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{"references": ["A. Babarit, J. Hals, M.J. Muliawan(2012). Numerical benchmarking study of a selection of wave energy converters. Renewable Energy, 6(7), 131~142.", "Meyer NI, McDonalArnskov M, VadBennetzen CE, etc(2002). B\u00f8lgekraftprogram, Afslutningsrapport, Virum, Denmark RAMB\u00d8LL, Teknikerbyen 31, 2830.", "Previsic M, Bedard R, Hagerman G(2002). E2I EPRI assessment, offshore wave energy conversion devices. Electricity Innovation Institute;Technical report E2I EPRI WP - 004 - US - Rev 1.", "Manases(2010). Dynamics and hydrodynamics for floating wave energy converters. Ph.D. thesis, Lisboa University, Lisboa.52~59", "Nicolai F. HEILSKOV and Jacob V(2012). A non-linear numerical test bed for floating wave energy converters. Book of extended abstracts for the 2ndSDWED Symposium, Copenhagen 524-532.", "Newman J N(1994). Wave effects on deformable bodies .Applied Ocean Research, 16: 47~59.", "Gou Ying, TengBin(2004). Interaction effects between wave and two connected floating bodies. Engineering Science, 6(7), 75~80.", "L. Sun, R. Eatock Taylor and Y.S. Choo (2011). Responses of interconnected floating bodies. The IES Journal Part A: Civil & Structural Engineering, 4(3), 143\u2013156", "Chuankun Wang,Wei Lu (2009) Analysis on ocean energy resources and storage, Ocean press, Beijing, China, 110-116\n[10]\tQin Ye, Zhongliang Yang, Weiyong Shi(2012), The preliminary research on the offshore wave energy resources in Zhejiang province, Journal of Marine Sciences, 30(4) 13-19\n[11]\tJ.N.Newman (1986). Marine Hydrodynamic. Massachusetts Institute of Technology Press, Massachusetts, America, 40-45\n[12]\tYishan Dai, WenyangDuan(2008). Potential Flow Theory of Ship Motions in Waves. National Defence Industry Press, Beijing, China,80-86\n[13]\tZhengban Sheng, YingzhongLiu(2003). Ship manoeuvringandseakeeping, Shanghai Jiao Tong University Press, Shanghai, China, 283-210.\n[14]\tPizer, D.J, Retzler, C.H.Yemm, R.W(2000). The OPD pelamis. Experimental and numerical results from the hydrodynamic work program. European wave energy conference, Aalborg (Denmark), 227-234."]} Based on three dimensional potential flow theory and hinged rigid body motion equations, structure RAOs of Pelamis wave energy converter is analyzed. Analysis of numerical simulation is carried out on Pelamis in the irregular wave conditions, and the motion response of structures and total generated power is obtained. The paper analyzes influencing factors on the average power including diameter of floating body, section form of floating body, draft, hinged stiffness and damping. The optimum parameters are achieved in Zhejiang Province. Compared with the results of the pelamis experiment made by Glasgow University, the method applied in this paper is feasible.

{"references": ["Zhang, Z., Wu, X., Yang, X., Zhu, Y., BEPAS - A life cycle building\nenvironmental performance assessment model, Building and\nEnvironmental 51(5) (2006), pp. 669-675", "Radhi, H., On the optimal selection of wall cladding system to reduce\ndirect and indirect CO2 emissions, Energy 35(3) (2010), pp. 1412-1424", "Gartner, E., Industrially interesting approaches to \" low-CO2\" cements,\nCement and Concrete Research 34(9) (2004), pp. 1489-1498", "Wang, W., Zmeureanu, R., Rivard, H., Applying multi-objective genetic\nalgorithms in green building design optimization, Building and\nEnvironment 40(11) (2005), pp. 1512-1525", "Sartori, I., Hestnes, A.G., Energy use in the life cycle of conventional and\nlow-energy buildings: A review article, Energy and Buildings 39(3)\n(2007), pp. 249-257", "Ki-Bong Park, Takafumi Noguchi, Environmental Concern Concrete and\nReinforced Concrete Construction for Low Carbon Green Growth, Korea\nConcrete Institute 21(4) (2009), pp.44-49", "Guggemos, A.A., Horvath, A., Comparison of Environmental Effects of\nSteel- and Concrete-Framed Buildings, Journal of Infrastructure Systems\n11(2) (2005), pp. 93-101", "Cole, R.J., Energy and greenhouse gas emissions associated with the\nconstruction of alternative structural systems, Building and Environment\n34(3) (1998), pp. 335-348", "Moon, K.S., Sustainable structural engineering strategies for tall building,\nThe Structural Design of Tall and Special Buildings 17(5) (2008), pp.\n895-914\n[10] Paya-Zaforteza, I., Yepes, V., Hopitaler, A., Gonzalez-Vidosa, F.,\nCO2-optimization of reinforced concrete frames by simulated annealing,\nEngineering Structures 31(7) (2009), pp. 1501-1508\n[11] Paya, I., Yepes, V., Gonzalez-Vidosa, F., Hospitaler, A., Multiobjective\noptimization of concrete building frames by simulated annealing,\nComputer-Aided Civil and Infrastructure Engineering 23(8) (2008), pp.\n596-610\n[12] Saw, H.S. and Liew, J.Y.R., Assessment of current methods for the design\nof composite columns in buildings, Journal of Constructional Steel\nResearch 53(2) (2000), pp. 121-147\n[13] Holland, J.H., Adaptation in natural and artificial system, Univ. Michigan\nAnn Arbor, MIT. (1975)\n[14] C. Lee and J. Ahn, Flexural Design of Reinforced Concrete Frames by\nGenetic Algorithm, Journal of Structural Engineering 129(6) (2003), pp.\n762-774"]} Environmental pollution problems have been globally main concern in all fields including economy, society and culture into the 21st century. Beginning with the Kyoto Protocol, the reduction on the emissions of greenhouse gas such as CO2 and SOX has been a principal challenge of our day. As most buildings unlike durable goods in other industries have a characteristic and long life cycle, they consume energy in quantity and emit much CO2. Thus, for green building construction, more research is needed to reduce the CO2 emissions at each stage in the life cycle. However, recent studies are focused on the use and maintenance phase. Also, there is a lack of research on the initial design stage, especially the structure design. Therefore, in this study, we propose an optimal design plan considering CO2 emissions and cost in composite buildings simultaneously by applying to the structural design of actual building.

{"references": ["Kim H., Tadesse Y., Priya S., 2009, Energy Harvesting Technologies,\np3-4", "Curz Joao, 2008, Ocean Wave Energy, p1-4", "Zhu D., Beeby S., 2011, Energy Harvesting Systems, p1-3", "OECD, 2006, Energy Technology perspectives 2006: scenarios &\nstrategies to 2050, Organisation of Economic Cooperation &\nDevelopment, page 229-230.", "Khaligh A. and Onar Omer C., 2008, Energy Harvesting Solar, Wind, and\nOcean Energy Conversion System, pp223-230, pp250.", "Briney A., 2012, Waves - Ocean Waves, viewed at 10th April 2012,\n.", "Berteaux H. O., 1976, Buoy Engineering, The University of Michigan,\nUSA.", "Falnes, J 2007, \u00d4\u00c7\u00ffA review of wave-energy extraction-, ScienceDirect, vol.\n20, pp. 185-201", "Alaska Sea Grant, viewed at 16th April 2012,\n.\n[10] Robinson M. C., 2006, Renewable Energy Technologies for Use on the\nOuter Continental Shelf, National Renewable Energy Laboratory USA,\nviewed at 10th April 2012,\n.\n[11] Behrens, S, Heyward, J, Hemer, M, Osman, P 2011, \u00d4\u00c7\u00ffAssessing the wave\nenergy converter potential for Australian coastal regions-, Renewable\nEnergy, vol. 43, pp. 210-217.\n[12] Herbich, J 2000, Handbook of coastal engineering, Mcgraw-Hill\nprofessional.\n[13] Jefferys ER, 1980, Device characterization. In: Count BM (ed) Power\nfrom sea waves. Academic Press, pp 413-438."]} This paper presents an overview of the Ocean wave kinetic energy harvesting system. Energy harvesting is a concept by which energy is captured, stored, and utilized using various sources by employing interfaces, storage devices, and other units. Ocean wave energy harvesting in which the kinetic and potential energy contained in the natural oscillations of Ocean waves are converted into electric power. The kinetic energy harvesting system could be used for a number of areas. The main applications that we have discussed in this paper are to how generate the energy from Ocean wave energy (kinetic energy) to electric energy that is to eliminate the requirement for continual battery replacement.

{"references": ["D. Zwick and M. Muskulus, \"The simulation error caused by input\nloading variability in offshore wind turbine structural analysis,\" Wind\nEnergy, vol. 18, no. 8, aug 2015.", "J. J. Jensen, \"Fatigue damage estimation in non-linear systems using a\ncombination of Monte Carlo simulation and the First Order Reliability\nMethod,\" Marine Structures, vol. 44, pp. 203\u2013210, dec 2015.", "P.-L. Liu and A. Der Kiureghian, \"Optimization algorithms\nfor structural reliability,\" Structural Safety, vol. 9,\nno. 3, pp. 161\u2013177, feb 1991. (Online). Available:\nhttp://www.sciencedirect.com/science/article/pii/0167473091900417", "H. Madsen, S. Krenk, and N. Lind, Methods of Structural Safety.\nPrentice-Hall, Inc., 1986.", "DNV GL, \"RP-C203 Fatigue design of offshore steel structures,\" Tech.\nRep. April, 2005.", "WAFO-group, \"WAFO - A Matlab Toolbox for Analysis\nof Random Waves and Loads,\" 2000. (Online). Available:\nhttp://www.maths.lth.se/matstat/wafo/", "T. Moan and A. Naess, Stochastic Dynamics of Marine Structures.\nCambridge University Press, 2013.", "C. Bak, F. Zahle, R. Bitsche, A. Yde, L. C. Henriksen, A. Nata, and\nM. H. Hansen, \"Description of the DTU 10 MW Reference Wind\nTurbine,\" no. July, 2013.", "E. Smilden and L. Eliassen, \"Wind Model for Simulation of Thrust\nVariations on a Wind Turbine,\" Energy Procedia, 2016.\n[10] O. M. Faltinsen, J. N. Newman, and T. Vinje, \"Nonlinear\nwave loads on a slender vertical cylinder,\" Journal of Fluid\nMechanics, vol. 289, p. 179, apr 1995. (Online). Available:\nhttp://journals.cambridge.org/abstract S0022112095001297\n[11] X. Y. Zheng, T. Moan, and S. T. Quek, \"Numerical simulation of\nnon-Gaussian wave elevation and kinematics based on two-dimensional\nfourier transform,\" pp. 1\u20136, 2006.\n[12] M. Tucker, P. Challenor, and D. Carter, \"Numerical simulation of a\nrandom sea: a common error and its effect upon wave group statistics,\"\nApplied Ocean Research, vol. 6, no. 2, pp. 118\u2013122, apr 1984.\n[13] J. T. H. Horn, J. R. Krokstad, and J. Amdahl, \"Hydro-Elastic\nContributions to Fatigue Damage on a Large Monopile,\" Energy\nProcedia, 2016.\n[14] DNV GL, \"OS-J101 Design of Offshore Wind Turbine Structures,\" Tech.\nRep., 2014.\n[15] T. Burton, D. Sharpe, N. Jenkins, and E. Bossanyi, Wind Energy\nHandbook. John Wiley & Sons, Ltd, 2002. (Online). Available:\nhttp://dx.doi.org/10.1002/0470846062.ch4\n[16] J. J. Jensen, \"Extreme value predictions using Monte Carlo simulations\nwith artificially increased load spectrum,\" Probabilistic Engineering\nMechanics, vol. 26, no. 2, pp. 399\u2013404, apr 2011. (Online). Available:\nhttp://www.sciencedirect.com/science/article/pii/S0266892010000767"]} Uncertainties related to fatigue damage estimation of non-linear systems are highly dependent on the tail behaviour and extreme values of the stress range distribution. By using a combination of the First Order Reliability Method (FORM) and Monte Carlo simulations (MCS), the accuracy of the fatigue estimations may be improved for the same computational efforts. The method is applied to a bottom-fixed, monopile-supported large offshore wind turbine, which is a non-linear and dynamically sensitive system. Different curve fitting techniques to the fatigue damage distribution have been used depending on the sea-state dependent response characteristics, and the effect of a bi-linear S-N curve is discussed. Finally, analyses are performed on several environmental conditions to investigate the long-term applicability of this multistep method. Wave loads are calculated using state-of-the-art theory, while wind loads are applied with a simplified model based on rotor thrust coefficients.

{"references": ["M. Shinozuka and C.M. Jan, Digital Simulation of Random Processes\nand its Applications. Journal of Sound and Vibration, 25(1), 111-128,1972.", "G. Solari and F.Tubino, A turbulence Model based on Principal Components.\nProbabilistic Engineering Mechanics, 17, 327-335, 2002.", "A. Kareem, Numerical simulation of wind effects: A probabilistic perspective. Journal of Wind Engineering and Industrial Aerodynamics,\n96, 1472-1497, 2008.", "X. Chen,A. Kareem, Aeroelastic analysis of bridges under multicorrelated\nwinds: integrated state-space approach. Journal of Engineering Mechanics ASCE, 127 (11), 1124-1134, 2001.", "J.C. Kaimal, J.C. Wyngaard and Y. Izumi, O.R. Cote, Spectral Characteristics\nof Surface-Layer Turbulence. Quarterly Journal of the Royal\nMeteorological Society, 98, 1972.", "M. Shiotani and Y. Iwayani, Correlation of Wind Velocities in Relation to\nthe Gust Loadings. Proceedings of the 3rd Conference on Wind Effects\non Buildings and Structures, Tokyo, 1971.", "E. Samaras, M. Shinozuka and A. Tsurui, ARMA representation of random processes. Journal of Engineering Mechanics ASCE, 111(3), 449461, 1985.", "A. Papoulis, Probability, Random Variables and Stochastic Processes,\n2nd Ed. Mc Graw-Hill, 1984.", "W. Gersch and J. Yonemoto, Synthesis of multivariate random vibration\nsystems: A two-stage least squares AR-MA model approach. Journal of\nSound and Vibration, 52(4), 553-565, 1977.\n[10] Y. Li and A. Kareem, ARMA systems in wind engineering. Probabilistic\nEngineering Mechanics, 5(2), 50-59, 1990.\n[11] P. Van Overschee and B. De Moor, Subspace Identification for Linear\nSystems: Theory-Implementation-Applications, Dordrecht, Netherlands:\nKluwer Academic Publishers, 1996.\n[12] H. Akaik, Stochastic theory of minimal realization, IEEE Transactions\non Automatic Control 19, 667-674, 1974.\n[13] T. Katayama, Subspace Methods for System Identification, first ed.,\nSpringer, 2005.\n[14] H. Akaik, Markovian representation of stochastic processes and its\napplication to the analysis of autoregressive moving-average processes,\nAnnals of the Institute of Statistical Mathematics 26(1), 363-387, 1974."]} Turbulence of the incoming wind field is of paramount importance to the dynamic response of civil engineering structures. Hence reliable stochastic models of the turbulence should be available from which time series can be generated for dynamic response and structural safety analysis. In the paper an empirical cross spectral density function for the along-wind turbulence component over the wind field area is taken as the starting point. The spectrum is spatially discretized in terms of a Hermitian cross-spectral density matrix for the turbulence state vector which turns out not to be positive definite. Since the succeeding state space and ARMA modelling of the turbulence rely on the positive definiteness of the cross-spectral density matrix, the problem with the non-positive definiteness of such matrices is at first addressed and suitable treatments regarding it are proposed. From the adjusted positive definite cross-spectral density matrix a frequency response matrix is constructed which determines the turbulence vector as a linear filtration of Gaussian white noise. Finally, an accurate state space modelling method is proposed which allows selection of an appropriate model order, and estimation of a state space model for the vector turbulence process incorporating its phase spectrum in one stage, and its results are compared with a conventional ARMA modelling method.

{"references": ["Lienhard, J., Alpermann, H., Gengnagel, C., & Knippers, J. (2013).\nActive bending, a review on structures where bending is used as a selfformation\nprocess. International Journal of Space Structures, 28(3-4),\n187-196.", "Happold, E., & Liddell, W. (1975). Timber lattice roof for the\nMannheim Bundesgartenschau. The Structural Engineer, 53(3), 99-135.", "Harris, R., Romer, J., Kelly, O., & Johnson, S. (2003). Design and\nconstruction of the Downland Gridshell. Building Research &\nInformation, 31(6), 427-454. doi: 10.1080/0961321032000088007", "Harris, R., Haskins, S., & Roynon, J. (2008). The Savill Garden\ngridshell: design and construction. The Structural Engineer, 28.", "Harris, R., Roynon, J., & Happold, B. (2008). The savill garden\ngridshell: Design and construction. The Structural Engineer, 86, 27-34", "Paoli, C. C. A. (2007). Past and future of grid shell structures.\nMassachusetts Institute of Technology.", "Douthe, C., Baverel, O., & Caron, J. (2006). Form-finding of a grid shell\nin composite materials. Journal-International association for shell and\nSpatial Structures, 150, 53.", "McConville Wellburn (2011) Friends of the Earth Scotland (online),\navailable: http://www.foe-scotland.org.uk/ (accessed 16/01/2014).", "Toussaint, M. H. (2007). A Design Tool for Timber Gridshells: The\ndevelopment of a Grid Generation Tool. Msc thesis Delft University of\nTechnoloy, online http://homepage.tudelft.nl/p3r3s/MSc_projecs/\nreportToussaint. pdf.\n[10] Lienhard, J. (2014) Bending-active structures: form-finding strategies\nusing elastic deformation in static and kinetic systems and the structural\npotentials therein, unpublished thesis Universit\u00e4tsbibliothek der\nUniversit\u00e4t Stuttgart.\n[11] Ashby, M. F. (1999) Materials selection in mechanical design, Boston,\nMA: Butterworth-Heinemann.\n[12] EN338 (2009) 'Structural Timber - Strength Classes',\n[13] Institution of Structural, E. and Technology, T. (2007) Manual for the\ndesign of timber building structures to Eurocode 5, London: The\nInstitution of Structural Engineers.\n[14] EN 1995-1-1:2004 'Eurocode 5: Design of timber structures - Part 1-1:\nGeneral - Common rules and rules for buildings',\n[15] EN14358 (2006) 'Timber structures - Calculation of characteristic 5-\npercentile values and acceptance criteria for a sample', National\nStandards Authority of Ireland,\n[16] EN789 (2004) 'Timber structures - Test methods - Determination of\nmechanical properties of wood based panels', National Standards\nAuthority of Ireland,\n[17] Collins and Cosgrove unpublished\n[18] TECO. (2011, 14 Oct 2014). OSB Guide. History of OSB, from\nhttp://osbguide.tecotested.com/osbhistory"]} To determine the potential of a low cost Irish engineered timber product to replace high cost solid timber for use in bending active structures such as gridshells a single Irish engineered timber product in the form of orientated strand board (OSB) was selected. A comparative study of OSB and solid timber was carried out to determine the optimum properties that make a material suitable for use in gridshells. Three parameters were identified to be relevant in the selection of a material for gridshells. These three parameters are the strength to stiffness ratio, the flexural stiffness of commercially available sections, and the variability of material and section properties. It is shown that when comparing OSB against solid timber, OSB is a more suitable material for use in gridshells that are at the smaller end of the scale and that have tight radii of curvature. Typically, for solid timber materials, stiffness is used as an indicator for strength and engineered timber is no different. Thus, low flexural stiffness would mean low flexural strength. However, when it comes to bending active gridshells, OSB offers a significant advantage. By the addition of multiple layers, an increased section size is created, thus endowing the structure with higher stiffness and higher strength from initial low stiffness and low strength materials while still maintaining tight radii of curvature. This allows OSB to compete with solid timber on large scale gridshells. Additionally, a preliminary sustainability study using a set of sustainability indicators was carried out to determine the relative sustainability of building a large-scale gridshell in Ireland with a primary focus on economic viability but a mention is also given to social and environmental aspects. For this, the Savill garden gridshell in the UK was used as the functional unit with the sustainability of the structural roof skeleton constructed from UK larch solid timber being compared with the same structure using Irish OSB. Albeit that the advantages of using commercially available OSB in a bending active gridshell are marginal and limited to specific gridshell applications, further study into an optimised engineered timber product is merited.

{"references": ["O. M.A. Youssef, M. Moftah, \"General stress-strain relationship for\nconcrete at elevated temperatures\", Eng. Struct., 29(10), 2007, 2618-\n2634.", "AS 3600, Concrete structures. Australia: Committee BD-002, 2001.", "BS EN 1991-1-2, Actions on structures: Part 1-2 General actions\u00d4\u00c7\u00f6\nstructures exposed to fire. Brussels (Belgium): European Committee for\nStandardization, 2002.", "ACI 216.1-07, Standard method for determining fire resistance of\nconcrete and masonry construction assemblies. Detroit: American\nConcrete Institute; 2007.", "ASTM E 119, Standard methods of fire test of building construction and\nmaterials, Test Method E119a -08. American Society for Testing and\nMaterials, West Conshohocken, PA, 2008.", "ISO 834, Fire-resistance tests\u00d4\u00c7\u00f6elements of building construction\u00d4\u00c7\u00f6Part\n1: General requirements. International Standard, Geneva, 1999.", "S. Bratina, M. Saje, I. Planinc, \"The effects of different strain\ncontributions on the response of RC beams in fire\", Eng. Struct., 29(3),\n2007, 418-430.", "A. Law, J. Stern-Gottfried, M. Gillie, G. Rein, \"The influence of\ntravelling fires on a concrete frame\", Eng. Struct., 33, 2011, 1635-1642.", "T.T. Lie, Structural fire protection. ASCE Manuals and Reports on\nEngineering Practice, No. 78, New York, NY, USA, 1992.\n[10] V.R. Kodur, T.C. Wang, F.P. Cheng, \"Predicting the fire resistance\nbehaviour of high strength concrete columns\", Cem. Concr. Compos.,\n26, 2004, 141-153.\n[11] V.K.R. Kodur, M. Dwaikat, \"A numerical model for predicting the fire\nresistance of reinforced concrete beams\", Cem. Concr. Compos., 30,\n2008, 431-443.\n[12] S.F. El-Fitiany, M.A. Youssef, \"Assessing the flexural and axial\nbehaviour of reinforced concrete members at elevated temperatures\nusing sectional analysis\", Fire Saf. J., 44, 2009, 691-703.\n[13] K. V. Wong, Intermediate Heat Transfer. New York: Marcel Dekker,\nINC., 2003, ch. 5.\n[14] ANSYS, ANSYS multiphysics. Version 11.0 SP1. ANSYS Inc.,\nCanonsburg (PA), 2007.\n[15] BS EN 1992-1-2, Design of concrete structures. General rules.\nStructural fire design. Brussels (Belgium): European Committee for\nStandardization, 2004.\n[16] ASTM E 1529, Standard Test Methods for Determining Effects of Large\nHydrocarbon Pool Fires on Structural Members and Assemblies. ASTM\nIntl., West Conshohocken, PA., 2000.\n[17] C.G. Bailey, E. Ellobody, \"Fire tests on bonded post-tensioned concrete\nslabs\", Eng. Struct., 31, 2009, 686-696."]} For fire safety purposes, the fire resistance and the structural behavior of reinforced concrete members are assessed to satisfy specific fire performance criteria. The available prescribed provisions are based on standard fire load. Under various fire scenarios, engineers are in need of both heat transfer analysis and structural analysis. For heat transfer analysis, the study proposed a modified finite difference method to evaluate the temperature profile within a cross section. The research conducted is limited to concrete sections exposed to a fire on their one side. The method is based on the energy conservation principle and a pre-determined power function of the temperature profile. The power value of 2.7 is found to be a suitable value for concrete sections. The temperature profiles of the proposed method are only slightly deviate from those of the experiment, the FEM and the FDM for various fire loads such as ASTM E 119, ASTM 1529, BS EN 1991-1-2 and 550 oC. The proposed method is useful to avoid incontinence of the large matrix system of the typical finite difference method to solve the temperature profile. Furthermore, design engineers can simply apply the proposed method in regular spreadsheet software.