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			<title>GlobalSpec - Engineering News - ScienceDirect Publication: Engineering Structures</title>
			<link>http://www.globalspec.com/engnews/</link>
			<description>GlobalSpec - Engineering News - ScienceDirect Publication: Engineering Structures</description>
			<copyright>Copyright 2006</copyright>
			<pubDate>Thu, 29 Nov 2012 01:31:05 EST</pubDate>
			<generator>http://www.globalspec.com/</generator>

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			<title><![CDATA[Modeling of mechanical bond-slip for steel-reinforced concrete under thermal loads]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612005330%26%5Fversion%3D1%26md5%3D4b2f6e501773300fb9132957d14a39df]]></link>
			<pubDate>Thu, 29 Nov 2012 01:31:05 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Thanyawat Pothisiri, Pattamad Panedpojaman The mechanical bond-slip relationship for steel-reinforced concrete at elevated temperatures is investigated by using an analytical model based on the smear crack theory and the thick-wall cylinder theory. By considering the concrete cover in its partially cracked elastic stage and the splitting failure as the primary failure mode, a correlation between the slip of the steel rebar and the inner crack radius of the concrete cover can be established. Simplified equations for estimating the bond stress-slip relationship at a designated temperature are derived for practical use. Parametric studies are also conducted to investigate the effect of the variation of compressive strength of concrete, concrete cover and temperature on the prediction of the bond stress-slip relationship obtained by the proposed model. Highlights ? The mechanical bond-slip relationship for RC at elevated temperatures is investigated. ? The model is based on the smear crack theory and the thick-wall cylinder theory. ? A correlation between the slip and the inner crack radius is established. ? The simplified bond stress-slip relationship is derived for practical use. ? Parametric studies of the predicted bond stress-slip relationship are conducted.]]></description>
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			<title><![CDATA[Flexibility-based structural damage detection with unknown mass for IASC-ASCE benchmark studies]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612005238%26%5Fversion%3D1%26md5%3D4e5f30b737adfd9d620b7fa0ef9ea424]]></link>
			<pubDate>Tue, 27 Nov 2012 01:30:01 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48J. Zhang, J.C. Xu, S.L. Guo, Z.S. Wu Flexibility-based indexes such as inter-story deflection and flexibility curvature are sensitive to structural damage as illustrated in the literature. However, most of current studies on the flexibility-based damage detection algorithms assume that structural mass is known during the flexibility identification. To overcome this shortcoming, a flexibility-based damage detection algorithm without requiring known structural mass is proposed. An advanced signal processing procedure is first adopted to identify structural flexibility with unknown mass, then two flexibility-based damage indexes, the Uniform Load Surface (ULS), and the ULS curvature, are calculated for structural damage detection. The benchmark structures provided by the IASC-ASCE Structural Health Monitoring Group are studied to verify the effectiveness of the proposed flexibility-based indexes for damage detection, in which both simulation data (Phase I benchmark study) and experiment data (Phase II benchmark study) are investigated. Highlights ? Perform flexibility-based damage detection without known mass. ? Verify two flexibility-based damage indexes for damage detection. ? Perform numerical and experimental IASC-ASCE benchmark studies.]]></description>
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			<title><![CDATA[The past 20years of telecommunication structures in Portugal]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612005305%26%5Fversion%3D1%26md5%3Dffbd9420ae01766f6a0906511e1a308e]]></link>
			<pubDate>Tue, 27 Nov 2012 01:30:00 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Rui Travanca, Humberto Varum, Paulo Vila Real This paper reviews the analysis and design of telecommunication structures and presents the main problems observed for various types of structures. The nation of Portugal is selected for a case study, and more specifically, the evolution of Portuguese structural design standards for telecommunications systems is summarised using comparative analyses that cover a subset of the most relevant topics for design, including wind profiles, drag coefficients, dynamic effects and reliability classes. These analyses focus on characterisation of the effects of wind action, which plays a fundamental role in the behaviour and design of these structures. Following the comparative analyses of standards, the more common problems observed over the past 20years in guyed masts and towers located in Portugal are presented and discussed. Highlights ? A comparison is developed between the former Portuguese standard RSA and Eurocodes. ? The differences of wind action are discussed for telecommunication structures. ? The most common problems observed in telecommunication structures are presented. ? The causes for the problems commonly observed are discussed.]]></description>
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			<title><![CDATA[Experimental and parametric 3D nonlinear finite element analysis on punching of flat slabs with orthogonal reinforcement]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612005135%26%5Fversion%3D1%26md5%3Dff9eaac7a6328bf2c690be486670ab24]]></link>
			<pubDate>Tue, 27 Nov 2012 01:29:59 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Nuno F. Silva Mamede, A. Pinho Ramos, Duarte M.V. Faria This work refers to experimental and 3D nonlinear FEA on punching. Numerical results were compared with experimental ones in order to benchmark the FE model and afterwards a parametric study was conducted, changing the reinforcement ratio, slab thickness, concrete strength and column dimensions, running a total of 360 models, where their effect on punching capacity is shown. EC2 and MC2010 provisions agreed approximately with experimental and FEA results. Based in the FEA results it is proposed an equation to predict the punching capacity with the introduction of fracture mechanics parameter, which was compared with several experimental results, giving good approximation. Highlights ? Experimental and 3D nonlinear FEA on punching with orthogonal reinforcement. ? Effect of different parameters on punching behaviour is studied. ? Equation proposal for punching capacity including fracture mechanics parameters. ? Comparison with EC2 and MC2010 provisions.]]></description>
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			<title><![CDATA[Displacement-based earthquake loss assessment methodology for RC frames infilled with masonry panels]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004816%26%5Fversion%3D1%26md5%3D24c06364929c0c3a5f1a38002a904e9f]]></link>
			<pubDate>Tue, 27 Nov 2012 01:29:59 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Liang Su, Jitao Shi A displacement-based earthquake loss assessment (DBELA) methodology for RC frames is proposed when the influence of masonry infill panels is taken into account. The yield displacement, period-height relationship and hysteretic characteristic of the fully-infilled RC frames are discussed in detail. The equations of DBELA for fully-infilled RC frames are established to obtain the capacity and demand curves for the seismic loss assessment. Nonlinear dynamic time-history analyses are carried out to investigate the validity of the proposed DBELA methodology. Numerical comparisons indicate that the proposed methodology can provide precise vulnerability assessment of fully-infilled RC frames in both the yield limit state and the post-yield limit states. Highlights ? We investigated the seismic performance of masonry infilled RC frames in detail. ? We proposed a seismic loss assessment methodology for masonry infilled RC frames. ? Numerical analyses were carried out to verify the proposed methodology.]]></description>
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			<title><![CDATA[Nonlinear stress-strain behaviour of corrosion-damaged reinforcing bars including inelastic buckling]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612005123%26%5Fversion%3D1%26md5%3D464a644cc8c7890be7901f6f777261b5]]></link>
			<pubDate>Tue, 27 Nov 2012 01:29:59 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Mohammad M. Kashani, Adam J. Crewe, Nicholas A. Alexander In the seismic design and assessment of reinforced concrete structures in earthquake zones buckling of longitudinal reinforcement in plastic hinge regions is an important limit state that needs to be considered. If the structure is located in an environmentally aggressive area, it is also subject to material deterioration over its service life. Corrosion of reinforcement is the most common type of deterioration of reinforced concrete (RC) structures and bridges. In this paper the nonlinear stress-strain behaviour of corroded reinforcing bars has been investigated by extensive experimental testing. The effect of different corrosion levels on the tension and compression behaviour of bars with different slenderness ratios is presented. The results of this study show that a corrosion level above 15% mass loss significantly affects the ductility and plastic deformation of reinforcement in tension and that corrosion changes the buckling collapse mechanism of the bars in compression. The results of buckling tests show that 10% mass loss produces about a 20% reduction in the buckling capacity of corroded bars. The results also show that the distribution of corrosion pits along the length of corroded bars is the most important parameter affecting the stress-strain response in both tension and compression. Furthermore, a constitutive material model to predict the post-yield buckling behaviour of high-strength steel without a yield plateau is also developed. The proposed analytical model is based on Dhakal-Maekawa buckling model. The analytical model has been validated against experimental tests on uncorroded and corroded bars. The results of this corrosion extended buckling model show a good agreement with the physical testing. Highlights ? Impact of corrosion on buckling collapse mechanism of corroded bars. ? Residual buckling capacity of corroded bars. ? Constitutive modelling of post-yield buckling behaviour of corroded bars. ? Influence of non-uniform corrosion on stress-strain response of corroded bars in tension and compression.]]></description>
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			<title><![CDATA[Design of partially prestressed concrete beams based on the cracking control provisions]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004981%26%5Fversion%3D1%26md5%3D795bfefddd38dd073433fd1954af2410]]></link>
			<pubDate>Tue, 27 Nov 2012 01:29:58 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Chris G. Karayannis, Constantin E. Chalioris In the technical literature the combination of conventional steel reinforcement and prestressing steel as strength reinforcement in a flexural concrete member is usually implied by the term partial prestressed element. Partially prestressed elements are used in the practice and their design is based on rational analysis, on the satisfaction of the requirements of both serviceability and ultimate strength limitations and finally on the engineering judgment. In the present work the estimation of the required partial prestressing based mainly on the crack control of concrete is proposed. First, based on the allowable crack width as it is stated by the codes (ACI 318 or Eurocode 2), the stress of the non-prestressed reinforcement is estimated. Then the depth of compression zone is derived using a cubic equation formed for this purpose. Further the required effective pre-strain of the prestressing steel and henceforth the required prestress force are calculated. Design charts and three numerical paradigms are also presented and commented herein. Highlights ? Procedure for the required partial prestressing based on crack control is described. ? Cracking control is achieved by adopting a design maximum allowable crack width. ? Effective reinforcement ratio and tensile stress are critical parameters of design. ? Design charts and numerical paradigms are also presented and detailed commented. ? Proposed method is easy-to-apply and versatile tool for partial prestressing design.]]></description>
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			<title><![CDATA[Inelastic analysis of beams on two-parameter tensionless elastoplastic foundation]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004907%26%5Fversion%3D1%26md5%3D6862d845715ade4a669503d7bb8c64c6]]></link>
			<pubDate>Tue, 27 Nov 2012 01:29:58 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48E.J. Sapountzakis, A.E. Kampitsis In this paper a boundary element method is developed for the inelastic analysis of Euler-Bernoulli beams of simply or multiply connected constant cross-section having at least one axis of symmetry, resting on two-parameter tensionless elastoplastic foundation. The beam is subjected to arbitrarily distributed or concentrated vertical loading along its length, while its edges are subjected to the most general boundary conditions. A displacement based formulation is developed and inelastic redistribution is modeled through a distributed plasticity model exploiting material constitutive laws and numerical integration over the cross-sections. An incremental-iterative solution strategy along with an efficient iterative process are employed, while the arising boundary value problem is solved employing the boundary element method. Numerical results are worked out to illustrate the method, demonstrate its efficiency and wherever possible its accuracy. Highlights ? Inelastic analysis of beams resting on two-parameter tensionless inelastic foundation. ? Displacement based formulation and inelastic redistribution are modeled. ? Incremental-iterative solution strategy is adopted. ? The developed procedure retains most of the advantages of a BEM solution. ? Accurate results are obtained using a relatively small number of nodal points.]]></description>
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			<title><![CDATA[A practice-oriented approach for the assessment of brittle failures in existing reinforced concrete elements]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612005160%26%5Fversion%3D1%26md5%3D88c36f8902a91382c1364d6193feb9a6]]></link>
			<pubDate>Tue, 27 Nov 2012 01:29:57 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Flavia De Luca, Gerardo M. Verderame A practice-oriented approach was used to assess shear failures in existing reinforced concrete (RC) elements. A simple tool, in form of non-dimensional domains, is obtained considering the capacity models suggested by European and Italian codes. The reliability of failure domains depend strictly on the reliability of the shear capacity model employed; thus, a critical review of code and literature analytical formulations was also carried out. Sezen and Moehle&apos;s experimental database was, then, used to compare the different shear capacity models considered. The code and literature review of shear capacity models emphasizes differences and affinities of the analytical approaches followed in different countries. The domains carried out can be used as a practical instrument aimed at checking shear-flexure hierarchy in existing RC elements and contextualized in the framework of preliminary assessment given the character of input information required. Preliminary applications of the domains are also provided, and emphasize the effectiveness of the new tool for detailed and large scale assessment of existing RC structures. Highlights ? Critical review of shear capacity models and comparison with experimental data. ? Comparison of Italian and European shear capacity models between each other. ? Domains for fast assessment of shear-flexure hierarchy in existing RC elements. ? Influence of design approach and material properties on fast assessment domains. ? Check of shear-flexure hierarchy on in-field data from the area near L&apos;Aquila.]]></description>
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			<title><![CDATA[Filtering techniques for extracting bridge frequencies from a test vehicle moving over the bridge]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612005032%26%5Fversion%3D1%26md5%3Dbbf6aebf76a680d856b68836b1e215e9]]></link>
			<pubDate>Tue, 27 Nov 2012 01:29:56 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Y.B. Yang, K.C. Chang, Y.C. Li By letting a test vehicle move over a bridge, the frequencies of the bridge can be identified by picking the peaks in the Fourier response spectra of the test vehicle. One problem with this approach is that the vehicle frequency (undesired) usually appears as a dominant peak in the spectrum, making it difficult to identify the bridge frequencies (desired). To enhance the visibility of bridge frequencies, an effective filter is needed to filter out the vehicle frequency. As a preliminary attempt in this study, three filters are adopted, i.e., the band-pass filter (BPF), singular spectrum analysis (SSA), and the singular spectrum analysis with band-pass filter (SSA-BPF), proposed herein as a combination of the above two. Through the numerical study on two cases with the vehicle frequency smaller or larger than the 1st bridge frequency, the SSA-BPF technique is demonstrated to be most effective for extracting the bridge frequencies, due to its salient feature that there is no need to select the number of singular values, as required by SSA, while the unexpected peaks encountered by the BPF are avoided. Highlights ? The singular spectrum analysis with band-pass filter (SSA-BPF) is proposed. ? SSA-BPF is most effective for extracting bridge frequencies from a test vehicle. ? The need to select the number of singular values required by SSA is avoided. ? Unexpected peaks encountered by the BPF are avoided.]]></description>
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			<title><![CDATA[Influence of both concrete strength and transverse confinement on bending behavior of reinforced LWAC beams]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612005081%26%5Fversion%3D1%26md5%3D729a877308dfd7072fd8aa3f7209b319]]></link>
			<pubDate>Tue, 27 Nov 2012 01:29:56 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48R.N.F. Carmo, H. Costa, T. Sim?es, C. Louren?o, D. Andrade This paper presents an experimental study focused on the structural behavior, regarding not only bending strength but also ductility of reinforced lightweight aggregate concrete (LWAC) beams. The studies about this subject are mainly for normal weight concrete (NWC) and the main design codes consider the prediction of LWAC mechanical properties based on the corresponding values of NWC multiplied by corrective coefficients. However, and since mechanical strength, as well as the stress-strain relation and the distribution of internal stresses, are quite different between those materials, it is necessary to study the influence of the LWAC parameters on both bending strength and ductility of reinforced concrete (RC) elements. Therefore, three types of LWAC were designed, with a specific gravity of 1.9 and with different values of compressive strength; additionally, these were combined with five different ratios of longitudinal reinforcement and three different ratios of transversal confinement stirrups to produce the beams. These beams were tested until bending failure and experimental measurements were performed by specific instrumentation. Results were analyzed and it was concluded that curvature increase with the increase of concrete strength, the ductility indexes are very affected by the tensile reinforcement ratio and the experimentally EI I/EI II ratio is different from that predicted by EC2. Highlights ? Analysis of strength and deformation capacity of reinforced LWAC beams. ? Curvature increase with the increase of concrete strength, for a certain ?. ? The stirrup spacing in beams is important to avoid buckling of the compressed bars. ? The ductility indexes are very affected by the tensile reinforcement ratio. ? The experimentally EI I/EI II ratio is different from that predicted by EC2.]]></description>
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			<title><![CDATA[Experimental investigation of concrete-filled square hollow section columns subjected to non-uniform exposure]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004890%26%5Fversion%3D1%26md5%3Da4dd2f9e291ecdc4060a1f88450f3755]]></link>
			<pubDate>Tue, 27 Nov 2012 01:29:55 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Hua Yang, Faqi Liu, Sumei Zhang, Xuetao Lv An experimental study was carried out to investigate the fire performance of concrete-filled square hollow section (SHS) columns subjected to non-uniform exposure. Six full-scale concrete-filled SHS columns were tested to failure and their thermal distribution, axial deformation, lateral deflection and failure mode were measured. The effects of the number of sides exposed to fire, load ratio and the load eccentricity on the fire resistance were discussed. The results indicate that the number of sides exposed to fire has significant influence on the thermal distribution. For concrete-filled SHS columns subjected to a 1-sided exposure and 3-sided exposure, the thermal distribution is uniaxial symmetric and the lowest temperature area is closer to the side unexposed to fire rather than in the cross-sectional center. The fire resistance of the concrete-filled SHS columns increases considerably with the decreasing number of sides exposed to fire and decreasing load ratio, while load eccentricity has moderate influence. A sequentially coupled thermal-stress FE model was developed to reproduce the tested columns. The experimental results were compared with existing design provisions for concrete-filled SHS columns in uniform fire, indicating that current provisions may overestimate fire resistance of columns in non-uniform fire. Highlights ? We tested the fire performance of concrete-filled SHS columns subjected to non-uniform exposure. ? Decreasing of sides exposed to fire increases fire resistance. ? Deflection and failure mode change with different exposed sides. ? Current design provisions may overestimate fire resistance of CFST columns under non-uniform exposure.]]></description>
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			<title><![CDATA[Experimental and numerical investigation of the seismic performance of hollow rectangular bridge piers constructed with and without steel fiber reinforced concrete]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612005184%26%5Fversion%3D1%26md5%3D746039015a144c55045ad60b9e380697]]></link>
			<pubDate>Tue, 27 Nov 2012 01:29:53 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Yu-ye Zhang, Kent A. Harries, Wan-cheng Yuan The seismic performance of reinforced concrete and steel fiber reinforced concrete rectangular hollow piers is evaluated through model tests and numerical simulations. Two large-scale pier specimens, with small amounts of transverse reinforcement, were modeled and tested under a combination of reversed cyclic lateral loading and constant axial loading. One specimen was made of conventional reinforced concrete, while the other was made of steel fiber reinforced concrete - with steel fiber volume fraction of 1.0%. Seismic behavior of the test specimens, including the failure mode, hysteretic characteristics, ductility, stiffness degradation and energy dissipation capacity were investigated. The corresponding finite element simulations, using OpenSees, were carried out and the results are compared with the experimental results. In addition, the parametric analyses of the seismic performance of hollow piers, varying the steel fiber content and transverse reinforcing ratio, were conducted based on the OpenSees analysis platform. The finite element analysis results agree well with the experimental data. The results indicate that the hysteretic characteristics, ductility and energy dissipation capacity of hollow concrete piers are improved by the addition of steel fibers, and that the steel fibers can substitute part of the transverse reinforcement in hollow piers for seismic design. Highlights ? Pseudo-static tests of hollow rectangular RC and SFRC piers are carried out. ? The hysteretic characteristics of pier prototypes are modeled well by OpenSees. ? The ductility of SFRC specimens is much better than that of the RC specimens. ? Adding steel fibers in concrete appropriately can replace part of stirrups&apos; role.]]></description>
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			<title><![CDATA[Numerical simulation of large deformation in shear panel dampers using smoothed particle hydrodynamics]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004865%26%5Fversion%3D1%26md5%3D79d12ad01cf95709dac4bbfd82174b0c]]></link>
			<pubDate>Tue, 27 Nov 2012 01:29:53 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Zhiyi Chen, Zili Dai, Yu Huang, Guoqiang Bian A shear panel damper (SPD) is commonly used to dissipate energy by metallic deformation in buildings and bridge structures. Consequently, accurate prediction of the deformation behavior of an SPD is very important in controlling the seismic performance of the structure in which it is used. To overcome the limitations of traditional numerical methods for modeling large deformation, a mesh-free particle method called smoothed particle hydrodynamics (SPH) is introduced in this paper. Governing equations in SPH form are proposed; a bilinear model with a kinematic hardening rule and Jaumann stress rate are adopted to establish an SPH model. First, numerical modeling of an elastic simple shear test was carried out to verify the feasibility and reliability of the SPH method. Then, SPD cyclic shear tests were conducted for SPH analysis to extend its applications. SPH modeling can not only accurately simulate large deformation in an SPD, but can also describe the stress-strain relationship and calculate its cumulative dissipated energy subject to cyclic loading. Therefore, the SPH method can reasonably evaluate the properties of an SPD, and provide a scientific basis for their design and incorporation in civil structures in earthquake zones. Highlights ? SPH method is innovatively introduced to simulate the large deformation of SPD. ? SPH model for an elastic-plastic framework is established and verified. ? SPH simulations of SPD under cyclic shear loading are conducted. ? SPH simulation results show a good agreement with experimental results. ? Provide a novel approach for seismic control analysis of structures with SPDs.]]></description>
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			<title><![CDATA[Experimental research on high strength concrete slender columns subjected to compression and uniaxial bending with unequal eccentricities at the ends]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004130%26%5Fversion%3D1%26md5%3D319899fa635d7fb0185618f7097190be]]></link>
			<pubDate>Tue, 27 Nov 2012 01:29:52 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48L. Leite, J.L. Bonet, L. Pallar?s, Pedro F. Miguel, Miguel A. Fern?ndez-Prada This paper presents an experimental research on 32 columns tested with unequal eccentricities at the ends. The purpose of this research is twofold: first, the contribution to the knowledge of these components and second, to calibrate and check simplified approaches. The analyzed variables are: the concrete strength (normal and high strength), the slenderness, the amount of longitudinal reinforcement, the ratio between eccentricities at the ends and the relative eccentricity applied. Ultimate strength and deformed shape of the column have been analyzed and simplified approaches proposed by EC-2 (2004) and by ACI-318 (2008) have been compared with experimental results. In general, the accuracy of the simplified methods proposed in the EC-2 (2004) and the ACI-318 (08), for HSC columns is lower than for NSC columns. Ductility factor (?? ) according to (EC-8 (2005)) has been assessed among the experimental tests in order to compare the displacement capacity. In general, ductility increases when the relative eccentricity (e 2/b), the ratio between eccentricities (?), and the amount of longitudinal reinforcement (?l ) increase, and when the slenderness of the column (?g ) and the concrete strength (fc ) decreases. Highlights ? Results of 32 experimental tests on high strength concrete slender columns. ? A new system to applied loads with unequal eccentricities at the ends of columns is described. ? Ductility increases if the eccentricity and the amount of reinforcement increases. ? Ductility increases if the ratio between eccentricities increase. ? Ductility increases whether the slenderness and the concrete strength decreases.]]></description>
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			<title><![CDATA[Behaviour of masonry wallettes made from a new concrete formulation under combination of axial compression load and heat exposure: Experimental approach]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612005068%26%5Fversion%3D1%26md5%3D2407d602d8e9e8becb803f4ad70ea533]]></link>
			<pubDate>Tue, 27 Nov 2012 01:29:51 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Adnan Al-Sibahy, Rodger Edwards This study was undertaken to evaluate the thermo-mechanical behaviour of masonry wallettes constructed using blocks made from lightweight concretes of experimental compositions under an axial compression load combined with heat exposure. A comprehensive experimental investigation was carried out on two different types of masonry wallettes at temperature levels ranging from 20?C to 400?C. The wallettes were produced using two types of lightweight concrete blocks, the first incorporating expanded clay and the second using by-product materials which consisted of recycled waste glass and metakaolin. The vertical deformation, load-bearing capacity and failure modes were determined experimentally. Furthermore, the modulus of elasticity was determined for both types of wallette and their constituent concrete blocks and cement mortar. The results obtained showed that the percentage decrease in the strength of both lightweight concretes when exposed to various temperatures compared to that at ambient temperature reached almost 30%. In contrast, the cement mortar exhibited an increase in strength of approximately 20%. A significant reduction in the value of modulus of elasticity was observed for the constituents of wallette, whilst the entire masonry wallettes showed a minimal reduction for both types. Clear improvements in thermal behaviour were observed for both types of masonry wallettes. The masonry wallettes formulated using expanded clay lightweight concrete blocks exhibited failure due to explosive spalling at 400?C with no mechanical load, whereas the second type of masonry wallettes (the modified wallettes) did not show such behaviour. Highlights ? Minimal reduction in the compressive strength value of masonry wallettes was observed. ? Lower vertical displacements compared to those reported in BS EN were observed. ? The reference wallettes samples tested at 400?C failed due to explosive spalling. ? Greater improvements in the duration of heat equilibrium were achieved.]]></description>
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			<title><![CDATA[Integrated ARMA model method for damage detection of subsea pipeline system]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612005111%26%5Fversion%3D1%26md5%3D8656417f9bc19ae5db463cc594dcaf51]]></link>
			<pubDate>Tue, 27 Nov 2012 01:29:50 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Chunxiao Bao, Hong Hao, Zhong-Xian Li An integrated ARMA model algorithm is developed in this study for the structural health monitoring (SHM) of subsea pipeline system. In which, the partition and normalization procedure is firstly employed in signal pre-processing to remove the influence of various loading conditions, the auto-correlation function of the normalized signal is utilized as a substitute of analysis input to overcome noise effect and avoid the bias in Autoregressive Moving Average (ARMA) model fitting caused by noise disturbance as well. Then, Partial Auto-correlation Function (PAF) method is employed in building optimal ARMA model. With which Autoregressive (AR) parameters serving as damage feature vector, a damage indicator (DI) based on the Mahalanobis distance between ARMA models is defined for damage detection and localization. Dynamic vibration of subsea pipeline system under ambient excitations is numerically simulated in ANSYS software and the acceleration responses of pipeline in various damage cases are analyzed utilizing the proposed integrated method. In numerical study, the finite element (FE) model of a subsea soil-pipeline-fluid system is developed and the undersea hydrodynamic force acting on the pipeline is derived based on Spectral Analysis Method. Finally, the proposed method is proved to be robust and very sensitive to damage. It provides accurate identification of damage existence and damage locations with high time efficiency. Therefore, it can be used for the online SHM of subsea pipeline structures and other civil structures. Highlights ? We developed an integrated ARMA model method for damage detection and localization of structures. ? Accurate finite element modelling of subsea soil-pipeline-fluid system and its ambient vibration under hydrodynamic force. ? Pipeline acceleration responses in various damage cases are simulated and analyzed. ? The proposed method is robust, sensitive, accurate and efficient in damage detection and localization. ? A new contribution to vibration-based damage detection of subsea pipelines and other civil structures.]]></description>
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			<title><![CDATA[Full strength design of column base connections accounting for random material variability]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612005044%26%5Fversion%3D1%26md5%3Ddcf7319aed0efc45a771a9c2fb3b52c5]]></link>
			<pubDate>Sun, 25 Nov 2012 01:30:47 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48M. Latour, G. Rizzano The seismic design of moment resisting steel frames, classically, is carried out by adopting full strength joints. In this approach, the dissipation of the seismic input energy is obtained relying on the plastic hinges developed at beam ends and at the base of columns preventing from plasticization the elements composing the connections. Currently, the design of full strength joints can be led in the framework of Eurocode 8, which proposes to design joints adequately overstrengthened with respect to the flexural resistance of the connected beam/column. This overstrength depends on two factors: the first one accounting for the strain-hardening of the steel composing the beam/column, the second one depending on the materials&apos; random variability. In this work, the attention is focused on the evaluation of the accuracy of the code approach for the case of exposed column base plate joints. In order to reach this goal four steps are developed. First, a wide set of full strength column base joints is designed according to the component method codified in last version of EC3. Then, a Monte Carlo simulation accounting for the statistical distribution of the material composing the elements of the base plate (i.e. concrete, steel of plate, steel of anchors, steel of column) is set up and the accuracy of the approach provided by Eurocode 8 is analyzed. Finally, a criterion accounting for both the material random variability and the overstrength of the connected member due to the strain hardening is proposed and its accuracy is evaluated on the base of the collected statistical data. Highlights ? In this paper available criteria for designing full strength column base joints are analyzed. ? To this scope a Monte Carlo simulation is developed. ? The results point out that EC8 approach needs an improvement for the case of stiffened joints. ? A calibration of the coefficient accounting for the materials&apos; random variability has been made. ? An enhancement to the EC8 criterion for designing full strength base plate joints is proposed.]]></description>
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			<title><![CDATA[CO2 and cost optimization of reinforced concrete frames using a big bang-big crunch algorithm]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004828%26%5Fversion%3D1%26md5%3D03174fa56668d5310e0fd83f0cb53386]]></link>
			<pubDate>Sun, 25 Nov 2012 01:30:46 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Charles V. Camp, Farah Huq A hybrid Big Bang-Big Crunch (BB-BC) optimization algorithm is applied to the design of reinforced concrete frames. The objective of the optimization is to minimize the total cost or the CO2 emissions associated with construction of reinforced concrete frames subjected to constraints based on the specifications and guidelines prescribed by the American Concrete Institute (ACI 318-08). Designs are presented for several reinforced concrete frames that minimize the cost and the CO2 emissions associated with construction. In the first frame example, low-cost designs developed using BB-BC optimization are compared to designs developed using a genetic algorithm. In the second set of frame designs, both low-cost designs using BB-BC optimization are compared to designs developed using simulated annealing. The BB-BC algorithm generated designs that reduced the cost and the CO2 emissions of construction for example frames. Highlights ? Design for reinforced concrete frames using a hybrid Big Bang-Big Crunch optimization. ? Designs minimize cost and CO2 emissions associated with construction. ? Two frames are proposed as benchmark problems for structural optimization. ? CO2 emissions may be reduced for relativity small increase in construction cost.]]></description>
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			<title><![CDATA[Design of prestressed concrete precast road bridges with hybrid simulated annealing]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004920%26%5Fversion%3D1%26md5%3Dcd5ea82315281ce584103ee76cbd87c6]]></link>
			<pubDate>Sun, 25 Nov 2012 01:30:46 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Jos? V. Mart?, Fernando Gonzalez-Vidosa, V?ctor Yepes, Juli?n Alcal? This paper describes one approach to the analysis and design of prestressed concrete precast road bridges, with double U-shaped cross-section and isostatic spans. The procedure used to solve the combinatorial problem is a variant of simulated annealing with a neighborhood move based on the mutation operator from the genetic algorithms (SAMO). This algorithm is applied to the economic cost of these structures at different stages of manufacturing, transportation and construction. The problem involved 59 discrete design variables for the geometry of the beam and the slab, materials in the two elements, as well as active and passive reinforcement. The parametric study showed a good correlation for the cost, geometric and reinforcement characteristics with the span length, which can be useful for the day-to-day design of PC precast bridges. A cost sensitivity analysis first indicates that a maximum 20% rise in steel costs leads to an 11.82% increase in the cost, while a 20% rise in concrete costs increases the cost up to 4.20%, namely 2.8 times less. The analysis also indicated that the characteristics of the cost-optimized bridges are somewhat influenced by different economic scenarios for steel and concrete costs. Finally, there is a growth in the volume of concrete when the steel cost rises; surprisingly, the variation in the volume of concrete is almost insensitive to its rising price. Highlights ? The automatic design and optimization of prestressed concrete bridges is studied. ? A hybrid optimization based on genetic algorithm and simulated annealing is described. ? The parametric study realized can be useful for the day-to-day design of PC bridges.]]></description>
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			<title><![CDATA[Analysis and design of membrane structures: Results of a round robin exercise]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612005263%26%5Fversion%3D1%26md5%3D2967d040afe657873369c9c5d7e7aaa4]]></link>
			<pubDate>Sun, 25 Nov 2012 01:30:45 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48P.D. Gosling, B.N. Bridgens, A. Albrecht, H. Alpermann, A. Angeleri, M. Barnes, N. Bartle, R. Canobbio, F. Dieringer, S. Gellin, W.J. Lewis, N. Mageau, R. Mahadevan, J.-M. Marion, P. Marsden, E. Milligan, Y.P. Phang, K. Sahlin, B. Stimpfle, O. Suire, J. Uhlemann Tensile fabric structures are used for large-scale iconic structures worldwide, yet analysis and design methodologies are not codified in most countries and there is limited design guidance available. Non-linear material behaviour, large strains and displacements and the use of membrane action to resist loads require a fundamentally different approach to structural analysis and design compared to conventional roof structures. The aim of the round robin analysis exercise presented here is to understand the current state of analysis practice for tensile fabric structures, and to assess the level of consistency and harmony in current practice. The exercise consists of four precisely defined tensile fabric structures, with participants required to carry out the form finding and load analysis of each structure and report key values of stress, deflection and reactions. The results show very high levels of variability in terms of stresses, displacements, reactions and material design strengths, and highlight the need for future work to harmonise analysis methods and provide validation and benchmarking for membrane analysis software. Greater consistency is required to give confidence in the analysis and design process, to enable third party checking to be carried out in a meaningful and efficient manner, to provide a harmonious approach for Eurocode development, and to enable the full potential of tensile structures to be realised. Graphical abstract Graphical abstract Highlights ? Twenty two participants have analysed four precisely defined tensile membrane structures. ? Results show high levels of variability of stresses, displacements and reactions. ? Stress factors utilised to determine material strength vary widely. ? Harmonisation and benchmarking are required to improve consistency in analysis.]]></description>
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			<title><![CDATA[Effect of local damage on the behavior of a laboratory-scale steel truss bridge]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004956%26%5Fversion%3D1%26md5%3Dc910626faee5fe82b58cec0e6b2e0e81]]></link>
			<pubDate>Sun, 25 Nov 2012 01:30:45 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Garrett Brunell, Yail J. Kim This paper presents an investigation into the performance of a steel truss bridge subjected to local damage. An experimental program with 16 damage scenarios is conducted to study the behavior of damaged truss systems. A three-dimensional numerical model is developed to predict the test results. Static and dynamic responses of the damaged trusses are compared with those of the control. Various technical aspects are studied, including damage quantification using a damage index, load rating, variation of strain energy, modal analysis, and structural safety based on simple reliability theory. Service performance of the truss bridge is significantly influenced by local damage (i.e., damage index &amp;gt;0.5) and the load-carrying capacity is exponentially reduced with the increased damage index. A high mode shape such as the 4th mode is of use to diagnose local damage in the truss system. The global safety index derived using deflection characteristics is an indicator to indirectly detect the presence of local damage in the system. Stress redistribution among the constituent truss members is found to be insignificant, except for those adjacent to the damage. The global safety index of the system based on deflection characteristics is an indicator to diagnose the presence of local damage. The need for developing a repair method that can address the global redundancy of a damaged truss bridge is highlighted. Highlights ? A program is conducted to study the behavior of damaged truss systems. ? The global safety index is an indicator of detecting local damage in the systems. ? Stress redistribution in truss is insignificant, except for members near damage.]]></description>
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			<title><![CDATA[A comparison of computational methods to predict the progressive collapse behaviour of a damaged box girder]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612005093%26%5Fversion%3D1%26md5%3D6798bc037d16d7a6a18aaaa702d9286d]]></link>
			<pubDate>Sun, 25 Nov 2012 01:30:44 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Simon Benson, Anuar AbuBakar, Robert S. Dow The progressive collapse of a box beam under longitudinal bending can be predicted using various computational approaches, including finite element methodologies and the simplified progressive collapse method. These methodologies are employed to complete a series of analyses on three small box girders. The models are first analysed in the intact condition and then several damage scenarios are investigated. The results from the different computational approaches are compared to determine their relative performance. The study demonstrates the significance of residual stresses that are created during the damage simulation and are represented using differing assumptions in each of the compared methodologies. Highlights ? Pure bending of a damaged box girder is predicted by finite element analysis. ? Nonlinear methods are used to simulate rupture damage then longitudinal bending. ? Further validation is undertaken with a simplified progressive collapse method. ? Results show that stresses created during onset of damage affect bending behaviour. ? This phenomenon must be taken into account when predicting damage ultimate strength.]]></description>
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			<title><![CDATA[A refined model for thermoelastic analysis of initially curved and twisted composite beams]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004853%26%5Fversion%3D1%26md5%3D859075525e7472a836bf454cb06d8bf8]]></link>
			<pubDate>Sun, 25 Nov 2012 01:30:44 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Qi Wang, Wenbin Yu This paper deals with steady state thermoelastic problems in beam structures using the variational asymptotic method. First, we simplify the original three-dimensional heat conduction problem into a two-dimensional thermal cross-sectional analysis along with an optional one-dimensional heat conduction analysis. The refinements up to the second order of the initial curvatures and twist are captured in the model. Having obtained the temperature field, we then construct a generalized Timoshenko model for the one-way coupled thermoelastic analysis. Several examples will be used to demonstrate the application and performance of the present model. The results will be compared with three-dimensional thermoelastic analysis using ANSYS. Highlights ? Generalized Timoshenko theory for accurate thermal stress prediction. ? Achieved accuracy comparable to 3D FEA for thermal fields and stress/strain fields. ? No ad hoc assumptions which are common in other approaches are invoked in the derivation. ? Effects of initial curvatures/twists are accurately modeled. ? Implemented in VABS for general-purpose thermoelastic modeling for composite beams.]]></description>
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			<title><![CDATA[FE calculations of a deterministic and statistical size effect in concrete under bending within stochastic elasto-plasticity and non-local softening]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004919%26%5Fversion%3D1%26md5%3D016837a30d8f8f322efed16597da12d1]]></link>
			<pubDate>Sun, 25 Nov 2012 01:30:43 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48E. Syroka-Korol, J. Tejchman, Z. Mr?z The numerical FE investigations of a deterministic and statistical size effect in unnotched concrete beams of similar geometry under quasi-static three point bending were performed within elasto-plasticity with non-local softening. The FE analyses were carried out with four different beam sizes. Deterministic calculations were performed with the uniform distribution of a tensile strength. In turn, in statistical calculations, the tensile strength took the form of spatially correlated random fields described by a truncated Gaussian distribution. In order to reduce the number of statistical realizations without losing the calculation correctness, Latin hypercube sampling was applied. The numerical outcomes showed a strong coupled deterministic and stochastic size effect which was compared with the size effect laws by Bazant and by Carpinteri. Highlights ? We investigate a deterministic and statistical size effect in concrete beams. ? We use stochastic elasto-plasticity with nonlocal softening in FE analyses. ? We assume the tensile strength spatially correlated. ? We compare numerical results with the size effect laws by Bazant and Carpinteri.]]></description>
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			<title><![CDATA[A pre-assembly method of steel reinforcement to improve the constructability of pier coping]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004932%26%5Fversion%3D1%26md5%3D7d973bd94aa6ffad9589d215dfc387fa]]></link>
			<pubDate>Sun, 25 Nov 2012 01:30:43 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Bong-Sik Park, Sung-Hyun Park, Jae-Yeol Cho This study proposes a pre-assembly method of steel reinforcement for pier coping to improve constructability. In the proposed pre-assembly method, the reinforcement arrangement has been modified to minimize interference between reinforcement while satisfying the current design code requirements. To validate the structural safety of the proposed construction method, half-scale models were tested and analyzed using a nonlinear finite element method. From test and analysis, it was found that the proposed pre-assembly method yields considerable ease of construction, and shows almost the same behavior as that of conventional pier coping. Highlights ? A pre-assembly method of steel rebars for pier coping is proposed. ? The structural safety of the pier coping by the proposed method is verified. ? The method will reduce construction period/cost and safety accidents.]]></description>
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			<title><![CDATA[Inelastic large deflection analysis of space steel frames including H-shaped cross sectional members]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612005020%26%5Fversion%3D1%26md5%3D581aae8ca2f60e0ca890dc0754ee08f5]]></link>
			<pubDate>Sun, 25 Nov 2012 01:30:43 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Ahmed H. Zubydan This paper presents an efficient inelastic and large deflection analysis of space frames using spread of plasticity method. New accurate formulae are proposed to describe the plastic strength surface for steel wide-flange cross sections under axial force and biaxial bending moments. Moreover, empirical formulae are developed to predict the tangent modulus for cross sections under the combined forces. The tangent modulus formulae are extended to evaluate the secant stiffness that is used for internal force recovering. The formulae are derived for steel sections considering the residual stresses as recommended by European Convention for Construction Steelwork (ECCS). A finite element program based on stiffness matrix method is prepared to predict the inelastic large deflection behavior of space frames using the derived formulae. The finite element model exhibits good correlations when compared with the fiber model results as well as previous accurate models. The analysis results indicate that the new model is accurate and computational efficient. Highlights ? A new plastic strength surface for steel H-sections was developed. ? New tangent modulus ratios for steel H-section were derived. ? Finite element model for nonlinear analysis of space steel frames was prepared.]]></description>
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			<title><![CDATA[Dynamics of modular expansion joints: The Martinus Nijhoff Bridge]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004944%26%5Fversion%3D1%26md5%3Dd95eb8c92b52e94ff38846b8c8e3d743]]></link>
			<pubDate>Sun, 25 Nov 2012 01:30:42 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48B. Zuada Coelho, A.H.J.M. Vervuurt, W.H.A. Peelen, J.S. Leendertz Modular expansion joints are structures that are submitted to severe fatigue load conditions. This may lead to unexpected premature damage of the structure which, besides the economic cost of repair, may limit the regular service of the bridge. To better understand the dynamic behaviour of modular expansion joints, different over rolling tests have been performed at the modular expansion joint of the Martinus Nijhoff Bridge in the Netherlands. The tests were part of a research program for developing an early warning monitoring system for expansion joints. Strain measurements were performed during the passage of a vehicle at different speeds, for two different scenarios regarding the fixations (sliding springs and sliding bearings) of the cross beams. At the same time, a numerical model was developed and validated by means of the experimental data. This article presents and discusses the measurements and the numerical analysis. The results highlight on the effect of the cross beam fixation, and the effect of the vehicle speed on the strain distribution along the centre beam, together with the changes in modal properties of the structure. Highlights ? Over rolling test on a modular expansion joint for different cross beam support conditions. ? Centre beam behaviour depends on the effectiveness of the cross beam fixation. ? Damage on the cross beam fixations is possible to be identified.]]></description>
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			<title><![CDATA[Influence of recycled coarse aggregates on the bond behavior of deformed bars in concrete]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612005275%26%5Fversion%3D1%26md5%3D9a25332dd0c3743210bd9f9699f99ae2]]></link>
			<pubDate>Sun, 25 Nov 2012 01:30:42 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Sun-Woo Kim, Hyun-Do Yun To investigate the bond behavior of deformed bars in recycled aggregate concrete (RAC), 144 tests were performed. In this paper, the following variables were considered: the aggregate size, four types of recycled coarse aggregate (RCA) replacement ratios, two reinforcing bar directions (vertical and horizontal), and two reinforcing bar locations (75 and 225mm from the bottom). In addition, the effect of concrete aging on the bond behavior between the bar and the concrete was evaluated. Based on the test results, the RAC-I specimens (with 20mm of maximum RCA size) had a greater bond strength than the RAC-II specimens (with 25mm of maximum RCA size) under the same RCA replacement ratio. Thus, the bond strength of RCA is affected by the aggregate size because the shape of the RAC is generally spherical. For both RAC-I and -II specimens, as RCA replacement ratio increased, compressive strength showed a tendency to decrease proportionally. In terms of aging, regardless of the RCA replacement ratio, RAC-I pullout specimens showed similar bond strength under the same age although the compressive strength showed a downward trend with the RCA replacement ratio. In view of the top-bar effect, a significant difference was detected between the top and bottom bars at all ages; this does not confirm the provision of the ACI and CSA codes that require all of the top bars to have more than 300mm of concrete below them. In particular, the bond stress was not uniformly distributed along the length of the bar in the RAC-II specimens due to settlement of the coarse aggregates. Highlights ? Bond behavior of deformed bars in recycled aggregate concrete (RAC). ? The bond strength of RCA is affected by the aggregate size. ? As RCA replacement ratio increased, compressive strength of RAC decreased. ? The bonding of the bar in RAC concrete was weakened due to the high flowability. ? RAC showed less bond strength to conventional concrete at the same age.]]></description>
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			<title><![CDATA[Structural behaviour of powder-type self-compacting concrete: Bond performance and shear capacity]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004798%26%5Fversion%3D1%26md5%3D6412c3b42eecedd22e315347cc36459f]]></link>
			<pubDate>Fri, 23 Nov 2012 01:30:14 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Peter Helincks, Veerle Boel, Wouter De Corte, Geert De Schutter, Pieter Desnerck An experimental test program was carried out to investigate the bond and shear performance of powder-type self-compacting concrete (SCC). In order to examine the bond strength of reinforcement in concrete, pull-out tests (according to RILEM recommendation RC6 part 2) were performed. In total, 72 pull-out specimens were tested, cast with different concrete mixtures and rebar diameters (8, 12, 16, and 20mm). It was found that SCC shows normalized characteristic bond strength values as high as or higher than vibrated concrete (VC). In addition, as the bar diameter increases, larger bond strengths are measured, with the highest values for bars with diameter 12 or 16mm. When larger diameters up to 20mm are used, a decrease in bond performance is noticed. To study the shear behaviour, four-point bending tests were executed. Small SCC and VC beams were cast with different reinforcement ratios (1.0%, 1.5%, and 2.0%) and tested with different shear span-to-depth ratios (from 1.5 to 3.0), with a total of 102 beams. A slightly decreased shear capacity is observed for SCC. Also, higher ultimate shear stresses are recorded when higher reinforcement ratios or smaller shear span-to-depth ratios are applied. Highlights ? We study bond and shear behaviour of vibrated and self-compacting concrete (VC and SCC). ? We study influence of bar diameter (bond) and shear span-to-depth and reinforcement ratio (shear). ? SCC shows bond strength values as high as or higher than VC. ? There is no significant difference in shear behaviour between SCC and VC. ? We reevaluate design values for bond and shear from Eurocode 2 and evaluate equations from CEB-FIP MC2010 and ACI 318-11.]]></description>
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			<title><![CDATA[Simple numerical model with second order effects for out-of-plane loaded masonry walls]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004713%26%5Fversion%3D1%26md5%3D43698a8b06fc07511598f757907abe26]]></link>
			<pubDate>Fri, 23 Nov 2012 01:30:14 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Gabriele Milani, Marco Pizzolato, Antonio Tralli The buckling behavior of slender unreinforced masonry (URM) walls subjected to axial compression and out-of-plane lateral loads is investigated through a simplified &quot;homogenized&quot; procedure. After a preliminary analysis performed on a unit cell meshed by means of elastic FEs and non-linear interfaces, macroscopic moment-curvature diagrams so obtained are implemented at a structural level, discretizing masonry walls by means of rigid triangular elements and non-linear interfaces. The non-linear incremental response of the structure is accounted for a specific quadratic programming routine where second order effects are suitably considered adding a further term, quadratic in the nodal displacements, within the total energy of the discretized system. The finite element model, applicable under general load and restraint conditions, incorporates material and geometric nonlinearity and may be used to analyze slender URM walls, having the capability of capturing post-cracking and post-buckling behavior in an approximate but suitable way. As validation of the approach proposed, the instability behavior of some existing experimental pre-compressed four-point bending tests is reproduced. Square panels in two-way bending, exhibiting classical Rondelet&apos;s mechanisms, are also studied. Finally the results obtained are compared with those provided both by commercial FE programs and specifically developed analytical models. Highlights ? Numerical study on the buckling behavior of masonry walls. ? Material and geometric non-linearity are accounted for. ? Homogenized approach with triangular rigid elements and non-linear interfaces. ? Sequential quadratic programming to solve the incremental problem. ? Comparison with analytical ad-hoc approaches and commercial FEM.]]></description>
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			<title><![CDATA[Experimental study on subsea pipeline bedding condition assessment using wavelet packet transform]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004749%26%5Fversion%3D1%26md5%3Db2b99177bdc583663ce275b4fd23f57c]]></link>
			<pubDate>Thu, 22 Nov 2012 01:30:38 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Xue-Lin Peng, Hong Hao, Zhong-Xian Li, Ke-Qing Fan Free span along subsea pipelines is a general problem both in pipeline design phase and during operation of pipelines. Traditionally, subsea pipeline system is inspected over the entire pipeline length with inspection tools, such as side-scan sonar and video/camera carried by remote controlled vehicle. The obvious disadvantage is that this kind of inspection can only be carried out at scheduled intervals. In a previous study [1], a damage indicator, WPECR ? , was proposed based on wavelet packet transform analysis to identify free-spanning damage along subsea pipelines. The reliability and efficiency of the proposed damage indicator is proven with numerical simulated vibration data of pipeline under ambient sea wave forces. To further verify the proposed method, in this paper, two scaled pipe models with different boundary conditions were designed and tested subject to random wave forces in a large wave tank. Waterproof accelerometers were used to collect pipeline responses which were subsequently analyzed for pipeline condition monitoring. The results show that using output-only dynamic responses of pipeline subject to random ambient wave excitations can accurately identify free span locations and length. With a vibration based method, real time monitoring of scouring damage to subsea pipelines is achievable so that any free span longer than allowable span length can be detected at an early stage. Highlights ? Two scaled pipeline models were designed and tested in a large wave tank. ? Pipe models were excited by the generated random wave force. ? Vibration based method was used to detect pipeline free spans location and severity. ? Wavelet packet transform was used to process the collected dynamic data.]]></description>
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			<title><![CDATA[Sliding instability of fiber-reinforced elastomeric isolators in unbonded applications]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004737%26%5Fversion%3D1%26md5%3D527875108cdfc5ce4514959498898d7e]]></link>
			<pubDate>Thu, 22 Nov 2012 01:30:38 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Gaetano Russo, Margherita Pauletta Fiber-reinforced isolators not anchored to the structure represent a new development in seismic isolation. Their light weight, low cost and great ease of installation, in comparison with conventional elastomeric isolators, could allow to extend the use of these valuable devices to seismic protection of housing and commercial buildings, particularly in developing countries. As demonstrated in studies available in the literature, fiber-reinforced isolators match the behavior of steel-reinforced ones. However the friction behavior between such new devices and the structure has not been investigated yet. This paper describes an experimental study on elastomeric isolators reinforced by bi-directional carbon fiber fabrics performed to investigate the static friction at contact surfaces. The isolators were placed in contact with concrete surfaces and subjected contemporaneously to compressive stress and shear strains. Friction behavior was analyzed in terms of isolator sliding with respect to the concrete sub- and super-structure. Influence on friction behavior of different parameters, such as level of compressive stress, rubber typology, concrete roughness, aging and loading rate, was investigated. The tests showed that, in relation to the value of the applied compressive stress, uncontrolled sliding of the isolator can occur by increasing the shear force. This unstable condition is called sliding instability herein. The experimental results are explained and the limit values of the compressive stress needed to avoid sliding instability is provided both for new and aged isolators, under quasi-static loading conditions. It is demonstrated that quasi-static tests are reasonably conservative with regard to safety. Patterns of stresses and relative displacements based on the experimental results are also proposed. Highlights ? Unbonded fiber reinforced isolators can undergo to sliding instability under shear. ? Isolator resisting shear force and secant stiffness increase with compressive stress. ? Seismic rubber and rough concrete contact surfaces involve better friction behavior. ? Aging worsens isolator friction performance. ? Tangential stresses at contact surfaces are greater near the isolator detaching edge.]]></description>
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			<title><![CDATA[Experimental and numerical validation of a new design for three-dimensional semi-rigid composite joints]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004786%26%5Fversion%3D1%26md5%3D27284c4ce8b77ef433e468e71e4d2ceb]]></link>
			<pubDate>Thu, 22 Nov 2012 01:30:38 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Beatriz Gil, Rufino Go?i, Eduardo Bayo Semi-rigid composite joints not only have the advantage of optimizing the use of the material, but also of providing lateral stiffness for sway frames. By means of semi-rigid joints, the lateral stability of the structure may rely on the stiffness and ductility of the joints, thus avoiding bracing systems. These advantages may even increase when the joints are designed as semi-rigid in both axes. In this case, the joint behaves in a three-dimensional way that includes an interaction between the major and the minor axis of the column. In this paper, a new design for three-dimensional semi-rigid composite joint is proposed and tested in order to improve the behaviour and obtain the benefits of semi-rigidity when both the major and minor axis are included. Thus, the proposed design involves beams that are attached in a semi-rigid manner to both, the major and minor axes of the column. The experimental program consists in one 3D semi-rigid composite internal joint under proportional loads, another internal joint subjected to non-proportional loads and one facade joint. These tests provide information as to whether the joints satisfy the requirements of the Eurocodes 3 and 4 (EC3 and EC4) in terms of ductility, stiffness and resistance. Also the possible interactions between the major and minor axes of the proposed joint that are caused by the loads and/or the geometry are studied. Simultaneously, finite element modelling and analysis have been carried out and calibrated against the experimental results. These models have been performed with the aim of finding tools and ways to characterize and analyse the proposed joint design. Design guidelines are also provided for the use of this joint, and some additions and modifications to the Eurocode component method are proposed. Highlights ? A new design 3D semi-rigid composite joint is proposed and tested. ? These tests provide information about the ductility, stiffness and resistance. ? FEM and parametric study are carried out to analyze the interaction in both axis. ? Design guidelines and modifications to the EC4 component method are proposed.]]></description>
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			<title><![CDATA[Editorial Board]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612005627%26%5Fversion%3D1%26md5%3D8d834b34df433cc3fcb3a084bb8b8f6d]]></link>
			<pubDate>Wed, 21 Nov 2012 01:31:21 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46 ]]></description>
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			<title><![CDATA[Effect of steel wrapping jackets on the bond strength of concrete and the lateral performance of circular RC columns]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004683%26%5Fversion%3D1%26md5%3Dbb7759e6be0c0bd3c5245301673a885f]]></link>
			<pubDate>Wed, 21 Nov 2012 01:31:20 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Eunsoo Choi, Young-Soo Chung, Kyoungsoo Park, Jong-Su Jeon In this study, the bond behavior between steel reinforcing bars and concrete confined via steel wrapping jackets is estimated. Lateral bending tests are conducted for the reinforced concrete columns with continuous longitudinal reinforcement or lap-spliced longitudinal bars confined by the steel wrapping jackets. It is found that the jackets increase the bond strength and ductile behavior due to the transfer of splitting bonding failure to pull-out bonding failure. In the column tests, the steel wrapping jackets increase the flexural strength and ultimate drift for the lap-spliced column. However, the jacket for the column with continuous longitudinal reinforcement only increases the ultimate drift since the flexural strength depends on the yield of reinforcement. Finally, this study suggests a basic concept for determination of the thickness of the steel wrapping jackets which is different from the conventional method. Highlights ? Bond stress-slip behavior of concrete confined by steel wrapping jackets is provided. ? The steel wrapping jackets increase the ductile behavior of lap-spliced RC columns. ? The bond strength at lap splicing region with the steel wrapping jackets increases.]]></description>
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			<title><![CDATA[Nonlinear analysis of slender high-strength R/C columns under combined biaxial bending and axial compression]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004725%26%5Fversion%3D1%26md5%3Dac79838c7b344c1a230c29a49ab6af25]]></link>
			<pubDate>Wed, 21 Nov 2012 01:31:20 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48M. Bouchaboub, M.L. Samai A numerical technique for the analysis of high-strength reinforced concrete slender columns subjected to end loadings is presented. The finite difference method is applied to calculate the load corresponding to a specified deflection, considering both material and geometric nonlinearities. In this way, the complete load-deflection curve was computed for X columns that were also tested experimentally. The analysis procedure is applicable for columns with hinged extremities, although only isolated columns are evaluated herein. Highlights ? 3D nonlinear analysis of high-strength R/C slender columns is presented. ? The numerical solutions can accurately predict the curvature and the deflection. ? The numerical results proved a good coincidence with the experimental results.]]></description>
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			<title><![CDATA[Optimal capacity design of eccentrically braced steel frameworks using nonlinear response history analysis]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612005196%26%5Fversion%3D1%26md5%3D7601b2b57f075f8fbc2c349906468b7f]]></link>
			<pubDate>Sun, 18 Nov 2012 01:29:25 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Yanglin Gong, Yusong Xue, Lei Xu Presented in this paper is an optimal capacity design method for steel building frameworks by adopting a nonlinear response history analysis procedure as the evolution tool for the structures under extreme earthquake loading. Minimum structural weight, minimum seismic input energy, and maximum hysteretic energy of fuse members are identified as design objectives. The design constraints include plastic deformation limit on every frame member and total deformation limit on each inter-story drift. The design optimization method employs a multi-objective genetic algorithm to search for optimal member section sizes from among commercially available steel section shapes. The design method is illustrated in details for a three-story eccentrically-braced steel frame. Highlights ? Design optimization of steel building frames using nonlinear time history analysis. ? To minimize cost and input energy and to maximize hysteresis energy of fuses. ? A unified capacity design method for seismic design of steel frameworks. ? A design example of a three-story eccentrically braced frame is demonstrated. ? To compute seismic energy using the structural responses from an existing program.]]></description>
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			<title><![CDATA[Compressive strength of masonry made of clay bricks and cement mortar: Estimation based on Neural Networks and Fuzzy Logic]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS014102961200507X%26%5Fversion%3D1%26md5%3D58c3704fed4337f48321b84f84d68667]]></link>
			<pubDate>Sun, 18 Nov 2012 01:29:25 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Julio Garz?n-Roca, Creu Obrer Marco, Jose M. Adam The use of mathematical tools such as Artificial Neural Networks and Fuzzy Logic has been shown to be useful for solving complex engineering problems, without the need to reproduce the phenomenon under study, when the only information available consists of the parameters of the problem and the desired results. Based on a collection of 96 laboratory tests, this paper uses Artificial Neural Networks and Fuzzy Logic to determine the compressive strength of a masonry structure composed of clay bricks and cement mortar, by using only two parameters: the compressive strength of the mortar and that of the bricks. These mathematical techniques are an alternative to the complex analytical formulas dependent on a large number of parameters and to empirical formulas, which, even though simple, often give unrealistic values. The results obtained are compared to the calculation methods proposed by other authors and other standards and demonstrate the suitability of using Neural Networks and Fuzzy Logic to predict the compressive strength of masonry. Highlights ? Compressive strength of masonry is investigated. ? Artificial Neural Networks and Fuzzy Logic are used. ? Data collected from a review of 96 experimental studies have been used. ? Results are compared with other proposals and codes.]]></description>
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			<title><![CDATA[Dynamic analysis of damping in layered and welded beams]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612005159%26%5Fversion%3D1%26md5%3Da48faeed40485cae7616fe34625ed5d8]]></link>
			<pubDate>Sun, 18 Nov 2012 01:29:24 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Bhagat Singh, Bijoy Kumar Nanda Damping in built-up structures is often caused by energy dissipation due to micro-slip along the frictional interfaces, which provides a beneficial damping mechanism and plays an important role in controlling the vibration behavior of these structures. A careful study of the micro-slip phenomenon has been carried out in layered and tack welded cantilever beams. A little amount of work has been reported till date on the damping capacity of structures with welded joints. The objective of the present study is to analyze the dynamic behavior of two layered and tack welded beams undergoing interfacial slip. The Bernoulli-Euler hypothesis is assumed to hold in the present analysis and a linear constitutive expression between the horizontal slip and the interfacial shear force has been developed to quantify the amount of energy dissipation during dynamic loading. Experimental results are found to validate the theoretical analysis. Highlights ? Slip damping is predominant in layered and welded structures. ? Energy dissipation increases with increase in excitation level. ? The frequency ratio has its modulating effect on the dynamic slip. ? Slip damping capacity decreases with the increase in thickness.]]></description>
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			<title><![CDATA[Numerical analysis of load-bearing capacity of modular scaffolding nodes]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004701%26%5Fversion%3D1%26md5%3D4744fb250782391775e877c282c3846f]]></link>
			<pubDate>Fri, 16 Nov 2012 01:29:48 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 48Micha? Pie?ko, Ewa B?azik-Borowa The paper is concerned with the numerical analysis of a node in modular scaffolds used for construction work. The purpose of this study is to determine the capacity of a node on the basis of the numerical analysis taking into consideration two factors: nonlinear material and the interaction between particular joint elements. The main subject of the analysis are the connections between the brace and the pipe and between the ledger and the pipe of the vertical standard. The result of the analysis is the maximum load that can be applied to the elements of the node. The numerical analysis is an alternative method over traditional methods involving laboratory research. Highlights ? Scaffoldings become indispensable during building construction and renovation work. ? The load-bearing capacity of nodes should be determined by numerical methods. ? The local plastic deformation of steel does not mean the total loss of load capacity. ? Nodes are the weakest elements of scaffoldings.]]></description>
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			<title><![CDATA[Laboratory tests and numerical simulations of barge impact on circular reinforced concrete piers]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004750%26%5Fversion%3D1%26md5%3D8058f2fb2d5e643be7fd5e025884ec52]]></link>
			<pubDate>Sun, 30 Sep 2012 01:37:14 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Yanyan Sha, Hong Hao Bridge structures across navigable waterways are vulnerable to barge collisions. To protect the bridge structure, bridge piers should be specially designed to resist barge impact load. In order to quantify the impact load, barge-pier impact tests and/or reliable theoretical or numerical predictions should be conducted. However, very limited impact tests were carried out to evaluate barge impact force and pier response due to the cost and site limitations. This paper presents laboratory tests and numerical simulation results of barge impacting on bridge piers. A scaled circular reinforced concrete pier is built and tested first with a pendulum impact test system. Impact load profile and pier top displacement were recorded and analyzed. A numerical model is then developed to simulate the laboratory tests. Nonlinear materials are used to model the concrete and steel reinforcements with strain rate effects. The accuracy of the pier model is calibrated by comparing the experimental and numerical results. Using the validated numerical model, a full scale bridge pier model is developed to simulate the barge impact on bridge piers. Pile groups and soil springs are considered to model the soil-pier interaction. Parametric studies are carried out to investigate the effects of barge impact velocity, barge mass, pier diameter and height, superstructure mass and impact location, and soil-pier interaction. Impact load time history and pier displacement response are calculated. Based on the numerical results, empirical formulae are proposed to predict the peak impact force and impulse. The adequacy of the current design code is also discussed in the paper. Highlights ? We developed and validated a high-resolution FE model of a nonlinear bridge pier. ? We studied the influence of soil-pile-foundation effect on the impact force. ? Barge impact energy and pier geometry have significant effects on the impact force. ? The AASHTO provision tends to underestimate impact force when crush depth is small. ? Empirical equations are proposed for fast prediction of impact force time history.]]></description>
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			<title><![CDATA[Formulation for shear force-relative displacement relationship of L-shape shear connector in steel-concrete composite structures]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004804%26%5Fversion%3D1%26md5%3D10c8bc297b13b9bd8fc907c56eddbf94]]></link>
			<pubDate>Sun, 30 Sep 2012 01:37:14 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46R. Soty, H. Shima This paper presents the shear force-relative displacement relationship of L-shape shear connector subjected to strut compressive force in steel-concrete composite structures. The shear connectors were found to fail in two different failure modes, split failure mode and concrete crush or shear failure mode. Consequently, an equation for a critical strut angle representing the border between the two failure modes was developed and proposed. The formulas to predict the ultimate shear force and the shear force-relative displacement relationship of the shear connector were established. The shear force-relative displacement relationships can be represented by a unique enveloped curve by normalizing shear forces by the ultimate shear forces and relative displacements by the height of the shear connectors. According to the experimental results, the ultimate relative displacements of L-shape shear connector were approximately 0.02 times the height of the shear connector. Highlights ? L-shape shear connectors failed in split failure and shear failure modes. ? There exists a critical strut angle separating the two failure modes. ? Formulas for shear capacity of the shear connector were proposed. ? A formula for shear force-relative displacement relationship was obtained. ? Ultimate relative displacement was found 0.02 times shear connector height.]]></description>
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			<title><![CDATA[Bridge rating protocol using ambient trucks through structural health monitoring system]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004488%26%5Fversion%3D1%26md5%3Db4078a7deca8cd22bc38ee675f987576]]></link>
			<pubDate>Sun, 30 Sep 2012 01:37:13 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Junwon Seo, Brent Phares, Ping Lu, Terry Wipf, Justin Dahlberg A protocol for the development of a set of load rating distributions for a steel I-girder bridge will be presented. The critical regions of the bridge were instrumented using strain sensors to measure the real-time strain time history resulting from ambient trucks. This study focused on five-axle trucks traveling the south-lane of the bridge. Strain time history data was used to calibrate finite element models according to two scenarios: known and unknown truck characteristic selections. These truck characteristics identified from Weight-In-Motion (WIM) data obtained from Iowa state highways were used in the model calibration. The calibrated models, along with standard HS-20 trucks following AASHTO Load Factor Rating (LFR) method, were used to calculate a set of load ratings for each strain set as per the scenarios. Multiple load rating distributions created for strain sets were combined into a single holistic distribution. For the proposed protocol verification, the distribution was compared to that obtained from a rating package currently used by the Iowa Department of Transportation (Iowa DOT). The resulting distribution sets had means of 1.36 and 1.41 for known and unknown truck selections, respectively and subsequently were 24% and 27% greater than those values obtained from the Iowa DOT rating package. The distribution can be used not only to statistically evaluate structural capacity of such bridges, but also provide essential information for assigning retrofit prioritization of such bridges. Highlights ? The load rating protocol for a steel bridge under ambient trucks was developed. ? Procedures for generating the load rating distributions were detailed. ? Strain data was obtained via a structural health monitoring system. ? Ambient truck characteristics were identified using Weight-In-Motion data. ? The protocol was validated by comparing the ratings with a practical quantity.]]></description>
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			<title><![CDATA[Experimental and numerical study on structural behavior of a single timber Textile Module]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS014102961200466X%26%5Fversion%3D1%26md5%3D7b554715147f2bf88306973360b2e40a]]></link>
			<pubDate>Sun, 30 Sep 2012 01:37:13 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46M. Sistaninia, M. Hudert, L. Humbert, Y. Weinand The present work investigates an innovative class of timber structure with potential applications in roofing, facade and bridge construction, called Timberfabric. The development of Timberfabric structures originates from the approach of harnessing the structural, modular and qualities of textiles in timber construction (Weinand and Hudert, 2010) [9]. Timberfabric structures are comprised of repetitive arrangements of one or more structural unit cells called Textile Modules. When properly designed, one obtains a modular and lightweight structure with interesting and unusual geometrical and structural qualities. This paper focuses on the single timber Textile Module. Based on the finite element (FE) method, a reliable procedure is proposed for modeling the overall assembly process of the Textile Module. For comparison, Textile Module prototypes are constructed at two different scales (large and intermediate scales) with different assembly conditions. The proposed geometrically nonlinear FE model allows evaluation of the stresses that are induced during the construction process and which may affect the structural integrity of the module. In particular, the risk of failure during assembly is identified using the anisotropic Tsai-Hill criterion. The structural behavior of the timber Textile Module is then investigated through bending tests using the constructed prototypes. During the loading procedure, the vertical deflections are measured at different locations on the prototype surface by means of external displacement transducers. Using the FE model, the corresponding deformed shapes are simulated by applying the bending loads on the pre-stressed Textile Module. Experimental displacements and FE predictions are thus compared and found to be in good agreement. Highlights ? Experimentally and numerically study of a unit cell of a Timberfabric structure. ? Development of a nonlinear FE model to simulate the overall assembly process. ? Construction of large-scale and intermediate-scale Textile Module prototypes. ? Investigation of the structural behavior of Textile Modules through bending tests. ? Comparison of the experimental and simulated forms before and after loading.]]></description>
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			<title><![CDATA[Nonlinear finite element analysis of timber beams and joints using the layered approach and hypoelastic constitutive law]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004531%26%5Fversion%3D1%26md5%3D79cdc9222496f535bf83763c12c5a295]]></link>
			<pubDate>Fri, 28 Sep 2012 01:32:25 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Nima Khorsandnia, Hamid R. Valipour, Keith Crews This paper focuses on development and application of finite element models for nonlinear analysis of timber, timber-concrete composite (TCC) beams and joints. A new piecewise continuous orthotropic failure envelope in the bi-axial stress space is proposed for modelling timber behaviour. The proposed orthotropic surface is simplified based on isotropic behaviour of timber along the grains and the model is formulated within the framework of hypoelastic constitutive law. The developed constitutive law and finite element (FE) models are verified by examples taken from the literature including timber beams with and without notches and holes subject to three- and four-point bending as well as push-out test results of TCC connections. Further, the accuracy and performance of the proposed constitutive law for capturing nonlinear behaviour and failure load of timber beams and connections is compared with orthotropic Hashin damage model. The FE results show good agreement with experimental results in terms of load-displacement response and ultimate loading capacity of members and it is concluded that the developed timber model can adequately capture the global as well as the local behaviour of timber beams and TCC connections. Highlights ? Development of constitutive law and application of finite element models. ? Nonlinear analysis of timber and timber-concrete composite beams. ? Application of layered approach in the context of continuum-based FE. ? Capturing orthotropic behaviour of timber using isotropic material models.]]></description>
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			<title><![CDATA[Buckling strength of slender circular tubular steel braces strengthened by CFRP]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004464%26%5Fversion%3D1%26md5%3D81d64baf93b2598730cdda364dd36629]]></link>
			<pubDate>Fri, 28 Sep 2012 01:32:25 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46X.Y. Gao, T. Balendra, C.G. Koh Although the application of carbon fibre reinforced polymer (CFRP) on strengthening of concrete structures have been reported widely, there are relatively few applications to steel structures, especially to tubular steel structures. In order to investigate the performance of circular tubular steel braces retrofitted with CFRP, long hot finished circular hollow steel braces (88.9mm?4mm) wrapped with CFRP sheets are tested to study the effects of CFRP on overall buckling behavior. Based on the experimental results, a numerical model has been developed to predict the axial load capacity, lateral and axial displacements accounting for the initial out-of-straightness, material and geometric nonlinearities. It is found that CFRP layers could increase both the strength and stiffness of the brace considerably. Highlights ? CFRP. ? Circular tubular structure. ? Retrofitting of steel braces. ? Buckling strength.]]></description>
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			<title><![CDATA[Hysteretic performance of a new blind bolted connection to concrete filled columns under cyclic loading: An experimental investigation]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004622%26%5Fversion%3D1%26md5%3D27c142149a1cce778a142299b7660a52]]></link>
			<pubDate>Thu, 27 Sep 2012 01:31:48 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Walid Tizani, Zhi Yu Wang, Iman Hajirasouliha The structural performance and reliability of a new blind-bolting technique is investigated in this study. The new blind-bolt is termed Extended Hollobolt (EHB) and is a modification of the standard Hollobolt. The EHB enhances the tensile resistance and stiffness of the fastener by anchoring it in the concrete infill of a tubular column. This paper reports on an investigation into the cyclic behaviour of end-plate connections to concrete filled tubular (CFT) columns using the EHB. A series of six full-scale connections were tested under quasi-static cyclic loading. The key parameters investigated were amplitude of cyclic loading procedure, bolt grade, tube wall thickness, and concrete grade. The strength, stiffness, rotation capacity and energy dissipation capacity of the connections were evaluated at different load cycles. The EHB provided stable hysteretic behaviour with appropriate level of strength and stiffness, where strength is comparable to that of standard bolt-and-nut fasteners and where rigid behaviour can be achieved. The influence of tube wall thickness and concrete grade on the performance of the connection in terms of strength, stiffness, ductility and failure mode is investigated. It is shown that the required performance can be achieved by controlling the tube wall thickness and concrete strength. The results indicate that the connection can offer energy dissipation capacity and ductility appropriate for its potential use in seismic design. Highlights ? Reports on hysteretic behaviour of a new blind bolted endplate connection to concrete filled tubes. ? The new connection offers good energy dissipation capacity and ductility for seismic application. ? The new connection provides stable hysteretic behaviour with appropriate strength and stiffness. ? Required performance can be achieved by controlling tube wall thickness and concrete strength.]]></description>
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			<title><![CDATA[Analytical modeling and axial load design of a novel FRP-encased steel-concrete composite column for various slenderness ratios]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS014102961200452X%26%5Fversion%3D1%26md5%3D7adc5f8ee902c9f3da622acb65a76b74]]></link>
			<pubDate>Thu, 27 Sep 2012 01:31:47 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Kian Karimi, Michael J. Tait, Wael W. El-Dakhakhni A novel composite column composed of steel, concrete and a fiber reinforced polymer (FRP) tube is presented in this paper. The confinement and composite action between the constituent materials result in enhanced compressive strength, ductility and energy dissipation capacity of the proposed composite column compared to a traditional reinforced concrete (RC) column. Due to the presence of the FRP tube, current design methods for concrete-filled steel tubes (CFSTs) or concrete-encased steel (CES) columns are not directly applicable. An analytical model was developed to predict the behavior of the composite column for various slenderness ratio values. Predicted values are found to be in good agreement with the experimental results from tests of six columns ranging from 500mm to 3000mm in height. A parametric study is conducted to investigate the influence of column diameter, FRP tube thickness, axial compressive modulus of the FRP tube and steel-to-concrete area ratio on the capacity relationships and slenderness limits. Finally, a simplified design equation is proposed to predict the compressive load capacity of this type of composite column. Highlights ? A novel composite column consisting of steel, concrete and FRP was proposed. ? Column specimens with various slenderness rations were tested under axial loading. ? An analytical model was developed to predict behavior of short and long columns. ? Influence of geometry and material properties on behavior of the columns was studied.]]></description>
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			<title><![CDATA[An explicit structure-dependent algorithm for pseudodynamic testing]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004452%26%5Fversion%3D1%26md5%3Dd8e4da66a0ee9052bdab09b9408aeed0]]></link>
			<pubDate>Wed, 26 Sep 2012 01:32:36 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Shuenn-Yih Chang A novel explicit pseudodynamic algorithm is proposed for the general pseudodynamic testing, where the total response is dominated by low frequency modes while the high frequency responses are of no interest. This is because it can integrate the possibility of unconditional stability and the explicitness of each time step. In fact, it is unconditionally stable for any instantaneous stiffness softening systems, any linear elastic systems, and certain instantaneous stiffness hardening systems that might be experienced in a realistic structure. Hence, stability is not a major concern for this algorithm in practical applications. Meanwhile, it has a second order accuracy and enhanced error propagation properties. As a result, this explicit pseudodynamic algorithm is very promising for the solution of an inertia structural dynamic problem. Highlights ? A pseudodynamic algorithm is proposed. ? The algorithm integrates the possibility of unconditional stability and the explicitness of each time step. ? The algorithm exhibits improved error propagation properties for pseudodynamic testing. ? The pseudodynamic implementation of the algorithm is simple. ? A general structural dynamic problem can be effectively solved by the algorithm pseudodynamically.]]></description>
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			<title><![CDATA[Interfacial stresses in beams strengthened with bonded prestressed plates]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004476%26%5Fversion%3D1%26md5%3D482d41e8ecd07d59d0b6fb7238bbed74]]></link>
			<pubDate>Mon, 24 Sep 2012 01:31:11 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46E. Ghafoori Many studies exist that address beams retrofitted with fiber-reinforced plastic (FRP) or steel plates; however, only a few used prestressed plates for strengthening. Basically, the governing equations of beams strengthened with prestressed plates are identical to the ones strengthened by non-prestressed plates. Nonetheless, when a prestressed plate is used, there are additional terms that should be considered in the analysis. This paper discusses the existing method of considering those additional terms and suggests new formulations. ]]></description>
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			<title><![CDATA[Residual stresses and initial imperfections in non-linear analysis]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS014102961200449X%26%5Fversion%3D1%26md5%3D0e0b7aaac08c53d65c7e60b8915dffed]]></link>
			<pubDate>Sat, 22 Sep 2012 01:36:03 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46M.M. Pastor, J. Bonada, F. Roure, M. Casafont When non-linear finite element analysis (FEA) of cold-formed thin-walled steel sections subject to compression is carried out, an initial perturbation must be introduced in the model in order to trigger the failure due to instability. The most usual way is to introduce an equivalent initial imperfection in the model (conventional models) that includes the effects of geometric imperfections and residual stresses due to the roll-forming manufacturing process, possible loading eccentricity, etc. It is thought that results would be more accurate if the actual measured geometric imperfections and the actual residual stresses induced from manufacturing were introduced. This paper presents the determination of residual strains and stresses generated in the cold roll-forming process of a typical rack section (without perforations) from steel sheet, using FE simulation. The obtained residual elastic and plastic strains have then been incorporated in the model, and used as an initial strain state in the non-linear finite element analysis. The results obtained agree well with the experimental results for short and intermediate length columns, where the failure mode is predominately local and distortional. Highlights ? Obtaining the residual stresses generated during roll forming process. ? Inclusion of the residual stress pattern in the nonlinear FE modelling of compression test. ? Comparison of results with experimental testing.]]></description>
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			<title><![CDATA[Behaviour of restrained structural subassemblies of steel beam to CFT column in fire during cooling stage]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004658%26%5Fversion%3D1%26md5%3D8667fda18aaa161980553f88bc07bf20]]></link>
			<pubDate>Sat, 22 Sep 2012 01:36:03 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46S. Elsawaf, Y.C. Wang During the well publicised Cardington structural fire research programme, parts of some connections suffered fracture during cooling. This led some to believe that fire spread and structural collapse may occur during the cooling stage of a fire and therefore this issue should be considered in structural fire engineering design. This paper focuses on steel framed structures using concrete filled tubular (CFT) columns and the objective of this paper is to find means of reducing the risk of structural failure during cooling. It reports the results of a study using the general finite element software ABAQUS to numerically model the behaviour of restrained structural subassemblies of steel beam to CFT columns and their joints both in fire, emphasising on the cooling stage. Validation of the finite element model was achieved by comparing the simulation and test results for the two fire tests investigating cooling behaviour, recently conducted at the University of Manchester on similar structures. In these two tests, the test assembly was heated to temperatures close to the limiting temperature of the steel beam and then cooled down while still maintaining the applied loads on the beam. One of the tests used reverse channel connection and the other test used fin plate connection. The finite element models give very good agreement with the experimental results and observations. Remarkable differences in tensile forces in the connected beams were observed during the tests depending on the beam temperature at which cooling started. This leads to the suggestion that in order to avoid connection fracture during cooling, it may be possible to reduce the limiting temperature of the connected beam by a small value (&amp;lt;50?C) from the limiting temperature calculated without considering any axial restraints in the beam. Highlights ? Pioneer major study on restrained steel structures in fire during cooling. ? Validation of numerical modelling of restrained steel structures in fire. ? Methods of improving structural resistance to prevent failure during cooling. ? Development of simple design guidance.]]></description>
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			<title><![CDATA[An analytical investigation on the seismic retrofit of older medium-rise reinforced concrete shear walls under lateral loads]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004154%26%5Fversion%3D1%26md5%3D78efb485cc9c289fbc41832f14013ffb]]></link>
			<pubDate>Thu, 20 Sep 2012 01:34:02 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Hua Jiang, Yahya C. Kurama This paper describes an analytical investigation on the behavior and retrofit of older medium-rise monolithic cast-in-place reinforced concrete shear walls under lateral loads. A set of prototype and parametric walls is designed to represent building structures from the 1960s and early 1970s in regions of the US with high seismicity. Analytical models of the walls are constructed using a micro-plane fiber element that can capture axial-flexural-shear interaction in the nonlinear range. These models are then used to conduct nonlinear lateral load analyses to evaluate the following three wall retrofit methods recommended by ASCE 41-06: (1) reduction of flexural strength; (2) addition of concrete confinement; and (3) increased shear strength. The results show that older reinforced concrete shear walls are likely to exhibit limited lateral displacement capacity without retrofit or with the use of a single retrofit approach. A combination of different retrofit methods may be needed for improved behavior. Highlights ? Three ASCE 41-06 seismic retrofit methods for medium-rise reinforced concrete shear walls are analytically evaluated. ? Older shear walls are likely to exhibit limited lateral displacement capacity. ? A combination of different retrofit methods may be needed for improved behavior.]]></description>
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			<title><![CDATA[Identifying the contributing mechanisms of textile reinforced concrete (TRC) in the case of shear repairing damaged and reinforced concrete beams]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003938%26%5Fversion%3D1%26md5%3Dffd2e7f2ef86634492d3787f38084c07]]></link>
			<pubDate>Thu, 20 Sep 2012 01:34:02 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46R. Contamine, A. Si Larbi, P. Hamelin The aims of this work are to assess the mechanical performance of textile reinforced concrete (TRC) in the shear repair of reinforced concrete beams and then compare it to more traditional solutions, such as CFRP (Carbon Fibre Reinforced Polymer), and to identify the local mechanisms of damage and failure of the repaired beams. Two types of implementation are considered: the hand lay-up in situ and the bonding of prefabricated plates. The results show that TRC performs well compared with CFRP and has qualitatively similar effects on the overall behaviour of the repaired beams. However, the contribution of the TRC is clearly stabilised, as shown by an operating model based on the truss analogy, which permits the systematic yielding of the transverse steel rebar. This stabilisation can be attributed to a localised TRC behaviour that depends on the implementation chosen and most likely on the rigidity of the interface (TRC mortar/substrate of the beam) or the interphase. Highlights ? Assessing the mechanical performance of textile reinforced concrete (TRC) in the shear repair of reinforced concrete beams. ? Identifying the local mechanisms of damage and failure of the repaired beams. ? Highlight the contribution of the TRC which is clearly stabilised.]]></description>
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			<title><![CDATA[An improved criterion for sufficiently/insufficiently FRP-confined concrete derived from ultimate axial stress]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003951%26%5Fversion%3D1%26md5%3D4494b99387ceab988593e7a3d17828ed]]></link>
			<pubDate>Tue, 18 Sep 2012 01:32:43 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Bo Hu This paper presents the assessment results of existing criteria for sufficiently/insufficiently fiber-reinforced polymer (FRP)-confined concrete, develops a unified ultimate axial stress model and proposes an improved criterion. The existing criteria for FRP-confined concrete in circular and rectangular columns are reviewed. A large database has been established by collecting the available experimental results from the open literature for evaluation of the existing criteria. The assessment results indicate that there is still room for improvement in the existing criteria, especially in those for rectangular specimens. An improved criterion for FRP-confined concrete in both circular and rectangular columns is proposed on the basis of the existing criteria and deduced from the unified ultimate axial stress model which is developed in this paper as well. Comparisons between the criterion predictions and the test results demonstrate the accuracy of the proposed criterion. Highlights ? The assessment results of existing criteria are presented. ? A unified ultimate axial stress model is developed. ? An improved criterion is proposed based on existing criteria and unified model.]]></description>
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			<title><![CDATA[Calculating ultimate tendon stress in externally prestressed continuous concrete beams using simplified formulas]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003793%26%5Fversion%3D1%26md5%3Db02dc94b4e76dbd3c4d5c2e14a0c1007]]></link>
			<pubDate>Tue, 18 Sep 2012 01:32:42 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Ahmed Ghallab This paper presents a brief review of equations proposed for calculating the increase in stress in external prestressing tendons at the ultimate stage. The validity of these equations to calculate the ultimate stress of external tendons in continuous beams was checked. Then, a simple method to calculate the stress in external tendons for continuous beams with or without symmetrical loading from the deformation of the strengthened member is presented and discussed. The steps of this method are simple and can be used at any stage of loading. Experimental results of 37 beams obtained from the published literature were used to check the accuracy of the proposed method. Several factors such as tendon type, internal and external prestressing forces, loading type, the presence of non-prestressed steel, tendon eccentricity/depth ratio, span/depth ratio, beam type, concrete strength, deviators number and deviator location were covered. The comparison between the actual and the calculated results showed good agreement. Highlights ? Several methods used to calculate the ultimate tendon stress were reviewed. ? The studied methods can be extended to the FRP tendons. ? A general method to calculate the ultimate stress of external tendons is proposed. ? Ultimate tendon stress can be calculated from deflection of the member.]]></description>
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			<title><![CDATA[Experimental analysis and mathematical modeling of fracture in RC elements with any aspect ratio]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003665%26%5Fversion%3D1%26md5%3Da178d307d6209f01ebdd8b5d5a34405a]]></link>
			<pubDate>Sun, 16 Sep 2012 01:34:42 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Mar?a Elena Perdomo, Ricardo Pic?n, Mar?a Eugenia Marante, Fran?ois Hild, Stephan Roux, Julio Fl?rez-L?pez In this paper, it is proposed a new model of the behavior of elements of arbitrary aspect ratio. The model allows for the analysis of large and complex structures and it is based on concepts of classic fracture mechanics and continuum damage mechanics. The model considers independent variables that measure the degree of shear and flexural damage separately. This paper also presents an experimental analysis of the behavior of RC elements with the use of digital image correlation technique which allows for the classification and quantification of the different failure mechanisms in a much better way than the classic procedures. Graphical abstract Graphical abstract Highlights ? It is proposed a model for RC elements of arbitrary aspect ratio. ? The model is based on concepts of classic fracture and continuum damage mechanics. ? The model considers independent variables that measure the degree of shear and flexural damage separately. ? Experimental analyses with digital image correlation technique are presented.]]></description>
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			<title><![CDATA[Modified Bouc-Wen model for hysteresis behavior of RC beam-column joints with limited transverse reinforcement]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003975%26%5Fversion%3D1%26md5%3Da1173b8492c50b933a2b0ce024b5cdaf]]></link>
			<pubDate>Sun, 16 Sep 2012 01:34:41 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Piyali Sengupta, Bing Li An analytical approach based on modified Bouc-Wen-Baber-Noori model has been proposed in this paper for predicting the hysteresis behavior of reinforced concrete beam-column joints with limited transverse reinforcement. The analytical model presented in this research is able to capture the characteristics of non-seismic detailed beam-column joints such as stiffness and strength degradation and pinching. Livermore Solver for Ordinary Differential Equations (LSODE) and Genetic Algorithm (GA) have been employed to solve the differential equations and to execute systematic estimation of the parameters associated with the model respectively. The analytical model has been calibrated with the experimental results of old fashioned interior and exterior beam-column joints obtained from the literature. In a bid to examine the influence of variation of each analytical parameter on the model, sensitivity analysis has been performed. Thereafter, an extensive parametric study has been conducted to relate the physical parameters of beam-column joints to the analytical model parameters. The upper and lower bounds of the magnitude of the analytical model parameters have been proposed subsequently with a method to identify the parameters for a specific beam-column joint depending on its physical parameters. Highlights ? Analytical hysteresis model of RC non-seismic detailed beam-column joints. ? Estimation of model parameters by Genetic Algorithm. ? Parameter sensitivity analysis. ? Relating model parameters with joint physical parameters.]]></description>
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			<title><![CDATA[Experimental study of the shear response of lean duplex stainless steel plate girders]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004014%26%5Fversion%3D1%26md5%3D0cdba484b44f2760dd1096c8df8fa553]]></link>
			<pubDate>Sun, 16 Sep 2012 01:34:41 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46N. Saliba, L. Gardner An experimental and numerical study of the shear response of lean duplex stainless steel plate girders is described in this paper. A total of nine welded plate girders were tested. Lean duplex stainless steel, which is a low nickel variety of the material, has approximately twice the strength of the common austenitic grades and at approximately half the initial cost. It also possesses good corrosion resistance and high temperature properties, as well as adequate weldability and fracture toughness. Two web panel aspect ratios and a range of web slendernesses were considered. The results from the experiments, including the full load-deformation histories and failure models are reported. A numerical investigation was carried out in parallel with the testing. The models were first validated against the experimental results after which parametric studies were performed to generate data for a wider range of cross-sections. The generated experimental and numerical data were used to assess the shear resistance design equations given in Eurocode 3: Part 1.4. The current design provisions were shown to be safely applicable to lean duplex stainless steel, though improved guidance is sought in further ongoing research. Highlights ? This paper presents the first laboratory tests of lean duplex stainless steel plate girders. ? Material tests on lean duplex stainless steel in tension and compression have been performed. ? Nonlinear FE simulations of plate girders and parametric studies have been conducted. ? Assessment of existing design rules and comparisons with other stainless steel grades has been carried out.]]></description>
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			<title><![CDATA[Numerical simulation of shear-strengthened RC beams]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003616%26%5Fversion%3D1%26md5%3D24c05ea880b349d6cab5c1c2634b7679]]></link>
			<pubDate>Fri, 14 Sep 2012 01:35:38 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Denise Ferreira, Jes?s Bair?n, Antonio Mar? A nonlinear and time-dependent fibre beam element model able to simulate the response of existing reinforced concrete (RC) frame structures subjected to repair and strengthening interventions is presented in this paper. The relevant attributes of the proposed formulation are: (i) its capability for considering shear effects in both service and ultimate levels and (ii) the step-by-step nonlinear sequential type of analysis, which allows capturing the strengthening effects, accounting for the state of the structure prior to the intervention. The 2D fibre beam element developed is based on the Timoshenko theory and a hybrid (kinematic/force) formulation is used to simulate the response of RC sections under combined normal and shear stresses. Biaxial constitutive equations assuming smeared rotating cracks are used to describe the behaviour of cracked concrete. The proposed model is validated with experimental results of a shear damaged and subsequently strengthened RC beam, available in the literature. An alternative shear strengthening solution with the use of prestressed stirrups is also presented. The importance of considering shear-bending interaction and previous damage in the numerical assessment of strengthened RC beams is highlighted. Highlights ? Nonlinear fibre beam model for RC beams including shear-bending interaction. ? Step-by-step time integration scheme to simulate changes in existent structures. ? Capture of strengthening effects accounting for previous damage of the structure. ? Good prediction of results of shear-strengthened beam tests available in literature. ? Numerical study of alternative strengthening solution with prestressed stirrups.]]></description>
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			<title><![CDATA[Tapered plate girders under shear: Tests and numerical research]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003926%26%5Fversion%3D1%26md5%3D21fa01bf27a33c34cd8a9dc570ddcc5b]]></link>
			<pubDate>Fri, 14 Sep 2012 01:35:38 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46A. Bedynek, E. Real, E. Mirambell This paper presents an experimental and numerical research on tapered steel plate girders subjected to shear. Experimental tests included four small-scale tapered steel plate girders. Research was focused on both, critical shear load and ultimate shear resistance. Moreover, the post-buckling behaviour of tapered plates was studied. Further, some parametric studies with various geometries of tapered panels were done in order to find the most favourable design situations. The analysed parameters were: the panel aspect ratio, the inclined flange angle, the web and the flange slenderness. Numerical simulations allowed distinguishing four different typologies of tapered plate girders which should be considered separately in design because of their different behaviour. Verification of the simplified procedure for tapered plates proposed in Eurocode EN 1993-1-5 allowed concluding that for some cases the estimation of the ultimate shear resistance is situated on the unsafe side and need to be revised. Highlights ? Experimental and numerical studies on tapered steel plate girders subjected to shear. ? Evaluation of Resal effect in tapered steel plate girders. ? Parametric studies with various geometries of tapered steel plates were carried out. ? Verification of existing design procedure proposed in EN1993-1-1 for tapered panels.]]></description>
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			<title><![CDATA[Numerical simulation for steel brace members incorporating a fatigue model]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004105%26%5Fversion%3D1%26md5%3D58076913b8fc2d495ecb842befc5b644]]></link>
			<pubDate>Fri, 14 Sep 2012 01:35:37 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Suhaib Salawdeh, Jamie Goggins The aim of this paper is to develop a robust numerical model for cold-formed steel square and rectangular structural hollow sections for use as axial loaded members in earthquake engineering applications. Pseudo-static cyclic physical tests of cold-formed steel brace specimens using axially loading are used to develop and calibrate a robust numerical model that mimics the results from the tests. A nonlinear fibre based beam-column element model which considers the spread of plasticity along the element is used. This numerical model includes a low cyclic fatigue model, which wraps the nonlinear fibre based beam-column element material in order to capture fracture in the braces. New parameters to be used for the fatigue model are introduced in this paper. Comparisons of the maximum tensile force (F max), initial buckling load (F c), number of cycles to fracture, the total energy dissipated (W tot) and the energy dissipated at the first cycle of ductility of 4 (W? =4) between the numerical models and the physical tests are carried out. In general, the models captured the salient response parameters observed in the physical tests. It is found that the numerical model gives a good prediction of the maximum measured tensile force (F max) and initial buckling load (F c) with the mean values being 0.93 and 0.95 of those measured in the physical tests, respectively. The corresponding coefficients of variation (C V) are 0.11 and 0.08, respectively. Moreover, the mean values of the total energy dissipated (W tot) and the energy dissipated at the first cycle of ductility of 4 (W? =4) for the numerical model are found to be 1.12 and 0.98, of those measured in the physical tests, respectively. The corresponding coefficients of variation (C V) are 0.13 and 0.20, respectively. Furthermore, the numerical model was validated using another set of independent physical tests. This validated brace element model can be used in future numerical models of concentrically brace frames buildings to predict the performance of the complete structures under earthquake loading. Highlights ? The response of cold-formed steel SHS braces to axial cyclic loads is investigated. ? A numerical model that simulates the hysteretic behaviour of braces is developed. ? A low cyclic fatigue model with new material parameters is developed. ? The model is calibrated using physical cyclic axially loaded member tests. ? Moreover, model is validated by comparing performance to independent physical tests.]]></description>
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			<title><![CDATA[A new combined asymptotic-tolerance model of vibrations of thin transversally graded plates]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003999%26%5Fversion%3D1%26md5%3Dc1a7a45db4945a9aa65fc352faa6d994]]></link>
			<pubDate>Fri, 14 Sep 2012 01:35:37 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Magda Ka?mierczak, Jaros?aw J?drysiak In this contribution a new model describing vibrations of thin plates with a functionally graded macrostructure and a tolerance-periodic microstructure in planes parallel to the plate midplane is proposed. This model is based on the Kirchhoff plate theory assumptions and additional hypothesis of the tolerance averaging technique [Wo?niak Cz, Michalak, J?drysiak, editors. Thermomechanics of heterogeneous solids and structures. Tolerance averaging approach. ??d?: University Press, Technical University of ??d?; 2008]. It takes into account the effect of the microstructure size on dynamic behavior of the plate and makes it possible to investigate macro- and micro-vibrations of the plate. Here, as an example free vibration frequencies of a functionally graded simply supported plate band are considered. These frequencies are obtained in the framework of three models - the tolerance model, the asymptotic model and the combined asymptotic-tolerance model, using the known Ritz method. Highlights ? Vibrations of thin functionally graded plates are investigated. ? The tolerance modeling method is applied. ? The asymptotic-tolerance model is proposed. ? Vibrations are described by differential equations with slowly-varying coefficients. ? Higher frequencies are obtained by the tolerance and asymptotic-tolerance models.]]></description>
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			<title><![CDATA[Biaxially loaded RC slender columns strengthened by CFRP composite fabrics]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003756%26%5Fversion%3D1%26md5%3D47a74978218003248e3e8dd6364c6c0f]]></link>
			<pubDate>Fri, 14 Sep 2012 01:35:36 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Wonsiri Punurai, Cheng-Tzu Thomas Hsu, Sun Punurai, Jian Chen The present study involves experimental and analytical investigations on carbon fiber reinforced polymer (CFRP) confined reinforced concrete (RC) slender columns subjected to combined axial load and biaxial bending. A total of five RC slender column specimens wrapped in layers with CFRP jackets were experimentally tested to failure. To assess the combination of wrapping techniques, the effect of CFRP sheet orientation in longitudinal and transverse directions of the column was studied. For all representative specimens, the average loading capacity gain was achieved with CFRP layers applied on four sides. The specimen lateral deflection was reduced when CFRP sheets were oriented in the longitudinal direction. The analytical study was taken one step further by using a modified computer program accounting for the stress-strain equation for CFRP-confined concrete to verify the behavior of tested columns. There is a good agreement between the analytical prediction and the experimental results for both ascending and descending branches of the load versus deflections and the moment versus curvature curves. Highlights ? Rehabilitation of RC slender columns using the CFRP composite fabrics. ? Experimental tests of five biaxially loaded CFRP-confined RC slender columns. ? A modified finite segment computer program for CFRP-confined RC slender columns. ? Load-deformation behavior and strength-interaction diagram of RC slender columns. ? Stress-strain equation of CFRP-confined concrete cylinders.]]></description>
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			<title><![CDATA[Study of concrete-timber composite beams using an analytical approach based on the principle of virtual work and experimental results]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004099%26%5Fversion%3D1%26md5%3D6969a66b820aebdb9f91ceb9b2cce2d0]]></link>
			<pubDate>Fri, 14 Sep 2012 01:35:36 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Nilson T. Mascia, N?dia C.S. Forti, Julio Soriano, Elias A. Nicolas, Tiago L.D. Forti Composite structures have been used in construction as an alternative to conventional structures, providing reduced costs, environmental benefits and maintaining structural safety. The mechanical performance of a composite structure depends, in general, on the efficiency of the connection. A composite interface is designed to transmit shear longitudinal forces at the interface between the two materials along the length of the structure and, at the same time, to prevent vertical detachment. This study contributes to the analysis of the mechanical behavior of concrete-timber composite beams with an emphasis on determining the vertical displacements by solving a set of analytical equations that describe the equilibrium system, using a finite element program and, in special, the principle of virtual work. The latter approach was developed based on the theory of structures to address to systems of composite beams. The proposed formulation is self-consistent, and the results agree well with the experimental data from tested beams. Highlights ? We analyze a concrete-timber composite beam determining the vertical displacement. ? We use a two-dimensional finite element approach and the principle of virtual work. ? Continuous connectors are chosen to simulate the rigidity of the beam elements. ? The connector rigidity values have important in the fitting of the model. ? The used formulation is consistent and the results agree with the experimental data.]]></description>
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			<title><![CDATA[Low-cycle fatigue testing of extruded aluminium alloy buckling-restrained braces]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS014102961200377X%26%5Fversion%3D1%26md5%3Df2ce5872376cf8a60d863ea9bae67b35]]></link>
			<pubDate>Fri, 14 Sep 2012 01:35:35 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Chun-Lin Wang, Tsutomu Usami, Jyunki Funayama, Fumiaki Imase Aluminium alloys have recently been employed to manufacture buckling-restrained braces (BRBs) with the aim of improving BRB durability in corrosive environments. Based on the ease with which aluminium alloys are extruded, the extruded aluminium alloy BRB is proposed to avoid the welded and relatively complex BRB end used in previous BRB research. This experiment, including 10 nearly identical specimens with or without stoppers, was performed to address low-cycle fatigue performance. According to the test results, the extruded BRB possessed a stable and repeated hysteretic performance, and the fracture location was random in the yielding portion of the brace. The failure of the extruded BRB was regarded as a brittle fracture compared to the typical failure of a steel BRB. The comparison between specimens with and without stoppers showed that the stoppers had no clear influence on the cumulative inelastic deformation, provided that the BRB was horizontally placed and the strain amplitude was lower than 2%. The low-cycle fatigue damage evaluation formula for the extruded BRB is recommended as a reference for strain-based damage assessment. Highlights ? Aluminium alloy BRB is developed to improve durability in corrosive environments. ? Extruded aluminium alloy BRB is proposed to avoid the welding of stoppers and ribs. ? Fracture location of extruded BRB was random in yielding portion of brace. ? Failure of extruded BRB was regarded as a brittle fracture compared to steel BRB. ? Stoppers have no clear influence on fatigue performance in this experiment.]]></description>
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			<title><![CDATA[Non-linear analysis of pre-tensioned concrete planar beams]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004026%26%5Fversion%3D1%26md5%3D57dec8770bd6590185d1088e074842f6]]></link>
			<pubDate>Fri, 14 Sep 2012 01:35:35 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46M. Markovi?, N. Krauberger, M. Saje, I. Planinc, S. Bratina We have derived a one-dimensional mathematical model and a numerical procedure for the non-linear static analysis of pre-tensioned concrete planar beams, which intends to describe quantitatively the global behaviour as well as some local phenomena in the beam, such as the tangential slip and the traction between the tendon and concrete, with accuracy sufficient for engineering design. The advantage of such a model is its extreme computational efficiency compared to the two- and three-dimensional formulations. A shear-stiff, kinematically exact planar beam theory is used to model each component of the beam. The bending moment in the tendon is neglected. Cracking of concrete is accounted for using the smeared crack concept. Softening of material, and the related localisation of deformations, is in the numerical solution resolved by the combined use of the arc-length method and the constant strain crack band element, whose dimension is related to the fracture energy of concrete in tension. The tangential slip between the tendon and concrete is fully accounted for, yet the normal separation is not allowed. The model enables us to analyse the variation of slip and the tangential traction on tendons as well as softening of concrete in both tension and compression along the beam axis and in time. The validity of the present one-dimensional model is verified on two pre-stressed simply supported beams previously experimentally and computationally studied in literature (Rabczuk and Eibl, 2004 [2]; Rabczuk et al., 2005 [18]; Rabczuk and Belytschko, 2006 [20]). It is found out that the results of the present one-dimensional model are well in keeping with the experimental and numerical results from literature. Recalling the extreme computational efficiency of the present formulation compared to the 2D and 3D formulations it is concluded that the proposed method of analysis could be very convenient for engineering design. Highlights ? The mathematical model for analysis of pre-tensioned concrete beam is presented. ? Reissner&apos;s planar beam theory is used to model the tendons and the concrete. ? The slip between the tendon and the concrete is accounted for. ? The smeared crack concept in combination with the crack-band model is adopted. ? The proposed method of analysis could be very convenient for engineering design.]]></description>
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			<title><![CDATA[Automated modal identification in operational conditions and its application to bridges]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004051%26%5Fversion%3D1%26md5%3De719e87189c4edf5fccbca5a8253993d]]></link>
			<pubDate>Fri, 14 Sep 2012 01:35:35 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Filippo Ubertini, Carmelo Gentile, Annibale Luigi Materazzi The increasing diffusion of long term dynamic monitoring systems for structural condition assessment is currently driving a strong interest towards automated procedures of output-only modal identification. Different approaches have been recently developed in the literature for this purpose, often based on Stochastic Subspace Identification (SSI) methods. Such procedures usually rely on heuristic decisional criteria, hence demanding for independent checks with validation purposes. The aim of this paper is to propose an automated modal identification procedure, belonging to the class of SSI techniques and based on the popular tool of clustering analysis, and to exemplify its application in the operational modal analysis of two bridges, with different levels of complexity from the system identification viewpoint: a historic iron arch bridge and a long-span footbridge. In order to address reliability and accuracy of the procedure, the modal estimates automatically extracted from the data recorded on the two bridges were compared to those independently obtained by using well-established manual techniques. The results demonstrated very good accuracy and robust performance of the developed procedure, also in the case of weakly excited and closely spaced modes, so that its application to process the data collected in continuous monitoring systems seems highly promising. Graphical abstract Graphical abstract Highlights ? An automated modal identification procedure is presented. ? Tuning a few parameters does not limit the automated character of the procedure. ? Accuracy of the procedure is shown by application to data collected on two bridges. ? The automated procedure identifies closely-spaced and weakly-excited modes. ? Results are in excellent agreement with those obtained by manual techniques.]]></description>
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			<title><![CDATA[The non-linear model of embedded steel-concrete composite column bases]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003902%26%5Fversion%3D1%26md5%3Dd1b6bfd75e6f522ab8bb3a786ce0efde]]></link>
			<pubDate>Fri, 14 Sep 2012 01:35:34 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Marisa Pecce, Fernando Rossi This paper analyses the base connection of partially encased composite columns while considering the solution of embedding the column in a concrete foundation block. The base connection is formed by a socket-type joint that is used for RC pre-cast columns, avoiding the brittle failure that usually occurs in traditional base joints made of plates and bolts due to crashing of the welds and degradation of the bonding. The experimental results from previous tests showed that the innovative joint is more ductile than the traditional joint, but the detailed analysis developed in this paper demonstrates that the fixed end rotation contributes to the global ductility of the joint. A non-linear 3D FE model is constructed and calibrated from the experimental results and is then used for parametric analyses. The influence of the embedded height is examined by determining its value that exploits the entire resistance of the column before the base concrete fails. Another parametric study using the 3D FE model is performed to define the elastic rigidity of the connection. Finally, a simple mono-dimensional model is assessed with a non-linear spring at the base that takes into account the elastic rigidity and the plastic behaviour of the base joint. Graphical abstract Graphical abstract Highlights The load-displacement curves with various embedded heights, Hp , for the socket type base column connection (HE280B partially encased). ? We examined a socket type base connection of partially encased composite columns. ? The test results showed that the innovative joint is more ductile than the traditional one. ? The fixed end rotation contributes to the global ductility of the joint. ? A non-linear 3D FEM is calibrated and is then used for parametric analyses. ? A simple 1D model is assessed with a non-linear spring for socket type base joint.]]></description>
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			<title><![CDATA[Strength and ductility of concrete-filled tubular piers of integral bridges]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003987%26%5Fversion%3D1%26md5%3D72478df9ae033781309db0898008d737]]></link>
			<pubDate>Fri, 14 Sep 2012 01:35:33 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Rolando Chac?n, Enrique Mirambell, Esther Real In this paper, an analysis of the structural response of concrete-filled tubular columns (CFT) when subjected to combined bending and compression is presented. The reference frame of the study is the usage of such members as piers of integral bridges. The main objective of the study is to assess both the resistance and the ductility of these structural elements when subjected to lateral displacements. These displacements, together with the corresponding axial forces, represent actions to which the integral bridges piers might be subjected to. For the sake of studying this response, a numerical model is used as a simulation tool over a hypothetical matrix of CFT with realistic proportions. A parametric study is undertaken to monitor the influence of the steel contribution- and the length-to-diameter ratios on the strength and ductility of the CFT. These numerical studies together with a wide experimental database found in the literature have been useful for drawing conclusions concerning these topics. A design proposal concerning the cross-sectional capacity of the CFT, based on the studies performed by other researchers which accounts for confinement, is provided. This proposal has been compared with the present EN1994 formulation. In addition, design formulae which might characterize the ductility of the CFT in terms of the maximum allowable lateral displacements are provided for non-slender CFT piers of integral bridges. Graphical abstract Graphical abstract Highlights ? EN1994 cross-sectional resistance has been evaluated experimentally and numerically. ? The confinement model provided by Johansson reproduces well the capacity of CFT. ? The ductility of the CFT has been inferred from numerical load-deflection plots. ? The ductility of a CFT is exponentially related to its steel contribution ratio. ? Short CFT prove considerably ductile.]]></description>
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			<title><![CDATA[Pushover experiment and analysis of a full scale non-seismically detailed RC structure]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004142%26%5Fversion%3D1%26md5%3Dcb48fa25561f5fba84a452972e25bab3]]></link>
			<pubDate>Fri, 14 Sep 2012 01:35:33 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Akanshu Sharma, G.R. Reddy, K.K. Vaze, R. Eligehausen The paper presents experimental and numerical work carried out on a full-scale four storey reinforced concrete (RC) structure for seismic assessment by pushover method. For practicality, a portion of an existing structure having certain eccentricities was replicated for the experimental setup. The structure was detailed as per non-seismic reinforcement detailing norms of Indian Standards. The experiment was carried out as a round robin exercise, in which various institutes in India participated and presented pre-test results in the form of pushover curves. A large variation in the pre-test results highlighted that the result of a pushover analysis is highly sensitive to the adopted modeling techniques. This paper reports the details and results of the experiment and focuses on the need of modeling various structural nonlinearities to obtain realistic results. The results of pre-test analysis by various research groups, in which the emphasis was given on modeling issues as well as a more efficient post-test numerical procedure is also presented and compared. It is shown that a basic pushover analysis considering only flexural failures may not be able to achieve a realistic simulation, thus it is mandatory to develop relatively simple, yet effective models to consider more complex phenomena such as joint shear failures, to achieve realistic predictions. Highlights ? Full-scale pushover experiment on a four storey RC structure is presented. ? Experiment conducted as round robin exercise. ? Failure modes and vulnerability of non-conforming structures reported. ? Numerical procedure and assumptions for realistic prediction is presented. ? Pushover analysis considering only flexural failures not sufficient.]]></description>
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			<title><![CDATA[Two-plastic-hinge and two dimensional finite element models for post-tensioned precast concrete segmental bridge columns]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003707%26%5Fversion%3D1%26md5%3Dfed20a850116813d4ad1581160374123]]></link>
			<pubDate>Fri, 14 Sep 2012 01:35:33 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Chung-Che Chou, Hao-Jan Chang, Joshua T. Hewes Recent studies have confirmed that unbonded post-tensioned (PT) precast concrete segmental bridge columns are capable of undergoing large lateral deformation with negligible residual drift. To provide a clear guideline for the modeling of the columns for practicing engineers as well as researchers, this paper presents two types of numerical models: (i) a two-plastic-hinge model using the sectional moment-curvature analysis procedure at two segment interfaces and (ii) a two-dimensional (2D) finite element model using truss and beam-column elements in the computer program PISA. Three unbonded PT precast concrete-filled tube segmental bridge column specimens are cyclically tested. Two specimens have mild steel bars crossing to different column heights for studying the effects of anchorage position on the hysteretic energy dissipation (ED) capacity. The test results show that (1) the mild steel bars (&quot;ED bars&quot;) can increase hysteretic energy dissipation, and Specimens 1-3 have equivalent viscous damping of 6.5-8.8%, (2) a plastic hinge length in the first or second segment varies with anchorage position of ED bars and lateral displacement, and (3) an equivalent unbonded length along which the strain in the ED bar is assumed uniformly distributed on each of the two sides is 5-6bar diameter. A 2D finite-element model is utilized to predict the cyclic behavior of the specimens. Parametric studies using finite-element models are also conducted to investigate the effects of ED bar area, initial strand force, and aspect ratio on the cyclic behavior. Highlights ? Two methods were developed for predicting the behavior of PT segmental bridge columns. ? Three PT precast concrete segmental bridge columns were cyclically tested. ? Two specimens had mild steel bars crossing to different column heights. ? Parametric studies were conducted to investigate the cyclic behavior of PT segmental bridge columns.]]></description>
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			<title><![CDATA[Dynamic amplification factors of corrugated steel plate culverts]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004087%26%5Fversion%3D1%26md5%3D7b143030455d043054875d5636483940]]></link>
			<pubDate>Fri, 14 Sep 2012 01:35:32 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Damian Beben The paper presents an experimental study on dynamic amplification factors (DAFs), which was conducted on four corrugated steel plate (CSP) culverts. The results of field tests under static and dynamic loads have also been presented. Displacements and strains caused by dynamic loads were higher than obtained from the static test. DAFs were determined on the basis of two methods. In the first method, the static response was directly obtained from static tests. In the second method, the static response was determined based on the filtration of the dynamic response of the culverts. Application of the filtering method on the dynamic response of the culverts in order to obtain the static value does not introduce large errors in the DAFs. In comparison to the first method the difference did not exceed 3%. The DAFs were in the range of 1.116-1.260 for displacements, and 1.105-1.293 for strains. The main factors affecting the DAFs are the span of the culvert, depth of the soil cover and vehicle speed. Conclusions drawn from the study can be helpful in the assessment of dynamic amplification and load rating in CSP culverts. Highlights ? Dynamic values were higher than those caused by the same load positioned statically. ? Dynamic amplification factor (DAF) established based on strains and displacements. ? Culvert span and depth of soil cover affect the DAF. ? Increasing in vehicle speed also causes increase in the DAFs. ? Dynamic response filtration method does not introduce too serious errors in the DAF.]]></description>
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			<title><![CDATA[Reliability analysis of a timber truss system subjected to decay]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003914%26%5Fversion%3D1%26md5%3D0b050681dac8057bb5e31544f7dfff23]]></link>
			<pubDate>Fri, 14 Sep 2012 01:35:32 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Ricardo D. Brites, Lu?s C. Neves, J. Saporiti Machado, Paulo B. Louren?o, H?lder S. Sousa Assessing the safety of existing timber structures is of paramount importance for taking reliable decisions on repair actions and their extent. The results obtained through semi-probabilistic methods are unrealistic, as the partial safety factors present in codes are calibrated considering the uncertainty present in new structures. In order to overcome these limitations, and also to include the effects of decay in the safety analysis, probabilistic methods, based on Monte-Carlo simulation are applied here to assess the safety of existing timber structures. In particular, the impact of decay on structural safety is analyzed and discussed, using a simple structural model, similar to that used for current semi-probabilistic analysis. Highlights ? Definition of tests for the measurement of the timber decay influence on the mechanical properties. ? Implementation of a software for the probabilistic safety assessment of timber structures using Monte Carlo simulation. ? Application of timber decay models and discussion of the results obtained in the safety of existing structures.]]></description>
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			<title><![CDATA[Experimental study of steel truss lateral-torsional buckling]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004075%26%5Fversion%3D1%26md5%3Db00f3fb7a8dd2dd86dfcf46c514f4526]]></link>
			<pubDate>Fri, 14 Sep 2012 01:35:31 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Joanna Jankowska-Sandberg, Jaros?aw Ko?odziej This paper comprises results of experimental studies pertaining to elastic buckling of a steel truss girder with a hollow section members as well as with stiff and flexible lateral bracing. The main objective of the experiments performed was to verify the numerical analysis results [1-3] and standard recommendations regarding definition of the compressed chord buckling length during buckling out of the truss plane comprised in Eurocode 3 [4]. According to Eurocode 3 the buckling length of a hollow section truss cord can be assumed in out-of-plane buckling as 0.9L, where L is the distance between the truss lateral supports unless a smaller value originates from an analysis. In presented selected truss stability study impact of several important parameters such as length between lateral bracings, bracing rigidity and load location was considered. The study shows that the value of critical load significantly depends on the stiffness, and the distance of the lateral bracing of the compressed truss chord. Furthermore, the obtained results show that the assumption of the buckling length for the compressed truss cord less than 0.9L (L - distance between the lateral bracings) is justified for both rigid and flexible lateral bracing. Highlights ? The research covered a steel truss with stiff and flexible chord lateral bracing. ? The standard recommendations of chord buckling length are too conservative. ? A numerical analysis to determine buckling length of truss chord is recommended.]]></description>
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			<title><![CDATA[Behaviour of sandwich structures with cork compound cores subjected to blast waves]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004038%26%5Fversion%3D1%26md5%3D31b66bb34db7334602546a1deae10fe9]]></link>
			<pubDate>Fri, 14 Sep 2012 01:35:30 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46J. Sousa-Martins, D. Kakogiannis, F. Coghe, B. Reymen, F. Teixeira-Dias Sandwich structures can often sustain large deformations under constant load enabling them to absorb significant amounts of energy. The mechanical properties of cork (e.g. low density and high specific stiffness and strength) suggest that this material-and its compounds-may have excellent properties when acting as core in energy absorbing sandwich systems and structures. Cork is a natural material with a cellular structure (closed cell). After reaching yield stress, cork exhibits a region of almost constant stress for increasing strains until densification is reached, allowing it to absorb considerable amounts of energy. Within the scope of the present work, two micro-agglomerated cork (MAC) compounds are incorporated as cores in sandwich structures with 5754-H22 aluminium alloy face sheets. Samples with constant thickness of the face sheets and different core thicknesses are tested. These structures are fixed on a 4-cable ballistic pendulum and subjected to blast waves originated from the detonation of 30g of high explosive (C4) at a fixed stand-off distance (300mm). The deflection of the front and back face sheets is measured as well as the transmitted impulse and movement of the pendulum. The effects on the structural response of the core thicknesses and core densities are determined. A linear dependence between the relative core thickness reduction and the initial core thickness is determined for both MAC compounds. A value of ?11% was obtained for the relative thickness reduction, strongly indicating the possibility of energy dissipation by the core, most probably due to crushing of the cellular structure of cork. Highlights ? Experimental analysis of the blast wave energy absorption capability of sandwich structures. ? Sandwich structures with cork compound cores are manufactured and tested. ? The influence of the density and thickness of the cores is determined. ? Relative thickness reduction of the structures indicates that significant energy is absorbed. ? A linear dependence is found between the thickness reduction and the initial core thickness.]]></description>
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			<title><![CDATA[Testing and modelling of dynamic out-of-plane behaviour of the historic masonry fa?ade of Palazzo Ducale in Venice, Italy]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004063%26%5Fversion%3D1%26md5%3Da1f3aafe4088070d572b8db7d874377b]]></link>
			<pubDate>Fri, 14 Sep 2012 01:35:29 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Salvatore Russo A programme of structural assessment and control is currently in progress at Palazzo Ducale in Venice, to evaluate the state of preservation of the two external Medieval fa?ades. A long-term monitoring system of mono-directional accelerometers was set up to investigate the dynamic out-of-plane behaviour of the south fa?ade along a vertical section. A type of action that could be taken as ordinary, involving frequencies in the range of 60-80Hz, was identified during the first months of activity; the response to this kind of dynamic stress allowed a reliable evaluation of the dissipation properties of the structure. As well, the response to an extraordinary-type event, i.e. an earthquake, could be measured during the monitoring period. The first numeric elaborations based on experimental data are presented, i.e. a first calibration of the model of the south fa?ade, aimed to establish the boundary conditions of the model (i.e. translational stiffness of connections to roof and floor structures), by means of spectral analysis with input experimental response spectrum. The good performance of this preliminary numerical model could finally be assessed. Highlights ? Measured amplitudes of ordinary dynamic actions are in the order of 10?2 m/s2. ? Calculated frequencies are in the range of 60-70Hz. ? The actual conditions at fa?ade&apos;s top-bottom boundary are unknown. ? The FEA indicates a very stiff condition. ? The FE model can reproduce the actual dynamic performance of the controlled zone.]]></description>
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			<title><![CDATA[Analytical fatigue prediction model of RC beams strengthened in flexure using prestressed FRP reinforcement]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003896%26%5Fversion%3D1%26md5%3D55f8e9c44ea1230613a706184daf9d6b]]></link>
			<pubDate>Wed, 12 Sep 2012 01:31:25 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Fadi Oudah, Raafat El-Hacha The increasing use of Fiber Reinforced Polymer (FRP) for strengthening applications initiates the need to study the behavior of the strengthened members when subjected to fatigue loading. A general Fatigue Prediction Model (FPM) of Reinforced Concrete (RC) beams strengthened using prestressed FRP reinforcement was developed and presented in this paper. The damage effect was quantified into certain variables which can be determined analytically and/or experimentally. The developed model is applicable for any type of FRP strengthening. It accounts for the degradation in the concrete stress-strain relationship and the degradation of the epoxy-concrete and the steel-concrete bonds. The model was calibrated with experimental test results of RC beams strengthened using prestressed Near-Surface-Mounted (NSM) carbon FRP strips followed by performing a parametric study concerning the different model variables. It was found that the developed model accounts properly for the non-linearity in the strain variation across the depth of the RC strengthened beams as well as the effect of changing the prestress level when subjected to fatigue loading. Highlights ? Fatigue prediction model of RC beams strengthened with prestressed FRP is developed. ? The model accounts for degradation of FRP-concrete and steel-concrete bonds. ? The model is applicable for any type of FRP strengthening materials and systems. ? The model accounts for the strain nonlinearity associated with the fatigue loading. ? The model accounts for the effect of changing the prestress level.]]></description>
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			<title><![CDATA[On the quantification of seismic performance factors of Chevron Knee Bracings, in steel structures]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003355%26%5Fversion%3D1%26md5%3D428a0ee2a4465bb7734b90f18382d56a]]></link>
			<pubDate>Wed, 12 Sep 2012 01:31:24 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Mojtaba Farahi, Massood Mofid As a matter of fact, it is necessary to have the values of Response Modification Factor R, Over-strength Factor ? 0, and Deflection Amplification Factor Cd in order to design seismic-force-resisting systems according to design and loading codes. This study is intended to evaluate these factors for a structural lateral bracing system called Chevron Knee Bracing (CKB). In this type of bracing, the knee elements assist the system to dissipate energy through the formation of plastic flexural and/or shear hinges within the presented bracing system. The approach utilized in this study is according to FEMA P695 based on low probability of structural collapse and involves nonlinear static and dynamic analyses. Over-strength and ductility of this type of bracing is investigated through performing nonlinear static analyses. Conducting Incremental Dynamic Analyses (IDA), Collapse Margin Ratios (CMRs) of the defined archetypes model are achieved and modified to obtain an Adjusted Collapse Margin Ratio, ACMR for each archetype. The values of calculated ACMRs are compared with the accepted values proposed by FEMA P695 in which the total system collapse uncertainty is considered to prove the validity of presumed seismic performance factors of CKB systems. Highlights ? In this study structures with Chevron Knee Bracing (CKB), are considered. ? Using FEM, it tried to evaluate Response Modification Factor for structure with CKB. ? The utilized approach, is according to FEMA P695, involving nonlinear analyses. ? Using Incremental Dynamic Analyses (IDA), Collapse Margin Ratios (CMRs), are defined. ? In this study the calculated values of &quot;R&quot; are compared with values proposed by FEMA.]]></description>
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			<title><![CDATA[Design by testing procedure for intermediate debonding in EBR FRP strengthened RC beams]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003409%26%5Fversion%3D1%26md5%3D06b3505c17680aec2c0d6410bb0d0460]]></link>
			<pubDate>Wed, 12 Sep 2012 01:31:24 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46A. Bilotta, C. Faella, E. Martinelli, E. Nigro Externally bonded (EB) Fiber-Reinforced-Polymer (FRP) sheets and laminates are widely employed for enhancing the bending capacity of reinforced concrete (RC) beams. However, the adhesion between FRP and concrete substrate is an issue of concern and generally controls the ultimate capacity of RC beams. Particularly, intermediate debonding phenomenon which begins from an intermediate point throughout the FRP-concrete interface is one of the most common and peculiar failure modes observed in RC beams externally strengthened in bending by bonded FRP. The present paper applies a well-established procedure for calibrating a design formula for determining the maximum axial strain developed in FRP at the onset of intermediate debonding failure. The procedure is based on the well-known design-by-testing approach based on the availability of a wide collection of experimental results. General behavioral observations are firstly derived by analyzing a large number of experimental results available in the scientific literature and collected by the authors. Such results are finally used for calibrating a design formula which looks after the key mechanical parameters controlling the bond behavior. The model uncertainties are handled through a consistent statistical procedure leading to a sound definition of the characteristic value of the relevant design quantities. Highlights ? The present paper is aimed at deriving a formula for intermediate debonding failure. ? Some general behavioral observations are firstly derived by previous studies. ? Experimental results are utilized for calibrating a design formula. ? A design-by-testing statistical procedure comply to the Eurocode is used.]]></description>
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			<title><![CDATA[Analysis of plastic deformation behavior of HDPE during high pressure torsion process]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003422%26%5Fversion%3D1%26md5%3D9527ea0fff41896ae36fcf35583e8b21]]></link>
			<pubDate>Wed, 12 Sep 2012 01:31:22 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Ahmed Dra?, Benaoumeur Aour High pressure torsion (HPT) is an effective tool to modify microstructures via severe plastic deformation. In order to optimize the process conditions and then to control the change in microstructure, the estimation of the plastic strain achieved in the processed material is of utmost importance. Noting that the key parameters of HPT process are essentially the imposed pressure and the number of revolutions applied to the samples. The goal of this work is to numerically investigate the effects of these parameters on the plastic strain homogeneity during HPT of a typical semicrystalline polymer (high-density polyethylene: HDPE). To this end, compressive tests at different strain rates were used to estimate the material parameters of a phenomenological elastic-viscoplastic model. Then, the HPT process was analyzed by 3-dimensional finite element method to highlight the distribution of the plastic strain, the equivalent plastic strain rate and the mean normal stresses. It was found that the optimal strain homogeneity was obtained by a weak vertical displacement and a high torsion angle. Highlights ? A numerical analysis of HDPE behavior during high pressure torsion was carried out. ? Material parameters of the used model were deduced from compressive tests. ? The effects of the imposed pressure and the torsion angle have been highlighted. ? Recommendations on processing conditions have been provided according to the results.]]></description>
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			<title><![CDATA[Experimental study of variable-frequency rocking bearings for near-fault seismic isolation]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003744%26%5Fversion%3D1%26md5%3D7e55a65bb71ec7d635a156c0054c2594]]></link>
			<pubDate>Sun, 09 Sep 2012 01:35:57 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Lyan-Ywan Lu, Chia-Chiea Hsu Near-fault earthquakes, which usually have a long-period pulse-like component, may result in excessive isolator displacement for a conventional isolation system, and consequently lead to an oversized isolator design or increase the risk of an isolation pounding effect. To alleviate these problems, seismic isolation using variable-frequency rocking bearings (VFRBs), which have variable mechanical property, are investigated experimentally in this study. A general VFRB has an axially symmetric rocking surface with variable curvature. By properly selecting the geometry of the rocking surface, the VFRB isolation frequency, which is independent of the super-structural mass, becomes variable and can be designed to meet the required specifications. To experimentally verify the VFRB isolation theory, a full-scale steel frame isolated by several prototype bearings is tested in this work by using a shaking table. To fabricate these bearings, a six-order polynomial function is proposed to define their rocking surface, so the bearings possess a relatively higher initial stiffness followed by softening mechanical behavior. The experimental results, which have very good agreement with the simulated ones, demonstrate that the prototype bearings exhibit the desired variable hysteretic property. The test results also show that the VFRB system with the proposed mechanical property is able to effectively suppress the excessive isolator displacement induced by a near-fault earthquake, while retaining a reasonably good isolation efficiency for the superstructure. Highlights ? We test a set of variable-frequency rocking bearings for near-fault seismic isolation. ? The mechanical property of these bearings is a function of bearing displacement. ? The geometry of the bearing rocking surface is defined by a six-order polynomial. ? The theory to describe the bearing mechanical property is given. ? The test proves that the bearings is effective for near-fault seismic isolation.]]></description>
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			<title><![CDATA[Prefabricated floor panels composed of fiber reinforced concrete and a steel substructure]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003446%26%5Fversion%3D1%26md5%3D4140961105491150456839e7fdca0e3c]]></link>
			<pubDate>Sun, 09 Sep 2012 01:35:56 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46L?rus H. L?russon, Gregor Fischer, Jeppe J?nsson This paper reports on a study on prefabricated composite and modular floor deck panels composed of relatively thin fiber reinforced concrete slabs connected to steel substructures. The study focuses on the design, manufacturing, structural improvements and behavior of the floor systems during loading at the serviceability and ultimate limit states. The composite construction concept offers flexibility in the assembly process, the ability to adapt to various load and boundary requirements, and efficient utilization of material properties that result in a light weight prefabricated structural element. The activities described in this paper are an extension of previous work where composite floor panels composed of light gauge steel joists were integrally cast with a thin-walled Engineered Cementitious Composite (ECC) slab. The main focus of the present study was to revise and improve the design detailing of these integrally cast deck panels and to modify them by providing individually cast anchor points in the precast ECC slab, which are subsequently used to attach a steel truss substructure. Full-scale experiments were carried out to verify the structural behavior of the integrally cast panels and the modular panels with various substructure configurations along with comparison to analytical and numerical results. Highlights ? Two new types of composite floor panels are introduced and tested in full scale. ? The structural response was examined during static and dynamic loading. ? Deflections and natural frequency were within acceptable limits. ? The composite panels performed similar to that of a hollow core deck. ? The panels systems weigh only 1/3 of that of a hollow core deck.]]></description>
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			<title><![CDATA[Analytical model for shear strength of ordinary and prestressed concrete beams]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003768%26%5Fversion%3D1%26md5%3D27998e4d21fa0b65c61f31391545163f]]></link>
			<pubDate>Sun, 09 Sep 2012 01:35:56 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Hong-Gun Park, Soonpil Kang, Kyoung-Kyu Choi An analytical method employing the strain-based shear strength model was developed to predict the shear strength of prestressed concrete beams. The proposed method assumes that the shear force acting in a concrete beam is resisted primarily by the compression zone of intact concrete in the cross section. The shear capacity of the compression zone is evaluated at the inclined failure surface using the material failure criteria for concrete, considering the interaction with the compressive normal stress. Because the compressive stress is developed by the flexural action of the beam and the prestress applied to the cross section, the shear capacity is defined as a function of the flexural deformation and the prestress applied to the cross section. Then, the shear strength of the beam is determined at the intersection of the shear capacity curve and the shear demand curve. The proposed model was applied to existing test specimens. The results show that it can be used for both ordinary concrete beams and prestressed concrete beams. Highlights ? Shear strength of concrete beams is evaluated along the inclined failure surface. ? Compression zone of intact concrete is assumed to primarily resist to the shear force. ? Shear strength is determined as a intersection of shear capacity and demand curves. ? Prestressing force increases the shear strength with larger compression zone. ? A unified analytical model applicable to both ordinary and prestressed concrete beams.]]></description>
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			<title><![CDATA[Energy-based design method for seismic retrofitting with passive energy dissipation systems]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003720%26%5Fversion%3D1%26md5%3D4c085b4ab9cb40f492329cc94cf9ac3c]]></link>
			<pubDate>Sun, 09 Sep 2012 01:35:55 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Ali Habibi, Ricky W.K. Chan, Faris Albermani In this paper a stepwise multi-mode energy-based design method for seismic retrofitting with passive energy dissipation systems is proposed as an alternative to strength and displacement-based methods. The method utilizes modal pushover analysis to determine modal yield force and ductility factor of an equivalent single-degree-of-freedom system. Two modes with the highest participation factors are accounted for. The energy contribution of each mode is determined using energy spectra and the required amount of energy dissipation is estimated and used to retrofit the original structure with appropriate energy dissipation system. The effectiveness of the proposed method is verified using nonlinear time-history analysis. It is concluded that the proposed method is easy to implement and yields an effective retrofitting design in which damage is confined within the dissipative system. Highlights ? New stepwise multi-mode energy based design for seismic retrofitting is presented. ? Nonlinear response spectra for different damping ratios are presented. ? Modified Energy profiles for different modes are calculated. ? The method is applicable to any passive energy dissipation system. ? The method can easily be extended to incorporate higher modes, if needed.]]></description>
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			<title><![CDATA[Numerical simulation of pounding damage to bridge structures under spatially varying ground motions]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003732%26%5Fversion%3D1%26md5%3Dee5cd370b4dfbb917f73676fbee01e69]]></link>
			<pubDate>Sun, 09 Sep 2012 01:35:55 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Kaiming Bi, Hong Hao Previous studies of pounding responses of bridge structures to seismic loadings are usually based on the point to point pounding assumption by using the simplified lumped mass model or beam-column element model. It has been found these simplified models can be used to calculate bridge pounding response with consideration of only the longitudinal excitation. In a real bridge structure under seismic loading, pounding could take place along the entire or part of surfaces of the adjacent segments. Moreover, torsional response of the adjacent decks owing to the asymmetric deck or induced by spatially varying transverse ground motions at multiple bridge supports may result in eccentric poundings between adjacent bridge decks. A detailed 3D finite element model is necessary to consider the surface to surface and torsional response induced eccentric poundings and the corresponding damage. This paper performs numerical simulations of pounding damage between bridge girders and between bridge girder and the corresponding abutment of a two-span simply-supported bridge to spatially varying ground motions based on a detailed 3D finite element model by using the explicit finite element code LS-DYNA. The dislocation and unseating potentials of the bridge are also modelled. The bridge components including the bridge girders, abutments, pier, bearings, longitudinal reinforcement bars and stirrups are included in the model. The non-linear material behaviour including the strain rate effects of concrete and steel rebar are considered. The spatially varying ground motions are stochastically simulated. The damage mechanism of the bridge under spatially varying seismic loadings is examined. Numerical results show that the method adopted in the present paper can realistically capture the seismic induced damage of bridge structures. Highlights ? Detail 3D FM model has been constructed. ? Non-linear material behaviour is involved. ? Bi-directional spatially varying ground motions are considered. ? Seismic induced pounding damage to bridge structure is investigated. ? Unseating and dislocation potentials are examined.]]></description>
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			<title><![CDATA[Development of a vibration based method to update axial shortening of vertical load bearing elements in reinforced concrete buildings]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003719%26%5Fversion%3D1%26md5%3D385cfbfca4ccc81fd79437f80ed61362]]></link>
			<pubDate>Sun, 09 Sep 2012 01:35:54 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46H.N. Praveen Moragaspitiya, David P. Thambiratnam, Nimal J. Perera, Tommy H.T. Chan Axial shortening in reinforced concrete members in a building is usually predicted at design stage and updated during construction in order to mitigate adverse effects of differential axial shortening between members. This paper presents a novel procedure which uses vibration characteristics to update the elastic shortening of members at any stage of construction or service of the building. Towards this end, a relationship between the vibration characteristics using the dynamic stiffness and the elastic shortening using the static stiffness is first established. An approximate method to add the effects of creep and shrinkage, at that stage, is also proposed in the paper. The capability of the proposed procedure is demonstrated through its application to a 64 storey building having out riggers and belt systems. Highlights ? Axial shortenings of RC columns in a building are determined using vibration data. ? Effects of concrete properties, construction phases and load migration are included. ? An innovative parameter called the Axial Shortening Index (ASI) has been proposed. ? This can capture effects of outrigger and belt systems and asymmetry of building.]]></description>
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			<title><![CDATA[Application of evolutionary operation to the minimum cost design of continuous prestressed concrete bridge structure]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003781%26%5Fversion%3D1%26md5%3D20f9249a7f8268caf2c838543e6240b4]]></link>
			<pubDate>Sun, 09 Sep 2012 01:35:54 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Shohel Rana, Nazrul Islam, Raquib Ahsan, Sayeed Nurul Ghani This paper implements an evolutionary operations based global optimization algorithm for the minimum cost design of a two span continuous prestressed concrete (PC) I-girder bridge structure. Continuity is achieved by applying additional deck slab reinforcement in negative flexure zone. The minimum cost design problem of the bridge is characterized by having a nonlinear constrained objective function, and a combination of continuous, discrete and integer design variables. A global optimization algorithm called EVolutionary OPeration (EVOP), is used which can efficiently solve the presented constrained minimization problem. Minimum cost design is achieved by determining the optimum values of 13 numbers of design variables. All the design constraints for optimization belong to AASHTO Standard Specifications. The paper concludes that the robust search capability of EVOP algorithm has efficiently solved the presented structural optimization problem with relatively small number of objective function evaluation. Minimum design achieved by application of this optimization approach to a practical design example leads to around 36% savings in cost. Highlights ? Minimum cost design of a continuous prestressed concrete I-girder bridge is presented. ? It is consists of nonlinear constrained functions and mixed type of design variables. ? A global optimization algorithm called EVolutionary OPeration (EVOP), is used. ? EVOP has solved the problem with a relatively small number of function evaluations. ? The presented optimization approach leads to around 36% savings in cost.]]></description>
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			<title><![CDATA[Analysis of wind-induced vibration of fluid-structure interaction system for isolated aqueduct bridge]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003884%26%5Fversion%3D1%26md5%3D8d80ddee355695a78cdb65f7384802c9]]></link>
			<pubDate>Sun, 09 Sep 2012 01:35:54 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Hua Zhang, Liang Liu, Ming Dong, Hao Sun This paper studies the dynamic properties of aqueduct-water coupling system in bent-type aqueduct structures using the Arbitrary Lagrangian-Eulerian (ALE) method. A three-dimensional fluid-structure interaction model was established, with plate rubber supports. The speed-time sequence of fluctuating wind acting on the aqueduct was simulated by the Auto-regressive Moving Average (ARMA) model. The natural vibration characteristics, seismic responses, and wind responses of the aqueduct structure were calculated and comparatively analyzed in different conditions of water depth. The simulation results show that the application of isolation technology can reduce aqueduct stiffness and change the vibration characteristics of an aqueduct structure. The application of isolated technique is able to elevate the earthquake resistance performance of aqueduct structure. However, the isolation remarkably increases the wind stress response and reduces wind resistance performance of the aqueduct bridge. Highlights ? The isolated technology was applied to aqueduct bridges. ? The aqueduct stiffness was reduced. ? The earthquake resistance performance of aqueduct was elevated. ? The wind resistance performance of aqueduct was reduced.]]></description>
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			<title><![CDATA[Optimal performance of FRP strengthened concrete columns under combined axial-flexural loading]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003963%26%5Fversion%3D1%26md5%3D18fa80d86e138ade9db6d63deec31597]]></link>
			<pubDate>Sun, 09 Sep 2012 01:35:53 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46Manal K. Zaki Amongst various methods developed for enhancing the strength and ductility of various reinforced concrete (RC) members, external confinement of the members with fiber reinforced polymers (FRPs) has proven to be an effective and convenient method. The study reported herein is conducted on the optimal use of FRP for RC columns under combined axial-flexural loading. In this paper, the fiber method modeling (FMM) together with a nonlinear finite element analysis (FEA) are utilized to determine the capacity of such columns. The analysis starts from a fundamental virtual work equation and uses standard finite element procedures. Also, the Optimal Criteria (OC) method is employed to deploy the least amount of FRP material. Therefore, the design parameters considered are the length and thickness of FRP. The optimization problem is formulated as the minimization of a Lagrangian function expressing the FRP cost and design parameters after determining the sensitivities of the column capacity. A Gauss-Seidel technique is finally applied to solve for the design variables. The thickness of FRP jackets and the covered length of the column are optimized for rectangular pin-ended columns under axial loading together with end moments rotating in the same sense. The mentioned loading was chosen to represent the straining actions of columns in buildings subjected to lateral loading. The study was performed to investigate the effects of various parameters on deploying the least amount of the FRP material for the mentioned column. The parameters used in the investigation include the unconfined column strength, type of FRP used and the original thickness of FRP covering the whole length of the column. The study also provides engineers with charts determining the optimal length and thickness at different load levels that represent different points on the interaction diagram. Results show that as the axial load on the interaction diagram increases, the optimal FRP length increases. Also, it was concluded that greater FRP strap lengths were needed at the point of pure bending than at the balanced point. However, in the compression zone of the interaction diagram, optimal FRP volume is controlled by both, the FRP stiffness and the FRP confining effect. Highlights ? The Optimal Criteria (OC) optimizes the FRP volume for points on the interaction diagram. ? OC converges to the optimal FRP length and FRP thickness at different load levels. ? Less optimal FRP length is needed at pure bending than at the balanced point. ? In the compression zone, as the normal force increases, the FRP length increases. ? Generally, less GFRP is needed compared to CFRP in the compression zone.]]></description>
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			<title><![CDATA[Editorial Board]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612004555%26%5Fversion%3D1%26md5%3Dc9272fb41dc7d970e80fbcadda05179e]]></link>
			<pubDate>Sat, 08 Sep 2012 01:32:30 EST</pubDate>
			<description><![CDATA[Publication year: 2012Source:Engineering Structures, Volume 45 ]]></description>
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			<title><![CDATA[Minimum shear reinforcement for thick plates and two-way slabs]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003677%26%5Fversion%3D1%26md5%3Dd56ee973929f3d57b6314a732abd61f8]]></link>
			<pubDate>Tue, 04 Sep 2012 01:30:25 EST</pubDate>
			<description><![CDATA[Publication year: 2013Source:Engineering Structures, Volume 46E. Rizk, H. Marzouk Thick reinforced concrete plates of over 250mm thickness usually exhibit brittle shear failure under concentrated loads. Potential punching failures in the vicinity of concentrated loads have already been taken into consideration by conventional design methods. The current research is a continuation to previous work published by the authors on minimum flexural reinforcement for thick plates. The main focus of this research is to design adequate shear reinforcement for thick concrete plates. In this paper, new models are developed to calculate minimum shear reinforcements for thick plates, concrete plates and two-way slabs. Design guidelines as well as a design example for minimum shear reinforcement that the design engineers can follow are given. A comparison between the proposed formulae with experimental tests carried by different researchers is conducted. A comprehensive review of different design codes formulae is discussed and compared with the proposed formulae. The proposed formulae are simple and account for member size effect through fracture mechanics concepts. For all equations, (MPa) is used for stresses and (mm) for lengths unless otherwise noted. ]]></description>
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			<title><![CDATA[Metamodel-based regional vulnerability estimate of irregular steel moment-frame structures subjected to earthquake events]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003641%26%5Fversion%3D1%26md5%3D4db16d667164059c671d8d656f57a9d0]]></link>
			<pubDate>Sun, 19 Aug 2012 01:33:26 EST</pubDate>
			<description><![CDATA[Publication year: 2012Source:Engineering Structures, Volume 45Junwon Seo, Leonardo Due?as-Osorio, James I. Craig, Barry J. Goodno Rapid seismic vulnerability assessment tools for use with existing structures not only help in quantifying their susceptibility to structural failure, but also aid decision makers with regional portfolio earthquake risk mitigation. Steel moment-frame structures are a common structure type in the United States, and most research to date on their regional assessment has focused on the fragility analysis of structures with regular configurations. Given the large number of irregular structures in use in seismically active zones, the effect of plan-form irregularity on the fragility of moment-frame structures should be examined. The focus of this study is to estimate structural fragilities for the class of L-shaped steel moment-frame (LSMF) structures in the Central United States. As part of the assessment process, L-shaped plan-forms that are most common in the region are first selected based upon input from structural and architectural experts. Significant parameters affecting the LSMF seismic responses are identified from sensitivity studies using finite element models and design-of-experiments methods to construct response surface metamodels (RSMs). Portfolio-level fragility curves for LSMF structures are generated from the RSMs joined with Monte Carlo Simulation (MCS) to treat regional uncertainty. RSM-based fragility curves are also compared with fragilities from HAzards US Multi-Hazard (HAZUS-MH). Furthermore, a fragility-based parametric study is performed to evaluate the effect of significant parameters on LSMF susceptibility. Findings indicate the extent to which different irregularity parameters such as first floor height and eccentricity impact regional LSMF vulnerability. Highlights ? The structural fragilities for the class of L-shaped structures are estimated. ? The L-shaped plan-forms that are most common in the Central US are selected. ? The fragility curves are created using joint metamodels and Monte Carlo Simulation. ? The metamodel-based fragility curves are compared with HAZUS fragilities. ? The fragility-based parametric study is carried out.]]></description>
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			<title><![CDATA[Fragility functions for pre-Northridge welded steel moment-resisting beam-to-column connections]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003689%26%5Fversion%3D1%26md5%3Dea2a2ac72d3b5e22feac42112e843195]]></link>
			<pubDate>Sun, 19 Aug 2012 01:33:24 EST</pubDate>
			<description><![CDATA[Publication year: 2012Source:Engineering Structures, Volume 45Carlos M. Ramirez, Dimitrios G. Lignos, Eduardo Miranda, Dimitrios Kolios Fragility functions that permit the estimation of damage in pre-1994 welded flange bolted-web beam-to-column moment connections are developed. The fragility functions provide estimates of the probability of yielding and of experiencing fracture as a function of the peak interstory drift ratio imposed in the connection, hence are particularly suited for performance-based methodologies for assessing the seismic performance of existing steel moment resisting frame buildings. Fragility functions were developed based on experimental results of 51 beam-to-column subassemblies tested over the past 26years in 10 different investigations. The fragility functions developed in this paper incorporate uncertainty arising from specimen-to-specimen variability as well as statistical uncertainty associated with the fact of being developed based on a small sample of experimental results. Results indicate that the variability in interstory drifts at which fracture was observed is significantly larger than the variability at which yielding occurs. Furthermore, for beam depths commonly used in engineering practice there is a probability between 70% and 80% of experiencing a fracture in older type of connections at an interstory drift ratio of 2% which is usually the maximum allowed in US current codes indicating that many steel moment resisting frame buildings built prior to 1994 could experience fractures in their beam-to-column connections in a design level earthquake if they are not retrofitted. Highlights ? We developed fragility functions for pre-Northridge steel moment connections. ? These functions provide estimates of the probability of yielding and fracture. ? These probabilities are expressed as a function of peak story drift ratio. ? For a 2% story drift ratio the probability of fracture for these connections is 70%. ? Steel MRFs built prior to 1994 need to be retrofitted to avoid premature fractures.]]></description>
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			<title><![CDATA[A comparison of pre- and post-seismic design considerations in moderate seismic zones through the fragility assessment of multispan bridge classes]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003653%26%5Fversion%3D1%26md5%3D934591db5b2530196b6be1f07ba03185]]></link>
			<pubDate>Sun, 19 Aug 2012 01:33:24 EST</pubDate>
			<description><![CDATA[Publication year: 2012Source:Engineering Structures, Volume 45Karthik Ramanathan, Reginald DesRoches, Jamie E. Padgett Vulnerability estimation as well as quantitative and qualitative assessment of the seismic risk to highway bridges is crucial in obtaining reliable estimates of the resilience of highway transportation systems. Although previous studies have evaluated the seismic response and fragility of various bridge classes common to the central and southeastern United States, there is very little research that explores the differences in performance of bridge classes built with and without seismic detailing. This paper addresses this gap by investigating the influence of seismic detailing of four multispan bridge classes on the seismic performance, as well as the failure probability through the development and comparison of fragility curves. The primary differences between seismically and non-seismically designed bridges are the column reinforcement details and bridge bearings. Component and system fragility curves are developed to provide insight into the difference in performance of non-seismically and seismically designed bridges and are compared with those currently found in HAZUS-MH. Confidence bounds are finally developed to characterize the uncertainty about the proposed median fragility curves for the bridge classes. Bridge classes with seismic provisions incorporated in their design tend to have reduced confidence bandwidth at higher damage states. Significant improvement in performance is seen in all bridge classes considered in this study when seismic design and details are used. Highlights ? Influence of seismic design of multispan bridge classes on performance. ? Assessment of failure probability and comparison using analytical fragility curves. ? Confidence bounds to characterize uncertainty about median fragility curves. ? Significant improvement in performance due to seismic design and detailing. ? Good agreement with median fragilities reported in HAZUS.]]></description>
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			<title><![CDATA[Wind tunnel tests on hyperbolic paraboloid roofs with elliptical plane shapes]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003586%26%5Fversion%3D1%26md5%3Ddc174ede13b8545b2cb698bdd69d2c0f]]></link>
			<pubDate>Sun, 19 Aug 2012 01:33:23 EST</pubDate>
			<description><![CDATA[Publication year: 2012Source:Engineering Structures, Volume 45Fabio Rizzo No parametric data exists in the main international standards to calculate wind action on buildings with hyperbolic paraboloid roofs. This type of roof, however, is particularly efficient in covering medium to large spans and is highly competitive compared to traditional structures. Our research aims at parameterization of pressure coefficients on roofs with hyperbolic paraboloid shapes with four different footprints, respectively, square, rectangular, circular and elliptical. This paper studies the elliptical shape in particular. Aerodynamic wind tunnel tests have been performed on these shapes with the object of calculating pressure coefficients. A comparison is also made between elliptical and circular shapes in order to demonstrate the high efficiency of the elliptical shape. ]]></description>
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			<title><![CDATA[Non-destructive characterization of stone columns by dynamic test: Application to the lower colonnade of the Dome of the Siena Cathedral]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003331%26%5Fversion%3D1%26md5%3Da93148baf965676fa837e307aa71f9f7]]></link>
			<pubDate>Sun, 19 Aug 2012 01:33:22 EST</pubDate>
			<description><![CDATA[Publication year: 2012Source:Engineering Structures, Volume 45Gianni Bartoli, Michele Betti, Luca Facchini, Maurizio Orlando The paper describes the in situ non-destructive dynamic tests performed on a lower colonnade of the Dome of the Siena Cathedral (Italy). Tests were aimed at both measuring the fundamental natural frequency of stone columns and identifying their boundary conditions (pinned or clamped). Eight columns were dynamically investigated four times under subsequent impulsive loads (hammer impact test) for a total number of 32 dynamic tests. These tests were a part of a larger experimental campaign aimed to assess the actual static behavior and the seismic vulnerability of the whole Cathedral. In the paper the tests on the stone columns are described at first; secondly the main results, together with the techniques adopted for the signal analysis, are reported in detail. The results of several parametric numerical analyses are also discussed and eventually the use and limitations of the obtained results are critically discussed. Highlights ? Ultrasonic and dynamic tests were performed to evaluate the modal properties of a stone colonnade. ? Output-only signal analysis framework has been considered for the analysis of the recorded accelerations. ? Combination of NDT and FEM could offer effective information in reproducing the structural behavior.]]></description>
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			<title><![CDATA[Dynamic analysis of wind turbines including soil-structure interaction]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS0141029612003501%26%5Fversion%3D1%26md5%3Db28d71eb64d2d6adbf0eb1326d9f5bc6]]></link>
			<pubDate>Sun, 19 Aug 2012 01:33:22 EST</pubDate>
			<description><![CDATA[Publication year: 2012Source:Engineering Structures, Volume 45M. Harte, B. Basu, S.R.K. Nielsen This paper investigates the along-wind forced vibration response of an onshore wind turbine. The study includes the dynamic interaction effects between the foundation and the underlying soil, as softer soils can influence the dynamic response of wind turbines. A Multi-Degree-of-Freedom (MDOF) horizontal axes onshore wind turbine model is developed for dynamic analysis using an Euler-Lagrangian approach. The model is comprised of a rotor blade system, a nacelle and a flexible tower connected to a foundation system using a substructuring approach. The rotor blade system consists of three rotating blades and includes the effect of centrifugal stiffening due to rotation. The foundation of the structure is modeled as a rigid gravity based foundation with two DOF whose movement is related to the surrounding soil by means of complex impedance functions generated using cone model. Transfer functions for displacement of the turbine system are obtained and the modal frequencies of the combined turbine-foundation system are estimated. Simulations are presented for the MDOF turbine structure subjected to wind loading for different soil stiffness conditions. Steady state and turbulent wind loading, developed using blade element momentum theory and the Kaimal spectrum, have been considered. Soil stiffness and damping properties acquired from DNV/Ris? standards are used as a comparison. The soil-structure interaction is shown to affect the response of the wind turbine. This is examined in terms of the turbine structural displacement and also the base shear and bending moment in the tower and the foundation. The frequency domain response of the bending moment and shear force in the foundation and the tower base, for stiffer soil condition, is shown to be characterized by peaks at multiples of the wind turbine rotational speed (3P effects). The effect of dynamic soil-structure interaction on the rotation of the foundation has also been investigated. Highlights ? Dynamic interaction between wind turbine structure and foundation system analyzed. ? MDOF model using Euler-Lagrangian approach developed. ? Aerodynamic effect and turbulence incorporated in the wind load. ? Impedance functions used for coupling the foundation to the structure. ? Foundation responses affected by blade rotation and soil-structure interaction.]]></description>
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			<title><![CDATA[Exact deflation in the complex modal analysis of low-rank non-classically damped structures]]></title>
			<link><![CDATA[http://www.globalspec.com/Goto/GotoWebPage?gotoType=engnews&rss=1&gotoUrl=http%3A%2F%2Fwww%2Esciencedirect%2Ecom%2Fscience%3F%5Fob%3DGatewayURL%26%5Forigin%3DIRSSSEARCH%26%5Fmethod%3DcitationSearch%26%5Fpiikey%3DS014102961200332X%26%5Fversion%3D1%26md5%3D23e35259de1bc8f7875130e27e55117c]]></link>
			<pubDate>Sat, 18 Aug 2012 01:31:36 EST</pubDate>
			<description><![CDATA[Publication year: 2012Source:Engineering Structures, Volume 45Lando Mentrasti This paper presents the complex modal analysis for a proportionally damped structure equipped with linear non-proportionally damped viscous elements (substructures or discrete real devices) giving a low-rank contribution (r) to the non-proportional part of the damping matrix. Using the classical undamped modes and a special low-rank matrix update formulation of the problem, the original Quadratic Eigenproblem (QEP) is hugely deflated, without approximations, to an equivalent Rational Eigenproblem (REP) of dimension r ? n (Theorem 2), as an alternative to the linearized Standard Eigenproblem of order 2n over the complex field. The existence of classical modes in non-classically damped structures is also discussed. The REP is solved by the homotopy method: a robust predictor-corrector continuation algorithm is designed in order to determine the required eigenpairs. Some applications to simple models of both traditional and base-isolated structures, together with an outline of future work, end the paper. Graphical abstract Graphical abstract Highlights ? Complex modal analysis of structure with non-proportionally damped viscous devices. ? These give low-rank contribution to non-proportional part of damping matrix. ? The Quadratic Eigenproblem is hugely deflated, exactly, to a Rational Eigenproblem. ? This nonlinear Eigenproblem is solved by the homotopy method. ? A predictor-corrector continuation algorithm determines the required eigenpairs.]]></description>
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