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{"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.

The performance of continuous composite deck slab (CCS) strengthened with unidirectional carbon fibre-reinforced polymer (CFRP) laminate in the hogging region was investigated in this study, where the CFRP worked as an external reinforcement in the concrete tension region. Four specimens of CCS that consisted of two equal spans were tested experimentally under static loads after strengthening with CFRP laminates of varying lengths. The test results confirmed that the hogging moment capacity of the CCS was improved significantly when the CFRP length was increased. However, CFRP debonding failure occurred in all strengthened specimens, and increasing the CFRP length did not totally prevent the debonding failure from occurring, although it did delay this failure somewhat. The CCS specimens absorbed more energy when strengthened with the CFRP laminates.

This research studies offshore oil and gas plat-forms after the exhaustion of hydrocarbon reserves. As an alternative to dismantling ways of reequipment of the promising facilities in the Arctic region for power generation are presented. Also a common problem of the infrastructure of offshore oil and gas fields after the end of their operation life is considered. One of the dif-ficult issues that is faced by oil-producing organizations is how to utilize the offshore platform? The hypothesis of infrastructure functionality of offshore platform was put forward for the other types of energy production. In the future, reequipment of offshore platforms will pro-vide an opportunity to reduce costs in the field of con-servation and optimize the environment. The methods for the development of design so-lutions selected by the authors allow us to consider an offshore platform after its operation as an element of culture development and a tool of ecological rehabilita-tion of the offshore area. This makes it possible to con-sider the prospects for the marine infrastructure growth and to improve the economy of coastal areas. The re-construction of offshore platforms with the change of their function will allow forming a developed maritime infrastructure in coastal waters. The ability to transport some of the offshore platforms after the oil and gas end will allow building a network 50 km away from the coastline. The authors carried out design experiments based mostly on fixed offshore platforms, regulated by the rules of the Rus-sian Maritime Register of Shipping and by SNIP 2.07.01—89*1. The authors developed the basic requirements for the selection of priority projects for the analysis, which are the characteristics of the waters suitable for the use of renewable energy sources and location of offshore platforms less than 50 km away from the coast with a small average water depth of 50 to 110 meters. Thus, the presented the concept of reconstruc-tion can be considered a coastal project.

The tasks a façade has to fulfill in contemporary high-end architecture have become more and more complex and challenging. An innovative skin has to block a considerable amount of sun radiation in summer, while it has to prevent heating energy from getting lost in winter. At the same time the skin has to allow for a high amount of (controlled) natural lighting and (controlled) natural ventilation. On the other side the iconic character of “signature” architecture pushes for glass façades to become almost dematerialized, a development further reinforced by recent advances in modern glass technology. Contemporary façades have to reach high transparency rates and have to follow extremely complex geometries - while still fulfilling requirements with regard to energy consumption and user comfort. The arising challenges for the façade engineer are therefore immense. The present paper presents various examples of how these challenges can be tackled in an appropriate way that units functionality, sustainability, and aesthetics Challenging Glass Conference Proceedings, Vol. 5 (2016): Challenging Glass 5

The economic and financial efficiency of two 10 m3 geomembrane biodigesters to treat swine and cattle residuals was evaluated. The study took place at the Cooperative of Credits and Services (CCS) of the municipality of Cumanayagua, Cienfuegos, Cuba. Its aim was to apply a procedure to evaluate investment projects management, based on the logical framework approach. The indicators for evaluation and the indexes of component and management were determined in two moments within the life cycle of the biodigesters: preparation and evaluation. The biodigester for swine residues had +185% economic efficiency, totally corresponding to the results from physical and financial efficacy, along with 69% undervalued operational costs. On the other hand, the biodigester for cattle residues had -90%, -87% periodic efficiencies, along with decreased relative physical, financial and cost efficacies, as well as a reduction of operational costs to 37 and 67%, respectively. In general terms, the economic efficiency had the greatest difficulties during the first three years of the application, caused by unbalances between the planned income and the real expenses. To conclude, biodigesters ranged from low to moderate operation, according to the values preset for the research. Technology proved feasibility, but the economic and financial variables were monitored permanently.

{"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": ["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.

This paper predicts and enhances the hydraulic problems in the Faraskour pumping station. Initially, water could not reach the first and fifth units of the operation. The main hydraulic problem of the suction basin of the new pump station is the sharp rotation of the suction guide from the sharp rotation of the quay station, and that caused the continuous discontinuation of the first and fifth units due to the lack of regular water entering the unit. A numerical simulation was conducted to investigate the hydraulic stability of the station. Computational fluid dynamic (CFD) is used to simulate the flow conditions at different working pumping units to predict the hydraulic problem at the suction side. The results indicate that the geometry of the intake is proper for running five parallel flow pumps with the designed flow rate and use guide walls with a curvature length of 6 m and width of 0.5 m for each pump.

{"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.