presents alternative expressions to obtain the failure internal forces in five significant points of the interaction diagram having considered five different positions of the neutral axis. These expressions are simply enough for their practical application. Concordance of curves traced strictly relying on these five points with those obtained by computer assisted stress integration considering the strain compatibility method and even with Eurocode 4 weighted curves will be presented for three different cross-sections and two different concrete strengths, revealing very good results.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.19.4.861
|
kci_detailed_000104.xml
|
||
ART002042172
|
oai_dc
|
Experimental and numerical study of one-sided branch plate-to-circular hollow section connections
|
Experimental and numerical study of one-sided branch plate-to-circular hollow section connections
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M.M. Hassan(Cairo University); H. Ramadan(Cairo University); M. Abdel-Mooty(Cairo University); S.A. Mourad(Cairo University)"
] |
Connections to circular hollow steel sections (CHS) are considered one of the most complex and time consuming connections in steel construction. Such connections are usually composed of gusset plates welded to the outside of the steel tube or penetrating the steel tube. Design guides, accounting for the effect of connection configuration on the strength of the connection, are not present. This study aims to investigate, through experimental testing and a parametric study, the influence of connection configuration on the strength of one sided branch plate-to-CHS members. A notable effect was observed on the behavior of the connections due to its detailing changes with respect to capacity, failure mode, ductility, and stress distribution. A parametric study is performed using the calibrated analytical model to include a wider range of parameters. The study involves 26 numerical analyses of finite element models including parameters of the diameter-to-thickness (<I>D/t</I>) ratio, length of gusset plate, and connection configuration. Accordingly, a modification to the formulas provided by the current design recommendations was suggested to include connection configuration effects for the one sided branch plate-to-CHS members.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.19.4.877
|
kci_detailed_000104.xml
|
||
ART002042175
|
oai_dc
|
Brass fillers in friction composite materials: tribological and brake squeal characterization for suitable effect evaluation
|
Brass fillers in friction composite materials: tribological and brake squeal characterization for suitable effect evaluation
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Mohamed Kchaou(University of Sfax); Riadh Elleuch(University of Sfax); Amira Sellami(University of Sfax); Abd. Rahim Abu Bakar(Universiti Teknologi Malaysia); Ahmad Razimi Mat Lazim(Universiti Teknologi Malaysia); Senthil Kumar(P.A. College of Engineering and Technolo)"
] |
In this paper, brake pad performance of two organic matrix composites namely, Sample 1 (contains no brass filler) and Sample 2 (contains 1.5% brass filler), is studied based on tribological and squeal noise behavior. In the first stage, a pin-on-disc tribometer is used to evaluate the frictional behavior of the two pads. On the following stage, these pads are tested on squeal noise occurrence using a drag-type brake dynamometer. From the two type of tests, the results show that; (i) brass fillers play a dual role; firstly as reinforcing element of the brake pad providing primary contact sites, and secondly as solid lubricant by contributing to the formation of a layer of granular material providing velocity accommodation between the pad and the disc; (ii) brass fillers contribute to friction force stabilization and smooth sliding behavior; (iii) the presence of small weight quantity of brass filler strongly contributes to squeal occurrences; (iv) there is close correlation between pin-on-disc tribometer and brake dynamometer tests in terms of tribological aspect.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.19.4.939
|
kci_detailed_000104.xml
|
||
ART002042178
|
oai_dc
|
Design optimization of spot welded structures to attain maximum strength
|
Design optimization of spot welded structures to attain maximum strength
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Ahmet H. Ertas(Karabuk University)"
] |
This study presents design optimization of spot welded structures to attain maximum strength by using the Nelder-Mead (Simplex) method. It is the main idea of the algorithm that the simulation run is executed several times to satisfy predefined convergence criteria and every run uses the starting points of the previous configurations. The material and size of the sheet plates are the pre-assigned parameters which do not change in the optimization cycle. Locations of the spot welds, on the other hand, are chosen to be design variables. In order to calculate the objective function, which is the maximum equivalent stress, ANSYS, general purpose finite element analysis software, is used. To obtain global optimum locations of spot welds a methodology is proposed by modifying the Nelder-Mead (Simplex) method. The procedure is applied to a number of representative problems to demonstrate the validity and effectiveness of the proposed method. It is shown that it is possible to obtain the global optimum values without stacking local minimum ones by using proposed methodology.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.19.4.995
|
kci_detailed_000104.xml
|
||
ART002042176
|
oai_dc
|
Carbonation depth in 57 years old concrete structures
|
Carbonation depth in 57 years old concrete structures
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Ronaldo A. Medeiros-Junior(Federal University of Parana (UFPR)); Maryangela G. Lima(Aeronautics Institute of Technology (ITA); Ricardo Yazigi(Aeronautics Institute of Technology (ITA); Marcelo H.F. Medeiros(Federal University of Parana (UFPR))"
] |
Carbonation depth was verified in 40 points of two 57 years old concrete viaducts. Field testing (phenolphthalein spraying) was performed on the structures. Data obtained were statistically analyzed by the Kolmogrov-Smirnov's test, one-way analysis of variance (ANOVA's test), and Fisher's method. The results revealed significant differences between maximum carbonation depths of different elements of the same concrete structure. Significant differences were also found in the carbonation of different concrete structures inserted in the same macroclimate. Microclimatic factors such as temperature and local humidity, sunshine, wind, wetting and drying cycles, among others, may have been responsible by the behavior of carbonation in concrete.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.19.4.953
|
kci_detailed_000104.xml
|
||
ART002042179
|
oai_dc
|
Nonlinear flexural analysis of laminated composite flat panel under hygro-thermo-mechanical loading
|
Nonlinear flexural analysis of laminated composite flat panel under hygro-thermo-mechanical loading
|
{
"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); Trupti R. Mahapatra(KIIT University)"
] |
In this article, large amplitude bending behaviour of laminated composite flat panel under combined effect of moisture, temperature and mechanical loading is investigated. The laminated composite panel model has been developed mathematically by introducing the geometrical nonlinearity in Green-Lagrange sense in the framework of higher-order shear deformation theory. The present study includes the degraded composite material properties at elevated temperature and moisture concentration. In order to achieve any general case, all the nonlinear higher order terms have been included in the present formulation and the material property variations are introduced through the micromechanical model. The nonlinear governing equation is obtained using the variational principle and discretised using finite element steps. The convergence behaviour of the present numerical model has been checked. The present proposed model has been validated by comparing the responses with those available published results. Some new numerical examples have been solved to show the effect of various parameters on the bending behaviour of laminated composite flat panel under hygro-thermo-mechanical loading.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2015.19.4.1011
|
kci_detailed_000104.xml
|
||
ART002153778
|
oai_dc
|
Nonlinear finite element modeling of steel-sheathed cold-formed steel shear walls
|
Nonlinear finite element modeling of steel-sheathed cold-formed steel shear walls
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Shahin Borzoo(University of Tehran); Seyed Rasoul Mir Ghaderi(University of Tehran); Saeed Mohebi(University of Tehran); Ali Rahimzadeh(University of Tehran)"
] |
Cold formed steel shear panel is one of the main components to bearing lateral load in low and mid-rise cold formed steel structures. This paper uses finite element analysis to evaluate the stiffness, strength and failure mode at cold formed steel shear panels whit steel sheathing and nonlinear connections that are under monotonic loading. Two finite element models based on two experimental model whit different failure modes is constructed and verified. It includes analytical studies that investigate the effects of studs and steel sheathing thickness changes, fasteners spacing at panel edges, one or two sides steel sheathing and height-width ratio of wall on the lateral load capacity. Dominant failure modes include buckling of steel sheet, local buckling in boundary studs and sheet unzipping in the bottom half of the wall.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.22.1.079
|
kci_detailed_000104.xml
|
||
ART002153779
|
oai_dc
|
Thermal post-buckling behavior of imperfect temperature-dependent sandwich FGM plates resting on Pasternak elastic foundation
|
Thermal post-buckling behavior of imperfect temperature-dependent sandwich FGM plates resting on Pasternak elastic foundation
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Abdelouahed Tounsi(University of Sidi Bel Abbes); Merbouha Barka(University of Sidi Bel Abbes); Kouider Halim Benrahou(University of Sidi Bel Abbes); Ahmed Bakora(University of Sidi Bel Abbes)"
] |
In this paper, post-buckling behavior of sandwich plates with functionally graded (FG) face sheets under uniform temperature rise loading is examined based on both sinusoidal shear deformation theory and stress function. It is supposed that the sandwich plate is in contact with an elastic foundation during deformation, which acts in both compression and tension. Thermo-elastic non-homogeneous properties of FG layers change smoothly by the variation of power law within the thickness, and temperature dependency of material constituents is considered in the formulation. In the present development, Von Karman nonlinearity and initial geometrical imperfection of sandwich plate are also taken into account. By employing Galerkin method, analytical solutions of thermal buckling and postbuckling equilibrium paths for simply supported plates are determined. Numerical examples presented in the present study discuss the effects of gradient index, sandwich plate geometry, geometrical imperfection, temperature dependency, and the elastic foundation parameters.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.22.1.091
|
kci_detailed_000104.xml
|
||
ART002153780
|
oai_dc
|
Seismic response of 3D steel buildings with hybrid connections: PRC and FRC
|
Seismic response of 3D steel buildings with hybrid connections: PRC and FRC
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Alfredo Reyes-Salazar(Universidad Autónoma de Sinaloa); Jesús Alberto Cervantes-Lugo(Universidad Autónoma de Sinaloa); Arturo López-Barraza(Universidad Autónoma de Sinaloa); Edén Bojórquez(Universidad Autónoma de Sinaloa); Juan Bojorquez(Universidad Autónoma de Sinaloa)"
] |
The nonlinear seismic responses of steel buildings with perimeter moment resisting frames (PMRF) and interior gravity frames (IGF) are estimated, modeling the interior connections first as perfectly pinned (PPC), and then as partially restrained (PRC). Two 3D steel building models, twenty strong motions and three levels of the PRC rigidity, which are represented by the Richard Model and the Beam Line Theory, are considered. The RUAUMOKO Computer Program is used for the required time history nonlinear dynamic analysis. The responses can be significantly reduced when interior connections are considered as PRC, confirming what observed in experimental investigations. The reduction significantly varies with the strong motion, story, model, structural deformation, response parameter, and location of the structural element. The reduction is larger for global than for local response parameters; average reductions larger than 30% are observed for shears and displacements while they are about 20% for bending moments. The reduction is much larger for medium- than for low-rise buildings indicating a considerable influence of the structural complexity. It can be concluded that, the effect of the dissipated energy at PRC should not be neglected. Even for connections with relative small stiffness, which are usually idealized as PPC, the reduction can be significant. Thus, PRC can be used at IGF of steel buildings with PMRF to get more economical construction, to reduce the seismic response and to make steel building more seismic load tolerant. Much more research is needed to consider other aspects of the problem to reach more general conclusions.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.22.1.113
|
kci_detailed_000104.xml
|
||
ART002153773
|
oai_dc
|
Dynamic numerical analysis of single-support modular bridge expansion joints
|
Dynamic numerical analysis of single-support modular bridge expansion joints
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Wancheng Yuan(Tongji University); Xinzhe Yuan(Tongji University); Ruiqi Li(Tongji University); Jian’guo Wang(Tongji University)"
] |
Severe fatigue and noise problems of modular bridge expansion joints (MBEJs) are often induced by vehicle loads. However, the dynamic characteristics of single-support MBEJs have yet to be further investigated. To better understand the vibration mechanism of single-support MBEJs under vehicle loads, a 3D finite element model of single-support MBEJ with five center beams is built. Successive vehicle loads are given out and the vertical dynamic responses of each center beams are analyzed under the successive loads. Dynamic amplification factors (DAFs) are also calculated along with increasing vehicle velocities from 20 km/h to 120 km/h with an interval 20 km/h. The research reveals the vibration mechanism of the single-support MBEJs considering coupled center beam resonance, which shows that dynamic responses of a given center beam will be influenced by the neighboring center beams due to their rebound after the vehicle wheels depart. Maximal DAF 1.5 appears at 120 km/h on the second center beam. The research results can be utilized for reference in the design, operation and maintenance of singlesupport MBEJs.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.22.1.001
|
kci_detailed_000104.xml
|
||
ART002153781
|
oai_dc
|
Rotation capacity of composite beam connected to RHS column, experimental test results
|
Rotation capacity of composite beam connected to RHS column, experimental test results
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Hisashi Namba(Kobe University); Mohammadreza Eslami(Kobe University)"
] |
Commonly in steel frames, steel beam and concrete slab are connected together by shear keys to work as a unit member which is called composite beam. When a composite beam is subjected to positive bending, flexural strength and stiffness of the beam can be increased due to "composite action". At the same time despite these advantages, composite action increases the strain at the beam bottom flange and it might affect beam plastic rotation capacity. This paper presents results of study on the rotation capacity of composite beam connected to Rectangular Hollow Section (RHS) column in the steel moment resisting frame buildings. Due to out-of-plane deformation of column flange, moment transfer efficiency of web connection is reduced and this results in reduction of beam plastic rotation capacity. In order to investigate the effects of width-to-thickness ratio (<i>B</i>/<i>t</i>) of RHS column on the rotation capacity of composite beam, cyclic loading tests were conducted on three full scale beam-to-column subassemblies. Detailed study on the different steel beam damages and concrete slab damages are presented. Experimental data showed the importance of this parameter of RHS column on the seismic behavior of composite beams. It is found that occurrence of severe concrete bearing crush at the face of RHS column of specimen with smaller width-to-thickness ratio resulted in considerable reduction on the rate of strain increase in the bottom flange. This behavior resulted in considerable improvement of rotation capacity of this specimen compared with composite and even bare steel beam connected to the RHS column with larger width-to-thickness ratio.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.22.1.141
|
kci_detailed_000104.xml
|
||
ART002153782
|
oai_dc
|
A state space meshless method for the 3D analysis of FGM axisymmetric circular plates
|
A state space meshless method for the 3D analysis of FGM axisymmetric circular plates
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Chih-Ping Wu(National Cheng Kung University); Yan-Cheng Liu(National Cheng Kung University)"
] |
A state space differential reproducing kernel (DRK) method is developed for the three-dimensional (3D) analysis of functionally graded material (FGM) axisymmetric circular plates with simply-supported and clamped edges. The strong formulation of this 3D elasticity axisymmetric problem is derived on the basis of the Reissner mixed variational theorem (RMVT), which consists of the Euler-Lagrange equations of this problem and its associated boundary conditions. The primary field variables are naturally independent of the circumferential coordinate, then interpolated in the radial coordinate using the early proposed DRK interpolation functions, and finally the state space equations of this problem are obtained, which represent a system of ordinary differential equations in the thickness coordinate. The state space DRK solutions can then be obtained by means of the transfer matrix method. The accuracy and convergence of this method are examined by comparing their solutions with the accurate ones available in the literature.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.22.1.161
|
kci_detailed_000104.xml
|
||
ART002153774
|
oai_dc
|
Effect of fiber content on flexural properties of fishnet/GFRP hybrid composites
|
Effect of fiber content on flexural properties of fishnet/GFRP hybrid composites
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"F. Michael Raj(Stella Mary’s College of Engineering); V.A. Nagarajan(University College of Engineering Nagerc); S. Sahaya Elsi(University College of Engineering Nagerc); R.S. Jayaram(University College of Engineering Nagerc)"
] |
In the present paper, glass fibers are substituted partially with monofilament fishnet and polyester matrix for making the composites. The composite specimens were prepared in accordance with ASTM for analyzing the flexural strength and dynamic mechanical properties. Furthermore, machinability revealed the interaction of glass fiber and partial substituted monofilament fishnet fiber with the matrix. Fiber pullouts on the fractured specimen during the physical testing of the composites are also investigated by COSLAB microscope. The results reveal that the fishnet based composites have appreciably higher flexural properties. Furthermore, the glass fiber, woven roving and fishnet composite has more storage modulus and significant mechanical damping. The composite specimens were fabricated by hand lay-up method. Hence, these composites are the possible applications to develop the value added products. The results of this study are presented.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.22.1.013
|
kci_detailed_000104.xml
|
||
ART002153783
|
oai_dc
|
Effect of stiffeners on failure analyses of optimally designed perforated steel beams
|
Effect of stiffeners on failure analyses of optimally designed perforated steel beams
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Ferhat Erdal(Akdeniz University)"
] |
Perforated steel beams can be optimised by increased beam depth and the moment of inertia combined with a reduced web thickness, favouring the use of original I-section beams. The designers are often confronted with situations where optimisation cannot be carried out effectively, taking account of the buckling risk at web posts, moment-shear transfers and local plastic deformations on the transverse holes of the openings. The purpose of this study is to suggest solutions for reducing these failure risks of tested optimal designed beams under applying loads in a self-reacting frame. The design method for the beams is the hunting search optimisation technique, and the design constraints are implemented from BS 5950 provisions. Therefore, I have aimed to explore the strengthening effects of reinforced openings with ring stiffeners, welded vertical simple plates on the web posts and horizontal plates around the openings on the ultimate load carrying capacities of optimally designed perforated steel beams. Test results have shown that compared to lateral stiffeners, ring and vertical stiffeners significantly increase the loadcarrying capacity of perforated steel beams.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.22.1.183
|
kci_detailed_000104.xml
|
||
ART002153775
|
oai_dc
|
An investigation of anchorage to the edge of steel plates bonded to RC structures
|
An investigation of anchorage to the edge of steel plates bonded to RC structures
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M. Sonmez(Aksaray University); M.E. Kara(Aksaray University); F.K. Firat(Aksaray University); T. Karabork(Aksaray University)"
] |
This paper presents the results of an experimental study investigating the effects of anchorage systems used in externally bonded steel plates on the strength and ductility of reinforced concrete structures. In the literature, diagonal steel plates bonded to frames were designed to be more flexible than the connections to eliminate the possible effect of the connection flexibility. However, to better evaluate the performance of the strengthened structures, the strength and behavior of connections should also be considered. The purpose of this study was to experimentally investigate the effects of different connection types of steel plates bonded to the frame using anchors on the strengthened RC structures. For this purpose, eleven specimens were designed to simulate the interior and exterior connection behavior. Two of these were used as the control beams and remaining nine for the investigation of the functionality of the end steel plates. Experimental results show that the load carrying capacity of the strengthened beams is directly related to the connection types of the steel plates. For the interior connections, L-shaped end plates that were strengthened using steel anchors must have adequate stiffness to prevent its shape. While, for the exterior connections, the connection with three anchors carried more load than the other exterior connections.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.22.1.0125
|
kci_detailed_000104.xml
|
||
ART002153784
|
oai_dc
|
Stress concentration factors test of reinforced concrete-filled tubular Y-joints under in-plane bending
|
Stress concentration factors test of reinforced concrete-filled tubular Y-joints under in-plane bending
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Chao Yang(Xi’an University of Architecture and Technology); Jun-fen Yang(Xi’an University of Architecture and Tec); Mingzhou Su(Xi’an University of Architecture and Tec); Ming Lian(Xi’an University of Architecture and Technology)"
] |
To study the stress concentration factors (SCFs) of concrete-filled tubular Y-joints subject to in-plane bending, experiments were used to investigate the hot spot stress distribution along the intersection between chord and brace. Three concrete-filled tubular chords forming Y-joints were tested with different reinforcing components, including doubler-plate, sleeve, and haunch-plate reinforcement. In addition, an unreinforced joint was also tested for comparison. Test results indicate that the three different forms of reinforcement effectively reduce the peak SCFs compared with the unreinforced joint. The current research suggests that the linear extrapolation method can be used for chords, whereas the quadratic extrapolation method must be used for braces. The SCF is effectively reduced and more evenly distributed when the value of the axial compression ratio in the chord is increased. Furthermore, the SCFs obtained from the test results were compared to predictions from some well-established SCF equations. Generally, the predictions from those equations are very consistent for braces, but very conservative for concretefilled chords.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.22.1.203
|
kci_detailed_000104.xml
|
||
ART002153776
|
oai_dc
|
Research on anti-seismic property of new end plate bolt connections - Wave web girder-column joint
|
Research on anti-seismic property of new end plate bolt connections - Wave web girder-column joint
|
{
"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); Lei Yan(Xi’an University of Architecture and Tec); Chun Han(Xi’an University of Architecture and Tec); Wei Lu(Xi’an University of Architecture and Tec); Weishan Jiang(Xi’an University of Architecture and Tec)"
] |
The domestic and foreign scholars conducted many studies on mechanical properties of wave web steel beam and high-strength spiral stirrups confined concrete columns. Based on the previous research work, studies were conducted on the anti-seismic property of the end plate bolt connected wave web steel beam and high-strength spiral stirrups confined concrete column nodes applied with pre-tightening force. Four full-size node test models in two groups were designed for low-cycle repeated loading quasi-static test. Through observation of the stress, distortion, failure process and failure mode of node models, analysis was made on its load-carrying capacity, deformation performance and energy dissipation capacity, and the reliability of the new node was verified. The results showed that: under action of the beam-end stiffener, the plastic hinges on the end of wave web steel beam are displaced outward and played its role of energy dissipation capacity. The study results provided reliable theoretical basis for the engineering application of the new types of nodes.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.22.1.045
|
kci_detailed_000104.xml
|
||
ART002153777
|
oai_dc
|
Stress-transfer in concrete encased and filled tube square columns employed in top-down construction
|
Stress-transfer in concrete encased and filled tube square columns employed in top-down construction
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"최성모(서울시립대학교); 김선희(서울시립대학교); 염경수(서울시립대학교)"
] |
Top-down construction is a construction technique in which pit excavation and structure construction are conducted simultaneously. Reducing construction time and minimizing noise and vibration which affect neighboring structures, the technique is widely employed in constructing downtown structures. While H-steel columns have been commonly used as core columns, concrete filled steel tube (CFT) columns are at the center of attention because the latter have less axial directionality and greater cross-sectional efficiency than the former. When compared with circular CFT columns, square CFT columns are more easily connected to the floor structure and the area of percussion rotary drilling (PRD) is smaller. For this reason, square CFT columns are used as core columns of concrete encased and filled square (CET) columns in underground floors. However, studies on the structural behavior and concrete stress transfer of CET columns have not been conducted. Since concrete is cast according to construction sequence, checking the stress of concrete inside the core columns and the stress of covering concrete is essential. This paper presents the results of structural tests and analyses conducted to evaluate the usability and safety of CET columns in top-down construction where CFT columns are used as core columns. Parameters in the tests are loading condition, concrete strength and covering depth. The compressive load capacity and failure behavior of specimens are evaluated. In addition, 2 cases of field application of CET columns in underground floors are analyzed.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2016.22.1.063
|
kci_detailed_000104.xml
|
||
ART001745140
|
oai_dc
|
Behavior of FRP bonded to steel under freeze thaw cycles
|
Behavior of FRP bonded to steel under freeze thaw cycles
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Vahab Toufigh(Tucson, Arizona, USA); Vahid Toufigh(Tucson, Arizona, USA); Hamid Saadatmanesh(Tucson, Arizona, USA)"
] |
Fiber reinforced polymers (FRP) materials are increasingly being used for strengthening and repair of steel structures. An issue that concerns engineers in steel members which are retrofitted with FRP is stress experienced due to temperature changes. The changing temperature affects the interface bond between the FRP and Steel. This research focused on the effects of cyclical thermal loadings on the interface properties of FRP bounded to steel members. Over fifty tests were conducted to investigate the thermal effects on bonding between FRP and steel, which were cycled from temperature of -11°C (12°F) to 60°C (140°F) for 21-36 days. This investigation consisted of two test protocols, 1) the tensile test of epoxy resin, tack coat, FRP and FRP-steel plate, 2) tensile test of each FRP compound and FRP with steel after going through thermal cyclic loading. This investigation reveals an extensive reduction in the composite’s strength.
|
토목공학
| null |
kci_detailed_000104.xml
|
|||
ART001745132
|
oai_dc
|
Nonlinear P-Δ analysis of steel frames with semi-rigid connections
|
Nonlinear P-Δ analysis of steel frames with semi-rigid connections
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Hamid R. Valipour(The University of New South Wales); Mark A. Bradford(The University of New South Wales)"
] |
This paper presents the formulation for a novel force-based 1-D compound-element that captures both material and second order P-Δ nonlinearities in steel frames. At the nodal points, the element is attached to nonlinear rotational and a translational springs which represent the flexural and axial stiffness of the connections respectively. By decomposing the total strain in the material as well as the generalised displacements of the flexible connections to their elastic and inelastic components, a secant solution strategy based on a direct iterative scheme is introduced and the corresponding solution strategy is outlined. The strain and slope of the deformed element are assumed to be small; however the equilibrium equations are satisfied for the deformed element taking account of P-Δ effects. The formulation accuracy and efficiency is verified by some numerical examples on the nonlinear static, cyclic and dynamic analysis of steel frames.
|
토목공학
| null |
kci_detailed_000104.xml
|
|||
ART001745154
|
oai_dc
|
On the large amplitude free vibrations of axially loaded Euler-Bernoulli beams
|
On the large amplitude free vibrations of axially loaded Euler-Bernoulli beams
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Mahmoud Bayat(Islamic Azad University); Iman Pakar(Islamic Azad University); Mahdi Bayat(Islamic Azad University)"
] |
In this paper Hamiltonian Approach (HA) have been used to analysis the nonlinear free vibration of Simply-Supported (S-S) and for the Clamped-Clamped (C-C) Euler-Bernoulli beams fixed at one end subjected to the axial loads. First we used Galerkin’s method to obtain an ordinary differential equation from the governing nonlinear partial differential equation. The effect of different parameter such as variation of amplitude to the obtained on the non-linear frequency is considered. Comparison of HA with Runge-Kutta 4th leads to highly accurate solutions. It is predicted that Hamiltonian Approach can be applied easily for nonlinear problems in engineering.
|
토목공학
| null |
kci_detailed_000104.xml
|
|||
ART001745146
|
oai_dc
|
Parametric study using finite element simulation for low cycle fatigue behavior of end plate moment connection
|
Parametric study using finite element simulation for low cycle fatigue behavior of end plate moment connection
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Chemin Lim(Shell International Exploration and Production Inc.); 최원창(North Carolina A & T State Univ.); Emmett A. Sumner(North Carolina State University)"
] |
The prediction of the low cycle fatigue (LCF) life of beam-column connections requires an LCF model that is developed using specific geometric information. The beam-column connection has several geometric variables, and changes in these variables must be taken into account to ensure sufficient robustness of the design. Previous research has verified that the finite element model (FEM) can be used to simulate LCF behavior at the end plate moment connection (EPMC). Three critical parameters, i.e., end plate thickness, beam flange thickness, and bolt distance, have been selected for this study to determine the geometric effects on LCF behavior. Seven FEMs for different geometries have been developed using these three critical parameters. The finite element analysis results have led to the development of a modified LCF model for the critical parameter groups.
|
토목공학
| null |
kci_detailed_000104.xml
|
|||
ART001745134
|
oai_dc
|
Numerical analysis of partially fire protected composite slabs
|
Numerical analysis of partially fire protected composite slabs
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"R. Zaharia(The Politehnica University of Timisoara); C. Vulcu(The Politehnica University of Timisoara); O. Vassart(ArcelorMittal, Esch/Alzette, Luxembourg); J.-M. Franssen(University of Liège, Belgium)"
] |
The paper presents a numerical investigation, done with the computer program SAFIR, in order to obtain simpler finite element models for representing the behaviour of the partially protected composite steel concrete slabs in fire situations, considering the membrane action. Appropriate understanding and modelling of the particular behaviour of composite slabs allows a safe approach, but also substantial savings on the thermal insulation that has to be applied on the underlying steel structure. The influence of some critical parameters on the behaviour and fire resistance of composite slabs such as the amount of reinforcing steel, the thickness of the slab and the edge conditions is al so highlighted. The results of the numerical analyses are compared with the results of three full scale fire tests on composite slabs that have been performed in recent years.
|
토목공학
| null |
kci_detailed_000104.xml
|
|||
ART001745160
|
oai_dc
|
Thermomechanical bending response of FGM thick plates resting on Winkler-Pasternak elastic foundations
|
Thermomechanical bending response of FGM thick plates resting on Winkler-Pasternak elastic foundations
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Bachir Bouderba(Université de Sidi Bel Abbes); Mohammed Sid Ahmed Houari(Université de Mascara); Abdelouahed Tounsi(Université de Sidi Bel Abbes)"
] |
The present work deals with the thermomechanical bending response of functionally graded plates resting on Winkler-Pasternak elastic foundations. Theoretical formulations are based on a recently developed refined trigonometric shear deformation theory (RTSDT). The theory accounts for trigonometric distribution of transverse shear stress, and satisfies the free transverse shear stress conditions on the top and bottom surfaces of the plate without using shear correction factor. Unlike the conventional trigonometric shear deformation theory, the present refined trigonometric shear deformation theory contains only four unknowns as against five in case of other shear deformation theories. The material properties of the functionally graded plates are assumed to vary continuously through the thickness, according to a simple power law distribution of the volume fraction of the constituents. The elastic foundation is modelled as twoparameter Pasternak foundation. The results of the shear deformation theories are compared together. Numerical examples cover the effects of the gradient index, plate aspect ratio, side-to-thickness ratio and elastic foundation parameters on the thermomechanical behavior of functionally graded plates. It can be concluded that the proposed theory is accurate and efficient in predicting the thermomechanical bending response of functionally graded plates.
|
토목공학
| null |
kci_detailed_000104.xml
|
|||
ART001794649
|
oai_dc
|
Stability condition for the evaluation of damage in three-point bending of a laminated composite
|
Stability condition for the evaluation of damage in three-point bending of a laminated composite
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Mokaddem Allel(U.S.T.O.); Alami Mohamed(U.S.T.O.); Boutaous Ahmed(U.S.T.O.)"
] |
The study of the tensile strength of composite materials is far more complex than analysis of the properties of elasticity and plasticity. Indeed, during mechanical loading, micro-cracks in the matrix, the fibers break, debonding of the interfaces are created. The failure process of composites is of great diversity and cannot be described if even we know: the strength criterion of each individual component, the state of stress and strain in the material, the propagation phenomena cracks in the structure and nature of the interface between the matrix and the reinforcement. This information is only partially known and the obtained by the analysis of a stress limit beyond which there is destruction of the material is almost impossible. To partially process the issue, a solution lies in a mesoscopic approach of seeking a law to locate the ultimate strength of the material for a plane stress state. Tests on rectangular plates in bending PEEK/APC2 and T300/914 three were made and this in order to validate our approach, the calculation has been implemented in a nonlinear finite element code (Castem 2000), in order to make comparison with the numerical results. The results show good agreement between numerical simulation and the two materials; however, it would be interesting to consider other phenomena in the criterion.
|
토목공학
| null |
kci_detailed_000104.xml
|
|||
ART001794646
|
oai_dc
|
Super convergent laminated composite beam element for lateral stability analysis
|
Super convergent laminated composite beam element for lateral stability analysis
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"김남일(세종대학교); 최동호(한양대학교)"
] |
The super convergent laminated composite beam element is newly derived for the lateral stability analysis. For this, a theoretical model of the laminated composite beams is developed based on the first-order shear deformation beam theory. The present laminated beam takes into account the transverse shear and the restrained warping induced shear deformation. The second-order coupling torque resulting from the geometric nonlinearity is rigorously derived. From the principle of minimum total potential energy, the stability equations and force-displacement relationships are derived and the explicit expressions for the displacement parameters are presented by applying the power series expansions of displacement components to simultaneous ordinary differential equations. Finally, the member stiffness matrix is determined using the force-displacement relationships. In order to show accuracy and superiority of the beam element developed by this study, the critical lateral buckling moments for bisymmetric and monosymmetric I-beams are presented and compared with other results available in the literature, the isoparametric beam elements, and shell elements from ABAQUS.
|
토목공학
| null |
kci_detailed_000104.xml
|
|||
ART001794653
|
oai_dc
|
Thermo-mechanical bending response with stretching effect of functionally graded sandwich plates using a novel shear deformation theory
|
Thermo-mechanical bending response with stretching effect of functionally graded sandwich plates using a novel shear deformation theory
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Hayat Saidi(Université de Sidi Bel Abbes); Abdelouahed Tounsi(Université de Sidi Bel Abbes); Mohammed Sid Ahmed Houari(Université de Sidi Bel Abbes); El Abbas Adda Bedia(Université de Sidi Bel Abbes)"
] |
This paper presents an analytical solution to the thermomechanical bending analysis of functionally graded sandwich plates by using a new hyperbolic shear deformation theory in which the stretching effect is included. The modulus of elasticity of plates is assumed to vary according to a power law distribution in terms of the volume fractions of the constituents. The core layer is still homogeneous and made of an isotropic ceramic material. The effects of functionally graded material (FGM) layer thickness, volume fraction index, layer thickness ratio, thickness ratio and aspect ratio on the deflections and stresses of functionally graded sandwich plates are investigated.
|
토목공학
| null |
kci_detailed_000104.xml
|
|||
ART001794640
|
oai_dc
|
Axial loading tests and load capacity prediction of slender SHS stub columns strengthened with carbon fiber reinforced polymers
|
Axial loading tests and load capacity prediction of slender SHS stub columns strengthened with carbon fiber reinforced polymers
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"박재우(가윤건설); 유정한(서울과학기술대학교)"
] |
This paper presents the experimental results of axially loaded stub columns of slender steelhollow square section (SHS) strengthened with carbon fiber reinforced polymers (CFRP) sheets. 9specimens were fabricated and the main parameters were: width-thickness ratio (b / t), the number of CFRPply, and the CFRP sheet orientation. From the tests, it was observed that two sides would typically buckleoutward and the other two sides would buckle inward. A maximum increase of 33% was achieved inaxial-load capacity when 3 layers of CFRP were used to wrap HSS columns of b / t = 100 transversely. Also,stiffness and ductility index (DI) were compared between un-retrofitted specimens and retrofitted specimens.
Finally, it was shown that the application of CFRP to slender sections delays local buckling andsubsequently results in significant increases in elastic buckling stress. In the last section, a prediction formulaof the ultimate strength developed using the experimental results is presented.
|
토목공학
| null |
kci_detailed_000104.xml
|
|||
ART001794645
|
oai_dc
|
Experimental research on the creep buckling of fire-resistant steel columns at elevated temperature
|
Experimental research on the creep buckling of fire-resistant steel columns at elevated temperature
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Kuo-Chen Yang(National Kaohsiung First University of Science and Technology); Zong-Han Yu(National Kaohsiung First University of Science and Technology)"
] |
The thermal creep is one of the major factors causing the buckle of steel columns in the fireevents. But, few related studies have been reported to evaluate the factors affecting the thermal creep of steelcolumn experimentally or numerically. In this study a series of Fire-resistant steel columns with threedifferent slenderness ratios under a sustained load are tested under a uniform temperature up to six hours inorder to evaluate the creep upon three selected factors, temperature, applied load, and column slenderness.
Based on experimental results, a proposed creep strain rate model is established as the function of a singleparameter of the load ratio of temperature LR(T) to determine the buckling time of steel column due to creep.
Furthermore it is found that the creep can be neglected when LR(T) is smaller than 0.77.
|
토목공학
| null |
kci_detailed_000104.xml
|
|||
ART001794643
|
oai_dc
|
The effect of process parameters on copper powder particle size and shape produced by electrolysis method
|
The effect of process parameters on copper powder particle size and shape produced by electrolysis method
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Mustafa Boz(Karabük University); Masood Hasheminiasari(Colorado School of Mines)"
] |
In this study, an electrolyzing device for the production of metal powders was designed and fabricated. The production of copper powders was performed using a variety of current densities, anode-cathode distances and power removal times. The effect of these parameters on powder particle size and shape was determined. Particle size was measured using a laser diffraction unit while the powder shape was determined by SEM. Experimental results show that an increase in current density leads to a decrease in powder particle size. In addition particle shape changed from globular dendritic to acicular dendritic with increasing the current density. Distance between the cathode and anode also showed a similar influence on powder particle size and shape. An increase in time of powder removal led to an increase in powder particle size, as the shape changed from acicular dendritic to globular dendritic.
|
토목공학
| null |
kci_detailed_000104.xml
|
|||
ART001850480
|
oai_dc
|
Analysis of dynamic behavior for truss cable structures
|
Analysis of dynamic behavior for truss cable structures
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Wen-Fu Zhang(Northeast Petroleum University,); Ying-Chun Liu(Northeast Petroleum University); Jing Ji(Northeast Petroleum University); Zhen-Chao Teng(Northeast Petroleum University)"
] |
Natural vibration of truss cable structures is analyzed based upon the general structural analysis software ANSYS, energy variational method and Rayleigh method, the calculated results of three methods are compared, from which the characteristics of free-vibration are obtained. Moreover, vertical seismic response analysis of truss cable structures is carried out via time-history method. Introducing three natural earthquake waves calculated the results including time-history curve of vertical maximal displacement, time-history curve of maximal internal force. Variation curve of maximal displacement of node along span, and variation curve of maximal internal force of member along span are presented. The results show the formulas of frequencies for truss cable structures obtained by energy variational method are of high accuracy. Furthermore, the maximal displacement and the maximal internal force occur near the 1/5 span point. These provide convenient and simple design method for practical engineering.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.16.2.117
|
kci_detailed_000104.xml
|
||
ART001850487
|
oai_dc
|
Numerical analysis of interface crack problem in composite plates jointed with composite patch
|
Numerical analysis of interface crack problem in composite plates jointed with composite patch
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Fatih Cetisli(Pamukkale University); Mete O. Kaman(Firat University)"
] |
Stress intensity factors are numerically investigated for interfacial edge crack between two dissimilar composite plates jointed with single side composite patch. Variation of stress intensity factor under Mode I loading condition is examined for different material models and fiber orientation angles of composite plates and patch. ANSYS 12.1 finite element analysis software is used to obtain displacements of crack surfaces in the numerical solution and repaired plates are modeled in three dimensions. Obtained results are presented in the form of graphs. It is found that fiber orientation angle of composites is an effective parameter on interfacial stress intensity factor.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.16.2.203
|
kci_detailed_000104.xml
|
||
ART001850490
|
oai_dc
|
Cyclic testing of steel column-tree moment connections with various beam splice lengths
|
Cyclic testing of steel column-tree moment connections with various beam splice lengths
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"이강민(충남대학교); Rui Li(Chungnam National University); Liuyi Chen(Chungnam National University); 오근영(충남대학교); 김강석(한국전력공사)"
] |
The purpose of this study was to evaluate the cyclic behavior of steel column-tree moment connections used in steel moment resisting frames. These connections are composed of shop-welded stub beam-to-column connection and field bolted beam-to-beam splice. In this study, the effects of beam splice length on the seismic performance of column-tree connections were experimentally investigated. The change of the beam splice location alters the bending moment and shear force at the splice, and this may affect the seismic performance of column-tree connections. Three full-scale test specimens of column-tree connections with the splice lengths of 900 mm, 1,100 mm, and 1,300 mm were fabricated and tested. The splice lengths were roughly 1/6, 1/7, 1/8 of the beam span length of 7,500 mm, respectively. The test results showed that all the specimens successfully developed ductile behavior without brittle fracture until 5% radians story drift angle. The maximum moment resisting capacity of the specimens showed little differences. The specimen with the splice length of 1,300 mm showed better bolt slip resistance than the other specimens due to the smallest bending moment at the beam splice.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.16.2.221
|
kci_detailed_000104.xml
|
||
ART001850486
|
oai_dc
|
Experimental study on through-beam connection system for concrete filled steel tube column-RC beam
|
Experimental study on through-beam connection system for concrete filled steel tube column-RC beam
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Chunyu Tian(China Academy of Building Research); Congzhen Xiao(China Academy of Building Research); Tao Chen(China Academy of Building Research); Xueyi Fu(China Construction Design International)"
] |
A new through-beam connection system for a concrete filled steel tube column to RC beam is proposed. In this connection, there are openings on the steel tube while the reinforced concrete beams are continuous in the joint zone. The moment and shear force at the beam ends can be transferred to column by continuous rebar and concrete. The weakening of the axial load and shear bearing capacity due to the opening of the steel tube can be compensated by strengthening steel tube at joint zone. Using this connection, construction of the joint can be made more convenient since welding and hole drilling in situ can be avoided. Axial compression and reversed cyclic loading tests on specimens were carried out to evaluate performance of the new beam-column connection. Load-deflection performance, typical failure modes, stress and strain distributions, and the energy dissipation capacity were obtained. The experimental results showed that the new connection have good bearing capacity, superior ductility and energy dissipation capacity by effectively strengthen the steel tube at joint zone. According to the test and analysis results, some suggestions were proposed to design method of this new connection.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.16.2.187
|
kci_detailed_000104.xml
|
||
ART001850482
|
oai_dc
|
Effect of seismic design level on safety against progressive collapse of concentrically braced frames
|
Effect of seismic design level on safety against progressive collapse of concentrically braced frames
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Farshad Hashemi Rezvani(The University of Queensland); Behrouz Asgarian(K.N.Toosi University of Technology)"
] |
In this research the effect of seismic design level as a practical approach for progressive collapse mitigation and reaching desired structural safety against it in seismically designed concentric braced frame buildings was investigated. It was achieved by performing preliminary and advanced progressive collapse analysis of several split-X braced frame buildings, designed for each seismic zone according to UBC 97 and by applying various Seismic Load Factors (SLFs). The outer frames of such structures were studied for collapse progression while losing one column and connected brace in the first story. Preliminary analysis results showed the necessity of performing advanced element loss analysis, consisting of Vertical Incremental Dynamic Analysis (VIDA) and Performance-Based Analysis (PBA), in order to compute the progressive collapse safety of the structures while increasing SLF for each seismic zone. In addition, by sensitivity analysis it became possible to introduce the equation of structural safety against progressive collapse for concentrically braced frames as a function of SLF for each seismic zone. Finally, the equation of progressive collapse safety as a function of bracing member capacity was presented.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.16.2.135
|
kci_detailed_000104.xml
|
||
ART001850484
|
oai_dc
|
Behaviour of open beam-to-tubular column angle connections under combined loading conditions
|
Behaviour of open beam-to-tubular column angle connections under combined loading conditions
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Yanzhi Liu(Hunan University); Christian Málaga-Chuquitaype(Imperial College London); Ahmed Y. Elghazouli(Imperial College London)"
] |
This paper examines the behaviour of two types of practical open beam-to-tubular column connection details subjected to combined moment, axial and/or shear loads. Detailed continuum finite element models are developed and validated against available experimental results, and extended to deal with flexural, axial and shear load interactions. A numerical investigation is then carried out on the behaviour of selected connections with different stiffness and strength characteristics under various load combination scenarios. The influence of applied levels of axial tensile or compressive loads on the bending stiffness and capacity is examined and discussed. Additionally, the interaction effects between shear forces and co-existing bending and axial loads are examined and shown to be comparatively insignificant in terms of stiffness and capacity in most cases. It is also shown that the range of connections considered in this paper can provide rotational ductility levels in excess of those required under typical design scenarios. Based on these findings, a simplified component-based representation is proposed and described, and its ability to represent the connection response under combined loading is verified using results from detailed numerical simulations.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.16.2.157
|
kci_detailed_000104.xml
|
||
ART001858342
|
oai_dc
|
Automatic analysis of thin-walled laminated composite sections
|
Automatic analysis of thin-walled laminated composite sections
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"A. Prokic(University of Novi Sad); D. Lukic(University of Novi Sad); Dj. Ladjinovic(University of Novi Sad)"
] |
In this paper a computer program is developed for the determination of geometrical and material properties of composite thin-walled beams with arbitrary open cross-section and any arbitrary laminate stacking sequence. Theory of thin-walled composite beams is based on assumptions consistent with the Vlasov's beam theory and classical lamination theory. The program is written in Fortran 77. Some numerical examples are given, with complete information about input and output.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.16.3.233
|
kci_detailed_000104.xml
|
||
ART001858343
|
oai_dc
|
Experimental study on mechanical performances of lattice steel reinforced concrete inner frame with irregular section columns
|
Experimental study on mechanical performances of lattice steel reinforced concrete inner frame with irregular section columns
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Jian-yang Xue(Xi’an University of Architecture and Technology); Liang Gao(Xi’an University of Architecture and Technology); Zuqiang Liu(Xi’an University of Architecture and Technology); Hong-tie Zhao(Xi’an University of Architecture and Technology); Zongping Chen(Guangxi University)"
] |
Based on the test on a 1/2.5-scaled model of a two-bay and three-story inner frame composed of reinforced concrete beams and lattice steel reinforced concrete (SRC) irregular section columns under low cyclic reversed loading, the failure process and the features of the frame were observed. The subsequence of plastic hinges of the structure, the load-displacement hysteresis loops and the skeleton curve, load bearing capacity, inter-story drift ratio, ductility, energy dissipation and stiffness degradation were analyzed. The results show that the lattice SRC inner frame is a typical strong column-weak beam structure. The hysteresis loops are spindle-shaped, and the stiffness degradation is insignificant. The elastic-plastic inter-story deformation capacity is high. Compared with the reinforced concrete frame with irregular section columns, the ductility and energy dissipation of the structure are better. The conclusions can be referred to for seismic design of this new kind of structure.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.16.3.253
|
kci_detailed_000104.xml
|
||
ART001858347
|
oai_dc
|
Strength and buckling of a sandwich beam with thin binding layers between faces and a metal foam core
|
Strength and buckling of a sandwich beam with thin binding layers between faces and a metal foam core
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Krzysztof Magnucki(Poznan University of Technology); Pawel Jasion(Poznan University of Technology); Waclaw Szyc(Poznan University of Technology); Mikolaj Jan Smyczynski(Poznan University of Technology)"
] |
The strength and buckling problem of a five layer sandwich beam under axial compression or bending is presented. Two faces of the beam are thin aluminium sheets and the core is made of aluminium foam. Between the faces and the core there are two thin binding glue layers. In the paper a mathematical model of the field of displacements, which includes a share effect and a bending moment, is presented. The system of partial differential equations of equilibrium for the five layer sandwich beam is derived on the basis of the principle of stationary total potential energy. The equations are analytically solved and the critical load is obtained. For comparison reasons a finite element model of the beam is formulated. For the case of bended beam the static analysis has been performed to obtain the stress distribution across the height of the beam. For the axially compressed beam the buckling analysis was carried out to determine the buckling load and buckling shape. Moreover, experimental investigations are carried out for two beams. The comparison of the results obtained in the analytical and numerical (FEM) analysis is shown in graphs and figures. The main aim of the paper is to present an analytical model of the five layer beam and to compare the results of the theoretical, numerical and experimental analyses.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.16.3.325
|
kci_detailed_000104.xml
|
||
ART001858344
|
oai_dc
|
An experimental study on the ballistic performance of FRP-steel plates completely penetrated by a hemispherical-nosed projectile
|
An experimental study on the ballistic performance of FRP-steel plates completely penetrated by a hemispherical-nosed projectile
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Changhai Chen(Naval University of Engineering); Xi Zhu(Naval University of Engineering); Hailiang Hou(Naval University of Engineering); Lijun Zhang(Naval University of Engineering); Xiaole Shen(Lvshun Proving Ground); Ting Tang(Naval University of Engineering)"
] |
Experiments were carried out to investigate the ballistic performance of fiber reinforced plastic(FRP)-steel plates completely penetrated by hemispherical-nosed projectiles at sub-ordnance velocities greater than their ballistic limits. The FRP-steel plate consists of a front FRP laminate and a steel backing plate. Failure mechanisms and impact energy absorptions of FRP-steel plates were analyzed and compared with FRP laminates and single steel plates. The effects of relative thickness, manufacturing method and fabric type of front composite armors as well as the joining style between front composite armors and steel backing plates on the total perforation resistance of FRP-steel plates were explored. It is found that in the case of FRP-steel plates completely penetrated by hemispherical-nosed projectiles at low velocities, the failure modes of front composite armors are slightly changed while for steel backing plates, the dominate failure modes are greatly changed due to the influence of front composite armors. The relative thickness and fabric type of front composite armors as well as the joining style of FRP-steel plates have large effects whereas the manufacturing method of front composite armors has slight effect on the total perforation resistance of FRP-steel plates.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.16.3.269
|
kci_detailed_000104.xml
|
||
ART001858345
|
oai_dc
|
Evaluating high performance steel tube-framed diagrid for high-rise buildings
|
Evaluating high performance steel tube-framed diagrid for high-rise buildings
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"이동규(세종대학교); 하태휴(Research Institute of Industrial Science and Technology); 정미영(Research Institute of Industrial Science and Technology); 김진호(Research Institute of Industrial Science and Technology)"
] |
In recent, development of construction and design technology gives taller, larger and heavier steel framed structures. With the tendency of increasing high-rise building, this study is strongly related to structural system, one of significant components in structural design. This study presents an innovative structural system, with high performance steel material, diagrid. Its detail, structural analysis, and structural experiments are all included for the development of new structures.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.16.3.289
|
kci_detailed_000104.xml
|
||
ART001858346
|
oai_dc
|
Simulations of PEC columns with equivalent steel section under gravity loading
|
Simulations of PEC columns with equivalent steel section under gravity loading
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Mahbuba Begum(Bangladesh University of Engineering and Technology (BUET)); Debaroti Ghosh(Bangladesh University of Engineering and Technology (BUET))"
] |
This paper presents numerical simulations of partially encased composite columns (PEC) with equivalent steel sections. The composite section of PEC column consists of thin walled welded H- shaped steel section with transverse links provided at regular intervals between the flanges. Concrete is poured in the space between the flanges and the web plate. Most of the structural analysis and design software do not handle such composite members due to highly nonlinear material behavior of concrete as well as due to the complex interfacial behaviour of steel and concrete. In this paper an attempt has been made to replace the steel concrete composite section by an equivalent steel section which can be easily incorporated in the design and analysis software. The methodology used for the formulation of the equivalent steel section is described briefly in the paper. Finite element analysis is conducted using the equivalent steel section of partially encased composite columns tested under concentric gravity loading. The reference test columns are obtained from the literature, encompassing a variety of geometric and material properties. The finite element simulations of the composite columns with equivalent steel sections are found to predict the experimental behaviour of partially encased composite columns with very good accuracy.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.16.3.305
|
kci_detailed_000104.xml
|
||
ART001845800
|
oai_dc
|
Experimental and analytical investigations on seismic behavior of ductile steel knee braced frames
|
Experimental and analytical investigations on seismic behavior of ductile steel knee braced frames
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Meysam Jalali(University of Damghan); Seyed Mehdi Zahrai(The University of Tehran)"
] |
Knee Braced Frame (KBF) is a special form of ductile eccentrically braced frame having a diagonal brace connected to a knee element, as a hysteretic damper, instead of beam-column joint. This paper first presents an experimental investigation on cyclic performance of two knee braced single span one-story frame specimens. The general test arrangement, specimen details, and most relevant results (failure modes and hysteretic curves) are explained. Some indexes to assess the seismic performance of KBFs, including ductility; response reduction factor and energy dissipation capabilities are also subsequently discussed. Experimental results indicate that the maximum equivalent damping ratios achieved by test frames are 21.8 and 23% for the specimens, prior to failure. Finally, a simplified analytical model is derived to predict the bilinear behavior of the KBFs. Acceptable conformity between analytical and experimental results proves the accuracy of the proposed model.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.16.1.001
|
kci_detailed_000104.xml
|
||
ART001845803
|
oai_dc
|
Rayleigh-Ritz procedure for determination of the critical load of tapered columns
|
Rayleigh-Ritz procedure for determination of the critical load of tapered columns
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Liliana Marques(University of Coimbra); Luís Simões da Silva(University of Coimbra); Carlos Rebelo(University of Coimbra)"
] |
EC3 provides several methodologies for the stability verification of members and frames. However, when dealing with the verification of non-uniform members in general, with tapered cross-section, irregular distribution of restraints, non-linear axis, castellated, etc., several difficulties are noted. Because there are yet no guidelines to overcome any of these issues, safety verification is conservative. In recent research from the authors of this paper, an Ayrton-Perry based procedure was proposed for the flexural buckling verification of web-tapered columns. However, in order to apply this procedure, Linear Buckling Analysis (LBA) of the tapered column must be performed for determination of the critical load. Because tapered members should lead to efficient structural solutions, it is therefore of major importance to provide simple and accurate formula for determination of the critical axial force of tapered columns. In this paper, firstly, the fourth order differential equation for non-uniform columns is derived. For the particular case of simply supported web-tapered columns subject to in-plane buckling, the Rayleigh-Ritz method is applied. Finally, and followed by a numerical parametric study, a formula for determination of the critical axial force of simply supported linearly web-tapered columns buckling in plane is proposed leading to differences up to 8% relatively to the LBA model.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.16.1.047
|
kci_detailed_000104.xml
|
||
ART001845805
|
oai_dc
|
Magneto-thermo-elastic analysis of a functionally graded conical shell
|
Magneto-thermo-elastic analysis of a functionally graded conical shell
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"A. Mehditabar(Babol University of Technology); R. Akbari Alashti(Babol University of Technology); M.H. Pashaei(Babol University of Technology)"
] |
In this paper, magneto-thermo-elastic problem of a thick truncated conical shell immersed in a uniform magnetic field and subjected to internal pressure is investigated. Material properties of the shell including the elastic modulus, magnetic permeability, coefficients of thermal expansion and conduction are assumed to be isotropic and graded through the thickness obeying the simple power law distribution, while the poison's ratio is assumed to be constant. The temperature distribution is assumed to be a function of the thickness direction. Governing equations of the truncated conical shell are derived in terms of components of displacement and thermal fields and discretised with the help of differential quadrature (DQ) method. Results are obtained for different values of power law index of material properties and effects of thermal load on displacement, stress, temperature and magnetic fields are studied. Results of the present method are compared with those of the finite element method.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.16.1.079
|
kci_detailed_000104.xml
|
||
ART001845804
|
oai_dc
|
Axial behavior of steel-jacketed concrete columns
|
Axial behavior of steel-jacketed concrete columns
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"J. Rupp(The Ohio State University); H. Sezen(The Ohio State University); S. Chaturvedi(The Ohio State University)"
] |
A new concrete confinement model is developed to predict the axial load versus displacement behavior of circular columns under concentric axial load. The new confinement model is proposed for concrete filled steel tube columns as well as circular reinforced concrete columns with steel tube jacketing. Existing confinement models were evaluated and improved using available experimental data from different sets of columns tested under similar loading conditions. The proposed model is based on commonly used confinement models with an emphasis on modifying the effective confining pressure coefficient utilizing the strength of the unconfined concrete and the steel tube, the length of the column, and the thickness of the steel tube. The proposed model predicts the ultimate axial strength and the corresponding strain with an acceptable degree of accuracy while also highlighting the importance of the manner in which the steel tube is used.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.16.1.061
|
kci_detailed_000104.xml
|
||
ART001845806
|
oai_dc
|
Experimental study on circular concrete filled steel tubes with and without shear connectors
|
Experimental study on circular concrete filled steel tubes with and without shear connectors
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"K. Chithira(National Institute of Technology); K. Baskar(National Institute of Technology)"
] |
This paper deals with a study on ultimate strength behaviour of eccentrically loaded CFT columns with and without shear connectors. Thirty specimens are subjected to experimental investigation under eccentric loading condition. P-M curves are generated for all the test specimens and critical eccentricities are evaluated. Three different D/t ratios such as 21, 25 and 29 and L/D ratios varying from 5 to 20 are considered as experimental parameters. Six specimens of bare steel tubes as reference specimens, twelve specimens of CFT columns without shear connectors and twelve specimens of CFT columns with shear connectors, in total thirty specimens are tested. The P-M values at the ultimate failure load of experimental study are found to be well agreed with the results of the proposed P-M interaction model. The load-deflection and load-strain behaviour of the experimental column specimens are presented. The behaviour of the CFT columns with and without shear connectors is compared. Experimental results indicate that the percentage increase in load carrying capacity of CFT columns with shear connectors compared to the ordinary CFT columns is found to be insignificant with a value ranging from 6% to 13%. However, the ductility factor of columns with shear connectors exhibit higher values than that of the CFT columns without shear connectors. This paper presents the proposed P-M interaction model and experimental results under varying parameters such as D/t and L/D ratios.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.16.1.099
|
kci_detailed_000104.xml
|
||
ART001845801
|
oai_dc
|
Ambient vibration testing of Berta Highway Bridge with post-tension tendons
|
Ambient vibration testing of Berta Highway Bridge with post-tension tendons
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Fatma Nur Kudu(Karadeniz Technical University); Alemdar Bayraktar(Karadeniz Technical University); Pelin Gündeş Bakir(The Grand National Assembly of Turkey); Temel Türker(Karadeniz Technical University); Ahmet Can Altunişik(Karadeniz Technical University)"
] |
The aim of this study is to determine the dynamic characteristics of long reinforced concrete highway bridges with post-tension tendons using analytical and experimental methods. It is known that the deck length and height of bridges are affected the dynamic characteristics considerably. For this purpose, Berta Bridge constructed in deep valley, in Artvin, Turkey, is selected as an application. The Bridge has two piers with height of 109.245 m and 85.193 m, and the total length of deck is 340.0 m. Analytical and experimental studies are carried out on Berta Bridge which was built in accordance with the balanced cantilever method. Finite Element Method (FEM) and Operational Modal Analysis (OMA) which considers ambient vibration data were used in analytical and experimental studies, respectively. Finite element model of the bridge is created by using SAP2000 program to obtain analytical dynamic characteristics such as the natural frequencies and mode shapes. The ambient vibration tests are performed using Operational Modal Analysis under wind and human loads. Enhanced Frequency Domain Decomposition (EFDD) and Stochastic Subspace Identification (SSI) methods are used to obtain experimental dynamic characteristics like natural frequencies, mode shapes and damping ratios. At the end of the study, analytical and experimental dynamic characteristic are compared with each other and the finite element model of the bridge was updated considering the material properties and boundary conditions. It is emphasized that Operational Modal Analysis method based on the ambient vibrations can be used safely to determine the dynamic characteristics, to update the finite element models, and to monitor the structural health of long reinforced concrete highway bridges constructed with the balanced cantilever method.
|
토목공학
| null |
http://dx.doi.org/10.12989/scs.2014.16.1.023
|
kci_detailed_000104.xml
|
||
ART001826313
|
oai_dc
|
Suggesting double-web I-shaped columns for omitting continuity plates in a box-shaped column
|
Suggesting double-web I-shaped columns for omitting continuity plates in a box-shaped column
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Hamed Saffari(Shahid Bahonar University of Kerman); Amir A. Hedayat(Islamic Azad University); Nasrin Soltani Goharrizi(Islamic Azad University)"
] |
Generally the required strength and stiffness of an I-shaped beam to the box-shaped columnconnection is achieved if continuity plates are welded to the column flanges from all sides. However,welding the forth edge of a continuity plate to the column flange may not be easily done and is normallyaccompanied by remarkable difficulties. This study was aimed to propose an alternative for box columnswith continuity plates to diminish such problems. For this purpose a double-web I-shaped column wasproposed. In this case the strength and rotational stiffness of the connection was provided by nearing thecolumn webs to each other. Finite element studies on about 120 beam-column connections showed that theoptimum proportion of the distance between two column webs and the width of the column flange(parameter β) was a function of the ratio of the beam flange width to the column flange width (parameter α).
Hence, based on the finite element results, an equation was proposed to estimate the optimum value ofparameter β in terms of parameter α to achieve the highest connection performance. Results also showed thatthe strength and ductility of post-Northridge connections of such columns are in average 12.5 % and 54%respectively higher than those of box-shaped columns with ordinary continuity plates. Therefore, adouble-web I-shaped column of optimum arrangement might be a proper replacement for a box column withcontinuity plates when beams are rigidly attached to it.
|
토목공학
| null |
kci_detailed_000104.xml
|
|||
ART001826314
|
oai_dc
|
An Investigation of fan type anchorages applied to end of CFRP strips
|
An Investigation of fan type anchorages applied to end of CFRP strips
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M. Emin Kara(Aksaray University); Mustafa YAŞA(Aksaray University)"
] |
CFRP strips are widely used nowadays for repair/strengthening or capacity increase purposes. Sharp bending at the ends of the CFRP strips is frequently encountered at these applications. In this study, Reinforced Concrete (RC) beam specimens that were produced with 10 MPa compression strength concrete were strengthened by using bonded CFRP strips with end anchorages to tension region. The parameters that were investigated in this study are the width of the strip, the number of applied fan anchorages and whether additional layer of CFRP patch is used or not at the strip ends. Specimens were strengthened with 100 mm wide CFRP strips with one or two anchorages at the ends. In addition CFRP patch with two and three anchorages at the ends were tested for investigating the effect of the patches. Specimens that were strengthened with three anchorages at the ends with patches were repeated with 60 and 80 mm wide CFRP strips. The most successful result was obtained from the specimen that was strengthened with 80 mm wide CFRP strips with 3 end anchorages and patches among the others at the experimental program. The numbers of anchorages that were applied to ends of CFRP strips were more effective than the width of the CFRP strips onto strength and stiffness of the specimens. Due to limited space at the ends of the strips at most three anchorages could be applied.
|
토목공학
| null |
kci_detailed_000104.xml
|
|||
ART001826316
|
oai_dc
|
Flexural behaviour of CFST members strengthened using CFRP composites
|
Flexural behaviour of CFST members strengthened using CFRP composites
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M.C. Sundarraja(Thiagarajar College of Engineering); G. Ganesh Prabhu(Sethu Institute of Technology)"
] |
Concrete filled steel tubular members (CFST) become a popular choice for modern building construction due to their numerous structural benefits and at the same time aging of those structures and member deterioration are often reported. Therefore, actions like implement of new materials and strengthening techniques become essential to combat this problem. The application of carbon fibre reinforced polymer (CFRP) with concrete structures has been widely reported whereas researches related to strengthening of steel structures using fibre reinforced polymer (FRP) have been limited. The main objective of this study is to experimentally investigate the suitability of CFRP to strengthening of CFST members under flexure. There were three wrapping schemes such as Full wrapping at the bottom (fibre bonded throughout entire length of beam), U-wrapping (fibre bonded at the bottom throughout entire length and extended upto neutral axis) and Partial wrapping (fibre bonded in between loading points at the bottom) introduced. Beams strengthened by U-wrapping exhibited more enhancements in moment carrying capacity and stiffness compared to the beams strengthened by other wrapping schemes. The beams of partial wrapping exhibited delamination of fibre and were failed even before attaining the ultimate load of control beam. The test results showed that the presence of CFRP in the outer limits was significantly enhanced the moment carrying capacity and stiffness of the beam. Also, a non linear finite element model was developed using the software ANSYS 12.0 to validate the analytical results such as load-deformation and the corresponding failure modes.
|
토목공학
| null |
kci_detailed_000105.xml
|
|||
ART001826322
|
oai_dc
|
Fundamental behavior of CFT beam-columns under fire loading
|
Fundamental behavior of CFT beam-columns under fire loading
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Amit H. Varma(Purdue University); Sangdo Hong(Indiana Department of Transportation); Lisa Choe(National Institute of Standards and Technology)"
] |
This paper presents experimental investigations of the fundamental behavior of concrete filledsteel tube (CFT) beam-columns under fire loading. A total of thirteen specimens were tested to determine theaxial force-moment-curvature-temperature behavior of CFT beam-columns. The experimental approachinvolved the use of: (a) innovative heating and control equipment to apply thermal loading and (b) digitalimage correlation with close-range photogrammetry to measure the deformations (e.g., curvature) of theheated region. Each specimen was sequentially subjected to: (i) constant axial loading; (ii) thermal loadingin the expected plastic hinge region following the ASTM E119 temperature-time T-t curve; and (iii)monotonically increasing flexural loading. The effects of various parameters on the strength and stiffness ofCFT beam-columns were evaluated. The parameters considered were the steel tube width, width-tothicknessratio, concrete strength, maximum surface temperature of the steel tube, and the axial load level onthe composite CFT section. The experimental results provide knowledge of the fundamental behavior ofcomposite CFT beam-columns, and can be used to calibrate analytical models or macro finite elementmodels developed for predicting behavior of CFT members and frames under fire loading.
|
토목공학
| null |
kci_detailed_000105.xml
|
|||
ART001826320
|
oai_dc
|
Mechanical properties of steel-CFRP composite specimen under uniaxial tension
|
Mechanical properties of steel-CFRP composite specimen under uniaxial tension
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Faris A. Uriayer(Jamia Millia Islamia); Mehtab Alam(Jamia Millia Islamia)"
] |
This paper introduces new specimens of Steel-Carbon Fibre Reinforced Polymer compositedeveloped in accordance with standard test method and definition for mechanical testing of steel (ASTM–A370). The main purpose of this research is to study the behaviour of steel-CFRP composite specimenunder uniaxial tension to use it in beams in lieu of traditional steel bar reinforcement. Eighteen specimenswere prepared and divided into six groups, depending upon the number of the layers of CFRP. Uniaxialtensile tests were conducted to determine yield strength and ultimate strength of specimens. Test resultsshowed that the stress-strain curve of the composite specimen was bilinear prior to the fracture of CFRPlaminate. The tested composite specimens displayed a large difference in strength with remarkable ductility.
The ultimate load for Steel-Carbon Fibre Reinforced Polymer composite specimens was found using themodel proposed by Wu et al. (2010) and nonlinear FE analysis. The ultimate loads obtained from FEanalysis are found to be in good agreement with experimental ones. However, ultimate loads obtainedapplying Wu model are significantly different from experimental/ F E ones. This suggested modification ofWu model. Modified Wu’s model which gives a better estimate for the ultimate load of Steel-Carbon FibreReinforced Polymer (SCFRP) composite specimen is presented in this paper.
|
토목공학
| null |
kci_detailed_000105.xml
|
|||
ART001826323
|
oai_dc
|
Fire performance curves for unprotected HSS steel column
|
Fire performance curves for unprotected HSS steel column
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"M. Shahria Alam(The University of British Columbia); A.H.M. Muntasir Billah(The University of British Columbia); Shahriar Quayyum(North Carolina State University); Mahmud Ashraf(The University of New South Wales); A.N.M. Rafi(IES Associates Windsor,); Ahmad Rteil(The University of British Columbia)"
] |
The behaviour of steel column at elevated temperature is significantly different than that atambient temperature due to its changes in the mechanical properties with temperature. Reported literaturesuggests that steel column may become vulnerable when exposed to fire condition, since its strength andcapacity decrease rapidly with temperature. The present study aims at investigating the lateral load resistanceof non-insulated steel columns under fire exposure through finite element analysis. The studied parametersinclude moment-rotation behaviour, lateral load-deflection behaviour, stiffness and ductility of columns atdifferent axial load levels. It was observed that when the temperature of the column was increased, there wasa significant reduction in the lateral load and moment capacity of the non-insulated steel columns. Moreover,it was noted that the stiffness and ductility of steel columns decreased sharply with the increase intemperature, especially for temperatures above 400°C. In addition, the lateral load capacity and the momentcapacity of columns were plotted against fire exposure time, which revealed that in fire conditions, thenon-insulated steel columns experience substantial reduction in lateral load resistance within 15 minutes offire exposure.
|
토목공학
| null |
kci_detailed_000105.xml
|
|||
ART001826318
|
oai_dc
|
Prediction of ultimate moment anchorage capacity of concrete filled steel box footing
|
Prediction of ultimate moment anchorage capacity of concrete filled steel box footing
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Muhammad Aun Bashir(Imam Muhammad ibn Saud Islamic University); Hitoshi Furuuchi(Hokkaido University); Tamon Ueda(Hokkaido University); M. Nauman Bashir(COMSATS)"
] |
The objective of the study is to predict the moment anchorage capacity of the concrete filled steel box (CFSB) as footing by using the 3D finite element program CAMUI developed by authors' laboratory. The steel box is filled with concrete and concrete filled steel tube (CFT) column is inserted in the box. Numerical simulation of the experimental specimens was carried out after introducing the new constitutive model for post peak behavior of concrete in compression under confinement. The experimental program was conducted to verify the reliability of the simulation results by the FE program. The simulated peak loads agree reasonably with the experimental ones and was controlled by concrete crushing near the column. After confirming the reliability of the FEM simulation, effects of different parameters on the moment anchorage capacity of concrete filled steel box footing were clarified by conducting numerically parametric study.
|
토목공학
| null |
kci_detailed_000105.xml
|
|||
ART001776004
|
oai_dc
|
Innovative iteration technique for large deflection problem of annular plate
|
Innovative iteration technique for large deflection problem of annular plate
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Y. Z. Chen(Jiangsu University)"
] |
This paper provides an innovative iteration technique for the large deflection problem of annular plate. After some manipulation, the problem is reduced to a couple of ODEs (ordinary differential equation). Among them, one is derived from the plane stress problem for plate, and other is derived from the bending of plate. Since the large deflection for plate is assumed in the problem, the relevant non-linear terms appear in the resulting ODEs. The pseudo-linearization procedure is suggested to solve the problem and the nonlinear ODEs can be solved in the way for the solution of linear ODE. To obtain the final solution, it is necessary to use the iteration. Several numerical examples are provided. In the study, the assumed value for non-dimensional loading is larger than those in the available references.
|
토목공학
| null |
kci_detailed_000105.xml
|
|||
ART001775999
|
oai_dc
|
Hysteretic behavior of dissipative welded fuses for earthquake resistant composite steel and concrete frames
|
Hysteretic behavior of dissipative welded fuses for earthquake resistant composite steel and concrete frames
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Luís Calado(Technical University of Lisbon); Jorge M. Proenca(Technical University of Lisbon); Miguel Espinha(Technical University of Lisbon); Carlo A. Castiglioni(Politecnico di Milano)"
] |
In recent years there has been increasing international interest about designing structures thatcost less to repair after they have been subjected to strong earthquakes. Considering this interest, aninnovative repairable fuse device has been developed for dissipative beam-to-column connections inmoment-resisting composite steel and concrete frames. The seismic performance of the device was assessedthrough an extensive experimental program comprising ten cyclic and two monotonic tests. These tests wereconducted on a single beam-to-column specimen with different fuse devices for each test. The devicesvaried in terms of the chosen geometric and mechanical parameters. The tests showed that the devices wereable to concentrate plasticity and to dissipate large amounts of energy through non-linear behavior.Numerical models were developed with Abaqus and simplified design models are also proposed.
|
토목공학
| null |
kci_detailed_000105.xml
|
|||
ART001776001
|
oai_dc
|
Non-linear stability analysis of a hybrid barrel vault roof
|
Non-linear stability analysis of a hybrid barrel vault roof
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Jianguo Cai(Southeast University); Ya Zhou(Southeast University); Yixiang Xu(Strathclyde University); Jian Feng(Southeast University)"
] |
This paper focuses on the buckling capacity of a hybrid grid shell. The eigenvalue buckling, geometrical non-linear elastic buckling and elasto-plastic buckling analyses of the hybrid structure were carried out. Then the influences of the shape and scale of imperfections on the elasto-plastic buckling loads were discussed. Also, the effects of different structural parameters, such as the rise-to-span ratio, beam section, area and pre-stress of cables and boundary conditions, on the failure load were investigated. Based on the comparison between elastic and elasto-plastic buckling loads, the effect of material non-linearity on the stability of the hybrid barrel vault is found significant. Furthermore, the stability of a hybrid barrel vault is sensitive to the anti-symmetrical distribution of loads. It is also shown that the structures are highly imperfection sensitive which can greatly reduce their failure loads. The results also show that the support conditions pose significant effect on the elasto-plastic buckling load of a perfect hybrid structure.
|
토목공학
| null |
kci_detailed_000105.xml
|
|||
ART001776006
|
oai_dc
|
Response modification factor of dual moment-resistant frame with buckling restrained brace (BRB)
|
Response modification factor of dual moment-resistant frame with buckling restrained brace (BRB)
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Abdollahzadeh, Gholamreza(); Mohammadreza Banihashemi()"
] |
Response modification factor is one of the seismic design parameters to consider nonlinear performance of building structures during strong earthquake, in conformity with the point that many seismic design codes led to reduce the loads. In the present paper it's tried to evaluate the response modification factors of dual moment resistant frame with buckling restrained braced (BRB). Since, the response modification factor depends on ductility and overstrength; the nonlinear static analysis, nonlinear dynamic analysis and linear dynamic analysis have been done on building models including multi-floors and different brace configurations (chevron V, invert V, diagonal and X bracing). The response modification factor for each of the BRBF dual systems has been determined separately, and the tentative value of 10.47 has been suggested for allowable stress design method. It is also included that the ductility, overstrength and response modification factors for all of the models were decreased when the height of the building was increased.
|
토목공학
| null |
kci_detailed_000105.xml
|
|||
ART001775995
|
oai_dc
|
Seismic behavior of soft storey mid-rise steel frames with randomly distributed masonry infill
|
Seismic behavior of soft storey mid-rise steel frames with randomly distributed masonry infill
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"Shahriar Quayyum(The University of British Columbia); M. Shahria Alam(The University of British Columbia); Ahmad Rteil(The University of British Columbia)"
] |
In this study, the effect of presence and distribution of masonry infill walls on the mid-rise steel frame structures having soft ground storey was evaluated by implementing finite element (FE) methods. Masonry infill walls were distributed randomly in the upper storey keeping the ground storey open without any infill walls, thus generating the worst case scenario for seismic events. It was observed from the analysis that there was an increase in the seismic design forces, moments and base shear in presence of randomly distributed masonry infill walls which underlines that these design values need to be amplified when designing a mid-rise soft ground storey steel frame with randomly distributed masonry infill. In addition, it was found that the overstrength related force modification factor increased and the ductility related force modification factor decreased with the increase in the amount of masonry infilled bays and panels. These must be accounted for in the design of mid-rise steel frames. Based on the FE analysis results on two mid-rise steel frames, design equations were proposed for determining the over strength and the ductility related force modification factors. However, it was recommended that these equations to be generalized for other steel frame structure systems based on an extensive analysis.
|
토목공학
| null |
kci_detailed_000105.xml
|
|||
ART001776003
|
oai_dc
|
Performance of cyclic loading for structural insulated panels in wall application
|
Performance of cyclic loading for structural insulated panels in wall application
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"나환선(한국전력공사 전력연구원); 이현주(한국전력공사); 최성모(서울시립대학교)"
] |
There are few technical documents regulated structural performance and engineering criteria in domestic market for Structural insulated panels in Korea. This paper was focused to identify fundamental performance under monotonic loading and cyclic loading for SIPs in shear wall application. Load-displacement responses of total twelve test specimens were recorded based on shear stiffness, strength, ultimate load and displacement. Finally energy dissipation of each specimen was analyzed respectively. Monotonic test results showed that ultimate load was 44.3 kN, allowable shear load was 6.1 kN/m, shear stiffness was 1.2 MN/m, and ductility ratio was 3.6. Cyclic test was conducted by two kinds of specimens: single panel and double panels. Cyclic loading results, which were equivalent to monotonic loading results, showed that ultimate load was 45.4 kN, allowable shear load was 6.3 kN/m. Furthermore the accumulated energy dissipation capability for double panels was as 2.3 times as that for single panel. Based on results of structural performance test, it was recommended that the allowable shear load for panels should be 6.1 kN/m at least.
|
토목공학
| null |
kci_detailed_000105.xml
|
|||
ART001769905
|
oai_dc
|
Optimum design of steel frames with semi-rigid connections using Big Bang-Big Crunch method
|
Optimum design of steel frames with semi-rigid connections using Big Bang-Big Crunch method
|
{
"journal_name": "국제구조공학회",
"publisher": null,
"pub_year": null,
"pub_month": null,
"volume": null,
"issue": null
}
|
[
"A. Rafiee(Tabriz University); S. Talatahari(University of Tabriz); A. Hadidi(University of Tabriz)"
] |
The Big Bang-Big Crunch (BB-BC) optimization algorithm is developed for optimal design of non-linear steel frames with semi-rigid beam-to-column connections. The design algorithm obtains the minimum total cost which comprises total member plus connection costs by selecting suitable sections. Displacement and stress constraints together with the geometry constraints are imposed on the frame in the optimum design procedure. In addition, non-linear analyses considering the P-Δ effects of beam-column members are performed during the optimization process. Three design examples with various types of connections are presented and the results show the efficiency of using semi-rigid connection models in comparing to rigid connections. The obtained optimum semi-rigid frames are more economical solutions and lead to more realistic predictions of response and strength of the structure.
|
토목공학
| null |
kci_detailed_000105.xml
|
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